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SHEETINDEX
INUI
5HEET N,4ME:
NUM5ER:
5HEET NAME:
C5
COvER SWEET
CS-3
SQUARE FOOTAGE CALCULATION5
A- 3.2
M�SC DETAILS
F-1.0
FOUNDATION - SLAB PLAN
A-33
M 5C DETA L5
A-3A
M15C DETAILS
A-1.0
IF
F R5T FLOOR PLAN
A-2.0
SECOND FLOOR PLAN
A-320
FRONT/REAR ELEVATIONS J/ROOF PLAN
A-3.21
SIDE ELEvATION5 J
E-1.0
ELECTRICAL PLANS - FIRST 4 SECOND FLOOR
P-0.1
PLUMBING R15ER DIAGRAM
ENERSY REQUIREMENT SCHEDULE
EXTERIOR IIJALL5 (FRAM)
R-13
EXTERIOR VALLS (BLOCK)
4.1 FOIL
ATTIC CEILINS
R-30
GENERAL NOTE5
THE STANDARD GENERAL SPECIFICATIONS FOR AMERICAN HOMES 4 RENT 4 AMW
DEVELOPMENT SHALL GOVERN EXCEPT AS MODIFIED 4 r:,JPPLEMENTED BY THESE
WINDOW INSTALLATION:
PLANS.
1. WINDOWS SHALL BE INSTALLED AND FLASHED IN ACCORDANCE WITH THE
MANUFACTURERS WRITTEN INSTALLATION IN5TRUCTION5. WI INSTALLATION
3, DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALL5 OR CEILINGS
THESE PLANS HAVE BEEN DESIGNED TO MEET THE REQUIREMENTS OF:
INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW.
SEPARA71NG THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MIN�
2023 FLORIDA BUILDING CODE, RESIDENTIAL, 8TI4 EDITION
-29, GAUGE (0.45 ..) SWEET STEEL OR OTHER APPROVED MATERIAL AND SHALL
OCCUPANCY SINGLE FAMILY RESIDENTIAL
FLOOD ZONE RIFQUIE�EMENTS
HAVE NO OPENINGS INTO THE GARAGE.
1. PLAN MEETS OR EXCEEDS FEMA FLOOD FINISHED GARAGE FLOOR ELEVATION.
ON.-
4. OUNDATION6 A D SUPPORTS FOR OUTDOOR MECHANICAL SYSTEMS SHALL BE
BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA
BATH ARE,45�
INSTALLED ABOVE THE BASE FLOOD ELEVATION AND SHALL AL50 CONFORM TO THE
BY NOT LESS THAN 1/2 INCH (12.1 In.) GYPSUM BOARD APPL I ED TO THE GARAGE
1. INSTALL 2x4 BLOCKING AT TOILET PAPER AND TOWEL BAR LOCATIONS, SEE
MANUFACTURERS N67ALLATION INSTRUCTIONS,
SIDE GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL
DETAILS.
HA51TABLE ROOMS ABOVE BY NOT LESS THAN 5/8 INCH (15.S -) TYPE 'X" GYPSUM
5. AUXILIARY DRAIN PAN. CATEGORY IV CONDENSING APPLIANCES SHALL BE
50ARD OR EQUIVALENT. U44ERE THE SEPARATION 15 A FLOOR -CEILING A55EMEILY,
K17CHENS:
PROVIDED WITH AN AUXILIARY DRAIN PAN LHERE DAMAGE TO ANY BUILDING
THE STRUCTURE 5UPPOR71NG THE SEPARATION SHALL ALSO BE PROTECTED BY NOT
1. INSTALL 2X& BLOCKING AT &Y AFF, ON CENTER FOR LIPPER CABINET
COMPONENT WILL OCCUR AS A RESULT Or STOPPAGE IN THE CONDENSATE DRAIN
LE66 THAN 1/2 INCH (II rrirr� GYPSUM 50ARD OR EQUIVALENT.
INSTALLATION.
PIPING SYSTEM. THESE PANS SHALL BE INSTALLED IN ACCORDANCE UJ17W THE
APPLICABLE PROVISIONS OF SECTIONS M14113.
EXTFRIOR FINISHES:
jjk�5�1,4,OLLJER AREAS,
TWICKNE56 OF TEXTURED FINISH OVER FRAME APPLICATION SHALL BE PER THE
BER-CEMENT OR GLASS MAT GYPSUM BOARD (NO GREEN BOARD
EXHAU57 FANS AND VENTING;
CURRENT APPROVED BUILDING CODE AND ASTM C321b. INSTALLATION OF EXTERIOR
ALLOWED) IN COMPLIANCE WITH ASTM C12613, C1325, OR C1116 AND INSTALLED WITH -)e�
1. OUTDOOR DIECHARGE. THE AIR REMOVED BY EVERY MECHANICAL EXHAUST
LATWIN5 AND FRAMING APPLICATION REQUIREMENTS TO BE PER THE CURRENT
x 1-1114" DAGGERZ PHILIPS WAFER LEAD CEMENT 50ARD SELF DRILL SCREWS W1
SYSTEM SHALL BE DISCWARGED TO THE OUTDOORS AIR SHALL NOT BE EXHAUSTED
APPROVED BUILDING CODE AND A5TM r- 1063.
COATING SHALL BE USED AS BAC<ER6 FOR LUALL TILE IN TUB AND SLOWER AREAS,
INTO AN ATTIC, 5OFFIT, RIDGE VENT OR CRAWL SPACE.
AND LUALL PANELS IN SHOWER AREAS.
EGRESS,
2. EXHAUST AIR FROM BATH ROOMS AND TOILET ROOMS SHALL NOT BE
1. EACH BEDROOM MUST HAVE ONE WINDOW TWAT COMPLIES WITH EGRESS CODES, IF
19 TE TREATMENT:
REC:IRCULATED WITHIN A RESIDENCE OR TO AN07WER DWELLING UNIT AND SHALL BE
THERE 15 NO ACCESS TO EXTERIOR THROUGH A DOOR. THE WINDOW MUST HAVE A
Tr
=:�ITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES,
EXHAUSTED DIRECTLY TO THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND
MAXIMUM OPENING WE IGWT OF 44" ABOVE FINISH FLOOR LINE OF TWAT PARTICULAR
INCLUDING 601L APPLIED PESTICIDES, 5AITIWG SYSTEMS, AND PESTICIDES APPLIED
TOILET ROOMS SHALL NOT DISCWAII INTO AN ATTIC, CRAWL SPACE, OR OTHER
ROOM.
TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION LABELED FOR
AREAS INSIDE THE BUILDING.
USE AS A PREVENTA71VE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF
2. IN OLLIELLING UNITS LL44ERE THE OPENING Or AN OPERABLE WINDOW IS LOCATED
THE APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE Or
3. DUCT LENGTH. THE MAXIMUM ALLOWABLE EXHAUST DUC'r LENGTH SHALL BE
MORE THAN 12 INCHES ABOVE THE FINISHED GRADE OR SURFACE BELOW, THE
COMPLIANCE SHALL BE 15SUED TO THE BUILDING. DEPARTMENT BY THE LICENSED
DETERMINED BY ONE OF THE METHODS SPECIFIED IN SECTIONS MII THROUGH
LOWEST PART OF THE CLEAR OPENING CDP THE WINDOW SHALL BE A MINIMUM OF 24
PEST CONTROL COMPANY TWAT CONTAINS THE FOLLOWING STATEMENT "THE
111502.4.5.3. THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE B5 FEET FROM
INCHES A50VE THE FINISHED FLOOR. OPERABLE SECTIONS OF WINDOWS SHALL NOT
BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF
THE CONNECTION TO THE TRANSITION DUCT FROM THE DRYER TO THE OUTLET
PERM17 OPENINGS TWAT ALLOW PASSAGE Or A 4" SPHERE LL44ERE SUCH OPENINGS
SUBTERRANEAN TERMITES- TREATMENT 15 IN ACCORDANCE WITH RULES AND LAWS
TERMINAL. THE MAXIMUM LENGTH OF THE DUCT SHALL IBE REDUCED 2.S FEET (162
ARE LOCATED WITHIN 24 INCHES OF THE FINIS"IED FLOOR PER THE CURRENT
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER
FOR EACH 45 DEGREE (O.-It RAD) BEND AND 5 FEET (1524 -) FOR EACH 130
APPROVED BUILDING CODE.
SERVICES."
DEGREE (I/. RAD) BEND. THE MAXIMUM LENGTH Or THE EXHAUST DUCT DOES NOT
INCLUDE THE TRAN51TION DUCT. EXCEPTION - WHERE A CLOTHES DRYER 80067ER
FLASHING:
Ir
L =CELAN QA AC.
FAN 16 INSTALLED AND LISTED AND LABELED FOR THE APPLICATION, THE MAXIMUM
I- FLASHING SHALL BE INSTALLED AT WALL AND ROOF INTERSECTIONS, DECK AND
1. ENE�Y 9�ECULATIONB FOR HEATING AND COOLING CAPACITIES SHALL BE
LENGTH OF THE EXHAUST DUCT , INCLUDING ANY TRANSITION DUC7, SHALL BE
WALL INTERSECTIONS, AT GUTTERS, AT ALL CHANGES IN ROOF SLOPE OR DIRECTION,
FURNISHED BY THE MECHANICAL ENGINEER AS AN ATTACHMENT TO THIS PLAN SET
PERMITTED TO BE IN ACCORDANCE WITH THE BOOSTER FAN MANUFACTURER'S
AND AROUND ROOF OPENINGS.
AT THE TIME OF: APPLICATION FOR PERMIT
INSTALLATION INSTRUCTIONS. WHERE A CLOTHES DRYER BOOSTER FAN IS INSTALLED
AND NOT READILY ACCESSIBLE FROM THE ROOM IN WHICH THE DRYER 16 LOCATED,
2 , APPROVED CORROSION- RESI 5TANT FLA5HINr. SHALL BE APPLIED SWINGLE
2, MECHANICAL APPLIANCES SHALL BE ACCESSIBLE FOR INSPECTION, SERVICE,
A PERMANENT IDENTIFYING LABEL SHALL BE PLACED ADJACENT TO WHERE THE
FASHION IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL
REPAIR, AND REPLACEMENT WITHOUT REMOVING PFRMANENT CONSTRUCTION, OTHER
EXHAUST DUCT ENTERS THE WALL. THE LABEL SHALL BEAR TPE WORDS "THIS DRYER
CAVITY OR PENETRATION OF WATER TO THE ESUILDIWG STRUCTURAL FRAMING
APPLIANCES, OR ANY OTHER PIPING OR DUCTS NOT CONNECTED TO THE APPLIANCE
EXHAUST SYSTEM 15 EQUIPPED WITH A REMOTELY LOCATED BOOSTER FAN,"
COMPONENT& THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR
BEING INSPECTED, SERVICED , REPAIRED ' OR REPLACED. A LEVEL WORKING SPACE
WALL FINISH. APPROVED CORROSION- RESISTANT FLASWIW3 SHALL BE INSTALLED AT
AT LEAST 30 INCHES (762 -) DEEP AND 30 INCHES (162 ..) WIDE SHALL BE
4. PROVIDE BACK DRAFT DAMPERS AT INTAKE AND EXHAUST LOCATIONS AS
ALL REQUIRED LOCATIONS PER THE CURRENT APPROVED BUILDING CODE,
PROVIDED IN FRONT OF THE CONTROL SIDE TO SERVICE AN APPLIANCE.
REQUIRED BY THE CURRENT APPROVED BUILDING CODE.
ISSUED: 4/30/2024
VERSION: 5.0
SQUARE FOOTAGE
AH4R ASSET MANAGEMENT SO. Fr.
HEATED AREA
Sq. Ft.
MAIN LEVEL
1102
SECOND LEVEL
1215
TOTAL AH4111 SO, FT. (SWWraW)
2377
METHODOLOGY: ANSI Z765-2W3
The total area calculated from the o;jIside-to-outside of framing, including optional finished basement options as
sho- This area excludes stainmell at highest level above grade, garage, covered patio/porches.
`(_-"PLYVViTH PREVAILING 1, n
CODE,
A, ELECTRIC CODE.
CITY OF ZEPHYRHILL-S
REVIE\IV D - , I JUL 3 12024 IF
pF�0_ Y RP,
CITY F � ";R�
p EX tAmNER, _
11101 AMW DEVELORtNT
00 No SCALE TW.6E DRALIN66
VEMIFT BULDW. ORIENTATION U79
CONTIUCTOR AND SITE PLANS
EI CONI TAE5E
DRAIWA DO NOT CONTAIN
5FECF1C WDIMATION FOR ANT
STFACTWAL ELDWS fro BE
PROvDM BT EW.NEER OF
RECORI ANT DISCREPANCY
f"W"ENN"I OR"v`AT'CNr ETC)
BE74EEN TNE5E DPAWN05 AV '
ASOCCIATEC DRA"" WIM SITE
DRAWSW SIJALL BE FEPMM '
CONTRACTOR AT a" *t W
CONSTRJCTION SWALL FROCE D
UNTIL CORRECTED. TW
CONTRACTOR ASSIMS TI
RESPONSIBILITY TO ET ALL
OF LOCAL BU LOINS
COM-LY 0114 STATE
W. CMES.
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I VERSION: 5.01
'07COVER ..EET
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SQUARE FOOTAGE CHART
WwR=�-RB%Tw:
ELEVATIONT
F------------------- I
I I
IWOMFLOMALul BMT07
SQUARE FOOTAGE
CONSTRUCTION AREA CALCULATION
HEATED / CONSTRUCTION AREA
Sq. Ft.
MAIN LEVEL
1102
5ECOND LEVEL
1264
TOTAL HEATEDICONSTRUCTION AREA (Slab/CnW)
23M
METHODOLOGY: ANSI ZTW2003
The total area calculated from the outside -to -outside at framing, inchicling optional finished basement options as
sho— This area excludes stait,vell at highest level above grade, garage, covered pati./porches.
BUILDING ENVELOPE AREA (ALL AREAS UNDER ROOF)
Sq. Ft.
6ARA6E
444
COVERED PATIO
112
FRONT PORCH
56
TOTAL BUILDING ENVELOPE (SIaWCr&M)
2978
METHODOLOGY
Building Envelope Am: The total area calculated, including Heated/Construction area as calculated, and also
induding garage, covered patio/porches.
MAXIMUM DEPTH
MAXIMUM H107H
30.-0..
"MAXIMUM BUILDIN5 HE15HT A.F.F.
GRO21 AMW DEVELOPMENT
Do NOT SCALE THESE DRAMW
VER� BUILDW, ORI WAT� UMTP
CONTRACIOR AND SITE PLANS
BU,M CONSTRUCT ON. THESE
DRAVW,S DO CONTAN
"CFC W-091ATION FOR Y
STFWTLPA ELEMENTS (TO BE
PPOVOE BY SHOWER OF
FECOIRD). w DISCREPANCY
MrENSIONSOMENTATICKET )
BETUEEN THESE DRAWIWSS 44D THE
ASSOCIATED DRAWW.6 aW� STE
DRADW.5 SHALL BE REFORTED To
CONTRACTOR AT ONCE AND NO
CMTRCTION 5WALL PROCE D
UNTIL CORRECTED. THE
0ONTRACTOR A"u"'S THE
RESPONSIBILITY TO MEET ALL
Fam
CFPlC�FM1ENTS OF LOCAL BU LDING
AL COMP" " STATE
'�I'LONG CODEST'
4-)
LU W
WM DAM 4MW
Fill
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VERSION: 5.0
SQUAREFOOTAG
CALCUATIONS
swo
CS-�31
" PAD
��Iq
4" CONC
W/ FIBEIZ'IE5H
L-
— -- — — — — — —
- PATIO SLAB
B OY4 14YAC CHASE
4" CONCRETE SLAB MIX OYER C,
HIS
BASED ON
MIL VAPOR BARRIER SLAB 514ALL
I
LOCATION
ELECTOCAL
BE OVER CLEAN COMPACTED FILL
CMIT FOR
W1 FIBERMESH
ISLAND
0
0
CONCRETE 5LA5
4" CONCRETE SLAB MINHOVLER IS, MIL
i i
VAPOR BARRIER SLAB 6 AL BE
CLEAN COMPACTED FILL W/ FIBE
SECOND FLOOR
SMITARY DROP
4 AA
;m,,
4.9
--------- -------
D LU
D
FL-:
64" CONIC SLAZ MIN.1
L) W1 FIBERTIESW
If
- - - - - - - - - - - ---
- - - - -
w
ILJ
&
FORCH SLA
---- ---------
CONCRETE
4" CONCRETE SLAB MIN.
T:
OVER & MIL VAPOR
-4'4ONCJRETi $LAB IO�R IIJJ
BARRIER SLAB SHALL BE
VAPOR BARRIER SL R
ALL
OVER CLEAN COMPACTED
CLEAN COMPACTE FIL W/ FI ELI
FILL W1 FIBEFITIESH
WEI
*'-3" OPENING
20'-4"
30'-0" OVERALL
SLAB PLAN - ELEVATION V
SCAB 114�110
FOUNDATION PLAN NOTE5
ALL WOW SHA.L BE IN STRICT COMPLIANCE UT14 BUILDINC,
CODE, RESIDENTIAL, AND CCLNTY BUILDW. DEPARTMENT
STRIP IOPSCIL, TREE5,5TLt-ft, ROOTS, ETC. FROM ALL
AREA5 444EFE CONSTIWTICN WILL OCCUR UND�
FILL SHALL BE FIRILY COMPACTED, CLEAR 5AND/CLAY
MATERJAL7 FFEE OF R=5, OW.ANIC MATTER OR OT14ER
INTERIOR BEARIW, LOCATIONS S�OJLV BE COORDINATED
WIT14 TRW MANLFACTURER 4 5TIR)CTURAL EW5NEER
FROVIDE SOIL TREArqNff AND VAPOR BARRIER5 AT ALL
SLAB$ (INTERIOR)
0021 AMH DEVELOFTlEW
VO NOT SCALE THESE RAVW56.
VSMFY OULDIN5 ORIENTATION UTH
C04MACTOR ANO SrrE FLANS
BEFOW CONSTRICT THEM
DIRAWNE-4 DO NOT COWAN
5MCIFIC WCOUTION FOR MY
STIWTUM ELEMENTS (TO BE
PIWADED ST ENGNIFER a
KCCRD) ANIT 015�-F�FAWY
�DVIEISIONS, OREWATiON. ETC)
BETUEEN T45E DRAWW.5 40 74
A66XIATED DRAWMS �la 6 TE
CRAM" SkALL BE I&FORIED TO
COWRACtOR AT ONCE AND W
CONSTRICTION S441- PROCEED
LNTLL COIVIECTED. THE
CONTPACTOR ASSPES TW
IZESPONSW ITY TO MEET ALL
,;Ea; REM"8 OF LOCAL BUILDNO
OFFICALS 4 TO Cal-LY WITH STATE
0 LLI
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C.n
L -j
WANIN. I HIS
VERSION: 5.0
NDATION -
SLAB PLAN
7F 1 �O]
—HANDRAIL
1-1/2" MIN
GRASPAEILE ;
'L.
, 'r
N
I-L12" MAX MIN
DIAMETIEW00
M
TU-
;t t rANDF/ZAIL
SECTI PLAN
�OVIDE HANDRAIL IN COMPLIANCE WITH
THE CURRENT APPROYED MILDIW. WDE.
FAIR DIAGRAM
FLOOR PLAN NOTE5
PROVIDE 1/2' MNIlMLM)GYP5,M BOARD SEPARATION AT LUALLB AND 5/6" TYPE X CEILINGS
IN THE GARAGE ADJACENT TO THE MAN qCLOE AND ATTIC AREA$
WASHING, MACHINE 16 ALWAYS LOCATED LEFT OF T14E DRYER LNLES6 NOTED OTHERWISE.
ALL EXTERIOR WALLS ARE DRAWN AT 8" CMU LNLES5 NOTED OTHERLISE
ALL INTERIOR AND COMMON WALLS AM DRAWN AT 3 1/2' LRES6 NOTED OTHER".
HEADER FOR FIRST FLOOR 16 AT V-0" / 5'-4" CLG I SECOND FLOOR IS AT T-0' V &'CLG.
HANDRAIL HEIGHT SHALL BE 3b'MEASURED VERTICALLY FROM THE NOSING OF THE TREAD.
(-) DENOTES EGRESS WINDOW
A/C PAD
LOCATION
rif I
SET SOFFIT
AT V-0' WT.
MOM--
25 SW
2S'
— — — — — — — — — — — — — — — —
4
25 614
15
_�4
COVERED
PATIO
V-4" CLG AF.F.
DINING
C)ININC
CONCRETE
j
ROOM
OOM-L'
S'-4- CLG
VINYL PLANK
VNY
25 SH
US WALL
------
341/2" AFF.
Ni
GREAT
Room
-b -4" CLG
'/N'yL PLANK
2'All
1j"
'.-2
I-
11.1y . -*
, '..M.. . 4'-2 4'- rly2l
KITG�4EN
5ATH I
2068
5'-4" CLG,
VNYL PLANKIeF
-L'
1�4:
ais
Y
PLANK
PANT
5 5HI
SLOPE CLG.
TU56HOWR
4
BEDROOM 2
L)
S'-4" CLG
VINYL PLAW
LOI ON T14E
r W
GREY
_BOX
DRYER �ENT-'�
LOCATION 0-
WH
-4" FOYER
I2�
LOCATION FOR 04 AS
CLG
VINYL PLANK
CODE REQUIRES
PER
MA�l
u OPT 5OLL
Typ
TEMP.
---------------------------------
IW34 SH
2-GAR
3010 TRAN51
x4 L
GARAGE
1'-4" 0[ 3,_10"
FR NIT
9
S'-4" CLG AFF.
CONCRETE
f-osck
SET SOFFIT S'-4" CLG AJ-F.
AT &'-0' WT, CONCRETE
T
-------- ---------------
--------------------- --------------------
LINE OF WALL
A OVE
------
----
lb'-C'x T-0'OJ4 GARAGE DOOR
2'-2"
16'-0" OPENINr.
2'-2" 5'-4"
20'-4"
30'-0" OVERALL
FIRST FLOOR PLAN - ELEVATION 'J'
WAMlff-"-V0U17)
WmE 1^1'r P"
00 AM4 DEVELOPMENT
DO NOT SCALE TIEN DRAWINGS
'M BUILDW, ORIENTATION WITH
CONTRACTOR AND STE PLA45
BEFORE CON5TRUCTION THESE
DRAUW.A DO NOT CONTAIN
SPECIF C NFORMATICN FOR ANY
67"TLRAL ELEMENTS (TO BE
PROVIDED By EW31NEER OF
RECOR)k ANY DISCREPANCY
'DIMENSIONS, ORIENTATION, ETCJ
BETWEEN .5 A'ID THE
THE DR4#W
ASSOCIATED DRAWINGS ff4iV SITE
DRAJW.S $RAL BE REPORTED TO
CONTRACTOR T ONCE AND NO
CDNSTRX ION SHALL PROCEED
LNTL CTED. THE
CONM TOR ASSLITES THE
IEBPMIBIL17T TO MEET ALL
�QJREM NTS a LOCAL BUILDING
CFFICLALS 4 TO COMPLY WITH STATE
BUILOM CODES
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FiFtST PLAN
�--1 IF oj
HANDRAIL
1-1/21, MIN
GRASPABLE
HMORAIL"
1/4" MIN 70
MA"�o M IN
"'A W
t R
ANUD AIL
AEC-7-10i PL
�IDE �IL IN COMM-IANCE W-
FLOOR ELM NOTE5
PROVIDE tP(MINITAN)GYPSUM BOARD SEPARATION AT WALU5 AND 5/8'TYFE X CEILINGS
IN 714E GARAGE ADJACENT TO TWE MAIN WOUSE AND ATTIC AFEAS.
WMAM MACHINE 15 ALWAYS LOCATED LEFT OF TWE DRYER LNLESS NOTED O7i4ERWI$E.
ALL EXTERIOR UALLS ARE DRAW AT r C11 LINLES6 NOTED OTNERWISE.
ALL NTERIOR AND COMMON WALLS ARE DRALLN AT 31/2" UNLESS NOTED OTI-ERWISE.
�EADER FOR FIRST FLOOR 15 AT V-0" ./ 9'-4' CLG I SECOND FLOOR 15 AT T.0' Wl &C-G.
WANDRAIL WEr.W 514ALL BE X'MASURED VERTICALLY FROM TWE NOSW. OF TWE TREAD.
(-) DENOTES EGREE6 WINDOW
70M
DOOR lll�,
2W.4w
IXXm
I'm
DICKON
FLIVANG
B VAC RAISED PLATFORM
SECOND FLOOR PLAN - ELEVATION 'J'
sc&L;/r- 1001m)
SCALE
4RO21 " DEVELOPW
DONOT5CALE &EDPAUNGS.
ARFY 5UILDM CO WATICK WTW
CONTRACTOR AND SITE FILMS
BK-m CONSTRICT T'ESE
DRAUW,S DO NOT COWAN
SKCFIC W-OWA71ON FOR
STRrTURAL ELEMBIT6 (TO BE
PROVIDED 5Y EW.NEER OF
FECORO). ANY 015CIEPANCY
JI)MENSIONS, 01094TATION. ETC)
TETUMN TWSE DR4LW.S AND T�E
AMOCIATED DRAUWS MWM SITE
CR44UW,S S4ALLL DIE REPORW
COWRACTOR 7 ONCE AND NO
CONSTRICTICIN SHALL PRX D
LkML CORRECTED. 4E
CONTRACTOR AMLRIES T�f
FESPOWNBIL17Y TO MT
REGU 8 a LOCAL SUILMY.
OFFICIALS A TO CaIPLY ON STATE
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VERSION: 5.0]
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A-2.0
kl:
ROOF PLAN lJo
I m m =,tW=
WAM
ZONE I ATTIC YWILATIM (3m so FT ATTIC spAa i I So FT vmiLATm
-CALCULATIONS REFLECT W% RIDGE A14D W% SOFFrr VENTS
1316 W FT LINDER ROOF ATTIC / 300 50 FT / 150 FT - 43S W FT YE14TLATION
OFF -ROM VENT . W W IN EACA (4'YW)
SOFFIT VENT . 5 SO IN EACA
43S SQ FT x W% - 2.e 80 FT HW, 2JS 50 FT LOW
14Y,W YENTINQ,
2J3WFt 14460IN-31SMSONREGUIRED
(3) OFF-R&; VENT x 88 W IN 414 So IN
LOW VENTINIS
215 SQ Ft . W4 W IN -35214 So IN REMIRED
35,04 / S - 35 SOFFIT YENTS (CONTUMS VENTED SOFFIT)
ZONE 2 ATTIC YENTLATIOK- (w so FT ATTIC SPACE / I So FT vwtnow
20 80 FT MDER ROM ATTIC /
3W 60 FT / I W FT - .10 50 FT VENTILATION
SOFFIT VENT S W IN EAC44
LOW VENTING
10 SO FT x 144 SQ IN WW 80 IN REGUIMD
IMM / S - 11 OMIT VENTS (CONffNIJM VENTED SOFFIT)
ZCW 3 ATTIC VENTILATION: (3W W FT ATTIC SPACE / 180 FT VENTILATION)
M W IFT LINDER ROM ATTrC /
300 50 FT / 160 FT - J5 SQ FT VENTILATION
SOFFIT VENT 5 W N EACW
LOW VENTIM
J% 30 FT x 144 W IN -2( W W N REQUIRED
26M / 9 - 3 SOFFIT VENTS (CONTINIJ= VENTED SOFFIT)
ZOW 4 ATTIC YWILATM (300 50 Ft ATTIC SPACE / 180 FT VENTILATION)
M2 W FT LINDER ROOF ATTIC /
300 W FT / 160 FT - .41 SO FT VENTILATION
SOFFIT VENT % 60 IN EAC44
LOW YENTW,
Al 80 FT 144 W N .".* W W REGMIRED
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GENERAL STRUMRAL NOTES:
1. ALL WORK SHALL CONFORM TO THE 2023 Sth 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 CIVIL/SrrE DRAWINGS.
COORDINATE THE STRUCTLPAL DRAWINGS WITH THE REQUIREMENTS SHOWN IN THE OTHER
COMPONENTS OF THE CONTRACT DOCUMENTS.
4 TYPICAL DETAILS AND OTHER SECTIONSOETAILS APPLY TO CONDITIONS THAT ARE SIMILAR TO
THE CONDITIONS DESCRIBED IN THE SECTIONS(DETAILS, EVEN IF THEY ARE NOT SPECIFICALLY
REFERENCED ON THE PLANS.
S. 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 ONTHE DRAWINGS.
THIS SHALL NOT BE CONSTRUED TO MEAN THAT REOUIREMENTS 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.
S. THE ENGINEERS SEAL APPLIES ONLY TO THE STRUCTURAL COMPONENTS ON THIS DOCUMENT.
ALL DIMENSIONS ARE TO BE VERIFIED WITH THE ARCHITIECTURAL 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 4844OURS AND INVESTIGATION BY
FIELDSTONE.
9. THE TERMS 'CONCRETE SCREW AND UASONRY SCREW SHALL BE USED INTERCHANGEABLY
WITHIN THESE DRAWINGS. CDNCIRETEIMASONRY SCREWS AS GENERICALLY SPECIFIED WITHIN
THESE DRAWINGS SHALL REFER TO ONE OF THE FOLLOWING ACCEPTED MANUFACTURER
PRODUCTS: SIMPSON STRONG TIE ITIEN TURBO, GENUINE TAPOON, OR HILTI KW1K-CDN1 IT.
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 SIET-36, OR HILTI Hrr-HY-150
DESIGN CRITERIA-
1. BUILDINGRISK 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) = 15 PSF
ROOF BOTTOM CHORD LIVE LOAD twl STORAGkj =20 PSF
ROOF BOTTOM CHORD LIVE LOAD Wo STORAGE) - -10PSF
ROOF BOTTOM CHORD DEAD LOAD -IOPSF
FLOOR LIVE LOAD =40 PSF
FLOOR LIVE LOAD (SLEEPING ROOMS) -30 PSF
FLOOR DEAD LOAD = 15 PSF
DECK/BALCONY LIVE LOAD =40 PSF
NOTE TO TRUSS & I -JOIST MANUFACTURERS - ROOF & FCO-ORSYSTEM DELEGATED DESIGN
SHALL CONFORM TO THE FOLLOWING DESIGN STANDARDS:
LOCATION
TOTAL LOAD
LIVE LOAD
MAX TOTAL
DEFLECTION
ROOF TRUSSES
I U240
M40
I FLODRJO1STSrrRUSS
L/M
LIAM
NOTES: I
1. MAXIMUM TOTAL LOAD DIFFERENTIAL DEFLECTION BETWEEN ADJACENT PARALLEL
MEMBERS SHALL BE Stir
2. ANY MEMBER SUPPORTING BRICAWASONRY SHALL BE LIMITED TO A TOTAL LOAD
DEFLECTION OF L/8D0
3. FIELDSTONE AE CANNOT BE HELD RESPONSIBLE FOR ANY STRUCTURAL ISSUES RELATED
TO ANY BUILDING COMPONENT IF COMPONENT SHOP DRAWINGS ARE NOT SUBMITTED TO
FATE FOR REVIEW PRIOR TO FABRICATION, DELIVERY, OR INSTALLATION
3. LATERAL LOADING
WIND CRITERIA: TORNADO WIND SPEED ___�-NIA
BASIC WIND SPEED MPH
EXPOSURE CATEGORY
INTERNAL PRESSURE COEFFICIENT 0.18 (ENCLOSED)
SEISMIC CRITERIA
SITE CLASS
SEISMIC DESIGN CATEGORY
4. EARTH PRESSURE LOADING:
ALLOWABLE SOIL BEARING CAPACITY
TOTAL LOADS ONCWDING WIND & SEISMIC) PSF
LATERAL EARTH EQUIVALENT FLUID PRESSURE
WALLS UNBRACED AT TOP PCF
WALL BRACED AT TOP =55 PCF
5. GUARDRAILAMDRAIL LOADING:
ALL GUARDRAILIHANDRAILS SHALL MEET 2DO LBS (MINIMUM) CONCENTRATED FORCE --
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 OCC-ES) AC Z73 - 'ACCEPTANCE
CRITERIA FOR HANDRAILS AND GUARDS."
CONCRETE NOTES:
I . STRUCTURAL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE PER ACI 332 "RESIDENTIAL
CODE REQUIREMENTS FOR STRUCTURAL OONCRETE*.
2. CONCRETE PRODUCTION AND PLACEMENT SHALL CONFORM TO THE REQUIREMENTS OF ACT 332
"RESIDENTIAL CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" EXCEPT AS MODIFIED BY
STRUCTURAL REQUIREMENTS NOTED ON THE DRAWINGS.
3. CEMENT SHALL CONFORM TO ASTM Cl 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.'
6. REINFORCING SHALL CONFORM TO ASTM A-615 GRADE 80.
6. REINFORCEMENT SHALL BE FABRICATED AND ERECTED ACCORDING TO THE ACT STANDARDS:
"DETAILS AND DETAILING OF CONCRETE REINFORCEMENT, ACI 315 - AND VANUAL OF
ENGINEERING AND PLACING DRAWINGS FOR REINFORCED CONCRETE STRUCTURES", ACT 315R.
7. REINFORCING STEEL AND WELDED WIRE FABRIC SHALL BE PLACED WITH MINIMUM CONCRETE
COVER AND TOLERANCES AS FOLLOWS:
SLA11140141461RADE: WITHIN UPPER 213 OF SLAB AND 3/4* MINIMUM COVER AT INTERIOR
CONDITIONS; 1-1/2"MINIMUM COVER AT EXTERIOR CONDITIONS
CONCRETE VOILIMMITIOND AGAINST EARTIt 3'
FORMED CONCRETE, 1-1/2- (#5 REBAR OR SMALLER) 2- (#6 REBAR OR LARGER)
TOLERANCE* +/- 318*
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 DI A SPECIFICATION.
CONCRETE NOTES (CONTINUED):
10.CONCRETE SHALL HAVE A MINIMUM 2S-DAY COMPRESSIVE STRENGTH AS FOLLOWS:
FOUNDATIONS & FOUNDATION WALLS: 2500 PSI
SLASON-GRADE & CONCRETE BEAMS: 2500 PSI
11. CONTRACTOR SHALL TIE REINFORCING STEEL SECURELY IN PLACE PRIOR TO PLACING
CONCRETE AND PROVIDE SUFFICIENT SUPPORTS TO MAINTAIN 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 13Y
TEMPLATE TO WITHIN A I /0"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 ACT UNLESS NOTED OTHERWISE ON
THE DRAWINGS. MINIMUM LAP SPLICE SHALL BE CLASS B PER ACT 31 S. LOCATION OF LAP
SPLICIES SHALL BE AS INDICATED ON CONSTRUCTION DOCUMENTS.
13. DOWELS INTO FOL94DATION SHALL MATCH SIZE AND SPACING OF VERTICAL REINFORCEMENT AT
ALL COLUMNS, PIERS AND WALLS, UNLESS OTHERIIIIISE NOTED.
ICCONTRACTOR SHALL OBTAIN APPROVAL PRIOR TO PLACING OPENINGS OR SLEEVES NOT SHOWN
ON THE DRAWINGS, THROUGH ANY STRUCTURAL MEMBER.
15. ONE OF THE FOLLOWING CONCRETE SLAB ON GRADE CRACKCONTROL 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 O.C. EACH DIRECTION
4"SLA&. 10 FEET D.C. EACH DIRECTION
• WELDED WIRE FABRIC (W.W.F.) 6XS-WI.4XWI.4. WELDED WIRE FABRIC SHALL BE FURNISHED IN
FLAT SHEETS (ROLLS NOT PERMITTED) AND SHALL CONFORM TO ASTM A-1064 AND HAVE A
MINIMUM SIDE AND END LAP OF 8 INCHES.
• MICRO- OR MACRO- SYNTHETIC FIBER REINFORCEMENT
FIBER U94GTHS SHALL BE 1/7 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 Cl 11 S. THE MANUFACTUREIVSUPPLIER SHALL PROVIDE
CERTIFICATION OF COMPLIANCE WITH ASTM Cl 116 W+IEN REQUESTED BY THE BUILDING
OFFICIAL
16. CONTROL JOINTS SHALL BE FURNISHED WITH A FUI 14 NGTH 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 I-IM 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 ERECTION.
18. CURING OF CONCRETE SURFACES SHALL CONFORM TO ACT 308.1 "STANDARD SPECIFICATION
FOR CONCRETE CURING' AND ACT 308R *GUIDE TO CURING CONCRETE".
FOUNDATION NOTES:
I . 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 OWE 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
S. 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 ENGINEERt TESTING LABORATORY AFTER REMOVAL OF WkTER OR FROST.
7. CONTRACTOR SHALL FURNISH ALL REQUIRED DE -WATERING EQUIPMENT TO MAINTAIN A DRY
EXCAVATION UNTIL BACKFILL IS COMPLETE.
S. A GECTIECHNICAL 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 ANDIOR
BRACE WALLS AS REQUIRED IF BACKFILUNG OPERATIONS ARE TO BE CARRIED OUT PRIOR TO
PLACEMENT OF FLOOR SYSTEM.
2. WHERE aACKFILL 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 NTH ACI 5M, -BUILDING CODE
REQUIREMENTS FOR MASONRY STRUCTURES"AND SHALL BE CONSTRUCTED IN ACCORDANCE
WITH ACT 530.1,'SPECIFICATIONS FOR MASONRY STRUCTURES."
2. CONCRETE MASONRY SHALL CONFORM TO ASTM COD AND HAVE A MINIMUM COMPRESSIVE
STRENGTH Pm = 1,SDO 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 21000 PSI. MORTAR BELOW GRADE SHALL BE TYPE M. ELSEWHERE MORTAR MAY
BE EITHER TYPE M OR S UNLESS SPECIFICALLY INDICATED OTHERWISE. USE EITHER PORTLAND
CEMENTILIME OR MASONRY CEMENT FOR MORTAR.
5. GROUT SHALL CONFORM TO ASTM C476 WITH MINIMUM 28-DAY COMPRESSIVE STRENGTH OF
2,500 PSI '
6. STEEL BAR REINFORCEMENT SHALL CONFORM TO ASTM ASIS, GRADE 80.
7. VERTICAL CELLS CONTAINING REINFORCING AND GROUT SHALL FORM A CONTINUOUS CAVITY,
FREE OF MORTAR DROPPINGS.
S. VERTICAL CMU WALL REINFORCING SHALL BE AS NOTED ON THE DRAWINGS. DOWELS TO
CONCRETE FOUNDATION TO MATCH SUE AND SPACING OF VERTICAL REINFORCING UNLESS
NOTED OTHERWISE- REINFORCE CMU CORE AT CORNERS, EACH SIDE OF CONTROL JOINTS AND
EACH SIDE OF WALL OPENINGS WITH (1)-#5 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 S12E 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
SEND DIAMETER
ACT HOOK
#4
2(r
3'
l(r
#5
25"
3-3/4'
1(r
#6
34'
4-117
Ill
MASONRY NOTES (CONTINUED):
10.REINIFOACINIG 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.
11. 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 ACT 53WASCE 5 SPECIFICATION FOR MASONRY
STRUCTURES. GROUT LIFTS SHALL NOT EXCEED 5 FEET WITHOUT 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 FLOOR$ 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 TlEJ(3-4B - 'BRACING CONCRETE
MASONRY WALLS DURING CONSTRUCTION."
WOOD FRAMING NOTES:
I . STRUCTURAL SAWN LUMBER, STRUCTURAL COMPOSITE LUMBER, AND CONNECTIONS HAVE
BEEN DESIGNED IN ACCORDANCE WITH THE"NATIONAL DESIGN SPECIFICATION FOR WOOD
CONSTRUCTION.* (NDS)
2. PLYWOOD HAS BEEN DESIGNED IN ACCORDANCE WITH 'PANEL DESIGN SPECIFICATION."AND
SHALL CONFORM TO 'VOLUNTARY PRODUCT STANDARD PSI CONSTRUCTION AND INDUSTRIAL
PLYWOOD."
3. ORIENTED SI RAND BOARD (OSB) SHALL CONFORM TO 'VOLUNTARY PROMICT STANDARD PS2
PERFORMANCE STANDARD FOR WOODaASED STRUCTURAL -USE PANELS".
4. ALL BEAMS AND HEADERS SHALL BE (2).PLY UJLO.
S. WOOD SILL PLATES AND WOOD WALLS SUPPORTED ON CONTINUOUS CONCRETE OR MASONRY
SHALL BE ANCHORED WITH I Ir DIAMETER CAST -IN -PLACE ANCHOR BOLTS WITH r EMBEDMENT,
4- (MINIMUM) AND 12- iMAXIMUMI FROM END OF SILL PLATEIS), LOCATED WITHIN THE MIDDLE
THIRD OF THE SILL PLATE, WITH NUT AND 3')OW.22V WASHERS AT THE ANCHOR SPACING
BELOW'
MAXIMUM ANCHOR SOLT SPACING - 2-0"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.
E. ALL LUMBER IN CONTACT WITH EARTH, CONCRETE, OR MASONRY - AND WOOD BEAMS
POCKETING INTO CONCRETE OR MASONRY WALLS HAVING CLEARANCES LESS THAN It.- 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 NOA /NO.2 OR BETTER U.N.O. WITH
BASE DESIGN VALUES.,
Fe=875PSI F =425PSI FT=450PS1 FC=1150PSI Fv-135PS1 E=1400KSI
WITH THE MOISiURE CONTENT OF -THE WOOD IN SERVICE WILL NOT EXCEED 19%.
S. BEARING AND EXTERIOR WALL STUDS SHALL BE CAPPED WITH DOUBLE (M TOP PLATES
INSTALLED TO PROVIDE OVERLAPPING AT CORNERS AND AT INTERSECTIONS. END JOINTS IN
DOUBLE (2)9 TOP PLATES SHALL BE OFFSET AT LEAST 24 INCHES AND SHALL BE MAILED WITH
NOT LESS THAN (8)41 62'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,-II00PSl F,=SSSPSI FT-SnPSI FC-146OPSI 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 5466 WITH THE POLLOV41NG
ALLOWABLE DESIGN STRESSES
MICROLLAM LVL PARALLAM PSL TIMBEREITRAND
E - 2000 KS1 E - 1800 KSI E = 1300 KSI
Fe - 2800 PSI Fe = 2400 PSI Fe - 1700 PSI
(-) - BOOZER BEAM 2.1 IF ARE AN ACCEPTED ALTERNATE TO PSL COLUMNS SPECIFIED
ON PLANS PROVIDED THE 'BOOZER BEAM 2A e IS OF EQUAL OR GREATER SECTION
DIMENSION TO THE PSL COLUMN AND OF EQUAL OR LESSER HEIGHT
10. FLOOR SHEATHING SHALL BE 23M INCH, APA RATED SHEATHING, 40/24 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-AND40ROOVE. FLOOR SHEATHING SHALL BE GLUED AND NAILED TO SUPPORTING
MEMBERS. ADHESIVE SHALL MEET APA SPECIFICATION AFG.01, APPLIED IN ACCORDANCE WITH
THE MANUFACTURERS RECOMMENDATIONS. PROVIDE 0.131")Q-1/2"COMMON NAILS AT 6 INCH
O.0 ALONG SUPPORTED PANEL EDGES AND 12 INCH O.0 AT INTERMEDIATE SUPPORTS.
11. FOR INTERIOR WALL HEADERS PROVIDE (1)-V JACK STUD AND [I)-2XKING STUD U.N.O. ON
DRAWINGS.
12. FOR EXTERIOR WALL HEADERS PROVIDE (l)-2x JACK STUD AND (l)-2x KING STUD, MINIMUM,
REFER TO CHART BELOW U.N.0 ON DRAWINGS:
V61NDSPEED OF
< - 140 EXP. C
FWTLI 'HEIGHT
8FT
9FT
10FT
STUD
SIZE
HEADERSPAN
(FT)
4
lJ/IK
IJ/IK
IJ/IK,
6
lJ/IK
IJ/IK
IJ*K
a
lJ1IW
IJ/2K
1 J/3K
10
IJ12K
IJ12K
1 J/4K
2X4
12
1 Jt2K
I J/3K
I J14K
14
IJ/2K
IJ14K
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13. WALLS SHOWN ON THE FRAMING PLANS ARE LOAD WARING WALLS; WALLS NOT SHOWN ON
STRUCTURAL FRAMING PLANS ARE INTERIOR NON -LOADING BEARING PARTITION WALLS.
14. LOAD BEARING WALLS SHALL BE CONSTRUCTED WITH 2)(STUDS AT 16"O.C. MAXIMUM U.N.O.
NON -LOAD BEARING PARTITION WALLS SHALL BE CONSTRUCTED WITH 2XOR METAL STUDS (18
GA. MIN.) @ 24' D.C. MAXIMUM.
15. STUD COLUMNS UNDER LOAD BEARING POINTS OF GIRDERSIBEAMS SHALL MATCH THE
GIRDERSEAM PLY COUNT WITHIN llr TOLERANCE (2-PLY STUD COLUMN MNMUkt. SOLID
BLOCK ALL GIRDER/BEAMS 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 TANA ROD2.3(l).
17. FLOOR SYSTEMS ARE DESIGNED BY THE TRUSS ANDIOR WOOD I- JOIST MANUFACTURERS
DELEGATED ENGINEER AND BE IN CONFORMANCE WITH THE LOADS & DEFLECTIONS IDENTIFIED
IN THE DESIGN cRnERK 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 -MST SHALL
CONFORM TO ASTM D WS5.
JURISDICTION SPECIFIC NOTES:
I . FOR PARTIALLY ENCLOSED AREAS, INCLUDING BUT NOT LIMITED TO LANAIS, PORCHES, AND
BALCONIES A 1/2' (MINIMUM) EXTERIOR GRADE SOFFIT 130ARD WITH A CEMENTITIOUS
KNOCKDOWN FINISH IS ACCEPTABLE PROVIDED THAT IT IS PAINTED MEETING THE
REQUIREMENTS OF ASTNI C932 TO GIVE THE CEILING WATER RESISTANCE. THE SOFFIT BOARD
PRODUCT SHALL BE ATTACHED PER MANUFACTURER SPECIFICATIONS TO BE IN COMPLIANCE
WITH R703.1.
2. THE SOFFIT DESIGN PRESSURE IS AS NOTED IN THESE DOCUMENTS. WITH KAYCAN VINYL SOFFIT
INSTALLED IN ACCORDANCE WITH MANUFACTURERS REQUIRMENTS AND ICC-ES EVALUATION
REPORT ESR-1495 THE SOFFIT WILL COMPLY WITH R703.1.
PRE-ENGINEERED ROOF TRUSS NOTES:
1 . ROOF TRUSS SHOWN ON STRUCTURAL DRAWINGS IN CONCEPTUAL ONLY TO ILLUSTRATE
TRUMTO 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 ANSVTPI I -NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD
TRUSS CONSTRUCTION." FINA]. PRE-ENGINEERED ROOF TRUSS FRAMING LAYOUT AND DESIGNS
TO BE BY ROOF MANUFACTURERS DELEGATED ENGINEER.
2. ROOF TRUSSES SHALL BE DESIGNED FORTHE SUPERIMPOSED LOADS IDENTIFIED IN THE
DESIGN CRITERIA NOTES SECTION.
3. THIS PLAN IS DEVELOPED FROM THE REVIEW OF MASTER TRUSS FILES. ANY LOT THAT DEVIATES
FROM THE MASTER TRUSS FILE ON RECORD,OR FOR PLANS FIELDSTONE ATE IS NOT
CONTRACTED TO PERFORM TRUSS REVIEW ON. THE CONTRACTOR IS RESPONSIBLE TO ASSURE
THE DIRECT COMPLIANCE OF TRUSS MANUFACTURER LAYOUT TO THESE DRAWINGS IT, VERIFY
ALL TRUSS CONNECTORS ARE SUFFICIENT TO WITHSTAND THE UPUFTA.ATERAL LOADS IMPOSED
4. TRUSS MANUFACTURER SHALL PROVIDE HANGERS AND CONNECTIONS ADEQUATE FOR LOADS
AT ALL TRUSS -TO -TRUSS, TRUSS-TGaEAM, AND BEAM -TO -TRUSS CONNECTIONS.
S. REFER TO ARCHITECTURAL DRAWINGS FOR TRUSS SHARE, OVERHANG, DIMENSIONS, SLOPES,
SPANS, DRAINAGE, BEARING WALL HEIGHTS, ETC.
S. THE POSITIONS, WEIGHTS. AND METHODS OF ATTACHMENTS OF ALL MECHANICAL UNITS,
ELECTRICAL FIXTAJRES, 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.
S. 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:
I 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 #6 REBAR (36" I.G.) INTO THE THICKENED
EDGE OF SLAB AT THE CORRECT LOCATION. AS WALL IN CONSTRUCTED, LAP REaAR IN
ACCORDANCE WITH MASONRY NOTES LAP SCHEDULE, PLACING A HOOKED BAR WITH 12- LAP AT
THE TOP OF WALL WITH THE CONTINUOUS REBAR IN THE TIE BEAMAIOND BEAM. COMPLETE
GROUTING OF WALL
IF THE WALL HAS ALREADY BEEN BUILT: PRIOR TO GROUT PLACEMENT, OPEN THE WALL AT THE
CORRECT LOCATION APPROXIMATELY 1 S" (H) xr (W) AT FLOOR LEVEL DRILL AND EPDXY #5
RERAR (32- I.G.) 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 WTrH THE CONTINUOLISS REBAR IN THE TIE BEAM/BOND BEAM. COMPLETE
GROUTING OF WALL
2. MISSINGIMISPLACED ANCHOR BOLT: ALTERNATE SILL PLATE ANCHORAGE SOLUTIONS
INTO CONCRETE:
A 112W ITTEN HIT WITH 1 -314" MINIMUM EDGE DISTANCE AND 6" MINIMUM END DISTANCE IS A
DIRECT 1: 1 REPLACEMENT FOR A 112" DIAMETER ANCHOR BOLT WITH 7' EMBEDMENT INTO
CONCRETE.
A 1 Ir THREADED ROD SET-3G EPDXY 7" EMBEDMENT WITH 1 -X4' MINIMUM EDGE DISTANCE AND
7-it2"MINIMUM END DISTANCE IS A DIRECT 1:1 REPLACEMENT FOR A 1/2* DIAMETER ANCHOR
BOLT NTH 7" EMBEDMENT INTO CONCRETE.
KM 61101.111' FILLED MASOM (SMU:
A lr2*XV TITEN HD WITH 1-3/4' MINIMUM EDGE DISTANCE AND 8" MINIMUM END DISTANCE AT 4'-S'
O.C. REPLACES A M' DIAMETER ANCHOR BOLT WITH 7- EMBEDMENT AT V-0- D.C.; LIKEMSE A
l/2W"TITEN HD NTH 1-3/4" MINIMUM EDGE DISTANCE AND 8"MINIMUM END DISTANCE AT 2-8"
D.C. REPLACES A M" DIAMETER ANCHOR BOLT WITH 7" EMBEDMENT AT N-0" D.C..
3. SIMPSON NASA SILL ANCHORS MAY BE USED AS AN ALTERNATE TO THE ANCHOR BOLTS AND
SPACING NOTED HERE -IN ACCORDING TO THE FOLLOWING TABLE:
BASIC WIND
SPEED(MPH)
wximum
SPACING
<140
&-w
140
11-w
ISO
11-r
NOTES:
1. NASA SPACING BASED ON NO MORE THAN ONE IN THREE INSTALLED WITH ONE LEG
INSTALLED VERTICALLY ATTACHED TO STUD
4. MISSINQIMISPLACED TRUSS STRAP ANCHOR: REFER TO "MISSED TRUSS STRAP REPAIR" DETAIL
WITHIN DRAWINGS.
FOR MISLOCATED TRUSS ANCHORS WHICH ARE GREATER THAN 1/8* BUT LESS THAN I-M"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
1-112", INSTALL NEW ANCHORS.
S. MASONRY WALL OVERHANGING SLAB
BLOCKOVERHAN13 REPAIR
< 5/8" NO REPAIR REO'D
6/8" < OVERHANG < 1-1/2" GROUT SOLID BOTTOM 3 COURSES OF AFFECTED WALL LENGTH
>I4/2" CONTACT ENGINEER OF RECORD FOR REPAIR
S. NOTCHED TOP PLATES IT. STUDS REQUIRING REPAIR
AT STUD& 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 80% 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 2XSTUD USE HSS2-SDS1.5 WITH (12)-1/4*Xl -1/2" SDS
SCREWS. FOR MULTI -PLY 2)(STUDS USE HSS2-'#--SDS3 WITH (12)-1/4'X3' SIDS SCREWS, WHERE
'#" CORRESPONDS TO THE NUMBER OF STUDS IN THE MULTI -PLY.
AT TOP PLATO: 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 WITH THE NOTCH OR CUT IS
COVERED BY WOOD STRUCTURAL PANEL SHEATHING), OR THE PLATES ARE CUT THROUGH. THE
REQUIRED REPAIR IS A GALVANIZED 18-GAUGE METAL TIE THAT IS AT LEAST 1-1/2" WIDE AND
MUST BE FASTENED WITH (8)-1 6D NAILS ON EACH SIDE OF THE OPENING.
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C.O.E.# ENGINEERING-
29349
13 IBRAHEM ELAYEB,V:E-5
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BENJAMIN NIESE, PE
P.E.# 86025
06/20/2024
DATE
TRLW NOTES
UNLESS OTHERWISE NOTED ON PLANS:
I ALL TRUSS STRAPS TO MASONRY ARE TO
BE META16.
2, ALL TRUSS STRAPS TO WOOD TO BE
SIMPSON H10A. WHEN INSTALLED ON
EXTERIOR WALLS SHALL BE CONNECTED
THROUGH EXTERIOR SHEATHING. (2)
H2.5A TO BE USED To MULTI -PLY TRUSS,
(1) EACH SIDE /Sd NAILS MIN. SIMPSON
H2 SA MAY BE USED ON JACK TRUSSES
ON THE EXTERIOR OF THE WALL ./8d MIN�
3. ILO TYP METAL TRUSS CONNECTORS,
FRAME SCREWS MAY BE USED AT
CONTRACTOR OPTION PER THE
FOLLOWING:
A) TRUSS TO TOP PLATE TO BE (2)
SIMPSON SDWC15600
B) MULTI -PLY TRUSS REQUIRE (2)
S—C 15600 AT EA.PLY
C) (1) SDWC1 5600 SCREW FROM Top
PLATE$ TO JACK TRUSSES
4, FOR DBIL TW' ST STRAP TRUSS
CONNECTIONS (LTS/MTS/HTS) REFER TO
DETAIL R60 FOR INSTALLATION
CONFIGURATIONS.
DISUMER
FOR PLANS FIELDSTONE AE IS NOT
CONTRACTED TO PERFORM TRUSS REVIEW
ON THE CONTRACTOR IS RESPONSIBLE TO
ASiURE THE DIRECT COMPLIANCE OF TRUSS
MAN UFACTURIER LAYOUT TO THESE
DRAWINGS & VERIFY ALL TRUSS
CONNECTORS ARE SUFFICIENT TO
WITHSTAND THE UPUFT/LATERAL LOADS
IMPOSED.
IF ANY TRUSS CONNECTOR SHOWN IN THESE
DRAWINGS CAPACITY HAS BEEN EXCEEDED,
THE TRUSS MANUFACTURER SHALL NOTIFY
THE ENGINEER OF RECORD IMMEDIATELY
2 2
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[3 IBRAHEM ELAYEB,Pe"'
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12906 Tampa Oaks Blvd.
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+1 813.466.3310
www.fieldstoneae.com
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PRECAST LINTEL GRAVM LOAD TABLE V41zl
LOADS USTEDHAVE BEEN CALCULATED OR COMPILED FROM APPROVED MANUFACTURERS:
CAST-CRETE, LOTTS CONCRETE, CLJAUTY PRECAST CO.
MAXIMUM LOAD (PLF)
APPROX.
LINTELLIENGTH
MAX.CLEAR
QPENING_
TYPEA
V'UNTEL
8`TYPEB
rl"EC
12"TYPEB
IrTMC
14'TYPEB-
WTYKC-
WTYPEB
IV109C
20-TYPEB
2VTIVEC
24-TYPEB
2rTfPEC
28"TYPES
WT�MC
37TYPEB
srl*,Ec-
z lo'
V IS'
2231
3059
3719
328D
5163
M07
8054
9502
10OD0
300
4505
SM
61"
Av
am
toom
�10"
Z 2"
2231
3069
3719
3280
5163
6607
W54
9502
lowl)
3059
4505
52915
BIDS
7W,
204
am
7 Sr
17183
2561
Z751
328D
3VU
"M
5961
7034
9107
2561
40
52*
6113
7541
W74
=00
I*W
4-6-
3121,
3
LU3 1
2969 1
2110
2 "2
2931
3756
4576
U00
6224
M9
W5
52M
6213
7019
8572
loom
iomo
4' 11"
14'
1217
1349
1438
1716
1999
2560
3132
3666
4249
1399
3M
4567
530
4766
5917
7074
82M
5'4"
4101,
1006
r7l
1349
1438
1716
1999
2560
3132
3606
4649
199
309D
45V
5*5
4766
51117
7074
sale
5 ID
46'
860
DOS
1173
1600
1631
2090
2549
3009
3470
1305
2622
4242
4360
3942
48"
5817
6w
111.1
52'
0
10
1232
2177
.7.
3738
3480
3031
3707
4383
5061
1232
2177
2rA
3480
Sm
93W
8625
7590
7' 6"
6 2'
570
991
29
2100
2632
2205
2699
3191
3685
991
2729
2108
2632
31101111
5661
4742
. 55M
8- 4'
70,
ARE
699
n6O
1516
1626
2564
34M
2818
3302
6"
1245
1526
2943
2564
MISS
2964
3387
9� IV,
go'
416
699
1160
N/A
1625
2564
3486
2818
3n_
a"
1245
NIA
281
2564
sub
2%4
aw
1016,
12"
354
535
890
N/A
1247
20,93
1 2777
2163
2536
535
W54
NIA
193
2094
2791
2259
2615
U, Ir
10' 01
315
567
890
N/A
1366
im
2423
3127
4006
567
945
N/A
1366
111"
2423
3127
4006
12'0'
10,81,
292
525
873
N/A
1254
lw
7193
2805
1 3552
525
973
N/A
i254
11544
2193
280
35S2
12'6"
IT 2'
277
471
755
N/A
1075
1428
238
2316
2m
471
755
N/A
im
1428
we
2326
2883
13"r
lz 0'
255
471
755
N/A
1CF75
1428
1838
2316
2535
471
755
NIA
2075
1429
im
2316
29M
128"
239
1 424
706
N/A
lOD2
1326
2697
2127
2278
424
705
NIA
1 1002
1328
3697
2127
2w
14, 111"
13! 4"
N/A
N/A
NIA
N/A
N/A
N/A
ND`A
N/A
N/A
N/A
M*
N/A
123e
142r
L'"*
21W
26M.
15, IV,
14! 0'
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
NLA
N/A
710*
N/A
1160-
2331-
ww
20212*
2459'
17'4!'
16'CV'
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
549*
N/A
952.
aur
1379*
1671*
1997*
1914,
lgli�
N/A
N/A
INDIA
N/A
N/A
N A
N/A
N/A
NLA
WA
420*
N/A
75D*
9w
1177*
1415*
1676*
20' of
198,
N/A
NIA
N/A
NI
N/A
N/A
N/A
N/A
N/A
/A
MW
N/A
5%'
345'
ilia*
1314r
I
2W Of
22r
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
WA
25V
NIA
-
45D*
6w
'880
MW
222D'
"Il"WWRECIESSU-UNTELS
Type Am Unfilled no Rebar; TWe 8 = Continuous Grout, Steel per Plan In Bond Beam only; Type C = Cc n1mous Grout,Steel per plan In Bond
Beam & Untel
LEGEND
8X8 FILLED CELL W/ (1) - #5 REBAR
BEAMS
8x8 FILLED CELL W/ (1) - #7 REBAR
HEADER - WIDTH TO MATCH WALL
GIRDERS
FO
BX8 FILLED CELL W/ NO REBAR REOD ---
-- - ----
PLUMBING WALLS (FOR REFERENCE)
--
---------
BEARING/SHEAR WALLS (FOR REFERENCE)
45' CMU - FILL CELLS W/ #5 REBAR
ROOF BLOCKING
l2xl2 FILLED CELL W/ #4 REBAR
(IN WALL)
BALLOON FRAMED
12X12 FILLED CELL W/ #4 REBAR
WALLSMIGHER BEARING WALLS
(IN COLUMN)
CONCRETE TIE BEAMS
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.)
<i>-
BRACED WALL LINE
6.
FASTENERS
ALLOWABLE LOADS
CONNECTOR
CITY
TYPE
JUPLIFT
Ib'j 0 1.0
(11.10 1.6
LAT RAL
(lbs) E
@ 1.6
META16
a
0-148'.1-1/2'
-
-
IF12:171-70
HETA16
9
0.148"WI-1/2"
1810
Fl: 340
F2: 770
(2) META16
P I -ON
10
0.148"91-1/2-
1875
Fl: 690
F2 770
(2) META16
40 2- or 3-olg
14
0.162-X3-1/2-
1795
Fl 1285
F2: IDBO
(2) HETA16
10
0.148".a-i/2"
2920
FI: 68D
F2; 770
AI-DIV
�Alfi
0 2- or 3-Ply
12
D.162-0-1/2�
2365
Fl ; 1350
F2 1430
HSTM16
a
0,148"xl-112'
1110
Fl; 120
F2: 90
4
114"Al-314� CONC SCREW
LGU
6
3/8' . XTITEN HD
8250
2435
r,
114". 2112- SDSSCREW
MSTC28
36
ON 148". 3 1/4"
- -
3460
MTS12
14
0-148".1-1/2-
990
121 MTS12
28
0.149�xl-112�
15180
MTS16
14 1
0.148"xl-1/2'*
M
HU210-2
i�
/4. 2�3/41"R�ON SCREW
3500
law
1.
14 x 3F
HTS16
32
0,148".1-1/2�
-
2.890
(21NTS16
16
D.148"xl-1/2'
1310
HTS20
24
0-14rxl-1/2�
1310
LSTA12
10
0-148'X2-1/2'
925
LSTAIA
14
0.148-.2-212-
1235
LSTA30
22
D.l48'x2-W"
1640
MSTA24
18
0. 149" X 2 1/2'
-
1,640
J2) MSTA24
36
0. 148" X 2 1/2�
-
3.280
MSTA36
26
0. 148' X 2 112"
-
2.050
(21MSTA36
52
0, 149' X 2 1/2'
4,100
MSTA30
22
CY148"0-1/2"
2050
MSTC28
36
0. 148". 3 1/4'
3,460
MSTC52
62
0.148".3-1/4'
4735
MSrAM24
G.149"X 3'
1.425
12
114- X 2 1/4'
MSTAM36
13
0.148- X 3-
1,870
a
214-X2 1/4�
-
(2) MSTAN136
26
16
11148" X 3"
30' X 2 1/4"
3740
MSTCM4D
10
1/4')K2-1/4- CONIC SCREW
211100
14
0.148"x3-1/4"
GT
Z2
0.148"X3'
396S
Fl 775
I F2- 525
I
5/8'ATR
HGT-3
16
0.148",3"
iO,790
-
2
3/4-ATR
VGTR or L
I
518'ATR
2225
Fl: 650
F2 630
16
1/4'x3l" SDS
VGrRjL
2
5/8"ATR
SS45
Fl; ISSO
F2:630
32
1/4-0- SDS
VGT
I
S/8'ATR
4940
Fl: 1185
F2: S90
16
1/4".3" SDS
(2) VIET
2
Sffl�ATR
-
71SS-2ply 8890,
1 3,1,
F1:1185
F2� 590
32
1/4".3"SDS
DTTZZ
1
a
112- ATR
214N3"SDS
-
1825-2.4 .1.
2145-(2)2x4 min
-
-
HTT4
1
5/8- ATR
-
3610
is
(1148'�3-1/2`
HTT5
I
--
4670
26
W
HTTSKT
I
S18'ATR
-
5445
26
SO 1110.2-1/2"
ASU44Z
1
5/8' ATR
7570
19M
12
0.162'x3-112"
ABU66Z
I
S/W ATR
18205
2475
12
0.162'.3-1/2"
W.5A
10
0.131"x2-W�
-
565
Fl: 110
F2: 110
HIOA
18
0-148".1-1/2'
-
1340
Fl: 565
F2: 285
HIOA-2
is
0.14W'xl-V2"
--
logo
Fl 680
F2. 2 60
HUC48
14
2/4-x2-314-CON SCREW
3500
1135
6
0.142"k3�
HUC414
24
1/4-.2-3/4" CONC SCREW
-
SOBS
201S
12
0.141IN3"
LUS26
4
0.140".3'
865
1165
SP+114
12
11148"XI-1/2-
-
Side 64D
Center: 1280
OTC tUps
4
3/16N2-3/4" CONC SCREW
Fl 85
F2 :135
2
A35
12
0.231".1-1/2"
Fl: 650
F2: 670'
SDWC15600
I
SDWC156M
615
Fl: 130
F2 : 225
SDWC15450
I
SDWC15450
295
FZ; 150
HTU26
20
0.162".3-1/2"
32DO
1250
14
0.148'K3"
LGU3.63-SDS
16
1/4- X 2 112-
6.720
5,555
-
12
1/4' X 2 112-
HDUB-SDS2S
1
718" ATR
-
7.870
-
20
1/4" X 2 1/2- SDS
HDUII-SDS2.5
1
1" ATR
-
11,175
-
30
1/4� X 2 1/2" SDS
THD26
20
0.162". 3"
2940
3240
20
0.148'. 11/2'
28
& 162". 3'
4310
4860
16
0,148" 1..
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 NAIUNG
MFR
MANUFACTURER
ARCH
ARCHITECTARCHITECTURAL
ED
EOLIAL
MIN
MINIMUM
ATR
ALL THREADED ROD
ES
EACH SIDE
MISC
MISCELLANEOUS
BLK
BLOCK
EW
EACH WAY
MO
MASONRY OPENING
BLKG
BLOCKING
EXP
EXPANSION
NOM
NOMINAL
BOF
BOTTOM OF FOOTING
EXT
EXTERIOR
NTS
NOT TO SCALE
BOT
BOTTOM
FD
FLOOR DRAIN
Oc
ON CENTER
EIRG
BEARING
FDN
FOUNDATION
OFING
OPENING
BTWN
BETWEEN
FIN
FINISH
OPP
OPPOSITE
CANT
CANTILEVER
FUR
FLOOR
PEN
PLYWOOD EDGE NAILUING
CL
CENTERLINE
FN
FIELD NAILING
PLYWD
PLYWOOD
CIP
CAST IN PLACE
Fr
FOOT / FEET
REINIF
REINFORCING/REINFORCEMENT
Ci
CONTROL JOINT
GALV
GALVANIZED
REDD
REOUIRED
CLR
CLEAR
GDR
GIRDER
RD
ROUGH OPENING
CMU
CONCRETE MASONRY UNIT
GRID
GRADE
SC
STUD COLUMN
COL
COLUMN
GWB
GYPSUM WALL BOARD
SHTG
SHEATHING
CONIC
CONCREFE
GYP
GYPSUM
Sim
SIMILAR
CONT
CONTINUOUS
HD
HOLD DOWN
SP
SOUTHERN PINE #2 OR BEI-TER
DEL
DOUBLE
HDR
HEADER
SPF
SPRUCE FIR FIR #1/#2 OR BETTER
DIA
DIAMETER
ILO
IN LIEU OF
TYP
TYPICAL
DWG
DRAWING
IN
INCH
UNO
UNLESS NOTED OTHERWISE
140 WINDSPEED CHARTS
140 WH 2023
Fl. - C & C Pressures (Aso)
EffectiMeWindArea
G.WeltowfCompone�
HIP11MofComoonen
Will
rent.
2-1
Z... 2
zones
zone I
a-3115.5
-13
I
A � 100 SOFT (a rd-)
17.1
-35.3
17.1
1 -111
1 17.1
1 -49.0
lk
F-K3::
-
IkS�T
T.
4.8
5
,.-,z7l34,1
-
31.1�71-38.0
A<5OSQFT(%Mndc-)
19.2
1
19.2
-S.
1 19.2
1 -63.9
!
1& 7
1 -36.0
_..
18.7 1 -317
18.7
-45,9
32.7
1 -35.9
1 32.7
-413
A�IDSCUFT(F.�-)
24.
jal
2.0
24.2
1 1A1
I --
I I
. ---
- 1 -675
27 A
I
1 -5
Components and Gadding Pressures (ASD) - 2023 R.
Positive Nesadwe
Width Hebrint Effective Pressure Pressure
Desulgill z2m Lfil Ltd AmaifflZ Loft LRA
16070 OHGD
---
16
7
Lu
30.8
-34.4
3068
w/3010 TIR
ENDS
3
8
2"
311,15
-45.1
3068
w/3010 TR
4
3
8
k6�67
24.0
34L6
-37.7
3080 DOOR
ENDS
3
8
24�0
34.6
-45.1
25SH
4
3
515
S M
15.8
35,6
-3117
60M SGD.
4
6
40.0
33.4
-36,15
28M DOOR
4
167
6,67
17.8
353
-38.3
4
3
5
aO
35.7
-38J9
305DSH
KNL)�
1 3
5
15.0
35.7
-47.3
204M
ENDS
2
4
&0
3&5
-49.0
60BOSGD
4
1 6
8
48.0
318
-36.0 1
DESIGN PRESSURES SHOW ARE MINIMUM ALLOWABLE
VALUES. VAIDES ARE TO BE INCREASED AS
REOUIRED BY MORE STRINGENT LOCAL REOUREMENTS
1000 Fieldstone
0
C.O.A.# ARCHITECURE:
AA26002802
C.O.E.# ENGINEERING:
29349
13 IBRAHEM ELAYEB, PE!-�:
P.E.# 91476
BENJAMIN NIESE, PE
P.E.# 86025
06/20/2024
DATE
STATE
cl,
//ON�
///,W
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2
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0 E "S.
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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REFERENCE
CHARTS
SHEET #
S5.1