1067 Beach Ave - DEP - DrawingsHIONIDE5 1067 OCEANFRONT COTTAGE RENOVATION
1067 BEACH AVENUE, ATLANTIC BEACH, FLORIDA 32233
CODE REVIEW:
THE PROJECT SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH
THE FOUR VOLUMES OF THE FLORIDA BUILDING CODE, 2014 EDITION
1) VOLUME I — BUILDING, WHICH INCLUDES ENERGY, ACCESSIBILITY AND STATE
AGENCY REGULATIONS.
2) VOLUME 2 — PLUMBING
3) VOLUME 3 — MECHANICAL AND FUEL GAS
4) VOLUME 4 — THE NATIONAL ELECTRICAL CODE (STANDARD NFPA 70-2008)
5) FLORIDA FIRE PREVENTION CODE 2012
TH15 HOUSE 15 DESIGNED FOR THE 120 MPH WIND ZONE
BUILDING DESCRIPTION:
THE PROPOSED PROJECT 15 A NEW TWO STORY COTTAGE. IT WILL HAVE A ONE
CAR GARAGE ON THE FIR5T FLOOR AND WILL BE CON5TRUCTED WITH WOOD
STUD WALLS WITH R-1 3 BATT INSULATION ON A TURN DOWN CONCRETE SLAB
ON GRADE WITH CONTINUOUS VAPOR BARRIER AND A STANDING SEAM METAL
ROOF ON PRE—FABRICATED ROOF TRU55E5.
AREA SUMMARY
EXISTING HOME = 1 ,3 14 G.5.F. / FLOOR = 2,628 G.S.F.
NEW COTTAGE = 448 G.5.F. / FLOOR = 696 G.5.F.
(FIRST FLOOR OF COTTAGE 15 448 G.5•F- OF UNCONDITIONED SPACE)
I CHAPTER 3 OCCUPANCY CLA551171CATION
FBC 302.1
THE EXISTING AND PROPOSED STRUCTURES ARE CLA55I1:::IED AS RESIDENTIAL
R-3. FBG 3 10.5 RESIDENTIAL GROUP R-3 INCLUDES RESIDENTIAL OCCUPANCIES
WHERE THE OCCUPANTS ARE PRIMARILY PERMANENT IN NATURE.
I CHAPTER G TYPES OF CONSTRUCTION
THE PROJECT'S CONSTRUCTION 15 CLASSIFIED AS TYPE IIB CONSTRUCTION ARE
TH05E TYPES OF CONSTRUCTION IN WHICH THE BUILDING ELEMENTS LISTED IN
TABLE GO I ARE OF NON COMBUSTIBLE MATERIALS, EXCEPT AS PERMITTED IN
SECTION G03 AND ELSEWHERE IN THIS CODE.
I CHAPTER 5 GENERAL BUILDING HEIGHTS * AREAS
FBC TABLE 503 ALLOWABLE HEIGHTS AND BUILDING AREAS
ALLOWABLE PER CODE PROPOSED
TYPE OF CONSTRUCTION VB VB
MAXIMUM HEIGHT 2 STORY 2 STORY
BUILDING AREA 7,000 S.F. 89G 5.F.
(COTTAGE)
IM P VIOU
S AREA5:
ER
EXI5T1 NG— BLDG 1,442 5QFT
DRIVEWAY 586 5QFT
TOTAL 2,028 5QFT
NEW— BLDG 181 1 5QFT
NEW RE5ULT5 IN REDUCTION OF IMPERVIOUS
AREA BY 2 17 5QFT OR I I %.
I
e
OCEAN f RO NT
�.5 OG7
FAGE ADDITION
067 BEACH AVENUE, ATLANTIC BEACH, FLORIDA 32233
DRAWING LIST
ARCH ITECTURAL
A300– COVER SHEET
A30OA– 5URVEY5
A300B– 5URVEY5
A301– 15T FLOOR PLAN5
A302– 2ND FLOOR PLANS
A303– ELEVATION5 * 5ECTION5
A304– RCP's, FRAMING PLAN5, 4- STAIR PLAN AND SECTION
A305– WALL 5ECTION5*- DETAIL5
A30G– DOOR * WINDOW IfLEVATION5
GENERAL NOTES:
1. ALL PRODUCT5 SELECTED BY CONTRACTOR MUST BE INCLUDED IN THE FLORIDA PRODUCT APPROVAL
L15T (APPROVAL INFORMATION TO BE 5UBMITTED UPON REQUE5T BY CONTRACTOR) AND MUST BE
INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'5 REQUIREMENTS.
2. PRODUCTS THAT 5HALL CONFORM TO NOTE NUMBER ONE INCLUDE (BUT NOT LIMITED TO) STEEL REBAR,
WOOD 5TUD5, METAL FLA5HING, PEEL * 5TICK M015TURE BARRIER, PAINT, VAPOR BARRIER, , CA5T IN
PLACE CONCRETE AND DOOR5.
3. CONTRACTOR 15 TO SUBMIT 5AMPLF-5 OF ALL 5ELECTED PRODUCT5 TO OWNER FOR APPROVAL.
4. CONTRACTOR 15 TO CONTACT THE ARCHITECT IMMEDIATELY IF THERE ARE ANY D15CREPANCIE5 BETWEEN
PLAN5, 5ECTION5 AND / OR DETAIL5.
5. PLEASE NOTIFY ARCHITECT OF ANY D15CREPANCIE5 BETWEEN ALL DISCIPLINES' DRAWING5.
G. PLEASE NOTIFY ARCHITECT IF ANY CLARIFICATION DRAWINGS 5HOULD BE REQUIRED DURING THE
CON5TRUCTION PROCE55.
FIRE ALARM 5Y5TEM NOTES:
1. AUDIBLE AND V15UAL NOTIFICATION WILL BE ADDED PER NFPA 72 REQUIREMENT5.
2. CONTRACTOR WILL BE REQUIRED TO CONTACT FIRE MARSHAL TO COORDINATE ACCEPTABLE FIRE ALARM
5Y5TEM.
CRO 5 HATCH INDICATES
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F.F.E. = 16.02'
CUT SURPLUS FROM EXCAVATION:
A - FILES,
33.0'x 3.14 x .5832 G7.3 I`T2 / 27 = 2.5 YD3
13 - 5LAD
10.0' x 28.0'x .563 = 1 G3.2 / 27 = G.0 YD3
C - GRADE 13EAM5
90 Lf x 2.0'x IS/ 27 = 10.0 YD3
TOTAL YARDAGE = 18.5 YD3
16 - - - - - - - - - - -
1 A
- - I - - - - -
- - ---
- - - -
- - - - - - - - - - - - - - - - - - --
- - - - - - - - - - - - - -
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- - - --- - - - - - -
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(14.9)
=77 - - - -
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- - - - - - .. . .... --------------------
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
10
8
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(15.69)
15
(15.27)
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(15.0)
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(15.19)
7
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(14.96)
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- - - - - - - - - - - -
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7 - - - - - - - - - - - -
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44 - - - - - -
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(14.48)
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E ELEVATION
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30 HIGH GUARD RAIL
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5fCOND FLOOR EL. = 6-8` A.E.F.
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AND LEANING 3ULkHE4D
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AVG HEIGHT SURVEY
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FILL RQ'D ON 51TE FOR 5POIL5 REMOVAL:
A - 5HED FOUNDATION EXCAVATION
101-011 x 8'-0" x 2'-0" = I GO FT -3 / 27 = 5.9 YD3
13 - CONCRETE DRIVE REMOVAL
G80 51' x .5 = 340 / 27 = 12.G YD3
TOTAL YARDAGE = 18.5 YD3
- - - - - - - - - -------------16
14
12
- - - - - - - - - - - - - - - -- 10
-------- - - 2
lJ
(14.2)
12
(15.5)
�-!MEAN
(14.5)
(9(15.0)
77
C)
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(14.9)
14
(14.7)
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(15.69)
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(15.64)
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(15.4)
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20
(14.48)
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317.34 / 21 = 15.11 ave
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NOTES:
1. ALL CEILINGS TO BE G.W.B. (PAINT) ATTACHED TO BOTTOM OF ROOF
AND FLOOR STRUCTURE UNLESS OTHERWISE INDICATED ON PLANS.
FRAMING NOTES:
1) FRAME AS NEEDED TO SUPPORT NON LOAD BEARING INTERIOR WALLS WITH 2xG FLOOR JOIST @ I G" O.C.
2) COORDINATE PRE -FAB FLOOR TKU55 DEPTH AND Al`FACHMENT PER MANUFACTURER'S AND CODE
REQUIREMENTS.
3) CONTRACTOR TO CONTACT ARCHITECT, STRUCTURAL_ ENGINEER AND OWNER ANY D15CREPANCIE5 IN
DRAWI NG5 BETWEEN TRADES.
4) CONTRACTOR TO CONTACT ARCHITECT, STRUCTURAL ENGINEER AND OWNER IF ANY EXISTING, ABNORMAL
STRUCTURAL CONDITIONS ARE DISCOVERED UPON REMOVAL OF EXISTING STRUCTURE.
36" HIGH (CONTINUOUS RAILING
A313
OPP051TE
2X BLOCKING @ 24" O.C.
NEW P.T. 4X4 POST — BEYOND (PAINT)
5 EXTERIOR STAIR SECTION
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51MF50N LUC2GZ JOIST HANGER
SOLID HATCH INDICATES
LOAD BEARING WALL (TYPICAL)
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SECOND FLOOR FRAMING
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FIN MOUNTED 50LID
VINYL SLIDING DOOR
30" HIGH WOOD GUARD RAIL ---
i 1
4
A3C74
5ECOND FLOOR EL. CM
61-8" A.F.F.
112" PLYWOOD DECK'NG ON 2X8
FLOOR TKU55E5 @ 12" O.C.
50LID CORE FIBERG
DOUBLE GARAGE DC
WINDOW 51 LL EL. _
2'-10" A.F.F.
4" CONCRETE B BEAK AWAY SLAB
FIN15H FLOOR EL. = 0-0"
P.T. CONTINUOU5 2X 12
5KIP\T BOARD (BEYOND)
P.T. I X8 5TAIR
R15ER (PAINT)
P.T. 2X 12 STAIR TREAD—
+
P.T. I X8 5T
R15ER (P T)
5T STRINGER CUT
OM P.T. 2X 12
WALL SECTION
5 1 Q 5CALE: 112"= I'-0"
1/4"
1 STAIR DETAIL
1 3 r'CALE: 3"= 1'-0"
e
STANDING SEAM METAL ROOF W1
WATERPROOF MEMBRANE ON 518" T*G
DECKING OVER 2XG RAFTER5 (R-30 BATT
IN5ULATION)
/1 TRU55 BEARING EL. _
17-8" A. F. F.
2x4 WOOD 5TUD
WALL @ I G" O.C. W1 WOOD 5HAKE
51DING ON 112" PLYWOOD
5HEATHING WITH WATER RE515TIVE
BARRIER WITH CONT. K-13 BATT
INSULATION
5ECOND FLOOR EL. _
A.F.F.
112" PLYWOOD DECKING ON 2X8
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3 WINDOW 51 LL EL. _
A304 2'- 10" A.F.F.
4" CONCRETE BREAK AWAY 5LAB
I 1
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3 -WALL SECTION 3
A3 101 SCALE: 112"= i'-0"
RAILING CAP CUT
A
2X4.1
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P.T. CONTINUOUS
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EXTERIOR STAIR SECTION DETAIL
SCALE: I -112"= P -O"
WOOD SHAKE 51DING
ON 112" PLYWOOD
5HEATHING WITH WATER
RE515TI VE BARRIER
5TARTER STRIP
CONT. "Z" FLA5H I NG
I X4 BOARD TRIM
(PAI NT)
CONT. BACKER ROD
AND 5EALANT
DOOR JAMB (PER DOOR -
M AN U FACTU REK5
KEQUI REMENT5)
50LID CORE 1`I13ERGLA55
ENTRY DOOR
2X4 5TUD WALL
(I G" O.C.) W1 CONT.
BATT IN5ULATION
112" GWB (PAINT)
(2) P.T. 2XG
HEADER W1
s ALTERNATING 112"
PLYWOOD 5PACER5
5 EXT. DOOR HEAD DETAIL
,A3 13 5CALE: I- 112"= 1'-0"
WOOD 5HAKE 51DING
ON 112" PLYWOOD
5HEATHING WITH WATER
RE515TIVE BARRIER
STARTER 5TRIP
CONT. "Z" FLA5HING
I X4 BOARD
TRIM (PAINT)
CONT. BACKER ROD AND 5EALANT
FIN MOUNTED 50LID
VINYL WINDOW W/
(5HIM A5 NECE55ARY)
112" GWB (PAINT)
2X4 5TUD WALL
(I G" O.C.) W1 CONT.
BATT IN5ULATION
I X4 WOOD TRIM
(PA! NT)
1 XG WOOD TRIM
(PAINT)
(2) P.T. 2XG HEADER
W1 ALTERNATING 112"
PLYWOOD 5PACER5
WINDOW HEAD DETAIL
3 ! 3 5C77 I- 112"= 1'-0"
FIN MOUNTED 50LID
VINYL WINDOW (SHIM
A5 NECE55AKY)
CONT. BACKER, ROD
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I X3 ON I X4
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LEAVE APPROPRIATE
GAP AND CAULK
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KE515TIVE BARRIER
I XG WOOD TRIM
(PAINT)
�— I X4 WOOD TRIM
(PAINT)
(2) P.T. 2XG 51LL
PLATE
112" GWB (PAINT)
2X4 5TUD WALL
(I G" O.C.) WI CONT.
BATT INSULATION
WINDOW SILL DETAIL
3
131 5CALE: I-) 12"= 1'-O°
RIPPED 2x3 HANDRAIL
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I x2 TRIM W/ 1/4" REVEF`
8 HANDRAIL DETAILS
131 SCALE: 3"= P-0"
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50LID CORE 1`I13ERGLA55
ENTRY DOOR
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112" GWB (PAINT)
2X4 5TUD WALL
(I G" O.C.) W1 CONT.
BATT IN5ULATION
I X4 WOOD TRIM
(PA! NT)
1 XG WOOD TRIM
(PAINT)
(2) P.T. 2XG HEADER
W1 ALTERNATING 112"
PLYWOOD 5PACER5
WINDOW HEAD DETAIL
3 ! 3 5C77 I- 112"= 1'-0"
FIN MOUNTED 50LID
VINYL WINDOW (SHIM
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CONT. BACKER, ROD
AND 5EALANT
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LEAVE APPROPRIATE
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KE515TIVE BARRIER
I XG WOOD TRIM
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�— I X4 WOOD TRIM
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(2) P.T. 2XG 51LL
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131 5CALE: I-) 12"= 1'-O°
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8 HANDRAIL DETAILS
131 SCALE: 3"= P-0"
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3'-0" 2'-8" 2'-8" 2'-01 2'-4" 5'-0"
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WINDOW SCHEDULE
DOOM SCHEDULE
ID
DOOR COUNT
NOTES
W H
W
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3'-0" 5'-0" 8
1
3'-0"
G'-8" 2
5OLID CORE FIBERGLA55 DOOR W1 FULL GLA55 LITE
2
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G'-8" I
50LID CORE FIBERGLA55 DOOR W1 FULL GLA55 LITE
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HOLLOW CORE WOOD DOOR
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8
9'-0"
7'-G" I
50LID CORE FIBERGLA55 DOUBLE GARAGE DOOR
3'-0" 2'-8" 2'-8" 2'-01 2'-4" 5'-0"
lool
WINDOW SCHEDULE
ID
DOOR COUNT
NOTES
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W H
4
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A
3'-0" 5'-0" 8
DOUBLE HUNG FIN MOUNTED 50LID VINYL WINDOW
B
3'-0" 4'-0" 1 2
DOUBLE HUNG FIN MOUNTED 50LID VINYL WINDOW
C
2'-O" 3'-2" 1 1
5INGLE HUNG FlN MOUNTED 50LID VINYL WINDOW
3'-0" 2'-8" 2'-8" 2'-01 2'-4" 5'-0"
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DOORS AND
WI N DOW5
A306
DESIGN CODE: --------------- 2017 FLORIDA BUILDING CODE - RESIDENTIAL
DESIGN LOADS: -------------- ACTUAL AND UNIFORM
ROOF LOADING: (cd=1.25)
TOP CHORD LIVE LOAD - - - - - - - - - - - - - - - - - - - - - - 20 psf
TOP CHORD DEAD LOAD _--------------------_ 15 psf (FLAT ROOF)
BOTTOM CHORD LIVE LOAD --_.._----------------- 0 psf
BOTTOM CHORD DEAD LOAD - - - - - - - - - - - - - - - - - - - 5 psf
FLOOR LOADING: (cd=1.00)
TOP CHORD LIVE LOAD (INTERIOR) --------------- 40 psf
TOP CHORD LIVE LOAD (BALCONIES) -------------- 60 psf
TOP CHORD LIVE LOAD (CORRIDOR)--------------- 100 psf
TOP CHORD DEAD LOAD ,-------------------- 20 psf
BOTTOM CHORD LIVE LOAD-------------------- 0 psf
BOTTOM CHORD DEAD LOAD - - - - - - - - - - - - - - - - - - - 5 psf
DEFLECTION CRITERIA:
ROOF FRAMING: LIVE LOAD L/360 TOTAL LOAD L/240
FLOOR FRAMING: LIVE LOAD L/480 & TOTAL LOAD L/360 & 0.75" MAX
WIND LOADING: (ASCE 7/10)
TRIBUTARY
AREA (sf)
BASIC WIND SPEED - - - - - - - - - - - - - - -
- - - - - - - - - - 130 MPH
IMPORTANCE FACTOR _----------------------
1.00
MEAN ROOF HEIGHT _-----------------------
20 FT
ROOF PITCH -----------------------------
8/12
BUILDING CATEGORY ------------------------
II
EXPOSURE CATEGORY _----------------------_
D
ENCLOSURE CLASSIFICATION -------------------_
ENCLOSED
INTERNAL PRESSURE COEFFICIENT ---`.-----------_
t .18
COMPONENTS & CLADDING ALLOWABLE PRESSURES
TRIBUTARY
AREA (sf)
INTERIOR
ZONE (PSF)
EDGE STRIP (PSF):
a 3'- 0
10
+30.2 -32.9
+30.2 -40.5
50
+27.1 -29.6
+27.1 -34.2
100
+25.7 -28.2
+25.7 -31.2
• COMPONENT & CLADDING WALL ELEMENTS SHALL BE DESIGNED FOR BOTH POSITIVE AND NEGATIVE PRESSURES
SHOWN IN TABLE ABOVE.
• LINEAR INTERPOLATION IS PERMISSIBLE.
• PLUS = PRESSURE AND MINUS = SUCTION.
THE DISTANCE 'a' FROM OUTSIDE CORNERS OF BUILDING SHALL BE DESIGNED FOR EDGE STRIP PRESSURES.
• DESIGN OF WINDOWS/DOORS FASTENING TO THE WALL FRAMING IS THE RESPONSIBILITY OF THE WINDOW/DOOR
MANUF./SUPPLIER & SHALL MEET THE ABOVE NOTED POSITIVE AND NEGATIVE PRESSURES.
GENERAL NOTES:
THESE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DQ NOT INDICATE THE METHOD OF
CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE, WORKERS
AND OTHER PERSONS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT ARE NOT LIMITED TO, MEANS AND
METHODS, BRACING, SHORING, FORMS, SCAFFOLDING, GUYING OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO
HOLD STRUCTURAL ELEMENTS IN PLACE DURING CONSTRUCTION. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL
ENGINEER OR STRUCTURAL OBSERVERS SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS.
TYPICAL DETAILS AND NOTES ON THESE SHEETS SHALL APPLY UNLESS SPECIFICALLY SHOWN OR NOTED OTHERWISE.
CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS.
ALL WORK, MATERIALS AND CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE BUILDING CODES, REGULATIONS AND
SAFETY REQMT'S.
FOR CLARITY, ALL OPENINGS MAY NOT BE SHOWN ON DRAWINGS. SEE ALSO ARCHITECTURAL, MECHANICAL, ELECTRICAL
AND PLUMBING PLANS. ALL OPENINGS AND PENETRATIONS SHALL BE LOCATED AND VERIFIED BY ALL TRADES FROM
DRAWINGS MADE BY THEM. CONTRACTOR SHALL NOT PROCEED WITH ANY WORK SHOWN ON DRAWINGS IF IN CONFLICT
UNTIL RECEIVING CLARIFICATION FROM ARCHITECT. FOR FRAMING AT OPENINGS, SEE TYPICAL STRUCTURAL DETAILS.
WHERE A DETAIL, TYPICAL DETAIL, SECTION, TYPICAL SECTION OR PLAN NOTE IS SHOWN FOR ONE CONDITION, IT SHALL
APPLY FOR ALL SIMILAR OR LIKE CONDITIONS UNLESS OTHERWISE NOTED.
CONTRACT DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, THE STRUCTURAL DOCUMENTS (DRAWINGS AND
SPECIFICATIONS), BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR MATERIAL PREPARED AND SUBMITTED
BY THE CONTRACTOR.
CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH THE CODE OF PRACTICE OR SPECIFICATIONS
OF ACI, PCI, AISC, SJI OR OTHER STANDARDS. WHERE A CONFLICT OCCURS WITHIN THE CONTRACT DOCUMENTS, THE
STRICTEST REQUIREMENT SHALL GOVERN.
MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO THE REFERENCED BUILDING CODE.
THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS AND NOTIFY ARCHITECT OF ANY
DISCREPANCIES PRIOR TO PROCEEDING WITH WORK. FOR DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS, SEE
ARCHITECTURAL DRAWINGS. DO NOT SCALE FOR DIMENSIONS NOT SHOWN ON DRAWINGS. SEND WRITTEN REQUEST FOR
INFORMATION TO THE ARCHITECT FOR DIMENSIONS NOT PROVIDED.
ALL DIMENSIONS AND ELEVATIONS SHOWN ON STRUCTURAL DRAWINGS SHALL BE VERIFIED WITH ARCHITECTURAL
DRAWINGS. RESOLVE ALL DISCREPANCIES WITH ARCHITECT PRIOR TO START OF CONSTRUCTION. DO NOT SCALE DRAWINGS
COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL
DOCUMENTS. ARCHITECT/STRUCTURAL ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCY OR OMISSION.
CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES OF
CONSTRUCTION. CONTRACTOR HAS SOLE RESPONSIBILITY FOR THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION
BRACING, SHORING, TEMPORARY SUPPORTS. CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA SAFETY
REGULATIONS FOR ITS EMPLOYEES.
NO STRUCTURAL CHANGE FROM
THE APPROVED PLANS AND SPECIFICATIONS SHALL BE
MADE IN THE
FIELD UNLESS
WRITTEN APPROVAL IS OBTAINED
PRIOR TO MAKING SUCH CHANGE. CHANGES WITHOUT
THE WRITTEN
APPROVAL SHALL
BE THE RESPONSIBILITY OF THE
CONTRACTOR. THE CONDITION SHALL BE REPAIRED OR
REPLACED AS
DIRECTED.
THE MECHANICAL CONTRACTOR SHALL COORDINATE INSTALLATION OF THE REQUIRED INSERTS WITH THE GENERAL
CONTRACTOR. REFER TO MECHANICAL DRAWINGS FOR SUPPORT STRUCTURES AND INSERTS. THE MECHANICAL
CONTRACTOR SHALL FURNISH ALL NECESSARY STRUCTURES FOR MECHANICAL EQUIPMENT, HANGING DEVICES AND
INSERTS FOR INSTALLATION OF MECHANICAL EQUIPMENT.
FOR ELEVATORS ASSOCIATED WITH THIS PROJECT, EDGE OF SLAB OPENINGS AT PIT, FOUNDATION, FLOOR FRAMING AND
ROOF FRAMING HAVE BEEN COORDINATED FOR DIMENSIONS, SLAB EDGE SUPPORTS, HOIST BEAM SUPPORTS AND RAIL
SUPPORTS BASED ON ELEVATOR CUT SHEETS PROVIDED DURING THE DESIGN PHASE FOR THIS PROJECT. CONTRACTOR
SHALL BE RESPONSIBLE FOR COORDINATING WITH THE ELEVATOR MANUFACTURER FOR THE ELEVATOR(S) TO BE
INSTALLED ON THE PROJECT AND SHALL ADJUST SLAB OPENING DIMENSIONS, PROVIDE MISCELLANEOUS FRAMING AS
REQUIRED FOR SLAB OPENING ADJUSTMENTS, SLAB EDGE SUPPORTS, RAIL SUPPORTS AND HOIST BEAM SUPPORTS, AS
REQUIRED. CONTRACTOR SHALL COORDINATE WITH ARCHITECT FOR ALL REQUIRED ADJUSTMENTS AS NOTED AND SHALL
BE RESPONSIBLE FOR COSTS ASSOCIATED WITH ANY REQUIRED ADJUSTMENTS NOTED ABOVE FOR INSTALLATION OF
ELEVATOR(S) AT NO ADDITIONAL COST TO OWNER.
MA ItNIAL Z:etLA1-IL;A I UNJ:
ANCHOR BOLTS &TREADED ROD: SHALL BE IN ACCORDANCE WITH ASTM A 307 OR ASTM F1554 GRADE 36.
QT WIRE ROPE: GALVANIZED "AIRCRAFT" DESIGNED 7x19, 270KS1 WIRE ROPE.
WASHERS: SHALL BE IN ACCORDANCE WITH ASTM A500 (GRADE B).
NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX.
METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR SHALL BE GALVANIZED.
RETROFIT REBAR/ROD INSTALLATION: EMBEDMENT OF RODS OR REBAR DOWELS SHALL BE 12 BAR DIAMETER MINIMUM,
HOLES SHALL BE '/4' LARGER THAN REBAR SIX AND '/8" LARGER THAN THREADED ROD SIZE. (U.O.N.)
EPDXY: RED HEAD E'CON G5.
REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60.
STRUCTURAL STEEL: SHALL BE ASTM A992, GRADE 50.
WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185.
FOUNDATIONS:
A SOILS REPORT WAS NOT PROVIDED TO LOU PONTIGO & ASSOCIATES (LPA). LPA HAS DESIGNED A PILE
SUPPORTED FOUNDATION WITH 14" 1DIAMETER AUGER CAST PILES WITH A GROUT STRENGTH OF 5000 PSI. LPA HAS
ASSUMED THE AUGER CAST PILES TO HAVE A CAPACITY OF 40 TONS IN COMPRESSION, 18 TONS IN TENSION AND 5 KIPS
IN SHEAR. THE PILE DEPTH HAS BEEN ASSUMED TO BE -16.50' NAVD.
IT IS THE RESPONSIBLITY OF THE CONTRACTOR/OWNER TO HIRE A GEOTECHNICAL ENGINEER TO VERIFY PILE CAPACITY
AND PILE DEPTH. THE- FOUNDATION MAY BE MODIFIED AFTER A GEOTECHNICAL INVESTIGATION IS PERFORMED.
ALL AUGER PILE REINFORCEMENT SHALL HAVE A MINIMUM CONCRETE COVER OF 2" TO THE #3 TIES.
AUGER PILE PLACEMENT TOLERANCE: PLUS OR MINUS 2 INCHES.
THE CONTRACTOR SHALL ENGAGE THE SERVICE OF A FLORIDA REGISTERED PROFESSIONAL ENGINEER OR AN APPROVED
TESTING AGENCY TO SUPERVISE AND CERTIFY THAT THE PILE INSTALLATION COMPLIES WITH THE DESIGN REQUIREMENTS.
RECORDS OF THE REINFORCING FOR EACH PILE; EACH INDIVIDUAL PILE DEPTH AND QUANTITY OF CONCRETE GROUT
VOLUME INSTALLED FDR EACH PILE; TOTAL NUMBER OF INSTALLED PILES; TOTAL LENGTH OF INSTALLED PILES; TOTAL
CALCULATED CONCRETE GROUT VOLUME FOR ALL OF THE PILES; ACTUAL TOTAL CONCRETE GROUT VOLUME INSTALLED FOR
ALL OF THE PILES; ,ND DEVIATION OF EACH PILE FROM THE SPECIFIED LOCATION SHALL BE KEPT AND SUBMITTED TO
THE ENGINEER OF RECORD UPON COMPLETION OF THE AUGER PILE WORK.
FOUNDATION PLAN ONLY CONVEYS STRUCTURAL INFORMATION. FOR GENERAL FEATURES, CONDUITS, ELECTRICAL EMBEDS,
STEP HEIGHTS, ETC., SEE ARCHITECTURAL PLANS. DO NOT SCALE FOOTING DIMENSIONS AND LOCATIONS FROM THE
FOUNDATION PLAN. IF FOOTING SIZE OR LOCATION IS NOT DETERMINED ON PLAN THEN CONTACT THE STRUCTURAL
ENGINEER..
UNLESS OTHERWISE NOTED ON DRAWINGS, MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 3" IN FOOTINGS AND
MESH SHALL BE CENTERED IN SLAB ON GRADE USING SUPPORT BARS AND CHAIRS. IN ALL CONTINUOUS FOOTINGS
PROVIDE #4 Q 48" O.C. OR ROD CHAIRS. PROVIDE CONTINUITY OF REINFORCING AT INTERSECTIONS OF PERPENDICULAR
CONCRETE ELEMENTS BY INSTALLING CORNER BARS, MINIMUM OF 40 BAR DIAMETERS INTO EACH ELEMENT. SPLICES IN
REINFORCING, WHERE PERMITTED, SHALL BE 48 BAR DIAMETERS
THE GEOTECHNICAL ENGINEER SHALL ACT AS THE OWNER'S REPRESENTATIVE AND SHALL MAKE OBSERVATIONS AND TESTS
AS CONSIDERED NECESSARY FOR QUALITY CONTROL. WHERE FOUNDATIONS OR OTHER CRITICAL ELEMENTS ARE TO BE
SUPPORTED ON ENGINEERED FILL, CONTINUOUS OBSERVATIONS AND TESTS OF GRADING OPERATIONS SHALL BE MADE BY
THE GEOTECHNICAL ENGINEER. ALL TESTS SHALL BE PERFORMED IN ACCORDANCE WITH PROCEDURES SET FORTH IN THE
CURRENT BOOK OF STANDARDS OF THE AMERICAN SOCIETY OF TESTING AND MATERIALS (ASTM).
WHERE FILL IS REQUIRED, IT SHALL BE PLACED IN ACCORDANCE WITH INSTRUCTIONS OF THE PROJECT GEOTECHNICAL
ENGINEER TO MAINTAIN DESIGN BEARING PRESSURE.
UNLESS SPECIFICALLY NOTED AS "CANTILEVERED" ON PLAN OR DETAILS, WALLS RETAINING EARTH MUST BE SHORED
CONTINUALLY PRIOR TO COMPLETION OF STRUCTURAL SLABS ON GRADES AND/OR ELEVATED SLABS HAVE BEEN PLACED.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE DESIGN, ADEQUACY, SAFETY, AND STABILITY OF
TEMPORARY ERECTION BRACING AND SHORING.
BACKFILL AGAINST WALLS SHALL BE DEPOSITED EVENLY IN 8" TO 12" LIFTS AGAINST BOTH SIDES OF WALL UNTIL THE
LOWER FINAL GRADE IS REACHED. CONTRACTOR SHALL PROVIDE ADEQUATE BRACING OR SHORING FOR ALL WORK DURING
THE CONSTRUCTION PERIOD. BACKFILL SHALL NOT BE PLACED AGAINST WALLS UNTIL THE WALLS HAVE ACHIEVED 75% OF
SPECIFIED DESIGN STRENGTH.
FOOTINGS SHALL BE (CENTERED ABOUT COLUMN LINES UNLESS NOTED OTHERWISE.
TOP OF FOOTING ELEVATIONS PROVIDED ON DRAWINGS ARE FOR PURPOSES OF CONTRACT & SHALL BE ADJUSTED, AS
REQUIRED, AT TIME OF EXCAVATION TO BEAR ON PROPERLY PREPARED SUPPORT SUBGRADE (PER GEOTECHNICAL REPORT
RECOMMENDATIONS OR FIELD DIRECTIVES OF GEOTECHNICAL ENGINEER ON SITE) OR TO ADJUST FOOTING ELEVATIONS TO
AVOID INFLUENCE BETWEEN FOUNDATIONS & BURIED PLUMBING. SEE TYPICAL FOOTING -TRENCH INFLUENCE DETAIL FOR
SIMILAR REQUIREMENTS FOR INFLUENCE BETWEEN FOUNDATIONS & BURIED PLUMBING. DO NOT EMBED PIPING WITHIN OR
PASS PIPING VERTICALLY OR HORIZONTALLY THROUGH ISOLATED FOOTINGS.
WHERE THE GEOTECH ICAL ENGINEER FINDS AN UNSTABLE CONDITION IS BEING CREATED, EITHER BY CUTTING OR FILLING,
THE WORK SHALL NOT PROCEED IN THAT AREA UNTIL AN INVESTIGATION HAS BEEN MADE AND THE GRADING PLAN
REVISED.
FILL TO BE COMPACT D TO 95% OF MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. PLACE FILL IN LAYERS OF 8"
THICK MAXIMUM & U ODER THE DIRECT SUPERVISION OF THE GEOTECHNICAL ENGINEER. FILL TO BE TESTED TO VERIFY
COMPACTION AS REWIRED BY THE GEOTECHNICAL ENGINEER.
TESTS FOR DEGREE OF COMPACTION SHALL BE DETERMINED BY THE ASTM D-1556 OR ASTM D-2922 TEST METHODS.
OBSERVATION AND FIELD TESTS SHALL BE CARRIED ON DURING FILL AND BACKFILL PLACEMENT BY THE GEOTECHNICAL
ENGINEER TO ASSIST THE CONTRACTOR IN OBTAINING THE REQUIRED DEGREE OF COMPACTION. IF LESS THAN 95 (U.O.N.
IN SOILS REPORT) PERCENT IS INDICATED, ADDITIONAL COMPACTION EFFORT SHALL BE MADE WITH ADJUSTMENT OF THE
MOISTURE CONTENT AS REQUIRED COMPACTION IS OBTAINED.
UAS I -IN-FL L L; N(;K I
TO BE MIXED AND P .ACED IN ACCORDANCE WITH ACI 301, ACI 506 & 506.2. ALL REINFORCED CONCRETE TO HAVE 28
DAY COMPRESSIVE S _RENGTHS AS FOLLOWS:
ALL STRUCTURAL ELEMENTS f'c = 4000 PSI UNLESS NOTED OTHERWISE.
COLUMNS & WALLS: f'c = 4,000 PSI
BEAMS & SLA 's: f'c = 4,000 PSI
AUGERCAST PILES: f'c = 5,000 PSI
BREAK -AWAY $LAB -ON -GRADE: f'c = 3,000 PSI
ALL CONCRETE MIX DESIGN SUBMITTALS SHALL INCLUDE A WRITTEN DESCRIPTION INDICATING WHERE EACH PARTICULAR MIX
IS TO BE PLACED WITHIN THE STRUCTURE.
UNLESS NOTED OTHERWISE, NORMAL WEIGHT CONCRETE (145 PCF) SHALL BE USED WITH 3/4" MAX. (ELEVATED) OR 1"
MAX. (SLAB -ON -GRADE) COARSE AGGREGATE CONFORMING TO ASTM C 33.
PROTECT FRESHLY POURED CONCRETE FROM PREMATURE DRYING AND EXCESSIVE COLD AND HOT TEMPERATURES. START
CURING AS SOON AS FREE WATER HAS DISAPPEARED FROM THE CONCRETE SURFACE AFTER PLACING AND FINISHING. ALL
CURING PROCEDURES TO FOLLOW ACI 308.
PROTECT CONCRETE FROM DAMAGE AND REDUCED STRENGTH CAUSED BY FROST, FREEZING ACTIONS AND LOW
TEMPERATURES IN COMPLIANCE WITH ACI 306.
PROTECT CONCRETE FROM DAMAGE AND REDUCED STRENGTH CAUSED BY HIGH TEMPERATURES IN COMPLIANCE WITH ACI
305. UNIFORMLY C00 WATER AND AGGREGATES BEFORE MIXING TO OBTAIN A CONCRETE MIXTURE TEMPERATURE OF NOT
GREATER THAN 90 D -GREES FAHRENHEIT AT POINT OF PLACEMENT.
CAST -IN-PLACE CONCRETE (CONTINUED):
WHERE NEW CONCRETE IS TO BE POURED ONTO EXISTING CONCRETE, ROUGHEN AND CLEAN SURFACE OF THE ADJOINING
AREA AND COAT WITH SIKADUR 32 HI -MOD OR AN APPROVED BONDING AGENT.
NO ADDITIONAL WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE.
SEE ARCHITECTURAL, ELECTRICAL, MECHANICAL, FIRE PROTECTION AND PLUMBING DRAWINGS FOR DRIPS, CHAMFERS,
REGLETS, SLOTS, SLEEVES, RUSTICATIONS, INSERTS ANCHORS AND OTHER EMBEDDED ITEMS NOT NOTED ON STRUCTURAL
DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING & PLACING ALL EMBEDDED ITEMS SHOWN ON
DRAWINGS & ADDITIONAL ITEMS NOTED IN THIS NOTE, AS REQUIRED BY OTHER TRADES.
ALL OPENINGS REQUIRED BY OTHER TRADES ARE TO BE COORDINATED W/ARCH. & MECH. DWGS., AND ARE SUBJECT TO
STRUCTURAL ENGINEERING APPROVAL.
ALL OPENINGS IN CONCRETE SLABS SHALL BE LOCATED, SIZED AND REINFORCED (WITH THE EXCEPTION OF SMALL
OPENINGS AND/OR SLEEVES OF A SIZE THAT WILL NOT DISPLACE OR INTERRUPT THE CONTINUITY OF THE REINFORCING)
AS SHOWN ON RESPECTIVE FLOOR PLANS AND DETAILS. ALL OPENINGS IN SLAB LESS THAN 10" SHALL BE COORDINATED
WITH ARCHITECTURAL & MEP DRAWINGS AND ARE SUBJECT TO STRUCTURAL ENGINEER'S APPROVAL. ANY ALTERATIONS
REQUIRE APPROVAL OF THE STRUCTURAL ENGINEER. (SEE TYPICAL SLAB OPENING DETAIL).
DEFECTIVE AREA IN CONCRETE INCLUDING, BUT NOT LIMITED TO, HONEY -COMBING, SPALLS, AND CRACKS WITH WIDTHS
EXCEEDING 0.01 INCH SHALL BE REPAIRED. EXTENT OF DEFECTIVE AREA TO BE DETERMINED BY THE STRUCTURAL
ENGINEER.
CONCRETE REINFORCING
REINFORCING STEEL AND ACCESSORIES SHALL BE DETAILED IN ACCORDANCE WITH ACI 315-99 (MANUAL OF STANDARD
PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES) AND CRSI MSP2-01 (MANUAL OF STANDARD PRACTICE)
(IBC 2009: CRSI MANUAL OF STANDARD PRACTICE, 28TH EDITION)
REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 60
(UNLESS NOTED OTHERWISE).
UNLESS NOTED OTHERWISE, CONCRETE COVER FOR REINFORCING STEEL
SHALL BE AS FOLLOWS:
1. CONCRETE CAST AGAINST EARTH ----------------- 3"
2. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER ---- 2"
3. WALLS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 3/4„
4. COLUMNS/BEAMS (TO MAIN REINF.)---------------- 1 1/2"
SPLICES IN REINFORCEMENT, WHERE PERMITTED SHALL BE AS FOLLOW:
1. WELDED WIRE MESH -------------------------- 8"
2. ALL OTHERS ------------------------------ CLASS "B»
TENSION, CASE "1"
MINIMUM U.Q.N.
(SEE CHART)
CLASS "B", CASE I TENSION
SPLICES IN INCHES
c
f'c = 3000 psi
f'c = 4000 psi
f'c = 5000 psi
BAR
SIZE
ALL
THEA
TOP
BARS
ALL
OTHERS
TOP
BARS
ALL
OTHERS
TOP
BARS
# 3
21
28
18
24
17
22
# 4
28
37
25
32
22
29
# 5
36
46
31
40
28
36
# 6
43
56
37
48
33
43
# 7
62
81
54
70
48
63
# 8
71
93
62
80
55
72
# 9
80
104
70
90
62
81
# 10
90
118
78
102
70
91
# 11
100
1 131
87
113
78
1 101
SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND PLACEMENT. WRITTEN
DESCRIPTION OF REINFORCEMENT WITHOUT ADEQUATE SECTIONS, ELEVATIONS AND DETAILS IS NOT ACCEPTABLE.
ALL WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A-706, GRADE 60, AND BE USED ONLY WITH PRIOR
PERMISSION FROM THE STRUCTURAL ENGINEER.
ALL TENSION SPLICES, INCLUDING SPLICES FROM BARS LABELED CONTINUOUS, SHALL CONFORM TO ACI 318-11. SPLICES
SHALL BE CLASS B IN ACCORDANCE WITH ACI 318, UNLESS NOTED OTHERWISE. REINFORCEMENT SHALL BE SPLICED
ONLY AT LOCATIONS SHOWN OR NOTED IN THE STRUCTURAL DOCUMENTS, EXCEPT REINFORCEMENT MARKED
"CONTINUOUS" CAN BE SPLICED AT LOCATIONS DETERMINED BY CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE
APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. (FBC 2010: ACI 318-08)
WELDED WIRE REINFORCEMENT SHALL CONFORM TO ASTM A-185 AND BE LAPPED TWO FULL PANELS, TIED ON EACH SIDE
AND SHALL BE SUPPLIED IN FLAT SHEETS.
LONGITUDINAL REINFORCING BARS IN FOOTINGS SHALL BE PLACED CONTINUOUS AT CORNERS AND INTERSECTIONS.
FOR EVERY VERTICAL OR HORIZONTAL BAR
DISCONTINUED BY AN OPENING, ONE BAR
(MIN. OF 2 BARS) SHALL BE ADDED @ SIDE
OF OPENING (HALF TO EACH SIDE - TYPICAL).
PROVIDE CORNER BARS AT ALL CONTINUOUS
REINFORCING BARS AT ALL MEMBERS
(FOUNDATIONS, WALLS, SLABS,
BEAMS & OTHER MEMBERS).
PROVIDE DOWELS FROM FOUNDATIONS, THE SAME SIZE
& NUMBER AS THE VERTICAL WALL OR COLUMN
REINFORCING, UNLESS NOTED OTHERWISE.
ALL DOWELS AND TERMINATING BARS SHALL HAVE
A STANDARD 90 DEGREE HOOK.
ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS
THROUGH CONTROL AND/OR CONSTRUCTION
JOINTS AND AROUND CORNERS.
FORMWORK & SHORING:
THE FORM AND SHORING SYSTEM SHALL BE
DESIGNED BY A FLORIDA REGISTERED ENGINEER IN
ACCORDANCE WITH ACI 301 & 347 "RECOMMENDED
PRACTICE FOR CONCRETE FORMING".
SHORING AND RE -SHORING PLANS MUST BE SIGNED
AND SEALED BY A FLORIDA REGISTERED ENGINEER
AND SUBMITTED WITH CALCULATIONS. CALCULATIONS
FOR THE RE -SHORING PROCESS MUST INCLUDE THE
POURING AND THE STRIPPING CYCLE BASED ON THE
CONSTRUCTION SCHEDULE. THE ASSUMED CONCRETE
STRENGTH AT THE TIME OF STRIPPING ANY NEW
SLAB AND MUST BE SUBSTANTIATED BY PROVIDING
CONCRETE MIX DESIGN AND EXPECTED STRENGTH
GAIN WITH AGE. THE CALCULATIONS MUST SHOW
THAT THE SLABS SUPPORTING A NEW SLAB ARE NOT
OVER -STRESSED BASED ON THE ASSUMED STRENGTH
AND THE AGE AT THE TIME OF POURING. ALL
RE -SHORING CALCULATIONS SHALL INCLUDE
CALCULATIONS FOR MUD SILLS AND ANY
CONSTRUCTION LOADING SUCH AS CONCRETE
PLACING BOOM SUPPORT ETC.
STRUCTURAL DRAWING INDEX
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50.0
FORMWORK & SHORING: (CONTINUED)
FINAL SIGNED AND SEALED SHORING AND RESHORING DRAWINGS SHALL BE ISSUED TO THE ENGINEER OF RECORD FOR
THE PROJECT AND THE THRESHOLD BUILDING INSPECTOR FOR HIS USE TO INSURE COMPLIANCE WITH THESE DRAWINGS.
NO FLAT SLAB SHALL BE STRIPPED AND RESHORED UNTIL CONCRETE HAS ACHIEVED A MINIMUM OF 85% OF DESIGN
STRENGTH AND 72 HOURS OF AGE. BASED ON THE LOWEST CONCRETE TEST.
CONCRETE MASONRY:
ALL MASONRY DESIGN AND CONSTRUCTION SHALL CONFORM TO ACI 530-05/ASCE 5-05/TMS 402-05 AND ACI
530.1-05/ASCE 6-05/TMS 602-05. CMU SHALL BE IN ACCORDANCE WITH ASTM C90-75, HOLLOW LOAD-BEARING
(CMU), TYPE 1, GRADE N-1, NORMAL WEIGHT, WITH A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI (f'm=1500 PSI).
GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN 5-0" MAXIMUM LIFTS PROVIDE CLEANOUTS PER ACI
530.1-02 IN THE BOTTOM OF COURSE OF MASONRY WHEN THE WALL HEIGHT EXCEEDS 5'-0".
CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT AND CONFORM TO ASTM C-90. LAY IN RUNNING BOND UNLESS
NOTED OTHERWISE. F'M SHALL BE 1500 PSI (MIN. CMU COMPRESSIVE STRENGTH = 1900 PSI), COMPLETE TEST REPORTS
THAT DOCUMENT MINIMUM COMPRESSIVE STRENGTH SHALL BE SUBMITTED TO THE BUILDING INSPECTOR.
SEE ARCHITECTURAL DRAWINGS FOR EXACT LAYOUT AND CONFIGURATION. COMPLETE SHOP DRAWINGS (INCLUDING
MEMBERS, COMPONENTS, CONNECTIONS AND ALL LOADS CLEARLY INDICATED ON THE CALCULATIONS & SHOP DRAWINGS.
SHOP DRAWINGS SHALL SHOW & SPECIFY ALL CONNECTIONS UTILIZED WITHIN THE RAILING SYSTEM AS WELL AS
CONNECTIONS TO AND LOADS IMPOSED UPON THE STRUCTURAL FRAMING SYSTEM) FOR CONSTRUCTION OF STAIRS,
HANDRAILS, AND GUARDRAILS SHALL BE SEALED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE IN
WHICH CONSTRUCTION WILL OCCUR AND SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION.
IT IS REQUIRED THAT THE SITE PREPARATION & FOUNDATION CONSTRUCTION BE MONITORED BY THE GEOTECHNICAL
ENGINEER OR HIS REPRESENTATIVE. THE FOLLOWING ARE RECOMMENDED MINIMUM SAMPLING AND TESTING FREQUENCIES.
AT LEAST ONE MOISTURE -DENSITY (PROCTOR) TEST, ATTERBERG LIMITS TEST AND PERCENT FINER THAN #200 SIEVE TEST
SHOULD BE PERFORMED PER EACH SOIL TYPE SUCH AS SUBGRADE AND SELECT FILL.
IN STRUCTURE
AREAS, AT LEAST
1 DENSITY
AND MOISTURE CONTENT
TEST PER 5000 SQUARE FEET OF SURFACE AREA
GROUT SHALL BE IN ACCORDANCE WITH ASTM C476 WITH A MINIMUM OF 28 DAY COMPRESSIVE STRENGTH OF 3000 psi SHOULD BE PERFORMED
ON THE
SUBGRADE
SOILS, AND AT LEAST 1
DENSITY AND MOISTURE CONTENT TEST PER 5000
PER ASTM C1019. GROUT SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF els PLACED AT AN 8" TO 11" SLUMP. SQUARE FEET
OF SURFACE AREA
SHOULD BE PERFORMED FOR EACH
COMPACTED 8 -INCH THICK LAYER OF FILL. TESTING
MORTAR SHALL CONFORM TO ASTM C270 AND TYPE M OR S. TYPE N MORTAR MAY BE USED IN BRICK VENEER. BACKFILL TRENCHES
SHOULD BE
AT LEAST
1 DENSITY AND MOISTURE
CONTENT TEST PER 100 LINEAR FEET OF TRENCH
PER 8 -INCH
COMPACTED FILL THICKNESS.
THE SPACING/LOCATIONS FOR TYPICAL JOINT REINFORCING
AT 25% OF ANY ISOLATED COLUMN FOOTING LOCATIONS
JOINT REINFORCING - TRUSS TYPE, 9 GAUGE SPACED VERTICALLY AT 16" UNLESS NOTED OTHERWISE AND CONFORM TO
ASTM A-82.
VERTICAL REINFORCING IN CONCRETE MASONRY (AS REQUIRED) SHALL BE DOWELED INTO THE FOUNDATION AND EXTEND
INTO THE BOND BEAM AT THE FLOOR OR ROOF. PROVIDE MIN. 4" X 4" OPENING AT U BLOCK FOR VERTICAL BAR.
PROVIDE REINFORCING IN CONCRETE MASONRY GROUTED CELLS AT EACH SIDE OF OPENING, EQUAL TO THE REINFORCING
DISPLACED. MINIMUM REINFORCING SHALL BE (1) TYPICAL REINFORCEMENT BAR AT EACH SIDE UNLESS REINFORCED
CONCRETE JAMB IS CALLED OUT.
A MINIMUM OF AT LEAST FIVE (5) DENSITY AND MOISTURE CONTENT TESTS SHOULD BE PERFORMED IN THE BUILDING
AREA ON THE SUBGRADE SOILS, AND A MINIMUM OF AT LEAST FIVE (5) DENSITY AND MOISTURE CONTENT TESTS SHOULD
BE PERFORMED PER 8 -INCH COMPACTED THICKNESS OF FILL IN THE BUILDING AREA. TESTING OF BACKFILLED TRENCHES
SHOULD BET LEAST 1 DENSITY AND MOISTURE CONTENT TEST PER 100 LINEAR FEET OF TRENCH PER 8 -INCH
COMPACTED -ILL THICKNESS.
IT IS IMPERATIVE THAT A QUALIFIED FIELD TECHNICIAN BE ON-SITE DURING ALL SOIL PROCESSING AND PLACEMENT.
PROVIDE JOINT REINFORCING AT 8" AT MASONRY
BELOW GRADE, 2 ROWS AT 8" AT TOP AND BOTTOM OF OPENINGS,
OWNER WILL
EMPLOY AN INDEPENDENT TESTING LABORATORY TO PERFORM THE FOLLOWING TESTS AND SUBMIT TEST
(EXTEND 24" EACH SIDE) AND 2 ROWS AT 8" AT
BOND BEAMS. UNLESS NOTED OTHERWISE, WHERE MULTIPLE WYTHES OF
REPORTS ON
CAST -IN-PLACE CONCRETE:
CONCRETE MASONRY ARE CONSTRUCTED AND/OR
WHERE ADDITIONAL WYTHES OF CONCRETE MASONRY ARE ADDED TO
ASTM C143
"STANDARD TEST METHOD FOR SLUMP OF PORTLAND CEMENT CONCRETE." SLUMP SHALL NOT EXCEED LIMIT
EXISTING WYTHES, EACH ADJACENT WYTHE SHALL
BE TIED TO THE NEXT WYTHE WITH TYPICAL JOINT REINFORCING (NEW
INDICATED ON
APPROVED MIX DESIGN, OR 6" (WHICHEVER IS SMALLER)
CONSTRUCTION FOR BOTH WYTHES) OR POST -INSTALLED
TIES APPROVED BY ARCHITECT/ENGINEER (ADDITION TO EXISTING
V
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CONSTRUCTION) WITH SPACING/LOCATIONS MATCHING
THE SPACING/LOCATIONS FOR TYPICAL JOINT REINFORCING
ASTM C39 'STANDARD
TEST METHOD FOR COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS." CYLINDERS
DESCRIBED IN THE GENERAL NOTES.
LL`�
SHALL BE T
KEN FOR EACH MIX DESIGN USED AND FOR EVERY 50 CUBIC YARDS OF CONCRETE PLACED TEST CYLINDERS
CONCRETE MASONRY UNITS SHALL BE CUT BELOW CONCRETE BEAMS OR BOND BEAMS AS REQUIRED IN ORDER TO GET
CONTINUOUS BEAM OR BOND BEAMS AT THE PROPER ELEVATION.
ALL CELLS BELOW GRADE AND SLAB ON GRADE SHALL BE GROUTED.
HORIZONTAL BEAMS, BOND BEAMS AND REINFORCING SHALL BE DISCONTINUOUS AT CONTROL JOINTS.
16" DEEP BOND BEAMS MAY BE CONSTRUCTED OF 8" U BLOCK BELOW AND 8" STANDARD BLOCK ABOVE WITH BREAK
AWAY TOP PART OF WEB.
SEE ARCHITECTURAL DRAWINGS FOR LAYING MASONRY AND LOCATION OF OPENINGS. ARCHITECT SHALL BE RESPONSIBLE
FOR THE DESIGN OF ALL FLASHING.
FACE SHELLS OF BED JOINTS SHALL BE FULLY MORTARED. WEBS SHALL BE FULLY MORTARED IN ALL COURSES OF
PILASTERS, PIERS, COLUMNS, IN THE STARTING COURSE ON FOUNDATIONS WHERE ADJACENT CELLS/CAVITIES ARE TO BE
GROUTED, & WHERE OTHERWISE NOTED.
SHOP DRAWINGS
DESIGN OF PRE-ENGINEERED SYSTEMS SPECIFIED IN THE CONTRACT DOCUMENTS WHICH ARE DESIGNED/ENGINEERED BY
OTHERS IS THE SOLE RESPONSIBILITY OF THE DELEGATED ENGINEER. SUBMITTALS OF SUCH SYSTEMS SHALL BE SEALED
BY AN ENGINEER LICENSED IN THE PROJECT STATE.
STRUCTURAL DRAWINGS INDICATE TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. SHOP DRAWINGS SHALL DETAIL ALL
CONDITIONS IN ACCORDANCE WITH SPECIFIED STANDARDS AND THE SPECIFIC REQUIREMENTS OF THIS PROJECT AS
INDICATED IN THE PROJECT DOCUMENTS.
THE CONTRACTOR SHALL SUBMIT, AS REQUIRED, PRINTS OF SHOP DRAWINGS FOR ALL FABRICATED MATERIALS TO
ARCHITECT FOR REVIEW.
REVIEW OF SHOP DRAWINGS BY THE ARCHITECT/ENGINEER DOES NOT RELIEVE THE CONTRACTOR OF THE SOLE
RESPONSIBILITY FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF THOSE SHOP DRAWINGS.
SHOP DRAWINGS REQUIRING A SPECIAL ENGINEERING DESIGN BY THE FABRICATOR SHALL BE STAMPED BY A REGISTERED
ENGINEER OF RECORD IN THE STATE IN WHICH CONSTRUCTION WILL OCCUR BEFORE SUBMITTING FOR REVIEW BY THE
ARCHITECT/ENGINEER.
COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF ALL APPLICABLE SPECIALTY ITEMS INCLUDING, BUT NOT LIMITED TO,
PRECAST CONCRETE, CURTAIN WALL GLAZING SYSTEMS, LIGHT GAGE STEEL FRAMING, ORNAMENTAL GUARDRAILS,
SKYLIGHTS, AND STAIRS SHALL BE SEALED AND SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE IN
WHICH THIS BUILDING SHALL BE CONSTRUCTED AND SHALL BE AVAILABLE AT THE JOB SITE DURING TIMES OF
INSPECTION.
THE OWNER WILL NOT PAY FOR ADDITIONAL CHARGES DUE TO RE -DETAILING FEES ASSOCIATED WITH A
THREE-DIMENSIONAL DETAILING PROGRAM. THE DETAILER SHALL ESTIMATE AND INCLUDE ANY COSTS IN THE BASE BID
ASSOCIATED WITH RE -DETAILING FEES AS A RESULT OF CHANGES AND/OR REVISIONS MADE TO THE SHOP DRAWINGS
DURING THE SHOP DRAWING REVIEW.
ENGINEER SHALL BE FOR CONFORMANCE WITH CONTRACT DOCUMENTS WITH REGARD TO THE ARRANGEMENT AND SIZES
OF MEMBERS SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS AND THE DELEGATED ENGINEER INTERPRETATION OF
THE DESIGN INFORMATION INCLUDED IN THE CONTRACT DOCUMENTS. SUCH REVIEW BY THE STRUCTURAL ENGINEER SHALL
NOT IMPLY ANY RESPONSIBILITY FOR THE ACTUAL DESIGN OF SUCH SYSTEMS. CONTRACTOR HAS FULL RESPONSIBILITY
FOR DIMENSIONAL ACCURACY AND CONFORMANCE WITH THE INFORMATION CONTAINED IN THE CONTRACT DOCUMENTS.
SEE GENERAL NOTES FOR DESIGN CRITERIA AND ADDITIONAL REQUIREMENTS. FOOTINGS, HOLDDOWNS, FASTENERS, ETC.
INDICATED WITHIN WHICH SUPPORT A PRE-ENGINEERED ITEM ARE PRELIMINARY AND SUBJECT TO CHANGE AFTER REVIEW
OF THE PRE-ENGINEERED SHOP DRAWINGS. THESE SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPT.
AS A DEFERRED SUBMITTAL TO THE PERMIT DOCUMENTS.
PRE-ENGINEERED STEEL STAIRS HANDRAILS & GUARDRAILS
COMPLY WITH NAAMM, NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS, "METAL STAIR MANUAL"
HANDRAILS AND GUARDRAILS SHALL BE DESIGNED FOR THE REQUIREMENTS OF 1607.7 OF THE REFERENCED BUILDING
CODE. HANDRAILS & SUPPORTING STRUCTURE SHALL BE CAPABLE OF WITHSTANDING A 200 LB POINT LOAD OR 50
LB/FT LINE LOAD APPLIED IN ANY DIRECTION AT ANY POINT ON THE RAIL AND TO THE REQUIREMENTS OF THE
REFERENCED BUILDING CODE.
ALL COMPONENTS SHALL BE DESIGNED AND DETAILED BY THE FABRICATOR FOR A MINIMUM 100 PSF LIVE LOAD, 2000 LB.
CONCENTRATED LOAD AND L/360 MAX. DEFLECTION. MINIMUM SIZES SHALL BE AS FOLLOWS:
1. METAL PANS: 14 GA. (UNLESS NOTED OTHERWISE)
2. STRINGERS: C12x20.7 (UNLESS NOTED OTHERWISE)
AT THE FOLLOWING AGES: t
CYLINDER AT 3 DAYS, I CYLINDER AT 7 DAYS, 2 CYLINDERS AT 28 DAYS -OR- HOLD ONE RESERVE CYLINDER TO BE
TESTED AS REQUESTED BY THE ENGINEER. IF REQUIRED 28 DAY STRENGTH IS ACHIEVED, THE RESERVE CYLINDER MAY BE
DISCARDED.
ALL CONCRE E TESTS INCLUDING AIR CONTENT, SLUMP, AND TEST CYLINDERS SHALL BE TAKEN AT THE POINT OF
DISCHARGE ND FROM THE DISCHARGE END OF PUMP HOSE WHEN CONCRETE IS PUMPED.
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EXPANSION ANCHORS AS SHOWN ON CONTRACT DOCUMENTS SHALL BE HILTI KWIK BOLT 3 ANCHORS MANUFACTURED BY
HILTI FASTENING SYSTEMS, WEDGE -ALL ANCHORS MANUFACTURED BY SIMPSON STRONGTIE COMPANY, POWER -STUD
ANCHORS MANUFACTURED BY POWERS FASTENERS, TRUBOLT WEDGE ANCHORS MANUFACTURED BY ITW RAMSET/RED HEAD
OR APPROVE EQUAL. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT
SHALL BE PER MANUFACTURER'S REQUIREMENTS UNLESS NOTED OTHERWISE.
ADHESIVE ANCHORS AS SHOWN ON CONTRACT DOCUMENTS SHALL CONSIST OF AN ALL -THREAD GRADE 36 STEEL ANCHOR
WITH HY150 MAX INJECTION ADHESIVE (HIT HY20 INJECTION ADHESIVE FOR MASONRY CONSTRUCTION WITH VOIDS)
SUPPLIED BY HILTI FASTENING SYSTEMS, EPDXY-TIE SET EPDXY ADHESIVE SUPPLIED BY SIMPSON STRONGTIE COMPANY,
EPCON G5 EPDXY ADHESIVE SUPPLIED BY ITW RAMSET/RED HEAD OR APPROVED EQUAL. INSTALL IN ACCORDANCE WITH
THE MANUFA-_TURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE PER MANUFACTURER'S REQUIREMENTS UNLESS
NOTED OTHE ZWISE.
POST -INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE DRAWINGS. CONTRACTOR SHALL OBTAIN
APPROVAL FROM ENGINEER OF RECORD PRIOR TO USING POST INSTALLED ANCHORS FOR MISSING OR MISPLACED
CAST -IN-PLACE ANCHORS. CARE SHALL BE GIVEN TO AVOID CONFLICTS WITH EXISTING REBAR. HOLES SHALL BE DRILLED
AND CLEANED PER THE MANUFACTURER'S INSTRUCTIONS. ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S
INSTALLATIO INSTRUCTIONS AT NOT LESS THAN MINIMUM EDGE DISTANCES AND/QR SPACING INDICATED IN THE
MANUFACTURER'S LITERATURE. UNLESS SPECIFIED OTHERWISE, ANCHORS SHALL BE EMBEDDED IN THE APPROPRIATE
SUBSTRATE WITH A MINIMUM EMBEDMENT OF 8 TIMES THE NOMINAL ANCHOR DIAMETER OR THE EMBEDMENT REQUIRED TO
SUPPORT TH : INTENDED LOAD. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED, SHALL BE
SUBMITTED T THE ENGINEER WITH CALCULATIONS THAT ARE PREPARED AND SEALED BY A REGISTERED PROFESSIONAL
ENGINEER SHOWING THAT THE SUBSTITUTED PRODUCT WILL ACHIEVE AN EQUIVALENT CAPACITY USING THE APPROPRIATE
DESIGN PROCEDURE REQUIRED BY THE BUILDING CODE.
ADHESIVE FO REINFORCING DOWELS IN EXISTING CONCRETE SHALL BE EITHER THE HIT HY150 MAX INJECTION ADHESIVE
SUPPLIED BY HILTI FASTENING SYSTEMS, EPDXY-TIE SET EPDXY ADHESIVE SUPPLIED BY SIMPSON STRONGTIE COMPANY,
POWER -FAST EPDXY INJECTION GEL SUPPLIED BY POWERS FASTENERS, EPCON G5 EPDXY ADHESIVE SUPPLIED BY ITW
RAMSET/RED HEAD OR APPROVED EQUAL. MINIMUM EMBEDMENT LENGTH SHALL BE 12 BAR DIAMETERS, UNLESS NOTED
OTHERWISE.
DEP RELATED DESIGN CRITERIA
FEMA (BFE): FEMA FLOOD ZONE "X"
DEP MONUMENT NUMBER: R048
100 YR. STORM ELEVATION: +16.4' NAVD (PER DEP MONUMENT)
100 YR. STORM DESIGN GRADE ELEVATION: +4.4' NAVD (PER DEP MONUMENT)
BOTTOM OF ILING: -16.0' NAVD (TO BE VERIFIED BY GEOTHECHNICAL ENGINEER REPORT)
BOTTOM OF OWEST HORIZONTAL STRUCTURAL ELEVATION. +16.4' NAVD.
STRUCTURAL METAL CONNECTORS ARE IN CONFORMANCE WITH TABLE 1, FEMA - TECHNICAL BULLETIN 8 96. ALL
CONCRETE REBAR COVERAGE HAS BEEN SPECIFIED AS REQUIRED BY ACI,
TO THE BEST OF THE ENGINEER'S KNOWLEDGE AND BELIEF...
THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH THE STANDARDS ESTABLISHED IN SECTION 6213-33,
FLORIDA ADMINISTRATIVE CODE.
THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH THE STANDARDS AND GUIDELINES ESTABLISHED IN
FEMA P-55, I COASTAL CONSTRUCTION MANUAL.
THE POOL HAS BEEN DESIGNED NOT TO INCREASE THE RISK OF DAMAGE OF ADJACENT DWELLINGS DURING A COASTAL
STEEL STAIRS SHALL BE SLAB SUPPORTED USING 4" DIAMETER STANDARD PIPE POSTS AS NEEDED. PROVIDE DETAILS Sol STORM EVENT AS REQUIRED BY F.A.C. 6213-33 AND FEMA 55, CHAPTER 9.5.3.
THAT STAIR CAN BE ASSEMBLED AND INSTALLED IN PROPER SEQUENCE WITH ADJACENT WORK. METAL PAN STAIR TREADS
AND LANDINGS SHALL HAVE NOT LESS THAN 2" NOR MORE THAN 3" OF CONCRETE FILL FOR WALKING SURFACES.
COORDINATE WITH ARCHITECTURAL DRAWINGS & MEET ALL APPLICABLE LOCAL BUILDING CODES,
PLYWOOD WALL SHEATHING:
15/32" APA RATED OSB SHEATHING, 32/16.
PANELS SHALL BE ORIENTED PER 1/S703. THE FIRST 4'-0" OF SHEATHING AT THE FOUNDATION SHALL BE ZIP PANEL
TYP. THROUGHOUT. MINIMUM SIZE OF CONNECTION SHALL BE 8d COMMON NAILS TO WOOD. MAXIMUM SPACING OF
CONNECTION SHALL BE 6" O.C. EDGE & 6" O.C. FIELD. SEE PLAN FOR INCREASED NAILING REQUIREMENTS AT
SHEARWALLS.
PLYWOOD FLOOR DECKING:
23/32" APA RATED TONGUE AND GROOVE OSB DECKING, 48/24 .
LONG SIDE OF PLYWOOD PANEL SHALL BE PERPENDICULAR TO THE SUPPORT WITH THE END JOINT OF THE PANEL
ALIGNED WITH THE CENTER OF THE TWO ADJACENT PANELS (NO CONTINUOUS PANEL JOINTS). PANELS SHALL BE
CONTINUOUS OVER TWO OR MORE SPANS. MINIMUM SIZE OF CONNECTION SHALL BE 10d COMMON NAILS TO WOOD.
MAXIMUM SPACING OF CONNECTION SHALL BE 6" O.C. EDGE & 6" O.C. FIELD. DECKING SHALL ALSO BE GLUED TO THE
SUPPORTING FLOOR TRUSSES..
PLYWOOD ROOF SHEATHING:
19/32" APA RATED OSB SHEATHING, 32/16 (EXPOSURE 1).
LONG SIDE OF PLYWOOD PANEL SHALL BE PERPENDICULAR TO THE SUPPORT WITH THE END JOINT OF THE PANEL
ALIGNED WITH THE CENTER OF THE TWO ADJACENT PANELS. (NQ CONTINUOUS PANEL JOINTS). PANELS SHALL BE
CONTINUOUS OVER TWO OR MORE SPANS. MINIMUM SIZE OF CONNECTION SHALL BE 0.113x2)/2" RINGSHANK NAILS Q 6"
O.C. EDGE & 6" O.C. FIELD (AT GABLE ENDS DECREASE EDGE NAIL SPACING TO 4" O.C. WITHIN 4'-0" OF ROOF EDGE).
SUITABLE EDGE SUPPORT SHALL BE PROVIDED AS RECOMMENDED BY THE AMERICAN PLYWOOD ASSOCIATION BY USE OF
PANEL CLIPS OR LUMBER BLOCKING BETWEEN JOISTS. PANEL END JOINTS SHALL OCCUR OVER FRAMING. PLYWOOD
PANELS SHALL BE BLOCKED WITH 2x4 (MIN. U.N.O.) AT PERIMETER OF ROOF AND AT DIRECTIONAL CHANGES.
WOOD FRAMING
NATIONAL FOREST PRODUCTS ASSOCIATION, AF & PA NDS -05, WITH 2005 SUPPLEMENT, AND AF&PA SPECIAL DESIGN
PROVISIONS FOR WIND & SEISMIC, SDPWS-05.
T WHERE
ALL LUMBER, EXCEPT
SPECIFICALLY NOTED
L
OTHERWISE,
W SE, SHALL
I
BE MILL SIZED AND SURFACED ON (4) SIDES. ALL
SHALL BE STRAIGHT STOCK,
FREE FROM WARP OR
CUP, AND SINGLE
LENGTH PIECES. SPLICES WILL NOT BE PERMITTED
EXCEPT WHERE SPECIFICALLY
SO DETAILED OR AS
DIRECTED BY THE
ENGINEER.
EACH PIECE OF STRUCTURAL LUMBER, SHEATHING AND TIMBER SHALL BE MARKED WITH THE GRADE BY SUCH
COMPETENT AND RELIABLE ORGANIZATION WHOSE REGULAR BUSINESS IS TO ESTABLISH LUMBER GRADES.
UNLESS NOTED OTHERWISE, USE SPRUCE -PINE -FIR (SPF) OR SOUTHERN PINE (SYP), 19% MAX. MOISTURE CONTENT, AS
FOLLOWS:
1. DOUBLE TOP PLATES AND SILL PLATES SHALL BE (SPF#2).
2. PLATES IN CONTACT WITH CONCRETE OR CMU SHALL BE (SYP#2) P.T.
3. SILL PLATE ANCHORS PER FOUNDATION PLAN.
4. MIN. OF (SPF) UTILITY GRADE FOR INTERIOR NON-BRG. TOP PLATES.
5. USE (SPF#2) OR BETTER FOR ALL WALLS IN THESE PLANS.
6. SPACE STUDS AT 24" O.C. IN NON -LOAD BEARING WALLS.
7. BEAMS AND HEADERS (SYP#2).
8. LOAD BEARING STUDS, & EXTERIOR STUDS (SEE WALL SCHEDULE)
9. SUB -PURLINS, PLATES, BLOCKING (SPF #2)
ALL WALLS SHALL BE BALLOON FRAMED FULL HEIGHT TO ROOF OR FLOOR BEARING ELEVATION, UNLESS NOTED
OTHERWISE ON PLAN.
SPRUCE PINE FIR #2 SPECIFICATIONS: Fb=775 PSI, Fc(PARALLEL)= 1000 PSI, Fc=(PERP)=335 PSI, Fv=135 PSI, Ft=350
PSI, E=1100 KSI
SOUTHERN PINE #2 SPECIFICATIONS PER LATEST SOUTHERN FOREST PRODUCTS ASSOCIATION (SFPA)
ANY WOOD IN CONTACT WITH CONCRETE, MASONRY, OR SOIL, SHALL BE PRESSURE TREATED.
METAL CONNECTORS SHALL BE FASTENED IN ACCORDANCE WITH THE MANUF. INSTRUCTIONS TO DEVELOP THE MAXIMUM
PUBLISHED CAPACITY.
ALL WOOD -TO -WOOD CONNECTIONS SHALL EMPLOY METAL ANCHORS. NO TOE OR END NAILING SHALL BE PERMITTED
(UON), EXCEPT FOR AT TOP AND BOTTOM PLATES IN WALLS. METAL CONNECTORS SHALL BE FASTENED IN ACCORDANCE
WITH MANUF. INSTRUCTIONS TO DEVELOP THE PUBLISHED CAPACITY. ALL CONNECTORS SHALL BE G90 GALV. STEEL. ALL
ANCHORS IN CONTACT WITH PRESSURE TREATED, FIRE -RETARDANT OR WOLMANIZED WOOD SHALL BE COATED WITH G185
ZINC COATING. ALL OTHER ANCHORS MAY BE COATED WITH G90 COATING.
THE QUANTITY OF WALL STUDS DISPLACED OR CUT FOR AN OPENING SHALL BE PLACED ADJACENT TO AND ATTACHED
TO JAMBS, HALF ON EACH SIDE OF THE OPENING.
WHERE CONNECTIONS ARE NOT SHOWN ON THE DRAWINGS, COMPLY WITH NAILING SCHEDULE IN THE BUILDING CODE. ALL
NAILS AT NON -AIR CONDITIONED/HEATED AREAS SHALL BE GALVANIZED.
TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30` TO THE PIECE AND BE STARTED AT 1/3 THE NAIL LENGTH FROM
THE END OF THE PIECE.
ALL BOLTS SHALL BE FURNISHED WITH STANDARD NUT WASHER. FASTENERS IN CONTACT WITH TREATED WOOD,
INCLUDING BOLTS AND NAILS AT SILL PLATES SHALL BE HOT -DIPPED GALV. OR STAINLESS STEEL IN ACCORDANCE WITH
REQ. OF SECTION 2304.9.5 OF THE BUILDING CODE.
ALL NAILS TO BE G90 GALVANIZED (G185 GALVANIZATION FOR NAILS IN CONTACT WITH TREATED WOOD). COORDINATE
BLOCKING LOCATION WITH SHEATHING EDGES AS REQUIRED. ALL NAILS SHALL BE COMMON WIRE NAILS.
MULTIPLE STUD OR SOLID COLUMNS SHALL BE CONTINUOUS FROM FRAMING LEVEL, WHERE SHOWN, TO THE FOUNDATION.
THIS WILL REQ. SOLID BLOCKING WITHIN THE FLOOR FRAMING EQUAL TO THE COLUMN DIMENSION. UNLESS OTHERWISE
FASTENED, CONNECT COLUMNS ABOVE AND BELOW EACH FRAMING LEVEL WITH SIMPSON CMST14 STRAP (WITH NAILS/LAP
ABOVE AND BELOW FRAMING LEVEL PER STRAP SPECIFICATIONS) AND ANCHOR COLUMN TO FOUNDATION WITH SIMPSON
HTT16 HOLD-DOWN w/ 5/8" DIAMETER x 6" EMBED. DEPTH EPDXY ANCHOR.
MULTIPLE STUD PACK COLUMNS SHALL BE CONNECTED LATERALLY TO ONE ANOTHER PER DETAIL INDICATED HEREIN.
MINIMUM CONNECTIONS SHALL BE AS FOLLOWS (UON):
BEAMS - (1) SIMPSON HTS16 EACH END TYPICAL.
BEAM TO POST - CMST14 STRAP WRAPPED ACROSS TOP OF BEAM END AND DOWN POST WITH NAILS/LAP ON TOP OF
BEAM AND DOWN POST AS SPECIFIED FOR STRAP.
WALL SHEATHING NOTED ON STRUCTURAL DRAWINGS OR SCHEDULES SHALL BE ATTACHED DIRECTLY TO THE FACE OF
FRAMING MEMBERS.
SEE ARCHITECTURAL DRAWINGS FOR ALL NON-STRUCTURAL SHEATHING REQUIREMENTS. ADDITIONAL SHEATHING REQUIRED
BY ARCHITECTURAL
DRAWINGS SHALL BE ATTACHED TO THE OUTSIDE FACE OF STRUCTURAL SHEATHING.
WALL FRAMING MAY BE PANELIZED (WITHOUT GYPSUM WALLBOARD OR SHEATHING). SUBMIT PANEL DRAWINGS FOR
REVIEW.
TIMBER FASTENING SHALL BE PER FBC "MINIMUM FASTENING SCHEDULE" UNLESS NOTED AS GREATER ON DRAWINGS.
CONNECTORS TO BF SIMPSON OR APPROVED ALTERNATE, WITH MINIMUM CAPACITY AS NOTED. SEE PLANS.
ALL NAILS SHALL BE COMMON WIRE NAILS.
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GENERAL
NOTES
50.1
WOOD FRAMINGCONTINUED)
ROUGH HARDWARE, JOIST HANGERS, STRAPS, HOLDOWNS, ETC. SHALL BE MANUF. BY "SIMPSON STRONG -TIE" COMPANY
OR APPROVED EQUAL. THE MAX. SIZE AND NUMBER OF FASTENERS SPECIFIED BY THE MANUFACTURER SHALL BE USED
UNLESS NOTED OTHERWISE.
BLOCKING AND FIRESTOPPING TO BE INSTALLED AS REQUIRED TO SUPPORT ALL ITEMS OF FINISH SUCH AS BULKHEADS
AND BUCKS. PROVIDE FIREBLOCKING TO CUT OFF ALL CONCEALED DRAFT OPENINGS, BOTH VERTICAL AND HORIZONTAL,
BETWEEN CEILING AND FLOOR AREAS (AS REQUIRED BY BUILDING OFFICIAL AND ARCHITECT).
BOLTS (IF APPLICABLE) SHALL BE INSTALLED IN HOLES BORED WITH A BIT 1/16" LARGER THAN THE DIAMETER OF THE
BOLT. BOLTS AND NUTS SEATING ON WOOD SHALL HAVE CUT STEEL WASHERS UNDER HEADS AND NUTS. NUTS SHALL BE
PULLED TIGHT AND AGAIN CHECKED AND TIGHTENED JUST PRIOR TO ENCLOSING BOLTED MEMBERS. COUNTER BORE FOR
BOLTED HEADS OR NUTS ONLY WHERE SO INDICATED ON THE DRAWINGS AND THEN TO SUFFICIENT DEPTH TO HOUSE
THE BOLT HEAD OR NUT AND WASHER. CUT OFF EXCESSIVE BOLT PROJECTION WHERE NECESSARY. NICK THREADS TO
PREVENT LOOSENING.
ALL WOOD MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY, CONCRETE OR SOIL SHALL BE
PRESSURE -TREATED. PT LUMBER INDICATED IN SECTIONS PRESERVED WITH SODIUM BORATE (DOT-DISODIUM OCTABQRATE
TETRA HYDRATE). IF HOWEVER, ACQ OR NON -DOT BORATE PRESERVATIVE TREATMENT IS USED, ALL ATTACHED
FASTENERS SHALL BE HOT DIPPED GALVANIZED. IF ACZA PRESERVATIVE IS USED, ALL ATTACHED FASTENERS SHALL BE
STAINLESS STEEL.
PRE--ENGINEEREED WOOD FLOOR & ROOF TRUSSES
"GANG -NAIL" PRE-ENGINEERED WOOD TRUSSES ARE TO BE CONSTRUCTED WITH METAL PLATE
CONNECTORS AND DESIGNED BY A DELEGATED ENGINEER. TRUSSES SHALL COMPLY WITH NEPA, TPI, AND AITC 100. THE
TRUSS MANUFACTURER SHALL PROVIDE DESIGN CALCULATIONS AND SHOP DRAWINGS SIGNED AND SEALED BY A
STRUCTURAL ENGINEER (CONTRACTED BY TRUSS MANUFACTURER) FOR REVIEW PRIOR TO FABRICATION.
DESIGN, CONSTRUCTION, AND INSTALLATION SHALL MEET ALL APPLICABLE REQUIREMENTS OF THE NATIONAL DESIGN
SPECIFICATION FOR WOOD CONSTRUCTION AND OF THE TRUSS PLATE INSTITUTE.
PROVIDE ALL REQ. BLOCKING AND BRACING REQUIRED BY THE MANUFACTURER FOR CONSTRUCTION AND ERECTION IN
ADDITION TO BLOCKING SHOWN ON THE STRUCTURAL DETAILS. MEMBERS OF A COMPLETED TRUSS ARE NEVER TO BE
NOTCHED OR CUT. THE DESIGN SHALL ACCOUNT FOR ALL UNIFORM LOADS AND EQUIPMENT LOADS. CONTACT THE
STRUCTURAL ENGINEER FOR UNIFORM LOADING AND REQUIREMENTS IF REQ.
CONTRACTOR SHALL VERIFY THAT ADEQUATE TRUSS BEARING IS INSTALLED AT ALL TRUSSES AS INDICATED IN THE
TRUSS SHOP DRAWINGS.
ALL TRUSS -TO -TRUSS CONNECTIONS AND TRUSS PROFILES ARE THE RESPONSIBILITY OF THE
DELEGATED TRUSS ENGINEER. PRE-ENGINEERED WOOD TRUSSES SHALL BE BRACED IN ACCORDANCE WITH TRUSS PLATE
INSTITUTE'S "HANDLING, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES, HIB -91" AND " BUILDING
COMPONENT SAFETY INFORMATION BOOKLET BCSI 1-03" AND RELATED SUMMARY SHEETS.
TRUSSES TO BE SPACED @ 24" O.C. (UNLESS OTHERWISE SHOWN). SEE PLANS FOR TRUSS LOCATION AND SPANS AS
WELL AS SPECIAL TRUSS LOCATIONS REQUIRED FOR MECHANICAL UNITS AT ROOMS.
ACTUAL TRUSS SPACING TO BE USED TO DETERMINE UNIFORM LOADS/FOOT.
WOOD TRUSSES ALONG A VERTICAL PLANE OF THE BUILDING SHALL BE CONTINUOUS. TRUSSES MAY BE SPLICED FOR
SHIPPING PURPOSES AND CONNECTED IN THE FIELD WITH METAL CONNECTOR PLATES.
SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW.
WOOD TRUSSES SHALL BE FULLY ENGINEERED AND FABRICATED BY THE MANUFACTURER AND SHALL BEAR THE SEAL
AND SIGNATURE OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE CONSTRUCTION IS TO OCCUR. SHOP
DRAWINGS SHALL BE SUBMITTED AND SHALL INCLUDE TRUSS SPACING (24" MAX.), SIZE OF MEMBERS, CONNECTIONS, AND
BRACING. DESIGN SHALL CONSIDER LL, DL, AND ALL SPECIAL LOADS FROM MECHANICAL AND PLUMBING. CALCULATIONS
SHALL ALSO BE SUBMITTED AND SHALL BEAR THE SEAL OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE
CONSTRUCTION IS TO OCCUR.
SPECIAL LOADS FROM MECH./PLUMBING OR OTHER EQUIPMENT HAVE NOT BEEN CONSIDERED AND SHALL BE
COORDINATED BY THE TRUSS DESIGNER. TRUSSES SUPPORTING THESE SPECIAL LOADS SHALL BE DESIGNED FOR THESE
LOADS IN ADDITION TO THE TYPICAL UNIFORM LOADS.
CONCENTRATED LOADS SHALL BE SUPPORTED AT PANEL POINTS ONLY. ANY LOADS SUSPENDED FROM TRUSSES MUST BE
APPLIED TO EACH TRUSS UNIFORMLY, SPACING OF HANGERS NOT TO EXCEED 2'-0" Q.C. IN ANY DIRECTION.
ALL TRUSS SHOP DRAWINGS INCLUDING LATERAL BRACING DETAILS SHALL BE AVAILABLE AT THE JOBSITE DURING TIMES
OF INSPECTION AND SHALL BEAR CLEAR INDICATION THAT THEY HAVE BEEN REVIEWED AND APPROVED BY THE
STRUCTURAL ENGINEER OF RECORD.
GENERAL CONTRACTOR SHALL NOT CUT OR ALTER ANY TRUSS MEMBER.
ALL TRUSS CONNECTORS TO BE G90 GALVANIZED STEEL. ALL NAILS/SCREWS USED AT CONNECTOR PLATES/ANCHORS
SHALL BE G-90 GALVANIZED.
FLOOR TRUSSES SHALL CONNECT TO BEARING WALLS WITH A MINIMUM OF (2)-16d TOENAILS.
FLOOR TRUSSES SHALL CONNECT TO BEAMS AT FLUSH CONDITIONS WITH SIMPSON HANGERS AS SPECIFIED BY TRUSS
DESIGNER.
TRUSS MANUFACTURER SHALL COORDINATE WITH CONTRACTOR FOR LOCATIONS OF SQUARE PANELS FOR HVAC.
FLOOR TRUSS WEB STIFFENERS ARE REQ. AT ALL INTERMEDIATE BEARING LOCATIONS AND WHEN TRUSSES ARE BEING
SUPPORTED ON HANGERS.
FLOOR TRUSSES SHALL BE FABRICATED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS.
SEE MECHANICAL DRAWINGS AND ROOF PLAN FOR EQUIPMENT WEIGHTS, LOCATIONS AND ACCESS PATHS IN ROOF
TRUSSES.
SEE MECHANICAL DRAWINGS AND ROOF PLAN FOR EQUIPMENT WEIGHTS, LOCATIONS AND ACCESS PATHS IN ROOF
TRUSSES. ACTUAL TRUSS SPACING TO BE USED TO DETERMINE UNIFORM LOADS/FOOT.
ROOF TRUSSES SHALL BE CONNECTED AT THE BEARING AT EACH END AS FOLLOWS: WHERE THE ROOF TRUSSES BEARS
ON A DOUBLE 2x PLATE, THE TRUSS SHALL BE CONNECTED WITH (2)-12D TOENAILS AND A SIMPSON H2.5A. WHERE
THE ROOF TRUSS CONNECTS TO ANOTHER TRUSS OR BEAM, IT SHALL BE CONNECTED WITH A METAL TRUSS ANCHOR
CAPABLE OF RESISTING GRAVITY AND WIND LOADS. (ANCHOR TO BE SELECTED AND DESIGNED BY TRUSS ENGINEER).
TRUSS DESIGNER SHALL INDICATE THAT ALL HIPS, VALLEYS, AND RIDGES NOT SUPPORTED BY A TRUSS MEMBER SHALL
HAVE A DOUBLE 2x8 FRAMING MEMBER SPANNING BETWEEN TRUSSES WITH SIMPSON CLIP CONNECTION EA. END.
AMOUNT AND TYPE OF TRUSS UPLIFT STRAPPING SHALL BE VERIFIED W/ TRUSS ENGINEER'S SHOP DRAWINGS AND
CALCULATION AND ADJUSTED ACCORDINGLY, AS NEEDED. ROOF TRUSSES, TRUSS GIRDERS, JOISTS AND BEAMS TO
WALLS. ALL CONNECTIONS SPECIFIED HEREIN ARE MINIMUM CONNECTIONS AND WILL BE REVIEWED AND UPDATED BASED
ON UPLIFT FORCES SUBMITTED ON THE TRUSS AND JOIST SHOP DRAWINGS. SINGLE SPAN ROOF TRUSSES - (1)
SIMPSON H2.5A AT EACH END. TWO SPAN ROOF TRUSSES - (1) SIMPSON H2.5A AT EACH END AND (2) SIMPSON
H2.5A AT INTERMEDIATE SUPPORTS (ONE EACH SIDE). TRUSS GIRDERS - (1) SIMPSON HTS16 EACH END TYPICAL.
DESIGN BY TRUSS DESIGNER FOR NON -TYPICAL CONDITIONS.
r"RG—GIV"IIVGG(C GU YYUUU rLUUIZ OZ rxuur IIRUJJLJ luuN 11114UL.0
PROPER ERECTION BRACING SHALL BE INSTALLED TO HOLD THE TRUSSES TRUE AND PLUMB AND IN SAFE CONDITION
UNTIL PERMANENT TRUSS BRACING AND BRIDGING CAN BE SOLIDLY NAILED IN PLACE TO FORM A STRUCTURALLY SOUND
FRAMING SYSTEM. ALL ERECTION AND PERMANENT BRACING SHALL BE INSTALLED AND ALL COMPONENTS PERMANENTLY
FASTENED BEFORE THE APPLICATION OF ANY LOADS TO THE TRUSSES. ALL BRACING SHALL BE DESIGNED BY
MANUFACTURER AND INDICATED ON SHOP DRAWINGS. CONTRACTOR SHALL COORDINATE WITH TRUSS FABRICATOR TO
ENSURE THAT ALL BRACING IS PROVIDED INCLUDING BOTTOM CHORD BRACING BY WAY OF CEILING SHEATHING OR
SPECIFIC BRACES AT PREDETERMINED LOCATIONS (AT DROPPED SUSPENDED CEILING). ALL PREFABRICATED WOOD TRUSSES
ARE TO BE INSTALLED IN ACCORDANCE WITH BRACING WOOD TRUSSES COMMENTARY, "HANDLING AND ERECTING WOOD
TRUSSES", AS PUBLISHED BY THE TRUSS PLATE INSTITUTE. PROVIDE STRONG BACK BRACING AT TRUSSES PER
REQUIREMENTS FROM TRUSS DESIGNER. COMPONENT -TO -COMPONENT CONNECTIONS SHALL BE SPECIFIED ON
PRE-ENGINEERED TRUSS DESIGN SUBMITTAL.
ALL EXPOSED ITL. STRAPS AND HANGERS SHALL BE GALV. G185 (1.85 OZ/FT"2) OR BETTER. SIMPSON PRODUCTS SHALL
BE IMAX GALV.
HANGER AND STRAPS INSTALLED OVER ACQ OR ACZE PRESSURE TREATED LUMBER SHALL BE STAINLESS STEEL.
ALL EXPOSED WOOD FASTENERS SHALL BE HOT DIPPED GALVANIZED TO MEET THE SPECIFICATIONS OF ASTM153 OR
BETTER.
FASTENERS INSTALLED INTO ACQ OR ACZE PRESSURE TREATED LUMBER SHALL BE STAINLESS STEEL.
Y'ICt—LIVVIIVLLIC U MIJI.LLLMINLUUJ J IMUI..IUMLJ:
PRE-ENGINEERED ALUMINUM CANOPY STRUCTURE DESIGNED BY OTHERS. CONTRACTOR SHALL SUBMIT SHOP DRAWING
INDICATING CONNECTION POINTS, REACTIONS, & FASTENER REQUIREMENTS. CONTRACTOR SHALL COORDINATE ANY LOADING
REQUIREMENTS WITH THE PRE-ENGINEERED WOOD ROOF TRUSSES. (TYPICAL)
LAMINATED VENEER LUMBER SHALL BE 1.9E MICROLLAM LVL AS MANUFACTURED BY TRUSS JOIST MACMILLAN OR AN
VED
APPROEQU L.
SIGNED AND SEALED SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW. SHOP DRAWINGS SHALL
INCLUDE SIZE, SPACING, BRACING AND ALL SUPPORT HANGERS.
LAMINATED VEN ER LUMBER SHALL HAVE THE FOLLOWING PROPERTIES:
ALLOWABLE BENDING STRESS 2600 PSI
ALLOWABLE COMPRESSION PARALLEL TO GRAIN 2510 PSI
ALLOWABLE HORIZONTAL SHEAR 285 PSI
ALLOWABLE COMPRESSION PERPENDICULAR TO GRAIN 750 PSI
MODULUS OF ELASTICITY 1,900,000 PSI
SHEAR MODULUS OF ELASTICITY 118,750 PSI
NOTCHES, HOLE OR CUTS SHOWN IN DETAIL 8/S700 ARE ALLOWED WITHOUT ADDITIONAL APPROVAL;
MEMBER MODIFICATIONS ARE TO BE APPROVED BY THE STRUCTURAL ENGINEER.
STRUCTURAL STEEL
MATERIALS:
STRUCTURAL STEEL
CHANNELS, ANGLES, PLATES
RECTANGULAR STEEL TUBES
PIPES
HIGH STRENGTH BOLTS
ANCHOR BOLTS
WELDING ELECTRODES
A572 or A992 (50 KSI)
A36 (36 KSI)
A500 Gr. B. (46 KSI)
A53 Gr. B
A325N
A307 or ASTM F1554 (36 KSI)
E70XX
DETAIL, FABRICATE, AND ERECT ALL STRUCTURAL STEEL IN ACCORDANCE WITH AISC SPECIFICATION FOR DESIGN,
FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS.
ALL STRUCTURAL STEEL WORK SHALL CONFORM TO THE AISC SPECIFICATION FOR STRUCTURAL STEEL FOR BUILDING -
ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN, 14TH EDITION.
WELDING FOR STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH AWS CODE D1.1 AND VISUALLY CONFORM TO AWS
SECTION 6 AND TABLE 6.1. FABRICATION/ERECTION INSPECTIONS BY THE CONTRACTOR PER AWS D1.1 SECTION 6, SHALL
BE BY ASSOCIATE/CERTIFIED INSPECTORS (ACI/CWI) PER AWS QC1 OR AWS B5.1. VERIFICATION INSPECTIONS SHALL BE
BY A CERTIFIED WELDING INSPECTOR (WI) OR SENIOR WELDING INSPECTOR (SWI) PER AWS B5.1
WELDS SHALL BE MADE ONLY BY OPERATORS EXPERIENCED IN PERFORMING THE TYPE OF WORK INDICATED. WELDING
SHALL BE DONE IN ACCORDANCE WITH APPROPRIATE WELD PROCEDURE SPECIFICATIONS (WPS'S) WELDERS SHALL BE
FAMILIAR WITH THE APPLICABLE WPS'S. WELDS NORMALLY EXPOSED TO VIEW IN THE FINISHED WORK SHALL BE
UNIFORMLY MADE AND GROUND SMOOTH. WHERE WELDING IS DONE IN PROXIMITY TO GLASS OR FINISHED SURFACES,
SUCH SURFACES SHALL BE PROTECTED FROM DAMAGE DUE TO WELD SPARKS, SPATTER OR TRAMP METAL.
WELDER QUALIFICATIONS AND (WPS) SHALL BE MAINTAINED AT THE SITE OF THE WORK AND SHALL BE READILY
AVAILABLE FOR INSPECTION UPON REQUEST, BOTH IN THE SHOP AND IN THE FIELD
A CERTIFIED WELD INSPECTOR (CWI) SHALL INSPECT AND DOCUMENT COMPLIANCE WITH THE FOLLOWING:
CONFIRM WELDER QUALIFICATIONS PRIOR TO START OF WORK.
REVIEW ALL (WPS) PRIOR TO START OF WORK..
CONFIRM MATERIALS IN FABRICATIONS CONFORM TO SPECIFICATIONS.
OBSERVE JOINT PREPARATION, FIT -UP AND WELDER TECHNIQUE.
IDENTIFY ALL MULTI -PASS FILLET WELDS, SINGLE PASS FILLET WELDS GREATER THAN 5/16" AND COMPLETE /
PARTIAL JOINT PENETRATION GROOVE WELDED BUTT JOINTS THAT REQUIRED CONTINUOUS INSPECTION.
VISUALLY INSPECT ALL WELDS PER AWS SECTION 6.5 AND TABLE 6.1
ALL WELDS SHALL BE 3/16" MINIMUM FILLET WELDS U.O.N. OR AS REQUIRED BY DESIGN.
ALL OTHER STRUCTURAL GROUT SHALL BE SHRINKAGE RESISTANT NON -EXPANSIVE, NON- METALLIC GROUT WITH A MINIMUM 28 -DAY
COMPRESSIVE STRENGTH OF 500OPS1 WHEN TESTED IN ACCORDANCE WITH ASTM C109. FORMS SHALL BE PLACED
AROUND BASE PLATE AND THE STRUCTURAL GROUT SHALL BE POURED. NO DRY -DAMP PACKING.
MANUFACTURER SHALL PROVIDE A COMPLETE SET OF DESIGN. CALCULATIONS SHALL BE PROVIDED BY THE CONTRACTOR
TO THE ARCHITECT/ENGINEER FOR REVIEW.
PARALLEL STRAND LUMBER SHALL BE 2.0E PARALLAM PSL AS MANUFACTURED BY TRUSS JOIST MACMILLAN OR AN
APPROVED EQUAL.
SIGNED AND SEALED SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW. SHOP DRAWINGS SHALL
INCLUDE SIZE, SPACING, BRACING AND ALL SUPPORT HANGERS.
PARALLEL STRAND LUMBER SHALL HAVE THE FOLLOWING PROPERTIES:
ALLOWABLE BENDING STRESS 2900 PSI
ALLOWABLE COMPRESSION PARALLEL TO GRAIN 2900 PSI
ALLOWABLE HORIZONTAL SHEAR 290 PSI
ALLOWABLE COMPRESSION PERPENDICULAR TO GRAIN 750 PSI
MODULUS OF ELASTICITY 2,000,000 PSI
SHEAR MODULUS OF ELASTICITY 125,000 PSI
NOTCHES, HOLES OR CUTS SHOWN IN DETAIL 8/S700 ARE ALLOWED WITHOUT ADDITIONAL APPROVAL; ALL OTHER
MEMBER MODIFICATIONS ARE TO BE APPROVED BY THE STRUCTURAL ENGINEER.
WOLMANIZED PARALLEL STRAND LUMBER SHALL BE TREATED WITH CA -C PRESERVATIVE IN ACCORDANCE WITH
MANUFACTURER'S REQUIREMENTS. MAXIMUM MOISTURE CONTENT AFTER TREATMENT AND DRYING SHALL BE 19%.
PRIME: ALL STEEL SURFACES, BOTH EXPOSED AND CONCEALED ARE TO RECEIVE ONE SHOP COAT OF PAINT AND FIELD
SPOT PRIME ALL WELDS, SCARS CONN., ETC., WHERE PAINT IS DAMAGED. ALL GALVANIZED STEEL SHALL HAVE ALL
WELDS, SCARS, ETC., RE -GALVANIZED IF DAMAGED.
DEVIATION FROM THE CONNECTION DETAILS DEPICTED IN THE CONTRACT DOCUMENTS SHALL NOT BE PERMITTED WITHOUT
WRITTEN PERMISSION FROM THE STRUCTURAL ENGINEER. STRUCTURAL ENGINEER SHALL BE COMPENSATED BY THE
CONTRACTOR FOR THE COST INVOLVED IN THE REDESIGN OF CONNECTIONS FOR THE CONVENIENCE OF THE CONTRACTOR.
GENERAL
NOTES
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FOUNDATION PLAN
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