303 10th St - Revision Request Plans r- DESIGN SPECIFICATIONS USP CONNECTORS TYPICAL HEADER NAILING
0.131X3" TOE NAILS '
2X6, 2x8 (5) NAILS TYPICAL LAP SPLICE: °
DESIGN CODE: COMPONENTS & CLADDING GARAGE DOM UPLIFT TYPICAL STUD NAILING:
2014 FLORIDA BUILDING CODE - RESIDENTIAL ULTIMATE DESIGN PRESSURES CONNECTOR FASTENERS FL# CODE 2x10, 2x12 = (7) NAILS TYPICAL TOP PLATE NAILING:
SYP SPF 0.131x3'° END NAILS: 9" LVL, 11" LVL = (7) NAILS (12) 0,131"0x3"
DESIGN IS VOID ONE YEAR AFTER THE DATE OF THE ORIGINAL PLANS, INTERIOR EDGE STRIP (PSF): 1 CAR +22 9 (2) ® 2x4, 14" LVL, 16" LVL = (9) NAILS FASTEN ALL TOP PLATES
TRIBUTARY
UNLESS PLANS HAVE BEEN REVIEWED FOR CODE COMPLIANCE. AREA (sf) GARAGE USP A35 450 450 (9)104 1'/z- _- _ (3) ® 2x6, TOGETHER w/ (3) ROWS
.z
ZONE (PSF) a' = 4'-6" DOOR -25 0 (4) 0 2x8. SYP 2 OF .131x3 @ 12 O.C. STAGGARD.
DESIGN LOADS: ACTUAL AND UNIFORM 10 +25.6 -27.7 +25.6 -34.2 (8'x7') USP RT7 585 495 5 8d EA. END # ; Q
ROOF FLOOR USP RTBA 775 650 (5)10 x1'/z" EA. ENDSYP#2 DBL HEADER, 4'-0" MIN.
2 CAR +21 8 TYPICAL WALL FRAMING NOTES: ROOF SHEATHING, FULL HEIGHT ANCHOR 6 MAX. TOP PLATE PER PLAN
ROOF LOADING (cd=1.25) (cd=1.00) 50 +22.9 -25.0 +22.9 -28.8 GARAGE USP MTW12 1195 860 (7)10 x1 1/z" EA. END 1. USE SPF#2 OR BETTER FOR SEE SPECIFICATIONS EITHER SIDE OF PLATE
TOP CHORD LIVE LOAD 20 psf 40 psf DOOR , ALL WALL STUDS..
TOP CHORD DEAD LOAD 7 psf (ARCH SHINGLES) 10 psf 100 +21.8 -23.9 +21.8 -26.6 -23 9 USP HTW20 1450 1245 (12)104x1 / °' EA. END HEIGHT CHANGE
(16'xT) z Lou Pontigo and
TOP CHORD DEAD LOAD 20 psf (TILE SHINGLES) 10 psf USP MSTA24 1640 1455 (9)10 EA. END 2. USE SYP#2 FOR ALL TOP SEE 5/S0.0 2x-BLOCKING ONLY RAISED Associates, Inc.
BOTTOM CHORD LIVE LOAD 10 psf 0 psf • THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). THE PLATES AND SOLE PLATES. -�- REQUIRED IF SHEARWALLARCHED TRANSOM OPTICINP
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 -- _ HEADER
_ 2x SPF DIAGONAL BLOCKING
THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION USP LTS20B 1105 1105 1/z"o OD TO FTG. 3. USE SYP#2 FOR ALL TOP SIMPSON H2.5T OR DROPPED FASTENED w/ 3-0.131"x3" 420 Osceola Avenue
DEFLECTION CRITERIA: SHALL BE PERMITTED LSTA12 STRAP FOLDED 111LLL
ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L 180 USP JUS28 1305 1305 (6)10 TO HEADER HEADERS I EA. END TYPICAL.
/ 5/,"0 I OVER TOP PLATE HEADER SHEATHING MAY EXTEND 2'° Jax. beach, Florida 32250
FLOOR FRAMING: LIVE LOAD L/360 & TOTAL LOAD L/240 COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH USP HTT16 4290 4290 OD TO FTG. 4. ALL WALLS SHALL BE , I I _ PAST BLOCKING- WINDOW Ph. 242-0908 Fax. 241-9557
POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE. USP HTT22 5370 5370 5 =_ ___
/6"� OD TO FTG. BALLOON FRAMED FULL � I I ARCHED LSYP#2 HEADER ATTACHMENTS MUST FL: CA# 8344 SC:CA#3579
WIND LOADING: 5 HEIGHT TO ROOF OR FLOOR TRANSOM ANCHOR INTO 2x MATERIAL.
• LINEAR INTERPOLATION IS PERMISSIBLE. USP PAU44 2535 /6 0 OD w/ (12)164 L-- ----J FASTEN LOWER STUD FULL HEIGHT PER PLANS
ASCE 7/10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A BEARING ELEVATION, U.O.N. N� OPTION ANCHOR, SEE
MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF USP PAU66 2535 g/8"0 ROD w/ (12)16d PLAN. PERMANENT TRUSS SYP#2 DBL. TO TALLER STUD w/ SEE RIGHT
BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS PLUS = PRESSURE AND MINUS = SUCTION. BRACING BY OTHER TOP PLATE 2-ROWS OF 10d COMS PLAN FOR SIZE JACK AND
OF ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC FLOOR USP MSTAM24 1545 1455 (5)/q x2-/q TAPCONS HE 5. FASTEN BOTTOM PLATE OF I (d' 12°' O.C. WINDOW SILL SEE
AND LOCATION KING STUDS,
DESIGN OF TO THE WALL SEE PLAN
LIVE LOADS COMBINED WITH ROOF LIVE AD ADS SHALL BE MULTIPLIED NG
RESPONSIBILITY IBILTY°OFSHDE°WIND WINDOW/DOOR ANUF./SUPPLIER &I SHALLTMEET WALINTELS TOLOCONCRETEAD ISLAB BLOCKING AT ALL FOR HSI LLSIZE/AND WINDOW SILL SEE �e�`�°4t
BY 0.75 WHEN COMBINED w/ DEADLO SIMPSON CON ECTORS w 164 MASONRY CUT NAILS TYPICAL SOLE ® O, �.�� ,�Hm,"•
THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. SHEATHING JOINTS: CONNECTION EACH SCHEDULE 3/S2.0 �` •m ®•
BASIC WIND SPEED (ASCE 7-10) -- 130 MPH / PLATE NAILING: / SOLE PLATE ANCHOR: X1,5
-------- 2x4 FLAT WISE. FASTEN END FOR SILL SIZE AND V
a p 16" O.C. MINIMUM. SEE EPDXY ANCHOR MIN
IMPORTANCE FACTOR --------------- 1.00 -� -*� UPLIFT EACH END WITH 2-10d 0.131x3" TOE NAILS: CONNECTION EACH
z=
FOUNDATION PLAN ADDITIONAL TOENAILS. ONLY REQUIRED 3 @ 2x4, END 3�' EMBED.)
MEAN ROOF HEIGHT ---------------- 20.0 FT r__ -�� � CONNECTOR SYP SPF F STENERS FL# CODE ANCHORS AT SHEARWALLS O THREADED ROD O• 11
o I I a __ AT SHEATHING JOINTS FOR (4) @ 2x6, ANCHOR DRILLED &
ROOF PITCH ------------------- 6/12 I I 1 o A35 450 450 12-8dx1'/ " 10446.4 EXTERIOR WALLS AND ( 1
5 C� 2x8.
z SHEARWALLS EPDXY w/2"�b x �" • "
BUILDING CATEGORY ---------------- II a H2.5T 600 520 5-8d EA. END 11478.3 PT. SPF#2 PLATE WASHER, S �`( (�F
EXPOSURE CATEGORY �-------------- C �*DENOTES EDGE STRIP. INTERIOR BEA SEE SCHEDULE BELOW ® `
f-- SEE C & C CHART H8 620 530 5-10dx1'/ " EA. END 11470.3 SOLE PLATE e� a a" <•
a z SEE PLAN FOR STUD SIZE
ENCLOSURE CLASSIFICATION ------------ENCLOSED I `�.•. � t•,, � �;•+
I ABOVE FOR 'a' DIMENSION MTS12 1000 860 7-104x1'/2" EA. END 10456.3 AND O.C. SPACING. FLOOR SHEATHING,
INTERNAL PRESSURE COEFFICIENT ---------- t .18
SEE SPECIFICATIONS a
o I I O HTS20 1450 1245 24-106 ,11/2" EA. END 13872.3 i ON
� � A ��q�
__ CONTINUOUS -BLOCKING a;01ssll6ssj1p09''
MATERIAL SPECIFICATIONS L J MSTA24 1765 1270 9-10d 'A. END 13872.4 WITHIN FLOOR SYSTEM FOUNDATION SEE PLAN
'�a'� WHERE POST IS ABOVE. 164 COMMONS 8" z
C� 16" O.C. Luis A. Ponti o, PE
MSTA36 2050 1870 13-10d EA. END 13872.8 0 3
ol` i _ z_ WALL FRAMING AT WALL FRAMING AT MAX. MIN. WALL FRAMING AT
HARDWARE AND ANCHORS: L-- - J 18-16d TO TRUSS/BEAM w FROM SOLE F L P E#S 3 31 1
I I = PLATE CHANGE CONDITION RAISED HEADER CONDITION PLATE BREAK DROPPED HEADER CONDITION
HTT4 3480 3080 11496.2 �Q
ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH [NOT ACTUAL PLAN] -f a -'f 1-5/8110 ROD TO FTG. SYP#2 DBL. I I w�
ASTM A 307 OR ASTM F 1554 GRADE 36. 32-164 TO TRUSS/BEAM TOP PLATE I o REVISIONS DATE
WASHERS: SHALL BE IN ACCORDANCE WITH ASTM 3500 (GRADE B). SCOPE OF SERVICE HTT5 5250 4670 11496.2 F-�-- -- I I z SOLE PLATE ANCHOR SCHEDULE
NUTS: SHALL T IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. 1-5/6"0 ROD TO FTG. I I I Td w BUILDER MAY CHOOSE EITHER THE DROPPED 2 TYPICAL �1WALL FRAMING THREADED EXT. WALL SHEARWALLS WASHER EMBEDMENT EDGE Q QUICK-TIE 02.04.1
METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO 6-104 '0 HEADER I I 3 m
EXTERIOR SHALL BE GALVANIZED. MEANS AND METHODS: LUS28 930 780 10655.113 I HEADER CONDITION OR RAISED HEADER CONDITION S0.0 ROD SPACING SPACING SPEC. DEPTH DISTANCE
RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE 4-10d 'O JOIST I yv' I I I Q? 3/8 40" 16" 2x2x1/8" 39/z" 1 3/4"
1 ' FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, OR I I I I I J , " ,
DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE /q 14-16d TO HEADER I' _ J wF 1/2 48" 24" 2x2x/5 3/z' 1 3/4"
LARGER THAN REBAR SIX AND '/8" LARGER THAN THREADED ROD SIZE, SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY HU410 905 785 10531.36 L---- i -- >
OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILURE FOR ANY OF 6-164 O JOIST o MASA 48'° 24" N/A N/A N/A
(U.O.N. THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE CONTRACT SEE 1/S0.1
ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS ABU44 2200 5/"� ROD w/ 12-164 10649.6 I SEE 5/S0,.0
DOCUMENTS. 6
(DUAL CARTRIDGE INSTALLATION ONLY): ABU66 2300 5 ;, SYP#2 (2)12d TOE
EPDXY: ITW RED HEAD A7 /a"0 ROD w/ 12-16d 10849.6 INTERIOR BEARING WINDOW SILL SCHEDULE
LIMITS OF STRUCTURAL ENGINEERING DESIGN RESPONSIBILITIES: WALL: SEE SCHEDULE HEADER, � NAILS E.E.
REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60• THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE SET N/A N/A SIMPSON EPDXY-TIE 11506.4 ROUGH DROPPED HEAD MINIMUM END PER PLAN OPENING (MIN)
FOR STUD SIZE
LIMITED TO THE FOLLOWING: CONTINUOUS LOAD PATH FOR WIND UPLIFT, BLOCKING AT ALL OPENING OR SILL PLATES FASTENER EACH END
STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. I
WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. 10-16d TO STUD/BEAM/POST l� SHEATHING(JOINTS: AND O.C. SPACING. WALL FIELD ALTERATION
( ) WOOD PANEL SHEARWALLS, WALL FRAMING AND REQUIRED SHEATHING AND 4'-4" (1)2x4 SPF #2 (4)124 TOE NAILS
LTT206 1675 1675 11496.3 I 2x4 FLAT WISE. SHEATHING END
LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED 1-'/z"m ROD TO FTG. I FASTEN EACH END 4 6'-4" (2)2x4 SPF #2 (5)12d TOE NAILS FASTENER RATED SHEATHING, CONTRACTOR SHALL CONTACT LOU
SHALL MEET OR EXCEED THE FOLLOWING DESIGN PROPERTIES - ELASTIC PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT LSTA12 805 695 10-10d 13872.5 �� BOUNDARY OF SEE GENERAL NOTES. PONTIGO a ASSOCIATES PRIOR TO
MODULUS (E)1,900ksi, BENDING STRESS (Fb) 2600psi SPECIFICALLY ADDRESSED, TRUSS-TO-TRUSS CONNECTION, AND ANY I WITH 2-1-0 TOENAILS. WALL SHEATHING TO 8'-4" (3)2x4 SYP #2 (t}A34 + (4}124 TOE NAILS SHEATHING MAKING ANY STRUCTURAL FIELD
ONLY REQUIRED AT MODIFICATIONS WHICH MAY VARY
ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM. CS16 1705 1705 13-8d 10652.1 � BLOCKING AT ALL SOLE PLATE < 12'-0" (3)2xs sYP #2 (1)a35 + (4)124 TOE NAILS �
SHEATHING JOINTS , EXAMPLE OF PANEL FROM THE INTENT OF THE ORIGINAL
1 SHEATHING JOINTS: RAISE /q" FROM SEE BELOW FOR BOX GIRTS REQUIRED BETWEEN CONSTRUCTION DOCUMENTS.ANY
le FOR EXTERIOR WALLS 2x4 FLAT WISE. FASTEN BOTTOM OF SOLE EDGE w/ BLOCKING FIELD ALTERNATIONS MADE PRIOR TO
GENERAL NOTES & CONSTRUCTION SPECIFICATIONS �� AND SHEARWALLS EACH END WITH 2-10d WINDOWS IN TWO STORY CLEAR HEIGHT WALLS.
WALL I PLAN AND FASTEN WHERE REQUIRED BY sewG APPROVED BY LOU PONTIGO a
SHEATHING II w 8d @ 3" O.C. HEAD OR SILL
TOENAILS. ONLY REQUIRED {f GENERAL NOTES. AssoClAres MAY RESULT w I
FLOOR SHEATHING SPECIFICATIONS �I;I AT SHEATHING JOINTS FOR / PLATES SEE ADDITIONAL ENGINEERING OR
23/32" T&G OSB OR PLYWOOD SHEATHING, GLUE AND NAIL WITH 10d COMMON 0 6" O.C. EDGE & FIELD 11 EXTERIOR WALLS AND ' KING & JACK SCHEDULE INSPECTION FEES.
/ J SHEARWALLS STUDS SEE PLAN
II ROUGH OPN'G, SEE ARCH. NAIL SPACING AT
ROOF SHEATHING SPECIFICATIONS: II I SUPPORTED EDGES,
SHINGLE- MIN. '/16'°, 24/16, APA RATED OSB OR PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK NAILS 0 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). I� SEE DETAILS SEE DETAILS II (6)12d TOE NAILS GENERAL NOTES
ON S1.0 ON S1.0 I TOP & BOT.
ILE. - MIN. 15/32" 32/16, APA RATED PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK 0 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). ___II f__ A 2x- SPF T&B w/
KING & 124 C� 8" O.C. EXAMPLE OF UNSUPPORTED ••
WALL_ SHEATHING CPEC7FICATIONS: ! II , r--- r--- IJACKS--/Y (TYP) (UNBLOCKED) PANEL EDGE r 1
I l
FLEXIBLE FINISH-MIN. /16' 24/16, STRUCTURAL 1 APA RATED OSB OR PLYWOOD SHEATHING, FASTENED W/ 8d 0 6 O.C. EDGE AND 6' O.C. FIELD. SHEATHING MAY BE I I POR PLAN ( w v SHEAT AT
(TYPICAL)
ORIENTED VERTICALLY OR HORIZONTALLY. FLEXIBLE FINISH WALLS INCLUDE: WOOD, CEMENT OR VINYL SIDING, HARDI PANEL & BRICK. ALL OTHER WALL SHALL BE CONSIDERED BRITTLE FINISH. I I I I I I A
7HORIZONTALLY.
I I I I I I SIMPSON LTP4 ON a JOINGIRTT. NAILING TO INTERMEDIATE ROOF
STUCCO FINISH.-MIN. /16", 24/16, STRUCTURAL 1 APA RATED OSB OR PLYWOOD SHEATHING, FASTENED W/ 8d ® 6" O.C. EDGE AND 6" O.C. FIELD. SHEATHING MAY BE ORIENTED VERTICALLY OR HORIZONTAL Y. L--------J L--------J L--------J INSIDE FACE, IF NO N SUPPORT IS 6" O.C. MAX.
LIJ
MASONRY SPECIFICATIONS: TO FIT ARCH.
JACK STUD 2x SPF RIPPED (LION) TRUSSES, OR `
MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH Ar1.530.1-05. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 8 DAY COMPRESSIVE STRENGTH OF SINGLE STORY MULTY STORY BOX BEAM BETWEEN WINDOWS DEPTH REQ'D. FLOOR JOISTS.
2000 psi PER ASTM 01019, 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 MAYBE USED IN BRICK VENEER. IN TWO STORY FRAMING SECTION A-A W
CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING.
[CONCRETE MASONRY UNITS (CMU): 1 TYP. WALL SECTIONS 3 WINDOW HEAD AND SILL FRAMING 4 SHEATHING NAILING DETAIL
CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW LOAD-BEARING (CMU), TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 psi (f'm=1500 psi). GROUT ALL ELLS CONTAINING VERTICAL SO.0 50.0 S0.0 SCALE: 3/4" = 1'-0" v
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". (n ��
MASONRY STEMWALLS: ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N-1 HOLLOW CON, RETE MASONRY UNITS WITH TYPE 'S' MORTAR. WALL COURSING SHALL BE RUNNING BO DS, STACK BOND SHALL NOT BE `� •
USED. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS. ALL EXTERIOR WALLS 'HALL BE REINFORCED FULL HEIGHT ( Z
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 1..i��
DIAMETERS INTO EACH ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL 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".
FULL HEIGHT
ANCHOR 2x4 BLOCKING
CLAY MASONRY (RICK):
i
BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, 0216, OR 0652 FOR BUILDING BRICK, FACING BRICK, & HOLLOW BRICK, RESPECTFULLY. NOTES: 11/2" 11/2" EACH
O.C. FASTEN
1. TYP. CONNECTION AT STUD COLUMNS, �" EACH END w/3-104
CONCRETE SPECIFICATIONS: JACK-TO-KING ASSEMBLIES, NA ROW OF .C. M
CORNER POST, ETC. '4.1- TOENAILS
ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 318-08, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 301. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS NAILS ® 8" O.C.
CONCRETE AT GARAGE AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI. EXTEND SHEATHING VERT. 2. SPECIFIED NAILING REQUIRED FOR EVERY!PLY STAGGERED o
TO TOP OF TRUSS AS SHOWN. � •
GENERAL NOTES: PROVIDE 2x4 BLOCKING IN ADDITION TO (2) PLYS a �
FOOTING AND FOUNDATIONS: AT HORIZONTAL JOINTS. 4 (1) OW O MEMBERS:
° STUD BELOW
LOWER TOP 4-104
„ PLATE AT BREAK OVER LAP DOUBLE COMMONS
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 REPORTIS RECOMMENDED TO VERIFY SUITABLE HEEL � 1 -0 (4) ROWS 124 NAILS ® 4" D.C. TOP PLATES N
SUBSURFACE CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. SOIL SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE (CLA ) SOILS. SOIL COMPACTION AND FILL ROOF SHEATHING, SEE WALL INTERSECTION /
SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. 2x SPF BLOCKING SPECIFICATIONS BELOW. !*3
AT 12 O.C. 2x6 MEMBERS: ORTHOGONAL VIEW CONDITIONS RIPPED TO FIT .. EA. SIDE. (2) ROW OF 104 OF CORNERFOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS ND LOCATION FROM THE WITH GAP SHOWN f PRE-ENGINEERED WOOD (3) ROWS 12d r NAILS 0 4" O.C.
4 ROOF TRUSSES.FOUNDATION PLAN SHOWN ON 51.0. 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 ISNOT cAT 12" O.C. 2 PLYLY STAGGERED °
DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR) ,w4 #i� `� EA. SIDE. BEAM. BEAM. ZT
2 & 3 PLY BEAMS 2x4 OR 2x6 POST 2x8 POST O o
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. r ,
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 v` W
BAR DIAMETERS
(3)ROWS OF 5" O °�R- WALL INTERSECTION
3 ROWS OF 63/q" CONDITIONS CONDITIONS
SHEATHING MAY TRUSSLOK
CONCRETE SLABS ON GRADE: ENGINEERED
SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMINATE AT ; ENGINEERED WOOD ENGINEERED WOOD NOTES: ^�
TOP OF DBL. UPLIFT to FASTENERS 0 24"o.c FASTENERS C� 24"o.c 1. OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS
TERMITES. SAWCUTS: FOR CONTROLLED CRACKING CUT A 1' SAWCUT INTO SLAB IN A 16'x16' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE SAWCUTS THROUGH OUT SLAB CALL EOR FOR ALTERN TIVE METHODS. s
TOP:PLATE. CONNECTOR, t AS SHOWN AS SHOWN 2. '- DENOTES 3'°x0.131'° GUN NAILS ® 6°' O.C. VERTICAL
WOOD FRAMING SPECIFICATIONS: SEE PLAN II FULL HEIGHT 3. O DENOTES FULL HEIGHT ANCHOR, SEE PLAN
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 WITH MASONRY, CONCRETE OR 5" < HEEL < 1'-0" II ANCHOR 4. . DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE
SOIL SHALL BE PRESSURE-TREATED. IF, ACQ OR NON-DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL A TACHED FASTENERS SHALL BE ! 3-PLY 5. CONTRACTOR MAY CHOOSE EITHER OPTION WHERE MULTIPLE
STAINLESS STEEL. OPTIONS ARE SHOWN
TYPICAL CONNECTION Ell
PRE-ENGINEERED WOOD TRUSSES: HEEL < 5" 14'° LVL AND GREATER ` • i
FRAMED WALL CORNER AND •
SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH NFPA, TPI, AND RITC 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 THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE TEMPORARY B ACING PER 'COMMENTARY' AND 5 ROOF TRUSS CONNECTION 6 BUILT-UP MEMBER FASTENING 7 INTERSECTIONS STUDS CONFIGURATIONS "'
RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB-91." AT MULTIPLE STRAP CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICTS THROUGH TRUS . WHEN USING (2) STRAPS ON
SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL TOP PLATE FROM EA. OTHER.
ROOF COVERING SPECIFICATIONS FULL HT ANCHOR TERMINATES QUICK TIE CABLE NOTES A
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 AT UPPERMOST TOP LATE WHERE ANCHOR IS DESIGN
AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AND THE MANUFACTURER'S REQUIREMENTS. STANDING SEAM METAL ROOFS SHALL COMPLY WITH ASTM E1514 AND BE INSTALLED w/ NUT AND WA HER. SPECIFIED ON PLAN THE QUICK TIE ANCHORING SYSTEM
ACCORDING TO THE MANUFACTURER'S REQUIREMENTS, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL METAL FLASHING AND VALLEY MATERIALS. ADJ. TO GIRDER/BEAM SHALL CONSIST OF GALVANIZED CRITERIA
Uj
CONVENTIONALLY STRAP CONVENTIONALLY STRAP LOCATE ANCHOR WITHIN WASHER AIRCRAFT" WIRE ROPE WITH
WATERPROOFING WHERE MAX. ANCHOR WHERE MAX. ANCHOR 6" OF POST. OD �. THREADED STUD SWEDGES EACH END p 0
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF ALL WATER PROOFING. SPACING IS EXCEEDED SPACING IS EXCEEDED PRODUCTSAS AlNC.RJACKSONVILLEED BY QUICK NA
TIE Q a .,� 2 AND
UPLIFT FLORIDA. I X I .-J-0 <
WOOD FASTENING SCHEDULE BRICK NOTES / LINTEL SCHD PLAN LEGEND ANDA BREVIATIONS I I I I I III I I ®ALIBLE CONNECTOR °' a ° " GENERAL
I I I I IR
I I 1 TOP SEE PLAN QUICK TIES SHALL BE ORIENTED LU - ® ••
I I I I I I \L POST, PER I I yj
PLATE VERTICALLY AND ATTACHED TO THE SOLE FULL T. FULL "' Z
I PLAN I FOUNDATION AND TO THE UPPERMOST PLATE ANCHOR DOUBLE 0 O C3
CONNECTION I I I I I I MAXIMUM SPACING TOP PLATE, ANCH U O 0 p
MEMBERS TYPE FASTENER LINTEL DIMENSION MIN. BRG. MAX. SPAN ® INTERIOR LOAD BEARING WALL ® BUILT-UP POST IN THE WALL I PLATE. QUICK TIES ARE TO BE W - NOTES
I I I I I I I SEE THREADED ROD QUICK
TIE INSTALLED AS INDICATED ON PLAN. ® �"
TOP PLATE TO TOP PLATE FACE NAIL 2-GUN NAILS 0 12 STAG. I I I I I I SPECIFICATIONS ON THE MAXIMUM SPACING OF QUICK TIE Z 2
L3'/2x31/2x'/q 4" 6'-0" GABLE X-BRACE, SEE DETAIL 12/52.0 I I I I I I I SOLID BLOCKING I PLAN I SEE PLAN WALL STUD ® ® Q DO NOT SCALE DIMENSIONS FROM
2-164 3-GUN NAILS , , CABLES IS 8'-0" ON CENTER EXCEPT Q V- THESE DRAWINGS.IF A DIMENSION IS
TOP PLATE, LAPS INTERSECTION FACE NAIL ( ) 1_401/2"X14
WITHIN FLOOR B OR POST. V J
/ L4x3/2"x/q 6" 8'-0" H6-1/ HEADER SIZE, JACK AND KING STUD I I I I I I TYP I I AT GABLE END WALLS, 1-" N p-• UNCLEAR REFER TO THE
_ DESIGNATES SHEARWALL. THE QUANTITY. I (TYP) �+ F'
DBL. TOP PLATE TO STUD FACE NAIL (2-164) 3-GUN NAILS , ,/ _ _ HIDDEN LINE DESIGNATES SIDE OF I I I I I I 2 ARCHITECTURAL DRAWINGS OR
L5x3/z"X q 6 1 O°-® __=_-_ Lu
CONTACT THE E.O.R.
RIM JOIST TO TOP PLATE TOE NAIL (8d ® 6") GUN NAIL ® 6" SW WALL THE SHEARWALL SHEATHING -�- - - - ;� - I- - - - - 1- - - - -� - - - - QT WIRE ROPE SHALL BE U.
L6x3'/ " '/ 6" 12°-0" TO BE APPLIED. 8d 0 3/6 I I I I I FLOOR (TRUSS OR JOIST I PRE-TENSIONED TO ELIMINATE THE e . ELEVATION W ••
2 x a NAWNG: DESIGNATES Sd COMMONS t� 3" CONSTRUCTIONAL STRETCH AND P Q,
CEILING JOIST TO TOP PLATE TOE NAIL (3-8d) 5-GUN NAILS 9 8 AIL( s" -- - 2 6 -4 - 1- -X- - - -I-- �I - -I - � PLAN NAME
L7x3/2"x/q 6" 16'-0" O.C. EDGE & 6" Q.C. "IN THE ) I I I RELAXATION INHERENT TO ALL C .Y A LL!
CEILING JOIST, OVER PARTITIONS FACE NAIL (3-16d) 4-GUN NAILS FIELD" I (TYP) I I I I I I HELICALLY-LAID WIRES AND STRANDS, -- i11 10TH ST
1. STEEL LINTELS TO BE MINIMAL 36'° I I I I I I I I I THE PRETENSIONING FORCES FULL HT. (�
CEILING JOIST TO ROOF RAFTER FACE NAIL (6-16d) 8-GUN NAILS LINTEL MUST HAVE CORROSION BRICK I HEADER, I I I I I I I I I t REQUIRED AT INSTALLATION SHALL BE ANCHOR DESIGN/DRAWN/CHECKED
RESISTANT COATING OF EPDXY BASED VENEER ADJ - ADJACENT LG - Long I I I FLOOR
JOIST TRUSS TO PLATE TOE NAIL (2-164) 3-GUN NAILS I = BM - BEAM MANUF - Manufacture I PICA I I I I I I - AS RECOMMENDED BY QUICK-TIE dLl > CS BMB LAP
PAINT. I _ I I I I I I I I POST TO I I FRAMING PRODUCTS IN ORDER TO YIELD A AT SILL PLATE AT TOP PLATE �
WEATHER BOT - BOTTOM MONO - Monolithic
RAFTER TO PLATE TOE NAIL (3-8d) 3-GUN NAILS �BARRIER BRG - BEARING OC On Center I I I I I I I I MATCH I I RESIDUAL TENSION EQUAL TO THE DATE
2. LINTEL MORE THAN 8'-0". SHOULD I�==� CMU - CONCRETE MASONRY UNIT OSB - Oriented Strand Board I I I I POST ABOVE I I QUICK TIE ALLOWABLE CAPACITIES. FULL HEIGHT ANCHOR INSTALLATION CHART .10.21.15
JACK RAFTER TO HIP TOE NAIL (3-10d) 4-GUN NAILS BE LATERALLY SUPPORTED NOT TO I I I I i
I_ 0 DBL - DOUBLE PERP - Perpendicular I LFDATION,ROOF RAFTER TO 2x- RIDGE BM. TOE NAIL (2-164 3-GUN NAILS EXCEED 6 FT O.C. w 2-'/qx3" WD. t i=_' p ( I I CABLE --
/ ! DIA - DIAMETER PRE NG - Pre En ineered I SEE PLAN QUICK TIE INSTALLATION A B C D E F CONTROL NO.
1 " LINTEL 9 I � I I II I I PLAN. FULL HT.
SCREWS INTO HEADER PROVIDE A /2 EA - EACH PSF - Pounds per Square Foot REQUIREMENTS: ALL QUICK TIE 3094
CONT. HEADER, TWO PIECES FACE NAIL 16d® 16" O.C. @ EDGE _-� p q I ANCHOR TOP PLATE SILL PLATE CONCRETE WASHEREC, EMBEDMENT EDGE
VERTICAL SLOTTED HOLE FOR SCREW. ATTACHMENT EE - EACH END PSI Pounds per Square Inch ANCHORAGE SHALL BE INSTALLED BY
p q I ; I I I I I I HOLE HOLE HOLE SPEC. DEPTH DISTANCE TRUSS ID.
®� SEE NOTE 2 A FACTORY TRAINED AND LICENSED
` CONT. HEADER TO STUD TOE NAIL (3-164) 4-GUN NAILS EOR - ENGINEER OF RECORD PT - PRESSURE TREATED 7 s s s
3. BRICK VENEER ATTACHMENT: EQ - EQUAL QT - Quick Tie 6"MAX. FROM INSTALL 1-STORY INSTALLER. QUICK TIE MUST BE QTB /6"0 /2"o /z"o 2x2x/q" 4" 2" 3"
STUD TO SOLE PLATE TOE NAIL (3-16d) 4-GUN NAILS SEE TABLE AT RIGHT
HORIZONTAL TIES @ 24" O.C., VERT. EXT - EXTERIOR REIN - Reinforce KING STUD THREADED RODS FOR EPDXY ENBEDMENT EMBEDMENT TENSIONED ACCORDING TO THE QTG 7/6"� 5/6'°� 9/16'°� 3x3x'/q" 4" 2'° 3"
WHERE 2-STORY RODS DEPTH E DIMENSION INDICATED ON TAG ON a -3/,"o , LPA NO.
SOLE PLATE TO JOIST/BLOCKING FACE NAIL (164 ® 16") GUN NAIL ® 8" TIES ® 12" O.C.. (FOR 110mph HEADER, FLASHING FBC - FLORIDA BUILDING CODE SF - Square Foot CANNOT BE INSTALLED AND EDGE DISTANCE. O EACH QUICK TIE AND INSTALLED QTO 1"0 /q"9+ 3x3x/q" 6" 2" 3"
WIND-ZONE VERT. TIES 0 16" O.C. . SEE PLAN FDN - FOUNDATION SPF -Spruce Pine Fur � FULL HEIGHT ANCHOR , a , 1 LEND-15-00614
BRICK LINTEL, SOLE PLATE ANCHORS ACCORDING TO MANUFACTURERS QTR 1"� /6"0 /6"0 3x4/2x/2
NAIL SPECIFICATIONS AT ALL OPENINGS SPACE TIES WITHIN FT - FOOT SYP - Southern Yellow Pine FULL HEIGHT ANCHOR PLACEMENT DIAGRAM
12" OF OPENINGS. PROVIDE/,6"O WEEP SEE SCHEDULE PER PLAN. WALL SECTION INSTALLATIONS INCLUDED IN EVERY SHEET
3"x0;131°'O = GUN NAILS 2"x0.113"b = RINK SHANK 3 FTG - FOOTING THRU - Through
2"x0.113"0 = 6d 21/ "x0.131"O+ = 8d HDR - HEADER TYP Typical g QUICK TIE ANCHORING SYSTEM Box of QUICK TIES. s
z HOLES 0 33" O.C. IMMEDIATELY ABOVE SECTION VIEW
3"xO.148"O = 10d 3'/2"x0.162"O = 16d FLASHING. OF BRICK LINTEL LBS - HORIZONTAL VON - Unless Otherwise Noted SO.0 LBS - POUNDS VERT - Vertical 50.0
1'/2"xO.148"0 = 10dx1'/2" 11/2"x0.131"lis = Bdx11/2" WWF - Welded Wire Fabric ,wa
SHEET 1 OF
SYMBOLS LEGEND
DESIGNATES SHEARWALL. THE HIDDEN
LINE DESIGNATES SIDE OF WALL THE
SW: 3 L4 SHEARWALL SHEATHING TO BE APPLIED.
8d 0 j DESIGNATES 8d COMMONS
3" O.C. EDGE & 6" O.C. "IN THE
FIELD" `
DESIGNATES THE HEADER SIZE, NUMBER
— --- 2x8 JOISTS @ 1679 O.C. FASTEN (2)2xi3-1/2 FFORPLYSUPP RTAHEADERKIN� STUDS NEEDED
(3)2x6 SPF#2 - -(2)2x6 SPF#2 TO TRUSS BOTTOM CHORD Lou Pontigo and
POST. POST. EA. END W/A35 ANGLE DESIGNATES THE SINGLE PLY HEADER Associates, Inc.
OF TRUSS 6S-1/1 AND & JACK/KING STUDS NEEDED FOR
SUPPORT HEADER, SEE DETAIL 4/SO.0, 420 Osceola Avenue
1 =(2) x8-1 1 2 2x10-1 2 2 x6-1 1 ' SEE DETAIL ®®�®
(2)2x8-1/ , ( ) / ( _.. _. . F Jax. beach, Florida 32250
— _ _-_-__ _ ___ _ �1 2 R TRUSS, SEE PLAN
B` B _ �_.__ B . ___ __ —._.._ Q __ _ _B _ —� 1 0. . AMD Ph. 242-0908 Fax. 241-9557
_._ .. __ .__® .e _ _ - - _ - s
i- - iCD ~' m I I QUICK-TIE LEGEND FL:CA# 8344 sc:cA# 3579
I I �� I � SHAPE DEFINES NUMBER
I ®HgATWHING. SHEATH I I I (2)2x6 SPF#2
OF STORIES =aIra
it
! I POST. EA. EN )1111""
I LETTER DEFINES DIAMETER ���'`� * � Xa
,, I CONT. TO 2ND LEVEL OF TRUSS I I D OF Q.T. WIRE ROPE .�°�
---- iC14 TOP PLATE, I ����/�/� SHAPES: ONE STORY QUICK TIE
�� I - QUICK-TIE "
No. 3311
CONVERT ❑ TWO STORY QUICK TIE
Lijw THREE STORY QUICK TIE a
O I O FOUR STORY QUICK TIE
C7 C� m m ,y+
J \
iI \ IQ xLQdI LETTER: B X16QUICK TIE
W
> QQ � O G X" 0 QUICK TIE w
aC'e�r1
51e�1a1
e�a�s�w
0 res' QUICK TIEQ00 Q ? QO ,s
�
®
w
CD11 Q
r ( N I Luis A. Pontigo, PE
�
, r I
I — I � 7) v a I WALL STUD SCHEDULE FL P E#5331 1
ry
--- m _ i _;F I I I I i STUD SIZE
LOCATION H IGTE & SPACING REVISIONS DATE
:O
�` I EXTERIOR 9'-1" 2x4 SPF#2 A 16" O.C. TRUSS
1 i �� _� I MAX REVISI N 01.12.15
X 1 ' '` I I EXTERIOR 10'-1 2x6 SPF#2 ® 16" O.C. pr QUICK—TIE 02.04.1
___.._ _ ..._._ MAX 2x4 SPF#2 ® 12" O.C. 2 CONVERT
(3)2x61 PF#2 f� � %'-I_�
N I POST I f _ I I SEE DETAIL EXTERIOR 14'-0"TO 2x6 SPF#2 ® 16" O.C.
_ I—il I 1/SO.2. INTERIOR 1 MAX 2x4 SPF#2 0 16" O.C.
1K-1
12'-0' 2x6 SPF#2 0 16" O.CINTERIOR . or
MAX 2x4 S 0 12" O.C.
0 (2)2x8-1 1 ----------------------- ;' (2)2x6-1 1 IO` STUD NATES
_
SW NAILING: 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE FIELD ALTERATION
8d@3 /6 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. CONTRACTOR SHALL CONTACT LOU
SW NAILING: j Li1 .f J —7 CONTRACTOR MAY INCREASE STUD SIZE TO MEET PONTIG08ASSOCIATES PRIOR TO
8d®3" 6" I � Q ARCHITECTURAL REQUIREMENTS. MAKING ANY STRUCTURAL FIELD
/ IJ O I - MODIFICATIONS WHICH MAY VARY
I m \_ 3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN FROM THE INTENT OF THE ORIGINAL
Q F—
YELLOW PINE. CONSTRUCTION DOCUMENTS,ANY
FIELD ALTERNATIONS MADE PRIOR TO
NI 3 2x4 SPF#2 I U9 I �p BEING APPROVED BY LOU PONTIGO&
TT I N f I x 4.) USE SPF#2 FOR ALL TOP PLATES AND SOLE PLATES.
N ( ) POST. i� w N C ASSOCIATES MAY RESULT IN
JJ II SHEARWALL NOTE: SW: 3/6 ADDITIONAL ENGINEERING OR
N N 5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS
I = -'� INSPECTION FEES.
X NII I m / TO CONCRETE SLAB w/16d MASONRY CUT NAILS ® 16" O.C.
NI
SW: 3/6 DESIGNATES SHEARWALL MINIMUM. SEE FOUNDATION PLAN FOR ADDITIONAL ANCHORS AT
SHEARWALLS
NAILING - 8d @ 3" EDGE AND 6" "FIELD"
(02x6 SPF#2 I m r I GENERAL NOTEST.
POST, I N � � SOLE
ANCHORS SEE SCHEDULE ON
O 1. SEE DETAIL 2/S0.0 FOR WALL FRAMING DETAIL. '
=". =j N 2/SO.OSEE WALL STUD SCHEDULE THIS SHEET FOR STUD
SIZES
PROVIDE NDSTUDSSPACING.
ATTGIRD
ERS MATCH /ABEAM EG S,
I I
% j
PLIES.
s I 4 W
ER
� � � / � � SHEATHING SPECIFICATIONS OF AND FLOOR
N J \ X �,, 1[� ASTEN WALL ,PER
I q N n! DETAIL 6/SO.1. 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE
Z J PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES
u aD m - I IB' TOGETHER PER DETAIL 6/50.0 r
I i O —
0 —
_ — - — === � 4. INSTALL SOLE PLATE ANCHORS PER DETAIL �
-I
® -SW NAILING: - 2/so.o V 1
I I B I
8d@3"/6" 6. AT SHEARWALLS, PROVIDE DIAPHRAGM ' i )
ATTACHMENT PER DETAIL 6 & '7/SO.1 LIJ
8. FOR ATTACHMENT OF EXTERIOR WALLS THAT
' TERMINATE BETWEEN TRUSSES, SEE 6A/SO.1 Q
N l I
� z � 9, AT PORCHES, SEE DETAIL 2/S0.1 FOR FRAMING0
X I ��I 11 w � 00 J 0 AND HOLD DOWNS
6x6 P.T. SYP 2 N � -
POST, TYPICAL. N c�i I! 7 ,Nx. z
(4 PLACES) .� 44- 1 STRAP HEADER I 0 Q
�n Ij PER DETAIL 4/SO.1.
€ I
S
N 2)2x8 1/1 (2)2x8-1/3)
Or—
«�
SEE 3/S0.1 FOR II RN PROVIDE MI J BEAM CONN. (TYP)SEE 2/S1.1 � '
FOR BEAM CONN. (2)INTERMEDIATE z B'
JACK STUDS.
6x6 P.T. SYP#2 _0 -
O POST, TYPICAL.
HUC210-2 L—A
(4 PLACES) I -
HANGER.
_ r�Y - - - - 1 04
(2)1691 LVL - - - - I I i PROVIDE MIN
6
(2)INTERMEDIATE
SW NAICEN�____- —� — — -- __-- _ ___-SAN JACK STUDS.
8d03''/6" Sd03"/6"
HUC210-2
_- - HANGER.
IST FLOOR
FDAMING
PLAN
00 NOT SCALE DIMENSIONS FROM
THESE DRAWINGS.IF A DIMENSION IS
UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
FIRST LEVEL WALL FRAMING FLAN CONTACTTHEEOR.
SCALE: 1/4" = 1'-0" PLAN NAME
10TH ST
DESIGN/DRAWN/CHECKED
CS / BMB/LAP
DATE
10.21.15
CONTROL NO.
3094
TRUSS ID.
LPA NO.
LEND-15-00614
FEB 1 2010 SHEET
SIA
SHEET 5 OF 8
ill
SYMBOLS LEGEND
�— DESIGNATES SHEARWALL. THE HIDDEN
LINE DESIGNATES SIDE OF WALL THE
SW: -3/6 - SHEARWALL SHEATHING TO BE APPLIED.
8d 0 j DESIGNATES 8d COMMONS 0
r7 7-7777771
3" O.C. EDGE & 6" O.C. "IN THE
FIELD"
DESIGNATES THE HEADER SIZE, NUMBER
(2)2x8-1/2 OF PLY'S & JACK/KING STUDS NEEDED
FOR SUPPORT HEADER.
Lou Pontigo and
DESIGNATES THE SINGLE PLY HEADER Associates, Inc.
6S-1/1 AND & JACK/KING STUDS NEEDED FOR
SUPPORT HEADER, SEE DETAIL 4/SO.O, 420 Osceola Avenue
I
®--® BEAM OR TRUSS, SEE PLAN Ph. x. each, Florida
rida 3225057
QUICK-TIE LEGEND FL:CA# 8344 SC:CA#3579
SHAPE DEFINES NUMBER
",:SHAPE
STORIESLETTER DEFINES
Q "�� `� �`O OF Q.T. WIRE ROPE METER �� 'S�,0
(2)2x8-1/2 ®�, � _ °a
QUICK—TIE S SHAPES: o ONE STORY QUICK TIE ®
CONVERT > ® TWO STORY QUICK TIE 311 em
I ��� �✓ A THREE STORY QUICK TIE 4 a
PROVIDE MIN I SHEATH CONT. I "
I
(2)INTERMEDIATE I TO THRU LOW ROOF Q FOUR STORY QUICK TIE =g �I OR
rp
JACK STUDS. I TO 1ST LEVEL LETTER: B �4 0 QUICK TIE
�e°'° 8� ,®�'�� •'�
0 0 i BOTTOM PLATE. G Ya'' 0 QUICK TIE
0 60 a
� I r4s' 0 QUICK TIE
J
l Luis A. Pontigo, PE
d
J _ _ _ , TRUSS E42 ABOVE _ _ _ _ IB i WALL STUD SCHEDULE FL P E#5 3 31 1
I- I 2 2x6 SPF#2 ! I
( � �I PLATE STUD SIZE
< Ld I (2)2X6 SPF#2 LOCATION HEIGHT & SPACING REVISIONS DATE
¢� o POST. STRAP 0 CS16. EXTERIOR POST. '
I 9-1"
BELOW 2x4 SPF#2 016" O.C. Q TRUSS
\N/ 9 1 REVISION
11.05.15
MAX
Q i ti =fit i Lli
EXTERIOR 1MAX1 2x4 SPF#2 0 12" O.C. or ® QUICKRT-TIE
TIE 02.04.1
10'
EXTERIOR 2x6 SPF#2 0 16" O.C.
Z rJ i I -1 To
® ®
14'-0"
50 1 �j I INTERIOR 1 '-x" 2x4 SPF#2 ® 16" O,C.
Z m _ 1rs 1'
Ld r - i _
D" 2x6�_ �� �� INTERIOR 1 MAX 2x4 SPF#2 0 12" O.C. or
Z Q
0 LLI 00 STUD Now&
U m (V 1.) WALL STUDS SPECIFIED ON PLAN SUPERSEDE THIS TABLE FIELD ALTERATION
' 1 2.) MINIMUM STUD SIZE AND SPACING ARE SHOWN. CONTRACTOR SHALL CONTACT LOU
CONTRACTOR MAY INCREASE STUD SIZE TO MEET PONTIGO E ASSOCIATES PRIOR TO
I ARCHITECTURAL REQUIREMENTS. MAKING ANY STRUCTURAL FIELD
u - — MODIFICATIONS WHICH MAY VARY
II 3.) SPF DENOTES SPRUCE PINE FIR.. SYP DENOTES SOUTHERN FROM THE INTENT OF THE ORIGINAL
° YELLOW PINE. CONSTRUCTION DOCUMENTS.ANY
FIELD ALTERNATIONS MADE PRIOR TO
�! BEING APPROVED BY LOU PONTIGO 8
4.) USE SPF#2 FOR ALL TOP PLATES AND SOLE PLATES. ASSOCIATES MAY RESULT IN
5.) FASTEN BOTTOM PLATE OF INTERIOR LOAD BEARING WALLS ADDITIONAL ENGINEERING OR
J TO CONCRETE SLAB w/16d MASONRY CUT NAILS ® 16" O.C. INSPECTION FEES.
l# Q MINIMUM. SEE FOUNDATION PLAN FOR ADDITIONAL ANCHORS AT
SHEARWALLS
I'
PROVIDE MIN---- �n c= GENERAL NOTES .L
(2)INTERM EDI ATE-- -" \ _ 1. SEE DETAIL 2/SO.0 FOR WALL FRAMING DETAIL.
JACK STUDS. T J SEE WALL STUD SCHEDULE THIS SHEET FOR STUD
00 SIZES AND SPACING. AT GIRDERS AND BEAMS,
ro STRAP HEAOER.--,-.-- II IcV PROVIDE STUDS BELOW TO MATCH BEAM/GIRDER
PROVIDE MIN PER 4/S i�C4
PLIES.s.
olo _. i ( 2)INTERMEDIATE II I
2. SEE SHEET SO.0 FOR ROOF AND FLOOR
C11w:�-1 JACK STUDS. � } CV SHEATHING SPECIFICATIONS. U
STRAP HEADER I ILU
PER 4 S0.1. I 3. WHERE FRAMING MEMBERS CONSIST OF MULTIPLE
I / PLIES (BEAMS, HEADER, AND STUDS) FASTEN PLIES
SHEATH CONT. ---- SHEATH CONT. TOGETHER PER DETAIL 6/SO.O U
TO THRU LOW ROOF I I I I TO THRU LOW ROOF 4. INSTALL SOLE PLATE ANCHORS PER DETAIL
TO 1ST LEVEL ' ; j TO 1 ST LEVEL 2/so.o
BOTTOM PLATE. B i l BOTTOM PLATE. 6. AT SHEARWALLS, PROVIDE DIAPHRAGM [ I I
ATTACHMENT PER DETAIL 6 & 7/SO.1 I�i..l
I I M 8. FOR ATTACHMENT OF EXTERIOR WALLS THAT
I I Cf) TERMINATE BETWEEN TRUSSES, SEE 6A/SO.1
__j
\
9. AT PORCHES, SEE DETAIL 2/S0.1 FOR FRAMING I
i
r Q AND HOLD DOWNS
B0
_
Cn ,
f i
z
PROVIDE MIN
PROVIDE MIN Cn
o
� � I 00
(2)INTERME TATE I � � Ni ®_ � � I
(2)INTERMEDIATE JACK STUDS. N ~ J
co i - JACK STUDS. STRAP HEADER Q
._ >PER 4/ 0.1. ® wP=R 4/S0.1.
cli STRAP HEADERZ
U ®iry
' p 'I W
J
ry)
ILit 1
CS16 @ BASE
I OF STUDS.
I
----- _ � - --__� 2nd FLOOR
_.._ FRAMING
(2)2x6-1/1
PLAN i
FASTEN TOP OF TOP
LARCHITECTUPAL
T SCALE DIMENSIONS FROM
,PLATE W/ H2.5T DRAWINGS.IF A DIMENSION IS
NCLEAR REFER TO THE
I X32" O.C. DRAWINGS OR
CONTACT THE E.O.R.
I
2x6 BLOCKING PLAN
NAME
10TH ST
A35 ANGLE DESIGN/DRAWN/CHECKED
_
COND LEVEL WALL FRAMING PLAN AT EACH
S STUD.
SCALE: 1/4" = 1'-0" 00-
CS / BMB LAP
DATE
10.21.15
CONTROL NO.
3094
GIRDER TRUSS ID.
TRUSS FLOOR
D
LPA NO.
TRUSS LEND-15-00614
SECTION X016 SHEET
S1 .3
SHEET 7 OF 8