HomeMy WebLinkAbout37749 Dusty Saddle Ln340�MADISON IV CMU
GaraaeLeft- Elevation K3
SHEETINDEX
NUMBER:
5LEET NAME:
NUMBER::
5HEET NAME;
C6_
COVER 544EET
C5 3
5MARE FOOTAGE CALCULATIONS
E-1.0
ELECTR�CAL PLANS FIRST FLOOR
F-1.0
FOUINCATION - SLAB PLAN
E-2.0
ELECTR CAL PLANS SECOND FLOOR
A-1.0
FIRST FLOOR PLAN
A-3-2
M�Sr_ DETfl_5
4-2.0
SECOND FLOOR PLAN
A-33
M SC DETA L5
A-3A
MI5,-_ DETAILS
A-3160
FRONT/REAR ELEVATIONS </ROOF PLAN
A-3fol
SIDE ELEVATIONS <
A-4.0
BUILDING SECTIONS
GENER4L NOTE6
THE 5 TANDARD GENERAL SPECIFICATIONS FOR AMERICAN HOMES 4 RENT 4 AMH
DEVELOPMENT SHALL GOVER!N EXCEPT AS MODIFIED 4 SUPPLEMENTED BY THESE
PLANS
THESE PLANS HAVE BEEN DESIGNED TO MEET THE REQUIREMENTS Or.
2023 FLORIDA BUILDING CODE, RESIDENTIAL STW EDITION
OCCUPANCY SINGLE FAMILY RESIDENTIAL
C-E ON.
1. W�TEEL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA
BY NOT LESS THAN 112 INCH (12.1 —) GYPSUM BOARD APPLIED TO THE GARAGE
SIDE 6ARASIES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL
HABITABLE ROOMS A50VE MY NOT LE55 THAN 5/8 INCH (15.15 �) TYPE *X" GYPSUM
BOARD OR EQUIVALENT. WHERE THE SEPARATION 16 A FLOOR- CEILING ASSEMBLY
THE STRUCTURE SUPPORTING TWE SEPARATION SHALL AL50 BE PROTECTED BY NOT
LESS THAN 1/2 INC" (121 —) GYPSUt-I BOARD OR EQUIVALENT
TH CKNESS OF TEXTURED FINISH OVER FRI APPLICATION SHALL BE PER THE
CU=NT APPROVED BUILDING CODE AND ASTM CS26. INSTALLATION OF EXTERIOR
LATWINV, AND FRAMING APPLICATION REQUIREMENTS TO BE PER THE CURRENT
APPROVED BUILDING CODE AND A5TM C 1063
EGRE55
1. EACH BEDROOM MUST HAVE ONE JLINOOW THAT COMPLIES WITH EGRESS CODES IF
THERE 15 NO ACCESS TO EXTERIOR THROUGH .4 DOOR THE WINDOW MUST WAVE A
MAXIMLO-1 OPENING WEIGHT OF 44" ABOVE FINISH FLOOR LINE OF THAT PARTICULAR
ROOM
2, IN DWELLINC, UNITS WHERE THE OPENING OF AN OPERABLE WINDOW 15 LOCATED
MORE THAN 12 INCHES A50VE THE FINISHED GRACE OR SURFACE BELOW, THE
LOLLEST PART OF THE CLEAR OPENING Or THE WINDOW SHALL BE A MINIMUM OF 24
INC,HE6 ABOVE THE FINISHED FLOOR. OPERABLE SECTIONS OF WINDOWS 544ALL NOT
PERMIT OPENINGS THAT ALLOW PASSAGE Or A 4'' SPHERE WHERE SUCH OPENINGS
AIRE LOCATED WITHIN 24 INCHES Or THE FINISHED FLOOR PER THE CURRENT
APPROVED BUILDING CODE
FLASHING,
l� FLASHING SHALL BE INSTALLED AT LUALL AND ROOF INTERSECTIONS, DECK AND
WALL INTERSECTIONS AT GUTTERS, AT ALL CHANGES IN ROOF SLOPE OR DIRECTION
AND AROUND ROOF OPENINGS
2. APPROVED CORRO61ON -RESISTANT FLASHING SHALL BE APPLIED SWINGLE
FASHION IN SUCH A MANNER AS TO PREVENT ENTRY Or WATER INTO THE WALL
CAvITY OR PENETRATION CIF WATER TO THE BUILDING STRUCTURAL FRAMING
COMPONENTS. THE FLASALiNG SHALL EXTEND TO THE SURFACE GF THE EXTERIOR
LUALL FINISH APPROVED CORROSION -RESISTANT FLA5W1W, SHALL BE INSTALLED AT
ALL REQUIRED LOCATIONS PER THE CURRENT APPROVED BUILDING CODE.
WINDOW INSTALLATIONL
1. WINDOWS 544ALL BE INSTALLED AND FLASHED IN ACCORDANCE WITH THE
MANUFACTURERS WRITTEN IN51ALLATION INSTRUCTIONS. WRITTEN INSTALLATION
INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW
FLOOD ZONE REQUIREMENTS,
I PLAN MEETS OR EXCEEDS FEMA FLOOD FINISHED GARAGE FLOOR ELEVATION
BATH AREAS:
1. IN57ALL 2x4 BLOCKING AT TOILET PAPER AND TOWEL BAR LOCATIONS SEE
DETAILS
KITCHENS
1. INSTALL 2X& BLOCKING AT SS' AFF ON CENTER FOR UPPER CABINET
INSTALLATION.
,Tlftg�N,4�01UI AFE45
BER-CEMENTr OR GLASS MAT GYPSUM B04FZD (NO GREEN BOARD
ALLOWED) IN COMPLIANCE WITH ASTM C1288, C1325, OR CI11S AND INSTALLED WITH -8
, I-IIIA" DA615EIZZ PHILIPS WAFER HEAD CEMENT BOARD SELF DRILL SCREWE, Lu/
COATING, SHALL BE USED AS BACKERS FOR WALL TILE IN TU5 AND SLOWER AREAS
AND WALL PANELS IN SLOWER AREAS
TEIRMITE TREATMENT.
TERI PROTECTION SHALL 13E PROVIDED BY REGISTEIRED TERMITICIDES,
INCLUDING SOIL APPLIED PESTICIDES, BAITIWG 5Y5TEM5, AND PE5TICIDE5 APPLIED
TO WOOD, OR OTHER APPROVED METHODS Or TERMITE PROTECTION LABELED FOR
USE AS A PREVENTATIVE TREATMENT TO NELL) CONSTF;WCTION. UPON COMPLETION OF
THE APPLICATION OF THE TERMITE PR07ECTIVE TREATMENT, A CERTIFICATE Or
COMPLIANCE SHALL BE ISSUED TO T44E BUILDING DEPARTMENT BY THE LICENSED
PE5T CONTROL COMPANY TWAT CONTAINS THE FOLLOWIWG STATEMENT "THE
BUILDING WAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF
5U5TERRANEAN TERMITES. TREATMENT 15 IN ACCORDANCE WITH RULES AND LAWS
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CON5-,UMEFZ
SERVICES."
LIE 1=9� 9� LYAC 544ALL BE
I C� 2
ENE LCULA71ONS FOR HEATING AND COOLING CAPACITIE5
FURNISLIED BY THE MECHANICAL EWGIINEER AS AN ATTACHMENT TO THIS PLAN SET
AT THE TIME OF APPLICATION FOR PERI
2 MECHANICAL APPLIANCES 5�4ALL BE ACCESSIBLE FOR IN5PECTION, SERVICE,
REPAIR, AND REPLACEMENT WITHOUT REMOVING PERMANENT CONSTRUCTION, OTHER
APPLIANCES, OR ANY OTHER PIPING OR DUCTS NOT CONNECTED TO THE APPLIANCE
BEING INSPECTED, SERVICED. REPAIRED OR REPLACED. A LEVEL WORKING SPACE
AT LEAST 30 INCHES (162 —) DEEP AND 30 INCHES (162 —) WIDE 644ALL BE
PROVIDED IN FRONT OF THE CONTROL SIDE TO SERVICE AN APPLIANCE.
ENER5Y REQUIREMENT 5GWEDULE
EXTERIOR WALLS (FRAM)
R-0
EXTERIOR WALL$ f5LOCK)
Al FOIL
ATTC CEILM
R-30
3. DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS
SEPARATING THE DWELLIWG FROM THE GARAGE SHALL BE CONSTRUCTED OF A MIN.
-26 GAUGE (0.48 —� SWEET STEEL OR OTHER APPROVED MATERIAL AND 5WALL
WAVE NO OPENINGS INTO THE GARAGE.
4. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL SYSTEMS SHALL BE
INSTALLED ABOVE THE BASE FLOOD ELEVATION AND SHALL AL50 CONFOIRM 70 THE
MANUFAC7UREFI INSTALLATION INSTRUCTIONS.
5. AJUXILIARY DPAfN PAN. CATEGORY IV CONDENSING APPLIANCES SHALL BE
PROVIDED WIT" AN AUXILIARY DRAIN PAN WHERE DAMAGE TO ANY MILDINC.
COMPONENT WILL OCCUR AS A RESULT OF STOPPAGE IN THE CONDENSATE DRAIN
PIPING SYSTEM.THE5E PANS SHALL BE INSTALLED IN ACCORDANCE WITH TWE
APPLICABLE PROVISIONS OF SECTIONS M14113,
EXHAUST FANS AND VENTING
DIS'_ 'E.
1, OUTDOOR _HAII THE AIR REMOVED By EVERY MECHANICAL EXHAUST
SYSTEM SHALL BE DISCHARGED TO THE OUTDOORS AIR SHALL NOT BE EXWAUSTED
INTO AN ATTIC SOFFIT, RIDGE VENT OR CRALUL SPACE.
2 EXHAUST AIR FROM BATH ROOMS AND TOILET ROOMS SHALL NOT BE
R r
E _IRCULATED J)17WN A RESIDENCE OR TO ANOTHER DWELLING UNIT AND SHALL BE
EXHAUSTED DIRECTLY TO THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND
TOILET RI SHALL NOT DIISCWARSE INTO AN ATTIC CRAWL SPACE, OR OTHER
AREAS INSIDE THE BUILDING
3. DUCT LENGTH. THE MAXIMUM ALLOWABLE EXWAU67 DUCT LENGTH SHALL BE
DETERMINED By ONE OF THE METHODS SPECIFIED IN SECTIONS M15024.5.1 THROUGH
MI!I THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET FROM
THE CONNECTION TO THE TRAN51TION DUCT FROM THE DRYER TO THE OUTLET
TERMINAL. TWE MAXIMUM LENGTH OF THE DUCT SHALL BE REDUCED 25 FEET (762
FOR EACL4 45 DEGREE (0.15 RAD) BEND AND 5 FEET (1524 —) FOR EACH W
DEGREE (1,6 RAD) BEND. THE MAXIMLIM LENGTH OF THE EXHAUST DUCT DOES NOT
INCLUDE THE TRAN51TION DUCT EXCEPTION - WHERE A CLOTHES DRY'ER BOOSTER
FAN 15 INSTALLED AND L15TED AND LABELED FOR THE APPLICATION, THE MAXIMUM
LENGTH OF THE EXHAUST DUCT INCLUDING ANY TRANSITION DUCT. 15WALL BE
PERMITTED TO BE IN ACCORDANCE WITH THE BOOSTER FAN MANUFACTURERS
INSTALLATION INSTRUCTIONS. LHERE A CLOTHES DRYER B005TER PAN 15 INSTALLED
AND NOT READILY ACCESSIBLE FROM THE ROOM IN JA41CW THE DRYER 15 LOCATED
A PERMANENT IDENTIFYING LABEL SHALL ME PLACED ADJACENT TO WHERE THE
EXHAUST DUCT ENTERS THE WALL THE LABEL SHALL BEAR THE WORDS "THIS DRYER
EXHAUST SYSTEM 15 EQUIPPED WITH A REMOTELY LOCATED 5006TER FAN"
4. PROVIDE BACK DRAFT DAMPERS AT INTAKE AND EXHAUST LOCATIONS 45
REQUIREC> BY THE CURRENT APPROVED BUILDING CODE,
ISSUED: 4/30/2024
VERSION: 5.0
SQUARE FOOTAGE
AW ASSET MANAGMENT SO, Fr.
HEATED AREA
Sq. Ft.
MAIN LEVEL
545
5EC-ONVI LEVEL
1134
TOTAL "R S(X Fr (SWCrawl)
19TT
METHODOLOGr ANSI Zffi5_2D03
The total m: calcuslated from tIt, wtside-to-outside of frwing, WIcluding optiortal finshed basement optims arr
sho— This me excludes stai�l at Nghast kml above grade. garage, covered pabo/porches
ALL
'ODES 1p,
NATIONAL ELE HyRHILL5
AND THE CVT�
ORDINANCE(,
VA\l
VIC
C9
TO
9W A� DEALORW
Do NOT SCALE TIEN DRI
,jRFy IIII OREI UT
CONTRACTOR AM UTE FLAN5
NI COSTRUCT �IESE
DRAWrA DO WT OW"
SKCFIC WORRUTION FOR �
STRCTLR& EL01M (TO BE
PIRDIVED w BI 01
RECORD) — OSCREPAICY
'DIrIEN5104, CRIII ETC)
EETIEfel 111M A111 T'F
ASSOCIATED DRAWWA&.dV 6m
DRAIIWA S"Ll BE REPORTED TO
rCWTRACTOR T OWCE AV NO
C41,16TIILIC ION WALL FROCEED
On CORRECTED. TLE
CONTPACTOR ASOLM TIE
RESPON14II&TY TO ISO ALL
IWOMMI OF LOCAL OULDW,
OTICLALS A TO COMY WIN STAIE
&XDM CCOES
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VERSION: 5.0�
�fwlmmiit I
COVER SHEET
*we
C: E3 I
SQUARE FOOTAGE CHART
"IMN-11SAKIIIINT
ELEVATIONK
L-------------
jj,rW"-BBa=v
SQUAREFOOTAGE
CONSTRUCTION AREA, CALCUATION
HEATED / CONSTRUCTION AREA
Sq. Ft.
MAIN LEVEL
b43
5EC,0ND LEVEL
1136
TOTAL HEATIEDCONSTRU17TION AREA (9&CmA
1979
METHODOLOGY: ANSI Z76SOM
7be total area ml-4ated from the outside -to -outside of traming. including optional Anished bw—t opfiom� w
sho— This area excludes stowell at highest le"I abwe grade, garage. covered patio/W&es
BUILDING ENVELOPE AREA (ALL AREAS UNDER ROOF)
Sq. Ft.
6ARA&E
416
FRONT CCVERED FORCH
42
TOTAL BUILDING ENNIELOPE (Ndil
2407
COVERED LANAI
120
METHODOLOGY
Building Envelope Am: The total area ca'-kated, WwAiding Heated/Comrtruction area as calculated, and also
including garage. covered pabutporches.
MAXIMUM DEPTH
MAXIMUM HIDTH
-MAXIMUM BUILDING HE16HT A.F.F. -
25'-2"
4W AMl4 DEISLORW
DO NOT SCAU WEE DRALWA
YMY M&M ORMATIM UTU
CWRACTOR AV SAE KA*
BEFM COISTRCT10k WOE
DRAN"A DO NOT CONT"
&-ECFC WOMPIAMN FOR afY
STRLTUPA EURVJTS M BE
PQD�VM BY B43*M OF
PECM) � DOCREPAICT
fDr*WMMr "B"AnOK ETC)
BETWEBW TWE&E DRAWWA *V T-4
A06MIAIM PPJAWA � an
DRMWA b"I BE 019-011TED TO
COCRACTOR AT ONM Me W
C,MTftCTlCN 94ALL PROCEED
LNM COPPRECTED W
C014TRACTOR AE&KS T,4
lw--1poNb9wLrT` TO MM
'ECLOFEMM OF LOCA EUILDW,
MCALS I TO C4MPLY Wrr� STATE
BULDW, C40DES
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VERSION: 5.0�
7 SQUARE FOOTAGE
CALCUATIONS
"B" I
91111to
CS-31
21 -8" OVERALL
Ib _0*1
LANAISLA5
4* CONCRETE SLAB MIN. OVER 6 MIL
VAPOR BARRIER SLAB SWALL BE
OYER CLEAN COMPACTED FILL W1
. — IN
I CONC
PAD
R MABS214
LOCATION
— — — — —
—
— — — — —
5ECOC FLOM
SANITARY DROP
ELECTII
CONDUIT FOR
- UAND
wx CA4SE
0
BASED ON
LOCAION
CON ETE 5LAB
Lj
A- CONCRE SLAB MIN. OVER 6 MIL
T
VAPOR BARRIER Sl AB SLIALL BE OVER
CLEAN ACTED FILL W, F15ERM544
co
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-3" -3
3
_Lu
b
b
2ND FLOOR
C
SANITARY DROP
L
'\12
-4"
14
FORCW SLAB F
CONCRETE 54 A5 MIN. OVER 6 MIL
dL
OR BARRIER SLAB SHALL BE OVEP
.AN COMPACTED FILL wl FiBEwsSiL_
4
"��Z4
- - - - - - - - - - - -
- - - - - - - - - - - 4a)
L6) I 2b FIBER ME_%4
0 coNcpir
AB
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4'CCNCRETE sLA
3m IN R 6 MIL
62-64-
I) VAPOR BARRIER tL48
51,4AL OVER
-CLEAN LOMPACTEC
FJI_ LWIF -
IL
ll:�:>
I. . OPENIW3 1 1
21-8
21 -5 OVERALL
SLAB PLAN - ELEVATION le
1101120111oz;
110imull't'r
FOUNDATION FLAN NOTE5
ALL WOW SLIALL BE 14 STWT COMPLIANCE 01144 BUILDING
CODE RESIDENTIAL AND COKry BJILOW5 DEPARTMENT.
STRIP TOPSOL, TREES, STLIMP54 ROOTS, ETC. FROM ALL
AREAS J&RE C06TIaXIICN WILL OCCLIR UND
FILL SIJALI BE Fff'LY OCt'FACTED, CLEAR SANDCLAY
MATERIAL FREE OF ROOTS OWSANC MATTER OR OT�ER
NTERIOR SEARING LOCATIONS .4iCLLD BE COORDINATED
UTH TItISG MARFACTLI;ER 4 STRCTLRAL E%WIZ
PRCMDE SOL TREATMENT AND VAPOR BARRIERS AT ALL
SLABS frNTERM
GI AM DEVELORW
00 NOT 6CALE DRAIWA
VERIFT BUILDING. ORIENTATION UN
CCHTFACTOR AND SITE KAO
BEFORE CONSTRICT TIEK
DRAPM DO NOT CONTAIN
NFECIFIC WOPOUTICN FOR ANT
5T`WCApA ELE'em fTo BE
FROVOM ST ENSbM OF
RECOW) � DISCREPANCY
fDPV*OA. ORIENTATION, ETCJ
BETWEEN TWENE DRAWNGA AND Uf
A_%CCIATED DRAIWA � 6TE
DRAW" SHALL BE IMPORIED TO
QWRAVOR AT ONCE AND NO
C4041RCTICN WaLl PQCCEED
Lon Op"IFIECTIEC. TIE
CONTRACTOR AS&MES THE
REWNSIBl.fTY TO MEET ALL
FlEaMMITNT5 OF LOCAL RALCM
OFFICIALS 4 TO COMY KM 5TATE
MXDW, CODE&
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VERSION: 5.0�
amErw I
FOUNDATION -
SLASPLAN
swo
F-1.0
PANDRAIL
1-1/21, MIN
11114.
IL rMIN-0-RAIL
SECTI ELAN
PROVIDE HANDRAIL IN ClCMPL ANCE WITH
THE C"MmIll - CODE
A'"OVED "WILD"'
STAIR DIAGRAM_
FLOOR PLAN NOTE&
PROVIDE In" (MNIMUM) GYPSIIM 50AFV SEPARATION AT WALLS AND 5/0' TYPE X CEILINGS
IN THE GARAGE ADJACENT TO THE MAN HOUSE 40 ATTICC AREAS.
WASHING MACHINE 15 ALWAYS LOCATED LEFT OF THE DRYER L14LESS NOTED OTHERWISE.
ALL EXTERIOR WALLS ARE DRAWN AT K CMIJ LNLE66 NOTED OTHERWISE.
ALL INTERIOR AND COMMON WALLS AIRE DRAWN AT 3 1/2" LILES6 NOTED OTHERWISE.
HEADER FOR FIRST FLOOR 15 AT W-O" m/ S'-4' CLG 4 SECOC FLOOR 18 AT l'-V'W/ V CLC.
HANDRAIL HEIGHT SHALL BE 36' MEASMD VERTICALLT FROM THE N05W3 OF THE TREAD.
(-) DENOTES EGRESS WINDOW
OPT. BOOT BENCH DETAIL
N.T.S.
STONE VENEER —
PER CaIM 5nCS
All - — — — — — — — — — — —
LANAI
V-4" U& AFF.
CONCRETE
A/C I -AD
LOCATION
'Ayl. VW 1
'P4r
j
DINING ROOM
S-4" CLG
11114YL PLANK
Ip
ITCHEN
241, WALL
CLG
�410' AFT, FAMILY
VS.A..
Ryl. PLAW, ------
ROOM
I.-,. CLG,
VINYLPLANIK
u
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-2 -5h,,
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WALL WT.
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CLG.
JR4i
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LINE
OF
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A
WALL
ABOVE
7
20 MR RATED UDR
EL
DOOR
V-41" CLO
YNYL PLAW
LEI,.
GARAGE WALLS CA rMCN
WITH
OPt. 2"
.LAM
PE LIVINSAREAl"wrWAYE
ON 5*X5' DRYWALL SEPA!ATICN
In.
(MR 2 - CAR
ME P.
TE 0
MN FIRE) GARAGE
c,:,, M8
V-4' CLG AFF
CONCFETE
ENTRIRI w`
3010 T
FRONT PORCH
V-4" CLO AFF.
CONCIRETE
— — — —
7 SOFFIT
- ---
----------------------------- -----------------------------
AT 8`0*
WT.
LINE OF 2.d FLA
ABOVE
— — — — — — — — -
— — — — — — — — --- — —
�p
T-0- 0,14.4!�Cf
DOOR
V-10"
11.
2*V-S" OvERALL
FIRST FLOOR PLAN - ELEVATION 'r
IIQAM;M�40107)
WAM
4B
I
liml " DMLORW
DO WT VC&E THEM DRAINGS
VERIFY WILDNG OM ATON WITH
COARACIOR 00 SITE FLAN5
BEFORE O"IMICTON. THESE
ORAW" DO NOT CONTAIN
SPECF W-ORMATICNFORA�
STFIXTURAL ELEMENT$ (TO BE
PROVIDED By EWONEER OF
RECORD), � D115CREPANCY
(DMENSION$, ORENTAIION, ETC.)
BETWEEN THESE DRAW11,66 AND THE
A55OCIATED DRAUW35 a0lo SITE
DRAWNSA SHALL BE REPORTED TO
CONTRACTOR AT ONCE AND NO
CONSTFILTION SHALL PROD ED
WIL CORRECTED. THE
CONTRACTOR ASIBLIMES TIE
FESPONUBILIW TO MEET ALL
'GUIREMITO OF LOCAL 15UI DW.
OFFICIALS a TO COMPLY UTU STATE
BULOW. CODE&
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VERSION: 5.0]
FIRST FLOOR PLAN
IA-1.0j]
HANI)RAIL
1-1/2" MIN
GRASPABLE
"'L.
I I.. MIN TO
,".. MAX MN
CIAMETElem
't
PLA
PROV DE HANDRAIL IN COMPLIANCE WITH
THE CURRENT APPROVED BUILDING, CODE.
it
5TAIR IDIAGRAM
FLOOR PLAN NOTE5
PROVIDE tl2'(MWl'W)GYPSLMl BOARD SEPARATION AT WALL$ AND 5/8'TYPE XCEILWs
IN THE GARAGE ADJACENT TO T14E MAN WOUSE 40 ATtIC AREAS.
WASHIW3 MACHINE 16 ALWAY6 LOCATED LEFT OF T�E DRYER LINLIESS NOTED OTHERWISE
ALL EXTERIOR UALLS ARIE DRAIN AT W CMUI LKES6 NOTED CTHERUSE
ALL NTERIOR AND COMMON WALLS ARE DRUN AT 3 142' LH-EE6 NOTED OTHERWISE.
HEADER FOR FIRST FLOOR 15 AT S'-O' .10'-4' CL(s 4 SECOND FLOOR 16 AT l'-V' 0 5'CLG,
HANDRAIL HEIGHT 544ALL BE 36" MEASURED VERTICALLY FROM THE NCGWG OF THE TREAD.
0) DENOTES E&ES6 WINDOW
TOFAU
DOW M"�
FAU laWMINT
r-wxf-r
DOOR
CLOSErWALL
RM 11 ovl
,LM. Was 9
FWIM
(���HVnAIC- IRIAQS�,UDIPLATFORM
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ut 411�-mw LINEN
ell WIG I
F'RIMARY -0" CLG
v
0 YL PLAW
5UITE
dF
PRIMARY
BATH V
ip
VWL PLAW,
51-0" CLG
VINYL PLANK
BEDROOM 4
VWL PLAW
C
PROVIDE
POST
dl
-4"
NOOK
V41i7E �Q�,
81-01 CLG IS
VINYL FLAW
12 11 0 a 1 6, 5 4
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PLATF I I I
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NULATION
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V (1) LAYER
TWERMOwPLY
IR4
OR EQUIV
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VINYL PLANK
EH TI
5EDROOM 3
BEDROOM 2
81-o' CLG
B -o"CLG
VNYL FLAW
VINYL PLAW,
5/ox5fO
SH
SECOND FLOOR PLAN - ELEVATIONT
rGALElffil-pum
WALS: lmir P"
0021 AMW DEVELOPMENT
DO A
N" SCALE THESE RAUW
VERIFY BULDW. ORI NIATION WITH
CONMACTOR AND SITE PLANS
BEFIDW GMTKICTION, THESE
DIRW65DON010CWTHN
SPECIFIC NFORU710IN FOR ANY
5lRJClURA ELEMENTS (TO BE
PROVII)ED By EWINEER OF
RECORD) ANY DISCREPANCY
'DrEN51ON5, ORENTATiON, ETCJ
BETWEEN THESE CRAWWA AND THE
ASSOCIATED DRAWN636 anWa SITE
D ALW
R 4 BE NFRORTED TC
CONTRACTOR AT ONCE AND NO
CO*l%Z ION SkA.I. PROCEED
LWTIL COFIRECTED. TIE
CONTRACTOR ASSLME$ THE
FESPONS151 ITY TO MEET ALL
REQU REMEVS OF LOCAL BUILDNG
COMPLY WITH STATE
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50TCHES TO BE 45' AFF
RECEFTS TO BE 12' AFF - 42' IF OVER A COUNTER
ALL JRNG TO BE IN ACCORDANCE J714 NEC
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SIDING Pat SPEC
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LATH AND sTuccoj - PER SPEC
PEEL & STICK BRIDGE FLASHING. SHINGLE LAPPED
OVER snICCO ACCESSORY
VINYL PLASM DRIP SUM - PER SPEC
INSTALL PER MANUFAcrUREIrS INSTALLATION INSTRUCTIONS
CAP SHINGLE - DO NOT STAPLE OR NAL
ROOF CEMENT
SHINGLE ROOFING ON ROOFING UNDERLAYMENT PER SPEC
PEEL & STICK BRIDGE FLASHING. OVERLAP ON TO ROOFING
UNDERLAYMENT
6W CORROSION RESISTANT RAM FLASHING - PER SPEC
PRE-13-4GINEEZED WOOD TRUSSES SEE STRUCTURAL AND TRUSS
DRA%IINGS FOR SPACING AND CONNECTION DETAILS
NOTE: ALL ROOFING MAMMAL (PER B"ATION) SHALL BE INSTALLED
PER MANUFACTUltBrS MALLA71ON INSTRUCTION. VERIFY ROCf
SHEATHING WITH STRUCTURAL DRAWINGS
—� ROOF TO WALL AT RAKE
(,,2 ) 51-ALE 3"2 1 -0"
'/r STUCCO OVER FRAME PEATHING, 2 LAYER
VAST LATH AND STUCCO) - PER PEC
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OVER STUCCO ACCESSORY
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WALL PER MANUFACTURERS INSTALLATION
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V FLASHING
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CW CORROSION RESISTANT LASE
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PRE13�,IGINEERED WOOD TRUSSES SEE
STRUCTURAL AND TRUSS DRAWINGS FOR
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TYPICAL EXTERJOIt WALL ASSEMBLY - SE
STRUCTURAL DRAW14GS
NOTE: ALL ROOFING MA78W (PER ELEVATION) SHALL BE INSTALLED
PER MANUFACTUREIrS INSTALLATION INSTRUCTION. VERIFY ROOF
SHEATHING WITH STRUCTURAL DRAWINGS
ROOF TO HEAD OF WALL - SHINGLE
4W A11W PEALO"W
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NOTE: WINDOW ASSEMBLY M BE FASTENED TO
STRUCTURE MR WINDOW MANUFACTURERS
INSTALLATION REQUIREMENTS AM RECOMMENDARONS
HEAD AT FRAME WALL
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A-3.41
GENERAL STRUCTURAL NOTES:
1. ALL WORK SHALL CONFORM TO THE 2023 Oth EDITION OF THE FLORIDA (INTERNATIONAL)
RESIDENTIAL CODE AND APPLICABLE COUNTY CODE AMENDMENTS. STANDARDS LISTED IN
STRUCTURAL NOTE SECTIONS REFER TO THE VERSION AND EFFECTIVE DATE IDENTIFIED IN THE
REFERENCED STANDARDS CHAPTER IN THE GOVERNING BUILDING CODE NOTED ABOVE.
2 THE STRUCTURAL NOTES ARE INTENDED TO AUGMENT THE DRAWINGS. SHOULD CONFLICTS
EXIST BETWEEN THE DRAWINGS AND THE STRUCTURAL NOTES, THE STRICTEST PROVISION
SHALL GOVERN.
3. THE STRUCTURAL DRAWINGS FORM AN INTEGRAL PART OF CONTRACT DOCUMENTS. WHICH
INCLUDE ARCHITECTURAL, STRUCTURAL MECHANICAL, ELECTRICAL. AND CIVIUSITE DRAWINGS.
COORDINATE THE STRUCTURAL DRAWINGS WITH THE REQUIREMENTS SHOWN IN THE OTHER
COMPONENTS OF THE CONTRACT DOCUMENTS.
4. TYPICAL DETAILS AND OTHER SECTIONSIDETAILS APPLY TO CONDITIONS THAT ARE SIMILAR TO
THE CONDITIONS DESCRIBED IN THE SECTIONS/DETAILS. EVEN IF THEY ARE NOT SPECIFICALLY
REFERENCED ON THE PLANS.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS SEQUENCES AND
PROCEDURES OF CONSTRUCTION, INCLUDING BUT NOT LIMITED TO TEMPORARY SHORING AND
BRACING.
6. DO NOT SCALE STRUCTURAL DRAWINGS. IF DIMENSIONS ARE OMITTED OR NOT CLEAR,
CONTACT THE ENGINEER.
7. CONSTRUCTION SHALL COMPLY FULLY WITH THE APPLICABLE PROVISIONS OF OSHA AND THE
LOCAL GOVERNING CODES, CURRENT EDITION, AND ALL REQUIREMENTS SPECIFIED IN THE
CODES SHALL BE ADHERED TO AS IF THEY WERE CALLED FOR OR SHOWN ON THE DRAWINGS.
THIS SHALL NOT BE CONSTRUED TO MEAN THAT REQUIREMENTS SET FORTH ON THE DRAWING
MAY BE MODIFIED BECAUSE THEY ARE MORE STRINGENT THAN THE CODE REQUIREMENTS OR
BECAUSE THEY ARE NOT SPECIFICALLY REQUIRED BY CODE.
& THE ENGINEER'S SEAL APPLIES ONLY TO THE STRUCTURAL COMPONENTS ON THIS DOCUMENT
ALL DIMENSIONS ARE TO BE VERIFIED WITH THE ARCHITECTURAL DRAWINGS. ANY DEVIATIONS
OR DISCREPANCIES ON THESE PLANS MUST BE BROUGHT TO THE IMMEDIATE ATTENTION OF
THE ENGINEER OF RECORD. BACK CHARGES WILL NOT BE ACCEPTED, REGARDLESS OF FAULT,
WITHOUT PRIOR NOTIFICATION BY BUILDER WITHIN 48-HOURS AND INVESTIGATION BY
FIELDSTONE.
9 THE TERMS'CONCRETE SCREW AND MASONRY SCREW SHALL BE USED INTERCHANGEABLY
WITHIN THESE DRAWINGS. CONCRETEIMASONRY SCREWS AS GENERICALLY SPECIFIED WITHIN
THESE DRAWINGS SHALL REFER TO ONE OF THE FOLLOWING ACCEPTED MANUFACTURER
PRODUCTS: SIMPSON STRONG TIE TITEN TURBO, GENUINE TAPCON, OR HILTI KWIK-CON 11.
10. CONTENT LINKED WITHIN OR CODES THAT MAY BE SHOWN WITH THE DRAWING SET ARE FOR
INFORMATIONAL PURPOSES ONLY AND THE PROFESSIONAL SEAL ON THIS DRAWING DOES NOT
APPLY TO CONTENT CONTAINED WITHIN ANY OR CODES.
11. POST INSTALLED EPDXY ANCHORAGE GENERICALLY NOTED WITHIN THESE DRAWINGS SHALL BE
EITHER SIMPSON STRONG TIE SET-3G, OR HILTI Hrr-HY-150
DESIGN CRITERIA:
1. BUILDING RISK CATEGORY -11
2 VERTICAL LOADING:
ROOF TOP CHORD LIVE LOAD =20 PSF (REDUCIBLE)
ROOF TOP CHORD DEAD LOAD 7 PSF
ROOF TOP CHORD DEAD LOAD (TILE) 1 5 PSF
ROOF BOTTOM CHORD LIVE LOAD (w/ STORAGE) 20 PSF
ROOF BOTTOM CHORD LIVE LOAD IWO STORAGE) 10 PSF
ROOF BOTTOM CHORD DEAD LOAD =10 PSF
FLOOR LIVE LOAD =40 PSF
FLOOR LIVE LOAD (SLEEPING ROOMS) -30 PSF
FLOOR DEAD LOAD -_15 PSF
DECKIBALCONY LIVE LOAD =40 PSF
NOTE TO TRUSS & I -JOIST MANUFACTURERS - ROOF & FLOOR SYSTEM DELEGATED DESIGN
SHALL CONFORM TO THE FOLLOWING DESIGN STANDARDS:
LOCATION
TOTAL LOAD
I
LIVE LOAD,
I TOTAL
DEFLECTION
ROOF TRUSSES
I U2'40
L/240
1
1.
FLOOR JOISTS/TRUSS
1
'12'
NOTES:
1. MAXIMUM TOTAL LOAD DIFFERENTIAL DEFLECTION BETWEEN ADJACENT PARALLEL
MEMBERS SHALL BE 5/T
2. ANY MEMBER SUPPORTING BRICKIMASONRY SHALL BE LIMITED TO A TOTAL LOAD
DEFLECTION OF L/600
3. FIELDSTONE AE CANNOT BE HELD RESPONSIBLE FOR ANY STRUCTURAL ISSUES RELATED
TO ANY BUILDING COMPONENT IF COMPONENT SHOP DRAWINGS ARE NOT SUBMITTED TO
FAE FOR REVIEW PRIOR TO FABRICATION, DELIVERY, OR INSTALLATION
3. LATERAL LOADING
WIND CRITERIA: TORNADO WIND SPEED NIA
BASIC WIND SPEED � 140 MPH
EXPOSURE CATEGORY �C
INTERNAL PRESSURE COEFFICIENT 0.18 (ENCLOSED)
SEISMIC CRITERIA
SITE CLASS
SEISMIC DESIGN CATEGORY ---A
4 EARTH PRESSURE LOADING:
ALLOWABLE SOIL BEARING CAPACITY
TOTAL LOADS (INCLUDING WIND & SEISMIC) ___=20DO PSF
LATERAL EARTH EQUIVALENT FLUID PRESSURE
WALLS UNBRACED AT TOP =40 PCF
WALL BRACED AT TOP PCIF
5. GUARDRAJUHANDRAIL LOADING:
ALL GUARDRAIL(HANDRAILS SHALL MEET 200 LBS (MINIMUM) CONCENTRATED FORCE APPLIED
IN ANY DIRECTION. IN -FILL COMPONENTS OF GUARDRAIL SHALL MEET 50 PSF. THESE LOADS
ARE TO BE EVALUATED INDEPENDENTLY AND ARE NOT TO ACT CONCURRENTLY WITH ANY
OTHER LIVE LOAD. DEFLECTION OF GUARDRAIL SHALL MEET THE CRITERIA SET FORTH BY THE
INTERNATIONAL CODE COUNCIL EVALUATION SERVICES (ICG-ES) AC 273 - 'ACCEPTANCE
CRITERIA FOR HANDRAILS AND GUARDS.'
CONCRETE NOTES:
I � STRUCTURAL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE PER ACI 332 "RESIDENTIAL
CODE REQUIREMENTS FOR STRUCTURAL CONCRETE".
2. CONCRETE PRODUCTION AND PLACEMENT SHALL CONFORM TO THE REQUIREMENTS OF ACT 332
"RESIDENTIAL CODE REOUIREMEt-rrS FOR STRUCTURAL CONCRETE* EXCEPT AS MODIFIED BY
STRUCTURAL REQUIREMENTS NOTED ON THE DRAWINGS.
3. CEMENT SHALL CONFORM TO ASTM C1 50 "SPECIFICATION FOR PORTLAND CEMENT." CONCRETE
SHALL BE NORMAL WEIGHT, UNLESS INDICATED OTHERWISE.
4 CONCRETE AGGREGATES SHALL CONFORM TO ASTM C33 "SPECIFICATION FOR CONCRETE
AGGREGATES."
5, REINFORCING SHALL CONFORM TO ASTM A-615 GRADE 60.
6. REINFORCEMENT SHALL BE FABRICATED AND ERECTED ACCORDING TO THE ACI STANDARDS:
*DETAJLS AND DETAILING OF CONCRETE REINFORCEMENT, ACI 315 - ANDWANUAL OF
ENGINEERING AND PLACING DRAWINGS FOR REINFORCED CONCRETE STRUCTURES', ACI 315R.
7. REINFORCING STEEL AND WELDED WIRE FABRIC SHALL BE PLACED WITH MINIMUM CONCRETE
COVER AND TOLERANCES AS FOLLOWS:
SLA04WORAIDE. WITHIN UPPER 213 OF SLAB AND 3/4' MINIMUM COVER AT INTERIOR
CONDITIONS; 1-1/2' MINIMUM COVER AT EXTERIOR CONDITIONS
CONCRETE 0;OUNDATK*Q AGAIINST EARTH: 3"
FORMED CONCRETE., 1-1/2- (#5 REBAR OR SMALLER) 2- (#6 REaAR OR LARGER)
TOLERANCE.' +/- 3/8"
8, REINFORCING STEEL SHALL NOT BE CUT, BENT OR STRAIGHTENED IN THE FIELD UNLESS
APPROVED BY THE STRUCTURAL ENGINEER OR AS INDICATED ON THE DRAWINGS,
9. WELDING OF REINFORCING STEEL IS PROHIBITED UNLESS SPECIFICALLY DETAILED. WELDING
WHERE DETAILED SHALL CONFORM TO AWS DIA SPECIFICATION.
CONCRETE NOTES (CONTINUED):
10. CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH AS FOLLOWS:
FOUNDATIONS & FOUNDATION WALLS: 26W PSI
SLAB -ON -GRADE & CONCRETE BEAMS: 2500 PSI
11. CONTRACTOR SHALL TIE REINFORCING STEEL SECURELY IN PLACE PRIOR TO PLACING
CONCRETE AND PROVIDE SUFFICIENT SUPPORTS TO MAJNTAJN THEIR POSITION WITHIN
SPECIFIED TOLERANCES DURING ALL CONSTRUCTION ACTIVITIES. INSERTING DOWELS INTO
WET CONCRETE IS NOT PERMITTED. ANCHOR RODS AND STEEL INSERTS SHALL BE SET BY
TEMPLATE TO WITHIN A I/fr TOLERANCE IN ANY DIRECTION WITH MINIMUM EMBEDMENT AND
EXACT PROJECTION INDICATED ON THE DRAWINGS, PRIOR TO PLACING CONCRETE.
12. HOOKED BARS SHALL BE STANDARD 90 DEGREE HOOKS PER ACI UNLESS NOTED OTHERWISE ON
THE DRAWINGS. MINIMUM LAP SPLICE SHALL BE CLASS B PER ACT 318. LOCATION OF LAP
SPLICES SHALL BE AS INDICATED ON CONSTRUCTION DOCUMENTS.
13. DOWELS INTO FOUNDATION SHALL MATCH SIZE AND SPACING OF VERTICAL REINFORCEMENT AT
ALL COLUMNS. PIERS AND WALLS. UNLESS OTHERWISE NOTED.
14. CONTRACTOR SHALL OBTAIN APPROVAL PRIOR TO PLACING OPENINGS OR SLEEVES NOT SHOWN
ON THE DRAWINGS, THROUGH ANY STRUCTURAL MEMBER.
I 5� ONE OF THE FOLLOWING CONCRETE StAB ON GRADE CRACK CONTROL METHODS SHALL BE
USED (CONTRACTOR PREFERENCE):
CONTROL JOINTS: SHALL BE FORMED, SAWED, OR TOOLED TO A I * MINIMUM DEPTH WITHIN
24 HOURS OF CONCRETE PLACEMENT. MAXIMUM JOINT SPACING FOR UNREINFORCED SLAB
IS AS FOLLOWS:
3-1/2" SLAB: 8 FEET D.C. EACH DIRECTION
4" SLAB: 10 FEET D.C. EACH DIRECTION
WELDED WIRE FABRIC (W.W.F.) fiX6-W1.4XWi.4. WELDED WIRE FABRIC SHALL BE FURNISHED IN
FLAT SHEETS (ROLLS NOT PERMITTED) AND SHALL CONFORM TO ASTM A-1 064 AND HAVE A
MINIMUM SIDE AND END LAP OF 8 INCHES.
MICRO- OR MACRO- SYNTHETIC FIBER REINFORCEMENT
FIBER LENGTHS SHALL BE 1/2'TO 2-1/4' IN LENGTH. DOSAGE AMOUNT SHALL BE FROM 3/4 TO
3.0 POUNDS IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. SYNTHETIC
FIBERS SHALL COMPLY WITH ASTM C1 116. THE MANUFACTURIER/SUPPLIER SHALL PROVIDE
CERTIFICATION OF COMPLIANCE WITH ASTM C1 116 WHEN REQUESTED BY THE BUILDING
OFFICIAL.
16. CONTROL JOINTS SHALL BE FURNISHED WITH A FULL-LENGTH KEYWAY CENTERED ON MEMBERS.
WHERE THE SIZE OF KEY IS NOT SHOWN ON THE DRAWINGS, THE KEY SHALL BE 25% OF THE
CROSS-SECTION DIMENSION OF THE MEMBER AND MINIMUM 1-1/2 INCHES INTO THE FIRST POUR
OF CONCRETE.
17. PROVIDE POCKETS OR RECESSES IN CONCRETE WORK FOR COLUMNS AND BEAMS AS REQUIRED
EVEN IF NOT SHOWN ON THE DRAWINGS. PROVIDE CONCRETE FILL AFTER BEAM EFIECnoN.
18. CURING OF CONCRETE SURFACES SHALL CONFORM TO ACI 308.1 "STANDARD SPECIFICATION
FOR CONCRETE CURING"AND ACT 308R'GUIDE TO CURING CONCRETE".
FOUNDATION NOTES:
1 . CONTRACTOR SHALL VERIFY ALL CONDITIONS, INCLUDING UNDERGROUND UTILITIES AND FIELD
MEASUREMENTS AT JOB SITE AND REPORT ANY DISCREPANCIES TO OWNERS REPRESENTATIVE.
2. TOP OF SPREAD FOOTING ELEVATIONS NOTED ON PLAN ARE MINIMUM ELEVATIONS. IN ALL CASES
FOOTINGS ARE TO BEAR ON UNDISTURBED NATURAL SOILS OR ENGINEERED FILL HAVING A
MINIMUM NET ALLOWABLE BEARING CAPACITY OF 2000 PSF.
3. SIDES OF FOUNDATIONS SHALL BE FORMED UNLESS CONDITIONS PERMIT EARTH FORMING.
FOUNDATIONS POURED AGAINST THE EARTH REQUIRED THE FOLLOWING PRECAUTIONS: SLOPE
SIDES OF EXCAVATIONS AS APPROVED BY GEOTECHNICAL ENGINEER AND CLEAN UP SLOUGHING
BEFORE AND DURING CONCRETE PLACEMENT. PROVIDE POLYETHYLENE VAPOR RETARDER
COMPLYING WITH GOVERNING BUILDING CODE LISTED ON THIS SHEET AGAINST SOILS WHERE
CONCRETE IS TO BE PLACED: LAP ALL EDGES 6 INCH (MINIMUM) AND SEAL WITH ADHESIVE.
4. WHERE FOOTING STEPS ARE NECESSARY, THEY SHALL BE NO STEEPER THAN ONE VERTICAL TO
TWO HORIZONTAL U.N.O.
5. FOOTINGS SHALL BE CENTERED UNDER COLUMNS AND WALLS UNLESS SPECIFICALLY DETAILED
OTHERWISE ON THE DRAWINGS.
6, NO FOOTINGS OR SLABS SHALL BE PLACED ON OR AGAINST SUB -GRADE CONTAINING FREE
WATER. FROST OR ICE. SHOULD WATER OR FROST, HOWEVER SLIGHT, ENTER A FOOTING
EXCAVATION AFTER SUB -GRADE APPROVAL THE SUB -GRADE SHALL BE RE -INSPECTED BY THE
GEOTECHNICAL ENGINEER/ TESTING LABORATORY AFTER REMOVAL OF WATER OR FROST.
7. CONTRACTOR SHALL FURNISH ALL REQUIRED DE -WATERING EQUIPMENT TO MAINTAIN A DRY
EXCAVATION UNTIL BACKFILL IS COMPLETE.
8 A GEOTECHNICAL ENGINEER REGISTERED IN THE STATE OF WORK PERFORMED SHALL INSPECT
THE CONDITION AND ASSURE THE ADEQUACY OF ALL SITE PREPARATION, SUBGRADES, FILLS.
BACKFILLS BEFORE PLACEMENT OF FOUNDATIONS, FOOTINGS, SLABS AND WALLS. HE SHALL
SUBMIT REPORT TO THE ARCHITECT/ENGINEER DESCRIBING HIS INVESTIGATIONS OF ANY
NON -CONFORMING WORK
BACKFILLING:
I , DO NOT PLACE BACKFILL AGAINST FOUNDATION WALLS - DESIGNED AS SUPPORTED AT TOP AND
BOTTOM - UNTIL BASEMENT LEVEL AND FIRST FLOOR SYSTEM ARE IN PLACE. SHORE AND/OR
BRACE WALLS AS REQUIRED IF BACKFILLING OPERATIONS ARE TO BE CARRIED OUT PRIOR TO
PLACEMENT OF FLOOR SYSTEM.
2. WHERE BACKFILL IS TO BE PLACED ON BOTH SIDES OF FOUNDATION WALLS, PROVIDE A
BALANCED BACKFILL AGAINST FOUNDATION WALLS TO ELIMINATE LATERAL LOAD EFFECTS, OR
PROVIDE NECESSARY TEMPORARY LATERAL SUPPORT TO THE TOP OF THE WALL UNTIL
PERMANENT SUPPORT IS INSTALLED.
3. BACKFILL MATERIAL SHALL CONSIST OF CLEAN, WELL GRADE GRANULAR SOILS, FREE OF
ORGANIC MATERIAL AND BE COMPACTED TO 95% OF MAXIMUM DENSITY, AS DETERMINED BY
THE MODIFIED PROCTOR METHOD (ASTM D1557). IN LIFTS NOT EXCEEDING 8 INCHES.
MASONRY NOTES:
I . CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH ACI 530, 'BUILDING CODE
REQUIREMENTS FOR MASONRY STRUCTURES"AND SHALL BE CONSTRUCTED IN ACCORDANCE
WITH ACI 630.1, 'SPECIFICATIONS FOR MASONRY STRUCTURES."
2. CONCRETE MASONRY SHALL CONFORM TO ASTM C90 AND HAVE A MINIMUM COMPRESSIVE
STRENGTH F. = 1,500 PSI U.O.N. MASONRY SHALL HAVE A TEXTURE SUITABLE FOR STUCCO
APPLICATIONS WHERE ARCHITECTURAL DRAWINGS INDICATE STUCCO APPLICATION
3. CONCRETE MASONRY UNITS SHALL BE LAID IN RUNNING BOND.
4. MORTAR FOR ALL MASONRY SHALL CONFORM TO ASTM C270 WITH MINIMUM COMPRESSIVE
STRENGTH OF 2,000 PSI. MORTAR BELOW GRADE SHALL BE TYPE M. ELSEWHERE MORTAR MAY
BE EITHER TYPE M OR S UNLESS SPECIFICALLY INDICATED OTHERWISE. USE EITHER PORTLAND
CEMENT/UME OR MASONRY CEMENT FOR MORTAR.
5. GROUT SHALL CONFORM TO ASTM C476 WTH MINIMUM 28-DAY COMPRESSIVE STRENGTH OF
2 ' 500 PSI.
6, STEEL BAR REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60.
7. VERTICAL CELLS CONTAJNING REINFORCING AND GROUT SHALL FORM A CONTINUOUS CAVITY,
FREE OF MORTAR DROPPINGS.
8. VERTICAL CMU WALL REINFORCING SHALL BE AS NOTED ON THE DRAWINGS. DOWELS TO
CONCRETE FOUNDATION TO MATCH SIZE AND SPACING OF VERTICAL REINFORCING UNLESS
NOTED OTHERWISE. REINFORCE CMU CORE AT CORNERS, EACH SIDE OF CONTROLJOINTS AND
EACH SIDE OF WALL OPENINGS WITH (1)45 CONTINUOUS VERTICAL REINFORCING BARS..
9. HORIZONTAL BOND BEAM AND VERTICAL REINFORCING SHALL BE CONTINUOUS U.O.N. LAP
SPLICE REINFORCING PER THE SCHEDULE OR USE MECHANICAL SPLICES ADEQUATE FOR 125%
OF SPECIFIED YIELD STRENGTH OF THE BAR. LAP VERTICAL REINFORCEMENT WITH MINIMUM
DOWELS OF SAME SIZE AND SPACING THAT HAVE BEEN PREVIOUSLY INSTALLED IN THE
FOUNDATIONS. DOWEL EMBEDMENT IN CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF
THE CONCRETE NOTES.
BAR SIZE
LAP SPLICE LENGTH
BEND DIAMETER
ACI HOOK
#4
1.
3-
10,
#5
25'
L 3-3/4'
10,
#6
W
� 4-1/2'
1V
MASONRY NOTES (CONTINUED):
iO.REINFORCING BARS SHALL BE HELD IN POSITION BY WIRE TIES OR OTHER APPROVED MEANS TO
ENSURE DESIGN LOCATION AND LAP. PLACE BARS AND LAP PRIOR TO GROUTING.
I I. GROUTING OF MASONRY WALLS SHALL CONFORM TO RECOMMENDED PROCEDURE FOR "LOW
LIFT GROUTING" OR "HIGH LIFT GROUTING" AS OUTLINED IN THE NCMA-TEK 3-2A - GROUTING
FOR CONCRETE MASONRY WALLS AND ACI 530/ASCE 5 SPECIFICATION FOR MASONRY
STRUCTURES. GROUT LIFTS SHALL NOT EXCEED 5 FEET MTHOUT MECHANICALLY
CONSOLIDATED (VIBRATED) GROUT POURS.
12. LIFTS OF GROUT SHALL BE KEYED 4 INCHES INTO THE PREVIOUS COURSE OF MASONRY BELOW.
13. MASONRY BELOW GRADE SHALL BE GROUTED SOLID.
14. CONTRACTOR SHALL BRACE MASONRY WALLS TO RESIST WIND LOADS UNTIL FLOORS AND
ROOFS ARE IN PLACE, AND THE MASONRY HAS REACHED 75% OF THE REQUIRED STRENGTH PM.
BRACING SHALL BE PROVIDED IN ACCORDANCE WITH OSHA - CONSTRUCTION SAFETY
STANDARDS FOR MASONRY WALL BRACING AND NCMA TEK 3-48 -BRACING CONCRETE
MASONRY WALLS DURING CONSTRUCTION.'
WOOD FRAMING NOTES:
1 . STRUCTURAL SAWN LUMBER, STRUCTURAL COMPOSITE LUMBER, AND CONNECTIONS HAVE
BEEN DESIGNED IN ACCORDANCE WITH THE "NATIONAL DESIGN SPECIFICATION FOR WOOD
CONSTRUCTION.- INDS)
2. PLYWOOD HAS BEEN DESIGNED IN ACCORDANCE WITH"PANEL DESIGN SPECIFICATION."AND
SHALL CONFORM TO"VOLUNTARY PRODUCT STANDARD PSI CONSTRUCTION AND INDUSTRIAL
PLYWOOO.'
3, ORIENTED STRAND BOARD (OSB) SHALL CONFORM TO -VOLUNTARY PRODUCT STANDARD PS2
PERFORMANCE STANDARD FOR NDOD-BASED STRUCTURAL -USE PANELS".
4. ALL BEAMS AND HEADERS SHALL BE (2)-PLY U.N.O.
5. WOOD SILL PLATES AND WOOD WALLS SUPPORTED ON CONTINUOUS CONCRETE OR MASONRY
SHALL BE ANCHORED WITH I /T DIAMETER CAST4N-PLACE ANCHOR BOLTS WITH 7" EMBEDMENT,
4- (MINIMUM) AND 12- (MAXIMUM) FROM END OF SILL PLATE(S), LOCATED WITHIN THE MIDDLE
THIRD OF THE SILL PLATE, NTH NUT AND 3"x3"x0.229" WASHERS AT THE ANCHOR SPACING
BELOW:
MAXIMUM ANCHOR BOLT SPACING= 7-0"O.C.
REFER TO 'PRE -APPROVED FIELD REPAIR NOTES' SECTION FOR ALTERNATE ANCHORAGE
APPROVALS. FOR OTHER ANCHORS NOT LISTED, SUBMIT TO ENGINEER OR RECORD FOR
REVIEW.
6. ALL LUMBER IN CONTACT NTH EARTH, CONCRETE, OR MASONRY - AND WOOD BEAMS
POCKETING INTO CONCRETE OR MASONRY WALLS HAVING CLEARANCES LESS THAN 11Z ON
TOP, SIDES, AND END(S) SHALL BE PRESSURE TREATED OR SEPARATED WITH AN IMPERVIOUS
MOISTURE BARRIER.
7. STRUCTURAL SAWN LUMBER SHALL BE SPRUCE -PINE -FIR NO.1 /NO.2 OR BETTER U.N.O. WITH
BASE DESIGN VALUES:
Fs= 875 PSI F� = 425 PSI FT = 450 PSI Fc= 1150 PSI Fv= 135 PSI E= 1400 KSI
WITH THE L401STURE CONTENT OF THE WOOD IN SERVICE WILL NOT EXCEED 19%.
8. BEARING AND EXTERIOR WALL STUDS SHALL BE CAPPED WITH DOUBLE (2X) TOP PLATES
INSTALLED TO PROVIDE OVERLAPPING AT CORNERS AND AT INTERSECTIONS, END JOINTS IN
DOUBLE (2X) TOP PLATES SHALL BE OFFSET AT LEAST 24 INCHES AND SHALL BE NAILED WITH
NOT LESS THAN (8)-0.162-x2-1/2- FACE NAILS ON EACH SIDE THE JOINT. DOUBLE (2X) TOP PLATES
OF EXTERIOR WALLS AND INTERIOR LOAD BEARING WALLS SHOWN ON DRAWINGS SHALL BE
SOUTHERN YELLOW PINE NO.2 OR BETTER WITH BASE DESIGN VALUES:
F,- 1100 PSI F�=565PSI FT-675PSI F�=145OPSI Fv=175PSI E=1400KSI
WITH THE MOISTURE CONTENT OF THE WOOD IN SERVICE WILL NOT EXCEED 19%.
9. STRUCTURAL COMPOSITE LUMBER SHALL CONFORM TO ASTM D 5456 WITH THE FOLLOWING
ALLOWABLE DESIGN STRESSES
MICAQLLAIM LVL PAPAILLAM PSL TIMBERSTRAND LBL
E = 2000 KSI E = 18DO KSI E 1300 KSI
F� = 26DO PSI Fo - 2400 PSI F, 1700 PSI
I-) - 'BOOZER BEAM 2.1 E' ARE AN ACCEPTED ALTERNATE TO PSL COLUMNS SPECIFIED
ON PLANS PROVIDED THEBOOZER BEAM 2. 1 EAS OF EQUAL OR GREATER SECTION
DIMENSION TO THE PSL COLUMN AND OF EQUAL OR LESSER HEIGHT
10. FLOOR SHEATHING SHALL BE 23132 INCH, APA RATED SHEATHING, 48/24 MIN., EXPOSURE 1.
INSTALL WITH THE LONG DIMENSION OR STRENGTH AXIS OF THE PANEL ACROSS SUPPORTS
AND WITH PANEL CONTINUOUS OVER TWO OR MORE SPANS. PANEL EDGES SHALL BE
TONGUE -AND -GROOVE. FLOOR SHEATHING SHALL BE GLUED AND NAILED TO SUPPORTING
MEMBERS. ADHESIVE SHALL MEET APA SPECIFICATION AFG.01, APPLIED IN ACCORDANCE WITH
THE MANUFACTURIERS RECOMMENDATIONS, PROVIDE 0. 1 31"x2-112" COMMON NAJLS AT 6 INCH
O.0 ALONG SUPPORTED PANEL EDGES AND 12 INCH O.0 AT INTERMEDIATE SUPPORTS.
11. FOR INTERIOR WALL HEADERS PROVIDE (I)-2X JACK STUD AND (l)-2X KJNG STUD U.N.O. ON
DRAWINGS.
12. FOR EXTERIOR WALL HEADERS PROVIDE (l)-2x JACK STUD AND 0)-2x KING STUD, MINIMUM,
REFER TO CHART BELOW U.N.0 ON DRAWINGS:
WINDSPEE OF
140 EXP. C
7W L HEIGHT
8FT
9FT
10FT
STUD
SIZE
HEADER SPAN
IT
4
1J/IK
1J/IK
1J/IK
6
1J/IK
1J/IK
1J/2K
8
IJ1IK
IJ12K
1J/3K
10
IJ/2K
1J/2K
1,114K
2.4
12
1J/2K
1J/3K
1J/,W
14
1J12K
1414K
I
16
1
19
jj,� K
ENO
WINDSPEED OF
140 EXP. C
FW L HEIGHT
8FT
9FT
10FT
STUD
SIZE
HEADER SPAN
(FT)
4
IJ/IK
IJ/IK
1J/1K
6
1J/IK
1J/IK
IJ/1K
8
1J/IK
1J/IK
1J/IK
10
1J/IK
1J/IK
1J/1K
2X6
12
1J/1K
IJ/1K
1J/1K
14
1J/1K
1J/1K
1J/1K
16
1J/I K
1J/1K
U1J/IKlJ/IK
I J/1 K
__
18
1,111K
13. WALLS SHOWN ON THE FRAMING PLANS ARE LOAD BEARING WALLS; WALLS NOT SHOWN ON
STRUCTURAL FRAMING PLANS ARE INTERIOR NON -LOADING BEARING PARTITION WALLS.
14. LOAD BEARING WALLS SHALL BE CONSTRUCTED WITH 2X STUDS AT 16"O.C. MAXIMUM U.N.O.
NON -LOAD BEARING PARTITION WALLS SHALL BE CONSTRUCTED WITH 2X OR METAL STUDS (18
GA. MIN.) @ 24- O.C. MAXIMUM.
is. STUD COLUMNS UNDER LOAD BEARING POINTS OF GIRDERS/BEAMS SHALL MATCH THE
GIRDERIBEAM PLY COUNT WITHIN I 1Z TOLERANCE (2-PLY STUD COLUMN MINIMUR. SOLID
BLOCK ALL GIRDERtBEAMS THRU FLOOR SYSTEMS AND TO THE FOUNDATION.
16. WHEN NOT SHOWN ON DRAWINGS OR DETAILS, THE NAILING SCHEDULE FOR WOOD FRAMING
ELEMENTS SHALL COMPLY WITH THE IRC TABLE R602.3(l).
17. FLOOR SYSTEMS ARE DESIGNED BY THE TRUSS AND/OR WOOD I- JOIST MANUFACTURERS
DELEGATED ENGINEER AND BE IN CONFORMANCE WITH THE LOADS & DEFLECTIONS IDENTIFIED
IN THE DESIGN CRITERIA NOTES SECTION. INSTALL PER MANUFACTURERS RECOMMENDATIONS,
NOTES, AND DETAILS. FLOOR FRAMING CONCEPT LAYOUTS SHOWN WITHIN THE DRAWINGS ARE
FOR ILLUSTRATIVE PURPOSES ONLY TO DEPICT FLOOR SYSTEM -TO -WALL CONNECTIONS.
CHANGES TO THE CONCEPTUAL FLOOR LAYOUT SHOWN IS NOT PERMITTED WITHOUT A LETTER
AND REVIEW FROM THE ENGINEER OF RECORD. PREFABRICATED WOOD I -JOIST SHALL
CONFORM TO ASTM D SM.
JURISDICTION SPECIFIC NOTES:
1 . FOR PARTIALLY ENCLOSED AREAS. INCLUDING BUT NOT LIMITED TO LANAIS, PORCHES, AND
BALCONIES A 1/2- (MINIMUM) EXTERIOR GRADE SOFFIT BOARD WITH A CEMENTITIOLIS
KNOCKDOWN FINISH IS ACCEPTABLE PROVIDED THAT IT IS PAINTED MEETING THE
REQUIREMENTS OF ASTM C932 TO GIVE THE CEILING WATER RESISTANCE. THE SOFFIT BOARD
PRODUCT SHALL BE ATTACHED PER MANUFACTURER SPECIFICATIONS TO BE IN COMPLIANCE
WITH R703. I.
2. THE SOFFIT DESIGN PRESSURE IS AS NOTED IN THESE DOCUMENTS. WITH KAYCAN VINYL SOFFIT
INSTALLED IN ACCORDANCE WITH MANUFACTURER's REGUIRMENTS AND ICC-ES EVALUATION
REPORT ESR-1495 THE SOFFIT WILL COMPLY WITH R703.1
PRE-ENGINEERED ROOF TRUSS NOTES:
I . ROOF TRUSS SHOWN ON STRUCTURAL DRAWINGS IN CONCEPTUAL ONLY TO ILLUSTRATE
TRUSS -TO WALL CONNECTIONS AND DOES NOT SERVE AS A ROOF TRUSS DESIGN. ROOF
TRUSSES SHALL BE DESIGNED AND MANUFACTURED IN CONFORMANCE FOR THE INDICATED
LOADS WITH ANSIITPI I "NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD
TRUSS CONSTRUCTION." FINAL PRE-ENGINEERIED ROOF TRUSS FRAMING LAYOUT AND DESIGNS
TO BE BY ROOF MANUFACTURERS DELEGATED ENGINEER.
2. ROOF TRUSSES SHALL BE DESIGNED FOR THE SUPERIMPOSED LOADS IDENTIFIED IN THE
DESIGN CRTTERLA 140TES SECTION.
3. THIS PLAN IS DEVELOPED FROM THE REVIEW OF MASTER TRUSS RILES. ANY LOT THAT DEVIATES
FROM THE MASTER TRUSS FILE ON RECORD.OR FOR PLANS FIELDSTONE AE IS NOT
CONTRACTED TO PERFORM TRUSS REVIEW ON, THE CONTRACTOR IS RESPONSIBLE TO ASSURE
THE DIRECT COMPLIANCE OF TRUSS MANUFACTURER LAYOUT TO THESE DRAWINGS & VERIFY
ALL TRUSS CONNECTORS ARE SUFFICIENT TO WITHSTAND THE UPLIFT&ATERAL LOADS IMPOSED
4� TRUSS MANUFACTURER SHALL PROVIDE MANGERS AND CONNECTIONS ADEQUATE FOR LOADS
AT ALL TRUSS -TO -TRUSS, TRUSS -TO -BEAM, AND BEAM -TO -TRUSS CONNECTIONS.
5. REFER TO ARCHTTECTURAL DRAWINGS FOR TRUSS SHAPE, OVERHANG, DIMENSIONS, SLOPES,
SPANS, DRAINAGE, BEARING WALL HEIGHTS, ETC.
6. THE POSITIONS, WEIGHTS. AND METHODS OF ATTACHMENTS OF ALL MECHANICAL UNITS,
ELECTRICAL FIXTURES, PLUMBING, FIRE SPRINKLERS, ETC SHALL BE INCLUDED IN THE DESIGN
OF THE TRUSSES BY THE TRUSS MANUFACTURER. SEE ARCHITECTURAL DRAWINGS FOR ATTIC
ACCESS SIZE AND LOCATIONS.
7. SUPERIMPOSED LOADS FROM SECONDARY FRAMING (I.E. SOFFITS, PARAPETS, VALLEY FRAMING,
UPPER TRUSSES, ETC) SHALL BE INCLUDED IN THE DESIGN OF SUPPORTING TRUSSES.
8. CONTRACTOR TO PROVIDE TRUSS BRACING PER BCSI-B3 IN ADDITION TO PERMANENT BRACING
SHOWN ON THE TRUSS DESIGN PROVIDED BY THE DELEGATED TRUSS ENGINEER.
PRE -APPROVED FIELD REPAIR NOTES:
1 MISPLACED DOWEL REPAIR: THIS NOTE DESCRIBES ALTERNATES TO MITIGATE THE CASTING OF
REBAR VERTICAL REINFORCEMENT AT AN INCORRECT LOCATION.
IF THE WALL HAS NOT BEEN BUILT: DRILL AND EPDXY #5 REBAR (36' I.G.) INTO THE THICKENED
EDGE OF SLAB AT THE CORRECT LOCATION. AS WALL IN CONSTRUCTED, LAP REBAR IN
ACCORDANCE NTH MASONRY NOTES LAP SCHEDULE, PLACING A HOOKED BAR WITH 12" LAP AT
THE TOP OF WALL WITH THE CONTINUOUS REBAR IN THE TIE BEAM/BOND BEAM. COMPLETE
GROUTING OF WALL.
IF THE WALL HAS ALREADY BEEN BUILT: PRIOR TO GROUT PLACEMENT. OPEN THE WALL AT THE
CORRECT LOCATION APPROXIMATELY 16' (H) x 4' (W) AT FLOOR LEVEL. DRILL AND EPDXY #5
REBAR (32- LG.) INTO THE THICKENED EDGE OF SLAB. LAP VERTICAL REINFORCEMENT IN
ACCORDANCE WITH MASONRY NOTES LAP SCHEDULE, PLACING A HOOKED BAR WITH 12" LAP AT
THE TOP OF WALL WITH THE CONTINUOUS REFLAR IN THE TIE BEAMIBOND BEAM. COMPLETE
GROUTING OF WALL.
2. MISSINGNISPLACED ANCHOR BOLT: ALTERNATE SILL PLATE ANCHORAGE SOLUTIONS
INTO CONCRETE:
A 1 /Z)K6" TITEN HD NTH 1-3/4" MINIMUM EDGE DISTANCE AND 6" MINIMUM END DISTANCE IS A
DIRECT 1: 1 REPLACEMENT FOR A 1/2" DIAMETER ANCHOR BOLT WITH 7' EMBEDMENT INTO
CONCRETEL
A I Ir THREADED ROD SET-3G EPDXY 7" EMBEDMENT WITH 1-3/4" MINIMUM EDGE DISTANCE AND
7-112" MINIMUM END DISTANCE IS A DIRECT 1:1 REPLACEMENT FOR A 112" DIAMETER ANCHOR
BOLT WITH 7" EMBEDMENT INTO CONCRETE.
INTO GROUT FILLED MASONRY (GFCK4tA:
A 1/2.6"TITEN HD WITH 1-3/4" MINIMUM EDGE DISTANCE AND 8" MINIMUM END DISTANCE AT 41-8"
D.C. REPLACES A 112" DIAMETER ANCHOR BOLT WITH r EMBEDMENT AT 6-0" D.C.; LIKEWISE A
1/2'x6" ITTEN HD NTH 1-3/4' MINIMUM EDGE DISTANCE AND 8" MINIMUM END DISTANCE AT Z-8"
D.C. REPLACES A 112" DIAMETER ANCHOR BOLT WITH 7' EMBEDMENT AT 4'-0" 0C..
3 SIMPSON MASA SILL ANCHORS MAY BE USED AS AN ALTERNATE TO THE ANCHOR BOLTS AND
SPACING NOTED HERE -IN ACCORDING TO THE FOLLOWING TABLE:
BASIC MIND
SPEED (MPH)
MAXIMUM
SPACING
1140
&-(Y
140
11-61
150
V_x
NOTES:
1. MASA SPACING BASED ON NO MORE THAN ONE IN THREE INSTALLED WITH ONE LEG
INSTALLED VERTICALLY ATTACHED TO STUD
MISSINGIMISPLACED TRUSS STRAP ANCHOR: REFER TO 'MISSED TRUSS STRAP REPAJR- DETAIL
WITHIN DRAWINGS.
FOR MISLOCATED TRUSS ANCHORS WHICH ARE GREATER THAN 1/8"BUT LESS THAN 1-1/2"FROM
THE FACE OF THE TRUSS. A SHIM SHALL BE PROVIDED AND NAIL LENGTH INCREASED TO
PENETRATE THROUGH BOTH PLYS OF MATERIAL (I.E. 3- LG. NAILS). WHEN GAP IS GREATER THAN
1-1/2", INSTALL NEW ANCHORS.
MASONRY WALL OVERHANGING SLAB
BLOCK OVEF04ANG REPAIR
< 5/8" NO REPAIR REOD
518" � OVERHANG < 1-1/2- GROUT SOLD BOTTOM 3 COURSES OF AFFECTED WALL LENGTH
�1-1/2" CONTACT ENGINEER OF RECORD FOR REPAIR
NOTCHED TOP PLATES & STUDS REQUIRING REPAIR
AT IFTUDR. STRUCTURAL REPAIR IS REQUIRED AT STUDS WHEN A STUD IS NOTCHED TO A DEPTH
GREATER THAN 25% OF THE WIDTH IN BEARING WALLS, OR 40% IN NON -LOAD BEARING WALLS;
OR WHEN A HOLE IS DRILLEDIBORED TO A DIAMETER EXCEEDING 40% OF THE STUD WIDTH IN
BEARING WALLS, OR 60% OF THE STUD WIDTH IN NON -BEARING WALLS. IF THE MAXIMUM
HOLEINOTCH SPECIFICATIONS ARE EXCEEDED THEN A STUD SHOE MUST BE INSTALLED. STUD
SHOE REPAIRS ARE AS FOLLOWS: FOR 2X STUD USE HSS2-SDS1.5 WITH (12)-1/4"X1-112" SIDS
SCREWS. FOR MUL71-PLY 2X STUDS USE HSS2-"#'-SDS3 WITH (12)-1/4-X3- SDS SCREWS. WHERE
"*"CORRESPONDS TO THE NUMBER OF STUDS IN THE MULTI -PLY.
AT TOP PLATES: A HOLE, CUT, OR NOTCH THAT IS GREATER THAN 50% OF THE PLATE WIDTH IS
REMOVED FOR PIPING (EXCEPT WHEN THE SIDE OF THE WALL NTH THE NOTCH OR CUT IS
COVERED BY WOOD STRUCTURAL PANEL SHEATHING), OR THE PLATES ARE CUT THROUGH. THE
REQUIRED REPAIR IS A GALVANIZED 16-GAUGE METAL TIE THAT IS AT LEAST 1-1 /2"WIDE AND
MUST BE FASTENED WITH (8)-16D NAILS ON EACH SIDE OF THE OPENING.
ORD Fieldstone
C.O.A.# ARCHITECURE:
AA26002802
C.O.E.# ENGINEERI
No. 86
29349
13 IBRAHEM ELAYEB, PE
P.E.# 91476
0 BENJAMIN NIESE, PE
STATE OF
P.E.# 86025
05/24/2024
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Tampa, FL 33637
+1 813.466.3310
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C.O.A.# ARCHITECURE:
AA26002802
C.O.E.# ENGINEERING:
29349
0 IBRAHEM ELAYEB, PE
P.E.# 91476
0 BENJAMIN NIESE, PE
P.E.# 86025
05/24/2024
DATE
No. 86025
S F
JAL
IIIW
2 E
Michigan
3400 Auburn Rd
Suite 200
Auburn Hills, Ml 48326
+1 248.622.4035
Florida
12906 Tampa Oaks Blvd.
Suite 150
Tampa, FL 33637
+1 813.466.3310
www.fieldstoneae.com
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C.O.E.# ENGINEERING-
29349
C3 IBRAHEM ELAYEB, PE
P.E.# 91476
E BENJAMIN NIESE, PE
P.E.# 86025
05/24/2024
DATE
No. 8602
E OF
4OR190'
F
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S
5 2
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Mich[pn
3400 Aubum Rd
Suite 200
Aubum Hills, Ml 48326
+1 248.622.4035
Florida
12906 Tampa Oaks Blvd.
Suite 150
Tampa, FL 33637
+1 813.466.3310
www.fieldstoneae.com
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PRECAST LINTEL GRAVITY LOAD TABLE v4.21
LOADS LISTED K%VE BEEN CALCULATED OR COMPiUEDFROM APPROVED MANUFACTURERS:
CAST-CRErE. LOTT'S CONCRETE, QUALITYPRECASTCO.
MAXIMUM LOAD (PLF)
APPROX.
LINTELLENGTH
MAX.CLEAR
OPEF41MG
TYPEA
B'UNTEL
8`TYPEB
rTYPEc
12"TYPES
i2"TwEc
14"TYPEB-
wrvnc"
16"TYPEB
IrTyptc
20`TYPEB
itmc
24'TYPIEB
14TYMKc
28"TYPEB
2rTYPEC
32TYPEB
3rTyPEC
z IT
1, 6"
2231
3069
3719
3280
5163
6607
8054
9502
IOODO
BOSS
46M
5205
6113
7547
8974
3=
t7DD34
IBM
3'6'
Z 2'
2231
3069
3719
328D
5163
6607
BD54
9502
IOODO
3059
461:15
52M
6213
7547
1974
21100111
10wo
4.01,
2'3"
1783
2561
2751
3280
3820
4890
5961
8107
2551
4605
5205
fina
7547
aWI4
110ow
20000
4'6"
Y7
-
1969
2120
2992
2931
3756
V'6
4576
5400
622-t
1959
4375
52M
6113
7019
'M,
8572
mm
IDWO
111.
34'
2217
1349
1436
1716
1999
2560
3232
36N
4249
1349
3090
4567
Sam
4766
51117
7074
am
I'll.
Ar 0'
100,
1349
1438
1716
1999
R-6
2560
3132
3686
4649
--ii-e
-mo
45V
5365
4765
51117
7074
am
51 IV
116"
860
1105
n73
160D
1631
1090
2549
3009
3470
Iws
I MU
4242
436D
39412
4M
5817
me
VV
52'
710
1232
2177
3'
3731B
3490
3031
3707
4383
5061
1232
2177
2730
M
34110
5M
ow
am
75SO
r 6"
OF 2'
570
991
1729
21CO
2632
2205
2698
3191
3685
991
LID
2109
282
31191111
5M
4742
55M
1-4-
IT
4a
699
1160
1516
JNA
1626
2564
3486
2818
3302
099
1245
1526
IIA3
2564
34M
2954
33V
9- 4"
IF r
416
699
U60
A
N A
1625
2564
306
2916
3302
a"
2245
N A
Im
25"
am
29"
33U
IT 61
1 92'
354
535
1 890
NIA
1247
2093
2777
2163
25M
535
1 M4
N/A
1A
1513
2M
2M
2259
2615
We
101 D'
315
567
890
NIA
1366
1846
2423
3127
3 27
40M
567
945
N A
A
13155
A"
xM
7
3127
400
32'T
10, a"
292
525
873
N A
N A
1254
z"
2193
r263
2-
2805
3552
M
$73
tNA
IN A
IN A
1254
16"
21193
20M
alla
am
ITT
IT 2"
Z77
471
755
N A
N A
IC75
1428
1838
1,
2316
23 ,
28M
471
755
N A
N A
ims
1429
Im
2.6
2316
11t2k
13' C'
Izv
255
471
755
N/A
N 'A
1075
2428
IM
2316
2535
471
755
NIA
1 1075
Un
I MB
2316
2M
IVV
1791
239
1 424
1 706
N A
N/A
I IOD2
1326
1697
2127
2279
Z_
4
7W
A
N A
IOD2
1328
Iff7
2127
263D
Wir
134"
N/A
N/A
N A
N A
NIA
N/A
N/A
N/A
N/A
WA
7830
A
IN A
1234*
1421'
Im.
21W
2652-
15, It,
IN cr
N/A
N/A
N/A
N A
ENA
N/A
N/A
N/A
N/A
N/A
N/A
710*
N/A
116D*
1331,
11560*
M321
24W
17't'
Lev
N/A
N/A
N A
N/A
N/A
N/A
N/A
N/A
N/A
Sw
952.
2ur
1379-
11m.
199r
19, IV,
lie G,
N
N11A
N
NIA
N/A
N/A
N/A
N/A
N/A
N/A
A
420*
N/A
790-
BBO.
IITr
2415'
1676-
2D'Cf'
298,
A
N/A
NIA
NIA
NIA
N/A
N/A
N/A
LA
N/A
/.
j
.. � �A
N/A
*
BTS'
I!*
14OR'
24'0?
22'8'
EN/
N/A
N A
N/A
�NA
�M
N/A
N/A
NIA
N/A
K/A
250-
122D'
'PRESTRESSED Ir'W12- RECESS U-LMNTELS
Type A = Unfilled no Reba; Type B= Continuous Grout. Steel per Plan In Bond Beam Only; Type C z Confinours Gmut,Sieel per plan in Bond
Beam & Untel
LEGEND
8XB FILLED CELL W/ (1) - #5 REBAR
BEAMS
M@? 8XS FILLED CELL W/ (1) - #7 REBAR
HEADER - WIDTH TO MATCH WALL
GIRDERS
8x8 FILLED CELL W/ NO REBAR REDD
PLUMBING WALLS (FOR REFERENCE)
-
--- ------
BEARING/SHEAR WALLS (FOR REFERENCE)
5'CMU - FILL CELLS W/ #5 REBAR
ROOF BLOCKING
2X12 FILLED CELL W/ #4 REBAR
(11N WALL)
BALLOON FRAMED
1 2X12 FILLED CELL W1 #4 REBAR
WALLSMIGHER BEARING WALLS
(IN COLUMN)
CONCRETE TIE BEAMS
lv� ELEVATION INDICATOR
PLUMBING PENETRATION FOR
DETAIL INDICATOR
FRAMING LAYOUT
LINTEL OR WOOD HDR DESIGNATION
OPEN SIZE (ALL WOOD HDR'S TO BE (2) PLY U.N.O.)
140- BRACED WALL LINE
FASTENERS
ALLOWABLE LOADS
CONNECTOR
-Q--F
TYPE
GRAVITY
Ile 1�0
UPLIFT Ilbs) 0 2.6
LATERAL
01,0 0 1.6
METAIG
a
D.141IT"xI-In"
1450
111 : 340
F2: 770
META26
9
0.148-.1-2/2-
1820
FI: 340
F1 770
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10
0.148'.1-1/2"
1875
Fl: 6BO
F2 : 770
(21 META16
a 2- - 4-�
14
OAG2-.3-2/2-
Fl: 1285
F2 � 1080
WHETA26
0 I -ON
10
0.148"xl-112"
1920
FI; 680
F2: 770
I') HETA6
2- or 3-dw
22
D.162-.3-1/2'
2365
F1 1350
F2 1430
-e
HSTM16
a
0.148'xl-1/2"
1210
111: 12D
F2: 90
4
114NI-3/4� CONC SCREW
USLINGS-2
6
3/8'.4'TITEN HD
8250
2 435
6
I/4"x 2 112" SDS SCREW
MS7C28
36
1
0. 148". 3 1/4"
3460
MTS12
14
0.148'xl-I/2-
990
(2) MM2
23
D148"4-1/2"
198D
MTS16
14
0.143"xl-1/2"
990
KJ220-2
'a
1/4* . 2 3/4"C t SCREW
3SPO-0
IBM
10 I
0148"x 3�
14TS26
32
0.148".1-1/2"
2,890
12)HTS16
26
0.148"4-1/2"
1310
HTSW
24
0.148-NI-1/2-
1310
LSTA12
10
0-148".2-In'
925
LSTAIS
14
0.148-4-1/2-
1235
LSTA30
22
0.143%RK2-IP"
1640
MSTA24
28
0148")(21/2"
1,640
(2) MSTA24
36
0. 148- X 2 1/2-
3.290
MSIA.36
26
0. 248" X 2 1/2'
2,050
(2WA36
52 1
0. 148- X 2 1/2-
4.IDO
KWA30
22 1
0.149"x2-112'
206Q
MSTC28
36
0.148'x 3 V4'
3,460
MSTC52
62
0-148-.3-1/4'
4735
MSTAM24
9
D148"X 3"
1,425
5
114- X 2 114-
MSTAM136
13
0.148"x 3"
1.870
8
3/4- X 2 2/4"
12� MSTAM36
16
OL 148. x 3.
IJ4' X 2 1/4"
.4740
MSTCM40
10
2/4-0-1/4- CONIC SCREW
20M
r-11-
0.1411-0-1/4-
MGT
n
0.141IN21'
11,771
F2 525
1
5/8'ATR
hGT-3
16
0.148".3"
20.790
-
2
3/4"ATR
VGTR or L
I
518"ATR
2225
F1 � 650
F2:630
16
I/AINT- SOS
VGTRj L
2
SA'ATR
5545
FI: 650
F2: M
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11/4".3"SDS
VGT
I
SA"ATR
4940
FI. 1185
F2; 590
16
IJAI".31" SOS
(2) VGT
2
S/B"ATR
7185-2ply 8119(�
R.I.
FI v 1295
F2: 59D
32
1/4x3"SDS
DT72Z
1
a
1/2' ATR
114N3"SOS
1825-2.4 mm
2145-124,Ami.
HTTAI
I
5/8-ATR
3610
is
0.148'.3-In'
HTTS
I
5/8"ATIR
4670
26
OAAIRN3�
HTT5KT
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5/8' ATR
5445
26
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1
5/8" ATR
7S70
1900
12
0.162-0-11P`
ABU66Z
I
S/B- ATR
IB20S
2475
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0.162`x3-2/2-
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0.131'.2-In"
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Fi. 110
111: 110
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D.1411'4-1/2'
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HUC48
24
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SISOO
1235
6
0.148",3'
MUC414
24
2/4-.2-3/4- CONC SCREW
SOBS
2015
12
0.148".3'
LUS26
4
0.148"%3*
116S
1165
SPH4
12
D.141T.1-1/2"
I
Side: 640
Cent. � 1290
OTC Clos
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3/16-x2-3/4' CONC SCREW
III: BS
F2 135
2
11131-!�-IA"
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12
0.231"4-112"
FI. 65D
F2:67V
SDWC15M
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SDWC25600
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FI: 130
F2 . 225
SDWC15450
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0.162"41-1/2'
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LGU3.63-SDS
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6.720
5,555
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7.970
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HDUI1-SDS2.S
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1" ATR
11.17S
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30
1/4 - X 2 112- SDS
THD26
20
0-162". 3"
2W
3240
-
20
0. 148". 11/2'
THDn-2
i
11162". 3'
4320
48150
1
1,
0. 148'. 3"
ABBREVIATIONS:
AB
ANCHOR BOLT
EA
EACH
INT
INTERIOR
AFF
ABOVE FINISHED FLOOR
ELEV
ELEVATION
JST
JOIST
ALT
ALTERNATE
EMBED
EMBEDMENT
MAX
MAXIMUM
APPROX
APPROXIMATE
EN
EDGE NAJUNG
MFR
MANUFACTURER
ARCH
ARCHITECTARCHITECTURAL
EQ
EQUAL
MIN
MINIMUM
ATR
ALL THREADED ROD
ES
EACH SIDE
MISC;
MISCELLANEOUS
BLK
BLOCK
EW
EACH WAY
Mo
MASONRY OPENING
EU-KG
BLOCKING
EXP
EXPANSION
NOM
NOMINAL
BOF
BOTTOM OF FOOTING
EXT
EXTERBOR
NIS
NOT TO SCALE
BOT
BOTTOM
FD
FLOOR DRAIN
Oc
ON CENTER
BRIG
BEARING
FDN
FOUNDATION
OPING
OPENING
BTWN
BETWEEN
FIN
FINISH
OPP
OPPOSITE
CANT
CANTILEVER
FLR
FLOOR
PEN
PLYWOOD EDGE NAILING
CL
CENTERUNE
FN
FIELD NAIUNG
PLYWD
PLYWOOD
CIP
CAST IN PLACE
Fr
FOOT / FEET
REINF
REINFORCANG/REINFORCEMENT
ci
CONTROL JOINT
GALV
GALVANIZED
REOD
REQUIRED
CLR
CLEAR
GDR
GIRDER
RO
ROUGH OPENING
CMU
CONCRETE MASONRY UNIT
GRD
GRADE
SC
STUD COLUMN
COL
COLUMN
GWB
GYPSUM WALL BOARD
SHTG
SHEATHING
CONC
CONCRETE
GYP
GYPSUM
Sim
SIMILAR
CONT
CONTINUOUS
HD
HOLD DOWN
SP
SOUTHERN PINE #2 OR BETTER
DBL
DOUBLE
HDR
HEADER
SPF
SPRUCE FIR FIR #1/#2 OR BETTER
DIA
DIAMETER
ILO
IN LIEU OF
TYP
TYPICAL
DWG
DRAWING
IN
INCH
UNO
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OLSON PRESSURES SHOWN ARE MINIMUM ALLOWABLE
VALUES. VALUES ARE 10 BE INCREASED AS
REOUIRED BY MORE STRINGENT LOCAL RECUMUMEKS
000 Fieldstone
C.O.A.# ARCHITECURE:
AA26002802
C.O.E.# ENGINEERING: No. 860
29349
13 IBRAHEM ELAYEB, PE
P.E.# 91476
BENJAMIN NIESE, PE --0 S OF
P.E.# 86025 ORIVP
05/24/2024
DATE
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Michigan
3400 Auburn Rd
Suite 200
Auburn Hills, MI 48326
+1 248.622.4035
Florida
12906 Tampa Oaks Blvd.
Suite 150
Tampa, FL 33637
+1 813.466.3310
www.fieldstoneae,com
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SHEET NAME
REFERENCE
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SHEET #
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