394 8th ST - REVISION / REVISED TRUSS F-S -L\l�
' `�` J" CITY OF ATLANTIC BEACH
s1 800 Seminole Road
10
' ) OFFICE COPY Atlantic Beach,Florida 32233
Telephone(904)247-5800
FAX(904)247-5845
Di31�r>
REVISION REQUEST SHEET
Date: t06\ Cc/p i5 Received by: Resubmitted:
Permit Number: \c _ S F0.- ‘S q u
Original Plans Examiner: St,Y\ AC\Z,17ko`n Project Name: %C\ h104,:\ R e S■ .e"f\■,'t.
Project Address: .. 0•.\,\ 2k.-2-' ST.N.e@ \- _INA.Ack\k\c, C3ea.,ti FL , 13-4,13-\
Contractor: 'Ck∎NiQ�S\ 'o Yee S Contact Name: S .■ c,„\ 0' \e \\
Contact Phone : b‘,\ - 'a,\u- \\g(N`\ Contact e-mail: ro.e\\ Q. ,r.yr;v e%5 .-c\ ov-6.(o ■
Revision/Plan Check/Permit Fee(s)Due: $
Description of Proposed Revision to Existing Permit:
rp.N,ec w0,0'. \:\E.? 1A-t[ Q S v -2/\in ll a-Nk6 5 c..,1,‘ R.K\e vSC
aS N- • MCC QC-It'c :n_ \■ .v O t V Ir.' \--Vt).O Cx v∎ c Z 05W
N.A./2k pv\ 4-Nest \6\_ �cu..n..t� .,,,o.,\. !�:\te trO r&
)rr•>s c d\cicaf:.w.q� 2■Y '1.2.- , ')air \^ow.o..a 1S \cmov5e Ln
C 'n\SQi\\-.orv.‘‘- Cvv 0._ %OS -Oh \i' ■c)r
Additional Increase in Building Value: $ ci Additional S.F.
Site Plan Revised: Public W/U Approval:
• By signing below.I(print na . Zxxc. 4\ \/*-, \ _ affirm that the above revision
is inclusive of the proposed - - es. _
/-2,,v- 404- 657- Pkg"k ` 07 6(\.5
Si: ature • Contractor/Agent(contrac . •, -. •, .. •, Date
Office Use Only t5 U �'! 'E
i
Date: /0'e?O-/ ( Approved: X v Rejected: Notified by: , OCT 1 -6--2015
Plan Review Comments: Lt
�y as /Y �Pl�d 1 cad� L?a(F
V vrr r
Department review required Yes No
Building
fly,
Planning &Zoning
Tree Administrator Plans Examiner
Public Works
Public Utilities /0 -€O
Public Safety
Fire Services Date
Created 8/20/IS Rev.2
OFFICE COPY
AP ESC
T E C H N O L O G Y
MEMORANDUM
REVISION
October 16, 2015 6P# /s- sr e- is 9k
DATE /U / 2 1,__
TO: Riverside Homes SIGNED
FR: Derek B. Murray, P.E.
RE: Sherry Terrace, Lot 6 (Brighton Residence)
Apex#RS2364
The purpose of this memorandum is to address the following framing issues:
1) As we understand, the framer would like to use 7/16"24/16 span rated OSB or plywood as the
roof deck sheathing in lieu of the 5/8"40/20 span rated OSB or plywood specified for shingle
and metal roof in Table 2: Wood Structural Panel Sheathing Requirements on structural sheet
ST-2. We have reviewed the anticipated loading and conclude that this is an acceptable
alternative in this case.
2) Gable truss GE04 cannot be located as specified on plan due to an existing tree on the lot, and
the framer would like to move the truss approximately 24"back towards the house and
conventionally frame a Boston hip. Please see the attached addendum"Gable Framing
Addendum at Balcony" and truss repair for GE04.
Should you have any further questions or require any further clarification, please call.
�. :M MU • • Ito
sQ�Ci CAE N S E •
• O;'
O 7"
•
jgl!?ray,P.E
FL PE#71457
10/16/15
4745 Sutton Park Court,Suite 402 Jacksonville, FL 32224 Phone 904-821-5200 Fax 904-992-8700 FBPE CA 7547
THIS REVISION IS IN CONJUNCTION WITH
ENGINEERING DRAWINGS BY APEX TECHNOLOGY.
APEX JOB NUMBER RS2364
OFFICE COPY
Ih
KEY MAP
(3)2x12 (3)2x12
`o
--•6x6 NO.2 SYP PT POST,(3)TOTAL
•BEAM TO POST W/(2)MSTA24
•POST TO POST BELOW W/(2)MSTA36
SECOND LEVEL STRUCTURAL FRAMING PLAN
T08
C
T08
GE04-
•CONVENTIONALLY FRAMED RAFTERS—
TO \ '
BE 2x6 NO.2 SYP,MAX 24"O.C. 2x6 NO.2 SYP ROOF LEDGER,
•FASTEN TO LEDGER AND BEAM W/(4) FASTEN TO EACH GABLE TRUSS
10d TOE-NAILS MEMBER W/(4)12d COMMON @
MAX 24"O.C.
SECOND LEVEL ROOF FRAMING PLAN
stool Ii,,,,f
ass B R
MODIFIED BY APEX TECHNOLOGY ti ° 714 7 ••::*
RIVERSIDE HOMES = * • °C'
A PEXSHERRY TERRACE 6 (BRIGHTON RESIDENCE �oti,� s :��'��
GABLE FRAMING ADDENDUM AT BALCONY 'r,'�1'••� ,•il`.���c".,`~
TECHNOLOGY ;,s10-146\-01%5
APEX TECHNOLOGY IS A FICTITIOUS NAME OWNED BY JAX APEX TECHNOLOGY INC..A FLORIDA CORPORATION FLORIDA ENGINEER BUSINESS NO.7547-4745 SUTTON PARK COURT SUITE 402.JACKS674 LE.FL .32224-906.021.5200
BRIGHTON Ply:1 SEQN: 17224/T60/GABL
BRIGHTON Qty: 1 FROM: DRW:
GE04 REPAIR Wgt:247.8 lbs Page 1 of 2 ... / ... 10/16/15
RIVERSIDE HOMES
BRIGHTON RESIDENCE
tCE COPY
REPAIR:SHIFT GABLE 24"AND ATTACHO`C f K�5%5 ti
BOSTON HIP pxe� 0�axa
NO FURTHER REPAIR REQUIRED /I,
I - M
"=4X10'
�_ N,3x/XH
/4X80 D1
4X8
P 9p F
04X8 4111 - I4X8(E5)
(E5)
4X81E5) .�I'' 16,, "-T.-
�11 g _ . .
AE AD AC AB AA Z V X W V
1254
• •
(NNL) (NNL)
I-3'4'8- 4 F. 3'418-.4
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl1CSI Criteria •Maximum Reactions(Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg:NA Ct:NA CAT:NA PP Deflection in loc Udefl L/# Loc R /U /Rw /Rh /RL /W
TCDL: 7.00 Speed: 130 mph Pf:NA Ce:NA VERT(LL): 0.092 AC 999 313 B 1795 /564 /458 /- /248 /5.5
BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(TL): 0.194 X 999 313 T 1795 /564 /458 /- /- /5.5
BCDL: 5.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.042 V - - Wind reactions based on MWFRS
Des Ld: 32.00 EXP:B HORZ(TL): 0.092 I - - B Min Brg Width Req= 2.1
NCBCLL: 10.00 Mean Height:26.49 ft Code/Misc Criteria Creep Factor:1.5 T Min Brg Width Req= 2.1
Soffit: 2.00 TCDL:4.2 psf Bldg Code: FBC 2014 RES Max TC CSI: 0.441 Bearings B&T Fcperp=565psi.
Load Duration:1.25 BCDL:3.0 psf TPI Std: 2007 Max BC CSI: 0.965
Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Rep Factors Used:Yes Max Web CSI: 0.576 Maximum Top Chord Forces Per Ply(Ibs)C&C Dist a:3.00 ft FTIRT:30(0)!10(0) Mfg Specified Camber: Chords Tens.Comp. Chords Tens. Comp.
GCpi:0.18 Plate Type(s): A-B 42 -15 K-L 249 -764
Wind Duration:1.60 WAVE VIEW Ver:15.01.02F.0923.22 B-C 498 -1572 L-M 522 -1658
Lumber Purlins B-D 293 -953 M-N 529 -1693
C-D 498-1572 N-O 544 -1726
Value Set:13B(Effective 6/1/2013) In lieu of structural panels or rigid ceiling use purlins D-E 762 -2459 O-P 663 -2122
Top chord 2x4 SP#2 to laterally brace chords as follows: E-F 683 -2170 P-Q 683 -2170
Bot chord 2x4 SP#2 Chord Spacing(in oc) Start(ft) End(ft) F-G 663 -2122 Q-R 762 -2459
Webs 2x4 SP#3 TC 24 -1.29 27.37
:Stack Chord SC1 2x4 SP#2: BC 91 0.00 26.08 G-H 544 -1726 R-S 498 -1572
:Stack Chord SC2 2x4 SP#2: Apply purlins to any chords above or below fillers H-I 529-1683 R-T 293 -953
:Lt Slider 2x4 SP#3:BLOCK LENGTH= 1.500' at 24"OC unless shown otherwise above. I-J 522 -1658 S-T 498 -1572
:Rt Slider 2x4 SP#3:BLOCK LENGTH= 1.500' J-K 249 -764 T-U 42 -15
Additional Notes
Lumber value set"136°uses design values See DWGS A14030ENC101014&GBLLETIN1014 for
approved 1/30/2013 by ALSC Maximum Bot Chord Forces Per Ply(Ibs)
gable wind bracing requirements. Chords Tens.Comp. Chords Tens. Comp.
Special Loads Stacked top chord must NOT be notched or cut in B-AE 2025 -629 Z-Y 1341 412
(Lumber Dur.Fac.=1.25/Plate Dur.Fac.=1.25) area(NNL).Dropped top chord braced at 24"o.c.
TC-From 58 plf at -1.38 to 58 plf at 1.82 intervals.Attach stacked top chord(SC)to dropped AE-AD 2014 -627 Y-X 1670 -521
TC-From 58 plf at 1.82 to 58 plf at 7.97 top chord in notchable area using 3x4 tie-plates 24" AD-AC 1670 -521 X-W 1670 -521
TC-From 58 plf at 7.97 to 58 plf at 13.04 o.c.Center plate on stacked/dropped chord AC-AB 1670 -521 W-V 2014 -627
TC-From 57 pff at 13.04 to 57 plf at 18.11 interface,plate length perpendicular to chord length. AB-AA 1341 -412 V-T 2025 -629
TC-From 57 plf at 18.11 to 57 plf at 26.08 Splice top chord in notchable area using 3x6. AA-Z 1341 -412
TC-From 57 pff at 26.08 to 57 plf at 27.46 The overall height of this truss excluding overhang is
BC-From 5 plf at -1.38 to 5 plf at 0.00 10-1-10. Maximum Web Forces Per Ply(lbs)
BC-From 74 pff at 0.00 to 74 pff at 12.00 Webs Tens.Comp. Webs Tens. Comp.
BC-From 74 Of at 12.00 to 74 ptf at 26.08
BC-From 5 pff at 26.08 to 5 Of at 27.46 E-AF 115 -375 AK-L 257 -842
AF-AD 128 -389 AK-AM 72 -88
Plating Notes G-AG 178 -583 AL-Z 83 -9
All plates are 3X3 except as noted. AC-AH 60 -20 AL-Y 76 -114
Plates sized for a minimum of 4.00 sq.in./piece. AH-AB 186 -616 AL-AN 54 -46
AB-AL 76 -114 Y-AO 186 -617
Wind Al-AK 72 -88 AO-X 60 -20
Wind loads based on MWFRS with additional C&C AJ-AL 54 -46 AP-0 178 -583
member design. J-AK 257 -842 W-AQ 127 -389
K-AK 805 -245 AQ-Q 115 -375
NOTES:
1.This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,include BCSI 1-03,
should be used in conjunction with the architectural plans during installation.
2.Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,Florida Corporation. Florida Engineer
Business No.7547-4745 Sutton Park Court,Suite 402,Jacksonville,FL 32224-904.821.5200 APE X
Michael G Kozlowski Jeffrey P Arneson Derek B Murray iiiSCEMEM
PE No.60839 PE No.58544 PE No.71457
BRIGHTON Ply:1 SEQN:17224/T60/GABL
BRIGHTON Qty: 1 FROM: DRW:
GEO4'REPAIR Wgt:247.8 lbs Page 2 of 2 ... / ... 10/16/15
Maximum Gable Forces Per Ply(lbs)
Gables Tens.Comp. Gables Tens. Comp.
Cv AE-E 195 -24 L-AM 764 -215
�,�� OP 1 F-AF 29 -31 AM-AN 763 -215
OfOFV AD-G 509 -135 AN-Y 753 -212
AG-I 46 -47 M-AP 46 -47
Al-AJ 763 -215 O-W 509 -135
Al-J 764 -215 AQ-P 29 -31
AJ-AB 753 -212 Q-V 195 -24
NOTES:
1.This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,include BCSI 1-03,
should be used in conjunction with the architectural plans during installation.
2.Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,Florida Corporation. Florida Engineer
Business No.7547-4745 Sutton Park Court,Suite 402,Jacksonville,FL 32224-904.821.5200 APE X
Michael G Kozlowski Jeffrey P Arneson Derek B Murray iiiirMing
PE No.60839 PE No.58544 PE No.71457
JOB COPY
THIS PLAN MUST BE Ap
EX
ON JOB SITE FOR TECHNOLOGY
EACH INSPECTION
MEMORANDUM
October 16, 2015
REVISION
TO: Riverside Homes BP# $
FR: Derek B. Murray,P.E. DATE
RE: Sherry Terrace, Lot 6 (Brighton Residence) SIGNED-z=�•� ��' "
Apex#RS2364
The purpose of this memorandum is to address the following framing issues:
1) As we understand, the framer would like to use 7/16"24/16 span rated OSB or plywood as the
roof deck sheathing in lieu of the 5/8"40/20 span rated OSB or plywood specified for shingle
and metal roof in Table 2: Wood Structural Panel Sheathing Requirements on structural sheet
ST-2. We have reviewed the anticipated loading and conclude that this is an acceptable
alternative in this case.
2) Gable truss GE04 cannot be located as specified on plan due to an existing tree on the lot, and
the framer would like to move the truss approximately 24"back towards the house and
conventionally frame a Boston hip. Please see the attached addendum "Gable Framing
Addendum at Balcony" and truss repair for GE04.
Should you have any further questions or require any further clarification,please call.
,,0".; Mr t
U- �,
4,��Q� GE N S ,'��i
.
Q:• 1457 •*0
.. • . rt
�10 ;• S 0 C,1\;
°O. • .• �
�� gt1141l}ray,P.E
FL PE#71457
10/16/15
4745 Sutton Park Court,Suite 402 Jacksonville,FL 32224 Phone 904-821-5200 Fax 904-992-8700 FBPE CA 7547
THIS REVISION IS IN CONJUNCTION WITH I , IIG'�i
ENGINEERING DRAWINGS BY APEX TECHNOLOGY. -�-.1 i
APEX JOB NUMBER RS2364 v
1 Ir I. 71 'i ril f -1
c _lj � -
_ - ,,
r
i
IL — —
KEY MAP
s is
(3'2x12 (3)2x12
i
O.
•6x6 NO.2 SYP PT POST,(3)TOTAL
•BEAM TO POST W/(2)MSTA24
•POST TO POST BELOW W/(2)MSTA36
SECOND LEVEL STRUCTURAL FRAMING PLAN
T08 =__I_. -- _
i ; i
/I I
— -
•CONVENTIONALLY FRAMED RAFTERS
TO BE 2x6 NO.2 SYP,MAX 24"O.C. 2x6 NO.2 SYP ROOF LEDGER,
•FASTEN TO LEDGER AND BEAM W/(4) FASTEN TO EACH GABLE TRUSS
10d TOENAILS MEMBER W/(4)12d COMMON @
MAX 24"O.C.
SECOND LEVEL ROOF FRAMING PLAN -
,,,,,,1 u„,,,,,
r
O
MODIFIED BY APEX TECHNOLOGY .. :� 0 7�Q'� ':*
RIVERSIDE HOMES * °cc
SHERRY TERRACE 6 (BRIGHTON RESIDENCES% S ' 4;••.41,•APE GABLE FRAMING ADDENDUM AT BALCONY `�•`�, °-•� `..•°"..._\C"4,"
TECHNOLOGY ,d'f•i'SYtQ,}ti/jatt 6� ►'}�5
APEX TECHNOLOGY IS A FICTITIOUS NAME OWNED BY JAX APEX TECHNOLOGY INC..A FLORIDA CORPORATION FLORIDA ENGINEER BUSINESS NO.7547-4745 SUTTON PARK COURT SUITE 402.JACKSONNLtE.�L 32224-904.821.5200
BRIGHTON Ply:1 SEAN:17224/T60/GABL
BRIGHTON Qty: 1 FROM: DRW:
GE04_REPAIR Wgt:247.8 Ibs Page 1 of 2 ... / ... 10/16/15
RIVERSIDE HOMES
BRIGHTON RESIDENCE
REPAIR:SHIFT GABLE 24"AND ATTACH %a5x5
BOSTON HIP.
/4X8 L\axe
NO FURTHER REPAIR REQUIRED. �'
c4X10
/ N\3X4
12 /4X80 41I .Sx7 om- ,` R 324X8(ES)
14X8(E5) 4 =17 4 X 2X4 4
e T
2X4 AD 4 7 c 2 cVX 4 c4 5 2X4
AE AD AC AB PA 2 21 V X IA/ V
Imb
•
•
(NNL) (NNL)
I.--3'4.8--I
I.-3'4113--1
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria •Maximum Reactions(Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg:NA Ct:NA CAT:NA PP Deflection in loc Udefl U# Loc R /U /Rw /Rh /RL /W
TCDL: 7.00 Speed: 130 mph Pf:NA Ce:NA VERT(LL): 0.092 AC 999 313 g 1795 /564 /458 /_ /248 /5.5
BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(TL): 0.194 X 999 313 T 1795 /564 /458 /- 1- /5.5
BCDL: 5.00 Risk Category:II Snow Duration:NA HORZ(LL): 0.042 V - - Wind reactions based on MWFRS
Des Ld: 32.00 EXP:B HORZ(TL): 0.092 I - - B Min Brg Width Req= 2.1
NCBCLL: 10.00 Mean Height:26.49 ft Code/Misc Criteria Creep Factor:1.5 T Min Brg Width Req= 2.1
Soffit: 2.00 TCDL:4.2 psf Bldg Code: FBC 2014 RES Max TC CSI: 0.441 Bearings B&T Fcperp=565psi.
Load Duration:1.25 BCDL:3.0 psf TPI Std: 2007 Max BC CSI: 0.965
Spacing:24.0" MWFRS Parallel Dist:0 to h/2 Rep Factors Used:Yes Max Web CSI: 0.576 Maximum Top Chord Forces Per Ply(Ibs)
C&C Dist a:3.00 ft FT/RT:30(0)110(0) Mfg Specified Camber: Chords Tens.Comp. Chords Tens. Comp.
GCpi:0.18 Plate Type(s): A-B 42 -15 K-L 249 -764
Wind Duration:1.60 WAVE VIEW Ver:15.01.02F.0923.22 B-C 498-1572 L-M 522 -1658
Lumber Purlins B-D 293 -953 M-N 529 -1693
Value Set:13B(Effective 6/1/2013) In lieu of structural panels or rigid ceiling use purlins C-D 498-1572 N-O 544 -1726
to laterally brace chords as follows: D-E 762 -2459 O-P 663 -2122
Top chord 2x4 SP#2 Chord y S Start(ft) End(ft)
-F 683-2170 P-Q 683 -2170
Spacing(in oc) Start
Bet chord 2x4 SP#2 ft) End ft) F G 663-2122 Q R 762 2459
Webs 2x4 SP#3 TC 24 1.29 27.37
:Stack Chord SC1 2x4 SP#2: BC 91 0.00 26.08 G-H 544-1726 R-S 498 -1572
:Stack Chord SC2 2x4 SP#2: Apply purlins to any chords above or below fillers H-I 529-1693 R-T 293 -953
:Lt Slider 2x4 SP#3:BLOCK LENGTH= 1.500' at 24"OC unless shown otherwise above. I-J 522 -1668 S-T 498 -1572
:Rt Slider 2x4 SP#3:BLOCK LENGTH= 1.500' J-K 249 -764 T-U 42 -15
Additional Notes
Lumber value set"13B"uses design values See DWGS Al 030ENC101014&GBLLETIN1014 for
approved 1/30/2013 by ALSC Maximum Bot Chord Forces Per Ply(Ibs)
gable wind bracing requirements. Chords Tens.Comp. Chords Tens. Comp.
Special Loads Stacked top chord must NOT be notched or cut in
(Lumber Dur.Fac.=1.25/Plate Dur.Fac=1.25) area(NNL).Dropped top chord braced at 24"o.c. B-AE 2025 -629 Z-Y 1341 -412
TC-From 58 plf at -1.38 to 58 pff at 1.82 intervals.Attach stacked top chord(SC)to dropped AE-AD 2014 -627 Y-X 1670 -521
TC-From 58 pff at 1.82 to 58 plf at 7.97 top chord in notchable area using 3x4 tie-plates 24" AD-AC 1670 -521 X-W 1670 -521
TC-From 58 plf at 7.97 to 58 plf at 13.04 o.c.Center plate on stacked/dropped chord AC-AB 1670 -521 W-V 2014 -627
TC-From 57 plf at 13.04 to 57 plf at 18.11 interface,plate length perpendicular to chord length. AB-AA 1341 -412 V-T 2025 -629
TC-From 57 plf at 18.11 to 57 plf at 26.08 Splice top chord in notchable area using 3x6. AA-Z 1341 -412
TC-From 57 plf at 26.08 to 57 plf at 27.46 The overall height of this truss excluding overhang is
BC-From 5 pff at -1.38 to 5 plf at 0.00 10-1-10. Maximum Web Forces Per Ply(Ibs)
BC-From 74 plf at 0.00 to 74 pff at 12.00
BC-From 74 plf at 12.00 to 74 pff at 26.08 Webs Tens.Comp. Webs Tens. Comp.
BC-From 5 Of at 26.08 to 5 pff at 27.46 E-AF 115 -375 AK-L 257 -842
Plating Notes AF-AD 128 -389 AK-AM 72 -88
G-AG 178 -583 AL-Z 83 -9
All plates are 3X3 except as noted. AC-AH 60 -20 AL-Y 76 -114
Plates sized for a minimum of 4.00 sq.inJpiece. AH-AB 186 -616 AL-AN 54 -46
AB-AL 76 -114 Y-AO 186 -617
Wind Al-AK 72 -88 AO-X 60 -20
Wind loads based on MWFRS with additional C&C AJ-AL 54 -46 AP-0 178 -583
member design. J-AK 257 -842 W-AQ 127 -389
K-AK 805 -245 AQ-Q 115 -375
NOTES:
1.This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,include BCSI 1-03,
should be used in conjunction with the architectural plans during installation.
2.Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,Florida Corporation. Florida Engineer
Business No.7547-4745 Sutton Park Court,Suite 402,Jacksonville,FL 32224-904.821.5200
ez;
Michael G Kozlowski Jeffrey P Ameson Derek B Murray
PE No.60839 PE No.58544 PE No.71457
BRIGHTON Ply:1 SEAN:17224/T60/GABL
BRIGHTON Qty: 1 FROM: DRW:
GC04_REPAIR Wgt:247.8 Ibs Page 2 of 2 ... / ... 10/16/15
Maximum Gable Forces Per Ply(Ibs)
Gables Tens.Comp. Gables Tens. Comp.
AE-E 195 -24 L-AM 764 -215
F-AF 29 -31 AM-AN 763 -215
AD-G 509 -135 AN-Y 753 -212
AG-I 46 -47 M-AP 46 -47
AI-AJ 763 -215 O-W 509 -135
AI-J 764 -215 AQ-P 29 -31
AJ-AB 753 -212 Q-V 195 -24
NOTES:
1.This drawing is not sufficient alone for installation. Additional instructions accompanying this truss drawing,include BCSI 1-03,
should be used in conjunction with the architectural plans during installation.
2.Apex Technology is a fictitious name owned by Jax Apex Technology Inc.,Florida Corporation. Florida Engineer
Business No.7547-4745 Sutton Park Court,Suite 402,Jacksonville,FL 32224-904.821.5200 Ap E X
Michael G Kozlowski Jeffrey P Arneson Derek B Murray
PE No.60839 PE No.58544 PE No.71457