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-AII construction shall comma with Florida Building Code 6th edition 2017.
1
ULTIMATE WIND SPEED: 150
Zone 1 +/-19.47 NOMINAL WIND SPEED: 116
Zone 2 +/- 29.96 WIND EXPOSURE CATEGORY: B
Zone 3 +/- 41.63 RISK CATEGORY 1 NON HABITABLE
WIND PRESSURE ON COMPONENTS AND CLADDING
PROFESSIONAL SERVICES BY
DRISCOLL ENGINEERING,INC.
PO BOX 357577.
GAINESVILLE, FL 32635
PH (352)331-1513
CA 8690
PLANS AND SPECIFICATIONS
The plans and speclfications presented herein are applicable only forthe anticipated
construction at the locations shown. If construction plans change, the Design Professional
should be notified so the plans and specifications can be reevaluated. The Design
Professional should be given the opportunity to review final plans and spectleaffons to see
if the Intent of the plans and specifications has been followed and/or if supplemental details
and recommendations are needed. The Design Professional warrants that the plans and
specifications contained herein, have been prepared In accordance with generally
accepted professional engineering pracdce. No otherwarentles are implied or
expressed.
CORPORATE PROTECTION
It Is understood and agreed that the Design Professional's Basic Servloes under this
Agreement do not Include project observation or review of the Contractor's performance or
any other construction phase services, and that such services will be provided by the
Client The Client assumes all responsibility for interpretation of the contradtorpocuments
and for construction observation and supervision and walves any claims against the
Design Professional that may be in anyway connected thereto.
In addition, the Client agrees, to the fullest extent permitted by law. to Indemnify and hold
the Design Professional harmless from any loss, claim or cost. Including reasonable
attorneys fees and costs of defense, arising or resulting from the performance of such
services by other person or entities and from any and all claims arising from modifications,
cladficatians, Interpretations, adjustments or changes made to Contract Documents to
reflect changed field or other conditions, except for claims arising from the sole negligence
or willful misconduct to the Design Professional.
OWNERSHIP OF INSTRUMENTS OF SERVICE
AII reports, plans, specifications, computer files, field data, notes and other documents and
Instmmems prepared by the Design Professional as Instruments of service shall remain
the property of the Design Professional. The Design Professional shall retain all common
law, statutory and other reserved rights, including the copyright thereto.
DEFECTS IN SERVICE
The Client shall promptly report to the Design Professional any defects or suspected
defects In the Design Professionals work or services of which the Client becomes aware,
so that the Design Professional may take measures to minimize the consequences of such
a defect. The Client warrants that he or she will Impose a similar notification requirement
on all contractors In his or her CIIenUContractor contract and shall require all
subcontractors at any level to contain a like requirement Failure by the Client and the
Client's contractors or subcontractors to notify the Design Professional, shall relieve the
Design Pmfessional of the costs of remedying the defects above the sum such remedy
would have cost had prompt notification been given.
VERIFICATION OF EXISTING CONDITIONS
Inasmuch as the remodeling and/or rehabilitation of anmisting building requires that
certain assumptions be made regarding existing conditions, and because some of these
assumptions may not bevedfiable without expending additional sums of money or
destroying otherwise adequate or serviceable portions of the building, the Client agrees, to
the fullest extent parnifled by few, to indemnify and hold the Design Pmfessional harmless
from any claim, liability or cost Qncluding reasonable attorneys fees and costs of defense)
for Injury or economic loss arising or allegedly arising out of the professional services
provided under this AgeemeA excepting only those damages, llabilifes, or costs
abibutable to the sole negligence or willful misconduct of the Design Professional
INTERNAL PRESSURE COEFFICIENT Gcpi= +/- 0.0
DESIGN PRESSURE PER FBC CHAPTER 16, INCLUDING ASCE 7-16 LOAD CALCULATIONS
ROOF LIVE LOAD =12 PSF
ROOF DEAD LOAD = 2.5 PSF
MIN SOIL BEARING 2500 PSF
TRUSS BEARING LOAD EACH END 1800LB
TRUSS UPLIFT @ POST 1800LBS
1. Wood framing and fasteners to meet NDS-2012 requirements.
2. Fastener requirements: (1) All nails are Common galvanized; (2) all bolts are to be galvanized steel and include
nuts and washersand (3) all other hardware (Simpson, etc.) is to be installed according to manufacturer's
specifications and recommendations. Nailing (size and number) shall satisfy Tables 2306.2.(1), 2306.3.(1) and
2306.3.(#) FBC unless otherwise indicated. Note: fasteners exposed to the weather are to be treated for weather
resistance and compatible with the type of pressure treated wood used (connectors, nails, bolts, nuts and washers).
Concrete Construction Notes
1. Concrete work shall conform to "Building Code Requirements for Reinforced Concrete" (ACI-318) and
"Specifications for Structural Concrete" (ACI-301), Latest Edition.
2. Concrete mix shall conform to the following specifications. All concrete mixes shall contain a
water -reducing admixture conforming to ASTM C-494. Air -entraining admixture shall conform M C-260.
CONCRETE MIX A \� EDWARD i
Ultimate Compressive Strength @ 28 days 3,000 PSI
i
_ No.4Slump Range' 4" +/-1" " 3922
Maximum Aggregate Size
Entrained Air None FAT oy�✓,��
Dry Weight per Cubic Foot 150 #
3. Shotcrete mix
4 All concrete shall be cured for a minimum of 28 days. If forms for vertical surtaces are re rri 19,1 e end of
the curing period, spray surfaces with liquid membrane curing compound.
5. Reinforcing steel shall conform to ASTM A615, Grade 40 (Fy=40 ksi). Lap continuous bars for tension lap splice
per ACI-318, unless otherwise noted. Provide
corner bars of same size and, spacing as horizontal wall reinforcement. Cover for concrete reinforcing steel shall be
in accordance with ACI-318, Paragraph 7.7.
6. Welded wire fabric (WWF) shall conform to ASTM A185. Lap sheets two mesh spaces and wire tie adjacent sheets
together securely. Cut alternate reinforcement at control joints.
7. All slabs on grade shall have construction or control joints not to exceed 15' - 0" spacing, unless otherwise noted.
8. Electrical conduit and other pipes to be embedded in structural concrete floor slabs or walls shall be placed in accordance
with the requirements of ACI-318, Paragraph 6.3. SCANNED
BY
St. Lucie County
36' x 36' OPEN POLE STORAGE STRUCTURE Micha19
Michael E Driscoll PE
FL Reg # 43922
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8"x 8" pt post
24" dia. x 48" deep
post footing (typ)
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STEEL ROOF TRUSES
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ROOF PLAN VIEW
//11110
10-11-19
Michael E Driscoll PE
FL Reg # 43922
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2"x 6" #2 syp
purlins @ 24"
Drip edge attach
in accord w/ mfr
29 ga. metal roofing attach in
accord'with mfr. specifications F— Galy ridge cap
CI 3 0999 ADA
4
a
0- u< ma mm uvus
nut & washers
RIDGE CONNECTION DETAIL
29 ga. metal roofing attach in
accord with mfr. specification:
FL # 9555.4R4
2-1/2" dia. carriage thru bolts
nut & washer to match
11'-4"
14 Ga purlin 2"x 6" #2 syp
:onnectcr purlins attach to angle
w/ 4 #10 lag screws
Truss details
(see sheet 5)
PURLIN CONNECTION DETAIL
purlins @ 24" max spacing
FGalv ridge cap
112 t/'���t
31
29 ga. metal roofing attach in
accord with mfr. specifications
FL # 9555.4R4�
2"x 6" #2 syp
purlins @ 24" max spacing
2-1/2" dia. carriage thm bolt:
nut & washer to match
See sheet 2 &3 -
for post & footing
sizes
iss details
oe sheet 5)
Min 3000psi D. D
concrete Q m�
#5 X 12" BARS CENTERED EACH WAY
FOR 18"DIA HOLES USE 12" LONG BARS
FOR 24" DIA HOLES USE 18" LONG BARS (TYP) D D 4" (TYP)
80# BAG SACRETE MIN_ J
OR 24" SQ X 4" THICK
CONCRETE PAD
POST FOOTING TO TRUSS DETAIL
NTS
12
�1 1
2-1/2" dia. carriage thm bolts LTruss dta
(see sheetl5)
nut & washer to match
72-1/2"dia,.age thru bolt match + 0
—See sheet 2 &3 N _
for post & footing ,I
sizes 10'-9" 11'-4" \O0 4' (0 \
NAL
END ELEVATION Micha
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l Michael E Driscoll PE
NTS FL Reg # 43922
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No.
ELEMENT
MATERIAL
(50 KSI)
DESCRIPTION
M1
Collar Tie
ASTM 513
L1-1/2"x 1-1/2" x 3/16"
2
Collar 'e
ASTM 513
"x 1-1/2" x 3/16"
M3
To Chord
ASTM 513
L1-1/2"x 1-1/2" x 3/16"
n n n
--
5
Center ,
� n
M6
End Vertical
ASTM 513
L 1-1/2"x 1-1/2" x 3/16"
M7
Bearing angle
ASTM 513
L 1-1/2"x 1-1/2" x 3/16"
M8
Inside vertical
ASTM 513
L1-1/4"x 1-1/4" x 1/8"
M9
Diagonal web 1ASTM
513 1
L1-1/4"x 1-1/4" x 1/8"
STEEL TRUSS CROSS SECTION
NOTES: STEEL TRUSS CROSS SECTION
1-MATERIALS SHALL CONFORM TO STEEL ASTM 513.
CONNECTOR SCHEDULE
2'x5'#2 syp pudin to 5'x5' x 149a. clip 4410x1-1/4-lagscrews
Truss to truss @ ddge 3- 1/7 die th,u bolts & nut
Wood post to truss. 212' diet that bolts nut & washers
Past to mnmte 24' diet x48' deep w/ 2 #5 bars thru post
2— 1 /2- DIA. CARRIAGE
BOLTS NUT & WAS
-----
2- ALL STEEL SHALL BE 50ksi IN ACCORD WITH CURRENT AISC MANUAL. STEEL
3- WELDING ELECTRODES TYPE E70XX
4-ALL WELDING SHALL BE IN ACCORD WITH CURRENT AWWA REQUIREMENTS.
5-ALL WELDING SHALL BE DONE BY A CERTIFIED WELDER.
6-BOLTS SHALL BE ASTM A325. W/ NUTS & WASHERS. (TYP)
7- WELD STRENGTH 70 KSI MIN.
8- ALL POST SHALL BE PRESSURE TREATED GROUND CONTACT.
9- PRIMING & PAINTING SHALL BE DONE BY TRUSS MANUFACTURER.
10- MIN EDGE DISTANCE FOR BOLTS HOLES SHALL BE 3/4" MIN
11-MAX TRUSS SPACING SHALL NOT EXCEED 12'-0"
12-THE DESIGNER DISCLAMS ANY RESPONSIBILITY FOR DAMAGES AS A RESULT OF
POOR WORKMANSHIP, OR IMPROPER USE, AND ACCEPTS NO RESPONSIBILTY OR
EXERCISES NO CONTROL WITH REGUARD TO FABRICATION, HANDLING,AND INSTALLATION
OF TRUSSES.
14 CL/pg' PURL/N
TRUSS TO POST DETAIL
PLAN VIEW
Jolts
shpost
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No.43922 %
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10-11-19
Michael E Driscoll PE
FL Reg # 43922
TRUSS DETAILS