HomeMy WebLinkAboutPROJECT DESCRIPTIONProject Information & Design Criteria
Building Code: FBC 2020 7th Edition
Project Name: Project Address:
Type of Construction: CBS Frame
BuildingDesigned
Enclosed
Open Partial) Enclosed
Wind Speed 3 Sec. Gust): 160 M.P.H 170 M.P.H.
Exposure: B
Internal Pressure Coefficient: +/- 0.18
Importance Factor: 1.0
Mean Building Height: N/A ft. Exposure Coefficient:
Overhang N/A Roof Pitch: N/A
Com onents & Cladding Wind Pressure:
Roof Dead Loa& ShinqIes Tile
Framed Floor Live Load
bLA P R F Dead Load NA P.S.F_
Impact Resistant ssembly-
I Yes
No
A I O her O enin s:
1. RESERVE BLVD TO LEGENDS
2. TURN ON LEGENDS DRIVE
3. CONTINUE STRAIGHT TO ENCLAVE PLACE (THRU GATE&
TURN LEFT ONTO ENCLAVE CIRCLE
5. LAST HOUSE AT END OF CUL DE SAC
1. CONSTRUCT (2) COLUMNS W/LIGHTS AND AN ATTACHED
PLANTER - (1) ON EA SIDE OF THE DRIVEWAY APRON
RECEIVED
1.14010 9PIAHTY
Permitting
Drawing List
Sheet
Number
Sheet Name
A-1
Cover Sheet, General Notes, Project Info & Location Map
A-2
Notes
S-1
Foundation Plan
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GENERAL NOTES:
THE BUILDER SHALL REVIEW DRAWINGS IN THEIR ENTIRETY BEFORE STARTING WORK. THE
BUILDER SHALL ACCEPT FULL RESPONSIBILITY FOR ANY ERROR OR OMISSIONS NOT REPORTED
IMMEDIATELY IN WRITING TO ENGINEER OF RECORD. BY SUBMITTING THESE PLANS FOP PERMIT
THE BUILDER ACCEPTS FULL RESPONSIBILITY FOR THE ACCURACY OF THE INFORMATION DEPICTED
WITHIN AND IT IS ASSUMED THE BUILDER HAS READ AND UNDERSTANDS THE NOTES BELOW.
DESIGN LOADS IN ACCORDANCE WITH 2O20 FBC 7TH EDITION CHAP. 16
ASSUMED SOIL BEARING CAPACITY MINIMUM: 2500 PSF
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND
ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND SITE DRAWINGS
CONSULT ARCHITECTURAL DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT
SHOWN ON STRUCTURAL DRAWINGS.
ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL
BE CONSTRUED TO ANY SIMILAR SITUATION ELSEWHERE ON THE PROJECT, EXCEPT WHERE A
DIFFERENT DETAIL IS SHOWN.
ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN FIELD.
DO NOT SCALE DRAWINGS. FOLLOW WRITTEN DIMENSIONS ONLY. IF ANY DISCREPANCIES ARE
DISCOVER THE ENGINEER OF RECORD MUST BE CONTACTED BEFORE THE COMMENCEMENT OF
CONSTRUCTION.
THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER BUILDING IS
COMPLETE.
IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES TO ENSURE:
SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS WORK INCLUDES THE
ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIEDOWNS.
THE CONTRACTOR SHALL SUPPLEMENT THE MINIMUM REQUIRED FOUNDATION AND SITE
PREPARATION REQUIREMENTS AND SLAB -ON -GRADE THICKNESS TO HANDLE CONSTRUCTION
LOADS.
THE STRUCTURAL FRAMING SHOWN IS SCHEMATIC IN NATURE. HOWEVER, THE SUP
PORTING
,r
ING
STRUCTURE HAS BEEN DESIGNED UNDER THE ASSUMPTION THE FRAMING SCHEME SHOWN WILL
CLOSELY PARALLEL FINAL FLOOR DESIGNERS LAYOUT. PROVIDE SIGNED AND SEALED SHOP
DRAWINGS AND CALCULATIONS FOR APPROVAL. REVIEW OF SHOP DRAWINGS IS REQUIRED AS THE
ENGINEER CHECKS BEAM, WALL, COLUMN AND FOOTING CAPACITIES AGAINST KNOW LOADING.
FAILURE TO PROVIDE SHOP DRAWINGS MAY RESULT IN ADDITIONAL ENGINEERING COSTS DURING
CONSTRUCTION.
W TH AC 318-05 BUILDING CODE
CONCRETE HAS BEEN PERFORMED IN ACCORDANCEI I
REQUIREMENTS FIR STRUCTURAL CONCRETE
NORMAL WEIGHT CONCRETE (145 PCF) 28-DAY COMPRESSIVE STRENGTHS.
PILING 5000 PSI WITHAO WATER -CEMENT RATIO
SHALLOW FOUNDATIONS 2500 PSI.
PILE SUPPORTED FOUNDATIONS 5000 PSI WITHAO WATER -CEMENT RATIO
COLUMNS, BEAMS, AND ELEVATED SLABS, 3000 PSI.
CONCRETE SLUMP SHALL BE AS FOLLOWS SLUMP IN INCHES
MINIA
MASSIVE SECTIONS, PAVEMENTS, AND SLABS 1-1/2" 4"
HEAVY SLABS, BEAMS, WALLS 3" 5"
THIN WALLS, COLUMNS 3-1/2" 6"
MINIMUM CONCRETE CLEAR COVER SHALL BE:
SLAB - 3/4"
BEAMS AND COLUMNS - 1-1/2"
TIE COLUMNS - 3/4"
EXPOSED UNPROTECTED CONCRETE - 1-1/2"
FORMED CONCRETE BELOW GRADE - 3"
UNFORMED CONCRETE BELOW GRADE - 3"
PLACING DRAWINGS AND BAR LISTS SHALL CONFORM TO A.C.L'S "MANUAL OF STANDARD
PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES."(A.C.I. 315)
DETAILS OF CONCRETE REINFORCEMENT SHALL BE IN ACCORDANCE WITH "MANUAL OF
STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION." AS PUBLISHED BY THE
CONCRETE REINFORCING STEEL INSTITUTE UNLESS OTHERWISE INDICATED.
CONCRETE CONSTRUCTION TECHNIQUES SHALL CONFORM TO THE "SPECIFICATIONS F(�`R
STRUCTURAL CONCRETE FOR BUILDINGS" (A.C.I. 301)
ADEQUATE VERTICAL AND HORIZONTAL SHORING SHALL BE PROVIDED TO SAFELY SUPPORT ALL
CONSTRUCTION LOADS
CONCRETE BEAM SIZES MAY BE INCREASED AS REQUIRED FOR ARCHITECTURAL DETAILS OR TO
FIT BLOCK COURSING.
CONCRETE SHALL COMPLY WITH ALL THE REQUIREMENTS OF A.C.I 301 AND ASTM C-94 FOR
MEASURING, MIXING, TRANSPORTING, ETC.
CALCIUM CHLORIDES SHALL NOT BE UTILIZED IN THE WORK.
OTHER ADMIXTURES MAY BE USED ONLY WITH THE APPROVAL OF THE ENGINEER.
FBC PROVIDES AN EXCEPTION FOR RESIDENTIAL CONSTRUCTION WHERE CONTROL JOINTS ARE
NOT REQUIRED. HOWEVER, IN THAT EXCEPTION, IT SAYS THAT THE EXCEPTION IS ALLOWED
WHERE THE OWNER ACKNOWLEDGES THAT CRACKS ARE ACCEPTABLE AND UNDERSTOOD.
JOB SPECIFIC GENERAL NOTES:
1. HOUSE IS IN A NEGLIGIBLE WEATHER AREA
2. HOUSE IS IN A VERY HEAVY TERMITE AREA.
3. FLAME SPREAD FOR WALLS AND CEILING FINISHES SHALL BE LESS THAN 200.
4. FLAME SPREAD FOR INSULATION SHALL BE LESS THAN 25
5. SMOKE DEVELOPED INDEX SHALL BE LESS THE 450 FOR WALL FINISHES, CEILING
FINISH AND INSULATION
6. GYPSUM BOARD SHALL CONFORM TO FBC R702.3 STANDARDS
7. TILE IN SHOWERS MUST BE BACKED BY "DURA ROCK" CONCRETE BOARD OR EQUAL
8. EGRESS WINDOWS COMPLY WITH 2O20 FBCR 7TH EDITION R310.2.1 EXCEPTION #1 MIN.
NET CLEAR OPENING OF 5.0 S.F.
9. DRYER VENT TO OUTSIDE
10. LOW FLOW PLUMBING FIXTURES
STRUCTURAL DESIGN IS IN ACCORDANCE WITH A.C.1530-05/ASCE 5-02/TMS 402-02, BUILDING
CODE REQUIREMENTS FOR MASONRY STRUCTURES AND THE COMMENTARY ON BUILDING
CODE REQUIREMENTS FOR MASONRY STRUCTURES.
CONSTRUCTION SHALL BE IN ACCORDANCE WITH A.C.1530-05/ASCE 6-02/TMS 602-02,
SPECIFICATIONS FOR MASONRY STRUCTURES AND THE COMMENTARY ON SPECIFICATIONS
FOR MASONRY STRUCTURES.
,ALL BLOCK WALLS SHALL BE TWO CELL HOLLOW CONCRETE MASONRY REGULAR SIZE
BLOCK MANUFACTURED IN CONFORMANCE WITH ASTM C-90, GRADE, F'm=1500 P.S.I.
UNLESS OTHERWISE NOTED.
BLOCK SHALL BE PLACED IN RUNNING BOND UNLESS OTHERWISE NOTED. LAY UP
MASONRY WALLS TO BOTTOM OF TIE BEAMS BEFORE PLACING CONCRETE FOR IN WALL
COLUMNS.
GROUT USED TO FILL MASONRY CELLS SHALL COMPLY WITH ASTM C-476 AND SHALL
PROVIDE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 P.S.I AT 28 DAYS. THE GROUT MIX
SHALL HAVE A MAXIMUM 3/8" COURSE AGGREGATE AND SHALL BE PLACED WITH A SLUMP
OF 8" TO 10". USE MECHANICAL VIBRATION TO CONSOLIDATE GROUT.
TYPE S MORTAR SHALL BE USED EXCLUSIVELY ON THIS PROJECT. MORTAR SHALL BE
PROPORTIONED AND MIXED AS OUTLINED UNDER ASTM C-270 HORIZONTAL AND VERTICAL
MORTAR JOINTS SHALL BE 3/8" THICK UNLESS OTHERWISE NOTED. REMOVE MORTAR
PROTRUSIONS THAT EXTEND INTO THE CELLS TO BE FILLED. ALLOW A MINIMUM OF 24
HOURS FOR MORTAR TO CURE PRIOR TO GROUTING CELLS.
TENSION AND COMPRESSION LAPS = .002 X BAR DIAMETER X Fs (NOTE THAT Fs= 24 KSI
MAXIMUM (A X Fy)) (THIS EQUATES TO 48 X BAR DIAMETER)
REINFORCING BAR SHALL BE IN ALL WALL INTERSECTIONS AND AT EACH SIDE OF ALL
OPENINGS.
REINFORCING STEEL NOTES:
REBAR SHALL BE ASTM A615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE, AND RUST AND
PLACED IN ACCORDANCE WITH THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF THE ACI
STANDARDS AND SPECIFICATIONS.
HORIZONTAL AND VERTICAL BARS SHALL LAP 60x BAR NO. SEE LAP SPLICE SCHEDULE UNSCHEDULED
FIELD LAPS ARE SUBJECT TO'ENGIN`EERS REVIEW.
TENSION LAP SPLICE SCHEDULE:
PLAIN REINFORCEMENT
BAR
NO
MASONRY
SPLICE
OTHER THAN TOP
TOP BARS
3000 PS14000
PSI3000
PSI4000
PSI
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54"
PROVIDE CORNER BARS LAPPED AND TIED`TO EACH BEAM REBAR, TYPICAL AT ALL CDR NERS„THESE
CORNER BARS SHALL BE THE SAME SIZE AS LONGITUDINAL BEAM BARS, SEE DETAILS FOR ADDITIONAL
INFORMATION.
CAREFULLY PLACED RIG WELL TIED WITH BAR:
REINFORCEMENT SHALL BE CARE_fDLYSUPP SUPPORTED
SUPPORTS AND SPACERS,
FOOTINGS SHALL BE ASSEMBLED MATS WITH BARS EQUALLY SPACED AND
REINFORCING STEEL IN FOOT A M Q
WIRED TOGETHER AT EACH INTERSECTION' BEFORE CONCRETE IS PLACED'.
DOWEL COLUMN AND WALL REINFORCING TO FOOTING WITH SAME SIZE AND NUMBER OF DOWELS: AS
VERTICAL BARS ABOVE.
DOWEL SHALL BE HOOKED ' L AT BOTTOM AND SHALL BE LAPPED 36 BAR DIAMETERS WITH THE
COLUMN OR WALL REINFORCING ABOVE.
TIMBER NOTES:
ALL WOOD MEMBERS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE NATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION AND ITS SUPPLEMENT, (NDS),
ALL WOOD FOR BEAMS, BEARING' WALLS, SOLE PLATES, TOP PLATES, BLOCKING, BRACING, LEDGERS,
CRIPPLES, SILLS, ETC... SHALL BE SOUTHERN PINE NO. 2, KD-15 OR BETTER. MIN (3) 2"x UNDER ALL
GIRDER BEARING LOCATIONS. SEE FLOOR PLAID
MICRO LAM BEAMS SHALL BE MANUFACTURED BYTRUSAOIST CORP., OR AND APPROVED EQUIVALENT
AND SHALL PROVIDE A MODULUS OF ELASTICITY OF 2,000,000, PSI, A MINIMUM FLEXURAL STRENCTH
OF 2,925 PSI, AND A MINIMUM HORIZONTAL SHEAR STRESS OF 285 PSI:
ALL WOOD IN CONTACTWITH CONCRETE ORCONCRETE BLOCK SHALL NE PRESSURE` TREATED.
ACCEPTABLE TREATMENTS INCLUDE ACQ. (AMINE COPPER QUAT) COPPER BORON AZOLE, ACID COPPER
CHROMATE, AND COPPER; CITRATE, BORATE BASED TREATMENTS SUCH AS ZINCBORATE AND SODIUM
BORATE ARE ALSO ACCEPTABLE FOR INDOOR USES.
FOR STRUCTURAL USES, AVOID BUYING TREATED LUMBER THAT CONTAINS MORE THE 1/2" OF
HEARTWOOD
AVOID INHALATION OF SAWDUST PRODUCED BY PRESSURE TREATED WOOD, WEAR'A DUST MASK AND
WORK OUTDOORS. DISPOSE OF DUST AND SCRAP BY ORDINARY TRASH COLLECTION. DO NOT BURN.
PRESSURE' TREATED WOOD MAY PRODUCE TOXIC FUMES.
IN HIGHLY CORROSIVE ENVIRONMENTS` ALL WIND RESISTING, HARDWARE INCLUDING THE HURRICANE
STRAPS SHALL BE MADE OF STAINLESS -STEEL OR SHALL BE DIPPED (AND SCRATCHES REPAINTED) IN
COL -TAR EPDXY PAINT.
HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
HANGERS OR STRAPS THAT DO NOT MATCH EXACTLYTO THE ONES SPECIFIED ON THE DRAWINGS IN
STEELYIELD OR ULTIMATE STRENGTH, STEEL DIMENSIONS (LENGTH AND WIDTH), NUMBER AND
DIAMETER OF HOLES FOR SAME SIZES OF NAILS OR BOLTS, AND/OR DO NOT HAVE THE SAME GENERAL,
SHAPE WELL NOT BE ACCEPTABLE.
NO POCKETS WILL BE ALLOWED IN CONCRETE OR STEEL MEMBERS FOR CONNECTION OF WOOD
MEMBERS UNLESS CONNECTION DETAIL IS IN WRITING` PRIOR TO INSTALLATION'.
ALL NAILS, SCREWS, AND BOLTS SHALL BE HOT -DIPPED GALVANIZED.
R703.8 FLASHING
APPROVED CORROSION RESISTANT FLASHING SHALL BE APPLIED SHINGLE -FASHION IN A MANNER TO
PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TOTHE BUILDING
STRUCTURAL FRAMING COMPONENTS. SELF -ADHERED MEMBRANES USED AS FLASHING SHALL COMPLY
WITH AAMA 711, THE FLASHING SHALL EXTENDTOTHE SURFACE OFTHE EXTERIOR WALL FINISH.
APPROVED CORROSION -RESISTANT FLASHING SHALL BE INSTALLED AT ALL OF THE FOLLOWING
LOCATIONS:
1. EXTERIOR WINDOW AND DOOR OPENINGS. FLASHINGAT EXTERIOR WINDOW AND DOOR
OPENINGS SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH OR TO THE WATER -
RESISTIVE BARRIER FOR SUBSEQUENT DRAINAGE. 'FLASHING AT EXTERIOR WINDOW AND DOOR
OPENINGS SHALL BE INSTALLED IN ACCORDANCE WITH ONE OR MORE OF THE FOLLOWING OR
OTHER APPROVED METHOD:
1.1. THE FENESTRATION MANUFACTURER'S WRITTEN FLASHING` INSTRUCTIONS.,
1.2. THE FLASHING MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS.
1.3. IN ACCORDANCE WITH 'FMA/AAMA 100, FMA/AAMA 200, OR FMA/WDMA 250.
1.4. IN ACCORDANCE WITH THE FLASHING METHOD OF A REGISTERED DESIGN PROFESSIONAL.
2. ATTHE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR
STUCCO WALLS PROJECTING WITH : �.� LIPS ON BOTH SIDES UNDER STUCCO COPINGS.
3. UNDER AND AT THE ENDS OF MASONRY, WOOD OR METAL COPINGS AND SILLS,
4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM..
5 WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TOA WALLOR FLOOR ASSEMBLY OF WOOD',
FRAME CONSTRUCTION..
6. AT WALL AN'D ROOF INTERSECTIONS.
7. AT BUILT-IN GUTTERS.
FORMWORK SHORING, AND BRACING FOR ALL CONCRETE BEAMS, C I-lUIVINS, WALLS, AND
FOOTINGS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH A.C;.I 347,
"RECOMMENDED PRACTICE FOR CONCRETE FORMWORK".
ANY AND ALL PLUMBING PIPE PENETRATIONS THROUGH FORMED VifORK SHOULD BE DONE
SO THAT REINFORCING STEEL IS NOT DISRUPTED AND COVER FOR STEEL IS NOT AFFECTED
ANY UTILITY PIPES PENETRATING FOOTERS TO BE PROPERLY SLEEVED TO AVOID PIPED
UTILITIES FROM BEING SHEARED DURING SETTLEMENT OF STRUCT°I. RE
ELECTRICAL PIPES INSIDE OF THE POURED COLUMNS SHALL NOT T:AI<E UP MORE THAN 10%
OF THE CROSS -SECTIONAL AREA OF THE COLUMNS AND THEY DO NC T AFFECT THE COVER
ON THE REINFORCING STEEL
WELDED WIRE MESH:
WELDED WIRE MESH SHALL BE ASTM A185, GRADE 65,;FREE FROM OIL, SCALE, AND RUST AND SHALL BE
PLACED IN ACCORDANCE WITH ACI TYPICAL DETAILS.
MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES,
WOODTRUSSES TO BE DESIGNED AND FABRICATED IN ACCORDANCE'WITH THE "NATIONAL DESIGN
SPECIFICATIONS FOR SDTRESS-GRADE LUMBER AND IT FASTENINGS" BY NFPA
TRUSS DESIGN SHALL COMPLY WITH TPI/WTCABCSI 1-03 "BUILDING COMPONENT SAFETY
INFORMATION GUIDE TOGOOD PRACTICE FOR HANDLING, INSTALLING, & BRACING OF METAL PLATE
CONNECTED WOODTRUSSES" AND TP11-02 "NATIONAL DESIGN STANDARD FOR METAL -PLATE -
CONNECTED WOOD CONSTRUCTION
TRUSS DESIGNS SHALL BE SIGNED AND SEALED' RYA PROFESSIONAL ENGINEER REGISTERED IN FLORIDA.
SEE NOTES FOR SHOP DRAWINGS.
CONNECTOR PLATES SHALL BE A'MINIM'UM THICKNESSOFD.036" AND BE MANUFACTURED FROM
STEEL MEETING THE REQUIREMENTS OF ASTM A446, GRADE A AND SHALL BE HOT -DIPPED'
GALVANIZED.
IN HIGHLY CORROSIVE ENVIRONMENTS, CONNECTOR PLATE AS WELL AS THE HURRICANE STRAPS AND
LLTHE NAILS SHALL BE HOT DIPPED GALVANIZED TRIPLE ZINC - OR MADE STAINLESS
A NC S 185 COATED OF ST INL
STEEL.
HANDLING, ERECTION, AND BRACING OF TRUSSES SHALL BE IN, ACCORDANCE WITH TRUSS PLATE
INSTITUTE RECOMMENDATIONS.
HURRICANE STRAPS SHALL BE INSTALLED ACCORDING TO MANUFACTURER'S INSTRUCTIONS.
CONNECTORS OR RAPS THAT DO NOT MATCH EXACTLY THE ONES SPECIFIED IN THE DRAWINGS
O S STRAPS X N CI
REGARDING STEEL YIELD OR ULTIMATE STRENGTH, STEEL GRADE, DIMENSIONS (LENGTH AND WIDTH),
NUMBER AND DIAMETER OF HOLES FOR THE SAME SIZES OF NAILS R BOLTS. AND/OR DONUT HAVE
M A _ _ ZE O _ / _ _
THESAME GENERALSHA'PE, WILL NOT BE ACCEPTABLE.
THE CONTRACTOR i WILL BE RESPONSIBLE FOR KEEPINGTHE ROOF SAFELY IN ,PLACE IN PLACE IN THE
EVENT OF HIGH WINDS TRANSIENT LOADING CONDITIONS DURING CONSTRUCTION 'FAILURE TO
COMPLY WITH THESE PARAMETER WILL MAKE THE CONTRACTOR SOLELY RESPONSIBLE FOR ANYAND
ALL CONSEQUENTIAL DAMAGES CAUSED BT THE HORIZONTAL THRUST DEVELOPED BY THE ROOF
FRAMING DUE TO SUPERIMPOSED LOADING AND TRANSFERRED INTO THE BEAMS, WALLS, AND
COLU M NS.
CONTRACTOR SHALL SUBMIT SIGNED SEALED DRAWINGS OF ALTERNATE CONNECTION DETAILS AT
TRUSSES/GIRDERS TOCOLUMNS AND WALLS FORAPPROVAL.
THE ENGINEER AND ITS CONSULTANTS OR DESIGN PROFESSIONALS WILL NOT BE RESPONSIBLE FOR ANY
DAMAGE CAUSED AS A CONSEQUENCE OF TERMITE INFESTATION,
THE LOCATIONS OF GIRDERS AND TRUSSES SHOWN ON THE ROOF FRAMING PLAN WERE USED TO
FACILITATE DESIGN OF FOUNDATIONS, WALLS, AND BEAMS. THE CONTRACTORSHALL SUBMIT TRUSS'
SHOP DRAWINGS FOR REVIEW BYTHE STRUCTURAL ENGINEER OF RECORD PRIOR TO FABRICATION.
THE TRUSS FABRICATOR SHALL PROVIDE ENGINEERED SHOP DRAWINGS OF EACH INDIVIDUAL TRUSS
AND A FULLY DIMENSIONED ERECTION PLAN SHOWING COMPONENT' LAYOUT.
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A-2
Scale
3
S-1
Foundation
3/4" = 1'-0"
2
S-1
1' - 5 7/8" 1' - 4 3/8"
co00
2'-6"
7/8"
i
d
°o 1'-31/8" 1'-31/8" 1'-31/8" 1'-31/8" 1'-31/8"
3 3/8" 3 3/f
6' - 10"
INTERIORGYP5UM BOARD
PURRING OR CHANNEL
RIGID INOUL.ATION
JOINT REINFORCEMENT
CMU BACKLIP
LATH (OPTIONAL)
LATH FA aTENER . TYPE &
SFACING FERABTM C106
MORTAR 5CRATCH COAT
MORTAR5E"NG BED
ADHERED CONCRETE MASONRY
VENEER
MORTARJOINT
WEEP SCREEP
(OPTIONAL)
COLUMN & PLANTER TO HAVE APPLIED STONE SEE DETAIL THIS PAGE
STUCCO CAP
ch
--- #5 HORZ. TO 4 CORNERS OF
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#5 TIED TO (2) #5
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CONCRETE
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1 /2" = 1'-0"
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r Rebar
2'-8"
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1
Foundation
-2' - 4"
COLUMN & PLANTER TO HAVE APPLIED STONE SEE DETAIL THIS PAGE
STUCCO CAP
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BEAM BLK W/(1) o -- CLMN FILLED W/3000# CEMENT
#5 TIED TO (2) #5 #5
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CEMENT
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