HomeMy WebLinkAboutSTORAGE STRUCTUREZQ"!
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Zone 1
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Zone 1
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Zone 2
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Zone 3
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Zone 4
+/- 16.99
Zone 1
Zone 5
+/- 19.04
Zone 2
Zone 3
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Zone 5 Zone 4
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WIND PRESSURE ON COMPONENTS AND CLADDING
1.-All construction shall cofnplX. with, Elgida Building Code 6th edition 2017.
PROFESSIONAL SERVICES BY
DRISCOLL ENGINEERING, INC.
PO BOX 357577.
GAINESVILLE, FL 32635
PH (352)-331-1513
CA 8690
PLANS AND SPECIFICATIONS
The plans and specifications presented herein are applicable only for the anticipated
construction at the locations shown. If construction plans change, the Design Professional
should be notified so the plans and specifications ran be re-evaluated. The Design
Professional should be given the opportunity to review final plans and specifications 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 practice. No other warranties are implied or
expressed.
CORPORATE PROTECTION
It is understood and agreed that the Design Professional's Basic Services under this
Agreement do not Include project observation or review of the Contractors 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 contractor Documents
Design Professional that may be In any way 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
attorney's 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,
clarifications, 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
All reports, plans, specifications, computer files, field data, notes and other documents and
Instruments 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 Professional's work or services ofwh[6h 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 ClIentlContractor contract and shall require all
subcontractors at any level to contain a like requirement. Failure by the Client. and the
Clients contractors or subcontractors to notify the Design Professional, shall relieve the
Design Professional 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 andfor rehabilitation of an existing building requires that
certain assumptions be made regarding existing conditions, and because some of these
assumptions may not be veriflable without expending additional sums of money or
destroying otherwise adequate or serviceable portions of the building, the Client agrees, to
the fullest extent permitted by law, to Indemnify and hold the Design Professional harmless
from any claim, liability or cost (including reasonable attorney's fees and costs of defense)
for injury or economic loss arising or allegedly arising out of the professional services
provided under this Agreement, excepting only those damages, liabilities, or costs
attributable to the sole negligence or willful misconduct of the Design Professional
189.6 -c>z -7 /.
ULTIMATE WIND SPEED: 150 ARE THE RESPONSIBIL[Ty OF THE
NOMINAL WIND SPEED: 116 CONTRACTOR OF RECORD
WIND EXPOSURE CATEGORY: B
RISK CATEGORY 1
INTERNAL PRESSURE COEFFICIENT Gcpi= +/- 0.0
DESIGN PRESSURE PER FBC CHAPTER 16
DESIGN ROOF LIVE LOAD =20 PSF
DESIGN ROOF DEAD LOAD =3.5 PSF
MIN SOIL BEARING 2500 PSF
TRUSS BEARING LOAD EACH END 4600LB
TRUSS UPLIFT @ POST 2880LBS
ST. LITCTE COUNI-IT'l, I
REVEENVED FOR C011
REVIENVED BY
DATE 4(21 It 01,
PLANS AND PERMIT
OR NO INSPECTION'
T BE KEPT ON JOB
, BE MADE.
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Wood framing and fasteners to meet NDS-2012 requirements.
Fastener requirements: (1) All nails are Common galvanized; (2) all bolts are t * 0 be galvanized steel and include
nuts and washers; and (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.(l), 2306.3.(l) 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.
2.
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 'IN' shall be used for foundation walls, footings and interior slabs
on grade. Concrete mix "B" shall be used for exterior slabs, curbs and all other exterior
concrete. All concrete mixes shall contain a water -reducing admixture conforming to
ASTM C-494. Air -entraining admixture shall conform to ASTM C-260. ------
CONCRETE MIX
r
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-43922
Ultimate Compressive Strength 28 days —a;00G-PSI
Slump Range E V LU :Z
Maximum Aggregate Size % N
Entrained Air None
Dry Weight per Cubic Foot 150 # /0
3. Shotcrete mix
4 All concrete shall be cured for a minimum of 28 days. If forms for vertical surfaces are removed prior to the end of
the curing period, spray surfaces with liquid membrane curing compound.
5. Reinforcing steel shall conform to ASTM A615, Grade 40 (Fy=40 ks!). 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.
24'x 36'PART ENCLOSED POLE STORAGE STRUCTURE-
BCAMW-5- THESE PLANS AND ALL PROPOSED WORK
BY
St Lade ftyAV, ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT
MAY BE NECISSARY IN ORDER TO
COMPLY WIN" APPLICABLE CODES
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5-4-18
Michael E Driscoll PE
FL Reg # 43922
PROFESSIONAL SERVICES BY
DRISCOLL ENGINEERING, INC.
PO BOX 357577.
GAINESVILLE, FL 32635
PH (352)-331-1513
CA 8690
PLANS AND SPECIFICATIONS
The plans and specifications presented herein are applicable only for the anticipated
construction at the locations shown. If construction plans change, the Design Professional
should be notified so the plans and specifications ran be re-evaluated. The Design
Professional should be given the opportunity to review final plans and specifications 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 practice. No other warranties are implied or
expressed.
CORPORATE PROTECTION
It is understood and agreed that the Design Professional's Basic Services under this
Agreement do not Include project observation or review of the Contractors 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 contractor Documents
Design Professional that may be In any way 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
attorney's 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,
clarifications, 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
All reports, plans, specifications, computer files, field data, notes and other documents and
Instruments 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 Professional's work or services ofwh[6h 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 ClIentlContractor contract and shall require all
subcontractors at any level to contain a like requirement. Failure by the Client. and the
Clients contractors or subcontractors to notify the Design Professional, shall relieve the
Design Professional 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 andfor rehabilitation of an existing building requires that
certain assumptions be made regarding existing conditions, and because some of these
assumptions may not be veriflable without expending additional sums of money or
destroying otherwise adequate or serviceable portions of the building, the Client agrees, to
the fullest extent permitted by law, to Indemnify and hold the Design Professional harmless
from any claim, liability or cost (including reasonable attorney's fees and costs of defense)
for injury or economic loss arising or allegedly arising out of the professional services
provided under this Agreement, excepting only those damages, liabilities, or costs
attributable to the sole negligence or willful misconduct of the Design Professional
189.6 -c>z -7 /.
ULTIMATE WIND SPEED: 150 ARE THE RESPONSIBIL[Ty OF THE
NOMINAL WIND SPEED: 116 CONTRACTOR OF RECORD
WIND EXPOSURE CATEGORY: B
RISK CATEGORY 1
INTERNAL PRESSURE COEFFICIENT Gcpi= +/- 0.0
DESIGN PRESSURE PER FBC CHAPTER 16
DESIGN ROOF LIVE LOAD =20 PSF
DESIGN ROOF DEAD LOAD =3.5 PSF
MIN SOIL BEARING 2500 PSF
TRUSS BEARING LOAD EACH END 4600LB
TRUSS UPLIFT @ POST 2880LBS
ST. LITCTE COUNI-IT'l, I
REVEENVED FOR C011
REVIENVED BY
DATE 4(21 It 01,
PLANS AND PERMIT
OR NO INSPECTION'
T BE KEPT ON JOB
, BE MADE.
U
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Wood framing and fasteners to meet NDS-2012 requirements.
Fastener requirements: (1) All nails are Common galvanized; (2) all bolts are t * 0 be galvanized steel and include
nuts and washers; and (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.(l), 2306.3.(l) 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.
2.
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 'IN' shall be used for foundation walls, footings and interior slabs
on grade. Concrete mix "B" shall be used for exterior slabs, curbs and all other exterior
concrete. All concrete mixes shall contain a water -reducing admixture conforming to
ASTM C-494. Air -entraining admixture shall conform to ASTM C-260. ------
CONCRETE MIX
r
0
-43922
Ultimate Compressive Strength 28 days —a;00G-PSI
Slump Range E V LU :Z
Maximum Aggregate Size % N
Entrained Air None
Dry Weight per Cubic Foot 150 # /0
3. Shotcrete mix
4 All concrete shall be cured for a minimum of 28 days. If forms for vertical surfaces are removed prior to the end of
the curing period, spray surfaces with liquid membrane curing compound.
5. Reinforcing steel shall conform to ASTM A615, Grade 40 (Fy=40 ks!). 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.
24'x 36'PART ENCLOSED POLE STORAGE STRUCTURE-
BCAMW-5- THESE PLANS AND ALL PROPOSED WORK
BY
St Lade ftyAV, ARE SUBJECT TO ANY CORRECTIONS
REQUIRED BY FIELD INSPECTORS THAT
MAY BE NECISSARY IN ORDER TO
COMPLY WIN" APPLICABLE CODES
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5-4-18
Michael E Driscoll PE
FL Reg # 43922
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L-SEE SHEET 4
. FOR POST & FOOTING SIZE
FOUNDATION PLAN VIEW
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5-4-18
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FL Reg # 43922
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5-4-18
Michael E Driscoll PE
FIL Reg # 43922
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accord with mt. specifications [— GaIv ridge cap
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2"x 6" #2 syp
purlins @ 24" max spacir
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RIDGE CONNECTION DETAIL
29 ga. metal roofing attach in
accord with mt. specifications
2"x 6" #2 syp
purlins @ 24" max spacing
2- 1/2" dia. carriage thru
nut & washer to match
see post footing detail
for size (this sheet) —
#5 X 12" BARS ---i.
EACH WAY (TYP, 4" (TYP)
9 Ga purlin 2"x 6" #2 syp
connector purlins attach to angle
drip edge attach in accord W/ 4 #10 lag screws
w/ mfr specifications
Truss details
(see sheet 5 &6)
PURLIN CONNECTION DETAIL
3- 1/2" dia thru bolts
(typ)
ridge cap
L 1-112"x 1-1/2" x 3/16" collar tie
attach w/ 2 -1/2" dia. thru bolts
(typ)
Truss details -
(see sheet 5 &6)
23'-l"
END ELEVATION-
1/811=1.41
12
2"x 6" #2 syp
purlins On 24" max spacil
29 ga. metal roofing attach in
accord with mfr. specifications
FL # 9555.5R4
no
2- 2"x 6" #2 syp
blocking @ each
post attach to purlins wl 3 #1 Ox 3-1/2"
deck screws affach to post w/ 4 - 4-112!
deck screws (typ)
2- 1/2" dia. carriage thru bolt�
(typ)
Wx 6" Pt post w/
24" dia x 48" dee
concrete post fo(
3000 PSI CONCREI
#5 X 12'� BARS
EACH WAY (TYP)
finish
80# SACRETE MIN.
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details
;heet 5 &6)
18"
POST FOOTING
TO PURLIN
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5-4-18
Michael E Driscoll PE
FL Reg # 43922
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2"x 6" #2 syp
purlins @
24" max spacing
2"X 6" Blocking —1
2"x 6" blocking between
purlins attach w/ 3 Simpson
SDW`Q15450 or equal
attach to post wl 4 15600
each
POST TO TRUSS @ GABLE END
29 GA METAL SIDING ATTACH IN ACCORD
WITH,FLORIDA PRODUCT APPROVAL
FL 9557.R3
2"X4"#2 SYP 3-1/2"VERTICAL
ATTACH ENDS TO EACH POST
W1 2- #10 X 3-1/2"SCREWS CrYP)
2"X 6"#2 SYP HORIZONAL ATTACH TO
POST W/ 4- #10 X 4" TOE SCREWS.
ATTACH 2"X 4"TO 2"X 6"W1 SIMPSON
W/ #10 X 3-10 SCREWS @ EACH END
AND 16"MAX SPACING
48"
24-
(TYP)
1" MIN
CLEARANCE
2"x 6" blocking between
purlins attach w/ 3 Simpson 2N 6" #2 syp
SDWC15450 or equal purlins @ 24" max
attach to post w/ 4 15600
each
26 ga. metal roofing attach in
accord with mfr. specifications
FL Product approval # 9555.5 R4
2"x 6" #2 syp
purlins @ 24" max spacing
see truss details i i i I T 24"WYP)
post
24"(rYP) 1 11 1 24-CrYP)
2"X 4" #2 SYP 3-1/2"VERTICAL
ATTACH ENDS TO EACH POST
W/ 2- #10 X 3-112"SCREWS (rYP)
2"X 6"#2 SYP HORIZONAL ATTACH TO
POST W/ 4- #10 X 4"TOE SCREWS.
24" CrYP) ATTACH 2"X 4"TO 2"X 6"W1 SIMPSON
W/ #10 X 3-1/2' SCREWS @ EACH END
/--AND 16"MAX SPACING
24"(TYP)
BOTTOM 2X 4" & 2"X 6" SHALL
BE PRESSURE TREATED WOOD
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150 MPH SOLID WALL DESIGN
USE COATED SCREWS FOR EXTERIOR USE
24" dia. x 48" deep
post footing (typ)
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#5 X 12" BARS —
EACH WAY (TYP)
80# BAG SACRETE
4" (TYP)
24" dia. x 48" deep
post footing (typ)
00
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POST FOOTING TO TRUSS DETAIL
SECTION 1
— see truss details
2- 1/2" dia. carrage thru bolts
nut & washer to match
2"X 4"#2 SYP 3-1/2"VERTICAL
ATTACH ENDS M EACH POST
W/ 2- #10 X 3-1/2' SCREWS (TYP)
-2"X 6" each way
@ top of door & window openings
Z'X 6"#2 SYP HORIZONAL ATTACH TO
POST W1 4- #10 X 4"TOE SCREWS.
A77ACH 2"X 4"TO 2"X 6" W/ SIMPSON
W/ #10 X 3-1/2' SCREWS @ EACH END
AND 16"MAX SPACING
6"X 6" PT POST
(TYP)
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POST FOOTING TO TRUSS DETAIL
11
SECTION 2
5-4-18
Michael E Driscoll PE
FL Reg # 43922
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L 2"x 4" x 8" long x 1/8"
purlin & bottom chord angle brace (typ)
1-1-1/2" x 1;11/2�" x 3/16" 3- 1/2" dia thru bolts
top chord (typ) NA17
24, C017n
ector
t P '9PQc117g
1-11-1/4" x 1-1/4" x 1/8" VP)
diagonal & vertical chord (typ)
L1 -1 /4" x 1-1 /4" x 1181
diagonal & vertical chord (typ)
2- 1/2" dia. carrage thru bolts
nut & washer (typ)
NOTES:
1_11-1/2"x 1-1/2" x 3/16"
welded to truss (typ)
1-11-1/2" x 1-1/2" x 3/16"
bottom chord (typ)
L 1-1/2"x 1-1/2" x 3/16" collar tie
attach w/ 2 -1/2" dia. thru bolts
nut & washer @ each end
@ 3rd panel point
STEEL TRUSS CROSS SECTION-
NTS
1 -MATERIALS SHALL CONFORM TO STEEL ASTM 513.
2- ALL STEEL SHALL BE 50ks! IN ACCORD WITH CURRENT AISC MANUAL.
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.
9 Ga.
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Michael E Driscoll PE
FIL Reg # 43922
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@ each end
COLLAR TIE SECTION
NTS
3"
C/L
3"
3- 1/2" Dia thru bolts
thru 5/8" dia hole
(typ)
CENTER RIDGE CONNECTION
18T'
2- 1/2" Dia. carrage or thru
bolts, w/ nuts & washers (typ)
Nyp)
ae sheet 2 for size) .
POST TO TRUSS CONNECTION
NTS
1-1-1/2" x 1-1/21" x'3/16"
4-- " % j1--
PC 010 �Ly
4" wide x 4" x
purlin connect
1-1-1/4"x 1-1/4" x 1/8"
diagonal & vertical chord (typ)
1-1-1/2" x 1-1/2"x 3/1
bottom chord (typ)
1-1-1/2" x 1-1/2" x 3/16"
vertical center chord (t%
1611
purlin
241, conl7ector
' -JP . -- 1
24" 0117ts
(typ)%Cing
TRUSS END SECTION
NTS
Purlin
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1" A/8",
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4" wide x 4" x 2" 9 Ga.—
rat run connector
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0 ' * ago/7a
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24 " 17ts
(41P) Vacing
TRUSS CENTER SECTION
NTS
1 -10- 1
-1/2" x 3116"
)race
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4" wide x 4" x 2" 9 Ga.
purlin connector
Ll-1/2"xl-1/2"x 3/16"
top chord (typ)
LI-1/4" x 1-1/4" x 1/8"
diagonal & vertical chord
verticals @ 48" spacing (typ)
L 1-1/2"x 1-1/2" x 3116"
bottom chord (typ)
TRUSS DETAILS
5-4-18
Michael E Driscoll PE
FL Reg # 43922
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