701 Jasmine St 2013 Revisions QUICKTIE CONNECTORS TYPICAL WOOD MEMBER
DESIGN SPECIFICATIONS UPLIFT FASTENING SCHEDULE GENERAL NOTES Et CONSTRUCTION SPECIFICATIONS
CONNECTOR SYP SPF FASTENERS FL# CODE LOCATION CONNECTION FASTENER
HA4 660 528 (9)10dxl'/," 3557.2
(3)16d
DESIGN CODE. HTS16 1255 1255 V2 CEILING JOIST LAPS OVER FACE NAIL GENERAL NOTESe FOOTING AND FOUNDATIONS:
(16)10dxl 3557.5
2010 FLORIDA BUILDING CODE RESIDENTIAL PARTITIONS (4)GUN NAIL FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH LOCAL BUILDING CODES. FOOTING HAVE BEEN DESIGNED WITH A SOIL
MS36 1835 1468 (26)10dx1'/," 3557.4 MEANS AND METHODSm BEARING (DESIGN MAXIMUM) OF 2000 PSF. A SOILS INVESTIGATION REPORT 15 RECOMMENDED TO VERIFY SUITABLE SUBSURFACE
LSTA12 925 765 (10)10d 3557.4 (3)1 Od THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, CONDITIONS. IF THE FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED OR UNSTABLE SOIL, THE ENGINEER SHALL BE NOTIFIED. SOIL
CS1 6 1705 1705 (1 3)8d EA. END 3557.1 COLLAR TIE TO RAFTER FACE NAIL PROCEDURES, OR SEQUENCES; FOR THE ACTS OR OMISSFO_NS OF THE CONTRACTOR OR ANY OTHER PERSONS PERFORMING THE WORK SHALL BE FREE OF ORGANIC MATERIAL AND COHESIVE (CLAY) SOILS. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95%
DESIGN LOADS: ACTUAL AND UNIFORM (3)GUN NAIL OR FOR THE FAILURE FOR ANY OF THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. MODIFIED PROCTOR IN ACCORDANCE WITH ASTM D 1557. Lou Pontiigoo and
LS1 8 1005 804 (14)1 Odx1 3557.4 LIMITS OF STRUCTURAL ENGINEERING DESIGN RESPONSIBIL!TIES: Associates, Inc.
MS24 1270 1016 (15)10dx1'/2" 3557.4 (3)8d THE ITEMS SPECIFICALLY DESIGNED BY THE STRUCTURAL ENGINEER ARE LIMITED TO THE FOLLOWING: CONTINUOUS LOAD PATH FOR FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS, STEP HEIGHTS,
RQ-QF- FLOOR RAFTER TO PLATE TOENAIL WIND UPLIFT, WOOD PANEL SHEARWALLS, WALL FRAMING AND REQUIRED SHEATHING AND HEADERS DIRECTLY SUPPORTING ROOF ETC., SEE ARCHITECTURAL PLANS.DO NOT SCALE FOOTING DIMENSIONS AND LOCATION FROM THE FOUNDATION PLAN SHOWN ON S1.O. DO
SC35 295 236 (12)1 Odxl'/2" 3557.10 (3)GUN NAIL NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON 420 Osceola Avenue
ROOF LOADING (cd=1.25) (cd=1.00) SC35F 500 400 (12)1 OdX1 1/2" 3557.10 FRAMING. ITEMS NOT DESIGNED PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES, FLOOR FRAMING NOT SPECIFICALLY ADDRESSED, FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT ENGINEER OF RECORD (EOR) jax. Beach, Florida 32250
TOP CHORD LIVE LOAD 20 psf 40 psf 3557.4 (3)10d TRUSS-TO-TRUSS CONNECTION, AND ANY ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM. Ph. 242-0908 Fax.241-9557
TOP CHORD DEAD LOAD 7 psf (ARCH SHINGLES) 10 psf LS12 715 572 (10)8d UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE
TOP CHORD DEAD LOAD 20 psf (TILE SHINGLES) 10 psf TOENAIL DESIGN IS VOID ONE YEAR AFTER THE DATE OF THE ORIGINAL DOCUMENTS. UNLESS PLANS HAVE BEEN REVIEWED FOR CODE FL:CA# 8344 SC:CA#3579
BOTTOM CHORD LIVE LOAD 10 p5f 0 psf QTB(X) BLUE N/A N/A N/A 3557.6 (4)GUN NAIL COMPLIANCE. CENTERED IN SLAB ON GRADE. IN ALL CONTINUOUS FOOTINGS PROVIDE #3 @ 48" O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF
BOTTOM CHORD DEAD LOAD 5 psf 5 psf QTB(X) GREEN N/A N/A N/A 3557.7 JACK RAFTE_R TO HIP REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS CONTACT US WITH YOUR COMMENTS
QTB(X) ORANGE N/A N/A N/A 3557.8 (2)16d FACE NAIL MATERIAL SPECIFICATIONS: INTO EACH ELEMENT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS COMMENTS @ LF-A.COM J
DEFLECTION CRITERIA: QTB(X) RED N/A N/A N/A 3557.9 (3)GUN NAIL HARDWARE AND ANCHORS: ACCORDANCE WITH ASTM A 307 OR MASONRY STEMWALLS: ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N-1 HOLLOW CONCRETE MASONRY g-al
ITW/REDHEAD ANCHOR BOLTS & THREADED ROD: SHALL BE IN ASTM F 1554 GRADE 36. UNITS WITH TYPE 'S' MORTAR. WALL COURSING SHALL BE RUNNING BONDS, STACK BOND SHALL NOT BE USED. GROUT ALL CELLS ,%w0l
ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180 G5 EPDXY 14419.1 ROOF RAFTER TO (2) PLY (2)16d TOENAIL OR OT WIRE ROPE: '/,"0 & %"0, GALVANIZED "AIRCRAFT" DESIGNED 709 w/ A MIN. BREAKING STRENGTH OF 7,000lbs. & 14,000lbs. CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT. SPLICES IN REINFORCING, WERE PERMITTED, SHALL BE ON 7'/,
FLOOR FRAMING: LIVE LOAD L/360 & TOTAL LOAD L/240 - RIDGE BEAM FACE NAIL RESPECTFULLY. 48 BAR DIAMETERS ALL CELLS BELOW FINISHED SHALL BE GROUTED SOLID. ALL EXTERIOR WALLS SHALL BE REINFORCED FULL HEIGHT NTH
mc (3)GUN NAIL - #4 0 4'-0" O.C. MAX. AND AT EACH CORNER, WALL END, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT
SIMPSON CONNECTOM-D WASHERS: SHALL BE IN ACCORDANCE NTH ASTM A500 (GRADE B). INTERSECTIONS OF PERPENDICULAR MASONRY ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH N CN
V %
(3)16d NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. 0 V
METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR SHALL BE GALVANIZED. ELEMENT. AT STEMWALL CONSTRUCTED OF 5 OR MORE COURSES, PROVIDE HORIZONTAL JOINT REINFORCEMENT AT 16" O.C. VERTICALLY,
UPLIFT JOIST TO BAND JOIST FACE NAIL f VA 5
WIND LOADING: RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR DOWELS SHALL BE 12 BAR DIAMETER MINIMUM, HOLES SHALL (EVERY OTHER COURSE), AND VERTICAL REINF. SHALL BE INCREASED AS NOTED ON 1/S1.0. UNLESS NOTED OTHERWISE. LAP JOINT
(4)GUN NAIL
CONNECTOR FASTENERS FL# CODE V4" LARGER THAN REBAR SIX AND V." LARGER THAN THREADED ROD SIZE. (U.O.N.) REINFORCING SHALL BE A MINIMUM OF 6".
SYP SPF BE
ASCE 7/10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A MIN. (3)8d ANCHORING ADHESIVE: Of
DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF BOTTOM CHORD. A35 450 450 12-8dx1'/2" 10446.4 BLOCKING BETWEEN JOISTS OR END NAIL EPDXY. RED HEAD EPCON G5. CONCRETE SLABS ON GRADE:
S
REACTIONS CALCULATED FOR THE BEARING POINTS OF ROOF TRUSSES SHALL H2.5T 600 520 5-8d EA. END 11478.3 RAFTERS TO TOP PLATE (3)GUN NAIL REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER WITH JOINTS LAPPED 6" AND SEALED OVER CLEAN, **. '*
BE REDUCED. SPECIFICALLY, ATTIC FLOOR LIVE LOADS COMBINED NTH ROOF STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMITES. cl�
620 530 5-10dx1'/," EA. END 11470.3
1-18-1/2 ..
LIVE LOADS SHALL BE MULTIPLIED BY 0.75 WHEN COMBINED w/ DEAD LOAD. 8d 0 6"O.C. WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. 1.0
MTS12 1000 860 7-1Odx1V," EA. END 10456.3 RIM JOIST TO TOP PLATE TOENAIL SAWCUTS: ......
BASIC WIND SPEED (ASCE 7-10) ---------- 1.30 MPH (3)GUN NAIL @ 6"O.C. MASONRY SPECIFICATIONS: FOR CONTROLLED CRACKING CUT A 1" SAWCUT INTO SLAB IN A 20'x2O' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE
HTS20 1450 1245 24-10dxl'/2" EA. END 13872.3 SAWCUTS THROUGH OUT SLAB AND WHERE SHOWN ON FOUNDATION PLAN S1.O. CALL EOR FOR ALTERNATIVE METHODS.
IMPORTANCE FACTOR ---------------- 1.00
MEAN ROOF HEIGHT ---------------- 20.0 FT MSTA24 1765 1270 9-10d EA. END 13872.4 TOP PLATES, LAPS AND (2)16d GENERAL* WOOD FRAMING SPECIFICATIONSm IZEVISIONS DA�E�
MSTA36 2050 1870 13-10d EA. END 13872.8 INTERSECTIONS FACE NAIL MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH AC1530.1-05 ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR SOIL SHALL BE PRESSURE-TREATED. PT
ROOF PITCH -------------------- 6/12 (3)GUN NAIL 0 6"O.C. GROUT SHALL BE IN ACCORDANCE NTH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF 2000 psi PER ASTM
9-10d EA. END . C1019, GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF % PLACED AT AN 8" TO 11" SLUMP. LUMBER INDICATED IN SECTIONS PRESERVED WITH SODIUM BORATE (DOT-DISODIUM OCTABORATE TETRA HYDRATE). IF HOWEVER, ACQ OR
BUILDING CATEGORY ---------------- 11 MSTAM24 1465 1270 11473.19 (3)8d MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR MAY BE USED IN BRICK VENEER. NON-DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA
EXPOSURE CATEGORY --------------- B 5-/,"x2-/, TITENS CEILING JOISTS TO PLATE TOENAIL CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL FLASHING. PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL BE STAINLESS STEEL.
ENCLOSURE CLASSIFICATION ------------ ENCLOSED MSTC66 5660 5660 38-16d EA. END 10852.11 (5)GUN NAIL CONCRETE MASONRY UNITS (CMU)a PRE-ENGINEERED WOOD TRUSSES:
INTERNAL PRESSURE COEFFICIENT ---------- ± .18 22-10d TO TRUSS (3)8-d- CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW LOAD-BEARING (CMU), TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A SHALL BEAR THE SEAL OF AN ENGINEER IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY NTH NFPA, TPI, AND AITC:
MGT 3965 3330 11470.7 100. CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTALLED AT ALL TRUSSES AS INDICATED IN THE TRUSS SHOP
1-'/2"0 ROD TO FTG. JOIST TO SILL OR HEADER TOE NAIL MINIMUM COMPRESSIVE STRENGTH OF 1900 psi (f'm=1500 psi). DRAWINGS. ALL TRUSS-TO-TRUSS CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE DELEGATED TRUSS ENGINEER. ALL
COMPONENTS & CLADDING ALLOWABLE PRESSURES 14-SDS'/,x,3" TO TRUSS/BEAM - (2)GUN NAILS GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN 5-0" MAXIMUM LIFTS TRUSSES SHALL HAVE TEMPORARY BRACING PER 'COMMENTARY' AND RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL
TRIBUTARY INTERIOR ED,GE STRIP TSF): PHD5 4685 4380 1-5/."0 ROD TO FTG. 10441.10 2" SUB FLOOR TO BLIND OR PROVIDE CLEANOUTS PER ACI 530.1-02 IN THE BOTTOM OF COURSE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5'-0 PLATE CONNECTED WOOD TRUSSES, HIB-91." AT MULTIPLE STRAP CONNECTIONS, SPREAD STRAPS TO AVOID NAILING CONFLICTS THROUGH
AREA (sf) ZONE (PSF) a' = 4'-6 18-16d TO TRUSS/BEAM JOIST OR GIRDER (2)16d FACE NAIL CLAY MASONRY (BRICK): TRUSS. WHEN USING (2) STRAPS ON SINGLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. OTHER. FIELD ALTEIZATION
10 +18.2 -19.8 +18.2 -24.4 HTT4 3480 3080 11496.2 BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, FACING BRICK, & HOLLOW BRICK, ROOF COVERING SPECIFICATIONSo CONTRACTOR SHALL CONTACT LOU
1-5/."0 ROD TO FTG. SOLE PLATE TO 16d 0 16"O.C. RESPECTFULLY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. PONTIGO a ASSOCIATES PRIOR TO
50 +16.3 -17.9 +16.3 -20.6 32-16d TO TRUSS/BEAM TYPICAL ASPHALT SHINGS SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. MAKING ANY STRUCTURAL FIELD
HTT5 5250 4670 11496.2 JOIST OR BLOCKING (3)GUN NAIL 0 8"O.C. FACE CONCRETE SPECIFICATIONS: MODIFICATIONS WHICH MAY VARY
1-5/,-0 ROD TO FTG. ALL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE NTH ACI 318-08, AND SHALL BE CONSTRUCTED IN ACCORDANCE NTH ACI 301. CLAY AND TILE ROOFS SHALL BE INSTALLED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AND THE MANUFACTURER'S FROM THE INTENT OF THE ORIGINAL
100 +15.5 -17.0 1 +15.5 -19.0 ALL CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS REQUIREMENTS. CONSTRUCTION DOCUMENTS.ANY
20-SDS'/,x3" TO TRUSS/BEAM (2)16d STANDING SEAM METAL ROOFS SHALL COMPLY WITH ASTM E1514 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. FIELD ALTERNATIONS MADE PRIOR TO
THE VALUES ABOVE ARE ALLOWABLE WIND PRESSURE VALUES (ASD). THE ABOVE HDQ8 8325 7210 1-7/,-0 ROD TO FTG. 11441.1 TOP PLATE TO STUD END NAIL THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF ALL METAL FLASHING AND VALLEY MATERIALS. BEING APPROVED BY LOU PONTIGO a
WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED BY THE ALLOWABLE (3)GUN NAIL ASSOCIATES MAY RESULT IN
STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION SHALL BE PERMITTED LUS28 930 780 6-10d TO HEADER 10655.113 GUARDRAILS AND HANDRAILS: ADDITIONAL ENGINEERING OR
0 COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH 4-10d TO JOIST (4)8d TOENAIL SHALL BE DESIGNED PER 2006 INTERNATIONAL RESIDENTIAL CODE, TABLE R301.5. COMPLIANCE WITH THESE REQUIREMENTS IS THE
POSITIVE AND NEGATIVE PRESSURES SHOWN IN TABLE ABOVE. HU410 905 785 14-16d TO HEADER 10531.36 (4)GUN NAIL RESPONSIBILITY OF THE RAILING MANUFACTURER.
6-16d TO JOIST STUD TO SOLE PLATE
0 LINEAR INTERPOLATION IS PERMISSIBLE. (2)16d
9 PLUS = PRESSURE AND MINUS = SUCTION. ABU44 2200 5/,"0 ROD w/ 12-16d 10849.6 (3)GUN NAIL END NAIL ABBREVIATIONS
ABU66 2300 5/,"0 ROD w/ 12-16d 10849.6
0 THE DISTANCE 'a' FROM OUTSIDE CORNERS OF BUILDING SHALL BE SET N/A N/A SIMPSON EPDXY-TIE 11506.4 TYPICAL FASTENERS ADJ - ADJACENT DIA DIAMETER FDN - FOUNDATION HORIZ - HORIZONTAL OC - ON CENTER QT - QUICK TIE THRU THROUGH
DESIGNED FOR EDGE STRIP PRESSURES. 10-16d TO STUD/BEAM/POST BM - BEAM EA EACH FT FOOT INFO INFORMATION OSB - ORIENTED STRAND BOARD REINF - REINFORCE TYP TYPICAL
LTT208 1675 1675 11496.3 3"xO.131"O = GUN NAILS 2"4.113"0 RINK SHANK BOT - BOTTOM EE EACH END FTG FOOTING LBS POUNDS PERP - PERPENDICULAR SF SQUARE FOOT UON UNLESS OTHERWISE NOTED
0 DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS THE 1-V,"O ROD TO FTG. 2%0113"0 = 6d 21/2"xO.131"O = 8d BRG - BEARING EOR ENGINEER OF RECORD GA GAUGE LL - LIVE LOAD PRE ENG - PRE ENGINEERED SPF -SPRUCE PINE FUR VERT VERTICAL
RESPONSIBILITY OF THE WINDOW/DOOR MANUF./SUPPLIER & SHALL MEET LSTA12 805 13872.5 3%0.148"0 = 10d 3/,%0.162"0 = 16d CMU - CONCRETE MASONRY UNIT EQ EQUAL HDR HEADER LG - LONG PRE FAB, - PRE FABRICATED SW SHEAR WALL WWF WELDED WIRE FABRIC
THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES. 1 695 110-10d DBL DOUBLE EXT EXTERIOR HT HEIGHT MANUF MANUFACTURE PSF POUNDS PER SQUARE FOOT SYP SOUTHERN YELLOW PINE
CS16 1 1705 1705 13-8d 10852.1 1'/2"x0.148"o 10dx11/2" 1'/2"4.1-31"o = 8dxl'/2" DL DEAD LOAD FDN FOUNDATION HTS HEIGHTS MONO MONOLITHIC PSI POUNDS PER SQUARE INCH TG TONGUE & GROOVE
CL
ROOF SHEATHING SPECIFICATIONS:
SHINGLE- MIN. 7/,jj", 24/16, APA RATED OSB OR
PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK 2x SPF BLOCKING
NAILS 0 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS RIPPED TO FIT,,,,, WOOD FLITCH BEAM: HIOF OR H12F. V," CDX PLYWOOD 2x4 OR 2x6 M U
DECREASE EDGE NAIL SPACING TO 4* O.C. WITHIN 4'-0" NTH GAP SHOWN CONVENTIONAL 2x6 SYP#2 BLOCKING BETWEEN IFLITCH. FASTEN w/ CONSTRUCTION ADHESIVE AND NAILED] V2 11/2"
OF ROOF EDGE). QUICK j1E /STRAPPING IF FULL 2x6 SYP#2 NAILER EA. TRUSS. FASTEN TO TOP �_ U
ROOF SHEATHING 2x4 SYP#2 HORIZ. BRACING 0 CABLEN HEIGHT ANCHORING FAS NED TO TOP PLATE w/ 10d 0 4" O.C. 2 PLY BEAM. 3 PLY BEAM. (3) ROW OF 10d Z Ln <
24" O.C. BETWEEN OUTER WALL- SYSTEM IS NOT USED. PLATE w/ 10d 0 3" O.C. NAILS @ 8" O.C.-\
nLF- - MIN. 15/32- 32/16, APA RATED PLYWOOD & FIRST INTERIOR TRUSS. NAIL STAGGERED
SHEATHING, NAILED w/ 0.113x2" RING SHANK 0 6" O.C. PRE-ENGINEERED WOOD SHEATHING MAY ROWS 16d 7- (3) ROWS 16d
ROOf'YROSSES. EACH END w/ 3-0.13lx3" NAILS FLOOR SHEATHING,
'EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE TERMINATE AT FLOOR (TYP) SEE SPEKCATIONS COMMON WIRE COMMON WIRE C4 CN Uj Uj
NAIL SPACING TO 4" D.C. WITHIN 4'-0" OF ROOF EDGE). UPLIFT CONNECTOR TOP OF DBL. TOP Ow AT 12" O.C. AT 12" O.C.
PLATE. TRUSS BEL EA. SIDE. EA. SIDE. 2x4 MEMBERS:
I 1. (1) ROW OF 10d
:1.11.1 NAILS @ 6" O.C.
HEEL < 1'-0" 2x4 SYP#2 I PORCH SHEATHING, STAGGERED
DIAGONAL CONT. RIBBON SEE SPECIFICATIONS
DRYWALL CEILING AND N V)
AT PART. ENCLOSED7 FASTEN EA. I BOARD (TYP) BELOW 13/,t" WIDE MUL-n-PLY LVL -L!A-L 2x6 MEMBERS _L_V_L
BUILDINGS, BOTTOM ENDw/ - \\,11.1 111, 1 PARALLAM (2) ROW OF 10d
-------- CHORD BRACING PER 3-10d COMMONS HEADER &. SUPPORT 4 PLY SLBEAM, NAILS @ 4" O.C.
F� POST, PER PLAN. BEAM. D
TRUSS ENGINEERING. ER PLAN. STAGGERED
WN --- ES (3) ROWS 5/� "0 V)
CEILING I FLOOR TRUSS
WALL AM OR JOIST. *C4 HEX HEAD THRU
ANCHORING SYSTEM LINE BOLTS wl HEX
NUTS & WASHERS
FIR NG_�Z _L4r1_ , \m NOTES:
-Lr T 0
1. TYP. CONNECTION AT STUD
PERMINAINT SEE 2/SO.O J WALL FRAMING/ AT 24" O.C. COLUMNS, JACK-TO-KING Z
PARALLEL PERPENDICULAR HEADER C :1
TRUSS BRACING ASSEMBLIES, CORNER POST, ETC.
BY OTHER TYPICAL CONNECTION TO WALL TO WALL END (2) ROWS 5/."0 HEX C it 2. SPECIFIED NAILING REQUIRED FOR
EXTEND SHEATHING VERT. PARALLEL PERPENDICULAR HEAD THRU BOLTS EVERY PLY IN ADDITION TO (2) PLYS
TO TOP OF TRUSS AS SHOWN. PORCH SHEATHING SPECIFICATIONSo w/ HEX NUTS &
PROVIDE 2x4 BLOCKING WASHERS 0 24" O.C.
BLOCKING AT ALL WALL SHEATHING AT HORIZONTAL JOINTS. GYPSUM (WATER PROOF) GREEN BOARD, w/ 5d COOLER NAILS 0 6" O.C. EDGE & FIELD ------
SHEATHING JOINTS: SPECIFICATIONSe 19 3
2x4 FLAT WISE. FASTEN MIN. 7&,", 24/16, HEEL >, _011 (OR GREATER) OSB OR PLYWOOD, w/ 8d COMMON NAILS 0 6" O.C. EDGE AND FIELD 3 /, " WIDE MULTI-PLY PARALLW_�����
INTERIOR BEARING WALL:-- EACH END WITH 2-10d STRUCTURAL 1 APA RATED
SEE PLAN FOR STUD SIZE TOENAILS. ONLY REQUIRED OSB OR PLYWOOD
AND O.C. SPACING. AT SHEATHING JOINTS FOR SHEATHING, FASTENED wl 8d
EXTERIOR WALLS AND
--'\ RO FLO S AT VYALL FRAMING PORCH SHEATHING CONNECTION r5 BUILT-UP ME
SHEARWALLS @ 6" O.C. EDGE AND 6" O.C. r2 OF TRUSS CONNECTION OR TRUS P�ea
FIELD. FOR WALLS w/
STUCCO FINISH, INSTALL \,.�-o -31
FLOOR SHEATHING: e5
23/32" T&G OSB OR 7/16" STRUCTURAL 1 APA
RATED SHEATHING (32/16
PLYWOOD SHEATHING,
CONTINUOUS BLOCKING GLUE & NAIL w/ 10d SPAN RATING) w/ THE LONG s,ryl
WITHIN FLOOR SYSTEM COMMON @ 6" O.C. DIMENSION PERPENDICULAR
WHERE POST IS ABOVE. EDGE AND FIELD TO THE WALL STUDS THE THREADED ROD AN( -701
A307 THREADED RODS, t
TYPICAL TOP PLATE NAILING: THE FOUNDATION AND T(
TYPICAL STUD NAILING 0.13lx3* END NAILS: TYPICAL HEADER NAIUNG;O.l3lX3* TOE NAILS TYPICAL FASTEN ALL TOP PLATES BE USED IN CASES WHER
TOGETHER w/ (3) ROWS RODS ARE TO BE INSTALL
18-16d OR (12) 0.131-00 1 SHEATHING CONNECTION C
(2) 0 2x4, (3) 0 2x6, (4) 0 2x8. 2XIS, 2x8 = (5) NAILS - OF .131x3 0 12" O.C. STAGGARD. AT PL MAXIMUM SPACING OF 6'-
F------- 6"MAX. 6"MAX. SYP#2 DBL 9" LVL, 11" LVL, 200, 202 = (7) NAILS k RODS AND 3"x3"x Y4" WAS
14" LVL1 14" LVL = (9) NAILS SYP#2 HEADER, 4'-0" PIN. - AND ALLOW AT LEAST 3 1
TOP PLATE PER PLANS 27'(
FASTEN ROOF TRUSS A N NUT. (TYPICAL) 6
w/ UPLIFT CONN. LONG STEEL COUP
_j ENOUGH TO ENGAGE --, (2) ROWS LER AT ALL PLATE PENETRATIOt
X >
STUDS >< 8d COMMON\ (OPTIONAL, LOCATE LARGER THEN THE DIAMETEI --u r�OD USED. THE
IF HIGH SIDE OF WALL �< THREADED ROD- AS hEEDED) ROD SHALL BE INSTALLED A QAImATELY CENTERED WITHIN HOLE.
SEE 3 >< NAILS 0 6" O.C.
SEE 2/SO.O /SO.0 IS A SHEARWALL TO TOP PLATE. RODS MAY BE SLANTED FROM TRUE VERTICAL BY A MAXIMUM OF 2 CRITERIA
INSTAL! ADDITIONAL INCHES IN 10 FEET TO AVOID CONFLICTS WITH FLOOR AND WALL
INTERIOR BEARING FULL HT ANCHORS. (STAGGER NAILS FRAMING. THE NUT ADOW THE UPPENOST PLATE SHALL BE
WAI I- EE PLAN BETWEEN ROWS. SECURED OVER THE WASHER TID A SNUG-TIGHT CONDITION PLUS AND
FOR STUD SI ZE IL------- ------ ONE-HALF TURN OF A STANDARD WRENCH (APPROXIMATELY 30
BLOCKING AT ALL WALL SHEATHING tL-lb& OF TORCXJE . DUE M SHRINKAGE AND COMPRE ON OF
SHEATHING JOINTSe
AND O.C. SPACING. WALL SHEATHING K GENERAL
2x4 FLAT NSE. FASTEN BUILDING, CONTRACTOR SHALL RE-71GHTEN NUT TO 30 ft-lbiL OF
SPECIFICATIONS: DROPPED HEAD/ ROD EMBEDMENT
EACH END WITH 2-10d MIN. 7/, IF HIGH SIDE OF IF HIGH SIDE OF WALL < MONOLITHIC: 6" TOIRQUE AFTER ALL TRADES ARE COMPLETE AND PRIOR TO
TOENAILS. ONLY 6", 24/16, WALL IS A \IS A SHEARWALL, INSTALL ROUGH DROPPED HEAD MINIMUM FASTENER E.E. INSULATM. FURTHER IT IS THE CONTRACTORS RESPONSIBLITY M NOTES
REQUIRED AT SHEATHING BLOCKING AT ALL STRUCTURAL 1 APA RATED SHEARWALL DBL. 2x BLOCKING IN OPENING OR SILL PLA7ES STEM WALL: 8" INSURE THAT THE ROD NUTS MAINTAIN THS TIGHTENIING AFTER
10 OSB OR PLYWOOD DRYWALL IS INSTALLED AND THE BUILONG IS REMY FOR
JOINTS FOR EXTERIOR FASTEN (2) FIRST (2) STUDS SPACES 4 4-4* (112x4 SPF #2 (4)12d TOE NAILS
WALLS AND SHEATHING, FASTENED w/ 8d MSTA36 AT) 4 6'-4" (2)2X4 SPF #2 (1)A34 + (2)12d TOE NAILS FLOOR OCCUPANCY. DO NOT SCALE DIMENSIONS FROM
2x4 FSLHAETATWH'SNEG �A�STEN V THESE DRAWINGS IF A DIMENSION IS
0 6" O.C. EDGE AND 6" O.C. INSIDE FACE
SHEARWALLS EACH END NTH 2-10 e. 8'-4*1 (3)2X4 SYP #2 WA34 + (6)12d TOE NAIL FRAMING EPDXY ANCHORING* ALL THREADED RODS SHALL BE DRILLED AND UNCLEAR REFER TO THE
FULL HEIGHT ANCHORING
TOENAILS. ONLY REQUIRED FIELD. FOR WALLS w/ OF SHEARWALL ARCHITECTURAL DRAWINGS OR
SYP #2 f(L2JA35 + (6)12d TOE NAILSI EPDXY ANCHORED. PROVIDE A MINIMUM EDGE DISTANCE (MEASURE CONTACT THE E.Oi'
AT SHEATHING JOINTS FOR STUCCO FINISH, INSTALL ORBEND AROUND 14 12'-O*l (3)2X6 SYSTEM, PER PLAN 2" MIN.
JACK AND KING ST IDS,
STRUCTURAL 1 APA ENDS AT
EXTERIOR WALLS AND 7/16 /-FOUNDATION FROM CENTERLINE OF ROD TO EDGE OF SLAB) OF 2" FOR 2x4
PER HEADER SCHEDULE ANCHO G FRAMING AND 3" FOR 2x6 FRAMING. PROVIDE 6" OF EMBEDMENT
SHEARWALLS RATED SHEATHING (32/16 NON-SHEARWALL. ROUGH OPENING, PER PLA TYPICAL SOLE PLATE NAILING PLAN NAME
SPAN RATING) wl THE LONG 0.131x3" TOE NAILS: FOR MONOLITHIC CONCRETE AND 8* EMBEDMENT FOR STEMWALL.
DIMENSION PERPENDICULAR 11 1 "1 CMU, AND ICF INSTALLATIONS. CURRY RESIDENCE
SEE DETAILS SEE DETAILS PT. S'TP#2 (3) 0 2x4, (4) 0 2x6, (5) 0 2x8.
TO THE WALL STUDS
ON S1.O ON S1.0 SOLE PLATE SILL PLATE DESIGN/DRAWN/CHECKED
z�__, r
F A FULL HEIGHT SECTION CS / BMB/LAP
Str , 11 1_ 111 IV 11 , 1
WALL SHEATHING TO SOLE PLATE E
RAISE '/," FROM BOTTOM OF FOUNDATION, SEE PLAN
06.05.13
SOLE PLAN AND FASTEN w/8d 0 FULL HEIGHT ANCHOR INSTALLATION CHART
3" O.C. 1/2"0 x 6" LG (MIN 3j" EMBED.) CONTROL NO.
EQUALLY SPACED SOLE PLATE ANCHORS BETWEEN: 8" FULL
L--------j L-------- L--------J THREADED ROD ANCHOR BOLT V2 FROM SOLE HT. TOP PLATE SILL PLATE CONCRETE A HER EMBEDMENT EDGE FILE COPY 2243
WINDOWS < 4'-4" - (1) ANCHOR ANCHOR HOLE HOLE HOLE SPEC. DEPTH DISTANCE
WINDOWS < 8'-4" - (2) ANCHORS DRILLED & EPDXY w/ 2"0 x MAX. MIN. PLATE BREAK
PLATE WASHER Q&FULL HT. 3y8* ROD 54"o V2"0 V2*0 2x2x'/,* 4" 8" 2 3' TRUSS ID.
WINDOWS <12'-4" - (3) ANCHORS -+---__ - --.--
ANCHOR 1/2" ROD Y4"0 -14 0 54"o 3x3x'/4" 6" 12" 2" 3"
I 5/s ROD_j__ 1"o 3/,"0---T-3x3x-'/4* 12- 1 2- 3- REVIEWED FOR CODE COMPLIANCE LPA NO.
SINGLE STORY MULTY STORY 1. USE SPF#2 OR BETTER FOR ALL WALLS. STEM fMONO STEM CITY OF ATLANTIC BEACH MULL-13-00338
2. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF SEEPERMITSFORADI)MONAL SHEET
OR FLOOR BEARING ELEVATION, U.O.N. ON PLAN. REQUIREMENTS MD CONDmONS.
FL
T /SEE
TPST
A
,r11
DE
L
/Nil 0 SNOT SCALE,
E E D WING
P
_I
LNEA
U CL
P
_C I TL P
LA H TEC J,
CONTAC
A
CHOPINI?
V
G
EF1 L E:
.4'
t=RE
TYP. WALL SECTIONS TYPICAL WALL FRAMING FULL HEIGHT THREADED ROD ANCHORING SYS M QU"
IB3 Y. DAM� SOD
VS0.0j SHEET 1 OF 4
44 CONTINUOUS, PROVIDE
CORNER BARS 3' EA. SIDE
OF RECESS. (TYPICAL)
SYMBOLS LEGEND
1 1/2
5 4- TYPICAL WALL FRAMING
AND ANCHORAGE PER DESIGNATES FOOTING LINE
CONSTRUCTION SPECS.
DESIGNATES SAWCUT LINE A
GARAGE Q= DETAIL 0 '/2%6" EPDXY ANCHOR
'116
A 4SLAB ON '71 INTERIOR LOAD BEARING WALL
GRAD
Lou Pontigo and
SEE PLAN. DESIGNATES SLAP RECESS
>� too Associates, Inc.
<
L
BEAM OR TRUSS, SEE PLAN
420 Osceola Avenue
BRICK VENEER,
QUICK-TIE LEGEND lax. Beach, Florida 32250
SEE ARCH 04 ALT. FOOTING AT Ph. 242-0908 Fax.241-9557
- BUILDERS DISCRETION. FL:CA# 8344 SO CA#3579
SHAPE DEFINES NUMBER
#3 0 48" 0.C. OF STORI ES
ROD CHAIRS (TYP.) CEL CONTACT US WITH YOUR COMMENTS
12" 1-STORY, w/(2)#4 CONT. <LETTER DEFINES DIAMETER \,,.COMMENTS 9 LF-A.COM
001�62 �' I I HTT5 OF Q.T. WIRE ROPE
16" 2-STORY, wA2)#5 CONT. S1.0 S1.0 000quifift
S�� HTT5 SHAPES: 0 ONE STORY QUICK TIE
6- 6"x8" EXTENSION FOR BRICK S1.0 """, t",
E] TWO STORY QUICK TIE �\s .,.
LEDGE ADD 1-#5 CONT. LTT20B LTT208-\ eq ,� --'*\,*6E
BRICK LEDGE DETAIL A THREE STORY QUICK TIE
MONOLITHIC EDGE FOOTING ------
0 FOUR STORY QUICK TIE N 3 1
LETTER: 13 'X6" 0 QUICK TIE
E OF
2 G X" 0 QUICK TIE 4
*#, RI
E2 S1.0 0 %6" 0 QUICK TIE
R 0 QUICK TIE
3/4" DEEP SAWCUT w/
ELASTOMERIC SEALANT SLAB ON GRADE,
SEE PLAN REVIS01,16
lo
3
NOTES: L S1.0
1) PROVIDE SAWCUTS TO CREATE
APPROXIMATE 20' X 20' MAX. SO.
2) SAWCUT CONC. SLAB WITHIN 4 TO 'o --j L
12 HOURS OF CONC. PLACEMENT. _t I oo
lo
SAWCUT DETAIL
J(o FIEUD�ALMRATXX,4
CONTRACTOR SHALL CONTACT LOU
PONTIGO a ASSOCIATES PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFIC-ATIONS WHICH MAY VARY
FROM TI-iE INTENT OF THE ORIGINAL
3 CONSTRUCTION DOCUMENTS,ANY
^5
.0 FIELD ALTERNATIONS MADE PRO
BEING APPROVED BY LOU PO=0TE0k
BRICK VENEER IS X ASSOCIATES MAY RESULT IN
ACCEPTABLE WITHOUT �O ADDITIONAL ENGINEERING OR
WALL FRAMING--\' INCREASE OF FOOTING
SIZE.
STEP, SEE ARCH. PLAN.
SLAB ON LEGEND
GRADE,
77 SEE PLAN.
0 %"x6" EPDXY ANCHOR
W/ 11/2"W/�" WASHER _10"
e_ e
2. 13 SIMPSON LTT20B W/%"x8' lo
3" EPDXY ANCHOR.
8"x`16" 1-STORY, w/(2)#5 CONT. 3. A SIMPSON HTT4 W/ 5/a"x8- 0
2-STORY, wA2)#5 CONT. EPDXY ANCHOR.
8 x20"
6 `4
�. FO�OTI�NG A�TSTEP�-DOW�N S1.0
UO)
1#5 CONT.
SLAB ON
GRADE, > PROVIDE 2-#4x4'-O"
SEE PLAN.
P.T SHEATHING AND LUMBER LLJ
C4 SHALL BE USED IN THE
",,--CORNER CRACK BARS
7;= AT SLAB MID-DEPTH. PORCH BEAM SU PORT POST
THICKENED EDGE LOWER 4' OF BOX COLUMN. IF 4X4 IS SPECIFIED ON PLAN,
W/ 1-#5 CONT. WATER PROOFING IS THE
DETAIL 4A N I V�-o RESPONSIBILITY OF THE BUILDER. USE (2)2x4 SYP#2 SUPPORT.
-5-
DETAIL 4B MIN. (2)2x4 PT SYP #2 24" MAX. IF 6x6 IS SPECIFIED ON PLAN, 4< z
12" MIN. USE (2)2x6 SYP#2 SUPPORT. >_
4<
ATTACH PORCH BEAM TO
RATED WALL SHEATHING w/ ��j i 1.
THICKENED SLAB 8d 0 6" O.C. EDGE & FIELD. SUPPORT POST w/ (2)HTS20.
0
S1.0 ATTACH SUPPORT POST TO
SYP#2 PTSOLE PLATE
_j SEE PLAN FOR SOLE PLATE-': FOUNDATION WITH HTT4
ANCHORS w/ 5/a"04" EMBED EPDXY ROD. U.O.N.
WALL FRAMING CURB
H TT5 H TT5
BOX COLUMN
/-2-#5 CONT. U
MAY BE USED IN LIEU OF 4x4 OR 6x6.
SLAB ON
GRADE,
EE PLAN.
BOX COLUMN
F
t4-
8"xl 6" 1-STORY, wA2)#5 CONT. TYPICAL WALL FRAMING
F2.5 F2.5 AND ANCHORAGE PER 4-
Fl- - -1 CONSTRUCTION SPECS.
S1.0
2
8'*x20"_ 2-STORY, w/(2)#5 CONT. F
7
S1.0
BEARING AT INTERIOR L _J L 1#5 CONT.
SLAB ON
GRADE,
4A PAD FOOTING, SEE PLAN:
BOX COLUMN,
S1. SEE DETAIL 7/S1.0 V,
SEE DETAIL 8/S1.0. Uj
A
(TYPICAL) (TYPICAL) V)
MONO
STEP, SEE
ARCH. 24" 3-#4 HOOKED FOUNDATION
(4- MAX.) EQUAL TO SLAB L VERTICALS 8" O.C.
THICKNESS. 8- ISOLATED FOOTING,
REINFORCING, PLAN
SEE PLAN
- SEE SCHEDULE.
FOUNDATION PLAN
SLAB RECESS 1 4B SCALE: 1/4" 1*-0'
S1.0 S1.0 S1.0 00 NOT SCALE DIMENSIONS FROM
THESE DRAWINGS.IF A DIMENSION IS
CURB UNCLEAR REFER TO THE
CURB ISOLATED FOOTING ARCHITECTURAL DRAWINGS OR
CONTACT THE FOR.
EDULE AND NOTES PLAN NAME
FOOTING SCH CURRY RE131DIENCE
DESIGN/DRAWN/CHECKED
TYPE LENGTH WIDTH DEPTH BOTTOM BARS
CS / BMB/LAP
F2.0 2'-0' 2--0" 3-#5 EA. WAY BOT.
DATE
F2.5 2'-6" 2'-6- -0. 3-#5 EA. WAY BOT. 06.05.13
F3.0 3'-0" 3'-0' 11-0. 3-#5 EA. WAY BOT.
CONTROL NO.
F3.5
- N-15" 3'-6- V_O 4-#5 EA. iAY BOT. 2243
F4.0 4'-0" 4'-0 11 11-0- 4-#5 EA. WAY BOT. TRUSS ID.
F4.5 4'-6" 4'-6- 11-0. 4-#5 EA. WAY BOT.
1. THIS FOUNDATION PLAN ONLY CONVErS STRUCTURAL INFO. RELATED TO THE LPA NO.
FOUNDATION. FOR GENERAL FEATURES, DIMENSIONS, CONDUITS. ELECTRICAL EMBEDS,
STEP HEIGHTS, ECT., SEE ARCH. PLAN. ARCHITECTURAL PLAN SHOWN HERE IN FOR MULL-13-00338
REFERENCE ONLY. SHEET
2. FTGS. & FND. SHALL BE IN ACCORDANCE w/ LOCAL BUILDING CODES.
3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED S160
PROCTOR IN ACCORDANCE WITH ASTM D 1557. SHEET 2 OF 4
S YMBOLS LEGEND
DESIGNATES SHEARWALL. THE HIDDEN
---------- LINE DESIGNATES SIDE OF WALL THE
Sw SHEARWALL SHEATHING TO BE APPLIED.
NAILING: 8d 0 3/6 DESIGNATES 8d COMMONS 0
8d03"Z6- 3" D.C. EDGE & 6" D.C. "IN THE
FIELD"
DESIGNATES THE HEADER SIZE AND -10
(2)2x8-1/2 NUMBER OF PLY'S OESINATES NUMBER, Lou Pontigo and
HEADER SIZE & JACK/KING STUDS Associates, Inc.
BEAM OR TRUSS, SEE PLAN 420 Osceola Avenue
2x6 SPF#2 0 16" O.C. 2x6 SPF#2 0 16" O.C. lax. Beach, Florida 32250
VERY IMPORTANT NOT BALLOON FRAME WALL TO VERY IMPORTANT NOTE: BALLOON FRAME WALL TO A307 DIAMETER FULL HEIGHT Ph. 242-0908 Fax.241-9557
BOTTOM CHORD OF GABLE TRUSS. BOTTOM CHORD OF GABLE TRUSS. e X THREADED ROD, SEE DETAIL 7/SO.O FL:CA# 8344 SC:CA#3579
OVER LAP WALL SHEATHING J. OVER LAP WALL SHEATHING .1.1 e . CONTACT US WITH YOUR COMMENTS
FROM TOP PLATE TO SW NAILING: FROM TOP PLATE TO SW NAILING: A307 DIAMETER FULL HEIGHT
TRUSS A MINIMUM 12" 8d03"/6- X5 THREADED ROD, SEE DETAIL 7/SO.O COMMENTS @ LP-A.-M
TRUSS A MINIMUM 12ps UO3'9/699
A307 DIAMETER THREADED ROD
/V
2x6 (2)2x6-1 TERMINATES AT FIRST FLOOR TOP -loot, 0
C NN pl--
WALL PLATE, SEE DETAIL 7/SO.O co
eNs
LTT20B AT BASE OF 2x6 A307 DIAMETER THREADED ROD
(2)M-1/1� WALL TERMINATES AT FIRST FLOOR TOP
STUDS. RECESS IN SLAB f t4o.53311 Cq
PLATE, SEE DETAIL 7/SO.O CN
2 6 . 0
WALL
X LSTAII 2 12" LONG LIGHT GAUGE STRAP AT OF
04 FASTEN TO TOP PLATE AND STUDJ S
TT5 A T
H TT5 A 00 00 . Z,:. " WITH 5-10d COMMONS
X A
, i�\� X BASE OF
3 r 7r2
BASE OF C14 C14 :K
1-1 1
C14 04 STUDS.
STUDS. N AV.
I FASTEN TOP OF WALL
X .1( PER DETAIL 3/S1.1. DATE
5 7N< IX
C(2)2xl 0-2/2� oo
oo
FASTEN TOP OF WALL J
PER DETAIL 3/S1.1. -4`%
FIELD ALTERATON
CONTRACTOR SHALL CONTACT LOU
PONTIGO&ASSOCIATES PRIOR TO
(0 MAKING ANY STRUCTURAL FIELD
X MODIFICATIONS WH CH MAY VARY
K
C14 FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS.ANY
C14 FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY LOU PONTIGO
ASSOCIATES MAY RESULT IN
ADDITIONAL ENGINEERING OR
INSPECTION FEES.
d
X
X
X
C14
LL_
0414
CC,4
0-
X
04
X I-,
04 C4
X
07
U
U
X
4<
3
1, FASTEN 2x- SPF DIAGONAL BLOCKING EACH END w/
FLOOR OR
2x4 SYP#2 CATS AT 12"
O.C. FASTENED TO TOP /'--ROOF TRUSS. 3-0.131"V,", TYPICAL. uJ uj
X '141, 2. SHEATHING MAY EXTEND 2" PAST BLOCKING-WINDOW
PLATE w/ 4-0.13lx3" 04 ASTEN TOP OF WALL ATTACHMENTS MUST ANCHOR INTO 2x- MATERIAL
COMMON. X C14 C14 3. TRIM WALL SHEATHING TO MATCH RADIUS WINDOW FRAME
r FAI
3_
2'.
OtR DETAIL 3/S1.1. BY 1/2"
00
FASTEN CATS EACH X U
END w/ 3-0.1310" C-4
COMMON TOE NAILS F
5 r/
5 HEADER, PER PLAN.
SHEARWALL OR-/t L
X
EXTERIOR WALL
SW NAILING.
UO3"/Eipp
7 10--------- NOTE l-,__ NOTE 2
SHEARWALL ATTACHMENT
OSB WALL] (2)2x6-1/D1
111111111100— SHEATHING. HTT5 AT HTT5 AT \NOTE 2
BASE OF E03ASE OF
NO TE 1
PORCH STUDS. TUDS. u HEAD PLATES
DBL. TOP HEADER 2 1 EE 2/S1.1 AND FASTENERS,'
PLATE SEE PL�N. 2x6 x6-1 2 \\-TSOR BEAM CONN. PER DETAIL 201.
(2)2x6-1/1 WALL (2)2x MIN. < 4'-2" IF MORE
0
THAN 4'-2" SEE DETAIL 201
F"/ HEAD
AN D I
P ER E
X
2x6 POST: 4x4 P.T. SYP#2 SIMPSON A35 CLIP
o*I WALL 04 TYPICAL BOTH ENDS ROUGH OPENING,
8-GUN NAILS- SW NAILING: I POSTTO SLAB: ABU44 SEE ARCH.
ROUGH OPENING,
EldOY/65" w/6-16d & (1)5 ,," ROD TO FTG SEE ARCH.
MIN. (2)2x4 BEAM TO POST:
WOOD BELOW. 2x6 SPF#2 0 16 is O.C. (2) X8 MS24 w/9-10d EACH END ARCHED TRANSOM ARCHED WINDOW
& (1) ADJ.
TO PORCH X BALLOON FRAME WALL TO BEAM TO WALL FRAMING:
HEADER. BOTTOM CHORD OF GABLE TRUSS. SEE DETAIL 2/S1.1.
EXP. B GARAGE DOOR PRESSURES J RADIUS OPENING FRAMING
TYPICAL PORCH BEAM 9'x7 -DOOR +16.0 PSF -18.1 PSF
BOX COLUMN
FRAMI .3 PSF
NG/CONNECTION 16x7'-DOOR +15.3 PSF -15
SEE DETAIL 8/S1.0.
(TYPICAL)
4
20ga STRAP C(3)2x`12-2/� IST FLOOR
SHEATHING CONT. 11 A
0 32" O.0 F MING
>6 5 5 GARAGF HEADER__ 5 5 ALL EXTERIOR WALLS AT AT GIRT/VERT FN^
2x6 THIS LEVEL ARE: JOINT.
ALWAYS PLACE 2x6 04 04 C14 04 C14 PLAN
WALL — WALL CONSTRUCTED OF 2x4 LIj
INSTALL UPRIGHT BUCK AFTER V) U) En V) V) V) Uj
TOP OF ROUGH _j _j i _j _j _j SPF#2 @ 16" O.C. WALL 0
HEADER AT QT. INSTALLATION AND z
OPENING 2x SPF RIPPED TO
ATTACH GARAGE DOOR THRU FRAMING (U.O.N.), THIS FIT ARCH. DEPTH
QT PER PLAN UPRIGHT BUCK, EACH SIDE, INTO S1.1 WALL FRAMING COMPLIES IF NO JACK STUD IS INSTALLED REQUIRED.
rJAMB STUDS NTH %"OxV/2" LAG THEN FASTEN w/ SC35F ON INSIDE
SCREWS EVENLY SPACED 0 10" O.C. WITH DEFLECTION CRITERIA. FACE WITH 6-12d TOE NAILS T&B. DETAIL A DO NOT SCALE DIMENSIONS FROM
THESE DRAWNGS.IF A DIMENSION
(2)2x6 JACK STUDS ...,.:-1*---_(2)20go STRAPS UNCLEAR REFER TO THE
ARCHITECTURAL DRAWNGS OR
HEADER TO JACK CONTACT THE E.O.R.
(2)2x6 KING STUDS
2x6 OR 2x8 T&B TO N NAME
DET MATCH WALL THICKNESS
lei 6 1; 6
FIRST FLOOR FRAMING PLAN 2x SPF RIPPED TO Y
<$ (" CURR RESIDENCE
B FIT ARCHITECTURAL w/ 12d 0 8" O.C. (TYP)
(3)2x STUD CORNER-\ SCALE: 1/4" = V-0- ------ DEPTH REQUIRED. DESIGN/DRAWN/CHECKED
U \\\-8- CURB/STEMWALL BELOW 11 _% CS / BMB/LAP
P.T. SOLE PLATE--N' ' FRAMING NOTES:
GARAGE WING WALL SEC11ON 1. FOR TYPICAL WALL FRAMING, SEE DETAIL 6/SO.O. DATE
SHEATHING CONTINUOUS 06.05.13
2. ALL BUILT—UP POST, HEADERS & BEAMS SHALL BEE I L AT GIRT/VERT JOINT. CONTROL NO.
A
kITF N 0 J ACTK S
<
T`
FASTENED PER 5/SO.O. Uj 2243
Lli
NOTES: /w TRUSS ID.
HEADER, PER PLAN L
THICKENED SLAB EDGE 1. ALWAYS PLACE GARAGE HEADER AT TOP OF ROUGH OPENING. L
R LPA NO.
AT GARAGE OPENING. DETAIL B MULL-13-00338
GARAGE WING WALL ELEVATION WIDTH OF MEMBERS TO MATCH WIDTH OF WALL FRAMING SHEET
TYPICAL GARAGE HEADER/JACK CONNECTION BOX BEAM FRAMING/CONNECTION S161
SHEET 3 OF 4
ff On
A",
Lou Pontigo and
ssociates, Inc.
420 Osceola Avenue
Jax. Beach, Florida 32250
Ph. 242-0908 Fax.241-9557
FL:CA# 8344 SC:CA#3579
CONTACT US WITH YOUR COMMENTS
COMMENTS @ LP-A.COM
VERY IMPORTANT NOTE: VERY IMPORTANT NOTE:
OVER LAP WALL SHEATHING OVER LAP WALL SHEATHING
FROM TOP PLATE TO FROM TOP PLATE TO PO
............
TRUSS A MINIMUM 12s' S1.2 TRUSS A MINIMUM 12" --�pENS * %
-../4.* V
N
f 7'1' ;1'7' ST E OF
Soo *
TO 2 G) ON
R
7— ON
r7�v__15"_Js DATE
T02
/F
Ll
t"O" FIELD ALTERATION
T03
CONTRACTOR SHALL CONTACT LOU
PONTIGO&ASSOCIATES PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
FROM THE INTENT OF THE ORIGINAL
CONSTIZLK:TION DOCUMENTS.ANY
FIELD ALTERNATIONS MADE PRIOR TO
BEING APPROVED BY LOU PONTIGO a
ASSOCIATES MAY RESULT IN
ADDITIONAL ENGINEERING OR
r2 2
4
Z
01 _::D 0.0
T01 A
Tol
07
Tni 4 4<
Uj
J)
LLJ
T_
T04
4<
ry
T06
T06
X
TI 3
T07
2x4 BLOCKING. FASTEN T08
EACH END w/3-10d
TOENAILS
/J_
L
>(
S 1.2j TI
f f
L 4-12d TOE
2x4 SYP#2 OUTLOOKERS
ROOF NAILS (TYP.)
TRUSS 0 24" O.C.
T=og
H3 HURRICANE CLIP 0 EA. 12" LONG 2x4 BLOCKING TI
6-10d TRUSS
GABLE END TRUSS
OUTLOOKER TO TRUSS. WITH 6-10d NAILED INTO
COMMON BOTTOM CHORD OF
_—A
X
P EMENT
WALL SHEATHING UP TRUSS ROOF RAFTER NOTES: STRAPPING NOTES
2XIS GABLE END TRUSS.
PLAN
X—BRACE
1. STRAP TRUSSES AND ROOF RAFTERS TO BEARING
WITH 2-12d TOENAILS & 1—SIMPSON H2.5T UPLIFT
2X4 T—BRAGE. ONLY WALL SHEATHING UP THREADED ROD TO EXTEND
\1 — IOVER 2x4 BLOCKING AND T1 0 STRAP UNLESS OTHERWISE NOTED DO NOT SCALE DIMENSIONS FROM
REQUIRED FOR BRACE GABLE END TRUSS.
GABLE TRUSS BOTTOM CHORD
LENGTHS ) 8'-0". THESE DRAWINGS F A DIMENSION IS
--ASTEN w/10d C(MMONS UNCLEAR REFER.TO THE
FU
_LL HEIGHT WALL ANCHOR ARCHITECTURAL DRAWINGS OR.
0 6" ON - ENTER CT THE E.O.R.
AT GABLE TRUSS
S1.2
< LAN NAME
2X4X24" LONG FLAT BLOCKING. r CURRY RESIDENCE
NAIL TO 2x4 BELOW w/10-10d DESIGN/DRAWN/CHECKED
COMMONS ROOF TRUSS PLACEMENT PLAN SYMBOLS LEGEND CS / BMB/LAP
0.1310" TOE NAILS 0 8"O.C. SCALE: N.T.S. H2.5T _[DESIGNATES UPLIFT CONNECTION. DATE
FROM BOT. CHORD OF TRUSS 06.05.13
TO DBL. TOP PLATE NOTE: FRAMING PLAN NOTESe CONTROL NO.
2x4x6' SYP#2 LATERAL BRACE EA. 8 12d TOE 1. FOR TYPICAL ROOF SHEATHING AND FRAMING, SEE
X—BRACE w/ 2-16d INTO BOTTOM— NAILS (TYP.) 1. FASTEN ROOF TRUSS TO TOP PLATE w/ 2-12d TOENAILS AND SHEET SO-0. 2243
CHORD OF EA. TRUSS. UPLIFT CONNECTOR, SEE PLAN. 2. FOR SPECIFIC UPLIFT CONNECTORS, SEE PLAN. MIN. TRUSS ID.
(1)H2.5T CONNECTOR.
3. FOR GENERAL DESIGN SPECIFICATIONS SEE SHEET SO.O.
4. FOR TRUSS UPLIFTS UP TO 2200 LBS., CONTRACTOR LFA NO.
NOTES: MAY FASTEN TRUSS TO THE FOUNDATION wl OCT
1. SPACE GABLE END BRACING 0 4'-6" MAX. w/OT PER MANUFACTURER'S SPECIFICA11ONS. MULL-13-00338
2. ALL MATERIAL TO BE SYP#2 5. WHEN USING (2)H2.5T CLIPS ON V/2" WIDE LUMBER, SHEET
PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE
FROM EACH OTHER.
GABLE END BRACING S192
SHEET 4 OF 4