Attch 2 - Drawings.pdf
PDF 14 MB Posted
- Attached to
- Addition to 24 SOW HQ Bldg 90310
- Solicitation number
- FA441720R0008
About this file
This solicitation is for an addition to the 24th Special Operations Wing Headquarters Building 90310. The project includes minor demolition and new construction for a one-story addition with masonry walls, metal roof trusses, EIFS and split-face CMU finishes, and interior finishes to match the existing building. Site work relocates a picnic shelter and reroutes utilities. Expansion of mechanical, fire sprinkler, electrical, and communication systems is also required. The estimated value is between $1-2 million. The acquisition will be set aside for Women Owned Small Businesses. The contract will be awarded using FAR Part 15 procedures and is a single-award, firm-fixed price contract for a 300-day performance period. Bid and payment/performance bonds are required. The work supports the 1st Special Operations Civil Engineer Squadron. Offerors must register in SAM to be eligible for award. The solicitation is available at beta.SAM.gov and electronic submission of proposals is anticipated.
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P O
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P O
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M A R Y E S T H E R , F L O R I D A
HIGHWAY 98
HIGHWAY 98
NORTH
BASE MAP
NORTH
MARTIN LUTHER KING JR. BLVD
INTERSECTION ENTRANCE
COMMERCIAL VEHICLE INSPECTION
ENTRANCE PASS & ID OFFICE
HURLBURT EAST GATE, NO
COMMERCIAL ENTRANCE
FIRE DEPARTMENT BLDG 90734
CONTRACTOR HAUL ROUTE
O 'N
E
IL
A
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INDEPENDENCE ROAD
EXISTING BUILDING
90310
McMILLAN STREET
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PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
90310
G-001
03/30/2020
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24 SOW HW, BLDG 90310 ADDITION
HURLBURT FIELD, FLORIDA
CP1033113
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PROJECT SITE
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PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
90310
G-002
03/30/2020
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INDEX OF DRAWINGS
SHEET
NUMBER SHEET NAME
ELECTRICAL
E-001 RISER, LEGEND, GENERAL NOTES
E-002 LIGHTING FIXTURE SCHEDULE, DETAILS
E-003 PANELBOARD SCHEDULES, LIGHTING DETAILS
E-004 ELECTRICAL SITE PLAN
E-005 METER DETAILS
E-006 METER DETAILS
E-101 ELECTRICAL DEMOLITION PLAN
E-102 LIGHTING PLAN
E-103 POWER PLAN
FIRE ALARM
FA101 FIRE ALARM / MASS NOTIFICATION SYSTEM PLAN
TELECOMMUNICATIONS
T-001 COMMUNICATIONS PLAN
T-002 VOICE SYSTEM SINGLE LINE DIAGRAM
T-003 DATA SYSTEM SINGLE LINE DIAGRAM
T-101 COMMUNICATIONS PLAN
INDEX OF DRAWINGS
SHEET
NUMBER SHEET NAME
GENERAL
G-001 TITLE SHEET
G-002 INDEX OF DRAWINGS
G-101 LIFE SAFETY PLAN
G-110 AIR BARRIER PLAN DIAGRAM
G-111 AIR BARRIER SECTION DIAGRAMS
CIVIL
VF101 EXISTING CONDITIONS
CD101 DEMOLITION PLAN
CS101 SITE PLAN
CS201 CONCRETE JOINT PLAN
CU101 UTILITY PLAN
STRUCTURAL
S-001 GENERAL NOTES
S-002 GENERAL NOTES CONTINUED
S-101 SLAB-ON-GRADE PLAN
S-102 ROOF FRAMING PLAN
S-201 ELEVATIONS
S-301 SECTIONS
S-302 SECTIONS
S-501 DETAILS
S-502 DETAILS
DEMOLITION
D-101 DEMOLITION
ARCHITECTURAL
A-001 WALL TYPES, SYMBOLS & ABBREVIATIONS
A-101 ARCHITECTURAL SITE PLAN
A-110 OVERALL PLAN
A-111 FLOOR PLAN - NOTES
A-112 FLOOR PLAN - DIMENSIONS
A-113 FURNITURE PLAN
A-140 ROOF PLAN
A-150 REFLECTED CEILING PLAN
A-201 EXTERIOR ELEVATIONS
A-301 BUILDING SECTIONS & SECTION DETAILS
A-310 WALL SECTIONS
A-501 PLAN DETAILS
A-601 DOOR SCHEDULE AND WINDOW ELEVATIONS
A-602 DOOR & WINDOW DETAILS
A-603 DETAILS
INTERIOR
I-101 FINISH PLAN
I-601 FINISH SCHEDULE AND DETAILS
FIRE PROTECTION
F-001 GENERAL FIRE PROTECTION INFORMATION
FX101 FLOOR PLAN - NEW WORK - FIRE PROTECTION
F-501 FIRE PROTECTION DETAILS
F-502 FIRE PROTECTION DETAILS
MECHANICAL
M-001 GENERAL MECHANICAL INFORMATION
MD101 FLOOR PLAN - PIPING - DEMOLITION BID OPTION #1
MH101 FLOOR PLAN - DUCTWORK - NEW WORK
MP101 FLOOR PLAN - PIPING - NEW WORK
MP102 OVERALL FLOOR PLAN - PIPING
MP103 FLOOR PLAN - PIPING - NEW WORK BID OPTION #1
M-501 MECHANICAL DETAILS
M-601 MECHANICAL SCHEDULES
MI701 MECHANICAL CONTROLS
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TOTAL TRAVEL DISTANCE: 128'
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COMMON PATH OF TRAVEL: 40'
COMMON PATH OF TRAVEL: 47'
TOTAL TRAVEL DISTANCE: 112'
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EXISTING
B-BUSINESS OCCUPANCY
EXISTING A3-ASSEMBLY
OCCUPANCY
EXISTING OFFICE
NOT IN SCOPE
(SEPARATE OCCUPANCY)
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TOTAL
TRAVEL
DISTANCE: 99'
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106 108 109
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120119
FEC
FEC
FEC
LIFE SAFETY DATA - INTERNATIONAL
BUILDING CODE 2018 EDITION
NATIONAL FIRE PROTECTION ASSOCIATION
(NFPA) LIFE SAFETY CODE 101, 2018 EDITION
OCCUPANCY CLASSIFICATION: NFPA 101, 2018 - BUSINESS/CONCENTRATED BUSINESS
CONSTRUCTION TYPE: NFPA 101, 2018 - TYPE V B SPRINKLERED
FIRE RESISTANCE: NFPA 101, 2018 - NONE REQUIRED FOR FRAME, BEARING WALLS OR
PARTITIONS
PLUMBING FIXTURE COUNT:
PLUMBING FIXTURE COUNT: (IBC - PLUMBING CHAPTER 4)
38 TOTAL OCCUPANTS (ADDITION) SHALL BE SERVED BY FIXTURES IN EXISTING BUILDING**
75/25 PROPORTION MALE TO FEMALE (AS PROVIDED BY OWNER) = 29 MALE, 9 FEMALE
**EXISTING BUILDING BUILDING PLUMBING FIXTURE ANALYSIS:
LOAD FOR B (BUSINESS) OCCUPANCY = 103 OCCUPANTS
LOAD FOR A3 (ASSEMBLY) OCCUPANCY = 100 OCCUPANTS
TOTAL OCCUPANT LOAD = 203 OCCUPANTS
80/20 PROPORTION MALE TO FEMALE (AS PROVIDED BY OWNER) = 163 MALE, 41 FEMALE
TOTAL LOAD = 163+29 =192 MALE AND 41+9 =50 FEMALE
TOTAL OCCUPANT LOAD = 240
WATER CLOSETS (W/C):
1 PER 25 FOR 1st 50, THEN 1 PER 50=
MALE - 5 W/C REQ'D (3 W/C & 4 URINALS PROVIDED)
FEMALE - 2 W/C REQ'D (2 PROVIDED)
LAVATORIES (LAV):
1 PER 40 FOR 1st 80, THEN 1 PER 80=
MALE - 4 LAV REQ'D (4 PROVIDED)
FEMALE - 2 LAV REQ'D (2 PROVIDED)
DRINKING FOUNTAINS (DF):
1 PER 100=
MALE & FEMALE = 3 DF REQ'D (3 PROVIDED)
MEANS OF EGRESS:
OCCUPANT LOAD:
TOTAL: 42 OCCUPANTS
BUSINESS USE (1:100) = 1,255 SF / 100 GSF = 13 OCCUPANTS
BUSINESS USE CONCENTRATED (1:50) = 1,271 SF / 50 GSF = 26 OCCUPANTS
STORAGE/MECHANICAL (1:300) = 715 SF / 300 GSF = 3 OCCUPANTS
EGRESS WIDTH: 0.2 IN./PERSON (NFPA 101: TABLE 7.3.3.1) 8.4" REQUIRED FOR ADDITION* PROVIDED FROM EACH SPACE WITH 36" WIDE, 34" CLEAR DOORS = 3 x 34" = 102" PROVIDED
*EXISTING BUILDING EGRESS WIDTH ANALYSIS:
ORIGINAL EGRESS WIDTH REQUIRED: 115 OCCUPANTS + 38 = 153
153 x 0.20= 30.6" MIN. REQUIRED
PROVIDED 3-36" WITH 34" MIN. CLEAR WIDTH = 3X34" = 102" PROVIDED
NUMBER OF EXITS: (NFPA 101: 7.4.1.2 & 39.2.4.3) OCCUPANT LOAD > 49 AND < 500 = 2 EXITS
REQUIRED
3 PROVIDED
TRAVEL DISTANCE:
COMMON PATH OF TRAVEL: 100' MAX. (NFPA 101: 39.2.5.3.1)
53' - COMPLIES
MAXIMUM TRAVEL DISTANCE TO EXIT: 300' MAX. (NFPA 101: 39.2.6.3)
142' - COMPLIES
DEAD END: 50' MAX. (NFPA 101: 39.2.5.2)
31' - COMPLIES
LIFE SAFETY LEGEND
PORTABLE FIRE EXTINGUISHER.
REGULAR DRY CHEMICAL (SODIUM
BICARBONATE BASED)
FIRE EXTINGUISHER UL RATED 10-B.C
10LB NORMAL CAPACITY.
ENAMELED-STEEL CONTAINER.
FE 1 =
EXIT PATH WITH TOTAL
TRAVEL DISTANCE AND
DIRECTION OF TRAVEL.
FIRE EXTINGUISHER CABINET WITH
FE 1 PORTABLE
FIRE EXTINGUISHER.
FEC =
TRAVEL
DISTANCE: XX'
EXIT SIGN (SHADED REGION
INDICATES LIGHTED SIDE)
ROOM NAME / NUMBER
DESIGNATION101
ROOM NAME
COMMON PATH OF TRAVEL
COMMON PATH: XX'
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DESIGNED BY:
DATE:
90310
G-101
03/30/2020
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3/32" = 1'-0"G-101
2 LIFE SAFETY PLAN - OVERALL WITH EXISTING
SCALE: 3/32" = 1'-0"
0 5'-4" 10'-8" 21'-4"
NORTH
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100 103
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SEAL OFF EXISTING WALL
FROM TOP OF FLOOR TO
UNDERSIDE OF DECK
DURING TESTING
4' -0
119 120
KEYNOTES
PAINTED GYPSUM WALLBOARD
PERFORMS AS AIR BARRIER.
CONCRETE SLAB PERFORMS AS AIR
BARRIER.
ROOFING UNDERLAYMENT PERFORMS
AS AIR BARRIER
FLUID APPLIED AIR/MOISTURE BARRIER
PERFORMS AS AIR BARRIER.
A
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GENERAL NOTES
1. DRAWINGS ON THIS SHEET ARE
PROVIDED TO SHOW DIAGRAMMATIC
LOCATION OF AIR BARRIER.
2. SEE WALL SECTIONS AND DETAILS FOR
ADDITIONAL AIR BARRIER INFORMATION.
GRAPHIC LEGEND
AIR BARRIER LOCATION
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BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
90310
G-110
03/30/2020
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3/16" = 1'-0"G-110
1 AIR BARRIER PLAN DIAGRAM
ROOM NAMES
NUMBER NAME
100 LOBBY
101 EXIST. MECH.
102 CORR.
103 SIPR
104 24 SOW/SG
105 HISTORIAN
106 COPY
107 CORR.
108 MECHANICAL
109 RELIGIOUS SUPPORT
110 CHAPLAIN
111 POTFF PROG. MANAGER
112 FINANCIAL COUNSELOR
113 WW PROGRAM MANAGER
114 WING COMM PSYCH
115 GENERAL STORAGE 1
116 GENERAL STORAGE 2
117 COMBAT CAM STORAGE
118 OPEN OFFICE
119 CCPNC DIRECTOR
120 HP PROGRAM ADVISOR
SCALE: 3/16" = 1'-0"
0 2'-8" 5'-4" 10'-8"
NORTH
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UNDERSIDE OF DECK
DURING TESTING
G-111
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KEYNOTES
PAINTED GYPSUM WALLBOARD
PERFORMS AS AIR BARRIER.
CONCRETE SLAB PERFORMS AS AIR
BARRIER.
ROOFING UNDERLAYMENT PERFORMS
AS AIR BARRIER
FLUID APPLIED AIR/MOISTURE BARRIER
PERFORMS AS AIR BARRIER.
A
B
C
D
GRAPHIC LEGEND
AIR BARRIER LOCATION
GENERAL NOTES
1. DRAWINGS ON THIS SHEET ARE
PROVIDED TO SHOW DIAGRAMMATIC
LOCATION OF AIR BARRIER.
2. SEE WALL SECTIONS AND DETAILS FOR
ADDITIONAL AIR BARRIER INFORMATION.
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PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
90310
G-111
03/30/2020
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1 AIR BARRIER CROSS SECTION
3/16" = 1'-0"G-111
2 AIR BARRIER LONGITUDINAL SECTION
SCALE: 3/16" = 1'-0"
0 2'-8" 5'-4" 10'-8"
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STORAGE
CONTAINER
6.5'X8.5'X4.5'
SRV
SRV
SRV
S D x S
D x
C O
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COMM
COMM
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X
X
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X
X
X
X
X
X
X
X
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CATCH BASIN
TOP= 32.98'
15" RCP S INV= 29.86' CATCH BASIN
TOP= 33.86'
12" RCP N INV= 29.87'
12" RCP S INV= 29.88'
6' CHAIN LINK FENCE
6' CHAIN LINK FENCE
4" METAL BOLLARD
TYPICALELECTRIC BELOW
GROUND VAULT
FIBER OPTIC BELOW
GROUND VAULTELECTRIC BELOW
GROUND VAULT
FIBER OPTIC BELOW
GROUND VAULT
EDGE OF PAVEMENT
CENTERLINE
7" BLOCK WALL
7" BLOCK WALL
CHILLER
AC
D
S
S x
S
S x
S
S x
S
S x
S
Sx
W x
W x
W x
W x
W x W x
W x
W xW x
W x
W x
W x
W x W x
W x
W x
W xW xW x
W x W x
W x
W x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
18" RCP
INV: 27.18'
12" RCP
TOP= 31.22'
INV: 27.0'±
CATCH BASIN
TOP= 30.62'
18" RCP SW INV: 28.46'
NE INV= 28.50'
STORM SEWER MANHOLE
TOP= 32.51'
12" RCP SW INV= 27.4'±
12" RCP INV= 27.3'±
S
S x
S
S x
S
S x
CONTROL POINT #2
SET NAIL AND DISK
"SAM LLC CONTROL POINT"
NORTHING=521735.62'
EASTING=1274196.36'
ELEVATION=32.82'
CONTROL POINT #1
SET NAIL AND DISK
"SAM LLC CONTROL POINT"
NORTHING=522096.68'
EASTING=1274199.63'
ELEVATION=34.01'
ONE STORY
STUCCO AND BLOCK
BUILDING 90310
F.F.E.=34.99'
GYM EQUIPMENT
GYM EQUIPMENT
COVERED PICNIC
AREA
2" METAL
ROOF DRAIN
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
S
D x
S
D x
S
D x
D
S D x
S D x
S D x
S D x
S D x
S D x
S D x
S D x
6" FIRE LINE
4" REMOTE
FDC LNE
S
D x
S
D x
S
D x
ABBREVIATIONS AND SYMBOLS
= BACKFLOW PREVENTER
= LIGHT POLE
= IRRIGATION CONTROL VALVE
= BOLLARD
F.F.E. = FINISHED FLOOR ELEVATION
(F) = VALUE DERIVED FROM FIELD SURVEY
= BENCHMARK
= CABLE TELEVISION PEDESTAL/SERVICE BOX
= POST
SRV = SERVICE BOX
= BURIED STORMWATER SEWER
= BURIED WATER LINE
SD
x
W x
= BRICK
= WALL
= CONCRETE
BM
= ASPHALT PAVEMENT
= 6" PVC ROOF DRAIN
= BURIED SANITARY SEWER (SURVEY)SS
x
= BURIED COMMUNICATIONS LINECOMM
= CHAIN LINK FENCEX
= BURIED ELECTRICAL (GIS DATA)E
x
0 20' 40'
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PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
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EXISTING CONDITIONS
1" = 20'
VF101
E X
I S
T I N
G
C
O N
D I T
I O
N S
CEB
BP
3/30/2020
EXISTING LEGEND
jgerth 90310
S D x S
D x
C O
M M
C O
M M
C O
M M
C O
M M
C O
M M
C O
M M
COMM
COMM
C O
M M
C O
M M
C O
M M
C O
M M
C O
M M
C O
M M
C O
M M
CATCH BASIN
TOP= 32.98'
15" RCP S INV= 29.86' CATCH BASIN
TOP= 33.86'
12" RCP N INV= 29.87'
12" RCP S INV= 29.88'
S
S x
S
S x
S
S x
S
S x
S
Sx
W x
W x
W x
W x
W x W x
W x
W xW x
W x
W x
W x
W x W x
W x
W x
W xW xW x
W x W x
W x
W x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
18" RCP
INV: 27.18'
12" RCP
TOP= 31.22'
INV: 27.0'±
CATCH BASIN
TOP= 30.62'
18" RCP SW INV: 28.46'
NE INV= 28.50'
STORM SEWER MANHOLE
TOP= 32.51'
12" RCP SW INV= 27.4'±
12" RCP INV= 27.3'±
S
S x
S
S x
S
S x
CONTROL POINT #2
SET NAIL AND DISK
"SAM LLC CONTROL POINT"
NORTHING=521735.62'
EASTING=1274196.36'
ELEVATION=32.82'
CONTROL POINT #1
SET NAIL AND DISK
"SAM LLC CONTROL POINT"
NORTHING=522096.68'
EASTING=1274199.63'
ELEVATION=34.01'
ONE STORY
STUCCO AND BLOCK
BUILDING 90310
F.F.E.=34.99'
BASEBALL DUGOUT
COVERED PICNIC
AREA
2" METAL
ROOF DRAIN
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
S
D x
S
D x
S
D x
D
S D x
S D x
S D x
S D x
S D x
S D x
S D x
S D x
6" FIRE LINE
4" REMOTE
FDC LNE
S
D x
S
D x
S
D x
ABBREVIATIONS AND SYMBOLS
= BACKFLOW PREVENTER
= LIGHT POLE
= IRRIGATION CONTROL VALVE
= BOLLARD
F.F.E. = FINISHED FLOOR ELEVATION
(F) = VALUE DERIVED FROM FIELD SURVEY
= BENCHMARK
= CABLE TELEVISION PEDESTAL/SERVICE BOX
= POST
= SERVICE BOX
= BURIED STORMWATER SEWER
= BURIED WATER LINE
SD
x
W x
= BRICK
= WALL
= CONCRETE
BM
= ASPHALT PAVEMENT
= 6" PVC ROOF DRAIN
= BURIED SANITARY SEWER (SURVEY)SS
x
= BURIED COMMUNICATIONS LINECOMM
= CHAIN LINK FENCE
= BURIED ELECTRICAL (GIS DATA)E
x
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PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
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DEMOLITION PLAN
1" = 20'
CD101
D E
M O
L I T
I O
N
P
L A
N
CEB
BP
3/30/2020
DEMOLITION LEGEND
CONCRETE REMOVAL
UTILITY REMOVAL
STRUCTURE REMOVAL AND RELOCATION
REMOVE 4" FIRE LINE
REMOVE 6" FIRE LINE
PROTECT BURIED COMMUNICATIONS LINES
(TO REMAIN)
REMOVE DROP INLET
REMOVE AND RELOCATE COVERED PICNIC AREA
REMOVE SIDEWALK
AND PAVERS
REMOVE SIDEWALK
EXISTING 4" FIRE LINE
TO REMOTE FDC
EXISTING 6" FIRE LINE
EXISTING LEGEND
REMOVE GYM EQUIPMENT
GENERAL NOTES:
1. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THESE PLANS AND
SPECIFICATIONS AND THE REQUIREMENTS AND STANDARDS OF ALL GOVERNING
AUTHORITIES.
2. THE LOCATION OF UNDERGROUND FACILITIES SHOWN ON THESE PLANS IS BASED
ON INFORMATION PROVIDED BY THE UTILITIES AND SHALL BE CONSIDERED
APPROXIMATE. IT SHALL BE THE CONTRACTOR'S FULL RESPONSIBILITY TO
CONTACT THE VARIOUS UTILITY COMPANIES TO LOCATE THEIR FACILITIES PRIOR
TO STARTING CONSTRUCTION. NO ADDITIONAL COMPENSATION SHALL BE PAID TO
THE CONTRACTOR FOR DAMAGE AND REPAIR TO THESE FACILITIES CAUSED BY HIS
WORK FORCE.
3. ALL EXCESS MATERIAL SHALL BE HAULED AWAY AND DISPOSED OF
APPROPRIATELY AT THE CONTRACTOR'S EXPENSE.
4. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY
THE CONTRACTOR PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY
THE ENGINEER IF ANY DISCREPANCIES EXIST PRIOR TO PROCEEDING WITH
CONSTRUCTION FOR NECESSARY PLAN OR GRADE CHANGES. NO EXTRA
COMPENSATION SHALL BE PAID TO THE CONTRACTOR FOR WORK HAVING TO BE
REDONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY ON THESE PLANS
IF SUCH NOTIFICATION HAS BOT BEEN GIVEN.
5. THE CONTRACTOR IS TO COORDINATE WITH THE RESPONSIBLE UTILITY PROVIDER
FOR PROTECTION/HOLDING OF UTILITY POLES, GUY WIRES AND GUY ANCHORS IN
AREAS OF CONSTRUCTION. THE CONTRACTOR SHALL INCLUDE THE COST OF
PROTECTION UTILITY POLES IN THEIR OVERALL PRICE TO THE OWNER.
6. ANY DAMAGE TO ROADS AND PAVEMENT DUE TO CONSTRUCTION EQUIPMENT OR
CONSTRUCTION TRAFFIC SHALL BE REPAIRED TO THEIR ORIGINAL CONDITION BY
THE CONTRACTOR AT HIS/HER OWN EXPENSE TO THE SATISFACTION OF THE
CONTRACTING OFFICER.
7. PROTECT EXISTING GEOTHERMAL WELL FIELD LOCATED APPROXIMATELY AT THE
SITING OF THE RELOCATED PICNIC SHELTER.
8. ALL EXISTING COMMUNICATION FACILITIES LOCATED UNDER AND ADJACENT TO
THE NEW BUILDING ADDITION SHALL BE PROTECTED DURING DEMOLITION AND
CONSTRUCTION ACTIVITIES FOR THE PROJECT.
REMOVE WATER LINE
PROTECT EXISTING COMMUNICATION LINES
REMOVE AND RELOCATE STORAGE UNIT
COORDINATE WITH BASE
DEMO 4 LF CONCRETE STORM PIPE
FILL WITH GROUT
DEMOLISH EXISTING MANHOLE
AutoCAD SHX Text
SRV
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
6' CHAIN LINK FENCE
6' CHAIN LINK FENCE
4" METAL BOLLARD
TYPICALELECTRIC BELOW
GROUND VAULT
FIBER OPTIC BELOW
GROUND VAULTELECTRIC BELOW
GROUND VAULT
FIBER OPTIC BELOW
GROUND VAULT
EDGE OF PAVEMENT
CENTERLINE
7" BLOCK WALL
7" BLOCK WALL
CHILLER
AC
D
CONTROL POINT #2
SET NAIL AND DISK
"SAM LLC CONTROL POINT"
NORTHING=521735.62'
EASTING=1274196.36'
ELEVATION=32.82'
CONTROL POINT #1
SET NAIL AND DISK
"SAM LLC CONTROL POINT"
NORTHING=522096.68'
EASTING=1274199.63'
ELEVATION=34.01'
ONE STORY
STUCCO AND BLOCK
BUILDING 90310
F.F.E.=34.99'
BUILDING ADDITION
BUILDING 90310
F.F.E. = 34.99'
ABBREVIATIONS AND SYMBOLS
= BACKFLOW PREVENTER
= LIGHT POLE
= IRRIGATION CONTROL VALVE
= BOLLARD
F.F.E. = FINISHED FLOOR ELEVATION
(F) = VALUE DERIVED FROM FIELD SURVEY
= BENCHMARK
= CABLE TELEVISION PEDESTAL/SERVICE BOX
= POST
SRV = SERVICE BOX
= BURIED STORMWATER SEWER
= BURIED WATER LINE
SD
x
W x
= BRICK
= WALL
= CONCRETE
BM
= ASPHALT PAVEMENT
= 6" PVC ROOF DRAIN
= BURIED SANITARY SEWER (SURVEY)SS
x
= BURIED COMMUNICATIONS LINECOMM
= CHAIN LINK FENCEX
= BURIED ELECTRICAL (GIS DATA)E
x
0 20' 40'
N
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BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
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SITE PLAN
1" = 20'
CS101
S I T
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P
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CEB
BP
3/30/2020
PROPOSED LEGEND
BUILDING ADDITION
CONCRETE SIDEWALK
NEW 8'
SIDEWALK
NEW 4' SIDEWALK
REPLACE / EXPAND EXISTING LANDING
NEW 5' SIDEWALK
RELOCATED PICNIC SHELTER
(PROVIDE 26'x17' CONCRETE SLAB, SEE STRUCTURAL.
COORDINATE FINAL LOCATION WITH COR TO AVOID
RELOCATION OF THE GEOTHERMAL SYSTEM)
GENERAL NOTES:
1. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THESE PLANS AND
SPECIFICATIONS AND THE REQUIREMENTS AND STANDARDS OF ALL GOVERNING
AUTHORITIES.
2. THE LOCATION OF UNDERGROUND FACILITIES SHOWN ON THESE PLANS IS BASED
ON INFORMATION PROVIDED BY THE UTILITIES AND SHALL BE CONSIDERED
APPROXIMATE. IT SHALL BE THE CONTRACTOR'S FULL RESPONSIBILITY TO
CONTACT THE VARIOUS UTILITY COMPANIES TO LOCATE THEIR FACILITIES PRIOR
TO STARTING CONSTRUCTION. NO ADDITIONAL COMPENSATION SHALL BE PAID TO
THE CONTRACTOR FOR DAMAGE AND REPAIR TO THESE FACILITIES CAUSED BY HIS
WORK FORCE.
3. ALL EXCESS MATERIAL SHALL BE HAULED AWAY AND DISPOSED OF
APPROPRIATELY AT THE CONTRACTOR'S EXPENSE.
4. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY
THE CONTRACTOR PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY
THE ENGINEER IF ANY DISCREPANCIES EXIST PRIOR TO PROCEEDING WITH
CONSTRUCTION FOR NECESSARY PLAN OR GRADE CHANGES. NO EXTRA
COMPENSATION SHALL BE PAID TO THE CONTRACTOR FOR WORK HAVING TO BE
REDONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY ON THESE PLANS
IF SUCH NOTIFICATION HAS BOT BEEN GIVEN.
5. THE CONTRACTOR IS TO COORDINATE WITH THE RESPONSIBLE UTILITY PROVIDER
FOR PROTECTION/HOLDING OF UTILITY POLES, GUY WIRES AND GUY ANCHORS IN
AREAS OF CONSTRUCTION. THE CONTRACTOR SHALL INCLUDE THE COST OF
PROTECTION UTILITY POLES IN THEIR OVERALL PRICE TO THE OWNER.
6. ANY DAMAGE TO ROADS AND PAVEMENT DUE TO CONSTRUCTION EQUIPMENT OR
CONSTRUCTION TRAFFIC SHALL BE REPAIRED TO THEIR ORIGINAL CONDITION BY
THE CONTRACTOR AT HIS/HER OWN EXPENSE TO THE SATISFACTION OF THE
CONTRACTING OFFICER.
7. PROTECT EXISTING GEOTHERMAL WELL FIELD LOCATED APPROXIMATELY AT THE
SITING OF THE RELOCATED PICNIC SHELTER.
8. ALL EXISTING COMMUNICATION FACILITIES LOCATED UNDER AND ADJACENT TO
THE NEW BUILDING ADDITION SHALL BE PROTECTED DURING DEMOLITION AND
CONSTRUCTION ACTIVITIES FOR THE PROJECT.
EXISTING LEGEND
NEW DROP INLET-2
NEW DROP INLET-3
NEW DROP INLET-4
NEW DROP INLET-1
NEW 4' SIDEWALK
NEW 5' SIDEWALK
MODIFY CATCH BASIN WITH 12" HIGH STEM WALL
SEE STRUCTURAL DETAILS SHEET S-502
NEW CONCRETE FLUME
CS201
NEW 15" MES
5'X5' RIPRAP
6'X6' RIPRAP
RIPRAP
BUILDING ADDITION
BUILDING 90310
F.F.E. = 34.99'
EJ
EJ
EJ
CJ
EJ
EJ
EJ
CJ
CJ
EJ
EJ
EJ
EJ EJ
EJ
EJ
CJ
CJ
CJ
CJ
CJ
EJ
EJ
EJ
CJ
CJ
CJ
EJ
CJ
CJ
CJ CJ CJ EJEJ
CJ
CJ
CJ
EJ
CJ
CJ
CJ
CJ
EJ
EJ
CJ
EJ EJ CJ CJ CJ
CJ
CJ
EJ
EJ
EJ
CJ
8'
11.
5'
8'
7'
15.06'
8' 15 .24
4'
19.2'
5'
.67
4'
8'
EJ
EJ
4'
5'
14'
4.3 4'
4'
R
R
R
RR
R
R
4'
REJ
EJ
EJ
R
R
RR
EJ CJ
CJ
CJ
CJ
CJ
CJ
EJ
CJ
CJ
CJ
CJ
CJ
CJ
CJ
CJ
CJ
EJ
CJ
CJ
CJ
CJ
CJ
EJ
CJ
CJ
CJ
CJ
CJ
CJ
CJ
CJ
CJ
EJ
CJ
CJ
5'
(TYP)
5'
5'
5'
R
9'
5'
9' 9'
10'
8'
3.3
7.4
CJ
3.5'
EJ
EJ
EJ
EJ
4.7
(T
YP
)EJ
R
5' 4.6
7'
4.67'
8'
EJ EJ
R
CJ
CJ
5'
EJ
EJ
EJ
EJ
EJ
EJ
CJ
CJ
5'
5'
CJ
CJ
0 10' 20'
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BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
90310
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CONCRETE JOINT PLAN
1" = 10'
CS201
C O
N C
R E
T E
J
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T
P
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BP
3/30/2020
PROPOSED LEGEND
BUILDING ADDITION
CONCRETE SIDEWALK
VARIES - SEE SITE PLAN
SECTION
S E
E
P
L A
N
W
1.25 X W
MAX.
36' MAXIMUM BETWEEN EXPANSION JOINTS
NOTE: PROVIDE EXPANSION
JOINTS WHERE SIDEWALK
ABUTS STRUCTURES OR
OTHER SIDEWALKS.
PLAN
CONTRACTION JOINT
1/8"
EXPANSION JOINT
1/2"
COMPACTED SUBGRADE
" 4
12"
EXPANSION JOINT
CONTRACTION JOINTS
TOOLED
EDGES (TYP.)
EXPANSION JOINT MAT'L.
TOOLED
EDGES (TYP.)
PEA GRAVEL
FILTER FABRIC
CONCRETE
SIDEWALK DETAIL
NTS
TOOLED EDGES (1/8" RAD.) (TYP)
CONSTRUCTION JOINTCJ
REINFORCED SECTIONR
EXPANSION JOINTEJ
CONCRETE JOINT PLAN
1" = 10'
5' SOD5' SOD
SIDE VIEW
24" 24"
6" CURB
2'R
PER PLANS
PLAN VIEW
2'R
FLUME DETAIL
NTS
NOTES:
1. 8' WIDE SIDEWALKS SHALL BE 6" THICK.
2. < 8' WIDE SIDEWALKS SHALL BE 4" THICK.
AutoCAD SHX Text
CURB
AutoCAD SHX Text 6.25%
AutoCAD SHX Text
PROFILE TO MATCH SITE GRADING
AutoCAD SHX Text NOTES: 1. CONCRETE SHALL BE 3000 P.S.I. @ 28 CONCRETE SHALL BE 3000 P.S.I. @ 28 DAYS 2. CHAMFER ALL EXPOSED EDGES 3/4". CHAMFER ALL EXPOSED EDGES 3/4". 3. RIP-RAP SHALL BE SUPPLIED AND RIP-RAP SHALL BE SUPPLIED AND CONSTRUCTED AS DEFINED IN THE F.D.O.T. SPECIFICATIONS SEC. 530, "RIP-RAP", SPECIFICALLY SEC. 530-3.1 OR SEC. 530-3.3 "CONSTRUCTION METHODS" 5 SY. RIP-RAP AND FILTER CLOTH TO BE INCLUDED IN THE UNIT PRICE OF THE MITERED END SECTION. 4. FILTER FABRIC SHALL BE SUPPLIED AND FILTER FABRIC SHALL BE SUPPLIED AND CONSTRUCTED AS DEFINED IN THE F.D.O.T. SPECIFICATIONS SEC. 514, PLASTIC FILTER FABRIC, SPECIFICALLY SEC. 514-3.4 RIPRAP, INCLUDED IN UNIT COST OF ENDWALL.
AutoCAD SHX Text
CURB
AutoCAD SHX Text 6"x6" WELDED WIRE FABRIC
AutoCAD SHX Text
FILTER FABRIC
AutoCAD SHX Text 6"x6" WELDED WIRE FABRIC
AutoCAD SHX Text ROCK RIP-RAP (30 LB. MIN.) EXTEND 12' OUT FROM EDGE OF CONCRETE AND MATCH WIDTH OF FLUME
AutoCAD SHX Text
6" CONCRETE SLAB
AutoCAD SHX Text
ADJACENT PAVEMENT
SRV
SRV
SRV
S D x
C O
M M
C O
M M
C O
M M
C O
M M
C O
M M
C O
M M
COMM
COMM
C O
M M
C O
M M
C O
M M
C O
M M
C O
M M
C O
M M
C O
M M
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
CATCH BASIN
TOP= 32.98'
15" RCP S INV= 29.86'
EDGE OF PAVEMENT
CENTERLINE
D
S
S x
S
S x
S
S x
S
S x
S
Sx
W x
W x
W x
W x
W x
W xW xW x
W x W x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
S
D x
18" RCP
INV: 27.18'
12" RCP
TOP= 31.22'
INV: 27.0'±
CATCH BASIN
TOP= 30.62'
18" RCP SW INV: 28.46'
NE INV= 28.50'
STORM SEWER MANHOLE
TOP= 32.51'
12" RCP SW INV= 27.4'±
12" RCP INV= 27.3'±
S
S x
S
S x
CONTROL POINT #2
SET NAIL AND DISK
"SAM LLC CONTROL POINT"
NORTHING=521735.62'
EASTING=1274196.36'
ELEVATION=32.82'
CONTROL POINT #1
SET NAIL AND DISK
"SAM LLC CONTROL POINT"
NORTHING=522096.68'
EASTING=1274199.63'
ELEVATION=34.01'
ONE STORY
STUCCO AND BLOCK
BUILDING 90310
F.F.E.=34.99'
2" METAL
ROOF DRAIN
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
E x
S
D
S
D
S
D
S
D
S D
S D
S D
S D
S D
S D
S D
S D
S D
S D
F
F
F
F
F
F
F
F
F
F
F
F
F
F
R
D
R D
R
D
R D
R D
R D
R
D
R
D
R
D
R D
S
D
S
D
S
D
S
D
S
D
S
D
S
D
BUILDING ADDITION
BUILDING 90310
F.F.E. = 34.99'
(33)
(32)
(34)
(3 4)
(34) (34)
(34)
(34)
(34)
(33)
ABBREVIATIONS AND SYMBOLS
= BACKFLOW PREVENTER
= LIGHT POLE
= IRRIGATION CONTROL VALVE
= BOLLARD
F.F.E. = FINISHED FLOOR ELEVATION
(F) = VALUE DERIVED FROM FIELD SURVEY
= BENCHMARK
= CABLE TELEVISION PEDESTAL/SERVICE BOX
= POST
SRV = SERVICE BOX
= BURIED STORMWATER SEWER
= BURIED WATER LINE
SD
x
W x
= BRICK
= WALL
= CONCRETE
BM
= ASPHALT PAVEMENT
= 6" PVC ROOF DRAIN
= BURIED SANITARY SEWER (SURVEY)SS
x
= BURIED COMMUNICATIONS LINECOMM
= CHAIN LINK FENCEX
= BURIED ELECTRICAL (GIS DATA)E
x
0 20' 40'
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PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
90310
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PROPOSED LEGEND
BUILDING ADDITION
CONCRETE SIDEWALK
F F FIRE WATER MAIN
SD SD STORM DRAIN
NEW DROP INLET-1
RIM EL = 33.5'
15" INV (N) = 29.85'
15" INV (W) = 29.85'
6" INV (S) =29.8'
EXISTING LEGEND
EXISTING 4" FIRE LINE
TO REMOTE FDC
EXISTING 6" FIRE LINE
RELOCATED PICNIC SHELTER
(PROVIDE 26'x17' CONCRETE SLAB, SEE
STRUCTURAL)
NEW DROP INLET-3
RIM EL = 33.0'
15" INV (N) = 29.60'
15" INV (E) = 29.60'
8" INV (NE) = 29.60
43 LF OF 2" WATER LINE
NEW DROP INLET-4
RIM EL = 33.0'
15" INV (W) = 29.55'
8" INV (E) = 29.55'
15" INV (S) = 29.55'
NEW DROP INLET-2
RIM EL = 33.4'
15" INV (E) = 29.80'
15" INV (S) = 29.80'
6" INV (se) = 29.80
52 LF OF 15" RCP
92 LF OF 15" RCP
44 LF OF 15" RCP
ROOF DRAINS
RD RD ROOF DRAIN
CLEAN OUT (TYP)
ROOF DRAIN
ROOF DRAIN
8" PVC ROOF DRAIN
RECONNECT 2 EXISTING 6" ROOF DRAINS
RECONNECT TO EXISTING ROOF DRAINS
8" PVC ROOF DRAIN
6" PVC ROOF DRAIN
8" PVC ROOF DRAIN
CLEAN OUT (TYP)
6" PVC ROOF DRAIN
84 LF OF 6" FIRE LINE
8" PVC ROOF DRAIN
92 LF OF 15" RCP
15" MES WITH RIPRAP
INV=29.25 (RECESSED)
MODIFY CATCH BASIN WITH 12" HIGH STEM WALL
SEE STRUCTURAL DETAILS SHEET S-502
REDIRECT ROOF DRAIN
IN WALL TO WEST
8" PVC ROOF DRAIN
8 LF OF 4" FIRE LINE TO REMOTE FDC
NEW CONCRETE FLUME
CS201
1.00 GENERAL NOTES
1.01 THESE DRAWINGS ADDRESS ONLY THE STRUCTURAL DESIGN OF THE STRUCTURE. THE DIMENSIONAL LAYOUT OF THE STRUCTURE HAS BEEN DICTATED TO JOE DEREUIL ASSOCIATES IN ORDER TO PRODUCE STRUCTURAL DESIGN DOCUMENTS. NO REPRESENTATION IS MADE REGARDING CODE CONFORMANCE OF NON-STRUCTURAL ASPECTS OF THE STRUCTURE.
1.02 THESE STRUCTURAL NOTES SHALL BE APPLIED WITH THE TECHNICAL SPECIFICATIONS IN THE SPECIFICATIONS MANUAL. ANY CONFLICTING REQUIREMENTS SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTING OFFICER FOR RESOLUTION BEFORE
PROCEEDING WITH FABRICATION OR CONSTRUCTION.
1.03 DRAWINGS SHOW TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. FOR DETAILS NOT SPECIFICALLY SHOWN, PROVIDE
DETAILS SIMILAR TO THOSE SHOWN.
1.04 VERIFY ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS BEFORE STARTING WORK. NOTIFY CONTRACTING OFFICER
OF ANY DISCREPANCY.
1.05 THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC., ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. TAKE NECESSARY PRECAUTIONS TO PROTECT THE EXISTING STRUCTURE AND ITS FOUNDATION AND TO LIMIT, TO THE EXTENT POSSIBLE, THE EFFECTS OF CONSTRUCTION THAT THE NEW STRUCTURE HAS ON THE
EXISTING STRUCTURE.
1.06 COORDINATE STRUCTURAL CONTRACT DOCUMENTS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL. NOTIFY CONTRACTING OFFICER OF ANY CONFLICT AND/OR OMISSION. CONTRACTOR SHALL MAKE NO DEVIATION FROM DESIGN DRAWINGS WITHOUT WRITTEN APPROVAL OF THE CONTRACTING OFFICER. FOR ADDITIONAL OPENINGS NOT SHOWN ON
THE STRUCTURAL DRAWINGS, SEE ARCHITECTURAL, MECHANICAL, AND PLUMBING DRAWINGS.
1.07 DESIGN CRITERIA:
THE STRUCTURE HAS BEEN DESIGNED UTILIZING THE FOLLOWING REFERENCES:
A. UFC 1-200-01, GENERAL BUILDING REQUIREMENTS
B. UFC 3-301-01, STRUCTURAL ENGINEERING
C. UFC 3-310-04, SEISMIC DESIGN FOR BUILDINGS WITH CHANGE 1
D. INTERNATIONAL BUILDING CODE, 2018
E. ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES
F. ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE
G. ACI 360 R-10, DESIGN OF SLABS-ON-GROUND
H. AISC 360-16, SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS
I. TMS 402/602-16, BUILDING CODE REQUIREMENTS AND SPECIFICATION FOR MASONRY STRUCTURES
1.08 DESIGN LOADS
A. ROOF DEAD LOADS: REFER TO SECTION 7 OF THESE NOTES
B. LIVE LOADS: (MAY BE REDUCED PER CODE)
1. ROOFS: REFER TO SECTION 7 OF THESE NOTES
2. SLAB-ON-GRADE: 150 PSF
C. WIND LOADS - STRUCTURE HAS BEEN DESIGNED TO CONFORM TO THE WIND PROVISIONS OF ASCE 7-16. SEE WIND
PRESSURE DIAGRAM & CHART FOR THE FOLLOWING:
1. ULTIMATE WIND SPEED (3-SEC GUST)
2. NOMINAL WIND SPEED (3-SEC GUST)
3. BUILDING RISK CATEGORY
4. WIND EXPOSURE CATEGORY
5. INTERNAL PRESSURE COEFFICIENT
6. COMPONENT & CLADDING WIND PRESSURES
D. EARTHQUAKE LOADS:
1. SEISMIC IMPORTANCE FACTOR (Ie): 1.0
2. OCCUPANCY CATEGORY: II
3. SEISMIC DESIGN CATEGORY: B
4. MAPPED SPECTRAL RESPONSE ACCELERATIONS & PARAMETERS
Ss = 0.080g Sds = 0.085g S1 = 0.050g Sd1 = 0.080g
5. SITE CLASSIFICATION: D
6. BASIC SEISMIC-FORCE-RESISTING SYSTEM: INTERMEDIATE REINFORCED MASONRY SHEAR WALLS
7. DESIGN BASE SHEAR: 22 KIPS
8. SEISMIC RESPONSE COEFFICIENT, Cs = 0.024
9. RESPONSE MODIFICATION FACTOR(S): 3.5
10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE
1.09 SHOP DRAWING SUBMITTALS:
A. THE REVIEW OF SUBMITTALS AND/OR SHOP DRAWINGS DONE BY THE STRUCTURAL ENGINEER DOES NOT RELIEVE
THE CONTRACTOR OF THE RESPONSIBILITY TO REVIEW AND CHECK SHOP DRAWINGS BEFORE SUBMITTAL TO THE STRUCTURAL ENGINEER. THE REVIEW BY THE STRUCTURAL ENGINEER IS FOR GENERAL CONFORMANCE ONLY. IF SHOP DRAWINGS HAVE NOT BEEN REVIEWED AND APPROVED BEFORE SUBMITTAL TO THE STRUCTURAL ENGINEER, THEY SHALL BE RETURNED WITHOUT APPROVAL.
B. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ANY AND ALL ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF ALL SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED
IN THE CONSTRUCTION DOCUMENTS.
C. CONTRACTOR IS SOLEY RESPONSBILE FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES OF
CONSTRUCTION.
D. ALL MODIFICATIONS MADE FOR SUBMITTALS THAT ARE RE-SUBMITTED SHALL CLEARLY NOTE ALL CHANGES.
E. REPRODUCING THE CONTRACT DOCUMENTS FOR USE AS SHOP DRAWINGS IS NOT ALLOWED, AND SHOP DRAWINGS
WILL BE RETURNED WITHOUT APPROVAL.
F. GENERAL SHOP DRAWING REQUIREMENTS:
1. SUBMIT SHOP DRAWINGS AND ANY OTHER SPECIAL INFORMATION NECCESSARY FOR PROPER FABRICATION, ERECTION, AND PLACEMENT OF STRUCTURAL FABRICATIONS. INCLUDE PLANS, ELEVATIONS, AND SECTIONS.
CLEARLY SHOW ANCHORAGES, CONNECTIONS, AND ACCESSORY ITEMS. THE DETAILER MUST INTERPRET THE CONTRACT DOCUMENTS AND CLEARLY CONVEY THIS INTERPRETATION TO THE FIELD IN THE FORM OF PLACING
OR ERECTION DRAWINGS.
2. CONCRETE REINFORCING DETAILER - PROVIDE PLACING DRAWINGS FOR FABRICATION AND PLACING OF REINFORCING STEEL. THESE DRAWINGS SHALL INCLUDE, BUT ARE NOT LIMITED TO, THE FOLLOWING: BAR LISTS, SCHEDULES, BENDING DETAILS, PLACING DETAILS, PLACING PLANS, AND PLACING ELEVATIONS.
CLEARLY SHOW FOUNDATION REINFORCING. INDICATE BAR LENGTHS, LOCATION AND SPLICES OF
CONTINUOUS BARS, AND BAR SUPPORTS. CLEARLY SHOW LOCATIONS OF ALL DOWELS ON PLAN.
1.10 SHOP DRAWINGS BY SPECIALTY ENGINEER:
A. THE FOLLOWING SYSTEMS AND COMPONENTS AS A MINIMUM REQUIRE SPECIALTY ENGINEERED ERECTION AND
FABRICATION DRAWINGS WITH INPUT BY A SPECIALTY ENGINEER, BUT ARE NOT LIMITED TO: COLD-FORMED ROOF TRUSS SYSTEM, WINDOW SYSTEMS, STOREFRONT SYSTEM, ROOF SYSTEMS, AWNINGS, LOUVERS, LADDERS, AND ALL
EXTERIOR SOFFIT FRAMING.
B. THE SPECIALTY ENGINEER OR SUPPLIER SHALL DESIGN AND INSTALL THEIR COMPLETED SYSTEM IN ITS ENTIRETY TO THE PRIMARY STRUCTURE PER THE CRITERIA NOTED ON THESE CONSTRUCTION DOCUMENTS. THE SPECIALTY ENGINEER SHALL ADHERE TO ALL REQUIREMENTS OF THE APPLICABLE BUILDING CODE OR THESE NOTES, WHICHEVER IS MORE STRINGENT.
C. SHOP DRAWINGS SHALL BE PROVIDED TO THE ARCHITECT/E.O.R. AND CALCULATIONS SHALL REQUIRE THE SEAL, DATE, AND SIGNATURE OF THE SPECIALTY ENGINEER REGISTERED IN THE PROJECT STATE.
1.11 INSPECTIONS/OBSERVATIONS:
A. SPECIAL INSPECTIONS ARE REQUIRED FOR THIS PROJECT IN ACCORDANCE WITH INTERNATIONAL BLDG CODE. REFER
TO STATEMENT OF SPECIAL INSPECTIONS, PROJECT SPECIFICATIONS AND DRAWINGS.
2.00 FOUNDATIONS AND SLAB-ON-GRADE
2.01 THE DESIGN OF FOUNDATIONS AND SLAB ON GRADE IS BASED ON THE CRITERIA ESTABLISHED IN THE GEOTECHNICAL REPORT BY UNIVERSAL ENGINEERING SCIENCES, PENSACOLA, FL; REPORT #1748816, FEBRUARY 21, 2020. THE RECOMMENDATIONS
OF THAT REPORT SHALL BE CONSIDERED AN INTEGRAL PART OF THE CONTRACT DOCUMENTS.
2.02 SHALLOW FOUNDATIONS HAVE BEEN DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 1500 PSF.
2.03 A QUALIFIED GEOTECHNICAL ENGINEER SHALL CHECK COMPACTION OF THE FOOTINGS. THE SOILS IMMEDIATELY BENEATH ALL FOOTINGS SHOULD BE COMPACTED FOR A MINIMUM DEPTH OF 12 INCHES TO A MINIMUM OF 95% OF THE SOIL’S MAXIMUM DENSITY AS DETERMINED BY THE MODIFIED PROCTOR TEST (ASTM D1557) USING A LARGE TAMPER. COMPACTION OF THE SOILS IMMEDIATELY BENEATH THE FOOTINGS SHOULD BE VERIFIED USING IN PLACE DENSITY TESTING AT A MINIMUM FREQUENCY OF ONE
TEST PER 75 LINEAR FEET OF STRIP FOOTING OR ON EVERY OTHER COLUMN FOOTING.
2.04 A QUALIFIED GEOTECHNICAL ENGINEER SHALL VERIFY CONDITION AND/OR ADEQUACY OF ALL SUBGRADES, FILLS AND BACKFILLS BEFORE PLACEMENT OF FOUNDATIONS, FOOTINGS, SLABS, WALLS, FILLS, BACKFILLS, ETC. SHOULD THE CONTRACTOR FIND UNDESIRABLE SOILS, HE SHALL STOP WORK AND IMMEDIATELY CONTACT CONTRACTING OFFICER. ALL FOOTINGS SHALL REST EITHER ON UNDISTURBED SOIL OR A MANUALLY OPERATED VIBRATORY SLED OR TAMPER SHOULD BE USED TO DENSIFY ANY SOILS
IN THE BOTTOM OF THE FOOTING TRENCHES LOOSENED DURING THE EXCAVATION OPERATION.
2.05 CONTRACTOR IS RESPONSIBLE FOR ADEQUATELY PROTECTING ALL EXCAVATION SLOPES.
2.06 DEWATER TO AT LEAST TWO FEET BELOW BOTTOM OF LOWEST FOUNDATION IF GROUNDWATER IS ENCOUNTERED.
2.07 SLAB-ON-GRADE REQUIREMENTS:
A. UNLESS NOTED OTHERWISE, THE SLAB-ON-GRADE SHALL BE A MINIMUM OF :
6 INCHES THICK, PLACED ON COMPACTED SUBGRADE, AND REINFORCED WITH #3 BARS @ 12" O.C. EACH WAY.
PROVIDE POSITIVE SUPPORT 3” CLEAR FROM BOTTOM OF SLAB. LAP MESH 12”.
B. PLACE CONTROL OR CONSTRUCTION JOINTS AT LOCATIONS INDICATED BY “S.C.J.”. SAWCUT CONTROL JOINTS AS SOON AFTER POURING AS POSSIBLE, WHEN CONCRETE WILL NOT RAVEL; 12 HRS. MAX. CURE CONCRETE IN ACCORDANCE WITH ACI 301. BEGIN CURING IMMEDIATELY AFTER POURING TO LIMIT CRACKING PRIOR TO
SAWCUTTING CONTROL JOINTS.
C. SUBGRADE SHALL BE PREPARED AS RECOMMENDED IN THE GEOTECHNICAL REPORT. IN THE ABSENCE OF A GEOTECHNICAL REPORT, THE TOP 12” OF THE SUBGRADE SHALL BE COMPACTED TO 95% OF THE MAXIMUM MODIFIED
PROCTOR DENSITY. DENSITY TESTS SHALL BE TAKEN AT 2500 SF INTERVALS.
D. VAPOR RETARDER SHALL CONFORM TO ASTM E1745, CLASS A, AND BE 10 MIL MINIMUM THICKNESS. THE VAPOR RETARDER SHOULD BE PLACED OVER THE PREPARED SUBGRADE. TO REDUCE THE POSSIBILITY OF PUNCTURE WHEN THE VAPOR RETARDER IS TO BE PLACED OVER A ROUGH GRANULAR FILL LAYER, PROVIDE A THIN LAYER OF APPROXIMATELY 1/2 INCH OF FINE-GRADED MATERIAL ROLLED OR COMPACTED OVER THE GRANULAR FILL LAYER PRIOR TO INSTALLATION OF THE VAPOR RETARDER. VAPOR RETARDER SHOULD BE OVERLAPPED 8 IN. AND TAPED AT
THE JOINTS AND CAREFULLY FITTED AROUND SERVICE OPENINGS.
3.00 REINFORCED CONCRETE
3.01 ALL CONCRETE WORK SHALL CONFORM TO ACI 301-16, SPECIFICATIONS FOR STRUCTURAL CONCRETE. DESIGN IS BASED ON ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE. DETAIL CONCRETE REINFORCEMENT AND ACCESSORIES IN ACCORDANCE WITH ACI 315R-18, GUIDE TO PRESENTING REINFORCING STEEL DESIGN DETAILS. DETAIL ALL CONCRETE WALLS AND BEAMS ON THE SHOP DRAWINGS IN ELEVATION UNLESS SPECIFICALLY APPROVED OTHERWISE. SUBMIT SHOP DRAWINGS FOR APPROVAL, SHOWING ALL FABRICATION DIMENSIONS AND LOCATIONS FOR PLACING REINFORCING STEEL AND ACCESSORIES. DO
NOT BEGIN FABRICATION UNTIL SHOP DRAWINGS ARE COMPLETED AND REVIEWED.
3.02 UNLESS NOTED OTHERWISE, ALL CONCRETE SHALL BE NORMAL WEIGHT AND HAVE THE FOLLOWING MINIMUM 28 DAY COMPRESSIVE STRENGTHS (Fc’), WATER TO CEMENTITIOUS CONTENT (W/CM):
Fc’ MAX. W/CM
A. SLAB-ON-GRADE
(EC-F0, S0, W0, C0) 3500 PSI 0.5
CONCRETE MAY CONTAIN A PROPERLY DESIGNED SUPERPLASTICIZER FOR WORKABILITY.
3.03 REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 UNLESS NOTED OTHERWISE.
3.04 REASONABLE MEASURES HAVE BEEN TAKEN TO MITIGATE SHRINKAGE CRACKING THROUGH THE USE OF JUDICIOUS DETAILING AND REINFORCING. HOWEVER SOME VISIBLE CRACKING IS TO BE EXPECTED AS A RESULT OF CONCRETE SHRINKAGE RESTRAINT. FURTHER MEASURES COULD BE TAKEN TO ELIMINATE ALL VISIBLE CRACKING, BUT THESE WOULD COME AT A COST IN THE FORM OF ADDITIONAL REINFORCING. ANY CRACKING THAT DOES OCCUR SHALL BE REPAIRED WITH APPROPRIATE
PROCEDURES.
3.05 THE PROPOSED MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED AND REVIEWED BY THE OWNER'S TESTING LABORATORY. RESPONSIBILITY FOR OBTAINING THE REQUIRED DESIGN STRENGTH IS THE CONTRACTOR'S.
3.06 USE OF CALCIUM CHLORIDE, CHLORIDE IONS, OR OTHER SALTS IN CONCRETE IS NOT PERMITTED.
3.07 CHAMFER OR ROUND ALL EXPOSED CORNERS A MINIMUM OF 3/4".
3.08 TIE ALL REINFORCING STEEL AND EMBEDMENTS SECURELY IN PLACE PRIOR TO PLACING CONCRETE. PROVIDE SUFFICIENT SUPPORTS TO MAINTAIN THE POSITION OF REINFORCEMENT WITHIN SPECIFIED TOLERANCE DURING ALL CONSTRUCTION
ACTIVITIES. "STICKING” DOWELS INTO WET CONCRETE IS NOT PERMITTED.
3.09 PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE; SPLICE ONLY AS SHOWN OR APPROVED; STAGGER SPLICE WHERE POSSIBLE; USE FULL TENSION SPLICE (CLASS "B") UNLESS NOTED OTHERWISE. DOWELS SHALL MATCH THE SIZE AND SPACING OF THE SPECIFIED REINFORCEMENT AND SHALL BE LAPPED WITH FULL TENSION SPLICES (CLASS "B") UNLESS NOTED
OTHERWISE. PROVIDE CORNER BARS FOR ALL CONTINUOUS REINFORCING.
3.10 REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE COVER UNLESS
NOTED OTHERWISE (PER ACI 318-14 TABLE 20.6.1.3.1):
A. CONCRETE AGAINST EARTH (NOT FORMED): 3"
B. FORMED CONCRETE EXPOSED TO THE EARTH OR WEATHER:
1. #6 THROUGH #18 BARS: 2"
2. #5 BARS AND SMALLER: 1-1/2"
C. CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
1. SLABS AND WALLS: 3/4"
2. BEAMS (STIRRUPS) AND COLUMNS (TIES): 1-1/2"
3.11 DO NOT WELD OR TACK WELD REINFORCING STEEL UNLESS APPROVED OR DIRECTED BY THE STRUCTURAL ENGINEER.
3.12 ALL REINFORCING STEEL PLACEMENTS SHALL BE REVIEWED BY THE CONTRACTING OFFICER, OR BY A REPRESENTATIVE
RESPONSIBLE TO HIM. (RE: ACI 318 PAR. 26.13.1)
3.13 FOR CONCRETE PADS SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS.
4.00 STRUCTURAL STEEL, STEEL DECK
4.01 STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED ACCORDING TO AISC 360-16 SPECIFICATION FOR
STRUCTURAL STEEL BUILDINGS.
4.02 SUBMIT SHOP DRAWINGS PREPARED IN ACCORDANCE WITH AISC MANUAL "DETAILING FOR STEEL CONSTRUCTION", LATEST EDITION. STEEL FABRICATOR SHALL SUPPLY ANCHOR BOLT LOCATION DRAWINGS. DO NOT BEGIN FABRICATION UNTIL SHOP
DRAWINGS ARE COMPLETED AND REVIEWED.
4.03 STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992. STRUCTURAL STEEL SHAPES, PLATES, ANGLES, AND CHANNELS SHALL CONFORM TO ASTM A36 UNLESS NOTED OTHERWISE. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE C, FY = 50 KSI, UNLESS NOTED OTHERWISE.
4.04 BOLTS SHALL CONFORM TO ASTM A325, 3/4-INCH DIAMETER MINIMUM, UNLESS NOTED OTHERWISE. BOLTS IN BEARING CONNECTIONS SHALL BE DESIGNATED TYPE N, TENSIONED, SNUG-TIGHT AS DEFINED BY AISC.
4.05 USE PRE-QUALIFIED WELDED JOINTS AS PER AISC, AND AWS D1.1 "STRUCTURAL WELDING CODE." USE ONLY CERTIFIED WELDERS; ALL ELECTRODES SHALL CONFORM TO AWS A5 GRADE E70XX. BARE ELECTRODE AND GRANULAR FLUX SHALL CONFORM TO AWS A5, F70 AWS FLUX CLASSIFICATION. MINIMUM WELD SIZE TO BE 3/16" FILLET WELD, U.N.O.
4.06 CUTS, BOLTS, COPING, ETC. REQUIRED FOR WORK OR OTHER TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS AND MADE IN THE SHOP. CUTS OR BURNING HOLES IN STRUCTURAL STEEL MEMBERS IN THE FIELD WILL NOT BE PERMITTED.
4.07 SHOP CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS MAY BE WELDED OR BOLTED. FIELD CONNECTIONS
NOT SPECIFICALLY DETAILED ON THE DRAWINGS SHALL BE BOLTED, WHERE POSSIBLE.
4.08 FIELD SPLICES SHALL BE DESIGNED TO DEVELOP THE FULL CAPACITY OF MEMBER AT THE POINT OF SPLICE IN BENDING, SHEAR AND AXIAL LOAD (COMPRESSION AND TENSION).
4.09 STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL AND MECHANICAL DRAWINGS AND DRAWINGS RELATED TO OTHER TRADES. CONTRACTOR SHALL BE RESPONSIBLE TO CHECK AND COORDINATE DIMENSIONS, CLEARANCES, ETC. WITH THE WORK OF OTHER TRADES. THE STRUCTURAL STEEL CONTRACTOR SHALL PROVIDE FRAMING AROUND
OPENINGS IN ROOF AS INDICATED IN THE MECHANICAL AND ARCHITECTURAL DRAWINGS.
4.10 PAINT STRUCTURAL STEEL IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. DO NOT PAINT STEEL SURFACES TO BE ENCASED IN CONCRETE, RECEIVE SPRAYED ON FIREPROOFING, CONNECTIONS DESIGNATED AS SLIP CRITICAL, OR TO BE WELDED.
STEEL DECKING:
4.11 FABRICATION AND ERECTION OF STEEL DECKING SHALL CONFORM TO THE LATEST EDITION OF THE STEEL DECK INSTITUTE'S (SDI) "SPECIFICATION AND COMMENTARY FOR COMPOSITE STEEL FLOOR DECK, NON-COMPOSITE STEEL DECK, AND STEEL ROOF
DECK" AS APPLICABLE TO THIS PROJECT.
4.12 MATERIAL FOR STEEL DECKING SHALL CONFORM TO & GRADE 50 FROM ASTM A653 OR A1063. SEE DRAWINGS FOR STEEL
DECK TYPE, GAUGE, YIELD STRENGTH AND SECTION PROPERTIES.
4.13 ROOF DECK SHALL BE TYPE B, WIDE RIB.
4.14 UNLESS NOTED OTHERWISE ALL STEEL DECKING SHALL HAVE A GALVANIZED COATING CONFORMING TO ASTM A653, G60
4.15 STEEL FLOOR DECK ANCHORAGE: REFER TO LEGEND ON PLANS
4.16 PROVIDE DECKING CONTINUOUS OVER 3 SPANS MINIMUM WHERE SUPPORTING STRUCTURE PERMITS.
4.17 STEEL DECKING SHALL BE ERECTED IN STRICT COMPLIANCE WITH THE MANUFACTURER'S RECOMMENDATIONS
5.00 MASONRY
5.01 CONCRETE MASONRY DESIGN, CONSTRUCTION AND TESTING SHALL CONFORM TO TMS 402/602-16, BUILDING CODE
REQUIREMENTS AND SPECIFICATION FOR MASONRY STRUCTURES.
5.02 PROVIDE LIGHTWEIGHT, HOLLOW, LOAD-BEARING CONCRETE MASONRY UNITS (CMU) CONFORMING TO ASTM C90, UNLESS
NOTED OTHERWISE.
5.03 PROVIDE MASONRY CONSTRUCTION WITH MINIMUM COMPRESSIVE STRENGTH, f'm = 2,000 PSI.
5.04 PROVIDE TYPE "M" OR “S” MORTAR IN ACCORDANCE WITH ASTM C270 BY PROPORTION REQUIREMENTS, UNLESS NOTED
OTHERWISE.
5.05 VERTICAL CELLS SHALL BE REINFORCED WITH #5 AT 3'-4" O.C. MINIMUM, UNLESS NOTED OTHERWISE (U.N.O.) IN THE CONTRACT DRAWINGS. VERTICAL REINFORCING SHALL BE CONTINUOUS (LAPPED 48 BAR DIAMETERS MINIMUM AT SPLICES, U.N.O.)
AND HELD IN POSITION AT THE TOP AND BOTTOM OF THE GROUT POUR. U.N.O., POSITION VERTICAL REINFORCING IN THE CENTER
OF THE CELL.
NOTE: REFER TO SPECIAL INSPECTION
SPECIFICATION SECTION 01 45 35 FOR
SPECIAL INSPECTION REQUIREMENTS
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PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
90310
301 West Cervantes St.301 West Cervantes St.301 West Cervantes St.301 West Cervantes St.
Pensacola, FL 32501Pensacola, FL 32501Pensacola, FL 32501Pensacola, FL 32501 Tel. 850.429.1951Tel. 850.429.1951Tel. 850.429.1951Tel. 850.429.1951
JOE DEREUIL ASSOCIATES, LLCJOE DEREUIL ASSOCIATES, LLCJOE DEREUIL ASSOCIATES, LLCJOE DEREUIL ASSOCIATES, LLC
S T R U C T U R A L E N G I N E E R SS T R U C T U R A L E N G I N E E R SS T R U C T U R A L E N G I N E E R SS T R U C T U R A L E N G I N E E R SJDA
STATE OF FLORIDASTATE OF FLORIDASTATE OF FLORIDASTATE OF FLORIDA
P.E. NO. 54319P.E. NO. 54319P.E. NO. 54319P.E. NO. 54319
C.A. NO. 9515C.A. NO. 9515C.A. NO. 9515C.A. NO. 9515
JDA PROJECT #19259
S-001
30 MAR 2020
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OP1085747
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STATE OF
No. 54319
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ACFIT
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3/27/20
WIND LOAD DETERMINATION ASSUMPTIONS - INTERNATIONAL BUILDING CODE 2018
ROOF SLOPE
145 C 16 3 ON 12 II ENCLOSED
ULTIMATE DESIGN WIND PRESSURES FOR COMPONENTS AND CLADDING (PSF)
ROOF ZONE 1 ROOF ZONE 2e ROOF ZONE 3
WALL ZONE 4 WALL ZONE 5
O-HANG O-HANG
34.7 -58.4 -78.1 46.6 -50.5 -62.3
50 23.7 -51.7 -63.3 41.7 -45.6 -52.6
18.9 -46.6 -56.9 39.6 -43.5 -48.4
NOTES:
1. FOR EFFECTIVE AREAS BETWEEN THOSE GIVEN ABOVE THE LOAD MAY BE INTERPOLATED,
OTHERWISE USE THE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREA.
2. THE EDGE STRIP, a = 5.4 FT.
3. PRESSURES SHALL BE APPLIED IN ACCORDANCE WITH THE FIGURE SHOWN ON THIS SHEET.
< 10
> 100
ULT. WIND
VELOCITY (MPH)
EXPOSURE
CATEGORY
MEAN ROOF
HEIGHT (FT.)
RISK
CATEGORY
ENCLOSURE
CATEGORY
EFF.
AREA
(SQ. FT)
4. PRESSURES GIVEN ARE ULTIMATE LOADS TO BE USED WITH STRENGTH DESIGN. FOR
SERVICE LOADS TO BE USED WITH ALLOWABLE STRESS DESIGN, MULTIPLY THE PRESSURES
BY 0.60. SEE TABLES 2.3 AND 2.4 IN ASCE 7-16 FOR MORE INFORMATION ON LOAD
COMBINATIONS.
-90.7
-86.5
-84.7
5.06 PROVIDE GROUT FOR REINFORCED MASONRY IN ACCORDANCE WITH ASTM C476. GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3,000 PSI UNLESS NOTED OTHERWISE. GROUT SHALL BE FLUID CONSISTENCY. FLUID CONSISTENCY SHALL MEAN THAT CONSISTENCY AS FLUID AS POSSIBLE FOR POURING WITHOUT SEGREGATION OF THE CONSTITUENT PARTS. FILL ALL CELLS BELOW GRADE WITH GROUT. ALL GROUT SHALL BE CONSOLIDATED AT THE TIME OF POURING BY VIBRATING AND THEN RECONSOLIDATED BY AGAIN PUDDLING LATER, BEFORE PLASTICITY IS LOST. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF THE GROUT 1-1/2 INCHES BELOW THE TOP OF THE
UPPERMOST UNIT.
5.07 PROVIDE HORIZONTAL JOINT REINFORCEMENT COMPLYING WITH ASTM A82, NO. 9 GAUGE OR HEAVIER, ZINC COATED, PLACED 16 INCHES ON CENTER UNLESS NOTED OTHERWISE.
5.08 PROVIDE RUNNING BONDS WITH VERTICAL JOINTS LOCATED AT CENTER OF MASONRY UNITS IN THE ALTERNATE COURSE
BELOW, UNLESS NOTED OTHERWISE.
5.09 ALL MASONRY UNITS SHALL BE FREE OF EXCESSIVE DUST AND DIRT AT THE TIME THEY ARE LAYED BY THE MASON.
5.10 ALL REINFORCED HOLLOW UNIT MASONRY SHALL BE BUILT TO PRESERVE THE UNOBSTRUCTED VERTICAL CONTINUITY OF THE CELLS TO BE FILLED. WALLS AND CROSS WEBS IN ALL REINFORCED MASONRY WALLS SHALL BE FULLY BEDDED IN MORTAR. ALL HEAD (OR END) JOINTS SHALL BE SOLIDLY FILLED WITH MORTAR FOR A DISTANCE IN FROM EACH FACE OF THE UNIT NOT LESS THAN THE THICKNESS OF THE LONGITUDINAL FACE SHELLS, BOND SHALL BE PROVIDED BY LAPPING UNITS IN SUCCESSIVE VERTICAL
COURSES.
5.11 PROVIDE VERTICAL CONTROL JOINTS WHERE INDICATED ON PLANS
5.12 INSPECT MASONRY MATERIAL IN ACCORDANCE WITH TMS 602-16, TABLE 3.1.2, QUALITY ASSURANCE LEVEL B.
6.00 POST-INSTALLED ANCHORS
6.01 EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS SHALL CONSIST OF THE FOLLOWING ANCHOR TYPES AS PROVIDED BY HILTI, INC. CONTACT HILTI AT (800) 879-8000 FOR PRODUCT RELATED QUESTIONS. EQUIVALENT SUBSTITUTES MAY BE PROVIDED FOR CONTRACTOR OFFICER REVIEW. SUBSTITUTIONS SHALL BE PROVIDED WITH CALCULATIONS
SHOWING THEY PROVIDE EQUAL OR BETTER CAPACITY THAN BASIS OF DEISGN ANCHOR.
a) ANCHORAGE TO SOLID GROUTED MASONRY
i) MECHANICAL ANCHORS USE:
(1) HILTI KWIK HUS-EZ SCREW ANCHOR PER ICC ESR-3056
6.02 ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED BY HILTI OR SUCH OTHER METHOD AS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIED PRODUCT. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC ESR SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY, AND AVAILABILITY OF COMPREHENSIVE INSTALLATION INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP, IN-SERVICE
TEMPERATURE AND INSTALLATION TEMPERATURE.
6.03 INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE ANCHOR PACKAGING AND IN STRICT
ACCORDANCE WITH THE CURRENT ICC ESR.
6.04 THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER’S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR’S PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE
COMMENCEMENT OF INSTALLING ANCHORS.
6.05 ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS.
6.06 EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN BE CUT, THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE THE POSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS, BY HILTI FERROSCAN, GPR, X-RAY, CHIPPING OR OTHER MEANS.
6.07 ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT THE TIME OF ANCHOR
INSTALLATION IN ACCORDANCE WITH ACI 318-14 17.1.2.
6.08 PROVIDE SPECIAL INSPECTION FOR ALL MECHANICAL AND ADHESIVE ANCHORS PER THE APPLICABLE BUILDLING CODE AND
PER THE CURRENT ICC-ES REPORT FOR THE ANCHOR.
7.01 PREFABRICATED, PRE-ENGINEERED LIGHT-GAGE METAL TRUSSES:
7.02 TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH AISI’s “DESIGN GUIDE FOR COLD-FORMED STEEL TRUSSES.” TRUSS
COMPONENTS SHALL BE HOT DIPPED GALVANIZED.
7.03 MATERIALS: 50 KSI MINIMUM YIELD STRENGTH, G60 HOT DIPPED GALVANIZED COATING AND MINIMUM 18 GAUGE TOP CHORD.
7.04 TRUSSES AND THEIR CONNECTIONS SHALL BE DESIGNED BY A QUALIFIED PROFESSIONAL ENGINEER. TRUSS DESIGN CALCULATIONS & SHOP DRAWINGS SHALL BE SUBMITTED FOR ENGINEER’S REVIEW AND BOTH SHALL BE SIGNED AND SEALED BY THE PROFESSIONAL ENGINEER RESPONSIBLE FOR THE DESIGN OF THE TRUSSES. ENGINEER SHALL BE REGISTERED IN THE PROJECT STATE. SUBMITTALS SHALL INDICATE THE APPLICABLE BLDG CODE, DESIGN WIND SPEED, DESIGN FORCES, AND REACTIONS AT BEARING POINTS. THE PLAN LAYOUT OF THE TRUSSES SHALL BE INDICATED ON THE SHOP DRAWINGS.
7.05 LIMIT VERTICAL DEFLECTION OF TRUSS TO 1/240 OF THE SPAN.
7.06 TRUSSES SHALL BE DESIGNED FOR THE POSITIVE AND NEGATIVE COMPONENTS & CLADDING WIND PRESSURES. THEY SHALL
ALSO BE DESIGNED FOR SUPERIMPOSED GRAVITY LOADS AS SHOWN:
A. TRUSS SELF-WEIGHT
B. DEAD LOAD FOR GRAVITY LOAD CASES:
1. TOP CHORD: 10 PSF
2. BOTTOM CHORD: 10 PSF
C. DEAD LOAD FOR UPLIFT LOAD CASES:
1. TOP CHORD: 5 PSF
2. BOTTOM CHORD: 5 PSF
D. ROOF LIVE LOAD: 20 PSF, REDUCIBLE PER CODE
E. WIND LOADS: COMPONENTS AND CLADDING LOADS LISTED ON THIS SHEET
7.07 TRUSSES SHALL BE SHOP ASSEMBLED.
7.08 PROVIDE BOTTOM CHORD BRACING AND OTHER BRACING AS REQUIRED BY TRUSS MANUFACTURER.
7.09 TRUSS TO TRUSS CONNECTIONS SHALL BE DESIGNED BY THE TRUSS DESIGNER. ALL CONNECTION DETAILS SHALL BE PROVIDED WITH THE SHOP DRAWINGS. SHOW SPECIFIC CONNECTION DETAILS AS REQUIRED. ALL GENERAL CONNECTION DETAILS
MUST MEET THE BEFORE-MENTIONED DESIGN…
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