8101 Stonebrook Dr 09-100aGENERAL
A. STRUCTURAL WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA
7. WIND LOADS:
BUILDING CODE (2004), AS ADOPTED AND SUPPLEMENTED BY LOCAL REGULATIONS.
THIS STRUCTURE HAS BEEN DESIGNED FOR WIND IN ACCORDANCE WITH
CHAPTER 16 OF THE FLORIDA BUILDING
CODE, 2004 EDITION, AS FOLLOWS:
B. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND
�
BASIC WIND SPEED:
120 MPH (3- SECOND GUST)
CONDITIONS AT THE SITE AND SHALL NOTIFY THE ARCHITECT OF DISCREPANCIES
Z
EXPOSURE CATEGORY:
B
BETWEEN THE ACTUAL CONDITIONS AND INFORMATION SHOWN ON THE DRAWINGS
0
IMPORTANCE FACTOR:
1.0
BEFORE PROCEEDING WITH THE WORK.
BUILDING CATEGORY:
OPEN
C. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE
INTERNAL PRESSURE COEFFICIENT:
N/A
COMPLETE DESIGN OF THE STRUCTURE. THEY DO NOT INDICATE THE METHODS OF
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DESIGN WIND PRESSURES (COMPONENTS
&CLADDING)
CONSTRUCTION UNLESS SO STATED OR NOTED. THE CONTRACTOR SHALL PROVIDE
W
W
WALL INTERIOR ZONE "4"
ROOF INTERIOR ZONE "1"
ALL MEASURES NECESSARY TO PROTECT THE WORKMEN, OR OTHER PERSONS DURING
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0 TO 19.99 SF N/A
CLEAR WIND FLOW
CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT NOT LIMITED TO BRACING,
20 TO 49.99 SF N/A
EFF WIND AREA >4.0(a) ^2 = 1.2J-1.1
SHORING FOR EARTH BANKS, FORMS, SCAFFOLDING, PLANKING, SAFETY NETS, SUPPORT
zo
50 T099.99 SF N/A
OBSTRUCTED WIND FLOOW
AND BRACING FOR CRANES AND GIN POLES.
100 SF &OVER NIA
EFF WIND AREA >4.0(a) ^2 = 0.51 -1.1
D. THE CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACING AND SHORING OF
ALL STRUCTURAL MEMBERS AS REQUIRED FOR STRUCTURAL STABILITY OF THE
WALL EDGE ZONE "5"
ROOF EDGE ZONE "L"
STRUCTURE DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL
0 TO 19.99 SF N/A
CLEAR WIND FLOW
IMMEDIATELY NOTIFY THE ARCHITECT OF ANY CONDITION WHICH, IN HIS OPINION, MIGHT
20 TO 49.99 SF N/A
EFF WIND AREA >4.0(a) ^2 = 1.21-1.1
ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS IN THE STRUCTURE.
50 TO 99.99 SF N/A
OBSTRUCTED WIND FLOOW
100 SF & OVER N/A
EFF WIND AREA >4.0(a) ^2 = 0.5/ -1.1
E. CONSTRUCTION MATERIALS SHALL NOT BE STACKED ON FLOORS OR ROOFS IN EXCESS
OF THE DESIGN LIVE LOADS WHICH ARE INDICATED IN THE GENERAL NOTES. IT IS THE
GENERAL CONTRACTOR'S RESPONSIBILITY TO INSURE THAT THE SUBCONTRACTORS
ARE INFORMED AND DO NOT VIOLATE THIS IMPORTANT REQUIREMENT. IMPACT SHALL
BE AVOIDED WHEN PLACING MATERIALS ON FLOORS OR ROOFS.
F. PLANS, SECTIONS AND DETAILS ARE NOT TO BE SCALED FOR DETERMINATION OF
QUANTITIES, LENGTHS OR FIT OF MATERIALS.
G. THE CONTRACTOR SHALL SUBMIT CONSTRUCTION JOINT LOCATIONS TO THE STRUCTURAL
ENGINEER FOR APPROVAL. CONSTRUCTION JOINTS EXPOSED TO EARTH OR WEATHER
SHALL BE WATERPROFFED PER THE SPECIFICATIONS.
H. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR MISCELLANEOUS
STEEL ITEMS NOT SHOWN HEREON.
I. COORDINATE SIZES AND LOCATIONS OF OPENINGS IN FLOORS AND ROOF WITH,
ARCHITECTURAL, MECHANICAL AND ELECTRICAL REQUIREMENTS.
J. FOR ACTUAL ELEVATION OF FIRST FLOOR, SEE CIVIL SITE PLAN.
K. SUBMIT WRITTEN REQUEST TO THE ARCHITECT FOR APPROVAL OF ANY PROPOSED
CHANGE TO THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. SPLICING, CUTTING,
NOTCHING OR OTHER ALTERATIONS TO STRUCTURAL MEMBERS ARE NOT PERMITTED
WITHOUT WRITTEN AUTHORIZATION OF THE STRUCTURAL ENGINEER. ANY UNAUTHORIZED
DEVIATION FROM THE CONTRACT DOCUMENTS, AND CORRECTIONS THEREOF, IS THE
RESPONSIBILITY OF THE CONTRACTOR.
L. THE MOST STRINGENT REQUIREMENTS APPLY IN CASE OF CONFLICT BETWEEN
SPECIFICATIONS, STANDARDS, CODES, AND DRAWINGS.
DESIGN
A. DESIGN DATA
1, ROOF LIVE LOADS 20 PSF
2. ROOF DEAD LOAD
3. FLOOR LIVE LOAD
4. FLOOR DEAD LOAD
5. STAIR LIVE LOAD
6. ALLOWABLE SOIL PRESSURE
SELF
40 PSF (SAME AS OCCUPANCY SERVED)
SELF
NOT APPLICABLE
NOT APPLICABLE
1,500 PSF(PRELIMINARY)
ROOF CORNER ZONE "3'
CLEAR WIND FLOW
EFF WIND AREA >4.0(a) ^2 = 1.2/-1.1
OBSTRUCTED WIND FLOOW
EFF WIND AREA >4.0(a) ^2 = 0.5/ -1.1
WOOD FRAMING
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A. GENERAL
1. LUMBER:
LUMBER USED FOR LOAD SUPPORTING PURPOSES, INCLUDING END - JOINTED OR
EDGE -GLUED LUMBER, MACHINE STRESS RATED OR MACHINE EVALUATED
LUMBER, SHALL BE IDENTIFIED BY THE GRADE MARK OF A LUMBER GRADING
OR INSPECTION AGENCY THAT HAS BEEN APPROVED BY AN ACCREDITATION
BODY THAT COMPLIES WITH DOC PS 20 OR EQUIVALENT. IN LIEU OF A GRADE
MARK ON THE MATERIAL, A CERTIFICATE OF INSPECTION AS TO SPECIES AND
GRADE ISSUED BY A LUMBER GRADING OR INSPECTION AGENCY MEETING
THE REQUIREMENTS OF FBC, SECTION 2303.1 IS PERMITTED TO BE ACCEPTED
FOR PRE -CUT, REMANUFACTURED OR ROUGH SAWN LUMBER, AND FOR SIZES
LARGER THAN 3 INCHES NOMINAL THICKNESS.
LUMBER PROPERTIES:
#2 SOUTHERN PINE(SP) #1 D. SOUTHERN PINE(SP)
2x & 4x DIMENSIONAL CUT 6x POST AND BEAMS
Fb = 1,250 psi (2x6) Fb = 1,550 psi
Fv = 175 psi Fv = 165 psi
E = 1,600,000 psi E = 1,600,000 psi
B. STRUCTURAL ENGINEERED TIMBER:
WEYERHAEUSER PARALLAM PSL SHALL BE MANUFACTURED FROM STRANDS OF SINGLE
WOOD SPECIES, OR SPECIES COMBINATIONS, THAT ARE ORIENTED PARALLEL TO THE
LENGTH OF THE MEMBER AND COATED WITHA PHENOL- FORMALDEHYDE ADHESIVE.
THE WOOD SEPCIES OR SPECIES COMBINATIONS AND ADHESIVES USED IN THE
MANUFACTURE OF PARALLAM PSL ARE SPECIFIED IN TEH APPROVED QUALITY
CONTROL MANUAL AND MANUFACTURING STANDARD PREPARED BY WEYERHAEUSER.
PRESERVATIVE - TREATED WOOD:
LUMBER, TIMBER, PLYWOOD, PILE AND POLES SUPPORTING PERMANENT
STRUCTURES REQUIRED BY FBC SECTION 2304.11 TO BE PRESERVATIVE
TREATED SHALL CONFORM TO THE REQUIREMENTS OF THE APPLICABLE AWPA
STANDARD Cl, C2, C3, C4, C9, C14, C15, C16, C22, C23, C24, C28, C31, C33 AND M4
FOR SPECIES, PRODUCT, PRESERVATIVE AND END USE. PRESERVATIVES
SHALL CONFORM TO APWA P1 /P13, P2, P5, P8, AND P9.
FOR SPECIES, PRODUCT, PRESERVATIVE AND END USE. PRESERVATIVES
a. IDENTIFICATION:
WOOD REQUIRED TO BE PRESERVATIVE TREATED SHALL BEAR THE
QUALITY MARK OF AN INSPECTION AGENCY THAT MAINTAINS
CONTINUING SUPERVISION, TESTING AND INSPECTION OVER THE
QUALITY OF THE PRESERVATIVE TREATED WOOD. INSPECTION
AGENCIES FOR THE PRESERVATIVE TREATED WOOD SHALL BE
BY AN ACCREDITATION BODY THAT COMPLIES WITH THE
REQUIREMENTS OF THE AMERICAN LUMBER STANDARDS TREATED
WOOD PROGRAM, OR EQUIVALEN. THE QUALITY MARK SHALL BE
ON A STAMP OR LABEL AFFIXED TO THE PRESERVATIVE TREATED
WOOD, AND SHALL INCLUDE THE FOLLOWING INFORMATION:
1. IDENTIFICATION OF TREATING MANUFACTURER.
2. TYPE OF PRESERVATIVE USED.
3. MINIMUM PRESERVATIVE RETENTION (pcf).
4. END USE FOR WHICH THE PRODUCT IS TREATED
5. AWPA STANDARD TO WHICH THE PRODUCT WAS
TREATED.
6. IDENTITY OF ACCREDITED INSPECTION AGENCY.
D. NAILS AND STAPLES:
NAILS AND STAPLES SHALL CONFORM TO REQUIREMENTS OF ASTM: F 1667.
NAILS USED FOR FRAMING AND SHEATHING CONNECTIONS SHALL HAVE A
MINIMUM AVERAGE BENDING YIELD STRENGTH AS FOLLOWS:
SHANK DIA. LARGER THAN 0.177" BUT NOT LARGER THAN 0.254" DIA
= 80 ksi
SHANK DIA. LARGER THAN 0.142" BUT NOT LARGER THAN 0.177" DIA:
= 90 ksi
SHANK DIA. 0.142" AND LESS:
= 100 ksi
AS A MINIMUM, FBC TABLE 2304.9.1 "FASTENING SCHEDULE" SHALL BE
FOLLOWED. SEE PLANS FOR SPECIAL FASTENING CONDITIONS.
ALL FASTENERS IN CONTACT WITH PT LUMBER SHALL BE HDG.
ALL SIMPSON PRODUCTS SHALL HAVE'Z -MAX' COATING, UNLESS NOTED OTHERWISE
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Oct 22,22f)(33
Patrick Rhoads, PE
FL Reg. No. 634 1.9
Proj. No. 08 -156
DATE : 10/09/08
DRAWN : PAR
CHECK : PAR
S -1.0
CAST IN PLACE CONCQETE
A. ALL CONCRETE SHALL HAVE THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28
DAYS:
ALL ELEMENTS CAST IN PLACE: 2,500 PSI
CAST -IN -PLACE CONCRETE SHALL MEET THE FOLLOWING MATERIAL REQUIREMENTS:
1. CEMENT: USE DOMESTIC PORTLAND CEMENT
2. FINE AGGREGATE: CLEAN SAND
3. COARSE AGGREGATE: CLEAN LIME STONE, SIZE 57, EXCEPT FOR FILL
CELLS, WHICH SHALL BE SIZE 8.
4. NO CALCIUM CHLORIDE SHALL BE USED.
B. ALL CONCRETE SHALL HAVE A SLUMP OF 4" PLUS OR MINUS 1 ", AND HAVE 2% TO 4
AIR ENTRAINMENT, AND A MAXIMUM WATER/CEMENT RATIO OF 0.40. (FBC 1904.4.2)
C. CONCRETE MIX DESIGN SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF ACI
301 CHAPTER 3, METHOD 1 OR METHOD 2. SUBMIT BACKUP DATA AS REQUIRED BY
CHAPTER 5 SECTION 5.3. OF THE LATEST EDITION OF ACI 318.
D. ALL REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL
CONFORMING TO ASTM A -615 GRADE 60, #4 AND SMALLER = GRADE 40.
E. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -185. WWF SHALL BE LAPPED AT
LEAST 8" AND CONTAIN AT LEAST ONE CROSS WIRE WITHIN THE 8 ".
F. FIBER - REINFORCED CONCRETE IS AN ACCEPTABLE ALTERNATIVE TO WELDED -WIRE
FABRIC. REINFORCED CONCRETE FIBERS SHALL BE 100% VIRGIN POLYPROPYLENE
FIBRILLATED FIBERS AS MANUFACTURED BY FIBERMESH Co. (NO SUBSTITUTIONS
PERMITTED) APPLIED AT THE RATE OF 1.5 LBS PER CUBIC YARD.
G. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND
"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301.
H. ALL REINFORCING DETAILS SHALL CONFORM TO "MANUAL OF STANDARD PRACTICE
FOR DETAILING REINFORCED CONCRETE STRUCTURES" ACI 315 LATEST EDITION,
UNLESS DETAILED OTHERWISE ON THE STRUCTURAL DRAWINGS.
I. CONTRACTOR SHALL REVIEW ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SIZE
AND LOCATION OF EMBEDDED ITEMS, SLEEVES, SLAB DEPRESSIONS, SLOPES, ETC.
REQUIRED BY OTHER TRADES. THESE ITEMS SHALL BE FURNISHED AND INSTALLED
PRIOR TO PLACEMENT OF CONCRETE.
J. CONTRACTOR SHALL VERIFY LOCATIONS OF OPENINGS, SLEEVES, ANCHOR BOLTS,
INSERTS, ETC., AS REQUIRED BY OTHER TRADES BEFORE CONCRETE IS PLACED.
K. WHERE BAR LENGTHS ARE GIVEN ON THE DRAWINGS, THE LENGTH OF ANY HOOK, IF
REQUIRED, IS NOT INCLUDED. HOOKS SHALL BE PROVIDED AT DISCONTINUOUS ENDS
OF ALL TOP BARS OF BEAMS AND AT SLABS EDGES, U.N.O.
L. CONTRACTOR SHALL PROVIDE SPACERS, CHAIRS, BOLSTERS, ETC. NECESSARY TO
SUPPORT REINFORCING STEEL. SUPPORT ITEMS WHICH BEAR ON EXPOSED CONCRETE
SURFACES SHALL HAVE ENDS WHICH ARE PLASTIC TIPPED OR STAINLESS STEEL.
M. CONTRACTOR SHALL PROVIDE 314 INCH CHAMFER ON ALL EXPOSED CORNERS OF
COLUMNS, BEAMS, AND WALLS UNLESS OTHERWISE INDICATED ON THE ARCHITECTURAL
DRAWINGS.
N. THE FOLLOWING MINIMUM CONCRETE COVER TO BE PROVIDED FOR REINFORCEMENT:
3" CONCRETE CAST AGAINST AND PERMANENTLY
EXPOSED TO EARTH.
2" CONCRETE EXPOSED TO EARTH OR WEATHER,
#6 THROUGH #18 BARS.
1 12" CONCRETE EXPOSED TO EARTH OR WEATHER,
#5 BAR AND SMALLER.
1 12" CONCRETE NOT EXPOSED TO WEATHER OR
IN CONTACT WITH EARTH FOR THE PRIMARY
REINFORCEMENT, TIES, STIRRUPS, AND SPIRALS
IN BEAMS AND COLUMNS:
3/4" CONCRETE NOT EXPOSED TO WEATHER NOR IN
CONTACT WITH EARTH FOR SLABS, WALLS, AND
JOISTS, #11 BAR AND SMALLER.
O. HORIZONTAL FOOTING BARS SHALL BE BENT V -0" AROUND CORNERS OR CORNER BARS
WITH 2'-0" LAP SHALL BE PROVIDED.
P. HORIZONTAL KEYWAYS IN CONSTRUCTION JOINTS SHALL BE PROVIDED IN BEAMS,
SUPPORTED SLABS, AND WALL FOOTINGS WITH A DEPTH OF 1 -1/2" AND HEIGHT EQUAL
TO ONE -THIRD OF THE MEMBER'S DEPTH. REINFORCEMENT SHALL BE CONTINUOUS
THROUGH CONSTRUCTION JOINTS UNLESS OTHERWISE NOTED ON THE DRAWINGS.
CONSTRUCTION JOINTS MAY BE USED ONLY AT LOCATIONS SHOWN ON THE DRAWINGS
OR AT OTHER LOCATIONS APPROVED BY THE ARCHITECT.
Q. CONTRACTOR SHALL KEEP A COPY OF "FIELD REFERENCE MANUAL" (ACI PUBLICATION
SP -15, LATEST EDITION) AT THE PROJECT FIELD OFFICE.
R. MINIMUM LAP SPLICES ON ALL REINFORCING BAR SPLICES SHALL BE PER THE
FOLLOWING TABLE EXCEPT WHERE OTHERWISE NOTED ON THE DRAWINGS. FOR BEAMS
& ELEVATED SLABS, LAP BOTTOM STEEL AT THE SUPPORT & TOP STEEL OVER THE
MIDSPAN, UNLESS OTHERWISE NOTED.
S.
REINFORCING - LAP LENGTHS
BAR SIZE
#3
#4
#5
#6
#7
TOP BAR
24"
32"
40"
48"
56"
BOT BAR
18"
25"
31"
37"
43"
' TOP BAR IS DEFINED AS ANY HORIZONTAL BAR
WITH 12" OR MORE OF CONCRETE PLACED BELOW THE BAR
GROUT UNDER BEARING PLATES SHALL BE NON - METALLIC, NON-SHRINK TYPE WITH A
COMPRESSIVE STRENGTH OF AT LEAST 6000 PSI IN SEVEN DAYS. VIBROPRUF #11. BY
LAMBERT CORPORATION, OR ACCEPTED SUBSTITUTE.
T. THE CONTRACTOR SHALL EMPLOY A TESTING LABORATORY TO PREPARE TEST
CYLINDERS REPRESENTING CONCRETE POURED EVERY DAY, ONE SET PER DAY OR
ONE SET FOR EACH 50 CUBIC YARDS POURED, MAXIMUM. THE TESTING LABORATORY
TECHNICIAN SHALL BE PRESENT AT THE BEGINNING OF EACH POUR. LABORATORY
REPORT SHALL BE FURNISHED TO THE STRUCTURAL ENGINEER SHOWING STRENGTH OF
CONCRETE AT 7 AND 28 DAYS.
U. THE MAXIMUM SPACING OF SLAB CONTROUCONSTRUCTION JOINTS SHALL BE AS SHOWN
IN THE FOLLOWING SCHEDULE (UNLESS NOTED OTHERWISE ON THE FOUNDATION PLANS):
THE MAXIMUM ASPECT RATIO (L / W) FOR CONTROUCONSTRUCTION JOINTS
SHALL BE 1.25.
I! �
CONTROL JOINT SPACING
SLAB
THICKNESS
(IN.)
AGGREGATE SIZE
LESS THAN 3/4" GREATER THAN 3/4" "
4 IN
8 FT 12 FT
5 IN
10 FT 13 FT
6 IN
12 FT 15 FT
' COURSE AGGREGATE IS SPECIFIED
THE MAXIMUM ASPECT RATIO (L / W) FOR CONTROUCONSTRUCTION JOINTS
SHALL BE 1.25.
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06t 22, 2008
Patrick Rhoads, PE
FL Reg. Nu. 634191
Proj. No. 08 -156
DATE : 10/09/08
DRAWN : PAR
CHECK- PAR
S -1.1
NOTE: PLYWOOD SHIM
NEEDS TO BE REMOVED
FROM TOP OF THE (3)
2x12's.
INSTALL TALLER TRIMMER
STUDS IN WALL
(:3
(3) #2 PT SP 2)
(3) 2X TRIMME, ..
EACH END
SUPPORT
SUPPORT
SUPPORT
SUPPORT
SUPPORT
SUPPORT
SUPPORT
31MPSON LUS210 HANGER
w/ Z -MAX COATING
#2 PT SP 2x10 LEDGER
FASTENED TO EX RIM w/
(5) 16d COM at 24" OR (3)
16 d COM at 12" o.c. TOP
FASTENER AT 12" o.c. TO
BE #10x4 HDG SCREW
DECK SUPPORTED BY
)R STRUCTURE ON THREE SIDES
3 AND REPLACED WOOD BEAM
WITH TRIMMERS.
!" EXT GRADE CDX SR 32/16
ETTER. T &G OR 2x FLAT
;KED AT SHEATHING
TS. FASTEN w/ 0.148" x 3"
3 at 6" o.c EDGES AND 12"
o.c FIELD. COVER WITH
WATERPROOF MEMBRANE
BEFORE PLACING CONCRETE
TOPPING. MAX THICKNESS OF
TOPPING = 3 ". USE WWF 6x6
W1.4xW1.4 CENTERED IN SLAB.
SHEATHING TO BE
LAID PERPENDICULAR
TO FRAMING
PLAN AND ELEVATION
SCALE 1/4 =1' -0"
PLYWOOD
SHEATHING
#2 PT 2x BLOCKING
EVERY OTHER BAY
MAX 3" CONC
TOPPING
2x10 JOIST
(3) 2x12's BEAM
EXISTING
STRUCTURE
GRADE
EXISTING CONC
SLAB ON GRADE
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Patrick Rhoads, FE
FL Reg. No. 53419
Proj. No. 08 -156
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Patrick Rhoads, FE
FL Reg. No. 53419
Proj. No. 08 -156
DATE : 10/09/08
DRAWN PAR
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CHECK PAR
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GENERAL
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A. STRUCTURAL WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA 7. WIND LOADS: C. PRESERVATIVE - TREATED WOOD: F z
BUILDING CODE (2004), AS ADOPTED AND SUPPLEMENTED BY LOCAL REGULATIONS. THIS STRUCTURE HAS BEEN DESIGNED FOR WIND IN ACCORDANCE WITH LUMBER, TIMBER, PLYWOOD, PILE AND POLES SUPPORTING PERMANENT U :
CHAPTER 16 OF THE FLORIDA BUILDING CODE, 2004 EDITION, AS FOLLOWS: STRUCTURES REQUIRED BY FBC SECTION 2304.11 TO BE PRESERVATIVE p �U
B. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND W
BASIC WIND SPEED: 120 MPH (3- SECOND GUST) TREATED SHALL CONFORM TO THE REQUIREMENTS OF THE APPLICABLE AWPA
CONDITIONS AT THE SITE AND SHALL NOTIFY THE ARCHITECT OF DISCREPANCIES EXPOSURE CATEGORY: B STANDARD Cl, 132, 133, 134, 139, 1314, 1315, 1316, 1322, 1323, 1324, 1328, 1331, 1333 AND M4 ° C, W li.l
BETWEEN THE ACTUAL CONDITIONS AND INFORMATION SHOWN ON THE DRAWINGS y �i rn �- W
IMPORTANCE FACTOR: 1.0 FOR SPECIES, PRODUCT, PRESERVATIVE AND END USE. PRESERVATIVES < �" '^ ' ;� zl_:i
BEFORE PROCEEDING WITH THE WORK. Lu ¢ -1 v v ly >
BUILDING CATEGORY: OPEN SHALL CONFORM TO APWA Pt /P13, P2, P5, P6, AND P9. Z W u. Q
C. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE INTERNAL PRESSURE COEFFICIENT: N/A FOR SPECIES, PRODUCT, PRESERVATIVE AND END USE. PRESERVATIVES - x > o o W IS
COMPLETE DESIGN OF THE STRUCTURE. THEY DO NOT INDICATE THE METHODS OF a. IDENTIFICATION: �w•' W J 4 d. C4 3
DESIGN WIND PRESSURES (COMPONENTS & CLADDING): V LLJ Lj
CONSTRUCTION UNLESS SO STATED OR NOTED. THE CONTRACTOR SHALL PROVIDE WALL INTERIOR ZONE "4" ROOF INTERIOR ZONE "1" WOOD REQUIRED TO BE PRESERVATIVE TREATED SHALL BEAR THE Z 3 ty z
` ^ X �
ALL MEASURES NECESSARY TO PROTECT THE WORKMEN, OR OTHER PERSONS DURING QUALITY MARK OF AN INSPECTION AGENCY THAT MAINTAINS Y� O
0 TO 19.99 SF N/A CLEAR WIND FLOW Z
CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT NOT LIMITED TO BRACING, 20 TO 49.99 SF N/A EFF WIND AREA >4.0(a) ^2 = 1.21 -1.1 CONTINUING SUPERVISION, TESTING AND INSPECTION OVER THE W
SHORING FOR EARTH BANKS, FORMS, SCAFFOLDING, PLANKING, SAFETY NETS, SUPPORT QUALITY OF THE PRESERVATIVE TREATED WOOD. INSPECTION J
50 TO 99.99 SF N/A OBSTRUCTED WIND FLOOW Z Q
AND BRACING FOR CRANES AND GIN POLES. AGENCIES FOR THE PRESERVATIVE TREATED WOOD SHALL BE
100 SF &OVER N/A EFF WIND ARF�. >4.0(a) ^2 = 0.5/ -1.1 - uj
-
D. THE CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACING AND SHORING OF BY AN ACCREDITATION BODY THAT COMPLIES WITH THE
ALL STRUCTURAL MEMBERS AS REQUIRED FOR STRUCTURAL STABILITY OF THE WALL EDGE ZONE "5" ROOF EDGE ZONE "2" REQUIREMENTS OF THE AMERICAN LUMBER STANDARDS TREATED (�
WOOD PROGRAM, OR EQUIVALEN. THE QUALITY MARK SHALL BE
STRUCTURE DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL 0 TO 19.99 SF N/A CLEAR WIND FLOW
ON A STAMP OR LABEL AFFIXED TO THE PRESERVATIVE TREATED F-
IMMEDIATELY NOTIFY THE ARCHITECT OF ANY CONDITION WHICH, IN HIS OPINION, MIGHT 20 TO 49.99 SF N/A EFF WIND AREA >4.0(a) ^2 = 1.21-1.1 Q U) WOOD, AND SHALL INCLUDE THE FOLLOWING INFORMATION:
ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS IN THE STRUCTURE. 50 TO 99.99 SF N/A OBSTRUCTED WIND FLOOW
1. IDENTIFICATION OF TREATING MANUFACTURER.
E. CONSTRUCTION MATERIALS SHALL NOT BE STACKED ON FLOORS OR ROOFS IN EXCESS 100 SF & OVER N/A EFF WIND AREA >4.0(a) ^2 = 0.5/ -1.1 2. TYPE OF PRESERVATIVE USED.
OF THE DESIGN LIVE LOADS WHICH ARE INDICATED IN THE GENERAL NOTES. IT IS THE ROOF CORNER ZONE "3" 3. MINIMUM PRESERVATIVE RETENTION (pcf).
GENERAL CONTRACTOR'S RESPONSIBILITY TO INSURE THATTHE SUBCONTRACTORS 4. END USE FOR WHICH THE PRODUCT IS TREATED
ARE INFORMED AND DO NOT VIOLATE THIS IMPORTANT REQUIREMENT. IMPACT SHALL CLEAR WIND FLOW 5. AWPA STANDARD TO WHICH THE PRODUCT WAS
BE AVOIDED WHEN PLACING MATERIALS ON FLOORS OR ROOFS. EFF WIND AREA >4.0(a) ^2 = 1.2/ -1.1 TREATED. �, r / J )
OBSTRUCTED WIND FLOOW
6. IDENTITY OF ACCREDITED INSPECTION AGENCY. uj
F. PLANS, SECTIONS AND DETAILS ARE NOT TO BE SCALED FOR DETERMINATION OF EFF WIND AREA >4.0(a) ^2 = 0.51 -1.1 !;
QUANTITIES, LENGTHS OR FIT OF MATERIALS. D. NAILS AND STAPLES:
� ® ®D LS AND STAPLES SHALL CONFORM TO REQUIREMENTS OF ASTM: F 1667. O
I
G. THE CONTRACTOR SHALL SUBMIT CONSTRUCTION JOINT LOCATIONS TO THE STRUCTURAL �j FRAMING NA NA I LS USED FOR FRAMING AND SHEATHING CONNECTIONS SHALL HAVE A z
ENGINEER FOR APPROVAL. CONSTRUCTION JOINTS EXPOSED TO EARTH OR WEATHER � < MINIMUM AVERAGE BENDING YIELD STRENGTH AS FOLLOWS:
SHALL BE WATERPROFFED PER THE SPECIFICATIONS. A. GENERAL
SHANK DIA. LARGER THAN 0.177" BUT NOT LARGER THAN 0.254" DIA:
H. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR MISCELLANEOUS 1. LUMBER: = 80 ksi � 1„S
L
STEEL ITEMS NOT SHOWN HEREON.
LUMBER USED FOR LOAD SUPPORTING PURPOSES, INCLUDING END - JOINTED OR v
SHANK DIA. LARGER THAN 0.142" BUT NOT LARGER THAN 0.177" DIA:
EDGE -GLUED LUMBER, MACHINE STRESS RATED OR MACHINE EVALUATED
= 90 ksi
I. COORDINATE SIZES AND LOCATIONS OF OPENINGS IN FLOORS AND ROOF WITH, LUMBER, SHALL BE IDENTIFIED BY THE GRADE MARK OF A LUMBER GRADING
SHANK DIA. 0.142" AND LESS: Z
ARCHITECTURAL, MECHANICAL AND ELECTRICAL REQUIREMENTS. OR INSPECTION AGENCY THAT HAS BEEN APPROVED BY AN ACCREDITATION = 100 ksi
BODY THAT COMPLIES WITH DOC PS 20 OR EQUIVALENT. IN LIEU OF A GRADE W
J. FOR ACTUAL ELEVATION OF FIRST FLOOR, SEE CIVIL SITE PLAN. MARK ON THE MATERIAL, A CERTIFICATE OF INSPECTION AS TO SPECIES AND AS A MINIMUM, FBC TABLE 2304.9.1 "FASTENING SCHEDULE" SHALL BE Tn n,
FOLLOWED. SEE PLANS FOR SPECIAL FASTENING CONDITIONS. l( "^J
�J�%
K. SUBMIT WRITTEN REQUEST TO THE ARCHITECT FOR APPROVAL OF ANY PROPOSED GRADE ISSUED BY A LUMBER GRADING OR INSPECTION AGENCY MEETING v �,Il
CHANGE TO THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. SPLICING, CUTTING, THE REQUIREMENTS OF FBC, SECTION 2303.1 IS PERMITTED TO BE ACCEPTED ]z ALL FASTENERS IN CONTACT WITH PT LUMBER SHALL BE HDG. V
NOTCHING OR OTHER ALTERATIONS TO STRUCTURAL MEMBERS ARE NOT PERMITTED FOR PRE -CUT, REMANUFACTURED OR ROUGH SAWN LUMBER, AND FOR SIZES ALL SIMPSON PRODUCTS SHALL HAVE'Z -MAX' COATING, UNLESS NOTED OTHERWISE
WITHOUT WRITTEN AUTHORIZATION OF THE STRUCTURAL ENGINEER. ANY UNAUTHORIZED LARGER THAN 3 INCHES NOMINAL THICKNESS. tl
DEVIATION FROM THE CONTRACT DOCUMENTS, AND CORRECTIONS THEREOF, IS THE LUMBER PROPERTIES:
RESPONSIBILITY OF THE CONTRACTOR.
#2 SOUTHERN PINE(SP) #1 D. SOUTHERN PINE(SP) /I"'� F?`'�•' -� ME
L. THE MOST STRINGENT REQUIREMENTS APPLY IN CASE OF CONFLICT BETWEEN +�� cT�l "~ v '�.• �/ / /
2x & 4x DIMENSIONAL CUT 6x POST AND BEAMS H 3�. C �4 f t_� �� j i l IF-
SPECIFICATIONS, STANDARDS, CODES, AND DRAWINGS., �Y n° t td �aJ e1 w cc�
Fb = 1.250 psi (2x6) Fib = 1,550 psi 1� t\ `�, 5� ti d c"'
®�IItl Fv =175 psi. Fv =165 psi tad ',jh�_ d .•cam :- :.Ft.�.=�F� U'J� �.•
c�a
E -1,600,000 psi E = 1,600,000 psi 5i �, `•_,` �r
A. DESIGN DATA p p B. STRUCTURAL ENGINEERED TIMBER: �:� t-(6
1. ROOF LIVE LOADS 20 PSF WEYERHAEUSER PARALLAM PSL SHALL BE MANUFACTURED FROM STRANDS OF SINGLE �'` ] ` - Oct 22, 20138
WOOD SPECIES, OR SPECIES COMBINATIONS, THAT ARE ORIENTED PARALLEL TO THE Patrick Rnuads, PE
2. ROOF DEAD LOAD SELF F(- Reg. No. 63419
LENGTH OF THE MEMBER AND COATED WITHA PHENOL- FORMALDEHYDE ADHESIVE. ,�,A/ -
3. FLOOR LIVE LOAD 40 PSF (SAME AS OCCUPANCY SERVED) THE WOOD SEPCIES OR SPECIES COMBINATIONS AND ADHESIVES USED IN THE P r o j. N o. 08 -156
4. FLOOR DEAD LOAD SELF MANUFACTURE OF PARALLAM PSL ARE SPECIFIED IN TEH APPROVED QUALITY OFFICE
CONTROL MANUAL AND MANUFACTURING STANDARD PREPARED BY WEYERHAEUSER. DATE : 10/09/08
5. STAIR LIVE LOAD NOT APPLICABLE
NOT APPLICABLE
6. ALLOWABLE SOIL PRESSURE 1,500 PSF(PRELIMINARY) DRAWN PAR
CHECK PAR
S -1.0
CAST IN PLACE CONCRETE
A. ALL CONCRETE SHALL HAVE THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28
DAYS:
ALL ELEMENTS CAST IN PLACE: 2,500 PSI
CAST -IN -PLACE CONCRETE SHALL MEET THE FOLLOWING MATERIAL REQUIREMENTS:
1. CEMENT: USE DOMESTIC PORTLAND CEMENT
2. FINE AGGREGATE: CLEAN SAND
3. COARSE AGGREGATE: CLEAN LIME STONE, SIZE 57, EXCEPT FOR FILL
CELLS, WHICH SHALL BE SIZE 8.
4. NO CALCIUM CHLORIDE SHALL BE USED.
B. ALL CONCRETE SHALL HAVE A SLUMP OF 4" PLUS OR MINUS 1 ", AND HAVE 2 %TO4 %
AIR ENTRAINMENT, AND A MAXIMUM WATER/CEMENT RATIO OF 0.40. (FBC 1904.4.2)
C. CONCRETE MIX DESIGN SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF ACI
301 CHAPTER 3, METHOD 1 OR METHOD 2. SUBMIT BACKUP DATA AS REQUIRED BY
CHAPTER 5 SECTION 5.3. OF THE LATEST EDITION OF ACI 318.
D. ALL REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL
CONFORMING TO ASTM A -615 GRADE 60, #4 AND SMALLER = GRADE 40.
E. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -185. WWF SHALL BE LAPPED AT
LEAST 8" AND CONTAIN AT LEAST ONE CROSS WIRE WITHIN THE 8 ".
F. FIBER - REINFORCED CONCRETE IS AN ACCEPTABLE ALTERNATIVE TO WELDED -WIRE
FABRIC. REINFORCED CONCRETE FIBERS SHALL BE 100% VIRGIN POLYPROPYLENE
FIBRILLATED FIBERS AS MANUFACTURED BY FIBERMESH Co. (NO SUBSTITUTIONS
PERMITTED) APPLIED AT THE RATE OF 1.5 LBS PER CUBIC YARD.
G. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND
"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301.
H. ALL REINFORCING DETAILS SHALL CONFORM TO "MANUAL OF STANDARD PRACTICE
FOR DETAILING REINFORCED CONCRETE STRUCTURES" ACI 315 LATEST EDITION,
UNLESS DETAILED OTHERWISE ON THE STRUCTURAL DRAWINGS.
I. CONTRACTOR SHALL REVIEW ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SIZE
AND LOCATION OF EMBEDDED ITEMS, SLEEVES, SLAB DEPRESSIONS, SLOPES, ETC.
REQUIRED BY OTHER TRADES. THESE ITEMS SHALL BE FURNISHED AND INSTALLED
PRIOR TO PLACEMENT OF CONCRETE.
J. CONTRACTOR SHALL VERIFY LOCATIONS OF OPENINGS, SLEEVES, ANCHOR BOLTS,
INSERTS, ETC., AS REQUIRED BY OTHER TRADES BEFORE CONCRETE IS PLACED.
K. WHERE BAR LENGTHS ARE GIVEN ON THE DRAWINGS, THE LENGTH OF ANY HOOK, IF
REQUIRED, IS NOT INCLUDED. HOOKS SHALL BE PROVIDED AT DISCONTINUOUS ENDS
OF ALL TOP BARS OF BEAMS AND AT SLABS EDGES, U.N.O.
L. CONTRACTOR SHALL PROVIDE SPACERS, CHAIRS, BOLSTERS, ETC. NECESSARY TO
SUPPORT REINFORCING STEEL. SUPPORT ITEMS WHICH BEAR ON EXPOSED CONCRETE
SURFACES SHALL HAVE ENDS WHICH ARE PLASTIC TIPPED OR STAINLESS STEEL.
M. CONTRACTOR SHALL PROVIDE 314 INCH CHAMFER ON ALL EXPOSED CORNERS OF
COLUMNS, BEAMS, AND WALLS UNLESS OTHERWISE INDICATED ON THE ARCHITECTURAL
DRAWINGS.
N. THE FOLLOWING MINIMUM CONCRETE COVER TO BE PROVIDED FOR REINFORCEMENT:
3" CONCRETE CAST AGAINST AND PERMANENTLY
EXPOSED TO EARTH.
2" CONCRETE EXPOSED TO EARTH OR WEATHER.
46 THROUGH #18 BARS.
1 12" CONCRETE EXPOSED TO EARTH OR WEATHER,
#5 BAR AND SMALLER.
1 12" CONCRETE NOT EXPOSED TO WEATHER OR
IN CONTACT WITH EARTH FOR THE PRIMARY
REINFORCEMENT, TIES. STIRRUPS, AND SPIRALS
IN BEAMS AND COLUMNS:
3/4" CONCRETE NOT EXPOSED TO WEATHER NOR IN
CONTACT WITH EARTH FOR SLABS, WALLS, AND
JOISTS, #11 BAR AND SMALLER.
O. HORIZONTAL FOOTING BARS SHALL BE BENT V -0" AROUND CORNERS OR CORNER BARS
WITH 2' -0" LAP SHALL BE PROVIDED.
P. HORIZONTAL KEYWAYS IN CONSTRUCTION JOINTS SHALL BE PROVIDED IN BEAMS,
SUPPORTED SLABS, AND WALL FOOTINGS WITH A DEPTH OF 1 -12" AND HEIGHT EQUAL
TO ONE -THIRD OF THE MEMBER'S DEPTH. REINFORCEMENT SHALL BE CONTINUOUS
THROUGH CONSTRUCTION JOINTS UNLESS OTHERWISE NOTED ON THE DRAWINGS.
CONSTRUCTION JOINTS MAY BE USED ONLY AT LOCATIONS SHOWN ON THE DRAWINGS
OR AT OTHER LOCATIONS APPROVED BY THE ARCHITECT.
Q. CONTRACTOR SHALL KEEP A COPY OF "FIELD REFERENCE MANUAL" (ACI PUBLICATION
SP -15, LATEST EDITION) AT THE PROJECT FIELD OFFICE.
R. MINIMUM LAP SPLICES ON ALL REINFORCING BAR SPLICES SHALL BE PER THE
FOLLOWING TABLE EXCEPT WHERE OTHERWISE NOTED ON THE DRAWINGS. FOR BEAMS
& ELEVATED SLABS, LAP BOTTOM STEEL AT THE SUPPORT & TOP STEEL OVER THE
MIDSPAN, UNLESS OTHERWISE NOTED.
S.
REINFORCING - LAP LENGTHS
BAR SIZE
43
#4
#5
#6
#7
TOP BAR
24"
32"
40"
48"
56"
BOT BAR
18"
25"
31"
37"
43"
" TOP BAR IS DEFINED AS ANY HORIZONTAL BAR
WITH 12" OR MORE OF CONCRETE PLACED BELOW THE BAR
GROUT UNDER BEARING PLATES SHALL BE NON - METALLIC, NON - SHRINK TYPE WITH A
COMPRESSIVE STRENGTH OF AT LEAST 6000 PSI IN SEVEN DAYS. VIBROPRUF #11, BY
LAMBERT CORPORATION, OR ACCEPTED SUBSTITUTE.
T. THE CONTRACTOR SHALL EMPLOY A TESTING LABORATORY TO PREPARE TEST
CYLINDERS REPRESENTING CONCRETE POURED EVERY DAY, ONE SET PER DAY OR
ONE SET FOR EACH 50 CUBIC YARDS POURED, MAXIMUM. THE TESTING LABORATORY
TECHNICIAN SHALL BE PRESENT AT THE BEGINNING OF EACH POUR. LABORATORY
REPORT SHALL BE FURNISHED TO THE STRUCTURAL ENGINEER SHOWING STRENGTH OF
CONCRETE AT 7 AND 28 DAYS.
U. THE MAXIMUM SPACING OF SLAB CONTROL/CONSTRUCTION JOINTS SHALL BE AS SHOWN
IN THE FOLLOWING SCHEDULE (UNLESS NOTED OTHERWISE ON THE FOUNDATION PLANS):
THE MAXIMUM ASPECT RATIO (L / W) FOR CONTROUCONSTRUCTION JOINTS
SHALL BE 1.25.
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SLAB
THICKNESS
(IN.)
AGGREGATE SIZE
LESS THAN 3/4" GREATER THAN 3/4" "
4 IN
8 FT 12 FT
5 IN
10 FT 13 FT
6 IN
12 FT 15 FT
" COURSE AGGREGATE IS SPECIFIED
THE MAXIMUM ASPECT RATIO (L / W) FOR CONTROUCONSTRUCTION JOINTS
SHALL BE 1.25.
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Oct 22, 20018
.
Patrick Rhoads, PE
LLI
PL Reg. No. 63419
1
Proj. No. 08 -156
O-
DATE : 10/09/08
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Oct 22, 20018
.
Patrick Rhoads, PE
�j
PL Reg. No. 63419
Proj. No. 08 -156
®
DATE : 10/09/08
DRAWN PAR
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A
NOTE: PLYWOOD SHIM
NEEDS TO BE REMOVED
FROM TOP OF THE (3)
2x12's.
INSTALL TALLER TRIMMER
STUDS IN WALL
8
(3) #2 PT SP 2,
(3) 2X TRIMME...,
EACH END
SUPPORT
SUPPORT
SUPPORT
SUPPORT
SUPPORT
SUPPORT
SUPPORT
>IMPSON LUS210 HANGER
N/ Z -MAX COATING
#2 PT SP 2x10 LEDGER
FASTENED TO EX RIM w/
(5) 16d COM at 24" OR (3)
16 d COM at 12" o.c. TOP
FASTENER AT 12" o.c. TO
BE #10x4 HDG SCREW
DECK SUPPORTED BY
)R STRUCTURE ON THREE SIDES
S AND REPLACED WOOD BEAM
WITH TRIMMERS.
!" EXT GRADE CDX SR 32/16
ETTER. T &G OR 2x FLAT
;KED AT SHEATHING
TS. FASTEN w/ 0.148" x 3"
S at 6" o.c EDGES AND 12"
o.c FIELD. COVER WITH
WATERPROOF MEMBRANE
BEFORE PLACING CONCRETE
TOPPING. MAX THICKNESS OF
TOPPING = 3 ". USE WWF 6x6
W1.4xW1.4 CENTERED IN SLAB.
SHEATHING TO BE
LAID PERPENDICULAR
TO FRAMING
PLAN AND ELEVATION
SCALE 1/4 =1' -0"
PLYWOOD
SHEATHING
#2 PT 2x BLOCKING
EVERY OTHER BAY
ffl no
MAX 3" CONC
TOPPING
2x10 JOIST
(3) 2x12's BEAM
EXISTING
STRUCTURE
GRADE
EXISTING CONC
SLAB ON GRADE
n PA 57"N
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Patrick Rhoads, RE
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Prcj. No. 08 - -156
DATE : 10/09/08
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Patrick Rhoads, RE
F1 Reg. No._63499
Prcj. No. 08 - -156
DATE : 10/09/08
DRAWN PAR
69—
CHECK PAR
S -2.0
rn
GENERAL � �
� U
Q M z
A. STRUCTURAL WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA 7. WIND LOADS: C. PRESERVATIVE - TREATED WOOD: •' F z
BUILDING CODE (2004), AS ADOPTED AND SUPPLEMENTED BY LOCAL REGULATIONS. THIS STRUCTURE HAS BEEN DESIGNED FOR WIND IN ACCORDANCE WITH LUMBER, TIMBER, PLYWOOD, PILE AND POLES SUPPORTING PERMANENT Z U O
CHAPTER 16 OF THE FLORIDA BUILDING CODE, 2004 EDITION, AS FOLLOWS: STRUCTURES REQUIRED BY FBC SECTION 2304.11 TO BE PRESERVATIVE G1 4 OU
B. THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND
CONDITIONS AT THE SITE AND SHALL NOTIFY THE ARCHITECT OF DISCREPANCIES
BASIC WIND SPEED: 120 MPH (3- SECOND GUST) TREATED SHALL CONFORM TO THE REQUIREMENTS OF THE APPLICABLE AWPA
.] � z m In I�
EXPOSURE CATEGORY: B STANDARD C1, C2, C3, C4, C9, C14, C15, C16, C22, C23, C24, C28, C31, C33 AND M4 l 1' o C' WW z
BETWEEN THE ACTUAL CONDITIONS AND INFORMATION SHOWN ON THE DRAWINGS `I N n rn W
IMPORTANCE FACTOR: 1.0 FOR SPECIES, PRODUCT, PRESERVATIVE AND END USE. PRESERVATIVES I J
BEFORE PROCEEDING WITH THE WORK. � Q .] W J
BUILDING CATEGORY: OPEN SHALL CONFORM TO APWA P1 /P13, P2, P5, P8, AND P9. 2 w ,,,a W
C. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE INTERNAL PRESSURE COEFFICIENT: NIA FOR SPECIES, PRODUCT, PRESERVATIVE AND END USE. PRESERVATIVES
ftaft z > 3
COMPLETE DESIGN OF THE STRUCTURE. THEY DO NOT INDICATE THE METHODS OF a. IDENTIFICATION: W J 4 Q 3
DESIGN WIND PRESSURES (COMPONENTS BCLADDING):
CONSTRUCTION UNLESS SO STATED OR NOTED. THE CONTRACTOR SHALL PROVIDE W W ,.j 3
WOOD REQUIRED TO BE PRESERVATIVE TREATED SHALL BEAR THE 3
WALL INTERIOR ZONE "4" ROOF. INTERIOR ZONE "1" Z Z `.4 O X ¢ Cn
ALL MEASURES NECESSARY TO PROTECT THE WORKMEN, OR OTHER PERSONS DURING QUALITY MARK OF AN INSPECTION AGENCY THAT MAINTAINS C7 4 Q W
0 TO 19.99 SF N/A CLEAR WIND FLOW o
CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT NOT LIMITED TO BRACING, CONTINUING SUPERVISION, TESTING AND INSPECTION OVER THE Z
20 TO 49.99 SF N/A EFF WIND AREA >4.0(a) "2 = 1.2/ -1.1 W
SHORING FOR EARTH BANKS, FORMS, SCAFFOLDING, PLANKING, SAFETY NETS, SUPPORT QUALITY OF THE PRESERVATIVE TREATED WOOD. INSPECTION Z J
50 TO 99.99 SF N/A OBSTRUCTED WIND FLOOW
AND BRACING FOR CRANES AND GIN POLES. AGENCIES FOR THE PRESERVATIVE TREATED WOOD SHALL BE Q
100 SF 8 OVER N/A EFF WIND AREA >4.0(a) "2 = 0.5/ -1.1 uj �
D. THE CONTRACTOR SHALL PROVIDE TEMPORARY ERECTION BRACING AND SHORING OF BY AN ACCREDITATION BODY THAT COMPLIES WITH THE J
ALL STRUCTURAL MEMBERS AS REQUIRED FOR STRUCTURAL STABILITY OF THE WALL EDGE ZONE "5" ROOF EDGE ZONE"? REQUIREMENTS OF THE AMERICAN LUMBER STANDARDS TREATED §
WOOD PROGRAM, OR EQUIVALEN. THE QUALITY MARK SHALL BE U
`
STRUCTURE DURING ALL PHASES OF CONSTRUCTION. THE CONTRACTOR SHALL 0 TO 19.99 SF N/A CLEAR WIND FLOW I 1 1
ON A STAMP OR LABEL AFFIXED TO THE PRESERVATIVE TREATED W H
IMMEDIATELY NOTIFY THE ARCHITECT OF ANY CONDITION WHICH, IN HIS OPINION, MIGHT 20 TO 49.99 SF N/A EFF WIND AREA >4.0(a) ^2 = 1.21-1.1 O U)
ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS IN THE STRUCTURE. 50 TO 99.99 SF N/A OBSTRUCTED WIND FLOOW WOOD, AND SHALL INCLUDE THE FOLLOWING INFORMATION:
100 SF 8 OVER N/A EFF WIND AREA - >4.0(a) ^2 = 0.5/ 4.1 1. IDENTIFICATION OF TREATING MANUFACTURER.
E. CONSTRUCTION MATERIALS SHALL NOT BE STACKED ON FLOORS OR ROOFS IN EXCESS 2. TYPE OF PRESERVATIVE USED.
OF THE DESIGN LIVE LOADS WHICH ARE INDICATED IN THE GENERAL NOTES. IT IS THE ROOF CORNER ZONE "3' 3. MINIMUM PRESERVATIVE RETENTION (pco.
GENERAL CONTRACTOR'S RESPONSIBILITY TO INSURE THAT THE SUBCONTRACTORS CLEAR WIND FLOW 4. END USE FOR WHICH THE PRODUCT IS TREATED
ARE INFORMED AND DO NOT VIOLATE THIS IMPORTANT REQUIREMENT. IMPACT SHALL EFF WIND AREA >4.0(a) ^2= 1.21 -1.1 5. AWPA STANDARD TO WHICH THE PRODUCT WAS C0
BE AVOIDED WHEN PLACING MATERIALS ON FLOORS OR ROOFS. TREATED. V) E_
OBSTRUCTED WIND FLOOW
F. PLANS, SECTIONS AND DETAILS ARE NOT TO BE SCALED FOR DETERMINATION OF 6. IDENTITY OF ACCREDITED INSPECTION AGENCY.
EFF WIND AREA >4.0(a) "2= 0.5/ -1.1 In
QUANTITIES, LENGTHS OR FIT OF MATERIALS. D. NAILS AND STAPLES:
O
�� ®� I NAILS USED FOR FRAMING AND SHEATHING CONNECTIONS SHALL HAVE A
G. THE CONTRACTOR SHALL SUBMIT CONSTRUCTION JOINT LOCATIONS TO THE STRUCTURAL NAILS AND STAPLES SHALL CONFORM TO REQUIREMENTS OF ASTM: F 1667. � ,T,m
ENGINEER FOR APPROVAL. CONSTRUCTION JOINTS EXPOSED TO EARTH OR WEATHER III
SHALL BE WATERPROFFED PER THE SPECIFICATIONS. A. GENERAL MINIMUM AVERAGE BENDING YIELD STRENGTH AS FOLLOWS: <
1. LUMBER: ILllL_
SHANK DIA. LARGER THAN 0.177" BUT NOT LARGER THAN 0.254" DIA: n
H. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR MISCELLANEOUS = 80 ksi Q X611
LUMBER USED FOR LOAD SUPPORTING PURPOSES, INCLUDING END - JOINTED OR
STEEL ITEMS NOT SHOWN HEREON. SHANK DIA. LARGER THAN 0.142" BUT NOT LARGER THAN 0.177" DIA:
EDGE -GLUED LUMBER. MACHINE STRESS RATED OR MACHINE EVALUATED
= 90 ksi 1 1 I 0
I. COORDINATE SIZES AND LOCATIONS OF OPENINGS IN FLOORS AND ROOF WITH, LUMBER, SHALL BE IDENTIFIED BY THE GRADE MARK OF A LUMBER GRADING L.LI
®-
ARCHITECTURAL, MECHANICAL AND ELECTRICAL REQUIREMENTS. OR INSPECTION AGENCY THAT HAS BEEN APPROVED 3r AN ACCREDITATION SHANK DIA. 0.142" AND LESS:
= 100 ksi
W / I�
J. FOR ACTUAL ELEVATION OF FIRST FLOOR, SEE CIVIL SITE PLAN. BODY THAT COMPLIES WITH DOC PS 20 OR EQUIVALENT. IN LIEU OF A GRADE AS A MINIMUM, FBC TABLE 2304.9.1 "FASTENING SCHEDULE" SHALL BE
MARK ON THE MATERIAL, A CERTIFICATE OF INSPECTION AS TO SPECIES AND ' ^ in ® n
FOLLOWED. SEE PLANS FOR SPECIAL FASTENING CONDITIONS. V
K. SUBMIT WRITTEN REQUEST TO THE ARCHITECT FOR APPROVAL OF ANY PROPOSED GRADE ISSUED BY A LUMBER GRADING OR INSPECTION AGENCY MEETING
CHANGE TO THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. SPLICING, CUTTING, THE REQUIREMENTS OF FBC, SECTION 2303.1 IS PERMITTED TO BE ACCEPTED ® ALL FASTENERS IN CONTACT WITH PT LUMBER SHALL B �J1'
IT! i1 ML
NOTCHING OR OTHER ALTERATIONS TO STRUCTURAL MEMBERS ARE NOT PERMITTED FOR PRE -CUT, REMANUFACTURED OR ROUGH SAWN LUMBER, AND FOR SIZES -
WITHOUT WRITTEN AUTHORIZATION OF THE STRUCTURAL ENGINEER. ANY UNAUTHORIZED LARGER THAN 3 INCHES NOMINAL THICKNESS. ALL SIMPSON PRODUCTS SHALL HAVE'Z -M ATING, UNLESS NOTED OTHERWISE
DEVIATION FROM THE CONTRACT DOCUMENTS, AND CORRECTIONS THEREOF, IS THE LUMBER PROPERTIES:
RESPONSIBILITY OF THE CONTRACTOR.
L. THE MOST STRINGENT REQUIREMENTS APPLY IN CASE OF CONFLICT BETWEEN #2 SOUTHERN PINE(SP) #1 D. SOUTHERN PINE(SP)
2x 8 4x DIMENSIONAL CUT 6x POST AND BEAMS �--- r
SPECIFICATIONS, STANDARDS, CODES, AND DRAWINGS. �.
Fb = 1,250 psi (2x6) Fb = 1,550 psi
DESIGN Fv =175 psi Fv =165 psi,,,-
E = 1,600,000 psi E = 1,600.000 psi A. DESIGN DATA
B. STRUCTURAL ENGINEERED TIMBER:
1. ROOF LIVE LOADS 20 PSF S, WEYERHAEUSER PARALLAM PSL SHALL BE MANUFACTURED FROM STRANDS OF SINGLE 1+�`�q Oct-09, 2008
2. ROOF DEAD LOAD SELF WOOD SPECIES, OR SPECIES COMBINATIONS, THAT ARE ORIENTED PARALLEL TO THE 93 Patrick Rhoads, PE
FL Reg. No, 62419
LENGTH OF THE MEMBER AND COATED WITHA PHENOL - FORMALDEHYDE ADHESIVE. „
3. FLOOR LIVE LOAD NOT APPLICABLE THE WOOD SEPCIES OR SPECIES COMBINATIONS AND ADHESIVES USED IN THE B� P i j. ;V i;. 08 -156
MANUFACTURE OF PARALLAM PSL ARE SPECIFIED IN TEH APPROVED QUALITY ,lrtWClYln'
4. FLOOR DEAD LOAD SELF
CONTROL MANUAL AND MANUFACTURING STANDARD PREPARED BY WEYERHAEUSER. ` p E : 10/09 /08
5. STAIR LIVE LOAD NOT APPLICABLE
NOT APPLICABLE gp ph
6. ALLOWABLE SOIL PRESSURE 1,500 PSF(PRELIMINARY) \ R A WN PAR
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CHECK: PAR
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S-1.0
CAV IN PLACE CONCRETE
A. ALL CONCRETE SHALL HAVE THE FOLLOWING MINIMUM COMPRESSIVE STRENGTH AT 28
DAYS:
ALL ELEMENTS CAST IN PLACE: 2,500 PSI
CAST -IN -PLACE CONCRETE SHALL MEET THE FOLLOWING MATERIAL REQUIREMENTS:
1. CEMENT: USE DOMESTIC PORTLAND CEMENT
2. FINE AGGREGATE: CLEAN SAND
3. COARSE AGGREGATE: CLEAN LIME STONE, SIZE 57, EXCEPT FOR FILL
CELLS, WHICH SHALL BE SIZE 8.
4. NO CALCIUM CHLORIDE SHALL BE USED.
B. ALL CONCRETE SHALL HAVE A SLUMP OF 4" PLUS OR MINUS 1 ", AND HAVE 2% TO 4
AIR ENTRAINMENT, AND A MAXIMUM WATER/CEMENT RATIO OF 0.40. (FBC 1904.4.2)
C. CONCRETE MIX DESIGN SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF ACI
301 CHAPTER 3, METHOD 1 OR METHOD 2. SUBMIT BACKUP DATA AS REQUIRED BY
CHAPTER 5 SECTION 5.3. OF THE LATEST EDITION OF ACI 318.
D. ALL REINFORCING STEEL SHALL BE NEW DOMESTIC DEFORMED BILLET STEEL
CONFORMING TO ASTM A -615 GRADE 60, #4 AND SMALLER = GRADE 40.
E. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -185. WWF SHALL BE LAPPED AT
LEAST 8" AND CONTAIN AT LEAST ONE CROSS WIRE WITHIN THE 8 ".
F. FIBER- REINFORCED CONCRETE IS AN ACCEPTABLE ALTERNATIVE TO WELDED -WIRE
FABRIC. REINFORCED CONCRETE FIBERS SHALL BE 100% VIRGIN POLYPROPYLENE
FIBRILLATED FIBERS AS MANUFACTURED BY FIBERMESH Co. (NO SUBSTITUTIONS
PERMITTED) APPLIED AT THE RATE OF 1.5 LBS PER CUBIC YARD.
G. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND
"SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301.
H. ALL REINFORCING DETAILS SHALL CONFORM TO "MANUAL OF STANDARD PRACTICE
FOR DETAILING REINFORCED CONCRETE STRUCTURES" ACI 315 LATEST EDITION,
UNLESS DETAILED OTHERWISE ON THE STRUCTURAL DRAWINGS.
I. CONTRACTOR SHALL REVIEW ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SIZE
AND LOCATION OF EMBEDDED ITEMS, SLEEVES, SLAB DEPRESSIONS, SLOPES, ETC.
REQUIRED BY OTHER TRADES. THESE ITEMS SHALL BE FURNISHED AND INSTALLED
PRIOR TO PLACEMENT OF CONCRETE.
J. CONTRACTOR SHALL VERIFY LOCATIONS OF OPENINGS, SLEEVES, ANCHOR BOLTS,
INSERTS, ETC., AS REQUIRED BY OTHER TRADES BEFORE CONCRETE IS PLACED.
K. WHERE BAR LENGTHS ARE GIVEN ON THE DRAWINGS, THE LENGTH OF ANY HOOK, IF
REQUIRED, IS NOT INCLUDED. HOOKS SHALL BE PROVIDED AT DISCONTINUOUS ENDS
OF ALL TOP BARS OF BEAMS AND AT SLABS EDGES, U.N.O.
L. CONTRACTOR SHALL PROVIDE SPACERS, CHAIRS, BOLSTERS, ETC. NECESSARY TO
SUPPORT REINFORCING STEEL. SUPPORT ITEMS WHICH BEAR ON EXPOSED CONCRETE
SURFACES SHALL HAVE ENDS WHICH ARE PLASTIC TIPPED OR STAINLESS STEEL
M. CONTRACTOR SHALL PROVIDE 3/4 INCH CHAMFER ON ALL EXPOSED CORNERS OF
COLUMNS, BEAMS, AND WALLS UNLESS OTHERWISE INDICATED ON THE ARCHITECTURAL
DRAWINGS.
N. THE FOLLOWING MINIMUM CONCRETE COVER TO BE PROVIDED FOR REINFORCEMENT:
3" CONCRETE CAST AGAINST AND PERMANENTLY
EXPOSED TO EARTH.
2" CONCRETE EXPOSED TO EARTH OR WEATHER,
#6 THROUGH #18 BARS.
1 1/2" CONCRETE EXPOSED TO EARTH OR WEATHER.
#5 BAR AND SMALLER.
1 1/2" CONCRETE NOT EXPOSED TO WEATHER OR
IN CONTACT WITH EARTH FOR THE PRIMARY
REINFORCEMENT, TIES, STIRRUPS, AND SPIRALS
IN BEAMS AND COLUMNS:
3/4" CONCRETE NOT EXPOSED TO WEATHER NOR IN
CONTACT WITH EARTH FOR SLABS, WALLS, AND
JOISTS, #11 BAR AND SMALLER.
O. HORIZONTAL FOOTING BARS SHALL BE BENT 1' -0" AROUND CORNERS OR CORNER BARS
WITH 2' -0" LAP SHALL BE PROVIDED.
P. HORIZONTAL KEYWAYS IN CONSTRUCTION JOINTS SHALL BE PROVIDED IN BEAMS,
SUPPORTED SLABS. AND WALL FOOTINGS WITH A DEPTH OF 1 -1/2" AND HEIGHT EQUAL
TO ONE -THIRD OF THE MEMBER'S DEPTH. REINFORCEMENT SHALL BE CONTINUOUS
THROUGH CONSTRUCTION JOINTS UNLESS OTHERWISE NOTED ON THE DRAWINGS.
CONSTRUCTION JOINTS MAY BE USED ONLY AT LOCATIONS SHOWN ON THE DRAWINGS
OR AT OTHER LOCATIONS APPROVED BY THE ARCHITECT.
Q. CONTRACTOR SHALL KEEP A COPY OF "FIELD REFERENCE MANUAL" (ACI PUBLICATION
SPA 5, LATEST EDITION) AT THE PROJECT FIELD OFFICE.
R. MINIMUM LAP SPLICES ON ALL REINFORCING BAR SPLICES SHALL BE PER THE
FOLLOWING TABLE EXCEPT WHERE OTHERWISE NOTED ON THE DRAWINGS. FOR BEAMS
& ELEVATED SLABS, LAP BOTTOM STEEL AT THE SUPPORT & TOP STEEL OVER THE
MIDSPAN, UNLESS OTHERWISE NOTED.
S.
REINFORCING - LAP LENGTHS
BAR SIZE
#3
#4
#5
#6
#7
TOP BAR "
24"
32"
40"
48"
56"
BOT BAR
18"
25"
31"
37"
43"
" TOP BAR IS DEFINED AS ANY HORIZONTAL BAR
WITH 12" OR MORE OF CONCRETE PLACED BELOW THE BAR
GROUT UNDER BEARING PLATES SHALL BE NON - METALLIC, NON - SHRINK TYPE WITH A
COMPRESSIVE STRENGTH OF AT LEAST 6000 PSI IN SEVEN DAYS. VIBROPRUF #11, BY
LAMBERT CORPORATION, OR ACCEPTED SUBSTITUTE.
T. THE CONTRACTOR SHALL EMPLOY A TESTING LABORATORY TO PREPARE TEST
CYLINDERS REPRESENTING CONCRETE POURED EVERY DAY, ONE SET PER DAY OR
ONE SET FOR EACH 50 CUBIC YARDS POURED, MAXIMUM. THE TESTING LABORATORY
TECHNICIAN SHALL BE PRESENT AT THE BEGINNING OF EACH POUR. LABORATORY
REPORT SHALL BE FURNISHED TO THE STRUCTURAL ENGINEER SHOWING STRENGTH OF
CONCRETE AT 7 AND 28 DAYS.
U. THE MAXIMUM SPACING OF SLAB CONTROL/CONSTRUCTION JOINTS SHALL BE AS SHOWN
IN THE FOLLOWING SCHEDULE (UNLESS NOTED OTHERWISE ON THE FOUNDATION PLANS):
THE MAXIMUM ASPECT RATIO (L / W) FOR CONTROLICONSTRUCTION JOINTS
SHALL BE 1.25.
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AGGREGATE SIZE
LESS THAN 3/4" GREATER THAN 3/4"
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5 IN
10 FT 13 FT
6 IN
12 FT 15 FT
COURSE AGGREGATE IS SPECIFIED
THE MAXIMUM ASPECT RATIO (L / W) FOR CONTROLICONSTRUCTION JOINTS
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NEEDS TO BE REMOVED
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(3) 2X TRIKAKA .
EACH END
SUPPORT
SUPPORT
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3IMPSON LUS210 HANGER
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#2 PT SP 2x10 LEDGER
FASTENED TO EX RIM w/
(5) 16d COM at 24" OR (3)
16 d COM at 12" o.c. TOP
FASTENER AT 12" ox. TO
BE #10x4 HDG SCREW
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ETTER. T &G OR 2x FLAT
;KED AT SHEATHING
TS. FASTEN w/ 0.148" x 3"
3 at 6" o.c EDGES AND 12"
o.c FIELD. COVER WITH
WATERPROOF MEMBRANE
BEFORE PLACING CONCRETE
TOPPING. MAX THICKNESS OF
TOPPING = 3 ". USE WWF 6x6
W1.4xW1.4 CENTERED IN SLAB.
SHEATHING TO BE
LAID PERPENDICULAR
TO FRAMING
PLAN AND ELEVATION
SCALE 1/4 =1' -0"
PLYWOOD
SHEATHING
#2 PT 2x BLOCKING
EVERY OTHER BAY
MAX 3" CONC
TOPPING
2x10 JOIST
(3) 2x12's BEAM
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STRUCTURE
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