HomeMy WebLinkAbout819 E 1 St Ste 6 18-4391 Plans interior remodelDESIGN CRITERIA
COMi'LIANCE PER FBC 2017 - ASCE 7-10
COMPLIANCE PER NEC 2014
BUILDING DESIGNED AS FULLY ENCLOSED STRUCTURE
FACTOR ,18
WINDOW PROTECTION REQUIRED
WIND SPEED 160 MPH, Vult
124 MPH, Vasd
EXPOSURE CATEGORY D
RISK CATEGORY II
OCCUPANCY GROUP B - BUSINESS
CONSTRUCTI❑N TYPE V - UNPROTECTED
TABLE 600 FIRE RESISTANCE RATINGS
INTERI❑R BEARING WALLS 0
COLUMNS 0
BEAMS/GIRDERS/TRUSSES/ARCHES 0
FL❑❑R/CEILING 0
ROOF/CEILING 0
EXTERIOR BEARING WALLS 15' MIN, - 0
TABLE 503
MAX, NUMBER OF STORIES
MAX, HEIGHT IN FEET
AREA
ALLOWABLE
3
40'
UL
LIVING
LANAI
ENTRY
GARAGE
TOTAL
ROOF DESIGN CRITERIA: PER ASCE 7-10
TOP CHORD, LIVE LOAD - 0/12-4/12 = 20 PSF
4/12-12/12 = 16 PSF
TOP CHORD, DEAD LOAD - 12 PSF (SHINGLES)
20 PSF (TILE)
BOTTOM CHORD, DEAD LOAD = 4 PSF
BOTTOM CHORD, DEAD LOAD/STORAGE = 30 PSF
BOTTOM CHORD, LIVE LOAD = 10 PSF
50.1# WINDL❑AD
ACTUAL
1
18'
1350 SQ. FT
126 • '
194 ' '
576
2246 SQ, FT,
CONTRACTOR TO VERIFY ALL DIMENSIONS AND
CONDITIONS PRI❑R TO STARTING ANY
CONSTRUCTION. IN THE EVENT ANY
DISCREPANCIES OCCUR THAT AFFECTS
CONSTRUCTION, NOTIFY THE ARCHITECT OR
ENGINEER FOR CLARIFICATION,
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OCT 3 0 2018
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DESIGN CRITERIA-
COMPLIANCE
PER FBC EXISTING 2017 - ASCE 7-10
EXISTING BUILDING - INTERIOR RECONFIGURATION
ALTERATION - LEVEL 3
COMPLIANCE PER NEC 2014
OCCUPANCY GROUP B BUSINESS
OCCUPANCY GROUP B BUSINESS
SCOPEI
1, REPLACE EXISTING Cl ROOF DRAINS WITH PVC,
2. SHIFT MAIN ROOF DRAIN DOWNSPOUT TO THE LEFT
2 FEET TO ACC❑MIDATE PROPOSED HALL
3, OPEN FLOOR AND INSTALL NEW SANITARY WASTE LINES
TO NEW PLAN,
4, CUT FLOOR TO ACCOMIDATE ROLL IN ADA SHOWER WHERE
SHOWN,
5, MODIFY EXISTING MASONRY WALLS AS SHOWN, NOTE ONLY
CENTER WALL, PERPENDICULAR TO BAR JOISTS IS LOAD BEARING
6. CONSTRUCT NEW INTERIOR PARTITIONS AS SHOWN
7. REMOVE AND REPLACE EXISTING ROOF TOP A/C SYSTEM WITH
EQUIPMENT SHOWN.
8. COMPLETE BUILD -OUT AS SHOWN
9, BUILDING CURRENTLY HAS 4 WATER METERS, REMOVE 3 METERS
AND REPIPE SUPPLY LINES UTILIZING ONE (1) 1,5' EXIST, METER
10, INSTALL NEW TP❑ ROOF WITH SLOPE TO EXISTING ROOF DRAINS,
11, REMOVE EXISTING (4) ELECTRICAL SERVICES AND PANELS AND
INSTALL ONE NEW 400 AMP SERVICE. LOCATION TO BE ON WALL
NEAREST TO EXISTING ELECTRICAL TRANSFORMER,
DRAB BAR L+
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OUT DEBRIS PRIOR TO ADDING EPDXY
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GENERAL STRUCTURAL NOTES:
1. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE
DRAWINGS OF ALL OTHER DISCIPLINES AND THE SPECIFICATIONS. THE
CONTRACTOR SHALL VERIFY THE REQUIREMENTS OF OTHER TRADES AS TO
SLEEVES, CHASES, HANGERS, INSERTS, ANCHORS, HOLES, AND OTHER ITEMS
TO BE PLACED OR SET IN THE STRUCTURAL WORK,
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLYING WITH ALL
SAFETY PRECAUTIONS AND REGULATIONS DURING WORK. THE
ENGINEER WILL NOT ADVISE ON NOR ISSUE DIRECTION AS TO SAFETY
PRECAUTIONS AND PROGRAMS.
3. THE STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE
AND DO NOT INDICATE THE METHODS OR MEANS OF CONSTRUCTION. THE
CONTRACTOR SHALL PROVIDE ALL TEMPORARY GUYING AND BRACING
REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPER ALIGNMENT
UNTIL ALL STRUCTURAL WORK AND CONNECTIONS HAVE BEEN
COMPLETED, THE INVESTIGATION, DESIGN, SAFETY, ADEQUACY, AND
INSPECTION OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS,
ETC., IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
4. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE METHODS,
TECHNIQUES AND SEQUENCES OF PROCEDURES TO PERFORM THE
WORK. THE SUPERVISION OF THE WORK IS THE SOLE
RESPONSIBILITY OF THE CONTRACTOR.
5. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION,
WHERE CONDITIONS ARE NOT SPECIFICALLY SHOWN, SIMILAR DETAILS OF
CONSTRUCTION SHALL BE USED, SUBJECT TO APPROVAL BY THE ENGINEER.
6. LOADING APPLIES TO THE STRUCTURE DURING THE PROCESS OF
CONSTRUCTION SHALL NOT EXCEED THE SAFE LOAD- CARRYING CAPACITY OF THE
STRUCTURAL MEMBERS, THE LIVE LOADING USED IN THE DESIGN OF THIS
STRUCTURE ARE INDICATED IN THE 'DESIGN CRITERIA NOTES'. DO NOT APPLY ANY
CONSTRUCTION LOADS UNTIL THE STRUCTURAL FRAMING IS PROPERLY
CONNECTED TOGETHER AND UNTIL ALL TEMPORARY BRACING IS IN PLACE,
7. ON COMMERCIAL JOBS, SUBMIT SHOP DRAWINGS IN THE FORM OF TWO BLUE -LINE
PRINTS AND ONE SEPIA. IN NO CASE SHALL REPRODUCTION OF THE CONTRACT DRAWINGS
BE USED AS SHOP DRAWINGS. AS A MINIMUM, SUBMIT THE FOLLOWING FOR REVIEWt
A. CONCRETE MIX DESIGNS INCLUDING MASONRY GROUT.
B. MASONRY CONSTRUCTION MATERIAL CERTIFICATES.
C. MATERIAL TEST REPORTS FOR MASONRY UNIT STRENGTH f'm.
D. REINFORCING STEEL SHOP DRAWINGS.
E. STRUCTURAL STEEL SHOP DRAWINGS
F. POST -TENSIONED SLAB -ON -GRADE SYSTEM SHOP DRAWINGS. (w)
G. PRE -CAST HOLLOW CORE SLABS. (w)
H. PRE-ENGINEERED WOOD TRUSS SYSTEM. (0 SEE NOTES)
ITEMS MARKED (a) SHALL HAVE SHOP DRAWINGS AND
CALCULATIONS SIGNED AND SEALED BY A FLORIDA REGISTERED
ENGINEER.
SITE PREPARATION NOTES:
1. THE BUILDING SHALL BE PREPARED AND TESTED IN ACCORDANCE WITH THE
RECOMMENDATIONS OF THE SOILS ENGINEER.
2. IF THE SITE PREPARATION REQUIREMENTS ARE NOT SPECIFIED BY A
GEOTECHNICAL REPORT THE FOLLOWING PROCEDURES SHOULD BE USED AS A
MINIMUMi
A. WITHIN AN AREA A MINIMUM OF 5 FEET BEYOND THE BUILDING
LIMITS, EXCAVATE A MINIMUM OF 4' OF EXISTING SOIL. REMOVE ALL
ORGANICS, PAVEMENT, ROOTS, DEBRIS AND OTHERWISE UNSUITABLE
MATERIAL.
B. THE SURFACE OF THE EXPOSED SUBGRADE SHALL BE INSPECTED
FOR POCKETS OF SOFT OR UNSUITABLE MATERIAL. EXCAVATE
UNSUITABLE SOIL AS DIRECTED BY THE GEOTECHNICAL
ENGINEER/TESTING AGENCY.
C. FILL ALL EXCAVATED AREAS WITH APPROVED CONTROLLED FILL.
PLACE IN 8 -INCH LIFTS AND COMPACT TO A MINIMUM OF 95% OF THE
MAXIMUM DRY DENSITY BASED ON THE MODIFIED PROCTOR TEST.
D. ALL CONTROLLED FILL MATERIAL SHALL BE A SELECT GRANULAR
MATERIAL FREE FROM ALL ORGANICS OR OTHERWISE DELETERIOUS
MATERIAL.
E. PROVIDE FIELD DENSITY TESTS FOR EACH 1,500 S.F. OF BUILDING
AREA FOR EACH LIFT OF CONTROLLED FILL.
-1 -
CENTERLINE OF
PROPERTY LINE
6' MIN. SWALE DEPTH
FIN. FLP. 6' PREFERRED FIN. FLR.
---I I 1 7I
COMMON SWALE (NTS)
SLAB ON GRADE NOTES,,
1, PROVIDE CONCRETE SLABS OVER A MINIMUM 6 MIL POLYETHYLENE
VAPOR BARRIER, PROPERLY LAPPED AND TAPED,
2. IF SPECIFIED, SLABS SHOULD BE CURED WITH A SEALING AND CURING
COMPOUND AS SOON AS POSSIBLE. REFER TO SPECS FOR CURING
COMPOUNDS.
3. WALKWAYS AND OTHER EXTERIOR SLABS ARE NOT INDICATED ON THE
STRUCTURAL DRAWINGS. SEE THE SITE PLAN AND ARCHITECTURAL
DRAWINGS FOR LOCATIONS, DIMENSIONS, ELEVATIONS, JOINTING
DETAILS AND FINISH DETAILS. PROVIDE 4' WALKS REINFORCED WITH 6X6
- WI .4XWI .4WWF UNLESS OTHERWISE NOTED.
4. SLABS TO BE PERMANENTLY EXPOSED TO WEATHER SHALL BE AIR
ENTRAINED (2 TO 3%) WITH AN ADMIXTURE THAT CONFORMS TO ASTM C-
260,
5. ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF ACI 301,
'SPECIFICATION FOR STRUCTURAL CONCRETE BUILDINGS'. GUIDE FOR
CONCRETE FLOOR AND SLAB CONSTRUCTION' ACII 302. HOT WEATHER
CONCRETING SHALL BE IN ACCORDANCE W/ ACI 306.
6, SLABS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE FOLLOWING
FLATNESS/ LEVELNESS REQUIREMENTS
SLAB CATEGORY SPECIFIED LOCAL MINIMUM
FLAT Ff=35 Ff=23 F1=13
CAST -IN-PLACE CONCRETE
N❑TES.,
U
1, CONCRETE MIXES SHALL BE DESIGNED PER ACI 301, USING PORTLAND CEMENT
CONFORMING TO ASTM C-150, AGGREGATE CONFORMING TO ASTM C-33, AND ADMIXTURES
CONFORMING TO ASTM C-494, C-1017, C-618, C-989
AND C-260.
CONCRETE SHALL BE
READY -MIXED IN ACCORDANCE WITH ASTM C-94.
aVa= 0
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M
2. CONCRETE SHALL CONFORM TO THE FOLLOWING COMPRESSIVE
STRENGTH,
SLUMP AND WATER/CEMENT RATIO REQUIREMENTS•
ae
aNI`
00
TYPE MIN. f'c (28 DAYS)SLUMP
W/C RATIO AGG, SIZE
COLUMNS 3000 PSI 3' to 5'
.46
#57
ELEVATED SLABS 3000 PSI 3' to 5'
.46
#89
FOOTINGS 3000 PSI 3' to 5'
.50
#57
SLABS -ON -GRADE 3000 PSI 3' to 5'
.50
#57
TIE BEAMS 3000 PSI 4' to 6'
.50
#89
BOND BEAMS 3000 PSI 8' to It'
.50
#89
AT CONTRACTOR'S OPTION, AN APPROVED ADMIXTURE (SUPER
PLASTICIZER) MAY BE USED TO PRODUCE FLOWABLE CONCRETE.
MAXIMUM SLUMP SHALL NOT EXCEED 8 INCHES. ON COMMERCIAL JOBS,
THE CONTRACTOR SHALL SUBMIT TEST RESULTS OF THE PROPOSED
CONCRETE MIXES ALONG WITH THE MANUFACTURER'S TECHNICAL DATA
FOR APPROVAL PRIOR TO POURING CONCRETE,
3. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301, 'SPECIFICATION
FOR STRUCTURAL CONCRETE BUILDINGS'. HOT WEATHER CONCRETE SHALL BE IN
ACCORDANCE WITH ACI 305.
4. ALL REINFORCED STEEL SHALL CONFORM TO ASTM A-615, GRADE 40. ALL WELDING OF
REINFORCING STEEL SHALL BE IN ACCORDANCE WITH AWS DI.4,
5. ALL WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A-185 (FLAT SHEETS ONLY).
6. ALL REINFORCING STEEL SHALL BE SET AND TIED IN PLACE PRIOR TO POURING OF
CONCRETE, EXCEPT THAT VERTICAL DOWELS FOR MASONRY WALL REINFORCING MAY BE
'FLOATED' IN PLACE,
7. REINFORCING STEEL, INCLUDING HOOKS AND BENDS, SHALL BE DETAILED IN ACCORDANCE
WITH ACI 318. ALL REINFORCING STEEL INDICATED AS BEING CONTINUOUS (CONT) SHALL BE
LAPPED 48 X BAR DIAMETER. LAP CONTINUOUS BOTTOM BARS OVER SUPPORTS, LAP
CONTINUOUS TOP BARS AT MID -SPAN UNLESS OTHERWISE NOTED,
8. UNLESS OTHERWISE NOTED, THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE
PROVIDED FOR REINFORCEMENT,
A. CONCRETE EXPOSED TO WEATHERi
#6 THROUGH # 18 BARS - 2'
#5 BAR, W31 OF D31 WIRE & SMALLER - 2'
B. CONCRETE NOT EXPOSED TO EARTH OR WEATHER,
BEAMS AND COLUMNS - 2'
C. FOUNDATIONS EXPOSED TO EARTH - 3'
9. BAR SUPPORTS AND HOLDING BARS SHALL BE PROVIDED FOR ALL REINFORCING STEEL
TO INSURE MINIMUM CONCRETE COVER. BAR SUPPORTS SHALL BE PLASTIC TIPPED OR
STAINLESS STEEL.
10. ALL EDGES OF PERMANENTLY EXPOSED CONCRETE SURFACES SHALL BE CHAMFERED
3/4' UNLESS OTHERWISE NOTED.
11. FORMWORK SHALL REMAIN IN PLACE UNTIL CONCRETE HAS OBTAINED AT LEAST 90% OF
ITS 28 DAY COMPRESSIVE STRENGTH. THE CONTRACTOR SHALL PROVIDE ALL SHORING AND
RESHORING.
DRILL 3/4' X 8' DP. HOLE
IN SLAB, SPECIFY 04 OR #5 REBAR
CARE TO BE TAKEN TO THOROUGHLY CLEAN
OUT DEBRIS PRIOR TO ADDING EPDXY
SET REBAR IN APPROVED EPDXY
ALLOW TO CURE FOR THE SPECIFIED
TIME PRIOR TO APPLYING ANY LOAD
DO NOT DISTURB OR LOAD THE ANCHOR
UNTIL IT IS FULLY CURED
4' .
6
d.
OLD FTG NEW FTG
. ' • d..
OLD FTG NEW FTG
DETAIL.- REBAR RETROFIT
MONOLITHIC POUR
mll
DETAIL= REBAR RETROFIT
STEM WALL
MASONRY NOTES:
1. MASONRY CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE 'SPECIFICATION
FOR MASONRY STRUCTURES (ACI 530.1-99)', PUBLISHED BY THE AMERICAN CONCRETE
INSTITUTE. SEE 'TESTING AND INSPECTION NOTES' FOR ADDITIONAL INFORMATION.
2. HOLLOW LOAD-BEARING MASONRY UNITS SHALL CONFORM TO THE ASTM C-90, AND BE
MADE WITH NORMAL WEIGHT AGGREGATE. UNIT COMPRESSIVE STRENGTH OF 1900 PSI ON
NET SECTION TO PROVIDE A MINIMUM NET AREA COMPRESSIVE STRENGTH OF MASONRY
(f'm) OF 1,500 PSI, AS AS DETERMINED BY THE STRENGTH METHOD OF ACI 530.1
3. FILL 4tL BOND BEAMS AND REINFORCED CELLS SOLIDLY WITH GROUT. GROUT SHALL
CONFORM TO ASTM C-476 AND SHALL OBTAIN A MIN. 28 DAY COMPRESSIVE STRENGTH OF
3000 PSI, 8-11' SLUMP, TESTED PER ASTM C-1019 EACH 5,000 S.F. GROUT STOPS ARE TO
MESHED OR SCREEN TYPE, FELT PAPER IS NOT ALLOWED.
4. REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A-615, GRADE 60. SHOP FABRICATE
REINFORCING BARS WHICH ARE SHOWN TO BE HOOKED OR BENT. DOWELS SHALL HAVE STANDARD
90 DEGREE HOOKS AND LAPPED WITH FIRST LIFT OF REINFORCING. PROVIDE A MINIMUM LAP OF 48
WITH A MINIMUM LAP OF 26' FOR #5 REBAR AND GREATER,
5. MORTAR SHALL CONFORM TO ASTM C-270, TYPE M, S, OR N. ALL MORTAR SHALL MEET THE
'PROPORTION SPECIFICATION' OF ASTM C-270 AND EVALUATED IN ACCORDANCE WITH ASTM
C-780.
6. UNLESS OTHERWISE INDICATED, ALL WALLS SHALL BE LAID IN RUNNING BOND. BOND CORNERS
AND INTERSECTIONS OF ALL LOAD BEARING WALLS. INTERSECTING NON-LOADBEARING WALLS
SHALL BE CONNECTED BY PREFABRICATED TEE AND CORNER HORIZONTAL JOINT REINFORCEMENT
2 16' D.C.
7. PROVIDE VERTICAL REINFORCING BARS OF THE GIVEN SIZE AND SPACING AS INDICATED. PROVIDE
BARS AT ALL WALL CORNERS, INTERSECTION AND OPENING EDGES. PROVIDE CLEANOUTS FOR EACH
GROUT POUR EXCEEDING 5FT,
8. PROVIDE PRE -CAST LINTELS ABOVE ALL WALL OPENINGS INCLUDING HVAC DUCTS. SEE DRAWINGS
FOR LOCATIONS OF ALL OPENINGS. UNLESS OTHERWISE ON PLAN PROVIDE PRE -CAST LINTELS BELOW
AS A MINIMUM.
• OPENINGS LESS THAN 6FT = 8' PRE -CAST U -LINTEL W/1-#5 & 8' KNOCK -OUT COURSE W/1-#5
(TYPICAL PERIMETER BOND BEAM 16' TOTAL DEPTH)
• OPENINGS GREATER THAN 6FT, = SEE DRAWINGS.
PROVIDE ONE REINFORCED CELL EACH SIDE OF OPENING W/ 8' LINTEL BEARING.
cI\users\,jim\documents\ebs\commercial\david casteel\david casteel int renovotion.dwg
BLOCK CONSTRUCTION
X 6' SUB FASCIA
.UM. FASCIA
:NTED ALUM SOFFIT
rRUCTURAL SHEATHING
1BLE END TRUSS
X 4' STIFFENER
EA. VERT. TRUSS MEMBER
E DETAIL
TRAP SCHEDULE
B 24' O.C.
BOND BM,
SIMPSON SP -1 OR EQUAL
STUD TO PLATE CONNECTION
XF(3()
2' X 6' SUB FASCIA
f
ALUM. FASCIA
VENTED ALUM SOFFIT
NAILS
2' X 4' BRACING 8'-0' O.C.
STRUCTURAL SHEATHING
SECURE TO TRUSS W/
2' X 4' RAT R 8 8'0' O C 8d NAILS AT 4' O.C. ALL WOOD TO SOOD
GABL c
SECURE ETO FRAME WALL W/
Il oir.-12d NAILS 8' O.C.
NAILS
(3) 6d NAILS\"-'�' 5/8' DRYWALL E CLG.---"
(OPT. 1/2' CLG. BD.)
2' X 6' STUDS Q 24' O.C.,
8,-0& 5/Er A.B. Q 12' E.LATE W/
C.
SIMPSON HETA 20 OR EQUAL
EACH STUD (24' mm)
1/2' DRYWALL
P.T. 1' X 2' FURRING STRIPS
Q16'OC.
-SIMPSON HETA 20
OR EQUAL a 24' O.C.
---CONC. BOND BM.W/
5/8' x10' ANCHOR BOLTS e
12' O.C. INSTALL 3'(MIW WASHER
UNDER NUT.
MASONRY WALL WITH VERTICAL RODS
FRON FTG. TO BOND BEAM 2 48' O.C.
BLOCK CONSTRUCTION/SCISSOR TRUSS POUR REINFORCED CELLS SOLID W/ CONC.
(3) 16d NAILS
2' X 4' BRACING 8'-0' O.C.
2'X4, RAT 88'-V0.
0
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•
0
I
(3) 16 d NAILS y 5/8' DRYWALL ! CLG
(OPT. 1/2• CLG. BD.)
SIMPSON SP -2
8'-0' STUD TO PLATE
2' X 6' SUB FASCIA
ALUM. FASCIA
-VENTED ALUM SOFFIT
- STRUCTURAL SHEATHING
SHTG. TO RUN CRIT. OVER
FRAMING .DINTS
- GABLE END TRUSS
- 2' X 4' STIFFENER
1p1 yEE�A, ,{VEp�RT. �TREUSDSETMEMBER
SECURE' TO %bSS WA�L12d NAILS
a a, a.C.
(3) 16d NAILS
24' GALV. STRAP FROM STUD
TO VERT. TRUSS MEMBER 0 48' O.C.
'DBL.TOP PL.
STUDS a 16' O.C.
FRAME CONSTRUCTION
SIMPSON SP -2 TOP
PLATE TO STUD
X 6' SUB FASCIA
.UM. FASCIA
ENTED ALUM SOFFIT
PL.
AILS
'RAMS WALL FROM FLOOR TO
E OF ROOF SHEATHING
rRUCTURAL SHEATHING
4TG. TO RUN CONT, OVER
LAMING ,JOINTS
t 16, O.C.
FRAME CONSTRUCTION/SCISSOR TRUSS
BALLOON FRAME GABLE END.
VERTICAL TRUSS MEMBER4 70"
RTICAL TRUSS MEMBER
2 24' O.C. 4' O.C.
2 X 4' STIFFENER a EA X 4' STIFFENER 11 EA
VERT.' TRUSS MEMBER VERT. TRUSS MEMBER
NAILED TO TRUSS MEMBER NAILED TO TRUSS MEMBER
TRUSS STIFFENER DETAIL OPTIONAL DETAIL
NOTEi NO DIAGONAL BRACING REQUIRED
WHERE TRUSS VERTICAL IS LESS
THAN 48'
GABLE END FRAMING DETAILS
N.T.S.
WOOD FRAMING NOTES:
1. WOOD CONSTRUCTION, CONNECTIONS AND NAILING REQUIREMENTS SHALL CONFORM TO
THE 'FLORIDA BUILDING CODE, 2017'.
2. ALL WOOD FRAMING MATERIAL SHALL BE SURFACED DRY AND USED AT 19% MAXIMUM
MOISTURE CONTENT.
3. ALL LOAD BEARING WALL FRAMING SHALL BE NO, 2 GRADE SOUTHERN PINE OR SPF.
4. ALL JOIST AND RAFTER FRAMING SHALL BE NO. 2 GRADE, SOUTHERN PINE OR HEM -FIR.
5, ALL FRAMING EXPOSED TO THE WEATHER OR IN CONTACT WITH MASONRY OR CONCRETE
SHALL BE PRESSURE -TREATED IN ACCORDANCE WITH THE AMERICAN WOOD PRESERVERS
ASSOCIATION SPECIFICATIONS.
6. BOLTHEADS SHALL BE CAREFULLY CENTERED AND DRILLED NOT MORE THAN 1/16' LARGER
THAN THE BOLT DIAMETER. BOLTED CONNECTIONS SHALL BE SNUGGED TIGHT BUT NOT TO THE
EXTENT OF CRUSHING WOOD UNDER WASHERS,
7. PREFABRICATED 'MICRO -LAM' LUMBER HEADERS AND BEAMS SHALL AS MANUFACTURED BY
'TRUSS JOIST Macrdllan CORP.' BOISE, IDAHO OR APPROVED EQUAL, DO NOT CUT OR NOTCH
MICRO -LAM MATERIAL WITHOUT THE MANUFACTURER'S APPROVAL,
8, PREFABRICATED METAL JOIST HANGERS, HURRICANE CLIPS, HOLD-DOWN ANCHORS AND
OTHER ACCESSORIES SHALL BE AS MANUFACTURED BY 'SIMPSON STRONG TIE COMPANY', OR
EQUAL. INSTALL ALL ACCESSORIES AS PER THE MANUFACTURE'S REQUIREMENTS. ALL STEEL
SHALL HAVE A MINIMUM THICKNESS OF 0.04 INCHES (PER ASTM A446, GRADE A) AND BE
GALVANIZED (COATING G90).
PRE-ENGINEERED WOOD TRUSS NOTES:
1. ROOF WOOD TRUSS SYSTEMS SHALL BE DESIGNED BY THE MANUFACTURER TO
SUPPORT THE FOLLOWING LOADS,
A. ROOF TRUSS GRAVITY LOADING CASE
TOP CHORD, LIVE LOAD - 0/12-4/12 = 20 PSF
4/12-12/12 = 16 PSF
TOP CHORD, DEAD LOAD - 12 PSF (SHINGLES)
20 PSF (TILE)
BOTTOM CHORD, DEAD LOAD = 4 PSF
BOTTOM CHORD, DEAD LOAD/STORAGE = 30 PSF
BOTTOM CHORD, LIVE LOAD = 10 PSF
DEAD LOAD - 5 PSF FOR 1/2' CD GYPSUM
B. ROOF TRUSS WIND LOADING CASE
TRUSSES ARE TO BE DESIGNED FOR WIND LOADING AS SHOWN ON DESIGN
ANALYSIS, USE FACTOR 1=1-0, UPLIFT SHALL DEDUCT 2/3 OF DEAD LOADS.
2. WOOD TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE
APPLICABLE PROVISIONS OF THE LATEST EDITION OF THE 'NDS' NATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION ANSI/AF&PA AND THE NATIONAL DESIGN STANDARD
FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION 'ANSI/TPI'.
3. WOOD MATERIALS SHALL BE SOUTHERN PINE, DOUGLAS FIR OR LARCH AND SHALL BE KILN
DRIED AND USED AT 19% MAXIMUM MOISTURE CONTENT. PROVIDE GRADE NO. 2 OR BETTER
REQUIRED TO SATISFY STRESS REQUIREMENTS.
4. CONNECTOR PLATES SHALL BE NOT LESS THAN 0.036 INCHES (20 GAUGE) IN COATED
THICKNESS, SHALL MEET OR EXCEED ASTM A653 GRADE 33 OR HIGHER AND SHALL BE HOT
DIPPED GALVANIZED ACCORDING TO ASTM A-525 (COATING G90).
5. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY AND PERMANENT BRACING AS
REQUIRED FOR SAFE ERECTION AND PERFORMANCE OF THE TRUSS. THE GUIDELINES SET
FORTH BY THE TRUSS PLATE INSTITUTION PUBLICATION 'HIB -91, COMMENTARY AND
RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING METAL PLATE CONNECTED
WOOD TRUSSES' SHALL BE A MINIMUM REQUIREMENT.
6. TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED NOR
OTHERWISE ALTERED IN ANY WAY WITHOUT THE WRITTEN APPROVAL OF THE TRUSS
MANUFACTURER'S ENGINEER.
7. SUBMIT COMPLETE SHOP DRAWING FOR ALL WOOD TRUSSES SHOWING MEMBER SIZES,
SPAN, DIMENSIONS, CHORD PITCH, LOADING AND REACTIONS. SHOP DRAWINGS SHALL BE
SUBMITTED TO THE ENGINEER AND SHALL BEAR THE SEAL OF A PROFESSIONAL ENGINEER
REGISTERED IN FLORIDA
8. IF THE NET UPLIFT FORCES SHOWN ON THE FINAL ENGINEERED TRUSS CALCULATIONS ARE
GREATER THAN THE CAPACITY OF THE SPECIFIED CONNECTORS, THE CONTRACTOR SHALL
SUPPLY CONNECTORS TO MEET THOSE UPLIFT FORCES AS A MINIMUM.
SIMPSON RSP4 OR
EQUAL BOTH SIDE
DBL. STUD (P.T. STU]
AGAINST MASONRY
EX
WA
SIMPSON RSP4 OR
EQUAL BOTH SIDE
S_
E 16'O.0 ALTERNATING
SIDES
MIXED CONSTR. DETAIL
NOT TO SCALE
IG SIDES
IP PL.
BEARING STUD WALL
A.B. E 24' O.C. VERT.
A-307 ANCHOR BOLT (5/8'DIA.
X 10', W/3' X 1/8' WASHERS)
2 32' O.C. MAX (12' FROM
CORNERS.)
ALTERNATE METHOD- 5/8' X 6' POWER
RAWL 'LOK-BOLT OR EQUAL SLEEVE
ANCHORS e 32' O.C.>
ELECTRICAL NOTES:
1. ALL EXTERIOR OUTLETS TO BE WP-GFI
2. ALL GARAGE, KITCHEN COUNTER, AND BATHROOM VANITY OUTLETS TO BE GFI.
3. ALL BEDROOM OUTLETS TO BE ARC -FAULT INTERRUPTER PROTECTED,
4. SERVICE OUTLET TO BE LOCATED WITHIN 10' OF A/C.
5. SMOKE DETECTORS TO BE HARD WIRED INSIDE ALL BEDROOMS AND ONE WITHIN 8'
OUTSIDE OF BEDROOM.
SMOKE DETECTORS WITH CO2 DETECTION AS REQUIRED
6. SMOKE DETECTOR TO BE AT ALL ENCLOSED STAIRWELLS.
7. ALL ELECTRICAL TO BE ABOVE FPE.
(EXCEPTIONi ONE SWITCH AT 42' FOR EXIT LIGHT TO BE GFI PROTECTED.)
8, AFCI OUTLETS REQUIRED - ALL CIRCUITS
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2 X 4' SOLID BLK.
2 X 8' STRUTS W/
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WOOD SCREWS
J `
-P.T. 2 X 8' W/ 1/4' X 3'
TAPCONS E 12' D.C.
2 X 8' STRUTS W/
(4)#12 X 2 1/2'
WOOD SCREWS
P.T. 1 X BUCK
MASONRY OPENING
1/4' PLYWOOD
1/2' CDX PLYWD. SHTG. 2 EXT.
DETAIb ALT, FRAMING FOR ARCH TOP
IN MASONRY OPENING
2 X 4' SOLID BLK,
2 X 8' STRUTS W/
(4)#12 X 2 1/2' 1�
WOOD SCREWS /
-P,T. 2 X 8' W/ 1/4' X 3'
TAPCONS B 12' O.C.
2 X 8' STRUTS W/
(4)#12 X 2 1/2'
WOOD SCREWS
P.T. 1 X BUCK
MASONRY OPENING
1/4' PLYWOOD
1/2' CDX PLYWD. SHTG. 2 EXT.
DETAILt ALT, FRAMING FOR CIRCLE TOP
IN MASONRY OPENING
41
'�`—'� ROOF EDGE
W '
A ROOF EDG 4'
Iy
ZONE 11 8d RING SHANK NAIL 2 4. O.C. AT SUPPORTED PANEL EDGES AND 4' D.C. 2 FIELD
ZONE 21 8d RING SHANK NAIL 2 4' D.C. AT SUPPORTED PANEL EDGES AND 4' D.C. 2 FIELD
(OPTIONAL - 1.31 GUN NAIL)
ROOF SHEATHING NAIL ZONE
c1\users\,pm\documents\ebs\commercial\davld casteet\david casteel Int renovation.dwg
2 X 4' SOLID BLK.
2 X 8' STRUTS W/
(4)#12 X 2 1/2'
WOOD SCREWS
J `
•P.T.2X8'W/1/4'X3'
TAPCONS 2 12' O.C.
2 X 8' STRUTS W/
(4)#12 X 2 1/2'
WOOD SCREWS
P.T. 1 X BUCK
MASONRY OPENING
1/4' PLYWOOD
1/2' CDX PLYWD. SHTG. a EXT.
DETAIb FRAMING FOR ARCH TOP
IN MASONRY OPENING
2 X 4' SOLID BLK,
2 X 8' STRUTS W/
(4)#12 X 2 1/2' 1�
WOOD SCREWS /
-P.T. 2 X 8' W/ 1/4' X 3'
TAPCONS 2 12' D.C.
2 X 8' STRUTS W/
(0#12 X 2 1/2'
WOOD SCREWS
P.T. 1 X BUCK
MASONRY OPENING
1/4' PLYWOOD
1/2' CDX PLYWD. SHTG. a EXT,
DETAIU FRAMING FOR CIRCLE TOP
IN MASONRY OPENING
SINGLE NAIL EDGE SPACING
WALL SHEATHM
NAIL SPACING
NAILING AT T13P PLATE - 8d ! 4' O.C.
PLYWOOD/GYPBOARD SHEATHING NOTES:
1, ALL PLYWOOD CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE AMERICAN PLYWOOD
ASSOCIATION (APA) SPECIFICATIONS.
2, ALL ROOF PANEL SHEATHING SHALL BE 15/32' (1/2' NOM.) EXPOSURE -1 APA RATED
SHEATHING. SUITABLE EDGE SUPPORT SHALL BE PROVIDED BY USE OF PANEL CLIPS OR
BLOCKING BETWEEN FRAMING. SEE NAILING SCHEDULE. NO BLOCKING OR EDGE
BLOCKING SUPPORT REQUIRED AT RIDGE , ZONE 2 IF NOT SPECIFIED, CONNECT ROOF
SHEATHING WITH 8d RING SHANK NAILS AT 4. O.C. AT SUPPORTED PANEL EDGES AND 4. O.C.
INTERMEDIATE SUPPORTS. NOTE 4' O.C. NAILING PATTERN WITHIN 48' OF ALL ROOF EDGES,
RIDGES AND HIPS. OVER 1/2' NOMINAL PLYWOOD,
3, INSTALL ALL PLYWOOD SHEATHING WITH THE LONG DIMENSION OF THE PANEL ACROSS
SUPPORTS AND WITH THE PANEL CONTINUOUS OVER TWO OR MORE SPANS, STAGGER
PANEL END JOINTS. ALLOW 1/8' SPACING AT PANEL ENDS AND EDGES UNLESS OTHERWISE
RECOMMENDED BY THE SHEATHING MANUFACTURER.
4. ALL NAILING SHALL BE CAREFULLY DRIVEN AND NOT OVERDRIVEN. THE USE OF
STAPLES ARE PROHIBITED.
5. ALL EXTERIOR ROOF L WALL SHEATHING TO BE NAILED AS PER SHEAR WALL
NAILING DETAIL
SAFE LOAD TABLE FOR CAST -CONCRETE
HIGH-STRENGTH
PRECAST & PRESTRESSED U LINTELS
LENGTH
SAFE LOAD - POUNDS PER LINEAR FOOT
UNFILLED
FILLED
6 FT < PANEL
WW a d
cma A
LENGTH <4 FT,
4' - 0' (48')
1,875 tbs.
6,408 tbs.
4' - 6' (54')
1,860 tbs,
4,815 tbs.
5' - 4' (64')
1,743 lbs.
4,615 tbs.
5' - 10' (70')
1,575 tbs.
3,744 tbs.
6' - 6' (78'>
1,565 lbs,
3,260 tbs.
7' -6' (90')
1,550 lbs,
2,887 tbs.
9' - 4' (112'>
1,025 lbs.
1,747 lbs.
10' - 6' (126')
922 tbs.
1,333 tbs,
11' - 4' (136')
800 lbs.
1,483 lbs.
12' - 0' (144')
750 tbs,
1,304 tbs.
13' - 4' (160')
651 lbs.
1,018 tbs.
14' - 0' (168')
585 tbs.
909 tbs.
14' - 8' (176')
563 lbs.
1,341 tbs.
15' - 4' <184')
510 tbs.
1,210 lbs.
17' - 4' <208')
387 lbs.
911 lbs.
19' - 4' (232')
289 lbs.
823 tbs,
NOTES:
1. (FILLED s) ACTING AS A COMPOSITE BEAM TOTAL 16' ONE #5 BAR IN
THE LINTEL, ONE #5 BAR IN KNOCK -OUT COURSE,
WINDBORNE DEBRIS PROTECTION FASTENING
SCHEDULE FOR WOOD STRUCTURAL PANELS
I
1) FASTENERS SHALL BE INSTALLED AT OPPOSING ENDS OF THE WOOD STRUCTURAL PANEL
2) WHERE ANCHORS ARE INSTALLED IN MASONRY OR MASONRY/STUCCO, THEY SHALL BE
VIBRATION RESISTANT ANCHORS HAVING A MINIMUM WITHDRAWAL CAPACITY OF 1500 LBS
3) ANCHORS SHALL PENETRATE THROUGH EXTERIOR COVERINGS, INTO BUILDING FRAME A
MIN. 2'.
4) FASTENERS SHALL HAVE 2' EDGE DISTANCE IN CONCRETE OR CMU.
NAILING AT BOTTOM PLATE - 8d ! 4. O.C.
3000 PSI CONC. FTG,
W/<2>#5 CONT,
0
(U
16'
RECESS @ GARAGE DOOR
SEE PLAN 8'
3000 PSI CONT._;�4v
•
CD ;
SHOWER RECESS
P,C, LINTEL
STRUCTURAL STEEL -NOTES:
1. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH
THE 'MANUAL OF STEEL CONSTRUCTION' OF THE AISC.
2, UNLESS OTHERWISE NOTED, ALL MATERIALS SHALL BE IN ACCORDANCE WITH THE FOLLOWING ASTM
SPECIFICATIONS,
MEMBER ASTM MIN. STRENGTH
STRUCTURAL TUBING A500 (GRADE B) 46KSI
STEEL PIPE A53 (TYPR E, GR.B) 35KSI
OTHER SHAPES/PLATES A36 36KSI
CONNECTION BOLTS A325 92KSI
ANCHOR BOLTS A307
THREADED RODS A36 36KSI
NON -SHRINK GROUT C1107 8000 PSI
3. ALL CONNECTIONS SHALL BE SHEAR TYPE CONNECTIONS AND DESIGNED BY THE
FABRICATOR BASED ON THE AISC MANUAL PART 2 WITH REACTIONS FROM THE 'ALLOWABLE
UNIFORM LOAD' TABLES UNLESS REACTIONS ARE SHOWN ON PLAN. SUBMIT SHOP
DRAWINGS AND CALCULATIONS SIGNED AND SEALED BY A PROFESSIONAL ENGINEER.
MINIMUM BOLT DIAMETER SHALL BE 3/4' SHEAR/BEARING TYPE BOLTS AND TIGHTENED BY
THE 'TURN -OF -NUT' METHOD.
4. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1 USING E70XX ELECTRODES.
UNLESS OTHERWISE NOTED, PROVIDE CONT, MIN. SIZED FILLET WELDS PER AISC
+< REQUIREMENTS. ALL FILLER MATERIAL SHALL HAVE MINIMUM YIELD STRENGTH OF 58 KSI.
ALL WELDING SHALL BE DONE BY A CURRENTLY CERTIFIED WELDER IN ACCORDANCE WITH
'AWS'.
5. HOLES IN STEEL FOR OTHER TRADES SHALL BE DRILLED OR PUNCHED AND DETAILED ON
THE SHOP DRAWINGS. ALL SLOTTED HOLES SHALL BE PROVIDEE WITH SMOOTH EDGES.
BURNING OF HOLES AND TORCH CUTTING AT THE SITE IS NOT PERMITTED.
6. U.O.N. ALL STRUCTURAL STEEL SHALL BE SHOP PAINTED WITH ONE COAT OF TYPE I, RED
OXIDE PRIMER PAINT, SEE SPECIFICATIONS. IF APPLICABLE, VERIFY THAT PRIMER COATINGS
ARE COMPATIBLE WITH SPRAYED ON FIRE PROOFING.
7. COLUMNS, ANCHOR BOLTS BASE PLATES ETC, HAVE BEEN DESIGNED FOR THE FINAL
COMPLETED CONDITION AND HAVE NOT BEEN INVESTIGATED FOR POTENTIAL LOADING
ENCOUNTERED DURING STEEL ERECTION AND CONSTRUCTION, ANY INVESTIGATION OF
THE COLUMNS, ANCHOR BOLTS, BASE PLATES, ETC. FOR ADEQUACY DURING THE STEEL
ERECTION AND CONSTRUCTION PROCESS IS THE SOLE RESPONSIBILITY OF THE
4' TAPCONS STAGGERED
6�� MAXI
6'
2x8 P,T, BUCK ATTACH
1/4' TAPCONS MIN.
1.5' EMBEDMENT AT 16'
MIN. (3) PER OPENING
SECURE DOOR FRAME TO
MANUFACTURERS SPEC'S
ALTERNATE BUCK AT HEADER DETAIL
RUNLERUNLESS
SS OTHERWISE NOTED, ALL STRUCTURAL STEEL PERMANENTLY EXPOSED TO THE
WEATHER, INCLUDING ALL BRICK SHELF ANGLES SHALL BE HOT -DIPPED GALVANIZED IN
ACCORDANCE WITH ASTM A153.
9. PROTECTION COATINGS DAMAGED DURING THE TRANSPORTING, ERECTING AND FIELD
WELDING PROCESSES SHALL BE REPAIRED IN THE FIELD TO MATCH THE SHOP APPLIED
COATING.
EXTERIOR WINDOWS, DOORS, CURTAIN WALLS
NOTES-
1. ALL WINDOWS, DOORS, CURTAIN- WALL, AND STOREFRONT SYSTEMS SHALL BE DESIGNED
BY A 'SPECIALTY' STRUCTURAL ENGINEER IN ACCORDANCE WITH THE GOVERNING BUILDING
CODE FOR COMPONENTS AND CLADDING WIND LOADING.
2. REFERENCE ARCHITECTURAL SPECIFICATIONS FOR ADDITIONAL INFORMATION,
MIN. EMBEDMENT
FASTEN W/ 1/4' TAPCONS MIN.
EMBED INTO CON(. 1.25'
8 24. O.C.
WINDOW
�— 2 X 4' P,T. BUCK
DOOR
FASTEN W/ 1/4' TAPCONS MIN./
EMBED INTO CONC. 1.25' 2 X 4' BEVELED P,T. BUCK
! 24. O.C.
INDICATES 8' CMU WALL W/
FILLED CELLS, W/ #5 REBAR
INDICATES 8' CMU WALL W/
FILLED CELLS, W/ #5 REBAR
INDICATES 8' CMU WALL W/
FILLED CELLS, W/ #5 REBAR
FASTEN W/ 1/4' TAPCONS
THRU WINDOW FRAME AND BUCK
INTO MASONRY, MINIMUM
EMBEDMENT, 1-1/4'
SEE WINDOW MANUF. SPECS
FOR REQUIRED NUMBER OF
FASTENERS
THAN 1-1/2' X 4' BEVELED P.T. BUCK
WINDOW
DOOR
r SIDE JAMB ONLY, NONE REQUIRED ! HEAD
GARAGE DOOR
F -
z
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P.C. LINTEL A
INDICATES 8' CMU WALL W/
FILLED CELLS, W/ #5 REBAR
1 CELL FOR UP TO 910' DOORS
2 CELLS FOR DOORS OVER 910'
2 X 6' P.T. #2 PT YP BUCK
FASTEN W/ 1/2' A.B. ! 24. O.C.
(OPT. 5/8' X 6' POWER RAWL
'LOK-BOLT' OR EQUAL SLEEVE
ANCHORS ! 24. O.C.)
z'
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STAGGERED
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<8 HEADER AS PER 1/4' TAPCONS MIN,
1.5' EMBEDMENT AT 16' O.C. STAGGERED
MIN. (3) PER OPENING
SECTION VIEW SECURE DOOR FRAME TO 2x8 HEADER AS PER
MANUFACTURERS SPEC'S
E-1257
FASTENER SPACING FOR WOOD FRAMED STRUCTURES (IN.)
FASTENER TYPE
PANEL
4 FT < PANEL
6 FT < PANEL
WW a d
cma A
LENGTH <4 FT,
LENGTH <6 FT.
LENGTH <8 FT.
#8 WOOD SCREW BASED ANCHOR
0 V)
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W/2' EMBEDMENT LENGTH
16
10
8
#10 WOOD SCREW BASED ANCHOR
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16
16
I
1) FASTENERS SHALL BE INSTALLED AT OPPOSING ENDS OF THE WOOD STRUCTURAL PANEL
2) WHERE ANCHORS ARE INSTALLED IN MASONRY OR MASONRY/STUCCO, THEY SHALL BE
VIBRATION RESISTANT ANCHORS HAVING A MINIMUM WITHDRAWAL CAPACITY OF 1500 LBS
3) ANCHORS SHALL PENETRATE THROUGH EXTERIOR COVERINGS, INTO BUILDING FRAME A
MIN. 2'.
4) FASTENERS SHALL HAVE 2' EDGE DISTANCE IN CONCRETE OR CMU.
NAILING AT BOTTOM PLATE - 8d ! 4. O.C.
3000 PSI CONC. FTG,
W/<2>#5 CONT,
0
(U
16'
RECESS @ GARAGE DOOR
SEE PLAN 8'
3000 PSI CONT._;�4v
•
CD ;
SHOWER RECESS
P,C, LINTEL
STRUCTURAL STEEL -NOTES:
1. ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH
THE 'MANUAL OF STEEL CONSTRUCTION' OF THE AISC.
2, UNLESS OTHERWISE NOTED, ALL MATERIALS SHALL BE IN ACCORDANCE WITH THE FOLLOWING ASTM
SPECIFICATIONS,
MEMBER ASTM MIN. STRENGTH
STRUCTURAL TUBING A500 (GRADE B) 46KSI
STEEL PIPE A53 (TYPR E, GR.B) 35KSI
OTHER SHAPES/PLATES A36 36KSI
CONNECTION BOLTS A325 92KSI
ANCHOR BOLTS A307
THREADED RODS A36 36KSI
NON -SHRINK GROUT C1107 8000 PSI
3. ALL CONNECTIONS SHALL BE SHEAR TYPE CONNECTIONS AND DESIGNED BY THE
FABRICATOR BASED ON THE AISC MANUAL PART 2 WITH REACTIONS FROM THE 'ALLOWABLE
UNIFORM LOAD' TABLES UNLESS REACTIONS ARE SHOWN ON PLAN. SUBMIT SHOP
DRAWINGS AND CALCULATIONS SIGNED AND SEALED BY A PROFESSIONAL ENGINEER.
MINIMUM BOLT DIAMETER SHALL BE 3/4' SHEAR/BEARING TYPE BOLTS AND TIGHTENED BY
THE 'TURN -OF -NUT' METHOD.
4. ALL WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1 USING E70XX ELECTRODES.
UNLESS OTHERWISE NOTED, PROVIDE CONT, MIN. SIZED FILLET WELDS PER AISC
+< REQUIREMENTS. ALL FILLER MATERIAL SHALL HAVE MINIMUM YIELD STRENGTH OF 58 KSI.
ALL WELDING SHALL BE DONE BY A CURRENTLY CERTIFIED WELDER IN ACCORDANCE WITH
'AWS'.
5. HOLES IN STEEL FOR OTHER TRADES SHALL BE DRILLED OR PUNCHED AND DETAILED ON
THE SHOP DRAWINGS. ALL SLOTTED HOLES SHALL BE PROVIDEE WITH SMOOTH EDGES.
BURNING OF HOLES AND TORCH CUTTING AT THE SITE IS NOT PERMITTED.
6. U.O.N. ALL STRUCTURAL STEEL SHALL BE SHOP PAINTED WITH ONE COAT OF TYPE I, RED
OXIDE PRIMER PAINT, SEE SPECIFICATIONS. IF APPLICABLE, VERIFY THAT PRIMER COATINGS
ARE COMPATIBLE WITH SPRAYED ON FIRE PROOFING.
7. COLUMNS, ANCHOR BOLTS BASE PLATES ETC, HAVE BEEN DESIGNED FOR THE FINAL
COMPLETED CONDITION AND HAVE NOT BEEN INVESTIGATED FOR POTENTIAL LOADING
ENCOUNTERED DURING STEEL ERECTION AND CONSTRUCTION, ANY INVESTIGATION OF
THE COLUMNS, ANCHOR BOLTS, BASE PLATES, ETC. FOR ADEQUACY DURING THE STEEL
ERECTION AND CONSTRUCTION PROCESS IS THE SOLE RESPONSIBILITY OF THE
4' TAPCONS STAGGERED
6�� MAXI
6'
2x8 P,T, BUCK ATTACH
1/4' TAPCONS MIN.
1.5' EMBEDMENT AT 16'
MIN. (3) PER OPENING
SECURE DOOR FRAME TO
MANUFACTURERS SPEC'S
ALTERNATE BUCK AT HEADER DETAIL
RUNLERUNLESS
SS OTHERWISE NOTED, ALL STRUCTURAL STEEL PERMANENTLY EXPOSED TO THE
WEATHER, INCLUDING ALL BRICK SHELF ANGLES SHALL BE HOT -DIPPED GALVANIZED IN
ACCORDANCE WITH ASTM A153.
9. PROTECTION COATINGS DAMAGED DURING THE TRANSPORTING, ERECTING AND FIELD
WELDING PROCESSES SHALL BE REPAIRED IN THE FIELD TO MATCH THE SHOP APPLIED
COATING.
EXTERIOR WINDOWS, DOORS, CURTAIN WALLS
NOTES-
1. ALL WINDOWS, DOORS, CURTAIN- WALL, AND STOREFRONT SYSTEMS SHALL BE DESIGNED
BY A 'SPECIALTY' STRUCTURAL ENGINEER IN ACCORDANCE WITH THE GOVERNING BUILDING
CODE FOR COMPONENTS AND CLADDING WIND LOADING.
2. REFERENCE ARCHITECTURAL SPECIFICATIONS FOR ADDITIONAL INFORMATION,
MIN. EMBEDMENT
FASTEN W/ 1/4' TAPCONS MIN.
EMBED INTO CON(. 1.25'
8 24. O.C.
WINDOW
�— 2 X 4' P,T. BUCK
DOOR
FASTEN W/ 1/4' TAPCONS MIN./
EMBED INTO CONC. 1.25' 2 X 4' BEVELED P,T. BUCK
! 24. O.C.
INDICATES 8' CMU WALL W/
FILLED CELLS, W/ #5 REBAR
INDICATES 8' CMU WALL W/
FILLED CELLS, W/ #5 REBAR
INDICATES 8' CMU WALL W/
FILLED CELLS, W/ #5 REBAR
FASTEN W/ 1/4' TAPCONS
THRU WINDOW FRAME AND BUCK
INTO MASONRY, MINIMUM
EMBEDMENT, 1-1/4'
SEE WINDOW MANUF. SPECS
FOR REQUIRED NUMBER OF
FASTENERS
THAN 1-1/2' X 4' BEVELED P.T. BUCK
WINDOW
DOOR
r SIDE JAMB ONLY, NONE REQUIRED ! HEAD
GARAGE DOOR
F -
z
w
P.C. LINTEL A
INDICATES 8' CMU WALL W/
FILLED CELLS, W/ #5 REBAR
1 CELL FOR UP TO 910' DOORS
2 CELLS FOR DOORS OVER 910'
2 X 6' P.T. #2 PT YP BUCK
FASTEN W/ 1/2' A.B. ! 24. O.C.
(OPT. 5/8' X 6' POWER RAWL
'LOK-BOLT' OR EQUAL SLEEVE
ANCHORS ! 24. O.C.)
z'
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STAGGERED
2x8 P.T. BUCK ATTACH WITH
<8 HEADER AS PER 1/4' TAPCONS MIN,
1.5' EMBEDMENT AT 16' O.C. STAGGERED
MIN. (3) PER OPENING
SECTION VIEW SECURE DOOR FRAME TO 2x8 HEADER AS PER
MANUFACTURERS SPEC'S
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