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GENERAL NO S ALL-THREAD NOTES
A BUILDI G CODE, RESIDENTIAL EDITION AND EXISTING BUILDING 1. ALL-THREAD CONNECTORS TO BE 1/2` DIAMETER BARS PLACED AT 4' O.C. IN ALL EXTERIOR 7/16"OSB ROOF DECK FASTENED TO m
1. CODES USED: 2010 FL ID
EDITION,ACI, NDS,ATPAD ASCE?-1 BEARING WALLS,4'O.C. IN ALL INTERIOR WALLS, UNLESS NOTED OTHERWISE ON PLANS. FRAMING WITH 8d RING SHANKS AT 6"d.C•
CRICKET AS NEEDED.SEE SPAN CHARTS
ON EDGE AND 12"O.C. INFIELD.
2. ALL DESIGN, CONSTRU TION AND ATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE 2. ALL THREAD USED IN SHEARWALL AND HIGH UPLIFT TRUSS HOLD-DOWN APPLICATIONS MAY BE FOR ROOF RAFTERS. N w
SPACING.
CODES AND AUTHORITIES HAVING J ISDICTION OVER THE WORK. COUNTED AS PART OF THE DESIGNATED O.C.S C
SEE CONVENTIONAL FRAMING NOTES FOR 7/16"OSB ROOF DECK FASTENED TO
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3. CONTRACTOR SHALL RIFY DIM SIONS AND CONDITIONS AT THE JOB SITE PRIOR TO
3. PLACE ALL-THREAD RODS WITHIN 6"TO 10" OF EACH CORNER AND AT EACH INTERSECTION OF RAFTER TO TOP PLATE FASTENING. FRAMING WITH 8d RING SHANKS AT 6"O.C. r
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COMMENCING CONSTR TION. BEARING WALLS. RECOMMENDED INSTALLATION SEQUENCE IS: (2)2x4 N0.2 SYP TOP PLATE ON EDGE AND 12"O.C. IN FIELD. Z
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FASTENED WITH(2)ROWS 10d AT
4. DETAILS FOUND WITH( THESE D ING$ SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR A.PLACE SHEARWALL RODS(SPECIFIED ON PLANS) 16"O.C.STAGGERED.MINIMUM 24" z O
CONSTRUCTION FOR THIS JOB UNLESS NOTED B.PLACE HIGH UPLIFT RODS(SPECIFIED ON PLANS) LAP WITH 12 10d IN LAP. 7/16"OSB ROOF DECK FASTENED TO j Z v
THIS JOB ONLY. DET LS SHALL OVERN C ( )
OTHERWISE ON THE P S.
C.PLACE CORNER RODS FRAMING WITH 8d RING SHANKS AT 6"O.C. EXISTINGlCMU WALL. c a o
D.PLACE ALL OTHER RODS. \� ON EDGE AND 12"O.C. IN FIELD. to w
5. SUBSURFACE SOIL COI IATIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE
TOR A REPORT OF THE SUBSURFACE CONDITIONS. 4. ALL-THREAD SHALL BE DRILLED AND EPDXIED INTO FOOTING WITH SIMPSON SET EPDXY 2
OWNER SHALL PROVIDE TO THE CTRAC
SOIL PREPARATIONS N ED IN SAI REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT SYSTEM, OR APPROVED EQUIVALENT. ALL-THREAD EMBEDMENTS FOR SHEAR WALLS AND HIGH SEE CONVENTIONAL FRAMING NOTES FOR S1
DESIGN IS SPECIFIED 1THIN THES PLANS. DESIGN OF THIS STRUCTURE WAS PERFORMED UPLIFT TRUSS CONNECTIONS ARE SPECIFIED IN THEIR RESPECTIVE DETAILS. RAFTER TO TOP PLATE FASTENING.
ASSUMING 2000PSF SOI CAPACITY.
5. WHERE NECESSARY,ALL-THREAD COUPLERS SHALL BE RATED NOT LESS THAN 3200 LBS. CRICKET AS NEEDED.SEE SPAN 4
6. THE SCOPE OF WORK THIS PROJ :CT IS LIMITED TO THE CHANGES SHOWN ON THESE PLANS, CHARTS FOR ROOF RAFTERS. v
THE SCOPE OF
WTRK SPECT ICALLY EXCLUDES ANY AND ALL ARCHITECTURAL, 6. MINIMUM EMBEDMENT OF ALL-THREAD SHALL BE:
FING MEG ANICAL PL MBING OR ELECTRICAL WORK. ~ o
WATERPROOFING,
' 6"-TYPICAL WALLS,MONOLITHIC FOOTING (2)2x4 N0.2 SYP TOP PLATE FASTENED CRICKET A. NEEDEED IN z o
7. EXISTING STRUCTURE ARE SH N ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL 7"-EXTERIOR WALLS,STEMWALL FOOTING 1/2"ALL THREAD CONNECTORS.SEE WITH(2)ROWS 10d AT 16"O.C. FIELD.USE PAN CHARTS 2X6 RAFTERS co
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EXISTING/NEW ELEVA NS AND PE OF CONSTRUCTION OF THOSE STRUCTURES, AND 8"-MASONRY WALLS ALL-THREAD NOTES ON THIS SHEET FOR STAGGERED. MINIMUM 24"LAP WITH (12) FOR RAFTE SIZES.
NEW CONSTRUCTION OF ANY INSTALLATION SPECIFICATIONS, AT 24--,,, "O.C. Of w z°
NOTIFY ENGINEER I EDIATELY BEFORE BEGINNING10d IN LAP.
INTERFERENCES AND/ R DISCRE ANCIES THAT MIGHT EXIST BETWEEN CONSTRUCTION 7. ALL-THREAD EMBEDMENTS FOR SHEARWALLS AND HIGH UPLIFT CONNECTIONS ARE SHOWN IN SPACING AND EMBEDMENT
DOCUMENTS AND/OR CTUAL FIE CONDITIONS. THE CONTRACTOR SHALL PROVIDE ALL THEIR RESPECTIVE DETAILS ON THIS SHEET. 1/2"ALL THREAD CONNECTORS.SEE
TEMPORARY BRACING4HORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER ALL-THREAD NOTES ON THIS SHEET FOR
MEASURES NECESSAF Y TO PRO ECT THE STRUCTURE AND ANY PERSONNEL DURING 8. USE 2"SQUARE WASHERS ON ALL-THREAD AND ANCHOR BOLT LOCATIONS,U.N.O. INSTALLATION SPECIFICATIONS,SPACING
GN ADEQUACY AND SAFETY OF ABOVE ITEMS ARE THE SOLE NEW 2X4 STI WALL AGAINST 1
CONSTRUCTION. THE ESI AND EMBEDMENT EXISTING CMI WALL.
RESPONSIBILITY OF THECONTRACT R. 9. WHERE THREADED RODS ARE NOT ABLE TO BE INSTALLED DUE TO FIELD LIMITATIONS, IT IS v
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ACCEPTABLE TO PLACE A DOUBLE 2X STUD GROUP. FASTEN STUDS TOGETHER WITH (1) ROW
OF 10d NAILS. FASTEN THE STUDS TO THE TOP AND BOTTOM PLATES WITH (2)SPH. PLACE A 1/2" VERIFY OR FASTEN 7/16"OSB L Sd @ 6"
CONCRETE NOTES ANCHOR BOLT WITH 6"EMBEDMENT WITHIN 6"OF DOUBLE STUD GROUP. O.C.ON EDGES, 12"O.C. INFIELD. Z
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1. MINIMUM CONCRETE COPRESSIVE STRENGTH OF ALL CONCRETE IS 3000 PSI AT 28 DAYS. 10. IN LOCATIONS WHERE SECOND FLOOR BEARING WALLS BEAR ON BEAMS/HEADERS BELOW, IT IS 2x4 SPF STUDS AT 16"O.C.
ACCEPTABLE TO DRILL THE THREADED RODS THROUGH THE HEADER AND FASTEN THE BOTTOM J ch
2. 6X6 WIA X W1.4 WWM BE PLACE) IN THE CENTER OF THE SLAB. WWM SHALL BE LAPPED 8". OF THE ROD WITH A 3" SQ WASHER AND NUT. IN LIEU OF THREADED RODS, SEE SECTIONS 3 2x4 NO.2 SYP PT BOTTOM PLATE. N
THE USE OF FIBERMES SHALL BE LOWED IN LIEU OF WWM. MINIMUM FIBER LENGTH= 1/2". AND 5/S5 FOR STRAPPING ALTERNATIVES. EXISTING WALL FRAMING. > c�
" UNLESS NO ED OTHERWISE ON THE PLANS. SLAB SHOULD BE POURED = O W J
LL
3. SLAB THICKNESS IS 4 , CONVENTIONAL FRAMING NOTES a O z W
OVER A 6 MIL. VAPOR ARRIER A D THE SOIL SHOULD BE TREATED WITH TERMITE POISON d° EXISTING FOUNDATION
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PRIOR TO POURING. a• _ ° _ • U
1. ALL CONVENTIONAL FRAMING LUMBER IS No.2 SYP. 1 I II-
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4. THE FILL BELOW THE. FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL,
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COHESIVE SOILS ORA = z
BEAM. z
OTHER D LETERIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% 2. ALL RIDGE AND VALLEY BEAM SIZES ARE NOTED ON THE PLANS. I I I=I I ( ( '�* I= 2X8 HIP RIDGE = N
MODIFIED PROCTOR NAXIMUM DR DENSITY FOR TWO FEET BELOW THE BOTTOM OF THE I _ -1 (- 1-- I ( i U
FOOTING. 3. ALL ROOF RAFTER SIZES ARE NOTED ON THE PLANS. I --� -� �- -I ) �_� ( � W_ > M Q
W W -�
5. ALL REINFORCEMENT c, ALL BE GRADE40 DEFORMED BARS CONFORMING TO ASTM-A615. 4. FASTEN ROOF RAFTERS TO RIDGE BEAMS WITH(4)16d TOE-NAILS.
X IN
6. VERTICAL AND HORIZ TAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24", 5. FASTEN ROOF RAFTERS TO BEARING WALLS WITH A SIMPSON H2.5A WITH (5)8d NAILS INTO THE
ICH RAFTER AND 5 8d NAILS INTO THE TOP PLATE. WALL SECT
Wf�,�TYPICALION J --'
(I
WHICHEVER IS GREAT . O
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1/2"=1'-0"
7. CORNER REINFORCEM T SHALL B LAPPED 25". 6. FASTEN ROOF RAFTERS TO SLEEPER WITH SIMPSON H3 WITH (5) 8d NAILS INTO THE RAFTER 2X6 SLEEPER
AND(5)8d NAILS INTO THE SLEEPER.
8. REINFORCEMENT SHAL.,HAVE THE OLLOWING COVER REQUIREMENTS;
:,AST AND P RMANENTLY EXPOSED TO EARTH FASTEN RIDGE/VALLEY BEAM TO WALL WITH (1) MSTA24 WITH (11) 10d NAILS IN VALLEY BEAM,
8.1. 3"FOR CONCRETE EXISTING
7.
8.2. 2"FOR CONCRETE XPOSED T EARTH AND WEATHER (11)INTO STUD BELOW. CMU WALL.
8.3. 1 1/2 FOR CONCR E NOT EXP SED TO WEATHER OR EARTH FOR THE PRIMARY
REINFORCEMENT.
8. ALL SLEEPERS ARE FASTENED TO EXISTING FRAMING WITH (4) 16d NAILS AT EACH
INTERSECTION OF SLEEPER AND EXISTING FRAMING.
9. ONLY DIMENSIONS FO ND ON THE FOUNDATION PLAN BY GEOFF GARTNER, PE, SHOULD BE
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USED FOR FOUNDATI0q CONSTRLCTION. IF DIMENSIONS CAN NOT BE DETERMINED FROM ROOF RAFTER
R OF RECORD. i' o
FOUNDATION PLAN,C TACT THE GINEE N
RIDGE BEAM _ FRAMED WALL. � o 'S
CS
`NG PLAN � ��
10. STEMWALL TO BE A M IMUM OF IX (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF
STEMWALL WILL EXCE SIX(6)CO RSES IN HEIGHT. a
y EPDXY NOTES ,. � - TOP PLATE TO HEADER . .
I 11. WHERE THREADED R S ARE EM D 12" INTO STEMWALLS, THE TOP TWO COURSES OF
STEMWALL MUST BE FI LED.
1. ANCHOR BOLTS, REINFORCING STEEL, THREADED RODS, STAIR HANDRAILS, AND OTHER �
S EMBEDDED STEEL ITEMS SHALL BE SET INTO HARDENED CONCRETE WITH EPDXY OR EPDXY
FRAMING N O E EXISTING TOP PLATE TO REMAIN.
GROUT ONLY WHERE DETAILED ON THE DRAWINGS OR WHERE APPROVED BY THE ENGINEER.
1. DESIGN OF WOOD CO ONENTS I THIS STRUCTURE IS BASED ON THE 2010 FLORIDA BUILDING
CODE, RESIDENTIAL DITION A D THE NATIONAL DESIGN SPECIFICATION FOR WOOD 2 MANUFACTURER'S DATA FOR ALL EPDXY AND EPDXY GROUT SHALL BE SUBMITTED TO THE Z
CONSTRUCTION. ENGINEER FOR APPROVAL PRIOR TO INSTALLATION.ACCEPTABLE EPDXY PRODUCTS ARE: O
KING STUDS TO TOP AND BOTTOM
2. DESIGN LOADING FOR rHIS STRUC RE IS FOUND IN THE LOAD TABLE ON THIS SHEET. HILTI HY150,HILTI HSE2421,SIMPSON STRONG-TIE SET OR APPROVED EQUAL.
PLATE WITH SSP.
3. ALL FRAMING ANCHO S SHOWN N PLANS ARE SIMPSON. ALTERNATE CONNECTORS ARE IN USING THE ABOVE PRODUCTS, FOLLOW STRICTLY THE MANUFACTURER'S SPECIFICATIONS NEW HEADER.SEE PLAN FOR SIZE,
ACCEPTABLE PROVIDE EQUAL O GREATER CAPACITIES ARE ACHIEVED. CONTACT ENGINEER AND DIRECTIONS FOR MIXING AND APPLICATION. HEED ALL LABEL WARNINGS. INSTALL IN KINGS AND CRIPPLES.
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OF RECORD IF EQUAL gAPACITIES RE NOT APPARENT. ACCORDANCE WITH APPLICABLE SAFETY LAWS.
4. ALL WOOD DIRECT EXPOSED O CONCRETE, MASONRY OR SOIL SHALL BE PRESSURE 3• ALL EPDXY AND EPDXY GROUT SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 8,000 }
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TREATED. PSI AND TENSILE STRENGTH OF 2,300 PSI.
CRIPPLES TO HEADER: U.
TREATED. DIAMETER NO LARGER THAN 1/8" GREATER THAN THE MSTA18 WITH(6} 10d IN HEADER,(8) O
5. ALL WOOD DIRECTLY POSED TO FATHER SHALL BEPRESSURE 4. ALL HOLES SHALL BE DRILLED WITH A D E `�
DIAMETER OF THE STEEL MEMBER BEING INSTALLED. 10d IN CRIPPLE
6. NAILS OR CONNECTORSEXPOSED O WEATHER SHALL BE GALVANIZED. O
5. ALL HOLES SHALL BE CLEANED WITH COMPRESSED AIR AND SHALL BE DRY PRIOR TO
7. DIMENSION LUMBER INSTALLATION OF EPDXY. HOLES SHALL BE FREE OF ALL DELETERIOUS MATERIAL SUCH AS
7.1. ALL MEMBER SIZE GIVEN INT E DRAWINGS ARE NOMINAL DIMENSIONS LAITANCE,DUST,DIRT,AND OIL.
7.2. WHERE POSTS A CALLED OUT, HEADERS SHALL BEAR FULLY ON POSTS.
7.3. ALL BEAMS AND J ISTS NOT B ARING ON SUPPORTING MEMBERS SHALL BE FRAMED WITH 6. CONTRACTOR PERFORMING EPDXY WORK SHALL BE AN APPROVED CONTRACTOR BY THE A 8
SIMPSON STRON IE JOIST H NGERS OR EQUAL PER APPROVAL OF THE ENGINEER OF MANUFACTURER FURNISHING THE EPDXY MATERIALS, AND SHALL HAVE NO LESS THAN FIVE 1/2"X6"TITEN HD SCREWS NO ,
RECORD. THE JOI T HANGER SHALL BE NAILED WITH NAILS MEETING THE DIAMETER AND YEARS EXPERIENCE IN THE VARIOUS TYPES OF EPDXY RELATED WORK REQUIRED IN THIS FURTHER THAN 3"AWAY FROM
LENGTH PER THE 3ETAILS. PROJECT. A NOTARIZED CERTIFICATION FROM THE MANUFACTURER ATTESTING TO THE
CRIPPLE STUDS.
TRAINING SHALL BE SUBMITTED TO THE ENGINEER/ARCHITECT ALONG WITH THE PROPOSAL TO
ALL NAILS SHALL BECOMMON N LS, UNLESS OTHERWISE NOTED. NAIL SIZES ARE DEFINED DO THE WORK a
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8.
BELOW: o ° u. p
APPROXIMATE p ° EXISTING FOOTING TO REMAIN a v
8d=0.131"x 2-1/2" °D ° °
SITE LOCATION ° 68
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10d=0.148"x 3" C�
12d=0.148"x 3-1/4" ° D
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D p
D p cj
16d=0.162"x 3-1/2"
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9. WHERE FRAMING DET ILS SHOW OTINGS, SEE FOOTING DETAILS ON THE FOUNDATION PLAN
i CV M
I' AND/OR THE FOOTING )ETAILS SH ET.
TYPICAL HEADER FRAMING DETAIL
10. CONVENTIONAL FRAM 4G LUMBER S 2x No.2 SYP UNLESS NOTED OTHERWISE. 2
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LOAD TABLE � J7_
04 to
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N to O N
ROOF:
oma Cb
LIVE LOAD: 20.0 PSF ,�,p�1NHN�fly
DEAD LOAD: 7.0 PSF `h\`e������� WAYIV�C��i�/r''�i
CEILING: 10.0 PSF ���•.• �,�CENNF'•:9�j,
LIVE LOAD:
LIVE LOAD-STORAGE: 30.0 PSF
130 MPH _ 9
DEAD LOAD: 5,0 PSF
FLOOR:
LIVE LOAD: 40.0 PSF AND CLADDING FILE C
A
COMPONENT ly � O•'•
DEAD LOAD: 10.0 PSF + ���ii '••. ...•� ��
DECK LIVE LOAD: 50.0 PSF
DESIGN PRESSURES
WIND LOADS:
WIND SPEED: 130 MPH
EXPOSURE: C EFFECTIVE, END ZONES, PSF INTERIOR ZONES, Sheet No.
AREASF PSF RLNMWM
1.0
FOR CODE COMPLIANCE
IMPORTANCE:
BUILDING CATEGORY: 11
D BUILDING: FROM FIGURE 1609A,FOR RISK 0-20 35 -45 35 -38 Cl`�Y OFAZZ.ANTIC BEACH
ENCLOSE LEVEL II CONSTRUCTION,130 MPH
SEE PERMITS FOR ADDITIONAL Sill COEFFICIENT: 0.18 20-50 33 -01 33 -36 UIREMMEIM AND CONDITIONS.
INTERIOR PRESSURE
ROOF PITCH: MATC EXISTING RVAWWW F
DUVAL COUNTY WIND SPEED MAP 50-100 31 -39 31 -34 �=
THIS SITE IS NOT IN THE HURRICANE WIND BORNE DEBRIS 100-200 29 -35 29 -33 OF
REGION. NO OPENING PROTECTION IS REQUIRED.
This document,together with the concepts and gns presented hot fln is intended only for the specific purpose and client for which it was prepared. Reuse of and Improper reliance on this document without written aut a tzlion by Alexander Grace Consulting,Inc.,shall be without Wabi ty to Alexander Grace Consulting,Inc.
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