RC-12-1571 (2)Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, FL
Phone: (305)795-2204 Fax: (305)756-8972
Inspection Number: INSP-200375 Permit Number: RC -8-12-1571
Scheduled Inspection Date: October 18, 2013 Permit Type: Residential Construction
Inspector: Rodriguez, Jorge
Inspection Type: Final Building
Owner: LIVINGSTONE, DAVID AND KAREN Work Classification: Addition
Job Address: 10560 NE 2 Court
Miami Shores, FL 33138- Phone Number
Project: <NONE> Parcel Number 1122310130660
Contractor: SPECIALIZED COSNTRUCTION INC Phone: (786)251-5691
comments
NEW ADDITION TO EAST BEDROOM AT REAR OF
HOUSE
needs to do a change of contractor. contractor has licenses
revoked.
01/24/2013 - PENDING NOC
1/30/13 noc received
INSPECTOR COMMENTS False
Inspector Comments
PassedCREATED AS REINSPECTION FOR INSP-177591. Missing steps at erar
�m I door
Failed
Correction
Needed
Re -Inspection ❑
Fee
No Additional Inspections can be scheduled until
re -inspection fee is paid.
October 17. 2013 For Inspections please call: (305)7624949 P2na a nf 9n
Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, FL
Phone: (305)795-2204 Fax: (305)756-8972
Inspection Number: INSP-189837
Scheduled Inspection Date: April 24, 2013
Inspector: Bruhn, Norman
Owner: LIVINGSTONE, DAVID AND KAREN
Job Address: 10560 NE 2 Court
Miami Shores, FL 33138 -
Project: <NONE>
Permit Number: RC -8-12-1571
Permit Type: Residential Construction
Inspection Type: Foundation
Work Classification: Addition
Phone Number
Parcel Number
1122310130660
Contractor: SPECIALIZED COSNTRUCTION INC Phone: (786)251-5691
tsuuamg uepartment comments
NEW ADDITION TO EAST BEDROOM AT REAR OF
HOUSE
needs to do a change of contractor. contractor has licenses
revoked.
01/24/2013 - PENDING NOC
1/30/13 noc received
Passed Y'T
Failed
Correction ❑
Needed
Re -Inspection ❑
Fee
No Additional Inspections can be scheduled until
re -inspection fee is paid.
INSPECTOR COMMENTS False
Inspector Comments
CREATED AS REINSPECTION FOR INSP-187396. CREATED AS
REINSPECTION FOR INSP-186349. CREATED AS REINSPECTION FOR
INSP-184990. CREATED AS REINSPECTION FOR INSP-184941. Provide
soil compaction test.
Provide engineers letter showing soil bearing capacity. NB
Same comment. OK to pour at own risk. NB
April 23, 2013 For Inspections please call: (305)762-4949 Page 36 of 43
ALL STATE All State Engineering &Testing Consultants Inc.
ENGINEERINCx f
TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES -CHEMISTS -DRILLING -ENVIRONMENTAL SERVICES
March 11, 2013
Specialized Construction, Inc
7335 SW 69 Ct
Miami, FL 33155
Attn: Mr. Diego V. Tejera
RE: Subsurface investigation for Proposed Addition located at
10560 NE 2 Ct Miami, FL.
Dear Sir.
Pursuant to your authorization, All State Engineering & Testing Consultants, Inc. (ASETC) conducted a subsurface
investigation at the above referenced project. The investigation was performed on March 6, 2013.
The purpose of the investigation was to develop preliminary information about the site and the subsurface conditions
existing in the vicinity of the proposed construction.
To achieve the desired objective three (3) standard penetration test borings was performed and the log is enclosed in this
report.
TEST METHOD:
The borings were conducted in accordance with procedures outlined for standard penetrations test and split spoon
sampling of soils by ASTM Method D-1586.
A two (2) foot long two (2) inches O.D. Split Spoon Sampler was driven into the ground by successive blows with 140 Ib.
Hammer dropping thirty (30) inches. The soil sampler was driven two (2) feet at a time then extracted for visual
examination and classification of the retained soil samples.
The number of blows required for a one (1) foot penetration of the sampler is designated as "N" (known as the standard
penetration resistance value). The "N" value provides an indication of the relative density of non -cohesive soils and the
consistency of cohesive soils.
Suitable corrections are applied to this number in order to include the effects of soil overburden pressure and other
factors. A general evaluation of soils is made from.the established correlation between "N" and the relative density or
consistency of soils.
This dynamic method of soil testing has been widely accepted by foundation engineers and architects to conservatively
evaluate the bearing capacity of soils. A continuous drilling and sampling procedures was used therefore, the samples
were taken at intervals of two (2) feet or at every change in soil characteristics.
The types of foundation material encountered have been visually classified and are described in detail in the boring logs.
The results of the field penetration tests are presented in the boring logs in numerical forms. The average ground water
level at the site was found at six (6) feet zero (0) inches below the existing surface (see logs). Fluctuation in the
observed ground water level should be expected due to seasonal climatic changes, rainfall variation, surface water run-off
and other specific factors related to the site in question.
238Q;West 78 :Street L Hialeah1 Florida. 33016 I Phone:105 888.3373;Fax.30�r888 7443
Nge 2 — March 11, 2013
.-Specialized Construction, Inc
FOUNDATION RECOMMENDATIONS:
Our recommendations are based on the information provided from the client as to the type of structure planned and on
our subsurface investigation performed on the proposed site. Our recommendations are as follows:
1. Excavate entire building area plus 5'-0" outside the perimeter of construction and remove all top soil and
unsuitable subsurface material to the necessary depth. We anticipate an average excavation depth of
approximately one (1) foot zero (0) inches. Remove all vegetative matter. Excavation need to be carried to
deeper depths in case the roots and other vegetative matter extend beyond the depth of V-0".
2. Compact excavated area to a minimum compaction of 98% of the optimum dry density as per AASHTO T-180.
Verify densification procedures by taking an adequate number of field density compaction tests. The excavated
area should be inspected prior to the commencement of the backfilling operation to ensure that all the unsuitable
material has been removed.
3. Backfill building area, plus 5'-0" outside the perimeter of the structure to the required elevation with a clean
mixture of sand and lime rock fill (or approved fill material) in compacted layers not to exceed twelve (12) inches
in thickness. Compact each layer to a minimum of 98% of the optimum dry density as per AASHTO T180.
Verify densification procedures by taking an adequate number of field density tests, especially by the footing
area.
4. Excavate footing trenches to the required depth from the ground elevation.
5. Compact the bottom of the footing trench to a minimum compaction of 98% of the optimum dry density as per
AASHTO T-180. Verify densification procedures by taking an adequate number of field density compaction
tests.
DESIGN RECOMMENDATIONS:
The above foundation recommendation having been achieved and verified we anticipate that the foundation and footings
may be appropriately proportioned for a safe soil bearing capacity not to exceed 2500 pounds per square foot (psf). The
use of spread footings and single column pads is suggested. A monolithic slab foundation may also be adopted.
CONCLUSION:
Regardless of the thoroughness of our geotechnical exploration there is always a possibility that conditions on the subject
property (site) may be different from those at the test locations. Therefore, should any subsoil condition different from
those reported in our boring logs be encountered during construction, ALL STATE ENGINEERING AND TESTING
CONSULTANTS, INC., should be notified immediately.
This report was prepared exclusively for the use of Specialized Construction, Inc. The conclusions provided by All State
Engineering & Testing Consultants, Inc. are based solely on the information presented in this report As a mutual
protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and
authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our
written approval.
We appreciate the opportunity to have been of service to your company. Please feel free to contact us if there are any
questions or comments pertaining to this report.
Sa;erely yo
(1 4010 urs
_ 01
Wa sem Quadri, P.E. # 51481
All ttate Engineering And
Testing Consultants, Inc.
PreVByy'�
Rajesh Sharma
a,
2386 West;7 Stree#�,HIA+eah' Florida..33016_I Pf one 305.888=3373 Faz, 305888.7443 ....
. .,.A. .,
"ALL STATE All State Engineering & Testing Consultants, Inc.
ENGINEERING TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES -CHEMISTS -DRILLING -ENVIRONMENTAL SERVICES
2380 West 78`" Street, Hialeah, Florida. 33016 / Phone: 305-888-3373 Fax: 305-888-7443
TEST BORING REPORT
CLLENT
Specialized Construction, Inc 'Order No.
:ADDRESS 7335 SW 69 Ct, Miami FL 33155
.
PROJECT �:r ,. SFR- Addition HQIe No B-1
ADDRESSA 10560 NE 2 Ct Miami FL Date > i ': 03/06/13
JI 0 ION � .. NW side of proposed addition Driller
l.�
A�
E :`E<e`y':i
1?�SCRII'11Q�i QF M1AT6RIALS
I>fow
On Sffirl IBi r...
-M i �,[ .•'
s'.. .., Oft
1
0'-0" to 3'-6" brown medium silica sand with some rocks & roots
3'-6" to 5'-0" yellow medium silica sand with some rocks
6
0'-2' 7
7
2'-4' 7
7
4'-6' 10
10
6'-e' 12
13
8'-10' 13
10
10'42' 10
13
12'44' 12
12
14'-16'
16'-18'
18'-20'
20'-22
22'-24'
24'-26'
26'-28'
28'-30'
30'-32'
7
5
6
8
8
9
11
10
12
12
11
11
14
16
11
14
14
18
23
25
21
26
2
3
4
5
6
5'-0" to 15'-0" tan sandy coral rocks
7
8
9
10
11
12
13
14
15
16
End of Boring at 15'-0"
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
WATER LEVEL: 6'-0" below surface
At Date: 03/06/13
Respectfully Submitted,
J•.10. ,y
Waseem Quadri, P.E # 51481
As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of
statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
2380:West$t" Street`tJrlialeah, Florida 33016,!, Phone: 305.888=3373 FaX.'30 887443
• ALL STATE All State Engineering & Testing Consultants, Inc.
ENGINEERING , TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES -CHEMISTS -DRILLING -ENVIRONMENTAL SERVICES
2380 West 78"' Street, Hialeah, Florida. 33016 / Phone: 305-888-3373 Fax: 305-888-7443
TEST BORING REPORT
CLIENT : = Specialized Construction, Inc
Order Nok r
ADDiZES&.,>< 7335 SW 69 Ct, Miami FL 33155
Re' orf No.: :. 1
pROJEGT�.. SFR -Addition
HolB-2
ADb9E88�' x > 10560 NE 2 Ct Miami FL
Date'a , ` y=; : 03/06/13
L,4C#TI01� NE side of pmp.osed addition
Driller AG
;H
4N 11 ��� � y r" 1 G r , AESGRIF*�IUN A1F N�TERIALS r' r < w, M , e r
Hartiemeept r ,w
. N°
1
0'-0" to 0'-2" top soil
0'-2" to 0'-6" brown medium silica sand with some roots
0'-6" to 4'-0" tan medium lime sand with some rocks and roots
4'-0" to 15'-0" tan sandy coral rocks
0'-2'
21-4'
4'-6'
61-8'
8'-10'
10'42
1244'
14'-16'
16'-16'
18'-20'
20'-22'
22'-24'
24-26'
26'-28'
28'-30'
30'-312'
6
8
7
5
8
11
12
12
14
10
10
12
11
13
15
7
7
6
7
10
10
13
14
12
11
13
10
10
14
10
15
11
21
25
22
25
23
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
End of Boring at 15'-0"
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
WATER LEVEL: 6'-0" below surface
At Date: 03/06/13
Res ectkiily Submitted,
Waseem Quadri, F.E. # 51481
As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential properly of clients, and duoiorization for publication of
statements conclusions or extracts from or regarding our reports is reserved pending our written approval
28Q West 78!. Stree# I, Hialeah,, Florida, 33016 /:Phone 305.888=33i3. Fant, 30888.7443
4 ALL STA�E All State Engineering & Testing Consultants, Inc.
ENGINEERI ti ' TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES -CHEMISTS -DRILLING -ENVIRONMENTAL SERVICES
2380 West 781 Street, kialeah, Florida. 33016 / Phone: 305-888-3373 Fax: 305-888-7443
TEST BORING REPORT
IENT, .: ,< Specialized Construction, Inc
Order:No'
,ADQRESS , M 7335 SW 69 Ct, Miami FL 33155
Re
rt Na r
1
PROJECT SFR- Addition
Hole
No
B-3
3.ADQRESS-:�.��_
10560 NE 2 Ct Miami FL
Date
=
03106/13
i3OCTION�>
q>;PTH
0
Center of Pro osed addition
4 , �M� a� ' 4; 4 r } RF,SGRIR-,.p OF MAr RIALS 5 L ��� {
4. I y:4 y -t ri' f '[+�i'M t'.1�£X't t
f)' y� SM1 t iri cahtti'. ff;Y14 +
prlller
t rrurrot blow
AG
"M
1
0'-0" to 0'-2" top soil
0'-2" to 0'-6" brown medium silica sand with some roots
0'-6" to 3'-6" brown medium silica sand with some rocks
3'-6" to 5'-0" tan medium silica sand with some rocks
0'-2'
2'-4'
4'-6'
6'-8'
6'-10'
10'-12'
12'-14'
14'-16'
16'-18'
18'-20'
20'-22'
22'-24'
24'-26'
26'-28'
28'-30'
30'-32'
6
6
8
6
7
13
16
12
12
11
10
13
10
10
10
11
7
5
7
5
12
14
14
10
10
10
11
12
11
12
12
13
13
13
25-
26
21
24
21
23
i
2
3
4
5
6
5'-0" to 15'-0" tan sandy coral rocks
7
8
9
10
11
12
13
14
15
16
End of Boring at 15'-0"
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
WATER LEVEL: 6'-0" below surface
At Date: 03/06/13
Respectfully Submitted,
(3*0*- -Z/02 �-11 510P
W seem Quadri, P.E # 51481
As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential properly of clients, and authorization for publication of
statements, conclusions or extracts from or regarding our reports b reserved pending our written approval....,.;
2$8(F Wes# 78.,Street /. Hialeah, Florida. 30161 Phone :.305-888-373 Fit. 305.888 7443
_ r
ALL STATE
ENGINEEMIG
ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC.
TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES-CHE IIST-DRILLING-ENVIROMENTAL SERVICES
2380 West 78th Street, Hialeah, Florida. 33016 - Phone: 305-888-3373 Fax: 305-888-7443
Field Density Test of Compacted Soils
ASTM D-5195
Client:
Specialized Construction Inc. Order # 13-0221
Address:
735 SW. 69 Court, Miami, Florida 33143 Date: 03-2743
Project,
SFR Addition Gauge # 13264
Address:
10560 NE. 2° Court, Miami Shores, Florida
Phone No:
Attention:
Lab ID # Location (s)
13-0224 Building addition backfill slab on grade N.E. area
13-0225 Building addition backfill slab on grade Center area
13-0226 Building addition backfill slab on grade S.W. area
VV
Description of Material. time rock with lime4and and silica sand mix
Backfill Sub grade x Base Rock
Tested By:
E �
Laboratory Identification Number 13-0224 13-0225 13-0226 - -
Test Number 4 5 6
Depth (in) 1211 1211 12°
Field Density La(Cu Ft (Dry Density) 123.7' ` 124.5 124.3
Moisture Contents 8.9 8.7 9.4
Maximum Density in the Field (%) 98.3 98.9 98.73
Compaction Requirement by Specs (% 98.0 98.0 98.0
900•/ Maximum Density (Lab) 125.9 125.9 125.9
Proctor T-980 AASHTO Method C i 13-762-21-1 13-0221 1 13-0221
Typed By: BM
Signature:
Certificate #•
Respectfully submitted by,
W*eem Quadri, P.E. # 51481
ALL STATE ENGINEERING &
TESTING CONSULTANTS, INC.
Should any subsoil conditions in the property (area) tested be found different from those encountered on the tested locations reported on our Density
Test All State Engineering & testing Consultants, Inc. is not to be held responsible.
As a mutual protection to client, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for
publication of statements, conclusions or extracts from our reports is reserved.
ALL STATE ENGINEERING AND TESTING CONSULTANTS, INC.
TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES-CHEMIST-DRILLING-ENVIROMENTAL SERVICES
2380 West V Street, Hialeah, Florida 33016 - Phone: 305-888-3373 Fax: 305488-7443
PROCTOR COMPACTION TEST
ASTM D-1557
Date
March 27`x, 2013 Order Number 13-0221
Client
Specialized Construction Ina
Address
735 SW. 69 Court, Miami, Florida 33143
Am*ct
SFR Addition
Address
10560 NE. 2n Court, Miami Shores, Florida.
Sample Location
Stock pfle at the job site
Soil Description
Lime rock with lime sand and silica sand mix `sub de'
Sam led Ay
Abbasi 0 1 Reported to
Number. 1 13-0221
compaction test was conducted in accordance
% Moisture Dry Density
5.8 121.4
7.2 124.2
125.9
119.6
Optimum Moisture
8.8
100% Mag. DryDensity
125.9
98% Dry Density
123.4
95% Dry Density
119.6•
Gradation test passing 314" Si ev
80.90°10
Sampled By
Abbasi
Tested By
WQ
Checked By
WQ
Typed By
TEST RESULTS
Number. 1 02
w Moisture/Density relations of soil using a 10 Ib. Hammer and I r drop
A-ASHTO designation T-180-0.
Respectfully submitted by, _
G ,a
jdaseem Quadr4 P.E. #51481 �
ALL STATE ENGINEERING &
TESTING CONSULTANTS, INC,
Should any subsoil conditions in the property (area) tested be found different from those encountered on the tested locations reported on our Density Test,
All State Engineering & testing Consultants, Inc. is not to be held responsible.
As a mutual protection to client, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of
statements, conclusions or
Inspection Worksheet
Miami Shores Village
10050 N.E. 2nd Avenue Miami Shores, FL
Phone: (305)795-2204 Fax: (305)756-8972
Inspection Number: INSP-188378 Permit Number: RC -8-12-1571
Scheduled Inspection Date: May 01, 2013 Permit Type: Residential Construction
Inspector: Bruhn, Norman Inspection Type: Slab
Owner: LIVINGSTONE, DAVID AND KAREN Work Classification: Addition
Job Address: 10560 NE 2 Court
Miami Shores, FL 33138 -
Phone Number
Parcel Number 1122310130660
Project: <NONE>
Contractor: SPECIALIZED COSNTRUCTION INC Phone: (786)251-5691
13ulia
comments
NEW ADDITION TO EAST BEDROOM AT REAR OF
HOUSE
needs to do a change of contractor. contractor has licenses
revoked.
01/24/2013 - PENDING NOC
1/30/13 noc received
INSPECTOR COMMENTS False
Inspector Comments
Passe `�'�'��CREATED AS REINSPECTION FOR INSP-188299. CREATED AS
REINSPECTION FOR INSP-177576. Not Ready. Foundation inspection
must be approved first. NB
Failed ❑ I Slab not completed per plan.See S-1.
Correction ❑
Needed
Re -Inspection ❑
Fee
No Additional Inspections can be scheduled until
re -inspection fee is paid.
April 30, 2013 For Inspections please call: (305)762-4949 Page 10 of 25
M�m
www.yhenglrteer/ng.com 6502 SW 162 CL, Miami, FL 33193 Phone: (786) 287-9120 Fax: (305) 382-3878
Youssef Hac em Consulting Engineering
April 26, 2013
Village of Miami Shores
Building Official
10050 NE 2 ave
Miami Shores Village, FL 33138
Re: SOIL STATEMENT
10560 NE 2 Ct
Permit Number RC12-1571
To Whom It May Concern:
In accordance with the request and authorization, we have made an inspection of the general site
preparation procedures for the above named project. All the unsuitable soil and material has been
removed in its entirety from the building site.
Based on our observation and evaluation of the fill material, is my professional opinion that the site is
suitable for the construction of its intended use, with foundation proportioned for design bearing
capacity of at least 2000 pounds per square foot (psf), without settlement detrimental to the building
placed upon it.
Please do not hesitate to contact me if you require any additional information regarding this project.
Sincerely, ��► �• m,�®o
°+• 4'r
P • l00
• G �
Youssef Hachem,
FI. Prof. Engineer 43302
TERMITE PST MANAGEMENT
QUALITY • SERVICE ® RELI.ABILITY
12233 S.W. 132th Ct, Miami, Florida 33186
Tel: (305) 251-8445 • Fax (305) 251-8986 • vwapexpestservices.com
SOIL TREATMENT CERTIFICATE
SOII. PRETREATMENT ❑ SOIL FINAL TREATMENT
ACCOUNT— #: //405 DATE: p3 _26 r3 BILL TO:
BUYER'S NAME C NTRACTOR
10560 `Zcy �?uG 5Lu 61 -al
TREATING ADDRESS BILLING ADDRESS
4tvxuxi --N=C --Z31'68 41 n'CA i Tt- 33/43
CITY STATE ZIP CITY STATE ZIP
TYPE OF GUARANTEE: TYPE OF TREAT 1NT:
ANNUALLY RENEWABLE _ C SPRAY ONLY
FIVE (5) YEARS SPRAY AND TAMP
ONE (1) YEAR ❑ LINEAL FOOTAGE ri, CENTS
❑ SQUARE FOOTAGE /o® (a, �,94CENTS
TOTAL TREATMENT COSTS $_V_
UNDER THE COMPANY'S CONTINUOUS PROTECTION PL , THE ABOVE
NAMED PROPERTY CAN BE RENEWED ON THE (DATE) 0/ UPON
PAYMENT OF THE INITIAL TREATMENT COST, AND ALLY
THERAFTER IN (MONTH) Ql , (YEAR) 70/8 .A GUARANTEE
WILL BE EFECTIVE FOR AN INITIAL PERIOD OF 60 MONTHS
AND THEREAFTER SO LONG AS PAYMENTSARE MADE IN ACCORDANCE
WITH TERMS AND CONDITIONS OF THIS CONTRACT.
A PRE -SLAB TREATMENT FOR SUBTERRANEAN TERMITES WAS GIVEN
TO THE ABOVE PREMISES ACCORDING TO THE STANDARDS OF THE
NATION PEST CONTROL ASSOCIATION, AND MEETING SOUTH
FLORID BUILDING CODE UNDER SECTION 2913.5
LICENS NO. JB141106 APEX TERMITE & PEST MANAGEMENT INC.
�a
LIEN SIDENT BUYER OR AUTHORIZED AGENT
TO TERMS AND CONDITIONS NOTED ON BACK PAGE
12233 S.W.132th Ct, Miami, Florida 33186
SUBTERRANEAN TERN= CONTROL
LIMMD WARRANTY
SUBJECT THE GENERAL TERMS AND CONDITIONS LISTED BELOW. THE
COMPANY WILL ISSUE A LIMITED WARRANTY FOR THE CONTROL OF
SUBTERRANEAN TERMITES AND, AT NO ADDITIONAL CHARGE, APPLY ANY
REQUIRED TREATMENT TO THE PREMISES IF SUBTERRANEAN TERMITE
INFASTATION IS FOUND THEREIN DURING THE PERIOD OF THE WARRANTY.
TERMS AND CONDITIONS
1. This warranty will commence on the date of the initial treatment and be effective for the
period noted on the reverse side, providing the customer pays the annual renewal fee (if
applicable) within thirty (30) days of the anniversary date. APEX TERMITE & PEST
MANAGEMENT reserves the right to make a reasonable adjustment of this fee
at the end of three (3) years.
2. This agreement covers the property identified on the reverse side as of the original
treatment. In the event the premises is structurally altered, or otherwise changed or if sold is
removed or added around the foundation, owner will notify APEX TERMITE & PEST
MANAGEMENT and arrange to purchase additional treatment required by the changes
incurred. Failure to do so will terminate this agreement automatically without further
notice. In the event of structural modification, APEX reserves the right to adjust the annual
renewal charge.
3. Structural and mechanical defects, which result in moisture problems in the interior areas
or through the roof or exterior walls of the premises, may destroy the effectiveness of
APEX'S treatment thereby permitting an infestation of subterranean termites after the date
of the initial treatment The customer will responsible for making any timely repairs
necessary to correct any structural of mechanical defects upon completion of such repairs,
APEX will provide additional treatment to control the infestation in the area. Failure to
correct the above defects or the following conditions will result in the immediate termination
of the agreement.
(a) Earth to wood contact.
(b) Unremoved form boards.
(c) Hidden expansion joints or cracks in slab or foundation.
(d) Stucco over wood frame where wood or stucco are below grade level.
4. Disclaimer
(a) This agreement provides treatment for subterranean termites only (Reticulitermes
sp., heterotermes sp.) Formosan termites (Coptotermes sp.), Drywood termites
(kalotermessp., Ineisitermessp., Cryptotermes sp.,) and all other wood destroying
organisms are NOT COVERED.
(b) APEX TERMITE & PEST MANAGEMENT's liability shall terminate should we
be denied access to the identified property for any purpose contained in this
agreement or by actsof GOD, duly constituted government authority, act of war or
any other catastrophic circumstances beyond the company's control.
(c) This agreement does not cover and APEX TERMITE & PEST MANAGEMENT
will not responsible for any and all damages to the structure or it's contents
resulting from termite infestation.
(d) APEX TERMITE & PEST MANAGEMENT disclaims any liability for special,
(e) Incidental or consequential damages. The warranty of retreatment as stated in this
implied, including any warranty of merchantability or fitness for any particular
purpose.
�Ib�la Im
�alal�a
q( -3i rZ-�f2IWA�
B-* '
L�ING
Miami Shores Village i =¢
Building Department au6 2 B o,
10050 N.E W Avenue,Z
Miami Shames, Florida 33138
Tel: (305) 795.2204 Far (301) 756.8972
INSPECTION'S PHONE NUMBER: (W144949
PERMIT APPLICATION
Permit Tyw: BUIL--DING
JOB ADDRESS:
PBC 20 13
Permit No.
Master Pen dt No._ L -°~ L -S 7
City: ,,., Miam; eti County.
p.
FolioiPamcel�: �,:
l
Is the DWft Mkoftw.besk"ted: Yes NO r 8� Hood Zone
OWNER: Name (Fee Simple
X111'
CONTRACTOR: Company Name: g �� ✓�, :�
Adm:
city. 1 +n 0- 1 �.e.
Qualifier Name: o
State Certification or Regi 'on
Contact Phone#: 7
DESIGNER: Architcaftginew.
Value of Work for!!!
orermit: $
Type of Work: UFAddion
Desafedon of Work�:d'
e,c,� 1? 4 /-�
M
t-►:lji „
c;. ,W
Mew
Llltepair/Replac�
ODemolition
IN
e�,x**�*eaea+��+�e�at�eesee+�+�s�x�+�et�e$F�se ties*e+s�eree*ee��eeesever�*e**�+�+�seses
Submittal Fee $ ):C- °0J Permit Fa $
CCF $ CO/CC $
Scanning Fee $ Radon Fee $ DBPR $
Notary $ Bond $
�ucation Fee $ Technology Fee $
Double Fee $ Structural Review $
TOTAL FEE NOW DUE $JX0jq"0
Bonding Company's Name (if applicable)
Bonding Company's Address if
City State 10 ZIP
Mortgage Lender's Name Cif applicable)
Mortgage Lender's Address
City
State p
P
y� (` �
66
3_
Application is hereby made to obtain a,pennit to do the work and installations as indicated. I certify that no work or'installation has
commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating
construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS,
yam, POOLS, FURNACES, BRH.ERS, MATERS, TANKS and AIR C0NDMONERSj7BTC ..;.
OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all
applicable laws regulating constriction and zoning.
"WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF
COMMENCEMENT MAY RESULT IN YOUR ; : PAYING TWIG FOR
IMPROVEMENTS TO YOUR PROPERTY. IF 'CytiT AWND `fib OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE
RECORDING YOUR NOTICE OF COMMENCEMENT."
Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceedbtg $2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment Also, a certified copy of the recorded notice o ement must be posted at the job site
for the first inspection which occurs seven (7) days after the building permit is joitued, In the�bsence of succ,XpMW r tire, the
inspection will not be approved and a reinspection fee will be charged
Signature —11 J�
e
Owner or Agent 3/ST-
The
/STThe foregoing instniment was acknowledged before me this
day of =4__.' 20 UL by '16 t S 62 rv►.±± ,
who is tersonally known to me or who has produced
As identification and who did take an oath.
NOTARY PUBLIC:
�R
I , e"
1�qzot�
FL Nary Dimwot Amon Co.
Contractor
The foregoing instrument was acknowledited before me this I wsT
day of Z 20 ; by P� 9— Q �-� ty✓a
who is personally known to me or who has prodiieed,
C) &. as identification and who did take an oath.
NOTARY PUBLIC:
Sign: 6 61�
or EXPUM: Novi 18, 2014
2.34n07 RY _ _ FL Namy D -CM Asm Ca
kdc#+RRkkk�Sk#ski$#A��4k+kik&k4ik$k&+kik+dB9�8�F+[R��+KR`RuA7xaes.aaas�as�raas$asow.fvavFo+eo�TOTa4a•mT.TT s•.�s.v�p�T����..
APPROVED BY Plans Examiner Zoning
Structural Review Clerk
. 2)0tevlsed 07/10=)(Revtsed 06/10D.=)(ReWsed 3/15/09)
ACORD- CERTIFICATE OF LIABILITY INSURANCE OP® 03
SPSCI-1
°��"' IM IM
12/17/12 "
PRODUCER
Emmanuel Inan+mnCe pkgewiW
3arai Medina
2370E 8 Ave
THiS CERTIFICATE IS LAMED AS A MATTER OF INFORMATION
ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE
HOLDER. THIS CERTIFICATE DOES NOT MEND, EXTEND OR
ALTER THE COVERAGE AFFORDED BY THE POUCIE,S BELOW.
Hialeah FL 33013
Phone:305-693-0003 Fax:305-691-4381
INSURERS AFFORDING COVERAGE NMC#
DISURED
SPECT ALIZBD CONI3TItIICTI01•T INC
A: American Vehicle Ins. Co. 10790
mamm. BpGEFI m EPpLOYERS INS
HSC:
7335 Off 69 CT
MIAMI FL 33143
VOURER D:
RISURER E:
Vuvracwvr 7
L—M
E POLICIES OF HIS MNCE LISTED BELOW HAVE BEEN ATO THE HAD NWW ABOVE FORTHE PO=PEM W BHm;ATED. mouan{,9TAWMG
Y REQUIREM". TERM OR CIES. OTTON OF ANY CONTRACT OR OTHER D YT WITH RESPECTTO WHtCH7HIS Y� NDMOM OF SUCH
AY PERTAK THE O TH
AFFORDED BY E PODS D HEREHd is SUB.ECTTO ALLTHE TERIA EXCLUSIONS MM
OLICAO M TE UMr S M MY HAVE Bj EN REDUCED BY PAID CLAM
.e ru �ama►ux POLICY N! DO TE LBD78
A J[ CMOffMAL 1LLWBAY GL -0506002038-00
--n CLAMmmE a
EACHCE $1,000,000
10!14/12 10/14/13 PRa s00 $100 ,000
MmEw(ADomPow) $5,000
PERSONALBAMMM $1 000,000
GEIMALAGGREGATE is2,000,000
PRODUCTS -COMPMP AM 1 $2,000,000
OMMIM ELB®T $
(Pe�)0.y BUURY $
PR $
-d
GARPMLU KM
AUTO ONLY -EAACCMEW S
FAN= S
OTMERTHM AUTOONM Atm $
ANYAUTO
LIABOM
EACH $
ATE $
OCCUR CLAM MME
$
s
$
R WC STATU- OTH-
8
oEDUCTHME
RETENTION $
Y{fORI T� AND
(
EMPLOYERS' LIABRM
ANY �EM
OFFICERIMeMBEREXYom.
EL EACH ANENT $ .
E L. DISEASE -EA EMKO $ .
EL DWFJISE-POLICY LHM $ .
� bakm
OTHER
Y
D cWOPBMMMIUMMMIVEMMMIOMUMOCAUBMWEMORBSUMISPECUU-RWVMM
TSL
Contractor / Certifled General
CERTIFICATE HOLDER
CIWCEIJATION
SIW=AWCWUMMMDESCFMMDPOUMIECA%IXUWBBUUTMEWMTM
MMJRERWHIM VORTOMMM- lO DAYSWRTffEM
City of Miami Shores
DATEMMMF.THHMSmRM
[MIP08EIIe UMORLIM "CFAN1r �TMME TB
Building Department
AOMMORRIPRIMMMMM
10050 M 2' nd Ave
MB NTATiVE r -
Miami Shores, RL 33138Sa=
, t�rii ns
ACORD 26 (2MM)
0 ACORD CORPORATION iIBM
110 CERTIFICATE OF LIABILITY INSURANCE°`rE`MlWDD/YYYY)
LTR
TYPE OF INSURANCE
01/15/2013
THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS
CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTERTHE COVERAGE AFFORDED BYTHE POLICIES
BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED
REPRESENTATIVE OR PRODUCER, ANDTHE CERTIFICATE HOLDER.
IMPORTANT: It the certificate holder Is an ADDITIONAL INSURED, the policy(les) must be endorsed. It SUBROGATION IS WAIVED, subject to
the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the
certificate holder In lieu of such endorsement(s).
PRODUCER
Ariskoo, Inc.
9018 Philips Hwy.
Jacksonville, FL 32258
NAME:
PHONE FAX
Ext AJC No
-MAIL
ADDRESS:
INSURE S) AFFORDING COVERAGE NAIC#
INSURER A:Nonnandy Harbor Insurance Company, Inc. 13012
INSURED
Matrix Employer Services
INSURER 8:
9018 Philipps Hwy
Jacksonville, FL 32258
INSURER C:
INSURER 0:
INSURER E:
INSURER F
k,.WV=r ^%Jr=i CERTIFICATE NUMBER--JcaoP9w9 M=vIQInAI All IMAM==.
THIS IS TO CERTIFYTHATTHE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TOTHE INSURED NAMED ABOVE FORTHE POLICY PERIOD
INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS
CERTIFICATE MAYBE ISSUED OR MAY PEFTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECTTO ALL THE TERMS,
IN EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.
SRIAL)OL
LTR
TYPE OF INSURANCE
BUSH
POLICY NUMBERWDtM
POUCY EFF
P.— —1
MMJDDJYYW
LIMITS
GENERAL LIABILITY
EACH OCCURRENCE $
COMMERCIAL GENERAL LIABILITY
1717-
PREMISES occurrence $
MED EXP Any oneperson) $
(YA�dS MADE OCCUR
PERSONAL & ADV INJURY $
GENERAL AGGREGATE $
GEN*_ AGGREGATE LIMIT APPLIES PER:
POLICY PRO LOC
PRODUCTS - COMP/OP AGG $
AUTOMOBILE LIABILITY
IN
-LIM11
Ea soddent ,
ANY AUTO
ALL OWNED SCHEDULED
AUTOS AUTOS
HIRED AUTOS AUTO ED
BODILY INJURY (Per person) $
BODILY INJURY (Peracciderm $
PROPERTY DAMAGE
Per accident $
$
UMBRELLA UAB
EXCESS LU►B
HCLAIMS-MADE
OCCUR
EACH OCCURRENCE $
AGGREGATE $
DED I I RETENTION
WORKERSOOMPENBAnON
AND EMPLOYERS' LIABILITY
Y/ N
OFFICER(ME BER EXCLU ED?ECUTIVE FN�
(Mandatory In NH)
tt yes, describe under
$
X C AT - OTH-
A
N / A
NHFL130286
01/01/2013
01/01/2013
01/01/2014
E.L. EACH ACCIDENT $ 1,000,0'
E.L. DISEASE - EA EMPLOYEE $ 1,000,0'
DESCRIPTK)N OF OPERATIONS below
E.L DISEASE - POLICY LIMIT $ 1,000,0'
DESCRIPTION
OrnDFReTnuea
$
�•••••••••••......,.. „•,,.w�, u�•nm names a ule,n more spaoa l'r'({tknretl)
Coverage Is extended only to the Insured's employees who are leased to the client comp ISCLAIMER: Coverage Is not
extended to any employee of the client company employer who Is not leased from the Insured or to any leased employee for w c client company employer is not
reporting payroll hours to the insured. This certificate remains in effect provided the client company employer's account is In good standing with the Insured. Please contact
the Insured at 866-453-2722 for verification of employees leased to the client company employer by the Insured..
Current number of leased employees Is 5
Miami Shore Village
10050 NE 2nd Ave
Miami Shore, FL 33138
1-305-756-8972
ACORD 25 (2010/05)
SHOULD ANY OFTHE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE
THE EXPIRATION DATETHEREOF,NOTICEWILL BE DELIVERED IN
ACCORDANCEWITH THE POLICY PROVISIONS.
AUTHORIZED REPRESENTATIVE
Page 1 of 1 ®1988-2010 ACORD
The ACORD name and logo are registered marks of ACORD
All rights reservec
FNW-CLASS
UAL POSTAGE
PAID
PERidA 231
kiwi rz !r!r
OR
wVMOFTHE
l +asML
mor PEMW os
o>�
r
ManP OIT'fAlf
EL'fOR
09010263001
000075.00
SEE OTHER SIDE
DO NOT FORWARD
SPECIALIZED CONSTRUCTION INC
DIEGO TEJERA PRES.
7335 SW 69 CT
NIANI FL 33143
1rr�lsas�irrr:r�ts#sr�rr��sst�i�s�rs�srr,��rjrsrr��rrflCiff 5s1
12/18/12 �DBPR-TEJERA, DIEGOE�VI Doing BudnessAsc SPECIALIZED CONSTRUCTION INC, Certified Gen...` �a ej( 2'
j6J 6ri 4� G
9:21:09 PAA 92/98/2092
Licensee Details
Licensee Information
Name: TE]ERA, DIEGO VICENTE (Primary Name)
SPECIALIZED CONSTRUCTION INC (DBA Name)
Main Address: 7335 SW 69 CT
MIAMI Florida 33143
County: DADE
License Mailing:
LicenseLocation:
License Information
License Type:
Rank:
License Nurrlber:
Status:
Licensure Date:
Expires:
Special Qualifications
Construction Business
Certified General Contractor
Cert General
CGC1506462
Current,Active
11/25/2003
08/31/2014
Qualification Effective
11/25/2003
View Related License Information
View License Complaint
0
1940 North Monroe Street, Tallahassee FL 32399 :: Email: Customer Contact Center :: Customer Contact Center:
850.487.1395
The State of Florida is an AA/EEO employer. Copyright 2007-2010 State of Florida. Privacy Statement
Under Florida law, email addresses are public records. If you do not want your email address released in response to a
public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional
mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes,
effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email
address If they have one. The emails provided may be used for official communication with the licensee. However email
addresses are public record. If you do not wish to supply a personal address, please provide the Department with an
email address which can be made available to the public. Please see our Chapter 455 page to determine if you are
affected by this change.
https://www.myfloddalloonss.com/UcenseDetall.asp?SID=&Id=2DOA34F3679A299A6Bl 55DB0939526E2 111
. . 0
JEW ATWATER
_:__CNWFWAMC1AL0FR.CER
01-24-2M2
* * CHULATE OF OMM M BE EXWT RM RAM WORKM COWMATM. LAW * *
This C910498 that the ind-widol listed below has elected to be exempt from Florida Vwbelf -Cont 18w. : - -
EFFEC DAM
0310212012
PERS OPe..
TEJERA
FEW
651107620
BUSUVM NAME AND ADDRESS:
INC
r3MS V 69 cr
MIAMI
FL 33143
EXPIRATION DAM 0310212014
DIEGO
SCOPES; OF BUSINESS OR TRADE:
1 --GENERAL CONTRACTOR
waffrmr. - m=ut a ampm- 40 (IMA F.L. u 011 -of a' mvwww who slow =mom 100 11ftt by 11ft a C80111CM Of 010dim s Aft
ucmm aW no. tecavw bowlits or cmupenow aMw Oft cfiWw. Vonaut to ChapW 440AN12L FA; C0119CON Of slagm to be 6=2PL_ WW
simp'nufte bob= or tras Ita*W'se =am of down to he 6=WL Pamat a CmMr 44ON13L F.S. Kafta at d-ftu UP 10 1 I= OW = M*d,
ifl�'10-16 -ea t.dalt be =&lea to rmcWu IL at uy dft dW 00 Mbg of 00 SWCO Of 90 ISNOW of so C00c" go Fmn amu = fm mom a
Catot aft no JaW MOM eg 'm 11 , 2 of WS $ago far ft=@= Of 8 CUMkOSS. IM 4MMUd 00 Mob 8 -"Mae at Wy data for knum of *0 "
rsoa
aaseA on no CKINIC0.10 me are "quiremouts of lift -s - (ILVSTMW (80 413-160
Oft -252 CEfff9rA7E OF--__PWIION TO BE EKeAff IIINIMO OT -11
>PLEASSCUT OUT THE CARD SELOW AND . RETAIN FOR,, FUTUWR�EFERENCE
STATE OF FLORM
MUMENTOFIRMANC114LSERVICES
oaa9MoPvioRKewdqMPEMT10N
COMIRLICTION INtiMM
Coto ATROF ELOCTIM TO BE EXEMPT FROM FLORDA
COMPBMT1011LAW
B:pw I IVE: 03/02/2012 0(p
_ZRATION DATEi, 03/02/2014
PERSM DIEGO TEJERA
FEft 65110
BLM4ESS- NANIE AND ADDRESS-
SPECLUaM CONSnOW1101 WC
7335 9 IN as Cr
WRA FL =143
F Fl it to Chapter 44SANT
0. UL r--'%,, as offices of a c[UP08fien vft
0 . exemption from dist by fWM a CN11600110 Of 018diOn
L uwa fts swum my not recover benefits or Compensation under this
pwagm to Chapter 4ag%12L F -S. CerfificateS Of aiection to be
H exempt_ op* 0* witift ow swpe of die buslnoU or vab rated an
E tbe notim of Aection is be axempL
R
E -Pursuant to CIVIPW - 440.1 13), F -S. NoMm of datiep to be exempt
end effokateg; of dectign to be exempt shall be subject to reVoCVd=
If, at my time after the fling at the notice or the issuafta Of 90
cordficaw the per= � I an *= 0 netor cwdfi=w' no IMW name
the regoirgeognts of this -section for ISMEM of. a certificate. In
depalmool:
shalt revoke acordfigato at any time for faff= of the
person _ nomed an -the tort I to mag the ruts if
sectim UUESTOW (850) . 413-1609
Carry bottom portion on the job. keep uppw poirtlon for yaw recordr-
MNC-252 COMME-OF BMIM TO BE EXIAIff MM 01-11-
DEPARTMEI`1T OF
Rick Scott FLORIDAHEALT John H. Armstrong, MD, FACS
Governor State Surgeon General
October 26, 2012
Ricky Falls
10560 NE 2 Court
Miami, FL 33138
RE: Contingency Letter
Application Document No: AP1086528
Centrax Permit Number: 13 -SC -1436221
OSTDS Number:
10560 NE 2 Ct
Miami, FL 33138
Lot:6, 7 Block: 15 Subdivision:1 st Add To Pasadena Park
Dear Applicant:
This will acknowledge receipt of an application dated 10/22/2012 for a permit to use an
existing onsite sewage treatment and disposal system located on the above referenced
property.
From a review of your completed application, it has been determined that your existing system
is adequate for the proposed use ( addition of 245 sq ft to a bedroom; some interior and
exterior remodeling)
If you have any questions on this matter, please call our office at (305)
Enclosures
cc:
Sincerely,
Miami -Dade County Health Department
1725 NW 167 St, Opa Locka, FL 33056
Phone: (305) 623-3500 . Fax: (305) 623-3645 . http://www.MyFloridaEH.com
THIS INSTRUMENT PREPARED BY AND RETURN TO:
A1vIBAL J. DUARTE-VIERA, ESQ.
TITLE COMPANY OF AMERICA, INC.
3470 N.W. 82ND AVENUE # 988
DORAL, FLORIDA 33122
Property Appraisers Parcel Identification (Folio) Numbers: 11-2231-013-0660
Spaces Above This Line For Recording Data
I f111fI 111f1 still Il11111111111111111111111111
CFN 2012RO480450
OR Bk 2811;0 Ps 1117: Ups)
RECORDED 07/09/2012 14,35:44
DEED DOC TAX 1,920.00
HARVEY RUVINr CLERK OF COURT
MIAIII-DADE COUNTYr FLORIDA
LAST PAGE
THIS WARRANTY DF.F,D, made the 15th day of June, 2012 by JOHN P. PATTAVINA, AN UNMARRIED MAN
whose post office address is 20802 NW 1st STREET, PEMBROKE PINES, FL 33029 herein called the grantor, to
IBIS ROMERO , whose post office address is 10560 NE 2ND COURT, MIAMI SHORES, FL 33138, hereinafter called
the Grantee:
1wherever used herein the terms 'grantor" and "grantee" include all rite parties to this Instrument and the heirs, legal representalives
and assigns of indhiduals, and the successors and assigns of corporations)
W 1 T N E S S E T H: That the grantor, for and in consideration of the star of TEN AND 00/100'S (S 10.00) Dollars and
other valuable considerations, receipt whereof is hereby acknowledged, hereby grants, bargains, sells, aliens, remises,
releases, conveys and conform unto the grantee all that certain land situate in MIAMI -DADS County, State of Florida, viz.:
Lots 6 and 7, Block 15, First Addition to Pasadena Park, according to the map or plat thereof as recorded in
Plat Book 6, Page 82, Public Records of Miami -Dade County, Florida.
Subject to easements, restrictions and reservations or record and tuxes for the year 2012 and thereafter.
TOGETHER, with all the tenements, hereditaments and appurtenances thereto belonging or in anywise appertaining.
TO HAVE AND TO HOLD, the same in fee simple forever.
AND, the grantor hereby covenants with said grantee that the grantor is lawfully seized of said land in fee simple; that the
grantor has good right and lawful authority to sell and convey said land, and hereby warrants the title to said land and will
defend the same against the lawful claims of all persons whomsoever: and that said land is free of all encumbrances, except
taxes accruing subsequent to December 31, 2011.
IN WITNESS WHEREOF, the said grantor has signed and sealed these presents the day and year first above written.
S' , sealed and da ve in the presence of
U- - o AIM
Wii (ess1111 Signaturep '}j'��,
t ►^�tiJ11 A • I O �Z-
Wimess #1 Printed Name
Witness #2 Signature
fitness #2 Printed Name
STATE OF FLORIDA
COUNTY OF MIAMI-DADE
nrk P
J P. PA AVTNA
NW Ist STREET
MBROKE PINES, FL 33029
The foregoing instrument was acknowledged before me this 15th day of June, 2012 by JOHN P. PATTAVINA
who is personally known tome or has produced 1',>Q. 1 C _ f7 g €V . as identification,
SEAL
HECTOR ALVAREZ Ili
• . Notary Pd1c • $tete of Florida
i • W'C0mn"mEvtmjW24,20t2
My Comm es: COMAsslon IF Do Termo.
�",M • ,,sled Tlaalgh Haltotlal HotaryAesn.
Filc No: A1217680
Notary Public
Printed Notary Name
1 lin.^^IrN ...-I III^. --
MIAldI� DEPARTMENT OF PERMITTING, ENVIRONMENT AND REGULATORY AFFAIRS
IMPACT FEE RECEIPT
PROCESS A B20121101571 _0 BATCH:
FOLIO #: 1122310130660 SITE ADDRESS: 10560 NE 2 CT COLLECTION NO.: 104739
FEEPAYER: IBIS ROMERO
10560 NE 2 CT DATE: 10/3112012
MIAMI FL 33138
FEE DIST, CAT. CATEGORY UNITS FEE EXTENDED
TYPE ID CODE _ DESCRIPTION
_ _ _ _ AMOUNT
AREA 1.0 5002 00 UNIT SIZE (SQ FT) 244 0.9180 223.99
TOTAL AMOUNT DUE: $223.99
PAID CHECK: $223.99
PAID CASH: $0.00
P_0005T
NOTICE OF COMMENCEMENT
A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TiME OF FIRST INSPECTION
PERMIT NOP F I ! -17' "9 3 TAX FOLIO NO. L i ')' Z 3 10 10
STATE OF FLORIDA:
COUNTY OF MIAMI-DADE:
THE UNDERSIGNED hereby gives notice that Improvements will be made to certain real
property, and in accordance with Chapter 713, Florida Statutes; the following information
is provided in this Notice of Commencement.
CFN 2013ROD74244
OR Bk 28464 Ps 07711 (1ps)
RECORDED 01/2912013 12:41:07
HARVEY RUVIN? CLERK OF COURT
MIAMI-DADE COUNTY? FLORIDA
LAST PAGE
} ,^� nn)) Space above reserved for use of rewrding office
1. Legal description of property and t/add / �< J A) r5-
g- i
Y120.9 jk�2
2. Description of Imorovemerrt e -1--r )r h� .�
3.Owner(s) name arid address:
Interest in property:
Name and address of fee simple titleholder
4.,y0ntractor'p name, address and poone number
5. Surety: (Payment bond required by owner from contractor, If any)
Name, address and phone number
Amount of bond $
6. Lender's name and address:
7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by
Section 713.13(1)(a)7., Florida Statutes,
Name, address and phone number. /Y
3313k
8. In addition to himself, Owners designates the following person(s) to receive a copy of the Usnor's Notice as provided In Section
713.13(1)(b), Florida Statutes.
Name, address and phone number.
9. Expiration date of this Notice of Commencement:
(the oq*Mon date Is 1 year from the date of recording unless a dMerent date Is speotfleo
WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED
IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13. FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR
IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE
FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENC G WORK
OR RECORDING YOUR NOTICE OF COMMENCEMENT.
Signature(s) of Owners) or Owner(s)' Authorized Offlcer/Director/Partner/Manager Y
Prepared By Prepared By i
Print Name Print Name ` 0
TIt1eJOfflceTitle/Office 1
STATE OF FLORIDA
COUVTY OF MIAMI-DADE
The lrq#WftgW%M acknowledged before me this day of
By
❑ In Mdually, or 51 as__jjfor
a Personally known, or ❑ produced the following type of Identification:
Signature of Notary Public:
Print Name:
(SEAL) CLAUDIA V. CUBtLLOS
VERIFICATION PURSUANT TO SFCTcnu 92.M FLORIDA STATUTES -�;;%`., Notary Public - State of Florida
Under penalties of per)ury, I declare that I have read the foregoing and. ( •' My Comm. Expires Sep 23, 2015
that the facts stated in it are true, to the best of my knowledge and belief. = . • X05 Commission # EF 128810
c Nations Notary Assn.
Signature( er(s) or Owners)'s Offloer/Director/Partner/Manager who signed " Bonded Through Na
By By
12W52 AWi sn0
ALL STATE All State Engineering
ENGINEERING �
TESTING LABORATORIES -ENGINEERS -INSPECTION
March 11, 2013
, '0;�' - 15 -7 1
Specialized Construction, Inc
7335 SW 69 Ct
Miami, FL 33155
Attn: Mr. Diego V. Tejera
RE: Subsurface investigation for Proposed Addition located at
10560 NE 2 Ct Miami, FL.
Dear Sir.
N I�I�
EN*EI
• ••• • • • • •••
Pursuant to your authorization, All State Engineering & Testing Consultants, Inc. (ASETC) conducted a subsurface
investigation at the above referenced project. The investigation was performed on March 6, 2013.
The purpose of the investigation was to develop preliminary information about the site and the subsurface condition
existing in the vicinity of the proposed construction.
To achieve the desired objective three (3) standard penetration test borings was performed and the log is enclosed in thi
report.
TEST METHOD:
The borings were conducted in accordance with procedures outlined for standard penetrations test and split spoon
sampling of soils by ASTM Method D-1586.
A two (2) foot long two (2) inches O.D. Split Spoon Sampler was driven into the ground by successive blows with 140 Ib.
Hammer dropping thirty (30) inches. The soil sampler was driven two (2) feet at a time then extracted for visual
examination and classification of the retained soil samples.
The number of blows required for a one (1) foot penetration of the sampler is designated as "N" (known as the standard
penetration resistance value). The "N" value provides an indication of the relative density of non -cohesive soils and the
consistency of cohesive soils.
Suitable corrections are applied to this number in order to include the effects of soil overburden pressure and other
factors. A general evaluation of soils is made from the established correlation between "N" and the relative density or
consistency of soils.
This dynamic method of soil testing has been widely accepted by foundation engineers and architects to conservatively
evaluate the bearing capacity of soils. A continuous drilling and sampling procedures was used therefore, the samples
were taken at intervals of two (2) feet or at every change in soil characteristics.
The types of foundation material encountered have been visually classified and are described in detail in the boring logs.
The results of the field penetration tests are presented in the boring logs in numerical forms. The average ground water
level at the site was found at six (6) feet zero (0) inches below the existing surface (see logs). Fluctuation in the
observed ground water level should be expected due to seasonal climatic changes, rainfall variation, surface water run-off
and other specific factors related to the site in question.
s 2380 We$t 78' StretJ Hialeah, Fl+atida, 33016,I;Phone 30a�88$ 3373Fax 305.888.7443 ., ,rt. F,
Page 2 — March 11, 2013
Specialized construction, Inc
FOUNDATION RECOMMENDATIONS:
• • ••• • • • • •••
Our recommendations are based on the information provided from the client as to the typg of structure Qlanned and.QrL
our subsurface investigation performed on the proposed site. Our recommendations qe Vs foWyis:; •: .'
• . ••• ..
1. Excavate entire building area plus 5'-0" outside the perimeter of construction arrd rem8veVrtop tbtl acid
unsuitable subsurface material to the necessary depth. We anticipate an average excavation depth of
approximately one (1) foot zero (0) inches. Remove all vegetative matter. E,clavatiogi geed $a bezarrW&to
deeper depths in case the roots and other vegetative matter extend beyond the depthrf;l' D"::.' ' •
• e . . . . . •
.. .. . .......
2. Compact excavated area to a minimum compaction of 98% of the optimum dry density as per AASHTO T-180.
Verify densification procedures by taking an adequate number of field density compaction tests. The excavated
area should be inspected prior to the commencement of the backfilling operation to ensure that all the unsuitable
material has been removed.
3. Backfill building area, plus 5'-0" outside the perimeter of the structure to the required elevation with a clean
mixture of sand and lime rock fill (or approved fill material) in compacted layers not to exceed twelve (12) inches
in thickness. Compact each layer to a minimum of 98% of the optimum dry density as per AASHTO T180.
Verify densification procedures by taking an adequate number of field density tests, especially by the footing
area.
4. Excavate footing trenches to the required depth from the ground elevation.
5. Compact the bottom of the footing trench to a minimum compaction of 98% of the optimum dry density as per
AASHTO T-180. Verify densification procedures by taking an adequate number of field density compaction
tests.
DESIGN RECOMMENDATIONS:
The above foundation recommendation having been achieved and verified we anticipate that the foundation and footings
may be appropriately proportioned for a safe soil bearing capacity not to exceed 2500 pounds per square foot (psf). The
use of spread footings and single column pads is suggested. A monolithic slab foundation may also be adopted.
CONCLUSION:
Regardless of the thoroughness of our geotechnical exploration there is always a possibility that conditions on the subject
property (site) may be different from those at the test locations. Therefore, should any subsoil condition different from
those reported in our boring logs be encountered during construction, ALL STATE ENGINEERING AND TESTING
CONSULTANTS, INC., should be notified immediately.
This report was prepared exclusively for the use of Specialized Construction, Inc. The conclusions provided by All State
Engineering & Testing Consultants, Inc. are based solely on the information presented in this report As a mutual
protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and
authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our
written approval.
We appreciate the opportunity to have been of service to your company. Please feel free to contact us if there are any
questions or comments pertaining to this report.
Si erely yours
�. 0130
Walsem Quadri, P.E: # 51481.
All tate 4ngineering And
Testing Consultants, Inc.. -
PreVByy
Rajesh Sharma
k r 23i3 �liest71'..reet Hialeah, Florida, 33016 /Phone.3058.3373.i=a.' X05+58&7443_, ., .r . ,
t'
ALL STATE All State Engineering & Testing ContuitaMts� ;
ENGINEERING TESTING LABORATORIES-ENGINEERS-INSPECTION SERVICES-CHEMISTS-DRIL N -E IRONMtt"AIsSERWCE9
2380 West 78th Street, Hialeah, Florida. 33016 / Phone: 305-888-3$73 1aX:D5181-7143 : .:.
TEST BORING REPORT 000
CLIENT,. _ Specialized Construction, Inc ; .Qrde
A[DRES&'"'y 7335 SW 69 Ct, Miami FL 33155 •
PROJECT: SFR- Addition Hole Noy B-1
ADDRESS 10560 NE 2 Ct Miami FL . aDate 03/C6113
LOCATIQN NW side of proposed addition h *_• 1'114 AO*.
1 0'-0" to 3'-6" brown medium silica sand with some rocks & roots
2
3
4 3'-6" to 5'-0" yellow medium silica sand with some rocks
5
6 5'-0" to 15'-0" tan sandy coral rocks
7
8
9
10
11
12
13
14
15
16 End of Boring at 15'-0"
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
16'-18'
18'-20'
20'-22'
22'-24'
24'-26'
26'-28'
28'-30'
30'-32'
WATER LEVEL: 6'-0" below surface Respectfully Submitted,
At Date: 03/06/13
W&seem Qua&l, P.,E: # 51481
As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of
statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
.:" .. 238O.MO 7$ LStceet! Hialeah, F nrida� 330.16,1 Pholne 305 88$337 :Fax�;3Q +� wi.. .;17 .
6
7
0'-2'
7
5
14
7
6
2'-4'
7
8
14
7
8
41-6'
10
9
18
10
11
6'-8'
12
10
23
13
12
8'-10'
13
12
25
10
11
10'-12'
10
11
21
13
14
12'-14'
12
16
26
12
11
14'-16'
16'-18'
18'-20'
20'-22'
22'-24'
24'-26'
26'-28'
28'-30'
30'-32'
WATER LEVEL: 6'-0" below surface Respectfully Submitted,
At Date: 03/06/13
W&seem Qua&l, P.,E: # 51481
As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of
statements, conclusions or extracts from or regarding our reports is reserved pending our written approval.
.:" .. 238O.MO 7$ LStceet! Hialeah, F nrida� 330.16,1 Pholne 305 88$337 :Fax�;3Q +� wi.. .;17 .
ALL STATE All State Engineering & Testing Consul
ENGINEERING TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES-CHEMISTS-DRILLQ401
2380 West 78u' Street, Hialeah, Florida. 33016 / Phone: 305-888-3173
TEST BORING REPORT
t,ES
• •••
CUNT
-�gfi Specialized Construction, Inc
Ardier ►= •
ADDRESS 7335 SW 69 Ct, Miami FL 33155 •.•
Re rt=•:� .t. '•'
PROJECT SFR- Addition
Hole No� ` B•2
ADQRESS . = 10560 NE 2 Ct Miami FL
. _ _.._
•03/Q6j13
LOCATION NE side of pmposed addition ' •
EMW AG •
FE H
„i.., AESCRiPTiDN�9F(a� RiAL&7 ,a.,..
ron!!em
QF, •� :,x
!;�'^ ..,
1
0'-0" to 0'-2" top soil
0'-2" to 0'-6" brown medium silica sand with some roots
0'-6" to 4'-0" tan medium lime sand with some rocks and roots
4'-0" to 15'-0" tan sandy coral rocks
0'-2'
21-4'
4'-6'
6'-8'
8'-10'
10'-12
12'-14'
14'-16'
16-18'
18'-20'
20'-22'
z2'-24'
24'-26'
26'-28'
2a' -3o'
30'-32'
6
8
7
5
8
11
12
12
14
10
10
12
11
13
15
7
7 15
6
7 11
10
10 21
13
14 25
12
11 22
13
10 .25
10
14 23
10
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
End of Boring at 15'-0"
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
WATER LEVEL: 6'-0" below surface
At Date: 03/06/13
Res ectl7.dly Submitted,
�-3.010;.,Oew
aaeem Quadri, P.E. 9 31481
As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for .publication of
statements conclusions or extracts from or regarding our reports is reserved pending our written approval
Street l.Hialeah,.:Ftgtida,';33016 f Phon; 305=8ff73 �c 3Q5•88 -T43_., t _ s,; t
ALL STATE
ENGINEERING
. . ...
All State Engineering & Testing Consuita...A..ts . :1ll'M: :
TESTING LABORATORIES -ENGINEERS -INSPECTION SERVICES-CHEMISTS-DRILONG- IVI ' NN AGSER\ACES!
2380 West 78th Street, Hialeah, Florida. 33016 / Phone: 305-888-31373 faiF.MS"888-7143
TEST BORING REPORT: .. .. .. .
CLIENT S ecialized Construction, Inc
• ::
rde
s
;
ADDRESS: 7335 SW 69 Ct, Miami FL 33155
Re
rf Na�`y
1' '
PROJECT:: SFR- Addition
Hole No
B-3
ADDRESSt 10560 NE 2 Ct Miami FL
............... ...........
."'
pate,'". ; ;�
031U1i/13
i.ATION Center of proposed addition
'.,
DTII`.++
•;';
AG .
Dt;pTH
t1ESCRIPTIpPt OFfulA7&RIAI 5
,. °:
Inver Wow • x N°. * Hrtrrmar btos
onsam cn,
1
0'-0" to 0'-2" top soil
0'-2" to 0'-6" brown medium silica sand with some roots
0'-6" to 3'-6" brown medium silica sand with some rocks
3'-6" to 5'-0" tan medium silica sand with some rocks
0'-2'
2'-4'
41-6'
61-8'
8'-10'
10'-12'
12'-14'
14'-16'
18'-20'
20'-22'
22-24'
24'-26'
26'-28'
28'-30'
30'-32'
6
6
8
6
7
13
16
12
12
11
10
13
10
10
10
11
7
5
7
5
12
14
14
10
10
10
11
12
11
12
12
13
13
13
25-
26
21
24
21
23
2
3
4
5
6
5'-0" to 15'-0" tan sandy coral rocks
7
8
9
10
11
12
13
14
15
16
End of Boring at 15'-0"
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
WATER LEVEL: 6'-0" below surface Respectfully Submitted,. _
At Date: 03/06/13
W seem .Quadri; P.E. # 51491
As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of
statements conclusions or extracts from or regarding our reports Is reserved pending ourwritten approval
2380 West78�!.Siei / HialeaM�, Florlda�;330161,Phone."30138&73 Faz;.3h5r>f#Td43u:' u....... .
.. •. . . . .. .. •
. . . . . . • . • .
ALL STATE ENGINEER NG AND TES.TING;`®X,SWL*-ArTA Ac.
7ALLTATE TESTING LAIIORATORIHS-ENGINEERS-INSPECTION SERVICES-CtIEWIST-DRILLING-rNVIROMr.N'rAl. SERVICES
EER MG 2G 2380 West 780i Strect, Hialeah, Florida. 33016 - Phone: 305-888-3373 Fax: 305-888-7443
• • • • • •••
• ••• ••• •
ASTM D-1557
Date
February 21, 2013 Order Number 13-0221
Client
Specialized Construction Inc. •
Address
735 SW. 69" Court, Miami, Florida 33143 • ' •• •
Project
SFR Addition
Address
10560 NE. 2n Court, Miami Shores, Florida
Sample Location
Stock pile at the job site
Soil Description
Lime rock with lime sand mix
Sampled by
Abbas! Re orted to
TESTRESULTS
N Laboratory Number. 1 13-0221 1 Sample Number: 01
The following compaction test was conducted in accordance with the standard methods for Moisture/Density relations of soil using a 10 Ib. Hammer and 18" drop
A-ASHTO designation T -180-C.
Optimum Moisture
8.1
100% Max., Dry Density
129.5
98% Dry Density
126.9
95% Dry Density
123
Gradation test passing 314" Sieve
;<`' 61.90%:
Sampled By Abbas!
Vested By WQ
Checked By WQ .
Typed By bm
Respectfully submitted by,
aseem Quadri, P.E. #51481
ALL STATE ENGINEERING &
TESTING CONSULTANTS, INC.
Should any subsoil conditions in the property (area) tested be found difTerent from those encountered on the tested locations reported on our Density Test,
All State Engineering & testing Consultants, Inc. is not to be held responsible.
As a mutual protection to client, the public and ourselves, all reports are submitted as the confidential property orclients, and authorization for publication of
statements, conclusions or extracts from our reports is reserved.
. • ••• . • ..•.
ALLSTATE ENGI.IN EEIUNG AND TE,S 77NG;*.00 j $N -P O&a
TES'rJNG LABORATORIES-IiNGINGGRS-INSPECTION SE-RVICM-CIIGMIST-DRILLING-ENVIROME-MIAL SERVICES
2380 West 781h Street, Hialeah, Florida. 33016 - Phone: 305-888-3373 Pax: 305-888-7443
• • • • • •• •• •
• • • • • • • • • • •
Field .Densitp Test of Comprt4 `4rCs ; :•• •
.••• •
ASTMD-5195
Client:
Secialized Construction Inc. Qr e�;#. '.13-'l?Z2.1"
Address.
735 SW. 69t Court, Miami, Florida 33143 Vale::: • 03~ 1-13 •
Pro'ect
SFR Addition •• Fran e•# • 1'i'2'G4"
Address:
10560 NE. 2" Court, Miami Shores, Florida
Phone No:
Attention:
12°
Lab ID l#
Location (s)
13-0221
Building rear addition wall footer on south side
13-0222
Building rear addition wall footer on west side
13-0223
Building rear addition wall footer on north side
Depth (in)
12"
12°
Description of Material: lime.rcek with lime sand mix
BackfillSub grade Base Rock
Tested By: -
Laboratory Identification Number
13-0221
13-0222
13-0223 - -
Test Number
= 1 ' +-
2
3
Depth (in)
12"
12°
Field Density LB/Cu Ft. Dry Density)
Moisture Contents
5.1 °
5 8:. , S.4
Maximum Density in the Field (%)
100.3
..98.7
99.54
Compaction Requirement by Specs %)
n _ ° 98.0
98.0
98.0
900% Maximum Density (Lab}
129 5 . ry
129.5
129.5
Typed By: BM
Signature
Certificate
/Respectfully submitted by,
Waseem Quadri, P.E. # 51481
ALL STATE ENGINEERING &
TESTING CONSULTANTS, INC.
Should any subsoil conditions in the property (area) tested be found different from those encountered on the tested locations reported on our Density
Test. All State Enaineerino & testing Consultants, Inc. is not to be held responsible,
F
As a mutual protection to client, the public and ourselves, all reports are submitted as the confidential property c clients, and authorization for
publication of statements, conclusions or extracts from our reports is reserved.
NOV 2n 1P2,012
V`
IBIS ROMERO RESIDENCE
10560 NE 2nd COURT
MIAMI SHORES, FL 33138
RESPONSES TO BUILDING
DEPARTMENT COMMENTS
1C
1"f
1 Ms E
www.yhongineering.com
REVISION 1
rJE
m
I
a F ®� �.
® v` ®
�® 0 se"
.✓�„ ani, � �, o � 9 ��'
Youssef H`. ffadVwA PfoD:; P. E.
P.E. License No. 43302
12151 SW 128 Ct., Suite 104
Miami, Florida 33186
(305) 969-YHCE
yh@yhenaineedng.com
www Aengtrreerin8 com
12151 SW 128 Ct., Suite 104, Miami, FL 33193 - Phone: (305) 969-YHCE Fax: (305) 969-94
Youssef Hachem Consulting Engineering
Ms. Ibis Romero Residence
Building Dept. review responses
Date:
September 4, 2012
Jurisdiction:
Miami Shores Village
Address:
10560 N.E. 2"d Ave, Miami Shores, FL 33138
Permit No.:
RC 12-1571
STRUCTURAL SECTION:
1. 3" concrete slab is too thin. Provide 4" slab with WWF (on compacted fill)
RESPONSE: 4" concrete slab was Indicated on ground floor plan reinforced with WWF,
Please see sheet S-1
2. Are 2x8 @16" o.c. joists shown on foundation plan existing? If so, specify on plan, if not provide structural
calculations and connection details.
RESPONSE: existing 2x8 016" o.c. joist, note was added on plan. Please see revised sheet S-1
3. On new foundation plan, new tie columns are shown. Label them and provide details.
RESPONSE: Column schedule and details for each concrete column was added on sheet S-3
4. On roof plan, specify gravity and wind load reactions of joists.
RESPONSE: Gravity and Wind load reactions of joists was specified on roof plan, as
requested, see S-2
S. 15 psf dead load appears to be less. Provide break -down.
RESPONSE: Detailed dead load was provided, please see attached.
6. Provide code references for concrete, masonry and wood.
RESPONSE: Code references were specified on General Structural Notes, sheet S-3
7. Specify wind load parameters (V, GCpi & exposure category)
RESPONSE: Wind load parameters were specified on General Structural Notes, note no. 6,
sheet S-3
8. Calculations show 2-2X10 roof joists @16" o.c., but drawings show only 2X10
RESPONSE: 2-2X10 roof joists 016" o.c., see revised roof plan, sheet S-2
9. Provide special inspection forms for masonry and soil compaction.
RESPONSE: Special inspection forms for masonry and soil compaction were provided, please
see attached.
10. Provide complete copies of N.O.A.'s of roofs and windows and hurricane connectors.
RESPONSE: Complete copies of Florida State Approvals (FL 11473 & FL 106SS) for used roofs
connectors were provided, please see attached.
If you have apy comments or questions, please feel free to contact our office.
Sincerely,�goo,
o y
AN
n V
G$ p SSS Y H
a ST � OF e A�U
Presidenf:' ,.
YH Consul'
YHCE, Inc.
ng
Nle'ACE
r1215f HWhem Cor�sourtulft Suite
1 r4
12151 sw 128th Court, suite 104
rn.w.y�mnghrosnngoan Miami, FL 33186
(305) 969-YHCE / www.yhenghwedng com
JOB M5. dpi 5
SHEET NO. OF
CALCULATED BY "—'" DATE... ®C+
CHECKED BY DATE
SIM200802
Used for Florida State Wide Product Approval #
FL11473
Products on this Report which are approved:
Product
FL#
Product
FL#
DETAL20
11473.1
LGUM210-2-SDS
11473.12
FGTR
11473.2
LGUM210-3-SDS
11473.13
FGTRE
11473.2
LGUM210-4-SDS
11473.14
FGTRHL
11473.2
LGUM26-2-SDS
11473.12
FGTRHR
11473.2
LGUM26-3-SDS
11473.13
HETA12
11473.3
LGUM26-4-SDS
11473.14
HETA16
11473.3
LGUM28-2-SDS
11473.12
HETA20
11473.3
LGUM28-3-SDS
11473.13
HETA24
11473.4
LGUM28-4-SDS
11473.14
HETA40
11473.4
LGUM410-SDS
11473.15
HETAL12
11473.5
LGUM46-SDS
11473.15
HETAL16
11473.5
LGUM48-SDS
11473.15
HETAL20
11473.5
LTA1
11473.16
HGAM10
11473.6
META12
11473.17
HGUM5.25
11473.7
META14
11473.17
HGUM5.50
11473.7
META16
11473.17
HGUM7.00
11473.8
META18
11473.17
HGUM7.25
11473.8
META20
11473.18
HGUM9.00
11473.8
META22
11473.18
HHETA12
11473.9
META24
11473.18
HHETA16
11473.9
META40
11473.18
HHETA20
11473.9
MSTAM24
11473.19
HHETA24
11473.10
MSTAM36
11473.19
HHETA40
11473.10
MSTCM40
11473.19
HM9
11473.6
MSTCM60
11473.19
HTSM16
11473.11
MTSM16
11473.2
HTSM20
11473.11
MTSM20
11473.2
m
SIMPSON STRONG -TIE COMPANY, INC
Jax Apex Technology, Inc.
FBPE CA NO. 7547
4745 Sutton Park Court, Suite 402
Jacksonville, FL 32224/ 904/821-5200
Evaluation reports are the opinion of the engineer who prepared the report, based on the findings, and in no
way constitute or imply approval by a local building authority. The engineer, in review of the data
submitted, finds that, in his opinion, the product, material, system, or method of construction specifically
identified in this report conforms with or is a suitable alternate to that specified in the Florida Building
Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT
Jeffrey P. Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the
authorized evaluating engineer of this report. Apex Technology is the prime professional, as
defined in Florida Rule 61G-30.002, authorized to sell the engineering services performed by
Jeffrey P. Amason, and is in no way acting, nor attempting to act, as an approved evaluation entity.
Neither Jeffrey P. Amason, nor any other employee of Apex Technology, has performed
calculations or testing for the products listed in this report. This evaluation is based solely upon the
review, under the direct supervision of Jeffrey P. Amason, of testing and/or calculations submitted
by the manufacturer.
The capacities listed in this report are based on the limiting capacities as determined from the
substantiating data. We reviewed the substantiating data to a degree that allowed us to determine
whether or not the work performed is consistent with the intended use of the product, and that the
methods used are in compliance with, or meet the intent of, the Florida Building Code. All test
reports were prepared by an approved testing laboratory.
REPORT NO.: SIM200802
CATEGORY: Structural Components
SUB CATEGORY: Metal Connectors
SUBMITTED BY:
SIMPSON STRONG -TIE COMPANY, INC.
5956 W. LAS POSITAS BOULEVARD
PLEASANTON, CA 94588
1. CERTIFICATION OF INDEPENDENCE:
Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex
Technology have no financial interest in the manufacturing, sales, or distribution of the
products included in this report. Jeffrey P. Arneson and Apex Technology comply with
all criteria as stated in Florida Administrative Code Chapter 9B-72.110.
2. PRODUCT NAME
Truss to Wall Connectors
MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10
Page 1 of 13
Simpson Strong -Tie
Embedded Truss Anchors
META12, META14, META16, META18, META20, META22, META24, META40,
HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETAL16, HETAL20,
HHETA12, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL
Wood to Masonry Straps
MSTAM24, MSTAM36, MSTCM40, MSTCM60
Girder Tiedowns
FGTR, FGTRE, FGTRHL, FGTRHR
Wood to Masonry Hangers
LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3,
LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410,
HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00
3. SCOPE OF EVALUATION
Load Evaluation as a Structural Component using the requirements of the Florida Building
Code, Building.
4. DESCRIPTION:
4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and
MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete
walls. The MTSM fastens to the wood member with 10d common nails, and fastens to
the wall with either %x2%4" Titen Masonry Screws for a masonry wall, or %x 13/4" Titen
Masonry Screws for a concrete wall. These connectors are manufactured from 16
gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with
the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and
allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps
for masonry.
4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and
HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete
walls. The HTSM fastens to the wood member with 10d common nails, and fastens to
the wall with either %x2Y4° Titen Masonry Screws for a masonry wall, or %x I%" Titen
Masonry Screws for a concrete wall. These connectors are manufactured from 14
gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating
complies with the G90 requirements of ASTM A653. Twist strap fastener schedules,
dimensions and allowable loads are shown in Table 1. See Figure 1 for additional
details of twist straps for masonry.
4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams
to masonry or concrete walls. The HM9 fastens to the wood member with Simpson % X
1'/" SDS screws (provided with the part), and fastens to the wall with either %x2Y4"
Titen Masonry Screws for a masonry wall, or %x I%" Titen Masonry Screws for a
concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS
Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653.
Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1.
See Figure 2 for additional details of the HM9.
4.4 HGAM10 Hurricane Gusset Angle. The HGAM10 is used to anchor wood
trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the
wood member with Simpson '/ X 1 W SDS screws (provided with the part), and fastens
to the wall with %x2'/" Titen Masonry Screws. Allowable loads are shown in Table 2.
The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33.
The galvanized coating complies with the G90 requirements of ASTM A653. Angle
Page 2 of 13
Simpson Strong -Tie
fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3
for additional details of the HGAM10.
4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss
Anchors are used to anchor a wood member (usually a truss) to a masonry or concrete
wall. Embedded truss anchors fasten to a single -ply wood truss with 10dx 1 % nails or to
a multiple -ply truss with 16d common nails. They are embedded in the masonry or
concrete wall to a depth indicated on the side of the anchor (4" for META, HETA, and
HETAL, and 51/16" for HETAL). The strap portion of the anchor is 1I/8" wide. The
anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with
the exception of the truss seat of the HETAL which is manufactured from steel meeting
ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized
coating complies with the G90 requirements of ASTM A653. Embedded truss anchor
fastener schedule, dimensions and allowable loads are shown in Table 2 for single
installations and Table 3 for double installations. See Figures 4 and 6 for additional
details of single and double embedded truss anchors.
4.6 LTAII Lateral Truss Anchor. The LTA1 is used to anchor wood trusses, rafters, or
beams to masonry or concrete walls. The LTA1 fastens to the wood member with
10dx1 %2" common nails and has legs which are embedded into the wall system.
Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel
meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90
requirements of ASTM A653. Truss anchor fastener schedule, dimensions and
allowable loads are shown in Table 2. See Figure 5 for additional details of the LTA1.
4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity
connector used to anchor single -ply wood trusses or rafters to masonry or concrete
walls. The DETAL fastens to the wood members with 10dxl%" nails. They are
embedded in the masonry or concrete wall to a depth of 4% inches. The strap portion
of the anchor is 1'/s" wide. The strap anchors are manufactured from steel muting
ASTM A653 SS Grade 50, Class 1, and the truss seat is manufactured from steel
meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga. steel and the seat is
18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM
A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are
shown in Table 3. See Figure 6 for additional details of the DETAL.
4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap
Tie models are used to provide a tension connection between wood members and a
masonry or concrete structure. The MSTAM Straps are 1 %a" wide for use on 1 W and
larger members. They are installed with 10d common nails to the wood and either
%x2Y4" Titen Masonry Screws to masonry, or %x13/a" Titen Masonry Screws to
concrete. The MSTCM Strap is 3" wide for use on doubled 2 -by or single 4 -by and
larger members. They are installed with 16d sinker nails to the wood and either %x2Y4"
Titan Masonry Screws to masonry, or %x 13/" Titen Masonry Screws to concrete. The
MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for
safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade
50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies
with the G90 requirements of ASTM A653. Masonry strap fastener schedule,
dimensions and allowable loads are shown in Table 4. See Figure 7 for additional
details of wood to masonry straps.
4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is
a non -pitch specific girder be down that can be used in new construction or retrofit
applications to tie down a girder truss or beam to a concrete or masonry wall. The
Page 3 of 13
Simpson Strong -Tie
FGTR can be installed in a single application or can be doubled to achieve a higher
uplift: capacity. The FGTR fastens to the truss with Simpson Strong -Tie SDS%4" wood
screws, and fastens to the masonry or concrete wall with Simpson Strong -Tie Y2"
diameter Titan HD fasteners, which are supplied with the connector. The FGTRE uses
a strap that is oriented with its flat dimension parallel to the truss for placement at the
end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are
designed with the flat dimension of the strap at a 45 degree angle to the truss for
anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A-
1011 Grade 33 steel having Fy=33ksi and F„=52ksi and the plates are made from 3
gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and F„=52ksi. They have a gray
powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads
are shown in Table 5. See Figure 8 for additional details of face mount girder tie down
connectors.
4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are
high capacity joist hangers that are used to connect wood girders and beams to
masonry or concrete walls. The LGUM and HGUM use Simpson Strong -Tie Titen HD
anchors to attach to the masonry or concrete wall, and Strong -Drive Screws (which are
provided) to attach the beam to the hanger. To install the Titen HD anchors, drill holes
of the same diameter as the anchor into the masonry or concrete. Holes should be'/"
deeper than the specified Titen HD length. The SDS screws are installed best with a
low -speed %Z" drill and a %" hex head driver. Predrilling holes for SDS screws is not
required. The LGUM is manufactured from galvanized steel complying with ASTM A
653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and
379 MPa), respectively. The HGUM is manufactured from galvanized steel complying
with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45
ksi (228 and 310 MPa), respectively. The galvanized coating complies with the G90
requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51 mm) for the
LGUM, and 0.173" (4.39 mm) for the HGUM. Girder hanger fastener schedule,
dimensions and allowable loads are shown in Table 6. See Figure 9 for additional
details of masonry girder hangers.
5. MATERIALS
5.1 Steel. Steel specifications for each product listed in this evaluation report shall be
as indicated in the previous section.
5.2 Wood. Wood members to which these connectors are fastened shall be solid
sawn lumber, glued -laminated lumber, or structural composite lumber having
dimensions consistent with the connector dimensions shown in Tables'! through 6.
Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir -Larch having a
minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce -
Pine -Fir having a minimum specific gravity of 0.42.
5.3 b
comp
lails and Bolts. Unless noted otherwise, nails shall be common nails. N
IY with ASTM F 1667 and shall have the minimum bending yield strength
Common Nail
Pennyweight
Nail Shank Diameter
inch
Fyb (psi)
10d
0.148
90,000
16d sinker
0.148
90,000
16d
0.162
90,000
ails shall
Fyb:
Fasteners for galvanized connectors in pressure -preservative treated wood shall be
hot -dipped zinc coated galvanized steel with coating weights in accordance with ASTM
A153. Fasteners for stainless steel connectors shall be stainless steel.
Page 4 of 13
Simpson Strong -Tie
5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the
stricter of the specifications by the engineer of record, the Florida Building Code
minimum standards, the following, or as noted in the report:
Material
Specification
Minimum Compressive Strength
Concrete, f
-
2500
psi
Masonry, fm
ASTM E447
1500
psi
Masonry Unit
ASTM C90
1900
psi
Mortar
ASTM C270 Type S
1800 psi or by
proportions)
Grout
ASTM C476
2000 psi or by
proportions)
6. INSTALLATION
Installation shall be in accordance with this report and the most recent edition of the
Simpson Strong -Tie Wood Construction Connectors catalog. The Information in this
report supersedes any conflicting information between information provided in this
report and the catalogue.
7. SUBSTANTIATING DATA
Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed
and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen,
P.E., performed in accordance with the 2007 Florida and Residential Building Codes.
Product
Test Number
Date Tested
MTSM
B845, H756
2/27/90,12/6/00
HTSM
02-3667
1/30/02
HM9 Uplift
02-3793
5/15/02
HM9 F1 Direction
02-3793
5/15/02
HM9 F2 Direction
02-3793
5/15/02
HGAM10 Uplift
02-3884
7/29/02
HGAM10 F1 Direction
H046
3/25/99
HGAM10 F2 Direction
H141
6/22/99
META Uplift
02-3674, 02-3802,
02-3861, 04-4675
6/4/02, 6/8/02, 7/24/02, 2/8/04
META F1
02-3674, 02-3802
6/4/02,6/8/02
META F2
02-3674,02-3802,
02-3861
6/4/02, 6/8/02, 7/24/02
HETA Uplift
00238036, 02-3862,
6/10/02, 7/26/02, 2/8/04
HETA F1
02-3803
6/10/02
HETA F2
02-3803, 02-3862
6/10/02, 7/26/02,
HHETA Uplift
0042-4674-3676,02-3863,
6/4/02, 7/29/02, 2/7/04
HHETA F1
02-3676
6/4/02
HHETA F2
02-3676, 02-3863
6/4/02, 7/29/02
HETAL Uplift
00468036, 02-3862,
6/10/02, 7/26/02, 2/8/04
HETAL F1
D793
3/17/94
Page 5 of 13
Simpson Strong -Tie
Product
Test Number
Date Tested
HETAL F2
D844
3/28/94
DETAL Uplift
0797
3/28/08
DETAL F1
0795, 0799
5/12/08, 3/27/08
DETAL F2
0796, 0798
6/05/08, 3/28/08
LTA1 Uplift
02-3616
2/13/02
LTA1 F1
02-3616
2/13/02
LTA1 F2
02-3616
2/13/02
MSTAM24 Uplift
02-3795
5/17/02, 5/17/02
MSTAM36 Uplift
02-3795
5/17/02,5/17/02
MSTCM40 Uplift
02-3796
5/31/02
MSTCM60 Uplift
N471
1/26/07
FGTR Uplift
045004, 045005
10/6/04,10/6/04
FGTRE Uplift
04-5010
10/29/04
FGTRHL/R Uplift
04-4915
10/13/04
LGUM Down
M202,M 203, M204,
M222, M224
7/13/06, 7/13/06, 7/13/06, 7/14/06,
8/03/06
LGUM Uplift
M211, M212, M213
8/18/06,8/18/06, 8/21/06
HGUM Down
M207, M209,M216,
M217
9/11/06, 9/11/06,10/20/06,10/20/06
HGUM Uplift
M729, M731
8/3/06, 8/04/06
8. FINDINGS
Upon review of the data submitted by Simpson Strong -Tie, it is my opinion that the
models as described in this report conform with or are a suitable alternative to the
standards and sections in the 2007 Florida Building Code, Building, and the Florida
Building Code, Residential code editions listed in section 10 of this report, subject to
the limitations below. Maximum allowable loads shall not exceed the allowable loads
listed in this report.
9. LIMITATIONS:
1. Maximum allowable loads shall not exceed the allowable loads listed in this report.
Allowable loads listed in this report are based on allowable stress design. The
loads in this report are not applicable to Load and Resistance Factor Design.
2. Capacity of wool members is not covered by this report. Capacity of wood
members must be checked by the building designer.
3. Allowable loads for more than one direction for a single connection cannot be added
together. A design load that can be divided into components in the directions given
must be evaluated as follows:
Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate/Allowable
Lateral Parallel to Plate + Design Lateral Perp. to Plate/Allowable Lateral
Perp. to Plate < 1.0
10. CODE
Florida Buildino Code. Buildina 2007 Edition
Section 104.11 Alternate Materials and Methods
Chapter 1714.2 Load Test Procedure Specified
Chapter 21 Masonry
Chapter 22 Steel
Chapter 23 Wood
Page 6 of 13
Simpson Strong -Tie
Florida Buildina Code. Residential 2007 Edition
R101.2.1
Scope
R4407
HVHZ Masonry
R4408
HVHZ Steel
R4409
HVHZ Wood
11. ALLOWABLE LOADS:
The tables that follow reference the allowable loads for the aforementioned products.
1. Loads include a 60% load duration increase on the fastener capacity for wind loading where allowed by the Florida Building
Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce
loads where other loads govem.
2. HM9 allowable F1 load shall be 835 lbs (DFUSYP) & 545 lbs (SFP), and allowable F2 load shall be 200 lbs (DFUSYP) &
170 lbs (SPF).
3. HGAM10 allowable F1 load shall be 1005 lbs (DFUSYP) & 870 lbs (SFP), and allowable F2 load shall be 1105 lbs
(DFUSYP) & 950 lbs (SPF).
4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2 W must be used when framing
anchors are Installed on each side of the joist or truss.
Moisture barrier
not slunrm
Figure 1
Typical MTSMWHTSM Application
HGAM10
100"
M` 2
Figure 2
Typical HM9 Installation
Figure 3
Typical HGAM10 Installation
Page 7 of 13
Simpson Strong -Tie
TABLE 1 ALLOWABLE LOADS AND FASTENERS
FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS
Model
No,'
Ga
Length
(in)
Truss/Rafter
Fasteners
CMU
(Then)
Concrete
(Then)
Ailgwable Uplift L ds
160
Southern
Pinouglas its Spruce -Pine -Fir
!» rGFt
MTSM16
16
16
7-10d
4-%x2%
4-%x13/4
875
755
MTSM20
161
20
7-10d
4-%x2%
4-Y4x13/4
875
755
HTSM16
14
16
8-10d
4-%x2%
4-%x13/4
1175
1010
HTSM20
14
20
10-10d
4-%x2%
4-%x13/4
1175
1010
HM9
18
-
4-SDS%4X1'/
5-%x2%
5-%x13/4
805
690
HGAM10 '0
14
-
4-SDSY4Xl%
4-%x2%4
4-%x2'/4 1
850
850
1. Loads include a 60% load duration increase on the fastener capacity for wind loading where allowed by the Florida Building
Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce
loads where other loads govem.
2. HM9 allowable F1 load shall be 835 lbs (DFUSYP) & 545 lbs (SFP), and allowable F2 load shall be 200 lbs (DFUSYP) &
170 lbs (SPF).
3. HGAM10 allowable F1 load shall be 1005 lbs (DFUSYP) & 870 lbs (SFP), and allowable F2 load shall be 1105 lbs
(DFUSYP) & 950 lbs (SPF).
4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2 W must be used when framing
anchors are Installed on each side of the joist or truss.
Moisture barrier
not slunrm
Figure 1
Typical MTSMWHTSM Application
HGAM10
100"
M` 2
Figure 2
Typical HM9 Installation
Figure 3
Typical HGAM10 Installation
Page 7 of 13
Simpson Strong -Tie
TABLE 2 ALLOWABLE LOADS AND FASTENERS
Uplift
Lateral Loads
Pty sq; pine Truss Fr F2
$o, Pine_? toss m to
�.,
as%ners Load Fasteners., Loacl
META12
18
8
7-10dxl%
1450
6-16d
1450
340
725
META14
10
7-10dx1% 1450 6-16d 1450 340
725
META16
12
7-10dxl% 1450 6-16d 1450 340
725
META18
14
7-10dx1'h 1450 6-16d 1450 340
725
META20
16
6-10dx1% 1270 5-16d 1245 340
725
7-10dx1'h 1450 6-16d 1450 340
725
META22
18
7-10dx1'h 1450 6-16d 1450 340
1 725
META24
20
7-10dxl% 1450 6-16d 1450 340
725
META40
36
7-10dxl% 1450 6-16d 1450 340
725
HETA12
16
8
7-10dxl%
1520
7-16d
1780
340
725
HETA16
12
9-10dx1h 1810 8-16d 1810 340
725
HETA20
16
8-10dx1% 1735 7-16d 1780 340
725
9-10dx1h 1810 8-16d 1810 340
725
HETA24
20
9-10dxl% 1810 8-16d 1810 340
725
HETA40
38 1
9-10dxl% 1810 8-16d 1810 1 340
725
HHETA12
14
8
7-10dxl%
1565
7-16d
1820
3408
815
HHETA16
12
10-10dxl% 2235 9-16d 2235 3408
815
HHETA20
16
9-10dxl% 2010 8-16d 2080 3408
815
10-10dxl% 2235 9-16d 2235 3408
815
HHETA24
20
10-10dxl% 2235 9-16d 2235 3408
815
HHETA40
36
10-10dxl% 2235 9-16d 2235 3408
815
HETAL12
16
7
10-10dxl%
1085
10-16d
1270
415
1100
HETAL16
11
14-10dx1% 1810 13-16d 1810 415
1100
HETAL20
15
14-10dx1'h 1810 13-16d 1810 415
1100
LTA1
18
3'18
12-10dx1 %
1420
12-10dx1'h
1420
485
1425
Notes:
1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed
by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further
Increases are permitted. Reduce loads where other loads govem.
2. Five nails must be installed into the truss seat of the HETAL
3. Parallel -to -plate load towards face of HETAL is 1975 lbs.
4. Minimum fc is 2,OOOpsi
5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load
capacity. The load per nail can be approbmated by dividing the allowable load by the number of fasteners.
This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral
loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6-
16d or 7-10dx1 W fasteners are used with the META anchor.
3. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a
minimum of 12 nails are installed.
Typical META
Installed with TSS
IE
Uomtre
=snow
Figure 4 Figure 5
META/HETA/HHETA Tvolcal Installation LTA1 Typical Installation
Pa, _ ._
Simpson Strong -Tie
Notes'
1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed
by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further
Increases are permitted. Reduce loads where other loads govem.
2. Minimum f is 2,500 psi.
3. Install with spoons facing outward and spaced no more than 1/8" wider than the truss width.
4. Install half of the required number of fasteners in each strap, except for the DETAL20. For DETAL20,
install six nails in each strap and six nails in the truss seat.
5. Lateral loads for META, HETA, and HHETA anchors apply only to 2- or 3 -ply applications with anchors
spaced a minimum of 3° apart. For single ply applications use lateral loads in Table 2. DETAL lateral
load apply to single -ply application.
6. DETAL20 Lateral Loading in the F, direction anchored in CMU greater than 1,790 Ib. may result in
deflection up to 5/:3j° in the F, direction.
4F
(m
Typical Installation
with two METAS
Figure 6
DETAL and Double META/HETA/HHETA Application
Page 9 of 13
Simpson Strong -Tie
TABLE 3
ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS
Uplift Loads
Lateral Loade
1 PIX Southem
Pinei-Truss `
s irastentrs Load
2 ora Ply Southern
Pirie Truss,
FastenQrs Load .
F
(parallel
to wall}
;"Fl, .
(perpen.
to wall}
Model N4:
4iy:,
. Applicaiicul
DETAL20
1
CMU
18-10dxl%
2480
- -
20008
1370
Concrete
18-10dxl% 2480 - - 2000
1505
META
2
CMU
Concrete
10-10dxl
1985
14-16d 1900
1210
1160
10-10dx1% 1985 14-16d 2565 1210
1160
HETA
2
CMU
Concrete
10-10dxl%
2035
12-16d 2500
1225
1520
10-10dxl 2035 12-16d 2700 1225
1520
HHETA
2
CMU
10-10dxl%
2035
12-16d 2500
1225
1520
10-10dxl%
2035
14-16d 3350
1225
1520
Concrete
Notes'
1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed
by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further
Increases are permitted. Reduce loads where other loads govem.
2. Minimum f is 2,500 psi.
3. Install with spoons facing outward and spaced no more than 1/8" wider than the truss width.
4. Install half of the required number of fasteners in each strap, except for the DETAL20. For DETAL20,
install six nails in each strap and six nails in the truss seat.
5. Lateral loads for META, HETA, and HHETA anchors apply only to 2- or 3 -ply applications with anchors
spaced a minimum of 3° apart. For single ply applications use lateral loads in Table 2. DETAL lateral
load apply to single -ply application.
6. DETAL20 Lateral Loading in the F, direction anchored in CMU greater than 1,790 Ib. may result in
deflection up to 5/:3j° in the F, direction.
4F
(m
Typical Installation
with two METAS
Figure 6
DETAL and Double META/HETA/HHETA Application
Page 9 of 13
Simpson Strong -Tie
TABLE 4
MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS
Oirrtensioris ` _ Simpson
Strong -Tie DF1SP ;, SPF
f�a flr Ghon , TrfArt'Si rc�Ws' f4Bn1 11t t11
MSTAM24 1
18
1%
24
5 '%x2%
5-%x13/
8-10d
1500
9-10d
1500
MSTAM36
16
1%
36
8-%x2%
8-%x13/
10-10d
1870
11-10d
1870
MSTCM40
16
3
40%
14-%x2%
14-%xl%
22-16d Sinker
4220
26-16d Sinker
4220
MSTCM60
16
3
59%
14-%x2%
14-%4xl%
26-16d Sinker
4220
26-16d Sinker
4220
Notes:
1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the
Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are
permitted. Reduce loads where other loads govem.
2. Minimum edge distance is I W for Titen Masonry Screws.
3. Minimum fm = 1500 psi and minimum fc = 2500 psi.
4. Products shall be installed such that the Titen screws are not exposed to moisture.
Typical MSTAM36
Installation.
Figure 7
MSTAMIMSTCM Typical Dimensions and Installation
Typical MSTCM60
Installation
Page 10 of 13
Simpson Strong -Tie
TABLE 5
FGTR SERIES
ALLOWABLE LOADS AND FASTENERS
l =`
BE SET
s Fastener# ..
Alio�nrbie
.Model sok
FGTRE
to Block aid
Up#ff Load
COncrete Wail To Truss
FGTR
1
2 -Then HD %x5"
18-SDS1/4x3
50008
2
4 -Then HD %x5"
36-SDS1/4x3
9400
FGTRHL/R
1
2-Titen HD %x5"
18-SDS1/4x3
3850
FGTRE
1
2 -Then HD %x5"
18-SDS1/4x3
46858
FGTRE+FGTR
1 Each
4 -Titan HD Y2x5"
36-SDS1/4x3
50008
1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where
allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the
steel. No further increases are permitted. Reduce loads where other loads govern.
2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are
designed to transfer the uplift loads to the foundation.
3. Minimum edge distance for the Tden HD is 4"
4. THD's should be spaced in every other hole on the part
5. Attached members must be designed to resist the applied loads
6. Products used for comer applications shall be limited to 4685 lbs allowable
7. Loads are governed by the grouted wall capacity based on testing of the products attached to the
comer of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested
attached to a steel column to an allowable load of 11,400 lbs which can be used for design provided
the wall is designed by the engineer of record to transfer the uplift forces.
�x1
a'
FGTR
Page 11 of 13
FGTRHLTOPVIEW
Two FGTRs
FGTR
TRUSS
SHOULD
l =`
BE SET
BACK !,,r
FGTRE
Figure 8
FGTR/FGTREIFGTRHL/FGRHR Typical Installation
Simpson Strong -Tie
TABLE 6 — LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS
imens�nr (in j Fasteners Allowable Lgads {hiss.)
Model No
Ga
H
B .
CMt�/Gvr►crete
Joist
U lith Db>�riiToe �DFISiILi/UASUL' SC
Then HD
CMU Concrete
SDS Scow {160) (1t��195M25j
DOUBLE 2x SIZES
LGUM 26-2
3 /is
5
4
4 - %a- x 4-
4 - AN2%s
1430
5595
LGUM 28-2
q12
3%e
7
4
6 - %s- x 4-
6 - Wx2W
2435
8250
LGUM 210-2
3 /is
9
4
8 - YW x 4-
8 - %a x2Y2-
3575 1
9575
TRIPLE 2x SIZES
LGUM 26-3
12
5%
5%
4
4 - Va- x 4-
4 -'/a -x2%2-
1430
5610
LGUM 28-3
12 1
5%
7%
4
6 - Ve' x 4-
6-'/a-x2W
2435
8290
LGUM 210-3
12 1
5%
1 9%
1 4 1
8 - Ve x 4-
8 - Wx2W
3575
9715
QUADRUPLE 2x SIZES
LGUM 26-4
12
6 /16
1 5 /16
1 4
4 - Vo' x 4-
4 -'/aWW
1430
5625
LGUM 28-4
12 1
6 /is
1 7 /ts
1 4
6 -'/e x 4-
1
6 - %a-x2W
2435
8335
LGUM 210-4 1
12 1
6 /is
1 9./161
4 1
8 - %s- x 4-
8 - %a -x2%"
3575
9860
4x SIZES
LGUM 46
12
3%
4%
4
4 - Ya- x 4-
4 - %s x2W
1430
5600
LGUM 48
12
3%
6%
4
6 - Ye x 4- 1
6 - Wx2W
2435 1
8260
LGUM 410
12
3%
8%
4
8 - 2/a- x 4- 1
8-'/s-x2'W
3575 1
9620
ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES
HEAVY DU
HGUM5.25
7
5%
11
to
30
5%
8 - %- x 5-
24 - %a x2%-
10085
14965
16015
HGUM5.50 7 5%
5% 8 - s/s- x 5- 24 -Wx2W 10125 14940
16015
HGUM7.00 7 7
5% 8 - 'Ye" x 5- 24 - %s x2%- 10375 14770
16015
HGUM7.25 7 7%
5% 8- 8/e x 5- 24 - %s -x2%' 10415 14740
16015
HGUM9.00 7 9
5% 8 - Va- x 5- 24-'/a-x2'W 10705 14545
16015
Notes:
1. Uplift loads include a 60% load duration increase on the fastener capacity in wood for wind loading where
allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No
further increases are permitted. Reduce toads where other loads govern.
2. Minimum fm = 1500 psi and fc = 2500 psi.
q
TOO
ry 1oP
Figure 9
LGUM/HGUM Typical Installation
Page 12 of 13
Simpson Strong -Tie
12. IDENTIFICATION
Each connector covered by this report shall be stamped with the manufacturer's name
and/or trademark and the product name.
yp�yper•fr•rfb
•
P
t
� � � 'A71�.
• W' a�'i
d; .`JaX
unb y, Inc.
P.E.
Page 13 of 13
Simpson Strong -Tie
ESR -2549
Used for Florida State Wide Product
Approval #
FL10655
Products on this Report which are
approved•
Product FL#
Product FL#
SIMPSON STRONG -TIE COMPANY,
INC
Product FL#
Product FL#
HHUS210-2
10655.1
HU36
10655.42
HUC44
10655.82
SUL210
10655.122
HHUS26-2
10655.2
HU38
10655.43
HUC46
10655.83
SUL210-2
10655.123
HHUS28-2
10655.3
HU410
10655.44
HUC48
10655.84
SUL214
10655.124
HHUS410
10655.4
HU412
10655.45
HUC610
10655.85
SUL24
10655.125
HHUS46
10655.5
HU414
10655.46
HUC612
10655.86
SUL26
10655.126
HHUS48
10655.6
HU416
10655.47
HUC614
10655.87
SUL26-2
10655.127
HSUL210-2
10655.7
HU44
10655.48
HUC616
10655.88
SUL414
10655.128
HSUL214-2
10655.8
HU46
10655.49
HUC66
10655.89
SUR210
10655.129
HSUL26-2
10655.9
HU48
10655.50
HUC68
10655.90
SUR210-2
10655.130
HSUL410
10655.10
HU610
10655.51
HUS210
10655.91
SUR214
10655.131
HSUL414
10655.11
HU612
10655.52
HUS210-2
10655.92
SUR24
10655.132
HSUL46
10655.12
HU614
10655.53
HUS212-2
10655.93
SUR26
10655.133
HSUR210-2
10655.13
HU616
10655.54
HUS26
10655.94
SUR26-2
10655.134
HSUR214-2
10655.14
HU66
10655.55
HUS26-2
10655.95
SUR414
10655.135
HSUR26-2
10655.15
HU68
10655.56
HUS28
10655.96
U210
10655.136
HSUR410
10655.16
HUC210-2
10655.57
HUS28-2
10655.97
U210-2
10655.137
HSUR414
10655.17
HUC210-3
10655.58
HUS410
10655.98
0210-3
10655.138
HSUR46
10655.18
HUC212-2
10655.59
HUS412
10655.99
U210R
10655.139
HU210
10655.19
HUC212-3
10655.60
HUS46
10655.100
U214
10655.140
HU210-2
10655.20
HUC214-2
10655.61
HUS48
10655.101
U24
10655.141
HU210-3
10655.21
HUC214-3
10655.62
LU210
10655.102
U24-2
10655.142
HU212
10655.22
HUC216-2
10655.63
LU24
10655.103
U24R
10655.143
HU212-2
10655.23
HUC216-3
10655.64
LU26
10655.104
U26
10655.144
HU212-3
10655.24
HUC24-2
10655.65
LU28
10655.105
U26-2
10655.145
HU214
10655.25
HUC26-2
10655.66
LUS210
10655.106
U26R
10655.146
HU214-2
10655.26
HUC28-2
10655.67
LUS210-2
10655.107
U310
10655.147
HU214-3
10655.27
HUC310
10655.68
LUS214-2
10655.108
U314
10655.148
HU216-3
10655.29
HUC310-2
10655.69
LUS24
10655.109
U34
10655.149
HU24-2
10655.30
HUC312
10655.70
LUS24-2
10655.110
U36
10655.150
HU26
10655.31
HUC312-2
10655.71
LUS26
10655.111
U410
10655.151
HU26-2
10655.32
HUC314
10655.72
LUS26-2
10655.112
U410R
10655.152
HU28
10655.33
HUC314-2
10655.73
LUS28
10655.113
U414
10655.153
HU28-2
10655.34
HUC316
10655.74
LUS28-2
10655.114
U44
10655.154
HU310
10655.35
HUC34
10655.75
LUS410
10655.115
U44R
10655.155
HU310-2
10655.36
HUC36
10655.76
LUS414
10655.116
U46
10655.156
HU312-2
10655.37
HUC38
10655.77
LUS44
10655.117
U46R
10655.157
HU314
10655.38
HUC410
10655.78
LUS46
10655.118
U610
10655.158
HU314-2
10655.39
HUC412
10655.79
LUS48
10655.119
U610R
10655.159
HU316
10655.40
HUC414
10655.80
MUS26
10655.120
U66
10655.160
HU34
10655.41
HUC416
10655.81
MUS28
10655.121
U66R
10655.161
ESR -2549
EREPORS TT'" Issued February 1, 2008
This report is subject to re-examination in two years.
ICC Evaluation Service, Inc. I MVIOW vino. # MW WalaM W Road, wlttler COada 90601 # (5s2) 699-0,943
Regional Office # 900 MmWair Road, Suite A, B6mingham, Alabama 35213 # (205) o
wwwJcc-es.o[g ft&rudOffice# 4051 West FmsrrroorRoad, Cmu ft aub HH9, Mnols 60478 # (708) 799-2305
DIVISION: OB—WOOD AND PLASTICS
Section: 06090—Wood and Plastic Fastenings
REPORT HOLDER:
SIMPSON STRONG -TIE COMPANY, INC.
5956 WEST LAS POSITAS BOULEVARD
PLEASANTON, CALIFORNIA 94588
(800) 925.5099
www.stronatJo.com
EVALUATION SUBJECT:
SIMPSON STRONG TIE FACE -MOUNT HANGERS FOR
WOOD FRAMING
1.0 EVALUATION SCOPE
Compliance with the following codes:
# 2006 international Building Code® (IBC)
# 2006 Intemadona/ Residential Code® (IRC)
# Other Codes (see Section 8.0)
Properties evaluated:
Structural
2.0 USES
The Simpson Strong -Tie face -mount hangers described in
this report are used as wood framing connectors in
accordance with Section 2304.9.3 of the IBC. The products
may also be used in structures regulated under the IRC when
an engineered design is submitted in accordance with Section
R301.1.3 of the IRC.
3.0 DESCRIPTION
3.1 General:
The Simpson Strong -Tie face -mount hangers described in
this report are U-shaped hangers that have prepunched holes
for the installation of nails Into the face of the supporting wood
header or beam or ledger.
3.1.1 LU Series Hangers: The LU series hangers are
formed from No. 20 gage galvanized steel. See Table 1 for
hanger dimensions, required fasteners, and allowable loads;
and Figure 1 for a drawing of a typical LU series hanger.
3.1.2 U Series Hangers: The U series hangers are formed
from No. 16 gage galvanized steel. See Table 2 for the
hanger dimensions, required fasteners, and allowable loads;
and Figure 2 for a drawing of a typical U series hanger.
3.1.3 HUIHUC Series Hangers: The HU and HUC series
hangers are formed from No. 14 gage galvanized steel. HU
hangers having a width equal to or greater than 29/18 inches
(65 mm) are available with concealed flanges and are
specified with the model designation HUC. See Table 3 for
the hanger dimensions, required fasteners, and allowable
loads; and Figure 3a for a drawing of a typical HU series
hanger and Figure 3b for an HUC hanger.
3.1.4 LUS Series Hangers: The LUS series hangers are
formed from No. 18 gage galvanized steel. The hangers have
prepunched holes for the installation of nails that are driven
at a 45 -degree angle through the joist and into the header,
which is described as double shear nailing In the Installation
Instructions. See Table 4 for the hanger dimensions, required
fasteners, and allowable loads; and Figure 4 for a drawing of
a typical LUS series hanger.
3.1.5 MUS Joist Hanger. The MUS series hangers are
formed from No. 18 gage galvanized steel. The U-shaped
portion of the hangers has prepunched holes for the
installation of joist nails that are driven at an angle through
the joist and into the header, which is described as double
shear nailing in the installation instructions. See Table 5 for
the hanger dimensions, required fasteners, and allowable
loads; Figure 5 for a drawing of a typical MUS series hanger.
3.1.6 HUS Series Hangers: The HUS series hangers are
formed from No. 14 gage galvanized steel with the exception
of the HUS26, HUS28 and HUS210 hangers, which are
formed from No. 16 gage galvanized steel. The hangers have
prepunched holes for the installation of joist nails that are
driven at an angle through the joist and into the header, which
is described as double shear nailing in the Installation
instructions. See Table 6 for the hanger dimensions, required
fasteners, and allowable loads; and Figure 6 for a drawing of
a typical HUS series hanger.
3.1.7 HHUS Series Hangers: The HHUS series hangers
are formed from No. 14 gage galvanized steel. The hangers
have prepunched holes for the installation of joist nails that
are driven at an angle through the joist and into the header,
which is described as double shear nailing in the installation
instructions. See Table 7 for the hanger dimensions, required
fasteners, and allowable loads; Figure 7 for a drawing of a
typical HHUS series hanger.
3.1.8 SURIL Series Hangers: The SUR/L series hangers
are formed from No. 16 gage galvanized steel. SUR and SUL
are mirror-image Identical hangers, skewed at 45 degrees
right and left, respectively. See Table 8 for the hanger
dimensions, required fasteners, and allowable loads; and
Figure 8 for a drawing of typical SUR/L series hangers.
3.1.9 HSURIL Series Hangers: The HSUR/L series
hangers are formed from No. 14 gage galvanized steel. SUR
and SUL are mirror-image identical hangers, skewed at 45
degrees right and left, respectively. See Table 9 for the
hanger dimensions, required fasteners, and allowable loads;
and Figure 9 for a drawing of typical HSUR/L series hangers.
REPORTS" are not to be construed w representing aesthetics or wry other attributes not spedJkaAy addressed nor are they to be construed w an
maltowementofdx subject ofthe report or a reconunetdalion for its use. There is no warranty by ICC Evaluadon Servke, hm, express or implied as to mW
Jkft or od wmaner in this report, oras to anyproductcovered by the report.
us�m.drr.,�
�®roaasecu
Copyright ® 2008 Page 1 of 10
.Page 2 of 10
3.2 Materials:
3.2.1 Steel: The hangers described in this report are
manufactured from galvanized steel complying with ASTM A
653, SS designation, Grade 33, with a minimum yield
strength, F of 33,000 psi (227 MPa) and a minimum tensile
strength: 7. of 45,000 psi (310 MPa). Minimum base -metal
thicknesses for the hangers in this report are as follows:
NOMINAL THICKNESS
(gage)
MINIMUM BASE -METAL
THICKNESS (Inch)
No. 14
0.0685
No. 16
0.0555
No. 18
0.0445
No. 20
0.0335
For 31:1 Inch = 25.4 mm.
The hangers have a minimum G90 zinc coating
specification in accordance with ASTM A 653. Some models
(designated with a model number ending with Z) are available
with a G185 zinc coating specification in accordance with
ASTM A 653. Some models (designated with a model number
ending with HDG) are available with a hot -dip galvanization,
also (mown as "batch" galvanization, in accordance with
ASTM A 123, with a minimum specified coating weight of 2.0
ounces of zinc per square foot of surface area (600 g/m2),
total for both sides. Model numbers in this report do not
Include the Z or HDG ending, but the information shown
applies. The lumber treater or holder of this report (Simpson
Strong -Tie Company) should be contacted for
recommendations on minimum corrosion resistance of steel
connectors in contact with the specific proprietary
preservative treated or fire retardant treated lumber.
3.2.2 Wood: Wood members with which the connectors are
used must be either sawn lumber or engineered lumber
having a minimum specific gravity of 0.50 (minimum
equivalent specificgravityof0.50forengineered lumber), and
having a maximum moisture content of 19 percent (16
percent for engineered lumber) except as noted in Section
4.1. The thickness of the supporting wood member (header,
beam, or ledger) must be equal to or greater than the length
of the fasteners specified In the tables in this report, or as
required by wood member design, whichever is greater.
3.2.3 Fasteners: Nails used for hangers described in this
report must comply with ASTM F 1667 and have the following
minimum fastener dimensions and bending yield strengths
(F,,):
COMMON
NAIL SIZE
SHANK
DIAMETER
Mch)
FASTENER
LENGTH
pnches)
F,.
(1380
10d x 1'/2
0.148
1'/2
90,000
10d
0.148
3
90,000
16d x 211
0.162
2'/2 1
90,000
16d
0.162
3'/
90,000
For Sh 1 inch = 25A mm, 1 psi = 6.895 kPa.
Fasteners used in contact with preservative treated or fire
retardant treated lumber must comply with IBC Section
2304.9.5 or IRC Section R319.3, as applicable. The lumber
treater or this report holder (Simpson Strong-ile Company)
should be contacted for recommendations on minimum
corrosion resistance of fasteners and connection capacities
of fasteners used with the specific proprietary preservative
treated or fire retardant treated lumber.
4.0 DESIGN AND INSTALLATION
4.1 Design:
The tabulated allowable loads shown in this report are based
on allowable stress design (ASD) and include the load
ESR -2549
duration factor, Co, corresponding with the applicable loads
in accordance with the NDS.
Tabulated allowable loads apply to products connected to
wood used under dry conditions and where sustained
temperatures are 100°F (37.8°C) or less. When products are
Installed to wood having a moisture content greater than 19
percent (16 percent for engineered wood products), or where
wet service is expected, the allowable loads must be adjusted
by the wet service factor, Ca, specified in the NDS. When
connectors are installed in wood that will experience
sustained exposure to temperatures exceeding 100°F
(37.80C), the allowable loads in this report must be adjusted
by the temperature factor, C, specified in the NDS.
Connected wood members must be analyzed for load -
carrying capacity at the connection in accordance with the
NDS.
4.2 Installation:
Installation of the connectors must be in accordance with this
evaluation report and the manufacturer's published
installation instructions. In the event of a conflict between this
report and the manufacture's published Installation
Instructions, this report governs.
5.0 CONDITIONS OF USE
The Simpson Strong -Tie face -mount hangers for wood -
framed construction described in this report comply with, or
are suitable alternatives to what is specified in, those codes
listed in Section 1.0 of this report, subject to the following
conditions:
5.1 The connectors must be manufactured, identified and
Installed in accordance with this report and the
manufacturer's published installation instructions. A
copy of the instructions must be available at the jobsite
at all times during installation.
5.2 Calculations showing compliance with this report must
be submitted to the code official. The calculations must
be prepared by a registered design professional where
required by the statues of the jurisdiction in which the
project is to be constructed.
5.3 Adjustment factors noted in Section 4.1 and the
applicable codes must be considered, where applicable.
5.4 Connected wood members and fasteners must comply,
respectively, with Sections 3.2.2 and 3.2.3 of this report.
5.5 Use of connectors with preservative treated or fire
retardant treated lumber must be in accordance with
Section 3.2.1 of this report. Use of fasteners with
preservative treated or fire retardant treated lumber
must be in accordance with Section 3.2.3 of this report.
6.0 EVIDENCE SUBMITTED
Data in accordance with the ICC -ES Acceptance Criteria for
Joist Hangers and Similar Devices (AC13), dated October
2006 (corrected March 2007).
7.0 IDENTIFICATION
The products described in this report are identified with a die -
stamped label Indicating the name of the manufacturer
(Simpson Strong -Tie), the model number, and the number of
an index evaluation report ESR -2523 that is used as an
Identifier for the products recognized in this report.
8.0 OTHER CODES
8.1 Evaluation Scope:
In addition to the codes referenced in Section 1.0, the
products in this report were evaluated for compliance with the
requirements of the following codes:
.. Page 3 of 10 ESR -2549
# 2003 International Building Code® (2003 IBC)
# 2003 International Residential Code® (2003 IRC)
# 2000 International Building Codes (2000 IBC)
# 2000 International Residential Code® (2000 IRC)
# 1997 Uniforrn Building CodeTm (UBC)
The products described in this report comply with, or are
suitable alternatives to what is specified in, the codes listed
above, subject to the provisions of Sections 8.2 through 8.7.
8.2 Uses:
8.2.1 2003 IBC, 2003 IRC, 2000 IBC, and 2000 IRC: See
Section 2.0 of this report
8.2.2 UBC: Replace the information in Section 2.0 with the
following: Simpson Strong -Ile face -mount hangers are used
as wood framing connectors in accordance with Section
2318.4.8 of the UBC.
8.3 Description:
8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this
report.
8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this
report, except modify Section 3.2.3 of this report to reference
Section R323.3 of the IRC.
8.3.3 UBC: See Section 3.0 of this report, except modify the
first sentence in the last paragraph of Section 3.2.3 as
follows: Fasteners used in contact with preservative treated
or fire retardant treated lumber must, as a minimum, comply
with UBC Section 2304.3.
8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000
IBC, 2000 IRC, and UBC:
See Section 4.0 of his report.
8.5 Conditions of Use:
8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The
Simpson Strong -Tie products described in this report comply
with, or are suitable alternatives to what is specified in, those
odes listed in Section 8.0, subject to the same conditions of
use indicated in Section 5.0 of this report.
8.5.2 UBC: The Simpson Strong -lie products described In
this report comply with, or are suitable alternatives to what Is
specified in, the UBC, subject to the same conditions of use
indicated in Section 5.0 of this report, except the last
sentence of Section 5.5 is replaced with the following:
Fasteners used in contact with preservative treated or fire
retardant treated lumber must, as a minimum, comply with
UBC Section 2304.3.
8.6 Evidence Submitted: 2003 IBC, 2003 IRC 200016C,
2000 IRC, and UBC:
See Section 6.0 of this report.
8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000
IRC, and UBC:
See Section 7.0 of this report.
. Page 4 of 10 ESR -2549
TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS
ror SI: 1 InCn = 25.4 mm, 1 Iter = 4.45 N.
1. Refer to Figure 1 (this page) for definitions of hanger nomenclature (W, H, B).
2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4. LU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the
joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position Is 0.125 Inch (3.2 mm).
5. The quantity of 10d or 16d common nails specified in the °Header" column under 'Fasteners" is required to achieve the tabulated allowable
loads shown in the Allowable Download °10d° or °16d° columns.
6. Allowable uplift loads are for hangers installed with either 10d or 16d common nails Into the supporting header/beam, and have been
Increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load
durations govern.
h, for l,024
/i
FIGURE 1 --LU SERIES HANGER
DIMENSIONS'
(Inches)
FASTENERS'
(Quantity -Type)
ALLOWABLE LOADS3'4'g pbs)
MODEL
No.
W
H
B
Heads?
Joist
Uplift°
Download
CD =1.33
or
=1,g
Co =1.0 Co =1.15 Co =1.25
10d 16d 10d 16d 10d 16d
LU24
19/je
3'/s
1%
4
2-10dx1%
245
445 530
510 610
555
665
W26
19/19
43/s 1
1%
6
4-10dx1%
490
665 800
765 920
830
1,000
LU28
19/te
6'/s
1%
8
6-10dx1%
735
890 1,065
1,025 1,225
1,110
1,300
LU210
19/18
77e/1g 1
1%
10
6-10dxl%
735
1,110 1 1,330
1 1,275 1,530
1,390
1,660
ror SI: 1 InCn = 25.4 mm, 1 Iter = 4.45 N.
1. Refer to Figure 1 (this page) for definitions of hanger nomenclature (W, H, B).
2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4. LU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the
joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position Is 0.125 Inch (3.2 mm).
5. The quantity of 10d or 16d common nails specified in the °Header" column under 'Fasteners" is required to achieve the tabulated allowable
loads shown in the Allowable Download °10d° or °16d° columns.
6. Allowable uplift loads are for hangers installed with either 10d or 16d common nails Into the supporting header/beam, and have been
Increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load
durations govern.
h, for l,024
/i
FIGURE 1 --LU SERIES HANGER
.Page 5 of 10 ESR -2549
TABLE 2-ALLOWA13LE LOADS FOR THE U SERIES JOIST HANGERS
MODEL
No.
DIMENSIONS'
(inches)
W H B
FASTENERS2
(Quantity Type)
Header° Joist
uplift 6
CD =1,33 or
a 1.6
ALLOWABLE LOADS
lbs) Download
Cu =1.0 Co =1.15
10d 16d 10d 16d
Co a 1.25
10d 16d
U24
16/16
31/8
2
4
2-10dx11/2
240
445
530
510
610
555
665
U26
18/10
49/4
2
6
4-10dx11/2
480
665
800
765
920
830
1,000
U210
1e/+e
713/16
2
10 1
6-10dx1'/2
720
1,110
1,330
1,275
1,530
1,390
1,660
U214
19/is
10
2
12
8-10dx1 /2
960
1,330
1,595
1,530
1,835
1,665
1,995
U34
99/10
39/8
2
4
2-10dx11/2
240
445
530
510
610
555
665
U36
28/1e
53/8
2
8
4-10dx11/2
480
890
1,065
1,025
1,225
1,110
1,330
U310
28/1e
9/8
2
14
6-10dx11/2
720
1,555
1,860
1,790
2,140
1,940
2,330
U314
28/16
101/2
2
16
6-10dx11/2
720
1,775
2,130
2,040
2,450
2,220
2,680
U44
36/Ie
e/e
2
4
2-10d
295
445
530
510
610
1 555
665
U46
39/1e
4T/e
2
8
4-10d
590
890
1,065
1,025
1,225
1,110
1,330
U410
38/1e
8919
2
14
6-10d
890
1,555
1,860
1,790
2,140
1,940
2,330
U414
Al.
10
2
16
6-10d
890
1,775
2,130
2,040
2,450
2,220
2,660
U24-2
31/8
3
2
4
2-10d
295
445
530
510
610
555
665
U26-2
311.
5
2
8
4-10d
590
890
1,065
1,025
1,225
1,110
1,330
U210-2
31/8
81/2
2
14
6-10d
890
1,555
1,860
1 1,790
2,140
1 1,940
2,330
U66
51/2
5
2
8
4-10d
590
890
1,065
1,025
1,225
1,110
1,330
U610
51/2
81/2
2
14
6-10d
890
1,555
1,860
1,790
2,140
1,940
2,330
U210-3
51/2
73/4
2
14
6-10d
890
1,555
I'm
1,790
2,140
1,940
2,330
U24R
21/1.
361.
2
4
2-10dx11/2
240
445
530
510
610
555
665
U26R
21/19
56/8
2
8
4-10dx11/2
480
890
1,065
1,025
1,225
1,110
1,330
U21OR
21/1.
91/8
2
14
6-10dx11/z
720
1,555
1,860
1,790
2,140
1,940
2,330
U44R
41/je
26/e
2
4
2-16d
355
445
530
510
610
555
665
U46R
41/1e
46/8
2
8
4-16d
710
890
1,065
1,025
1,225
1,110
1,330
U41OR
41/19
81/8
2
14
6-16d
1,065
1,555
1,860
1,790
2,140
1,940
2,330
U66R
6
5
2
8
4-164
1 710 1
890
1,065
1,025
1,225
1,110
1,330
U610R 1
6
81/2 1
2
14 1
6-16d
I 1,065 1
1,555
1 1,860 1
1,790
2,140
1,940
2,330
For an 7 InCn = 25A mm, 1 Ibr = 4.45 N.
1. Refer to Figure 2 (this page) for definitions of hanger nomenclature (W, H, B).
2. Refer to Section 32.3 of this report for nap sizes and required minimum physical properties
3. Tabulated allowable I=ds must be selected based on duration of load as permitted by the applicable building code.
4. U Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist
at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist Is 0.125 Inch (3.2 mm).
5. The quantity of 10d or 16d common naps specified in the'Headee column under 'Fasteners" Is required to achieve the tabulated allowable
loads shown in the Allowable Download '10d' or'I6d" columns.
6. Allowable uplift loads are for hangers installed with either 10d or 16d common naps into the supporting header/beam, and have been
Increased for wind or earthquake loading with no further Increase allowed. The allowable uplift loads must be reduced when other load
durations govern. _
FIGURE 2-U SERIES HANGER FIGURE 3a -HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER
(See Table 2 --above) (See Table 3 -Next Page) (See Table 3, Footnote 3 -Next Page)
Page 6 of 10 ESR -2549
TABLE 3 -ALLOWABLE LOADS FOR THE HU/HUC SERIES JOIST HANGERS
MODEL
NO.
HANGER DIMENSIONS'
(Inches)
W H B
FASTENEW
(Quantity -Type)
Header Joist
ALLOWABLE LOADS (Ibsff
Uplift Download
Co =1.33 Or
=1.6 C601.0 Cp=1.15
CD=1.25
HU26
1w/,,
3'1,
2%
4-16d
2-10dx1 /z
240
535
615
870
HU28
TW/1.
5'/.
2%
6-16d
4-10dx1 !z
480
805
925
1,005
HU210
19/16
71%
2'/•
8-16d
4-10dx1 /z
480
1,070
1,230
1,340
HU212
10/10
9
2%
10-16d
6-10dx1 /z
720
1,340
1,540
1,675
HU214
1 /�e
10 /s
2'/s
12-16d
&10dx1 !z
720
1,610
1,850
2,010
HU34
/te
el.
2%
4-164
2-10dx1 /z
240
535
615
670
HU36
/,e
5T/,
2%
8-16d
4-10W'/2
480
1,070
1,230
1,340
HU38
the
V/9
2%
10-164
4-10dx1 !z
480
1,340
1,540
1,675
HU310
/+s
8 /e
2%
14-16d
6-10dx1 /z
720
1 1,875
2,155
2,345
HU312
/Is
IF/-,-
2%
16-16d
6-10W'12
720
2,145
2,465
2,680
HU314
Pe
1 Fl.
2%
18-16d
8-10dx1 /z
960
2,410
2,770
3,015
HU316
/;s
14%
2 %
20-16d
8-10dx1 /z
960
2,680
3,080
3,350
HU44
3 /is
2 /e
2%
4-16d
2-10d
300
535
615
670
HU46
3 Its
2 %a
8-16d
4-10d
605
1,070
1,230
1,340
HU48
-9/1.
2%
10A6d
4-10d
605
1,340
1,540
1,675
HU410
?/,,
/s
2%
14-16d
6-10d
905
1,875
2,155
2,345
HU412
7/,,
17/,,
2%
16-16d
6-10d
905
2,145
2,465
2,680
HU414
3P/16
12%
2%
18-16d
8-10d
1,205
2,410
2,770
3,015
HU416
3 /je
1301e
2%
20-164
8-10d
1,205
2,680
3,080
3,350
HU66
5'/a
4 /�s
2'/a
8-16d
4-16d
715
1,070
1,230
1,340
HU68
5'/a
5 /1s
2%
10-16d
4-16d
715
1,340
1,540
1,675
HU610
5'/:
/s
2%
14-16d
6-16d
1,070
1,875
2,155
2,345
HU612
5%
!8
2%
16-16d
6-164
1,070
2,145
2,465
2,680
HU614
5'/z
11%
2%
18-16d
8-16d
1,430
2,410
2,770
3,015
HU616
5'/
12 /�s
2%
20-16d
8-16d
1,430
2,680
3,080
3,350
HU24-2
3%
3 /is
2%
4-16d
2-10d
300
535
615
670
HU26-2
TT-
5 /8
2%
8-16d
4-10d
605
1,070
1,230
1,340
HU28-2
3%
7
2%
10-16d
4-10d
605
1,340
1,540
1,675
HU210-2
31/a
813/16
2%
14-16d
6-10d
905
1,875 1
2,155
2,345
HU212-2
3/s
1 /+e
2'/
16-164
6-10d
905
2,145
2,465
2,680
HU214-2
3 /e
12'3/,.
2%
18-164
8-10d
1,205
2,410
2,770
3,015
HU216-2
3 /e
13 /s
-'87/-'8
2%
20-16d
8-10d
1,205
2,680
3,080
3,350
HU310-2
51/9
2 %
14-16d
6-10d
905
1,875
2,155
2,345
HU312-2
5 /e
1 VIS
2 %z
16-16d
6-10d
905
2,145
2,770
2,680
HU314-2
5 V.
1 /e
2%
1&16d
&10d
1,205
2,410
2,770
3,015
HU210-3 1
0116
89/10
2%
14-16d
6-10d
905
1,875
2,155
2,345
HU212-3
4s
1 !ts
2'/a
16-16d
& 10d
905
2,145
2,465
2,8 80
HU214-3
4 /,e
12 /+e
2'/s
18-164 I
&10d
1,205
2,410
2,770
3,015
HU216-
43 /,e
13 !s
2%
20-16d
8-10d
1,205
2,680
3,080
3,350
For SI: 1 Inch = 25A mm. I Ibf = 4.45 N.
1. Refer to Figures 3a and 3b (previous page) for definitions of hanger nomenclature (W, H, B).
2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties
3. HU series hangers with widths (W) equal to or greater than 2 ON incus (65 mm) are available with header flanges turned In (concealed)
and are Identified with the model designation HUC#. See Figure 3b (previous page).
4. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
5. HU Series hangers provide torsional resistance, which is dented as a moment of not less than 75 pounds (334 N) times the depth of the
Joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm).
6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must
be reduced when other load durations govem.
. ,Page 7 of 10 ESR -2549
TABLE 4-ALLOWA13LE LOADS FOR THE LUS SERIES JOIST HANGERS
MODEL
NO.
W
DIMENSIONS'
(Inches)
H
B
COMMON NAILS'
(Quantity -Type)
Header Jolste
Upllfte
Co =1.33 or
=1.6
ALLOWABLE LOADS3A
(lbs)
Download
Co =1.0 CD =1.1 S
CD =1.25
LUS24
lolls
3 /a
13 /a
4-10d
2-10d
465
640
735
800
LUS26
1 /1e
4 /a
13/a
4-10d
4-10d
930
830
955
1,040
LUS28
19/16
651.
1 /a
6-10d
4-10d
930
1,055
1,215
1,320
LUS210
TF/le
7w/lo
15/4
8-10d
4-10d
930
1,275
1,465
1,595
LUS24-2
To
3T/,
2
4-16d
2-16d
440
765
880
960
LUS28-2
3 /e
415/16
2
4-16d
4-16d
1,140
1,000
1,150
1,250
LUS28-2
V/9
7
2
6-16d
4-16d
1,140
1,265
1,455
1,585
LUS210-2
31/9
815/16
2
8-16d
6-16d
1,710
1,765
2,030
2,210
LUS214-2
TI.-
10 /,e
2
10-16d
6-16d
1,710
2,030
2,335
2,540
LUS44
3 /1e
3
2
4-164
2-16d
440
765
880
960
LUS46
4'/a
2
4-164
4-16d
1,140
1,000
1,150
1,250
LUS48
3 /te
6'/a
2
6-16d
4-16d
1,140
1,265
1,455
1,585
LUS410
3 /1s
8'/
2
8-16d
6-16d
1,710
1,765
2,030
2,210
LUS414
3 /1e
1 /a
2
10-16d
�16d
1,710
2,030
2,335
2,540
For SI: 1 Inch = 25.4 mm, 1 Ibf = 4.45 N.
1. Refer to Figure 4 (this page) for definitions of hanger nomenclature (W, H, B).
2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4. When LUS Series hangers support joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334
N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is
0.125 Inch (3.2 mm).
5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads.
6. Allowable uplift loads have been increased for wind or earthquake loading with no further Increase Is allowed. The allowable uplift kids
must be reduced when other load durations govern.
11/1s Max_
FIGURE 4-LUS SERIES HANGER
Page 8 of 10 ESR -2549
TABLE 5 -ALLOWABLE LOADS FOR THE MUS SERIES HANGERS
For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N.
1. Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B).
2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3. Tabulated allowable loads must be selected based on duration of toad as permitted by the applicable building code.
4. When MUS series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not leas than 75
pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position
of the joist is 0.125 inch (3.2 mm).
5. Joist rails must be driven at a 45 degree angle through the joist into the header/beam (double shear railing) to achieve the tabulated loads.
6. Allowable uplift loads have been Increased for wind or earthquake loading with no further increase Is allowed. The allowable uplift loads
must be reduces when other load durations govern.
s •
d
o � •
C ' H
� o
C
FIGURE S --MUS HANGER (see Table 5) FIGURE 8 -HUS SERIES HANGER (see Table 6)
TABLE 6 -ALLOWABLE LOADS FOR THE HUS SERIES HANGERS
MODEL
NO.
DIMENSIONS
COMMON NAILS
ALLOWABLE LOADS
COMMON NAILS'
(Quantity Type)
Reeder Joist°
Inches
Qua -T
lbs
MNODEL
1%
6318
3
UplHte Download
6-164
W
H B
Header Joist°
Co =1.33 or
HUS28
1%
7 /ce
3
Co =1.0 CDC 1.15 Co =1.25
= 1.8
MUS26
19/16
63/16 2
6-10d 6-10d
1,090 1,310 1,505 1,640
MUS26
7/-,,
/a 2
8-10d 8-10d
1,555 1,750 2,010 2,185
For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N.
1. Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B).
2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3. Tabulated allowable loads must be selected based on duration of toad as permitted by the applicable building code.
4. When MUS series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not leas than 75
pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position
of the joist is 0.125 inch (3.2 mm).
5. Joist rails must be driven at a 45 degree angle through the joist into the header/beam (double shear railing) to achieve the tabulated loads.
6. Allowable uplift loads have been Increased for wind or earthquake loading with no further increase Is allowed. The allowable uplift loads
must be reduces when other load durations govern.
s •
d
o � •
C ' H
� o
C
FIGURE S --MUS HANGER (see Table 5) FIGURE 8 -HUS SERIES HANGER (see Table 6)
TABLE 6 -ALLOWABLE LOADS FOR THE HUS SERIES HANGERS
MODEL
NO.
W
DIMENSIONS'
(Inches)
H
B
COMMON NAILS'
(Quantity Type)
Reeder Joist°
Up11R°
CD =1.33 or
=1.8
ALLOWABLE LOADS'°
(Ibs)
Download
CID =1.0 Co=1.15
Co=1.25
HUS26
1%
6318
3
14-16d
6-164
1,550
2,565
2,950
3,205
HUS28
1%
7 /ce
3
22-16d
8-164
2,000
3,585
3,700
3,775
HUS210
i%
9 /+8
3
30-16d
10-16d
2,845
3,775
3,920
4,020
HUS46
3 /rg
4 /ce
2
4-16d
4-164
1,080
1,005
1,115
1,255
HUS48
3 /,e
2
6-16d
6-16d
1,550
1,505
1,730
1,885
HUS410
3 /je
8 /cg
2
8-16d
8-164
2,160
2,010
2,310
2,510
HUS412
3 /je
1 /4
2
10-16d
10-164
2,700
2,510
2,885
3,140
HUS26-2
3 /e
-,
5 /+8
2
4-164
4-1�
1,080
1,005
1,115
1,255
HUS28-2
F/
/�e
2
6-16d
6-16d
1,550
1,505
1,730
1,885
HUS210-2
2
8-16d
8-164 1
2,160
2,010
2,310
2,510
HUS212 2
318
11
2 1
10-164
10-164 1
2,560
2,510
2,885
3,140
For ,�1: 7 inch = 26.4 mm, 1 poUnO = 4.45 N.
1. Refer to Figure 6 (this page) for definitions of hanger nomenclature (W, H, B).
2. Refer to Section 3.2.3 of this report for rail sizes and required minimum physical properties.
3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4. Where HUS series hangers support solid -sawn joists, they provide torsional resistance, which Is defined as a moment of not less than 75
pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position
of the joist is 0.125 Inch (3.2 mm).
5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads.
6. Allowable uplift loads have been Increased for wind or earthquake loading with no further increase Is allowed. The allowable uplift loads
must be reduced when other load durations govern.
,'11
Page 9 of 10 ESR -2549
TABLE 7 -ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS
MODEL
NO.
DIMENSIONS'
(Inches)
COMMON NAILS2
(Quantity Type)
ALLOWABLE LOADS3.4
(Ibs)
W H B
Header Jolste
Upiffe Download
(Inches)
Co=1.33 or
=1.8 Cc= 1.0 Co= 7.15
CD- 125
HHUS26-2
3 /,a
5 /+e
3
14-16d 6-16d
1,550
2,580
2,965
3,225
HHUS28-2
35/+e
71/2
3
22-16d 8-16d
2,000
3,885
4,470
4,855
HHUS210-2
3 /ce
-T/-.
3
30-16d 10-16d
2,855
5,190
5,900
5,900
HHUS46
3 /e
el -4
3
14-16d 6-16d
1,550
2,580
2,965
3,224
HHUS48
3 /e
73
3
22-16d 8-16d
2,000
3,885
4,470
4,855
HHUS410
318
9
3
30-16d 10-164 1
2,855
5,190
5,900
5,900
I -Or SI: 1 MCI`! = 25.4 mm, 1 lot = 4.49 N.
1. Refer to Figure 7 (this page) for definitions of hanger nomenclature (W, H, B).
2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4. Where HUS series hangers support solid -sawn joists having a maximum depth of 11 inches, they provide torsional resistance, which is
defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of
the joist with respect to the vertical position of the joist is 0.125 Inch (3.2 mm).
5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam to achieve the tabulated loads.
6. Allowable uplift loads have been increased for wind or earthquake loading with no further Increase is allowed. The allowable uplift loads
must be reduced when other load durations govern.
•N
FIGURE 7-HHUS SERIS HANGER (see Table 7) FIGURE II--SUR/L SERIES HANGER (see Table 8)
TABLE 8 -ALLOWABLE LOADS FOR THE SURISUL SERIES JOIST HANGERS
ror Sk h Inch = 25.4 mm, 1 IDT = 4.45 N.
1. Refer to Figure 8 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew.
2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4. Where SUR/L series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75
pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position
of the joist is 0.125 Inch (3.2 mm).
5. Allowable uplift loads have been increased for wind or earthquake loading with no further Increase is allowed. The allowable uplift loads
must be reduced when other load durations govem.
DIMENSIONS'
FASTENERS'
ALLOWABLE LOADSe'4
(Inches)
(Quantity Type)
(Ibs)
MODEL NO.
Uplift!
Download
W
H
B
Al
A2
Header
Joist
Co 1.33 or
=1.8
CD= 1.0
Co=l -15
Co=1.25
SURA.24
1 /+e
3 /1e
2
7%
1'/4
4-164
4-104x1 /2
450
530
610
665
SUR/L26
1 /+e
5
2
1 /e
1 /4
6-164
6-10dx1 /2
720
800
960
1,000
SUR/L26-2
3%
4 /le/s
1 /z
/e
8-164
4-164x1 /2
710
1,065
1,225
1,330
SUR/1-2101
/+s
/�s
2
1%
1'/4
10-164
10A0dx1 /2
1,200
1,330
1,530
1,660
SURIL214
IV/Is
10
2
1 /e
1 /4
12-16d
12-10dx1 /2
1,440
1,595
1,835
1,995
SUR/L210-2
3%
8 /�e
/e
1 /2
!e
14-164
6-164x2 !2
1,065
1,860
2,140
2,330
SUR/L414
3 /�e
12 /2
28/8
1
/e
18-16d
8-16dx2 /2
1,420
2,385
2,5�
2,500
ror Sk h Inch = 25.4 mm, 1 IDT = 4.45 N.
1. Refer to Figure 8 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew.
2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4. Where SUR/L series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75
pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position
of the joist is 0.125 Inch (3.2 mm).
5. Allowable uplift loads have been increased for wind or earthquake loading with no further Increase is allowed. The allowable uplift loads
must be reduced when other load durations govem.
Page 10 of 10 ESR -2549
TABLE 9—ALLOWABLE LOADS FOR THE HSUR/HSUL SERIES JOIST HANGERS
MODEL NO.
W
DIMENSIONS'
(Inches)
H B Al
A2
FASTENERS'
(Quantity -Type)
ALLOWABLE LOADS3,4
(Ibs)
Header Joist
Uplifts Download
CD 1.33 or Co=1.0 Co=1.15
= 1.6
Co=125
HSURI26-2
3'/s
41%,
2e/+s
1'/4
23he
12-16d
4-16W'/2
715
1,610
1,850
2,000
HSURA210-2
3'/s
8"/Ie
flis
1'/•
23/je
20-16d
6-16dx2'/2
1,070
2,680
3,080
3,350
HSURI1.214-2
3'/e
12"/je
Y/1e
1'/•
23/le
26-16d
8-16W /2
1,430
3,485
4,005
4,355
HSUPJL46
39/le
43/4
ehe
1
the
12-16d
4-164
715
1,610
1,850
2,000
HSUR/L410
39/1e
81/2
Y/1e
1
As
20-16d
6-16d
1,070
2,680
3,080
3,350
HSUR/L414
39/1s 1
12'/2
f/1e
1
23/1e
26-16d
8-16d
1,430
3,485
4,005
4,355
For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N.
1. Refer to Figure 9 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew.
2. Refer to Section 3.2.3 of this report for nap sizes and required minimum physical properties.
3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4. Where HSUR/L series hangers support solid -sawn joists, they provide torsional resistance, which Is defined as a moment of not less than
75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical
position of the joist Is 0.125 Inch (3.2 mm).
5. Allowable uplift toads have been increased for wind or earthquake loading with no further increase Is allowed. The allowable uplift toads
must be reduced when other load durations govern.
A2r
FIGURE 9—HSURIL SERIES HANGER
.da 13miding Uwe Unllne
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Product Approval Administrator
Ted Berman. and Associates, LLC
5401 Collins Ave., CLJ11-C
Miami Beach, FL 33140
Dear Sir or Madam:
As a Florida engineer employed by Jag Apex Technology, Inc who performs evaluation services for
Simpson Strong -Me, I certify that I have no financial interest in the manufacturing, sales, or
distribution of any product by Simpson Strong -Tie. I further certify that my involvement with
Simpson Strong Tie and the Florida Product Approval process complies with, and shall always
comply with, all criteria as stated in Florida Administrative Code Chapter 9B-72110.
JAX APEX TECHNOLOGY, INC, FBPE CA NO. 7547
4745 SUTTON PARK COURT4745 SUTTON PARK CT., SUITE 402 • JACKSONVILLE, FL • 32224
PHONE: 904-821-5200 • FAX: 904-992-8700
Jax Apex Technology, Inc.
FBPE CA NO. 7647
4745 Sutton Park Court, Suite 402
Jacksonville, FL 3222419041821-5200
FL.st 114 X3.18
Evaluation reports are the opinion of the engineer who prepared the report, based on the findings, and in no
way constitute or imply approval by a local budding authority. The engineer, in review of the data
submitted, finds that, in his opinion, the product, material, system, or method of construction specificaIIy
identified in this report conforms with or is a suitable alternate to that specified in the Florida Building
Cole, SUBJECT TO THE IMITATIONS IN THIS REPORT
Jeffrey P. Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the
authorized evaluating engineer of this report. Apex Technology is the prime professional, as
defined in Florida Rule 61G-30.002, authorized to sell the engineering services pertormed by
Jeffrey P. Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity.
Neither Jeffrey P. Arneson, nor any other employee of Apex Technology, has performed
calculations or testing for the products listed in this report This evaluation is based solely upon the
review, under the direct supervision of Jeffrey P. Arneson, of testing and/or calculations submitted
by the manufacturer.
The capacities listed in this report are based on the limiting capacities as determined from the
substantiating data. We reviewed the substantiating data to a degree that allowed us to determine
whether or not the work performed is consistent with the intended use of the product, and that the
methods used are in compliance with, or meet the intent of, the Florida Building Code. All test
reports were prepared by an approved testing laboratory.
REPORT NO.: SIM200802
CATEGORY: Structural Components
SUB CATEGORY: Metal Connectors
SUBMITTED BY:
SIMPSON STRONG -TIE COMPANY, INC.
5956 W. LAS POSITAS BOULEVARD
PLEASANTON, CA 94588
1. CERTIFICATION OF INDEPENDENCE:
Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex
Technology have no financial interest in the manufacturing, sales, or distribution of the
products included in this report. Jeffrey P. Arneson and Apex Technology comply with
all criteria as stated in Florida Administrative Code Chapter 913-72.110.
2. PRODUCT NAME
Truss to Wall Connectors
MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10
Page 1 of 13
Simpson Strong -Tie
Embedded Truss Anchors
META12, META14, META16, META18, META20META22, A24, META40,
HETA12, HETA16, HETA20, HETA24, HETA40, , HETAL16, HETAL20,
HHETAI2, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL
Wood to Masonry Straps
MSTAM24, MSTAM36, MSTCM40, MSTCM60
Girder Tiedowns
FGTR, FGTRE, FGTRHL, FGTRHR
Wood to Masonry Hangers
LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3,
LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410,
HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00
3. SCOPE OF EVALUATION
Load Evaluation as a Structural Component using the requirements of the Florida Building
Code, Building.
4. DESCRIPTION:
4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and
MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete
walls. The MTSM fastens to the wood member with 10d common nails, and fastens to
the wall with either %4x2'/4s Titan Masonry Screws for a masonry wall, or %4X18/0 Titan
Masonry Screws for a concrete wall. These connectors are manufactured from 16
gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with
the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and
allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps
for masonry.
4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and
HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete
walls. The HTSM fastens to the wood member with 10d common nails, and fastens to
the wall with either'/x2%4 Titan Masonry Screws for a masonry wall, or %4x18/4° Titan
Masonry Screws for a concrete wall. These connectors are manufactured from 14
gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating
complies with the G90 requirements of ASTM A653. Twist strap fastener schedules,
dimensions and allowable loads are shown in Table 1. See Figure 1 for additional
details of twist straps for masonry.
4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams
to masonry or concrete walls. The HM9 fastens to the wood member with Simpson % X
1 W SDS screws (provided with the part), and fastens to the wall with either %4x2'/4°
Titan Masonry Screws for a masonry wall, or'/ax18/" Titan Masonry Screws for a
concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS
Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653.
Hurricane be fastener schedule, dimensions and allowable loads are shown in Table 1.
See Figure 2 for additional details of the HM9.
4.4 HGAM10 Hurricane Gusset Angle. The HGAM10 is used to anchor wood
trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the
wood member with Simpson % X 1'/A SDS screws (provided with the part), and fastens
to the wall with %4x2'/4" Titan Masonry Screws. Allowable loads are shown in Table 2.
The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33.
The galvanized coating complies with the G90 requirements of ASTM A653. Angle
Page 2 of 13
Simpson Strong -Tie
fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3
for additional details of the HGAM10.
4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss
Anchors are used to anchor a wood member (usually a truss) to a masonry or concrete
wall. Embedded truss anchors fasten to a single -ply wood truss with 10dx1 % nails or to
a multiple -ply truss with 16d common nails. They are embedded in the masonry or
concrete wall to a depth indicated on the side of the anchor (4" for META, HETA, and
HETAL, and 51/18" for HETAL). The strap portion of the anchor is 1 %" wide. The
anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with
the exception of the truss seat of the HETAL which is manufactured from steel meeting
ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized
coating complies with the G90 requirements of ASTM A653. Embedded truss anchor
fastener schedule, dimensions and allowable loads are shown in Table 2 for single
installations and Table 3 for double installations. See Figures 4 and 6 for additional
details of single and double embedded truss anchors.
4.6 LTA1 Lateral Truss Anchor. The LTA1 is used to anchor wood trusses, rafters, or
beams to masonry or concrete walls. The LTA1 fastens to the wood member with
10dx1'/" common nails and has legs which are embedded into the wall system.
Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel
meeting ASTM A653 SS Grade 33. The galvanized crating complies with the G90
requirements of ASTM A653. Truss anchor fastener schedule, dimensions and
allowable loads are shown in Table 2. See Figure 5 for additional details of the LTA1.
4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity
connector used to anchor single -ply wood trusses or rafters to masonry or concrete
walls. The DETAL fastens to the wood members with 10dx1'/" nails. They are
embedded in the masonry or concrete wall to a depth of 4% inches. The strap portion
of the anchor is 1'/a" wide. The strap anchors are manufactured from steel meeting
ASTM A653 SS Grade 50, Class 1, and the buss seat is manufactured from steel
meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga. steel and the seat is
18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM
A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are
shown in Table 3. See Figure 6 for additional details of the DETAL.
4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap
Tie models are used to provide a tension connection between wood members and a
masonry or concrete structure. The MSTAM Straps are 1 %4 wide for use on 1'/a" and
larger members. They are installed with 10d common nails to the wood and either
%4x2%4 Titen Masonry Screws to masonry, or'/4x13/" Titen Masonry Screws to
concrete. The MSTCM Strap is 3" wide for use on doubled 2 -by or single 4 -by and
larger members. They are installed with 16d sinker nails to the wood and either %x2%"
Titen Masonry Screws to masonry, or %4x13/" Titen Masonry Screws to concrete. The
MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for
safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade
50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies
with the G90 requirements of ASTM A653. Masonry strap fastener schedule,
dimensions and allowable loads are shown in Table 4. See Figure 7 for additional
details of wood to masonry straps.
4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is
a non -pitch specific girder tie down that can be used in new construction or retrofit
applications to tie down a girder truss or beam to a concrete or masonry wall. The
Page 3 of 13
Simpson Strong -Tie
FGTR can be installed in a single application or can be doubled to achieve a higher
uplift capacity. The FGTR fastens to the truss with Simpson Strong -Tie SDS%4 wood
screws, and fastens to the masonry or concrete wall with Simpson Strong -Tie 2"
diameter Titen HD fasteners, which are supplied with the connector. The FGTRE uses
a strap that is oriented with its fiat dimension parallel to the truss for placement at the
end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are
designed with the flat dimension of the strap at a 45 degree angle to the truss for
anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A-
1011 Grade 33 steel having Fy=33ksi and Fu=52ksi and the plates are made from 3
gauge ASTM A-1 011 Grade 33 steel having Fy=33ksi and F„=52ksi. They have a gray
powder coat finish. Girder be down fastener schedule, dimensions and allowable loads
are shown in Table 5. See Figure 8 for additional details of face mount girder be down
connectors.
4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are
high capacity joist hangers that are used to connect wood girders and beams to
masonry or concrete walls. The LGUM and HGUM use Simpson Strong -Tie Tden HD
anchors to attach to the masonry or concrete wall, and Strong -Drive Screws (which are
provided) to attach the beam to the hanger. To install the Titen HD anchors, drill holes
of the same diameter as the anchor into the masonry or concrete. Holes should be 'IN
deeper than the specified Titan HD length. The SDS screws are installed best with a
low -speed Y2" drill and a 9/s" hex head driver. Predrilling holes for SDS screws is not
required. The LGUM is manufactured from galvanized steel complying with ASTM A
653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and
379 MPa), respectively. The HGUM is manufactured from galvanized steel complying
with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45
ksi (228 and 310 MPa), respectively. The galvanized coating complies with the G90
requirements of ASTM A 653. The steel thicknesses are 0.099° (2.51 mm) for the
LGUM, and 0.173" (4.39 mm) for the HGUM. Girder hanger fastener schedule,
dimensions and allowable loads are shown in Table 6. See Figure 9 for additional
details of masonry girder hangers.
5. MATERIALS
5.1 Steel. Steel specification for each product listed in this evaluation report shall be
as indicated in the previous section.
5.2 Wood. Wood members to which these connectors are fastened shall be solid
sawn lumber, glued -laminated lumber, or structural composite lumber having
dimensions consistent with the connector dimensions shown in Tables1 through 6.
Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir -Larch having a
minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce -
Pine -Fir having a minimum specific gravity of 0.42.
5.3 h
comp
[ails and Bolts. Unless noted otherwise, nails shall be common nails. K
I with ASTM F 1667 and shall have the minimum bending yield strength
Common Nail
Pennyweight
Nail Shank Diameter
inch
Fyb (psi)
10d
0.148
90,000
16d sinker
0.148
90,000
16d
0.162
90,000
ails shall
; Fyb:
Fasteners for galvanized connectors in pressure -preservative treated wood shall be
hot -dipped zinc coated galvanized steel with coating weights in accordance with ASTM
A153. Fasteners for stainless steel connectors shall be stainless steel.
Page 4 of 13
Simpson Strong -Tie
5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the
strider of the specifications by the engineer of record, the Florida Building Code
minimum standards, the following, or as noted in the report
Material
Specification
Minimum Compressive Strength
Concrete, f c
-
2500 psi
Masonry, fm
ASTM E447
1500 psi
Masonry Unit
ASTM C90
1900 PSI
Mortar
ASTM C270 Type S
1800 psiorb 'ons
Grout
ASTM C476
2000 psiorb rtions
6. INSTALLATION
Installation shall be in accordance with this report and the most recent edition of the
Simpson Strong -Tie Wood Construction Connectors catalog. The Information in this
report supercedes any conflicting information between inibrmation provided in this
report and the catalogue.
7. SUBSTANTIATING DATA
Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed
and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen,
P.E., performed in accordance with the 2007 Florida and Residential Building Codes.
Product
Test Number
Date Tested
MTSM
B845, H756
2/27/90, 12/6/00
HTSM
02-3667
1/30/02
HM9 Uplift
02-3793
5/15/02
HM9 F1 Direction
02-3793
5/15/02
HM9 F2 Direction
02-3793
5/15/02
HGAM10 Uplift
02-3884
7/29/02
HGAM10 F1 Direction
H046
3/25/99
HGAM10 F2 Direction
H141
SQ2199
META Uplift
02-3674, 02-3802,
02-3861, 04-4675
6/4/02, 6/8/02, 7/24/02, 2/8/04
META F1
02-3674, 02-3802
6/4/02,6/8/02
META F2
02-3674,02-3802,
02-3861
614/02, 6/8/02, 7/24/02
HETA Uplift
002-4676, 02-3862,
6/10/02, 7/26/02, 2/8104
HETA F1
02-3803
6/10/02
HETA F2
02-3803, 02-3862
6/10/02,7/26102,
HHETA Uplift
002-4674, 02-3863,
6/4/02, 71-29/02, 2/7/04
HHETA F1
02-3676
6/4102
HHETA F2
02-3676, 02-3863
6!4/02, 7/29/02
HETAL Uplift
0022036, 02-3862,
6/10102, 7/26/02, 2/8/04
HETAL F1
D793
3/17/94
Page 5 of 13
Simpson Strong -Tie
Product
Test Number
Date Tested
HETAL F2
D844
3128/94
DETAL Uplift
0797
=8/08
DETAL F1
0795, 0799
5/12108,3/27/08
DETAL F2
0796, 0798
6/05108, 3/28/08
LTA1 Uplift
02-3616
2/13/02
LTA1 F1
02-3616
2/13102
LTA1 F2
02-3616
2/13/02
MSTAM24 Uplift
02-3795
5117102,5117/02
MSTAM36 Uplift
02-3795
5/17/02,5/17/02
MSTCM40 Uplift
02-3796
5/31102
MSTCM60 Uplift
N471
1126/07
FGTR Uplift
04-5004,04-5005
1016/04,10/6/04
FGTRE Uplift
045010
10/29/04
FGTRHL/R Uplift
044915
10/13/04
LGUM Down
M202,M 203, M204,
M222, M224
7/13/06, 7/13106, 7/13/06, 7114/06,
8/03/06
LGUM Uplift
M211, M212, M213
8/18/06,8118/06, 8/21/
HGUM Down
M207, M209,M216,
M217
9/11/x, 9/11/06,10/20106,10120/06
IHGUM
Uplift
M729, M731
1 8/3/x, 8/04/06
T .N,
Upon review of the data submitted by Simpson Strong -Tie, it is my opinion that the
models as described in this report conform with or are a suitable alternative to the
standards and sections in the 2007 Florida Building Code, Building, and the Florida
Building Code, Residential code editions listed in section 10 of this report, subject to
the limitations below. Maximum allowable loads shall not exceed the allowable loads
listed in this report
9. LIMITATIONS:
1. Maximum allowable loads shall not exceed the allowable loads listed in this report.
Allowable loads fisted in this report are based on allowable stress design. The
loads in this report are not applicable to Load and Resistance Factor Design.
2. Capacity of wood members is not covered by this report. Capacity of wood
members must be checked by the building designer.
3. Allowable loads for more than one direction for a single connection cannot be added
together. A design load that can be divided into components in the directions given
must be evaluated as follows:
Design Uplift/Alkmrable Uplift + Design Lateral Parallel to Plate/Allowable
Lateral Parallel to Plate + Design Lateral Perp. to Plate/Altowable Lateral
Perp. to Plate < 1.0
10. CODE
Florida Buildina Code. Buildina 2007 Edition
Section 104.11 Alternate Materials and Methods
Chapter 1714.2 Load Test Procedure Specified
Chapter 21 Masonry
Chapter 22 Steel
Chapter 23 Wood
Page 6 of 13
Simpson Strong -Tie
Florida Building Code, Residential 2007 Edition
R101.2.1
Scope
R4407
HVHZ Masonry
R4408
HVHZ Steel
R4409
HVHZ Wood
11. ALLOWABLE LOADS:
The tables that follow reference the allowable loads for the aforementioned products.
TABLE 1 ALLOWABLE LOADS AND FASTENERS
FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS
n eft
�16
!' +L�Gsswss
MTSM16
16
7-10d 4-Y4x2%
4%4x13/4
875
755
MTSM20
161
20
1 7-10d 4-Y4x2%
4-Y4x1'/4
875
755
HTSM16
14
16
8-10d 4-Y4x2%
4-Y4x13/
1175
1010
HTSM20
14
20
10-10d 4-Y4x2%
4%4x 13/4
1175
1010
HM92
18
-
4-SDSY4XI% 5-%4x2%
I
5-Y4xl%
805
690
HGAM1
14
-
4-SDSY4XI% 4-Y4x2%
4%4x2%
850
850
Notes:
1. Loads include a 60% load duration increase on the fastener capacity for wind loading where allowed by the Florida Building
Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce
loads where other loads govern.
2. HM9 allowable F1 load shall be 635 Pas (DFUSYP) & 545 lbs (SFP), and allowable F2 load shaft be 200 lbs (DFLISYP) &
170 Pas (SPF).
3. HGAM10 allowable F1 load shag be 1005Its (DFL/SYP) & 870 lbs (SFP), and allowable F2 load shall be 1105 lbs
(DFUSYP) & 950 lbs (SPF).
4. Allowable toads for the HGAM10 are for one connector. A minimum rafter thiclmess of 2'% must be used when framing
anchors are installed on each side of the joist or miss.
Malstere baffler
mesho m
HGAM10
HM ,s �Cr
i R Y 7Y
�Zyk
iFy 2 ZyFyAl-h b $ iF
a
Yi9. na
Figure 3
Typical MTSM iM/HTSM Application Typical HM9gure I rInstallation Typical HGAM10 Installation
Page 7 of 13
Simpson Strong -Tie
TABLE 2 ALLOWABLE LOADS AND FASTENERS
R�14Y!.F\
_'l
17
ni'IJRL t
arm oad
META12
META14
META16
META18
META20
META22
ETA24
META40
18
8
7-10dx1%
1450
6-16d
1450
340
725
10
7-10dx1 / 1450 6-16d 1450 340
725
12
7-10dx1% 1450 6-16d 1450 340
725
14
7-10dxl% 1450 6-16d 1450 340
725
16
6-10dxl% 1270 5-16d 1245 340
725
7-10dxl% 1450 6-16d 1450 340
725
18
7-10dxi% 1450 6-16d 1450 340
725
20
7-10dxi% 1450 6-16d 1450 340
725
36
7-10dx1% 1450 6-16d 1450 340
725
HETA12
HETA16
HETA20
HETA24
HETA40
16
8
7-10dxl%
1520
7-16d
1780
340
725
12
9-10d30% 1810 8-16d 1810 340
725
16
8-10dxi% 1735 7-16d 1780 340
725
9-10dxl% 1810 8-16d 1810 340 1
725
20
9-10dxl 1810 8-16d 1810 340
725
36
9-104x1! 1810 8-164 1810 340
725
HHETA12
HHETA16
HHETA20
HHETA24
HHETA40
14
8
7-10dx1%
1565
7-16d
1820
3408
815
12
10-10dxl% 2235 9-16d 2235 3408
815
16
9-10dxl% 2010 8-16d 2080 3408
815
10-10dxl% 2235 9-16d 2235 3408
815
20
10-10dxl% 2235 9-16d 2235 UP
815
36
10-10dxl% 2235 9-16d 2235 3408
815
HETAL12
HETAL16
HETAL20
16
7
10-10dxl%
1085
10-164
1270
415
1100
11
14-10dxl% 1810 13-164 1 1810 415
1100
15
14-10dxl% 1810 13-16d 1810 415
1100
LTA1
18
3%
12 -10d -l%
1420
12-10dxl%
1420
485 1
1425
Notes:
1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allow
by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further
Increases are permitted. Duce loads where other loads govern.
2. Five nails must be installed into the truss seat of the HETAL
3. Parallel -to -plate load towards face of HIETAL is 1975 Ins.
4. Minimum Pc is 2,OOOpst
5. it is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load
capacity. The load per nail can be apprommated by dividing the allowable load by the number of fasteners.
This concept applies to as member sizes. There should be a minimum of 4 nails installed In the strap. Lateral
loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6-
16d or 7-1 Odx1 W fasteners are used with the META anchor.
6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a
minimum of 12 nails are installed.
Typical STA
Installed wM 155
Figure 4 Figure 5
111ETA/HETA/HHETA Typical Installation LTA1 Typical Installation
Simpson Strong -Tie
TABLE 3
ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS
777
IOWA
CMU
18-10dxl% 2480 - -2W
1370
DETAL20
1
Concrete
18-10dxl% 2480 - - 2000
1505
CMU
10-10dxl% 1985 14-16d 1900 1210
1160
META
2
Concrete
10-10dx1% 1985 14-16d 2565 1210
1160
CMU
10-10dx1% 2035 1216d 2500 1225
1520
HETA
2
10-10dxl% 2035 12-16d 2700 1225
1520
Concrete
CMU
10dx1% 2035 12-16d 2500 1225
1520
FHHETA
2
2
10-10dxl% 2035 14-16d 3350 1225
1520
Concrete
1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed
by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further
increases are permitted. Reduce loads where other loads govern.
2. Minimum fe is 2,500 psi.
3. Install with spoons facing outward and spaced no more than 1/8° wider than the truss width.
4. Install half of the required number of fasteners in each strap, except for the DETAL20. For DETAL20,
Install six nails in each strap and six mails in the truss seat
5. Lateral loads for META, HETA, and HHETA anchors apply only to 2 or 3 -ply applications with anchors
spaced a minimum of 3 apart. For single ply applications use lateral loads in Table 2. DETAL lateral
load apply to single -ply application.
6. DETAL20 Lateral Loading in the F, direction anchored in CMU greater than 1,790 Ib. may result in
deflection up to 5/327 in the F, direction.
Figure 6
DETAL and Double META/HETA/HHETA Application
Page 9 of 13
Simpson Strong -Tie
30
As
Notes:
1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the
Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are
permitted. Reduce loads where other loads govern.
2. Minimum edge distance is 1 W for Titen Masonry Screws.
3. Minimum fm =1500 psi and minimum Pe = 2500 psi.
4. Products shall be installed such that the Tden screws are not exposed to moisture.
r
Typical MSTAM36
Insfallatioa.
Figure 7
MSTAMIMSTCM Typical Dimensions and Installation
Page 10 of 13
Simpson Strong -Tie
TABLE 4
MASONRY STRAPS ALLOWABLE LOADS FASTENERS AND DIMENSIONS
`t3�irten�i�it�
; Sm�lp
ori Tie
t�Fi�
_ i. SPF
{
es
Ti�eni Sres
'ISO
F
CMIi
:onC 11
MSTAM24
18 1%
24
5-%4x2%
5-%4x13/
8-10d
1500
9-10d
1500
MSTAM36
16 1%
36
8-%4x2%
8-%x13
10-10d
1870
11-10d
1870
MSTCM40
16 3
40%
14-%x2%
14-Y4x13/
22-16d Sinker
4220
26-16d Sinker
4220
MSTCM60
16 3
59%1%
14-Y4x1%
26-16d Sinker
4220
26-16d Sinker,
4220
Notes:
1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the
Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are
permitted. Reduce loads where other loads govern.
2. Minimum edge distance is 1 W for Titen Masonry Screws.
3. Minimum fm =1500 psi and minimum Pe = 2500 psi.
4. Products shall be installed such that the Tden screws are not exposed to moisture.
r
Typical MSTAM36
Insfallatioa.
Figure 7
MSTAMIMSTCM Typical Dimensions and Installation
Page 10 of 13
Simpson Strong -Tie
TABLE 5
FGTR SERIES
ALLOWABLE LOADS AND FASTENERS
BE SET'"
;
BACK we'
. .
^
FGTRE
e
1-.:.
2-Titen HD %x5".. 18-SDS1/4x3 50006
FGTR
2
4 -Then HD %x5" 36-SDS1/4x3 9400
FL/R
1
2 -Then HD %x5" 18-SDS1/4x3 3850
FGTRE
1
2-Titen HD %x5" 18-SDS1/4x3 46856
FGTRE+FGTR
1 Each
4-Titen HD %x5" 36-SDS1/4x3 50006
Notes
1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where
allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the
steel. No further increases are permitted. Reduce toads where other loads govern.
2 Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are
designed to transfer the uplift loads to the foundation.
3. Minimum edge distance for the Then HD is 4"
4. THUS should be spaced in every other hole on the part
5. Attached members must be designed to resist the applied loads
6. Products used for comer applications shall be limited to 4685 lbs allowable
7. Loads are governed by the grouted wall capacity based on testing of the products attached to the
comer of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested
attached to a steel column to an allowable load of 11,400 lbs which can be used for design provided
the wall is designed by the engineer of record to transfer the uplift fords.
MM&TOMEw
Page 11 of 13
Two FQTRa
FGTR
MUSS�°-:-rte:.
SHOULD°
BE SET'"
;
BACK we'
. .
FGTRE
e
Figure 8
FGTR/FGTREfFGTRHUFGRHR Typical Installation
Simpson Strong -Tie
Notes:
1. Uplift loads include a 60% load duration increase on the fastener capacity in wood for wind loading where
allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No
further increases are permitted. Reduce loads where other loads govern.
2. Minimum Pm =1500 psi and f, = 2500 psi.
TABLE 6 — LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS
vis
DOUBLE 2x SIZES
LGUM 26-2
12
3 /ts
5
4
4-3,C x 4"
4 - %°x2'/°
1430
5595
LGUM 28-2
12
3'11e
7
4
6 -'% x 4"
6 -'/<°x2'/"
I
2435
8250
LGUM 210-2
12
3716
9
4
8 - W x 4"
8-'/4"x2W
3575
9575
TRIPLE 2x SIZES
LGUM 26-3
1 12
5%
1 5%
4
1 4 - -/e° x f
4-'/4°x2W
1430
mm WWe Y�4u/W�
5610
LGUM 28-3
1121
5%
1 7%
1 4
1 6 - W x 4"
6-'/4"x2W
2435
8290
LGUM 210-3
1 12
5%
1 9%
1 4
1 8 -'N x 4"
8 -'/4 x2W
3575
9715
QUADRUPLE 2x SIZES
LGUM 26-4
12
6 Its
5 /is
4
4 - Y" x 4"
4 -'/4"x2'/2
1430
5625
LGUM 28.4
12
6'71617'/1s
4
6-" x 4"
6-'/4"x2'h"
2435
8335
LGUM 210-4
12
6 /is
9 /ts
4
8 - W —V
8 - Y4-x2'h"
3575
9860
4x SIZES
LGUM 46
12
3%
4 %
4
4 - W x 4"
4 - %"x2'/"
1430
5600
LGUM 48
12
3%
1 6%
4
6 -'N x 4
6-'/"x2'h"
1
2435
8260
LGUM 410
12
3%
1 8%
1 4
1 8 - V x 4"
8 - Wx2W
3575
9620
ENGINEERED
WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES
HEAVY D
HGUM&25
7
5%
11
5%
8 -OR x J
24 -'/4"x2'/"
10085
14965
16015
HGUM5.50 7 5%
5% 8 - Y. x 5" 24 -'/4"x2%Z 10125 14940
16015
HGUM7.00
7
7
to
5%
8 - B/" x 5"
24-'/4"x2'h
10375
14770
16015
HGUM7.25
7
7%
30
5%
8 - B/s" x 5"
24 -'/4"x2%
10415
14740
16015
HGUM9.00
7
9
5%
8 -'/ x 5"
24 - V x2'/2
10705
14545
16015
Notes:
1. Uplift loads include a 60% load duration increase on the fastener capacity in wood for wind loading where
allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No
further increases are permitted. Reduce loads where other loads govern.
2. Minimum Pm =1500 psi and f, = 2500 psi.
Figure 9
LGUMMGUM Typical Installation
Page 12 of 13
Simpson Strong -Tie
�1
Low
mm WWe Y�4u/W�
Figure 9
LGUMMGUM Typical Installation
Page 12 of 13
Simpson Strong -Tie
12- IDENTIFICATION
Each connector covered by this report shall be stamped with the manufacturees name
andfor trademark and the product name.
acL°6st�.t n�ti
W
„ .rA °"JaX
w � 0.:a
, Inc.
t .
•
�;0
, P.E.
A,Cot1�1L't.•
PJB,`
Page 13 of 13
Simpson Strong -Tie
NOVMAM
MIAMI-AD
COUNTY
=in aoiz_ PRODUCT CONNrDROOLSEECTION
DEPARTMENT OF Pnm TTING, MMONM M, AND REGULATORY 11803 SW 26 St:r4 Room 208
AFFAIRS (PERA) Miami, Florida 33175-2474
BOARD AND CODE ADMEaSTRATION DIVISION T (786) 315-2580 F(780315 -2M
NOTICE OF ACCEPTANCE (NOA)
TJL"C.
601 PLW. 1P Avg.
Pompano Beech, FL 33069
SCOPE.
This NOA is being issued under the applicable rules and regulations governing the use of construction materials.
The documertationmdmiftd 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 exphidon date stated below. TM 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 acute, 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.
DESCRIPTION: Series "230 " Ouftwing Aluminum Door w / wo Welites
APPROVAL DOCUAMT: Drawing No. W02-77 Rev C., titled "230 Alum Outswing Door w/sidelites. ;
sheets 1 through 7 of 7, prepared by Al Faroe Corporation, dated 08-28-02 and last revised on APR 18, 2012,
signed and scaled by Javad Ahmad, P.E, besring 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 heACT RATING: Large and Souls Missile Impact ReAdatut
Ldmitatiour.
1. Extcaior (positive) design loads to be limited per threshold height per sheet 2 of the Dugs.
2. Max door panel not to exceed 341/2" and the max sidelite width not to exceed 37-5/8". See hock options
detail in sheet 7 of the Dv►gs.
3. Min 3" OC spacing cluster anchors applies both at head & sill at meeting stiles & sidelite mullion Baud.
LABELING: Each unit shall Ear a permanent label with the manu6durer's name or logo, city, state and series
and following statement " A+iiami Dade County Product Control Approved", 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 curie 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 prod. Misuse of this NOA as an endorsement of any
product, for sales, advertising or any other purposes shall automaticalry terminate this NOA. Failure to comply
with any section of this NOA shall be cam for termination and removal of NOA.
ADVERTISEAKNT: The NOA number preceded by the wads 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.
YNSPECI ION: A copy of this entire NOA shell be provided to the user by the mangy or its distributors
and shall be available for inspection at the job site at the request of the Building Oficial.
This NOA revises & renews NOA # 06-0327.02 and consists of this page 1 and evidence pages B-1, as well as
approval document mentioned above.
The submitted documentation was reviewed by hftq L Chaeta, P.E.
NOA No 12-0309.35
Expir sth m Date: December 26, 2017
Approval Date: June 21, 2012
6 <O Pagel
T.M. Windows, L.L.C.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
A. DRAWINGS
1. Manufacurees die drawings and sections (Submitted under file # # 06-0327.02)
2. Drawing No. W02-77 Rev C., titled "230 Alum Oatswing Door.wfsideliW, sheets 1 through 7 of 7,
premed by Al-Farooq Corporation, dated 0&2&M and last revised on APR 18, 2012, signed and
sealed by raved. Ahmad, P.E
B. TESTS (submitted under file # # 06.0327.02.)
1. Test report on 1) Air Infiltration Test, per FBC,. TAS 202-94
2) Uniform Static Air Pressure Test, Loading per TAS 202-94
3) Water Resistance Test, per FBC, TAS 202-94
4) Forced Entry Test per FBC, TAS 202-94
5) Cyclic Wind Pressure Loading per FBC, TAS 203-94
6) Forced Entry Test, per FBC 24113.2.1 'and TAS 202-94
along with marked -up drawings and installation diagram of aluminum outswing door, prepared by
Fenestration Testing Laboratory, Inc., Test Report No.- M-5458, dated 02115/08, signed and
sealed by Carlos S. Rionda, P.E.
along with marked -up drawings and installation diagram of aluminum ouiswing door, prepared by
Fenestration Testing Laboratory, Inc., 3355, dated 01/29/02 and FTL-3355, dated 01129/02,
signed and sealed by Luis Figueredo, P.E. and Aldo P. Gonzales, P.E. , respectively, (submitted
under file # 02-1016.09) -
2 Additional referenced test report per TAS 202-94, Test Report No. FTI. -2648, dtd 06/06/00
issued by Fenestration Test Lab, signed & sealed by Aldo P. Gonzales, P.E.
C. CALCULATIONS
1. Anchor verification calculations and structural analysis, complying with FBC-2010, prepared
by Al Farooq Corporation, dated 02/15/12, signed and sealed by Javad Ahmad, P.E.
2. Structural performance, comparative analysis and anchor verification calculations dated Apr
24, 2008, prepared by Al- Farooq Corporation, signed and sealed by late Dr. Humayoun
Farooq, P.E. (Submitted under file # # 06-032742)
3. Glazing complies w/ ASTME-1300-02 & -04
D. QUALITY ASSURANCE
1. Miami Dade Department of Permitting, Environment, and Regulatory Affairs (PERA).
E. MATERIAL CERTIFICATIONS
1. Notice of Acceptance No. 11-0325.05 for "Saflex clear & color interlayer" issued to Solutia
Inc., expiring on 05/21/16. -
F. STATEMENTS
I. Statement letter of cxnformance to FBC 2010 and letter of no financial interest, prepared by
Al Farooq Corporation, dated 01/24/12, signed and sealed by Javad Ahmad, P.E.
2. Statement letter of conformance FBC 2007 and letter of no financial interest, prepared by Al
Farooq Corporation, dated 03-08-2008, signed and sealed by late Dr. Humayoun Farooq, P.E.
(submitted under file # 06-0327.02)
3. Lab compliance as part of the above referenced test report.
G. OTHER
1. This NOA ruses & renews NOA # # 06-0327.02, expiring on 12/26/17.
2. Test proposal # 07-3698 dated Nov 08, 2007, issued by BCCO.
hhaq 1. Chanda, P.E.
Product Control Examiner
NOA No 12-0308.35
Expiration Date: December 26, 2017
Approval Date: June 21, 2012
E-1
RUMORS AT MTO. STILE ENDS
(S) REOD. FOR WOOD INSTALLATIONS
(2) READ. FOR CONC./METAL I�NSTAALL-TIO-NSSSUR- 7i
BE
20a/S' 26 t/8"D.L OPO. 0.4 OPO.
34 1/2'
PANEL W39H 34 1/2'
PAIGEL
(XX)
THESE DOORS ARE RATED FOR LARGE & SMALL MISSILE IMPACT.
SHUTTERS ARE NOT REQUIRED.
SERIES -830
UMINUM OUT—SWING DOOR W� SIDELITES
APPROVAL APPLIES TO SINGLE (X) AND DOUBLE (XX) LEAF DOORS
WITH OR WITHOUT SIDEUTES.
SIDE UTES CAN BE ON ONE OR BOTH SIDES OF DOOR.
SEE SHEETS 2 FOR DESIGN LOAD CAPACITIES.
DOORS APPROVED FOR INSTALLATIONS WHERE WATER INFILTRATION
RESISTANCE IS REQUIRED SEE SHEET 2 FOR LIMITATIONS,
ANCHORS AT MULLION
(8) REOD. FOR WOOD INSTALU
(4) REDO. FOR CONC./METAL WALL
F APPLIEDAN MUNTINS
MAY K USED F7
33 Opr
3/8"
L
a 1
37 Sys"
148 3/8'
/10 II\
\
I
if D
Lock
aPTrori.�t
W
�r
0
I
\
II�
r�
LOCKIf
IN—A 'NE
;
AGAVE
II �
;
20a/S' 26 t/8"D.L OPO. 0.4 OPO.
34 1/2'
PANEL W39H 34 1/2'
PAIGEL
(XX)
THESE DOORS ARE RATED FOR LARGE & SMALL MISSILE IMPACT.
SHUTTERS ARE NOT REQUIRED.
SERIES -830
UMINUM OUT—SWING DOOR W� SIDELITES
APPROVAL APPLIES TO SINGLE (X) AND DOUBLE (XX) LEAF DOORS
WITH OR WITHOUT SIDEUTES.
SIDE UTES CAN BE ON ONE OR BOTH SIDES OF DOOR.
SEE SHEETS 2 FOR DESIGN LOAD CAPACITIES.
DOORS APPROVED FOR INSTALLATIONS WHERE WATER INFILTRATION
RESISTANCE IS REQUIRED SEE SHEET 2 FOR LIMITATIONS,
ANCHORS AT MULLION
(8) REOD. FOR WOOD INSTALU
(4) REDO. FOR CONC./METAL WALL
F APPLIEDAN MUNTINS
MAY K USED F7
33 Opr
3/8"
L
a 1
37 Sys"
148 3/8'
/10 II\
28 1/2' 25
1L OPO. O.L
34 1/2'
WEL WIDTH 34
71 8/8'
DOOR FRIWE
Wig—
( OXXO )
THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE
REQUIREMENTS OF THE FLORIDA SL"NO CODE INCLUDING HIGH VELOCITY
HURRICANE ZONE (HVHZ).
1SY OR 28Y WOOD SUCKS BY OTHERS MUST BE ANCHORED PROPERLY
TO TRANSFER LOAN 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 SHOMIN IN THESE NAILS ARE
NOT PART OF THIS APPROVAL
A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY.
MATERIALS INCLUDING BUT NOT UNITED TO BTEE METAL SCREWS. THAT
COME INTO CONTACT WITH OTHER OISSIMRAR MA=
A SHALL MEET THE
REQUIREMENTS OF THE FLORIDA BLS. CODE SECTION 2003.&4.
AT MTD. STU ENDS
FTM WOOD INSTALLATIONS
FDR COIC.IWAL INSKJA'1'14NS
33
1 1/4-
37
LAMINATED GLASS
LARGE MISSILE IMPACT
drawing no.
W02-77
� ''g?•. e�eo_L_ Lot 7
\
I
if D
Lock
aPTrori.�t
W
�r
0
IN—A"ACAW
II�
28 1/2' 25
1L OPO. O.L
34 1/2'
WEL WIDTH 34
71 8/8'
DOOR FRIWE
Wig—
( OXXO )
THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE
REQUIREMENTS OF THE FLORIDA SL"NO CODE INCLUDING HIGH VELOCITY
HURRICANE ZONE (HVHZ).
1SY OR 28Y WOOD SUCKS BY OTHERS MUST BE ANCHORED PROPERLY
TO TRANSFER LOAN 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 SHOMIN IN THESE NAILS ARE
NOT PART OF THIS APPROVAL
A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY.
MATERIALS INCLUDING BUT NOT UNITED TO BTEE METAL SCREWS. THAT
COME INTO CONTACT WITH OTHER OISSIMRAR MA=
A SHALL MEET THE
REQUIREMENTS OF THE FLORIDA BLS. CODE SECTION 2003.&4.
AT MTD. STU ENDS
FTM WOOD INSTALLATIONS
FDR COIC.IWAL INSKJA'1'14NS
33
1 1/4-
37
LAMINATED GLASS
LARGE MISSILE IMPACT
drawing no.
W02-77
� ''g?•. e�eo_L_ Lot 7
37 7/18• 78 1/a' MAX. 115 3/18• MAX.
MAX.
i y y
ILI
(x) — (X% — (oxo)
71 5/8• MAX. (�O )) 110 1/2° MA%.
4.• .
149 3/8• MAX.
\/
(xx> (xx% (oxxo)
(oxx
APPROVED CONFIGURATIONS
MAXIMUM DESIGN LOAD RATING e + 80.0 PSF
(F= SM 5H01MN ABOVE OR gal M) — 90.0 PSF
FOR INSTALLATIONS WHERE WATER INFILTRATION
RESISTANCE IS REOWRED
IJMR EXTERIOR(+) LOADS AS FOLLOWS
1-5/8" THRESHOLD ® +53.3 PSF
2-5/8" THRESHOLD - +80.0 PSF
3-1/2" THRESHOLD - +$W0 SF '�14111`
(xox)
HEAT STREW) MASS
9 KrEMAYER
LEX W BY ISM
-3/18' HEAT STREN'0 MM
SlAw
GE FAS7700
¢ Tw=
0.450. OVERALL LAW. SASS
GLAZING DL`TAII.
(am mv)
HEAT SIM D W,A85
u3t me fff MAW
-3/1W HEAT STIWM'p W=
LLLILJ
149 3/8• MAX.
\/
(xx> (xx% (oxxo)
(oxx
APPROVED CONFIGURATIONS
MAXIMUM DESIGN LOAD RATING e + 80.0 PSF
(F= SM 5H01MN ABOVE OR gal M) — 90.0 PSF
FOR INSTALLATIONS WHERE WATER INFILTRATION
RESISTANCE IS REOWRED
IJMR EXTERIOR(+) LOADS AS FOLLOWS
1-5/8" THRESHOLD ® +53.3 PSF
2-5/8" THRESHOLD - +80.0 PSF
3-1/2" THRESHOLD - +$W0 SF '�14111`
(xox)
HEAT STREW) MASS
9 KrEMAYER
LEX W BY ISM
-3/18' HEAT STREN'0 MM
SlAw
GE FAS7700
¢ Tw=
0.450. OVERALL LAW. SASS
GLAZING DL`TAII.
(am mv)
0.450° OVERALL. LAM. GLASS
(sEm.rtE) gg �
S
NOTE: s m u
EGRESS REQUIREMENTS TO BE REVIEWED BY AHJ.
'.
NOTE: `
GLASS CAPACITIES ON THIS SHEET ARE
BASED ON ASTM E1300-04 (3 SEC. GUSTS) drowi^9 no.
AND FLORIDA BUILDING COMMISSION +' WQ2^77
DECLARATORY STATEMENT DCA05—DEC-219
PR� �:8�`�ot�'' S1t851 0
HEAT SIM D W,A85
u3t me fff MAW
-3/1W HEAT STIWM'p W=
a�
0.450° OVERALL. LAM. GLASS
(sEm.rtE) gg �
S
NOTE: s m u
EGRESS REQUIREMENTS TO BE REVIEWED BY AHJ.
'.
NOTE: `
GLASS CAPACITIES ON THIS SHEET ARE
BASED ON ASTM E1300-04 (3 SEC. GUSTS) drowi^9 no.
AND FLORIDA BUILDING COMMISSION +' WQ2^77
DECLARATORY STATEMENT DCA05—DEC-219
PR� �:8�`�ot�'' S1t851 0
O
ALT.
�.0
I
F
m
st a EIVAIM LSm ELEYATANO'm �-Smrfmm A Nm
FOR SPAM FOR SIM= FOR SPAM FOR SPACING
TYPICAL ANCHORS: sm s". FOR wAm d
WOOD BUCKS AND METAL STRUCTURE NOT BY TM WINDOWS L4" DIA. ULTR=N BY 'ELCO' (Fu -177 KM Fy-188 K61)
MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM INTO 20Y WOOD BUCKS OR WOOD STRUCTURES
AND TRANSFER THEM TO THE BUILDING STRUCTURE. 1-3/4- MIN. PENETRATION INTO WOOD
THRU 18Y BUCKS INTO CONC. OR MASONRY
1-1/4' MIN. EMBED INTO CONC. OR MASONRY
DIRECTLY INTO CONIC. OR MASONRY
1-1/4" MIN. EMBED INTO CONC. OR MASONRY
I /4" DIA. SCREWS (GRADE S CRS)
INTO MIAMI -RADE COUNTY APPROVED MULLIONS (MIN. THK. - 1/81 j�c `
INTO METAL STRUCTURES
STEEL : 1/8. THK. MIN. (Fy - 38 KSI MIN.
ALUMINUM : 1/8" THK. MIN. (8083-T5 MIN.)
(STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED)
EM.G elsraNCK
INTO CONCRETE AND MASONRY - 2-1/2" MIN.
INTO WOOD STRUCTURE - 1" MIN. BN11
INTO METAL STRUCTURE - 3/4" MIN.
CONCRETE AT HSAO, SILL OR JAMBS fo - 3000 PSI MIN,
C-90 HOLLOW/FILLEO BLOC( AT JAMBS I'm - 2000 PSI AIX,
183 R0118 ���
7, -REM FOR -A�1woe�QI1� a�1
LOADS
ABOVE +50.0 PSF-p^�eBIIM tl!
ATsms
1 O.C.
smu
�O 8 DOOR DETAILS
a� ALT. I
M {pT
N G � �•
�- V
.. ..., 1/7° FROM . .S1
TYPICAL ANOHOAB SILL ENes a . .• . l.;
. ' v
d FOR mz#M� • e SU �T drowlne no.
�. wheel of
f I , I
WPM ANCHORS
SEE ELEYATIGNS
Em OIST. FOR SPACING
I
m"Mommmumm
I/4" bMt.
i a ?
LIF WmTI,lip
HINGE ASSDMY
S SEM WIDTH DGGR A E WIDTH
WIDTH a
TWICM. ANCHORS
SEE a".
i POR S"=
��Mlrhl� ayr
4
� itltl)
1 7j pp u
ww' q �1
am*.
�,� drawb,g no.
FOR ro; �`'••'� .' 1(V02-77
SIDEUTB DIBTAILS 'APR, X�g 012 t If 7
FRAME HEAD
TM -038
8480
L018
3,000
14 43
1,400
8185
,188 0.310
LI9f J71i88 0,37E
CENTER WNGE
8.1� 185
0.87@ WY 378 -A
CUTER HINGE
HINGE PW
3.8@1
./10 X 0/6- HINGE CAP
SIDEUTE FRAME DOOR JAMB FH.
OW 38872 ® TM175
1@74 1 0
—A
.379 .658 ° at
1
7, 8
3.QOt O ee
L O I E
WEATHER-STRIP ADAPTER 3g0p �j o
GW -31828E � a
375
' .414 ,750 @4116
—P DOOR TOP & BOTTOM RAIL
1186( f
PART
DEBCIOPTLON
NATO,& �.
1
TM -1m
1
FRAME HEAD
8083-78
-
2
ON 28815
1
FRAME SILL
8083-78
2A
OW 37318
1
N.T. FRAME BILL
80W -m - -
28
TMI84
1
ALT. FRAME SIL
8D83 -m
- ..- .
3
ON 38872
2
SUELBE FRAME
61163—m
-
3A
i 7M175
2
OOOP JAMS
GOW-TO
- -
4
OW 36M
1
PAH L LOCK BALE
6041-T8
-
4A
TM172
1
N.T. PANEL LOOK STILE
1X183 -T8
8
OW 381W5
1
PANEL LIME STILE
8083-T8
-
6
TM -091
2
PANEL TOP/B0TT061 RAO.
6083-18
^
7
OW 31828
4
WEATHERSTRIP AOAPW
8047-76
DID Of DOOR $TB
8
ON 3711M 2/HW06 A98Y. TM OUTkTt GIRT mm
6QU-m
DOOR PANI!Lt D M= 5102
9
OW 37886
1/KM ASSY.
TM CENTER BUTT HINGE
6083-T8
DOOR MN6D SIS
10
OW 34922 1
2
DOOR Lam Dow
6047-m
LOCK mu -
11
-
2/ LEAF
3/4 x 1 1/4 x 3/4 x 1/8' THOL CAP
AUMM 3' LOW - -
16
4037
AS FM
1ATRAFABCil4TERFIN WOOLPILE
Wim.
LD124 sym Am su
18
1/MINI
1 34'0 YI = PIN
STEEL
AT FJICH MINE A9SEW Y
21
-SAM
1/2-0 THREADED ROD. WASKER At ERR
gym
Tw/ATOM END AQ
22
SERB 400
1
KWIBR KNQBLO14t
AORVD LEAF
23
Sam 600
1
KW11m 08A MT
-
AOM2 LEAF•
24
-
2A*w Awe HIM &l ONO
PIASGO
HINGE ASSEMBLY
26
-
36
DUST PLUG (OPTI MIpL)
PLASTIC
DOOR AAMS 848T'ALL. SISREW HOLLT3
20
-
m REM
flo x 1' P.H. SMB. (ASSY. 1
WE—
DO FRAMEs /MINI. ix
27
-
2/KWW ASSY. HINGE CAP
PLASTIC
KM A891MI0.Y
29
1
SILT. NIAPTER (1' X 1' X 1/16' TUgo
ALUM
- --
30
1
SILL ADAPTER (1/2° X 1- X 1/18- RSZ)
NAM
-
31
TM -079
1
LOCK STILE REWOROEMR4T
6007-T9
FULL LENOTH O 0008 I= MM
34
TM -OW
2
MULLION
6083-m
8E1Wm 00OWSIN MD 4AMM
39
ON 31958
4
CLASS STOP
6063-75
SUE LRE MAnNO PZRVW4 ER
37
OW 367311
OPTIONAL
0.0. MOORARVE MOULEM
BOBJ-m
DOOR PANEL
37A
TM --155A I
OPTIONAL
Q4 OECORATNE MOULDING
TB
DOOR PANEL PEJUMETER
J?BO TM 081 HINGE ASSEMBLY 4.753 E44"DECORATIVE MOULDING ,088 3== A86OW-36737AiN
,
• I
@ 40 8A40
j_ obe LL —T
4✓IO
�— JNA@ .068 4.000 4J�
3� 3486
DECORATE MOULDING DOOR HIN3� STILE O SILL ADAPTERS O DOOR L STILE ® ALT. DODROW 36M ,LLEEAF' STILE
am 1447 .600 72
3.790
1197 �'j' LOS
*".
AM40640 .6��0 amL�4489 L.444 685 .699 � .068 �_ .�-- 1'540
a0 3AB 3.090 485
GLASS
STOP STD. AME BSILL ® ALT. FRAME
SILL � AT. FRAMTM-E SILL J1 LOCK STILE �78FORCEMENT
a
�aL
g� ^yoy�b
N Za
P 28P
E�GGO
SEALI ANTS:
FRAME CORNERS AND GLAZING BEAD TO PANEL SEALED
WITH WHITE COLORED SEALANT.
SEAMS BETWEEN MULLION AND JAMBS SEALED WITH SILICONE,
HINGES:
7-8/8" LANG ALUM BUTT HINGES, AT 11" FROM EACH END
AND ONE AT MIDSPAN OF LEAF.
LOCKSi
OPTION AI
STANDARD STEEL THROW BOLT LOCK, KEY OPERATED ON
EXTERIOR AND THUMB TURN ON INTERIOR
AT EACH ACTIVE LEAF LOCK STILE, 41-1/2" OR 48" FROM BOTTOM
CONVENTIONAL LOCKSET WITH KNOB, KEY OPERATED ON
EXTERIOR AND THUMB TURN ON INTERIOR
AT EACH ACTIVE LEAF LOCK STILE, 38. OR 39-1/2- FROM BOTTOM
MANUALLY OPERATED CONCEALED FLUSH BOLTS
AT TOP & BOTTOM OF EACH LEAF LOCK STILE
(4) AT DOUBLE(XX) DOORS, (2) AT SINGLE(X) DOORS
OPTION Y2
MULThPOINT LOCK SYSTEM WITH LEVER HANDLE LOCATED
AT 34-1/2' FROM BOTTOM OF ACTIVE LEW LOCK STILE
FASTENS WITH (2) /12-28 X 2-1/4" OH MS
METALLIC STRIKE PLATE AT 34-1/2° FROM BOTTOM
OF WACTIVE LEAF LOCK STILE FASTENED WITH
(3) /10 X 1/2- FH SMS
MANUALLY OPERATED CONCEALED FLUSH BOLTS
AT TOP &BOTTOM OF INACTIVE LEAF LOCK STILE
OPERATORS AT 10-1/2' & 76-1/2- FROM BOTTOM
FASTENED WITH (2) 08-32 X 1/2- FH MS
1"6MA AT TOP A LIOTIOM OF ACTNE MW MACTNE LWS
ENMM MMM PEMM OF KURR ME WMI MO)
is
to
��. I � f •,I i � i
drawing no.
W02'-77
, —r
MIAMI' MIAMI -DADS COUNTY
PRODUCT CONTROL SECTION
DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 SW 26 Shug, Room 208
AFFAIRS (PgRA) Miami, Florida 33175-2474
BOARD AND CODE ADMIIVISTRATION DIVISION T (786) 315-2590 F (786) 315-2599
,E OF ACCEPTANCE
TAX Windows LLC
601 NW 12" Ave.
Pompano Beetle, hL 330b9
-fell,
SCOPE: .
This NOA is Ding issued under the applicable rules and regulations governing the use of const tion �®
materials. Tile dommemation submitted has been reviewed and accepted by Miami -Dade County PUA -
Product Control Section to be used in Miami Dade County and other areas where allowed by the Audiority
Having Jurisdiction (MU).
This NOA shall not be valid after the expiration daft stated below. The Miami -Dade County Product Control
Section (In Miami Dade County) anther the AM (ire arms other titan Miami Dade County) reserve the right
to have this product or material tem for quality assurance purposes. N this product or material falls to
perform in the accepted manner, the manufacturer will incur the expense of such testing and the AM may
Immediately revoke, modify, or suspond to use of such product or material within their jurisdiction. PERA
reINIwes the right to revoke this aaceptame, if it is detmmined by Mimni-Dade Product Control
Section that this product or material fails to met the requkements of the applicable ':` code.
This prods is approved as described hwem,'and has been designed to comply a abiding
Code, including the High Velocity Hurricane Zone.
DRSCRYMON: Series "W Aluminum Horizontal Rolling Window
APPROVAL : Drawing No. W0841, titled "Series 805 Ing
(L.M.Lr, sheds 1 through 7 of 7, dated 09/19/08, with revision C dated AI
Corporation, signed and sealed by Javad Ahmad, P.E., raring the Miam d
Revision stamp with the Notice of Acceptance number and expiration daze by th "
Product Control Section.''
MISSILE IMPACT RATING: Large and Small Missile impact Resistants
LABELING: 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.
1TATION 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 0 89-1110.02 and consists of this page 1 and evidence pages &1, E-2 and E-3, as
well as approval document mentioned above.
The submitted documentation was reviewed by Manuel Perez, P.E.
NOA Na 12-0321.02
Expiration Date: May 13, 2014
Approval Date: May 03, 2012
�Iq�'7 Page 1
T. X Wiadm LLC
10' � �AN A- 119 1
A. DRAWINGS
1. Manufacturer's the drawings and sections.
2. Drawing No W08-81, Sheets 1 through 7 of 7, dated 09/19/08, with revision C dated
02/29/12, prepared by Al Farooq Corporation, signed and pled by laved Ahmad, P.E.
B. TESTS
1. Test reports on: l) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94
2) Large Missile Impact Test per FBC, TAS 201-94
3) Cyclic Wind Pressure Loading per FBC, TAS 20394
4) Forced Entry Test, per FBC 24113 2.1 and TAS 202-94
along with marked --up drawings and Installation diagram of an aluminum horizontal
rolling window, prepared by Fenestration Testing Laboratory, Inc., Test Report No.
RTL -5945, dated. 07/31/09, signed & sealed by Julio E. Gonzalez, P.E.
(Submitted underprm*w NOA No. W1114L02)
2. Test reports on: l) 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 20194
5) Cyclic Wind Pressure Loading per FBC, TAS 203-94
6) Forced Entry Test, per FBC 24113.2.1, TAS 202-94
along with marked -up drawings and installation diagram of an aluminum horizontal
rolling window, prepared by Fenestration Testing Laboratory, Inc., Test Report No.
FM -5457, dated 01/22/08, signed & sealed by Carlos S. Rionda, P.E.
(Submitted undueprevious NOA No. 09-010102)
3. Test reports on: 1) Uniform. Static Air Pressure Test, Loading per FBC TAS 202-94
2) Large Missile Impact Test per FBC, TAS 201-94
3) Cyclic Wind Pressure Loading per FBC, TAS 203-94
along with marked -up drawings and installation diagram of aluminum horizontal
rolling window, prepared by Fenestration Testing Laboratory, Inc., Test Report No.
RTI. --5459, dated 01/17/08, signed & sealed by Michael R. Wenzel, P.E.
(SubmiNed anderpreviousNOA No. 09-0105.02)
4. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94
2) Large Missile Impact Test per FBC, TAS 20194
3) Cyclic Wind Pressure Loading per FBC, TAS 203-94
along with marked -up drawings and installation diagram of an aluminum horizontal
rolling window (XO), prepared by Fenestration Testing Laboratory, Inc., Test Report
No. RTL -39951 dated 11/13/03, signed and seated by Edmundo Lasgaespada, P.E.
(Submitted under previous NOA No. 04-012OLO1)
I pis
Manuel PkWOM
Product Control xxakbo
NOA No.124WI.02
Expiration Date: May 13, 2014
Approval Date: May 03, 2012
E-1
T. M. Windows LLC
NOTICE OF AC ANCE: KVIDENCE SUBNiiMED
B. TESTS (CONTMM)
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 24113.2.1 and TAS 202-94
along with maiked-up drawings and installation diagram of an aluminum horizontal
rolling window (XOX), prepared by Fenestration Testing Laboratory, Inc., Test
Report No. FTL-3946, dated 11/04/03, signed & sealed by Edmundo Largaespada,
P.E.
(Submitted under previous NOA No. 94-0120.41)
C. CALCULATIONS
1. Anchor verification calculations and structural analysis, complying with FBC-2007,
revised and updated to FBC-2010 on 02/27/12, prepared by Al Farooq Corporation,
signed and sealed by Javad Ahmad, P.E.
(Pwtk* submitted under previous NOA#09-1110.02)
2. Glazing complies with ASTM El 300-04
D. QUALITY ASSURANCE
1. Miami -Dade DcpnU nt of Permitting, Environment, and Regulatory Affairs (PERA)
E. MATERIAL CERTIFICATIONS
1. Notice of Acceptance No.11-0624.02 issued to E.L DuPont DeNemours & Co., Inc.
for their "DuPont SentryGbw@ interlayer" dated 08/25/11, expiring on 01/14/17.
2. Notice of Acceptance No. 114325-05 issued to Solutia, Inc. for their "Saflex and
Vanceva clear and color iinterlayers" dated 05/05111, expiring on 05/21/16
3. Notice of Acceptance No. 104331.02 issued to Cytec Industries, Inc. for their
"Uvekol S Laminate Glass Interlayer", dated 05/05/10, expiring on 02/08/14.
F. STATEMENTS
1. Statement letter of conformance, complying with FBC-20 10, and of no financial
interest, dated February 27, 2012, signed and sealed by Javed Abmad, P.E.
2. Laboratory compliance letter for Test Report No. FI`I x5945, issued by Fenestration
Testing Laboratory, Inc., dated 07/31/09, signed and pled by Julio E. Gonzalez, P.E
(Submitted under previous NOA#09-1110.02)
Manu" P .E.
Prodad Control r
NOA Na 1 1.02
Enpirntlon Date: May 13, 2014
Approval Date: May 03, 2012
T-2
T. M. Windms LLC
F. STATEMENTS (CONTIMMD)
3. Laboratory compliance letter for Test Report No. M,54S7, issued by Fenestration
Testing Laboratory, Inc., dated 03/13/08, signed and sealed by Carlos S. Rionda, P. E.
(Submitted underprevious NOA No. 09-0105.02)
4. Laboratory compliance letter for Test Report No. F'TL-5459, rued by Fenestration
Testing Laboratory, Inc., dated 02121/08, signed and sealed by Michael R. Wenzel,
P.E.
(Submitted under previous NOA No. 09-0105.02)
S. Laboratory compliance letter for Test Report No.'s FPL -3946 and FTI -3995, issued
by Fenestration Testing Laboratory, Inc., dated 11/04.- 13/03, both signed and sealed
by Edmundo Largaespada, P.E.
(Submitted under previousNOA No 04-0120.01)
G. OTHER
1. Notice of Acceptance No. 09-1110.02, issued to T. M. Window, LLC, for their Series
805 Alwninum Horizontal Roiling Window -L.M.L, approved on 03/17/10 and
expiring on 05/13/14.
Manuel Per E.
Product Csn 1 9"Mifier
NOA No. l 102
Pspiratlon Date: May 13, 2014
Approval Date: May 03, 2012
E-3
ANN. GLASS
3/16- ANN. (LASS
Emma I�%
la DOW, c mmm sea 4
/IW OVERALL MASS
TYPE •A•
3/16' NEAT STRENID GLASS
120- INTERLMIER
i1VEKOL-U10 t?E&71
By 'SURFACE SPECtl4LTIES on,
3/16- HEAT SYMeD GLASS
' � /DOW
CORNING SIMS
HEAT SfM O GLASS
NEAT STREN'0 CLASS
CONE
9 CORNING 995
CE SPECIALTIES INC.'
IB- ANN. (LASS
GECONE
ROS77M
DOW GARNNG 68a z
SERIES 80S
'AI,3T MIX HORIZONTAL ROLLING WDW.
DESIGN LOAD RATINGS FOR THESE WINDOWS TO SIE AS PER
CHARTS SHOWN ON SHEETS 1 & 2.
APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE
COMBINATIONS OF H.R./H.R. OR HORIZONTAL ROLLING WITH OTHER
MM-DADE COUNTY APPR•O WNDIDWS USING MV�M1-DARE CQUNTY
APPROVED MULUONS N BETWEEN.
LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL
WILL APPLY TO ENTIRE SYSTEM.
TE10'. GLASS
1/4• AIR SPACE
110- ANN. MASS
.080" NTETOAYER
SAFM me PVB or %OWTIA•
IIW ANN, GLASS
/-GE ROS77W
DOW CORNING ON
It l"q%
TYPICAL ELEVATION
THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE
REQUIREMENTS OF THE FLWM BUILDING CODE INCLUDING, MOH VELOCITY
HUMWANE ZONE (HVHZ).
WOOD TUCKS BY OTHERS. MUST BE A=HDRED PROPERLY TO TRANSFER
LQADS TO THE STRUCTURE.
ANCHORS SHAD. BE AS LISTED. SPACED AS SHOWN ON DETAILS. ANCHORS
EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL ORESSNG OR STUCCO.
ANCHORING OR LOADING CONDITIONS NOT SHOWN N THESE DETAILS ARE
NOT PART OF THIS APPROVAL
A LOAD DURATION INCREASE IS USED N D NGIN OF A4010RS INTO WOOD OtL.Y.
MATERIALS NCLUDNO BUT NOT LIMITED TO � ME
STAL SCREWS. THAT
COME INTO CONTACT WITH OTHER DISSIM4AR SHALL MEET THE
REOG NTS OF THE FLORIDA BLOC. CODE SECTION 2DD3.8.4.
NOTE: SPIN
CLASS CAPACITIES ON THIS SHEET ARE
BASED ON ASTM E1300-04 (3 SEC. GUSTS)
AND FLORIDA BUILDING COMMISSION 'a
DECLARATORY STATEMENT DCA05—DEC-219 >$ g
am•r
THESE WIIO)OWS ARE RATED FOR LARGE & SMALL MISSILE IMPACT.
SHUTTERS ARE W"REQUAD.
G4 ' p cis Teti e ff!ll
p�ppbG� ee��qq drr/owing no.
!11'IL•Q'CGT14 n�-81
xD n Ux BL'GLS:Y
MA71MU GN IQAD RATING - PSF
FOR SIZES SHOWN ABOVE OR SMALLER
GLASS Tm •A•
am TYPE •9• 01188 TYPE 'C° Otm Trig 'D' I OIdffi TYPR •B•
OOQ+) 1-.(-).(+)
GMT.(-) EKL(+) INT.(-) EKT.(+) INT,(-) W.(+) GMT.(-)
1
80.0 80.0
190.0 1 130.0 1 90.0 1 80.0 SSA 1 60.0 1 79.0 1 70.0
LOADS SHOWN
FOR MUALUC
AAE fOR TANDGNN VEtdTS WRH SPRING LOADED AWMINU M LATCHES,
IAT am IT MAx. L TO *80.0 PSF.
THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE
REQUIREMENTS OF THE FLWM BUILDING CODE INCLUDING, MOH VELOCITY
HUMWANE ZONE (HVHZ).
WOOD TUCKS BY OTHERS. MUST BE A=HDRED PROPERLY TO TRANSFER
LQADS TO THE STRUCTURE.
ANCHORS SHAD. BE AS LISTED. SPACED AS SHOWN ON DETAILS. ANCHORS
EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL ORESSNG OR STUCCO.
ANCHORING OR LOADING CONDITIONS NOT SHOWN N THESE DETAILS ARE
NOT PART OF THIS APPROVAL
A LOAD DURATION INCREASE IS USED N D NGIN OF A4010RS INTO WOOD OtL.Y.
MATERIALS NCLUDNO BUT NOT LIMITED TO � ME
STAL SCREWS. THAT
COME INTO CONTACT WITH OTHER DISSIM4AR SHALL MEET THE
REOG NTS OF THE FLORIDA BLOC. CODE SECTION 2DD3.8.4.
NOTE: SPIN
CLASS CAPACITIES ON THIS SHEET ARE
BASED ON ASTM E1300-04 (3 SEC. GUSTS)
AND FLORIDA BUILDING COMMISSION 'a
DECLARATORY STATEMENT DCA05—DEC-219 >$ g
am•r
THESE WIIO)OWS ARE RATED FOR LARGE & SMALL MISSILE IMPACT.
SHUTTERS ARE W"REQUAD.
G4 ' p cis Teti e ff!ll
p�ppbG� ee��qq drr/owing no.
!11'IL•Q'CGT14 n�-81
THRU WOOD
9
(9WG'ACE a��) Y AT—F91` �
FALSE MUMM6
NAY 0E USFD \ r.11
AVA iilLW
MAXIMUM D=GN LOAD RATING — PSF
FOR SZES $MOWN ABOVE OR SMALLER
®A89 TYPB 'A' Mm TYPB '8' GLASS TYPE 'C' MAN TYFB 'B'
\ '1 ii
i1 II
�I
m(+)
0
ji 11
to 81i0TA'I ABOVE ARE MR VOW(W VE -3 WITH SIMN LOADED ALUM LATCHES,
FOR METALLIC SWEEP LATCHES UOT NAX. LOAM TO l80A PW.
II it
II
II II
_
S 30
II 11
I�
1!�
i
i
II !I
i II
IL___JI _
I' 11
11 II
11 I;
II
Jill��
33 1/2" '
32 7/8'
Af
Dl. OM D.L OPO.
D.4 OP11.
37 S/5"
37 5/6'
AVA iilLW
MAXIMUM D=GN LOAD RATING — PSF
FOR SZES $MOWN ABOVE OR SMALLER
®A89 TYPB 'A' Mm TYPB '8' GLASS TYPE 'C' MAN TYFB 'B'
t-.(-) w.(+)1-.(—) EXL(+) I-.(-)
m(+)
0
90A 1 90.0 1 130A 90.0 1 90.0 79.0 79.0
to 81i0TA'I ABOVE ARE MR VOW(W VE -3 WITH SIMN LOADED ALUM LATCHES,
FOR METALLIC SWEEP LATCHES UOT NAX. LOAM TO l80A PW.
Xox SIZP�
MAXIMUM DffiIGN LOAD RATING —
FOR StiEs SHOWN ABOVE OR
GL188 Tim 'A' I Om TYPB 'B'
Mr.(+) I INT.(-) EM.(+y I-.(-)
80.0 90.0 90.0 130.0
LOADS *am mm AIC: FOR %mm VENTS
WM SMW LOADED ALUM LATCHES.
FOR WA= SWEEP LATCHES WO MAX. LOADS
TO &W.0 Pv.
NOTE:
GLASS CAPACITIES ON THIS SHEET ARE
BASED ON ASTM E13OD-04 (3 SEC. GUSTS)
AND FLORIDA BUILDING COMMISSION
DECLARATORY STATEMENT DCAOS—DEC-219
rw t CWa. PRODUQFRBvuw �' u
Fu PE• »88'[ �MLWdwrA IOt
„� b
1, dmt in9 no.
W08-81
Sheet 2 of 7
2#10PX CLI PH SO
14 4` LONG
WM Lao CLIP
TY q5 ANCHoft
10
SEALANTS:
ALL FRAME AND VENT JOINTS AND CONNECTIONS SEALED WITH
SILICONE OR ACRYLIC SEALANT.
WEEPHOUS:
W1 - 1-1/4- X 1/4' WEEPHOLES WITH PLASTIC BAFFLE
AT 4-7/8' FROM EACH END AND AT MIDSPAN
W2 - 1-1/4- X 1/4- WEEPHOLES
AT 4-7/8' FROM EACH END AND AT MEAN
W3 - 2` LONG WEEP NOTCH AT EACH END
W4 - 1' LONG WEEP NOTCH AT 32' FROM EACH END
WOOD BUCKS AND METAL STRUCTURE NOT BY TM WINDOWS
MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM
AND TRANSFER THEM TO THE BUILDING STRUCTURE
TYPICAL ANCHORS: sEE a" roR swm
,Me aA. LLLTRACON 9Y law (Fw177 KS. FY -155 Ifs)
INTO 20Y WOOD BUCKS OR WOOD STRUCTURES
1-1/2' MIN. PENETRATION INTO WOOD
THRU 113Y BUCKS INTO CONC. OR MASONRY
1-1/4' MIN. EMBED INTO CONIC. OR MASONRY
DIRECTLY INTO CONC. OR MASONRY
1-5/8' MIN. EMBED INTO CONC. OR MASONRY
,I,/4' TEKS OR SELF! DRILL N Q SCREWS_ (per S qI8)
INTO METAL STRUCTURES
STEEL : 0.108' MIN. (Fy = 38 KSI MIN.)
ALUMINUM : 1/8' THK. MIN. (8083 -TS MIN.)
(STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED)
014 SMS OR SELF ORILUNO SCREWS (QUM a CM)
INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. - 1/8*)
(NO SHIM SPACE)
p2mAL EOOE D{STANnc'
INTO CONCRETE AND MASONRY - 2-1/2- MIN.
INTO WOOD STRUCTURE -1' MMT.
INTO METAL STRUCTURE - 3/4MIN.
CONCRETE AT HEAD, SILL OR JAMBS Ne - 3w0 P9 MIN.
C -I0 HOUAW/M EO SLOW AT JAWN Pm - 2000 PS MIN.
•JMD AMPR0DUCTR8Vuw
Dwwkis
Cmb
1FtAr7B892•.,t•,at�dmt�BOs
16
` ••
By
8
dmwing no.
W08--81
O O O
-1VIEW WIM
III MAX
METAL•' m
°SEE Em.
AL
-- _FOR SPACING
,
9pz
WW SUCKS
TYPrAL am
-e O
EXTERIOR -.4
I
-W:MA--'Im wom VENT "I SHIMS
-�--
O O.
lay
W= BUCKS
V WOOD SUCK
on
IFORXSIPAMCM
-'lam- 74—SCREENS OPT. SCREENS Sm 11".
FOR SPACING
WPI ANCHORS
SEE Em. EXTERIOR
v V.z
_
'womaw WON
OUT
Er
XOX
MIPI COUNIV SEE ELEV. FOR SPACING
nN" WffH
TS
u ,
i�11111
-4S"
O� If
ilPROMWrRBVMW
�mi ii
If 11
a,
If
1,
4 O
I
I
O O
:�.�� i'' ��. Ir ���■ ■ ��■ it saz--s _
------
4--
�i�iiCiiri;l
FRAME MEAD
1.4lm
an
.373
1.420
SILL TRACK
t.071
1.285 .0893
EYP.
.9ae
Sill CLP ADAPTER
FRAME SU TOP
f.s76 "Wo
.06'1 -�'
t 290 i
.128 b-
1.0004 14 7FIND lQAO CUP
e� TOP 8L BOTTOM RAIL '
1.780 ' I'
.064
t.126
a.20t
1.376 16 WIG. STILE REIPIF.
Amt -
M tW
8�
2312
107
O JAMB STILE
2.312
18 FIX. STILE REINF.
.063
1,298
2.373
1.3767 .1.648 .ea9
ts36
7.7$0 1=4�L
.062
O MEETING STILE 1T VENT LATCH
2.312 2.312
ITEM
PART' $
I 9I16NT177•
868CB0m=
MATERIAL MARP./81!$PWSR/B@0ARx8
I
TMA -130
1
FRAME MEAD
9064 -TB -
2
TM -1338
I
FRAME SILL I=
6083-78 -
3
TM -134
t
FRAME SILL TOP
6103-76 -
4
TM -132
AS RM.
WAR JMW -VENT
608.7-78 -
6
TM -131A
AS RECD.
FRAYS JAMB - FITTED
Sm -TB -
6
TM -138
2/ VENT
TOP AND BOTTOM RAIL
6093-76 -
7
7Lt-139
t/ VENT
JAM® STILE
9383-76 -
8
TM -140
1/ VENT
MEETING 87ILE
OCS3-78 -
9
TM -137
1/ VENT
FORD STILE (SIMM LOAD LATCH)
am -TB -
9A
714-137A
1/ VENT
"0 STILE (SWW LATCH)
S83 -T6 -
10
W-136
1
SILL TRACK INSERT
6063 -TB -
11
TM -136
1
SILL CUP AUNPIM 12' LONG
6067-78 AT MTI. ME LOCATION
12
7M-118
1/ VENT
SPROM11 LOADLD VENT LATCH. 3-1/6' LONG
OMM-TB AT VM SPAN
121%
-
1/ VENT
WIALLIC STEEP LATCH
- AT MID SPAN
1281
(8 X 3/4'
I 2/LATCH
SWEP LATCH MOUNTING S
- FH SMS
13
TM -141A
AS READ.
GAZING BPAD (LAMU EO MASS)
6083-T6 -
13A
TM -181
AS READ.
GLAZING BPAO (INSUL. IAM. CLASS)
8083 -TB -
14
TM -164
AS �.
WIND LOAD C.IP, 4' LONG
9383 -TSI -
18
1/ ETRE
M EE W STILE REC W
G083 -TB -
t8
2/ STILE
FORD STU RFE W
6083 -TS -
17
W31228
AS R.
FIN SFAI. WSM PRHW (.270' x.220' HIC H)
Wm -
18
W43371
AS M.
FIN SEAL WSTRIPPING (.187° x .370'
TWOL -
i9
9343201
0.9 RECD,
FIN SEAL WB7RI47N0 (.187'x.200' 1006Q
Tt0�
20
P80N
ASHESIVE BWX CLOSED CELL FOAM
7/8' x t % 1-7/16• LONG
21
2/ VENT
VENT ROLLER HOUSING k OM
PLASTIC AT EACH 00
22VENT
RWLERATAML
23
$12 X 1'
2/ CORNER FROM ASSEM&Y SCREWS
- P.K PHILLIPS SME
24
BIO % 1'
2/ CORMER VENT ASSEMBLY SCREWS
- P.N. PHILLIPS SMS
23
-
1/ LATCH
I VENT LATCH
i ST. S1EEL -
26
W31175
AS REM
FIN SEAT. WSRIPPING (.187' X .178' HIGH)
WOOL -
27
TM -181
1
SILL Am
I Goo -TB -
.t�5 AS3 .455 .183
1.437 1.ON 1.375 1.000 1.237 - 4. -f
Lf]
.s2s .923
1.780 1.750
FIXED STILE (WRING LATCH)
FRAME SILL BASE
OSIA FIXED STILEswEEP LATCH) 13 GLAZING BEAD ® GLAZING BEAD
( (LA11. 17IA5S) (INSU1.. IAM. GLASS)
.937
An
TV. .082
1.819 '•
8 3.0{142
MP LEGAS REOD. I .1&i
--I
-
A75 L
FRAME JAMB - FD(EO 27 SBL RISER
drawing no.
W08-81
smm
w
shm
M
APS
9 2012'
�3f
drawing no.
W08-81
r
NOV 21.2012
F9 ORM BUILDING CODE, ENERGY CONSERVAMON
FORM 402-2010 Resklantlall Bulkling Theraml Ewe Approach ALL CLWlTE ZONES
Sippee. Complbfrce with Semon 402 of the Ronda Baifdur8+ 6rer�+Carese►vaUar� shah der►ro by fie use of Form 402 for singkr and muiiiple residencos of three
storl� or � M hdght, addtUmrs to exbdng residentlal bufNhrgs, rofrs to exsUfrg r�identiai bugdp�s, it�0 heatb� �1h►0 amt wat8r systems in buildings as
appgcabie To amply, a btd must rtu ar e>aasul aA ttas �ergy af6tay r�tulremar� on able 40?Aa� all rr�n�atnry req surmuarTz� in 4028 o{this
farm. ff a ttugdh� lot comply w�l thb metlrod or Alterf�e Form 402, d may sfbl comply under Sediwr 405 Roma iiuifd>r►e tCons�vaffmt
PROJECT NAME.
AND ADDRESS:
ibis Romero Residence
10560 NE 2ND COURT
BIJLLDER:
P
3.
MIAMI SHORES. FL 33138
OFFICE:
OWNER: IBIS ROMERO
PERMNO-. MMW== NO.: 231000
(leoeml hre moomw
heat annda it hhaand�lerrs Imo in O Aadmons 5th800 sq.itf ren ons and equipment chanmgaeoa� matey comply
nby excess oeffi with ent xceptions given. area electric resistance
2. Fill in all the applicable spaces of the "To Be Installed' column on Table 402A with the information requested. All 'To Be Installed" values must be equal to or more etffcient than the
required levels.
3. Complete page 1 based on the 'To Be Installed" column information.
4. Read the requirements of Table 402B and check each box to indicate your Intent to comply with all applicable items.
5. Read, sign and date the "Prepared By' certlticadon statement at the bottom of page 1. The owner or owner's agent must also sign and date the form.
1. New eornstrut y addition, or exisffirg building
2. Single -tarn ly detacited or
3. if multiple -41 N1o. of units covered by Of stdmdssWn
4. Is this a worst case? (yedno)
5. CwWMord f w area(s4 fL)
6. Glass type and area:
a. U -factor
b. SHGC
c. Glass area
7. Percentage of glass to floor area
8 Floor type, anal or perimeter, and insulaHan:
a. Slab -era (R value)
b. Wood, raised (R -value)
c. Wood, common (R -value)
d. Comae, raised (Rvalue)
e. Concrete, common Ot value)
8. MW type, area and Insulation:
a. Extraim: 1. Masonry (Insulation R -value)
2. Wood from ansulation R valnc)
b. Adjacent 1_ Masm" (Insulation R -value)
2. Wood flame (Insulation R -value)
10. Gelling type, wee and irmtdatlat:
a. Under attic (Insulation R value)
b. Single assembly (Insulation R -value)
11. Air dWWWAon system: Duct froadetton, location, (In
a. Duct locetion, insulation
b ARU lion
c. Qn, list report w-Awd (<0.03; yeslmo)
12. Cooling system:
a. Type
b. Efficiency
13. Has** system:
a. Type
b. Efficiency
14. HVAC sizing catpallation: atb>ctled
15. Hat water system:
a. Type
b. Efficiency
Please Print CK
1. Addition
2. Si xjle - Family
3.
4. No
5. 244
68. -
6b.
6G. 94 sq. ft
7. 0.39 %,
Ba. R= 0 46.7
Bn.fL
tI. R= - -
sq.it
Sr. R= - -
sq fL
8d. R= -
sq.iL
8e. R= - -
sq.fL
92-1. R= 6 386
sq fL
98-2. R= - -
sq.ft.
9b-1. R= - -
s%fL
9b-2. R= - -
sq.ft
lea. R= - staff
-
10b. R= 30 244
s%%
11a. R= -
llb. Conditioned
11C.Test reportattadhed? Yea
No
121. Type: Heat Pump
12b. SEERIEER- SEER =20.5
13a. Type: Heat Pump
131. HSPFICOP/ARJE: HSPF=10
14. Yea,' No
151. Type: 9
15b. EF -
I n cerUtY uralbyft are afar fire Florida Ramer of Pturs and by fids cababbon bdCffies ft Ronda
Energy c� A BOW loft Betme b eompie 4 We WM be tri fortaxmpbwe in
PREPARED W.WMWN
OATS
Or ; ata Secdon 55it1�, F
CODE MCiAL
I hereby la9ri #0e Rerbta ftv Colt
DW ER AGB IT: DATE DATE
C.4 1 2010 FLORIDA BUILDING CODE - ENERGY CONSERVATION
FORMS
10 I
BUDAMCOMPONEW
t otneAMM OUBW
OWALL® VALU:
U-Fv�<of
Wb (see Note 4
SHW=OM
U -Factor=
SHW=Skyllahts
%ofCFA<=20%
-
%dCFA= 0.39
U-Facmr<0.75
Doom ExtmiordomU+ectw
U-Fodor<0.65
U -Factor= -
Fbms
Norewtomerd
R-Va n= 0
Overt Note 3
R113
WaHs- Ext wd ALt (see Note 3).
From
R-13
R.Vaw
Mew (sae Nate 3)
kdoliw d vlal
W7.8
R -V" _
ExUderdmH*
R4
R-vdm= B
C (see Notes 3 & 10
R�W
R -Value = 30
Test amort
Atter??
PdMBCbM=
025
ReBechatroe = -
Yesw
Air dobAon WAsm (see Nate 4)
T� �
lkwml�spate
tot
ed?
card Spam
esiAftm
y esAVo
Dud P vdt m
R.vafue i 6
R-Vakie = _
Air On
Qn!9Q03
(k,= _
Atr see Nate
SEER =1&0
SEER=
Hodm system
Heat pam (see Nate 5) CooHng:
SEER =13.0
SEER = 20.5
HeWhV
HSPF=7.7
HSPF= 10.0
Gas harume
AFUE 79%
AFM =
oli ftwo a
ARtE 78%
AFUE =
Electft reser Nd a0 (see Noce 5)
W otomp tyve)
Bectft(seeNab9x
40 gat EF=022
G090are= -
50got EF=0.90
EF= -
Gasffiml(seeNaten
40gt:EF=0S9
Gals= -
ODrer(d).
50 gat EF=0.59
EF= -
To be cared. gasimbA weallmsh or o0tmwfw sculet Recessed Hgbft WeMad as 91 g ASTM E
Air Walage 4024 28& WhWans erd chars==drtdsq tT. Tesfirg or viremi tram regWre& Fireplaces: goskeled doors &
ceft9mimsewas 4052.1 R-19 space pmrUMNg.
Prograrmas * Brm nww 403.1.1 Where mresd-alrlimmm Is PSN systan pmMwmwdft Ommostat Is MW*e& J
Afr dtslrtbu0on 48WM 4032 Duds tested m O, =0.03 by a Gass 1 BERS rater. r/
Hedtmp reqs Carver" pipe risme. Com*wMeMdenclesin Tato 403:4.32. Pmvbde swkefi or deadN
Water heaters 40&4 r.=iaid r#ad (elect" or (9m). (kadeMg system pow trofted m = R-2+aooesaae rtrmaref
Spas mrd heated pooh neat have vqw mW mt ams ora kW omw or adw rtream proven m rakasf treat
Godard pool & spas 40.9.9 lins
equ awft S 403.8 requIreaspeew aorta! co00ng ar, tea*9 capm* r e sy norcap-4 system. I J
I I 404.1 I At 50%d pmeomer y MWM Wrag &m = Md be y tamps. I I
2010 FLORIDA BUILDING CODE — ENERGY CONSERVATION
C.5
Air System Sizing Summary for AC -1
Project Name: IBIS ROMERO 07/31/2012
Prepared by: R 08:28PN
Air System Information
Air System Name ..-----_------------------------.................... AC -1
Equipment Class ------------------- -----------_------.....____ SPLT AHU
Air System Type -------------------------- ---- ---------------------- SZCAV
Sizing Calculation Information
Zone and Space Sizing Method:
Zone CFM ................................... Peak zone sensible load
Space CFM ...._----....................... . Coincident space loads
Central Cooling Coil Sizing Data
Total coil load
Total coil load -.........................................
Sensible coil load -----------------------------_----
Coil CFM at Jun 1800 ._-------------------------
Max block CFM ----------------_--------- -- ------
Sum of peak zone CFM ........................
Sensible heat ratio ------------------- .._.-.------.
ftWon- -- -------- ---------------------
BTU/(hr-fn ----------- -----------------------------------
Water flow @ 10.0 OF rise -------- ----- ....--
Central Heating Coil Sizing Data
Max coil load . - --- ------ -------__
Coil CFM at Des Htg ..............................
Max coil CFM ...................... -------------
Water flow @ 20.0 OF drop ------------------
Supply Fan Sizing Data
Actual max CFM .................
Standard CFM .....................
Actual max CFM/ftz.....
Outdoor Ventilation Air Data
Design airflow CFM .......................
CFM/ft'.... ...... ___ ........ -.... _.......... ....
Number of zones
Floor Area .............
Location .................
Calculation Months
Sizing Data ..............
....0.8
Tons
Load occurs at ....................... _..................
9.1
MBH
OA DB / WB ----- ---- .......... ------ --------
7.0
MBH
Entering DB i WB ----------------- ---- ---
--- 310
CFM
Leaving DB / WB _.--------------- ....................
... 310
CFM
Coil ADP ---- .... •----------------------------- ------
...319
CFM
Bypass Factor -----.......... ............._....__........
0.775
Resulting RH ------....__ ....................
322.6
Design supply temp.
37.2
Zone T stat Check -.-----.•---------------------------
WA
Max zone temperature deviation
....3.6
MBH
Load occurs at ...... ......----------- ...................
310
CFM
BTU/(hr-ft2) .......---_-------------------- ----------•---
....310
CFM
Ent. DB / Lvg DB .............................
NIA
310
CFM
Fan motor BHP .........................................
310
CFM
Fan motor kW ............................................
_.1.27
CFM/ft'
Fan static -------------------------------------------------
...40 CFM CFM/person
0.16 CFM/ft'
_----------------- -..1
...............244.0 ftz
Miami IAP, Florida
Jan to Dec
Calculated
.-Jun 1800
88.9178.7 OF
78.2165.8 OF
57.2156.1 OF
...... 54.9 OF
...0.100
------------- ..48 %
----------- $5.0 OF
..1 of 1 OK
------------- 0.0 OF
Des Htg
....... 14.7
66.7177.4 OF
0.11 BHP
0.08 kW
1.25 in wg
20.00 CFM/person
Hourly Analysis Program v4.50 Page 1 of 1
Zone Sizing Summary for AC -1
Project Name: IBIS ROMERO 07/31/2012
Prepared by: R 08:28PM
Air System Information
Air System Name --------------- ............... -------------------. AC -1 Number of zones ---.................. ...---------- 1
Equipment Class -------------------- ..--------------------- SPLT AHU Floor Area ................................... -------- ------------------- 244.0 fts
Air System Type -.-........................ .......... ....... - SZCAV Location ....................... ----- --------------....-------- Miami IAP, Florida
Sizing Calculation Information
Zone and Space Sizing Method:
Zone CFM ................................... Peak zone sensible load Calculation Months ._......_...... .................... Jan to Dec
Space CFM .................................. Coincident space loads Sizing Data ........... -...................................... _............... Calculated
Zone Sizing Data
Zone Terminal Sizing Data
No Zone Terminal Sizing Data required for this system.
Space Loads and Airflows
Maximum!
Design
R%dmum
Time
Maximum
Zona
Flaw Load Area Space
Space Name
cooft
Air
Air
of
Heating
Floor
BEDROOM
Able
Flow
Flow
Peak
Load
Area
Zone
Zone Name
(MBH)
(CFM)
(`CFM)
Load
0�
( )
CFW
Zone 1
6.7
310
310
Jul 1800
2.8
244.0
1.27
Zone Terminal Sizing Data
No Zone Terminal Sizing Data required for this system.
Space Loads and Airflows
Hourly Analysis Program v4.50 Page 1 of 1
Cooling
Time
Air Heating Floor
Zorn Name /
Sensible
of
Flaw Load Area Space
Space Name
MuH. (MBH)
Load
(CFM? (MBH) QIF) CFMW
Zone 1
BEDROOM
1 6.7
Jul 1800
310 2.8 244.0 1.27
Hourly Analysis Program v4.50 Page 1 of 1
Air System Design Load Summary for AC -1
Project Name: IBIS ROMERO 07/31/2012
Prepared by: R 08:28PM
Hourly Analysis Program v4.50 Page 1 of 1
DESIGN COOLING
DESIGN HEATING
000UNG DATA AT Jun 1800
COOLING OA DS / WB 86.9 OF 178.7 OF
HEATING DATA AT DES HTG
HEATING OA DB / WB 46.0 °F ! 38.6 °F
ZONE LOADS
Seeslbls Latent
Details (BTU" gnu"
SeneWs Latent
Details (BTU/hr) (BTU/tsr)
Window & Skyhgtd Solar Lis
94 ft 2864
-
94 fiZ - -
Walt Ttarantssion
252 ft' 501
-
252 fig 629 -
Roof Trdnwdssion
244 fe 358
-
244 ft2 177 -
Wmdow Transmission
94 ft2 761
-
94 ft2I 1449 -
Skyffgtd Trarwrdssion
0 fi$ 0
-
011r 0 -
Door Loads
0 fta 0
-
0112 0 -
FloorTnumnisgi
244 fP 0
-
244 fP 500 -
Partitions
0 f12 0
-
0 fie 0 -
Ceft
0 f1 0
-
Ofi 0 -
Overhead Lighting
244 W 670
-
0 0 -
Task ' h*V
0 W 0
-
0 0 -
Elechic Equipment
230 W 747
-
0 0 -
People
2 460
240
0 0 0
Infiltration
- 0
0
- 0 0
Miscellaneous
- 0
0
0 0
Safety Factor
5%15% 318
12
3% 83 0
>s Total Zone Loads
- 6679
252
- 2838 0
Zone condift"
- 6208
252
- 2839 0
Plenum Wall Ind
00/0 0
-
0 0 -
Plenum Roof Load
00/0 0
-
01 0 -
Plenum LIghting Load
00/0 0
-
0 0 -
Retum Fan Load
310 CFM 0
-
310 CFM 0 -
Ventlation Load
40 CFM 527
1788
40 CFM 1027 0
Supply Fan Load
310 CFM 287
-
310 CFM -287 -
Space Fan cal Faros
- 0
-
- 0 -
Dud Heat Gain / Loss
3% 200
-
3% 85 -
>> Total System Loads
7223
2040
3664 0
Central Cooling Coil
- 7036
2040
- 0 0
Central Heating Coil
- 0
-
- 3579 -
>> Total Conditioning
70361
2040
35791 0
Key:
Positive values are clg load
Negative values are hig load
Positive values are htg lain
Negative values are dg Toads
Hourly Analysis Program v4.50 Page 1 of 1
4- • -
FORMS
FLORIDA BUILDING CODE, ENERGY CONSERVATION
FORM 402-2010 Reside ttial Building Thermal Envelope Approach ALL CLIMATE ZONES
�If
omplancaffN11,
tion 402 of theHondaapPlie.Toerr�ng must mit of all tlieerrorgy efliciancy roquirem on 402A andail appucabl rrgbmorequhMs sum arab0'B of Uiis
forstombuilding not cmply with this methodor Altemata Form 402 it may sti0 comply under Section 405 of ttre Roddy Bugdhrg Gode Eirergy Corrrervatlon.
PROJECT NAME:
AND ADDRESS:
Ibis Romero Residence
10560 NE 2ND COURT
BURDER:
PERMITTING
MIAMI SHORES. FL. 33138
OFFICE:
OWNER: IBIS ROMERO
PERMITNO.:
JURISDiCT10NNO.: 231000 I'`it-, .
General Instructions:
1. New construction which Incorporates arrt� of the foilowin®® features cannot comply using this method: glass areas in excess of 20 percent of conditioned floor area, electric r�fstance-
heat and air handlers located in attics. Ad ons s600 sq.ft., renovations and equipment changeouts may comply by this method with exceptiotls given °Y
2. RII In all the applicable spaces of the `To Be Installed" column on Table 402A with the information requested. All "To Be Installed" values must be equal to or inarplefflcient th h'
required levels.
3. Complete page 1 based on the "To Be Installed" column Information.
4. Read the requirements of Table 402B and check each box to indicate your intent to comply with all applicable items. o�
5. Read, sign and date the "Prepared By" certification statement at the bottom of page 1. The owner or ownets agent must also sign and date the form.
Please Print CK
1. New construction, addition, or existing buildling 1. Addition
2. Single-family detached or multiple4emily attached y Single - Family
3. 9 multiple -family -No. of units covered by this submission 3,
4. Is this a worst case? (yWno) 4. No `
5. Conditioned floor area (sq. ft)5. 244
a
6. Glass type and area::.
a. U -factor
b. SHGC 6b. -
c. Giass area St: 94 sq
7. Percentage of glass to floor area 7, 0.39
x ,
S. Floor type, area or perimeter, and Insulation:
a. Slab -on gradc (R -value) 8e, R= 0 46.7<. _ ryAL
b. Wood, raised (R -value) 8b. R= - - sq.fL
c. Wood, common (R -value) Sc. R= - -"sq. f
d. Concrete, raised (R -value) Sit. R= - - sq. it
e. Concretc, common (R -value) Se. R= _ --sq. f
9. Wall type, area and Insulation:
a. Exterior. 1. Masonry (InsulationR-value) 9a-1. R= 6 386 sq.fL
2. Wood dame (Insulation R -value) 98-2. R= - - sq.fL
b. Adjacent: 1. Masonry (Insulation R -value) 9b-1. R= - - sq.fL
2. Wood frame (InsulationR-value) 9b 2. R= - - sq.fL
10. Ceiling type, area and Insulation:
a. Under attic (Insulation R -value) 10a. R= _ sq.fL
b. Single assembly (Insulation R -value)
10b. R= 30 244 sq.it
11. Air distribution system: Duct Insulation, location, On
a. Duct location, insulation 11a. R= -
b. ARU location 1111b. Conditioned
c. Qn, Test mport attached (< 0.03; yestno) 11c.Test report attached? Yes No,/
12 Cooling system:
12p, Type: Heat Pump
a. Type
b. Efficiency 12b. SEERIEER. SEER =20.5
13. Heating system: 13a. Type: Heat Pump
a. Type 13b. HSPF/COP/AFUE: HSPF=10
b. Efficiency
14. HVAC sizing calculation: attached 14. Yes,( No
15. Hot crater system:
a. Type 15a. Type: Existing
b. Efficiency 15b. EF- Existing
I mr* oertily that rhe s nd spedflp s covered by the calculation are in compliance with the Ronda Review of plans arst specifications tovored by this calmlafion Indicates compilaru a with the Ronda
Energy C:e. r FneW Code. Before nor on is completed, this building vA be inspected for complence in
Ate./` accordams with Section 553. F.
PREPARED BY: ( DATE
CODE OFFICIAL:
I hereby i ng n hams with the Roam Energy Code:
OWNER AGENT: DATE: DATE:
CA 2010 FLORIDA BUILDING CODE - ENERGY CONSERVATION
- s
FORMS
TABLE 402A
SUILDRNO COMPONENT
PERFORE9ANCE CRITERIA'
To be caulked, gask eted, weatfunstrtpped or olhreuwise sealed. Recessed 0ghtlng IC-wtai as mheeting ASTM E
INSTALLED VALUES:
Air leakage
402.4
U -Factor
VUlrudohea (see Note 2):
SHW = 0.30
U -Factor-
_
R-19 space permItdrtg.
%otCFA<=20%
C=
%Gf
°4 °f �A =
-
0.39
Skylights
u-Fector < 0.75
Dhats in attics or on roots ir>a Aew to R-8: ottrer duras R-8. Ducts tested to O1= 0.03 by a Gess 1 BERS rater.
Doors: Exterior door U -Fedor
U-Fector < 0.85
U -Factor =
Water treaters
403.4
Floors: Slebon-grade
No requirement
R-vakm =
0
OFF switch.
Over uncondifforted spaces Isee Note 3
R-13
Spas and treated pools mast have vapor -retardant covers or a add cover or other means proven to reduce tint
Wal& - Ext and Adj. (see Note 3):
403.9
loss except 0 70% of treat from sks-recovered energy. 011111mer switch required. Ges heads mirdrmun tlrertnal
Framre
R-13
R -Value =
-
Mass - (ase Note 3)
firu9 equipment
403.8
required. Sp-kd session 9 or heating capacity requires Separate system or vary -PadtY system.
muster of wall:
R-7.8
R -Velure =
_
Exterior of waft:
R-6
R -Vader =
B
Ce®ngs (see Notes 3 & 4)
R=30
R -V" =
30
Ted report
Act ched?
Reflectance
025
Reflectance
= -
YeaiNo
Air distribution system (see Note 4)
Dudwodc & air NuWTng unit
Location:
_
Test report
Uncarx Honed space
Not Mowed
Attsched?
Co uftned space
Yeaft
Duct Il -value
R -value z 8
R -Venae =-
Air leakage On
Qn 5 0.03
On =
_
Ah see Note
SEER =13.0
SEER=
system
Hpump (see Note 5) Coote
SEER =13.0
SEER=
20.5
Heating:
HSPF = 7.7
HSPF =
10.0
Gas fume
AFUE 78%
AFUE =
08 furnace
AFUE 781/6
AFUE =
Electric resistance: reslotenc e: Not allowed (see Note 5)
Water Meeting system (storage type)
Electric (see Note 8):
40 gal: EF = 0.92
Gallons=
-
50gal:EF=0.90
EF=
-
Gas fired (see Note 7):
40 gal: EF = 0.59
GVEM.
-
OUrer (describe):
50 gat EF = 0.58
EF =
-
(1) Each component present in the As Proposed home must meet: or exceed each of the applicable performance criteria In orderto comply with tits code using this method;
otherwise Section 405 compliance must be used.
(2) Windows and doors qualifying asgiazed fenestration areas mhatcomplywith both the maximum U-Factorand the maximum SHGC (solar Heat Gakh Coeftident) criteria
and have a maximum total window area equal to or less than 20% of the conditioned floor area (CFA); otherwise Section 405 must be used for compliance.
Exception: Additions of 600 square fleet (56 m-) or less may taus a maximum glass to CFA of 50 percent.
(3) R -values are for insulation material only as applied in aocordancs with manufacturers' installation instructions. For mass walls, the "interior of wall" requirement must be
met except N at least 50% of the R-6 insulation required for the "prior of waif' is installed exterior of, or integral to, the wall.
(4) Ducts & AHU irstalled substantially leak free per Section 403.2.2.1. Test by Class 1 BERS rater required.
Exception: Ducts instar onto an existing air distribution system as part of an addition or rermaflon; duct hast be R-6 Installed per Sec. 5032.72-
(5)
032.72(5) For all conventional units with capacities greater than 30,000 Bkft. For other types of equipment, see Tables 5032.3(1-8).
Exception: The prohibition on electric resistance heat does not apply to additions, renovators and new heating systems installed in existing buildings.
(6) For other electric storm volumes, minimum EF = 0.97-(0.00132 x volume).
M For other natural gas storage volumes, minimum EF = 0.67-(0.0019 x volume).
2010 FLORIDA BUILDING CODE -- ENERGY CONSERVATION
C.5
To be caulked, gask eted, weatfunstrtpped or olhreuwise sealed. Recessed 0ghtlng IC-wtai as mheeting ASTM E
Air leakage
402.4
283. Willows and doors = 0.30 dm/sq.fi. Testing or vtwW Inspection required. Fire Basketed doors &
outdoor combustion air.
Cetiingsiknee wab
405.2.1
R-19 space permItdrtg.
Programmable fhemhostat
403.1.1
Where forced -air terrace Is primary, spm. programmable tlarrnostot is required.
Air distribution system
4032
Dhats in attics or on roots ir>a Aew to R-8: ottrer duras R-8. Ducts tested to O1= 0.03 by a Gess 1 BERS rater.
Heat trap required for vertkel pipe deers. Comply with BiPodencies in Table 4031.4 &Z Provide switch or clearly
Water treaters
403.4
warted circuit breelcor (electric) or stnutoff (gas). Chodiating system pipes to = R-2+ awe Manual
OFF switch.
Spas and treated pools mast have vapor -retardant covers or a add cover or other means proven to reduce tint
Swhn*M pod & spas
403.9
loss except 0 70% of treat from sks-recovered energy. 011111mer switch required. Ges heads mirdrmun tlrertnal
efficiency = 78% (82% after 418/13. 1 -feat pump pool heaters mintmurn COP= 4.0.
Sizing calculation performed & atfad ed. Mird nun effidencies per Tables 503.2.1 Equipment efl(dency ved6catiau
firu9 equipment
403.8
required. Sp-kd session 9 or heating capacity requires Separate system or vary -PadtY system.
r/
Electric heat AQkW must be dMded Into two or more
UghUng equipment
404.1
At least W% of pemaneu8y Installed Ilghting fixtures shall be Ngh-efficacy tamps.
2010 FLORIDA BUILDING CODE -- ENERGY CONSERVATION
C.5
Air System Sizing Summary for AC -1
Project Name: IBIS ROMERO 07/31/2012
Prepared by: R 08:28PU
Air System Information
Air System Name ----------------- -_---------------- ._..-------------- __.. AC -1
Equipment Class ----- ------------- ____ ---------------- ------- SPILT AHU
Air System Type ............................................................ SZCAV
Sizing Calculation Information
Zone and Space Sizing Method:
Zone CFM ._.. Peak zone sensible load
Space CFM ---------- _._----- ...... Coincident space loads
Central Cooling Coil Sizing Data
Total coil load ------------------ -------------
Total coil load __.__._..__. _-.---_-------------_
Sensible coil load -------------------- -------------
Coil CFM at Jun 1800 ...._...--------------------
Max
_.................Max block CFM...-. ------------------- ---------------
Sum
FM..._.------------------------------
Sum of peak zone CFM ..... __..._.__..__..
Sensible heat ratio ..................................
ftz/Ton------------ _............. ......... ....
BTU/(hr-its.....-_ -----------------------_------
Water flow @ 10.0 °F rise ----------------...
Central Heating Coil Sizing Data
Max coil load ...... .... ....................
_....._....
Coil CFM at Des Htg ....._..._.._._..._...__
Max coil CFM _............. ___.._.... .............
Water flow @ 20.0 °F drop _............
Supply Fan Sizing Data
Actual max CFM __.__ ...._...... ............... ......
Standard CFM .. ............................................
..
Actual max CFMt t' __ ..............._._................
Outdoor Ventilation Air Data
Design airflow CFM ----------- ..-------._
CFMIfta .. - __..__...-_
Number of zones .......................
Floor Area _..._..-------------------
Location -- ._ ...... ...................
Calculation Months .........................
Sizing Data - -- ----------------
----------------------------------1
__ ............... 244.0 ft'
Miami IAP, Florida
Jan to Dec
Calculated
-------- ___ ._.0.8
Tons
Load occurs at --------------------------- ---- --_---------------------
_._ Jun 1800
_ __.......... -9.1
MBH
OA DB / WB .------------ -----------------------------------------
------ 88.9178.7 °F
.................... 7.0
MBH
Entering DB / WB ................................---------
.---------- 78.2165.8 °F
_.._........ 310
CFM
Leaving DB / WB ----------- -------- ------- ___ ------------------------
57.2156.1 °F
----------------- -- 310
CFM
Coil ADP ------------------------ ---------------------- ------------------
------------ 54.9 °F
- - ---. 319
CFM
Bypass Factor.--------- - -------- ------------------
- 0.100
0.775
Resulting RH........... .................._.----------- .
48 %
----------- 322.6
Design supply temp.-----------------------------------------
----------------- 55.0 °F
-----_... 37.2
Zone T -stat Check ........ .----------------------- -------------
..--------------- 1 of 1 OK
-------------- -- - WA
Max zone temperature deviation _.--.-------------__-----.----._..._
0.0 °F
---------- - - . 3.6
MBH
Load occurs at-.... _ - ................... -----------
---------- Des Htg
__ ............ 310
CFM
BTU/(hr-ftJ .................... ................... ........_...._..........------..
_... --14.7
------------------ 310
CFM
Ent. DB / Lvg DB ----- ........ --------------- ------
-------- 66.7 / 77.4 °F
................... WA
------------ --- -- 310
CFM
Fan motor BHP ............ .......... _---------------- .............--------------__
0.11 BHP
_................... 310
CFM
Fan motor kW.......... ............................. .................
-----------..0.08 kW
....... 1.27
CFr%W
Fan static .................. ........._...........___......................---...._........1.25
in wg
_._.__._..._...40
CFM
CFM/person ------------- ----------------------- _..----------------------------------
20.00 CFM/person
.............. ..._0.16
CF%W
12,112,
Hourly Analysis Program v4.50 Page 1 of 1
Zone Sizing Summary for AC -1
Project Name: IBIS ROMERO 07/31/2012
Prepared by: R 08:28PM
Air System Information
Air System Name ............ ........... ------------------ - - -.- AC -1
Equipment Class ........----- ---------------- SPILT AHU
Air System Type ----------------------------------------------------------- SZCAV
Sizing Calculation Information
Zone and Space Sizing Method:
Zone CFM ----------- -------- --------- Peak zone sensible load
Space CFM ------------------------------ Coincident space loads
Zone Sizing Data
Number of zones ...._........-.----- ------ -- --------1
Floor Area --- ------------- _-------------- .._..................... .................. 244.0 ft'
Location _ ----------------- ----------------------- ------ ........ Miami IAP, Florida
Calculation Months ............. ........ ....-.---------------------- Jan to Dec
Sizing Data ... --------- ----------------------- ........ .---......---.--.---.. Calculated
Zone Terminal Sizing Data
No Zone Terminal Sizing Data required for this system.
Space Loads and Airflows
Maximum
Design
Minimum
Time
Maximum
Zone
Sensible
of
Cooling
Air
Air
of
Heating
Floor
(CFM)
(MBH)
Sensible
Flow
Flow
Peak
Load
Area
Zone
Zone Name
(MBH)
(CFM)
(CFM)
Load
(MBH)
If I-)
CFMNe
Zone 1
6.7
310
310
Jul law
2.8
244.0
1.27
Zone Terminal Sizing Data
No Zone Terminal Sizing Data required for this system.
Space Loads and Airflows
Hourly Analysis Program v4.50 Page 1 of 1
Cooling
Time
Air
Heaffng
Floor
Zone Name /
Sensible
of
Flow
Load
Aree Space
Space Name
Mull (MBH)
Load
(CFM)
(MBH)
(ft- CFM/fF
Zone 1
BEDROOM
1 6.7
Jul 1800
310
2.8
244.0 1.27
Hourly Analysis Program v4.50 Page 1 of 1
Air System Design Load Summary for AC -1
Project Name: IBIS ROMERO 07/31/2012
Prepared by: R 08:28PM
Hourly Analysis Program v4.50 Page 1 of 1
DESIGN COOLING
DESIGN HEATING
COOLJNG DATA AT Jun 1800
COOLING OA DB / WB 88.9 OF 178.7 OF
HEATING DATA AT DES HTG
HEATING OA DB / WB 46.0 OF 138.6 OF
ZONE LOADS
Sensible Latent
Details (BTUthr) (BTU/hr)
Details
Sensible Latent
(BTU/hr) (BTU/hr)
Window & Skylight Solar Loads
94 flz 2864
-
94 ft'
-
-
Wall Transmission
252 fe 501
-
252 IF
629
-
Roof Transmission
244 fI2 358
-
244 fl'
177
-
Window Transmission
94 W 761
-
94 ft2
1449
-
Skylight Transmission
0 IF 0
-
0 ft'
0
-
Door toads
0 ftz 0
-
0 fe
0
-
Floor Transmission
244 fe 0
-
244 fta
500
-
Partitions
0 ft2 0
-
0 fta
0
-
Ceiling
0 fN 0
-
0 fl2
0
-
Overhead Lighting
244 W 670
-
0
0
-
Task Lighting
0 W 0
-
0
0
-
Electric Equipment
230 W 747
-
0
0
-
People
2 460
240
0
0
0
Infiltration
- 0
0
-
0
0
Miscellaneous
- 0
0
-
0
0
Safety Factor
5%15% 318
12
3%
83
0
» Total Zone Loads
6679
252
2838
0
Zone Conditioning
- 6208
252
-
2839
0
Plenum Wall Load
0% 0
-
0
0
-
Plenum Roof Load
0% 0
-
0
0
-
Plenum Lighting Load
0% 0
-
0
0
-
Return Fan Load
310 CFM 0
-
310 CFM
0
-
Ventilation Load
40 CFM 527
1788
40 CFM
1027
0
Supply Fan Load
310 CFM 287
-
310 CFM
-287
-
Space Fan Coil Fans
- 0
-
-
0
Duct Heat Gain / Loss
3% 200
-
3%
85
-
>> Total System Loads
7223
2040
3664
0
Central Cooling Coil
- 70361
2040
-
011
0
Central Heating Coil
- 01
35791-
>> Total Conditioning
70361
2040
35791
0
Key:
Positive values are clg loads
Negative values are htg loads
PoskWe values are h1tg toads
Negative values are cig loads
Hourly Analysis Program v4.50 Page 1 of 1
U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008
F-oderal Emergency M anagement Agency I Expires March 31, 2012
National Flood Insurance Program Important: Read the instructions on pages 1-9.
SECTION A - PROPERTY INFORMATION -i r nce�4
Al. Building Owner's Name IBIS ROMERO 12-15509��tlumbr
A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Sin .h NA r�
iCrrrm
10560 N.E. 2 COURTiz
City MIAMI SHORES State FL ZIP Code 33138
i L'
A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)
LOTS 6 AND 7, BLOCK 15, FIRST ADDITION TO PASADENA PARK, P.B. 6 PG. 82
A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RESIDENTIAL e7
A5. Latitude/Longitude: Lat. 25D52'20.63"N Long. 80DI1'35.08"W Horizontal Dat4m: NAD 1917WkD 1983
A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance.
A7. Building Diagram Number 8
A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage:
a) Square footage of crawlspace or enclosure(s) 1310 sq It a) Square footage of attached garage 284 sq ft
b) No. of permanent flood openings in the crawlspace or b) No. of permanent flood openings in the attached garage
enclosure(s) within 1.0 foot above adjacent grade 9 within 1.0 foot above adjacent grade 0
c) Total net area of flood openings in A8.b 648 sq in c) Total net area of flood openings in A9.b 0 sq in
d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings? ❑ Yes I@ No
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
61. NFIP Community Name & Community Number B2. County Name B3. State
MIAMI SHORES 120652 1 MIAMI-DADE FL
B4. Map/Panel Number
B5. Suffix
B6. FIRM Index
B7. FIRM Panel
B8. Flood
B9. Base Flood Elevation(s) (Zone
120860 0302
L
Date
Effective/Revised Date
Zone(s)
AO, use base flood depth)
g) Highest adjacent (finished) grade next to building (HAG)
10.9
09/11/09
09/11/09
X
N/A N.G.V.D.
B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 139.
❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Describe)
B11. Indicate elevation datum used for BFE in Item 139: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe)
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No
Designation Date N/A ❑ CBRS ❑ OPA .a.
SECTION C - BUILDING ELEVATION INFORMATION
Cl. Building elevations are based on: ❑ Construction Drawings* ❑ Building Un
*A new Elevation Certificate will be required when construction of the building is complete.
C2. Elevations -Zones Al A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A,
below according to the building diagram specified in Item A7. Use the same datum as th FE.
Benchmark Utilized # N-567 (MIAMI-DADE) Vertical Datum N.G.V.D. 1929
Conversion/Comments WA
a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 10.9
b) Top of the next higher floor
13.02
c) Bottom of the lowest horizontal structural member (V Zones only)
N/A.
d) Attached garage (top of slab)
10.65
e) Lowest elevation of machinery or equipment servicing the building
eLl.18
(Describe type of equipment and location in Comments)
f) Lowest adjacent (finished) grade next to building (LAG)
10.7
g) Highest adjacent (finished) grade next to building (HAG)
10.9
h) Lowest adjacent grade at lowest elevation of deck or stairs, including N/A.
SECTION D -
® feet
® feet
® feet
® feet
® feet
Construction
30(' . 0'R/AHJ1A0. Complete Items C2.a-h
:c measu 'k nt used.
❑ meters ( ., rto Rico only)
❑ meters (Puerto Rico only)
❑ meters (Puerto Rico only)
❑ meters (Puerto Rico only)
❑ meters (Puerto Rico only)
® feet ❑ meters (Puerto Rico only)
® feet ❑ meters (Puerto Rico only)
® feet ❑ meters (Puerto Rico only)
OR ARCHITECT CERTIFICATION
This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation
information. I certify that the information on this Cerbricate represents my best efforts to interpret the data available.).-�
understand that any false statement may be punishable by Fine or irpprisonment under 18 U.S. Code, Section 100jj:�
Check here if comments are provided on back of form. Were latitude and longitude in Section A providd by a
licensed land surveyor? ® Yes ❑ No,
Certifier's Name RENE A
Title P L
AND SOCIATES. IN
AddresaN 5701 71
Signature
License
305-220-2424
f/Z57//,7
EMA.form 81=31, Marp9 / See reverse side for continuation. Replaces all previous editions
.a
IMPORTANT: In these spaces, copy the corresponding information from Section A. Forinsurance Company Use:
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy'N -inPer
10560 N.E. 2ND COURT 12-15509
City MIAMI SHORES State FL ZIP Code 33138 Comd'-nNAIL Number
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner.
Comments CROWN OBD ELEVATION = 11.24 FEET (N.G.V.D.)
C2.eCHAF�K
CHI R EVATION REFER C UNIT PAD; A/C ELEVATION =11.18 FT (N.G.V.D.)
BENUS # N-567 (Miami- e), ELEVATION = 10.54 FEET (N.G.V.D.)
LATI GITUDEOBTAINS ING A GPS MAGELLAN-L%ESTRO 4210.
here if
SECTION E/L BUIL[ G ELEYATION)AFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE)
For Zones AO Ond A (without BFE), complefe Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B,
and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters.
E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent
grade (HAG) and the lowest adjacent grade (LAG).
a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG.
b) Top of bottom floor (including basement, crawispace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG.
E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor
(elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management
ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G.
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE)
or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge.
Property Owner's or Owner's Authorized Representative's Name
Address City State ZIP Code
Signature Date Telephone
Comments
❑ Check here if attachments
SECTION G - COMMUNITY INFORMATION (OPTIONAL)
The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E),
and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 and G9.
G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who
is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.)
G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone AO.
G3. ❑ The following information (Items G4 -G9) is provided for community floodplain management purposes.
G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued
G7. This permit has been issued for. ❑ New Construction ❑ Substantial improvement
G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum
G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum
G10. Community's design flood elevation ❑ feet ❑ meters (PR) Datum
Local Official's Name Title
Community Name Telephone
Signature Date
Comments
Check here if attachments
FEMA Form 81-31, Mar 09 Replaces all previous editions
I
I
LOT 10 I
BLOCK 15 I
I
I
1
1
- F.I.P. 1/2 0--� i
LOT 9
BLOCK 15
N.E. 107th STREET FLP 1/2
--"
------------I
BLOO
I CORNI
I
I
1
I
1 I
O 1
1 4116 2 2 N 1
I LOT 8 ®�� I
j BLOCK -15_. -
I 1
I F.1.P. 1/2- I
115.00 (M)(P) ! 115.0'
L 1 5' WOOD FENCE—'
0.10 -CL
f �O•
ONPL
cWOOD
STEPS
LOT 12 l
p LOT 7
Fq-
BLOCK 15 l BLOCK 15 SMpS
W1
LOT 13
BLOCK 15
rA
I
1
I
LOT 14 I
BLOCK 15
I
1
N,Z
• LOT LINE
-
LOT 6
BLOCK 15
2
_ titi
-p0
90 I I5' WOOD FENCE
T t 4 3'
U
U O
6
LOT 5
BLOCK 15
iWOOD
STEPS
1
0
U 10. 90.p
WALL a
k�
21.40'
VP
7Z1/
ONE STORY
o RESIDENCE
9.001/
# 10560 6.60'
------------' - - - --
p2 �
ti� 9
115.00'(M)(P)
U
O
O
b
a
F.I.P.
BOUNDARY AND TOPOGRAPHIC SURVEY.
I HEREBY CERTIFY: that this survey meets the
minimum technical standards as set forth by the
FLORIDA B2RS
ESSI L SURVEYORS
AND MAPP pter 5J-1 orida Administrative
Code, puro Section .027 Florida Statutes.
IVES 05/18/12
P OFESSIO L SURVEYOR AND
MAPPER No. 4327. State of Florida.
LEGEND
—'
"THIS SURVEY DECLARATION IS MADE ON THE FIELD
= Arc S
= Asphalt
t j 2
BM
...............
.'.'.'.'.'.'..'.'.'..'.'.'.'.
LL
BRG
I
1
TRANSFERABLE TO ADDITIONAL INSTITUTIONS OR
Bearing, if any, shown based on N/A
(reference) N/A
a
c 3
SUBSEQUENT OWNERS."
REVISIONS:
m m
r.
FLOOD ZONE
This property described as:
PANEL No.
SUFFIX:
ELEVATION NOTE: (IF APPLICABLE)
Not valid unless
it bears the
08107!12 SPOT ELEVATIONS ADDED �
I
Lots 6 and 7, Block 15,
120652
0302
L
..
I
FIRST ADDITION TO PASADENA PARK,
E
DH
= Drill Hole
gg
1
according to the Plat thereof
original raised seal
F.I.R.M.DATE
F.I.R.M.INDEX
BASE ELEV.
Enc.
F.F.
Lowest adjacent grade elevation= DWG,
as recorded in Plat Book 6, Page 82,
F.H.
= Finish Floor
= Fire Hydrant
m « m E
'......:':'l
a
of the Public Records of Miami -Dade County, Florida.
= Found Iron Rebar
• .......'.:........
09/11/09
09/11/09
10
Garage Elev.= 10.65' Erp.= N/A .
Mapper.
3 E a -m W
15
L.P.
M
= tight Pole
= Measured
$ o m Q
M.F.
CERTIFIED TO:
E e
M.H.
= Manhole
Monument Line
Ibis Romero
M
MON.
Q
a
m v Brn m ag � . , m
z.
= Not Applicable
azoriNda
10560 N.E. 2nd Court, Miami Shores, FL 33138
o
t c Y —
NTS
= Not to Scale
= Offset
5- mrn
m
O.U.L
= Overhead Utility Lines
J...
OH
P
= Overhang
= Plat
m
A
C4
..Qv...
= Plat Book
Q
9
PC = Point of Curvature
c
G
■
W
`..
�..
I
= Permanent Control Point
:S c
Z
..
PG
I
mP.I.
p
20.00' ...........
.
. ..
j...
I
1
P.O.B.= Point of Beginning
1
I�
P.O.C.= Point of Commencement
a rte, >
° $ m G a
g 7c W o
P.P. = Power Pole
P.R.M.= Permanent Reference
Monument
I,
to
I
P.R.C.= Point of Reverse
BOUNDARY AND TOPOGRAPHIC SURVEY.
I HEREBY CERTIFY: that this survey meets the
minimum technical standards as set forth by the
FLORIDA B2RS
ESSI L SURVEYORS
AND MAPP pter 5J-1 orida Administrative
Code, puro Section .027 Florida Statutes.
IVES 05/18/12
P OFESSIO L SURVEYOR AND
MAPPER No. 4327. State of Florida.
LEGEND
—'
"THIS SURVEY DECLARATION IS MADE ON THE FIELD
= Arc S
= Asphalt
t j 2
BM
DATE INDICATED, TO THE OWNER(S) LISTED. IT IS NOT
LL
BRG
= Bearing
TRANSFERABLE TO ADDITIONAL INSTITUTIONS OR
Bearing, if any, shown based on N/A
(reference) N/A
a
c 3
SUBSEQUENT OWNERS."
REVISIONS:
m m
r.
FLOOD ZONE
COMM. No.
PANEL No.
SUFFIX:
ELEVATION NOTE: (IF APPLICABLE)
Not valid unless
it bears the
08107!12 SPOT ELEVATIONS ADDED �
a 8
1 c
X
120652
0302
L
L.F.Elev = 3.0 '(lowest habitable floor elevation).
signature and the
=Delta
= Diameter
E
DH
= Drill Hole
gg
DME
Elevation shown hereon refer to N.G.V.D. 1929.
original raised seal
F.I.R.M.DATE
F.I.R.M.INDEX
BASE ELEV.
Enc.
F.F.
Lowest adjacent grade elevation= DWG,
of Florida licensed
F.H.
= Finish Floor
= Fire Hydrant
m « m E
BM. # N-567 (MIAMI-DADE) , Elev.= 10-54
Surveyor and
= Found Iron Rebar
Z a§ go s m
09/11/09
09/11/09
+ N/A N.G.V.D.
Garage Elev.= 10.65' Erp.= N/A .
Mapper.
BOUNDARY AND TOPOGRAPHIC SURVEY.
I HEREBY CERTIFY: that this survey meets the
minimum technical standards as set forth by the
FLORIDA B2RS
ESSI L SURVEYORS
AND MAPP pter 5J-1 orida Administrative
Code, puro Section .027 Florida Statutes.
IVES 05/18/12
P OFESSIO L SURVEYOR AND
MAPPER No. 4327. State of Florida.
Alvarez, Aiguesvives and Associates, Inc.
Surveyors, Mappers and Land Planners
5701 S.W. 107th Avenue #204, Miami, FL 33173
Phone 305.220.2424 Fax 305.552.8181
L.B. No. 6867 / E-mail: aaasurvey@aol.com
Field Date Scale:Drawn by: Drwg. No.
05/16/12 1 V=20 ,
"=20' I.C. 1 12-15509
LEGEND
—'
A
ASPH
= Arc S
= Asphalt
t j 2
BM
= Bench Mark
LL
BRG
= Bearing
CB
= Catch basin
a
c 3
CBS
= Concrete Block Structure
m m
r.
CH
= Chord
3 $
Chatta: Chattahoochee
m 99 o
q
= Center Line
a 8
1 c
CLF
= Chain Link Fence
= Clear
,B s
��
CL
CONC: Concrete
_m 'o g m m °�
m m v E'S �15 S
D
0
=Delta
= Diameter
E
DH
= Drill Hole
gg
DME
= Drainage & Maintenance
�f g 12
T c
E.B.
Easement
= Electric Box
r'b m E m m c m°
Enc.
F.F.
= Encroachment
E c m .21
_
F.H.
= Finish Floor
= Fire Hydrant
m « m E
§ER E m m E C
F.I.R.
= Found Iron Rebar
Z a§ go s m
FPL
= Florida Power & Light
i; c a m m °
-°° m 0 c� E T o
F.I.P.
FD.
=Found Iron Pipe
= Found
3 E a -m W
15
L.P.
M
= tight Pole
= Measured
$ o m Q
M.F.
=Metal Fence
E e
M.H.
= Manhole
Monument Line
m
m fO m "' m Sfs N
:CEL
m € a �, > >
M
MON.
=
= Monument
m v Brn m ag � . , m
NIA
= Not Applicable
azoriNda
NID
= Nall &DISC
t c Y —
NTS
= Not to Scale
o/S
= Offset
5- mrn
m
O.U.L
= Overhead Utility Lines
a o E
c v
OH
P
= Overhang
= Plat
m
9
PB
= Plat Book
Q
9
PC = Point of Curvature
c
G
P.C.C.
= Point of Compound
Curvature
PCP
= Permanent Control Point
:S c
PG
= Page
mP.I.
p
= Point of Intersection
= Property Line
Z
PL
= Planter
P.O.B.= Point of Beginning
a6 E m m
�gC
P.O.C.= Point of Commencement
a rte, >
° $ m G a
g 7c W o
P.P. = Power Pole
P.R.M.= Permanent Reference
Monument
P.R.C.= Point of Reverse
v :S: m
g c 8 v
PT
Curvature
= Point of Tangency
c m.9 _ m
W -Sit m o 62 E
c
R
R/R
= Radius
= Railroad
E a
m 0 . m °
I
PSM
= Professional Surveyor
Mapper
�
-5 c 1 $ m
RAW
= Right -of -Way
Ec %L E Z5 c °
SWK
=Sidewalk
° c m m L m m m
sec.
(TYP)
= Section
= Typical
m Emrrco
T
=Tangent
`o t i c m `—° 1 1'
U.E.
= UtilityEasement
c m g �+ °' `' .mc s
m $ o ° �' o io ° 'S E
W.F.
W.M.
= Wood Fence
'$ c`ca'kts `o
= Water Meter
a =
W.V.= Water Valve
Denotes Spot
16
Ci
Elevations Taken
Z m a a m C
Alvarez, Aiguesvives and Associates, Inc.
Surveyors, Mappers and Land Planners
5701 S.W. 107th Avenue #204, Miami, FL 33173
Phone 305.220.2424 Fax 305.552.8181
L.B. No. 6867 / E-mail: aaasurvey@aol.com
Field Date Scale:Drawn by: Drwg. No.
05/16/12 1 V=20 ,
"=20' I.C. 1 12-15509