224 Belvedere St 2012 revisions for door City of Atlantic Beach APPLICATION NUMBER
Building Department (To be assigned by the Building Department.)
800 Seminole Road 12 -
Atlantic Beach, Florida 32233-5445
-5826 - Fax(904)247-5845
Phone(904)247
E-mail: building-dept@coab.us Date routed: AL Z_
City web-site: http://www.coab.us
APPLICATION REVIEW AND TRACKING5-FORM
Property Address: 22 A d e� -Depagnient review required Yes ,No
Building
Applicant: F1`anr5g &Zoning
Tree Administrator
Project: 4W CIA e r Public Works
sn
Public Utilities
Public Safety
Vr rF�ces
!!'91
800M01,12M _"_3 2=1"E�2'_ WFEL���
Other Agency Review or Permit Required Review or Receipt Date
of Permit Verified By
Florida Dept. of Environmental Protection
Florida Dept. of Transportation
St.Johns River Water Management District
Army Corps of Engineers
Division of Hotels and Restaurants
Division of Alcoholic Beverages and Tobacco
Other:
APPLICATION STATUS
Reviewing Department First Review: 0-Approved. [:]Denied.
(Circle one.) Comments:
BUILDIW
PLANNING &ZONING Reviewed by: Date:
TREE ADMIN. Second Review: E]Approved as revised. RDG�i/ed.
PUBLIC WORKS Comments:
PUBLIC UTILITIES
PUBLIC SAFETY Reviewed by: Date:
FIRE SERVICES Third Review: FlApproved as revised. [:]Denied.
Comments:
Reviewed by: Date:
Revised 05/14/09
P
QUICKTIE CONNECTORS TYPICAL WOOD MEMBER
DESIGN SPECIFICATIONS UPLIFT FASTENING SCHEDULE GENERAL NOTES El CONSTRUCTION SPECIFICATIONS
CONNECTOR FASTENERS FL# CODE LOCATION CONNECTION FASTENER
SYP SPF
HA4 660 528 (9)1 Odxl'/2 3557.2 CEILING JOIST LAPS O�ER (3)16d GENERAL NOTES:
DESIGN CODE: HTS16 1255 1255 (16)1 Odxl'/," 3557.5 FACE NAIL FOOTING AND FOUNDATIONS:
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)1 Odxl'/2" 3557.4 MEANS AND METHODS: BEARING (DESIGN MAXIMUM) OF 2000 PSF. A SOILS INVESTIGATION REPORT IS 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
- 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 CS16 1705 1705 (13)8d EA. END 3557.1 (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 Pontigo and
LS18 1005 804 (14)1 Odxl'/,'* 3557.4 LIMITS OF STRUCTURAL ENGINEERING DESIGN RESPONSIBILITIES: Associates, Inc.
MS24 1270 1016 (18)1 Odx1 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,
ROOF 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 Odx1 3557.10 (3)GUN NAIL NOT DETERMINE FOOTING LOCATION BASED ON EITHER THE ARCHITECTURAL PLAN OR FRAMING PLAN, BUT BY DIMENSIONS PROVIDED ON 420 OscQola Avenue
ROOF LOADING (cd=1.25) (cd=1.00) SC35F 500 400 (12)10dxll 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 2 3557.10 (3)10d TRUSS-TO-TRUSS CONNECTION, AND ANY ARCHITECTURAL, MECHANICAL OR ELECTRICAL SYSTEM.
TOP CHORD DEAD LOAD 7 psf (ARCH SHINGLES) 10 psf LS12 715 572 (10)8d 3557.4 TOENAIL DESIGN IS VOID ONE YEAR AFTER THE DATE OF THE ORIGINAL DOCUMENTS, UNLESS PLANS HAVE BEEN REVIEWED FOR CODE UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND MESH SHALL BE Ph.242-0908 Fax.241-9557
TOP CHORD DEAD LOAD 20 psf (TILE SHINGLES) 10 psf QTB(X) BLUE N/A N/A N/A 3557.6 (4)GUN NAIL FL:CA# 8344 SC:CA# 3579
BOTTOM CHORD LIVE LOAD 10 psf 0 psf 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 RAFTER TO HIP REINFORCING AT INTERSECTIONS OF PERPENDICULAR CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS CONTACT US WITH YOUR COMMENT5
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 @ LP-A,COM
DEFLECTION CRITERIA: QTB(X) RED N/A N/A N/A 3557.9 (3)GUN NAIL HARDWAREAND ANCHORS: MASONRY STEMWALLS: ALL CONCRETE MASONRY UNITS SHALL BE COMPOSED OF ASTM C90E, E GRADE N-1 HOLLOW CONCRETE MASONRY
A
4
ANCHOR BOLTS & THREADED ROD: SHALL BE IN ACCORDANCE WITH ASTM A 307 OR ASTM F 1554 GRADE 36. UNITS WITH TYPE 'S' MORTAR. WALL CQURSING SHALL BE RUNNING BONDS, STACK BOND SHALL NOT BE USED. GROUT ALL CELLS �0
ITW/REDHEAD (2)16d CONTAINING VERTICAL REINFORCEMENT WITH 3000 PSI PEA ROCK CONCRETE GROUT. SPLICES IN REINFORCING, WHERE PERMITTED, SHALL BE (71171. , ,
14419.1 ROOF RAFTER TO (2) PLY TOENAIL OR QT WIRE ROPE: 1/,"0 & 3/,"0, GALVANIZED "AIRCRAFT" DESIGNED 7x19 w/ A MIN. BREAKING STRENGTH OF 7,000[bs. & 14,000lbs. ......
ROOF FRAMING: LIVE LOAD L/240 TOTAL LOAD L/180 G5 EPDXY
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 WITH \0 E
(3)GUN NAIL WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B). - #4 @ 4'-0" O.C. MAX. AND AT EACH CORNER, WALL END, AND WALL INTERSECTIONS. PROVIDE CONTINUITY OF REINFORCING AT
SIMPSON CONNECTORS NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. INTERSECTIONS OF PERPENDICULAR MASONRY ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH
(3)16d - N
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
MIND 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 REINFORCING SHALL BE A MINIMUM OF 6".
SYP SPF BE I/," LARGER THAN REBAR SIX AND LARGER THAN THREADED ROD SIZE. (U.O.N.) Mc a: C)
T
A-r-
ASCE 7/10 FOR WIND UPLIFT, TRUSSES SHALL BE DESIGNED WITH A MIN. (3)8d ANCHORING ADHESIVE: S-P
A35 450 450 12-8dxl 10446.4 BLOCKING BETWEEN JOISTS OR CONCRETE SLABS ON QRADE: 'A�,
DEAD LOAD CONDITION OF 5 PSF TOP CHORD AND 5 PSF BOTTOM CHORD. END NAIL EPDXY: RED HEAD EPCON G5.
REACTIONS CALCULATED FOR THE BEARING POINTS OF ROOF TRUSSES SHALL RAFTERS TO TOP PLATE
H2.5T 600 520 5-8d EA. END 11478.3 (3)GUN NAIL REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60. SHALL BE INSTALLED OVER MINIMUM 6 MIL POLYETHYLENE VAPOR RETARDER NTH JOINTS LAPPED 6" AND SEALED OVER CLEAN,
:?, -4�j o.
BE REDUCED. SPECIFICALLY, ATTIC FLOOR LIVE LOADS COMBINED WITH ROOF STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50. COMPACTED EARTH OR FILL WITH APPROVED CHEMICAL SOIL TREATMENT FOR PREVENTION OF SUBTERRANEAN TERMITES. /. ...
1-18-1/2 620 530 5-10dx1'/," EA. END 11470.3 Nfito "�
LIVE LOADS SHALL BE MULTIPLIED BY 0.75 WHEN COMBINED w/ DEAD LOAD. 8d @ 6"O.C. WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185.
MTS12 1000 860 7-10dx1'/," EA. END 10456.3 RIM JOIST TO TOP PLATE TOENAIL SAWCUTS:
BASIC WIND SPEED (ASCE 7-10) ---------- 130 MPH (3)GUN NAIL @ 6"O.C. MASONRY SPFQIFICATIONS: FOR CONTROLLED CRACKING CUT A 1" SAWCUT INTO SLAB IN A 20'x2O' GRID WITHIN 12 HOURS OF CONCRETE PLACEMENT, PROVIDE
IMPORTANCE FACTOR ---------------- 1.00 HTS20 1450 1245 24-10dx1'/," EA. END 13872.3 SAWCUTS THROUGH OUT SLAB AND WHERE SHOWN ON FOUNDATION PLAN S1.O. CALL EOR FOR ALTERNATIVE METHODS.
MSTA24 1765 1270 9-10d EA. END 13872.4 (2)16d GENERAL: r VISIONS DATE
MEAN ROOF HEIGHT ---------------- 20.0 FT TOP PLATES, LAPS ANO FACE NAIL MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530-05, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH AC1530.1-05 WOOD FRAMING SPECIFICATION.5L I
ROOF PITCH -------------------- 4/12 MSTA36 2050 1870 13-10d EA. END 13872.8 INTERSEC11ONS (3)GUN NAIL @ 6"O.C� GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF 2000 psi PER ASTM ALL WOOD MEMBERS EXPOSED TO WEATPER OR IN CONTACT WITH MASONRY, CONCRETE OR SOIL SHALL BE PRESSU RE-TREATED. PT ADDED 11 05.12
BUILDING CATEGORY ---------------- 11 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 THREADED ROD
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 PRESERVAT1VE TREATMENT IS USED, ALL ATTACHED FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA
EXPOSURE CATEGORY --------------- B 5-/4%2-V4 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 MA50NRY UNITS (CMU)d PRE-ENGINEERED WOOD TRUSSES: a.
INTERNAL PRESSURE COEFFICIENT ---------- ± .18 22-10d TO TRUSS (3)8d 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 ENGINEE� IN THE STATE WHERE PROJECT IS BEING BUILT AND SHALL COMPLY WITH 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 (2)GUN NAILS GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN 5'-0" MAXIMUM LIFTS
PHD5 4685 4380 14-SDS/,x3" TO TRUSS/BEAM 10441.10 PROVIDE CLEANOUTS PER ACI 530.1-02 THE BOTTOM OF COURSE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5'-0". TRUSSES SHALL HAVE TEMPORARY BRACING PER 'COMMENTARY' AND RECOMMENDATION FOR HANDLING, INSTALLING & BRACING METAL
TRIBUTARY INTERIOR ED I GE STRIP (PSF): 1-5/,"0 ROD TO FTC. 2" SUB FLOOR TO BLIND OR 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 SIN'GLE PLY TRUSSES, PLACE STRAPS DIAGONALLY ACROSS DBL. TOP PLATE FROM EA. OTHER. FIELD ALTERATION
HTT4 3480 3080 11496.2 BRICK SHALL BE IN ACCORDANCE WITH ASTM C62, C216, OR C652 FOR BUILDING BRICK, FACING BRICK, & HOLLOW BRICK,
10 +18.2 -19.8 +18.2 -24A 1-5/,,"0 ROD TO FTG. 16d @ 16"O.C. RESPECTFULLY. ROOF COVERING SPECIFICATIONS: CONTRACTOR SHALL CONTACT LOU
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN AND INSTALLATION OF THE ROOF COVERING SYSTEM. PONTIGO a ASSOCIATES PRIOR TO
SOLE PLATE TO TYPICAL
50 +16.3 -17.9 +16.3 -20.6 HTT5 5250 4670 32-16d TO TRUSS/BEAM JOIST OR BLOCKING FACE CONCRETE SPECIFICATIONS: ASPHALT SHINGS SHALL COMPLY WITH ASTM D3161 AND BE INSTALLED ACCORDING TO THE MANUFACTURER'S REQUIREMENTS. MAKING ANY STRUCTURAL FIELD
1 11496.2 (3)GUN NAIL 0 8"O.C, CLAY AND TILE ROOFS SHALL BE INSTAI I�LED PER THE "CONCRETE AND CLAY ROOF TILE INSTALLATION MANUAL." AND THE MANUFACTURER'S MODIFICATIONS WHICH MAY VARY
100 +15.5 -17.0 +15.5 -19.0 1-5/8% ROD TO FTG. ALL CONCRETE HAS BEEN DESIGNED, IN ACCORDANCE WITH ACI 318-08, AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACI 301. REQUIREMENTS. FROM THE INTENT OF THE ORIGINAL
I I ALL CONCRETE SHALL HAVIf-A COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS CONSTRUCTION DOCUMENTS.ANY
20-SDS'/4x3" 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 PRIOP.TQ
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 8
WIND PRESSURES HAVE BEEN REDUCE BY 0.60 AS PERMITTED BY THE ALLOWABLE (3)GUN NAIL ASSOCIATES MAY RESULT IN
6-10d TO HEADER ADDITIONAL ENGINEERING OR
STRESS DESIGN METHODOLOGY. NO FURTHER REDUCTION SHALL BE PERMITTED LUS28 930 780 4-10d TO JOIST 10655.113 (4)8d GUARDRAILS AND HANDRAILS:
• COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH 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.
• LINEAR INTERPOLATION IS PERMISSIBLE. - 6-16d TO JOIST STUD TO SOLE PLATE (2)16d
ABU44 2200 ROD wl 12-16d 10849.6 END NAIL ABR.FEVIATIONS
• PLUS = PRESSURE AND MINUS = SUCTION. ABU66 2300 '/,,"0 ROD wl 12-16d 10849.6 F(3)CUN NAIL
• THE DISTANCE 'a' FROM OUTSIDE CORNERS OF BUILDING SHALL BE SET N/A N/A SIMPSON EPDXY-flE 11506.4 TYPICAL FASTENERS ADJ ADJACEN-r 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
LTT20B 1675 1675 11496.3 3%0.131"0 = GUN NAILS 2%0.113"0 RINK SHANK BOT - BOTTOM EE - EACHEND FTG - FOOTING LBS - POUNDS PERP - PERPENDICULAR SIF - SQUARE FOOT UON - UNLESS OTHERWISE NOTED
• DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS THE 1-1/2"0 ROD TO FTC. 2%0.113% = 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 805 695 10-10d 13872.5 3%0.148% = 10d 31/2"xO.162"O = 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. 11/ " DBL - DOUBLE EXT - EXTERIOR HT - HEIGHT MANUF - MANUFACTURE PSF - POUNDS PER SQUARE FOOT SYP - SOUTHERN YELLOW PINE
CS16 1705 1705 13-3d 10852.1 /2 xO.148 0 10dxl'/2" 11/2"4,131"o = 8&11/2" DL - DEAD LOAD FEIN - FOUNDATION HTS - HEIGHTS MONO MONOLITHIC PSI POUNDS PER SQUARE INCH TG TONGUE & GROOVE
ROOF SHEATHING SPECIFICATIONS:
SHINGLE- MIN. 7&", 24/16, APA RATED OSB OR
PLYWOOD SHEATHING, NAILED w/ 0.113x2" RING SHANK 2x SPF BLOCKING CONVENTIONAL CONVENTIONAL
NAILS @ 6" O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS RIPPED TO FIT-�, STRAPPING IF FULL STRAPPING IF FULL WOOD FLITCH BEAM: H10F OR H12F. '/2" CDX PLYWOOD
DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" WITH GAP SHOWN 2x4x8'-O"Ig SPF#2 HORIZONTAL HEIGHT ANCHORING HEIGHT ANCHORING IFLITCH. FASTEN w/ CONSTRUCT10N ADHESIVE AND NAILED.
OF ROOF EDGE). FLATW1SE @ 48" O.C. FASTENED V-SYSTEM IS NOT USED. rSYSTEM IS NOT USED. 2 PLY BEAM. 3 PLY BEAM.
ROOF SHEATHING TO EACH TRUSS BOTTOM CHORD
W/ 3-0.1311x3" NAILS
11LE - MIN. 15/32" 32/16, APA RATED PLYWOOD PRE-ENGINEERED WOOD FLOOR SHEATHING,
'.C. SEE SPECIFICATIONS (2) ROWS 16d (3) ROWS 16d
SHEATHING, NAILED w/ 0.113x2" RING SHANK @ 6" 0 SHEATHING MAY
EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE ROOF TRUSSES, TERMINATE A,r BELOW COMMON WIRE COMMON WIRE
NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE . UPLIFT CONNECTOR TOP OF DBL. TOP AT 12" O.C. AT 12" O.C. Q)
o; PLATE. EA. SIDE. EA. SIDE.
E HEEL < V-10" I CONT, RIBBON
DRYWALL C IND
BOARD (TYP)
EILING A
AT PART. ENCLOSEDJ 13/L" WIDE MULTI-PLY LVL
BUILDINGS, BOTTOM SEE LEFT
-------- CHORD BRACING PER FOR INFO. FLOOR TRUSSES FLOOR TRUSSES_/
TRUSS ENGINEERING. CEILING LINE-7 2x4 OR 2x6 2x8
NOT SHOWN OR JOIST. OR JOIST, I
QUICK TIEJ NOTES: V/2 1/, Qj
ANCHORING SYSTEM 1. TYP. CONNECTION (3) ROW OF 10d
NAILS @ 8" O.C.-\
NT L-- - ----- JACK-TO-KING STAGGERED
PERMINA SEE 2/SO.O'�l WALL FRAMING AT STUD COLUMNS,
TRUSS BRACING WALL FRAMING-//% ASSEMBLIES, CORNER
BY OTHER TYPICAL CONNECTION POST, ETC. 2x4 MEMBERS: X
PARALLEL PERPENDICULAR (1) ROW OF 10d
EXTEND SHEATHING VERT. 2. SPECIFIED NAILING NAILS @ 6" O�C.
TO TOP OF TRUSS AS SHOWN. REQUIRED FOR EVERY STAGGERED
BLOCKING AT ALL It- PROVIDE 2x4 BLOCK:NG FLOOR SHEATHING SPECIFICATIONS PLY IN ADDITION TO
SHEATHING JOINTS: WALL.SHEAIHING AT HORIZONTAL JOINTS. 23/32" T&G OSB OR PLYWOOD SHEATHING, GLUE AND (2) PLYS 2x6 MEMBERS:
2x4 FLAT WISE. FASTEN SPECIFICATIONS: HEEL > 1'-0" NAIL WITH 10d COMMON @ 6" O.C. EDGE & FIELD (2) ROW OF 10d
INTERIOR BEARING WALL: EACH END WITH 2-10d MIN, 7/j,", 24/16, NAILS @ 4" O.C.
SEE PLAN FOR STUD SIZE' TOENAILS. ONLY REQUIRED A STRUCTURAL 1 APA RATED STAGGERED
AND O.C. SPACING. AT SHEATHING JOINTS FOR OSB OR PLYWOOD
EXTERIOR WALLS AND SHEATHING, FASTENED wl 8d RO 3 BUILT-UP MEMBER FASTENING
SHEARWALLS @ 6" O.C. EDGE AND 6" O.C. /--2 OF TRUSS CONNECTION FLOOR TRUSS AT WALL FRAMING r4
FIELD. FOR WALLS w/
STUCCO FINISH, INSTALL �-O
FLOOR SHEATHING: 7/16" STRUCTURAL 1 APA
23/32" T&G OSB OR
PLYWOOD SHEATHING, RATED SHEATHING (32/16 'z
CONTINUOUS BLOCKING GLUE & NAIL w/ 10d SPAN RATING) wl THE LONG R
WITHIN FLOOR SYSTEM COMMON @ 6" O.C. DIMENSION PERPENDICULAR
WHERE POST IS ABOVE. TO THE WALL STUDS
EDGE AND FIELD -0
THE THREADED ROD ANCHORING SYSTEM SHALL CONSIST OF
TYPICAL TOP PLATE NAILING: A307 THREADED RODS, ORIENTED VERTICALLY AND ATTACHED TO
THE FOUNDATION AND TO THE UPPERMOST PLATE. COUPLERS MAY
SPUCE: --FASTEN ALL TOP PLATES BE USED IN CASES WHERE ONE CON11NUOUS ROD IS UNFEASIBLE.
TYPICAL S D NAILING:0.131x3" END NAILS: )ER NAILING 0.131X3" TOE NAILS TOGETHER w/ (3) ROWS RODS ARE TO BE INSTALLED AS INDICATED ON PLAN WITH A
--- 18-16d OR (12) 0.131'0x3"
(2) @ 2x4, (3) @ 2x6, (4) @ 2x8. 2X6, 2x8 = (5) NAILS. OF .1310 @ 12" O.C. STAGGARD. 0, SHEATHING CONNECTION MAXIMUM SPACING OF 6*-8". PROVIDE A 2"x2%)6'* WASHER FOR
------- 9" LVL, 11" LVL, 2x1O, 2x12 = (7) NAILS AT PLATE RODS AND 3%3% Y4" WASHER FOR %" RODS. FASTEN WITH A NUT
6"MAX. 6"MAX. SYP#2 DBL
14" LVL, 14" LVL = (9) NAILS SYP#2 HEADER 4'-0" MIN. AND ALLOW AT LEAST 3 THREADS TO EXTEND ABOVE TIGHTENED
TOP PLATE PER PLANS NUT. (TYPICAL)
FASTEN ROOF TRUSS A A
F y y y Y I
w/ �UPLIFT CONN. LONG />< STEEL COUPLER AT ALL PLATE PENETRAT]IONS, PROVIDE A HOLE IN THE PLATE 1/4
ENOUGH TO ENGAGE (2) RO
L (OPTIONAL, LOCATE LARGER THEN THE DIAMETER OF THE THREADED ROD USED. THE
STUDS 8d C N\
THREADED ROD---' NEEDED) ROD SHALL BE INSTALLED APPROXIMATELY CENTERED WITHIN HOLE.
"XI A
IF HIGH SIDE OF WALL NAILS
SEE 3/ IS A SHEARWALL K TO TOP RODS MAY BE SLANTED FROM TRUE VERTICAL BY A MAXIMUM OF 2 CRITERIA
INCHES IN 10 FEET TO AVOID CONFLICTS WITH FLOOR AND WALL
INSTALL ADDITIONAL (STAGGER NAILS A-11
SEE 2/SO.O --INTERIOR BEARING 'FULL HT ANCHORS. 3 FRAMING. THE NUT ABOVE THE UPPERMOST PLATE SHALL BE
SO.0
WAU_SEE PLAN BETWEEN ROWS, SECURED OVER THE WASHER TO A SNUG-71GHT CONDITION PLUS AND
Z
X
FOR STUD SIZE -------- -------- ONE-HALF TURN OF A STANDARD WRENCH (APPROAMATELY 30
7 7777
BLOCKING 6T ALL ------- WALL SHEATHING
AND O.C. SPACING. < ft-lbe. OF TORQU . DUE TO SHRINKAGE AND COMPRESSION OF D A
GENE L
-TIGHTEN NUT TO .30 ft-lbs. OF
BUILDING; CONTRACTOR SHALL RE
2x4 FLAT WISE. FASTEN SPECIFICATIQNS: DROPPED HEADJ >< RODEMBEDIMENT
SHEATHING JOINTSo -WALL SHEATHING IF HIGH SIDE OF -�JIF TORQUE AFTER ALL TRADES ARE COMPLETE AND PRIOR TO
EACH END'WITH 2-10d HIGH SIDE OF WALL MONOLITHIC: 6"
MIN. 7&", 24/16, WALL IS A A SHEARWALL, INSTALL ROUGH DROPPED HEAD INSULATION. FURTHER IT IS THE CONTRACTORS RESPONSIBILITY M
TOENAILS. ONLY MINIMUM FASTENER E.E. STEM WALL: 8" A
INSURE THAT THE ROD NUTS MAINTAIN THIS TIGHTENING AFTER
REQUIRED AT SHEATHING BLOCKING AT ALL OSB OR PLYWOOD FASTEN (2) 4 4'-4- (1)2x4 SPF #2 (4)12d TOE NAILS DRYWALL IS INSTAILLED AND THE BUILDING IS READY FOR
JOINTS FOR EXTERIOR SHEATHING JOINTS: FIRST (2) STUDS SPACES
SHEATHING, FASTENED wl 8d OCCUPANCY. 0
STRUCTURAL 1 APA RATED SHEARWALL DBL. 2x BLOCKING IN OPENING OR SILL PLATES T NOTES
WALLS AND 2x4 FLAT WISE. FASTEN MSTA36 AT 4 6'-4" (2)2x4 SPF #2 (1)A34 + (2)12d TOE NAILS FLOOR CT SCALE DIMENSIONS FROM
P
'AWING
SHEARWALLS @ 6" O.C. EDGE AND 6" O.C. INSIDE FACE TDOESNE S.IF A DIMENSION 15
EACH END WITH 2-10 < 8'-4"1 (3)2x4 SYP #2 1(1)A34 + (6)12d TOE NAILS FRAMING
TOENAILS. ONLY REQUIRED FIELD. FOR WALLS w/ OF SHEARWALL FULL HEIGHT ANCHORING EPDXY ANCHORING: ALL THREADED RODS SHALL BE DRILLED AND UNCLEAR REFER TO THE
ARCHITECTURAL DRAWINGS OR
OR BEND AROUND 12'-0"1 (3)2x6 SYP #2 1(2)A,3,5 + (6)12d TOE NAILS SYSTEM, PER PLAN EPDXY ANCHORED. PROVIDE A MINIMUM EDGE DISTANCE (MEASURE
AT SHEATHING JOINTS FOR STUCCO FINISH, INSTALL JACK AND KING ST IDS, 2" MIN.- CONTACT THE E.O-R
EXTERIOR WALLS AND 7/16" STRUCTURAL I APA ENDS AT FOUNDATION FROM CENTERLINE OF ROD TO EDGE OF SLAB) OF 2" FOR 2x4
NON-SHEARWALL. PER HEADER SCHEDULE ROUGH OPENING, PER PLAN TYPICAL SOLE PLATE NAILING: A CH G ODI� FRAMING AND 3" FOR 2x6 FRAMING. PROVIDE 6" OF EMBEDMENT
SHEARWALLS RATED SHEATHING (32/16 1 AME
DIMENSION PERPENDICULAR .0.1310" TOE NAILS: CMU, AND ICIF INSTALLATIONS.
SEE DETAILS SEE DETAILS Garage
SPAN RATING) w/ THE LONG FOR MONOLITHIC CONCRETE AND 8" EMBEDMENT FOR STEMWALL, PLAN N
TO THE WALL STUDS PT. S-I Y I P#2 (3) @ 2x4, (4) @ 2x6, (5) @ 2x8l r
ON S1.0 ON S1.O SOLE PLATE SILL PLATES- DES IGN/D RAWN/C11 ECKED
F -1 F- I A A A A ,FULL HEIGHTISECTION CS / BMB/LAP
WALL-5ftEATHING TO SOLE PLATE
RAISE I/," FROM BOTTOM OF FOUNDATION, SEE PLAN 07.24.12
SOLE PLAN AND FASTEN w/8d @ I FULL HEIGH-T ANCHOR INSTtLLATION CHART REVIEWED FOR CODE COM CE 1
3" O.C. EQUALLY SPACED SOLE PLATE ANCHORS BETWEEN: "0 x 6" LG (MIN 34" EMBED.) CONTROL NO.
L-------- L---- ---J THREADED ROD ANCHOR BOLT 1/2 FULL HT. TOP PLATE SILL PLATE CONCRETE 'WASHER EMBEDMENT EDGE CITY OF XfLANUC BEA
L--------J WINDOWS < 4'-4" - (1) ANCHOR FROM SOLE ANCHOR HOLE HOLE HOLE SPEC. DEPTH DISTANCE SEE PERMITS FOR ADDITIONAL
WINDOWS < 8'-4" (2) ANCHORS DRILLED & EPDXY w/ 2% x �' j MAX. MIN. PLATE BREAK
PLATE WASHER Q&FULL HT. 3/,, ROD 54110 '/2'0 V2"0 42 x 2 x V, 4" 8" 2" 3" MQUIREMENTS AND CONDITI TRUSS ID.
.........................................11..................................... . .............. ............. --
WINDOWS <12'-4" (3) ANCHORS
3/,110
ANCHOR V2 ROD 5/4`�"0 5/8 0 x3x1/4" 6" 12- 2" 3
Ii4..............I................ ................................. .....................................
0 ,3x3x'/4 2" 3" LPA NO.
6' 12- REVMWWBY-
ROD 1 0 Y4 0 3/4 DAM
MONO STEM MONO STEM
SINGLE STORY MULTY STORY 1. USE SPF#2 OR BETTER FOR ALL WALLS. JSCT-12-00333
2. ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF
OR FLOOR BEARING ELEVAnON, U.O.N, ON PLAN. SHEET
TYP. WALL SECTIONS TYPICAL WALL FRAMING /,�7 FULL HEIGHT THREADEb ROD ANCHORING SYSTEM
FILE COP'
SO.0
�SO.O/ \,SO-0-j
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FDES
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Lou Pontigo and
2x6 SPIF#2 @ 12" O.C. Associates, Inc.
CUR 2x6 SPIF#2 @ 121, O.C. FULL HEIGHT FRAMED WALL 420 Osceola Avenue
FULL HEIGHT FRAMED WALL e jax. Beach, Florida 32250
Ph.242-0908 Fax. 241-9557
S1.0 FL:CA# 8344 SO CA# 3579
............... ................
CONTACT US WITH YOUR COMMENT
X_- .................. ..................X, ....................................................... X ..................................
............................ .............. ..................
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OF CONCRE E OR 6x6 W1.4xW1.4
K
WWF ON 6M L VAPOR BARRIER X,
rREVISIONS
DATE
IN PREPARE GRADE.—\\ X
�X
>< 2 2x6 SPF#2
11.05.12
ADDED
ADED ROD
THRE
ROOF JOIST
S1.0
@ 16 O.C.
X
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CUR LEGEND:
x6 EPDXY ANCHOR
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w/ 2x x1/8" WASHER. rIELD ALTERATION
............
CONTRACTOR SHALL CONTACT LOU
.................
........... .............
PONTIGO a ASSOCIATES PRIOR TO
MAKING ANY STRUCTURAL FIELD
MODIFICATIONS WHICH MAY VARY
CO
FROM THE INTENT OF THE ORIGINAL
X
STRUCTURAL X CONSTRUCTION DOCUMENTS.ANY
FIELD ALTERNATIONS MADE PRIOR to
X BRACKET, SEE
BEING APPROVED BY LOU PONTIGO a
4/S1.O (2 PLACES)
ASSOCIATES MAY RESULT IN
ADDITIONAL ENGINEERING OR
X
X
00
...........
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X
GARAGE HEADER
x
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........................ ...............
..........
............... ...... ....... ........ ....... X
_X
(2)2x6-1/1�
5 5 5 5 AILING:
SW NAILING Cn w co w (n L5 5 LSW N
4 8d@3"/6" 8d@3"/6-
S1.0 S1.0 S1.0 3
CURB CURB S1.0 ALL EXTERI )R WALLS AT ALL EXTERIOR WALLS AT
THIS LEVEL ARE: , CONVENTIONALLY THIS LEVEL ARE:
CONSTRUCTED OF 24 STRAP ALL WALLS CONSTRUCTED OF 2x4 4-0
SPF#2 @ 16" O.C. WALL PER DETAIL 7/SO.O. SPF#2 0 16" O.C. WALL
FRAMING (U.O.N.), THIS FRAMING (U.O.N.), THIS
WALL FRAMIN,,,G COMPLIES WALL FRAMING COMPLIES
WITH DEFLECTION CRITERIA. WITH DEFLECTION CRITERIA.
FOUNDATION PLAN
SCALE: -1/4" 1'-0" Qj
FIRST FLOORfRAMING PLAN SECOND FLQ..QR FRAMING PLAN
SCALE: 1/4" V-0" SCALE: 1/4" 1'_0"
4 >
1#5 CONT. I -SLAB ON Qj
GRADE,
-SEE PLAN.
THICKENED EDGE
w/ 1—#5 CONT. SYMBOLS LEGEND
8"xB" DETAIL 4A *,*T. N
12"x`12" DETAIL 4B DESIGNATES SHEARWALL. THE HIDDEN
LINE DESIGNATES SIDE OF WALL THE
SW SHEARWALL SHEATHING TO BE APPLIED.
NAILING: 8d @ 3/6 DESIGNATES 8d COMMONS 0
8d03"/6 3" O,C. EDGE & 6" O.C. "IN THE
DESIGNATES THE HEADER SIZE AND
(2)2x8-1/2 NUMBER OF PLY'S DESINATES NUMBER,
ROOF SHEATHING, HEADER SIZE & JACK/KING STUDS
SEE SO.0 DESIGNATES FOOTING LINE
2x8 SYP#2 LEDGER. FASTEN
1
w/ 6-10d COMMONS ig 3 2 0.C. --- DESIGNATES SAWCUT LINE
DEEP SAWCUT W/ 2x6 SYP#2 RAFTER 0 V,%6" EPDXY ANCHOR
ELASTOMERIC SEALANT SLAB ON GRADE, @ 16" O.C. FASTEN 4—
SEE PLAN INTERIOR LOAD BEARING WALL
EA. END w/H2.
2— Y8 0 LAG SCREW.
5T 3 "
7�977 DESIGNATES SLAP RECESS
::0 CLIP 7" LONG.
NOTES: SIMPSON HL33 BEAM OR TRUSS, SEE PLAN
APPROXIMATE 20' X 20' MAX. SQ. w12—Y2"OxY LAG SCREWS
1) PROVIDE SAWCUTS TO CREATE 4x4 SYP#2 P.T.
2) SAWCUT CONC. SLAB WITHIN 4 TO IN PRE—DRILLED HOLES.,/' V' A307 DIAMETER FULL HEIGHT
12 HOURS OF CONC. PLACEMENT. _20ga STRAP v 361111AX. BRACKET FRAMING X THREADED ROD, SEE DETAIL 7/SO.O
@ 32" O.0 1, (TYP.) FOUNDATION
it V A307 DIAMETER FULL HEIGHT
It
X5 THREADED ROD, SEE DETAIL 7/SO.O D A
ALWAYS PLACE [\/-%
HEADER AT a F MING
TOP OF ROUGH 2 3/8" A307 DIAMETER THREADED ROD PLAN
OPENING 2 0 d PLATE, SEE DETAIL 7/S0.O
1#4 CONTINUOUS, PROVIDE THRU BOLTS w 0 Ljj
CORNER BARS 3' EA. SIDE 0) A307 DIAMETER THREADED ROD
HEX NUTS & CN TERMINATES AT FIRST FLOOR TOP
OF RECESS. (TYPICAL) (95 PLATE, SEE DETAIL 7/SO.O
WASHERS. DO NOT SCALE DIMENSIONS FROM
5 STRAPS
- /2 TYPICAL WALL FRAMING (2)2x8 JACK STUDS
AND ANCHORAGE PER HEADER TO JACK 0 LSTA12 12' LONG LIGHT GAUGE STRAP UNCLEAR REFER TO THE
-3 FASTEN TO TOP PLATE AND STUD ARCHITECTURAL DRAWINGS OR
WITH 5-10d COMMONS CONTACT THE E.O_R_
2N2
CONSTRUCTION SPECS. (2)2�.6 KING STUDS Ljj
6 6 6 6 0/ 2
GARAGE QM DETAIL r I'LAN NAME
4x4 SYP#2 P.T. N
(3)2x STUD CORNER—\ Gcrage
I 4SLAB ON FOOTING SCHEDULE AND NOTES
81, C_ BRACKET FRAMING D E S tG N/D RAW N/CH EC KED
GRADE, URB/STEMWALL BELOW
(TYP.) TYPE LENGTH WIDTH DEPTH BOTTOM BARS
-A SEE PLAN. P.T. SOLE PLATE--- CS BMB LAP
10
X , A. I GARAGE GARAGE WING WALL SECTION —07 —0" —#5 EA. WAY BOT.
< F2.0 2' 2' 3
�__STUD WALL
FLOOR
2'-6" 2'-6- 3—#5 EA. WAY BOT.
F2.5 07.24.12
BRICK VENEER, F3.0 —0 1 -0 — CONTROL NO.
z"', ALT. FOOTING AT
SEE ARCH.A BUILDERS DISCRETION. NOTES: 3'-6" 3'-6" 4—#5 EA. WAY BOT.
rw I . —
AT GARAGE OPENING.
k", 1. ALWAYS PLACE GARAGE HEADER AT TOP OF ROUGH OPENING.
'-6" —6" 11-011 —#5 EA. WAY BOT.
@ 12" O.C. w/ F4.5 4 4' 4
1—STORY, w/(2)#4 CONT. 1. THIS FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFO. RELATED TO THE LPA NO.
12"
co 01/ 7" TO 10" LONG. FOUNDATION. FOR GENERAL FEATURES, DIMENSIONS, CONDUITS, ELECTRICAL EMBEDS,
2—STORY, w/(2)#5 CONT. JSCT-12-00333
GARAGE WING WALL ELEVATION OVER (2)2x6 WOOD STEP HEIGHTS, ECT., SEE ARCH. PLAN. ARCHITECTURAL PLAN SHOWN HERE IN FOR
6%8" EXTENSION FOR BRICK BLOCKING ON NEW REFERENCE ONLY. SHEET
LEDGE ADD 1—#5 CONT. 2. FTGS. & FND. SHALL BE IN ACCORDANCE w/ LOCAL BUILDING CODES.
BRICK LOGE DETAIL
MONOLITHIC EDGE FOOTING 1\,,.....TYP1.CAL GARAGEHEADEWJACK CONNECTION 3. SOIL COMPACTION AND FILL SHALL BE COMPACTED TO A MIN. OF 95% MODIFIED S1 0
PROCTOR IN ACCORDANCE WITH ASTM D 1557.
T
1
D
5
RB R 4B
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77
ETAIL
Y
STUD WALL. STRUCTURAL BRACKET _SHEE�T2 OF�3 �
R All
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Lou Pontigo and
A V Associates, Inc.
1,0
A"S 1J
A A 1 p 1
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420 Osceola Avenue
1 L-J
jax. Beach, Florida 32250
D 8,1 1 0(_K)__ K
p R, V I
Ph.242-0908 Fax.241-9557
FL:CA# 8344 SC:CA# 3579
A R" I
A" V
CONTACT US WITH YOUR COMMENTS
COMMERIS -L.f-A COM
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BALLOON FRAME WALL .................
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V.. 1-H 2.5 T
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ADDED
11.05.12
THREADED ROD
...........
.............
................... .................................................... ............. ......................... .......................)t..................................... ........... .................. ........... ............................................. H2.5T
..................... ............................. ................. ............. ........................ ....................
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........... .............................. ............. .................... .............
H 2.5 ................- .....................................................................
.............. .............. ..........
I......................................... .............. ................... ....................................
=FIELD ALTERATION
............
CONTRACTOR SHALL CONTACT LOU
.......... PONTIGO a ASSOCIATES PRIOR TO
H15T4�_
..............................
..................
........................ ........................................................................ ............ ........ ..........
......................................... MODIFICATIONS WHICH MAY VARY
.......... ................ .......................................................................
FROM THE INTENT OF THE ORIGINAL
CONSTRUCTION DOCUMENTS.ANY
2.5T
H 2.5 FIELD ALTERNATIONS MADE PRIOR TO
..............
EING APPROVED BY LOU PONTIGo a
ASSOCIATES MAY RESULT IN
r 7r.-__ .............. ...........
.......... ............ ADDITIONAL ENGINEERING OR
................ ................................... .................. .......... ............... ........................ ...............
................................. ........... ............
............................-..................... ...................... ................. ...................... ......... ..... ..............
2.5T
................................ .......... ........................... ...................... ....................... .......................
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.............. .............
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............ ................ ........................ ............ ...........
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............ .......... .............. ................... .............. .................. .......................
S1
2
LD
Qj
F-D.1,C)OF TRUSS PLACEMENT PLAN
FLOOR TRUSS PLACEMENT PLAN
SCALE: N.T.S. Qj
SCALE: N.T.S.
NOTE:
NOTE-
1. FASTEN ROOFTRUSSTO TOP PLATE w/ 2-12d TOENAILS AND
1. FASTEN ROOF TRUSS TO TOP PLATE wl 2-12d TOENAILS AND
UPLIFT CONNECTOR, SEE PLAN.
UPLIFT CONNECTOR, SEE PLAN.
J2;
2x4 BLOCKING. FASTEN
EACH END w/3-10d
TOENAILS
E
ROOF NAILS (TYP.) 2x4 SYP#2 OUTLO,OKERS
0 24" O.C.
TRUSS
12" LONG 2x4 BLOCKING
H3 HURRICANE CLIP".@ EA. /-WITH 6-10d NAILED INTO TRUSS
6-10d OUTILOOKER TO TRUSS. BOTTOM CHORD OF
COMMON GABLE END TRUSS PLACEMENT
WALL SHEATHING UP PLAN
2 X-BRACE GABLE END TRUSS.
X6
WALL SHEATHING UP THREADED ROD To EXTEND DO NOT SCALE DIMENSIONS FROM
2X4 T-BRA(H. ONLY OVER 2x4 BLOCKING AND THESE DRAWINGS.IFA DIMENSION IS
GABLE END TRUSS. UNCLEAR REFER TO THE
REQUIRED FOR BRACE GABLE TRUSS BOTTOM CHORD
TURAL DRAWINGS
LENGTHS , 8'-0".
7ASTEN w/lod COMMONS FULL HEIGHT WALL ANCHOR
@ 6" ON.-CENTER PLAN
i ___�7
AT CABLE TRUSS NAME
Garage
r (;N1
DES IGN/DRAWN/CH ECKED
2X4X24" LONG FLAT BLOCKING.
NAIL TO 2x4 BELOW w/10-10d SYMBOLS LEGEND CS BMB/LAP
COMMONS
t DATE
HA4 DESIGNATES UPLIFT CONNECTION.
07.24.12
0.131x3" TOE NAILS @ 8"O.C.
FROM BOT. CHORD OF TRUSS CONTROL NO.
FRAMING PLAN NOTESo
TO DBL. TOP PLATE 1. FOR TYPICAL ROOF SHEATHING AND FRAMING, SEE
SHEET SO.O.
2x4x6' SYP#2 LATERAL BRACE EA. 8-12d TOE 2. FOR SPECIFIC UPLIFT CONNECTORS, SEE PLAN. MIN. TRUSS ID.
LSTA12 STRAPS (1)HA4 CONNECTOR.
X-BRACE w/ 2-16d INTO BOTTOM- NAILS (TYP.)
CHORD OF EA. TRUSS. FI \-@ 48" O.C. 3. FOR GENERAL DESIGN SPECIFICATIONS SEE SHEET SO.O.
4. FOR TRUSS UPLIFTS UP TO '2200 LBS., CONTRACTOR EPA NO.
MAY FASTEN TRUSS TO THE FOUNDATION w/ QGT
w/QT PER MANUFACTURER'S SPECIFICATIONS. JSCT-12-00333
NOTES: 5. WHEN USING (2)HA4 CLIPS ON V/2" WIDE LUMBER, SHEET
1. SPACE GABLE END BRACING @ 4'-6" MAX. PLACE CLIPS DIAGONALLY ACROSS DOUBLE TOP PLATE
2. ALL MATERIAL TO BE SYP#2 FROM EACH OTHER.
SIA
GABLE END BRACING EET 3 OF 3
T ........................................
14 k,
\-,,,,......_GAI3LE_END BRACING