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11-2060Permit No: 11 -2060
Job Name:
November 18, 2011
4'
999y_ rovide approval from Miami Dade County Fire Dept ' - �: aFF `` - -''� g'
Provide approval from Miami Dade County DERM.
rovide approval from HRS /DOH/
rovide a receipt showing impact fees are paid to Miami Dade County planning and
zoning.�p
5 p`_
Miami Shores Village
Building Department
Building Critique Sheet
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
Page 1 of 1
rovide all permit applications prior to any further reviews. ` V-o
Separate permits will be required for parking lot, roofing, painting ect.
orrections must be made for Plumbbinn Electrical and Structural. t) i) c
he plans identify the level of a eration as a level 1 but this is a level 3. S
nsion the floor plan showing the sizes of all corridors and rooms. �A- 1i' r 4 ' L-
rovide the tested assembly for all fire rated walls showing the minimum fire rating
re quired.
e garage must be separated from the remainder of the building by no less than 2hr
ails. FBC 508.2 c
electrical room must be separated by no less than 1 hr. �� M • �' L
tify the hourly rating required on at openings in a fire rated assembly. (doors) a --) l' .Z; ..,
ors may not swing into the corridor obstructing egrets. Please see FBC1008.1.8.8
e fire extinguishers must be recessed. FBC 1008.1.1.1 ktA.... CA #N r f0 11 it CRS
ow the maneuvering clearance at all doors including room 105, 121, 128, and 127. cv-Pri L_
Show the distance between millwork and door including lockers. C L: A (7.— it
oor 10 must have a minimum of 32" clear with one leaf. Please confirm. FBC 1008.1.1 Z-10 C x
rovide product approvals for all new /altered openings including the garage doors. The
A must be reviewed and signed approved by the designer of record. S / l
ovide a ceiling plan identifying the type of ceiling for each area. The plan must include
d_ etails for ceiling construction. A ' 1
rovide sections for all counters and work stations. The reception counter is ok but show
co nters in room 1, 103, 111 and 112. 5
lazing adjacent to the p th of egress mu 0e safety glazing. (E and F) FBC 2411.6 Ai
dentify the location of(SC1 n the floor plan.
rovide the geotechni sport identified in the structural notes
ovide a special inspector form for the soil improvement.
he wind load design criteria and calculations are incorrect. Miami D
ASCE 7 -05 146mph EXPOSURE C. Provide new calculations and
for cladding and structure. The structural note references the inco
esign loads. Please refer to the HVHZ sections of the code.
he foundation plan on S-1 does not identify or show the foundations.
omplete foundation plan.
e new 8" masonry wall requires a minimum foundation per FBC1891.
entify the alterations to the existing masonry wallsincluding columns, beams,
einforcement, size, and location.
rovide a column schedule that includes concrete cdumns. Provide a beam schedule
hat includes masonry alterations. Note: Vault detaih are acceptable.
etails do not match the notes showing required ACI hooks at foundation and slab.
he wall steel for HDR room 137 is not identified.
rovide truss plans from a specialty engineer.
he roof framing plan must include uplift, gravity, connections and all permanent bracing
ateral support and restraint) of all trusses. Please see FBC 2319.17.2
e notes for trusses show the wrong design. The trusses must be designed per FBC
0319.17
rovide a special inspector form for the masonry and required test.
ote #3 under "Design Criteria" shows inspections by private inspection agency. This
does not eliminate the requirement that Miami Byres provides all inspections.
rovide a shoring plan for the new structure and temporary shoring for theexisting
altered areas.
II shop drawing submitted must be reviewed and signed approved by the designer of
record.
Plan review is not complete, when all items above are corrected, we will do a complete plan
review.
If any sheets are voided, remove them from the plans and replace with new revised sheets and
include one set of voided sheets in the re- submittal drawings.
Norman Bruhn CBO
305 -795 -2204
NOTE NOTE:
UPLIFT REACTIONS SHOWN ON TRUSS DESIGNS AND NOT A REQUIREMENT. THEREFORE,
PLACEMENT PLANS ARE TO 6E USED IN DESIGN OF IT IS THE RESPONSIBILITY OF THE BUILDER
TRUSS TO TRUSS CONNECTIONS AND FOR REFERENCE. TO USE THE ENGINEERING DRAWINGS WHEN
THE UPLIFT VALUE OF CONNECTIONS OF THE TRUSSES BETWEEN TRUSS MARKINGS AND ENG. DRAWINGS 5
TO THE SUPPORTING STRUCTURE ARE THE RESPONSADILITYTHEFNG. DRAWINGS PREVAILS.
OF THE ARCH. AND /OR ENG. OF RECORD. REFER TO APRVD.
PERMIT DOCUMENTS FOR EXACT VALUES.
ROOF TRUSS LAYOUT
IMPORTANT NOTE:
BEARING I-EIGHT
HANGER SCHEDULE
NAL ELEVATION VA S AS FCU C I3
Eto 18'-O
MODEL
GMY
UAFT
kVOLFAC URER
TRUSS IDENTIFICATION
J-:-:-:-:.:-:-4 ELEV.15' -0°
MSH213R
1760
730730
NIA
MyH2131.
1768
730
USP
WA
%l / / /%i ELEVATION
6TU40
7110
6230
Us?
N/A
ELEVATION
3765
US
TIP 6-6-2 2
N/A
'A ELEVATION
111026
23L10
1125
USP
M/1661, T1A
�,/./ /A RAKE BEAM
APPROVED TRUSS ANCHOR BY BUILDER
SQUARE CUT OVERHANG
HEEL HEIGHT = 2x6 STD. 4 2
2x4
TOP = MIN.
BOTTOM = 2x4 MIN.
.r�
TYP. TRUSS END DETAIL.
SECTION A
ALL DIMENSION TO DE VERIFIED IN FIELD
DY U.G, L9EPORE FADRIGATION
TRUSS LORDING CONDITIONS
ROOF TRUSSES
FLOOR TRUSSES
TOP MD UUE 30.0
TOP CH RD LIVE:
TCP OEM 15.0
TIP DOD DEM
BOTTOM CH RD 1 [0.0
KIM COD TERE
TOn LL>RD I'SF1 552
TOTAL LORD PEn
MESS WERE 123
SI>ESS IMMERSE:
THIS 1WJSS SYSIFJI IRS NEN DEIaED ION LOADS GENERATED 8Y158IWH
WES USING 52 Pr TOP OICRI ISM U RD RID 58 FSROTiQI COD
IIETR LORD CIIrit Ep! C 7-g6
ALL TRUSS SPACING Pa 24° 0. C.
UNLESS OTHERWISE SPECIFIED.
Pal-D W0000 tt rot Mm re.►o wntOany of the era.o farloatar.
au.. Asstpner. or pots man fao1r. r. Persons oreote roue.*
are oamgaed to soh pro0tstanal advice re9°rabo
and imam Wooing da0 It ablays roaared to p� t ry
s
and doodads. dun+[ ersomar and permanent loafed Nhmh may
b. MOW a Noodle oppioattant Trtee.s Mall be erected
and fattaed m a temper and peas restaat. Memo no Nowt
top chord eheashlro +e appt.d. tweet must be traced as pot•
on cantor tttmarun. Were ro &000 bottom chord *Madam m
ayrtad. Orfm o% most be traced at SO-00 an meter maatton.
Truman moot bo landed rdth etena+m °aro dirtn0 erecttat to
prevent damp° or pasond Spry. hear to truss ene mabq
for oonnectdo and Mooing r gtoearormt. 1m,. ootat°biam are
e°ppted a order for the ENGINHEIR OP MOW to adequately
Kaaad;e pfaor r Oamwmot and ta�apraman of elm roof oneembiy to
Oils 40 pertum OOnmore Deet0ers of wpereLo aaemaaam
ere Y reopamro p for the l pond 6y of un. prodeaA
!Nome romott our property oro pad far a fun. TN.. laout*
and enmm.rtm mar not be warodaed In mart or In 114 taller
(V11.F.)= VERIFY IN FIELD
DO NOT WI OR ALTER TRUSSES(
MARTINEZ TRUSS COMPANY WILL NOT HONOR
CLAIMS OF' BACK CHARGES UNLESS AUTHORIZED
tY OUR OFFICE IN WRITING!
SS OV A
THIS LAYOUT is 1}E Sal SOUSE FOR FREW= IP
MSSES RV MSS FLL RE= fR4HTECTUDL IR
ODER TRUSS LAYOUTS. 05115W RID FRIO& OF TITS
LRYO<IT 101ST 6E MBE 05F0D: ANY TRUSSES I011.
NE RJILT. IrtRIFY ALL CQIOTRXRS TO MIRE E MOST
CODES TRO WDl RESULT DI EXTRA GERMS TO YOU.
No.
DATE.
1
2
3
4
REVISED APPROVED
3/16°=P-0°
��tttttttil as + + +�.,.
,thi PG.I . 1jT P`'i
v2°$ -O°
1/2° =r -0'
NOTE: S(TRLSS DENVER JACKCOCTtOTVS-
FOR SPECIFIC
ATTENTION BUILDERS
ALL DIMENSIONS, OVERHANGS. PITCHES,
ETC. TO BE CHECKED BEFORE ORDERING
TRUSSES. IT IS YOUR RESPONSIBILITY
TO CHECK OUR TRUSS PLAN
EXISTING CONDITIONS TO DE VERIFIED
BY BUILDER IN ORDER FOR NEW TRUSSES
TO MATCH EXISTING TRUSS CONDITIONS
ATTENTION (BUILDERS
ALL DIMENSIONS, OVERHANGS, PITCHES,
ETC. TO DE CHECKED BEFORE ORDERING
TRUSSES. IT IS YOUR RESPONSIBILITY
TO CHECK OUR TRUSS PLAN
N 0j: 2436
sker)
J `
•
yp,
t,htlattrlQ '' "w, RE.
2012-02 -10 08:12.06:00
JOHN A. I LTER
FRWESSRIK EI I1 B
STATE OF FOIDA.
V.Y114
4 12ii Mallinr V 1111111 1 ltrrf 11
3P VIEW
04e'
9280 R W SOUTH MIa I.. mom. RIVER 68 -0R1�' 305 86T=I
MARTIPEZ TRUSS Co. Inc. CC0958 J. MARTINQ fx. 305j 6-2925
KEN CONSTANTINO
DATE: 01 -10 -12
D( , BY, J A
OWNER:
Flit DATE: I
SCALE: AS SHOWN
JOB NAME: KEISCH OFFICE
Al MSS :q165 PARK PR.
DRAWING NUMBER
11111 nA.
1
Engineering Cover Sheet
Job# 11121604
Date: 2/9 /2012
This cover sheet is provided as per Florida Statute 61G15-31.003 in lieu of signing and
sealing each Individual sheet. An Index sheet of the truss designs is attached which is
numbered and with the indentification and date of each drawing.
Customer Name:
Project Name:
Project Address:
Building Authority:
Design Load:
Building Code:
Software Used:
Engineer of Truss Design Package
JOHN A. ILTER P.E.
FL Reg. Eng. No. 36205
14337 Commerce Way.
Miami Lakes, FL 33016
KEN CONSTATINO BLDRS.
KEISCH OFFICE
9165 PARK DR.
MIAMI SHORES
FL
CITY OF MIAMI SHORES
55 P.S.F./ 150 M.P.H.
FBC 2007 -HVHZ RES / ASCE 7 -05
Alpine view 10.03.08.1118
Project Engineer of Record:
Page 1 of 2
Engineering Cover Sheet
Job# 11121604
Date: 2/9/2012
Page
Truss ID
Profile
Date
1
T1
2
TG1
3
T1A
4
T1A
5
HG61
,Iti
S
6
MHG61
7
T2
8
HG62
9
M2
'
10
J2
11
J4
E�
12
J6
13
CJ6
f--i—
14
MV2
15
MV4
Page 2 of 2
17141004
KEISCH OFFICE
T1
Ply: 1
Qty: 16
Wgt: 74.2 lbs
Stet IN: 9301 /J / 13 / L:UMN
FROM:
DRW:
02/09/12
2'2 °14
2'2 °14
7'6 "14
12'10 °14
5'4°
15'1 °13 {
2'2°14
1' 2'2 °14
II II 2214
5'4°
7'614
5'4°
12'10 °14
2'2 °14
15113
Loading Criteria (pet)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Soffit 2.00
Load Duration: 1.33
Sparing: 24.0 °
Wind Criteria
Wind Std: ASCE 7 -05
Speed: 150 mph
Enclosure: Closed
Category: II
EXP: C
Mean Height 19.72 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 4.50 ft
1:1.0 GCpi: 0.18
Wind Duration: 1.33
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
PF. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC07 HVHZ ras
TPI Std: 2002
Rep Factors Used: Yes
FT/RT: 10.0%(0.0 %) /5(0)
Plate Type(s):
WAVE
Deft/CS! Criteria
PP Deflection in loo Udefl L/D
VERT(LL): 0.010 C 999 360
VERT(TL): 0.024 C 999 240
HORZ(LL): -0.002 F - -
HORZ(TL):-0.002 F -
Creep Factor. 1.5
Max TC CSI: 0.330
Max BC CSI: 0.170
Max Web CSI: 0.229
VIEW Ver. 10.03.08.1118.15
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #2
Left and right cantilevers are exposed to wind
JT Plate Lateral Chord JT Plate Lateral Chord
No Size Shift Bit No Size Shift Bite
[ 2] W1.5X4 S 2.50 [12] W1.5X4 S 2.50
John A. liter
LIC: 36205
14337 Commerce Way
Miami Lakes, FL 33016
("')1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirement.
Wind loads based on MWFRS with additional C&C
member design & reactions.
• Maximum Reactions (ibs)
Loo R /U /Rw /Rh /RL /W
I 846 /792 /263 /- /91 /8.0
F 846 /792 /263 /- /- /8.0
Wind reactions based on C&C
Bearings I & F are a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 177 -399 C - D 497 -671
B - C 497 -671 D - E 174 -399
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - I
1 -H
H - G
399 -158 G - F 328 -149
329 -125 F -E 399 -155
328 -149
Maximum Web Forces Per Ply (Ms)
Webs Tens.Comp. Webs Tens. Comp.
I - B
B - H
C -H
694 -745 H - D 571 -520
571 -520 D - F 694 -745
257 -104
"'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses req Ire e e care in fabricating, b dli shl in , installing nd bracing. Relit' to and follow the latest itlon of BCSI (Building
onent fety r rmanon, b TPI Wf A{��or practices prior to rrormin t� functions. Installers s all provide tMpora
bra r BCSJ. nl netted o ervvise,top ohi shall have pro erly attach&?structupgaI s thin n bottom ch hall have a property
att� id ceding. occasions s o for permanent lateral restraint t Of webs shall have b racing in r BCSI sections 3, B7 or B10,
asapngs e. Zpoisoa tes to ea asceelon�s�ss and position as sown above and on the JoinrDe IIs, Unless not d otherwise. Refer to
ITW building Component Gr u Inc. shall not responsible for an deviation from this din any failure to build the truss in conformance
with ANSIliPI 1, or for handli shipping, inflation an bracing of trusses. A seal on this drawing o cover listing this drawl ,
indicates acceptance of pro essonal spons1131 by solely forth ci i n shown. rThe suitability and use of tiitl*
drawing for any structure is the responsibility of the Building Designer per ANSI/iT 1- Sec.2.
rd- ...... ,...w- ..wu.... �.. a.� ,.wu.........�., ....,.... w..w.. w-.+ w..........4. wlMw. IT1IOf.I'!. 4..iw......r. TO,.
MARTINEZ TRUSS CO., INC:
9280 N.W. South River Dr.
Medley, FL 33168
(305)883.8281
SIFO@MARTINEZTRUSS.NET
Miami Florida
1 1121011
KEISCH OFFICE
TG1
Ply: 1 SLUN: b3U235 / 19 / Srt�
Qty: 1 FROM:
Wgt: 78.4 Ibs
DRW:
02/09/12
2'2 °14
2'2°14
7'6 °14
13'0 °14
5'4°
5'6°
F-- 1'10°14
1r
1i13X5[2]
2'294
2'294
5'4°
H
e6X8
11'4°
T6 °14
112X8[11] G
5'6°
13'0 °14
13'l °14
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL' 10.00
Des Ld: 55.00
NCBCLL: 10.00
Soffit 2.00
Load Duration: 1.33
Spacing: 24.0 °
Wind Criteria
Wind Std: ASCE 7 -05
Speed: 150 mph
Enclosure: Closed
Category: II
EXP: C
Mean Height 19.72 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 4.50 ft
1:1.0 GCpi: 0.18
Wind Duration: 1.33
Snow Criteria (Pg,Pf In PSF)
Pg: NA Ct NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC07 HVHZ res
WI Std: 2002
Rep Factors Used: Yes
FT/RT: 10.0%(0.0 %) /5(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection In loc L/defl L/D
VERT(LL): -0.057 H 999 360
VERT(TL): 0.104 H 999 240
HORZ(LL): -0.010 E
HORZ(TL): 0.016 E
Creep Factor. 1.5
Max TC CSI: 0.712
Max BC CSI: 0.824
Max Web CSI: 0.740
VIEW Ver. 10.03.08.1118.15
Lumber
Top chord 2x4 SP #2
Bot chord 2x8 SP #2
Webs 2x4 SP #2
Left cantilever Is exposed to wind
JT Plate Lateral Chord JT
No Size Shift Bite No
[ 2] W3X5 S 3.75 [ 3]
[ 8] W4X6 S 2.25 [11]
John A. liter
LIC: 36205
14337 Commerce Way
Miami Lakes, FL 33016
Special loads
-(Lumber Dur.Fac. 1.33 / Plate Dur.Fac. 1.33)
TC- From 92 plf at -0.15 to 92 plf at 7.52
TC- From 92 plf at 7.52 to 92 plf at 13.19
BC- From 20 plf at -0.05 to 20 plf at 5.92
BC- From 10 plf at 5.92 to 10 pff at 13.19
BC- 709 lb Conc. Load at 5.92
Plate Lateral Chord BC- 599 lb Conc. Load at 7.92, 9.92,11.92
Size Shift Bite
W3X5 S 1.25Wind loads and reactions based on MWFRS with
W2X8 S 4.75additional C&C member design.
• Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
I 1837 /1319 /- /- /- /8.0
F 2073 /1457 /- /- /- /8.0
Wind reactions based on CAC
Bearings I & G are a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -B
B - C
215 -222 C - D 1923 -2641
1926 -2645 D -E 5 -4
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -I 200 -193 H - G 143 -106
I -H 376 -326 G - F 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
I - B 1144 -1522 H - D 2318 -1675
B - H 2091 -1458 13 -0 1039 -1379
C - H 1106 -703
"�i3
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses Ire e e care In fa satin did shi in installin and brad Refer toad follow the latest iti n of I (Buildin
brarioneen �Safetyy nToormatlon, b TPI Ana or, f {� pracU rlor t r�orinin th functions. Installers s all provide tern rar�
i per gCS n ��essssss noted one se,top o rshaal five pro err �Qattach s ctu I s 1eathing end bottom pho shall have a proper(
attachgd r id ceqiil�iing. I,oc��atlo s shown of truss and lateral restra�nt 5f webs shall have racing in lied per SCSI sections 63, 87 or 810,
as appi1Ica U. AppTr spandart plate positions.
position as s own above and on the in De Is, unless noted otherwise. Refer to
ITW BuiltilnaComptortents Group Inc. shall of responsible for an deviation from this dry a failure to build the truss i nform nce
S 1 1p, acceptance handling, shipping!, engineering and bracing ty sole y for season this shown. oThe suitabilit listing this use
caters aces lance o pro ess one nq neerin rreedg tins b�ity solely for the design shown. Mt
drawing for any structure is the respons bitty of the Building Designer per ANSUi PI TSec.2.
M.S. . MN.....a sr- .......a........ munnn. U..a. ra. ...�M -.... ,urmA. ...w.d....w• ....�. ,niw ....... ,........ W
MARTINEZ TRUSS CO., INC.
9280 N.W. South River Dr.
Medley, FL 33188
(305) 883-8281
e FO@MA mNEZTRUss.aer
Miami Florida
II IL IOU4
KEISCH OFFICE
T1A
My: 1
Qty: 1
Wgt: 68.6 lbs
2itt1N: b.Ul tfb / 12 I
FROM:
DRW:
02/09/12
°
1
2294
2294
7'694
13'0 °10
5'4°
5'5 °12
1 '2 °14
a4
H 110 °14 1 J
1°2 22°14
i' 2'2°14
5'4°
—31 H
=3X4(")
11'4°
7'694
1113X5[14]
5'5 °12 °
13'0°10 14' °14
Loading Criteria (psi')
TCLL 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Soffitt 2.00
Load Duration: 1.33
Spacng: 24.0 °
Wind Criteria
Wind Std: ASCE 7 -05
Speed: 150 mph
Enclosure: Closed
Category: II
EXP: C
Mean Height: 19.72 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist h/2 to h
C&C Dist a: 9.00 ft
I:1.0 GCpi: 0.18
Wind Duration: 1.33
Snow Criteria (Pg,Pf In PSF)
Pg: NA Ct NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC07 HVHZ ree
TPI Std: 2002
Rep Factors Used: Yes
FT/RT: 10.0°%(0.0 %)/5(0)
Plate Type(s):
WAVE
DefI/CSI Criteria
PP Deflection in lop Udefl UD
VERT(LL): 0.012 C 999 360
VERT(TL): 0.028 C 999 240
HORZ(LL): 0.003 E - -
HORZ(TL): 0.008 E -
Creep Factor. 1.5
Max TC CSI: 0.394
Max BC CSI: 0.211
Max Web CSI: 0.258
VIEW Ver. 10.03.08.1118.15
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #2
Left cantilever Is exposed to wind
JT Plate Lateral Chord JT
No Size Shift Bite No
[ 2] W1.5X4 S 2.50 [14]
John A. liter
LIC: 36205
14337 Commerce Way
Miami Lakes, FL 33016
Plate Lateral Chord
Size Shift Bite
W3X5 S 3.00
(")1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
Wind loads based on MWFRS with additional C&C
member design & reactions.
• Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
J 879 /819 /259 /- /95 /8.0
F 599 /532 /127 /- /- /8.0
Wind reactions based on C&C
Bearings J & G are a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -B
B - C
171 -407 C - D 643 -756
631 -760 D -E 5 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp. Chords Tens. Comp.
A -J
J -1
I - H
411 -151
289 -145
64 -59
H -G 64 -59
G - F 0 0
Maximum Web Forces Pet Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
J - B
B - I
C - I
724 -781 I- D 596 -457
670 -585 D - G 516 -548
284 -100
Ale-74
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses req ire et�r�e in �b��ting dlit�g shi in , instailin nd bracing Ref to VIM?: the la t editi n of gC�I (gu)Iding
onenf fety n mclEri, b TPI d Wf A) fors iracti or t rfofrnin t u Instal rs sha provide teM
bra ergg n noted o erwl,top o s a have pro eer aattaa structu I s�ieathin bolt m c.hord all h v a ro r
attapp d raid ceiling. ocatlons sown or permanent lateral restr nt bf webs shall have rac racing in r�CSI s ohs , B7 or B1Oy
Qraaapp Ica 60i4-Ma pant! t peals pacie.ons�ss and won as shown a ove and on a Jo Deta s, n ess not othe se. Refer to
MN Buils Com dents Group Inc. shall not be responsible for an deviation from this drawing a�failure to build the truss in conformance
witt AN 11, o°r or handling, shipping, installation an racing of trusses, A seal o(f this g o r eover a dthuis dd swings
Indicates acceptance of proles-atonal" engineering res ons bi ity solely for the peei n shown. a suitability
drawing for any structure Fs the responsibility of the Building Designer per ANSUTPI 'IVSec.2.
- ..........w *rW ....J. -w.... m.mnn.. ..... . °...r- ........ ra........ 6.6.M ,urn•
M.M..a..M.....u. inn........ t..........
MARTINEZ TRUSS CO., INC:
9280 N.W. South River Dr.
Medley, FL 33186
(305) 883 -8281
INFOVIARIT EZTRUSS.11ar
Miami Florida
111L10U4
KEISCH OFFICE
T1A
My:i
Qty: 3
Wgt: 68.6 Ibs
stUN: b.U1 y3 / 111 / JI'I t.
FROM:
DRW:
02/09/12
T
1
22 °14
7'6 °14
2'2 °14
-03X4
12
4 p
5'4°
13'0 °10
. 4X4(R1)
C
5'5'12
1§714
4
{-- 1'10 °14 1 J
1°2 2'294
2'2 °14
5,4°
3I H
3X4( ")
11'4"
T6 °14
{
5'5 °12
13'0 °10
P
Loading Criteria (pat)
TCLL: 30.00
TCDL: 15.00
BCLL• 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Soffit 2.00
Load Duration: 1.33
Spacing: 24.0 •
Wind Criteria
Wind Std: ASCE 7-05
Speed: 150 mph
Enclosure: Closed
Category: II
EXP: C
Mean Height: 19.72 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel 01st: 0 to h/2
C&C Dist a: 4.50 ft
1:1.0 GCpl: 0.18
Wind Duration: 1.33
Snow Criteria (Pg,Pf In PSF)
Pg: NA Ct NA CAT: NA
Pf: NA Cc: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC07 HVHZ roe
TPI Std: 2002
Rep Factors Used: Yes
FT/RT: 10.0%(0.0%)/5(0)
Plate Type(s):
WAVE
Deft/CSI Criteria
PP Deflection to loc Udefl UD
VERT(LL): 0.012 C 999 360
VERT(LL): 0.028 C 999 240
HORZ(LL): -0.004 E - -
HORZ(TL): 0.008 E -
Creep Factor 1.5
Max TC CSI: 0.395
Max BC CSI: 0.211
Max Web CSI: 0.258
VIEW Ven 10.03.08.1118.15
Lumbar
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #2
Left cantilever is exposed to wind
JT Plate Lateral Chord JT
No Size Shift Bite No
[ 2] W1.5X4 S 2.50 [11]
[14] W3X5 S 3.00
John A. liter
LIC: 36205
14337 Commerce Way
Miami Lakes, FL 33016
Plate Lateral
Size Shift
W4X4 S
Chord
Bite
2.25
( ") 1 plates) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
Wind loads based on MWFRS with additional C&C
member design & reactions.
• Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
J 879 /819 /259 /- /95 /8.0
F 599 /532 /127 /- /- /-
Wind reactions based on C&C
Bearing J is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -B
B - C
171 -407 C - D 643 -756
631 -760 D - E 5 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -J
J - I
I - H
411 -151
289 -145
64 -59
H -G 64 -59
G - F 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
J - B
B - I
C - I
724 -781
670 -585
284 -100
I - D
D -G
596 -457
516 -546
riov-
"WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses ire e e in fabdcatin h dli shi in , installin and brad R r toad follow the latest n of DOSI Building
Co onent S tyynn o=Mien, b TPI and�1WWT A or, s tty practices prior ttg rrorminp% ese aid Installers lion provide to Pporary
bra erg I n n ted o e se,to o she vas roe ate structu sea r nd bottom oho hall have a nY
atta rod ceiliing.1occaatitions shown for permanent lateral rant wain salt hav racing, lied r SCSI ons B B7 or B10,
rew�ligs �i4 Z'fo standard pate face or s ss and Mon as shown above and on tthe Joinf De ls, Unless noted otherwise. kefer to
ITW BulBI II 1, Or for handliinu shipping, Ins lotion and lbIra for deviation A seal ondtrh s tlr�winfailure overupilage IisUn It�ris drawlan
In catesUTaccceptance of pro essonal et n Ineering resD odnsib lty solely for the desi n shown. The sutta6111ty and use of this
drawing for any structure I the responsibility of the Building Designer per ANSIITPI fSec.2.
C... w..... +• 4.w......... -..., - ..s........ -- .....i w...... ••••■■ . 4.... mm1310.n. °. .ate -...». Tv,. a.44...4..... ,urn 11. ..6..,..4...4_..... «. ,nn. w- ...e....«.
MARTINEZ TRUSS CO., INC:
9280 N.W. South River Dr.
Medley, FL 33186
(306)88348281
INFOOMARTINEZTRUSS.NET
Miami Florida
VI !LIMA
KEISCH OFFICE
HG61
riy: 1
Qty: 2
Wgt: 75.6 lbs
�tl.tN: 04U2111 / I LtS / t11YJ
FROM:
DRW:
02/09/12
2'2 °14
2'2'14
5'10"14
3'8"
9'2°14
3,4"
12'10'14
3'8"
15'1 "13
2'2'14
1II2 2'2°14
2'2 °14
3'8°
3'4"
5'10 °14
9'2 °14
3'8"
12'10'14
2'2'14
15'1'13
Loading Criteria (pst)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Soffit 2.00
Load Duration: 1.33
Spacing: 24.0 °
Wind Criteria
Wind Std: ASCE 7-05
Speed: 150 mph
Enclosure: Closed
Category: II
EXP: C
Mean Height 19.44 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 4.50 ft
1:1.0 GCpi: 0.18
Wind Duration: 1.33
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC07 HVHZ roe
TPI Std: 2002
Rep Factors Used: Yes
FT/FIT: 10.0%(0.0 %) /5(0)
Plate Type(s):
WAVE
DefIICSl Criteria
PP Deflection in hoc Udefl UD
VERT(LL): -0.021 D 999 360
VERT(TL): 0.037 D 999 240
HORZ(LL): -0.003 C - -
HORZ(TL): 0.006 C -
Creep Factor: 1.5
Max TC CSI: 0.342
Max BC CSI: 0.241
Max Web CSI: 0.202
VIEW Ver: 10.03.08.1118.15
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #2
Left and right cantilevers are exposed to wind
JT
No
[ 2]
[16]
Plate Lateral Chord JT
Size Shift Bite No
W1.5X4 S 2.50 [11]
W1.5X4 S 2.50
John A. liter
LIC: 36205
14337 Commerce Way
Miami Lakes, FL 33016
Plate Lateral
Size Shift
W3X7 S
Special loads
-(Lumber Dur.Fac. =1.33 / Plate Dur.Fac. =1.33)
TC- From 92 pit at -0.15 to 92 pit at 5.85
TC- From 46 Of at 5.85 to 46 pif at
TC- From 92 pif at 9.19 to 92 pif at
BC- From 20 pif at -0.05 to 20 plf at
BC- From 10 plf at 5.88 to 10 pif at
Chord BC- From 20 pit at 9.17 to 20 pit at
Bite TC- 169 lb Conc. Load at 5.88, 9.17
1.25 TC- 105 lb Conc. Load at 7.52
BC- 95 lb Conc. Load at 5.88, 9.17
BC- 40 lb Conc. Load at 7.52
9.19
15.19
5.88
9.17
15.10
Wind loads and reactions based on MWFRS with
additional C&C member design.
• Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
K 1089 /806 /- /- /- /8.0
G 1089 /806 I- l- I- /8.0
Wind reactions based on C&C
Bearings K & G are a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp. Chords Tens. Comp.
A -B 217 -153 D -E 924 -1110
B - C 910 -1095 E - F 212 -150
C -D 8221 -992
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -K
K -J
J -1
103 -159 I- H
16 -63 H -G
986 -817 G - F
986
14
100
-817
-60
-154
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
K -B
B - J
C - J
C -H
824 -995
1075 - 862
137 -124
8 -5
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses uire me ca in fab�catin a d i shi in , Installs end brad .Ref fir toad follow the latest edition of BCSI (Building
Com neen S fety nformatfon, by TPI and yhy��tt���fgar 8p llractices rlor to rtohrninggg use tonaaans. installersosdhall rovide teapot
bra�° erg I�ss abed shown foil:* op manes hl al e pro eri atta s AaI ructura recinghtng and bottQrr! _cord "shall h ve a property
attach rid cep�lin . LecaUOns shown for rmanedt la rostra nt webs s all have Dracin insr�ll p @r 6CSI secnon B7 or B10,
as aaoca , e. Aoeiv elatess t oath face o truss an position as s own above and on the Joint Details, unless noted othe se. Refer to
giplate positions. {�
(h At SI •11,n or fornhaandlinu shipping, Insttalllaton anndibreacing truesyseess. A se o dth s dfawr ig o coveru(Id the listen I►�conformance
Indicates acceptance of prooesslonai n Ineeri ng respponslbili solely fort a deeslagn shown. a su �I lty listing use of this
drawing for any structure is the responsibility of the BulidIng Designer per ANSI/TPI 1-Sec.2.
H - D
H -E
E -G
129 -114
1083 -871
822 -991
C.. -..w mA, ra. 4.. a...........'rn,. ,..L._, W. turn*. .........L...t..d.............. ,nn. ,.....✓.......
MARTINEZ TRUSS CO., INC.
9280 N.W. South River Dr.
Medley, F1.33188
(305) 883 -8281
INFO@MARTINEZTRUSS.NET
Miami Florida
- 1 1 IL I0U4
KEISCH OFFICE
MHG61
My: 1
City: 1
Wgt: 65.8 Ibs
StLIN: b iU111 / I I I rum
FROM:
DRW:
02/09/12
2'294
2'2 "14
5'1(°14
12
4 p
03X4
3'8"
13'0°14
=6X8
C
7'2"
11'2/"14
1113X4[8]
DE
1- 11094
3X[7]
1° 2294
I i2 2'214 I
3'8°
5'10°14
11'4°
7'2"
13'0"14
Loading Criteria (psi)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL' 10.00
Des Ld: 55.00
NCBCLL: 10.00
Soffit 2.00
Load Duration: 1.33
Spacing: 24.0 °
Wind Criteria
Wind Std: ASCE 7 -05
Speed: 150 mph
Enclosure: Closed
Category II
EXP: C
Mean Height: 19.44 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 4.50 ft
I: 1.0 GCpi: 0.18
Wind Duration: 1.33
Snow Criteria (Pg,Pf In PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC07 HVHZ re
TPI Std: 2002
Rep Factors Used: Yes
FT/RT: 10.0%(0.0 %)15(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/D
VERT(LL): -0.036 C 999 360
VERT(TL): 0.060 C 999 240
HORZ(LL): -0.010 C - -
HORZ(TL): 0.017 C -
Creep Factor. 1.5
sMax TC CSI: 0.862
Max BC CSI: 0.533
Max Web CSI: 0.850
VIEW Ver. 10.03.08.1118.15
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #2
Left cantilever Is exposed to wind
JT Plate Lateral Chord
No Size Shift Bite
[ 2] W1.5X4 S 2.50
[ 8] W3X4 S 2.75
John A. liter
LIC: 36205
14337 Commerce Way
Miami Lakes, FL 33016
JT Plate Lateral
No Size Shift
[ 7] W3X4 S
[10] W4X5(R) S
Special loads
- (Lumber Dur.Fac.=1.33 / Plate Dur.Fac. 1.33)
TC- From 92 plf at -0.15 to 92 pif at 5.85
TC- From 46 Of at 5.85 to 46 pif at 13.19
BC- From 20 pif at -0.05 to 20 plf at 5.86
BC- From 10 plf at 5.86 to 10 pif at 13.19
TC- 169 lb Conc. Load at 5.86
Chord TC- 105 lb Conc. Load at 7.92, 9.92,11.92
Bite BC- 95 lb Conc. Load at 5.86
1.25 BC- 40 lb Conc. Load at 7.92, 9.92,11.92
3.00
Wind loads and reactions based on MWFRS with
additional C&C member design.
Right end vertical not exposed to wind pressure.
• Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
I 1058 /785 /- /- /- /8.0
F 709 /610 /- /- /- /-
Wind reactions based on C&C
Bearing I is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -B
B -C
310 -231
1006 -1198
C -D 65 -73
D -E 0 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - I 186 -255 H -G 1111 -936
I - H 99 -149 G -F 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
I - B 825 -1010 C - G 909 -1083
B - H 1303 -1071 D -G 316 -319
C -H 126 -62
Ario-
"WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses ire a care In tins d I Ting, , and brad Ref fir to follow the le *t n of GCS! (Building
Co neenn safety ormat oon, b TPi d A{�Tdr ty practices prior to rfo min stall rovid tempo
bra r SCS e noted o erw ,top oho ave pro eer attache�ctu shy n onsd ott �ecrhsoa all have a prop py
atta id ceiling. ocations s own for rmanernt lateral restr nt of webs shall have racing In fled per�CSI sections B3, B7 or 10,
as apps Ica OA-Z Mr Ap p ntesto ea face of truss an emit on as s own above and on the omt-Deta Is, Un ess noted otherwise. Refer to
ITW Buil i Compo ants Group Inc. shall not be responsible for an deviation from this dririg,any failure to build thi gss in conformance
wit() ANS 11, or for handling, shipping, IInstallation and bracn trusses A seal on this drawlbg orwver page listing this drawing,
In es acceptance o proTessionaf engineering res onsibI solely for the design shown. a suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI TSec.2.
c........... ,� ..»..u.......... w.o. ,..,.....,.......l wfw...... -- nw.i N..... -..•nh wM•.w• T1I,13/./.1 °..A. TO,. 4,.L.a ...-. \.RMA.
MARTINEZ TRUSS CO., INC.
9280 N.W. South River Dr.
Medley, FL 33188
(306) 883-8281
INFOVIARTINEZTRUSS.NET
Miami Florida
11141bU4
KEISCH OFFICE
T2
Ply: 1
Qty: 5
Wgt: 64.4 Ibs
StUN: Will 64 / I tl / UUMN
FROM:
DRW:
02/09/12
2'2 °14
f 2'2 °14
7'1 "6
12
4 p
IU 1.5X4 lll1.5X4
2X4(11) • • =2X411)
4'10 "8
11'11 °14
C =4X4
4'10 "8
14'2'1 3 '�
2'2 "14
I- -- 1'10"14
ss3X4
1I 2'2.14
2'2'14
=34
10'5"
9'9°
11'1114
=3X4
1'10 °14 H
2'2 °14
14'2 °13 "I
Loading Criteria (pat)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Soffit 2.00
Load Duration: 1.33
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7 -05
Speed: 150 mph
Enclosure: Closed
Category. II
EXP: C
Mean Height 19.64 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 4.50 ft
I:1.0 GCpi: 0.18
Wind Duration: 1.33
Snow Criteria (Pg,Pf In PSF)
Pg: NA Ct NA CAT: NA
Pf NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Defl/CSI Criteria
PP Deflection in hoc Udefl L/D
VERT(LL): -0.013 F 999 120
VERT(TL): -0.017 F 999 90
HORZ(LL): 0.004 D -
HORZ(TL): 0.009 D -
Code / Misc Criteria Creep Factor: 1.5
Bldg Code: FBC07 HVHZ resMax TC CSI: 0.294
TPI Std: 2002 Max BC CSI: 0.504
Rep Factors Used: Yes Max Web CSI: 0.247
FT/RT: 10.0%(0.0%)/5(0)
Plate Type(s):
WAVE
VIEW Ver: 10.03.08.1118.15
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #2
John A. liter
LIC: 36205
14337 Commerce Way
Miami Lakes, FL 33016
Wind loads based on MWFRS with additional C&C
member design & reactions.
Left and right cantilevers are exposed to wind
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
cusses re e e ca in fab�catin a d i sht in , Instalen nd brad Re r to a d f low the lat t edition of t (Building
one to fety ri ormat�on, b TPt nd� ors t�r �racdced trot rc ohrning �ie t"u ons Installers ai provide temporary
bra erg n �essss noted oy�na se top c o sha ve pro a ate st�du�al s eath�ng and bottom chord " " "����a11 h v a Deily
attac rid ceiling. ocations shown for permanent lateral restraint webs shall have bracn installed per SCSI sections B7 or B10,
ds app Ica, e. Apply ales to each face of truss and position as s own above and on the Joint-De talls, unless noted othe se. Refer to
drawings 0A -Z,fbr standard plate positions. be for this truss AIMS C 1, Or fora andl nu shipping, instillation responsible bream aottru deviation seal otIthis drrawl drawling failure pa a11st1 „githiss conformance
Indicates acceptance o pro ona engineering res onslbility solely for the design shown. fThe suitability and use of this
drawing for any structure is the responsiibMty of the Building Designer per ANSUTPI TSec.2.
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
H 794 /773 /261 /- /85 /8.0
F 794 /773 /261 / /- /8.0
Wind reactions based on C&C
Bearings H & F are a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -B 211 -524 C -D 223 -473
B -C 222 -472 D - E 212 -525
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -H
H -G
508 -189
392 -219
G - F
F - E
392 -219
510 -189
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B -H 405 -378 C -F 796 -526
H - C 795 -527 F - D 405 -378
C- ........ i- 4r..".... .hL. i -M.. -- - .d.... .... -- -...i N........« -L ..M..... rna,nr.n. !w.4..- ........ T.I. 4.$....4 ...... WM".
..L.J..A. u,-• ....w. Inn. .u.... ir-I.. w.-
MARTINEZ TRUSS CO., INC
9280 N.W. South River Dr.
Medley, FL 33188
(306) 883.8291
INFOOSAFMNEZTRUSS.NET
Miami Florida
II -IL I 011
KEISCH OFFICE
HG62
Ply: 1
Qty: 2
Wgt 72.8 Ibs
StldN:bsUL1U/ U /tilt',
FROM:
DRW:
02/09/12
1-* 2'294
2'2 "14
E2X4(AA1)
5'10"14
12
4 p
03X4
3'8"
5X6
C
8'3 "14
2'5"
11'11 "14
1114X5
D
3'8"
14'293
2'2 "14
3X4
_ - - -- _ - 2X4(F 41)
X4 E5X1�
H 1'10 "14
J
1"2 2'294
2'294
3'8"
5'10"14
10'5"
2'5"
8'3 "14
3'8"
11'11 "14
1'1094 -I
2'294
14'213
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Soffit 2.00
Load Duration: 1.33
Sparing: 24.0
Wind Criteria
Wind Std: ASCE 7 -05
Speed: 150 mph
Enclosure: Closed
Category: II
EXP: C
Mean Height 19.44 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 4.50 ft
I: 1.0 GCpi: 0.18
Wind Duration: 1.33
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC07 HVHZ res
TPI Std: 2002
Rep Factors Used: Yes
FT/FIT: 10.0%(0.0 %) /5(0)
Plate Type(s):
WAVE
Defi/CSI Criteria
PP Deflection In too L/defl UD
VERT(LL): -0.019 D 999 360
VERT(TL): 0.032 D 999 240
HORZ(LL): -0.002 C
HORZ(rL): 0.004 C
Creep Factor. 1.5
Max TC CSI: 0.342
Max BC CSI: 0.212
Max Web CSI: 0.192
VIEW Ver. 10.03.08.1118.15
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #2
Left and right cantilevers are exposed to wind
JT Plate Lateral Chord JT
No Size Shift Bite No
[ 2] W1.5X4 S 2.50 [15]
John A. liter
LIC: 36205
14337 Commerce Way
Miami Lakes, FL 33016
Plate Lateral
Size Shift
W1.5X4 S
Chord
Bite
2.50
Special loads
-(Lumber Dur.Fac =1.33 / Plate Dur.Fac =1.33)
TC- From 92 Of at -0.15 to 92 pit at 5.85
TC- From 46 pit at 5.85 to 46 pit at 8.27
TC- From 92 Of at 827 to 92 pit at 14.27
BC- From 20 pif at -0.05 to 20 plf at 5.86
BC- From 10 pit at 5.86 to 10 pit at 8.26
BC- From 20 plf at 8.26 to 20 plf at 14.18
TC- 169 lb Conc. Load at 5.86, 8.26
TC- 105 lb Conc. Load at 7.06
BC- 95 lb Conc. Load at 5.86, 8.26
BC- 40 lb Conc. Load at 7.06
Wind loads and reactions based on MWFRS with
additional C&C member design.
• Maximum Reactions (Ibs)
Lac R /U /Rw /Rh /RL /W
J 1063 /790 /- /- /- /8.0
G 1063 /790 /- /- /- /8.0
Wind reactions based on C&C
Bearings J & G are a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -B
B -C
C -D
213 -149 D -E
873 -1039 E - F
784 -937
886 -1053
208 -146
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -J
J - I
I - H
98 -154 H -G 11 -61
14 -65 G -F 96 -149
931 -780
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
J - B
B - I
C - I
C -H
806 -967
1017 -822
127 -117
8 -6
""WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
cusses require a ca in cat* , handlt shi in , instalen and bract Ref r toad follow the latest edition of g I (Building
neen Safety n o r m a t l o n , b TPI naWTCA{' r T p r a c t i riort rformin etnu coons. Installers �lp vi eM
brad r BGSl. noted o henv ,top chord shall ve pro er attached st uctur sheathing and bot rna�rshordaShall have( property
aatta n Ica fe ceiling. p1°caat o ss shown opermat restraint f webs shat have r Jacintg installed per Bost sgctions 3 B7 or 810,
tlraviings 0A Z'foTrystandard plateelpositionfs. and position as shown above and on the oin Details, unless not eecc otherwise. f2efer to
ITW Bui��t oCompponents
Group Inc. shall not be responsible for an deviation from this dr ng,any failure to build theitr sg in conformance n9
with AN 11, Or or handlin shipping, installation and bracing f trusses A seal on this or cover page and use of thins'
indicates acceptance of pro Iona engineering responsibility solely for the design shown. The suitability
drawing for any structure is the responsibutiy of the Building Designer per ANSI/TP1 TSec.2.
ITMD/V]. "..4.... w...w. TO,. •■■ _... SYTI.•
H - D
H - E
E -G
117 -106
1023 -830
805 -963
w{..J...i...N...
MARTINEZ TRUSS CO., INC.
9280 N.W. South River Dr.
Medley, FL 33186
(305)883.8281
WFOQMMARTWEZTRUSSNET
Miami Florida
I I L IDU4
KEISCH OFFICE
M2
rry: i
City: 18
Wgt: 15.4 lbs
2'
1'4'8
1111.5X4
@1.5X4
12
16V
g2X4(B6R)
FE
2, =4X4
2, ♦l1
1
StUN: 5U426ti / 122 / MUN
FROM: DRW:
02/09/12
T
in
Loading Criteria (pst)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Soffit 2.00
Load Duration: 1.33
Spacing: 24.0 °
Wind Criteria
Wind Std: ASCE 7 -05
Speed: 150 mph
Enclosure: Closed
Category: II
EXP: C
Mean Height 15.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 3.00 ft
I:1.0 GCpi: 0.18
Wind Duration: 1.33
Snow Criteria (Pg,Pt In PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC07 HVHZ roe
TPI Std: 2002
Rep Factors Used: Yes
FT/RT: 10.0%(0.0%)/5(0)
Plate Type(s):
WAVE
Deft /CSI Criteria
PP Deflection in loc Udell L/D
VERT(LL): 0.001 F 999 15
VERT(TL): 0.001 F 999 15
HORZ(LL): 0.001 C
HORZ(TL): 0.001 C
Creep Factor 1.5
Max TC CSI: 0.059
Max BC CSI: 0.053
Max Web CSI: 0.040
VIEW Ver.10.03.08.1118.15
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #2
John A. liter
LIC: 36205
14337 Commerce Way
Miami Lakes, FL 33016
Wind loads based on MWFRS with additional C&C
member design & reactions.
---" BEARING ANALOG MODIFIEDI -----
• Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
E 73 /168 /77 /94 /251 /-
C 187 /111 /151 /94 /98 /1.5
Wind reactions based on C&C
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -B 88 -82 C -D 206 -70
B -C 198 -100
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -F 49 -49 F - E 251 -140
Maximum Web Forces Per Ply (Ms)
Webs Tens.Comp. Webs Tens. Comp.
B - F 231 -105 C -F 88 -68
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses reaqttIre e e care inf�� satin a dli shi in , Installing end bracinngg.� Ref r toad follow the latest edition of BCSI (Building
Co onerlf�gSafeIty r ormation, b TP1 end ors practi rior t rfoi`rnin iese function. Installers s ail provide tempos
brae ig per i ceiling. n eessss noted oyne se,top o sh eve proper r attached structul s eathing �n0 bottom cho shall have a properly
atta @u r d °cation shown or permanent r lateral restraint f webs shall have racing In Il per CSI sections B3, B7 or 0,
aS app ica4e. AgeT spantes t peatcehpacceooff truss d position assn own above and on the Join Detaiis, umess noted otherwise. Refer to
ITW Buttit i Com orients Group Inc. shall of be responsible for an deviation from this d r1g,anv failure to build tt�h truss in conformance
in ANS I per handiln pro, shipping, sio ens engineering bracing i trusses, f seed on this shown. oThe suitabilittyy andthis edof this
In rates acceptance o pro ng neerin resoons bi solely forme design shown. The
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI TSec.2.
mnnarn. ....... ••■•■• *,.h.M -r. t*ITPA. .k.J..I..,4... w..�. ,I./.. ,.....I.. wr
MARTINEZ TRUSS CO., INC.
9280 N.W. South River Dr.
Medley, FL 33188
(305) 883 -8281
INFO@MARTINEZTRUBS.NET
Miami Florida
'111L7 bU4
KEISCH OFFICE
J2
Ply: 1
Qty: 18
Wgt: 7.0 lbs
StUN: b3U14U / I 21 / JACK
FROM:
DRW:
02/09/12
2X4(A1)
T A
5.14
12
4
USP MP3 (CLIP) BY
BUILDER EA. SIDE.
C
1i',2 ° 1110 "14
1'10 '114
(3)16d NAILS
Loading Criteria (pst)
TCLL: 30.00
TCDL: 15.00
BOLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Soffit 2.00
Load Duration: 1.33
Spacing: 24.0 °
Wind Criteria
Wind Std: ASCE 7 -05
Speed: 150 mph
Enclosure: Closed
Category: II
EXP: C
Mean Height: 18.77 ft
TCDL: 5.0 psf
BCDL: 6.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
I:1.0 GCpi:0.18
Wind Duration: 1.33
Snow Criteria (Pg,Pf In PSF)
Pg: NA Ct: NA CAT: NA
Pt NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC07 HVHZ res
TPI Std: 2002
Rep Factors Used: Yes
FT/RT: 10.0 %(0.0 %) /5(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/D
VERT(LL): -0.003 C 999 120
VERT(TL): 0.006 C 999 90
HORZ(LL): 0.000 C - -
HORZ(TL): 0.001 C -
Creep Factor. 1.5
Max TC CSI: 0.122
Max BC CSI: 0.069
Max Web CSI: 0.000
VIEW Ver. 10.03.08.1118.15
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
"4" BEARING ANALOG MODIFIED! "'"
John A. liter
LIC: 36205
14337 Commerce Way
Miami Lakes, FL 33016
" The maximum horizontal reaction is 251# "
Wind loads based on MWFRS with additional C&C
member design & reactions.
• Maximum Reactions (Ibs)
Lop R /U /Rw /Rh /RL /W
C 45 /76 /73 /252/658 /1.5
B 183 /431 /64 /252/511 /1.5
Wind reactions based on C&C
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A - B 299 -626
Maximum Bot Chord Forces Per Ply (ibs)
Chords Tens.Comp.
A - C 659 -253
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require a In fab catin WIT!, shi in , installing and brad Refer to d follow the latest edition of BCS1 (Building
rr�poneen Safety of orma�on, by TP1 dWTrs Otty practices prior to p rTo?min th a to fictions. Installers st al( provide tempora
bra er BCS1 n noted om rw s� top osh a pro a attach Qstructulrl sheathin d botto o shall have a properly
attach rid ce Un . Locations shown for permanent aterral restraint �f wg s all have !wing in Installed per sections 63, 87 or
asSa plllcca3Ie. ApPTypl tes to peachPaceoofttruss and position as s own above and on a to De Is, Unless noted otherwise. ttefer to
17W BuilIdi Compopants Group Inc. shall not be responsible r an deviation from this d� a failure to build the truss i conformance
ANSI%T�'l 1, Or for handling, shipping, installation and bracing trusses A seal on this drawl ig of pover page listing this of
wings
rid
indicates acceptance o pro essiona engineering rraesspp nsikiility solely for the esiggn shown. a suitability I for any structure is the responsibility of the Building Designer per ANSI/TPI TSec.2.
IC... wow.w la.......Hww Muw twL.w w....w..., ..a.... wwww ww.1 1.www..... wMww. TIIOf.f]. a.4..........r. Te7 . k$..a wr. 1tRf.A. wW..a. •M... www.. Inn
MARTINEZ TRUSS CO., INC.
9280 N.W. South River Dr.
Medley, FL 33188
(306)883 -6281
INS NET
Miami Florida
11121994
KEISCH OFFICE
J4
riy: 1
Qty: 18
Wgt 14.0 lbs
StLIN: 939143 / 124 / JACK
FROM:
DRW:
02/09/12
F
2'2 °14
2'2 °14
3'10 °14
1'8°
117 2'294
2294
1'8°
3'10 °14
(3)16d NAILS
(3)16d NAILS
Loading Criteria (pal)
TCLL: 30.00
TCDL: 15.00
BCLL• 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Soffit 2.00
Load Duration: 1.33
Sparing: 24.0 °
Wind Criteria
Wind Std: ASCE 7-05
Speed: 150 mph
Enclosure: Closed
Category: II
EXP: C
Mean Height 19.11 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 3.00 ft
I:1.0 GCpi: 0.18
Wind Duration: 1.33
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct NA CAT: NA
Pi: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC07 HVHZ red
TPI Std: 2002
Rep Factors Used: Yes
FT/RT: 10.0%(0.0%)15(0)
Plate Type(s):
WAVE
DetYCSI Criteria
PP Deflection in Ioc Udefl L/D
VERT(LL): 0.048 E 590 120
VERT(TL): 0.110 E 258 90
HORZ(LL): -0.020 C - -
HORZ(TL): -0.045 C -
Creep Factor 1.5
Max TC CSI: 0.292
Max BC CSI: 0.250
Max Web CSI: 0.191
VIEW Ver. 10.03.08.1118.15
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #2
JT Plate Lateral Chord
No Size Shift Bite
[ 4] W2X4 S 2.50
John A. liter
LIC: 36205
14337 Commerce Way
Miami Lakes, FL 33016
JT
No
Plate Lateral Chord
Size Shift Bite
Wind loads based on MWFRS with additional C&C
member design & reactions.
Left and right cantilevers are exposed to wind
• Maximum Reactions (Ibs)
Lot R /U /Rw /Rh /RL /W
E 561 /1264 /307 /- /272 /8.0
D -81 /77 /229 I- 1- /1.5
C -43 /83 /122 /- /- /1.5
Wind reactions based on C&C
Bearing E is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -B 82 -286 B -C 39 -58
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -E 321 -26 E -D 0 0
Maximum Web Forces Per Ply Obs)
Webs Tens.Comp.
B -E 864 -364
Aff,b-2,2_
"WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require e e ca in fa n rill shi in , installin and brad Refer toad follow the latest edition of SCSI (Building
Co onent Safety n on, b TP na A{' or bractsc� prior tto� erformin t� functions. Installers shall provide telnporarxy
bra per SgCSI n noted o erw� to ofd sh have „ attach structural s 1sathi bottom 0s s $hall have a
atta rr id ceiling. locations shown ffoo� ermanent lateral resstraInt 5f webs shall have. rac1nng in ��er BCSI a non B3, B7 or i 10,
asa pp Ic e. Am p etas a t pea c p ce oonseuss and on pans s own above and on o De Is, n ess not ed otherwise. kefer to
ITW Building _Components drou Inc. shall not responsible o for an deviation from se is d w( failure to build th truss i conformance
Inidi I/ ac for e of pro ii installation gi g saps al on this n�g oThe suitability a istinndt�r� o thins
'matcates acceptance of pro ess ono engineering respons bl so e( for e 1 n shown. a
drawing for any structure is the responsibility of the Building Designer per AN UTF? TSec.2.
C.0 �w.r 4.IwrwMww 444, h44, rwwrrl wwMw rwww wwJ {Lrww.w,. *du.. IT41D1-/]. °..J.w.. wwr.. Tn,. 1..I..M w.r. SAM, 4. .... «. wWw.L..4........... I/./.. ....... L......J r...
MARTINEZ TRUSS CO., INC.
9280 N.W. South River Dr.
Medley, FL 33188
(306) 883 -8261
INF5d1ARTINEZTRUSSAIET
Miami Florida
KEISCH OFFICE
J6
Qty: 16
Wgt: 21.0 Ibs
FROM: ,�...,..
DRW:
02/09/12
2X4(A1)
it
2'2 °14
2'214
IN 1.5X4
51014
12
4 p
3'8"
'i
HB 3'6°4
(3)16d NAILS
E
1 -- 1'10 °14 _41111 5X4
1I�
2214
2'2°14 I
3'8°
5'10 °14
-1
N
1
(3)16d NAILS
Loading Criteria (psi)
TCLL: 30.00
TCDL: 15.00
BCLL• 0.00
BCDL' 10.00
Des Ld: 55.00
NCBCLL: 10.00
Soffit 2.00
Load Duration: 1.33
Spacing: 24.0 °
•
Wind Criteria
Wind Std: ASCE 7-05
Speed: 150 mph
Enclosure: Closed
Category. 11
EXP: C
Mean Height: 19.44 ft
TCDL: 5.0 psf
BCDL 5.0 psf
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 4.50 ft
I:1.0 GCpi: 0.18
Wind Duration: 1.33
Snow Criteria (Pg,Pf In PSF)
Pg: NA Ct NA CAT: NA
Pt NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC07 HVHZ
TPI Std: 2002
Rep Factors Used: Yes
FT/RT: 10.0%(0.0 %y5(0)
Plate Type(s):
WAVE
DefUCSI Criteria
PP Deflection in loc LJdefl L/D
VERT(LL): 0.060 E 478 120
VERT(TL): 0.113 E 252 90
HORZ(LL): -0.024 C - -
HORZ(TL): -0.046 C -
Creep Factor. 1.5
resMax TC CSI: 0.338
Max BC CSI: 0.210
Max Web CSI: 0.115
VIEW Ver. 10.03.08.1118.15
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #2
John A. liter
LK:362O5
14337 Commerce Way
Miami Lakes, FL 33016
Wind loads based on MWFRS with additional C&C
member design & reactions.
Left and right cantilevers are exposed to wind
• Maximum Reactions (lbs)
Loo R /U /Rw /Rh /RL /W
E 553 /606 /262 /- /222 /8.0
D 40 /41 /79 /- /- /1.5
C 105 /250 /- /- /- /1.5
Wind reactions based on C&C
Bearing E is a rigid surface.
Maximum Top Chord Forces Per PIy (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -B 86 -226 B -C 33 -91
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -E 244 -25 E -D 0 0
Maximum Web Forces Per Piy (Ibs)
Webs Tens.Comp.
B -E 529 -411
"WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require me ca in eating d i shi in , installin and bracg Re r to d follow the la itlpn of Bred Building
Co neat safety nformation, b T�I d or bra rior to rto�min lions. Installers alI rovi a to
brac i r BCI�I1 noted o erwise,to�otdsha ve pr attar dstructu s ratlrWi d butt m cio hall Nye a
*WO r id ceiling. Dcmo s s o� or ermanent lateral restrantw� shall have r Joint instailedperSCSI aft-tons B3, B7 or ,
as a Ica e. A pates plate of truss and position as s own above and on a Details, Unless noted otherwise. Refer to
dra ngs 0A- fornse Group pla positions.
ITW ANSfi I1mor for handling, sh shall ng, not pia on and o tm deviation from this dfawthfailure to build the truss in is drawing,
nee
inaucates acceptance pp Is �awih9 oThevsupabe yang s a awing,
i dl ptance of proTessfonai engineering res ns7bl i solely for the �1 n shown. The suitability and! use of th(s
drawing for any structure fs the responsibl�ity of the Building Designer per ANSUTP 1 Sec.2.
MARTINEZ TRUSS CO., INC.
8280 N.W. South River Dr.
Medley, FL 33168
(305) 883-6261
INFO M ARTIN TRUSS.NET
Miami Florida
KEISCH OFFICE
C.16
Qty: 9
Wgt: 36.4 Ibs
I ••∎-,4111..I.IVL,I It I LI 1 1 11
FROM:
DRW:
02/09/12
3'0 °14
3'0 °14
8'3 °2
52 °4
013 3'0 °14
3'0 °14
4'0 "8
7'1 °6
1'1°11,
8'3 °2
Loading Criteria (psi)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL' 10.00
Des Ld: 55.00
NCBCLL: 10.00
Soffit 2.00
Load Duration: 1.33
Spacing: 24.0'
Wind Criteria
Wind Std: ASCE 7-05
Speed: 150 mph
Enclosure: Closed
Category: II
EXP: C
Mean Height 19.44 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 4.50 It
1:1.0 GCpi: 0.18
Wind Duration: 1.33
Snow Criteria (Pg,Pf In PSF)
Pg: NA Ct NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code I Misc Criteria
Bldg Code: FBC07 HVHZ res
TPI Std: 2002
Rep Factors Used: Yes
FT/RT: 10.0%(0.0%)15(0)
Plate Type(s):
WAVE
DefUCSI Criteria
PP Deflection in loc Udefl UD
VERT(LL): -0.039 E 999 360
VERT(LL): 0.055 F 670 90
HORZ(LL): -0.010 B
HORZ(TL): -0.013 B
Creep Factor. 1.5
Max TC CSI: 0.309
Max BC CSI: 0.299
Max Web CSI: 0.041
VIEW Ver. 10.03.08.1118.15
Lumber
Top chord 2x4 SP #2
Sot chord 2x4 SP #2
Webs 2x4 SP #2
Left and right cantilevers are exposed to wind
John A. liter
LIC: 36205
14337 Commerce Way
Miami Lakes, FL 33016
Special loads
- (Lumber Dur.Fac. =1.33 / Plate Dur.Fac. =1.33)
TC- From 2 pH at -0.11 to 2 plf at 8.22
BC- From 2 plf at -0.04 to 2 plf at 8.22
TC- 366 lb Conc. Load at 2.62
TC- -81 lb Conc. Load at 5.45
BC- 90 lb Conc. Load at 2.62
BC- -79 lb Conc. Load at 5.45
Wind loads and reactions based on MWFRS with
additional C&C member design.
• Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
F 466 /456 1- /- /- /11.3
D 55 /65 /- /0 /0 /1.5
C 64 /39 /- /- /- /1.5
Wind reactions based on C&C
Bearing F Is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -B 331 -16 B -C 16 -21
Maximum Bot Chord Forces Per Ply (ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -F 0 -248 E -D 0 0
F - E 0 -198
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
F-B 239 -399 B-E 203 0
/144‘ 7)4
"WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
*IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
awesTrusses require a [inne care in fabricating dli shi in , installing nd bracing. Refer to and follow the latest edits of EMS! (Building
Saffety IOnnation, by. end {' or �v practices prior t rformin fese functions. Installers shall provide teln
bracl r r B I. n noted o herwlse, op ofd sf h#ve pro rly attached structu l sheathin� bottom chord Shall have a properly
e� rple. . pl one shown for and Won ositi lateral res shown above and on do Details, Unless no otherw►se
17W Sultana Components Grow In . shall not be responsible for an deviation from this dr�ng.any failure to build the truss In conformance
with ANSI 1 1, Or for hapolingshipping, installationg d bracing_ trusses, A seal on this dfawing or cover page listing d this of drawing,
indicates acceptance o ro resslonar engineering res ons i solely for the design shown. The suitability
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI TSec.2.
e.......... 1- t..- ....°.... aw. I..1..- ...........I .,.w� -- .........1 u............w w°..... mune.,, ■mnw
w4..1...4...1 -. ...w. Inn. L. -....M w...
MARTINEZ TRUSS CO., INC
9280 N.W. South River Dr.
Medley, FL 33186
(306) 883 -8261
Miami Florida
II ILIUtt
KEISCH OFFICE
MV2
ny. I
Qty:1
Wgt: 5.6 lbs
JCVIV. 9U09OJ / I IL / VAL
FROM:
DRW:
02/09/12
12
4
T
Co
I
Loading Criteria (pst)
TCLL: 30.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Soffit 2.00
Load Duration: 1.33
Spacing: 24.0
Wind Criteria
Wind Std: ASCE 7-05
Speed: 150 mph
Enclosure: Closed
Category: II
EXP: C
Mean Height 20.86 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist 0 to h/1
C&C Dist a: 9.00 ft
I: 1.0 GCpi: 0.18
Wind Duration: 1.33
Snow Criteria (Pg,Pf In PSF)
Pg: NA Ct NA CAT: NA
PF. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC07 HVHZ res
TPI Std: 2002
Rep Factors Used: Yes
FT/RT: 10.0%(0.0%)/5(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection In lac L/defl L/D
VERT(LL): 0.001 C 999 178
VERT(TL): 0.002 C 999 178
HORZ(LL): -0.000 C - -
HORZ(TL): 0.000 C -
Creep Factor. 1.5
Max TC CSI: 0.030
Max BC CSI: 0.049
Max Web CSI: 0.000
VIEW Ver. 10.03.08.1118.15
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
John A. Titer
LK: 36205
14337 Commerce Way
Miami Lakes, FL 33016
Wind loads based on MWFRS with additional C&C
member design & reactions.
A Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
D 222 /144 /54 /- /49 /24.0
Wind reactions based on C&C
Bearing D is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A -B 0 -7
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A -C 49 0
Azo 1C
"WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses rreeqquire a eme ca in fa rIcatin a d i shi in , installin and bracing. Re r to and follow the latest edition of SCSI (Building
Component Safety In formation, b TPI d VYT r iracti rior to rroFmin 9se fu notions. Installers stta ( provide temporary
brae r BCS Uhl noted otherw ,to fffddd cosh h e e aftachestructu sneathinn dd hore hall have a roperi
atttaacphip rid ling. onss shown forpennanent lateral ressnt f webs shall have racing in act pr B�GSl ors B3, B7 or tt70,
�rawtt�gsa16UA -Z'for nddas t pal to motions uss and position as own above and on eon De Is, Unless not otherwise. B7, efer to
IT�Wth Building qmpoHants Grou Inc. psshall not be responsible for deviation from this dptwin , 9 ilure to build they truss in confo ance
iw dic/at� lice or for ha dl in ship ing, installation and bracing o trusses A seal o� WS d� o cover �irj Ii n this a g
drawing for any ce o i more rsi nau engineering res ns bl ity sorely for the design shown. a su ity and use of t�iis
y ponsibility of the Building Designer per ANSUTP118Sec.2.
L.... .....1 • 41.........w, ..u..... m.,0n, ....... I,..a.A. AA-.. era. ........ -L.-s ..--• ,.,r•*• .........1...1...i...w... AAA.. ,nn. L ....R.....-
MARTiNEZ TRUSS CO., INC:
9280 N.W. South River Dr.
Medley, FL 33188
(305) 883-6261
OffOtJMARTINEZTRUSS.NET
Miami Florida
KEISCH OFFICE
MV4
Qty: 1
Wgt: 12.6 lbs
HIV..{,.. 741.1.tU9 I , ,J/ v.,..
FROM:
DRW:
02/09/12
12
4 �-
Loading Criteria (psf)
TCLL: 30.00
TCDL: 15.00
BCLL• 0.00
BCDL: 10.00
Des Ld: 55.00
NCBCLL: 10.00
Soffit 2.00
Load Duration: 1.33
Spacing: 24.0 °
Wind Criteria
Wind Std: ASCE 7-05
Speed: 150 mph
Enclosure: Closed
Category: II
EXP: C
Mean Height 20.52 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist h/2 to h
C&C Dist a: 9.00 ft
1:1.0 GCpi: 0.18
Wind Duration: 1.33
Snow Criteria (Pg,Pr in PSF)
Pg: NA Ct NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC07 HVHZ res
TPI Std: 2002
Rep Factors Used: Yes
FT/RT: 10.0%(0.0 %y5(0)
Plate Type(s):
WAVE
DeflICSI Criteria
PP Deflection in loc Udefl
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.003 C
HORZ(TL): 0.007 C
Creep Factor. 1.5
Max TC CSI: 0.173
Max BC CSI: 0.151
Max Web CSI: 0.071
UD
VIEW Ver. 10.03.08.1118.15
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #2
John A. liter
LIC: 36205
14337 Commerce Way
Miami Lakes, FL 33016
Wind loads based on MWFRS with additional C&C
member design & reactions.
JT Plate Lateral Chord JT
No Size Shift Bite No
[ 8) W1.5X4 S 2.25
• Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
D 445 /435 /112 /- /149 /48.0
Wind reactions based on C&C
Bearing D is a rigid surface.
Maximum Top Chord Forces Per Ply (ibs)
Chords Tens.Comp.
A -B 23 -49
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A -C 127 0
Maximum Web Forces Per Ply (Ibs)
Plate Lateral Chord Webs Tens.Comp.
Size Shift Bite
B -C 211 -138
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses re a care in ricatin till shi in , installin end bradna. R r to and follow the latest edition of BCS1 (Building
r�onenf S fety n nation, bar PI o 1m A or �t r practi nor to rtormin functions. Instal ere shall provide temporary
brawn r BCS less noted otherwis top oTsfialI hive p rl attach structu s sheathing d bottom ore hell hav a po rly
at cner(gid ce ling �� Locations shown for ateral restraint bbff webs s all haver rrcingjn ed per BCSI ons 83, B7 or p@0,
as app lIcaoiee.. Ap Ty to each face of truss and positlon as shown above and on the JoinFDetails, unless noted otherwise. Refer to
drawings 1n6� cZ for anddoplate positionnns. f��p
ITW
ANsilfPl 1, or forrnhaand handing, Inc. ipping, installation anndiblracin� � vias, A seal this dthis d�,g olure� build ppaagge� listing this drawing,
n cates acceptance o professional- ons engineering responsibility y solely for the design shown. fThe suitanli tystland uisseeroaf this
drawing for any structure Is the responsibility of the Building Designer per ANSUTPI 1- Sec.2.
r... - ,..... ,..a......0 -- ,..0 .... . .............. 4 44.1 61....44 444 w..... mwmnn. u.n...- .... -.. TM,. .- ,........... MT" r..a.., 4,N $4444444.. W
MARTiNEZ TRUSS CO., INC.
9280 N.W. South River Dr.
Medley, FL 33188
(306) 883-8281
ma:O@IMARTINEZTRUSS.N ET
Miami Florida
CONSTRUCTION
ENGINEERING
GROUP
/456W-P-#
2651 w. eau gaille blvd., suite a PROJECT /4 SG/-/--
melboume, fl 32935
tel. 321.253.1221
fax. 321.253.3123
www.cegengineering.com
consulting engineers
license #0008097
PROJECT No.
DATE PAGE OF
ENGINEER
u
vm "-
CONSTRUCTION 2651 w. eau blvd.
., suite a PROJECT /47 sc�
ENGINEERING tel. 321.253.1221
PROJECT No.
GROUP x.321.253.3123 DATE PAGE _ OF
www.cegengineering.com
consulting engineers license #0008097 ENGINEER
PRE -EG. TIMBER
TRUSSES @ 24" O.C.
PLYWOOD ROOF
SHEATHING SEE PLAN
TRUSS CONN.
SEE PLAN.
2X SUB FASCIA WI
2 -16d NAILS PER TRUSS.
SOFFIT SYSTEM,
SEE ARCH. DWGS.
8" CMU KNEEWALL
W /#5 AT 24" Q.C. (GROUT WALL SOLID)
(DRILL AND EPDXY DOWELS 6" INTO
VAULT ROOF)
OR PLYWOOD)
O STUDS
T 6" O.C.
G. TIMBER
SES @24 "O.0
TCH EXISTING
ILES, FIELD MEASURE
TO FABRICATION
2X6 LEDGER CONT W/
(1)-314" DIA EPDXY ANCHOR
AT 24" O.C.
O
to
1
2' -10"
FIELD VERIFY
MATCH EXISTING
0
z
E
> _
o
W§ U-
TPL
2x10
HU26- 3 /HUC26 -3
These products are available with additional corrosion protection. Additional products on
this page may also be available with this option, check with Simpson Strong -77e for details.
SIMPSON
Strong-Tie
These products are approved for installation with the Strong -Drive SD Structural-
Connector screw. See page 30 for the correct substitution and SD screw size.
U24 -2
2 -16d
2 -10d
HU24- 2/HUC24 -2
2 -10d
74
DBL
2x6
U26-2
HUS26 -2
DENIM
©©
mEIL3©121
mESm ®EIGI
m ®1
4 -16d
4 -10d
HU26- 2/HUC26 -2
4 -16d
4 -10d
6 -10d
17, F6, L17
2x8
LU26
U26
18 1121113161111111
Q211E1®�i
18 16% MCI
206% ®e
®lila=
QiEIo
®v ©o
20
16
LUC26Z
HU28
18
610d
810d
6-10d
6-10d
8 -16d
6 -16d
6-16d
6 -16d
410d
4- 10dx1%
410d
6 -10dx1 %
410dxl i6
4 -10dx1 %
4- 10dx1%
6 -16d
8 -16d
160
17, F6, L17
LUS28 -3
1126 -3
2x10
LUS210
LU210
U210
® ®m
's.'
irdemanitan
iII! 6% EMI
MI 6% DIM
®5171®1=
mEa 9 ©IZI
6% ©121
IMAM
1513011511011
CO 8%8 DM
MS 9 Mill
® Tf 914 Q�
4 -16d
410d
4 -10d
6 -10d
160
20
16
LUC210Z
HU210
HUS210
18
4 -10d
6 -10dxl t6
410d
Q ®0
EMI
0 1®
=CM
6- 10dx1'%z
16
610dxl %
6 -10dxl %
4- 10dx1Y
10 -16d
LUS28 -3
LUS210 -3
U210 -3
HU210 -3/
HUC210 -3
HHUS210 -3
HGUS210 -3
See footnotes on page 76.
18
16
14
14
4%
3G 16d
6 -16d
14 -10d
8 -16d
14 -16d
90-1Od
4 -16d
6 -16d
6 -10d
�0 11830
1930
1110
1705
2015
2285
2075
2465
14 -16d
18-16d
6 -10d
30 -16d
46 -16d
10 -10d
10 -16d
16 -16d
1895
4000
4095
2085
2680
5635
9100
NMI
2350
3020
6380
9100
all
0
2530
3250
6880
9100
17, F6, L17
F23,160
CODES: See page 20 for Code Reference Key Chart.
LTP4 /LTP5 /A34/A35 Framing Angles & Plates l'
The larger LTP5 spans subfloor at the top of the blocking •
or rim joist. The embossments enhance performance and the
min/max nailing option allows for design flexibility.
The LTP4 Lateral Tie Plate transfers shear forces for top
plate -to -rim joist or blocking connections. Nall holes are
spaced to prevent wood splitting for single and double top
plate applications. May be installed over plywood sheathing.
The A35 anchor's exclusive bending slot allows instant,
accurate field bends for all two- and three -way ties. Balanced,
completely reversible design permits the A35 to secure a
great variety of connections.
MATERIAL: LTP4/LTP5 -20 gauge; all others -18 gauge
FINISH: Galvanized. Some products available in stainless steel
or ZMAX® coating; see Corrosion Information, page 18-19.
INSTALLATION: • Use all specified fasteners. See General Notes.
• A35 —Bend one time only.
CODES: See page 20 for Code Reference Key Chart.
ge, These Additional producisonthis page may additional
lso be a corrosion with this n
option, check with Simpson Strong lie for details.
®
These Connector screw. S pag approved 0 for the correct subsstitution and Strong-Drive screw size.
SIMPSON
Strong—Tie
41h'
tie
LTP5
LTP4
Joists to Plate
with A Leg inside
Studs to Plate
with B Leg Outside
Ceiling Joists to Beam
1. Allowable loads are for one anchor. When anchors are installed on each side of the joist,
the minimum joist thickness is 3'.
2. Roof loads are 125% of floor loads unless limited by other criteria.
3. of the iwoodddduring loading if not reinforced could cause bending
sufficiently. In this case, mechanical
reinforcement should be considered.
4. LTP4 over ve
0.72 of the listed load, over and achieve of the listed load. 8d commons
will achieve 100% load.
5. The LTP5 may be installed over structural sheathing up to W thick using 8dx1 % nails
with no reduction In load.
6. Connectors are required on both sides to achieve F2 loads in both directions.
7. NAILS: 8dx11.4 = 0.131' dla. x1W long.
See page 24-25 for other nail sizes and information.
0
AM
A35
Chimney Framing
LTP4 Installed over
Plywood Sheathing
LTP4 attaching
Top Plates to
Rim Joist
0 LTP5 Installed over Plywood Sheaf
CONSTRUCTION
ENGINEERING
GROUP
consulting engineers
2651 w. eau gallie blvd., suite a
melboume, 11 32935
tel. 321.253.1221
fax. 321.253.3123
www.cegengineering.com
license #0008097
PROJECT Ke71.#6
PROJECT No.
DATE PAGE _ OF
ENGINEER
Adhesive AncII horing Systems
4.2.7 HIT -RE 500 Epoxy Adhesive Anchoring system
Allowable Steel Strength for Carbon Steel & Stainless Steel HAS Rods1
Rod
Diameter
In.
mm
3/8
(9.5)
112
(12.7)
5/8
(15.9)
3/4
(19.1)
7/8
(22.2)
HAS-E Standard
ISO 898 Gass 5.8
Tensile
lb U
2640
(11.7)
4700
(20.9)
7340
3
Shear
lb
1360
(6.0)
2420
(10.8)
HAS Super
ASTMA193B7
Tensile
lb Li
4555
(20.3)
8100
(36.0)
1
(25.4)
1 -1/4
(31.8)
14385
(64.0)
18790
(83.6)
29360
(130.6)
410
(33.0)
(43.0)
15125
(67.3)
12655
(56.3)
18225
(81.1)
24805
(110.3)
Shear
lb
2345
(10.4)
4170
(18.5)
32400
(144.1)
50620
(225.2)
1 Steel strength as defined in AISC Manual of Steel Construction (ASD):
Tensile = 0.33 x FL, x Nominal Area
Shear =0.17 xFux Nominal Area
6520
(29.0)
9390
(41.8)
12780
(56.9)
HAS SS
AISI 304/316 SS
Tensile
lb
3645
(16 2)
6480
(28.8)
10125
(45.0)
12390
(55.1)
Shear
lb
(8.3)
3335
(14.8)
16865
(75.0)
16690
(74.2)
26080
(116.0)
Ultimate Steel Strength for Carbon Steel & Stainless Steel HAS Rods1
Rod
Diameter
In.
(mm)
3/8
(9.5)
HAS-E Standard
ISO 898 Class 5.8
22030
(98.0)
34425
(1 53.1)
5215
(23.2)
6385
(28.4)
8690
(38.6)
11350
(50.5)
17735
(78.9)
HAS Super
ASTIR A 193 B7
(12.7)
(15.9)
(20.0)
6005
(26.7)
(16.0)
8230
(36.6)
13110
(58.3)
(47.5)
(74.2)
(28.5)
8135
(36.2)
14900
(66.3)
10350
(43.4)
10010
(44.5)
(105.6)
(79.0)
6210
(27.6)
11040
(49.1)
28760
(125.7)
(76.8)
5035
(22.4)
(41.0)
14690
(65.3)
(19.1)
1
(25.4)
1 -1/4
(31.8)
(86.3)
(106.9)
26780
(119.1)
35130
-(156.3)
(156.2)
(185.7)
(110.5)
32695
(145.4)
(190.0)
(87.3)
(114.0)
(250.0)
(296.8)
(178.1)
(215.7)
63600
(282.9)
101755
(452.6)
1 Steel strength as defined in AISC Manual of Steel Construction 2nd Ed. (LRFD):
Yield = FY x Tensile Stress Area
Tensile = 0.75 x Ft, x Nominal Area
Shear = 0.45 x F, x Nominal Area
(256.9)
(150.5)
73630
(337.0)
115050
(511.8)
8280
(36.8)
14720
(65.5)
(102.4)
15050
(66.9)
(125.3)
20775
(92.4)
(170.5)
44180
(196.5)
(307.1)
(194.0)
(222.7)
78235
(348.0)
ann..a7o -svmn I www usAlli .com I en espariol 1-800- 879 -5000 I Hod (Canary s) Corp.1- 800.383'4dP°`
Mow
Adhesive Anchoring Systems
HIT-RE 500 Epoxy Adhesive Anchoring System 4.2.7
-RE 500 Allowable and Ultimate Bond/Concrete Capacity for HAS Rods in Normal Weight Concrete1,2,3,4
'
Anchor
Diameter
In (mm)
HIT-RE 500 Allowable Bond/Concrete Capacity
HIT-RE 500 Ultimate Bond/Concrete Capacity
Tensile
Shear
Tensile
Shear
Embedment
Depth
in (mm)
f',= 201), psi
(13.8 MPa)
lb (kM
f'„= 4000 psi
(27.6 MPS
lb (kN)
f',= 2000 psi
(13.8 MPa)
lb (kN)
f'„= 4000 psi
(27.6 MPa)
lb (MI)
f ;= 2000 psi
(13.8 MPS
lb (kN)
f'„= 4000 psi
(27.6 MPS
lb (kN)
tic= 2000 psi
(13.8 MPa)
lb (kN)
f',,,= 4000 psi
(27.6 MPa)
lb (kN)
1 -3/4
645
1095
1510
2135
2580
4370
4530
6405
(44)
(2.9)
(4.9)
(6.7)
(9.5)
(11.5)
(19.4)
(20.2)
(28.4)
3/8
3-3/8
2190
2585
3155
4460
8760
10345
9460
13380
(9.5)
(86)
(9.7)
(11.5)
(14.0)
(19.8)
(39.0)
(46.0)
(42.1)
(59.5)
4-1/2
2420
2585
4855
6860
9685
10335
14560
20580
(114)
(10.8)
(11.5)
(21.6)
(30.5)
(43.1)
(46.0)
(64.8)
(91.5)
2 -1/4
1130
1965
2510
3550
4530
7860
7525
10640
(57)
(5.0)
(8.7)
(11.2)
(15.8)
(20.2)
(35.0)
(33.4)
(47.3)
1/2
4-1/2
4045
5275
5610
7935
16185
21095
16820
23800
(12.7)
(114)
(18.0)
(23.5)
(25.0)
(35.3)
(72.0)
(93.8)
(74.8)
(105.9)
6
4775
5380
8635
12210
19095
21520
25900
36620
(152)
(21.2)
(23.9)
(38.4)
(54.3)
(84.9)
(95.7)
(115.2)
(162.9)
2 -7/8
1690
3045
5245
7420
6770
12175
15735
72250
(73)
(7.5)
(13.5)
(23.3)
(33.0)
(30.1)
(54.2)
(70.0)
(99.0)
5/8
5-5/8
6560
7355
8760
12395
26240
29420
26280
37180
(15.9)
(143)
(29.2)
(32.7)
(39.0)
(55.1)
(116.7)
(130.9)
(116.9)
(165.4)
7 -1/2
7320
7515
13615
19080
29290
30060
40840
57240
(190)
(32.6)
(33.4)
(60.6)
(84.9)
(130.3)
(133.7)
(180.1)
(254.6)
3-3/8
2310
4515
7335
10370
9250
18065
22000
311';
(86)
(10.
(20.1
(32.6)
(46.1)
(41.1)
(80.4)
(97.9)
(138.4)
3/4
6-3/4
6070
17840
34685'
43020
37840
53520
(19.1)
(172)
(38.
,����
(56.1.,
(79.4)
(154.3)
(191.4)
(168.3)
(238.1)
9
10385
12995
' a
27470
41535
51985
58280
82400
(229)
(46.2)
(57.8)
(86.4)
(122.2)
(184.8)
(231.3)
(259.2)
(366.5)
4
3005
5665
7795
11020
12030
22670
23375
33050
(101)
(13.4)
(25.2)
(34.7)
(49.0)
(53.5)
(100.8)
(104.0)
(147.0)
7/8
7 -7/8
12495
15875
17175
24290
49975
63495
51520
72860
(22.2)
(200)
(55.6)
(70.6)
(76.4)
(108.0)
(222.3)
(282.5)
(229.2)
(324.1)
10 -1/2
14705
16185
26440
37390
58820
64730
79320
112160
(267)
(65.4)
(72.0)
(117.6)
(166.3)
(261.7)
(287.9)
(352.8)
(498.9)
4-1/2
3945
8440
10035
14190
15790
33765
30104
42565
(114)
(17.5)
(37.5)
(44.6)
(63.1)
(70.2)
(150.2)
(133.9)
(189.4)
1
9
13845
17365
22435
31720
55380
69465
67300
95160
(25.4)
(229)
(61.6)
(77.2)
(99.8)
(141.1)
(246.4)
(309.0)
(299.4)
(423.3)
12
17935
17935
34535
48830
71740
71740
103660
146480
(305)
(79.8) '
(79.8)
(153.6)
(217.2)
(319.1)
(319.1)
(460.8)
(651.6)
5-5/8
5760
12815
14760
20870
23045
51270
44280
62610
(143)
(25.6)
(57.0)
(65.7)
(92.8)
(102.5)
(228.1)
(196.9)
(278.5)
1 -1/4
11 -1/4
24610
31620
35050
49570
98430
126480
105140
148710
(31,8)
(286)
(109.5)
(140.7)
(155.9)
(220.5)
(437.9)
(562.6)
(467.7)
(661.4)
15
34130
35270
53960
76300
136525
141090
161880
228900
(381)
(151.8)
(156.9)
(240.0)
(339.4)
(607.3)
(627.6)
(720.1)
(1018.2)
Influence factors for spacing and/or edge distance are applied to concrete/bond values above, and then compared to the steel value. The lesser of the values Is to be used for
the design.
2 Average ultimate concrete shear capacity based on Concrete Capacity Design (CCD) method for standard and deep embedment and based on testing for shallow embedment.
3 All values based on holes drilled with carbide bit and cleaned with brush per manufacturer's instructions. Ultimate tensile concrete/bond loads represent the average values
obtained in testing.
4 For underwater applications up to 165 feet/50m depth reduce the tabulated concrete/bond values 30% to account for reduced mechanical properties of saturated concrete.
ilk I c, ((US) 1-800-879-8000 I www.us.hliti.com I en espafiol 1- 800 - 879 -5000 I Hilts (Canada) Corp. 1-800-363-4458 I www.hiitLca I Product Technical Guide 2008 265
/ern, 4P 9 €
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Gravity Beam Design
RAM SBeam v3.0
Licensed to: Adams Engineering - FL
•
STEEL CODE: AISC LRFD
SPAN W4FO TION (ft): I -End (0.00,0.00)
Beam SiZe (User Selected) = C12X30
Total Beam Length (ft) = 22.00
Mp (kip -ft) = 140.83
Top flange braced by decking.
LINE LOADS (k/ft):
Load Dist (ft) DL
1 0.000 0.030
22.000 0.030
2 0.000 0.900
22.000 0.900
LL
0.000
0.000
0.240
0.240
f4,
J -End (22.00,0.00)
SHEAR (Ultimate): Max Vn (1.2DL +1.6LL) = 16.50 kips
MOMENTS (Ultimate):
Span Cond LoadCombo
Center Max +
Controlling
REACTIONS (kips):
1.2DL +1.6LL
1.2DL +1.6LL
DL reaction
Max +LL reaction
Max +total reaction (factored)
DEFLECTIONS:
Dead load (in)
Live load (in)
Net Total load (in)
k)Q.Jr
g/4
072&-/-4 re-
A/9* ze--az--,D
at
at
at
10/20/11 11:30:55
Fy = 50.0 ksi
0.90Vn = 165.24 kips
Mu @ Lb Cb Phi Phi *Mn
kip-ft ft ft kip -ft
90.7 11.0 0.0 1.00 0.90 126.75
90.7 11.0 0.0 1.00 0.90 126.75
Left Right
10.23 10.23
2.64 2.64
16.50 16.50
11.00 ft =
11.00 ft =
11.00 ft =
- 1.043
-0.269
- 1.313
L/D =
L/D =
L/D =
253
980
201
(;) c' 44179'''rEc,1'
.e&-q9
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WA-Ls- 1i i6 A
RAM
Gravity Beam Design 01
RAM SBeam v3.0
Licensed to: Adams Engineering - FL
10/26/11 08:51:24
STEEL CODE: AISC LRFD
SPAN INFORMATION (ft): I -End (0.00,0.00) J End (16.00,0.00)
Beam Size (User Selected) = C12X20.7
Total Beam Length (ft) = 16.00
Mp (kip -ft) = 106.67
Top flange braced by decking.
LINE LOADS (loft):
Load Dist (ft) DL LL
1 0.000 0.021 0.000
16.000 0.021 0.000
2 0.000 0.825 0.225
16.000 0.825 0.225
SHEAR (Ultimate): Max Via (1.2DL +1.6LL) =11.00 kips
MOMENTS (Ultimate):
Span Cond
Center Max +
Controlling
REACTIONS (kips):
Fy = 50.0 ksi
0.90Vn = 91.37 kips
LoadCombo Mu @ Lb Cb Phi Phi*Mn
kip -ft ft ft kip -ft
1.2DL +1.6LL 44.0 8.0 0.0 1.00 0.90 96.00
1.2DL +1.6LL 44.0 8.0 0.0 1.00 0.90 96.00
DL reaction
Max +LL reaction
Max +total reaction (factored)
DEFLECTIONS:
Dead load (in)
Live load (in)
Net Total load (in)
at
at
at
Left Right
6.77 6.77
1.80 1.80
11.00 11.00
8.00 ft =
8.00 ft =
8.00 ft =
-0.333
-0.089
-0.422
L/D = 576
L/D = 2165
L/D = 455
2USS.
ID)
3,
/49/03, /)949.1%/1 co
4
4
4
4
4
4
4
44
4 .4 4
4. 4
*
4
4.
C. A 4
4
L6X44" CONT.).
W/ i"
ANCHORS 4
L6X44" CONT.
W/ i" DIA A307
AT 24" 0.C.
I
P
L6X6" CONT.
AT 24" O.C. DIA EPDXY
THRU BOLTS
rpt, ho 7,4335/
w L
obiyphe
AT 12" O.C. E.W. BOTT.
OP OF CONCRETE TO MATCH
6" NCRETE SLAB W/
TOP OF BUSTING ROOF DOUBLE TEES
4
3@12 3/16
VAULT WALLS,
SEE PLAN
REMOVE EXISTING CMU
WALL AND ROOF TEES
CUT TEE SUCH THAT L6X4
LEG TOUCHES EXISTING
STEM OF TEE
LLJJ
EXISTING 8X12 CONCRETE
TIE BEAM, CONT.
•
EXISTING MASONRY WALL
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/2
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PROJECT A47,44-
PROJECT No.
DATE PAGE _ OF
ENGINEER
Structural (S) Stud Section Properties
8008137 -33' 0.0346
8008137 -43 0.0451
8008137 -54 0.0586
8008137 -88 0.0713
8008137 -97 0.1017
0.388 1.32 3.198 0.799 2.873 0.073 0.435
0.503 1.71 4.134 1.033 2.866 0.093 0.430
0.827 2.13 5.110 1277 2.855 0.112 0.423
0.782 2.68 6303 1.576 2.839 0.134 0.414
1.093 3.72 8.597 2.149 2.805 0.189 0.394
3.198 0.663. 13.10 455 4.335
4.134 1.033 20.42 1 008 4.000
5.110 1.277 28.89 2006 4.000
6.303 1.576 36.74 4048 4.000
8.597 2.149 53.09 9037 4.000
5.110 1249 37.38 2006 4.032
6.303 1.573 54.40 4048 4.003
8.597 2.149 78.22 11124 4.000
0.155 0.948 -0.709 2.991 0.944
0.341 1202 -0.700 2.981 0.945
0.670 1.480 -0.691 2.967 0.946
1.325 1.762 -0.880 2.948 0.947
3.767 2.295 -0.658 2.908 0.949
8008200.33' 0.0348
8008200-43 0.0451
8008200-54 02566
8008200 -68 0.0713
8008200 -97 0.1017
0.448 1.52 4.098 1.024 3.023 0227 0.712
0.582 1.98 5.302 1.325 3.018 0.292 0.708
0.726 2.47 6.573 1.643 3.009 0.357 0.701
0.907 3.09 8.140 2.035 2.996 0.435 0.692
1271 4.32 11203 2.801 2.989 0.576 0.673
4.096 0.812 18.04 455 4.410
5.302 1.293 25.54 1008 4.038
6.573 1.643 35.75 2006 4.000
8.140 2.035 45.29 4048 4.000
11203 2201 65.12 9037 4.000
6.573 1.475 44.15 2006 4.168
8.140 1.984 6521 4048 4.055
11203 2.801 96.63 11124 4.000
0.179 2.945 -1.308 3.369 0.850
0.395 3.763 -1.295 3.359 0.851
0.775 4.612 - 1288 3.346 0.852
1.537 5.631 -1275 3.329 0.853
4.381 7.524 -1253 3.292 0.855
1000816243' 0.0451
10008162-54 0.0566
10008162-68 0.0713
10008162.97 0.1017
0.627 2.13 8.025 1.605 3.577 0.188 0.518
0.783 2.66 9.950 1.990 3.565 0.204 0.511
0.978 3.33 12.325 2.465 3.550 0246 0.502
1.372 427 16.967 3.393 3.516 0.320 0.483
8.025 1.414 27.94 802 5,292
.950 1.990 39.32 1593 5.000
12.325 2.465 58.20 3209 5.000
16.967 3.393 81.43 9037 5.000
9.950 1.712 5126 1593 5.332
12325 2.465 7320 3209 5.000
16.967 3.393 120.37 9461 5.000
0.425 3.404 -0.838 3.709 0.949
0.836 4.160 -0.827 3.696 0.950
1.658 5.060 -0.817 3.677 0.951
4.731 6.708 -0.795 3.637 0.952
10008250-431 0.0451
10008250-554 0.0568
10008250-68 0.0713
1 ru5tiy. ' 0.1017
0.717 2.44 10.203 2.041 3.771 0.531 0.880
0.898 325 12.677 2.535 3.762 0.653 0.854
1.121 3.81 15.751 3.150 3.749 0.799 0.844
1.576 5.38 21.827 4.365 3.722 1.072 0.825
10.203 1.617 31.95 802 5.508
12.677 2.277 44.99 1593 5213
15.751 3.054 60.34 3209 5.060
21227 4.356 98.40 9037 5.004
12.860 1.879 56.26 1593 5.635
15.751 2.870 79.94 3209 5.317
21.827 4.181 140.63 9461 5.082
0.486 10.404 -1.535 4.161 0.884
0.957 12.805 -1.525 4.148 0.865
1.899 15.728 -1.514 4.130 0.886
5.433 21268 -1
12008200.541 0.0566
12008200-68 0.0713
12008200-97 0.1017
0.953 324 17.662 2.944 4.308 0.393 0.643
1.192 4.06 21.947 3.658 4.291 0.479 0.634
1.677 5.71 30.417 5.089 4.258 0.635 0.815
17.652 2.858 52.52 1321 6.281
21.947 3.658 81.40 2658 6200
30.417 5.069 117.87 7814 6.000
17.662 2.143 84.17 1321 6.836
21.947 3.265 97.75 2658 6.300
30.417 5.069 174.89 7814 6.000
1.017 11.462 -1.047 4.478 0.945
2.020 14.038 -1.036 4.459 0.946
5.783 18.876 -1.014 4.420 0.947
Web - height to thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads
See Section Properties Table Notes on page 6.
8
D ALE/ INC08/
wew.daleirarcrnn
Weld and Fastener Tables
Suggested design loads for screw connections (pounds)
Steel Type of Loading \ '
Thickness Shear or Shear or SA or Shear or
( Gauge) Bearing Pullout Bearing Pullout ring Pullout Bearing
12 890 280 783 246 675' 213 568 179
14 557 196 173 474 149 398 125
i 16 394 156 370 137 344 118 315 100
18 280 124 263 109 ' 244 94 224 79
20 188 95 177 84 164 • 72 151 61
: 1. Design values are based on CCFSS Techn cal Bulletin Vol. 2, No.1 which outlines the proposed AISI specification provisions for screw connections.
2. Minimum screw spacing and distance from edge shall not be less than 3 d.
3. When connecting materials of different gage, use loads shown for the lighter gage.
4. Screw capabilities are based on a minimum connected material strength of Fy = 33,000 PSI.
Suggested design loads for Powder driven fasteners in concrete
TABLE A
No. 12-14 (d = 0.209 ") Na 10-16 (d = 0.183 ") ` NO. 8-11(d = 0.161") No. 6 S-12 (d
e°
suggested bearing capacity when used to connect gage thickness
steel (pounds)
NOTES: 1. Values listed may be increased by 1/3 for wind or seismic loading (check
codes for application).
2. Welds may be positioned so they are subject to either shear or tensile stress.
3. When joining materials of different gage, use loads shown for the lighter gage.
4. Flare -bevel groove welds are welds that occur between the outside radius of
one member and the flat of an adjacent member radius of one member and
the flat of an adjacent member.
Minimum
Spacing =I
■°
Fastener Minimum
1/� 2" Distance
Concrete Compression
Hot Rolled Steel Thickness
Steel Thickness
Shank
Minimum
Type of
Strength (PSI)
Shank
Gage/MIl
Diameter
Penetration
Loading
2000
3000
4000
Diameter
16/54
18/43
20/33
0.145"
1- 114"
Pullout
125
155
185
0.145"
-
-
-
336
395
Shear
180
220
260
�
-
-
198
0.177"
1- 7/16"
Pullout
150
205
275•
0.177"
-
-
-
18
: 1. Design values are based on CCFSS Techn cal Bulletin Vol. 2, No.1 which outlines the proposed AISI specification provisions for screw connections.
2. Minimum screw spacing and distance from edge shall not be less than 3 d.
3. When connecting materials of different gage, use loads shown for the lighter gage.
4. Screw capabilities are based on a minimum connected material strength of Fy = 33,000 PSI.
Suggested design loads for Powder driven fasteners in concrete
TABLE A
TABLE B
Suggested capacity in stone aggregate_concrete_(pounds)
suggested bearing capacity when used to connect gage thickness
steel (pounds)
NOTES: 1. Values listed may be increased by 1/3 for wind or seismic loading (check
codes for application).
2. Welds may be positioned so they are subject to either shear or tensile stress.
3. When joining materials of different gage, use loads shown for the lighter gage.
4. Flare -bevel groove welds are welds that occur between the outside radius of
one member and the flat of an adjacent member radius of one member and
the flat of an adjacent member.
Minimum
Spacing =I
■°
Fastener Minimum
1/� 2" Distance
Concrete Compression
Hot Rolled Steel Thickness
Steel Thickness
Shank
Minimum
Type of
Strength (PSI)
Shank
Gage/MIl
Diameter
Penetration
Loading
2000
3000
4000
Diameter
16/54
18/43
20/33
0.145"
1- 114"
Pullout
125
155
185
0.145"
-
-
-
336
395
Shear
180
220
260
�
-
-
198
0.177"
1- 7/16"
Pullout
150
205
275•
0.177"
-
-
-
18
Shear
250
285
330
321
-
321
241
0.205"
1 -1/4"
Pullout
220
280
345
0.205"
-
-
-
279
S-hear
390
445
500 _
465
372
279
: 1. Capacities shown are for stone aggregate concrete and are based on a low velocity shot.
2. Minimum fastener spacing - 4 "; minimum fastener edge distance - 3 ".
3. Shear values are per Hilt! ICBO Research Report #2388.
4. Bearing capacity is based on Bearing Area x 1.15 x 33,000 psi. Allowable bearing capacity
per Section 4.5.6 of the 1996 A.I.S.I. "Specification for the Design of Cold Formed Steel
Structural Members."
5. Pullout values per DALE/INCOR recommendations.
Minimum Fastener Minimum Edge
Sparing = .- Distance
Suggested design loads in pull -out or shear for Powder driven fasteners in structural steel (pounds)
Cold
Sthed
Gage
0.145" Shank Diameter
<177,hank Diameter
0.205" Shank Diameter
NOTES: 1. Values listed may be increased by 1/3 for wind or seismic loading (check
codes for application).
2. Welds may be positioned so they are subject to either shear or tensile stress.
3. When joining materials of different gage, use loads shown for the lighter gage.
4. Flare -bevel groove welds are welds that occur between the outside radius of
one member and the flat of an adjacent member radius of one member and
the flat of an adjacent member.
Minimum
Spacing =I
■°
Fastener Minimum
1/� 2" Distance
Edge
_ c p
Hot Rolled Steel Thickness
Hot Rolled Steel Thickness
Hot Rolled Steel Thickness
1/4.
3/8"
1/2"
114"
3/8"
1/2"
1/4"
3/8"
1/2"
609
�
12
210
210
210
335
395
395
485
525
660
34
210
210
210
336
395
395
485
525
581
�
/!
//
16
210
210
210
335
395
395
465
465
465
f
18
210
210
210
321
321
321
372
372
372
20
197
197
197
241
241
241
279
279
279
: 1. Tests were conducted with the fastener point driven completely through the back side of the hot rolled steel member. This was necessary to
obtain proper gripping force.
2. Bearing strength is based on Bearing Area x 1.15 x 33,000 psi for cold formed steel.
3. Shear values are per Hilt ICBO Research Report #2388.
Suggested design loads for fillet and flare -bevel groove welds
Steel
GageJMll
Design Thickness
(Inches)
Weld Size
(inches)
Allowable Load
Ob./in.)
NOTES: 1. Values listed may be increased by 1/3 for wind or seismic loading (check
codes for application).
2. Welds may be positioned so they are subject to either shear or tensile stress.
3. When joining materials of different gage, use loads shown for the lighter gage.
4. Flare -bevel groove welds are welds that occur between the outside radius of
one member and the flat of an adjacent member radius of one member and
the flat of an adjacent member.
12/97
.1017
5132
1373
14/68
.0713
1/8
963
16/54
.0566
1/8
764
18/43
.0451
1/8
609
Technical Assistance - Welding
A wire feed type welder is recommended for fastest and most uniform welding in the shop. Good welds are also obtained with
a 3/32" or 1/8" AWS type 6013 or 7014 rod with a welding heat of 60 -110 amperes depending on the gage of material and the
fit of the parts.
17
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PROJECT,07 44
PROJECT No.
DATE PAGE &OF
ENGINEER
RIP
I-e rJ S - yn3 - 1
OCT 162012
UNIVERSAL
ENGINEERING SCIENCES, INC.
Consultants in: Geotechnical Engineering •
Environmental Engineering • Construction Materials Testing
• Threshold Inspection • Private Provider Inspection
1818 7'" Avenue North, Unit 1 • Lake Worth, FL 33461 • (561) 540 -6200
Project No. 2110.1200028
Report No. 9616
Date: 10/15/12
Client Ken Constantino Builders, Inc.
221 W. Hibiscus Blvd, #128
Melbourne, Florida 33138
Project Dr. Keisch Office
9169 Park Drive
Miami Shores, Florida 33138
Area Tested: Ramp - CT room (pad)
Course: Final lift
Type of Test
Field: ASTM D-6938
Lab: ASTM D -1557
•
000
IN PLACE DENSITY TESTS
Depth of Test
Date Tested:
12"
10/12/12
1.111 IIIII UII VVI I Ir/OIVMVII IYVV,�II WI II V.. •. - -.-
Test
No.
Location of Tests
Laboratory
Field
Max
Density
Opt
Moisture
Dry
Density
%
Moisture
% Max
Density
17
18
Ramp - main entrance of building
CT room - pad
104.4
104.4
9.0
9.0
103.9
104.9
8.5
9.6
99.5
100.5
Note: The above test results meet the minimum reported compaction criteria based on the Maximum Density determined in
accordance with ASTM D -1557.
Reviewed by:
UN -: . ENGINEERING SCIENCES, INC.
C r _ Authorization No. 549
s= G. Read, P.E.
Regional Manager
er g
Registered Professional Engineer No. 69952
cc: 2 - Client
Technician: R.J.
The original of this report was signed and impressed sealed by the above registered engineer In accordance with rule 21H-18.11, chapter 471, Florida statute.
This report shall not be reproduced without the written approval of this laboratory.
UNIVERSAL
ENGINEERING SCIENCES, INC.
Consultants in: Geotechnical Engineering •
Environmental Engineering • Construction Materials Testing
• Threshold Inspection • Private Provider Inspection
1818 76' Avenue North, Unit 1 • Lake Worth, FL 33461 • (561) 540 -6200
Project No. 2110.1200028
Report No. 9550
Date: 09/19/12
Client: Ken Constantino Builders, Inc.
221 W. Hibiscus Blvd, #128
Melbourne, Florida 33138
Project: Dr. Keisch Office
9169 Park Drive
Miami Shores, Florida 33138
Area Tested: Electrical room
Course: Base
Type of Test
Field: ASTM D -6938
Lab: ASTM D -1557
IN PLACE DENSITY TESTS
Depth of Test: 12"
Date Tested:
09/13/12
IVI II Ill I lull. Vvt I tpavuvn 1 \vwY• V...V..... vv ...
Test
No.
Location of Tests
Laboratory
Field
Max
Density
Opt
Moisture
Dry
Density
%
Moisture
% Max
Density
15
16
East side area
West side area
104.4
104.4
9.0
9.0
102.8
102.4
9.8
10.2
98.5
98.1
Note: The above test results meet the minimum reported compaction criteria based on the Maximum Density determined in
accordance with ASTM D -1557.
Reviewed by:
UNIVERSA NGINEERING SCIENCES, INC.
Certifi,- Authorization No. 549
e r G. Read, P.E.
Regional Manager
Registered Professional Engineer No. 69952
cc: 2 - Client
Technician: R.J.
The original of this report was signed and impressed sealed by the above registered engineer in accordance with rule 21 H- 18.11, chapter 411, Florida statute.
This report shall not be reproduced without the written approval of this laboratory.
UNIVERSAL
ENGINEERING SCIENCES, INC.
Consultants in: Geotechnical Engineering •
Environmental Engineering • Construction Materials Testing
• Threshold Inspection • Private Provider Inspection
1818 7th Avenue North, Unit 1 • Lake Worth, FL 33461 • (561) 540 -6200
Project No. 2110.1200028
Report No. 9537
Date: 09/13/12
Client Ken Constantino Builders, Inc.
221 W. Hibiscus Blvd, #128
Melbourne, Florida 33138
Project Dr. Keisch Office
9169 Park Drive
Miami Shores, Florida 33138
Area Tested: Garage area & front entrance
Course: Footing & slab
Type of Test
Field: ASTM D-6938
Lab: ASTM D -1557
.._ _�_ o_ ., • flee
IN PLACE DENSITY TESTS
Depth of Test 12"
Date Tested:
08/31/12
1.111111111411. VVI I.'/f•VMVU • w�.wo _..._.. -• -- --
Test
No.
Location of Tests
Laboratory
Field
Max
Density
Opt
Moisture
Dry
Density
%
Moisture
% Max
Density
10
11
12
13
14
Garage slab - west area
Garage slab - east area
Garage slab - center area
Front entrance - footing ramp area
Front entrance - column pad
104.4
104.4
104.4
104.4
104.4
9.0
9.0
9.0
9.0
9.0
106.0
105.1
104.4
103.2
103.6
6.2
6.6
6.3
7.3
6.8
101.5
100.7
100.0
98.9
99.2
Note: The above test results meet the minimum reported compaction criteria based on the Maximum Density determined in
accordance with ASTM 0-1557.
Reviewed by:
UNIVER ENGINEERING SCIENCES, INC.
Ce r i- = Authorization No. 549
cc: 2 - Client
Technician: R.J.
Read, P.E.
Regio - I Manager
Registered Professional Engineer No. 69952
The original of this report was signed and impressed sealed by the above registered engineer in accordance with rule 21 H- 18.11, chapter 471, Florida statute.
This report shall not be reproduced without the written approval of this laboratory.
UNIVERSAL
ENGINEERING SCIENCES, INC.
Consultants in: Geotechnical Engineering •
Environmental Engineering • Construction Materials Testing
• Threshold Inspection • Private Provider Inspection
1818 7t' Avenue North, Unit 1 • Lake Worth, FL 33461 • (561) 540 -6200
Project No. 2110.1200028
Report No. 9490
Date: 08/29/12
IN PLACE DENSITY TESTS
Client Ken Constantino Builders, inc.
221 W. Hibiscus Blvd, #128
Melbourne, Florida 33138
Project: Dr. Keisch Office
9169 Park Drive
Miami Shores, Florida 33138
Area Tested: South side of building garage and hallway
Course: Bottom of footing
Type of Test:
Field: ASTM D-6938
Lab: ASTM D -1557
:.e..,e., +• ago
Depth of Test 12"
Date Tested: 08/22/12
Note: The above test results meet the minimum reported compaction criteria based on the Maximum Density determined in
accordance with ASTM D -1557.
Reviewed by:
UNIVERSAL NGINEERING SCIENCES, INC.
Ce - to ,7 uthorization No. 549
Pe ' G. Read, P.E.
Regional Manager
Registered Professional Engineer No. 69952
cc: 2 - Client
Technician: D.L.
The original of this report was signed and impressed sealed by the above registered engineer in accordance with rule 2114 18.11, chapter 471, Florida statute.
This report shall not be reproduced without the written approval of this laboratory.
Test
No.
Location of Tests
Laboratory
Field
Max
Density
Opt
Moisture
Dry
Density
%
Moisture
% Max
Density
6
7
8
9
South side of building garage pad - east end
South side of building garage pad - west end
Hallway & south entrance next to the garage pad -
south end
Hallway & south entrance next to the garage pad
104.4
104.4
104.4
104.4
9.0
9.0
9.0
9.0
105.3
105.0
106.1
105.3
7.3
8.4
8.0
7.5
100.8
100.5
101.6
100.8
Note: The above test results meet the minimum reported compaction criteria based on the Maximum Density determined in
accordance with ASTM D -1557.
Reviewed by:
UNIVERSAL NGINEERING SCIENCES, INC.
Ce - to ,7 uthorization No. 549
Pe ' G. Read, P.E.
Regional Manager
Registered Professional Engineer No. 69952
cc: 2 - Client
Technician: D.L.
The original of this report was signed and impressed sealed by the above registered engineer in accordance with rule 2114 18.11, chapter 471, Florida statute.
This report shall not be reproduced without the written approval of this laboratory.
UNIVERSAL
ENGINEERING SCIENCES, INC.
Consultants In: Geotechnical Engineering •
Environmental Engineering • Construction Materials Testing
• Threshold Inspection • Private Provider Inspection
1818 7th Avenue North, Unit 1 • Lake Worth, FL 33461 • (561) 540 -6200
Project No. 2110.1200028
Report No. 9421
Date: 08/07/12
IN PLACE DENSITY TESTS
Client: Ken Constantino Builders, Inc.
221 W. Hibiscus Blvd, #128
Melbourne, Florida 33138
Project Dr. Keisch Office
9169 Park Drive
Miami Shores, Florida 33138
Area Tested: Footing (next to electrical and radiology room)
Course: Bottom of footing
Type of Test Field: ASTM D -6938
Lab: ASTM D -1557
Depth of Test: 12"
Date Tested:
07/31/12
FVUI III I I I .JU( I IFJC14.0Miii I I W.1M............ .......
Test
No.
Location of Tests
Laboratory
Field
Max
Density
Opt
Moisture
Dry
Density
%
Moisture
% Max
Density
4
5
Between C -D, Line 1.2
Between B -B.2, line 3.2
104.4
104.4
9.0
9.0
102.9
103.2
10.6
10.1
98.6
98.9
Note: The above test results meet the minimum reported compaction criteria based on the Maximum Density determined in
accordance with ASTM D -1557.
Reviewed by:
UNIVERS ENGINEERING SCIENCES, INC.
Ce 4:•: Authorization No. 549
Peter G. Read, P.E.
Regional Manager
Registered Professional Engineer No. 69952
cc: 2 - Client
Technician: JS
The original of this report was signed and Impressed sealed by the above registered engineer in accordance with rule 21 H- 18.11, chapter 471, Florida statute.
This report shall not be reproduced without the written approval of this laboratory.
UNIVERSAL
ENGINEERING SCIENCES, INC.
Consultants in: Geotechnical Engineering •
Environmental Engineering • Construction Materials Testing
• Threshold Inspection • Private Provider Inspection
1818 7"' Avenue North, Unit 1 • Lake Worth, FL 33461 • (561) 540 -6200
Project No. 2110.1200028
Report No. 9279
Date: 06 /19/12
Client Ken Constantino Builders, Inc.
221 W. Hibiscus Blvd, #128
Melbourne, Florida 33138
Project Dr. Keisch Office
9169 Park Drive
Miami Shores, Florida 33138
Area Tested: Vault foundation pad
Course: Pad
Type of Test:
Field: ASTM D-6938
Lab: ASTM D -1557
• 0Go.
IN PLACE DENSITY TESTS
Depth of Test 12"
Date Tested: 06/14/12
Note: The above test results meet the minimum reported compaction criteria based on the Maximum Density determined in
accordance with ASTM D -1557.
Reviewed b
UNIVER 1 ENGINEERING SCIENCES, INC.
Certi _ //r Authorization No. 549
/if
VP , Read, P.E.
Reg onal Manager
Registered Professional Engineer No. 69952
cc: 2 - Client
Technician: RJ
The original of this report was signed and impressed sealed by the above registered engineer in accordance with rule 21H-18.11, chapter 471, Florida statute.
This report shall not be reproduced without the written approval of this laboratory.
Test
No.
Location of Tests
Laboratory
Field
Max
Density
Opt
Moisture
Dry
Density
%
Moisture
% Max
Density
1
2
3
Grid B & Line 1.5
Grid B.5 & Line 2
Grid C & Line 2.5
104.4
104.4
104.4
9.0
9.0
9.0
101.6
103.0
101.8
7.9
7.3
7.6
97.3
98.7
97.5
Note: The above test results meet the minimum reported compaction criteria based on the Maximum Density determined in
accordance with ASTM D -1557.
Reviewed b
UNIVER 1 ENGINEERING SCIENCES, INC.
Certi _ //r Authorization No. 549
/if
VP , Read, P.E.
Reg onal Manager
Registered Professional Engineer No. 69952
cc: 2 - Client
Technician: RJ
The original of this report was signed and impressed sealed by the above registered engineer in accordance with rule 21H-18.11, chapter 471, Florida statute.
This report shall not be reproduced without the written approval of this laboratory.
Structural
consulting engineers
03-08 -12
Re: Dr. Keisch building renovations
2651 W. Eau Gallo Blvd., Sulte A
Mebourne, FL 32935
tet 321.253.1221
fay 321.253.3123
www.ce9engineettng•cam
The following are response to the comments dated 2 -24-12 for permit 11 -2060
They are numbered in the same fashion as submitted.
Comments from Mr. Bruhn
1) Architect / Contractor to respond.
2) Architect / Contractor to respond.
3) Structural responses are below.
4) Architect to respond.
5) Architect / Contractor to provide signed and sealed copy from Geotechnical Engineer.
6) Architect / Contractor to respond.
7) Revised calculations showing V =146 mph and exposure C are attached and the design pressures are revised
on 55.0 for the this criteria
8) Please see revised plans attached. I have shown the vault foundation on S1.0 as requested and also it is
shown on s4.0
CEGStructural
consulting engineers
2651 W. Eau Game Blvd., Suite A
Melbourne, FL 32935
tel: 321.253.1221
fax: 321 95.3123
www.cegengineering.com
9) Please see revised drawings (Sheet S1.0 foundation schedule and plan and detail 5/S2.1). I have changed the
footing to a cont wall footing and lowered the top of ftg to -1'-4" to eliminate conflict with the lowered
garage slab.
10) Please see the revised drawings (sheet S2.1 and S2.2). I have added vertical #5 reinforcing in the jambs of
each new opening at the filled masonry cells. Per our phone conversation, hooks are not required. I have
attached calculations show no net uplift for your reference.
11) Please see the elevations of each opening on Sheets S2.1 and S2.2. there are reinforced masonry cells at each
jamb (columns) and new structural steel channels that are being used for the beams. I have included the
calculations also for the new steel channel headers. No flexural allowance has been used for the existing
8 "x12" concrete beam. (i.e. I have sized the channels to support all the existing loads.)
12) Per item 10 above and our phone conversation, hooks are not required in this case.
13) Contractor will provide engineered truss package.,
14) Please see the revised drawings (S1.0) . I have indicated the gravity, uplift and connections for each truss.
15) Please see the revised drawings (S5.0). I have revised the live load to 30 psf.
16) Architect / Contractor will provide.
17) See attached calculations by Ed Landers PE.
R) I believe the intent for this code item is to provide lateral support for exterior
wind Ioadsij99% of the concrete roof slab being added is connected to the �ry walls subject rs which
lateral
are connected to Interior masonry ��� a roof members which
my walls. Per our phone conversation I think we a ok with this Item. Please
let me know if there is a specific area you are still concerned with.
Comments from Mtn Ashrof:
1) Please see;respo : e to item 7 of Mr. Bruhn comm -. • above.
2) Please see t .. • nse to item 7 of Mr. Bruhn co
3) i have 4 ;. the Roof live load to 30 psf.
2319•• .2.3 allows the roof it to be
on 3 oi Sheet 55.0 under wood
see the attached, revised
for 20 psf (45 minimum t
ses. For simplicity, I have revs LL= 30
ase see Response to item 7 of , Bruhns comments above.
The CU pressures scheduled - n 55.0 are for V =146 exp C.
6) At the begi1ning of each erial section of notes I pr • the design code used
summarized here: W NDS 2005, Concrete ACI 31; , Masonry ACI 530 -05,
also indicated all w . shall conform to these refer - which are all adopted
for something el p lease clarify with and exam k e. I may not understand what
7) I had prevk . submitted a calculation sh
capacity a aiso a 1 way shear check or
submitta Due to the required th
is negi s blip.. is there something else
8)
However, I believe
is indicated (47 psf total)
each mate i have
AISC LR • 13t edition. I
you are looking
ng for.
ng bearing capacity check with the
e depth of the matt foundation. ( I
of these type vault mats for equipm
r than bearing capacity and shea
PI - seethe attached drawl , -. 8/S3.1) and the attached calcula
nnectorsiand anchors.
Fsc-
psf allowable soil
also included In this
the flexural component
would like to see?
nt shear and tension for the
Jon Lowman
From: Tom Adams <tadams @cegengineering.com>
Sent Thursday, May 10, 2012 12:20 PM
To: Jon Lowman
Cc: mehdiashraf @msn.com
Subject: RE: CC10 -2060 STRUCTURAL COMMENTS
Jon, Medhi,
I can not respond to "seems low" or "not correct ".
At this point the engineer reviewing will need to establish what is "not" correct.
I have provided calculations that are standard for the industry. If the reviewing engineer would like something more
specific then be specific in the responds /request of what he would like to see.
I would be glad to have a conference call with him to review anything he wishes but I am not going to burn an entire day
on a trip with requests that I have already complied with.
I am not in control of the permit submittal process. I can only respond to what is requested.
If the reviewing engineer thinks there is something wrong, then identify it in the calcs I have provided or provide calcs
that indicate otherwise.
Indicating "not approved" or "not complete" gives me nothing to respond to.
What is specifically wrong or would like to be seen.
I will await the responses.
Thomas L. Adams, P.E., SECB
FL #55343, SI # 2053
Principal, Structural Engineer
CEG Structural, LLC.
2651 W Eau Gallie Blvd., Suite A
Melbourne Florida 32935
(321) 253 -1221 ext 24
(321)- 626 -7654 mobile
(321) 253-3123 fax
> <((((2>
From: Jon Lowman [mailto:jlowman @kcbin.com]
Sent: Thursday, May 10, 2012 12:00 PM
To: Tom Adams
Subject: FW: CC10 -2060 STRUCTURAL COMMENTS
Tom,
Attached is all the information we have. The ball is in your court. We were trying to help you set up a meeting with
Mehdi Ashroft and will still assist where we can. We cannot move forward with getting our permit until Mehdi /Norm
signs off on your responses. I received your email about you asking Ken to stop calling you yesterday and forwarded on
your message as requested. We had no information to give you and everyone said that you had to handle it and there
wasn't anything we could do besides try and help set up the meeting. please let us know how you wish to proceed from
here.
Jon
1
From: Viviana Cubillos f mailto: cubillosv Omiamishoresvillage.coml
Sent: Thursday, May 10, 2012 11:38 AM
To: Jon Lowman
Subject: CC10 -2060 STRUCTURAL COMMENTS
Jon,
Attached please find a copy of the comments from Mehdi for the last review. Again, it was incomplete because he wants
to go over the details with the engineer of the project.
If you have any questions please do not hesitate to contact me.
Viviana Cubillos
Administrative Supervisor
Miami Shores Village
Building Upt
Tel: 305.795220 -1
Fax: 305756.8972
From: kmbhC552@ miamishoresvillage.com f mailto: kmbhC552 @miamishoresvillage.coml
Sent: Thursday, May 10, 2012 7:28 AM
To: Viviana Cubillos
Subject: Message from KMbhC552
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Unreinforced Concrete Masonry Design Aids Section 2
Table 2.2.1.2: In -Plane Shear Resistance of Concrete Masonry Shear Wails for Load Combinations Not
Including Wind or Seismic (No Increase in Allowable Stresses)
fm = isoa psi
2-5
WINDO5 v1 -12
Detailed Wind Load Design (Method 2) per ASCE 7-05
Analysis by: Edward A. Landers Company Name: EDWARD A. LANDERS, P.E.
Description: Commercial Building, 9165 Park Drive, Miami Shores, Florida
Structure Type
Building
Basic Wind Speed (V)
146
mph
Struc Category (I, II, Ill, or
II
Exposure (B, C, or D)
C
Struc Nat Frequency (n1)
1
Hz
Slope of Roof
0.3
:12
Slope of Roof (Theta)
1.2
Deg
Type of Roof
Monoslope
Kd (Directonality Factor)
0.85
Eave Height (Eht)
16.00
ft
Ridge Height (RHt)
16.00
ft
Mean Roof Height (Ht)
16.00
ft
Width Perp. To Wind Dir (8
85.00
ft
Width Paral. To Wind Dir (L
96.00
ft
Importance Factor 1
Hurricane Prone Region (V>100 mph)
Table 6-2 Values
9.500
900.000
0.105
1.000
0.650
0.200
500.00
ft
Epsilon =
Zmin =
0.200
15.00
ft
T > of Structure
Hei. ht/Least Horizontal Dim
0.19
Flexible Structure
No
Importance Factor 1
Hurricane Prone Region (V>100 mph)
Table 6-2 Values
9.500
900.000
0.105
1.000
0.650
0.200
500.00
ft
Epsilon =
Zmin =
0.200
15.00
ft
Flo 6-5 Internal Pressure Coefficients for Buildings, Goo!
Condition
�- 38 e � �9 0 ,
. - � . , � . .
_ . a8 ,
1-
.n
Gust1
For rigid structures (Nat req > 1 Hz) use 0.85
0.85
-
it ,
Y
1^' y �r `
w 1 4
0.
... ,. :...4_ . �
-� 3
i� a ` � S. a
I
Zmin
15.00
ft
lzm
Cc * (33/z)410.167
-0.18
0.2281
I 0.18
Lzm
I *(zm/33yEpsilon
427.06
ft
Q
(1/ (1+0.63 *((B +Ht) /Lzm)"0.63))410.5
0.8930
Gust2
0. 925*(( 1 +1.7 *Izm *3.4 *Q) /1 +1.7*3.4 *Izm))
0.8687
-
e.� . ..
"a-,,.;zt
, �, fit.
v.:.�.
Since this is not a flexible structure the lessor of Gust1 or Gust2 are used
0.85
Flo 6-5 Internal Pressure Coefficients for Buildings, Goo!
Condition
Gc I
Max +
Max -
Open Buildings
0.00
0.00
Partially Enclosed Buildings
0.55
-0.55
Enclosed Buildings
0.18
-0.18
Enclosed Buildings
I 0.18
I
-0.18
Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E.
4/28/2012
\'J
Page No.1 of 4
4/28/2012
WINDO5 v1 -12
Detailed Wind Load Design (Method 2) per ASCE 7-05
6.5.12.2.1 Design Wind Pressure - Buildings of All Heights
Elev
0
Kz
Kzt
qz
Ib/ft ^2
Pressure (Ib/f A2)
0.86
Windward Wall*
Leeward Wall
Total
Shear
Moment
+GCpl
-GCpi
+GCpi
-GCpi
+. , i ,
(Kip)
(Kip -ft)
16
0.86
1.00
39.91
19.96
34.33
-23.27
-8.90
3.67
1.84
15
0.85
1.00
39.37
19.59
33.96
-23.27
-8.90
58.32
468.63
Note: 1) Positive forces act toward the face and Negative forces act away from the face.
B
Figure 6-6 - External Pressure Coefficients, Cp
Loads on Main Wind -Force Resisting System (Method 2)
L
0Kh
'a& -
urface
C
2.01 *(Ht /zg)^(2/Alpha)
0.86
Kht
Topographic factor (Fig 6-4)
1.00
Qh
.00256 *(V)A2*1 *Kh *Kht *Kd
39.91
psf
Khcc
Comp & Clad: Table 6-3 Case 1
0.86
Qhcc
.00256*V ^2 *I *Khcc *Kht*Kd
39.91
psf
),• syY''.� -+� �3a.�'�, t fb - ce„= o ti:� A k �
'a& -
urface
C
mdward Wall See Fi, ure 6.5.12.2.1 for Pressures
0.8
Leeward Walls (Wind Dir Normal to 85 ft wall)
Leeward Walls (Wind Dir Normal to 96 ft wall)
Side Walls
-0.47
-0.50
-0.70
-23.27
-24.15
-30.93
-8.90
-9.78
-16.56
Dist from Windward Edge: 0 ft to 32 ft - Max Cp
Dist from Windward Edge: 0 ft to 8 ft - Min Cp
Dist from Windward Edge: 8 ft to 16 ft - Min Cp
Dist from Windward Edge: 16 ft to 32 ft - Min Cp
-0.18
-0.90
-0.90
-0.50
Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E.
-13.29
-37.72
-37.72
-24.15
1.08
-23.35
-23.35
-9.78
Page No. 2 of 4
WINDO5 v1-12
Detailed Wind Load Design (Method 2) per ASCE 7-05
Dist from Windward Edge: > 32 ft -1.30 -51.29 -36.
gra_ 4)r.
Dist from Windward Edge: 0 ft to 32 ft - Max Cp
Dist from Windward Edge: 0 ft to 8 ft - Min Cp
Dist from Windward Edge: 8 ft to 16 ft - Min Cp
Dist from Windward Edge: 18 ft to 32 ft - Min Cp
Dist from Windward Edge: >32 ft
-0.18
-0.90
-0.90
-0.50
-0.30
-13.29
-37.72
-37.72
-24.15
-17.36
1.08
-23.35
-23.35
-9.78
-2.99
Kh =
Kht =
Qh =
Theta =
* Horizontal distance from windward edge
Figure 6-10 - External Pressure Coefficients, GCof
Loads on Main Wind-Force Resisting Systems w/ Ht <= 60 ft
2.01*(Htlzg)A(2/Alpha)
Topographic factor (Fig 6-2)
0.00256*(V)A2*ImpFac*Kh*Kht*Kd
Angle of Roof
0.86
1.00
39.91
1.2 Ms
CIOX
Transverse Direction Longitudinal Direction
Torsional Load Cases
Wind Pressures on Main Wind Force Resisting System
Surface
GCpf
+GCpi
-GCpi
qh
(Psf)
Min P
(Pe)
Max P
(psf)
1
0.40
0.18
-0.18
39.91
8.78
23.15
2
-0.69
0.18
-0.18
39.91
-34.72
-20.36
3
-0.37
0.18
-0.18
39.91
-21.95
-7.58
4
-0.29
0.18
-0.18
39.91
-18.76
-4.39
5
-0.45
0.18
-0.18
39.91
-25.15
-10.78
6
-0.45
0.18
-0.18
39.91
-25.15
-10.78
1E
0.61
0.18
-0.18
39.91
17.16
31.53
2E
-1.07
0.18
-0.18
39.91
-49.89
-35.52
3E
-0.53
0.18
-0.18
39.91
-28.34
-13.97
4E
-0.43
0.18
-0.18
39.91
-24.35
-9.98
* p = qh * (GCpf - GCpi)
Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E.
4/28/2012
Page No. 3 of 4
WINDO5 vl -12
Detailed Wind Load Design (Method 2) per ASCE 7-05
Picture 6 -11 - External Pressure Coefficients, GCp
Loads on Components and Cladding for Buildings w/ Ht <= 60 ft
Theta
Ht
Note: The image shows a Gabled roof, but Fig 6-11 also applies to some monoslope cases
a = 6.4
==> ( 6.40 ft
Double Click on any data entry line to receive a help Screen
Component
width
(ft)
span
(ft)
Area
(ftA2)
Zone
GCp
Wind Press (IblftA2)
Max
Min
Max
Min
UPLIFTS
0.00
TRUSSES
2
10
33.33
1
0.25
-0.95
17.07
-45.01
TRUSSES
2
10
33.33
2
025
-1.43
17.07
-64.42
`TRUSSES
2
10
33.33
3
0.25
-1.91
17.07
-83.46
0.00
0.00
Note: * Enter Zone 1 through 5. or 1H through 3H for overhangs.
4/28/2012
Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E. Page No. 4 of 4
J
I
4
I
7
hores
Illage
uiIdhig Dep rt ent
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
MIA I SHOD' ES VILLAGE
NOTICE TO BUILDING DEPARTMENT
OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER
THE FLORIDA UILDING CODE
I (We) have been retained by CotallOTI►.jo itamimeirS l'to perform special inspector services under
the Florida Building Code at the tat.. (CE 11 Sc4 aricee& project on the below listed structures as of
5(2v/too- (date). I am a registered architect or professional engineer licensed in the State of Florida.
PROCESS NUMBERS:
SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (R4404.6.1.20)
SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' HIGH 2319.17.2.4.2 {R4409.6.17.2.4.2)
X SPECIAL INSPECTOR FOR REINFORCED MASONRY FBC 2122.4 (R4407.5.4)
SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (R4408.5.2)
SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1 (R4404.4.3.1)
SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (R4405.9.121
SPECIAL. INSPECTOR FOR
Note: Only the marked boxes apply.
The following individual(s) employed by this firm or me are authorized representatives to perform inspection "
1, 2.
3. 4.
'Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or
licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional
engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an
architectural education program; successful completion of the NCEES
Fundamental Examination; or registration as building inspector or general contractor.
I, (we) will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection
services.
I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site
for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida
Building Code, must be performed by the County. The Village building inspections must be called for on all mandatory inspections.
Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the
Department. Further, upon completion of the work under each Building Permit I will`submit to the Building Inspector at the time of
final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and
professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in
substantial accordance with the approved plans.
Signed and Sealed EnName /Architec �-
T, 1 PE,
Name �+�
(PRINT)
Address 313Z vkS WA1 1)3i 1 0614414iA ,fit.- 33050
DA E: 3r�''�(2 Phone No. __ CO -314' - 4 3 Cif
Created on 6/1012009
A
STRUCTURAL REVIEW
Permit #11-2060
Comments Dated 3/4/2012, 5/6/2012
Dr. Keisch Office
9165 Park Drive
Miami Shores, Florida
TABLE OF CONTENTS
Description
Edward A.
LANDERS, P E
.
CONSULTING ENGINEERS
Remarks/Referenc
al IA/4f 1:11)2 Aire 7.-Og •
Awn) Protmi
4--rMe-imao
Petersr-P
A/ Orr", evi P4ow..1
C&CC5 Z>27179-cf: ?M.(
Sgta? _
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1, 0 Se.9 A-air-4a Aid ell
35, I ef SIto
S.4 6 eiro Le AI 6
53, .5t. /2a)-(N4 iZA (du
Building Code: Flo da Building Code, 2007 with Current Amendments, 2009
: ASCE 7-05 Wind Load
f 6 Re v--secl Porc.6- Q.4' cf)A. c4-cri
This cover sheet is provided as per Florida Statute 61G15-31.003 in lieu of signing and sealing each individ
sheet. An index of the structural design is attached which is numbered and with the identification an date
drawing.
7850 NW 146TH STREET, SUITE 509 * MIAMI LAKES FL 33016 * (305)823-3
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Building bepar amt '
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STRUCTURAL CRITIQUE SHEET
ET
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Edward A.
LANDERS, P.E.
P.a. 0013398
(305)8233938
CONSULTING ENGINEERS.
...
Pa...t
.c:(4404''re4.4.
WINDO5 v1 -12
Detailed Wind Load Design (Method 2) per ASCE 7-05
Analysis by: Edward A. Landers Company Name: EDWARD A. LANDERS, P.E.
Description: DR. KEISCH OFFICE, 9165 PARK DRIVE, MIAMI SHORES, FLORIDA
uilding
Basic Wind Speed (V)
146
mph •
Struc Category (I, II, Ill, or I
II
Exposure (B, C, or D)
C
Struc Nat Frequency (n1)
1
Hz
Slope of Roof
3.0
:12
Slope of Roof (Theta)
14.0
Deg
Type of Roof
Hipped
Kd (Directonality Factor)
0.85
Eave Height (Eht)
15.00
ft
-Ridge Height (RHt)
20.00
ft
Mean Roof Height (Ht)
17.50
ft
Width Perp. To Wind Dir (B
85.00
ft
Width Paral. To Wind Dir (L
96.00
ft
T, i of Structure
Height/Least Horizontal Dim
Flexible Structure
0.21
No
Lzm
Q
For rigid structures (Nat Fred > 1 Hz) use 0.85
Zmin
Cc * (331z)"0.167
I *(zm/33) ^Epsilon
(1/(1 +0.63 *((B +Ht) /Lzm)"0.63 ) "0.5 ieniklaMD
+.^ ig .. 11:11a,'MSf .� �ii �'
[c Since this is not a flexible structure the lessor of Gustl or Gust2 are used
},•
0.85
15.00
0.2281
427.06
0.8922
0.8683
0.85
ft
ft
Fig 6-5 Internal Pressure Coefficients for Buildings. Gcpi,
Condition
Importance Factor 1
Hurricane Prone Region (1/>100 mph)
Table 6 -2 Values
Alpha =
9.500
0.00
zg =
900.000
-0.55
Enclosed Buildings
0.18
-0.18
Enclosed Buildings I
0.18
-0.18
At =
0.105
Bt =
1.000
Bm =
0.650
Cc =
0.200
I =
500.00
ft
Epsilon =
0.200
Zmin =
15.00
ft
Lzm
Q
For rigid structures (Nat Fred > 1 Hz) use 0.85
Zmin
Cc * (331z)"0.167
I *(zm/33) ^Epsilon
(1/(1 +0.63 *((B +Ht) /Lzm)"0.63 ) "0.5 ieniklaMD
+.^ ig .. 11:11a,'MSf .� �ii �'
[c Since this is not a flexible structure the lessor of Gustl or Gust2 are used
},•
0.85
15.00
0.2281
427.06
0.8922
0.8683
0.85
ft
ft
Fig 6-5 Internal Pressure Coefficients for Buildings. Gcpi,
Condition
Gc l
Max +
Max -
Open Buildings
0.00
0.00
Partially Enclosed Buildings
0.55
-0.55
Enclosed Buildings
0.18
-0.18
Enclosed Buildings I
0.18
-0.18
Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E.
5/20/2012
Page No. 1 of 4
5/20/2012
WINDO5 v1 -12
Detailed Wind Load Design (Method 2) per ASCE 7 -05
6.5.12.2.1 Design Wind Pressure - Buildings of All Heights
Elev
0
Kz
Kzt
qz
Ib/ft ^2
Pressure (Ib/ft ^2)
2.01 *(Htlzg) "(2/Alpha)
Windward Wall*
Leeward Wall
Total '
Shear
Moment
+GCpi
-GCpi
+GCpi
-GCpi
+ /-Gcpi
(Kip)
(Kip -ft)
20
0.90
1.00
41.83
21.13
35.77
-23.71
- 9.07
44.84
9.53
11.91
17.5
0.88
1.00
40.67
20.34
34.98
-23.71
- 9.07
44.05
18.89
35.52
15
0.85
1.00
39.37
19.45
34.10
-23.71
-9.07
43.17
73.92
755.23
Note: 1) Positive forces act toward the face and Negative forces act away from the face.
Figure 6-6 - External Pressure Coefficients, Cp
Loads on Main Wind -Force Resisting System (Method 2)
L
L
Surface
Cp
Windward Wall (See Figure 6.5.12.2.1 for Pressures) I 0.8
Roof Area (sq. ft.)
-
Reduction Factor
Kh
2.01 *(Htlzg) "(2/Alpha)
0.88
Kht
Topographic factor (Fig 6-4)
1.00
Qh
.00256 *(V) "2*I *Kh *Kht *Kd
40.67
psf
Khcc
Comp & Clad: Table 6-3 Case 1
0.88
Qhcc
.00256*V "2 *I *Khcc *Kht *Kd
40.67
psf
Surface
Cp
Windward Wall (See Figure 6.5.12.2.1 for Pressures) I 0.8
Leeward Walls (Wind Dir Normal to 85 ft wall)
Leeward Walls (Wind Dir Normal to 96 ft wall)
Side Walls
-0.47
-0.50
-0.70
-23.71
-24.61
-31.52
-9.07
-9.96
-16.88
r n�
indward - Min Cp
Windward - Max Cp
Leeward Normal to Ridge
-0.54
-0.04
-0.46
Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E.
-25,99
-8.57
-23.22
zit :��
-11.35
6.08
-8.58
Page No. 2 of 4 1
Roof Area (sq. ft.)
-
Reduction Factor
1.00
Leeward Walls (Wind Dir Normal to 85 ft wall)
Leeward Walls (Wind Dir Normal to 96 ft wall)
Side Walls
-0.47
-0.50
-0.70
-23.71
-24.61
-31.52
-9.07
-9.96
-16.88
r n�
indward - Min Cp
Windward - Max Cp
Leeward Normal to Ridge
-0.54
-0.04
-0.46
Developed by Meca Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E.
-25,99
-8.57
-23.22
zit :��
-11.35
6.08
-8.58
Page No. 2 of 4 1
WINDO5 v1 -12
Detailed Wind Load Design (Method 2) per ASCE 7 -05
Overhang Top (Windward) -0.54 -18.67 -18.67
Overhang Top (Leeward) -0.46 -15.90 -15.90
Overhan • Bottom • • I'cable on Windward on! 0.80 26.77 26.77
Dist from Windward Edge: 0 ft to 35 ft - Max Cp
Dist from Windward Edge: 0 ft to 8.75 ft - Min Cp
Dist from Windward Edge: 8.75 ft to 17.5 ft - Min Cp
Dist from Windward Edge: 17.5 ft to 35 ft - Min Cp
Dist from Windward Edge: > 35 ft
-0.18
-0.90
-0.90
-0.50
-0.30
-13.54
-38.44
-38.44
-24.61
-17.69
1.10
-23.79
-23.79
-9.96
-3.05
Kh =
Kht =
Qh =
Theta =
* Horizontal distance from windward edge
Figure 6 -10 - External Pressure Coefficients, GCpf
Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft
2.01 *(Ht/zg)"(2/Alpha)
Topographic factor (Fig 6-2)
0.00256 *(V)"2 *ImpFac *Kh *Kht*Kd
Angle of Roof
0.88
1.00
= 40.67
14.0 Deg
Transverse Direction Longitudinal Direction
Torsionid Load Cases
Wind Pressures on Main Wind Force Resisting System
Surface
GCpf
+GCpi
-GCpi
qh
(Ps
Min P
(ice)
Max P
(isfl
1
0.48
0.18
-0.18
40.67
12.12
26.76
2
-0.69
0.18
-0.18
40.67
-35.39
-20.74
3
-0.44
0.18
-0.18
40.67
-25.05
-10.41
4
-0.37
0.18
-0.18
40.67
-22.53
-7.89
5
-0.45
0.18
-0.18
40.67
-25.62
-10.98
6
-0.45
0.18
-0.18
40.67
-25.62
-10.98
1E
0.72
0.18
-0.18
40.67
22.13
36.77
2E
-1.07
0.18
-0.18
40.67
-50.84
-36.20
3E
-0.63
0.18
-0.18
40.67
-32.78
-18.14
4E
-0.56
0.18
-0.18
40.67
-29.94
-15.29
Developed by Meca Enterprises, Inc. Copyright zoos EDWARD A. LANDERS, P.E.
5/20/2012
Page No. 3 of 4
WINDO5 v1 -12
Detailed Wind Load Design (Method 2) per ASCE 7-05
* p = qh * (GCpf - GCpi)
Figure 6 -11 - External Pressure Coefficients, GCp
Loads on Components and Cladding for Buildings w/ Ht <= 60 ft
a= 7 =_>
a
Hipped Roof
7 < Theta <= 27
I 7.00 ft
Double Click on any data entry line to receive a help Screen
5/20/2012
Component
Width
(ft)
Span
(ft)
Area
(ft" 2)
Zone
GCp
Wind Press (1b/f A2)
Max
Min
Max
Min
UPLIFTS
0.00
TRUSSES
2
7.5
18.75
1
0.45
-0.87
25.44
-42.82
TRUSSES
2
7.5
18.75
2
0.45
-1.56
25.44
-70.91
TRUSSES
2
7.5
18.75
3
0.45
-1.56
25.44
-70.91
0.00
'WINDOWS
0.00
A
8.83
2
17.66
4
0.96
- 1.06
46.22
-50.29
A
8.83
2
17.66
5
0.96
- 1.31
46.22
-60.72
B
4.41
2
8.82
4
1.00
-1.10
47.99
-52.06
DOORS
0.00
1
3
7
21.00
4
0.94
- 1.04
45.68
-49.75
2
3
7
21.00
4
0.94
-1.04
45.68
.49.75
3
3
7
21.00
4
0.94
-1.04
45.68
-49.75
6
3
6.67
20.01
4
0.95
-1.05
45.83
-49.90
9
16
7
112.00
4
0.81
-0.91
40.46
-44.53
15
3
7
21.00
4
0.94
-1.04
45.68
-49.75
0.00
Note: * Enter Zone 1 through 5, or 1H through 3H for overhangs.
Developed by Meta Enterprises, Inc. Copyright 2006 EDWARD A. LANDERS, P.E.
Page No. 4 of 4
rfaiffiort
Z�l
taw
i
Aec
irr
2
I
C-;
PRE -EG. TIMBER
TRUSSES @ 24 ".O.C.
PLYWOOD ROOF
SHEATHING SEE PLAN
TRUSS CONN,
SEE PLAN.
145 CONT.
TYP AT TOP OF WALL
2X6 LEDGER CONT W/
(1 )-3/4" DIA EPDXY ANCHOR
AT 24° O.C.
2X SUB FASCIA W/
2 -16d NAILS PER TRUSS.
SOFFIT SYSTEM,
SEE ARCH. DWGS.
8 ".CMU )OVEEWALL
W/ #5 AT 24° O.C. (GROUT WALL SOUD)
(DRILL AND EPDXY DOWELS 6" INTO
VAULT ROOF)
D B ' (OR PLYWOOD)
ATTA ED 0 STUDS
Wf#I i S� T6°O.C.
G. TIMBER
TRU SES @ 24" O.0
TO TCH EXISTING
PRO ILES, FIELD MEASURE
TO FABRICATION
SIMPSON HU26,
EACH TRUSS
7 -10"
FIELD VERIFY
MATCH EXISTING
0
U)
/4-424
SIMPSON
StrongTie
•
Eli These products are available with additional corrosion protection. Additional products on These products are approved for installation with the Strong Drive SD Structu
this page may also be available with this option, check with Simpson Strong -Tie for details. r Connector screw. See page 30 for the correct substitution and SD screw size.
t
20 6% MCI 8-10d 8-16d
Lus210 18 1131 I 8 -lod —
LU210 20 10F ®11E11 10 -10d 10 -i6d
U210 16 ©L.' 10-10d 10 -16d
LUC21OZ 18 W 3! 10 -10d 10 -16d
HU210 mME1111ZI — 8 -16d
HUS210 16 Ea 9 MCI — 30-16d
EU EWE
OM= inaligraal
LUS28 -3 18I
LUS2i0 -3 18 SO 81/ie ©EI
U210 -3 16 11531101111111121 14 -10d 14 -16d
HU210 3/ mi1ai®01 — 14 -16d
HUC210 -3 14 834e DI. — 18 -16d
HHUS210 -3 14 4 "tie 9 ©Q — 30 -16d
HGUS210 -3 ®4'�e 9'/e
In= — 46 -16d
74
See footnotes on page 76.
CODES: See page 20 for Code Reference Key Ch. V
SIMPSON
TP4 /11.11P5/A34/A35 Framing Angles & Plates
larger LTP5 spans subfloor at the top of the blocking •
or rim joist. The embossments enhance performance and the
min/max nailing option allows for design flexibility.
The LTP4 Lateral Tie Plate transfers shear forces for top
plate - to-rim joist or blocking connections. Nail holes are
spaced to prevent wood splitting for single and double top
plate applications. May be installed over plywood sheathing.
The A35 anchor's exclusive bending slot allows instant,
accurate field bends for all two- and three -way ties. Balanced,
completely reversible design permits the A35 to secure a
•
great variety of connections.
MATERIAL LTP4/LTP5 -20 gauge; all others -18 gauge
FINISH: Galvanized. Some products available In stainless steel
or MAX. coating; see Corrosion Information, page 18-19.
INSTALLATION: • Use all specified fasteners. See General Notes.
• A35 —Bend one time only.
CODES: See page 20 for Code Reference Key Chart.
These products are available with additional corrosion protection.
Additional products on this page details.
xdtir this
option, check with Shnpson Strong' SD Structural-
Corrector products Sege � �for�e correct substitutio Strong-Drive screws.
trmi ie`°
LTP5
Joists to Plate
with A Leg Inside
Studs to Plate
with B Leg Outside
Joists to Beams
Ceiling Joists to Beam
y1. Allowable loads are for one anchor. When anchors are installed on each side of the joist,
a. the minimum joist tidclatess Is 3'.
2. Roof loads Ire 125% of floor loads unless limited by other criteria.
3. Some illustrations show connections that could cause cross -grain tension or bending
of the wood during loading if not reinforced sufficiently. In this case, mechanical
reinforcement should be considered.
4. 0 bed �, over over structural and achieve 0.64 of th�istedload. ad achieve mons
will achieve 100% load.
5. The LTP5 may be installed over structural sheathing up to W thick using Sdxll nails
with no reduction in load.
6. Connectors are required on both sides to achieve F2 loads In both directions.
7. NAiLS: 6dxt% =0.131' dla.x1're long.
See page 24-25 for other nail sizes and information.
Chimney Framing
LTP4 Installed over
Plywood Sheathing
LTP4 attaching
Top Plates to
Rim Joist
0
LTP5 Installed over Plywood Sheaf"— 1
'Pe/6-5
B�/
Afir
•
7A 2
t
Qi
//-boPe.
Alrv//eZAC4$
•
4.2.7 HIT -RE 500 Epoxy Adhesive Anchoring system
Allowable Steel Strength for Carbon Steel & Stainless Steel HAS Rods1
Rod
Diameter
in.
mm
3/8
(9.5)
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
7/8
(22.2)
1
(25.4)
1=1/4
(31.8)
HAS-E Standard
IS0 898 Class 5.8
Tensile
Ib luJ
2640
(11.7)
4700
(20.9)
Shear
Ib t..►1
1360
(6.0)
2420
(10.8)
3780
(16.9
14385
(64.0)
18790
(83.6)
29360
(130.6)
9680
(43.0)
15125
(67.3)
HAS Super
ASTM A 193 B7
Tensile
Ib I,i 1
4555
(20.3)
8100
(36.0)
12655
(56.3)
Shear
Ib
2345
(10.4)
4170
(18.5)
HAS SS
6 SS
Tensile 304J� Shear
lb lam.►) Ib
3045 1875
(8.3)
(16.2)
6520
(29.0)
6480
(28.8)
10125
0)
3335
(14.8)
5215
(23.2)
18225
(81.1)
24805
(110.3)
32400
(144.1)
50620
(225.2)
1 Steel strength as defined In AISC Manual of Steel Constmction (ASP:
Tensile = 0.33 x Fa x Nominal Area
• Shear = 0.17 x Fn x Nominal Area
9390
(41.8).
12780
(56.9)
16690
(74.2)
26080
(116.0)
Ultimate Steel Strength for Carbon Steel & Stainless Steel HAS Rods1
1/2
(12.7)
5/8
(15.9)
3/4
(19.1)
1
(25.4)
1 =1/4
(31.8)
HAS-E Standard
1S0 898 Class 5.8
Yield Shear
lb (kN) lb (kN) . .
4495 6005 3605 8135 10350
(20.0) (26.7) (16.0) (36.2). (43.4)
8230 10675 6405 14900 18405
(36.6) (47.5) (28.5) (66.3) (79.0)
13110 16680 10010 23730 28760
(58.3) (74.2) (44.5) (105.6) (125.7)
19400 24020 14415 3510 41420
(86.3) (106.9) (64.1) . (156.2) (185.7)
26780 32695 19620 48480
(119.1) (145.4) (87.3) . (215.7)
35130 42705 25625 63600
(156.3). (190.0) (114.0) (282.9)
56210 . 66730 40035 101755
(250.0) (296.8) (178.1) (452.6)
12390
• (55.1)
16865
(75.0)
HAS Super.
ASTM A193 B7
Yield Tensile
Ib (kN) lb (kN)
1 Steel strength as defined in RISC Manual of Steel Construction 2nd Ed (LRFD):
Yield = FrxTensile Stress Area
Tensile = 0.75 x Fn x Nominal Area
Shear = 0.45 x Fn x Nominal Area
56370
(256.9)
73630
(337.0)
115050
(511.8)
22030
(98.0).
34425
(153.1)
6385
(28.4)
8690
(38.6)
11350
(50.5)
17735
(78.9)
6210
(27.6)
11040
(49.1)
17260
(76.8)
24850
(110.5)
33825
(150.6)
44 80
(196.5)
69030
(307.1)
HAS SS
AIS1304/316 SS
Tensile
Ib (Ids
5035 8280
(22.4) . (36.8)
9225 14720
(41.0) (65.5)
14690 23010
(65.3) . (102.4)
15050 28165
(66.9) (125.3)
20775 38335
(92.4) (170.5)
27255
(121.2) (222.7)
43610
(194.0)
.o, . onnst7a�tnM I wvvw,uahittlaom 1 en espafiol 1-80U- 879 -5�0 I HUH (Cana 1-�
I www.htni ca I Product''
Adhesive Anchoring Systems
HIT-RE 500 Epoxy Adhesive Anchoring System 4.2.7
-IIT RE 500 Allowable and Ultimate Bond/Concrete Capacity for HAS Rods in Normal Weight Concrete1,2,3,4
Anchor
Diameter
In (mm)
HIT-RE 500 Allowable Bond/Concrete Capacity
HIT-RE 500 Ilitimate Bond/Concrete Capacity
Embedment
. Depth
In (mm)
Tensile
Shear
Tensile
Shear
f ii, = 2000 psi
(13.8 MPa)
lb (kN)
ft.= 4000 psi
(27.6 MPa)
lb (kN)
f e= 2000 psi
(13.8 MPa)
lb (kM
f',= 4000 psi
(27.6 MPa)
lb (kN)
f'a= 2000 psi
(13.8 MPa)
lb (kN)
V.= 4000 psi
(27.6 MPa)
lb (kN)
tic= 2000 psi
(13.8 MPa)
lb (kN)
f o= 4000 psi
(27.6 MPa)
lb (kN).
1 -3/4
645
1095
1510
2135
2580
4370
4530
6405
(44)
(2.9)
(4.9)
(6.7)
(9.5)
(11.5)
(19.4)
(20.2)
(28.4)
3/8
3-3/8
2190
2585
3155
4460
8760
10345
9460
13380
(9.5)
(86)
(9.7)
(11.5)
(14.0)
(19.8)
(39.0)
(46.0)
(42.1)
(59.5)
4-1/2
2420
2585
4855
6860
9685
10335
14560
20580
(114)
(10.8)
(11.5)
(21.6)
(30.5)
(43.1)
(46.0)
(64.8)
(91.5)
2 -1/4
1130
1965
2510
3550
4530
7860
7525
10640
(57).
(5.0)
(8.7)
(11.2)
(15.8)
(20.2)
(35.0)
(33.4)
(47.3)
1/2
4-1/2
4045
5275
5610
7935'
16185
21095
16820
23800
(12.7)
(114)
(18.0)
(23.5)
(25.0)
(35.3)
(72.0)
(93.8)
(74.8)
(105.9)
6
4775
5380
8635
12210
19095
21520
25900
36620
(152)
(21.2)
(23.9)
(38.4)
(54.3)
(84.9)
(95.7)
(115.2)
(162.9)
2 -7/8
1690
3045
5245
7420
6770
12175
15735
22250
(73)
(7.5)
(13.5)
(23.3)
(33.0)
(30.1)
(54.2)
(70.0)
(99.0)
5/8
5-5/8
6560
7355
8760
12395
26240
29420
26280
37180
(15.9)
(143)
(29.2)
(32.7)
(39.0)
(55.1)
(116.7)
(130.9)
(116.9)
(165.4)
7 -1/2
7320
7515
13615
19080
29290
30060
40840
57240
(190)
(32.6)
(33.4)
(60.6)
(84.9)
(130.3)
(133.7)
(180.1)
(254.6)
3-3/8
2310
4515
7335
10370
9250
18065
22000
31108
(86)
(10.
(20.1
(32.6)
(46.1)
(41.1)
(80.4)
(97.9)
(138.4)
3/4
6-3/4
8670
17840
34685'
43020
37840
53520
(19.1)
(172)
(38..
,,Q4:,
(56.1
(79.4)
(154.3)
(191.4)
(168.3)
(238.1)
9
10385
12995
9430
27470
41535
51985
58280
82400
(229)
(46.2)
(57.8)
' •
(86.4)
(122.2)
(184.8)
(231.3)
(259.2)
(366.5)
4
3005
5665
7795
11020
12030
22670
23375
33050
(101)
(13.4)
(25.2)
(34.7)
(49.0)
(53.5)
(100.8)
(104.0)
(147.0)
7/8
7 -7/8
12495
15875
17175
24290
49975
63495
51520
72860
(22.2)
(200)
(55.6)
(70.6)
(76.4)
(108.0)
(222.3)
(282.5)
(229.2)
(324.1)
10-1/2
14705
16185
.
26440
37390
58820
64730
79320
112160
(267)
(65.4)
(72.0)
• (117.6)
•
(1663)
(261.7)
(287.9)
(352.8)
(498.9)
4 -1/2
3945
8440:
10035
14190
15790
33765
30104
42565
(114)
(17.5)
(37.5)
(44.6)
(63.1)
(70.2)
(150.2)
(133.9)
(189.4)
, 1
9
13845
17365
22435
31720
55380
69465
67300
95160
(25.4)
(229)
(61.6)
(77.2)
(99.8) .
(141.1)
(246.4)
(309.0)
(299.4)
(423.3)
12
17935
17935
34535
48830
71740
71740
103600
146480
(305)
(79.8)
'
(79.8)
(153.6)
(217.2)
(319.1)
(319.1)
(460:8)
(651.6).
5-5/8
5760
12815
14760
20870
23045
51270
44280
62610
(143)
(25.6)
(57.0)
(65.7)
(92.8)
(102.5)
(228.1)
(196.9)
(278.5)
1 -1/4
11 -1/4
24610
31620
35050
49570
98430
126480
105140
148710
(31.8)
(286)
(109.5)
(140.7)
(155.9)
(220.5)
(437.9)
(562.6)
(467.7)
(66t4)
15
34130
35270
53960
76300
136525
141090
161880
228900
(381)
(151.8)
(156.9)
(240.0)
(339.4)
(607.3)
(627.6)
(720.1)
(1018.2)
1 influence fasters for spacing and/or edge distance are applied to concrete/bond values above, and then compared to the steel value. The lesser of the values is tO ce used for
the design.
2 Average ultimate concrete shear capacity based on Concrete Capacity Design (CCD) method for standard and deep embedment and based on testing for shallow embedment
3 AU values based on holes drilled with carbide bit and cleaned with brush per manufacturer's instructions. Ultimate tensile concrete/bond loads represent the average values
obtainer! In testing.
4 For underwater applications up to 165 feet/50m depth reduce the tabulated concrete/bond values 30% to account for reduced mechanical properties of saturated concrete.
Hifti. Inc. (US) 1-800-879-8000 1 ww.w.us.hUd.com 1 en espattol 1-800- 879 -51O 1 Hutt (Canada) Corp. 1-800- I www.htltl.ca 1 Product Technical Guide 2008 285
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Old
rp, 7rphtt
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11-1c
" • NCRETE SLAB W/
AT 12" O.C. EW. BOTT.
OP OF CONCRETE TO MATCH
TOP OF EXISTING ROOF DOUBLE TEES
L6X4X83" CONT.
3@12
3116
L6X6X " CONT.
W/ i DIA A307
THRU BOLTS
AT 24" O.C.
CUT TEE SUCH THAT L6X4
LEG TOUCHES EXISTING
STEM OF TEE
EXISTING 8X12 CONCRETE
TIE BEAM, CONT.
I I
i � i
J17J11'II
VAULT WALLS,
SEE PLAN
REMOVE EXISTING CMU
WALL AND ROOF TEES
•
.EXISTING MASONRY WALL
t
a
!7
oto
? ;it
wA
: Wire
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Structural (S) Stud Section Properties
8005137 -331 0.0346
8005137.43 0.0451
800$137 -54 0.0566
8005137 -68 0.0713
8005137 - -97 0.1017
0.388 1.32 3.198' 0.799 2.873 $.073 0.435
0.503 1.71 4.134 1.033 2.866 0.093 0.430
0.627 2.13 5.110 1.277 2.855 0.112 0.423
0.782 2.86 6.303 1.576 2.839 0.134 0.414
1.093 3.72 8.597 2.149 2.805 0.169 0.394
3.198 0.663. 13.10 455 4.335.
4.134 1.033 20.42. 1008 4.000
5.110 1.277 28.89 2006 4.000 5.110 1.249 37.38 2006 4.032
6.303 1.576 36.74 4048 4.000 8.303 1.573 64.40 4048 4.003
8.597 2.149 53.09 9037 4.000 8.597 2.149 78.22 11124 4.000
0.155 0.948 -0.709 2.991 0.944
0.341 1202 -0.700 2.981. 0.945
0.670 1.460 -0.691 2.967 0.946
1.325 1.762 -0.880 2.948 0.947
'3.767 2.295 -0.658 2.908 0.949
;Y �1 0.0346
8005200.43 0.0451
8006200 -54 0.
8008200 -88 0.0713
8005200.97 0.1017
0.448 1.52 4.096 1.024 3.023 ' 0.712
0.582 1.98 £302 1.325 3.018 0.292 0.708
0.726 2.47 6.573 1.643 3.009 0.357 0.701
0.907 3.09 8.140 2.035 2.996 0.435 0.692
1.271 4.32 11203 2.801 2.969 0.576 y
4.096' 0.812 16.04 455 4.410
5.302 1.293 25.54 1 008 4.038
8.573 1.643 35.75 2006 4.000
8.140 2.035 45.29 4048 4.000
11,243 2.801 65.12 9007 4.000
0.179 2.945 -1.306 3.369 0.850
0.395 3.763 -1295 3.359 0.851
0.775 4.612 -1.286 3.346 0.852
1.537 5.631 - 1275 3.329 0.853
4.381 7.524 4253 3.292 0
0.627 2.13 8.025 1.605 3.577 0.168 0.518
0.783 2.66 9.950 1.990 3.565 0204 0.511
0.978 3.33 12.325 2.465 3.550 0248 0.502
1.372 4.67 16.967 3.393 3.516 0.320
0.717 2.44 10.203 2.041 3.771 0.531 0.860
0.898 3.05 12.677 2.535 £762 0.653 0.854
1.121 3.81 15.751 3.150 3.749 0.789 0.844
1 5.36 21.827 4.365 3.722. 1.072 0.825
10203 1.617 31.95 802
12.877 2.277 44.99 1593 5213
15.751 3.054 80.34. 3209 5.060
21 4.356 98.40 9037 5.004
12.860 1.879 58.26 1593 5.635
15.751 2.670 79.94 3209 5.317
21.827 4.181 140.63 9461 5.082
0.488 10.404 -1.535 4.161 0.864
0.957 12.805. -1425 4.148 0.865
1.899 15.726 -1,514 4.130 0.866
21.268 -1.49 4
12005200541 0.0566
12048 0.0713
12097 0.1017
0.960 324 17.662 2.944 4.306 0.393 0.643
1.192 4.06 21.947 3.658 4291 0.478 0.634
1.677 5.71 30.417 5.069 4.258 0...‘ 5
1 .017 .11.462 -1.047 4.478 0.945
2.020 14.038 -1.038 4.459 0.948
5.783 18.876 -1.014 4.420 0.947
Web - height to thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads
See Section Properties Table Notes on page 6.
8
D ALE /INCDR
www.datincor.com
Weld and Fastener Tables
Suggested design loads
Steel
• Thickness
(Gauge).
for screw connections (pounds)
No. 12-14 d = 0.209
Shear or
Bearing
12
14
557
NQ 10-16 d- 0.183"
Shear or
Pullout Bearing
280 783
196
16
394
156 370
18
280
124 263
20
188
95 177
d = 0.161 No. 6 5-12
of Loath
Pullout
246
173
137
109
84
675`
474 .. ;�
344
Pullout
213
Shear or
Bearing
568
149
398
118
315 .
244
164
94
72
224
151
179
125
100
79
61
NOTES: 1. Design values are based on CCFSS Techn cal Bulletin Vol. 2, No.1 which outlines the proposed AISI specification provisions for screw connections.
2. Minimum screw spacing and distance from edge shall not be less than 3 d.
3. When connecting materials of different gage, use loads shown for the lighter gage.
4. Screw capabilities are based on a minimum connected material strength of Fy = 33.000 PSI.
Suggested design loads for Powder driven fasteners in concrete
TABLE A
TABLE B
Suggested capacity in stone aggregate concrete_(pounds)
suggested bearing capacity when used to connect gage thickness
steel (pounds)
NOTES: 1. Values listed may be increased by 1/3 for wind or seismic loading (check
codes for application).
2. Welds may be positioned so they are subject to either shear or tensile stress.
3. When joining materials of different gage, use loads shown for the lighter gage.
4. Rare-bevel groove welds are welds that occur between the outside radius of
one member and the flat of an adjacent member radius of one member and
the flat of an adjacent member:
Minimum Fastener Minimum
Spacing' =I1_ t!_ 2 Dishy
Edge
Concrete.Compression
Hot Rolled Steel Thickness
Steel Thickness
Shank
Minimum
Type of
Strength (P 51)
Shank
Gage/Mil
Diameter
Penetration
Loading
2000
3000
4000
.Diameter
. 16/54
18/43
20/33
0.145" •
1 -1/4"
Pullout
125
155
185
0.145"
-
-
-
'
Shear
180
220
260
210
-
-
198
0.177"
t- 7/16"
Pullout
150
205
275.
0.177"
-
-
-
321
321
Shear
250
.285
330
20
-
321
241
0.205"
1 -1/4"
Pullout
221)
280.
345
0.205"
-
-
-
• S -hear
390
445
500, •
465
.372
279
NOTES: 1. Capacities shown are for stone aggregate concrete and are based on a low velocity shot.
2. Minimum fastener spacing - 4 "; minimum fastener edge distance - 3 ".
3. Shear values are per Hilti ICBO Research Report #2388.
4. Bearing capacity is based on Bearing Area x 1.15 x 33,000 psi. Allowable bearing capacity
per Section 4.5.6 of the 1996 A.I.S.I. "Specification for the Design of Cold Formed Steel
Structural Members."
5. Pullout values per DALE/INCOR recommendations.
Suggested design loads in pull -out or shear for Powder driven fasteners in structural steel (pounds)
Cold
Rolled
Steel
Gage
,- 01: 45'Shank Diameter
01.7 Diameter
• 0.205" Shank Diameter
NOTES: 1. Values listed may be increased by 1/3 for wind or seismic loading (check
codes for application).
2. Welds may be positioned so they are subject to either shear or tensile stress.
3. When joining materials of different gage, use loads shown for the lighter gage.
4. Rare-bevel groove welds are welds that occur between the outside radius of
one member and the flat of an adjacent member radius of one member and
the flat of an adjacent member:
Minimum Fastener Minimum
Spacing' =I1_ t!_ 2 Dishy
Edge
Hot Roiled Steel Thickness
Hot Rolled Steel Thickness
Hot Rolled Steal Thickness
1/4"
3/8"
1/2"
114"
3/8"
1/2"
1/4"
3/8"
1/2"
-°�o��
12
210
210
210
335
395
395.
485
525
660
,' //., /1grili' "I' //
I
16
210
210
210
335
395
395
465
465
465
18
210
210.
210
321
321
321
372
372
372
,
20
197
197
197
• 241
241
241
279
279
279
: 1. Tests were conducted with the fastener point driven completely through the back side of the hot rolled steel member. This was necessary to
obtain proper gripping force.
2. Bearing strength is based on Bearing Area x 1.15 x 33,000 psi for cold formed steel.
3. Shear values are per Hilti ICBO Research Report #2388.
Suggested design loads for fillet and flare -bevel groove welds
Steel
GagelM it
Design Thickness
(Inches)
Weld Size
(inches)
Allowable Load
Ob./in.)
NOTES: 1. Values listed may be increased by 1/3 for wind or seismic loading (check
codes for application).
2. Welds may be positioned so they are subject to either shear or tensile stress.
3. When joining materials of different gage, use loads shown for the lighter gage.
4. Rare-bevel groove welds are welds that occur between the outside radius of
one member and the flat of an adjacent member radius of one member and
the flat of an adjacent member:
12/97
.1017
5/32
1373
14/68
.0713
1/8
963
16/54
.0566
1/8
764
18/43.
.0451
1/8
609
Technical Assistance - Welding
A wire feed type welder is recommended for fastest and most uniform welding in the shop. Good welds are also obtained with
a 3/32" or 1/8" AWS type 6013 or 7014 rod with a welding heat of 60-110 amperes depending on the gage of material and the
fit of the parts.
17
ger
F
41
,2-
•
/E�
.. •
•,•
psF
•
•
• AA .730417-
.11.11.•
.........
...
•• • .....
.............
414,444)
z
64; El° 61:
A-r.11/A-L
•
•
* '
. . .... .
•
/1 1104' A #- -
3
x
s
r
413-9/7-4-
47.
Gravity Beam Design , Iv
RAM SBeam v3.0
Licensed to: Adams Engineering - FL 10/26/11 08:51:24
STEEL CODE: AISC LRFD
SPAN INFORMATION (ft): I End (0.00,0.00) .1-End (16.00,0.00)
Beam Size (User Selected) = C12X20.7 Fy = 50.0 ksi
Total Beam Length. (ft) = 16.00
Mp (kip -ft) = 106.67
Top flange braced by decking.
LINE LOADS (k/ft):
Load. Dist (ft) DL LL
1 0.000 0.021 0.000
16.000 0.021 0.000
2 0.000 0.825 0.225
16.000 0.825 0.225
SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 11.00 kips . 0.90Vn = 9137 kips
MOMENTS (Ultimate):
Span Cond LoadCombo Mu @ Lb Cb Phi . Phi *Mn
kip-ft ft . ft kip-ft
Center Max + 1.2DL +1.6LL 44.0 8.0 0.0 1.00 0.90 96.00
Controlling I.2DL +1.6LL 44.0 8.0 0.0 1.00 0.90 96.00
REACTIONS (kips):
Left Right
DL reaction . 6.77 6.77
Max +LL reaction 1.80 1.80
Max +total reaction (factored) 11.00 11.00
DEFLECTIONS:
Dead load (in)
Live load (in)
Net Total load (in)
at 8.00 ft = , - 0333 L/D = 576
at 8.00 ft = -0.089 L/D = 2165
at 8.00 ft = -0.422 L/D = 455
........
...
. ..
— 1' ›czc 2,4 -(11>
frit-
ts7 01/6
G- 23
Miro
fozi,!wf-4-11.ito-- 7-
Edward A.
ANDERS, RE.
CONSULTING ENGINEERS
a
• •14.4. #038398 ;
4r...■11•OMMINIMOCIMIONIIIMMall
63144 rc
• (3o5i32-3-4938
CONSTRUCTION
ENGINEERING
GROUP
consulting engineers
2651 w. eau gallie blvd., suite a
melbourne, fl 32935
tel. 321.253.1221
fax. 321.253.3123
www.cegengineering.com
license #0008097
PROJECT kkrealq
PROJECT No. 2 ewe6 9
DATE 3-0' CZ PAGE __ OF
ENGINEER 7-4-
/
Project Name: Dr Keisch Vault
ot3ir/Ain/
Location: 9165 Park drive, Miami Shores
By: TA
Start Date: 8/29/2011
Comments:
..\DR KEISCH\ STRUCTURAUwind146.wJs
FL
4-mv.,
eel/HP/
77-iav e4-teivt4)/7,,,
Gv /a -t..f pi"/4s
Tom' i 4ea •
Pd*6 z
Dr Keisch Vault
March 8, 2012
ASCE7 -05
Local Information
Wind Dir. • • sure
1
2
3
4 C
C "41.2.1"-malumg
Basic Wind Speed: 146 mph `
Topography: None
Optional Factors
This project uses load combinations
from ASCE 7.
WLS4 — [1.11 Copyright ® 2020 SDG, Inc.
5
Dr Keisch Vault
March 8, 2012
Section - Main Section
Enclosure Classification: Enclosed
Building Category: II
Wall
1
2
3
4
Length(ft)
96.0
90.0
96.0
90.0
Overhang(ft)
0.0
0.0
0.0
0.0
Eave Height: 15 ft
Parapet Height: 0 ft
Parapet Enclosure: Solid
Roof Shape: Monoslope
Roof Slope(:12)
A 0.3
WLS4 — [1.1] Copyright © 2020 SDG, Inc.
ASCE7 -05
Top
W2
W1 A W3
W4
W1 F 114
Front
jW3
W4
Right
W2
Page
Dr Keisch Vault
March 8, 2012
Composite Drawing
ASCE7 -05
A 3
4
WLS4 — [1.1] Copyright © 2020 SDG, Inc.
Page 3-ef-5-
I Dr Keisch Vault
March 8, 2012
ASCE7 -05
Components and Cladding Input
Component Description
I Wall/Roof I Surface Label 1 Zone' Span(ft) I Width(ft) IArea(sgft)
10 Wall 1 (All) 3.2 3.2 10.00014
20 Wall 1 (All) 4.5 4.5 19.99968
50 Wall 1 (All) 7.1 7.1 50.
100 Wall 1 (All) 10.0 10.0 100.
10 Roof A (All) 3.2 3.2 10.24
20 Roof A (All) 4.5 4.5 20.25
50 Roof A (All) 7.1 7.1 50.41
100 Roof A (All) 10.0 10.0 100.
WLS4 — [1.1] Copyright © 2020 SDG, Inc.
Page.4ef -5&
I- 116.61
Dr Keisch Vault
Components and Cladding Output
March 8, 201
ASCE7-
•\►
Component Description Surface I Zone I z(ft) I q(psf) I GCp I GCpi I ExtPres(psf) I Net w/ ' GC i (psf) Net w/ -GC�i (psf)
10
20
50
1 4 15.0 39.4 0.90 0.18 35.5
15.0 39.4 -0.99 -39.0
5 15.0 39.4 0.90 35.5
15.0 39.4 -1.26 -49.6
1 4 15.0 39.4 0.85 0.18 33.5
15.0 39.4 -0.94 -37.0
5 15.0 39.4 0.85 33.5
15.0 39.4 -1.16 -45.7
1 4 15.0 39.4 0.79 0.18 31.1
15.0 39.4 -0.88 -34.7
5 15.0 39.4 0.79 31.1
15.0 39.4 -1.04 -41.0
100 1 4 15.0 39.4 0.74 0.18 29.2
15.0 39.4 -0.83 -32.7
5 15.0 39.4 0.74 29.2
15.0 39.4 -0.94 -37.0
10�// A 1
2
3
20
50
15.0 39.4 0.30 0.18 11.8
15.0 39.4 -1.00 -39.4
15.0 39.4 0.30 11.8
15.0 39.4 -1.79 -70.5
15.0 39.4 0.30 11.8
15.0 39.4 -2.78 -109.5
A 1 15.0 39.4 0.27 0.18 10.6
15.0 39.4 -0.97 -38.2
2 15.0 39.4 0.27 10.6
15.0 39.4 -1.59 -62.6
3 15.0 39.4 0.27 10.6
15.0 39.4 -2.28 -89.8
-46.1
28.4
-56.7
26.4
1 -44.11
26.4
24.0
24.0
22.1
22.1
1
4.7
4.7
-77.6
4.7
1
3.5
-45
3.5
3.5
-31.9
42.6
-42.6
-29.9
40.6
-38.6
-27.6
38.2
-33.9
-25.6
36.2
-29.9
118.91
-32.3
18.9
-63.4
18.9
-102.4
17.7
-31.1
17.7
-55.6
17.7
-82.7
A 1 15.0 39.4 0.23 0.18 9.1 2.0 0-8771
15.0 39.4 -0.93 -36.6 1.-43.7 1 -29.5
WLS4 -- [1.1] Copyright © 2020 SDG, Inc.
Page 5-et
ter Keisch Vault
March 8, 2012
ASCE7 -05
Components and Cladding Output
Component Description I Surface I Zone I z(ft) I q(psf) 1 GCp I GCpi I ExtPres(psf) I Net WI +GCpi (psf) I Net w/ -GCpi (psf)
50
A 2 15.0 39.4 0.23 0.18 9.1 2.0 16.2
15.0 39.4 -1.31 -51.6 (31a1 -44.5
3 15.0 39.4 0.23 9.1 2.0 16.2
15.0 39.4 -1.61 -63.4 -70.5 -56.3
100 A 1 15.0 39.4 0.20 0.18 7.9 0.8 15.0
15.0 39.4 -0.90 -35.5 L_ 2 7 -28.4
2 15.0 39.4 0.20 7.9 0.8 15.0
15.0 39.4 -1.10 - 43.3 -50.4 -36.2
3 15.0 39.4 0.20 7.9 0.8 15.0
15.0 39.4 -1.10 -43.3 L.M. _ -36.2
WLS4 - [1.1] Copyright © 2020 SDG, Inc.
Page .8- f-
0 CONSTRUCTION
ENGINEERING
GROUP
consulting engineers
2651 w. eau gallie blvd., suite a
melbourne, fl 32935
tel. 321.253.1221
fax. 321.253.3123
www.cegengineering.com
license #0008097
PROJECT lee7.5e giV1.-r-
PROJECT No.
DATE PAGE _ OF__
ENGINEER
BUILDING CODE COMPLIANCE OFFICE (BCCO)
PRODUCT CONTROL DIVISION
NOTICE OF ACCEPTANCE (NOA)
Nu -Vue Industries, Inc.
1055 E. 29 Street
Hialeah, Florida 33013
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction
materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division
and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas
where allowed by the Authority Having Jurisdiction (AHJ).
This NOA shall not be valid after the expiration date stated below. The Miami Dade County Product Control
Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right
to have this product or material tested for quality assurance purposes. If this product or material fails to
perform in the accepted manner, the manufacturer will incur the -expense of such testing. and the AHJ may
immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA
reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control
Division that this product or material fails to meet the requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building
Code, including the High Velocity Hurricane Zone.
DESCRIPTION: Series NVSNP, NV/NVTH, NVHC, NVSTA and NVHTA Steel Wood Connectors.
APPROVAL DOCUMENT: Drawing No. NU-5, titled "Skewed Nail Plate, NV358 & NV458 with Double
NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty
Anchors with Seat ", sheets 1 through 4 of 4, dated 04/15/04, with last revision dated 07/05/09, prepared by
Nu -Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product
Control revision stamp with the Notice of Acceptance number and expiration date by the Miami. Dade .
County Product Control Division.
MISSILE IMPACT RATING: None
LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and
following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been
no change in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change
in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of
any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to
comply with any section of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed
by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then
it shall be done in its entirety.
INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its
distributors and shall be available for inspection at the job site at the request of the Building Official.
This NOA renews and revises NOA # 04- 0510.03 and consists of this page 1 and evidence page E -1, as well
as approval document mentioned above.
The submitted documentation was reviewed by Carlos M. Utrera, P.E.
MIAMI -DADE COUNTY, FLORIDA
METRO -DADE FLAGLER BUILDING
140 WEST FLAGLER STREET, SUITE 1603
MIAMI, FLORIDA 33130 -1563
(305) 375 -2901 FAX (305) 372 -6339
www.miamidade.Eov/buildingcode
NOA No. 09-0721.05
Expiration Date: December 23, 2014
Approval Date: September 30, 2009
Page 1
Nu-Vue Industries, Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMTirED
A. DRAWINGS
1. Drawing No. NU -5, titled "Skewed. Nail Plate, NV358 & NV458 with Double NVTH
Straps, NVTH/NVTHS Anchors & NVHC Hunicane Clips and NVSTA & NVHTA
Heavy Duty Anchors with Seat ", sheets 1 through 4 of 4, dated 04/15/04, with Iast
revision dated 07/05/09, prepared by Nu -Vue Industries, Inc., signed and sealed by
Vipin N. Tolat, P.E.
B. TESTS "Submitted under NOA # 04- 0510.03"
Test reports on wood connectors per ASTM D
and sealed by C. R. Caudel, P.E.
Report No. Wood Connector
1. PT # 03 -4482 NVSNP3
2. PT # 03 -4625 NVHCL/R
3. PT # 04 -4641 NVSTA -24H
4. PT # 04 -4698 NVTH24
5. PT # 03 -4590 NVTH26/NV458
6. PT # 04 -4642 NVHTA -24H
7. PT # 03 -4543 NVTH2O/NV358
1761 by Product Testing, Inc., signed
Direction
Downward
Up& Sideways
Up& Sideways
Up& Sideways
Sideways
Up& Sideways
Up& Sideways
Date
09/15/03
01/21/04
03/17/04
04/15/04
12/31/03
03/22/04
12/19/03
C. CALCULATIONS
1. Report of Design Capacities, dated 06/30/09, sheets 1 through 12 of 12, prepared,
signed and sealed by Vipin N. Tolat, P.E.
"Submitted under NOA # 04- 0510.03"
2. Report of Design Capacities dated (W27/04, sheet 1 through 12, prepared,
signed and sealed by Vipin N. Tolat, P.E.
D. QUALITY ASSURANCE
1. Miami Dade Building Code Compliance Office (BCCO).
E -1
6/09
Carlos Utrera, P.E.
Product Control Examiner
NOA No. 09 -0721.05
Expiration Date: December 23, 2014
Approval Date: September 30, 2009
Nn -Vue Industries, Inca
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
E. MATERIAL CERTIFICATIONS
1. None.
F. STATEMENT
1. Statement letter of code conformance, no financial interest and no change of product,
dated 07/08/09, issued, signed and sealed by Vipin N. Tolat, P.E.
G. OTffl'R
1. Notice of Acceptance No. 04- 0510.03, issued to Nu -Vue Industries, Inc., approved on
12/23/04 and expiring on 12/23/09.
E -2
ACV el
C i ; M. Utrera, P.E.
Product Control Examiner
NOA No. 09- 0721.05
Expiration Date: December 23, 2014
Approval Date: September 30, 2009
Kole pattern Is
mirror ap% ��sM the
Holes ale` ea.
TABLE 1
SKEWED NAI
Supported
Truss Top
& bottom
chord
Product
Code
Steel
Gauge
Fastener
Schedule
Allowable Loads (Ibs)
Loch End
Gravity
upgft
NVSNP3
18
(8) 8d x or
594
594
For Uplift. use two NVSNP3, one at top chord and
one at bottom chord of the supporting and supported
Trusses in compliance with section 2321.7 of the FBC.
NVSNP3
Installation
Notes:
1. Use 6 nail holes in each flange.
2. Do not bend nail plate more than once.
3. Supporting member shall be in the acute angle side with other flange behind the
end of supported member (see sketch.)
Genera Notes;
1. Steel shall conform to ASTM A653, structural grade 33 (Min. yield
33 ksl) and a minimum galvanized coating of G 60 per ASTM A525.
2. Allowable loads are based on Latest Editions of National Desing
specifications (NDS) for wood construction and Florida Building Code
(FBC).
3. Design loads are for Southern Pine species with a specific gravity
of 0.55. Allowable loads for other species shall be adjusted
accordingly.
4. Common wire nail values are based on NDS and have been
reduced for Penetration Depth factor.
5. Allowable loads for wind uplift have been increased by a duration
factor of 1.6 for anchors into wood only. Load values shown are,
without 33% steel stress increase.
6. Allowable loads for more than a single connection cannot be
added together. A design load which is divided into components in
the direction given must be evaluated as follows:
Actual Uplift Aqctu l( L Actual L2 1
Allowable Uplift + Allowable L1 + Allowable L2 .0
7. Allowable loads are based on 1X" thick wood members unless
otherwise noted.
8. All tie beams and grouted concrete masonry shall comply with
FBC. Concrete for tie beams and grout and mortar for concrete
masonry shall be a minimum of 2500 psi. Concrete masonry shall
comply with ASTM C90.
9. All tests have been conducted in accordance with ASb 7,41.
saildiso
tbeeem
H,
VWPIN N. TOL&'r, PE (a1VIL)
FL REG. # 18847
18183 LAM N CREEK LANE
HOUSTON, TX 77088
rsrxito
Nu — Vu e Industries, Ina.
1053-1059 East 29 Street
Hialeah. Florida 33018
Phone (30 5) 994 -0397
Fees (305) 694 -0398
SKEWED NAIL PLATE
DWG if:
NU -5
Sheet:
1 of 4
Date: Revisions:
MPm►.15. duly 6, 2009
TABLE 2: NV358 — 14G Double NVTH Straps with 2 ply 18G seat
Assembly
Product
Code
14G Strap
Product
Code
Dimension
H
(inches)
NV358 -12
NV358 -14
NV358 -18
NV358 -20
NV358-22
NV358 -24
NVTH18
12
•NVIH18
14
NVTH2O
18
NVtH24
20
NYTH28
22
NYIH28
24
NV358 -26
NYn130
26
NV358 -32
NYM36
32
NV358 -44
NVIH48
44
Total No.
of Fasteners
in 2 Straps
10d x 3°
Total No.
of Fasteners
in Seat
10d x 3°
Allowable Loads (lbs)
uPlift
LI
L2
8
8
2245
1981
1839
10
8
2525
2208
2088
12
a
2808
2452
2298
14
8
3088
2897
2528
18
8
3387
2942
2758
Notes:
1. Minimum embedment bite concrete 4 °.
2. Naffs awe neeeeary In straps and sect to achieve design loads.
3. See Note 8 (Sheet 1) for combined toad.
4. Nails through chords shall not force the trues plate on the opposite side.
sq � moss
Set amt 1•
Pb 1 4d1a.
Hales Ma.
Ls
Trues plate required
to transfer load to
bottom chord
_ Reinforcements
14 Required
��
L Concrete Tae Beam
'''''—or Tie Beam formed with
C filled
TABLE 3: NV458 — 14G
Double NVTH
Straps with 3 ply 18G seat
Assembly
Product
Code
NV458 -12
NV458-14
NV458 -16
NV458 -20
NV458 -22
NV458 -24
140 Strap
Product
Code
Dimension
H
(inches)
NVIH16
12
NV1H18
14
NVni20
18
NVIH24
20
NV1H28
22
NVRI28
24
NV458 -28
NViH30
28
NV458 -32
NVn138
32
NV458 -44
NVWH48
44
—r
2W
1'
Total No.
of Fasteners
in 2 Straps
10dx3"
Total No.
of Fasteners
In Seat
10d x 3°
Allowable Loads (lbs)
Uplift
1.1
1.2
8
8
2245
2783
2078
10
8
2525
3131
2338
12
8
2808
3479
2597
14
8
3086
3827
2857
18
8
3367
4175
3117
Holes D10.1"
Holes Dia. I"
180 Seat DetaU
NV358 and NV458 wow
MeS1elfad0e
AullthosCod
seseurnalli
jrfCr:Y -,
N
'— V u e Industries. Inc.
1053 -1059 East 29 Street
Hialeah, Florida 33013
Phone (305) 694 -0397
Fan (305) 694 -0398
de
NV358
824613 MTH DOUBLE NVTH STRAPS
DWG /:
NU -6
Sheet:
2 of 4
Date: Revisions:
ePlm, i6, soft July 5, 2009
HURRICAN
Product
Code
Description
Gauge
Fasteners 10d x 1Y6`
Allows
Loads
(1b8
1.2 )
Header
Jost
Uplift
L1
NVHCR
HURRICANE CUP — RIGHT
18
6
6
528
253
333
NVMCL
HURRICANE CUP — LEFT
18
6
8
525
253
333
For Uplift, use two clips, one on each
side to comply with section 2321.7 of
the FBC
TABLE 4
Truss Anchors NVTH and Riveted Truss Anchors with Seat NVTHS
H
Length
(in)
Product
Code
Gauge
seat
Gauge
strap
'No. of Fasteners
in Strap
10dxi.5'
Maximum Allowable Load (Ibe)
Uplift
LI
L2
12
NVIH -16
NViHS .212
18
14
14
NVTH -18
NVTHS 214
18
14
16
NVTH -20
NVTHS 216
18
14
18
NV1H-22
NV1HS 218
18
14
20
NVTH -24
NVTHS 220
18
14
22
NVTH -28
NVTHS 222
18
14
24
NVTH -28
NVTHS 224
18
14
26
32
44
NVTH -30
NVTH -36
NVTti -48
NVTHS 226
NVTHS 232
NVTHS 244
18
18
18
14
14
14
cross— Section
5
1032
560
525
6
• 1222
671
830
7
1275
783
735
1329
783
735
9
1383
783
735
10
1437
783
735
11
1490
783
735
12
1544
783
735
13
1598
783
735
NVTH, NVTHS
Nu—Vue Industries, Inc.
1063 -1058 Seat 29 Street
Hialeah. Florida 33013
Phone (305) 894 -0397
Fa: 305 884 -0988
NVTH / Imes ANCHORS & NVHC HURRiCANE CLIPS
DWG .>1h
NU -5
Sheet:
3of4
Date:
APRs. 16, 2004
Ravish=
July 5, 8009
TABLE 6
NVSTA —Heavy Duty Anchors with 140 NVTH St
Assembly
Product
Code
14G Strap
Product
Code
Dimension
H
(inches)
Total No.
of Fasteners
in Strap
10d x 1)
. —r—
Total No. of
Fasteners in
20 GA. Seat
10d x tJ "
—•••, . Y'7 ,cvv acua
Allowable Loads (Ibs)
11plft a
Lt a
L2
NVSTA -12H
NV1H18
12
5
8
1308
710
1049
ti
8
1428
780
1144
NVSTA -14H
NVTHt8
14
7
8
1845
823
1239
NVSTA -18H
NVTN20
16
8
8
1884
887
1335
NVSTA -201
NVTH24
20
9
6
1783 :
950
1430
mai
NVSTA -22H
NV1H28
22
IPALI
ilg
�T
•NVSTA -24H
NVTH28
84
A
NVSTA -28H
NVTH30
28
N
lir
.
NVSTA -32H
NV1H38
32
r.
Nolen Ota'��
NVSTA -44H
NVTH48
44
TABLE 7
NVHTA —Heavy Duty Anchors with 14G Double NVTH Straps and 1 ply 200 seat
asembdy Total No.
Product
Cade
of Fasteners
in two Straps
10d x th"
Assembly
'14G Strap
Product
Code
Dimension
H
(inches)
NVHTA -12H
NVTH18
12
NVHTA -14H
NV11118
14
NVHTA -18H
NVTH2O
18
NVHTA -20H
NVTH24
20
NVHTA -22H
NVTH28
22
NMITA -24H
NV11125
24
NVHTA -28H
NVTN30
26
NVHTA -32H
N1MTA -44H
NVTH38
NV1H48
32
44
Total No. of
Fasteners In
20 GA. Seat
10dx1J¢"
Allowable Load (Ibs)
lift
Uplift
LI
e
L2
e
10
8
1772
2078
1050
1450
12
8
1994
2338
1181
1831
14
8
2215
2598
1312
1812
18
e
2437
2858
1444
1994
18
8
2858
3117
1575
2175
Notes:
1. Nails are necessary in straps and seat to achieve, dosing loads.
2. See note 6, sheet 1 for combined loading.
3. Naps through chords shall not force the truss plates.
4. Far general notes. see sheet 1.
5. For higher uplift loads, concrete shall be 3000 psi.
B. Based on min. 2500 psi concrete.
VWPIN N. TOIAT, PE (CIVIL)
FL. REO.g 12849
15123 LANTERN CREEK LANE
HOUSTON, TX 77088
La
20 OA. Seat
Nu — Vu e Industries, Inc.
1058 -1059 Beet 29 Street
Hialeah, "'Wide 33018
Phone: 075 894-0297
fi 894-0898
NVBTA k NVHTA HEAVY DUTY ANCHORS WITH SEAT
DWG 0:
NU -5
Sheet:
4 of 4
Date: Revisions:
e»m.18, 2004 July 5, 2009
t APR 3 0 21112 11:'i
9165 PARK DRIVE
MIAMI SHORES, FLORIDA
SUBSURFACE EXPLORATION
REPORT FOR VAULTS
STRUCTURE
March 23, 2011
M. HAJJAR & ASSOCIATES, INC.
45 Valencia Ave, Coral Gables, Florida 33134.
Ph: 305.445.2399 Fax: 305.445.2219
March 23rd, 2011
9165 Park Drive
Miami Shores, Florida
Subject: Subsurface Exploration Report for Vaults Structure.
Gentlemen:
We transmit herewith our report on the completed subsurface soil exploration for
your proposed project as requested and authorized by you. The scope of the study
required to evaluate the subsurface conditions and to provide recommendations for the
foundation support for the proposed structure project.
The data and recommendations presented in this report are based on information from
Two (2) SPT and limited information regarding the total loads on the structure to be
transferred to the foundation soil below the ground surface.
We thank you for giving us the opportunity of serving you. It has been a pleasure dealing
with you and your staff.
Yours truly,
M. HAJJAR & ASSOCIATES, INC.
�0QOeaa §a9'S9g ert
®ao
mom. 0.'�t, 9C ��. e:
''''''://Y1 a
0 0
Mohammad Hajjar, P.E. °'' o ®: °7 �� °
Florida Registration # 401g372. , �`v; 1 o
®�'
1
M. HAJJAR & ASSOCIATES, INC.
45 Valencia Ave, Coral Gables, Florida 33134.
Ph: 305.445.2399 Fax: 305.445.2219
March 23rd, 2011
Scope and Purpose:
The purposes of performing this exploration were to evaluate the general subsurface
conditions and the ground water level variations due to climatic changes within the
proposed building area and to provide recommendations for its foundation support.
Site Location and Site Description:
The site for the proposed facility is located on 9165 Park Drive Miami Shores, Florida.
The subsurface exploration was performed on March 23rd, 2011. The locations of the
borings are on the attached lay out plan. This investigation was conducted to analyze the
existing subsurface soil and to recommend the most economical feasible foundation
structure for the above proposed building. A detail exploration and subsequent analysis
undertaken are discussed & included with this report.
Field Exploration Program:
The field exploration program consisted of performing Two (2) Standard Penetration Test
(SPT) borings.
The SPT borings were performed within the proposed area of the building. The borings
were advanced to a depth of thirteen (13ft) feet below the actual ground surface using the
methodology outlined in ASTM D -1586. Split -spoon soil samples recovered during
performance of the borings were visually classified in the field. The groundwater level of
the borings locations was measured upon completion of the drilling.
Procedure Method
The penetration testing and soil sampling are accomplished simultaneously using
procedures in general accordance with ASTM D -1586, the Standard Penetration Test
(SPT). A 2 -inch O.D by 1.4 inch I.D. split -spoon samplers is driven with a 140 pounds
hammer falling 30 inches. The number of hammer blows required to drive the sampler is
recorded on the bore hole logs entitled Soil Standard Penetration Test Result. Where
possible, the sampler is driven 24 inches, with the hammer blows being recorded for each
of four 6 -inch intervals. The "Penetration Resistance" or "N" value is the sum of the
blows recorded for the second and third six inch intervals. This value is widely accepted
2
by geotechnical engineer as an indication of the relative density and strength of the soil
being sampled.
Laboratory Testing Program:
Representative soil samples obtained during field sampling operation were packaged and
transferred to our laboratory for further visual examination and clarification. The soil
samples were visually classified in general accordance with the Unified Soil
Classification System (ASTM D- 2488). Sieve Analysis result shows well graded gravies
and gravel sand mixture. The resulting soil descriptions are shown on the soil boring
profiles.
Subsurface Soil Conditions:
Typical subsoil conditions at the site, showing the consistency, type of soil and thickness
of each stratum, are indicated on the individual Boring Test. From the G.E.L. to 0' -6"
Top soil mix with rock from 0' -6" to 4' -6" Gray Silica Sand mix with Rock from 4' -6" to
13' -0" Limestone.
Groundwater Monitoring:
The groundwater level was measured in the boreholes after stabilization of the down hole
water level. The measured water levels were measured at depth of three (8' -6 ") below the
ground surface on the dates indicated in the Appendix. Fluctuations in the groundwater
levels should be anticipated throughout the year primarily due to seasonal variations in
rainfall and other factors that may vary from the time the borings were conducted. The
normal seasonal high groundwater level each year is the level in the August- September
period of the rainy season. These levels may be modified at any time a hurricane hit the
area during the expected hurricane season (June- October) and groundwater level may top
the ground surface level.
Discussion:
The site for the proposed facility is located on 9165 Park Drive Miami Shores, Florida.
Location of boring on the South North of East side of building.
PRIMARY FOUNDATION RECOMMENDATION FOR BUILDING AREA:
1. Based on our findings, per subsurface exploration and evaluation this
recommendation is to ensure the structural integrity of the structure as a whole.
The boring logs information for the above proposed structure reveals the top
portion of the building pad is covered with 0 -6" Tan Silica Sand mix with rock
formation.
2. Clearing and grabbing of all vegetation, organic topsoil, construction material
debris (if there is) any other deleterious material as encountered. The actual depth
3
must be determined by visual observation and judgment during the earth work
operations. None of the material stripped may be re -used to fill any area of the lot.
3. The existing ground has to be proof rolled before any other imported fill. The
Engineer fill to be backfilled the area of the lot or footing, at least one (1) foot in
lifts compacted Lime Rock Lime Sand to a dry density equivalent to ninety five
(95) percent of the modified Proctor (ASTM D -1557) and optimum water content.
The density and water content shall be checked be a Geotechnical Engineer from
time to time.
4. The footing per individual column and the continuous footing per bearing walls
shall be placed at a depth of One (1) feet below the ground surface. The maximum
allowable soil bearing pressure is two thousand (2,000) pounds per square feet for
the footing per individual column and two thousand (2,000) pound per lineal foot
of bearing wall.
5. After the building areas have been prepared in accordance with the foundation
preparation recommendations noted at the end of the report (entitled Foundation
Recommendation), the site should be suitable for supporting the proposed
structure on conventional shallow foundation proportioned for and allowable
bearing pressure of 2,000 pounds per square foot, or less based on total load &
allowable settlement 1".
6. Clean sand to provide support to the proposed concrete slab on grade. Verify all
densification procedures three (3) field density report test probing 12 inches the
underlying soils (fill material) for every 2000 square feet for every lift of fill
material but not less than three (3) test per lift, one (1) field density test for every
isolated column pad and one (1) field density test for every 50 ft continuous
footing.
FINAL CALCULATIONS:
Notes: Foundation Recommendation Requires:
1). Floor plans, typical framing plans and sections.
2). Foundation loading, broken down into dead and live load (typical column loads,
exterior wall load, etc)
3). Allowable settlement and differential settlement between adjacent supporting units.
4). For building structures, a listing of other information which may include:
a) Building dimensions, floor area
b) Number of floor levels
c) Type framing, whether structural steel or reinforced concrete
d) Type of roof and roof loading
e) Type of exterior walls, whether concrete masonry, metal or wood
f) Requirements for interior partitions and walls
g) Column spacing
h) Ceiling heights
4
i) Ground floor elevation
j) Ground floor design live load and type of floor usage
k) Requirements for tuck and train docks
1) Proposed exterior grades
m) Special requirements such as: vibrating machinery, freezers, etc.
5). Time available for site development and building construction.
Conclusion:
The above findings are based on our soil standard penetration data and information
conducted at the tested locations indicated. Uniformity of soil strata in the immediate
vicinity may be assumed, however, it is not guaranteed, and this office assumes no
responsibility of areas other than those where the sub -soil investigation was made and
reported here -in.
In order to assure proper performance of foundations and to assure that the design
requirements are fulfilled in actual construction it is recommended that all earthwork
compaction and foundation excavation and inspection operations be performed under an
experience soil engineer. Density test will be taken one foot below compacted excavation
bottoms should show the minimum density.
As a mutual protection to clients, the public and ourselves, all reports are submitted as a confidential
property of clients, and authorization of publications of statements, conclusions or extracts from or
regarding is reserved pending our written approval.
5
1
1
1
1
1
w
1
1
1
M. HAJJAR & ASSOCIATES, INC.
*Environmental Consultants
• Geotechnical Testing
*Construction Materials Testing
Foundations •
Inspections
Structures
BORING LOG REPORT
Client
S.A Consulting
Order No.
Hammer Blows
On Sampler
Address
2150 Coral Way, suite 7B, Miami, FL 33145
Report No.
Tan Silica Sand mix with Rock .
Project
-
Hole No.
2
Address
9165 Park Drive, Miami Shores, Florida
Date
3/23/2011
Location
North Corner
Driller
SJ
Depth
(feet)
Description of Materials
Sample
Number
Hammer Blows
On Sampler
"N"
Hammer
Blows On
Casing
1
Tan Silica Sand mix with Rock .
1
-
-
2
7
8
15
3
2
9
7
4
8
7
15
5
3
6
18
Lime Stone .
6
14
12
32
7
4
14
15
8
18
22
33
9
5
26
24
10
25
26
49
11
6
25
26
12
27
28
53
13
7
26
27
14
15
16
17
18
19
20
21
22
iS3“f 16c,
"'`
23
t ,
24
25
Water table 8' -6 "°
As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential • operty of clients, and
authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written
approval.
45 VALENCIA AVENUE, CORAL GABLES, FLORIDA 33134 305- 455 -2399 305- 445 -2219
1
1
1
1
1
1
1
I
1
1
1
M. HAJJAR & ASSOCIATES, INC.
*Environmental Consultants
•Geotechnical Testing
*Construction Materials Testing
Foundations •
Inspections
Structures*
BORING LOG REPORT
Client
S.A Consulting
Order No.
Hammer Blows
On Sampler
Address
2150 Coral Way, suite 7B, Miami, FL 33145
Report No.
Top Soil .
Project
Hole No.
1
Address
9165 Park Drive Miami Shores, Florida
Date
3/23/2011
Location
South Corner
Driller
SJ
Depth
(feet)
Description of Materials
Sample
Number
Hammer Blows
On Sampler
"N"
Hammer
Blows On
Casing
1
Top Soil .
1
2
Tan Silica Sand mix with Rock
6
6
12
3
2
21
15
4
7
6
22
Lime Stone
5
3
7
17
6
7
11
24
7
4
13
16
8
17
21
33
9
5
27
22
10
24
26
46
11
6
25
27
12
26
28
53
13
7
29
32
14
15
16
17
18
19
20
21
22
23
24dm
25
.'
�°¢
o.„10187
Water table 8' -6"
As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property ordiesnts, and
authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written
approval.
45 VALENCIA AVENUE, CORAL GABLES, FLORIDA 33134 305- 455 -2399 305- 445 -2219
110
auae Su
cy tEnfofcef eecet Fvoeen rn
Method adurUfc'bht g
Commercial ' CP Buildings rtni rLl 4c°t°1 oA-2 8
n
Short Desc: New Prj
Owner:
Addressl: 9165 Park Dr.
Address2:
Type: Healthcare-Clinic
PROJECT SUMMARY
Description: Dr. Keisch
City:
State:
Zip:
Class:
Miami Shores
FL
0
New Finished building
Jurisdiction: MIAMI SHORES VILLAGE, MIAMI-DADE COUNTY, FL (232600)
Conditioned Area: 8121 SF Conditioned & UnConditioned Area: 8121 SF
No of Stories: 1
Permit No: 0
Area entered from Plans 0 SF
Max Tonnage 5
If different, write in:
10/31/2011
CITY
copy
EnergyGauge Summit® Fla/Com-2008. Effective: March 1, 2009
Page 1 of 9
Compliance Summary
Component
Design Criteria Result
Gross Energy Cost (in $)
5,471.0 6,692.0 PASSED
LIGHTING CONTROLS PASSES
EXTERNAL LIGHTING PASSES
HVAC SYSTEM PASSES
PLANT None Entered
WATER HEATING SYSTEMS PASSES
PIPING SYSTEMS SES
Met all required compliance from Check List? Yes o/NA
IMPORTANT MESSAGE
Info 5009 -- -- -- An input report of this design building must be submitted along with this
Compliance Report
EnergyGauge Summit® Fla/Com -2008. Effective: March 1, 2009
10/31/2011
Page 2 of 9
CERTIFICATIONS
I hereby certify that the plans and specifications covered by this calculation are in compliance with the
Florida Energy Code
Prepared By: K. Couch Building Official:
Date: lk
Date:
I certify that this building is in compliance with the FLorida Energy Efficiency Code
Owner Agent: Date:
If Required by Florida law, I hereby certify ( *) that the system design is in compliance with the FLorida
Energy Efficiency Code
Architect: Mark Campbell Reg No: 11074
Electrical Designer: D. Alley Reg No: 55008
Lighting Designer: D. Alley Reg No: 55008
Mechanical Designer: K. Couch Reg No: 45074
Plumbing Designer: K. Couch Reg No: 45074
( *) Signature is required where Florida Law requires design to be performed by registered design
professionals.
,�`N �:.CO� '%
''0GENSF' • .C.S,
* No. 45074 . _.
STATE • . 0��. FCORIDP. c.1 • ''' "S, /ONAL `\
Immo
EnergyGauge Summit® Fla/Com -2008. Effective: March 1, 2009
10/31/2011
Page 3 of 9
Project: New Prj
Title: Dr. Keisch
Type: Healthcare - Clinic
(WEA File: FL_MIAMI_OPA_LOCKA.tm3)
Building End Uses
Total
1) Proposed 2) Baseline
353.00 505.00
$5,471 $7,873
ELECTRICITY(MBtulkWhl$)
353.00 505.00
103429 147996
$5,471 $7,873
AREA LIGHTS
94.10 127.30
27563 37307
$1,458 $1,985
MISC EQUIPMT
121.80 121.80
35697 35697
$1,888 $1,899
PUMPS & MISC
0.00 0.00
2 5
$0 $0
SPACE COOL
125.50 143.10
36778 41932
$1,946 $2,231
SPACE HEAT
0.10 0.70
27 196
$1 $10
VENT FANS
11.50 112.10
3362 32859
$178 $1,748
Passing requires Proposed Building cost to be at most 85%
of Baseline cost. This Proposed Building is at 69.5%
PASSES
EnergyGauge Summit® Fla/Com -2008. Effective: March 1, 2009
10/31/2011
Page 4 of 9
Project: New Prj
Title: Dr. Keisch
Type: Healthcare - Clinic
(WEA File: FL_MIAMI_OPA_LOCKA.tm3)
External Lighting Compliance
Description Category Tradable? Allowance Area or Length ELPA CLP
(W/Unit) or No. of Units (W) (W)
(Sqft or ft)
Lighting Controls Compliance
Ext Light 1 Main entries Yes 30.00 10.0 300
100
Tradable Surfaces: 100 (W) Allowance for Tradable: 315 (W)
All External Lighting: 100 (W)
Complicance check includes a 5% excess allowance of 15.00(W)
Area
Design
Min Compli-
PASSES
ID
(sq.ft)
CP
Project: New Prj
Title: Dr. Keisch
Type: Healthcare - Clinic
(WEA File: FL_MIAMI_OPA_LOCKA.tm3)
Lighting Controls Compliance
Acronym
Ashrae Description
Area
Design
Min Compli-
ID
(sq.ft)
CP
CP ance
PrOZo1Sp1
10,004 Exam/Treatment (Hospital)
1,200
1
1 PASSES
PrOZo2Spl
10,004 Exam/Treatment (Hospital)
1,500
2
1 PASSES
PrOZo2Spl
10,004 Exam/Treatment (Hospital)
1,500
2
1 PASSES
PrOZo2Spl
10,004 Exam/Treatment (Hospital)
1,500
2
1 PASSES
PrOZo2Sp1
10,004 Exam/Treatment (Hospital)
1,500
2
1 PASSES
PrOZolSpl
10,004 Exam/Treatment (Hospital)
921
1
1 PASSES
PASSES
EnergyGauge Summit® Fla/Com -2008. Effective: March 1, 2009
10/31/2011
Page 5 of 9
Project: New Prj
Title: Dr. Keisch
Type: Healthcare- Clinic
(WEA File: FL_MIAMI_OPA_LOCKA.tm3)
System Report Compliance
PrOSyl System 1 Constant Volume Air Cooled No. of Units
Split System < 65000 Btu /hr 1
Component Category
Capacity Design Eff Design IPLV Comp-
Eff Criteria IPLV Criteria liance
Cooling System Air Conditioners Air Cooled
Split System < 65000 Btu/h
Cooling Capacity
Heating System Electric Furnace
Air Handling Air Handler (Supply) -
System - Supply Constant Volume
Air Distribution ADS System
System
13.00 12.23 9.00 PASSES
1.00 1.00 PASSES
0.10 0.90 PASSES
6.00 3.50 PASSES
PrOSyl System 1
Constant Volume Air Cooled No. of Units
Split System < 65000 Btu /hr 1
Component Category
Capacity Design Eff Design IPLV Comp -
Eff Criteria IPLV Criteria liance
Cooling System Air Conditioners Air Cooled
Split System < 65000 Btu/h
Cooling Capacity
Heating System Electric Furnace
Air Handling Air Handler (Supply) -
System - Supply Constant Volume
Air Distribution ADS System
System
13.00 12.23 9.00 PASSES
1.00 1.00 PASSES
0.10 0.90 PASSES
6.00 3.50 PASSES
PrOSyl System 1
Constant Volume Air Cooled No. of Units
Split System < 65000 Btu /hr 1
Component Category
Capacity Design Eff Design IPLV Comp -
Eff Criteria IPLV Criteria liance
Cooling System Air Conditioners Air Cooled
Split System < 65000 Btu/h
Cooling Capacity
Heating System Electric Furnace
Air Handling Air Handler (Supply) -
System - Supply Constant Volume
Air Distribution ADS System
System
13.00 12.23 9.00 PASSES
1.00 1.00 PASSES
0.10 0.90 PASSES
6.00 3.50 PASSES
EnergyGauge Summit® Fla/Com -2008. Effective: March 1, 2009
10/31/2011
Page 6 of 9
PrOSyl System 1
Constant Volume Air Cooled No. of Units
Split System < 65000 Btu /hr 1
Component Category
Capacity Design Eff Design IPLV Comp -
Eff Criteria IPLV Criteria liance
Cooling System Air Conditioners Air Cooled
Split System < 65000 Btu/h
Cooling Capacity
Heating System Electric Furnace
Air Handling Air Handler (Supply) -
System - Supply Constant Volume
Air Distribution ADS System
System
13.00 12.23 9.00 PASSES
1.00 1.00 PASSES
0.10 0.90 PASSES
6.00 3.50 PASSES
PrOSyl System 1
Constant Volume Air Cooled No. of Units
Split System < 65000 Btu /hr 1
Component Category
Capacity Design Eff Design IPLV Comp -
Eff Criteria IPLV Criteria liance
Cooling System Air Conditioners Air Cooled
Split System < 65000 Btu/h
Cooling Capacity
Heating System Electric Furnace
Air Handling Air Handler (Supply) -
System - Supply Constant Volume
Air Distribution ADS System
System
13.00 f2.23 9.00 PASSES
1.00 1.00 PASSES
0.10 0.90 PASSES
6.00 3.50 PASSES
PrOSyl System 1
Constant Volume Air Cooled No. of Units
Split System < 65000 Btu /hr 1
Component Category
Capacity Design Eff Design IPLV Comp -
Eff Criteria IPLV Criteria liance
Cooling System Air Conditioners Air Cooled
Split System < 65000 Btu/h
Cooling Capacity
Heating System Electric Furnace
Air Handling Air Handler (Supply) -
System - Supply Constant Volume
Air Distribution ADS System
System
13.00 12.23 9.00 PASSES
1.00 1.00 PASSES
0.10 0.90 PASSES
6.00 3.50 PASSES
PASSES
EnergyGauge Summit® Fla/Com -2008. Effective: March 1, 2009
10/31/2011
Page 7 of 9
EnergyGauge Summit® Fla/Com -2008. Effective: March 1, 2009
10/31/2011
Page 8 of 9
Plant Compliance
Description Installed Size Design Min Design Min Category Comp
No Eff Eff IPLV IPLV liance
None
Project: New Prj
Title: Dr. Keisch
Type: Healthcare- Clinic
(WEA File: FL_MIAMI_OPA_LOCKA.tm3)
Water Heater Compliance
Description Type Category Design Min Design Max Comp
Eff Eff Loss Loss fiance
Water Heater 1 Electric water heater <= 12 [kW] 0.90 0.88 PASSES
PASSES
Project: New Prj
Title: Dr. Keisch
Type: Healthcare - Clinic
(WEA File: FL_MIAMI_OPA_LOCKA.tm3)
Piping System Compliance
Category Pipe Dia Is Operating Ins Cond Ins Req Ins Compliance
[inches] Runout? Temp [Btu -in /hr Thick [in] Thick [in]
[F] .SF.F1
Domestic and Service Hot Water 1.00 True 105.00 0.28 0.75 0.50 PASSES
Systems
PASSES
EnergyGauge Summit® Fla/Com -2008. Effective: March 1, 2009
10/31/2011
Page 8 of 9
Project: New Prj
Title: Dr. Keisch
Type: Healthcare - Clinic
(WEA File: FL_MIAMI_OPA_LOCKA.tm3)
Other Required Compliance
Category
Section
Requirement (write N/A in box if not applicable)
Check
Report
Operations Manual
Windows & Doors
Joints /Cracks
Dropped Ceiling Cavity
System
Reheat
HVAC Efficiency
HVAC Controls
Ventilation Controls
ADS
HVAC Ducts
Balancing
Piping Insulation
Water Heaters
Swimming Pools
Hot Water Pipe
Insulation
Water Fixtures
Motors
Lighting Controls
13 -101
13- 102.1,
13- 410,13 -413
13- 406.AB.1.1
13- 406.AB.1.2
13- 406.AB.3
13 -407
13 -407.B
13- 407,13 -408
13- 407.AB.2
13- 409.AB.3
13 -410
13- 410.AB
13- 410.AB.4
13- 411.AB
13- 412.AB
13- 412.AB.2.6
13- 411.AB.3
13- 412.AB.2.5
13 -414
13- 415.AB
Input Report Print -Out from EnergyGauge FlaCom attached
Operations manual provided to owner
Glazed swinging entrance & revolving doors: max. 1.0 cfin/ft2; all
other products: 0.4 cfm/ft2
To be caulked, gasketed, weather - stripped or otherwise sealed
Vented: seal & insulated ceiling. Unvented seal & insulate roof &
side walls
HVAC Load sizing has been performed
Electric resistance reheat prohibited
Minimum efficiences: Cooling Tables 13- 407.AB.3.2.1A -D;
Heating Tables 13- 407.AB.3.2.1B, 13- 407.AB.3.2.1D,
13- 408.AB.3.2.1E, 13- 408.AB.3.2F
Zone controls prevent reheat (exceptions); simultaneous heating
and cooling in each zone; combined HAC deadband of at least 5 °F
(exceptions)
Motorized dampers reqd, except gravity dampers OK in: 1) exhaust
systems and 2) systems with design outside air intake or exhaust
capacity <300 cfm
Duct sizing and Design have been performed
Air ducts, fittings, mechanical equipment & plenum chambers shall
be mechanically attached, sealed, insulated & installed per Sec.
13 -410 Air Distribution Systems
HVAC distribution system(s) tested & balanced. Report in
construction documents
In accordance with Table 13- 411.AB.2
Performance requirements in accordance with Table 13- 412.AB.3.
Heat trap required
Cover on heated swimming pools: Time switch (exceptions);
Readily accessible on/off switch
Table 13- 411.AB.2 for circulating systems, first 8 feet of outlet
pipe from storage tank and between inlet pipe and heat trap
Shower hot water flow restricted to 2.5 gpm at 80 psi. Public
lavatory fixture how water flow 0.5 gpm max; if self - closing valve
0.25 gallon recirculating, 0.5 gallon non recirculating
Motor efficiency criteria have been met
Automatic control required for interior lighting in buildings >5,000
s.f.; Space control; Exterior photo sensor; Tandom wiring with 1 or
3 linear fluuorescent lamps >30W
EnergyGauge Summit® Fla/Com -2008. Effective: March 1, 2009
10/31/2011
Page 9 of 9
EnergyGauge Summit® v3.22
INPUT DATA REPORT
Project Name: New Prj
Project Title: Dr. Keisch
Address: 9165 Park Dr.
State: FL
Zip: 0
Owner:
Project Information
Orientation: North
Building Type: Healthcare- Clinic
Building Classification: New Finished building
No.of Stories:
1
GrossArea: 8121
SF
Zones
No Acronym Description
Type
1 PrOZol
2 Pr0Zo2
3 PrOZo3
4 PrOZo4
5 PrOZo5
6 PrOZol
Zone 1
Zone 2
Zone 2
Zone 2
Zone 2
Zone 1
CONDITIONED
CONDITIONED
CONDITIONED
CONDITIONED
CONDITIONED
CONDITIONED
Area Multiplier Total Area
Isti [sf]
1200.0 1 1200.0 ❑
1500.0 1 1500.0 ❑
1500.0 1 1500.0 ❑
1500.0 1 1500.0 ❑
1500.0 1 1500.0 ❑
921.0 1 921.0 ❑
10/31/2011
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2
Spaces
No Acronym Description
Type Depth
[ft]
Width
[ft]
Height
[ft]
Multi Total Area Total Volume
plier [sf] [cf]
In Zone: PrOZol
1 PrOZolSpl ZoOSp 1
Exam/Treatment (Hospital) 1.00
1200.00
10.00
1 1200.0
12000.0
In Zone: PrOZo2
1 PrOZo2Spl ZoOSp 1
Exam/Treatment (Hospital) 1.00
1500.00
10.00
1 1500.0
15000.0
0
In Zone: PrOZo3
1 PrOZ02Spl Zo0Sp1
Exam/Treatment (Hospital) 1.00
1500.00
10.00
1 1500.0
15000.0
LI
In Zone: PrOZo4
1 PrOZo2Spl Zo0Sp1
Exam/Treatment (Hospital) 1.00
1500.00
10.00
1 1500.0
15000.0
LI
In Zone: PrOZo5
1 PrOZo2Spl ZoOSp 1
Exam/Treatment (Hospital) 1.00
1500.00
10.00
1 1500.0
15000.0
LI
In Zone: PrOZol
1 PrOZolSpl ZoOSp l
Exam/Treatment (Hospital) 1.00
921.00
10.00
1 921.0
9210.0
Lighting
No Type
Category No. of
Watts per
Power
Control Type
No.of
Luminaires
Luminaire
[W]
Ctrl pts
In Zone: PrOZol
In Space: PrOZolSpl
1 Compact Fluorescent
General Lighting 1
1500
1500
Occupancy sensor without
1
LI
Daylighting
In Zone: PrOZo2
In Space: PrOZo2Spl
1 Compact Fluorescent
General Lighting 1
1500
1500
Occupancy sensor without
2
Daylighting
In Zone: PrOZo3
In Space: PrOZo2Spl
1 Compact Fluorescent General Lighting 1
1500
1500
Occupancy sensor without
2
0
Daylighting
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EnergyGauge Summit® v3.22
2
In Zone: PrOZo4
In Space: PrOZo2Spl
1 Compact Fluorescent General Lighting
1
1500 1500 Occupancy sensor without
2 ❑
Daylighting
In Zone: PrOZo5
In Space: PrOZo2Spl
1 Compact Fluorescent General Lighting
1
1500 1500 Occupancy sensor without
2
Daylighting
In Zone: PrOZol
In Space: PrOZolSpl
1 Compact Fluorescent General Lighting
1
1500 1500 Occupancy sensor without
1 ❑
Daylighting
Walls
No Description Type Width H (Effec) Multi
Area
DirectionConductance Heat Dens.
R -Value
[ft]
[ft]
plier
[sf]
[Btu /hr. sf. F] Capacity [Ib /cf] [h.sf.F /Btu]
[Btu /sf.F]
In Zone: PrOZol
1 PrOZo 1 Wal 5/8" stucco 83.00
10.00
1
830.0
West 0.2067 5.731 34.65
4.8
❑
/8 "CMU /3/4 "ISO
BTWN24 "oc /.5"
Gyp
2 PrOZo l Wa2 5/8" stucco 20.00
10.00
1
200.0
North 0.2067 5.731 34.65
4.8
❑
/8 "CMU /3/4 "ISO
BTWN24 "oc /.5"
Gyp
3 PrOZo l Wa3 5/8" stucco 20.00
10.00
1
200.0
South 0.2067 5.731 34.65
4.8
❑
/8 "CMU /3/4 "ISO
BTWN24 "oc /.5"
Gyp
In Zone: PrOZo2
1 PrOZ02Wal 5/8" stucco 20.00
10.00
1
200.0
North 0.2067 5.731 34.65
4.8
❑
/8 "CMU /3/4 "ISO
BTWN24 "oc /.5"
Gyp
2 PrOZo2Wa2 5/8" stucco 20.00
10.00
1
200.0
South 0.2067 5.731 34.65
4.8
❑
/8 "CMU /3/4 "ISO
BTWN24 "oc /.5"
Gyp
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EnergyGauge Summit® v3.22
3
In Zone: PrOZo3
1 PrOZo2Wal
2 PrOZo2Wa2
In Zone: PrOZo4
1 PrOZo2Wal
2 PrOZo2Wa2
In Zone: PrOZo5
1 PrOZo2Wal
2 PrOZo2Wa2
In Zone: PrOZol
1 PrOZoiWal
2 PrOZo l Wa2
3 PrOZol Wa3
5/8" stucco
/8 "CMU /3/4 "ISO
BTWN24 "oc /.5"
Gyp
5/8" stucco
/8 "CMU /3/4 "ISO
BTWN24 "oc /.5"
Gyp
20.00 10.00
200.0 North 0.2067 5.731 34.65 4.8 ❑
20.00 10.00 1 200.0 South 0.2067 5.731 34.65 4.8 ❑
5/8" stucco 20.00 10.00 1 200.0 North 0.2067 5.731 34.65 4.8 ❑
/8 "CMU /3/4 "ISO
BTWN24 "oc /.5"
Gyp
5/8" stucco 20.00 10.00 1 200.0 South 0.2067 5.731 34.65 4.8 ❑
/8 "CMU /3/4 "ISO
BTWN24 "oc /.5"
Gyp
5/8" stucco 20.00 10.00 1 200.0 North 0.2067 5.731 34.65 4.8 ❑
/8 "CMU /3/4 "ISO
BTWN24 "oc /.5"
Gyp
5/8" stucco 20.00 10.00 1 200.0 South 0.2067 5.731 34.65 4.8 ❑
/8 "CMU /3/4 "ISO
BTWN24 "oc /.5"
Gyp
5/8" stucco 83.00 10.00 1 830.0 West 0.2067 5.731 34.65 4.8 ❑
/8 "CMU /3/4 "ISO
BTWN24 "oc /.5"
Gyp
5/8" stucco 20.00 10.00 1 200.0 North 0.2067 5.731 34.65 4.8 ❑
/8 "CMU /3/4 "ISO
BTWN24 "oc /.5"
Gyp
5/8" stucco 20.00 10.00 1 200.0 South 0.2067 5.731 34.65 4.8 ❑
/8 "CMU /3/4 "ISO
BTWN24 "oc /.5"
Gyp
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4
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EnergyGauge Summit® v3.22
5
Windows
No Description Type
Shaded U SHGC
[Btu /hr sf F]
Vis.Tra
W H (Effec) Multi Total Area
[ft] [ft] plier [sf]
•
In Zone: PrOZol
In Wall: PrOZol Wal
1 PrOZo i Wa1 Wi l User Defined
1 PrOZo1Wa1Wil User Defined
No
No
1.2500
1.2500
0.82
0.82
0.76
0.76
3.00 5.00 5
3.00 5.00 5
75.0
75.0
❑
❑
Doors
No Description Type
Shaded? Width
[ft]
H (Effec) Multi
[ft] plier
Area Cond. Dens. Heat Cap.
[sf] [Btu/hr. sf. F] [Ib /cf] [Btu /sf. F]
R -Value
[h.sf.FBtu]
In Zone: PrOZol
In Wall: PrOZo1Wal
1 PrOZoiWa1Dr1 Solid core flush
(2.25)
In Zone: PrOZol
In Wall: PrOZo1Wal
1 PrOZolWalDr1 Solid core flush
(2.25)
No
No
3.00
3.00
7.00
7.00
1
1
21.0 0.3504 0.00 0.00
21.0 0.3504 0.00 0.00
2.85
2.85
•
❑
Roofs
No Description Type
Width
[ft]
H (Effec)
[ft]
Multi
plier
Area
[sf]
Tilt Cond. Heat Cap Dens.
[deg] [Btu /hr. Sf. F] [Btu /sf. F] [lb /cf]
R -Value
[h.sf.FBtu]
In Zone: PrOZol
1 PrOZo1Rf1 Mtl Bldg Roof/R -19
Batt
In Zone: PrOZo2
1 PrOZo2Rfl Mtl Bldg Roof /R -19
Batt
In Zone: PrOZo3
1 PrOZo2Rfl Mtl Bldg Roof/R -19
Batt
In Zone: PrOZo4
1200.00
1500.00
1500.00
1.00
1.00
1.00
1
1
1
1200.0
1500.0
1500.0
0.00 0.0492 1.34 9.49
0.00 0.0492 1.34 9.49
0.00 0.0492 1.34 9.49
20.3
20.3
20.3
❑
❑
❑
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EnergyGauge Summit® v3.22
5
1 PrOZo2Rfl
In Zone: PrOZo5
1 PrOZo2Rfl
In Zone: PrOZol
1 PrOZo1Rf1
Mtl Bldg Roof/R -19
Batt
Mtl Bldg Roof/R -19
Batt
Mtl Bldg Roof /R -19
Batt
2000.00 1.00 1 2000.0 0.00 0.0492 1.34
2000.00 1.00 1 2000.0 0.00 0.0492 1.34
1200.00 1.00 1 1200.0 0.00 0.0492 1.34
9.49 20.3
9.49 20.3
9.49 20.3
❑
❑
❑
Skylights
No Description Type
U SHGC Vis.Trans W H (Effec) Multiplier
[Btu /hr sf F] [ft] [ft]
Area Total Area
[Sf] [Sf]
In Zone:
In Roof:
Floors
No Description
Type
Width H (Effec) Multi Area Cond. Heat Cap. Dens.
[ft] [ft] plier [sf] [Btu /hr. sf. F] [Btu /sf. F] [Ib /cf]
R -Value
Ih.sf.F/Btul
In Zone: PrOZol
1 PrOZolF11
In Zone: PrOZo2
1 PrOZo2F11
In Zone: PrOZo3
1 PrOZo2F11
In Zone: PrOZo4
1 PrOZo2F11
1 ft. soil, concrete
floor, carpet and
rubber pad
1 ft. soil, concrete
floor, carpet and
rubber pad
1 ft. soil, concrete
floor, carpet and
rubber pad
1 ft. soil, concrete
floor, carpet and
rubber pad
1200.00 1.00 1 1200.0 0.2681 34.00 113.33
1500.00 1.00 1 1500.0 0.2681 34.00 113.33
1500.00 1.00 1 1500.0 0.2681 34.00 113.33
2000.00 1.00 1 2000.0 0.2681 34.00 113.33
3.73
3.73
3.73
3.73
❑
❑
❑
❑
10/31/2011
EnergyGauge Summit® v3.22
6
In Zone: PrOZo5
1 PrOZo2F11
In Zone: PrOZol
1 PrOZo 1 F11
1 ft. soil, concrete 2000.00 1.00 1 2000.0 0.2681 34.00 113.33 3.73
floor, carpet and
rubber pad
1 ft. soil, concrete 1200.00 1.00 1 1200.0 0.2681 34.00 113.33 3.73
floor, carpet and
rubber pad
10/31/2011
EnergyGauge Summit® v3.22
7
Systems
PrOSyl
System 1
Constant Volume Air Cooled Split
System < 65000 Btu /hr
No. Of Units
1
Component
Category
Capacity Efficiency
IPLV
1
2
3
4
Cooling System
Heating System
Air Handling System - Supply
Air Distribution System
60000.00 13.00
31000.00 1.00
2000.00 0.10
6.00
9.00
❑
❑
❑
❑
PrOSyl
System 1
Constant Volume Air Cooled Split
System < 65000 Btu /hr
No. Of Units
1
Component
Category
Capacity Efficiency
IPLV
1
2
3
4
Cooling System
Heating System
Air Handling System - Supply
Air Distribution System
42000.00 13.00
31000.00 1.00
1400.00 0.10
6.00
9.00
❑
❑
❑
❑
PrOSyl
System 1
Constant Volume Air Cooled Split
System < 65000 Btu /hr
No. Of Units
1
Component
Category
Capacity Efficiency
IPLV
1
2
3
4
Cooling System
Heating System
Air Handling System - Supply
Air Distribution System
48000.00 13.00
31000.00 1.00
1600.00 0.10
6.00
9.00
❑
❑
❑
❑
10/31/2011
EnergyGauge Summit® v3.22
7
PrOSyl System 1
Constant Volume Air Cooled Split
System < 65000 Btu /hr
No. Of Units
1
Component Category
Capacity Efficiency
IPLV
1 Cooling System
2 Heating System
3 Air Handling System - Supply
4 Air Distribution System
36000.00 13.00
31000.00 1.00
1200.00 0.10
6.00
9.00
EJ
[�
PrOSyl System 1
Constant Volume Air Cooled Split
System < 65000 Btu /hr
No. Of Units
1
Component Category
Capacity Efficiency
IPLV
1 Cooling System
2 Heating System
3 Air Handling System - Supply
4 Air Distribution System
48000.00 13.00
31000.00 1.00
1600.00 0.10
6.00
9.00
0
0
PrOSyl System 1
Constant Volume Air Cooled Split
System < 65000 Btu /hr
No. Of Units
1
Component Category
Capacity Efficiency
IPLV
1 Cooling System
2 Heating System
3 Air Handling System - Supply
4 Air Distribution System
60000.00 13.00
31000.00 1.00
2000.00 0.10
6.00
9.00
0
0
0
Plant
Equipment
Category Size Inst.No Eff.
IPLV
Water Heaters
W- Heater Description
Capacit3Cap.Unit I/P Rt. Efficiency
Loss
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EnergyGauge Summit® v3.22
8
Fenestration Used
Name Glass Type No. of
Panes
Glass
Conductance
[Btu /h.sf.F]
SHGC VLT
ASHULSg1C1rA11 User Defined
Frm
1
1.2500
0.8200
0.7600
Materials Used
Mat No Acronym Description
Only R -Value RValue Thickness Conductivity Density SpecificHeat
Used [h.sf.F /Btu] [ft] [Btu /h.ft.F] [Ib /cf] [Btu /Ib.F]
187 Mat1187
178 Mat1178
GYP OR PLAS No 0.4533 0.0417 0U920 50.00 0.2000 U
BOARD,1 /21N
CARPET W /RUBBER PAD Yes 1.2300
10/31/2011
EnergyGauge Summit® v3.22
9
Ext- Lighting
Description Category
No. of
Luminaires
Watts per Area/Len/No. of units Control Type Wattage
Luminaire [stiff/No] [W]
1
Ext Light 1 Main entries
1
100
10.00 Astronomical Timer Col 100.00
❑
Piping
No
Type
Operating
Temperature
[F]
Insulation
Conductivity
[ Btu -in /h.sf.F]
Nomonal pipe Insulation Is Runout?
Diameter Thickness
[in] [in]
1
Domestic and Service Hot Water Systems
105.00
0.28
1.00 0.75 Yes
❑
Fenestration Used
Name Glass Type No. of
Panes
Glass
Conductance
[Btu /h.sf.F]
SHGC VLT
ASHULSg1C1rA11 User Defined
Frm
1
1.2500
0.8200
0.7600
Materials Used
Mat No Acronym Description
Only R -Value RValue Thickness Conductivity Density SpecificHeat
Used [h.sf.F /Btu] [ft] [Btu /h.ft.F] [Ib /cf] [Btu /Ib.F]
187 Mat1187
178 Mat1178
GYP OR PLAS No 0.4533 0.0417 0U920 50.00 0.2000 U
BOARD,1 /21N
CARPET W /RUBBER PAD Yes 1.2300
10/31/2011
EnergyGauge Summit® v3.22
9
265 Mat1265 Soil, 1 ft No 2.0000 1.0000 0.5000 100.00 0.2000
48 Mat148 6 in. Heavyweight concrete No 0.5000 0.5000 1.0000 140.00 0.2000
268 Mat1268 0.625" stucco No 0.1302 0.0521 0.4000 16.00 0.2000
42 Mat142 8 in. Lightweight concrete No 2.0212 0.6670 0.3300 38.00 0.2000
block
269 Mat1269 .75" ISO BTWN24" oc No 2.2321 0.0625 0.0280 4.19 0.3000
23 Mat123 6 in. Insulation No 20.0000 0.5000 0.0250 5.70 0.2000
94 Mat194 BUILT -UP ROOFING, No 0.3366 0.0313 0.0930 70.00 0.3500
3 /8IN
❑ ❑❑ ❑❑❑❑
Constructs Used
No Name
1011 5/8" stucco /8 "CMU /3/4 "ISO
BTWN24 "oc /.5" Gyp
Simple Massless Conductance Heat Capacity Density RValue
Construct Construct [Btu / h.sf.F] [Btu /sf.F] [lb /cf] [h.sf.F /Btu]
No No 0.21 5.73 34.65 4.8 ❑
Layer Material Material Thickness Framing
No. [ft] Factor
1 268 0.625" stucco 0.0521 0.000
2 42 8 in. Lightweight concrete block 0.6670 0.000
3 269 .75" ISO BTWN24" oc 0.0625 0.000
4 187 GYP OR PLAS BOARD,1 /21N 0.0417 0.000
No Name
Simple Massless Conductance Heat Capacity Density RValue
Construct Construct [Btu /h.sf.F] [Btu /sf.F] [Ib /cf] [h.sf.F /Btu]
1056 Mtl Bldg Roof/R -19 Batt
No No 0.05
1.34 9.49 20.3 ❑
Layer Material Material Thickness Framing
No. [ft] Factor
1 94 BUILT -UP ROOFING, 3 /8IN 0.0313 0.000
2 23 6 in. Insulation 0.5000 0.000
10/31/2011
EnergyGauge Summit® v3.22
10
No Name Simple Massless Conductance Heat Capacity Density RValue
Construct Construct [Btu / h.sf.F] [Btu /sf.F] [lb /cf] [h.sf.F/Btu]
1057 1 ft. soil, concrete floor, carpet and rubber pad No No 0.27 34.00 113.33 3.7 El
Layer Material Material Thickness Framing
No. [ft] Factor
1 265 Soil, 1 ft 1.0000 0.000 ❑
2 48 6 in. Heavyweight concrete 0.5000 0.000 ❑
3 178 CARPET W /RUBBER PAD 0.000 ❑
No Name
1058 Solid core flush (2.25)
Simple Massless Conductance Heat Capacity Density RValue
Construct Construct [Btu /h.sf.F] [Btu /sf.F] [lb /cf] [h.sf.F /Btu]
No Yes 0.35 2.9 ❑
Layer Material Material Thickness Framing
No. [ft] Factor
1 279 Solid core flush (2.25 ") 0.000 ❑
10/31/2011
EnergyGauge Summit® v3.22 11
DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY
AFFAIRS (PERA)
BOARD AND CODE ADMINISTRATION DIVISION
NOTICE OF ACCEPTANCE (NOA)
SMI Aluminum Systems, LLC
11305 NW 128 Street
Medley, FL 33178
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction
materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA-
Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority
Having Jurisdiction (AHJ).
This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control
Section (In Miami Dade County) and /or the AHJ (in areas other than Miami Dade County) reserve the right
to have this product or material tested for quality assurance purposes. If this product or material fails to
perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may
immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA
reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control
Section that this product or material fails to meet the requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building
Code, including the High Velocity Hurricane Zone.
> t WIndow; M I.
APPROVAL DOCUMENT: Drawing No. W03 -64, titled "Series SMI -175 Alum Window Wall (L.M.I.) ",
sheets 1 through 10 of 10, dated 08/11/03 with revision E dated 07/19/11, prepared by Al- Farooq
Corporation, signed and sealed by Javad Ahmad, P.E., bearing the Miami -Dade County Product Control
Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County
Product Control Section.
MISSILE IMPACT TJG; , g, mall Missile xm act Resistant
L . r
ac li unit shall bear a permanent label with the manufactnreris name or Pogo, city, state,
model /series, and following statement: "Miami -Dade County Product Control Approved ", unless otherwise
noted herein.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been
no change in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change
in the materials, use, and /or manufacture of the product or process. Misuse of this NOA as an endorsement
of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure
to comply with any section of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and
followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is
displayed, then it shall be done in its entirety.
INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its
distributors and shall be available for inspection at the job site at the request of the Building Official.
This NOA revises NOA # 07- 0924.02 and consists of this page 1 and idence pages E -1, E -2 and E-3, as
well as approval document mentioned above.
The submitted documentation was reviewed by Manuel Perez
MIAMI -DADE COUNTY
PRODUCT CONTROL SECTION
11805 SW 26 Street, Room 208
Miami, Florida 33175 -2474
T (786) 315 -2590 F (786) 315 -2599
www.miamidade.gov/pera/
MIAMI•DADE COUNTY
APPROVED
er20,2011
*t• <�;:
SMI Aluminum Systems, LLC
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
A. DRAWINGS
1. Manufacturer's die drawings and sections.
2. Drawing No W03 -64, titled "Series SMI -175 Alum Window Wall (LMI) ", sheets 1
through 10 of 10, prepared by Al- Farooq Corporation, dated 08/11/03 with revision E
dated 07/19/11, signed and sealed by Javad Ahmad , P.E.
B. TESTS
1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94
2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94
3) Water Resistance Test, per FBC, TAS 202 -94
4) Large Missile Impact Test per FBC, TAS 201 -94
5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94
6) Forced Entry Test, per FBC 2411.3.2.1and TAS 202 -94
along with marked -up drawings and installation diagram of an aluminum window wall
system, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -3721
dated 03/26/2003, signed and sealed by Joseph Chan, P.E.
(Submitted under NOA #03- 0925.01)
2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94
2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94
3) Water Resistance Test, per FBC, TAS 202 -94
4) Large Missile Impact Test per FBC, TAS 201 -94
5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94
6) Forced Entry Test, per FBC 2411.3.2.1 and TAS 202 -94
along with marked -up drawings and installation diagram of an aluminum window wall
system, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -3833
dated 08/05/2003, signed and sealed by Joseph Chan, P.E.
(Submitted under NOA #03- 0925.01)
3. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94
2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202 -94
3) Water Resistance Test, per FBC, TAS 202 -94
4) Large Missile Impact Test per FBC, TAS 201 -94
5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94
6) Forced Entry Test, per FBC 3603.2 (b) and TAS 202 -94
along with marked -up drawings and installation diagram of an aluminum window wall
system, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -3465
dated 7/17/2002, signed and sealed by James Worth, P.E.
(Submitted under NOA #03- 0925.01)
E -1
M: nuel P • , P.E.
Product Contro Ex iner
NOA No. - 412.05
Expiration Date: November 21, 2012
Approval Date: October 20, 2011
SMI Aluminum Systems, LLC
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
B. TESTS (CONTINUED)
4. Test reports on: 1) Air Infiltration Test per FBC, TAS 202 -94
2) Uniform Static Air Pressure Test Loading per FBC, TAS 202 -94
3) Water Resistance Test per FBC, TAS 202 -94
4) Large Missile Impact Test per FBC, TAS 201 -94
5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94
along with marked -up drawings and installation diagram of an aluminum window wall
system, prepared by Fenestration Testing-Laboratory, Inc., Test Reports No.
FTL -5070, dated 10/05/06, signed and sealed by Marlin D. Brinson, P.E.
FOR REFERENCE ONLY
5. Test reports on: 1) Air Infiltration Test per FBC, TAS 202 -94
2) Uniform Static Air Pressure Test Loading per FBC, TAS 202 -94
3) Water Resistance Test per FBC, TAS 202 -94
4) Large Missile Impact Test per FBC, TAS 201 -94
5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94
6) Forced Entry Test, per FBC 2411.3.2.1 (b) and TAS 202 -94
along with marked -up drawings and installation diagram of a aluminum outswing
door, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.
FTL- 4267, dated 08/13/04, signed and sealed by Edmundo Largaespada, P.E:
FOR REFERENCE ONLY (Submitted under previous NOA #05- 0301.04)
6. Test reports on: 1) Air Infiltration Test per FBC, TAS 202 -94
2) Uniform Static Air Pressure Test Loading per FBC, TAS 202 -94
3) Water Resistance Test per FBC, TAS 202 -94
4) Large Missile Impact Test per FBC, TAS 201 -94
5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94
6) Forced Entry Test, per FBC 2411.3.2.1 (b) and TAS 202 -94
along with marked -up drawings and installation diagram of a aluminum outswing
door, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.
FTL -4257, dated 07/18/04, signed and sealed by Edmundo Largaespada, P.E.
FOR REFERENCE ONLY (Submitted under previous NOA #10- 0511.02)
7. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94
2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94
3) Water Resistance Test, per FBC, TAS 202- 94(Not performed)
4) Large Missile Impact Test per FBC, TAS 201 -94
5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94
6) Forced Entry Test, Per FBC 2411 3.2.1 and TAS 202 -94
E -2
Manuel Per ' .E.
Product Control ' xa : ner
NOA No. 1 ! 2.05
Expiration Date: November 21, 2012
Approval Date: October 20, 2011
SMI Aluminum Systems, LLC
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
B. TESTS (CONTINUED)
7. along with marked -up drawings and installation diagram of a aluminum outswing
XXOO door system, prepared by Fenestration Testing Laboratory, Inc., Test Report
No. FTL -3997, dated 12/04/03, signed and sealed by Edmund() Largaespada, P.E.
FOR REFERENCE ONLY (Submitted under previous NOA #08- 1202.14)
C. CALCULATIONS:
1. Anchor verification calculations and structural analysis, complying with FBC -2007
and FBC -2010, prepared by Al- Farooq Corporation, dated 02/16/11 and 07/19/11,
signed and sealed by Javad Ahmad, P.E.
2. Glazing complies with ASTM E1300 -04.
D. QUALITY ASSURANCE
1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA).
E. MATERIAL CERTIFICATIONS
1. Notice of Acceptance No. 09- 0223.05 issued to Solutia, Inc. for their "Saflex Multi -
layer Glass Interlayer" dated 04/08/09, expiring on 04/08/14.
2. Notice of Acceptance No. 10- 0331.02 issued to Cytec Industries, Inc. for their
"Uvekol S Laminated Glass Interlayer", dated 05/05/10, expiring on 02/08/14.
F. STATEMENTS
1. Statement letter of conformance, no financial interest, dated 09/28/11, signed and
sealed by Javad Ahmad, P.E.
2. Laboratory compliance letter for Test Report No. FTL -3465, issued by Fenestration
Testing Laboratory, Inc., dated 8/8/02, signed and sealed by James Worth, P.E.
(Submitted under NOA #03- 0925.01)
3. Laboratory compliance letter for Test Report No. FTL -3721 issued by Fenestration
Testing Laboratory, Inc., dated 4/15/03, signed and sealed by Joseph Chan, P.E.
(Submitted under NOA #03- 0925.01)
4. Laboratory compliance letter for Test Report No. FTL -3833 issued by Fenestration
Testing Laboratory, Inc., dated 8/7/03, signed and sealed by Joseph Chan, P.E.
(Submitted under NOA #03- 0925.01)
5. Asset purchase agreement dated September, 2010, signed by seller: Mr. Jim Pande,
Manager and buyer: Mr. Leon Silverstein, Manager (not signed by buyer).
G. OTHERS
1. Notice of Acceptance No. 07- 0924.02, issued to Smith Mountain Impact Systems by
Pande Pane for their Series "SMI -175" Aluminum Window Wall System - L.M.I.,
approved on 11/15/07 and expiring on 11/21/12.
E -3
Ma uel Pere. P.E.
Product Contro xa finer
NOA No. - t 2.05
Expiration Date: November 21, 2012
Approval Date: October 20, 2011
-BUILDING CODE COMPLIANCE OFFICE (BCCO)
PRODUCT CONTROL DIVISION
NOTICE OF ACCEPTANCE (NOA)
MIAMI -DADE COUNTY, FLORIDA
METRO -DADE FLAGLER BUILDING
140 WEST FLAGLER STREET, SUITE 1603
MIAMI, FLORIDA 33130 -1563
(305) 375 -2901 FAX (305) 375 -2908
SMI System by Pande Pande, LLC
11305 N.W. 128 Street
Medley, FL 33178
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction materials.
The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted
by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by
the Authority Having Jurisdiction (AHJ).
This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control
Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to
have this product or material tested for quality assurance purposes. If this product or material fails to perform in
the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately
revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right
to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or
material fails to meet the requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building Code,
including the High Velocity Hurrica e 7.nn._ - _...„,,,,,p_v„
DE'S;, 'es MK -2 Aluminum Entrance Door w /wo Transom-
APPROVAL DOCUMENT: Drawing No. W03 -58, titled Serres` Va 'F t ance Door (L.M.I) , sheets 1
through 9 of 9, prepared by the AL- Farooq Corporation, dated 07/30/03 and last revised by revision "D" on
Dec09, 2008, signed and sealed by Dr. Humayoun Farooq, P.E., bearing the Miami -Dade County Product Control
Renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product
Control Division.
Missile Ix
1. Lower design pressure to be applied when door or door wl ransom is mulled to storefront system and
anchor to be specified per tributary load at the mullion end.
2. Doors are not rated for water infiltration, unless covered by overhang or canopy complying w/ FBC.
LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and
following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no
change in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the
materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any
product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply
with any section of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Miami -Dade Count , F irida, and followed by
the expiration date may be displayed in advertising literature. If arryyy portion+ e N displayed, then it shall
be done in its entirety.
INSPECTION: A copy of this entire NOA shall be
and shall be available for inspection at the job site the requ
This NOA revises & renews NOA # 04-1029.03 and, consis
approval document mentioned above,
The submitted documentation was reviewed by1Ishaq I. Cha
MIAMI -DADE COUNTY
APPROVED
to
cturer or its distributors
cial.
evidence page E -1, as well as
NOA No 0S -421;
I I:K+i ber b.
SMI System by Fande Pande, LLC
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
A. DRAWINGS
1. Manufacturer's die drawings and sections.
2. Drawing No. W03 -58, titled "Series MK -2 Alum Entrance Door (L.M.I) ", sheets
1 through 9 of 9, prepared by the AL- Farooq Corporation, dated 07/30/03 and last
revised by revision "D" on Dec 09, 2008, signed and sealed by Dr. Humayoun
Farooq, P.E.
B. TESTS (Test report transferred from file # 04- 1029.03)
1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94
2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94
3) Water Resistance Test, per FBC, TAS 202- 94(Not performed)
4) Large Missile Impact Test per FBC, TAS 201 -94
5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94
6) Forced Entry Test, Per FBC 2411 3.2.1 and TAS 202 -94
along with marked -up drawings and installation diagram of a aluminum outswinging
O/XX & XXOO door system, prepared by Fenestration Testing Laboratory, Inc., Test
Report No. FTL -3603, dated 11 /05 /02 and FTL -3997, dated 12/04/03, signed and sealed
by Joseph Chan, P.E. and Edmundo Largaespada , P.E., respectively.
2. Reference test report no. FTL 3833 for Window wall per TAS 201/202 &203.
C. CALCULATIONS
1. Anchor calculations, structural and comparative analysis, prepared by AL- Farooq
Corporation, dated 12/01/08, signed & sealed by Dr.Humayoun Farooq, P.E.
2. Galzing Complies with ASTM -E1300 -02/04
D. QUALITY ASSURANCE
1. Miami Dade /Building Code Compliance Office (BCCO).
E. MATERIAL CERTIFICATIONS
1. Notice of Acceptance No. 06- 0216.06 issued to Solutia, for "Saflex IIIG clear &
color interlayer ", expiring on 05/21/2011.
2. Notice of Acceptance No. 03- 1223.04 issued to Surface Specialties, Inc. for
"Uvekol -Liq Resin" expiring on 02/08/09.
F. STATEMENTS
1, Statement letter of code compliance and "No financial interest" , dated November
25, 2008, signed and sealed by Dr.Humayoun Farooq, P.E.
2. Statement letter of lab compliance, as a part of the test reports
G. OTHER
1. This NOA revises & renews NOA # 04- 1029.03, expiring Dec 04, 2013.
2. Previous associated NOA # 03- 0925.03
E -1
k \. LL
shaq I. Chanda, P.E.
Product Control Examiner
NOA No 08- 1202.14.03
Expiration Date: December 04, 2013
Approval Date: January 01, 2009
BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT (BNC)
BOARD AND CODE ADMINISTRATION DIVISION
NOTICE OF ACCEPTANCE (NOA)
SMI Aluminum Systems, LLC
11305 NW 128 Street
Miami, FL 33178
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction
materials. The documentation submitted has been reviewed and accepted by Miami -Dade County BNC -
Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority
Having Jurisdiction (AHJ).
This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control
Section (In Miami Dade County) and /or the AHJ (in areas other than Miami Dade County) reserve the right
to have this product or material tested for quality assurance purposes. If this product or material fails to
perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may
immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BNC
reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control
Section that this product or material fails to meet the requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building
Code, including the High Velocity Hurricane Zone.
MIAMI -DADE COUNTY
PRODUCT CONTROL SECTION
11805 SW 26 Street, Room 208
Miami, Florida 33175-2474
T (786) 315 -2590 F (786) 315 -2599
www.miamidade.govibuilding/
,, i Gla Ilt ftWi t itta et oor - L.M.I.
APPROVAL DOCUMENT: Drawing No. W04 -91, titled "Series K2LM Alum. Out -Swing Entrance
Door ", sheets 1 through 11 of 11, prepared by Al- Farooq Corporation, dated 10/25/04 with revision C dated
02/02/11, signed and sealed by Javad Ahmad , P.E., bearing the Miami -Dade County Product Control
Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County
Product Control Section.
maHMll taut
ABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state,
model /series, and following statement: "Miami -Dade County Product Control Approved ", unless otherwise
noted herein.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been
no change in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change
in the materials, use, and /or manufacture of the product or process. Misuse of this NOA as an endorsement
of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure
to comply with any section of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and
followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is
displayed, then it shall be done in its entirety.
INSPECTION: A copy of this entire NOA shall be provided to the user . th - anufacturer or its
distributors and shall be available for inspection at the job site at the re - ue . e Building Official.
This NOA revises and renews NOA # 10- 0511.02 and consists of th p.` . d evidence pages E -1 and
E -2, as well as approval document mentioned abov
The submitted documentation was reviewed by
MIAMI DADE COUNTY
APPROVED
n�
Approval Date:
SMI Aluminum Systems, LLC
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
A. DRAWINGS
1. Manufacturer's die drawings and sections.
2. Drawing No W04 -91, titled "Series K2LM Alum. Out -Swing Entrance Door ", sheets 1
through 11 of 11, prepared by Al- Farooq Corporation, dated 10/25/04 with revision C
dated 02/02/11, signed and sealed by Javad Ahmad , P.E.
B. TESTS
1. Test reports on: 1) Air Infiltration Test per FBC, TAS 202 -94
2) Uniform Static Air Pressure Test Loading per FBC, TAS 202 -94
3) Water Resistance Test per FBC, TAS 202 -94
4) Large Missile Impact Test per FBC, TAS 201 -94
5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94
6) Forced Entry Test, per FBC 2411.3.2.1 (b) and TAS 202 -94
along with marked -up drawings and installation diagram of a aluminum outswing
door, prepared by Fenestration Testing Laboratory, Inc., Test Reports No. FTL -4267,
FTL -4238, FTL -4257 and FTL -4276, dated 06 /18/04, 06 /30/04, 08/12/04 and
08/13/04 respectively, all signed and sealed by Edmundo Largaespada, P.E.
(Submitted under previous NOA #05- 0301.04)
C. CALCULATIONS:
1. Anchor verification calculations and structural analysis, complying with FBC -2007,
prepared by Al- Farooq Corporation, dated 02/02/11, signed and sealed by Javad
Ahmad, P.E.
2. Glazing complies with ASTM El 300-04.
D. QUALITY ASSURANCE
1. Miami -Dade Building and Neighborhood Compliance Department (BNC).
E. MATERIAL CERTIFICATIONS
1. Notice of Acceptance No. 09- 0223.05 issued to Solutia, Inc. for their "Saflex Multi -
layer Glass Interlayer" dated 04/08/09, expiring on 04/08/14.
2. Notice of Acceptance No. 10- 0331.02 issued to Cytec Industries, Inc. for their
"Uvekol S Laminated Glass Interlayer", dated 05/05/10, expiring on 02/08/14.
E -1
Manuel P , > E.
Product Control xami er
NOA No. 1 -0 .05
Expiration Date: May 12, 2016
Approval Date: May 12, 2011
SMI Aluminum Systems, LLC
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
F. STATEMENTS
1. Statement letter of conformance, no financial interest and compliance with the FBC
2007, dated April 30, 2010, signed and sealed by Javad Ahmad, P.E.
2. Laboratory compliance letter for Test Reports No. FTL -4267, FTL -4238, FTL -4257,
FTL -4276, issued by Fenestration Testing Laboratory, Inc., dated 16/18/04, 06/30/04,
08/12/04 and 08/13/04 respectively, all signed and sealed by Edmundo Largaespada,
P.E. (Submitted under previous NOA No. 05- 0301.04)
3. Asset purchase agreement dated September, 2010, signed by seller: Mr. Jim Pande,
Manager and buyer: Mr. Leon Silverstein, Manager (not signed by buyer).
G. OTHERS
1. Notice of Acceptance No. 10- 0511.02, issued to Pande Pane LLC dba SMI Systems
for their Series "K2LM" 10'0" Outswing Glazed Aluminum Entrance Door - L.M.L,
approved on 06/30/10 and expiring on 05 /12/11.
E -2
Manuel Per
Product Control
NOA No. 11- .05
Expiration Date: May 12, 2016
Approval Date: May 12, 2011
MIAMI
COUNT
BUILDING CODE COMPLIANCE OFFICE (BCCO)
PRODUCT CONTROL DIVISION
NOTICE OF ACCEPTANCE (NOA)
MIAMI -DADE COUNTY, FLORIDA
METRO -DADE FLAGLER BUILDING
140 WEST FLAGLER STREET, SUITE 1603
MIAMI, FLORIDA 33130 -1563
(305) 375 -2901 FAX (305) 372 -6339
www.miamidade.uov/buildingeode
J.B. Garage Doors, Inc.
12195 NW 98`b Avenue
Hialeah Gardens, FL 33018
SCOPE:
This NOA is being issued under the applicable rules and
reviewed regulations governing the use of construction Miami-Dade County Product Control Division
materials. The documentation submitted has been rev by Miami
and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas
where allowed by the Authority Having Jurisdiction (AHJ).
This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control
Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right
to have this product or material tested for quality assurance purposes. If this product or material fails to
perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may
immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA
reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control
Division that this product or material fails to meet the requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building
Code, including the High Velocity Hurricane Zone.
DE • ': a ,# , 6 e Steel S
APPROVAL DOCUMENT: Drawing No. 08 -08, titled "Steel Overhead Garage Door ", dated 06/26/08,
with revision A dated 12/09/08, sheets 1 through 4 of 4, prepared by Al- Farooq Corporation, signed and
sealed by Humayoun Farooq, P.E., bearing the Miami -Dade County Product Control Approval stamp with
the Notice of Vt., Q al date by the Miami -Dade County Product Control Division.
EMP _ �b ar d Small Missile Impact Resistant
LABELING: Ear` um F ql" be pe . •c nt label with the manufacturer's name or logo, city, state and
following stateme � ;�� • d ou � ; _ oduct Control Approved ", unless otherwise noted herein.
RENEWAL of t N • s • s d after a renewal application has been filed and there has been
no change in the ap bl ld . atively affecting the performance of this product.
TERMINATION t s " c er the expiration date or if there has been a revision or change
in the materials, us ` ure the product or process. Misuse of this NOA as an endorsement of
any product, for sal v °.: r any er purposes shall automatically terminate this NOA. Failure to
comply with any section of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed
by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then
it slaaal dine
IN
dist
This
above
The subt
all be provided to the user by the
on at the job site at the request
ce pages E -1 and E -2, as well
facturer or its
ilding Official.
al document mentioned
J.B. Garage Doors, Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
A. DRAWINGS
1. Drawing No. 08 -08, titled "Steel Overhead Garage Door ", dated 06/26/08, with
revision A dated 12/09/08, sheets 1 through 4 of 4, prepared by Al- Farooq
Corporation, signed and sealed by Humayoun Farooq, P.E.
B. TESTS
1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94
2) Forced Entry Test, per FBC 2411 3.2.1, TAS 202 -94
along with marked -up drawings and installation diagram of a Series 724 24 GA
Steel Sectional Commercial Garage Door, prepared by Hurricane Engineering &
Testing, Inc, Test Reports No. HETI- 08- 2154A, dated 07/25/08, signed and sealed by
Candido F. Font, P.E.
2. Test reports on 1) Large Missile Impact Test per FBC, TAS 201 -94
2) Cyclic Wind Pressure Loading per FBC, TAS 203 -94
along with marked -up drawings and installation diagram of Series 724 24 GA Steel
Sectional Commercial Garage 8 Doors,
154Br dated 07 25/Q8, Engineering & Testing, d sealed by Candido
Inc, Test Reports No. HETI 0
F. Font, P.E.
3. Test report on Tensile Test per ASTM E 8 of the above sectional garage door's skin,
prepared by Hurricane Engineering & Testing, Inc, Test Report No. HETI- 08 -T142,
dated 07/25/08, signed and sealed by Candido F. Font, P.E.
4. Test report on Salt Spray (Corrosion) Test per ASTM B 117 of a painted G -40 steel
panels, prepared by Celotex Corporation, Test Report No. 258592, dated 08/17/98,
signed by W. A. Jackson, P.E.
"Submitted under NOA # 08- 1106.05"
C. CALCULATIONS
1. Anchor verification calculations and structural analysis prepared by Al- Farooq
Corporation, complying with F.B.0 2004/2007, dated 10/23/08, signed and sealed by
Humayoun Farooq, P.E.
Car(os m. Utrera, P.E.
Product Control Examiner
NOA No. 08- 1107.03
Expiration Date: February 4, 2014
Approval Date: February 4, 2009
E -1
J.B. Garage Doors, Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
D. QUALITY ASSURANCE
1. Miami Dade Building Code Compliance Office (BCCO).
MATERIAL CERTIFICATIONS
1. Notice of Acceptance No. 07- 1016.07, issued to Insulfoam, LLC, for their
Insuifoam Expanded Polystyrene Insulation, approved on 11/29/07 and expiring on
11/29/12.
2. Notice of Acceptance No. 07- 1107.08, issued to Dyplast Products, LLC, for their
Expanded Polystyrene Block Type Insulation, approved on 04/26/07 and expiring on
08/27/08.
F. STATEMENTS
1. Statement letter of code conformance issued by Al- Farooq Corporation, dated
09/30/08, signed and sealed by Humayoun Farooq, P.E.
2. Statement letter of no financial interest issued by Al- Farooq Corporation, dated
09/30/08, signed and sealed by Humayoun Farooq, P.E.
3. Laboratory code compliance statements issued by Hurricane Engineering & Testing,
Inc, for Test Reports No. HETI- 08 -2154A and B, dated 07/25/08, signed and sealed
by Candido F. Font, P.E.
07
Carlos M. Utrera, P.E.
Product Control Examiner
NOA No. 08- 1107.03
Expiration Date: February 4, 2014
Approval Date: February 4, 2009
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CONTINUOUS FRAME
OR
ASSEMBLED CORNER
D.L. OPG,
SEE SHEET 2
D.L. OPG.
SEE SHEET 2
11 3/4" MAX,
HEAD
D.L. OPG.
SEE SHEET 2
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SEE 'SMITH MO TAIN'
IMPACT DOOR NOA
FOR DOOR RATING \
& DETAILS.
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3 3/8"
HEAD /SILL
CORNERS
SERIES SMI -175 ALUM WINDOW WALL
THIS SYSTEM MAY BE USED IN CONJUNCTION WITH MIAMI -DADE
COUNTY APPR'D LARGE MISSILE IMPACT RESISTANT DOORS.
LOWER DESIGN PRESSURE FROM STOREFRONT OR DOOR APPROVAL
WILL APPLY TO ENTIRE SYSTEM.
CODE REQUIREMENTS FOR SAFEGUARDS MUST BE OBSERVED.
THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE
REQUIREMENTS OF THE FLORIDA BUILDING CODE 2007/2010 EDITION INCLUDING
HIGH VELOCITY HURRICANE ZONE (HVHZ).
WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER
LOADS TO THE STRUCTURE.
ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS
EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO.
ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS
ARE NOT PART OF THIS APPROVAL.
A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY.
MATERIALS INCLUDING BUT NOT LIMITED TO STEEL /METAL SCREWS, THAT COME INTO
CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS
OF 2007 FLORIDA BLDG. CODE SECTION 2003.8.4.
11 3/4" MAX.
SILL \\ ANCHORS TYPE A, M, B, C OR CC
` 2, 3 OR 4 AT EACH SIDE OF MULL
SEE SHEET 4
TYPICAL ELEVATIONS
THIS SYSTEM IS RATED FOR LARGE MISSILE IMPACT.
SHUTTERS ARE NOT REQUIRED.
INSTRUCTIONS:
USE CHARTS AS FOLLOWS.
STEP 1
STEP
2
STEP
DETERMINE DESIGN WIND LOAD REQUIREMENT BASED
ON WIND VELOCITY, BLDG. HEIGHT, WIND ZONE
USING APPLICABLE ASCE 7 STANDARD.
SEE CHARTS ON SHEET 2 FOR DESIGN LOAD
CAPACITY OF DESIRED GLASS SIZE.
ANCHORS TYPE
\`\ ` A, AA, B, C OR CC
-AT DOOR MULL
SEE SHEETS 5 & 6
FOR QUANTITIES
3 CHECK MULLION CAPACITY FOR A GIVEN SPACING AND
HEIGHT USING CHARTS ON SHEET 3 FOR STOREFRONT
MULLION AND SHEET 5 & 6 FOR DOOR MULLION.
THE CAPACITY SHOULD EXCEED THE DESIGN LOAD.
STEP 4
STEP 5
USING CHART ON SHEETS 4 SELECT ANCHOR OPTION
WITH DESIGN RATING MORE THAN DESIGN LOAD SPECIFIED
IN STEP 1 ABOVE.
THE LOWEST VALUE RESULTING FROM STEPS 2, 3
AND 4 SHALL APPLY TO ENTIRE SYSTEM.
D.L. OPG.
SEE SHEET 2
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: SHEET 2
-
D.L OPG.
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3 3/8"
HEAD /SILL
CORNERS
03
11 3/4" MAX.
HEAD /SILL
SINGLE '0' PANEL:
FRAME WIDTH = D.L.O. WIDTH + 5.00"
FRAME HEIGHT = D.L.O. HEIGHT + 5.00"
WINDOW WALL SYSTEM WITH GLASS TYPES 'C' & 'D'
COMPLY WITH REQUIREMENTS OF ANSI Z97.1.
LAMINATED GLASS
LARGE MISSILE IMPACT
E157.AVAD WOAD
CIVIL
FLA. PE #} 70592
C.A,N. 538
s RODUCP REVISED
„s complying with the Florida
IB4utding Code
Acceptant* No
Expiration Date
SERIES SMI -175 ALUM WINDOW WALL
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it
drawing no.
W03-64
sheet 1 of 10)
GLASS LOAD CAPACITY - PSF
NOMINAL DIMS.
GLASS TYPE 'A'
GLASS TYPE 'B'
GLASS TYPE 'C'
GLASS TYPE 'D'
GLASS TYPE 'E'
D.L.O. WIDTH
D.L.O. HEIGHT
EXT.( +)&INT.( -)
EXT.( +) &INT.( -)
EXT.( +) &INT.( -)
EXT.( +) &INT.( -)
EXT.( +) &INT.( -)
20"
26"
32"
38"
44"
50"
56"
60"
66"
74„
83.0
63.0
120.0
100.0
90.0
63.0
63.0
120.0
100.0
90.0
63.0
63.0
120.0
100.0
90.0
63.0
63.0
120.0
100.0
90.0
63.0
-
120.0
100.0
90.0
63.0
-
120.0
100.0
90.0
63.0
-
100,0
100.0
90.0
63.0
-
100.0
100.0
-
-
-
100.0
100.0
-
20"
26"
32"
38"
44"
50"
56"
60"
66"
80"
63.0
63.0
120.0
100.0
90.0
63.0
63.0
120.0
100.0
90.0
63.0
63.0
120.0
100.0
90.0
63.0
-
120.0
100.0
90.0
63,0
-
120.0
100.0
90.0
63.0
-
120.0
100.0
90.0
63.0
-
100.0
100.0
-
-
-
100.0
100.0
-
-
-
100.0
1 00.0
-
20"
26"
32"
38"
44"
50"
56"
60"
66"
86"
63.0
63.0
120.0
100.0
90.0
63.0
63.0
120.0
100.0
90.0
63.0
63.0
120.0
100.0
90.0
63.0
-
120.0
100.0
90.0
63.0
-
120.0
100.0
90.0
63.0
-
100.0
100.0
-
-
-
100.0
100.0
-
-
-
100.0
100.0
-
-
-
100.0
100.0
-
20"
26"
32"
38"
44"
50"
56"
60"
66"
92"
63.0
63.0
120.0
100.0
90.0
63.0
63.0
120.0
100.0
90.0
63.0
63.0
120.0
100.0
90.0
63.0
-
120.0
100.0
90.0
63.0
-
100.0
100.0
90.0
-
63.0
-
100.0
100.0
-
120.0
-
-
100.0
100.0
-
-
-
-
100.0
100.0
-
-
-
100.0
100.0
-
1/4" ANN. GLASS
.120" UVEKOL -LIQ RESIN
1/4" ANN. GLASS
1/4" ANN. GLASS
.090" INTERLAYER
SAFLEX /KEEPSAFE MAXIMUM
1/4" ANN. GLASS
GLASS TYPE 'A' GLASS TYPE 'B'
GLASS LOAD CAPACITY - PSF
NOMINAL DIMS.
GLASS TYPE 'A'
GLASS TYPE 'B'
GLASS TYPE 'C'
GLASS TYPE 'D'
GLASS TYPE 'E'
D.L.O. WIDTH
D.L.O. HEIGHT
EXT.( +) &INT.( -)
EXT.( +) &INT.( -)
EXT.(+)&INT.(-)
EXT.( +) &INT.( -)
EXT.( +) &INT.( -)
20"
26"
32"
38"
44"
50"
56"
60"
66"
98"
63.0
63.0
120.0
100.0
90.0
63,0
63.0
120.0
100.0
90.0
63.0
-
120.0
100.0
90.0
63.0
-
120.0
100.0
90.0
63.0
-
100.0
100,0
-
-
-
100.0
100.0
-
-
-
100.0
100.0
-
-
-
100.0
100.0
-
-
-
100,0
100.0
-
20"
26"
32"
38"
44"
50"
56"
60"
104"
63.0
63.0
120.0
100.0
90.0
63.0
63.0
120.0
_
100.0
90.0
63.0
-
120.0
100.0
90.0
63.0
-
120.0
100,0
90.0
63.0
-
100.0
100.0
-
-
-
100.0
100.0
-
-
-
100.0
100.0
-
-
-
100.0
100.0
-
20"
26"
32"
38"
44"
50"
56"
110"
63.0
63.0
120.0
100.0
90.0
63.0
63.0
120.0
100.0
90.0
63.0
-
120.0
100.0
90.0
63.0
-
100.0
100.0
-
-
100.0
100.0
-
-
-
100.0
100.0
-
-
-
100.0
100.0
-
20"
26"
32"
38"
44"
50"
56"
116"
63.0
63.0
120.0
100,0
90.0
63.0
-
120.0
100.0
90.0
63.0
-
120.0
100.0
90.0
63.0
-
100.0
100.0
-
-
--
100.0
100.0
-
-
-
100.0
100.0
-
-
-
97.9
100.0
-
34-1/2"
116 -1/2"
-
-
120.0
-
-
63"
63"
-
-
120.0
-
-
60"
67"
--
-
120.0
-
-
57 "
69"
-
-
120,0
-
-
54"
74"
-
-
120.0
-
-
1/4" HEAT STREN'D GLASS
.120" UVEKOL -LIQ RESIN
1/4" HEAT STREN'D GLASS
GLAZING OPTIONS
5/16" HEAT STREN'D GLASS
.120" UVEKOL -LIQ RESIN
1/4" HEAT STREN'D GLASS
GLASS TYPE 'C' GLASS TYPE 'D'
0
w
x
D.L.O.
WIDTH
D.L.O.
WIDTH
NOTE:
GLASS CAPACITIES ON THIS SHEET
ARE BASED ON
ASTM E1300 -04 (3 SEC. GUSTS).
1/4" HEAT STREN'D GLASS
.090" INTERLAYER
SAFLEX /KEEPSAFE MAXIMUM
SOLUTIA
1/4" HEAT STREN'D GLASS
ngr:.JAVA AHMAD
CIVIL
FLA. PE ## 70592..
C.A.H. 3536
GLASS TYPE 'E'
PRODUCT REVISED
as complying with the Florida
I3ailding Code
Acceptance No - 0.2 •
Expiration Date t
By ' !s. /,
Miami ► ado Product Co
J
I
SERIES SMI -175 ALUM WINDOW WALL
oaa
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0
B
0
N
0
8
N
8
0
C
m
U
a
0
E 107.19.11
drawing no.
W03-64
(sheet 2 of 1 0
HEIGHT
ob
t
w! /ii/
x
NOTE:
GLASS CAPACITIES ON THIS SHEET
ARE BASED ON
ASTM E1300 -04 (3 SEC. GUSTS).
1/4" HEAT STREN'D GLASS
.090" INTERLAYER
SAFLEX /KEEPSAFE MAXIMUM
SOLUTIA
1/4" HEAT STREN'D GLASS
ngr:.JAVA AHMAD
CIVIL
FLA. PE ## 70592..
C.A.H. 3536
GLASS TYPE 'E'
PRODUCT REVISED
as complying with the Florida
I3ailding Code
Acceptance No - 0.2 •
Expiration Date t
By ' !s. /,
Miami ► ado Product Co
J
I
SERIES SMI -175 ALUM WINDOW WALL
oaa
e
J
tO
w
ct
0
v'c
00~ ono
M
EM to
az�
2 ,_� W
t/) F-
r
C
0
Q
.Q
lU
wB
Pi
LL¢
.Q+
0
B
0
N
0
8
N
8
0
C
m
U
a
0
E 107.19.11
drawing no.
W03-64
(sheet 2 of 1 0
)
(sheet 3 of 10)
MULLION LOAD CAPACITY - PSF
WITHOUT INTERMEDIATE HORIZONTALS
NOMINAL DIMS.
WITHOUT
REINFORCING
WITH
REINFORCING
WIDTH (W)
FRAME HEIGHT
EXT.( +)
INT,( -)
EXT.( +)
INT.( -)
24"
100.0
100.0
100.0
120.0
30"
100,0
100.0
100.0
120.0
36"
100.0
100,0
100.0
120.0
42"
100.0
100.0
100,0
120.0
48"
72"
100.0
1000
100.0
120.0
54"
100.0
100.0
100.0
120.0
60"
100.0
100,0
100,0
120.0
66"
100.0
100.0
90.0
100.0
24"
100.0
100.0
100.0
120.0
30"
100.0
100.0
100.0
120,0
36"
100.0
100.0
100.0
120.0
42"
114"
100.0
100.0
100.0
120,0
48"
78"
100.0
100.0
100.0
120.0
54"
100.0
100.0
100.0
120.0
60"
00.0
100.0
90.0
100.0
66"
100.0
100.0
90.0
100.0
24"
100.0
100.0
100.0
120.0
30"
100.0
100.0
100.0
120.0
36"
120"
100.0
100.0
100.0
120.0
42"
100.0
100.0
100.0
120.0
48"
84"
100,0
100.0
100.0
120.0
54"
100,0
100.0
100.0
119.9
60"
83.0
99.9
90.0
100.0
66"
-
-
90.0
100.0
24"
100.0
100.0
100,0
120.0
30"
100.0
100.0
100.0
120.0
36"
100.0
100.0
100.0
120.0
42"
100.0
100.0
100.0
120.0
48"
90"
98.7
98.7
100.0
120.0
54"
90.2
90.2
90.0
100.0
60"
-
-
90.0
100.0
66"
-
-
90.0
100.0
24"
100.0
100.0
100.0
120.0
30"
100.0
100,0
100.0
120.0
36"
100.0
100.0
100,0
120.0
42"
95.0
95.0
100.0
120.0
48"
96"
84.9
84.9
90.0
100.0
54"
77.3
77.3
90.0
100.0
60"
-
-
90.0
100.0
66"
-
-
90.0
100.0
24"
100.0
100.0
100.0
120.0
30"
100.0
100.0
100.0
120.0
36"
91.1
91.1
100.0
120.0
42"
79.5
79.5
100.0
120.0
48"
102"
71,1
71.1
90.0
100.0
54"
-
-
90.0
100,0
60"
-
-
90,0
100.0
66"
-
90.0
100.0
MULLION LOAD CAPACITY - PSF
WITHOUT INTERMEDIATE HORIZONTALS
NOMINAL DIMS.
WITHOUT
REINFORCING
WITH
REINFORCING
WIDTH (W)
FRAME HEIGHT
EXT.( +)
INT.( -)
EXT.( +)
INT.( -)
24"
100.0
100.0
100.0
120.0
30"
90.3
90.3
100.0
120.0
36"
76.3
76.3
100.0
120.0
42"
66.5
66.5
100.0
119.9
48 "
108„
59.3
59.3
90.0
100.0
54"
-
-
90.0
100.0
60"
-
-
90.0
99.2
66"
-
-
90,0
92.5
24"
94.7
94.7
100,0
120.0
30"
76.5
76.5
100,0
120.0
36"
64.6
64.6
100.0
120.0
42"
114"
56.2
56.2
100.0
100.0
48"
78"
-
-
90.0
100.0
54"
-
-
90.0
96.0
60"
-
-
88.0
88.0
24"
81.1
81.1
100.0
120.0
30"
65,4
65,4
100.0
120.0
36"
55.1
55.1
100,0
120.0
42"
120"
47.9
47.9
90.0
100.0
48"
-
-
90.0
95.3
54"
84"
-
-
85.9
85.9
60"
-
-
78.7
78.7
W1 _
W2
WIDTH (W)
W1 + W2
2
MULLION
W/0 REINFORCING
Ix IN-4
Sx IN"3
5.3965
2,3108
MULLION
W/ REINFORCING
MULLION LOAD CAPACITY - PSF
WITH INTERMEDIATE HORIZONTALS
NOMINAL DIMS.
WITHOUT
REINFORCING
WITH
REINFORCING
WIDTH (W)
FRAME HEIGHT
EXT.( +)
INT,( -)
EXT.( +)
INT.( -)
24"
100.0
100.0
100.0
120.0
30"
100.0
100.0
100.0
120.0
36"
100.0
100.0
100.0
120.0
42"
100.0
100.0
100.0
120.0
48"
72"
100.0
100.0
100.0
120.0
54"
100.0
100.0
100.0
120.0
60"
100.0
100.0
100.0
120.0
66"
100.0
100.0
100.0
100.0
24"
100.0
100.0
100.0
120.0
30"
100.0
100.0
100.0
120.0
36"
100.0
100.0
100.0
120.0
42"
114"
100.0
100.0
100.0
120.0
48"
78"
100.0
100.0
100.0
120.0
54"
100.0
100.0
100.0
120.0
60"
97.2
97.2
90.0
100.0
66"
88.4
88.4
90.0
100.0
24"
100.0
100.0
100.0
120.0 1
30"
100.0
100.0
100.0
120.0
36"
120"
100.0
100.0
100.0
120.0
42"
100.0
100.0
100.0
120.0
48"
84"
100.0
100.0
100.0
120.0
54"
92.2
92.2
100.0
119.9
60"
83.0
83.0
90.0
100.0
66"
-
-
90.0
100.0
24"
100.0
100.0
100.0
120.0
30"
100.0
100.0
100.0
120.0
36"
100.0
100.0
100.0
120.0
42"
100.0
100.0
100.0
120.0
48"
90"
89.5
89.5
100.0
120.0
54"
79.6
79.6
90.0
100.0
60"
-
-
90.0
100.0
66"
-
-
90.0
100.0
24"
100.0
100.0
100.0
120.0
30"
100.0
100.0
100.0
120.0
36"
100.0
100.0
100.0
120.0
42"
89.1
89.1
100.0
120.0
48"
96"
78.0
78.0
90.0
100.0
54"
69.3
69,3
90.0
100.0
60"
-
-
90.0
100.0
66"
-
-
90.0
100.0
24"
100.0
100.0
100.0
120.0
30"
100.0
100.0
100.0
120.0
36"
86.8
86.8
100.0
120.0
42"
74,4
74.4
100.0
120.0
48"
102"
65.1
65.1
90.0
100,0
54"
-
-
90.0
100.0
60"
-
-
90.0
100.0
66"
-
90.0
90.9
Ix IN-4
Sx IN"3
ALUMINUM
5.3965
2.3108
STEEL
3.3264
1.5933
TOTAL
Ix ALUM + Ix STL X 2,9
14.7821
MULLION LOAD CAPACITY - PSF
WITH INTERMEDIATE HORIZONTALS
NOMINAL DIMS.
WITHOUT
REINFORCING
WITH
REINFORCING
WIDTH (W)
FRAME HEIGHT
EXT.( +)
INT.( -)
EXT.( +)
INT.( -)
24"
100.0
100.0
100.0
120.0
30"
87.7
87.7
100.0
120.0
36"
73.1
73.1
100.0
120.0
42"
62.7
62.7
100.0
119,9
48"
108"
54.8
54.8
90.0
100.0
54"
-
-
90.0
99.1
60"
-
-
89.2
89.2
66"
-
-
81.1
81.1
24"
93.2
93.2
100.0
120.0
30"
74.6
74.6
100.0
120.0
36"
62.2
62.2
100.0
120.0
42"
114"
53.3
53.3
90.0
100.0
48"
-
-
90.0
100.0
54"
-
-
89.0
89.0
60"
-
-
80.1
80.1
24"
79.9
79.9
100.0
120.0
30"
64.0
64.0
100.0
120.0
36"
53.3
53.3
100.0
120.0
42"
120"
45.7
45.7
90.0
100.0
48"
-
-
90.0
90.3
54"
-
-
80.3
80.3
60 "
-
72.3
72.3
INTERMEDIATE HORIZONTALS
W1
W2
WIDTH (W) -
Engr: JAVAO AHMAO ,
CIVIL
FLA. PE 7092
C.A.N. ' 3 38
292011
w1 + W2
2
PRODUCT REVISED
a6 complying with the Florida
Building Code
Acceptance No ° • " 05
Expiration Date . mita 012
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drawing no.
W03 -64
ANCHOR LOAD CAPACITY -- PSF
EXT.( +) & INT.( -)
ANCHOR LOAD CAPACITY - PSF
EXT,( +) & INT,( -)
ANCHORS
NOMINAL DIMS. TYPE 'A'
WIDTH (W) FRAME HEIGHT A2 A3 A4
120.0
120.0
105.3
90.3
72" 79.0
70.2
63.2
57.5
52.7
120.0
116.7
97.2
83.3
78" 72.9
64.8
58.3
53.0
48.6
120.0
108.3
90.3
77.4
84" 67.7
24"
30"
36"
42"
48"
54"
60"
66"
72"
24"
30"
36"
42"
48"
54"
60"
66"
72"
24"
30"
36"
42"
48"
54"
60"
66"
72"
120.0
120.0
120.0
120.0
118.5
105.3
94.8
86.2
79.0
120.0
120.0
120.0
120.0
109.4
97.2
87.5
79.6
72.9
120.0
120.0
120.0
116.1
101.6
ANCHORS ANCHORS
TYPE 'AA' TYPE 'B'
AA2 AA3 AA4 B2 B3
ANCHORS ANCHORS
TYPE 'C' TYPE 'CC'
C2 C3 C4 CC2 CC3 CC4
NOMINAL DIMS.
ANCHORS
TYPE 'A'
ANCHORS
TYPE `AA'
ANCHORS
TYPE 'B'
ANCHORS
TYPE 'C'
ANCHORS
TYPE 'CC'
WIDTH (W)
FRAME HEIGHT
A2
A3
A4
AA2
AA3
AA4
B2
B3
C2
C3
C4
CC2
CC4
120.0 120.0
120.0 120.0
120.0 120.0
120.0 120.0
120.0
120.0 120.0
120.0
120.0 120.0 120.0 120.0
120.0
120.0 120.0
120.0
120.0 120.0 120.0 120.0
120.0 120.0
120.0 120.0
120.0
120.0 120.0
120.0
120.0 120.0 120.0 120.0
120.0 120.0
120.0 120.0
120.0 106.7
120.0 120.0
120.0 120.0
120.0 120.0
120.0
120.0
120.0
120.0 118.1
120.0
120.0 103.3
120.0 91.9
120.0
120.0
120.0 116.2 120.0 120.0
120.0 101.7 120.0 120.0
120.0 90.4 120.0 120.0
120.0 96.0
120.0 120,0
120.0
120.0 82.7
120.0
120.0 81.3 120.0 120.0
114.9 87.3
109.1 120.0
116.1
120.0 75.2
112.7
120.0 73.9 110.9 120.0
1 05.3 80.0
100.0 120.0
106.4
120.0 68.9
103.3
120.0 67.8 101.7 120.0
120.0 120.0
120.0 120.0
120.0 120.0
120.0
120.0 120.0
120.0
120.0 120.0
120.0 120.0
120.0
120.0 120.0 120.0 120.0
120.0
120.0 120.0 120.0 120.0
120.0
120.0
120.0
120.0
116.7
120.0
120.0
110.8
98.5
88.6
120.0
120.0
120.0
120.0
110.8
120.0
120.0
120.0
120.0
120.0
120.0
120.0
120.0
120.0
117.9
120.0 120.0
120.0 109.0
120.0 95.4
120.0 84.8
120.0 76.3
120.0
120.0
120.0
120.0
120.0 120.0 120.0 120.0
114.5
1 20.0 107.3
120.0 93.8
120.0 83.4
120.0 75.1
120.0 120.0
120.0 120.0
120.0 120.0
112.6 120.0
24"
30"
36"
42"
48"
54 "
60"
66"
24"
30"
36"
42"
48"
54 "
60"
108"
105.3
120.0
120.0
120.0
120.0
120.0
120.0
120.0
120.0
120.0
120.0
120.0
120.0
120.0
84.3
120.0
120.0
120,0
120.0
120.0
120.0
120.0
110.2
120.0
120.0
108.4
120.0
120.0
70.2
105.3
120.0
106.7
120.0
120.0
120.0
120.0
91.9
120.0
120.0
90.4
120.0
120.0
60.2
90.3
120,0
91.4
114.3
120.0
120.0
120.0
78.7
118.1
120.0
116.2
120.0
52.7
79.0
105.3
80.0
100,0
120.0
106.4
120.0
68.9
103.3
67.8
101.7
120.0
46.8
70.2
93.6
71.1
88.9
118.5
94.6
120.0
61.2
91.9
120.0
90.4
120.0
114"
42.1
38.3
99.8
63.2
57.5
120.0
84.3
76.6
120.0
64.0
58.2
120.0
80.0
72.7
120.0
106.7
97.0
120.0
85.2
77.4
120.0
120.0
116.1
120.0
55.1
50.1
120.0
82.7
75.2
120.0
110.2
100.2
120.0
54.2
49.3
120.0
81.3
120.0
98.6
120.0
79.8
119.7
120.0
120.0
120.0
120.0
120.0
120.0
104.4
120.0
120.0
102.7
68.5
99.8
120.0
101.1
120.0
120.0
120.0
120.0
87.0
120.0
120.0
85.6
120.0
120.0
120.0
120.0
57.0
85.5
114.0
86.6
108.3
120.0
115.2
120.0
74.6
111.9
120.0
73.4
110.1
120.0
49.9
74.8
99.8
75.8
94.7
120.0
100.8
120,0
65.3
97.9
120.0
96.3
120.0
44.4
66.5
88.7
67.4
84.2
112.3
89.6
120.0
58.0
87.0
57.1
85.6
114.2
39.9
59.9
79.8
60.6
75.8
101.1
80.7
120.0
52.2
78.3
106.1 80.6
97.2 73.8
100.7 120.0
92.3 1 20.0
107.2
120.0 69.4
104.1
98.3
120.0 63.6
95.4
120,0 120.0
120.0 120.0
120.0 120.0
120.0 117.6
120.0 120.0
120.0 120.0
120.0 120.0
120.0 120.0
120.0
120.0
120.0
120.0
120.0 120.0
120.0 120.0
120.0 118.1
120.0 101.2
120.0
120.0
120.0
120.0
120.0 68.3 102.4 120.0
120.0 62.6 93.8 120.0
120.0 120.0 120.0 120.0
120.0 120.0 120.0 120.0
120.0 116.2 120.0 120.0
120.0 99.6 120.0 120.0
24"
30"
36"
42"
48"
54"
60"
120"
94.8
120.0
120.0
120.0
120.0
120.0
120.0
120.0
120.0
120.0
120.0
51.4
120.0
77.1
102.7
120.0
120.0
75.8
113.8
120.0
115.2
120.0
120.0
120.0
120.0
99.2
120.0
120.0
97.6
120.0
120.0
63.2
54.2
47.4
94.8
81.3
71.1
120.0
108.3
94.8
96.0
82.3
72.0
120.0
102.9
90.0
120.0
120.0
120.0
120.0
109.5
95.8
120.0
120.0
120.0
82.7
70.9
62.0
120.0
106.3
93.0
120.0
120.0
120.0
81.3
120.0
69.7
104.6
61.0
91.5
120.0
120.0
120.0
42.1
63.2
84.3
64.0
80.0
106.7
85.2
120.0
55.1
82.7
110.2
81.3
108.4
37.9
56.9
75.8
57.6
72.0
96.0
76.6
115.0
49.6
74.4
99.2
48.8
73.2
97.6
120.0 102.9
120.0 120.0
120.0
120.0 88.6
120.0
120.0 87.1 120.0 120.0
24"
30"
36"
42"
48"
54"
60"
66"
72"
24"
30"
36"
42"
48"
54"
60"
66"
72"
24"
30"
36"
42"
48"
54"
60"
66"
60.2
54.2
49.2
45.1
120.0
101.1
90.3
81.3
120.0 91.4
108.3 82.3
114.3 120.0
102.9 120.0
120.0
120.0 78.7
118.1
120.0 77.5 116.2 120.0
109.5
120.0 70.9
106.3
120.0 69.7 104.6 120.0
7
9
98.5 74.8
93.5 120.0
99.5
120.0 64.4
96.6
120.0 63.4 95.1 120.0
67.7
90.3 68.6
85.7 114,3
91.2
1 20.0 59.0
88.6
118.1 58.1 87.1 116.2
120.0
120.0 120.0
120.0 120.0
120.0
120.0 120.0
120.0
120.0 120.0 120.0 120.0
120.0
84.3
72.2
90" 63.2
56.2
50.6
46.0
42.1
118.5
94.8
79.0
67.7
96" 59.3
52.7
47.4
43.1
39.5
111.5
89.2
74.4
63.7
55.8
49.6
44.6
40.6
102"
120.0
120,0 120.0
120.0 120.0
120.0 120.0
120.0 120.0
120.0
120.0 120.0
120.0
120.0 120.0 120.0 120.0
120.0
120.0 110.2
120.0
120.0 108.4 120.0 120.0
108.3
120.0 109.7
120.0 120.0
120.0
120.0 94.5
120.0
120.0 93.0 120.0 120.0
94.8
120.0 96.0
120.0 120.0
120.0
120.0 82.7
120.0
120.0 81.3 120.0 120.0
84.3
112.4 85.3
106.7 120.0
113.5
120.0 73.5
110.2
120.0 72.3 108.4 120.0
75.8
101.1 76.8
96.0 120.0
102.2
120.0 66.1
99.2
120.0 65.1 97.6 120.0
68.9
63.2
91.9 69.8
84.3 64.0
87.3 116.4
80.0 106.7
92.9
85.2
120.0 60.1
120.0 55,1
90.2
120.0 59.2 88.7 118.3
82.7
110.2 54.2 81.3 108.4
120.0
120.0
120.0 120.0
120.0 120.0
120.0 120.0
120.0 120.0
120.0
120.0 120.0
120.0
120.0 120.0 120.0 120.0
120.0
120.0 120.0
120.0
120.0 120.0 120.0 120.0
118.5
101.6
88.9
120.0 120.0
120.0 102.9
118.5 90.0
120.0 120.0
120.0 120.0
112.5 120.0
120.0
120.0
119.8
120.0 103.3
120.0 88.6
120.0
120.0
120.0 77.5
116.3
120.0 101.7 120.0 120.0
120.0 87.1 120.0 120.0
120.0 76.3 114.4 120.0
79.0
71.1
105.3 80.0
94.8 72.0
100.0 120.0
90.0 120.0
106.4
95.8
1 20.0 68.9
120.0 62.0
103.3
120.0 67.8 101.7 120.0
93.0
120.0 61.0 91.5 120.0
64.6
59.3
86.2 65.5
79.0 60.0
81.8 109.1
75.0 100.0
87.1
120.0 56.4
84.5
112,7 55.5 83.2 110.9
79.8
119.8 51.7
77.5
103.3 50.8 76.3 101.7
120.0
120.0
120.0 120.0
120.0 120.0
120.0 120.0
120.0 120.0
120.0
120.0
120.0 120.0
120.0 116.7
120.0
120.0 120.0 120.0 120.0
120.0
120.0 114.8 120.0 120.0
111.5
120.0 112.9
120.0 120.0
120.0
120.0 97.3
120.0
120.0 95.7 120.0 120.0
95.6
83.6
120.0 96.8
111.5 84.7
120.0 120.0
105,9 120.0
120.0
112.7
120.0 83.4
120.0 72.9
120.0
120.0 82.0 120.0 120.0
109.4
120.0 71.8 107.6 120.0
74.4
66.9
60.8
99.1
89.2
81.1
75.3
67.8
61.6
94.1
84.7
77.0
120.0
1 12.9
102.7
100.2
90.2
82.0
120.0 64.8
120.0 58.4
120.0 53.0
97.3
87.5
79.6
120.0 63.8 95.7 120.0
1 16.7 57.4 86.1 114.8
106.1 52.2 78.3 104.4
ANCHORS TYPES: SEE SHEET 7 FOR DESCRIPTION
A2 =
AA2 =
C2 =
CC2 =
A3 =
AA3
B3 =
A4 =
AA4
C4 =
CC4 =
(2) ANCHORS
(2) ANCHORS
(2) ANCHORS
(2) ANCHORS
(2) ANCHORS
(3) ANCHORS
(3) ANCHORS
(3) ANCHORS
(3) ANCHORS
(3) ANCHORS
(4) ANCHORS
(4) ANCHORS
(4) ANCHORS
(4) ANCHORS
TYPE
TYPE
TYPE
TYPE
TYPE
TYPE
TYPE
TYPE
TYPE
TYPE
TYPE
TYPE
TYPE
'A' AT EACH SIDE OF MULLION
'AA' AT EACH SIDE OF MULLION
'B' AT EACH SIDE OF MULLION
'C' AT EACH SIDE OF MULLION
'CC' AT EACH SIDE OF MULLION
'A' AT EACH SIDE OF MULLION
'AA' AT EACH SIDE OF MULLION
'13' AT EACH SIDE OF MULLION
'C' AT EACH SIDE OF MULLION
'CC' AT EACH SIDE OF MULLION
'A' AT EACH SIDE OF MULLION
'M' AT EACH SIDE OF MULLION
'C' AT EACH SIDE OF MULLION
'CC' AT EACH SIDE OF MULLION
ALL OTHER ANCHORS TO BE SPACED AS PER ELEVATION.
2 1/2"
2 1/2"
2 1/2"
Eng r: JAV757"''AH MAD
CIVIL
FLA. PE # 70592
3538
2 1/2"
2 1/2"
2 1/2"
W2
WIDTH (W) =
2
PRODUCT REVISED
plying with the Florida
as corn
Building Code
Acceptance No .0_1 .0
Expiration Date rortm
ade Prod et i■
rhelianu
th
fx
a.
0
CO
14.1 191
drawing no.
W03- 64
(sheet 4 of 10)
(sheet 5 of 1 C))
DOOR MULLION LOAD CAPACITY
NOMINAL DIMS.
W/O REINF.
WIDTH (W)
FRAME HEIGHT
EXT,( +) & INT.( -)
30"
24"
90.0
36"
30"
90.0
100.0
81 -3/4"
90.0
42"
42"
48"
100.0
90.0
30"
100.0
90.0
36"
100.0
90.0
85 -3/4"
90.0
42"
100.0
48"
90.0
30"
90.0
36"
91-3/4"
90.0
42"
90.0
30"
90.0
36"
96 -3/4"
90.0
42"
90.0
30"
90.0
36"
97 -3/4"
90.0
42"
90
90.0
DOOR MULLION
WITHOUT REINFORCING
Ix IN-4
Sx 1N"3
5.8937
2.6191
DOOR
MULLION LOAD CAPACITY
NOMINAL DIMS.
WITH REINF.
WIDTH (w)
FRAME HEIGHT
EXT.( +) & INT.( -)
24"
C
100,0
30"
6
100.0
38"
100.0
42"
80"
100.0
48"
100.0
54"
100.0
60"
100.0
24"
100.0
30"
1 00.0
36"
100.0
42"
84"
100.0
48"
100.0
54"
100.0
60"
100.0
24"
100.0
30"
100.0
36"
100.0
42"
90
100.0
48"
100.0
54"
100.0
24"
100.0
30"
100.0
36"
96"
100.0
42"
100.0
48"
100.0
24"
100.0
30"
100.0
36"
102"
100.0
42"
100.0
48"
100.0
24"
100.0
30"
100.0
108"
100.0
36"
42"
100.0
24"
100.0
30"
114"
100.0
36"
100.0
42"
100.0
24"
100.0
30"
100.0
36"
120"
100.0
42"
100.0
DOOR MULLION
WITH REINFORCING
ALUMINUM
STEEL
Ix IN-4 Sx IN"3
5.8937
2.7398
2.6191
1.3915
TOTAL
Ix ALUM + Ix STL X 2.9
13.8153
w
ANCHOR
TYPES
TOTAL NO. OF ANCHORS
AT DOOR MULLION HEAD
A
8
AA
6
B
4
C
6
CC
6
\
W2
W1
WIDTH (W) W1 + W2
2
ANCHOR
TYPES
TOTAL NO. OF ANCHORS
AT DOOR MULLION HEAD
A
8
AA
6
B
4
C
6
CC
6
SMITH MOUNTAIN
OUTSWING DOORS
SEE SEPARATE NOA
ANCHOR
TYPES
TOTAL NO, OF ANCHORS
AT DOOR MULLION SILL
A
8
M
6
B
4
C
6
CC
6
WIDTH (W) = 21 + W2
0
D
s
SMITH MOUNTAIN
OUTSWING DOORS
SEE SEPARATE NOA
W2 W1
WIDTH (W) = W1 + W2
2
Engr: JAVAD AHMAO
CIVIL.
FLA. PE !' 70592
C.A:N. 3538
ANCHOR
TYPES
TOTAL NO. OF ANCHORS
AT DOOR MULLION SILL
A
8
AA
6
B
4
C
6
CC
6
PRODUCT REVISED
as complying with the Florida
Building Code
AcccptanteNo "►!�!, 05
Expiration Date . ,14/g/-'1%! p1
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drawing no.
W03-64
DOOR MULLION LOAD CAPACITY - PSF
NOMINAL DIMS.
WITH REINF.
FRAME HEIGHT
DOOR HEIGHT
WIDTH (W1)
WIDTH (W2)
EXT. ( +)
INCHES
INCHES
INCHES
INCHES
INT. ( -)
60
30
100.0
39
100,0
60
33
100.0
39
100.0
42
100.0
42
100.0
72
30
100.0
39
100.0
72
33
100.0
39
100.0
42
100.0
108
80
42
100.0
30
100.0
84
33
100,0
84
33
100.0
39
100.0
42
100.0
42
100.0
30
100.0
33
30
100.0
96
33
100.0
39
100.0
42
100.0
30
100.0
60
33
100.0
39
100.0
42
100.0
30
100.0
72
33
100.0
39
100.0
114
80
42
100.0
30
100.0
84
33
100.0
39
100.0
42
98.7
30
100.0
96
33
97.7
39
92.9
30
100.0
60
33
100.0
39
100.0
42
100.0
30
100.0
72
33
100.0
39
95.3
120
80
42
92.6
30
94.3
84
33
91.7
39
86.8
42
84.6
96
30
86.0
33
33
83.8
1 DOOR MULLION LOAD CAPACITY - PSF
NOMINAL DIMS.
WITH REINF.
FRAME HEIGHT
DOOR HEIGHT
WIDTH (W1)
WIDTH (W2)
EXT. (t)
INCHES
INCHES
INCHES
INCHES
INT. ( )
60
30
100.0
39
100,0
60
33
100.0
39
100.0
42
100.0
42
100.0
72
30
100.0
39
100.0
72
33
100.0
39
100.0
42
100.0
108
$4
42
100.0
30
100.0
84
33
100,0
84
33
100.0
39
100.0
42
100.0
42
100.0
30
100.0
33
30
100.0
96
33
100.0
39
100.0
42
100.0
30
100.0
60
33
100.0
39
100.0
42
100.0
30
100.0
72
33
100.0
39
100.0
114
84
42
100.0
30
100.0
84
33
100.0
39
100.0
42
100.0
30
100.0
96
33
100.0
39
96.0
30
100.0
60
33
100.0
39
100.0
42
100.0
30
100.0
72
33
100.0
39
96.9
120
84
42
94.1
30
96.2
84
33
93.5
39
88.4
42
86.0
96
30
87.8
33
85.5
DOOR MULLION LOAD CAPACITY - PSF
NOMINAL DIMS.
WITH REINF.
FRAME HEIGHT
INCHES
DOOR HEIGHT
INCHES
WIDTH (W1)
INCHES
WIDTH (W2)
INCHES
EXT. ( +)
INT. (--)
114
96
60
30
100.0
33
100.0
39
100.0
42
100.0
72
30
100.0
33
100.0
39
100.0
42
100.0
84
30
100.0
33
100.0
39
100.0
42
100.0
96
30
100.0
33
100.0
39
100.0
120
96
60
30
100.0
33
100.0
39
100,0
42
100.0
72
30
100.0
33
100.0
39
100.0
42
100.0
84
30
100.0
33
100.0
39
94.8
42
92.1
96
30
95.1
33
92.4
DOOR MULL ON
WITH REINFORCING
Ix IN"4
Sx IN"3
ALUMINUM
5.8937
2.6191
STEEL
2.7398
1.3915
TOTAL
Ix ALUM + Ix Sri. X 2.9
13.8153
DOOR MULLION LOAD CAPACITY - PSF
NOMINAL DIMS.
WITH REINF.
FRAME HEIGHT
INCHES
DOOR HEIGHT
INCHES
WIDTH (W1)
INCHES
WIDTH (w2)
INCHES
+)
EXT, +)
INT. EXT, (
C
8
CC
100.0
60
33
100.0
39
100,0
42
100.0
30
100.0
72
33
100.0
39
100.0
42
100.0
120
108
30
100.0
84
33
100,0
39
100.0
42
100.0
96
30
100.0
33
100.0
FRAME HEIGHT
ANCHOR
TYPES
TOTAL NO. OF ANCHORS
AT DOOR MULLION HEAD
A
-
AA
8
B
6
C
8
CC
8
SMITH MOUNTAIN
OUTSWING DOORS
SEE SEPARATE NOA
. \ 4
W2
W1
ngr: JAVA(() AHMAD
CIVIL
FLA. PE # 70592
C.i41. _36'38
ANCHOR
TYPES
TOTAL NO. OF ANCHORS
AT DOOR MULLION SILL
A
AA
8
8
6
C
8
CC
8
PRODUCT REVISED
as complying with the Florida
Building Code
Acceptance No / I - D4 .05
Expiration Date . /FT /PAW OW
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drawing no.
W03-64
sheet 6 of 10
UNIT HEIGHT
TYPICAL ANCHORS
SEE ELEV. FOR SPACING
E.G' DIST.
1BY
WOOD BUCK
0
a_
a
V
EDGE DIS
V . • 4. F
TYPICAL ANCHORS
SEE ELEV. FOR SPACING
TYPICAL ANCHORS
SEE ELEV. FOR SPACING
A'
v ` p
EDGE DIST.
TYPICAL ANCHORS
SEE ELEV. FOR SPACING
METAL
STRUCTURES
WOOD BUCKS AND METAL STRUCTURES NOT BY SMITH MOUNTAIN
MUST SUPPORT LOADS IMPOSED BY GLAZING SYSTEM AND
TRANSFER THEM TO THE BUILDING STRUCTURE,
TYPICAL ANCHORS: SEE ELEV. FOR SPACING
TYPE 'A'— 1/4" DIA. ULTRACON BY 'ELCO' (Fu =177 KSI, Fy =155 KSI)
INTO 2BY WOOD BUCKS OR WOOD STRUCTURES
1 -3/8" MIN. PENETRATION INTO WOOD
THRU 1BY BUCKS INTO CONC. OR MASONRY
1-1/4" MIN. EMBED INTO CONC. OR MASONRY
TYPE 'M'- 1/4" DIA. ULTRACON BY 'ELCO' (Fu =177 KSI, Fy =155 KSI)
DIRECTLY INTO CONC. OR MASONRY
1-1/4" MIN. EMBED INTO CONC. OR MASONRY
TYPE 'B'— #14 SMS OR SELF DRILLING SCREWS (GRADE 2 CRS)
INTO METAL STRUCTURES
STEEL : 1/8" THK. MIN. (Fy = 36 KSI MIN.)
ALUMINUM : 1/8" THK. MIN. (6063 —T5 MIN.)
(STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED)
TYPE 'C'— 5/16" DIA. ULTRACON BY 'ELCO' (Fu =177 KSI, Fy =155 KSI)
INTO 2BY WOOD BUCKS OR WOOD STRUCTURES
1 -3/8" MIN. PENETRATION INTO WOOD
THRU 1BY BUCKS INTO CONC. OR MASONRY
1 -1/4" MIN, EMBED INTO CONC. OR MASONRY
TYPE 'GC'— 5/16" DIA. ULTRACON $Y 'ELCO' (Fu =177 KSI, Fy =155 KSI)
DIRECTLY INTO CONC. OR MASONRY
1 -1/4" MIN. EMBED INTO CONC. OR MASONRY
TYPICAL EDGE DISTANCE
INTO CONCRETE AND MASONRY = 2 -1/2" MIN.
INTO WOOD STRUCTURE = 1" MIN.
INTO METAL STRUCTURE = 3/4" MIN,
CONCRETE AT HEAD, SILL OR JAMBS f'c = 3000 PSI MIN.
C-90 HOLLOW /FILLED BLOCK AT JAMBS f'm = 2000 PSI MIN.
TYPICAL ANCHORS
SEE ELEV. FOR SPACING
0
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Erigr JAVAD AHMAb
CIVIL
FLA. PE # 70592
C.A.N. 3538
9 2011
PRODUCT REVISED
is complying with the Florida
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Acceptance No t - 0 ' 0
Expiration Date , f ,a/AI>G
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STRUCTURE
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SHIM SPACE
TYPICAL ANCHORS
SEE ELEV.
FOR SPACING
Engr: JAVAD Al -IMAB
CIVIL
FLA. PE # 70592
3Q.AN, 3538
SE "►92011
WOOD BU
OOD STRUCTURES
•
PRODUCT REVISED
• s complying with the Florida
ituilding Code
Acceptance No
Expiration Date
By
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W03 -64
sheet 8 of 10
WITHOUT
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MIAMI —DADE COUNTY APPROVED
LARGE MISSILE IMPACT RESISTANT TRANSOM
WITHOUT
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F WITH
Ri=INFORCING
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SEE SEPARATE NOA FOR DESIGN LOAD
CAPACITY OF DOORS AND DOOR ANCHORS.
LOWER VALUES FROM DOORS NOA
OR STOREFRONT SYSTEM CAPACITY CHARTS
WILL APPLY TO ENTIRE SYSTEM.
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CIVIL
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Cr.A.N.. 1538
2011
PRODUCT REVISBD
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Acceptance No
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drawing no.
W03 -64
(sheet 9 of 10
(sheet 10 of 10)
4.500
3.625
.125
2.087
2.500
1,750
3.712
.187
FRAME HEAD /SILL /JAMES /MULLION
:'TTT
2
ITEM #
PART #
QUANTITY
DESCRIPTION
MATERIAL
MANF. /SUPPLIER /REMARKS
1
SMI -001
AS REQD.
FRAME HEAD /SILL /JAMB /MULLION
6063 —T6
SMITH MOUNTAIN
1A
SMI -005
AS REQD.
DOOR MULLION
6063—T6
SMITH MOUNTAIN
2
SMI -003
AS REQD,
INTERMEDIATE SNAP —IN
6063 —T6
SMITH MOUNTAIN
3
SMI -004
AS REQD.
FLAT FILLER, 4" LONG AT ANCHOR LOCATIONS
6063 —T6
SMITH MOUNTAIN
4
SMI -002
AS REQD,
GLASS- STOP
6063 --T5
SMITH MOUNTAIN
5
SMI —G01
AS REQD.
GLAZING GASKET
EPDM 70 t5
GLAZING RUBBER PRODUCTS
6
SMI —G03
AS REQD.
SETTING BLOCK (1/4" X 1/2" X 2" LONG)
EPDM 70 ±5
FRANK LOWE
7
1/4 -20 X 2 --1/4"
AS REQD.
MULLION SCREWS WITH NUT & WASHER
—
AT 9" FROM ENDS Sc 24" O.C.
8
#12 X 1-1/2"
2 PER CORNER
FRAME ASSEMBLY SCREWS
—
HEX H SELF DRILLING
9
SMI —G02
—
ADHESIVE FOAM TAPE (1/4" X 1/2 ")
--
FRANK LOWE /BUTNICK
10
995
—
GLAZING COMPOUND
—
DOW CORNING
10A
895/896
—
GLAZING COMPOUND
—
PECORA
11
—
—
REINFORCING CHANNEL (STOREFRONT MULLION)
STEEL
1- 3/16" X 4 -1/16" X 1-- 3/16" X 3/16" THK. (ASTM A36, Fy 36 KSI)
12
—
—
REINFORCING CHANNEL (STOREFRONT MULLION)
STEEL
3/4" X 3 -5/8" X 3/4" X 1/8" THK. (ASTM A36, Fy 36 KSI)
13
—
—
REINFORCING CHANNEL (DOOR MULLION)
STEEL
1" X 3- 15/16" X 1" X 3/16" THK. (ASTM A36, Fy 36 KSI)
14
—
—
REINFORCING CHANNEL (DOOR MULLION)
STEEL
3/4" X 3 -1/2" X 3/4" X 1/8" THK. (ASTM A36, Fy 36 KSI)
9" LONG
AT ENDS
II" —1.750
.250
3.697
Q POCKET FILLER
.125
1.188
3.712
4.500
3.625
4.062
250
DOOR MULLION
1.000 rt-
—1 .750
REINFORCING CHANNELS
STOREFRONT MULLION
1.625-
.125
3.938 3.500
.083
.937 .748
4 11`
.750
I
L-1.200
GLAZING STOP
REINFORCING CHANNELS
DOOR MULLION
WEDGE —IN GASKET
SCALE 1:1
FRAME CORNER
.6,
'Engr; JAVAD, AHMAD
CIVIL
FLA. PE 70592
C.A.t;f, _ 3538
PRODUCT REVISED
as complying with the Florida
Building Code
Acceptance No I
Expiration Date
By
Miami
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FRAME WIDTH
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13 1/2"
MAX.
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LEAF WIDTH
4" MAX.
HEAD /SILL
CORNERS
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AT HEAD /SILL AT 3" O.C.
(3) REQD. FOR CONC. INSTALLATION
(4) READ. FOR WOOD INSTALLATION
75 1/2" MAX.
FRAME WIDTH
13 1/2"
MAX.
HEAD
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LEAF WIDTH
MAXIMUM DESIGN LOAD RATING = + 90.0 PSF
(FOR SIZES SHOWN ABOVE OR SMALLER) — 90.0 PSF
SERIES MK -2 ALUMINUM ENTRANCE DOOR
SEE ABOVE FOR DESIGN LOAD CAPACITY OF
SINGLE (X) AND DOUBLE (XX) DOORS W/O TRANSOM.
SEE CHARTS ON SHEET 2 FOR DESIGN LOAD CAPACITY OF
SINGLE (0 /X) AND DOUBLE (0 /XX) DOORS WITH TRANSOM.
DOORS CAN ALSO BE USED WITH SM -175 STOREFRONT SYSTEM.
FOR DOORS WITH STOREFRONT SYSTEM SEE SEPARATE NOA FOR
DOOR MULLION CAPACITY.
THE LOWEST VALUE RESULTING FROM DOOR CAPACITY CHARTS
OR STOREFRONT NOA WILL APPLY TO ENTIRE SYSTEM.
DOORS NOT APPROVED FOR INSTALLATIONS WHERE WATER
INFILTRATION RESISTANCE IS REQUIRED.
35 7/8" MAX.
LEAF WIDTH
THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE
REQUIREMENTS OF THE FLORIDA BUILDING CODE 2004/2007 EDITION INCLUDING
HIGH VELOCITY HURRICANE ZONE (HVHZ).
WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER
LOADS TO THE STRUCTURE.
ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS
EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO.
ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS
ARE NOT PART OF THIS APPROVAL.
I A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY.
MATERIALS INCLUDING BUT NOT LIMITED TO STEEL /METAL SCREWS, THAT COME INTO
CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS
OF 2004/2007 FLORIDA BLDG. CODE SECTION 2003.8.4.
ar !CA
PRODUCT RENEWED
AS complying with the Florida
Bolding Code
Acceptance No �� — 24 2.09
Expiration Dste DEL °�{I 2& 3
By 1 •".
Miaow 'ProdgK C'oaftq
aiv;�lon
THESE DOORS ARE RATED FOR LARGE MISSILE IMPACT. 1
SHUTTERS ARE NOT REQUIRED.
NOTE:
GLASS CAPACITIES ON THIS SHEET ARE
BASED ON ASTM E1300 -02/04 (3 SEC. GUSTS)
AND FLORIDA BUILDING COMMISSION
DECLARATORY STATEMENT DCA05 - DEC- 219
Engr: DR. HUMAYOUN FAR000
STRUCTURES
FLA. PE # 16557
CAN. 3538
DEC 0 9 2008
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drawing no. i
W03 -58
sheet 1 of 9
SINGLE OR DOUBLE ENTRANCE
DOORS WITH TRANSOM
DESIGN LOAD CAPACITY - PSF
NOMINAL DIMS.
GLASS TYPES
'A', 'D', 'C' OR 'D'
WIDTH
INCHES
DOOR HEIGHTTTRANSOM HEIGHT
INCHES INCHES
EXT. ( +)
INT. ( -)
ACTIVE
24
90.0
90.0
60
II
30
90.0
90.0
90.0
90.0
W_.
_zT___
36
\
40
90.0
90.0
V
/,
24
90.0
90.0
-,
66
80
30
90.0
90.0
90.0
90.0
36
40
90.0
90.0
24
90.0
90.0
72
30
90.0
90.0
88.0
88.0
36
40
83.7
83.7
24
90.0
90.0
60
30
90.0
90.0
36
90.0
90.0
24
90.0
90.0
66
84
30
90.0
90.0
36
90.0
90.0
24
90.0
90.0
72
30
90.0
90.0
36
85.0
85.0
24
90.0
90.0
60
90.0
90.0
30
24
90.0
90.0
66
90
90.0
90.0
30
24
90.0
90.0
72
87.0
87.0
30
60
24
90.0
90.0
66
96
24
90.0
90.0
72
24
88.9
88.9 0
TRANSOM H
WIDTH
DOOR HEIGHT
(O /X)
( O /Xx )
FRAME WIDTH = WIDTH + 3.500"
4" MAX,
HEAD /SILL 4-1
CORNERS
k�-
i
w
0
N
Q
a, 0
6
I
75 1/2" MAX.
FRAME WIDTH
70"
Q.L. OPG.
\BJ
13 1/2"
MAX. I
HEAD
SILL II RI
SURFACE APPLIED
FALSE MUNTINS
/ MAY BE USED
f
O
o
O
a
0
J
a
25 7/8"
D.L. OPG.
35 7/8"
LEAF WIDTH
- D.L. OPG.
35 7/8"
LEAF WIDTH
T
I
25 7/8"
( O /XX )
TYPICAL ELEVATION
4 /11 I
•
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AT SILL AT 3" O.C.
(3) REOD. FOR CONC. INSTALLATION
D.L.O. HEIGHT = LEAF HEIGHT - 14.438"
D.L.O. WIDTH = LEAF WIDTH - 10.000"
NOTE:
GLASS CAPACITIES ON THIS SHEET ARE
BASED ON ASTM E1300- 02/04 (3 SEC. GUSTS)
AND FLORIDA BUILDING COMMISSION
DECLARATORY STATEMENT DCA05- DEC -219
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Engr: GR. HUMAYOUN FAR004
STRUCTURES
FLA. PE # 1.6557
C.A.N. 3638
+ W2
2
PRODUCT RENEWED
as complying with the Merida
&tiding Code
Acceptance Nd© _I2o2 IC) r
Expiration Date P E C pk 1 th i 3
By itk ....t4
Miami Dade 'rodhtt
Diri.,Ion
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35 7/8"
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(3) REOD. FOR CONC. INSTALLATION
D.L.O. HEIGHT = LEAF HEIGHT - 14.438"
D.L.O. WIDTH = LEAF WIDTH - 10.000"
NOTE:
GLASS CAPACITIES ON THIS SHEET ARE
BASED ON ASTM E1300- 02/04 (3 SEC. GUSTS)
AND FLORIDA BUILDING COMMISSION
DECLARATORY STATEMENT DCA05- DEC -219
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Engr: GR. HUMAYOUN FAR004
STRUCTURES
FLA. PE # 1.6557
C.A.N. 3638
+ W2
2
PRODUCT RENEWED
as complying with the Merida
&tiding Code
Acceptance Nd© _I2o2 IC) r
Expiration Date P E C pk 1 th i 3
By itk ....t4
Miami Dade 'rodhtt
Diri.,Ion
n B
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35 7/8"
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LEAF WIDTH
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( O /XX )
TYPICAL ELEVATION
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(3) REOD. FOR CONC. INSTALLATION
D.L.O. HEIGHT = LEAF HEIGHT - 14.438"
D.L.O. WIDTH = LEAF WIDTH - 10.000"
NOTE:
GLASS CAPACITIES ON THIS SHEET ARE
BASED ON ASTM E1300- 02/04 (3 SEC. GUSTS)
AND FLORIDA BUILDING COMMISSION
DECLARATORY STATEMENT DCA05- DEC -219
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Engr: GR. HUMAYOUN FAR004
STRUCTURES
FLA. PE # 1.6557
C.A.N. 3638
+ W2
2
PRODUCT RENEWED
as complying with the Merida
&tiding Code
Acceptance Nd© _I2o2 IC) r
Expiration Date P E C pk 1 th i 3
By itk ....t4
Miami Dade 'rodhtt
Diri.,Ion
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O V L
i drawing no.
l W03 -58�
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#12 -24 X 3/4" FH SCREWS
-- AT 4" FROM CORNERS
AND 12" O.C. MAX. SPACING
TRANSOM JAMB
1/4" ANN. GLASS
.120" INNERLAYER
UVEKOL -LIQ. RESIN
BY 'CYTEC IND.'
1/4" ANN. GLASS
\ /
GLASS TYPE 'A'
.120" INNERLAYER
UVEKOL -LIQ. RESIN
BY ' CYTEC IND.'
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1/4" HEAT STREN'D GLASS
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1- UVEKOL -LIQ. RESIN
1.4 BY 'CYTEC IND.'
1/4" HEAT STREN'D GLASS
/
GLASS TYPE 'C'
GLAZING DETAILS TRANSOM
ANN. GLASS
.090" INNERLAYER
1 SAFLEX /KEEPSAFE MAXIMUM
BY 'SOLUTIA'
-1 /4" ANN.
GLASS TYPE 'B'
GLASS
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GLASS TYPE 'D'
Engr: DR. HUMAYOUN FA.RGOQ
STRUCTURES
FLA. PE # 16557
C, A.N. 3536
DEC 0 9 2008
PRODUCT RENEWED
as complying with the Florida
Acceptance No
A Q�- J2QZ.0
A tic
Expiration Date
By tStc4e7 1. (Jowl
Miami Dadd-Prodoct ContrO'
Division
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TEL. (305) 264 -8100
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(sheet 3 of 9
FRAME HEIGHT
TYPICAL ANCHORS
SEE ELEVATIONS
FOR SPACING --\\
1BY
/ WOOD BUCK
LEAF HEIGHT
7/8" MIN.
THROW BOLT
PENETRATION
TYPICAL ANCHORS
SEE ELEVATIONS
FOR SPACING ttfl \
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TYPICAL ANCHORS
SEE ELEVATIONS -
FOR SPACING \
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TYPICAL ANCHORS
SEE ELEVATIONS
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METAL
STRUCTURE
#8 X 5/8" PH SMS
AT 5" FROM ENDS
& 13" O.C. MAX.
SADDLE
THRESHOLD
7/8" MIN. 'OW tlOLT .�
PENETRATION
INTO SILL & SUBSTRATE
TYPICAL ANCHORS
SEE ELEV. FOR SPACING
BUMPER
THRESHOLD
OPTIONAL TO
SADDLE
THRESHOLD
1A
#8 X 5/8" PH SMS
AT 5" FROM ENDS
& 13" O.C. MAX.
Q
TYPICAL ANCHORS
SEE ELEV. FOR SPACING
TYPICAL ANCHORS
SEE ELEV.
FOR SPACING
WOOD BUCKS AND METAL STRUCTURE NOT BY SMITH MOUNTAIN
MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND
TRANSFER THEM TO THE BUILDING STRUCTURE.
TYPICAL ANCHORS: SEE ELEV. FOR SPACING
1/4" DIA. ULTRACON BY 'ELCO' (Fu =177 KSI, Fy =155 KSI)
INTO 2BY WOOD BUCKS OR WOOD STRUCTURES
1-1/2" MIN. PENETRATION INTO WOOD
THRU 1BY BUCKS INTO CONC. OR MASONRY
1-1/4" MIN. EMBED INTO CONC. OR MASONRY
DIRECTLY INTO CONC. OR MASONRY
1 -3/8" MIN. EMBED INTO CONC. OR MASONRY
1/4" DIA. TEKS /DRIL -FLEX SELF DRILLING SCREWS (GRADE 2 CRS)
INTO METAL STRUCTURES
STEEL : 1/8" THK. MIN. (Fy = 36 KSI MIN.)
ALUMINUM : 1/8" THK. MIN. (6063 -T5 MIN.)
(STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED)
TYPICAL EDGE DISTANCE
INTO CONCRETE AND MASONRY = 2 -1/2" MIN.
INTO WOOD STRUCTURE = 1" MIN.
INTO METAL STRUCTURE = 3/4" MIN.
CONCRETE f'c = 3000 PSI MIN.
MASONRY f'm = 1924 PSI MIN.
SEALANTS:
ALL FRAME AND LEAF CORNERS AND INSTALLATION SCREWS
SEALED WITH SILICONE.
Engr: DR. HUMAYGUN FAROOQ
STRUCTURES
FLA. ►'E # 16557
C.A.N. 3538
DEC 0 9 2008
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STOP & THRESHOLD A
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REV. PER BCCO COMMENTS
ODUCT RENEWED
as complying with the nevida
Raiding Code
Acceptance No e? f -/702 d39
gy.piration Date /ao4o yj alsJ1
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i- mr.A.
SHIM
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FOR SPACING
Engr: OR. HUMAYOEIN FAR000
STRUCRJRES
F1lA. PE # 16557
C.A.N. 3538
DEC 0 9 2008
PRODUCT RENEWED
as complying with the Rallis
Budding Code
Acceptance No [ F- 1262.0 V
Expiration Date Q Sc n u)701 3
By is ((.L
Miami 'Product
Division
(305) 278 -2879
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MIAMI -DADE COUNTY APPROVED
LARGE MISSILE IMPACT RESISTANT
STOREFRONT SYS
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SEE SEPARATE NOA
SEE SEPARATE NOA FOR DESIGN LOAD CAPACITY OF
STOREFRONT, DOOR MULLION AND DOOR MULLION ANCHORS.
LOWER VALUES FROM STOREFRONT NOA OR DOOR CAPACITY
CHARTS WILL APPLY TO ENTIRE SYSTEM.
Engr: DR: HUMAYOUN FAR000
STRUCTURES
FLA. PE # 16557
C.A.N. 3536
1
DEC 0 9 2008
PRODUCT RENEWED
as eoaupivisg with Its Florida
Raiding Code
Aceeptancr No Of- 114441'
Expiration DateSIGia4.246
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# 12 FH SELF TAPPING SCREWS
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STEEL REINFORCING
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SCREWS
H SELF TAPPING
HINGE OPTIONS:
4 -1/2" BRASS BUTT HINGES CONCEALED ALUM ROTON HINGE
HAGER # BB -1199
LOCK OPTIONS:
STANDARD HARDWARE
CONTINUOUS ALUMINUM
ROTTON HINGE HAGER # 780 -112
FASTENED TO FRAME JAMB AND TO JAMB STILE
WITH (27) TOTAL SCREWS ON 8/0 DOORS
WITH (25) TOTAL SCREWS ON 6/8 & 7/0 DOORS
3/8" HEX STEEL TIP -
BOLT GUIDE
I
SINGLE LEAF DOORS:
ALL SINGLE LEAF DOORS TO BE FITTED WITH
3 POINT LOCK
DOUBLE LEAF DOORS:
ACTIVE LEAF:
THREE POINT LOCK SYSTEM WITH 8 PLY HOOK LOCK
BOLT ADAMS RITE NO. 4015 & 4016, KEY OPERATED ON
EXTERIOR AND THUMB -TURN ON INTERIOR, LOCATED AT
34" FROM BOTTOM OF PANEL
INACTIVE LEAF:
TWO POINT LOCK SYSTEM ADAMS RITE NO. 1880
WITH THUMB TURN ON THE INTERIOR, LOCATED AT
34" FROM BOTTOM OF PANEL
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STEEL ROD WITH
THREADED ENDS
tv-- THRESHOLD BOLT
ITEM #
PART #
REQD.
DESCRIPTION
MA1 '!✓HIAL
MAtvr. /SUrrLtr,ts/tscmenno
1
5806A
6421
1
FRAME HEAD
6063 -T6
J
1A
1
ALT. FRAME HEAD
6063 -T6
-
2
5710
6007
AS REQD.
2
FRAME TRANSOM
6063 -T6
—
3
FRAME JAMB
6063 -T6
—
4
5A
24703
SMM -023
1
SADDLE THRESHOLD
6063 -T5
-
1
BUMPER THRESHOLD
6063 -T5
—
58
SMM -024
1
ADA THRESHOLD COVER
6063 -T5
-
6
5984
1/ LEAF
t 1/ LEAF
TOP RAIL
6063 -T5
-
7
5987
BOTTOM RAIL
6063 -T5
—
8
5986
1/ LEAF
HINGE STILE
6063 -T5
—
9
5983
1
LOCK STILE (ACTIVE)
6063 -T5
—
10
-
1
LOCK STILE (IN- ACTIVE)
6063 -T5
—
11
5981
4/ LEAF
EXTERIOR GLASS STOP (DOOR)
6063 -T5
-
12
5982
4/ LEAF
INTERIOR GLASS STOP (DOOR)
6063 -T5
—
13
K2 -11
-
EXTERIOR GLASS STOP (TRANSOM JAMB)
-
-
14
K2 -10
-
INTERIOR GLASS STOP (TRANSOM JAMB)
-
'-
15
5712
2/ LITE
GLASS STOP (TRANSOM HEAD /SILL)
-
-
16
SMM -002
3/ DOOR
DOOR STOP
6063 -T5
—
16A
SMM -001
3/ DOOR
DOOR STOP COVER
6063 -T5
-
17
K2 -15
OPTIONAL
FLAT FILLER
-
-
19
H -63
AS REQD.
WEDGE-IN GASKET
NEOPRENE
UNIVERSAL RUBBER CO.
20
V2104
AS REQD.
GLAZING TAPE (1/2" X 1/8 ")
FOAM
NORTON
21
895
-
GLAZING COMPOUND
SILICONE
PECORA
23
P88300 -8349
AS REQD.
PILE WITH PLASTIC FIN W'STRIPPING
-
-
24
-
AS REQD.
BULB W'STRIPPING
VINYL
—
26
-
2/ LEAF
3/8" THREADED ROD WITH NUT
STEEL
-
27
-
2/ LEAF
FLUSH BOLT GUIDE
ST. STEEL
-
28
-
AS REQD.
PUSH BAR
-
-
28A
-
AS REQD.
EXIT DEVICE
-
VON DUPRIN OR REGENT
29
-
AS REQD.
PULL HANDLE
-
-
30
-
2
THRESHOLD CLIP
ALUMINUM
2" X 2" X 1/8" X 3/4" LONG
31
-
4/ LEAF
SUPPORT PLATE (1 -1/2" X 3 -3/8" X 3/16 ")
ALUMINUM
-
33
#12 X 1 -1/2"
AS REQD.
FRAME ASSEMBLY SCREWS
-
HEX H SELF DRILUNG
34
#10 X 1 -1/2"
AS REQD.
GLASS STOP SCREWS
-
FH SMS
35
#12 X 3/4"
AS REQD.
THRESHOLD CLIP SCREWS
-
FH SELF DRILLING
37
#10 X 5/16"
2/ GUIDE
GUIDE INSTALLATION SCREWS
-
FH MS
LOCK OPTIONS:
PANIC EXIT DEVICES
OPTION #1:
ACTIVE/INACTIVE LEAF
VON DUPRIN SERIES 33 CONCEALED VERTICAL ROD
PANIC EXIT DEVICE
WITH 5/8" THROW LATCH BOLT PENETRATING 3/4" AT HEAD & SILL
OPTION #2:
ACTIVE/INACTIVE LEAF
REGENT SERIES 5770 CONCEALED VERTICAL ROD
PANIC EXIT DEVICE
WITH 5/8" THROW LATCH BOLT PENETRATING 3/4" AT HEAD & SILL
Engr: DR. HUMAYOUN , ARO0Q
STRUCTURES
FLA. PE # 16557
C.A.N. 3538
DEC Q 9 2008
PRODUCT RENEWED
as matplbting with the Florida
Bidding Code
Acceptance No O —i 2.6
Expiration Date / 3
By tSLCci 1-144
Miami Prods& Control
Division
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EVELOPMENT
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(sheet 7 of 9
2.500 ,
.750
4.500
3.712 -
1 .125
.187-
1.750
2.086
3.625 -
FRAME HEAD
4.500
1.750
.125
ALT. FRAME HEAD
TOP RAIL
3..539 -------
-.094
HINGE STILE
1.875
3.625
2.086
(2)
4.500
FRAME TRANSOM
1.750
3.712
1.750
r-.250
.125
4.500
.250
FRAME JAMB
-1.784
-.125
4.875
BOTTOM RAIL
6.375
I
3.500
3.625
LOCK STILE (ACTIVE)
1.875
I
.563
.050
.625
DOOR STOP COVER
T .063
1.444
DOOR STOP
.937
1.625
r .083
-+■
.750
1.200
"5 ' GLASS STOP (TRANSOM HEAD/SILL)
0 SADDLE THRESHOLD
S LOCK STILE (IN-ACTIVE)
1.527 -
-1 1.262 r
i
.500 ._____..,...______-..11-J-d_n____L
p, q ri
.500
.281-I
3.429 -2.255
BUMPER THRESHOLD
®Et
ADA THRESHOLD COVER
.125
EXTERIOR CLASS STOP (DOOR)
F - .062 1
1.224 II II 1.337
I
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INTERIOR GLASS STOP (DOOR)
3.697 ---
2.134--
FLAT FILLER
2.773
1h,-- .281
.078
.130
1.0001--
EXTERIOR GLASS STOP (TRANSOM)
-1.773
1.760 .062
1.390
1-- .660
INTERIOR GLASS STOP (TRANSOM)
PRODUCT RENEWED
es complying with the Florida
Raiding Code
Acceptance No -1262-6 V
Expiration Date .12_6317d01
cit 1. Zh 61 144-
Miami ?Matt Centrist
Division
Engr: DR. 1-7JMAYOUN FAR000
STRUCTURES
FLA. PE # 16557
3538
DEC 0 9 2008
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W03-58
Csheet 8 of 9 )
FRAME TOP CORNER
DOOR CORNER
TRANSOM CORNER
FRAME BOTTOM CORNER
DOOR LEAF CORNER
Engr. OR 1-41.4.1A YOU 'AR000
STRUCTU
FLA. PE 65E7
CAN. 538
PRODUCT RENEWED
es womb* with the Florida
ilititling Code
Aereptattee No "S-127 Y
Expiration Da$epr / 3
By I It or
Nide"
Diwbion
0
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C
a
REV. PER BCCO COMMEN
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-0
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drawing no.
W03-58
(sheet 9 of 9 j
0
0
0
4" MAX.
HEAD /SILL
CORNERS
THESE DOORS ARE RATED FOR LARGE & SMALL MISSILE IMPACT.
SHUTTERS ARE NOT REQUIRED.
SERIES K2LM ALUMINUM OUT -SWING DOOR
USE BUMPER THRESHOLD (#5A +56) WHEN WATER
INFILTRATION REQUIREMENTS ARE NOT APPLICABLE.
USE HIGH -RISE THRESHOLD COVER (f5A +5C) WHEN WATER
INFILTRATION REQUIREMENTS MUST BE MET.
SEE CHARTS ON SHEET 2 FOR DESIGN LOAD CAPACITY OF
SINGLE (X) AND DOUBLE (XX) LEAF DOORS W/O TRANSOMS.
SEE CHARTS ON SHEET 3 FOR DESIGN LOAD CAPACITY OF
SINGLE (O /X) OR DOUBLE (0 /XX) LEAF DOORS WITH TRANSOMS.
SEE CHARTS ON SHEETS 5 & 6 FOR DESIGN LOAD CAPACITY
OF DOOR MULLION.
USE LOWER VALUES OF DOOR MULLION CHARTS (SHEETS 5 & 6)
OR DOOR CAPACITY CHARTS (SHEETS 2 & 3).
0
51 1/2" MAX.
FRAME WIDTH
13 1/2"
MAX.
HEAD
SILL
48" MAX.
LEAF WIDTH
r
SURFACE APPLIED
FALSE MUNTINS
MAY BE USED
ANCHORS REQD.
SEE CHART BELOW
FOR QUANTITIES
99 3/4" MAX.
4" MAX.
FRAME WIDTH
13 1 /2" MAX. TYP.
HEAD /SILL
CORNERS
AT HEAD /SILL
TYPICAL ELEVATIONS
NOTES:
THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE
REQUIREMENTS OF THE FLORIDA BUILDING CODE 2007 EDITION INCLUDING
HIGH VELOCITY HURRICANE ZONE (HVHZ).
WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER
LOADS TO THE STRUCTURE.
ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS
EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO.
ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS
ARE NOT PART OF THIS APPROVAL.
A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY.
MATERIALS INCLUDING BUT NOT LIMITED TO STEEL /METAL SCREWS, THAT COME INTO
CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS
OF 2007 FLORIDA BLDG. CODE SECTION 2003.8.4.
/
i;
/
/
UPTO 120 IN.
w00D
II
/
CONCRETE
II
II
/
3
/ 11
_
— _ -ter
_
/
II
II
II
f1
\
II
ll
\
1
\ II
\ II
IN
It
11
\
II
II
\
o„
ACTIVE \
48" MAX.
LEAF WIDTH
r
SURFACE APPLIED
FALSE MUNTINS
MAY BE USED
ANCHORS REQD.
SEE CHART BELOW
FOR QUANTITIES
99 3/4" MAX.
4" MAX.
FRAME WIDTH
13 1 /2" MAX. TYP.
HEAD /SILL
CORNERS
AT HEAD /SILL
TYPICAL ELEVATIONS
NOTES:
THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE
REQUIREMENTS OF THE FLORIDA BUILDING CODE 2007 EDITION INCLUDING
HIGH VELOCITY HURRICANE ZONE (HVHZ).
WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER
LOADS TO THE STRUCTURE.
ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS
EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO.
ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS
ARE NOT PART OF THIS APPROVAL.
A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY.
MATERIALS INCLUDING BUT NOT LIMITED TO STEEL /METAL SCREWS, THAT COME INTO
CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS
OF 2007 FLORIDA BLDG. CODE SECTION 2003.8.4.
O.L. OPG.
48" MAX.
\\
29
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37 3/4" MAX.
b.L. OPG.
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LEAF WIDTH
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AT .MTG. STILE ENDS
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UPTO 120 IN.
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O.L. OPG.
48" MAX.
\\
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LEAF WIDTH
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TOTAL NO, OF ANCHORS
AT .MTG. STILE ENDS
FOR FRAME HT.
SUBSTRATE
UPTO 120 IN.
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CONCRETE
3
METAL
3
LAMINATED GLASS
LARGE MISSILE IMPACT
Engr: JAVAD AHMAD
CIVIL
FLA. PE N 70592
C.A.N. 3538
PRODUCT REVISED
ac complying with the F'Iofida
Building Code �,�a�1
Acceptance No
Exultation Date K.
Ac
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By
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drawing ' no.
W04 -91
sheet 2 of 11)
DOOR OPNG, HEIGHT
LEAF WIDTH
I-
z
La
w
x
z
0
0
8
2
z
C
N
(x)
LEAF WIDTH LEAF WIDTH
.(
2
Z.
CSI
r/
/
/
/
/
r
/
r
/
r
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ir
/
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-/
\
\
\
\
\
\
LEAF WIDTH
INCHES
I\
\
\
\
\
\
\
//
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/
/
/
/
30
( XX )
I
C9
w
x
o.
0
8
0
LEAF WIDTH
X
r/
/
/
/
/
/
/
LEAF WIDTH
INCHES
CO
\
30
100.0
120.0
\
36
100.0
120.0
80
42
\
120.0
48
100.0
120.0
\
30
100.0
120.0
(x)
LEAF WIDTH LEAF WIDTH
ANCHORS REQD.
SEE CHART ON SHEET 1
FOR QUANTITIES
( X X ) SEE CHART ON SHEET 1
ANCHORS REOD.
FOR QUANTITIES
SINGLE OR DOUBLE ENTRANCE DOORS W/0 TRANSOM
NOMINAL DIMS.
DESIGN LOAD CAPACITY -PSF
°ANC. HEIGHT
INCHES
LEAF WIDTH
INCHES
EXT.( +)
INT.( --)
30
100.0
120.0
36
100.0
120.0
80
42
100.0
120.0
48
100.0
120.0
30
100.0
120.0
36
100.0
120.0
84
42
100.0
120.0
48
100.0
120.0
30
100.0
120.0
36
100.0
120.0
96
42
100.0
120.0
48
100.0
120.0
30
100.0
120.0
36
100.0
120.0
108
100.0
120.0
42
48
100.0
120.0
30
100.0
100.0
36
100.0
100.0
120
42
100.0
100.0
48
100.0
100.0 I
#12-24 X 3/4" FH SCREWS
AT 4" FROM CORNERS
AND 12" 0.C. MAX. SPACING
SILICONE
DOW CORNING 795
1/2" MIN. TYP.
GLASS BITE
TRANSOM JAMB
1/4" HEAT STREN'D GLASS
.120" INTERLAYER
UVEKOL S LIQUID RESIN
BY 'SURFACE SPECIALTIES'
1/4" HEAT STREN'D GLASS
GLASS TYPE 'A'
SILICONE
DOW CORNING 995
PECORA 895
GE 2000
1/4" HEAT STREN'D GLASS
.120" INTERLAYER
UVEKOL S LIQUID RESIN
BY 'SURFACE SPECIALTIES'
1/4" HEAT STREN'D GLASS
SILICONE
DOW CORNING 795
SILICONE
DOW CORNING 795
1/4" HEAT STREN'D GLASS
0.100" INTERLAYER
SAFLEX DIG
OR SAFLEX HP
BY ' SOLUTIA'
z
5
NOTE:
GLASS CAPACITIES ON THIS SHEET ARE
BASED ON ASTM E 1300 -04 (3 SEC. GUSTS)
AND FLORIDA BUILDING COMMISSION
DECLARATORY STATEMENT DCAO5- DEC --219
1/4" HEAT STREN'D GLASS
N
GLASS TYPE 'B'
GLAZING DETAILS TRANSOM
SILICONE
DOW CORNING 995
PECORA 895
GE 2000
SILICONE
DOW CORNING 995
PECORA 895
GE 2000
1/4" HEAT STREN'D GLASS
0.100" INTERLAYER
SAFLEX DIG
OR SAFLEX HP
BY 'SOLUTIA'
/
z
2
03
n
1/4" HEAT STREN'D GLASS
SILICONE
DOW CORNING 995
PECORA 895
GE 2000
GLASS TYPE 'A' GLASS TYPE 'B'
GLAZING DETAIL., DOOR LEAF
Engr: JAVAD AHMAO
CIVIL
FLA. PE • 70592
C.A.N. 3536
PRODUCT REVISED
all complying with the Florida
Bolding Code
Acceptance No
S 'iration Date
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Miam ade Product Coln, di
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drawing no.
W04-91
SINGLE ENTRANCE DOORS WITH TRANSOM
DESIGN LOAD CAPACITY
NOMINAL DIMS.
WITHOUT REINF.
OPNG. WIDTH
INCHES
DOOR HEIGHT
INCHES
TRANSOM HEIGHT
INCHES
EXT. ( +)
lNT. ( -)
48 MAX.
108 MAX.
60
100.0
120.0
2
0 En
i LEAF WIDTH
0
w
Y
0
0
NOTE:
GLASS CAPACITIES ON THIS SHEET ARE
BASED ON ASTM E1300- 04 (3 SEC. GUSTS)
AND FLORIDA BUILDING COMMISSION
DECLARATORY STATEMENT DCA05 -DEC -219
DOUBLE ENTRANCE DOORS WITH TRANSOM
DESIGN LOAD CAPACITY
NOMINAL DIMS.
WITHOUT REINF.
WITH REINF.
OPNG. WIDTH
INCHES
DOOR HEIGHT
INCHES
RANSOM HEIGHT
INCHES
® ®®
100.0 120.0
100.0
INT. ( -)
120.0
60
80
24
30
36
42
48
54
60
100.0
120.0
100.0
120.0
100.0
120.0
100.0
120.0
100.0
120.0
100.0
120.0
100.0
120.0
100.0
120.0
100.0
113.7
100.0
120.0
100.0
108.0
100.0
120.0
I
24
30
36
42
48
54
100.0
104.3
100.0
120.0
97.6
97.6
100.0
120.0
120.0
76.0
100.0
120.0
86.0
86.0
100.0
120.0
81.0
81.0
100.0
120.0
78.5
76.5
100.0
120.0
61.3
24
30
36
42
48
75.4
75.4
100.0
120.0
70.2
70.2
100.0
120.0
65.6
65.6
100.0
120.0
mmaningi
96'
100.0
120.0
57.6
57.6
100.0
120.0
45.8
24
30
36
42
56.7
56.7
100.0
120.0
52.5
52.5
100.0
120.0
120.0
60
100.0
120.0
45.4
45.4
100.0
120.0
60
84
24
30
36
42
48
54
60
100.0
120.0
100.0
120.0
100.0
120.0
100.0
120.0
100.0
120.0
100.0
120.0
100.0
120.0
100.0
120.0
100.0
116.3
100.0
120.0
100.0
110.4
100.0
120.0
100.0
105.0
100.0
120.0
72
24
30
36
42
48
54
100.0
100.5
100.0
120.0
Kommon
88.4
88.4
100.0
120.0
100.0
120.0
RagEgg
100.0
100.0
120.0
78.6
78.6
100.0
120.0
74.3
WM
100.0
120.0
84
24
30
36
42
48
MEIN
100.0
120.0
67.8
67.8
100.0
120.0
63.4
100.0
120.0
110.1111311
100.0
120.0
55.8
55.8
100.0
120.0
24
30
36
42
100.0
120.0
50.7
50.7
100.0
120.0
47.1
100.0
120.0
Mill 43.9
100.0
120.0
DOUBLE ENTRANCE DOORS WITH TRANSOM
DESIGN LOAD CAPACITY
NOMINAL DIMS.
WITHOUT REINF.
WITH REINF.
OPNG. WIDTH
INCHES
DOOR HEIGHT
INCHES
TRANSOM HEIGHT
INCHES
EXT. ( +)
INT. ( -)
EXT. ( +)
INT. ( -)
60
96
24
30
36
42
48
100.0
120.0
100.0
120.0
100.0
120.0
100.0
120.0
100,0
118.2
100.0
120.0
100.0
112.1
100.0
120.0
100.0
106.6
100.0
120.0
72
24
30
36
42
48
90.4
90.4
100,0
120.0
85.2
85.2
100.0
120.0
80.4
80.4
100,0
120.0
76.0
76.0
100.0
120.0
72.0
72.0
100.0
120.0
84
24
30
36
42
48
65.4
65.4
100.0
120.0
61.3
61.3
100.0
120.0
57.6
57.6
100.0
120.0
54.2
54.2
100.0
120.0
51.2
51.2
100.0
120.0
96'
24
30
36
42
49.1
49.1
100.0
120.0
45.8
45.8
100.0
120.0
42.8
42.8
100.0
120.0
40.1
40.1
100.0
120.0
60
108
24
30
36
100.0
120.0
100.0
120.0
100.0
113.9
100.0
120.0
100.0
108.3
100.0
120.0
72
24
30
36
82.2
82.2
100.0
120.0
77.8
77.8
100.0
120.0
73.7
73.7
100.0
120.0
84
24
30
36
59.4
59.4
100.0
120.0
56.0
56.0
100.0
120.0
52.8
52.8
100.0
120.0
96"
24
30
36
44.7
44.7
100.0
120.0
41.8
41.8
100.0
120.0
39.3
39.3
100.0
120.0
(
TRANSOM
WITHOUT REINF.
TRANSOM
WITH REINF.
Engr: JAVAD AliN1,4D
CIVIL
FLA. PE # 70592
C.A.N. 3538
PRODUCT REVISED
as complying with the Florida
Bnildiilg Code
Acceptance No
E '.iration Date
BY
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drawing no.
W04-91
4" MAX.
HEAD /SILL
CORNERS
99 3/4" MAX.
FRAME WIDTH
94 1/4"
AT HEAD /SILL
O
I
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I
II
II
II
II
II
Il /
IL Z.
I / I `/
/ I
/ IN— ACTIVE
37 3/4" MAX.
( O /XX )
TYPICAL ELEVATION
D.L. OPG.
48" MAX.
a
n
LEAF WIDTH
SUBSTRATE
NO. OF ANCHORS AT TRANSOM ENDS
WITHOUT REINF.
WITHOUT REINF.
WOOD
1
/
CONCRETE
3
5
METAL
3
4
I
� I �
I
II
II
II
II
II
Il /
IL Z.
I / I `/
/ I
/ IN— ACTIVE
37 3/4" MAX.
( O /XX )
TYPICAL ELEVATION
D.L. OPG.
48" MAX.
a
n
LEAF WIDTH
SUBSTRATE
NO. OF ANCHORS AT TRANSOM ENDS
WITHOUT REINF.
WITHOUT REINF.
WOOD
5
a
CONCRETE
3
5
METAL
3
4
Engr: JAVAI) As4MAD
CIVIL
FLA. PE # 70592
C.A.N. 35.35
PRODUCT REVISED
as complying with the Florida
Building Code
Acceptance No » I , .05
Expiration Date ,Mtart DU(0
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UPDATED TO 2007 FPC
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19st
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drawing no.
W04-91
sheet 4 of 11)
DOOR MULLION LOAD CAPACITY
NOMINAL DIMS.
LOADS -PSF
WIDTH (w)
FRAME HEIGHT
EXT.( +) & INT.( -)
24"
100.0
30"
100.0
36"
100.0
42"
80"
100.0
48"
1 00.0
54"
100.0
60"
100.0
24"
100.0
30"
100.0
36 "
100.0
42"
84"
100.0
48"
100.0
54"
100.0
60"
1 00.0
24"
100.0
30"
100.0
36"
100.0
42"
90
100.0
48"
100.0
54"
100.0
24"
100.0
30"
100.0
36 ".
96"
100.0
42"
100.0
48"
100.0
i
24"
100.0
30"
100.0
36"
102"
100.0
42"
100.0
48"
100.0
24"
100.0
30"
100.0
36"
108"
100.0
42"
100.0
24"
100.0
30"
114"
100.0
36"
100.0
42"
100.0
24"
100.0
30"
100.0
120"
100.0
36"
42"
99.7
DOOR MULLION
WIDTH (W) - w1 + W2
2
(SUBSTRATE
i WOOD
NO. Or ANCHORS AT
DOOR MULLION
8
CONCRETE
4
METAL
4
H - - -J
WIDTH (W) = 21 + W2
pT =
Engr JAVAD AHhIAD
CIVIL
FLA. PE # 70592
C.A.N. 3538
B 07 2011
PRODUCT REVISED
as complying with the Florida
Building Code
Acceptance No
Expiration Date
By
Miami ado Product Co
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FAX. (305) 888 -6289
TEL. (305) 888 -6288
I-•
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0
0
K al O
0
I
drawing no.
W04 --91
(sheet 5 of 11)
DOOR MULLION LOAD CAPACITY
DOOR MULLION LOAD CAPACITY
DOOR MULLION LOAD CAPACITY
DOOR MULLION LOAD CAPACITY
NOMINAL DIMS.
LOADS-PSF
NOMINAL DIMS.
LOADS -PSF
NOMINAL DIMS.
LOADS -PSF
NOMINAL DIMS.
LOADS -PSF
DOOR WIDTH
W1
SIOELITE WIDTH
W2
DOOR HEIGHT
A
FRAME SPAN
L
EXT. ( +)
iNT. ( -)
DOOR WIDTH
W1
SIDELITE WIDTH
W2
DOOR HEIGHT
A
FRAME SPAN
L
EXT. (4)
INT. ( -)
DOOR WIDTH
WI
SIDELITE WIDTH
W2
DOOR HEIGHT
A
FRAME SPAN
L
EXT. (+)
INT. ( -)
DOOR WIDTH
WI
SIDELITE WIDTH
W2
DOOR HEIGHT
A
FRAME SPAN
L
EXT. (4)
INT. ( -)
60"
30"
33"
39"
42"
80"
108"
100.0
60"
30"
33"
39"
42"
84"
108"
100.0
60"
30"
33"
39"
42"
96"
108"
100.0
60"
30"
33"
39"
42"
108"
114"
100.0
100.0
100.0
100.0
100.0
100.0
100.0
100.0
100.0
100.0
100.0
100.0
100.0
72"
30"
33"
39"
42"
100.0
72„
30"
33"
39"
42"
72"
30"
33"
39"
42"
100.0
100.0
72„
30"
33"
39"
42"
100.0
100.0
100.0
100.0
100.0
100.0
100.0
100.0
100.0
100'0
100.0
100.0
100.0
84"
30"
33"
39"
42"
100.0
84„
30"
33"
39"
42"
84"
30"
33"
39"
42"
100.0
'..
100.0
84„
30"
33"
39"
42"
100.0
100.0
100.0
100.0
100.0
97.3
100.0
100.0
100.0
94.7
97.8
100.0
100.0
96"
30"
33"
39"
42"
96.7
96"
30"
33"
39"
42"
100.0
96"
30"
33"
39"
42"
96"
30"
33"
39"
100.0
100.0
94.2
97.7
100.0
100.0
89.4
92.6
98.3
100.0
87.3
90.3
100.0
60„
30"
33"
39"
42"
108"
120"
100.0
60"
30"
33"
39"
42"
80"
114"
100.0
60"
30"
33"
39"
42"
84"
114"
100.0
60"
30"
33"
39"
42"
96"
114"
100,0
100.0
100.0
100.0
100.0
100.0
100.0
100.0
100.0
100.0
99.5
100.0
72„
30"
33"
39"
42"
100.0
100,0
72"
30"
33"
39"
42"
100.0
72„
30"
33"
39"
42"
100.0
72"
30"
33"
39"
42"
100.0
100.0
98.4
100.0
98.8
100.0
92.7
95.4
95.5
100.0
90.1
92.6
84
30"
33"
39"
42"
100.0
100.0
84 °'
30"
33"
39"
42"
91.6
84„
30"
33"
39"
42"
94.7
B4„
30"
33"
39"
42"
97.4
100.0
89.1
92.0
91.1
100.0
84.4
87.0
88.3
95.6
82.2
84.7
96
30"
33"
92.9
92.8
96"
30"
33"
39"
83.5
96„
30"
33"
39"
86.5 -�
96"
30"
33"
39"
89.9
96.5
81.4
84.2
93.7
77.4
80.0
88.5
60"
30"
33"
39"
42"
80"
120"
99.7
60„
.30"
33"
39"
42"
84"
120"
100.0
60"
30"
33"
39"
42"
96"
120"
100.0
96.4
99.0
100.0
90.4
92.6
99.8
87.6
89.7
96.5
72"
30"
33"
39"
42"
88.8
72"
30"
33"
39"
42"
91.4
72"
30"
33"
39"
42"
100.0
86.1
88.5
96.8
81.3
83.5
90.7
79.1
81.2
87.9
84"
30"
33"
39"
42"
80.0
$4„
30"
33"
39"
42"
82.5
84"
30"
33"
39"
42"
91.0
77,9
80.3
88.2
73.9
76.0
83.1
72.1
74.1
80.7
96"
30"
33"
72.7
96„
30"
33"
75.2
96"
30"
33"
83.3
71.0
73.3
81.0
DOOR MULLION
W2
SIDELITE WIDTH DOOR WIDTH
Engr: JAVAD ARMAO
CIVIL
FLA. PE 41 70592
C.A.N. 3538
PRODUCT REVISED
as complying with the Florida
Building Code
Acceptance No
(ix iration Date
5
By
Miami
r ade Product ,
(
a
n
drawing no.
W04 -91
(sheet 6 of 11)
NO. OF ANCHORS AT
SUBSTRATE
DOOR MULLION
WOOD
12
CONCRETE
6
METAL
6
Engr: JAVAD ARMAO
CIVIL
FLA. PE 41 70592
C.A.N. 3538
PRODUCT REVISED
as complying with the Florida
Building Code
Acceptance No
(ix iration Date
5
By
Miami
r ade Product ,
(
a
n
drawing no.
W04 -91
(sheet 6 of 11)
)
TYPICAL ANCHORS
SEE ELEVATIONS
FOR SPACING
1BY
WOOD BUCK
#8 X 5/8" PH SMS
AT 2" FROM ENDS
& 12" O.C. MAX.
OT APPR'D FOR
WATER RESIST.
3/4" MIN. THROW '13.OJ.T
PENETRATION
INTO SILL & SUBSTRATE
ME HEIGHT
TYPICAL ANCHORS
SEE ELEVATIONS
FOR SPACING
TYPICAL ANCHORS
SEE ELEVATIONS
FOR SPACING
METAL
STRUCTURE
APPR'D FOR
WATER RESIST.
5A
I_ I_ a
9-1
TYPICAL ANCHORS
SEE ELEV. FOR SPACING
REINFORCING CHANNELS
OPTIONAL
SEE SHEET 3 FOR CAPACITY
TYPICAL ANCHORS
SEE ELEV. FOR SPACING
TYPICAL ANCHORS
SEE ELEV.
FOR SPACING
WOOD BUCKS AND METAL STRUCTURE NOT BY SMITH MOUNTAIN
MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND
TRANSFER THEM TO THE BUILDING STRUCTURE.
TYPICAL ANCHORS: SEE ELEV. FOR SPACING
TYPE 'A'- 1/4" DIA. ULTRACON BY 'ELCO' (Fu =177 KSI, Fy =155 KSI)
INTO 2BY WOOD BUCKS OR WOOD STRUCTURES
1 -3/8" MIN. PENETRATION INTO WOOD
THRU 1BY BUCKS INTO CONC. OR MASONRY
1-1/4" MIN, EMBED INTO CONC. OR MASONRY
TYPE ' B'- 1/4" DIA. ULTRACON BY 'ELCO' (Fu". 177 KSI, Fy� 155 KSI)
DIRECTLY INTO CONC. OR MASONRY
1-1/4" MIN, EMBED INTO MASONRY
1 -3/4" MIN. EMBED INTO CONCRETE
TYPE 'C'- #14 SMS OR SELF DRILLING SCREWS (GRADE 2 CRS)
INTO MIAMI -DADE COUNTY APPROVED MULLIONS (MIN. THK. =1 /8 ")
INTO METAL STRUCTURES
STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.)
ALUMINUM : 1/8" THK. MIN. (6063 -T5 MIN.)
(STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED)
TYPICAL EDGE DISTANCE
INTO CONCRETE AND MASONRY = 2 -1/2" MIN.
INTO WOOD STRUCTURE = 1" MIN,
INTO METAL STRUCTURE = 3/4" MIN.
TYPIrAL CL TO CL DISTANCE
INTO CONCRETE AND MASONRY = 3" MIN.
INTO WOOD STRUCTURE = 1" MIN.
INTO METAL STRUCTURE = 1" MIN.
CONCRETE AT HEAD, SILL OR JAMBS f'c = 3000 PSI MIN.
C-90 HOLLOW /FIL.t.E0 BLOCK AT JAMBS Cm = 2000 PSI MIN.
Engr: JAVAD AHMAD
CIVIL
FLA. PE # 70592
CAN, 3538
PRODUCT REVISED
as complying with the Florida
Building Code
Expiration No - I .0
ration Date J►t`fY-
Miami
T, ade Product ' E tro
By
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TEL. (305) 888 -6288
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scale: 3/8" r
drawing no.
W04-91
sheet 7 of 1 1)
1/4" MAX.
TYPICAL ANCHORS
SEE ELEV.
FOR SPACING
SHIM
D.L. OPG.
FRAME WIDTH
#8 X 5/8" PH SMS
AT 5" FROM ENDS
& 13" O.C. MAX.
1/4" MAX.
ACTIVE LEAF
I BY
WOOD BUCK
Ir =FP'
StEICEALLEVAN.
ANCHORS
• FOR SPACING
PANEL WIDTH
FRAME WIDTH
0
1/4" MAX.
SHIM SPACE
#8 X 1" FH 5M5
AT 12" O.C.
TYPICAL ANCHORS
SEE ELEV.
FOR SPACING
ACTIVE LEAF
IN—ACTIVE LEAF
• 1.
TYPICAL ANCHORS
SEE ELEV.
FOR SPACING
D.L. OPG.
EXTERIOR
PANEL WIDTH
PANEL WIDTH
1/4-20 X 2" MS
0 4" FROM ENDS
& 12" O.C. MAX.
FRAME WIDTH
SEE SMITH MOUNTAIN
STOREF N-T- NOA- - -
FOR LO D
RATING 4c DETAILS
JAVAD AHMAD
CIVIL
FLA PE # 70592
C.A.N. 3538
METAL
STRUCTURE
PRODUCT REVISED
as complying with the Florida
Building Code
Acceptance No 9
Expiration Date „ tif, •
i r, ade Product Con ci
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FAX. (305) 888 -6289
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date: 10-25-04
11
In
,t.
drawing no.
W04-91
(sheet 8 of 1 1
2.500 it
.750
<.50�
3.712 1
4.500
3.712 j
25
.187
3.339
.094
1.750
1.875
4.875
3.875
5.000
.125
i 1' 2.086
3.625
FRAME HEAD
r--.---- 4.500
3.464
DOOR STILE
GLASS STOP (TRANSOM HEAD /SILL)
1.750
L1.784
TOP RAIL
1.784
1.372
® ASTRAGAL STILE
DOOR STOP COVER
ALT. FRAME HEAD
4.875
.750
6.500
6.375
2.500
4.500
3.938 3.500
1.444 L
1s DOOR STOP
-.188
FRAME TRANSOM
BOTTOM RAIL
REINFORCING CHANNELS
1.000
-I
1.750
4.125
3.712
L.
1.224
.062 I
1.337
3.686 ---�
L 1.784
.125-
REINFORCING CHANNELS
250
FRAME JAMB
3.697
2.134 --+g
17 FLAT FILLER
--1 1-.281
2.773
_...11.000 L-.
1.760 .062
1.390
BUMPER THRESHOLD
-+{ 1.262
.281
STD. THRESHOLD COVER
HI -RISE THRESHOLD COVER
Engr: JAVAD AtiM 0
CIVIL.
FLA. PE rM 70592
C.A.to. 3538
.130
EXTERIOR GLASS STOP (TRANSOM)
INTERIOR GLASS STOP (TRANSOM)
PRO.tUCT REVISED
as complying with the Plorid1
1;aildi g Code
i .COW, ?Ante No
Ex `ation Date
Ey ;r:/
Miami 'Jade Product Contro
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ALUM OUT -SWING ENTRANCE DOOR
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FAX. (305) 888 -6289
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drawing no.
W04 -91
sheet 9 of 1 1
LOCK OPTIONS:
OPTION 1:
SINGLE LEAF DOORS:
ALL SINGLE LEAF DOORS TO BE FITTED WITH
3 POINT LOCK
DOUBLE LEAF DOORS:
ACTIVE LEAF:
THREE POINT LOCK SYSTEM WITH 5 PLY HOOK LOCK
BOLT REGENT 2222, KEY OPERATED ON EXTERIOR
AND THUMB -TURN ON INTERIOR, LOCATED AT
34" FROM BOTTOM OF PANEL
INACTIVE LEAF:
TWO POINT LOCK SYSTEM SULLIVAN CH 103
WITH THUMB TURN ON THE INTERIOR, LOCATED AT
34" FROM BOTTOM OF PANEL
OPTION 2:
SINGLE LEAF DOORS:
ALL SINGLE LEAF DOORS TO BE FITTED WITH
3 POINT LOCK
DOUBLE LEAF DOORS:
ACJ'IVE LEAF:
THREE POINT LOCK SYSTEM WITH 4 PLY HOOK LOCK
REGENT NO. 206 -3P, KEY OPERATED ON EXTERIOR
AND THUMB -TURN ON INTERIOR, LOCATED AT
36" FROM BOTTOM OF PANEL
INACTIVE LEAF:
TWO POINT LOCK SYSTEM SULLIVAN CH 103
WITH THUMB TURN ON THE INTERIOR, LOCATED AT
36" FROM BOTTOM OF PANEL
3/8" HEX STEEL TIP
BOLT GUIDE
STEEL ROD WITH
-THREADED ENDS
t,/,- THRESHOLD BOLT
3/8" HEX STEEL TIP
lcBOLT GUIDE
HINGES:
4 -1/2 X 4" TWO PIECE STAINLESS STEEL BUTT HINGES
AT 8" FROM TOP AND BOTTOM AND 26" O.C. MAX.
#12X1/2" FH
SELF TAPPING SCREWS
4 PER HASP
1 -1/2" X 1/2" THK.
7 -1/2" LONG
ALUM PLATE
AT HINGE LOCATIONS
s
f
"!I j
IIM 1!1
•
STEEL ROD WITH
THREADED ENDS
THRESHOLD BOLT
ITEM #
PART #
SMIS EXT. #
REQD.
DESCRIPTION
MATERIAL
MANF. /SUPPLIER /REMARKS
1
5606
SMI -001
1
FRAME HEAD
6063 -T6
-
1A
SMM -006
SMI -006
1
ALT. FRAME HEAD
6063 -T6
-
2
5710
SMI -018
AS READ_
FRAME TRANSOM
6063 -T6
-
3
SMM -6007
SMI -005
2
FRAME JAMB
6063 -T6
-
5A
SMM -023
SMI -023
1
BUMPER THRESHOLD
6063 -T5
-
5B
SMM -024
SMI -024
1
STO.THRESHOLD COVER
6063 -75
-
5C
SMM -025
SMI -025
1
HI -RISE THRESHOLD COVER
606.3-T5
--
6
SMM -5984
SMI -012
1/ LEAF
TOP RAIL
6063 -76
-
7
SMM -5987
SMI -013
1/ LEAF
BOTTOM RAIL
6063 -T6
-
8
SMM -5986
SMI -011
2/ LEAF
DOOR STILE
6063 -T6
-
9
SMI -030
SMI -030
1/ LEAF
ASTRAGAL
6063 -T5
-
11
SMM -5981
SMI -007
4/ LEAF
EXTERIOR GLASS STOP (DOOR)
6063 -T5
-
12
SMM -5982
SMI -008
4/ LEAF
INTERIOR GLASS STOP (DOOR)
6063 -T5
-
13
SMM --003
SMI -016
-
EXTERIOR GLASS STOP (TRANSOM JAMB)
-
-
14
SMM -004
SMI -017
-
INTERIOR GLASS STOP (TRANSOM JAMB)
-
-
15
SMM -5712
SMI -002
2/ LITE
GLASS STOP (TRANSOM HEAD /SILL)
-
-
16
SMM -002
SMI -014
3/ DOOR
DOOR STOP
6063 -T5
-
16A
SMM -001
SMI -015
3/ DOOR
DOOR STOP COVER
6063 -15
-
17
SMM -5807A
SMI -004
OPTIONAL
FLAT FILLER
6063 -16
-
18
SMI -003
-
AS REDD.
INTERMEDIATE SNAP -IN
6063 --T5
-
19
H -63
SMI -G01
AS REDD.
WEDGE -IN GASKET
NEOPRENE
DUROMETER 68 SHORE A
24
-
SMI -003
AS READ.
BULB W'STRIPPING
VINYL
OUROMETER 83 SHORE A
26
-
-
2/ LEAF
3/8" THREADED ROD WITH NUT
STEEL
-
27
-
-
2/ LEAF
FLUSH BOLT GUIDE
ST. STEEL
-
28
-
-
AS REDD.
PUSH BAR
-
-
29
-
-
AS REOD.
PULL HANDLE
-
-
30
-
-
2
THRESHOLD CLIP
ALUMINUM
2" X 2" X 1/8" X 7/8" LONG
31
-
-
4/ LEAF
SUPPORT PLATE (1 -1/2" X 3 -3/8" X 3/161
ALUMINUM
-
33
#12 X 1 -1/2"
-
AS REDD.
FRAME ASSEMBLY SCREWS
-
HEX H TEKS
35
#12 X 3/4"
-
AS REOD.
THRESHOLD CLIP SCREWS
-
FH SELF DRILLING
37
#10 X 5/16"
-
2/ GUIDE
GUIDE INSTALLATION SCREWS
-
FH MS
40
-
-
-
REINFORCING CHANNEL (DOOR MULL)
STEEL
1" X 3- 15/16" X I" X 3/16" THK,
41
-
-
-
REINFORCING CHANNEL (DOOR MULL)
STEEL
3/4" X 3 -1/2" X 3/4" X 1/8" THK.
42
-
-
OPTIONAL
REINFORCING CHANNEL (TRANSOM)
STEEL
1" X 4 -1/8" X 1" X 3/16" THK.
43
-
-
OPTIONAL
REINFORCING CHANNEL (TRANSOM)
STEEL
3/4" X 3- 11/16" X 3/4" X 1/8" THK.
SEALANTS:
ALL FRAME AND LEAF CORNERS AND INSTALLATION SCREWS
SEALED WITH SILICONE.
Engr: JAVAD AHM■D
CIVIL
FLA. PE 41 "10592
C.A.N. 3538
PRODUCT REVISED
+ya complying with the Florida
Banding Code
Acceptance No
); iration Date
MMiam P ade Product C tro
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drawing no.
W04 -91
(sheet 100 11
FRAME TOP CORNER
TRANSOM CORNER
FRAME BOTTOM CORNER
DOOR CORNER
DOOR (LEAF CORNER
Engr: JAVAO AHIHAD
CIVIL
FLA. PE # 70592
C.A.N. 3536
q`
PRODUCT REVISED
as complying With the Florida
Building Code
Acceptance No
Expiration Date
By
Mia
Dade Product
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drawing no.
W04-91
sheet 11 of 1 1
7 -1/2" X 3" X .120"
GALV. STEEL
END ROLLER HINGES
1/4" X 3/4" SELF DRILLING SCREWS
4 PER HINGE
1/4" X 5/8" HEX BOLTS
WITH LOCK NUTS
4 PER HINGE
- COTTER PIN
1/4" X 5/8" HEX BOLTS
WITH LOCK NUTS
(/ 4 PER HINGE
- ALTERNATE LOCK
2/ DOOR
/
3/40. W
\ LATCH
SPRING LOADED SLIDE BOLT LOCK (BOTH SIDES)
FASTENED W/ (4) #14 X 5/8" S.M.S.
5/8" MIN. LOCK ENGAGEMENT CONFORMS TO
FBC 1012 REGARDING GARAGE DOORS
16 GA. GALV. STEEL MOUNTING
PLATE FASTENED W/ FOUR
# 10 -24 X 1/2" CARRIAGE BOLT
& LOCK NUT.,
5 PIN
CYLINDER LOCK
DIE CAST
TEEHANDLE
X 3/16" THK.
3/4"W X 3/16" THK. GALV.
STEEL LOCK BARS
INSIDE SPRING LATCH
FASTENED W FOUR
# 10 X 1/" S.M.S.
.128 DIA. GALV. AIRCRAFT TYPE
CABLE & NICO -PRESS SLEEVE
W/ MIN. 5 TO 1 SAFETY FACTOR
BOTTOM BRACKET
END STILE
CENTER STILE -
OUTSIDE HANDLE
B
11" X 4 -1/2" X 0.1"
STEEL PLATE WITH
_
(2) 1/4 X 5/8" HEX BOLTS W/ LOCK NUTS
(5) #14 X 5/8" SMS
C-
INTERMEDIATE STILES FASTENED TO
-PANEL SKIN W/ (6) 3/16" ALUM POP RIVETS
\ AND TO TOP & BOTTOM RAIL W/ (4) 3/16" RIVETS
A
(2) TOP ROLLER BRACKETS
SEE SHEET 3 FOR DETAIL
T
•
•
32 11/16" 32 11/16"
�� 32 11/16"
LOCK BAR GUIDES
INSTALLED ON END STILE
.1„--2 WITH (4) #14 X 5/8" SMS
.15T X .6W LOCK BAR
ENGAGES IN TRACK
ON EACH SIDE OF DOOR
OUTSIDE KEYED _ OCK
LOCK BAR LOCKING SHOWN
ALTERNATE TO LOCKS SHOWN ABOVE
1.
32 11/16"
MAX. DOOR WIDTH = 16' -4"
INSIDE ELEVATION
32 11/16"
Z
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32 11/16"
r THIS PRODUCT IS RATED FOR LARGE MISSILE IMPACT
GENERAL NOTES
THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE
REQUIREMENTS OF THE FLORIDA BUILDING CODE 2004/2007 EDITION INCLUDING
HIGH VELOCITY HURRICANE ZONE (HVHZ).
2, ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS.
ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL
DRESSING OR STUCCO.
3. ALL BOLTS, NUTS AND WASHERS SHALL BE ZINC PLATED CARBON STEEL.
4. ANCHORING OR LOADING CONDITIONS OTHER THAN THOSE SHOWN IN
THESE DETAILS ARE NOT PART OF THIS APPROVAL.
J.B. DOOR MODELS: 16' -4"W X 22'H MAX
MODEL
DESCRIPTION
724
24 GA. ROLL FORMED STEEL DOOR
720
20 GA. ROLL FORMED STEEL DOOR
NOTE: MODEL 724 TESTED.
MAXIMUM DESIGN LOAD RATING = + 87.0 PSF
(FOR SIZES SHOWN OR SMALLER) — 90.0 PSF
Engr: O. HUMAYOUN FAROOG
STRUCTURES
FLA. PE # 16557
C.A.N. 3538
EC 1 1 2008
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08-08
Csheet 1 of 4—)
1 -3/8" X 6- 3/16" X 2" X 18 GA. STEEL
FORMED END STILE
RIVETED TO DOOR SKIN
WITH (8) 3/16" ALUM POP RIVETS
AND TO TOP AND BOTTOM RAILS
WITH (4) ALUM POP RIVETS
2 -3/4" W X 20 GA. STEEL
FORMED CENTER STILE
RIVETED TO DOOR SKIN
WITH (6) 3/16" ALUM POP RIVETS
AND TO TOP AND BOTTOM RAILS
WITH (4) ALUM POP RIVETS
/
SECTION D —D
2 -3/4" W X 20 GA. STEEL
FORMED CENTER STILE
RIVETED TO DOOR SKIN
WITH (6) 3/16" ALUM POP RIVETS
AND TO TOP AND BOTTOM RAILS
WITH (4) ALUM POP RIVETS
t
16 GA. GALV, STEEL
L— CENTER HINGE FASTENED WITH
(4) #14 X 5/8" HH SELF DRILLING SCREWS
STOP MOULDING
AS REQD.
STEEL STRUCTURE BY OTHERS
MUST SUPPORT THE LOADS IMPOSED
I BY DOOR SYSTEM
STEEL TRACK
12 GA. X 3 -5/16° X 1 -1/2"
FASTENED TO TRACK PLATES
W/ (2) 1/4 -20 X 5/8"
CARRIAGE BOLTS & LOCK NUT
DOUBLE ROLLER HINGES
COTTER PIN_,
INSTALLED ON ROLLER SHAFT
Z16 GA. GALV. STEEL
CENTER HINGE FASTENED WITH
(4) #14 X 3/4" HH SELF DRILLING SCREWS
SECTION B —B
i
12 GA GALV. STEEL FLAT
BRACKET t 3" LONG 0 6" O.C.
CONNECTED TO CONT. ANGLE
W/ (3) 1/4" 0 SPOT WELDS
1 -1/4" X 2 -5/8" X 14 GA
CONT. STEEL ANGLE
STEEL ROLLERS
2.7" DIA. X .72" STANDARD
W/ .62 DIA. X 9 -5/8" STEM
Engr: DR. HUMAYOUN FAROOQ
STRUCTURES
FLA. PE ill 16557
C.A.N. 3536
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08 -08
(heet 2 of 4
1 -3/4" X 2" X 20 GA.
TOP RAIL
RIVETED TO DOOR SKIN
W/ 3/16" ALUM POP RIVETS'' -
AT 2" & 20" FROM EACH END
AND 42" O.C. TYPICAL SPACING
14 GA. GALV. STEEL ADJUSTABLE
SLIDE FASTENED TO BRACKET
W/ (2) 5/16 -18 X 3/4"
HEX BOLTS WITH LOCK NUTS
3/4" X 2" X .050" THICK
ALUM STIFFENER
GLUED TO TOP RAIL /
AND RIVETED TO VERTICAL STILES -1
W/ (2) 3/16" ALUM POP RIVETS
AT TOP AND BOTTOM
OF EACH SECTION
20 GA. ROLL FORMED
STEEL BOTTOM RAIL
I 12 GA. GALV. STEEL
1-- TOP ROLLER BRACKET (DOUBLE)
FASTENED W/ (6) 1/4 X 5/8"
HEX BOLTS WITH LOCK NUTS
PANELS FASTENED TO
HORIZ. RAILS WITH
3/16" ALUMINUM POP RIVETS--- -
AT 2" & 16" FROM EACH END
AND 28" O.C. TYPICAL SPACING
OPTIONAL DOOR SKIN FOR DOORS
WITH INSULATION ONLY
MIN. 24 GA ROLL FORMED STEEL
ASTM 653. SQ QUALITY, GRADE 50
MIN. YIELD STRENGTH = 50 KSI
GALVANIZED ACCORDING TO ASTM A525
WITH A COATING DESIGNATION OF G90.
EXTERIOR AND INTERIOR.
3/4" X 2" X .050" THICK
ALUM STIFFENER
GLUED TO TOP RAIL
AND RIVETED TO VERTICAL STILES\
WITH (2) 3/16" ALUM POP RIVETS
7/8' VINYL GASKET
BETWEEN BOTTOM RAIL
AND PANEL SKIN
1 -3/4" X 2" X 20 GA.
BOTTOM RAIL
RIVETED TO DOOR SKIN
W/ 3/16" ALUM POP RIVETS ---
A` 2" & 16" FROM EACH END
AND 28" O.C. TYPICAL SPACING
SECTION A —A
SEE SECTIONS AT RIGHT FOR LOCATION OF REINFORCING TRUSSES
3/16" 0 ALUMINUM POP RIVETS
' ® PANEL & VERT. STILES
OPTIONAL INSULATIQNS
@Y 'DYPLAST PRODUCTS LLC'
EPS- EXPANDED POLYSTYRENE
DENSITY = 1.05 PCF
N.O.A. #07-1107.08
OR
BY 'INSULFOAM LLC'
DENSITY = 0.92 PCF
N.O.A. #07- 1016.07
11 GA. GALV. STEEL
ROLLER HINGES FASTENED
W/ (4) 1/4 -20 X 5/8" HEX HEAD
M.S. & LOCK NUTS
TWO PIECES DOUBLE PANELS
MIN. 24 GA ROLL FORMED STEEL
ASTM 653. SQ QUALITY, GRADE 50
MIN. YIELD STRENGTH = 50 KSI
GALVANIZED ACCORDING TO ASTM A525
WITH A COATING DESIGNATION OF G90.
EXTERIOR AND INTERIOR.
11 GA. GALV. STEEL
BOTTOM BRACKET
r FASTENED WITH
(2) 1/4 X 5/8" HEX BOLTS W/ LOCK NUTS
i (5) #14 X 5/8" SMS
REINFORCING TRUSS AT 2" FROM TOP OF SECTION
16 GA. X 2-1/4" X 2" GALV. STEEL U.BAR
FASTENED TO INTERMEDIATE
VERTICAL STILES W/ TWO #14 X 3/4" TEKS
AND TO END STILES
WITH SIX #14 X 3/4" TEKS
TYPICAL
REINFORCING TRUSS AT
±2" FROM BOTTOM OF SECTION
BOTTOM SEAL
.058 ALUM PLATE
WITH 1/8" X 1" S.M.S. 42 48" O.C.
AND TUBULAR RUBBER W'STRIPPING
1ST SECTION (BOTTOM)
REINFORCING
REINFORCING TRUSS AT
± 1" FROM BOTTOM OF SECTION
ALL INTERMEDIATE SECTIONS
REINFORCING
REINFORCING TRUSS AT
±1" FROM BOTTOM OF SECTION
TOP SECTION
REINFORCING
Eng�r. OR. HUMAYOUN FAR004
STRUCTURES
FLA. PE # tf557
C.A.N. 3538
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08-08 j
(sheet 3 of 4
CENTER HANGERS REQUIRED
FOR DOORS HIGHER THAN 8 FT.
1 -1/4" X 1 -1/4" X 12 GA.
STEEL ANGLE HANGER & SWAY
BRACE FASTENED TO TRACK
W/ 5/16 -18 M. SCREWS & NUTS
AND TO BLDG. STRUCTURE
W/ 5/16 LAG SCREWS OR BOLTS
A
HORIZ. TRACK LENGTH = OPENING HEIGHT PLUS 2"
2 -5/8" X 1 -1/4" GALV. CONT. STEEL ANGLE 14 GA.
JOINT BRACKET
6" X 2-1/2" X .10" THK.
ATTACHED TO VERT. & HORIZ. TRACK
W/ (4) 1/4 -20 X 5/8" CARRIAGE BOLT & NUT
AND TO VERT ANGLE W/ (3) SPOT WELDS
VERTICAL TRACK -�
SECTION A -A
2 X 2 X 1/8"
HORIZ. ANGLE
SPOT WELDED TO HORIZ. TRACK
AT 2 -5/8" IN. O.C.
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GALV. STEEL TRACK
VERTICAL LIFT HIGH LIFT STANDARD LIFT
AVAILABLE TRACK OPTIONS
LOW HEADROOM
2 -1/2" X 3 -7/8" X 0.1" STEEL PLATES
CONNECTED TO TRACK WITH TWO
1/4 -20 X 5/8" CARRIAGE BOLT & NUT
STEEL STRUCTURE BY OTHERS
MUST SUPPORT THE LOADS IMPOSED
BY DOOR SYSTEM
DOOR TRACK AS VIEWED
FROM CENTER OF OPENING
DOOR
HEIGHT
NO. OF
TRUSSES
SECTION HEIGHTS •
1ST
2NDI3RD
4TH 5TH
6TH
7TH
8TH
9TH
1IOTHI1TH
1/2 DYNABOLT BY 'ITW'
7' -0"
16
21"
21"
21"
21"
N/A
N/A
N/A
N/A
N/A
N/A
N/A
8' -0"
16
24"
24"
24"
24"
N/A
N/A
N/A
N/A
N/A
N/A
N/A
9' -0"
20
24"
21"
21"
21"
21"
N/A
N/A
N /AN
/AN /A
N/A
10' -0"
20
24"
24"
24"
24
24"
N/A
N/A
N/A
N/A N/A
N/A
11' -0"
24
24"
24"
21"
21"
21"
21"
N/A
N/A
N/A N/A
N/A
12' -0"
24
24"
24"
24"
24"
24"
24"
N/A
N/A
N/A N/A
N/A
13' -0"
28
24"
24"
24"
21"
21"
21"
21" N/A
N/A N/A
N/A
14' -O"
28
24"
24"
24"
24"
24"
24"
24" N/A
N/A N/A
N/A
X15' -0"
32
24"
24"
24"
24"
21"
21"
21" 21"
N/A WA
N/A
16' -0"
32
24°
24"
24"
24"
24"
24"
24" 24"
N/A N/A
N/A
17' -O"
36
24"
24"
24"
24"
24"
21"
21" 21"
21" N/A
N/A
18' -0"
36
24"
24"
24"
24"
24"
24"
24" 24"
24" N/A
N/A
19' -O"
40
24"
24"
24"
24" 24"
24"
21 "i21"
21" 21"
N/A
20'-0"
40
24"
24°
24"
24" 24"
24"
24" 24"
24" 24"
N/A
21' -0"
44
24"
24"
24"
24" 24"
24"
24" 21"
21" 21"
21 "',
22' -O"
44
24°
24"
24"
24" 24"
24"
24" 24"
24" 24"
24 "�'I
*- SECTIONS ARE NUMBERED STARTING AT THE BOTTOM
5/16" DIA. BOLTS
AT 6" 0.C. MAX.
EDGE DIST.
ANCHOR SPACING
ANCHORS
STRUCTURE
EMBED
'SPACING
EDGE DIST.
1/2" HLC SLEEVE BY 'HILTI'
CONC.
1 -1/2"
6"
2 -1/4"
1/2 DYNABOLT BY 'ITW'
CONC.
1 -7/8"
6"
4"
3/8" POWER -BOLT BY 'POWERS'
CONC.
2"
6"
2 -1/2"
4-1/2"
1/2" SLEEVE -ALL BY 'SIMPSONS'
CONC.
2-1/4" I 6"
1 1/4" X 2 -5/8" X .076" THK.
CONT. STEEL ANGLE
0.10" THK. GALV. STEEL FLAT BRACKET
t 3 -7/8" LONG
AT 6" O.C. IN DOOR OPNG.
AT 18" O.C. ABOVE OPNG.
CONNECTED TO CONT. ANGLE
W/ (3) SPOT WELDS
TRACK INSTALLATION
1 -1/2"
MIN.
STEEL TRACK
12 GA. X 3- 5/16" X 1 -1/2"
FASTENED TO TRACK PLATES
W/ (2) 1/4 -20 X 5/8"
CARRIAGE BOLT & LOCK NUT
Engr: DR. MUMAYOUN FAR000
STRUCTURES
FLA. FE # 16557
C.A.N. 3538
CONCRETE f'c = 3000 PSI MIN.
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sheet 4 of 4
