201 MAYPORT RD MAIN -ROOF 6EAR[N6 HEIGHT 5GHEDULE
48-00-00 u
T01-2PLY
AIR 22
By
NOTES;
1.)REFER TO HID 91(RECOMMENDATIONS FOR
HANDLING INSTALLATION AND TEMPORARY DRACING.)
REFER TO ENGINEERED DRAWINGS FOR PERMANENT
DRACING REQUIRED.
2.)ALL TRU55E5(INCLUDING TRU55E5 UNDER
O O VALLEY FRAMING)MUST DE COMPLETELY
9 T02 23 Or DECKED OR REFER TO DETAIL V105 FOR
O 00 ALTERNATE DRACIN6 REQUIREMENTS.
00 00 3.)ALL VALLEYS ARE TO DE CONVENTIONALLY
FRAMED DY DUILDER.
4.)ALL TRU55E5 ARE PE516NEP FOR 2'o.o.
MAXIMUM 5FACIN6,UNLE55 OTHERWISE NOTED.
5.)ALL WALLS SHOWN ON PLACEMENT
PLAN ARE 6ON5IDERED TO DE LOAD
DEAKIN6,UNLE55 OTHERWISE NOTED.
6.)5Y42 TRU55E5 MUST DE INSTALLED
WITH THE TOP DEING UP,
7.)BEAM/HEADERILINTEL(HDR)TO DE
FURNISHED DY DUILDER.
Builders
FirstSource
,°► Jacksonville
PHONE g04-772-6100 FAX:g04-772—ig73
Tampa
PHONE:813-621-8831 FAX:813-628-8g56
Freeport
PHONE:850-835-4541 FAX:850-835-6835
T01-2PLY
u
Habitat for Humanity
LEGAL ADDRESS:
48-00-00 201 Mayport Rd.
MODEL Rerisi°n:
cr. y:
- DATE: HANDY: rijml Ufercccet:.
4/20/15 GED 614614
M I TEK FLATS AFHOVAL # ' 5 21 q7 , 2 - 21 q7 , 4 WEYEFHAUSER FFODUGT # ' 163O . 2 - 1630 . 10115tLmlD °°` ' Q°°`14
614614
STRUCTURAL ABBREVIATIONS
DESIGN CRITERIA GENERAL NOTES SUPPLEMENTARY NOTES
# NUMBER OR POUND FB FLAT BAR R OR RAD RADIUS FOUNDATIONS z
DESIGN PER 2010 FLORIDA BUILDING CODE, UNLESS OTHERWISE NOTED.
PROVIDE ALL TEMPORARY BRACING SHORING GUYING OR OTHER MEANS TO AVOID EXCESSIVE
ROUND OR DIAMETER FD FLOOR DRAIN RD ROUND STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. THE a_
IF FOOTING ELEVATIONS SHOWN OCCUR IN A DISTURBED, UNSTABLE, OR UNSUITABLE SOIL, THE STRUCTURE SHOULD NOT BE CONSIDERED STABLE UNTIL ALL STRUCTURAL ELEMENTS HAVE BEEN
SQUARE FDN FOUNDATION REF REFERENCE LIVE LOADS: ENGINEER SHALL BE NOTIFIED. CONSTRUCTED dll ACCORDANCE WITH THE CONTRACT DOCUMENTS. U
& AND FF FINISH FLOOR REINF REINFORCEMENT) ROOFS: (REDUCIBLE). . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 PSF FASTENERS U) C/)
FLR FLOOR REQ REQUIRE DEAD LOADS: MCVEIGH & MANGUM ENGINEERING, INC OR ANY OF IT'S EMPLOYEES SHALL NOT HAVE CONTROL OR _O o
® AT EXPANSION BOLTS SHALL BE HILTI KWIK BOLT 3, SIMPSON STRONG-TIE STRONG-BOLT2 OR BE RESPONSIQLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, PROCEDURES OR SEQUENCES
FTG FOOTING ROOF 15 PSF FOR THE ACTS'; OR OMISSIONS OF THE CONTRACTOR OR ANY OTHER PERSONS PERFORMING THE >
ALUM ALUMINUM REQ'D REQUIRED APPROVED EQUAL, DON. EMBEDMENT DEPTH INTO CONCRETE OR SOLID GROUTED MASONRY SHALL BE
AT LEAST 7 TIMES THE BOLT DIAMETER. CLEAN HOLE AND INSTALL PER MANUFACTURER'S PRINTED WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH
AR ANCHOR ROD FS FAR SIDE RET RETAINING WIND LOADS:
INSTRUCTIONSTHE CONTRACT' DOCUMENTS.
REV REVISION ULTIMATE WIND SPEED: (ASCE 7-10) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 129 MPH <..
ARCH ARCHITECTURE GA GAGE NOMINAL WIND SP ED: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100 MPH VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS.
MEAN ROOF HEIGHT. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 FT ADHESIVE ANCHORING (EPDXY) FOR CONCRETE SHALL BE HILTI HIT-HY 200 CARTRIDGE SYSTEM, ,
o ASSY ASSEMBLY GALV GALVANIZED SCHED SCHEDULE SIMPSON STRONG-TIE AT-XP OR APPROVED EQUAL, UON. EMBEDMENT DEPTH SHALL BE AT LEAST I W
RISK CATERGORY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . II 12 TIMES THE INSERT DIAMETER, UON. HOLE DIAMETER SHALL BE NO GREATER THAN RECOMMENDED COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF EACH BUILDING COMPONENT NOT DESIGNED BY
°7 B/ BOTTOM OF GC GENERAL CONTRACTOR SECT SECTION WIND EXPOSURE. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B BY MANUFACTURER. THE HOLE SHALL BE CLEANED PER MANUFACTURER'S RECOMMENDATIONS BY THE DESIGN TF_AM OF RECORD AND NOT SPECIFIED ON THE PROJECT CONSTRUCTION DOCUMENTS o
o ENCLOSURE CLASSIFICATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . OPEN SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF THE
w BRUSHING OUT WITH WIRE BOTTLE BRUSH AND BLOWN OUT WITH AIR USING A COMPRESSOR WITH A
a BETWN BETWEEN HGT HEIGHT SIM SIMILAR INTERNAL PRESSURE COEFFICIENT. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.00 FUNCTIONAL OIL TRAP (EXCEPT WHERE PERMITTED WHEN USING A HILTI SAFE SET HIT Z ANCHOR PROJECT AND SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION
Ln BOT BOTTOM SPEC SPECIFICATION DIRECTIONALITY FACTOR (Kd) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 0.85 1
Z HORIZ HORIZONTAL SHAPE FACTORS . ROD OR HILTI HOLLOW DRILL BIT W/ VACUUM). INSTALLATION SHALL BE IN ACCORDANCE WITH SPECIFICATIONS O
o PER CODE MANUFACTURER'S PRINTED INSTRUCTIONS AND PERFORMED BY AN INSTALLER TRAINED BY THE I z
F- BM BEAM SQ SQUARE -
HSA HEADED STUD ANCHOR MANUFACTURER. CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301. "SPECIFICATIONS FOR
o BLDG BUILDING STD STANDARD THIS BUILDING IS NOT OCATED IN THE WIND BORNE DEBRIS REGION. IMPACT
HT HEIGHT RESISTANT GLAZING IS NOT REQUIRED, STRUCTURAL CONCRETE FOR BUILDINGS" (LATEST EDITION). EXCEPT AS MODIFIED BY THE
Of
BPL BASE PLATE STIFF STIFFENER ADHESIVE ANCHORING (EPDXY) FOR MASONRY SHALL BE HILTI HIT-HY 70 CARTRIDGE SYSTEM OR REQUIREMENTS OF THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL EMPLOY AND PAY AN
IF INSIDE FACE CONCRETE DESIGN ER CURRENT EDITION ACI 318 APPROVED EQUAL, LION. EMBEDMENT DEPTH INTO SOLID GROUTED MASONRY SHALL BE AT LEAST 9 INDEPENDENT TESTING LABORATORY TO PERFORM CONCRETE TESTING.
Ln BRG BEARING STL STEEL ( )
INFO INFORMATION FOOTINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . FC=3000 PSI TIMES THE INSERT DIAMETER, UON. HOLE DIAMETER SHALL BE NO GREATER THAN RECOMMENDED BY I
o STIR STRAIGHT MANUFACTURER. HOLES SHALL NOT BE PLACED WITHIN 1 OF A VERTICAL MORTAR JOINT. CLEAN A GEOTECHNI4AL ENGINEER SHALL BE EMPLOYED TO CONFIRM BEARING PRESSURE STATED PRIOR
C TOC CENTER TO CENTER HOLE AND INSTALL IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTRUCTIONS AND PERFORMED TO CONSTRUCTION. THE ENGINEER SHALL DEVELOP & ENSURE IMPLEMENTATION OF A SITE
z INT INTERIOR STRUCT STRUCTURAL PREPARATION PROGRAM AS HE DEEMS NECESSARY TO ACHIEVE THE STATED BEARING PRESSURE. QID
V) CANT CANTILEVER ALL REINFORCING STEELASTM A615 GRADE 60. REINFORCING STEEL SHOWN ON THESE BY AN INSTALLER TRAINED BY THE MANUFACTURER. clq
m JST JOIST SYM SYMMETRICAL DRAWINGS TO BE WELD7_D SHALL BE ASTM A706 AND WELDING SHALL BE IN ACCORDANCE WITH o
w CJ CONSTRUCTION JOINT AWS D1.4. SCREW ANCHORS SHALL BE HILTI KWIK HUS-EZ, SIMPSON STRONG-TIE TITEN HD OR APPROVED FOOTING AND SLAB SUBGRADE PREPARATION SHALL BE IN COMPLIANCE WITH APPLICABLE
� JT JOINT EQUAL, UON. EMBEDMENT IN CONCRETE OR SOLID GROUTED MASONRY SHALL BE AT LEAST 9 TIMES REQUIREMENTS IOF AUTHORITIES HAVING JURISDICTION. U
CL CENTER LINE T&B TOP AND BOTTOM ,
�4
z LB POUND THE BOLT DIAMETER. CLEAN HOLE AND INSTALL PER MANUFACTURERS PRINTED INSTRUCTIOIVS. z
CLR CLEAR T/ TOP OF SOIL BEARING (DESIGN MAXIMUM) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2000 PSF °
LG LONG POWER ACTUATED FASTENERS (PAF) SHALL BE 0.157 DIAMETER HILTI X-U, SIMPSON STRONG-TIE N a
CMU CONCRETE MASONRY UNIT T/U PANEL TILT-UP PANEL ..
LLH LONG LEG HORIZONTAL PDPA OR EQUAL, UON. EMBED MIN 1-1/4 INTO CONCRETE AND CMU. DO NOT PLACE WITHIN 1 OF �"'� �,
f v COL COLUMN TE THICKENED EDGE CMU MORTAR JOINT. PAF SHALL COMPLETELY PENETRATE STRUCTURAL STEEL. z b""
LLV LONG LEG VERTICAL k �'0 U
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x WOOD TRUSSES w
CONC CONCRETE THK THICK ! w
w LSH LONG SIDE HORIZONTAL W o
w CONN CONNECTION THIRD THREADED
LSV LONG SIDE VERTICAL TRUSS MANUFACTURER SHALL SUBMIT SHOP DRAWINGS INDICATING ACTUAL TRUSS LAYOUT, DESIGN, f W
,- CONST CONSTRUCTION TRANSV TRANSVERSE WIND UPLIFT AT BEARING LOCATIONS, NUMBER AND TYPES OF TRUSSES, ETC. SHOP DRAWINGS AND p Z
CONT CONTINUOUS MANUF MANUFACTURER TS THICKENED SLAB CALCULATIONS SHALL BE SIGNED AND SEALED BY A REGISTERED PROFESSIONAL ENGINEER. TRUSS 1 m 6_5 u
MANUFACTURER SHALL COORDINATE AND VERIFY ALL TRUSS DIMENSIONS AND DESIGNS WITH ° ° x
zCONTR CONTRACTION MAT'L MATERIAL TYP TYPICAL ARCHITECT'S DRAWINGS. Z
0j
CTR CENTER MAX MAXIMUM LION UNLESS OTHERWISE NOTED ROOF FRAMING PLAN AND TRUSS TYPES ARE DIAGRAMMATIC AND ARE INTENDED TO INDICATE DESIGN o
o CTR'D CENTERED MECH MECHANICAL CONCEPT ONLY FOR ROOF CONFIGURATION. a
MINIMUM VER VERIFY w
DBA DEFORMED BAR ANCHOR MIN TRUSSES SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH ANSI/TP11 "NATIONAL
o MISC MISCELLANEOUS VERT VERTICAL DESIGN STANDARDS FOR METAL-PLATE-CONNECTED WOOD TRUSS CONSTRUCTION".
DEFL DEFLECTION
DET DETAIL NIC NOT IN CONTRACT W/ WITH ROOF TRUSS DESIGN CRITERIA
................. .... ...........................
i LIVE LOAD SEE DESIGN CRITERIA THIS SHEET
a DIAG DIAGONAL NO NUMBER W/O WITHOUT DEAD LOAD - ASPHALT SHINGLES ..................................... 5 PSF TOP CHORD
DIA DIAMETER NTS NOT TO SCALE WS WATER STOP
10 PSF BOTTOM CHORD
MIN DEAD LOAD FOR UPLIFT - ASPHALT SHINGLES ....... _6 PSF
a DIFF DIFFERENT WWF WELDED WIRE FABRIC )
W NS NEAR SIDE WIND UPLIFT PER CODE
a DIM DIMENSION OC ON CENTER
DO DITTO GENERAL SYMBOLS BRACE BOTTOM CHORD AS REQUIRED FOR WIND UPLIFT.
OD OUTSIDE DIAMETER `
F DWG DRAWING TEMPORARY TRUSS BRACING SHALL BE INSTALLED IN ACCORDANCE WITH "RECOMMENDED DESIGN
OF OUTSIDE FACE
PLAN, SECTION OR DETAIL N0. SPECIFICATIONS FOR TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES" (TPI-DSB)
= EA EACH "`SHEET NUMBER AND "COMMENTARY AND RECOMMENDATIONS FOR HANDLING INSTALLING AND BRACING METAL PLATE
3 0/0 OUT TO OUT N
�F EACH FACE CONNECTED WOOD TRUSSES",,(TPI-HIB). INSTALL ALL"WEB BRACING REQUIRED'BY THE TRUSS DESIGNER.
o - OPNG OPENING Jaz -
TEMPORARY BOTTOM CHORD AND WEB BRACING SHALL REMAIN PERMANENTLY IN PLACE. THE BOTTOM
EJ EXPANSION JOINT , y IQ N NORTH ARROW CHORD BRACING SHALL NOT EXCEED 10' SPACING FOR TRUSSES WHERE NO SHEATHING IS ATTACHED TO ,t
OPP OPPOSITE
`� EL ELEVATION THE,-,TRUSS BOTTOM CHORD OR WITH TRUSS BOTTOM FILLER. PROVIDE 2x4 LATERAL BRACING ® 36"
J UNDER PIG LL BRACING SHALL BE NAILED WITH 2-16D NAILS TO TRUSSES.
a PERP PERPENDICULAR
ELEC ELECTRICAL
PL PLATE < KEYED NOTE TO PLAN _ _._ r,._ Q
ELEV ELEVATOR AT TRUSSES REQUIRING WEB BRACING, PROVIDE 2x4 DIAGONAL ACE (APPRO 45 DEGREE'S) @ 20 -
PNL PANEL MAXIMUM SPACING. NAIL ONE END OF DIAGONAL TO WEB OF TRUSS AT ROOF, NAIL MIDDLE OF
ENGR ENGINEER DIAGONAL TO TRUSS WEB AT LATERAL BRACING LOCATION AND THE OTHER END OF DIAGONAL TOLjj
1
PREFAB PREFABRICATED
EQ EQUAL 1 FOUNDATION TYPE BOTTOM OF WEB AT THIRD TRUSS.
EQUIP EQUIPMENT
PSF POUNDS PER SQUARE FOOT -
I12� EXIST EXISTING PSI POUNDS PER SQUARE INCH WOOD
Q
w
Al REVISION NUMBER U
EXP EXPANSION QTY QUANTITY CLIPS, CONNECTIONS, HANGERS, HOLD-DOWNS, ETC. SHOWN ON THESE DRAWINGS ARE SIMPSON -
STRONG-TIE CONNECTORS, UON. FASTENERS OF OTHER MANUFACTURERS MAY BE SUBSTITUTED u m 0
z
EXT EXTERIOR PROVIDED THE LOAD VALUES OF THE SUBSTITUTED FASTENER FOR GROUP II WOOD SPECIES EQUALS S O C�
EW EACH WAY $ FOOTING STEP OR EXCEEDS THE SPECIFIED FASTENER. ,` < LL_
I
z I NAILING OF ALL MEMBERS SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. SEE CODE FOR T Q
3 TABLE.
W
U)
ROOF SHEATHING SHALL %6" MINIMUM APA RATED SHEATHING, EXPOSURE 1 WITH 24/16 SPAN -�
RATING.
ROOF DECKING SHALL BE NAILED WITH 8d NAILS AT %s"& Y" DECK AND 10d NAILS AT % & Y4 z
COMPONENT & CLADDING NOMINAL " �. 3 W O LJ
3 3 DECK. SPACE NAILS AT 6 AT SUPPORTED EDGES OF DECK (4 AT EXTERIOR WALLS) AND 12
LJ WIND PRESSURES (PSF) SPACING AT INTERMEDIATE SUPPORTS. AT GABLE ENDS, NAIL ROOF DECK AT 4" AT PANEL EDGES
i� AND AT 6" AT INTERMEDIATE SUPPORTS FOR A DISTANCE OF 6'-0" FROM THE END WALL. O
z
ROOF (71�2 2 LVL SHALL BE MICROLLAM 1.9E BY "TRUS JOIST" OR EQUAL, PSL SHALL BE PARALLAM 2.0E BY U z
? z ZONE 23 SF >23,592.2 SF <92.2 SF "TRUS JOIST" OR EQUAL, AND LSL SHALL BE TIMBERSTRAND 1.5E BY "TRUS JOIST" OR EQUAL. Q Q --J
REVIEWED FOR�0� �Qnnt�tAN Q
1 +14.2 +14.2 +14.2 STRESS GRADE: SOUTHERN PINE NO. 2 OR ENGINEER APPROVED EQUAL. ALL DESIGN VALUES ARE C& W
w -14.4 -14.4 -14.4 UNDER NORMAL LOADING AND IN DRY CONDITIONS OF SERVICE. CITY OF ATLANTIC BEACH W
w SEE PERMIT'S FOR ADDITIONAL, m Z
D
2 +22.0 +22.0 +14.2 O O PRESSURE-TREAT LUMBER IN ACCORDANCE WITH THE MANUAL OF RECOMMENDED PRACTICE OF THE REQUIREMENTS AND OONL)ITIONS W
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-22.2 -22.2 -14.4 AMERICAN WOOD PRESERVERS ASSOCIATION (AWPA).
REVIEWED BY. VATS 2 5" � '.-- 0
= 3 +28.5 +22.0 +14.2 ALL FASTENERS AND NAILS IN CONTACT WITH PRESSURE TREATED LUMBER SHALL BE MADE OF TYPE
-30.8 -22.2 -14.4
304 OR TYPE 316 STAINLESS STEEL UNLESS THE LUMBER IS TREATED WITH CCA-C OR SBX (DOT), I '
BUT NOT SBX (DOT) WITH SODIUM SILICATE (N-SO2). j
w NOTES:
1) TABLE PRESSURES ARE FOR THE SQUARE FOOT ? 2
(SF) TRIBUTARY AREA SHOWN. FOR OTHER
w
o TRIBUTARY AREAS, LINEARLY INTERPOLATE
Of BETWEEN VALUES SHOWN ABOVE. 3 3
a
0 2) POSITIVE PRESSURES ACT TOWARD THE BUILDING.
Q NEGATIVE PRESSURES ACT AWAY FROM THE BUILDING.
3) SEE DIAGRAMS FOR LOCATION OF ZONES.
> 4) PRESSURES SHOWN ARE NOMINAL WIND PRESSURES.
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ul MULTIPLY BY 1.67 FOR ULTIMATE WIND PRESSURES. op
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ROOF FRAMING PLAN NOTES:
.�
1. FOR DESIGN CRITERIA AND GENERAL NOTES, SEE SHEET S0.1 _ 1. ROOF FRAMING SHALL BE WOOD SHEATHING (SEE GENERAL NOTES) ON
y _ PRE—ENGINEERED WOOD TRUSSES.
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