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DESIGN SPECIFICATIONS USP CONNECTORS TYPICAL HEADER H&LM
O.131X3" TOE NAILS TYPICAL DOUBLE TOP
2XIS, 2x8 = (5) NAILS PLATE SPLICE 4
v
DESIGN CODE: COMPONENTS & CLADDING 5k, AGE DOOR PRESSU ES UPLIFT TYPICAL STUD NAIL(t&
2010 FLORIDA BUILDING CODE RESIDENTIAL ULTIMATE DESIGN PRESSURES (P CONNECTOR FASTENERS FL# CODE 2x1O, 2x12 (7) NAILS 4'-0" MIN. SPLICE LENG TYPICAL TOP PLATE NAILING*
0.1310" END NAILS:
LEVEL 2 ALTERATION (SEE 12/SO.2 FOR WORKSHEET) 1 CAR SYP SPF 9- LVL. 11" LVL (7) NAILS W/ (16) 0.1310" NAILS FASTEN ALL TOP PLATES
TRIBUTARY +22.9 - LVL, 16- LVL (9) NAILS L
INTERIOR EDGE STRIP (PSF): (2) 0 2x4, 14 rVENLY SPACED
DESIGN IS VOID ONE YEAR AFTER THE DATE OF THE ORIGINAL PLANS, GARAGE (9)10dxl'/2" (3) 0 2x6, L TOGETHER w/ (3) ROWS
USP A35 450 450
AREA (sf) ZONE (PSF) a' = 4*-6* DOOR
IOF .131 x3 0 12" O.C. STAGGARD,
(8'x7')
UNLESS PLANS HAVE BEEN REVIEWED FOR CODE COMPUANCE. -25.0 USP RT7 585 495 (5)8d EA. END (4) 0 2x8. SYP#2
10 +25.6 -27.7 +25.6 -34.2 If SYP#2 DBL. HEADER,
DESIGN LOADS: ACTUAL AND UNIFORM (5)10dxl'/2 EA. END 4-
ROOF &OOR 2 CAR +21.8 USP RT8A 775 650 TYPICAL WALL FRAMING NOTES: ROOF SHEATHING, FULL HEIGHT ANCHOR 6-MAX. TOP PLATE PER PLAN IN.
.W
-28 GARAGE
50 +22.9 -25.0 +22.9 .8 USP MTW12 1195 860 (7)10dxl'/2" EA. END 1. USE SPF#2 OR BETTER FOR SEE SPECIFICATIONS EITHER SIDE OF PLATE
:TIF-
ROOF LOADING (cd=1.25) (cd=1.00) DOOR -23.9 ALL WALL STUDS.. HEIGHT CHANGE-\
USP HTW20 1450 1245 (12)10dxl'/2* EA. END
TOP CHORD LIVE LOAD 20 psf 40 psf 100 +21.8 -23.9 +21.8 -26.6 (1 6'x7') Lou Pontigo and
TOP CHORD DEAD LOAD 7 psf (ARCH SHINGLES) 10 psf USP MSTA24 1640 1455 (9)10d EA. 17ND 2. USE SYP#2 FOR ALL TOP 2x-BLOCKING ONLY
THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). THE 7 - SEE 3/S2.0 REQUIRED IF SHEARWALL_\ RAISED ARCHM TRANSOM OPTION& Associates, Inc.
TOP CHORD DEAD LOAD 20 psf (TILE SHINGLES) 10 Psf ABOVE WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED BY USP MSTA36 2065 2065 (13)10d EA. END PLATES AND SOLE PLATES. HEADER I I
BOTTOM CHORD LIVE LOAD 10 psf 0 psf -f--- - 2x SPF DIAGONAL BLOCKING
BOTTOM CHORD DEAD LOAD 5 psf THE ALLOWABLE STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION USP LTS20B 1105 1105 1/2"o ROD T) FTG. SIMPSON H2.5T OR U FASTENED w/ 3-0.1311*0'
5 psf SHALL BE PERMITTED 3. USE SYP#2 FOR ALL TOP I -ma ED DROPPED 420 Osceola Avenue
USP JUS28 1305 1305 (6)1 Od TO HEADER HEADERS LSTA1 2 STRAP FOLD EA. END TYPICAL.
DEFLECTION CRITERIA: jj�, OVER TOP PLATE HEADER ,,,,'SHEATHING MAY EXTEND 2- Jax. Beach, Florida 32250
COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH USP HTT16 4290 4290 5/."0 ROD TO FTG. jj�, `0 PAST BLOCKING- WINDOW Ph. 242-0908 Fax.241-9557
ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180 POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE. 4. ALL WALLS SHALL BE oo
FLOOR FRAMING: LIVE LOAD L/360 & TOTAL LOAD L/240 USP HTT22 5370 5370 5/.NO ROD FTG. BALLOON FRAMED FULL ARCHED SYP#2 HEADER, ATTACHMENTS MUST FL:CA# 8344 SO CA#3579
• LINEAR INTERPOLATION IS PERMISSIBLE. USP PAU44 2535 5/11*0 ROD (1 2)16d HEIGHT TO ROOF OR FLOOR FASTEN LOWER STUD TRANSOM FULL HEIGHT PER PLANS ANCHOR INTO 2x MATERIAL. CONTACT US WITH YOUR COMMENTS
WIND LOADING: BEARING ELEVATION, U.O.N. ON PERMANENT TRU.0 SYP#2DBL. TO TALLER STUD w/ OPTION ANCHOR, SEE
ASCE 7/10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED NTH A 0 PLUS = PRESSURE AND MINUS = SUCTION. USP PAU66 2535 54"o ROD (12)16d PLAN. BRACING BY OTHER TOP PLATE 2-ROWS OF 10d COMS SEE RIGHT PLAN FOR SIZE-\ JACK AND COMMENTS @ LP-A. �om
MIN. DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF USP MSTAM24 1545 1455 (5)/4%2-'j' TAPCONS 0 12" 0.C. WINDOW SILL SEE ND LOCATION >_KING STUDS,
BOTTOM CHORD. REACTIONS CALCULATED FOR THE BEARING POINTS 4 5.) FASTEN BOTTOM PLATE OF
• DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS THE SEE PLAN
OF ROOF TRUSSES SHALL BE REDUCED. SPECIFICALLY, ATTIC FLOOR INTERIOR LOAD BEARING SCHEDULE 3/S2.0
LIVE LOADS COMBINED WITH ROOF LIVE LOADS SHALL BE MULTIPLIED RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER & SHALL MEET WALLS TO CONCRETE SLAB BLOCKING AT ALL TYPICAL SOLE FOR SILL SIZE AND 7 WNDOW SILL SEE 10 P 0
SHEATHING JOINTSm CONNECTION EACH SCHEDULE 3/S2.0
THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. SIMPSON CONNECTORN53 w/16d MASONRY CUT NAILS iD 10
BY 0.75 WHEN COMBINED w/ DEAD LOAD. PLATE NAILING; SOLE PLATE ANCHOR- cENs
2x4 FLAT WISE. FASTEN
---------- 130 MPH a 16" O.C. MINIMUM. SEE 0.131 x3" END FOR SILL SIZE AND EPDXY ANCHOR (MIN
-10) lea k UPLIFT EACH END WITH 2-10d TOE NAILS- CONNEC11ON EACH
BASIC WIND SPEED (ASCE 7 FOUNDATION PLAN ADDITIONAL TOENAILS. ONLY REQUIRED-\ (3) 0 2x4, END 3j" EMBED.)
IMPORTANCE FACTOR ---------------- 1.00 1 a I.:0 I': CONNECTOR SYP SPF FASTENERS FL# CODE ANCHORS AT SHEARWALLS AT SHEATHING JOINTS FOR (4) 0 2x6, THREADED ROD 1 No.53
MEAN ROOF HEIGHT ---------------- 20.0 FT EXTERIOR WALLS AND (5) 0 2x8. ANCHOR DRILLED 41 E
A35 450 450 12-8dxll/20 10446.4 jj :
SHEARWALLS EPDXY w/2"o x z
ROOF PITCH -------------------- 7/12 oo PLATE WASHER,
H2.5T 600 520 5-8d EA. END 11478.3 PT. SPF#2 %. STATE F CA
BUILDING CATEGORY ---------------- 11 DENOTES EDGE STRIP. INTERIOR 13EARING WALL— SEE SCHEDULE BELOW
Ek END 11470.3
SEE C & C CHART H8 620 530 5-1 Odx1 SEE PLAN FOR STUD SIZE A,
EXPOSURE CATEGORY --------------- C
ABOVE FOR 'a' DIMENSION AND O.C.:SPACING. FLOOR SHEATHING, SOLE PLATE jk
A
ENCLOSURE CLASSIFICATION ------------ENCLOSED 1/2 SEE SPECIFICATIONS AA
MTS1 2 1000 860 7-1 Odx1 E�. END 10456.3
1450 1245 24-10
INTERNAL PRESSURE COEFFICIENT ---------- .18 HTS20 dxl'/2" :-'A. END 13872.3 U I U It L
CON11NUOUS BLOCKING FOUNDATION, SEE PL6N
MSTA24 1765 1270 9-1 Od EA. EN 13872.4 WITHIN FLOOR SYSTEM 16d COMMONS
f Of 8" 1/21
WHERE POSTIS ABOVE.
DATi�
MATERIAL SPECIFICATIONS a MSTA36 2050 1870 13-10d EA. EI�D 13872.8 0 16" O.C. MAX MIN.' �RE M�S�
V) WALL FRAMING AT WALL FRAMING AT WALL FRAMING AT
-71 Z LU FROM SOLE
18-16d TO TRUSS/BEAM 'PLATE CHANGE CONDITION RAISED HEADER COND11ION DROPPED HEADER CONDITION
HTT4 3480 3080 .1496.2
HARDWARE AND ANCHORS: PLATE BREAK
<_j
ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE NTH (NOT ACTUAL PLAN] -ta-44- 1-%*0 ROD -0 FTG. SYP#2 DBL.
TOP PLATE
-------------- ----
ASTM A 307 OR ASTM F 1554 GRADE 36. 32-16d TO IRUSS/BEAM I i I (n 0
z SOLE PLATE ANCHOR SCHEDULE
WASHERS: SHALL BE IN ACCORDANCE WITH ASTMI A500 (GRADE B). SCOPE OF SERVICE HTT5 5250 4670 11496.2 ---- --
_j 0
NUTS: SHALL BE IN ACCORDANCE NTH ASTM A 563 GRADE A HEX. 1-5/."0 ROD -0 FTG. j>_ TYPICAL WALL FRAMING
g W BUILDER MAY CHOOSE EITHER THE DROPPED THREADED EXT. WALL SHEARWALLS WASHER EMBEDMENT EDGE
METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO MEANS AND METHODS: LUS28 930 780 6-10d TO HEADER 10655.113 m 1HEADER CONDITION OR RAISED HEADER CONDITION ROD 0 SPACING SPACING SPEC. DEPTH DISTANCE
EXTERIOR SHALL BE GALVANIZED. Z
RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE 4-10d TO JOIST 3/8 40" 16m 2x2x'/e" 31/2" 1 3/4"
FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES, OR _3 M
14-16d TO HEkDER _j m 2 1/2 48" 24" 2x2x'/$ 31/2" 1 3/4-
DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL BE 1/4" SEQUENCES; FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY HU410 905 785 10531.36 L---- - -- W 04
>
LARGER THAN REBAR SIX AND 1/8" LARGER THAN THREADED ROD SIZE. OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILURE FOR ANY OF 6-16d TO JOIST 0 MASA 48" 24" N/A N/A t N/A
(U.O.N.) THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE CONTRACT ABU44 2200 5/.*0 ROD w/�12-16d 10849.6 SEE 3/32.0 SEE 1/SO.1 e00,0 FEW ALTERATM
ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS DOCUMENTS. ABU66 2300 5/8*0 ROD w/ 12-16d 10849.6 INTERIOR BEARING WINDOW SILL SCHEDULE SYP#2 (2)12d TOE
(DUAL CARTRIDGE INSTALLATION ONLY): HEADER, NAILS E.E. CONTRACTOR SHALL CONTACT LOU
EPDXY. ITW RED HEAD A7 LIMITS OF STRUCTURAL ENGINEERING DESIGN RESPONSI&LITIESs SET N/A N/A SIMPSON EPONY-TIE 11506.4 WALL.._SEE SCHEDULE ROUGH DROPPED HEAD MINIMUM END PER PLAN OPENING (MIN) PONTIGO a ASSOCIATES PRIOR TO
REINFORCING STEEL- SHALL BE ASTM A615, GRADE 60. THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE LOCKING AT ALL FOR STUD SIZE OPENING OR SILL PLATES FASTENER EACH END MAKING ANY STRUCTURAL FIELD
STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. LIMITED TO THE FOLLOWING: CONTINUOUS LOAD PATH FOR WIND UPLIFT. 10-16d TO STJD/BEAM/POST G JOINTS* AND O.C. SPACING. WALL NK---------- MODIFICATIONS WHICH MAY VARY
WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. WOOD PANEL SHEARWALLS, WALL FRAMING AND REQUIRED SHEATHING AND LTT20B 1675 1675 11496.3 2x4 FLAT WISE. SHEATHING 4 4'-4" (1)2x4 SPF 12 (4)12d TOE NAILS END FROM THE INTENT OF THE ORIGINAL
HEADERS DIRECTLY SUPPORTING ROOF FRAMING. ITEMS NOT DESIGNED 1-1/2*0 ROD 10 FTG. 4 6'-4- (2)2x4 SPF #2 (5)12d TOE NAILS R\ RATED SHEATHING, CONSTRUCTION DOCUMENTS.ANY
FASTENER
LAMINATED VENEER LUMBER (LVL): ALL LAMINATED VENEER LUMBER PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT FASTEN EACH END % k I .BOUNDARY OF SEE GENERAL NOTES. FIELD ALTERNATIONS MADE PRIOR TO
SHALL MEET OR EXCEED THE FOLLOWING DESIGN PROPERTIES - ELAS11C SPECIFICALLY ADDRESSED, TRUSS-TO-TRUSS CONNECTION, AND ANY LSTA12 805 695 10-10d 13872.5 WITH 2-10d TOENAILS. WALL SHEATHING TO 4 8'-4"1 (3)2X4 SYP #2 (1)A34 + (4)12d TOE NAILS I i , SHEATHING BEING APPROVED BY LOU PONTIGO
g ONLY REQUIRED AT Q. . . . . . . .. . . . . . ASSOCIATES MAY RESULT IN
MODULUS (E)1.900ksi, BENDING STRESS (Fb) 2600psi ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM. CS16 .1705 1705 13-8d 1 10852.1 BLOCKING AT ALL, SOLE PLATE 4 12'-O*l (3)2x6 SYP #2 (1)A35 + (4)12d TOE NAILS ADDITIONAL ENGINEERING OR
SHEATHING JOINTS SHEATHING JOINTS& RAISE 1/4" FROM I EXAMPLE OF PANEL INSPECTION WIS.
FOR EXTERIOR WALLS 2x4 FLAT WISE. FASTEN BOTTOM OF SOLE SEE BELOW FOR BOX GIRTS REQUIRED BETWEEN EDGE w/ BLOCKING
GENERAL NOTES Et CONSTRUCTION SPECIFICATIONS AND SH ARWALLS EACH END NTH 2-10d WINDOWS IN TWO STORY CLEAR HEIGHT WALLS. WHERE REQUIRED BY_Nll�*
WALL TOENAILS. ONLY REQUIRED PLAN ANDFASTEN HEAD M SILL GENERAL NOTES.
SHEATHING AT SHEATHING JOINTS FOR w/8d 0 3" O.C. PLATES SO
FLOOR SHEATHING SPECIFICATIONS EXTERIOR WALLS AND KING & JACK SCHEDULE
23/32- T&G OSB OR PLYWOOD SHEATHING. GLUE AND NAIL WITH 10d COMMON 0 6" O.C. EDGE & FIELD STUDS SEE PLAN
SHEARWALLS ROUGH OPN'G, SEE ARCH. NAIL SPACING AT . . . .... . . . . . .
ROOF SHEATHING SPECIFICA]IONSe SUPPORTED EDGES,
aaaQLL- MIN. 7/16", 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'-Om OF ROOF EDGE). (6)12d TOE NAILS GENERAL NOTES
SEE DE rAILS SEE DETAILS
/_ON S1.0 ON S1.O TOP & BOT.
DLL - 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'-Om OF ROOF EDGE). A 2x- SPF T&B wl
12d 0 8" O.C. EXAMPLE OF UNSUPPORTED
F 17- 17- KING & (UNBLOCKED) PANEL EDGE-,
WA SHEATHING SPECIFICATION& JACKS-/ MID)
SHEATHING (TYPICAL)
HS&MIN. 7/16", 24/16, STRUCTURAL 1 APA RATED OSB OR PLYWOOD SHEATHING, FASTENED W/ 8d 0 6" O.C. EDGIE AND 6- O.C. FIELD. SHEATHING MAY BE PORPLAN W
FLEXIBLE F
ORIENTED VERTICALLY OR HORIZONTALLY. FLEXIBLE FINISH WALLS INCLUDE: WOOD, CEMENT OR VINYL SIDING, HARDI PANEL & BRICK. ALL OTHER WALL SHALL BE CONSIDERED BRITTLE FINISH. A U.1 CQV T. AT
PSON LTP4 ON 49ZVE I RT NAILING TO INTERMEDIATE
STUCCO FINISH-MIN. 7/16", 24/16, STRUCTURAL 1 APA RATED OSB OR PLYWOOD SHEATHING, FASTENED W/ 8d 0 6" O.C. ED-GE AND 6" O.C. FIELD. SHEATHING MAY BE ORIENTED VERTICALLY OR HORIZONTALLY. L--------J L---------J L--------J IDE FACE, IF NO SUPPORT IS 6" O.C. MAX.-,-00. -ROOF
JACK STUD x SPF RIPOED (LION) TRUSSES, OR
MASONRY SPECIFICATION& BOX BEAM BETWEEN WINDOWS 0 FIT ARCH. FLOOR JOISTS.
MASONRY HAS BEEN DESIGNED IN ACCORDANCE NTH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI§,30.1-05. GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF MULTI-STORY DEPTH ftJ�Q*D.
SINGLE STORY IN TWO STORY FRAMING
2000 psi PER ASTM C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF % PLACED AT AN 8m TO 11" SLUMP. MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR MAY BE USED IN BRICK VENEER. SECTION A-A
CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING.
WINDOW HEAD AND SILL FRAMING r4-%\SHEATHING NAILING DETAIL
CONCRETE MASONRY UNITS (CMUL TYP. WALL SECTIONS r3
CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW LOAD-BEARING (CMU), TYPE 1. GRADE N-1, NORMAL WEIGHT, W17:1t�A MINIMUM COMPRESSIVE STRENGTH OF 1900 psi (fm=1500 psi). GROUT ALL CELLS CONTAINING VERIICAL VSO.O/ SCALE: 3/4" 1'-0"
.0
REINFORCEMENT IN 5'-0" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM OF COURSE OF MASOqRY �Ah"`-N THE WALL HEIGHT EXCEEDS 5'-0-.
MASONRY qzmW61 1 SL ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE - CONCRETE MASONRY UNITS WITH TYPE 'S' MORTAR. WALL COURSING SHALL BE RUNNING BONDS, 3TACK BOND SHALL NOT BE
USED. CONTAINING VERM& REWORCOW,1,W-�H, 3000 Psi PEA ROCK CON SPLICES IN REINFORCING, WERE PERMITTED, SHALL BE 48 BAR DIAMETERS. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT V/2
MUL11-PLY HIP RAFTERS U
WITH - #4 0 4'-0- O.C. MAX. AND AT EACH CORNER, WALL END, AND WALL INTERSECTI VIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR MASONRY ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR SPLICE TOGETHER w/3-ROWS _L (3) ROW OF 10d
ROVIDE HORIZONTAL JOINT REINFORCEMENT AT 16* O.C. VERTICALLY, (EVERY OTHER COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON
NAILS 0 8" O.C.
DIAMETERS INTO EACH ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE C 16d COMMONS 0 8" O.C. 2 PLY 0 STAGGERED FULL HEIGHT Ln
1/S1.O. UNLESS NOTED OTHERWISE. LAP JOINT REINFORCING SHALL BE �41, STAGGARD FROM BOTH BEAM.
M OF 6".
IDES. TYP) ANCHOR 2x4 BLOCKING
CLAY MASONRY (BRICAL THREE SIMPSON A35 3 PLY BEAM. 04 C14
BRICK SHALL BE IN ACCORDANCE NTH ASTM C62, C216. OR C652 FOR BUILDING BRICK, FACING BRICK, & HOLLOW BRICK, RESPECTFULLY. '�<L2x4 MEMBERS: 024" O.C. FASTEN
FRAMING CLIPS EA 64 EACH END w/3-10d
1, 0
SIDE (% TOTAL) 7- 101*0000 (1) ROW OF 1 Od TOENAILS
CONCRETE SPEQFICATIONSe (4) ROWS 12d NAILS 0 4" O.C.
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 AT28 DAYS
AT 12" O.C.
CONCRETE AT GARAGE AND PORCH SLABS SHALL HAVE A COMPRESSIVE STRENGTH OF 3000 PSI. 2x6 MEMBERS:
EA. SIDE.
(2) ROW OF 1 Od
............
GENERAL NOTESo (3) ROWS 12d STUD BELOW
I Ln
iNAILS 0 4" O.C. LOWER TOP- 4-10d
I AT 12" O.C. STAGGERED Il-
FOOTING AND FOUNDATION I 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 INVES11GA11ON REPORT IS RECOMMENDED TO VERIFY SUITABLE OVERHE!AD DETAIL EA. SIDE. TOP PLATES
SUBSURFACE CONDITIONS. IF THE F001ING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. SOIL SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE (CLAY) SOILS. SOIL COMPACTION AND FILL 2 3 PLY BEAMS 2x4 OR 2x6 POST 2x8 POST ORTHOGONAL VIEW WALL INTERSECTION
SHALL BE COMPACTED TO A MIN. OF 95X MODIFIED PROCTOR IN ACCORDANCE NTH ASTM D 1557. THREE SIMPSO A35 OF CORNER CONDITIONS
FRAMING CLI S�EA
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 FOO )N f I
FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LDCATION FROM THE SIDE (9 TOTAL MULTI-PLY (3)ROWS OF 5" (3)RO.W. S OF 69�4* In
DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR) TING SIZE OR LOCATION IS NOT HIPS, SEE PLAN TRUSSLOK TRUSSLOK U
ENGINEERED WOOD ENGINEERED WOOD
UN.LESS 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 #3 048- O.C. OR ROD CHAIRS. FASTENERS 0 24"o.c FASTENERS 0 24*o.c
AS SHOWN AS SHOWN
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 CORNER WALL INTERSECTION
BAR DIAMETERS CONDITIONS CONDITIONS
CONCRETE SLABS ON GRADE& 3-PLY -PLY
RIDGE, SEE KIANY NOTES:
SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER NTH JOINTS LAPPED 6" AND SEALED OVER CLEAN, COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENnoN OF SUBTERRANEAN I ! 1. OVERLAP TOP PLATES AT CORNERS AND INTERSECTIONS
TERMITES. SAWCUTS9 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 ALTERNATIVE JAETHODS. i 16m LVL AND GREATER
SI,El \AEW OF CON 2. DENOTES 3"xO.131" GUN NAILS 0 6" O.C. VERTICAL
3. DENOTES FULL HEIGHT ANCHOR, SEE PLAN
WOOD FRAMING SPECIFICATIONSe NOTES:
ALL WOOD FRAMING HAS BEEN DESIGNED IN ACCORDANCE NTH NATIONAL DESIGN SPECIFICATIONS (NDS) FOR WOOD CONSTRUCTION, LATEST EDITION. ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WIT MASONRY. CONCRETE OR 1. TYP. CONNECTION AT STUD COLUMNS, 4. DENOTES SOLE PLATE ANCHOR, SEE SCHEDULE
SOIL SHALL BE PRESSU RE-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 ATTACHED FASTENERS SHALL BE JACK-TO-KING ASSEMBLIES, CORNER POST, ETC. 5. CONTRACTOR MAY CHOOSE EITHER OPTION "ERE MULTIPLE
STAINLESS STEEL. OPTIONS ARE SHOWN
2. SPECIFIED NAILING REQUIRED FOR EVERY PLY
PRE-ENGINEERED WOOD TRUSSES* S INSTA LED AT ALL TRUSSES AS IN ADD171ON TO (2) PLYS FRAMED WALL CORNER AND
SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WERE PROJECT IS BEING BUILT AND SHALL COMPLY NTH NFPA, TPI, AND AITC 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTA
, PER 'COMMENTARY' AND HIPS
INDICATED IN THE TRUSS SHOP DRAWINGS. ALL TRUSS-TO-TRUSS CONNECT1ONS AND TRUSS PROFILES ARE THE RESPONSIBILITY'OF THE DELEGATED TRUSS ENGINEER. ALL TRUSSES SHALL HAVE TEMPORARY BRACING r_5 AN6 PJDGE CONNECTION tl� BUILT-UP MEMBER FASTENING /*07 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 TRUSS. WH_N USING (2) STRAPS ON
SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. OTHER. \�.�.O
ROOF COVERING SPECIFICATIONS* FULL HT ANCHOR TERMINATES DESIGN
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. ASPHALT SHINGS SHALL COMPLY WITH ASTMI D3161 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. CLAY AT UPPERMOST TOP PLATE WHERE ANCHOR IS
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 NTH ASTM E1514 AND BE INSTALLED W/ NUTANDIWASHER. SPECIFIED ON PLAN
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 WASHER CRITERIA
CONVENTIONALLY S�RAP CONVENTIONALLY STRAP LOCATE ANCHOR WITHIN FULL HEIGHT
WERE NOTED ON PLAN WERE NOTED ON PLA 6" OF POST.
WATERPROOFINGe
ANCHORING SPECIFICATIONS
AND
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN/INSTALLATION OF ALL WAT ER PROOFING.
ell PLAN IXI ANCHORING SYSTEM: THE THREADED ROD ANCHORING
UPLIFT
SYSTEM SHALL CONSIST OF WO A307 THREADED
GENERAL
DOUBLE TOP --CONNECTOR RODS, ORIENTED VERTICALLY AND ATTACHED TO THE
WOOD FASTENING SCHEDULE BRICK NOTES LINTEL SCHD PLAN LEGEND AND ABB :ZEVIATIONS I POST, PER SEE PLAN SOLE DOUBLE HT. FOUNDATION AND TO THE UPPERMOST PLATE AT 'ME
I NI_ PLATE FULL HT. TOP PLATE. ANCHOR LOCATIONS INDICATED IN THESE DOCUMENTS. ABOVE
CONNECTION I PLAN ANCHOR TOP PLATE. PROVIDE A 2*x 2*x r STEEL WASHER. NOTES
MEMBERS FASTENER LINTEL DIMENSION MIN. BRG. MAX. SPAN INTERIOR LOAD BEARING WALL BUILT-UP POST IN THE WALL I FULL HEIGHT FASTEN WITH A NUT AND ALLOW AT LEAST 3
TYPE z THREADS TO EXTEND ABOVE TIGHTENED NUT. (TYP.)
TOP PLATE TO TOP PLATE FACE NAIL 2-GUN NAILS 0 12" STAG.- I -------THREADED ROD DO NOT SCALE DIMENSIONS FROM
L3 2x3/2x/4 4" 6*-0" GABLE X-BRACE, SEE DETAIL 11/S2.0 SEE PLAN WALL STUD ROD INSTALLATION: AT ALL PLATE PENETRATIONS, THESE DRAWINGS,IF A DIMENSION 6
V I SOLID BLOCKING
(2-16d) 3-GUN NAILS 80 WITHIN FLOOR OR POST. PROVIDE A HOLE IN THE PLATE 34- LARGER THAN THE UNCLEAR REFER TO THE
-ON
TOP PLATE, LAPS/INTERSECTION FACE NAIL HEA)ER SIZE, JACK AND KING STUD I ARCHITECTURAL DRAWINGS OR
L 4 x 31/2"W4 6" 1-16-1/2 DIAMETER OF THE THREADED ROD USED. WHILE
DESIGNATES SHEARWALL. THE (TYP)
DBL. TOP PLATE TO STUD FACE NAIL (2-16d) 3-GUN NAILS L 5 x 3/2"XV4 6" 109-0m HIDDEN LINE DESIGNATES SIDE OF QUANTITY. I SINGLE CONTINUOUS RODS ARE PREFERRED, COUPLERS
--------- WALL THE SHEARWALL SHEATHING -4- STEEL COUPLER (SIMPSON CNW OR EQUAL) MAY BE USED IN CASES
L6
EDED) ROD SHALL BE INSTALLED APPROXIMATELY CENTERED
CEILING JOIST TO TOP PLATE TOE NAIL (3-8d) 5-GUN NAILS
L 7 x 31/2 XV4 6 16--0" 8dO3*/6* O.C. EDGE & 6* O.C. NIN THE IN HOLE. RODS MAY BE SLANTED FROM TRUE GARAGE PLAN
RIM JOIST TO TOP PLATE TOE NAIL (8d 0 6-) GUN NAIL 0 6" x31/2 Y/4 6" 12'-0" SW TO BE APPLIED. 8d 0 3/6 1 1 1 IFLOOR AS OR JOIST (OPTIONAL, LOCATE ELEVATION WHERE ONE CONTINUOUS ROD IS UNFEASIBLE. THE I LAN NAME
NAILING- DESIGNATES 8d COMMONS 0 3- -4- -4 -1- AS NE r
CEILING JOIST, OVER PARTITIONS FACE NAIL (3-16d) 4-GUN NAILS FIELD* I (TYP) I I FULL HT. VERTICAL BY A MAXIMUM OF 2 INCHES IN 10 FEET TO
1 1. STEEL LINTELS TO BE MINIMAL 36" 1 ANCHOR AVOID CONFLICTS WITH FLOOR AND WALL FRAMING. DESIGN/DRAWN/CHECKED
CEILING JOIST TO ROOF RAFTER FACE NAIL (6-16d) 8-GUN NAILS LINTEL MUST HAVE CORROSION BRICK I HEADER, SHALL K CS / JMD/LAP
RESISTANT COATING OF EPDXY BASED VENEER ADJ ADJACENT LG Long I ICA FLOOR AT SILL OLATE AT TOP PLATE SECURED O%U THE WASM 70 A SNUO 710HT
JOIST/TRUSS TO PLATE TOE NAIL (2-16d) 3-GUN NAILS BM BEAM MANUF Manufacture CON0171ION FLUS ONE-HALF 11URN OF A STANDARD DATE
POST TO FRAMING
PAINT. WEATHER BOT BOTTOM MONO Mc>nolithic I IRENCH (APPROMMARLY 30 FT.-W& OF TORQUE).
RAFTER TO PLATE TOE NAIL - (3-8d) 3-GUN NAILS BARRIER BRG BEARING OC On Center I MATCH FULL HEIGHT ANCHOR INSTALLATION CHART DW TO SHIIMAM NO OF BUUM 05.22.15
2. LINTEL MORE THAN 8'-0". SHOULD CMU CONCRETE MASONRY UNIT OSB Oriented Strand Board I POST ABOVE FULL HEIGHT CONTRACTORS SHALL RE-711101HIM WJT 70 30
TOE NAIL (3-10d) 4-GUN NAILS @ @ (9) 0 FT.-= OF TORGM AFM ALL 7RADES ARE CONTROL NO.
JACK RAFTER TO HIP BE LATERALLY SUPPORTED NOT TO DBL DOUBLE PERP - Perpendicular I THREADED ROD------- FOUNDATION, THREADED COMPLEIE AND PRI TO IINSULAT110N.
TOE NAIL (2-16d) 3-GUN NAILS EXCEED 6 FT. O.C. w/ 2-1/4x3m WD. DIA DIAMETER PRE ENG - Pre Engineered SEE PLAN PER PLAN. RODO WOOD PLATE CONCRETE WASHER EMBEDMENT ED E 1 1200
ROOF RAFTER TO 2x- RIDGE BM. LINTEL HOLE HOLE SPEC. DEPTH DISTANCE EPDXY ANCHORING, ALL THREADED RODS SHALL BE
FACE NAIL 16CIO 160 O.C. 0 EDGE SCREWS INTO HEADER PROVIDE A '/2" ATTACHMENT EA - EACH PSF Pot nds per Square Foot r DRILLED & EPDXY ANCHORED. SEE INSTALLATION TRUSS ID.
CONT. HEADER, TWO PIECES EE - EACH END PSI Pou ids per Square Inch 3/'8 V "o Vmo 2x2x'/e" 4" 4" 2" 13" CHART FOR EMBEDMENT AND EDGE DISTANCE N/A
CONT. HEADER TO STUD TOE NAIL (3-16d) 4-GUN NAILS INSTALL 1-STORY 1/2 %no 9/15"0 3x3x/4" 6" 600 :W 3* REQUIREMENTS
VERTICAL SLOTTED HOLE FOR SCREW. SEE NOTE 2 1 1 1 1 2
EOR ENGINEER OF RECORD PT - PRE!SURE TREATED 6"MAX. FROM SEE TABLE AT RIGHT
3. BRICK VENEER ATTACHMENT: E0 EQUAL OT - Quic, Tie THREADED RODS LPA NO.
STUD TO SOLE PLATE (3-1 EXTERIOR - R',inforce \_ FOR EPDXY ENBEDMENT -EMBEDMENT 5/8 �Ymo 3/4 NO 3x3x/4" 7.5" 1 ON 2)!r 3
TOE NAIL 6d) 4-GUN NAILS HORIZONTAL TIES 0 24" O.C., VERT. EXT REINF KING STUD WHERE 2-STORY RODS DEPTH(g) 4
SOLE PLATE TO JOIST/BLOCIKING FACE NAIL 1(16d 0 16") GUN NAIL 0 8" TIES 0 12" O.C.. (FOR 11Omph HEADER, FLASHING FBC FLORIDA BUILDING CODE SF - Squc-e Foot CANNOT BE INSTALLED AND EDGE DISTANCE. MONO I STEM MONO STEM HANN-14-00418
WIND-ZONE VERT. TIES 0 16- O.C.). SEE PLAN BRICK LINTEL, FDN FOUNDATION SPF -Spru.-e Pine Fur SOLE PLATE ANCHORS FULL HEIGHT ANCHOR SHEET
NAIL SPECIFICATIONS AT ALL OPENINGS SPACE TIES WITHIN SEE SCHEDULE FT - FOOT SYP - SOLthern Yellow Pine FULL HEIGHT ANCHOR PLACEMENT DIAGRAM PER SCHEDULE WALL SECTION
3"xO.131"O = GUN NAILS 2*xO.113"0 = RINK SHANK 12" OF OPENINGS. PROVIDE3&"O WEEP FTG FOOTING THRU - Through 00*4 THREADED ROD INSTALLATION CHART
2"xO.113"0 = 6d 2/,,"xO.131"O = 8d HOLES 0 33" O.C. IMMEDIATELY ABOVE SEC11ON VIEW HDR HEADER TYP - Typical r8 FULL HEIGHT WOOD FRAME WALL ANCHORING SYSTEM
HORIZ - HORIZONTAL UON - Unless Otherwise Noted
i S000
3"xO.148*0 = 10d V/2%0.1152"O = 16d FLASHING. OF BRICK LINTEL LBS POUNDS VERT Vertical
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11/,*xO.131"0 8dx11/2" WWF Wel ded Wire Fabric \Z-,00/ HEET 1 OF 9
11/,mxO.148w0 10dxl'/2"