HomeMy WebLinkAboutBuilding PlansO O `�
M
UP SIDE DOWN SIDE
16 GA. PURLIN CLIP
VIEW OF PURLIN CUPS
NTS
1T x
JOISTFORi
1 R rA 01 IrV=C CnD DI IDI INIQ
TYPICAL JOIST SIDE SECTION
NTS USED FOR 12" AND 16" JOISTS
STEEL SECTION TABLE 40' TO 60' WIDE BUILDINGS
N0.
pF11ENi
M�
Cf9p5PlIRJ
ul
uxii WON
I'MUM 51a
L r X r X .0
MR
N w
AWkI 513
L r X r X .Er
u3
TOP WQA
AS1M 513
(I) L r X r X.
w
e'77OU mm
AM 513
(0) L r X r X .W
u5
CE m 1Efl11CAl
ASM 513
L 15' X r X 25'
u5
END Y9i11CAL
ASM 513
L le r X ]r
MT
B G MM
ASM 313
L r X r X.5>5'
M5
pACpNL MI
AM 513
L 1.S X IA' X WC
Irx,rxr rFrvGLL V
1X1rX5�'p'ANGL
1•
JOIST FOR USE ON BUILDINGS UP TO N1NDE
Apr, v
LEGEND
D - MEANS 1/4" BEAD WELD
4
„D
4 MEANS 1/4" BEAD WELD
1 D ON EACH SIDE OF THE
4 PURLIN CLIP.
® - RAT RUNNERS INSTALLED AT FIRST WEB
OPENING CLOSEST TO RIDGE AND
CENTER OF EACH TRUSS OR 10' O.C.MAX
SPLIT EVENLY.
STEEL SECTION TABLE UP TO 24' W1DE BUILDINGS
Iq.
EIEIFN!
M TEMP
p.3pR1XR!
YI
ANOIE PRI
lUOM 51J
L IX X I.5' X .18T5•
MS
CgUJi 1E
,LSIM MS
L I.S X 1.5' % .1575'
u3
TOP OHOPD
/SM 513
(2) L 10 X 1.5' X .1515•
Ml
WM hl CHORD
MR 513
(3) L Lr % I.r %.1B)5•
M5
CENTER AATGL
ASIu 513
L 15• X vY %.15]5'
M5
m VDlXMI
ASM NJ
L 15' % r X .15TJ'
uT
550,5NO MOLE
A 513
L r X r % als•
115
MlMMN& M
I A5M 515
L 1.%r X 1.25" X .12r
N
co
a
M
0 N ILLO
0 LL
2 Lu
0
maw
0
LL
TYPICAL TRUSS
CALE: N/A
SIIEET #
1 OF 1
C-1: COVER SHEET
S-1: GENERAL NOTES
S-2: TYPICAL SECTION
S-3: FOUNDATION
S-4: TRUSS`LAYOUT
A-3: ELEVATIONS
COO (i�F0
sT ovco�� q
--
1
z
Q N
00
75
J cj) J
0 � U.
�Jw
Z Z I.Lic W
Lu
U �
a.
W O
O
a.
� os
J o <w
e
o y wL)O of
CD
� o Q p ao op
e = 0 V .'
U` � o
of
p w
Z V �ow
V
W
DRAWING TITLE
COVER SHEET
SCALE: N/A
SHEET #
C -1
le Com_.
DRAWING TITLE
COVER SHEET
SCALE: N/A
SHEET #
C -1
le Com_.
GENERAL DESIGN NOTES:
CONCRETE DUE TO IMPROPER HANDLING.
10. SLAB SAW CUTS ARE NOT ADDRESSED BY THE CURRENT FLORIDA RESIDENTI BUILDING CODE. THE SAW CUTS SHOWN HAVE BEEN INCLUDED FOR CONSISTENCY OF
CONSTRUCTION,
11. BASED ON EMPIRICAL DATA PROVIDED BY THE ACI, CONCRETE SHRINKS AT A TE OF 5/8" PER 100 FEET. ACI 332 HAS THE FOLLOWING CONTRACTION JOINT
REQUIREMENT AND THIS SPACING MAY BE USED IF EXCESSIVE CRACKING IS EXPERIENCED A THE CONTRACTORS DIGRESSION.
a. CONTRACTION JOINTS IN A 3.5" SLAB SHALL BE PLACED NO MORE THAN 8 FEET APART IN OTH DIRECTIONS
b. CONTRACTION JOINTS IN A 4.0" SLAB SHALL BE PLACED NO MORE THAN 10 FEET APART 1 BOTH DIRECTIONS.
A.GENERAL:
1. WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING CODE: THE FLORIDA BUILDING CODE 2017. WHERE MORE STRINGENT CODES AREA ADOPTED, THEY SHALL F. MASONRY WALL CONSTRUCTION:
GOVERN THE WORK. 1. MASONRY UNITS SHALL MEET ASTM C-90, GRADE N-1 FOR HOLLOW LOAD BEARING TYPE II M/
2. DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE SHOWN ON DRAWINGS NOTES ON STRUCTURAL PLANS SHALL TAKE PRECEDENCE OVER THE STRUCTURAL GENERAL NOTES ON SHALL BE NORMAL WEIGHT 8"X8"X16", TWO HOLES, SQUARE END BLOCKS UNLESS NOTED OTE
THIS SHEET. 2. ALL MORTAR SHALL CONFORM TO ASTM C 270, TYPE "S" OR "M".
I PLUMBINGAND MECHANICAL DRAWIN F R DIMENSIONS LOCATIONS SIZES AND
3. EXCEPT AS SHOWN ON STRUCTURAL DRAWINGS, REFER TO ARCHITECTURAL, ELECTRICAL,DRAWINGS O ,
CONDITIONS, INCLUDING WINDOWS, DOORS, WALLS, CONCRETE CURBS, PITS, DRAINS, TRENCHES, FLOOR AND ROOF SLOPES, DEPRESSED AREAS, CHANGES IN LEVEL, FLOOR AND 3. COURSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF 3/8"
ROOF OPENINGS, STAIRS, PIPE AND DUCT RUNS, SLEEVES AND HANDERS, ELECTRICAL, CONDUITS AND OUTLETS, ITEMS EMBEDDED OR ATTACHED TO STRUCTURAL MEMBERS, 4. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS, WITH FILLED CELLS FILL
EQUIPMENT, BASES AND ANCHORAGE, ETC. 5. VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP AND THE BOTTOM AND /
4. THE ENGINEERS SEAL APPLIES ONLY TO THE STRUCTURAL COMPONENTS ON THIS DOCUMENT. THE SEAL DOES NOT INCLUDE CONSTRUCTION MEANS, METHODS, TECHNIQUES, OR PLACED IN THE CENTER OF THE MASONRY CELL, TYPICAL, UNLESS OTHERWISE NOTED.
SAFETY PRECAUTIONS, WHICH SHALL REMAIN THE RESPONSIBILITY OF THE CONTRACTOR. ALL DIMENSIONS ARE TO BE VERIFIED WITH THE ARCHITECTURAL DRAWINGS. ANY 6. REINFORCING STEEL SHALL BE LAPPED A MINIMUM OF 30 INCHES UNLESS NOTED OTHERWISE
DEVIATIONS OR DISCREPANCIES ON THESE PLANS MUST BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ENGINEER OF RECORD.
7. HOOKS AT TOP AND BOTTOM OF VERTICAL REINFORCING BARS TO BOND COURSE AND FOOTI
5. ASTM SPECIFICATIONS INDICATED SHALL BE THE LATEST EDITIONS OF THE STANDARDS, UNLESS NOTED OTHERWISE.
8. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE, EMBEDDED ANCHORS O
6. ALL STRUCTURAL DEAD AND LIVE LOADS (PSF) WILL BE CALCULATED USING VALUES BELOW UNLESS OTHERWISE SPECIFIED IN THE PLAN SET.
9. ALL MASONRY UNITS SHALL BE LAID IN RUNNING BOND UNLESS NOTED OTHERWISE.
ROOF DEAD LOAD = 20 PSF FLOOR DEAD LOAD = 20 PSF
10. OVER ALL MASONRY OPENINGS IN WALLS PROVIDE LINTELS, CAST -IN -PLACE C
ROOF LIVE LOAD = 20 PSF FLOOR LIVE LOAD = 40 PSF 11. VERTICAL FILLED CELLS SHALL HAVE A MINIMUM OF (1) #5 REBAR LAPPED AND
AND TIED TO THE HORIZONTAL REINFORCING IN THE TOP OF THE WALL. SEE CHART BELOW F
12. HORIZONTAL JOINT REINFORCING (WIRE TYPE WITH 9 GAUGE EQUAL TO DUR
B. WIND DESIGN CRITERIA / COMPONENTS & CLADDING: VERTICAL COLUMNS OR PILASTERS. HORIZONTAL REINFORCEMENT SHALL NOT BE CONTINU(
WIND SPEED: 159 MPH ULTIMATE DESIGN WIND SPEED (ASCE 7-10) MORTAR BEDS FOR THEIR ENTIRE LENGTH (MINIMUM MORTAR COVER OF e").
RISK CATEGORY: II
EXPOSURE CATEGORY: B
C. Ta mss s And Claxd&" (C&Q Umloulamsanx yz= Ch 30 Ri
Ut
=Rids fi -Ext
= a C, £a
$
= 'bsa 'Roof `•might 5,- zaw+Rata
= i v
F.
5hall zat be <oz 17 in E p E Tab_a 4 L hat_
= : _ £t,
Vh Mince
.a z`.1- &g > e y.' , rg?
S ar
lopu..;r,p F 5az S mamme ro Taa.ngr-rhss fe tsse spec 9¢ m.
- J 3
M
s2, d ty Ex^ or Pr TAb § 6-1
=Ca
CKP
^Rml L F sEn .m 3 EX>1lliiaq
= 4 :_lid
iF
ea. 'p�n.a - D�..ig,,
F,G
Blm*mzE'endiB, L,
= ad L tt
at
s z LN,
Vi.d Psemasssc< f-,.- C&C LL 30 Ft i
k1l win& prenndres ill de . I.d tact r a£ 6&
lea-SSeL_1. Zr_ e p-dtE SL= Are, 1/.l Ref Gcp xTi p
p"
kale Es,T vtm. u:n 3S,r
Vs,
€t
Et st ng 8t psi
F.x
rune
3.... c..:43 N. �3,:A des C.S:U O.
c
£a.^.s
s G D l., e.., t N. :a3 4 25 d.5"C _. �.
-t.5 Z
70 am 5
g 3 v a go No 60,500 f.
x2. 23
Mt 4
i S -_ f n G7 Y 2.? 4 Y 011^ w sm 4
t E ,:3 d 3'.4 1
EPftct, e width
3 R,,Lm = fffactirm Vidth, mmm3 nat `c less mma. af She spar a gtn
ECs
- r rral Hre ess c vac€F a. to Lsrer fx.' F s s a q_ S h...
gh A
p
= Ward trea�arc 34 (uiti.„ C '• ER & 4-
*aes iara 23 - ,< ..he Ain -alum .Pra aa.rc '.. CaC -s tF LS7 pm4 NII 49- fires: ESncs3 s L-11
Caapc esntx nand. C1mxkding (CSQ Qrerhffi=q ianbec3.ntz4eas per 9cc4,a.ua 33_10:
ffisad SYaasnaes Sat Cdf: per &evtara 30_10 6 7'a9.s 104-2
Axes vind jpm&ssmrez ielde a ira.A ±�. € 0,6
1s �z�as_cs. Zone Width a`paa Zuea a.da. RmE G3.ui v:g xp p
€
£an_ Off 2 01E .. yCQ b .iC 3r.3- R 0._ Jlr S AQ
-GS.='l:
Z,•.:.e Z 03 2 Cc ,. „^ - L_o E..'.l 3:s .j '..4- E ,.v 0.0 v ,.v_F S O
=_G.e.a..
f .aa 0x 9+arg us t3 2cse I;,ternai Eres sa c 4esi:P`_ _
n_ea. = ._e^.gtz x NE£e�:s.?,m Widtih
h
ss1s i s a xis e s sa moz b �- t aF t ap.xz, acrg P
p = Wind F assu a qh I €^EF Cpzt* gq.
Yc. xar 2 s IA struea F a eaa .as CCC kt
?sr. F;
aE GCF €. >_ hth igpex and lutes
mmrf.m. m.
C. FOUNDATION:
1. FOUNDATION IS DESIGNED BASED ON PRESUMPTIVE SAFE MINIMUM ALLOWABLE SOIL BEARING PRESSURE OF 2500 PSF. THE CONTRACTOR SHALL VERIFY THAT THE MINIMUM
BEARING CAPACITY OF 2500 PSF IS PRESENT PRIOR TO FOOTING PLACEMENT.
2. ALL FILL SHALL BE CLEAN COARSE SAND COMPACTED TO 98% BY HEAVY VIBRATORY ROLLER IN MAXIMUM LIFTS OF 8" CONFORM TO ASTM D 1557.
3. GRADING, SOIL PREPARATION AND FOUNDATION CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF THE GEOTECHNICAL REPORT AND THE FLORIDA BUILDING CODE 2017.
4. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BE MECHANICALLY COMPACTED IN LAYERS PER GEOTECHNICAL REPORT. FLOODING WILL NOT BE
PERMITTED.
5. ABANDONED FOOTINGS, UTILITIES, ECT. THAT INTERFERE WITH NEW CONSTRUCTION SHALL BE REMOVED.
6. PROVIDE MIN 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE LAPPED MIN 6" AND SEALED.
E. CONCRETE:
1. CONCRETE SHALL CONFORM TO THE "BUILDING REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318 LATEST EDITION) WITH MODIFICATIONS AS NOTED IN THE DRAWINGS AND
SPECIFICATIONS.
2. DESIGN BASED ON 3000 PSI, 28 DAY STRENGTH, UNLESS OTHERWISE NOTED.
3. PROTECTION COVER (CLEAR) SHALL BE AS FOLLOWS (U.N.0):
a. CONCRETE PLACED AGAINST EARTH - 3 INCHES CLEAR
b. STRUCTURAL SLABS ON GROUND - 1.5 INCHES CLEAR
c. FORMED CONCRETE WITH EARTH BACKFILL - 3 INCHES CLEAR
d. WELDED WIRE MESH (WWM) USED IN SLABS SHALL BE FULLY SUPPORTED USING CHAIR APPROVED BY THE MANUFACTURE AT MINIMUM OF 2 FOOT SPACING OR IN ACCORDANCE
WITH MANUFACTURES SPECIFICATIONS.
4. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE SECURED IN POSITIONS PRIOR TO PLACING CONCRETE
5. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACING. DO NOT CUT ANY REINFORCING WHICH MAY CONFLICT.
6. CONCRETE PLACEMENT SHALL BE PER RECOMMENDATIONS IN ACI 614, ACI 301. ACI 318 AND ACI 332.
7. SLABS ARE DESIGNED AS UN -REINFORCED PLAIN CONCRETE SLABS ON GROUND.
8. CONTRACTION JOINTS SHALL BE CUT OR TOOLED IN THE SLAB 1/3 THE SLAB THICKNESS. ALL SAW CUTS ARE TO BE MADE WITHIN 24 HOURS OF THE CONCRETE PLACEMENT.
9. CONCRETE IS PRONE TO CRACKING AND THE CONTRACTOR TAKES FULL RESPONSIBILITY FOR ANY AND ALL CRACKS RESULTING FROM CONCRETE CONTRACTION OR WEAKENING OF
13.
ENGINEER.
G. REINFORCING STEEL:
1. WALL BARS AND COLUMN BARS SHALL CONFORM TO ASTM A-615, GRADE 60. FOOTING BARS,
2. BAR BENDS SHALL BE MADE COLD, IN STRICT ACCORDANCE WITH THE DRAWINGS AND C.R.S.1
3. REBAR LAP SPLICES ARE TO BE: CLASS "B" MINIMUM LAP LENGTH SHALL BE PER CHART UNLE
ONE FULL AND HALF MESH, WHICHEVER IS GREATER.
4. FIELD WELDING OF REINFORCING BARS IN NOT PERMITTED, UNLESS NOTED OTHERWISE
5. DOWELS BETWEEN FOOTINGS SHALL BE THE SAME SIZE AND SPACING OR NUMBER AS THE H(
6. DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME SIZE AND SPACIN
REINFORCEMENT STEEL MIN REQUIREMENTS
BAR SIZE
MIN LAP
MIN BEND DIA.
MIN AGI HOOK
#4
20"
3"
10"
#5
25"
3-3/4"
10"
#6
34"
4-1/2"
11"
#7
42"
5-1/4"
13"
FI. WOOD FRAMING:
1. FRAMING LUMBER SHALL BE SURFACE DRY AND HAVE A MAXIMUM MOISTURE CONTENT WHE
BE IN ACCORDANCE WITH THE 2001 EDITION OF THE NDS SUPPLEMENT TABLES 4A, 4D AND 5A
2. ALL FRAMING LUMBER USED FOR EXTERIOR WALLS SHALL BE SOUTHERN PINE NUMBER 2 OR
SHALL BE SOUTHERN PINE PRESSURE TREATED. ENGINEERED LUMBER SHALL BE I -LEVEL PR
3. WOOD STUDS FOR INTERIOR LOAD BEARING WALLS SHALL BE SPRUCE PINE FIR (SPF) OR BEl
BE 24" (MAX) ON UNLESS NOTED OTHERWISE ON WALL FRAMING.
4. WALL FRAMING:
a. FOR 2X4 STUD WALL PROVIDE: (1) 2X4 KING STUD AND (1) 2X4 TRIMMER AT EACH END OF
b. FOR 2X6 STUD WALL PROVIDE: (1) 2X6 KING STUD AND (1) 2X6 TRIMMER AT EACH END OF
c. ADD DOUBLE 2X STUDS UNDER BEARING POINTS OF GIRDER TRUSSES OR BEAMS, UNLEI
G.N. AT 8" O.C. FOR EACH, UNLESS NOTED OTHERWISE.
d. ALL BEAMS AND HEADERS, DIMENSIONAL AND ENGINEER WOOD, SHALL BE A MINIMUM OF
e. ALL TOP LOADED BEAMS AND HEADERS SHALL BE NAILED WITH (3) ROWS 16D GUN NAILS
5. STUCCO INSTALLED ON WOOD FRAMED WALLS SHALL BE INSTALLED PER 2017 FBC, FBCR, AS
6. THE FINAL SELECTION OF ANY WOOD FRAMED HEADER WILL BE VERIFIED BY THE FOR AFTER
I. PREFABRICATED WOOD TRUSSES & FLOOR JOISTS:
1. THE ROOF PLAN DEPICTED IS NOT INTENDED TO SERVE AS A TRUSS DESIGN. SEE THE TRUSS
ENGINEER.
2. TOP PLATE HEIGHTS MAY VARY. SEE BUILDING SECTIONS, WALL SECTIONS AND ELEVATIONS
3. TRUSS SPACING SHALL BE 24" O.C. MAX UNLESS NOTED OTHERWISE. CONVENTIONAL FRAMI�
4. FRAME WALLS UP TO UNDERSIDE OF ROOF TRUSSES AT ALL NON -BEARING WALLS AND AT VO
5. ALIGN TRUSSES AND HAND FRAMING SO ALL GYPSUM WALL BOARD WILL BE CONTINUOUS FR(
BOWING OR WAVING OF GYPSUM WALL AND CEILING BOARD.
6. PROVIDE BRACING AND BLOCKING PER HIB-91 IN ADDITION TO BRACING AND BLOCKING SHOVE
7. PROVIDED APPROVED MOISTURE BARRIER AT ALL CONTACT POINTS BETWEEN TRUSS / NON-F
8. ROOF TRUSSES SHALL BE DESIGNED FOR A 10 PSF NON -CONCURRENT BOTTOM CHORD LIVE 1
9. ALL ROOF TRUSS AND FLOOR JOIST CONNECTIONS TO BE VERIFIED AFTER TRUSS ENGINEERI
J. ROOFING:
1. ALL ROOF UNDERLAYMENT APPLICATIONS WILL FOLLOW 2017 FBC SECTION 1507.2.8 AND
2. CONTRADICTIONS:
1. IN THE EVENT OF
CLARIFICATION.
THE SP
,Y WITH UNIT STRENGTH OF 1,900 PSI ON THE NET AREA (F-M = 1,500 PSI). UNITS
SE. UNITS SHALL HAVE A ROUGH TEXTURE FOR STUCCO APPLICATION.
D A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI.
) WITH COURSE GROUT.
A MAXIMUM SPACING OF 8'-0" UNLESS OTHERWISE NOTED. REINFORCEMENT SHALL BE
)N THE DRAWINGS.
3 TO BE NO LESS THAN 12 BAR DIAMETERS, EXCLUDING BEND.
EPDXY FASTENED STUDS SHALL BE USED.
:RETE BEAMS, OR OTHER HEADERS AS NOTED ON PLANS.
D TO THE FOUNDATION DOWEL, AND A STANDARD ACI HOOK AT THE TOP, LAPPED
MINIMUM LAP AND HOOK LENGTHS.
AL) SHALL BE PLACED AT 16" O.C. VERTICALLY AND SHALL EXTEND ATLEAST 6" INTO
ACROSS CONTROL JOINTS AND SHALL BE PLACED FULLY EMBEDDED IN FACE -SHELL
I BOND BEAM BARS SHALL CONFORM TO ASTM A-615, GRADE 60.
TEST EDITION. NO KINKS ALLOWED. SEE CHART FOR STANDARD HOOK SIZES.
NOTED OTHERWISE. MINIMUM LAP OF WELDED WIRE FABRIC SHALL BE 6 INCHES OR
IZONTAL REINFORCING.
OR NUMBER AS THE VERTICAL REINFORCEMENT.
USED OF 19%. ALLOWABLE STRESS REQUIREMENTS OF ALL WOOD MEMBERS SHALL
FER @ 16" O.C. MAX. LUMBER IN CONTACT WITH GROUND, CONCRETE, OR MASONRY
CTS OR EQUAL. TYPE, SIZE PER PLANS. FB = 3,100 PSI MINIMUM
AT 16" O.C. AND WOOD OR METAL STUDS FOR NON -LOAD BEARING WALLS SHALL
PLY HEADER, UNLESS NOTED OTHERWISE.
PLY HEADER, UNLESS NOTED OTHERWISE.
NOTED OTHERWISE. AT MULTIPLE 2X STUDS OR TRIMMERS, USE FACE NAIL 16D
PLY UNLESS NOTED OTHERWISE.
12D COMMON NAILS (MIN) AT 12" O.C. UNLESS NOTED OTHERWISE.
C926 AMD ASTM C1063.
USS ENGINEERING AND LAYOUT PROVIDED BY ROOF AND FLOOR SYSTEM ENGINEER.
NGINEERING AND LAYOUT PROVIDED BY THE DELEGATED ROOF AND FLOOR SYSTEMS
>R BEARING HEIGHTS.
SHALL BE 16 INCHES O.C. MAX UNLESS NOTED OTHERWISE.
ME AREA UNLESS NOTED OTHERWISE.
FLOOR TO CEILING. ENSURE TRUSSES AND WALL FRAMING ARE LEVEL TO PREVENT
ON TRUSS LAYOUTS PROVIDED BY THE DELEGATED TRUSS SYSTEM ENGINEER.
. WOOD AND MASONRY.
.7.
DED BY ROOF AND FLOOR SYSTEM E
BE NOTIFI
Z
O
w
Z
O
co
Me
wJ
O L) 2
Z z0w
w O w
~ m ,� H
U �
W 0
o LL
I..L
'I
Z.•�
u-z 6'•2�:
co
=Y;w
m •Z�
a
.cc;o
:c7
�:Ot
Q co:
�
oN
o
O�
00
-
w
�
o
w
U
a Q
p w
o0
W (D �
QE
x�cna
yg
LL
03
(D 0
Qo
N
w7
7
_-
C7
x
LLm
a
w
U)
(D
a
DRAWING TITLE
GENERALNOTES
SCALE: N/A
SHEET #
S -1
NOTES:
1
L
3
LI
5
0
7
i
10
11
12.
13.
14.
15.
16.
USE #14 SDS SCREWS AT EACH
2X6 AT 6" FIELD & 4" EDGE O.C.
FOR METAL. SHEATHING.
JIJKEV•V LA I V J I CCL JVIJ 1.
SCREW 2X6 TO EACH PURLIN.
WITH 94) SDS25 SCREWS.
USE (3) Y2" X 1 Y2" THRU BOLTS AT
EACH STEEL JOIST END PLATE
CONNECTION.
USE (2) Y2" X 9" THRU BOLTS AT
EACH STEEL JOIST TO WOOD
POST CONNECTION.
COLLAR TIE BOLTS TO BE Y2" X 13"
X 1" MACHINE BOLTS, (2)
REQUIRED AT EACH END.
REQUIRED BOLTS AND SDS
CREWS ARE SUPPLIED BY THE
MANUFACTURE.
SOIL FLOOR UNLESS OTHERWISE
NOTED.
ALL WOOD TO BE PRESSURE
TREATED UNLESS OTHERWISE
NOTED.
TYPICAL RAT RUNNERS
FASTENED TO THE 16 GA
BUCKETS WITH (4) SDS SCREWS
(2 EACH SIDE). THE BUCKETS ARE
WELDED TO THE STEEL JOISTS.
MAX 10' O.C.
AUGURED CONCRETE
FOUNDATION BY THE
CONTRACTOR
11.1. 18" DIAMETER X 4' DEEP
FOR WINDZONES 120-139
MPH
11.2. 24" DIAMETER X 4' DEEP
FOR WINDZONES 140-159
MPH
11.3. 36" DIAMETER X 4' DEEP
FOR WINDZONES160-180
MPH.
REQUIRED BOLTS AND SDS
SCREWS ARE SUPPLIED BY THE
MANUFACTURE.
VARIOUS FLOORING PER CLIENT,
NOT SUPPLIED BY MANUFACTURE.
OWNER AND/OR CONTRACTOR TO
CHECK LOCAL BUILDING CODES
AND SETBACKS BEFORE
STARTING CONSTRUCTION.
ALL WOOD POSTS TO BE GROUND
CONTACT LUMBER RATED.
INSTALL ALL APL LISTED
MATERIALS PER THE
MANUFACTURERS SPECIFICIAONS
APL LIST
APL #
DESCRIPTION
FL 9555-R4
26 GA PBR PANEL
FL 23507
THERMA-TRU TRADITIONS
AND PROFILES STEEL
DOORS
FL 14039-R5
4712/4812 SINGLE HUNG
FL 8888-R5
203 WINDLOCK
COMMERCIAL SHEET DOOR
GALVALU M E
METAL ROOFING
o i o
0
14 GA. PURLIN CLIP
METAL TRUSS —SEE
SPECIFICATIONS—
PURLIN CONNECTION
26 GA. GALVALU
METAL ROOFI
COL(
GALVALU
ETAIL "A"
`--NOTE 10 1
COLLmrx I IC I V OF: 1 /2 ^ I /2 ^/4
NOTE 5 LENGTH OF 10' INSTALLED ON EACH
DETAILS "B" & "C" TRUSS
14,
1'
US'
W/WA SHER,Xl 1 22 PER OOSCREW FLAT ON
LAST SHEET.
-2X6" SOUTHERN YELLOW
PINE ROOF PURLINS @
24" ON CENTE
(2)—#9X1 1/2" SCREWS ON
EACH SIDE OF THE CLIP.
POST
#5 REBAR DRILLED
THROUGH WOOD POST
WITH 3" CLEARANCE FROM
EDGE OF FOUNDATION
SEE
FOUNDATION
PLANS
3
PURLIN-TYP.
TEARING ANGLE
3"
BOLTS ARE ON
A 6" SPREAD.
WOOD POST (TYP.)
NGS) NOTE 1
NOTE 5
DETAILS "B" & "C"
12
�3
u
I`I
NOTES
1. SCREW 2X6"
TO EACH PURLIN
WITH 4 - SDS25 SCREWS.
NOTENO.NO.
ON SHEET 2
2 USE //
73
BOLT
EACH STEELJOIST TO
6"X6" POST
CONNECTION.
NOTE NO.
ON SHEET 2
//
'95
BOET�2iH1F�U
EACH STEELJOIST TO
8"X8" POST
CONNECTION.
NOTE NO. 5
ON SHEET 2
POLE TO TRUSS CONNECTION
NTS NTS
ETAIL lk"
NOTE 10—/
ST
16" TEEL JOIST NOTE
14' PE MANUFACTURE
0
FOUN ATION
PLAN
1
1
#5 REBAR DRILLED
THROUGH WOOD POST
WITH 3" CLEARANCE FROM
EDGE OF FOUNDATION
-SEE
FOUNDATION
PLANS
2-1 F2" DIA. CARRIAGE BVOLTS
TEEL TRUSS
L3"X2"X3/8"
WOOD POST (TYP.)
FRUSS TO POLE CONNECTION
T IF
VI
NTS
Z
O
w
Z
O
�—
N
00
m
5<
Lu
J�j
M
�
O
a
�w
LL
z
Z
W
V
uj
V.
Lu
w
ti
F
U
00��
W
0
O/
UL
Inn.L
1..1�
=r;w ww
co
30
2b
op
o
W
O
Ll U O
W
D
"
_
a J w
°in
(D
-
o�oCD
o
N
a
co
wp
W
(D
° a
DRAWING TITLE
TYPICAL SECTIONS
SCALE: N/A
SHEET #
S -2
NOTES:
i.
USE 414 SDS SCREVvS AT EACH
XA AT6-1MM nQ_A"EnGEnC
FOR METAL. SHEATHING.
2.
SCREW 2X6 TO STEEL JOIST.
3.
SCREW 2X6 TO EACH PURLIN.
WITH 94) SDS25 SCREWS.
4.
USE (3) %2" X 1 %2" THRU BOLTS AT
EACH STEEL JOIST END PLATE
CONNECTION.
5.
USE (2) %2" X 9" THRU BOLTS AT
EACH STEEL JOIST TO WOOD
POST CONNECTION.
6,
COLLAR TIE BOLTS TO BE %2" X 13"
X 1" MACHINE BOLTS, (2)
REQUIRED AT EACH END.
7.
REQUIRED BOLTS AND SDS
CREWS ARE SUPPLIED BY THE
MANUFACTURE.
8,
SOIL FLOOR UNLESS OTHERWISE
NOTED.
9.
ALL WOOD TO BE PRESSURE
TREATED UNLESS OTHERWISE
NOTED.
10.
TYPICAL RAT RUNNERS
FASTENED TO THE 16 GA
BUCKETS WITH (4) SDS SCREWS
(2 EACH SIDE). THE BUCKETS ARE
WELDED TO THE STEEL JOISTS.
MAX 10' O.C.
11.
AUGURED CONCRETE
FOUNDATION BY THE
CONTRACTOR
11.1.
18" DIAMETER X 4' DEEP
FOR WINDZONES 120-139
MPH
11.2.
24" DIAMETER X 4' DEEP
FOR WINDZONES 140-159
MPH
11.3.
36" DIAMETER X 4' DEEP
FOR WINDZONES160-180
MPH.
11.4.
12" DIAMETER X 4' DEEP
INTERIOR POSTS
12.
REQUIRED BOLTS AND SDS
SCREWS ARE SUPPLIED BY THE
MANUFACTURE.
13.
VARIOUS FLOORING PER CLIENT,
NOT SUPPLIED BY MANUFACTURE.
14.
OWNER AND/OR CONTRACTOR TO
CHECK LOCAL BUILDING CODES
AND SETBACKS BEFORE
STARTING CONSTRUCTION.
15.
ALL WOOD POSTS TO BE GROUND
CONTACT LUMBER RATED.
16.
6" SLAB RATED FOR TRAFFIC
LOADING
I �\
/11
\
—I X6 POST
—
X6 POST
NOTE 11.2
I
NOTE 11.2
I
I
— X6 POST
X6 POST
NOTE 11.2
I
NOTE 11.2
1
— — — — —
— — —
1�1
— —
X6 POST
—
X6 POST
NOTE 11.2
I
I
NOTE 11.2
I
I
_
II— — —
— — — —
— —
— X6 POST
_
X6 POST
NOTE 11.2
NOTE 11.2
�I X6 POST
NOTE 11.2
I
X6 POST
NOTE 11.2
I
I
,4
X6 POST
NOTE 11.2
I
I
— X6 POST
NOTE 11.2
Z
O
w
CK
O
00
C�
G
W
�-
J
O
E
V
LLI
z
zWv
L
ILM
AW
Ili
U
Li.l
�
r
W
O
LL
L.L.
LL
z
w �:Q=
=Y;w
CL ;O
Z:
..o���Q O
10%
fit
30
J
p
�
O
oN
<p
o
ov
-
a
Cf(D�
= m
<'
x�
T U) q
-�
O
wo
W
nj V_
�
LLm
Q
W
U)
,n
V
UQ
NOTES:
1.
USE #14 SUS SCREWS AT EACH
nvn r n" rir, ' o "
/_AU NI U T-ICLV 0('# GUVC V.V.
FOR METAL. SHEATHING.
2.
SCREW 2X6 TO STEEL JOIST.
3.
SCREW 2X6 TO EACH PURLIN.
WITH 94) SDS25 SCREWS.
4.
USE (3) %" X 1 %z" THRU BOLTS AT
EACH STEEL JOIST END PLATE
CONNECTION.
5.
USE (2) %" X 9" THRU BOLTS AT
EACH STEEL JOIST TO WOOD
POST CONNECTION.
6.
COLLAR TIE BOLTS TO BE z" X 13"
X 1" MACHINE BOLTS, (2)
REQUIRED AT EACH END.
7.
REQUIRED BOLTS AND SIDS
CREWS ARE SUPPLIED BY THE
MANUFACTURE.
8.
SOIL FLOOR UNLESS OTHERWISE
NOTED.
9.
ALL WOOD TO BE PRESSURE
TREATED UNLESS OTHERWISE
NOTED.
10.
TYPICAL RAT RUNNERS
FASTENED TO THE 16 GA
BUCKETS WITH (4) SDS SCREWS
(2 EACH SIDE). THE BUCKETS ARE
WELDED TO THE STEEL JOISTS.
11.
AUGURED CONCRETE
FOUNDATION BY THE
CONTRACTOR
11.1.
18" DIAMETER X 4' DEEP
FOR WINDZONES 120-139
MPH
11.2.
24" DIAMETER X 4' DEEP
FOR WINDZONES 140-159
MPH
11.3.
36" DIAMETER X 4' DEEP
FOR WINDZONES160-180
MPH.
12.
REQUIRED BOLTS AND SIDS
SCREWS ARE SUPPLIED BY THE
MANUFACTURE.
13.
VARIOUS FLOORING PER CLIENT,
NOT SUPPLIED BY MANUFACTURE.
14.
OWNER AND/OR CONTRACTOR TO
CHECK LOCAL BUILDING CODES
AND SETBACKS BEFORE
STARTING CONSTRUCTION.
15.
ALL WOOD POSTS TO BE GROUND
CONTACT LUMBER RATED.
16.
SLAB IS RATED FOR VEHICLE
TRAFFIC ONLY WHERE SLAB IS
THICKENED
RIM JOIST
I: ID E LINE
I
I I II
I
i
I I
II
2X6 FURLINS AT 24" O.C.
ANDI R T RUNNERS PER f
C j TRUSS HOP DRAWINGS
i I I I
I � I
r , �
PICAL TRUSS (PRE FABRICATED
S E SHOP, DRAWINGS)
DETAI BJ1f
� I
I I I
PICAL TRUSS (PRE FABRICATEDI
SEE SHOP DRAWINGS)
i
(
i
RIM JOIST
�L TRUSS (PRE FABRICATED
N TO TRUSS (PRE
SEE SHOP DRAWINGS)
TYPICAL LEAN TO TRUSS (PRE
FABRICATED SEE SHOP DRAWINGS)
-TYPICAL LEAN TO TRUSS (PRE
FABRICATED SEE SHOP DRAWINGS)
V TO TRUSS (PRE
SEE SHOP DRAWINGS)
NOTES
1. SCREW 2X6" TO EACH PURLIN
" WITH 4 — SDS25 SCREWS.
�>(zl NOTE NO. 3 ON SHEET 2
2. USE (2� 1 /2"O X 7" CARRIAGE
BOLTS HRU
BOLTS ARE ON EACH STEEL JOIST TO A 6" SPREAD. 6„ X6>, POST CONNECTION.
NOTE NO. 5 ON SHEET 2
WOOD POST USE 2 1 /2"� X 9" CARRIAGE
TYPICAL BOLT HFU EACH STEEL JOIST TO
8 ,X8" POST CONNECTION.
NOTE NO. 5 ON SHEET 2
TYPICAL LEAN TO CONNECTION
D NTS
PURLIN—TYP.
[FARING ANGLE
NOTES
44D
1. SCREW 2X6"
TO EACH PURLIN
WITH
4 - SDS25 SCREWS.
3"
NOTE
NO. 3
ON SHEET 2
2
2. USE (2)
1/2"o
X 7" CARRIAGE
BOLTS
THRU
EACH STEEL JOIST TO
BOLTS ARE ON
6"X6'
POST
CONNECTION.
A 6" SPREAD.
NOTE
NO. 5
ON SHEET 2
—WOOD POST (TYP.)
USE
2) 1 /2"0
X 9" CARRIAGE
BOLT
THf�U
EACH STEEL JOIST TO
8"X8'
POST
CONNECTION.
NOTE
NO. 5
ON SHEET 2
TYPICAL TRUSS TO POST CONNECTION
NTS
2X6" SOUTHERN PINE
RAT RUNNER INSTALLED
PER TRUSS SHOP DRAWING
(2) #9 - 15 1.5" HWH TRUGRP SCREWS
EACH SIDE OF THE CLIP
RAT RUNNER CONNECTION
NTS
Z
O
W
ry
I
Z
O
N
Q
a±
Roe
LU
_i
j
W
Z
~
Z
LLJ
w
Q
W
0
0
LL
I..L
2
=r1 ;o
0:oi=
tS¢
41
�III1111111/,`
30
o
w
p
DiUO
ap
-
w
a � 0
i] 2i � N
p
W
_
CDb
CD
<a
o
w
"
E O_
€�
<
N
a
w
2
w
DRAWING TITLE
TRUSS PLAN
SCALE: N/A
SHEET #
S-4
FRONT VIEW
LEFT VIEW
_ _ _ _ _ _ _ _ _ _ TOP OF RIDGE
20'-4
TOP OF POST
4'_0"
NTS
NTS
_ TOP OF POST
10'-0"
TOP OF RIDGE%1
17' -7 %y"
TOP OF POST
14'_ "
GROUND ELEVATION%1
0'_O
mug
REAR VIEW
RIGHT VIEW
GALVALL'ME
NTS
NTS
Z
O
LLJI
i
z
O
N
00
C M
J C LL
O
O vui
Z o
Z w
_ w�w
w
I- md'F_
U �
w O
LL
O
.2%
CID
LU
�:¢=
=>;w
a+ Z=
O
%% v
'/1/I11 lP..
w
W
0
ep
z
O
W J O
O
d
g
Q ri rn
¢�
of (D =
—
(n
O
too
(D
W
O
,^
uw
Q
I
V
K�
w
U)
ww
O
W
v
DRAWING TITLE
ELEVATIONS
SCALE: N/A
SHEET#
A -3