RC-10-408_Plans NVSA 44 Structural Angle !-
. REVISIONS BY
GE���L � ®��s
.`design Features: Universal design eliminates the need for special seats to support floor and roof joists. A + ' 1. DO NOT SCALE DRAWINGS, USE FIGURED DIMENSIONS ONLY.
- CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS.
Materials: (1) 1/4" Black steel - ASTM A36 Steel F _ l ._ IN EVENT OF CONFLICT NOTIFY ARCHITECT BEFORE PROCEEDING.
(2) Minimum concrete strength of 2,500 psi 1
�,�/ 2. CONTRACTOR SHALL COORDINATE WITH OWNER AND VARIOUS TRADES SO THAT PROPER
Dimensions Fasteners Allowable Loads (Ibs) I��. " I ► �'"' i ...,!/ E ti OPENINGS AND CHASES SHALL BE PROVIDED.
Product Thickness
Code W H BS Wood Header Wood Joist Floor 100% Hoof 125% - II - II-- - - 3. ALL VEGETATION AND ORGANIC MATTER SHALL BE REMOVED PRIOR TO PACING FILL. .
2 -16d + 2 -16d + FOUNDATION SHALL BEAR ON CLEAN FILL COMPACTED IN LAYERS OF NOT MORE THAN 12"
'l DEPTH AND TO 95% DENSITY AS PER A.S.T.M. PROCTOR TEST OR MODIFIED PROCTOR TEST.
N VSA -44 114„ " " 3 i /z ° 4" 4" two i /2 dia x two i /z dia x 1273 1273. � � -� `��•' _._ _ . _ _ _
2 I /2" lag 2 1 /Z" lag - CONTRACTOR SHALL SUBMIT TEST RESULTS.
� }I� I�afiL,► f'� '�'')
screws screws �. �'��,,�,
4. SOIL STATEMENT:
___._ _ BASED ON VISUAL INSPECTION OF THE SOIL CONSISTS OF UNDISTURBED SAND 8 ROCK WITH •� �°
1) Two 16d nails and two 112" lag screws are used, in wood header and wood joist. - - -- -- - Q
1
NORTH ELEVATION
MAXIMUM CAPACITY OF 2000 PSF. THE ARCHITECT OR ENGINEER SHALL SUBMIT TO THE CITY v o�
i.
INSPECTOR A SIGNED AND SEALED LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED
2) Two 1/2" diameter wedge type expansion anchors are used in concrete header and 1= _ _ _ ___ . _ . _ / ® U
AND THE
FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN IS C, ,
2- 16d nails & two 1/2 „ dia x 2 -1/2 lag screws in wood joists.
_ BASED.
t �
- -' 5. CONCRETE SHALL HAVE A SLUMP OF 5" MAX. AND A MIN. COMPRESSIVE STRENGTH IN 28 DAYS UJ Z
AS FOLLOWS:
�
5/6' EXTERIOR 5.e
FOUNDATIONS AND SLABS ON GRADE 3000 PSI
4 COLUMNS AND BEAMS 3000 PSI ap
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(I II O II II I CONCRETE COVER FOR ALL POURED IN PLACE CONCRETE SHALL BE AS FOLLOWS: a
it
o nN�
.. FOUNDAT[ON� 3 INCHES I NCHES M
COLUMNS 1-1/2
' CONC RET E SLABS ON FILL W.W.F. F. AT CENTER OF SLAB '
10-d NAILS tv 6' O.G. AL EDGES TYF -) � �� �� � �
..! . COLUMN
6. GROUT STRENGTH 3000 PSI WITH 9" MAX. SLUMP. �
N,ilLs � ¢ u o. c . Ga6l,� T `
Eod tl tro + - r�"' ..
i fl Fastener Schedule Allowable Loads: 7. REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF A.S.T.M. A615
4
I _
2500 PSI Floor and roof loads
- - -- - - - - -�- -- • SPECIFICATIONS FOR NEW DEFORMED BILLET STEEL AND TO GRADE 60 SPEC. WITH A MIN. '
NAILS is 6' O.G. AT �.t"_ . �'�. concrete header (lbs) � YIELD STRENGTH OF 60,000 PSI. IT SHALL BE DETAILED , FABRICATED AND PLACED AS _ 0 LA �
p INTERMEDIATE SUP f REC MEN A.C.I �
expansion anchor 2• i/4"
FORTS (T __ _ __ 1/2" dia. Wedge type - s
RECO BY A C I ao �
C embedment 1540 _._. `; - EAST ___ _ EL EVATIO N . . i�4� 8. WELDED WIRE FABRIC (W.W.F.) SHALL CONFORM TO A.S.T.M. A - 185, f}OUBLE W.W.F. 36" ON A N Q
-� _
A ' - _
__. . _t N EACH SIDE OF BEARING WALLS AND 30" AROUND PERIMETER OF MONOLITHIC FOOTINGS.
4X 8' SI {EATNfNCx a N
9. CONCRETE MASONRY UNITS SHALL BE LOAD BEARING TYPE CONFORMING TO A.S.T.M. C270,
(T
STAGGER 4' -' AS SHOWN (T P.) TYPE "M" MORTAR.
II II II I II II
5
10. ALL STRUCTURAL LUMBER SHALL BE #2 SOUTHERN PINE OR BETTER.
P L Y WOOD L I .its I� 11. ALL ROOF JOISTS, TRUSSES, OUTLOOKERS, BEAMS AND, GIRDERS SHALL BE SECURED WITH
J.._ I - APPROVED METAL TIES, CLIPS AND ANCHORS TO TIE ,BEAMS OR BEARING PARTITIONS.
PROVIDE PRODUCT CONTROL NOTICE OF ACCEPTANCE.
18 Gauge Angle Clips ! t�t�r, 12. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED.
Product Dimensions (inches) Fastener Schedule Allowable Loads (Ibs)
Nth/ 101 STREET
Code W1 W2 L Header Joist F1
ABS 1 '/2" 2 5 116" 5" 3 -10d x 1 1 /2" 3 -10d x 1 511 ' � 2
59S �
• 100' 50' 8(};• '
�s 1
AB7 1 1 /2' 5 2 5 /I6" 7" 4 -10d x 1 4 -lOd x l ih" 582 • LU --
This table is based on Miami -Dade NOA # 08- 0325.02 and Florida Approval 599R4. 3 ,: ' • •
Notes: Nail wider angle leg to: Joist and Shorter leg to Header. � . _ __. _. _... I
N 4 J/
wz w1 Fi -
s BILK 3
.:_ `
is 14
.. -- •
L L - - - --
•
•
• • • • _ -. _
ROOF LOADS LOCATION SKETCH
AB ' Typical installation LIVE LOAD = 30 P.S.F. SCALE: NTS
DEAD-LOAD
ROOFING = 10 P.S.F. _ LEGAL DESCRIPTION: LOT. 10 AN TH WEST 1/2 OF LOT 11 BLOCK 3 1 0 do DECK a 10 P.S.F. MAP OF BONMAR PARK AD LO
I1rz" 3' NVHC 4312 Hurricane Clip � t I C EILING = 5 P.S.F.
OF - - - - -- - 24 SUBDIVISION_ T- U.) TOTAL I OAD = 56 P.S.F. ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK AT PAGE
' - OF THE PUBL RECORDS MIAMI -DADE COUNTY, FLORIDA W co
N
63 J
SOUTH ELEVATIO14 1 /4 U.
• '' 18" gauge galvanized steel.
M • �
• UPLIFT (OPEN) _ 39.4 ( ( -2.3) - (0) } = 90.6 P.S.F.
Between framing members no blocking is required.
LESS MINIMUM DEAD LOAD 10.0 P.S.F. NW 101 STREET (' CO
0 ° - Lateral movement of truss parallel and perpendicular to the NET UPLIFT (OPENI -_ _ 11 6 P.S.F. a . 11 _
17' Asphall W
° wall as well as uplift will be resisted by this clip. � � �
6�rz° ° } I li ! ( II t II - - - - -- 28.10' z2.00' -" S
Fasteners Design Loads bs. Each Cli - _ _- - _ � � �'` -
6 to J
1ti.S' Parkway Asphal "' � m 91 X
Product Code Description Header Joist Uplift LI L2 li1/I I d ��'°" -
NVHC 43/2
FiJ R
NVHC 43/2 Hurricane C1Ii Wide x 2 _ _..;, .:__�_• _.._.�._. _._._�. ._ -.:.. _._..._ _._ -__ _..
BG q-- I� 75.D0'(RBM} FND.I,R. v2•
2 - 2X 3" Wi de) p - 10 -lOd 10 -lOd 917 S47 432 -
(NO ID) V N
FNO.t_R.1rr ��°
• (NO 0) 150.Dd
Le } M4� ,
Tb�se tables are based on Miami Dade County NOA # 08- 0828.02 and Florida Approval 2047R3. � UJ
NVHC43f$ For uplift, use two clips, one on each side to comply with section 2321.7 of FBC. ?'
- - - -- _ _
" I Tie Porch 50' 4' Cone_ alk ?
p NVRT Flat and Twisted Ra ter Ties � � ! � <n 18.73' - ®�' co
12.40' o
. U � .. 34.00' � '1 UJ
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Product 16d Fasteners Maximum Uplift Load {Ibs) •-
Len th U
Gauge :.�
0nj Code TOTAL In each Fl °' 'Jj i a�4 �, ONE STORY
m ember* k r •
Flat Ties
Twisted d T'
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.� R R ESIDENCE .
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\ . "°" 9 460 CBS I � �
12 NVRT -12 14 8 4 725 724
( 5 861 860 - ` ...; . _ . _ �-� m
l b NVRT -16 14 00 0
k M '
1.7 o [e
/4s.Y'7I`{.� s.75 ,, t7.5Df /
e�
a„.
12.45' 0'
- .. . ._ .. _ _ Y• -
Tables are based on Miami -Dade NOA #08- 0326.11 and Florida Approval 599114. � � ..- r
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CL x'` I 1 7 3 ,
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16" (t > 16" (t bp) m 1 I Date Vo Mwip
w.- r
fNRI•P-112'
75.DU7R8M) FPID.LP.112"
ID
LOT 14
- t (NO ) LOT 13 BLK 3 K 3 (NO ED)
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NVSA 44 Structural Angle REVISIONS BY
GENERAL NO TES
7esign Features: Universal design eliminates the need for special seats to support floor and roof joists. - - USE FIGURED DIMENSIONS ONLY.
Materials: (1) 1/4" Black steel - ASTM A36 Steel - 1 CONTRACTOR OR SHAL Y ALL DIMENSIONS AND CONDITIONS.
' .
(2) Minimum concrete strength of 2,500 psi � 1._ _ _ IN EVENT OF CONFLICT NOTIFY ARCHITECT BEFORE PROCEEDING.
2
_.. ER AND VARIOUS TRADES SO THAT PROPER
Product Dimensions Fasteners Allowable Loads (Ibs) BI t Rr' - - OPENINGS AND CHASES SHALL BE PROVIDED.
Thickness
Code W H BS Wood Header Wood Joist Floor 100% Roof 125%
3 L
ALL VEGETATION AND ORGANIC MATTER SHALL BE REMOVED PRIOR TO PLACING FIL
.
2 -16d + 2 -16d + FOUNDATION SHALL " ON R LEAN FILL COMPACTED IN LAYERS OF NOT MOR E THAN 12"
1 » „ » two 1 /2" dia x two 1 12" dia x - C Y
NVSA -44 1/4 3 /2 4 4 l 1273 12'3,`, - -- - - -- - -. - - - -- .- .. - - -..- DEPTH AND TO 95% DENSITY AS PER A.S.T.M. PROCTOR TEST OR MODIFIED PROCTOR TEST.
2 /2
1 l . 2 i /2 la g CONTRACTOR SHALL SUBMIT TEST RESULTS.
screws screws
4. SOIL-'STATEMENT
1) Two lbd nails and two 1/2" lag screws are used, in wood header and wood joist. BASED ON VISUAL INSPECTION OF THE SOIL CONSISTS OF UNDISTURBED SAND � ROCK W {TH �° � � � ti
MAXIMUM CAPACITY OF 2000 PSF. THE ARCHITECT OR ENGINEER SHALL SUBMIT TO THE CITY, o ur-
2) Two 1/2 „ diameter wedge type expansion anchors are used in concrete header and r
INSPECTOR A SIGNED AND SEALED LETTER ATTESTING THAT THE SITE HAS BEEN OBSERVED (� �
2- 16d nails &two 1/2” dia x 2 -1/2" lag screws in wood joists. 1 FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN AND THE MILA N IS C) •
N i9
i BASED
- LL HAVE A SLUMP OF 5" MAX AND A MIN COMPRESSIVE STRENGTH IN 2 YS •
I
5/8' EXTERIOR
- S FOLLOWS �
A CONCRETE SHALL �
_
FOUNDATIONS AND SLABS ON GRADE 3000 PSI
"7 - COLUMNS AND BEAMS 3000 PSI
- 40
II = -
II CONCRETE COVER FOR ALL POURED IN PLACE CONCRETE SHALL BE AS FOLLOWS: s
O O .
II - I li
FOUNDATfON��. 3INCHES h
COLUMNS 1 -1/2 INCHE S O O
' _ _
v
a� �y
' M NAILS � 6' Q - G. ALONG E Cs Eg Tl'i•'J � � �+� .#� # � CONCRETE SLABS ON FILL W.W.F. AT CENTER OF SLAB - �f I � a �' +�r��'�°�! _ . .. _ COLUMN
(04 N�tLS o. G , GA � cif. _
N s 1 _ 6. GOUT STRENGTH 3000 PSI WITH 9" MAX. SLUMP.
rte) 1r►
Fastener Schedule Allowable loads: ••
7. REINFORCING STEEL SHALL CONFORM TO THE REQUIREMENTS OF A.S.T.M. A615
vi
NAILS 6' �. .. .. __- _ ___._._ __._ ____ -_ 2500 PSI Floor and roof loads [
O.G. SP C FICAT F F BILLET STEEL AND T
AT E I IONS OR NEW DE ORMED O GRADE 60 SPEC. WITH A MIN.
� {NTE ' �� concrete header (lbs) • 6N
RMED LATE SUPPORTS (T P.) -..__ .._ _ _ i /2" dia. Wedge type - ;- I. SHALL BE DETAILED, FABRICATED AND PLACED AS
- - - -
1 / 4"
i ' , z
RECOMMENDED BY A C
II embedment 1540 . _ _ s EAST __._ _.._..____. __ ___ .- .._. .. �'4 8. 186, D OUBLE W.W.F. 36" ON
WELDED WIRE FABRIC W. LL CONFORM. RM TO A.S.T T M -
W F. SHA O O A
.
EACH SIDE OF BEARING WALLS AND 30" AROUND PERIMETER OF MONOLITHIC F TI S = N
- - - _.
STAGGER 4' - AS SHOWN ( P.) � r � " - __ 9. CO PE RET MASO UNITS SHALL BE LOAD BEARING TYPE CONFORMING TO A.S.T.M. C270,
---
- 10. ALL STRUCTURAL LUMBER SHALL BE #2 SOUTHERN PINE OR BETTER.
11. ALL ROOF JOISTS, TRUSSES, OUTLOOKERS, BEAMS AND_ GIRDERS SHALL BE SECURED WITH
APPROVED METAL TIES, CLIPS AND ANCHORS TO TIE BEAMS OR BEARING PARTITIONS.
PROVIDE PRODUCT CONTROL NOTICE OF ACCEPTANCE.
18 Gauge Angle Clips
- ! L OD IN CONTACT WITH CONCRETE OR MASONRY TREATED.
Di
12 AL WO MASON SHALL BE PRESSURE TR ATED
Dimensions inches -
Product (inches) Fastener Schedule Allowable Loads (Ibs)
Code W1 W2 L Header Joist F1 F2 NW 101 STREET
ABS 1 1 /2" 2 5 116" 5" '
I
1 1" I 25 r
3 -lOd x 1 /z 3 -lOd x 1 /z 51 I _
595
5.00
» S
S0' - \-
i00' 0;•
AB7 1 1 /2 2 5/16" 7" 4 -10d x 11 LL1 —
4 -lOd x 1 582 -_ ' � _..
794 i ...,
z
This table is based on Miami -Dade NOA # 08- 0325.02 and Florida Approval 599R4.
W �
' r
Nail wider angle leg to: Joist and Shorter leg to Header.
W� W2 W Ft C4 4
5 --
°� -- BLK 3
_ _ _ . /4
x`s 16 is 14
L
e ° •
•
ROO LOADS LOCATION SKETCH
AB-7 AS-5 C
Typical Installation LIKE LOAD = 30 P.S.F.
S CALE: NTS
DEAD-LOAD:
ROOFING = 10 P.S.F. 10 AN THE WEST 1/2 OF LOT 11
LEGAL DESCRIPTION: LOT BLOCK 3 0 O
� $ DECK = 'IRO P.S.F. - ASAP OF B4NASAR PA AD DIT I ON
3 '''" NVHC 4312 Hurricane Clip CEILING = 6 P.s,F. OF SUBDIVISION..
TOTAL LOAD = 66 P.S.F. 24 71 M
` - ASCE 7 — 05 ACCORDING TO THE PLAT THEREOF AS RECORDED I>�i PLAT BOOK AT PAGE co N
, 18 "' gauge galvanized steel.
OF THE PUBLIC RECORDS MIAMI —ME COUNTY, FLORIDA UJ
114
` N 0 Between framing members no blocking is required.
UPLIFT (OPEN) = 39.4 ( ( -2.3) — (0) } = 90.6 P.S.F. _ _. ELEVATION
_ _ LL L0
° ° IV�II EET
LESS MINIMUM DEAD LOAD = 'I0,0 P.S.F. - _ �. -- ---- - - 101 -- - - -- EET .. - --- --
° •Lateral movement of truss parallel and perpendicular to the NET UPLIFT (OPEN] _ � SQ B P.S.F. �
1 T AsphaN W
Faste ° wall as well as uplift will be resisted by this clip. i
f
il,It �I I! rll
10 ners. Desi n Loads bs. Each Cli ?� 2`'00
28 1D' o ®
s EEE°J �
Product Code Descrip 0-4"4 -- � _ �
iG.5' Parkway AsphaN N o a
NVHC 43/2 P ' Header Joist Uplift L1 L 2 I`lht+ 1/I _
N
FWD:1.R. N2'
NVHC 4312 Hurricane Cllip -Wide
2 - 2X 3" R.11
x 2 10 10d 10 - 10d 917 547 432 _ . __ _.__._w________._ ___ ____.__ _ __ _._
� , BC 0-- ° 1 iu 75'(?0'(R&AI) FND.1 '
/♦
(NO ID) V N
k r t c If)) 150.00, ; Q
L2 'bilyse tables are based on Miami Dade County NOA # 08- 0828.02 and Florida Approval 204783. _ t - M R ,
4 >< to i
�,
NVHC43f2 For uplift, use two clips, one on each side to comply with section 2321.7 of FBC. -r _
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4
J Tie Porch 8 4' Conc alk
IL 16,
�* 12AV � I 18.7 i'
34.00'
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RESIDENCE t� t: d � . •
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