HomeMy WebLinkAbout37812 Dusty Saddle Ln660 � FILLMORE
Gara2e Ri2ht - Elevation - K3
SHEETINDEX
INUt"IBER:
5�IEET NAr-IE;
5L4EET NAME:
C5_
COVER 5L4EET
C6 3
SQUARE FOOTAGE CALCULATIONS
E-1.0
7A-3.4MW
ELECTRICAL PLANS - FIRST FLOOR
F-Ijo
FOUNDATION - SLAB PLAN
A-32
MW DETAILS
DETAILS
4-1.0
FIRST FLOOR PLAN
A-330
FROI ELEVATIONS </ROOF PLAN
A-331
SIDE ELEVATIONS <
A-4,10
BUILDING SECTIONS
GENER4L NOTE5
THE STANDARO GENERAL SPECIFICATIONS FOR A"ERICAN HOMES 4 RENT 4 A"H
DEVELOPMENT SHALL GOVERN EXCEPT AS MODIFIED 4 SUPPLEMENTED BY THESE
PLANS
THESE PLANS "AVE BEEN DESIGNED TO MEET THE REQUIREMENTS OFt
2023 FLORIDA BUILDING CODE RESIDENTIAL ISTH EDITION
01�,CUPANC:Yt SINGLE FAMILY RESIDENTIAL
ON
BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA
By NOT LESS THAN 1/2 INCH (12.7 —) GYPSUM BOARD APPLIED TO THE GARAGE
5 IDE GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL
HABITABLE ROOM5 ABOVE By NOT LESS THAN 5/8 INCH 05S �) TYPE "X GYPSUM
13CARD OR EQUIVALENT WHERE TWE SEPARATION 15 A FLOOR -CEILING ASSEMBLyr
THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT
LESS THAN 1/2 INC" (121 —) GYPSUM BOARD OR EQUIVALENT.
EXTERIOR FINISHES,
THICKNESS OF TEXTURED FINISH OVER FRAME APPLICATION SHALL BE PER THE
CURRENT AP77I BUILDING CODE AND ASTTl GS2&. INSTALLATION OF EXTERIOR
LATHING AND FRAMING APPLICATION REQUIREMENTS TO BE PER THE CURRENT
APPROVED 15UILDING CODE AND A57M C 1063
EGRESS
1. EACH BEDROOM MUST "AVE ONE WINDOW THAT COMPLIES WITH EGRESS CODES IF
THERE 16 NO ACCESS TO EXTERIOR THROUGH A DOOR THE WINDOW MUST "AVE A
MAXIMUM OPENING HEIGHT OF 44" ABOVE FINISH FLOOR LINE OF THAT PARTICULAR
ROOM
2, IN DLUELLING UNITS WHERE THE OPENING OF AN OPERABLE WINDOW 15 LOCATED
MORE THAN 12 INCHES ABOVE THE FINISHED GRADE OR 5UWACE BELOW, THE
LOWEST PART OF THE CLEAR OPENING OF THE WINDOW 5ILALL BE A MINIMUM Or 24
INCHES ABOVE THE FINISHED FLOOR. OPERABLE SECTIONS OF WINDOLL15 SHALL NOT
PERMIT OPEN INGE THAT ALLOW PASSAGE OF A 4 SPHERE WHERE SUCH OPENINGS
AIRE LOCATED U)17�11N 24 INCHES OF THE FINISHED FLOOR PER THE CURRENT
APPROVED BUILDING CODE
FLASHING.
1. FLASHING SHALL BE INSTALLED AT WALL AND ROOF INTERSECTIONS, DECK AND
WALL INTERSECTIONS, AT GUTTER5 AT ALL CHANGES IN ROOF SLOPE OR DIRECTION
AND AROUND ROOF OPENINGS
2� APPROVED CORROSION- FRE51STANT FLASHING SHALL. BE APPLIED SHINGLE
FASHION IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL
CAVITY OR PENETRATION Or WATER TO THE BUILDING STRUCTURAL FRAMING
G0MPC'NENT5. THE FLASHING S14ALL EXTEND 70 THE SURFACE OF THE EXTERIOR
WALL FINISH. APPROVED CORRO51ON-FZE515TANT FLASHING SHALL BE INSTALLED AT
ALL REQUIRED LOCATIONS PER THE CURRENT APPROVED BJILDIW3 CODE.
WINDOW INSTALLATION:
1. WINDOWS SHALL BE INSTALLED AND FLASHED IN ACCORDANCE LU17W THE
`-14NUFACTUREIRS WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION
INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW
EL2Ck�MREG?UIRFMFNT5,
I ETS OR EXCEEDS FIRMA FLOOD FINISHED GARAGE FLOOR ELEVATION
BATH AREAS.
1, INSTALL 2x4 BLOCKING AT TOILET PAPER AND TOWEL BAR LOCATIONS SEE
DETAILS
KITCHEN$,
1, INS74LL 2X6 BLOCKING AT 8-1 AFF ON CENTER FOR UPPER CABINET
INSTALLATION.
ilft�5 5HOLUER AREAS
1, , FIBER -CEMENT, OR GLASS MAT GYPSUM BOARD (NO GREEN BOARD
ALLOWED) IN COMPLIANCE WITH A67M C1258, C1325 OR C1115 AND INSTALLED WITH -8
x 1-1114'' DAf�GERZ PHILIPS W4FER HEAD CEMENT BOARD SELF DRILL 5CRELL6 W/
COATING SHALL BE USED AS BACKER5 FOR LUALL TILE IN TUB AND SHOWER AREAS
AND WALL PANELS IN SHOWER AREAS
TERMITE TREATMENT.
TERMITE PROTECTION SHALL BE PROVIDED By REGISTERED TER"ITICIDES,
INCL UDING 501L APPLIED PESTICIDES, EATING SYSTEMS, AND PESTICIDES APPLIED
TO WOOD OR OTHER APPROVED METHODS OF TERMITE PROTECTION LABELED FOR
USE AS A PREVENTATIVE TREATMENT TO NEW CON15TRUCTION. UPON COMPLETION OF
THE APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF
COMPLIANCE SHALL BE ISSUED TO THE BUILDING DEPARTMENT BY THE LICENSED
PEET CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT 'THE
BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE PREVENTION OF
SUBTERRANEAN TIEFC11TES. TREATMENT 15 IN ACCORDANCE WITH RULES AND LAWS
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER
SERVICES."
��IFCHAMItA;YL 9L2 HYAC;
1. ENE CULATION5 FOR HEATING AND COOLING CAPACITIE5 SHALL BE
PUFU4154-41ED BY THE MECHANICAL EWGINEIER .45 AN ATTACHMENT TO THIS PLAN SET
AT THE 71ME OF APPLICATION FOR PERMIT
2 MECHANICAL APPLIANCES SHALL BE ACCES51BLE FOR N5PECTION, SERVICE,
RE PAIR AND REPLACEMENT WITHOUT REMOVING PERMANENT CONSTRUCTION, OTHER
APPLIANCES, OR ANY OTHER PIPING OR DUCTS NOT CONNECTED 70 THE APPLIANCE
BEING INSPECTED, SERVICED, REPAIRED. OR REPLACED. A LEVEL UJI SPACE
AT LEAST 30 INCHES (1&2 —) DEEP AND 30 INCHES (762 —) WIDE SHALL BE
PROODED IN FRONT OF THE CONTROL SIDE TO SERVICE AN APPLIANCE.
ENERGY REQUIREMENT WWEDULE
EXTERIOR "L5 (PRATE)
R-13
EXTERIOR "LL5 (ELOCK)
41 FOIL
ATTIC CEILN*
R-.
3� DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS
SEPARATING THE DWELLIW3 FROM THE GARAGE SHALL BE CONSTRUCTED OF A MIN
�2& GAUGE (0.45 —) SWEET STEEL OR OTHER APPROVED MATERIAL AND SHALL
HAVE NO OPENIN35 INTO THE GARAGE
4 FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL SYSTEMS SHALL BE
INSTALLED ABOVE THE BASE FLOOD ELEVATION AND SHALL ALSO COIFOF21-1 TO THE
MANUFACTURER'S INSTALLATION INSTRUCTIONS
5, AUXILIARY DRAIN PAN. CATEGORY IV CONDENSING APPLIANCE5 SHALL BE
PROVIDED WITH AN AUXILIARY DRAIN PAN WHERE DAMAGE TO ANY 5JILDIW,
COMPONENT UJILL OCCUR AS A RESULT OF STOPPAGE IN THE CONDEN54TE DRAIN
PIPING SYSTEM. THESE PANS SHALL BE INSTALLED IN ACCORDANCE WITH THE
APPLICABLE PROVISIONS OF SECTIONS "14113.
EXHAUST FANS AND VENTING,
1, OUTDOOR DISCHARGE. THE AIR REMOVED By EVERY MECHANICAL EXHAUST
SYSTEM SHALL BE D15C"AFIII TO THE OLITDOORS AIR SHALL NOT BE EXHAUSTED
INTO AN ATTIC SOFFIT, RIDGE VENT OR CRAWL SPACE.
2 EXHAUST AIR FROM BAT" ROOMS AND TOILET RDOM5 SHALL NOT BE
REDIRCULATED, WITHIN A RESIDENCE OR TO ANOTHER DWELLING UNIT AND SHALL BE
EXW4USTED DIRECTLY TO THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND
TOILET RI SHALL NOT DISCHARGE INTO AN ATTIC, SRALUL SPACE OR OTHER
AREAS INSIDE THE BUILDING
3, DUCT LENGTH. THE MAXIMUM ALLOWABLE EXHAUST DUCT LENGTH SHALL BE
DETERMINED BY ONE OF THE METHODS SPECIFIED IN SECTIONS M1502.4.51 THROLGH
M1502.4.53, THE MAXIMUM LENGTH OF THE EXI-iAUST DUCT SHALL BE 35 FEET FROM
THE CONNECTION TO THE TRANSITION DUCT FRO" THE DRYER TO THE OUTLET
7E53'1INAL, THE MAXIMUM LENGTH OF THE DUCT SHALL BE REDUCED 2S FEET (762
FOR EACH 45 DEGREE (01S RI BEND AND 5 FEET (1524 —) FOR EACH W
DEGREE Nf� RAO) BEND. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT
INCLUDE THE TRANSITION DUCT. EXCEPTION - L44EIRE A CLOTHES DRYER 8005TER
FAN 15 INSTALLED AND LISTED AND LABELED FOR THE APPLICATION, THE MAXIMUM
LENGTH OF THE EXHAUST DUCT INCLUDING ANY 71R,41,15ITION DUCT, SHALL BE
PERMI TTED TO BE IN ACCORDANCE LUITH THE BOOSTER FAN MANUFACTURER 9
INSTALLATION INSTRUCTIONS WHERE A CL07PES DRYER B0067ER FAN 15 INSTALLED
AND NOT READILY ACCESSIBLE FROM THE ROOM IN WHICH THE DRYER 16 LOCATED
A PEIRMANEN7 DEN71F�ING LABEL SHALL BE PLACED ADJACENT TO WHERE THE
EXHAUST DUCT ENTERI THE LUALL. THE LABEL SHALL BEAR THE WORDS "THIS DRYER
EXHAUST SYSTEM 15 EQUIPPED WITH A REMOTELY LOCATEC: 5006TER FAN,"
4 PROVIDE BACK DRAFT DAMPERS AT INTAKE AND EXHAUST LOCATIONS AS
REQUIRED 15Y THE CURRENT APPROVED BUILDING GODE.
ISSUED: 02/12/2024
VERSION: 5.0
SQUARE FOOTAGE
AH4R ASSET MANAGEMENT SO. Fr.
HEATED AREA
Sq. Ft.
MAIN LEVEL
1100
5Er,ON0 LEVEL
0
TOTAL AH4R SCL Fr. (SWXmwQ
1700
METHODOLOGY: MSI ZM5-20M
The total area calculated from the wtside-t—tside of Inurning, including opbonal finished basement options as
sho— This area excludes stasr,A,ell at highest le"I ab�e grade, garage, omered pato/porches
'JIpLy WITH PREVAILING
3U!; DING CODE,
.�'_4,�t_,�:!LECTRIC CODE,
ILLS
4= GrrY OF ZEPHYRH
,-7RDINANCES
-)F ZEIPHYP-Hil
C, I. C
V
1I " DEALORIINT
X IiDT SCALE HESS DR40"
't, ISINUDW. ORIEWATION VI
COWMACTOR AID SITE PIL"
ISFORE CONSTRICTIOt TESE
DRAWA 00 NOT COW"
5FECF 11*010141104 FOR �
STRCTI)RAI. EUETWS (TO BE
PROVIDED By S4W4EER OF
RECORD) AArT DISCRI
tDITIEN504, OREWATM, ET
W74EN TWM DRAWA AID T4
A-16XIATED DRALROS bld� SITE
DRA6WA S" ISE REPORTED TO
COICIRACTOR AT DICE 40 �
CO%TftJC ON 64AILL PROCEED
LNTL CORRECTED nIE
CCWrRI A5&,MS UE
PESPOWAKIT', TO PEET Au.
RE0AREMVS OF LOCAL SW DW�
OFFICAI.S a TO CCII V� STATE
BULD66 CODES
F
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01111111I.. I RE 7]
VERSION: 5.0
SWWCOVER =SHEET
SQUARE FOOTAGE CHART
ELEVATIONK
=�mm-mail=v
SQUARE FOOTAGE
CONSTRUCTM AREA CALCULATION
HEATED / CONSTRUCTION AREA
Sq. Ft.
MAIN LEVEL
1731
TOTAL HEATEDCONSTRIXTION AREA (SMi'Crlinill)
1737
METHODOLOGY: ANSI ZT&r)-2=
The total area calculated horn the outside-toouMde of hasning, including optional finished basement options as
st— This area excludes stairwell at highmt lewl above grade. garage. —ered patio/porches,
BUILDING ENVELOPE AREA (ALL AREAS UNDER ROOF)
Sq. Ft.
6ARA&E
425
COVERED PATIO
16
FRONT COVERED PORCH
56
TOTAL BUiLDING ENVELOPE (SWWCrvM)
2294
METHODOLOGY
Building EnvWope Am: The total area 71a lated, including Heated/Construction area as calculated, and also
including garage, cmered pato/potches.
MAXIMUM DEPTH
MAXIMUM AIDTH
40'-0'
-MAXIMUM DUILPI�6 HE15HT AFF.
W-01"
DE "EST
1 A"u
DO NOT SCALE �&W DRAWWA
AWT BULDW3 OWWAT.Ok Or
CZWMJCTOR &V UTE PLAM
BUOK OMTRXT TLIESE
DRAWWA DO NOT CZW"
SPECW- WORUTM FOR
STRCTLPA EJ61M (TO BE
PRPADED m B456OR OF
1000MI, W D6CWPeC1
'DPt-N%" ORWAIM ETCJ
BETWEIN TIESE DRAWWA AND
ASSOCIATED DRAIWA � VIE
DRARWA S&ALL BE PEPORTED TO
COCRACTOR AT CNCE A0 WO
01411ECTION 5kkL PROCEED
L�ft COMCTEC, 4f
COWRACTOR ASSUIES T
JESPON6M" TO TlEET ALI
OF LOCAL OW D�
OFFCLAL5 A TO C01PLY UTW STATE
B&VM CODES
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I VERSION: 5.01
SGUARE FOOTAGE
CALCUATIONS j
17CS-�3]
10
A/C 5ECURED
TO 3)(3 PAD
12 -0"
1 M)
1
28'-0"
— — —
— —
— — ---
—
— — —
F A T-1 0 —5L A-5
4- CONCRETE SLAB M
OVER & MIL vAPOR'N
BARRIER SLAB SHALL BE
OVER CLEAN COMPACTED
FILL W/ FIBER-IESW
IL 4' CZNG SLAB MIN
Li
WVAC, C�4AM
BASED ON
L OCAT_
OCATION
CONCRETE 5LA5
A- CONCRETE SLAB MIN. OVER 6 MIL
APOR BARRIER SLAB 514ALL LEAN
E: �::t
ACTEDFILL /F H
C,oMP W IBEFASC
1 20 -3'
2
OY4
ELECoTRIG.A.
CONDUIT FOR
JL—
I'SLAND
:,j
4
2
13 -4-Y4"
IS -2
OPT
BOLLARD
(TYP)
Y:,
— — — —
— — — — — — —
-
—
— —
— — — — — —
----------
ELICTRICAL�
G CR�TE 5
B PANEL
4- C RETE SL,;B MIN O"Ekb
M�L WALL
vAP BARRIER AB SHALL
5tQVER
AN COMPACTE FILL Ll/ I BER16-51
PORCH 5L
4- WIE SLAB MIN. 37vER b Mil
APOR BARRIER SLAB SHALL BE
4" CONC AB MIN,
SL
OVER CLEAN COMPACTED FILL J)/
W/ FIBER MESH
FIBER-E5H
-4-
--ENI-
IS -4"
12 -414
S, -4"
40 -0'' OVERALL
SLAB PLAN - ELEVATION 01C
omkiff."roum
matir-ram"
;A
FOUNDATION FLAN NOTE5
ALL WOW SHALL BE IN STRICT COMPLIANCE LITH BUILDW,
CODE, RESIDENTIAL AND CO3KtY BJILDW5 DEPARTMENT.
STRIP TOPSOIL 'REESr STLM' ROOTS, ETC. 'ROM ALL
AREAS LHERE CONVkCTION WILL OCClJR LNO
FILL 5WALL BE FIRLY COMPACTED, CLEAR UND/CLAY
MATERIAL FREE OF ROOTS ORGANIC MATTER OR OTHER
INTEROR BEARIW. LOGAlION5 SLMD BE COORDINATED
WrTW TRM MANIFACTURER 4 STRJCTLRAL EWSNEEIZ
PFVVVE 50L TREATMENT AND VAPOR BARRIERS AT ALL
SLABS INTERIOR)
GMI A� DEYELOMW
Oo WT SCALE TWESE DRAWA
10ERFY OULDM 01MVATM MY
CZWM,ACTOR AND SITE PLA45
Impow colSIRCTIOR TIESE
DRALWA DO NOT COW"
SPECFIC WORUTION FOR �
STPLCTRAL ELE�W5 (TO BE
PR�l� BY 9<4M OF
JEOM) A,M DeCI&I-ANCY
(Dr*N&CW6, ORIENTATICK E tC)
BOWEN TWAE DRA~ *0
A66XIATED VRAWW � Sn
DR4065 SHALL BE RUVM TO
Cl>rR,4CT0R 7 CHM AID NO
C06TWC ON WALL PROMED
INTL COMCTED� �E
CONTPACIOR ASWIES T�E
W-5PONSOLITY TO MEET ALL
JEOMPIE"W5 OF LOCAL OU LDW.
OFFOALS a TO C01-LY VTW 5TATE
WILDW, CODES
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� VERSION: 5.�
F04TWE
FOUNDATION -
SLAB PLAN
IW#
F-1.0
FLOOR FLAN NOTE5
PROVIDE i/2'(MNftr) GYPSM BOARD SEPARATION AT WALLS AND 5/8' TYPE X CEiLN55
N TLE GARAGE AD�ACENT TO UE MAIN WOLISE AND ATTIC AREAS
WASWING MACHINE 15 ALWAYS LOCATED LEFT OF Tf DRYER LNLES6 NOTED OTLIERWISE
ALL EXTERIOR WALLS ARE DR" AT 8' M LNLES6 NOTED OTWERWISE
ALL INTERIOR 410 COMMON WALLS ARE DRAWN AT 3 V7' L)CE56 NOTED OUERWIM
WEADER FOR FIRST FLOOR 6 AT 8 -0' ./ 5 -4' CLG I SECOND FLOOR 15 AT 1 -0" W/ 8 CLG
HANDRAIL �EGW 6HALL BE 36'MEAS.RED VERTICALLY FROM TLE WSW. OF T4 TREAD
-) DENOTES EGRESS WINOX
ww�low
CLM
C.ClUT
mRFw
I=mal
F&MAK
B RAISED PLATFORM
DOOR
NNAWN
25 SH '04 25 SH
25 SLI 2S 44 0)
SET SOFFIT
A
AT b'-O'WT,--\
FAKLY
FRIYARY
ROOM
5J17E
I - - - - -
- -
cJ'.4' CLG
S -4' Cl.G.
cov;
VINYL PLAW,
vWL PLANK
14
Cow-IRETE
34W' 54OWER
3
-0`1
a/ OFT TEMP
GLASS
3'- &Y2"
25 SH
2xb WALL
34 1/2' AYF
DNIN5 R00Y
- - - - - - -
t -4" CLG
V NYL PLANK,
nr
5w W/Dw Dw
U� I
<ITCHEN
n
6.01 W. 5 .4' CLG
/-DROFKD VINYL PLAW
4-4
14EADER
2'-]--
RANGE UMICRO
pAN7RT
(5)
BEI�ROOM 5
------
V S -4' CLG
NYL PLANK.
LAUN.
S - CL
S 4' CL
p
N I r'.
I
VNYL PL
'-YL ANK
:
X
'3 .4' C;LG
VWL FLANK
IR,S
4 --L�l
4
—12
A-
-3"
DRYER
U4
LOCATII�n/
GARAGE WALLS CCMMCN 0714 Llvwxm —
OEAMISTWIVE 1/2-DRYUALL BOLLARD
2-10,
SEFARAlICN (MIN 20 MIN FIRE) (Typ)
HVAr-
WVAC ON RAISED
CLOSET
PLATFORM DCUN �ITALR
3�-A
Q PER DETAIL 5 ---- --
BATH 9
-4'
2-rAR11
VINYL S-z
5ARA5E
9-4'CLG
VNYL -L
CONCRETE
W
PANE
WALL
i
-4"
115 - 2
5ED
5'-4" CLG
VNTL PLANK
3 -4" 2 -2"
2'-
101, 16 -0' x I -C'OA GARAGE DOOR
S -4- CLG F
CINIRETE
25 514 f-� 25 6LI I-)
KM�11!!IIIIIIM -
-
- 7'
AT 870
FIRST FLOOR PLAN - ELEVATION 'W
11OVE W-Ilv "w?)
some W-Ilr ""
FfRIMAR'T'
5ATH
13 -A- CLO
VNYL PLANK
4W " OEVELORZ
DO NOT SCALE TWEM DRAO"
V,IRFY Wk_DM ORENTAIM 0 1
C4111141OR A4D SITE FLA*
SUCRE CONSTA.C710i T�UE
DRAWINGS DO NOT OWAN
SFECRC K-ORU71ON FOR
STqCrJM EJE�IENTS (TO 8E
pR7,DED BY ar.NEER OF
RECORD). ANY DISCREPANCY
(DIMENSIONS ORENTATICK ETCJ
WTUM4 UESE DRAWWA *0 TIE
ANODATED ORALW
A � STE
DRAW145A &4ALL 15E REPORTED To
CONTRACTOR AT 042 *0 NO
CONSIRVION SK41 FQXEf
LINTIL CONNECTED 4E
CONTRACTOR A56"ll TE
RE5FCN5BLTY TO MEET AU
REQIREMEXTb OF LOCAL W D�
ORCIA1.6 4 TO �y j7W 5TArE
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A-RSION: 5.01
FIRST FLOOR PLAN
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ROOF PLAN '10
SME: iholilrol.17)
WME, ff-I'vow
ATTIC YINTILATION: (300 50 FT ATTIC 5PACE / 150 Ft VENTILATION)
-CALCULATIO1,6 REFLECT 50% RiDGE ANID 50% 5OFFIT VEINTS
22W 50 FT JVER ROOF ATTIC / 300 50 FT I I SO FT - lbV BQ FT VENTILATION
OFF -RIDGE VENT - 04 50 h EAC� (4 VW)
5OFFIT VENT l t 50 IN EArW
IbO 50 FT . 50% 320 50 FT WGW 3W 50 FT LOW
415W VENTING
3W 50 FT 144 50 IN z54'20 50 IN RECURED
(b) OFF.RiDGE VENT 104 SO IN -9,24 50 N
LOW VENTW,
3W 5Q FT 44 5Q IN -54120 50 IN RECIUREr
W10 / S 64 5OFFIT VEN15 (CWNJCUS VENTED SORT)
POW LINE
5TCNE CAP
Fro
FLR ELEV
STOPIE VEWER---'
FER CCMUITY
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smew-;,Wpw?)
mmaw.'rab"
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REAR ELEVATiON "IC
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= TRm
PER
Co
rucco
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llWt " )EWJOPMff
DO NOT SCALE TIEN DRAMA
'ER- BKOPO ORIENTATION VTN
CONTRACTOR AND SITTE PLANS
BEFORE 0014SIRCTOK THESE
DRAMA DO NOT CONTAIN
SPECIFIC OFMIA704 FOR
STTECTLRAL ELEMENTS (TO BE
FR9ADED By BASNEER OF
RECORD). AN'T DOCREPANCY
'DrENSONS, ONENTATOt ETC,)
BE7WEEN TWESE DRAMA AID TWE
ASSWATED DRAM15 � UTE
DRAMA S"L BE REPORTED TO
CONTRACTOR AT 042 AND NO
CONSTRCTiON SWALL PRXEED
LWL CORRECTED INE
CONTRACTOR A.661LKS TIE
QEVCN5VLTY TO MET ALL
VEOJImrons a LOCAL �Dm
OFFCIA�S I TO C,7�y VT� STATE
BADW, CODES
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,:��P�ATIWS�
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AR-W SWW.LE
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SPECS (TYP)
ROL FLR El-Ev
RIGHT SIDE ELEVATION T OPTION 3
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somE vf�vv ""
c
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ARCH N41,61LE
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" PITCW
ARCH SHW.LE
ROOF MP)
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CEMENTITICU5 STUCCO
PER Wf*r SPECS
VN FLA ELEV
LEFT SIDE ELEVATION W OPTION 3
WRM W- '4F
GMI AM DEITIZFtW
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RESPOWILIBL" TO �IEET
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SMOKE DETECTOR
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CARBON MONOXIDE
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ELECTRICAL GENERAL NOTES
SWITCHES TO BE 45' AFF
RECEPTS TO BE t2' AFF - 42" F DAR A COUNTER
ALL URWG TO BE N ACCORDANCE WITH NEC
ARC FAULT CRI INTERRUPTER PROTECTION SHALL BE PROVIDED AS REQUIRED
IN NEC 210,7A) AND SHALL BE INSTALLED IN A READILY ACCE551BLE LOCATION
ALL 5MOKE DETECT OR5 SHALL BE HAII INTO AN ELECTRICAL POWER
SOURCE AND SHALL BE EaJIPPED WITH A MONITORED BATTERY BACKUP PRCVDE
AND INSTALL LOCALLY CERTIFIED 61OKE DETECTORS
GROL110 FAULT CIRCUIT NTERRJFTER SHALL BE PROVIDED AS REQUIRED IN NEC
210VA) AND NSTALLED IN A READILY ACCESSIBLE LOCATION.
IT 5 THE RESPONSIBILITY OF THE LICENSED ELECTRICIAN TO INSURE TWAT ALL
ELECTRICAL WORIC 16 IN FULL C01PLIANCE WITH kFPA 10A - NEC AND ALL
APPLICABLE LOCAL STANDARDS CODES, AND ORDINANCES
PROVIDE INTERSYSTEM BONOW, TREMNATION AT SER,/ICE LOCATION PER NEC
250-34
LUMINAIRES IN CLOIWE5 CLOSETS SHALL BE INSTALLED PER THE PROVISIONS OF
NEC 40,16� A) 4 (B)
FZECE56ED 1-6147W, TO BE AIR TIGHT AID IC RATED
W% OF THE LAMPS, IN PERMANENTLY INSTALLED FIXTURES SHALL BE
14614-EFFICIENCY LAM5
REFER TO ENERGY CALCULATICKS FOR ADDITIONAL W091ATION
PROVIDE THE REQUIRED CLEARANCES AROUND PANELS AND DISCONNECTS IN
COMPLIANCE WITH NEC 1026,
ALL RECEPTACLES SHALL BE TAMPER RESISTANT PER NEC 406.0.
THE BRANCH CIRCUIT SUPPLYING THE RECEPTACLE�S) IN A GARAGE SHALL NOT
SUPPLY OUTLETS OUTSIDE OF THE GARAGE AND NOT LESS THAN ONE RECEPTACLE
OUTLET SHALL BE INSTALLED FOR EACH MOTOR VEHICLE SPACE
AFCI PROTECTION - 210�12 �B) DUELLING INITS. ALL r20 VOLT, SINGLE PHASE, 15 AND
20 AMP BRANCH CIRCUITS WMYN53 OUTLE75 NOTALLED IN DUELLING UNITS
FAMILY ROOMS, DNNG RD", LIVING RD", PASLOR5, LIBRARIES, DENS,
BEDROOMS 5UNROOMS. RECREATION RD", CLOSETS, HALLWAYS, OR SIMILAR
RD" OR AREAS SHALL BE PROTECTED BY A LISTED AFC1 COMBINATION TYPE
INSTALLED TO PRO�IDE PROTECTION OF BRANCH CQUIT
EXTERIOR GARAGE
200 AMP METER MAN COMBO
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FIRST FLOOR ELECTRICAL PLAN - ELEVATION 51Q
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BETWEIN TIM DRAWWA AND T`E
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DRAWWA SHALL BE RH-ORTED TO
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Lwm ComCTw. �E
CONTRACTOR ASOLPIES THI!
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FIRST FLOOR
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HOUSEWRAP LARRIER (t
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SHEATHING PER SPEC-*
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RIZONTALLY
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COORDINATE 15t BUILDING FELT
APPLICATION WHERE DOM VIENEER 6
SPECIFIED
FOLD HOUSEWRAP DOWN OVER HEAD FLASHING
AND APPLY CORNER PATCH DMND04G I'MIN.
BEYOND LARRIER CUT
WALL HEAD RASHENG OVERLAPMHG
WINDOW RANGES A MIN. OF 7 - INSTALL
APPLY JAMB FLASHING OVER SIDE
WINDOW RANGES - MIN, I* ABOVE
HEAD AND 7 OVERLAP AT SILL
WALL WINDOW OVER SEALED AND FLASHED
PREMANUFACTURED SILL PAN BEFORE TAPING - FILL
04M INTERIOR PERIMETER GAP W /
NON -EXPANDING FOAM OR SEALANT
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BOOT
PREMANLIFACTURED PLASTIC SILL
GMT
WINDOW OPENING FLASHING
NOT TO SCALE
ISt B= FELT BETWEEN
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CONTINUOUS MORTAR NET
V42EP HOL13 AT COURSE
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HORIZONTALLY
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FOUNDATION WALL
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NOT TO SCALE
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SIDING PER SPEC
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EXIERIOR SEALANT
I
CAST STONE SILL OR BRICK
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BRICK TIE
WEEP HOLE
lHRU-WALL. MEMBRANE RASHING
TO FACE OF NICK W/ MIN. 2r
VIERlICAL LEG. LAP UNDER
BUILDING WRAP.
7M STUCCO OVER RAME PEATHING, 2 LAYER W"_
LATH AND STUCCO) - PER SPEC
PEEL & STICK BRIDGE HASHING. SHINGUE LAPPED
OVER STUCCO ACC33SORY
VINYL PLASM DRIP SCREED - PER SPEC
WALL PER MANUFACTUIRER'S INSTALLATION INSTRUCTIONS
CAP SH14GLE - DO 140T STAPLE OR NAIL
K)OF CEMENT
"OGLE ROOFING ON ROOFING UNDERLAYMENT- PER SPEC
PEEL & STICK BRIDGE FLASHING. OVERLAP ON TO ROOFING
UNDERLAYMENT
6'W CORROSION RESISTANT BASE FLASHING - PER SPEC
PRE,a4GINEEIRED WOOD TRUSSES SEE STRUCTURAL AND TRUSS
DRAWINGS FOR SPACING AND CONNECTION DUALS
NOTE: ALL ROOFING MATERIAL (PER ELEVATION) SHALL BE INSTALLED
PER MANUFACTIJRM INSTALLATION INSTRUCTION. VERIFY ROOF
SHEATHING WITH STRUCTURAL DRAWINGS
- ROOF TO WALL AT RAKE
(2)
GABLE END WHERE OCCURS
61-ALE: 3'- 1 0"
REFER ELEVATIONS AND DEALS
12 SEE ROOF
PLAN
TYPICAL ROOF COVERING, PER SPEC
TYPICAL ROOF TRUSSES PER SPEC
TYPICAL ROOF INSULATION PER SPEC
ROOF
DRIP EDGE PER CODE & COA" SPEC
L11XIALL
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TYF. INT. CLG.
MATERIAL - PER SPEC
FASCIA PER CODE & CM" SPEC.
REFER TO STRUCTURAL
TYPICAL SOFFIT FIRM PER SPEC
FOR TRUSS M WALL
CONNECDON
TIE BEAM - REFER STRUCTURAL
TRM PER ELEVATION PER SPEC
r Cwj K= REM STRUCTURAL
TYPI(AL STUCCO FINISH ON BLOCK PER
SPEC
TYPICAL INTERIOR WALL
FINISH AND INSULATION
Ova I= PER M
WAINSCOF PER ELEV. PER SPEC
VERIFY FOUNDATION PROFILE VARIES BY
TYPICAL BASE
LOCATION / CONDITIONS
PER SPEC
REFER STRUCTURAL
VERIFY DEFAIL FOR 79WMATION WALL
AT FOUNDATION PER ELEVATION A
MATERIAL
0-T
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REFER TO PLOT PLAN FOR SLOPE
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NOT TO 51-ALE
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NAJL LATH AND STUCCO) - PER SPEC
PEEL & STICK BRIDGE FLASHING. SHINGLE LAPPED
OVER STUCCO ACCESSORY
VINYL PLASTER DRIP SCREED - PER SPEC
WALL PER MANUFACTURIER'S INSTALLATION
'V FLASHING
CAP SHINGLE - DO NOT STAPLE OR NAIL
ROOF CEMENT
CW CORROSION RESISTANT BASE
FLASHING [TYP)
PREalIGINEERED WOOD TRUSSES SEE
STRUCTURAL AND TM DRAWINGS FOR
SPACING AND CONNECTION DETAILS
TYPICAL EXTERIOR WALL ASSEMBLY - SEE
STRUCTURAL DRAWINGS
NOTE ALL ROOFING MATERIAL (PER ELEVATION) SMALL BE INSTALLED
PER MANUFACTURER'S INSTALLATION INSTRUCTION. VERIFY ROOF
SHEATHING WITH STRUCTURAL DRAWINGS
ROOF TO HEAD OF WALL - SHINGLE
5CALE� 3'- '-0'
fMl AM DEYELOPSIT
DO NOT SCALE DRAWA
AWY MXC� ORIEWA � UlW
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WNTRACTOR AT ONCE AW NO
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LNTL WaRECTED �E
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OREWONSZL� TO MEET ALL
JEOLMMM475 OF LOCAL W DW.
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IDGERIOR
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SHEATHINGANDFRAMING
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MANUFACTIM
REDOMMENDATIONS
CAULIONG-I'VICAL
W14M ASSEMIILY
INSTALLEI)wnm
CONTINUOUS SEALANT
WAD AT RANGE PRIOR TO
INSTALLATION
NM WINDOW ASSEMILY M K FASTENED TO
SrRUClURE PER WINDOW MANLFACTUM
INSTALLAWN MXXXFWB45 AM RECOMMEMATIONS
HEAD AT FRAME WALL
SCALE: 3*- 1'-0"
HORIZ LAP SIDING INSTALLED Pel---
MFIM INSTRUCTIONS 0/ 111JILDING,
PAPER 0/ SHEATHING AS
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GARAGE DOOR
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FOR PRMG. PER
STRUCTURAL DETAILS
GYP BD.
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SELF ADHERING. SELF
'F'AUN* wmwlw
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SHEATHING AS OCCURS
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0/ MM DRIP MGE FLASHING
24 GA MM DRIP EDGE FLASHING --
a & WATER SHIELD AT CORNERS.
B(TEND CUP WALL
WOOD ON SEE ELV FOR $U---
INTERIOR
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WITH CONTINUOUS SEALANT
WAD AT RANGE PM TO
RVALLAWN
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STRUCTURE PER WINDM MAWACTUM
WALLAWN REQUIREMIM AM RECOMMENDATIONS
SILL AT FRAME WALL
WALE: 3'. 1'-0'
VFOR PRMG. PER
STRUCTURAL DETAILS
GYP. 7BD,.
2. RES DR HEAD
GARAGE DOOR
GARAGE DOOR TRACK
OVERHEAD GARAGE DOOR HEAD
SCALE 11/2"- V-0'
B(TERIOR
FINERCEMENTSIDINGaVER'TWEIC
OR EQUAL HOUSEWRAP OYM
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FRAMING, PER STRtCEURAL DWG&
C VAX SELF ADHERING. SELF
NEALINGWATERPRWMENARANE
OVER WIN LAYERS OF MADW
PAM
EXTERIOR GRADE SEALANT OVER
LACKER MATERIAL
C WIDE SELF ADHERING.
SELF HEALING WATERPROOF
MEyAR,-m
SHIM SPACE PER
MANUFACTURES
RECOMMENDATIONS
CAUUW�rfpr-AL
WINDOWASSBAKY
INSIALUED WITH
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NOTE: WINDDW ASVJaY TO N FASTENED TO
STRUCTURE MR WINDIDW MANUFACTURERS
INSTALLATION MUSEMENTS AM RECOMMENDATIONS
JAMB AT FRAME WALL
SCALE 3"- 1 -0"
ROW, KIALL PER MANN. 0/ GRADE
DG. PAPER 0/ SrRUCr. INEATHING.
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ANT
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SCALE 3"- 1'.0'
4W AM DMORW
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SUM CONSTIWM T6ESE
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�� TWESE DRAIDW � 'E
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VRAWWA &4ALL BE REPORtED I
CONTRACTOR AT 0,10E AID NO
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GENERAL STRUMPAL NOTES:
1. ALL WORK SHALL CONFORM TO THE 2023 Sth EDITION OF THE FLORIDA ONTERNATIONAL)
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 SECTIONS/DETAILS 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.
8, 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 ANDIMASONRY SCREW SHALL BE USED INTERCHANGEABLY
WITHIN THESE DRAWINGS. CONCRETE/MASONRY 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 NTH 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-313, OR HILTI HIT-HY-150
DESIGN CRITERIA:
1. BUILDING RISK CATEGORY
2 VERTICAL LOADING:
ROOF TOP CHORD LIVE LOAD =20 PSF (REDUCIBLE)
ROOF TOP CHORD DEAD LOAD PSF
ROOF TOP CHORD DEAD LOAD (TILE) =15 PSF
ROOF BOTTOM CHORD LIVE LOAD (./ 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 & WOIST MANUFACTURERS - ROOF & FLOOR SYSTEM DELEGATED DESIGN
SHALL CONFORM TO THE FOLLOWING DESIGN STANDARDS:
LOCATION
I
TOTAL LOAD
I
LIVE LOAD
I
MIAX TOT
DEFLECTION
I ROOF TRUSSES
I L/, 40
L/2
11
I FLOOR JOISTSITRUSS
I L13
i An
1 112,
NOTES:
1. MAXIMUM TOTAL LOAD DIFFERENTIAL DEFLECTION BETWEEN ADJACENT PARALLEL
MEMBERS SHALL BE 5/8"
2. ANY MEMBER SUPPORTING BRICK(MASONRY 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
LATERAL LOADING
WIND CRITERIA: TORNADO WIND SPEED _-N/A
BASIC WIND SPEED �140 MPH
EXPOSURE CATEGORY -C
INTERNAL PRESSURE COEFFICIENT � +1- 0. 18 (ENCLOSED)
SEISMIC CRITERIA
SITE CLASS = D
SEISMIC DESIGN CATEGORY
EARTH PRESSURE LOADING:
ALLOWABLE SOIL BEARING CAPACITY
TOTAL LOADS (INCLUDING WIND & SEISMIC) 2000 PSF
LATERAL EARTH EQUIVALENT FLUID PRESSURE
WALLS UNBRACED AT TOP =40 PCF
WALL BRACED AT TOP =55 PCF
GUARDRAJUl-iANDRAIL LOADING:
ALL GUARDRAILIHANDRAILS 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 (ICC-ES) AC 273 - 'ACCEPTANCE
CRITERIA FOR HANDRAILS AND GUARDS.'
CONCRETE NOTES:
1 . 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 ACI 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.'
5. REINFORCING SHALL CONFORM TO ASTM A-615 GRADE 60.
6. REINFORCEMENT SHALL BE FABRICATED AND ERECTED ACCORDING TO THE ACI STANDARDS:
"DETAILS AND DETAILING OF CONCRETE REINFORCEMENr, ACI 315 - AND'MANUAL 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:
SLAS40IN14GRADEWITHIN UPPER 2/3 OF SLAB AND 3/4* MINIMUM COVER AT INTERIOR
CONDITIONS: 1-1 12"MINIMUM COVER AT EXTERIOR CONDITIONS
CONCRETE f%WATlOM AGAINST EARTH: 3"
FORMIED OONCRETE., 1-112- (#5 REBAR OR SMALLER) 2- (#6 REBAR 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: 2500 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 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 BY
TEMPLATE TO WITHIN A 1 /8* 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 ACI 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.
IS, ONE OF THE FOLLOWING CONCRETE SLAB ON GRADE CRACK CONTROL METHODS SHALL BE
USED (CONTRACTOR PREFERENCE):
CONTROL JOINTS: SHALL BE FORMED, SAWED, OR TOOLED TO A 1" MINIMUM DEPTH WIT HIN
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" SLAB: 10 FEET O.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 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 Cl 116. THE MANUFACTURER/SLIPPIJER SHALL PROVIDE
CERTIFICATION OF COMPLIANCE NTH ASTM Cl 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 ERECTION.
18. CURING OF CONCRETE SURFACES SHALL CONFORM TO ACI 308.1 "STANDARD SPECIFICATION
FOR CONCRETE CURING" AND ACI 30SR "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 RACKFILLING 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 aACKFILL 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 BACITILL 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:
1 . CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE W111-1 ACI 530, "BUILDING CODE
REQUIREMENTS FOR MASONRY STRUCTURES"AND SHALL BE CONSTRUCTED IN ACCORDANCE
WITH ACI 530.1, "SPECIFICATIONS FOR MASONRY STRUCTURES."
2. CONCRETE MASONRY SHALL CONFORM TO ASTM C90 AND HAVE A MINIMUM COMPRESSIVE
STRENGTH Fm = 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
CEMENTILIME OR MASONRY CEMENT FOR MORTAR.
5. GROUT SHALL CONFORM TO ASTM 0476 WITH MINIMUM 28-DAY COMPRESSIVE STRENGTH OF
2,500 PSI.
6. STEEL BAR REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE 60.
7. VERTICAL CELLS CONTAINING 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 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 MIN-M
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
20'
3-
10,
#5
1.
3-3/4'
10,
#6
1.
4-1/2'
ill
MASONRY NOTES (CONTINUED):
10. 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.
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 ACI 530/ASCE 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 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 34B - "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.- (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 STRAND BOARD (OSB) SHALL CONFORM TO -VOLUNTARY PRODUCT STANDARD PS2
PERFORMANCE STANDARD FOR WOOD-aASED 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 1/2' DIAMETER CAST -IN -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, WITH NUT AND 3"x3"x0.229' 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.
6. ALL LUMBER IN CONTACT WITH EARTH, CONCRETE, OR MASONRY - AND WOOD BEAMS
POCKETING INTO CONCRETE OR MASONRY WALLS HAVING CLEARANCES LESS THAN 1/2'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:
Fq= 875 PSI F� = 425 PSI FT = 450 PSI Fc= 1150 PSI Fv= 135 PSI E= 1400 KSI
WITH THE MOISTURE CONTENT OF THE WOOD IN SERVICE V61LL 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�=110OPSI F,=565PSI FT=675PSI Fc=1450PSI 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
MK;ROLLAM LVL PARALIM PSL TtMBERffrRAND LSL
E = 2000 KSI E 1800 KSI E 1300 KSI
F, = 2600 PSI F, 2400 PSI F, 1700 PSI
(-) - 'BOOZER BEAM 2.1 E' ARE AN ACCEPTED ALTERNATE TO PSL COLUMNS SPECIFIED
ON PLANS PROVIDED THEIBOCIZER BEAM 2.IE'IS 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 PANELACROSS 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 MANUFACTURER'S RECOMMENDATIONS. PROVIDE 0.1 31"x2-1/2' 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 (l)-2X JACK STUD AND Il)-2X KING STUD U.N.O. ON
DRAWINGS.
12. FOR EXTERIOR WALL HEADERS PROVIDE (l)-2x JACK STUD AND (I)-2x KING STUD. MINIMUM,
REFER TO CHART BELOW U.N.0 ON DRAWINGS:
WINDSPEEDOF
140 EXP. C
FW HEIGHT
8FT
9FT
10FT
STUD
SIZE
HEADERSPAN
(FT)
4
lJ/lK
lJ/IK
lJ/lK
6
lJ/IK
lJ/IK
lJ/2K
8
lJ/IK
I J/2K
1 J/3K
10
lJ/2K
lJ/2K
1 J/4K
2X4
12
lJ/2K
IJ/3K
_1J14K
14
1J/2K
lJ/4K
ENG
16
1 J/3K
lJ/4K
ENG
18
1 J/3K
ENG
ENG
WINDSPEEDOF
< - 140 EXP. C
WALL HEIGHT
8FT
9FT
1 OFT
STUD
SIZE
HEADER SPAN
IT
4
lJ/lK
lJ/lK
lJ/IK
6
1,111K
IJ/IK
lJ/lK
8
lJ/IK
lJ/IK
1 Jl K
10
J/1 K
lJ/IK
lJ/lK
2x6
12
lJ/IK
1J/IK
lJ/IK
14
lJ/IK
11
lJ/IK
lJ1IK
16
j
IJ/IK
IJ1IK
IJ/IK
Is
,J,l
IJ/lK
lJ1IK
lJ/IK
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 16'0.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.
15. STUD COLUMNS UNDER LOAD BEARING POINTS OF GIRDERS/BEAMS SHALL MATCH THE
GIRDERIBEAM PLY COUNT WITHIN 112- TOLERANCE (2-PLY STUD COLUMN MINIMUM). 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 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 5055.
JURISDICTION SPECIFIC NOTES:
I . FOR PARTIALLY ENCLOSED AREAS, INCLUDING BUT NOT LIMITFD TO LANAIS, PORCHES. AND
BALCONIES A 11T (MINIMUM) EXTERIOR GRADE SOFFIT BOARD NTH A CEMENTITIOUS
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 R701 I.
2. THE SOFFIT DESIGN PRESSURE IS AS NOTED IN THESE DOCUMENTS WITH KAYCAN VINYL SOFFIT
INSTALLED IN ACCORDANCE WITH MANUFACTURER'S REOUIRMENTS AND [CC -ES EVALUATION
REPORT ESR-1495 THE SOFFIT WILL COMPLY WITH R703.1
PRE-ENGINEERED ROOFTRUSS NOTES:
1 . 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 ANSI/TPI I 'NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD
TRUSS CONSTRUCTION.' FINAL PRE-ENGINEERED 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 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 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 UPLIFTILATERAL LOADS IMPOSED
4. TRUSS MANUFACTURER SHALL PROVIDE HANGERS AND CONNECTIONS ADEQUATE FOR LOADS
AT ALL TRUSS -TO -TRUSS, TRUSS -TO -BEAM, AND BEAM -TO -TRUSS CONNECTIONS.
5. REFER TO ARCHITECTURAL 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" LG.) INTO THE THICKENED
EDGE OF SLAB AT THE CORRECT LOCATION. AS WALL IN CONSTRUCTED, LAP REBAR 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 BEAMIBOND 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 REBAR IN THE TIE BEAM/BOND BEAM. COMPLETE
GROUTING OF WALL.
2. MISSINGIMISPLACED ANCHOR BOLT: ALTERNATE SILL PLATE ANCHORAGE SOLUTIONS
IINTD CONCRETF-*
A 1/2'x6" TITEN HD WITH 1-3/4" MINIMUM EDGE DISTANCE AND 6" MINIMUM END DISTANCE IS A
DIRECT 1: 1 REPLACEMENT FOR A 1/2" DIAMETER ANCHOR BOLT NTH 7' EMBEDMENT INTO
CONCRETE.
A 1/2* THREADED ROD SET-3G EPDXY 7" EMBEDMENT WITH 1-3/4" MINIMUM EDGE DISTANCE AND
7-1/2" MINIMUM END DISTANCE IS A DIRECT 1: 1 REPLACEMENT FOR A 1/2" DIAMETER ANCHOR
SOLT WITH 7" EMBEDMENT INTO CONCRETE.
KTO GROUT FILLED MASONRY (aFCMLq:
A 1/2'x6" TITEN H D WITH 1-3/4' MINIM LIM EDGE DISTANCE AND 8" M IN IMUM END DI STANCE AT 41-8"
D.C. REPLAC ES A 1/2" DIAMETER ANCHOR BOLT WITH 7" EM BEDMENT AT 6-0' D.C.; LIKEN SE A
1/2'x6" 71TEN HD NTH 1-3/4' MINIMUM EDGE DISTANCE AND 8" MINIMUM END DISTANCE AT 7-8"
D.C. REPLACES A 1/2" DIAMETER ANCHOR BOLT WITH 7- EMBEDMENT AT N_0" D.C..
3 SIMPSON MASA SILL ANCHORS MAY BE USED AS AN ALTERNATE TO THE ANCHOR BOLTS AND
SPACING NOTED HERE -IN ACCORDING TO THE FOLLOWING TA13LE:
BASIC WIND
SPEED (MPH)
MAXIMUM
SPACING
,140
61-V
140
11-61
150
1--a-
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 REPAIR" 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 OVERHANG REPAIR
, 5/8" NO REPAIR REOID
5/8' � OVERHANG < 1-112" GROUT SOLID BOTTOM 3 COURSES OF AFFECTED WALL LENGTH
�1-1/2" CONTACT ENGINEER OF RECORD FOR REPAIR
NOTCHED TOP PLATES & STUDS REQUIRING REPAIR
AT STUDS: 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;
08 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
HOLENOTCH SPECIFICATIONS ARE EXCEEDED THEN A STUD SHOE MUST BE INSTALLED. STUD
SHOE REPAIRS ARE AS FOLLOWS: FOR 2X STUD USE HSS2-SDSI.5 NTH 11 2).1/4"XI -112" SDS
SCREWS. FOR MULTI -PLY 2X STUDS USE HSS2-'#*-SDS3 WITH (12)-1/4-M- SOS 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 WITH 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 12"WIDE AND
MUST BE FASTENED WITH (8)-1 6D NAILS ON EACH SIDE OF THE OPENING.
ORD Fieldstone
C.O.A.# ARCHITECURE:
AA26002802
C.O.E.# ENGINE No. 86
29349
[3 IBRAHEM ELAYEB, PE
P.E.# 91476
0 BENJAMIN NIESE, PE STATE OF
P.E.# 86025 04ORIOP'."
06/20/2024
DATE
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Suite 200
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+1 248.622.4035
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Tampa, FL 33637
+1 813.466.3310
www.fieldstoneae.com
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C.O.A.# ARCHITECURE:
AA26002802
C.O.E.# ENGIINEEkiiir-
29349
13 IBRAHEM ELAYEB, PE
P.E.# 91476
0 BENJAMIN NIESE, PE
P.E.# 86025
06/20/2024
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+1 813.466.3310
www.fieldstoneae.com
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3. REFER TO DWG SO. 1 FOR GENERAL STRUCTURAL NOTES
000 Fieldstone
0
C.O.A.# ARCHITECURE: —
AA26002802
C.O.E.# ENGINEERfNU--
29349
IBRAHEM ELAYEB, PE-
P.E.# 91476
BENJAMIN NIESE, PE
P.E.# 86025
06/20/2024
DATE
No. 86
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3400 Auburn Rd
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Auburn Hills, Ml 48326
+1 248.622.4035
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+1 813.466.3310
www.fieldstoneae.com
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NOTES:
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COO Fieldstone
0
C.O.A.# ARCHITECURE:
AA26002802
C.O.E.# ENGINEERtNO:==:
29349
13 IBRAHEM ELAYEB, PE
P.E.# 91476
BENJAMIN NIESE, PE
P.E.# 86025
06/20/2024
DATE
UNELMD BMD BM LEGEND
I BOND BEAM IS TO BE 8' KNOCKOUT BLOCK
WITH #5 BAR GROUTED SOLID, CONTINUOUS
AROUND PERIMETER OF STRUCTURE
2 MIN MUM 4" NOMINAL BEARING PER END q
LINTELS OR AS RE-1- D 6, --.
3 LINTELS WITH A CLEAR SPAN LONGER THAN
12-4- SHALL BE PRESTRESSED.
4. BOND BEAM ELEV = 9'4' U.N.O.
5 GARAGE DOOR LINTEL HEIGHT MAY HAVE A
TOLERANCE OF +/- 4" FOR ALL LINTELS 2Er
OR GREATER
TYPE DESIGNATION
F � FILLED WITH GROUT / U = UNFILLED
QUANTITY OF #5 REBAR AT
BOTTOM OF LINTEL CAVITY
BF1 6-1 B/1 T
L� QUANTITY OF #5 REBAR AT TOP
NOMINAL HEIGHT
NOMINALWIDTH
#5 REBAR AT TOP
MIN. (1) REQ'D
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#5 REBAR AT BOTTOM
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7-5/8' ACTUAL
No. 8602
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3400 Auburn Rd
Suite 200
Auburn Hills, MI 48326
+1 248.622.4035
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Suite 150
Tampa, FIL 33637
+1 813.466.3310
www.fieldstoneae.com
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(2) META16 -
rim
ROOF GIRDER PER MANUR
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7
11 'NJ A-1
A
1-
1,11-77-
ROOF FRAMING PLAN ELEV. IN'
SCALE: 1/4'= 1-V
NOTES:
1 REFER TO DWG SO.1 FOR GENERAL STRUCTURAL NOTES
2 REFER TO DETAILS ON DWG S4.1 FOR ROOF SHEATHING REQUIREMENTS
(2)HETA1 6 W1 (1 2)16D.
0 SINGLE PLY: SCAB
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MGT W1 (22)0.148XI-1/2& Stir ATR
DRILLED & EPDXIED TO CMU WALL W/
MIN. 12'EMBED
TRUSS NOTES
UNLESS OTHERWISE NOTED ON PLANS:
1. ALL TRUSS STRAPS TO MASONRY ARE TO
BE META1 6.
2 ALL TRUSS STRAPS TO WOOD TO BE
SIMPSON H1 OA. WHEN INSTALLED ON
EXTERIOR WALLS SHALL BE CONNECTED
THROUGH EXTERIOR SHEATHING. (2)
H2.5A TO BE USED TO MULTI -PLY TRUSS,
(I I EACH SIDE �/Bd NAILS MIN ' SIMPSON
H2. 5A MAY BE USED ON JACK TRUSSES
ON THE EXTERIOR OF THE WALL .18d MIN.
1 ILO TYP METAL TRUSS CONNECTORS,
FRAME SCREWS MAY BE USED AT
FOLLOWING:
A) TRUSS TO TOP PLATE TO BE (2)
SIMPSON SDWC1 5600
B) MULTI -PLY TRUSS REQUIRE (2)
SDWC15600 AT EA. PLY
C) 11) SDWCI 5600 SCREW FROM TOP
PLATES TO JACK TRUSSES
4. FOR DBL TWIST STRAP TRUSS
CONNECTIONS (LTS/MTS/HTS) REFER TO
DETAIL R60 FOR INSTALLATION
CONFIGURATIONS.
DIMMER
FOR PLANS FIELDSTONE AE IS NOT
CONTRACTED TO PERFORM TRUSS REVIEW
ON THE CONTRACTOR IS RESPONSIBLE TO
AS�URE THE DIRECT COMPLIANCE OF TRUSS
MANUFACTURER LAYOUT TO THESE
DRAWINGS & VERIFY ALL TRUSS
CONNECTORS ARE SUFFICIENT TO
WITHSTAND THE UPLIFTILATERAL LOADS
IMPOSED.
IF ANY TRUSS CONNECTOR SHOWN IN THESE
DRAWINGS CAPACITY HAS BEEN EXCEEDED
THE TRUSS MANUFACTURER SHALL NOTIFY
THE ENGINEER OF RECORD IMMEDIATELY
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Michigan
3400 Auburn Rd
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Auburn Hills, MI 48326
+1 248.622.4035
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+1 813.466.3310
www.fieidstoneae.com
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29349 SHEET NAME
11 IBRAHEM ELAYEB, PE
leg ROOF
P.E.# 91476 FRAMING PLAN
0 BENJAMIN NIESE, PE IF 441,
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06/20/2024
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AT 24'O.C. MAX.
, OR -
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SHEATHING EDGES .1 (3) w/ (3) 10d NAILS. 24'
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STRUCTURAL SHEATHING. SEE
PLAN AND DETAILS FOR
ATTACFIMENT
PRE-ENGINEERED WOOD
TRUSSES AT 24"D.C. MAX.
TRUSS ANCHOR
PER PLAN
NOTE' . TRUSS ATTACHMEMr. VALLEY SET
REFER TO ARCHITECTURAL DRAWINGS STRUCTURAL SHEATHING ALL TRUSS E14DS ARE TO BE SECURED TO THE EXT. WALL TRUSSES (9 24' O.C,
AND/OR TR MANUFACTURER SEE PLAN AND DETAILS BELOW USING ONE OF THE BELOW METHODS. ONE FULL VALLEY SET
DRAWINGS FOR SPECIFIC TRUSS FOR ATTACHMENT OPTION MUST BE USED FOR CONTINUOUS LOAD PATH 22 112* MIN. V LONG 20 TRUSSESC&
PROFILE INFORMATION. (,,e, HEEL a INSTALL TYPICAL TRUSS CONNECTOR THROUGH EXT TRUSS OR e-3TOPTI GA. FLAT STRAP 24'0�C.
HEIGHTS, SLOPE. OVERHANGS) PRE-ENGINEERED SHEATHING INTO DOUBLE TOP PLATES EXT 30' RAFTER wl 1811 6d
WOOD TRUSSES SHEATHING IS CONTINUOUS AND YNJL TRANSFER SHEATHING
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TYPICAL SHEATHING DETAIL SHEATHING NAIL PER INSTALL THROUGH TOP PLATE INSTALL THROUGH TOP PLATE w/ (3) 10d EA_ TRUSS SCREW
FRAMING PER PLAN TYPICAL SHEATHING DETAIL END. TO EVERY
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PRE-ENGINEERED WOOD 43 (2) SDWCI 56DO (2) SDWCI SSW (2) SDWC156DO
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TRUSS ANCHOR PER PLAN SHEATHING
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1 111 OPTIMAL OPTIMAL LATE INTO TRUSS/RAFrER I Od GUN NAIL 9 8' O.C.
IR" TM ON MAnff 11/0MD23 W TRLS ON FMING 11101/2023 TO DIM TR nATE SM CONPIECW 11/01/2023 R06 V&0SU00FWE 11/0112023
M 1. zz
R;W-010 R�;WO20 R NOT TO SCALE RWG-0SO
NO-; TO SCALE &�o Sm
CONTINUOUS A CONT. 2X4 (MIN.) wl STRUCTURAL
STRUCTURAL (2) 10d NAILS SHEATHING PER PLAN
STRUCTURAL SH ING. SHEATHING, SEE
2X4 BLOCIONG AT T-O' (SEE PLAN FOR PLAN FOR 2X4 OUTR GGER AT 24* O-C OUTRI.-
0 C. .1 (2) 12d TOENAILS ATTACHMENT) ATTACHMENT OVER=GS GREATE� =,A
EA. END TO TRUSS PRE-ENGINEERED I Od TOENAILS @
(2) A35 0 EA. ATTACH TO CABLE DROPPED TOP CHORD TO
TRUSSES AT 24"O.0 C. TRUSS TO HORIZONTAL BRACE. ./ TYP TRUSS CONNECTOR PER PLAN TRUSS w/ (3)IOd
P BOND BEAM PER TOP PLATE ONE EA. SIDE STRUCTURAL TOENAILS
LAN AND SCHEDULE WALL FRAMING ALONG TOP PLATE Dill
SHEATHING PER PLAN PER PLAN SHEATHING PER PLAN
8'CMU WALL, SEE WOOD 2X4 BLOCKING qP CONT. 2X4 (MIN.) / REO'D AT 170 MPH OR GREATER
PLAN FOR VERT. REINF. METAI 6 AT BLOCKING EDGE NAIUNG SHEATHINGEDGE (2) 10d NAILS
IN LIEU OF BLOCK w/ (2) 1 Dd 0 EA.
NG AND END TO ADJACENT 2X4 LADDER FRAMING AT
EDGE NAILING SHOWN TRUSS WEB 24'0.C. REOD AT BLOCIONG AS RE-QUIRED
WITHIN THE GABLE, IT IS
R1. �Whl ""�EM) �ww ACCE (OR DO -TOM OVERHANGS LIP TO 15'. FOR BRACING BY TRUSS
PTABLE TO USE T ATTACH TO TRUSS TOP -R.
NAIL SPAC C RD NAILING MANUFACTURE
RWM-070 BOTTOM RUSS HO
rRCI� �S'W�"@ "�W' 'FDGE ING TO — PERMANENT TRUSS
\__/NOT TO SCALE AS SHOWN) CHORD w/ 12) 16d NAILS
CHORD OF T AT 16'0.C. BRACING PER TRUSS
TO TRANSFER LOAD 2X4 BLOCIONG @ GABLE TRUSS w/ MANUFACTURER @ IIY�O`
TOE.NAJL 2 tit== SEE REOUIRED
)i
rH 'ZO
0
0 NE 'I.
EA r
LO
JA N. TOP tDR
L SHEATHING EDGE w/ VERTICALWEBSAS BRACING PER TRUSS MAX. SPAONG.
.;OE L
STRUCTURAL ED NA �.NG (2) lod @ EA_ END NOTED IN THE MANUFACTURER (1) ADDITIONAL FLAT 2X4
I PER PLAN S ADJACENT STUD FRAMINGSHEET AA (i e, BSCI REO`MTS) WITH BLOCK`NGN.
SHEATH NG HEATHING TO i " AA E)CrENDINGAMI OF(3)
PRE-ENGINEERED SPLICED SHEATH TRUSS NOTES TRUSS BAYS PLACED
TRUSSES AT 2C O.C. 1 1 1 t 1 1 F I:T-T i BETWEEN PERMANENT
TRUSS STRAP PER PLAN (3) 1 Od NAILS@ (3) 1 Dd NAILS (9 TRUSS BRACI
EA. TRUSS TRU (RESULTING IN F-01 MAX,
SS NAIL BO7rO1V PROVIDE 2X8 PT PLATE 1/2DUk. 10' OVERALL BRACING)
C
OF GABLE 7RU ANCHOR BOLTS @ 4'-0' 0. MAX
12d's AT 'D NOTO
Emil FUN 11111 M :)NRY\\ HORIZONTAL 2x BLOCKING OVER PLATE. L,,K,N,rALE2TxWEEN
C rEXTERIOR wl _ ASONRY _ MASONRY WALL, BOND BEAM, UNTEL BEAM, FIRST 313AYS OF
U W i M 01
C.0 WALL, SH THING PER PLAN SEE PLAN OR RAKED BEAM PER PLAN. FOR RAKED FRAMING TO
bA " PI AN A -A ATTACHMEFNOTROF ALL PERMANENT BRACING
SEE PLAN FOR STRUCTURAL SHEATHING BEAM (�P VAULTED CONDITION, SEE PLAN w/ I Od @ 4' O.C,
VERT. REINF. M0 S AND DETAIL
BWNG @ POMMIM WE N&L 9"ER voi,.. END T= BIKING DUAL 11/01/2023
Kj�/NO_� TO SCALE A SW— CONT. 2X4 *' M TYP TRUSS R;WD90
12d NAILS CONNECTOR PER PLAN
STRUCT 7F ALT, OUTILOOKER FRAMING
SHEATHING PER
7-P
- -WIDTH
X 10%
HOUSE
2
x
x 0202
RIDGE
GABLE END
BOSTON HIP
STRUCTURAL TYPTRUSS
SHEATHING PER PLAN CONNECTOR
CONT. 2X4 W/ (2) PER PLAN
12d NAILS
SEE REQUIRED
BRACING PER TRUSS
MANUFACTURER
ALT. OUTLOOKER FRAMING
(REO'D AT 17DMPH OR GREATER)
CONT. 2X4 W/ (2) 12d NAILS
STRUCTURAL SHEATHING
PRE-ENOINEERED WOOD
TRUSSES AT 2'.V O.C. MAX.
FASCIA
(SEE AR H. DWG.)
AM W
2X4 LADDER FRAM114G AT 24'
2X BLOCKING AT DIAGONALS ONLY. ATTACH AT EA_ END W/
4
D.C. REOD AT OVERHANGS
(2) 12d TOENAILS. NAIL SHEATHING TO BLOCKING AT 6* OC,
TTACH 0
GREATER THAN 12* ATTACH To
w/ MIN. Od NAILS. BLOCK4 BAYS BACK FROM GABLE TRUSS.
TRUSS TOP CHORD wl (2) 1 Sd
WHEN SECOND SPACE IS REQUIRED,
NAILS AT 24'O.C.
NAJL TO OPPOSITE SIDE OF BLOCKING�
STRUCTURAL
1, AT VERTICALS 3'-S'TO 6-6' USE ONE 2X4 V BACK
SHEATHING
PER PLAN
2. AT VERTICALS OVER W-Ir TO VW USE (2) ?X4 V BACKS (I
EA. SIDE) (OR FRAME PER CASE 3 BELOW).
3. AT VERTICALS OVER VWTO IT-17 USE ONE 2X4 V BACK
AND AN ADDITIONAL DIAGONAL BRACE IS REQUIRED AT THE
PEAK AND AT EVERY OTHER VERTICAL MEMBER IN THIS
RANGE. ATTACH THE DIAGONAL AT MID. HEIGHT AND TO THE
BLOCKING BELOW THE ROOF SHEATHING w/ (5) 12cts AT EA.
END. IN ADDITION TO THE SECOND DIAGONAL, A
SEE PLAN FOR
STRONGELACK IS ALSO REO IRED AT THESE VERTICALS AND
ATTACHMENT OF
MUST BE ATTACHED TO EAIUL' BACK WTH (2) 12ds AND ONE
ALL STRUCTURAL
SIMPSON .' OR ONE USP FITS CONNECTOR.
SHEATHING.
SIDE NAIL ALL 'L' BACKS ANDSTR. wl 121S AT 6'
2x SHTG.
O.C. NOTCH *V BACKS AT TOP AND BOTTOM.
BLOCK
PRE�ENGINEERED WOOD
TRUSS ANCHOR TRUSSES AT 2*4r D.C.
MAX.
PER PLAN
CMU WALL PER PLAN FASCIA (SEE ARCH.
DRAWINGrS)
SHFATHINGPERPIAN
TRUSS
PER PLAN
FRAMING PER PLAN
PARTIAL WOOD BEARING I
spHIP TRUSS BRACING DETAIL @" Hl� 11/01/2023
R / / / RZ-�01
'X' 10%
'X" - 1D%
SEE REQUI SS EDO AT 17OMPH OR GREATER)
BRACING PER (R
HOL) SE WIDTH
HOU SE WIDTH
MANUFACT URER
STRUCTURAL
CONT. 2x FASCIA PER SHEATHING PE� PLAN
ARCHS*(2)12dNAI' 2X BLOCKING TOENAILED
THREE TRUSS BAYS BACK
01 2
PRE-ENGINEERED FROM GABLE END
�-02 WOOD TR.0 STRUCTURAL SHEATHING
AE.N
< C,
PER PLAN
2. BLOCKING TOENAI.. BOTTOM CORD OF VALLET
3 TRUSS BAYS BACK TRUSS NAILED
?B
RIDGE
RIDGE
FROM GABLE END TO PURUN / 10d GUN NAIL
@ r
STRUCTURAL CONT. 2. FASCIA PER
2X4
D
SHEATHING PER PLAN ARCHSR/
H2 H25A @ ��12d NAILS
PRE - ENGIN 0 C MA`
)MASONRY
FIT
2" BLOCKING SHEATHING PER PLAN TRUSSES ATEEWFtEDWOMOUD
BETWEEN TRUSSES TRUSS ANCHOR CONTINUOUS
Imid"FAV" 8' CMU WALL OR UNTEL SEE HEATHING
EKEND PLAN FOR REINFORCEMENT
ROOF SHEATHING
NALS
ROOF FASTENING ZONES
8d RING
2
1 3
SHINGLE:
7/16'SPAN RATED SHEATHING
PANEL EDGES 0 SUPPORTS (1)
61 O.0
61 O.0
4'0..
OR
SHANK
TILE 15132' SPAN RATED SHEATHING
01 13'x 2-3/8"
OR
PANEL FIELD (1)
fr O.C�
6.
METAL: 15/32' SPAN RATED SHEATHING
NOTES:
I LONG SIDE OF SHEATHING TO 13E PERPENDICULAR TO TRUSSES OR RAFrERS-TYPICAL
�� EDGE SPACING ALSO APPLIES OVER GABLE END WALLS OR TRUSSES.
3 FASTENING ZONES 2 AND 3 ARE EQUAL TO 10% OF TOTAL HOUSE WIDTH. DIMENSIONr OFFSET FROM ROOF F
3Cr WIDE HOUSE = 3, ZONE 4CY WIDE HOUSE = W ZONE, 5(Y WIDE HOUSE = FZONE. W WIDE F40USE = 6 ZONE
OVERF H2.5A @EA.
AMED TRUSS
EDGE NAILING
TRUSS TIE PER PLAN
PER PAN
�1�
SHEATHING, SEE PLAN WOOD
FOR ATTACHMENT
F—ING PER PLAN
UAMMGWEMEAL
R20B
MOD (I 1W2023)
RWG-202(RB-449)
NG ATT"Eff DMPM (MAXIMUM OF 150 MPH EXP C) 11/0112023
EM—M-111 R �wilo
EDGE
NAILING
PER PLAN
SCR - IN
(2) sDwc'560D
TOP EWS FROM wow
PLATES To
TRU- @ IS-
0 C� (1) EA PLY
2X4 PURLIN @
EA VALLEY
T SS NAIL TO
COMMON
TRUSS W/ 13)
1 6d NAILS
�4
BRAC��
HANGER Hi OA @EA END
PER OF VALLEY
MANUF. TRUSS &10 IT
2YA O.0 MAX
FRAMING SHEATHING
PER PER PLAN
PLAN
(��10 �04 (MOD) I 1MIM
RWG-203 (RB449)
T—
SC—STOTIP—
(�).l 1-1. 1 - SD5 51.1—S.1 TRUSS
TO ECTED IISSE TRU
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AT
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C.O.A.# ARCHITECURE:
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29349
13 IBRAHEM ELAYEB, PE
P.E.# 91476
BENJAMIN NIESE, PE
STATE
P.E.# 86025
0 RIO.
06/20/2024
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3400 Auburn Rd
Sufte 200
Auburn Hills, M1 48326
+1 248.622.4035
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Suite 150
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+1 813.466.3310
www.fieldsioneae.com
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2X6 SP #2 SCABS (SIDE -BY -SIDE)
TH
ATTACHED TO TRUSS W1 (3)
1 OD'S (j? TOP AND BOTTOM.
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MIN 2X6 VERT.
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@ 3' D.C., APPLIED
TO ALL TRUSS
WEBS AND CHORD,
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MEMBERS
HOLD DOWN w/
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STRAP PER PLAN, ONE EA
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PRE-ENG. TRUSS PER MANUF.
WRAP AROUND TOP
STRAP PER PLAN
PLATES.
(2) 2x-TOP PLATE
(2) 2X JOP PLATE
STRAP PER PLAN
SIMPSON SPH STUD PLATE
FULL HEIGHT STUD
- D
(2) 2x - TOP PLATE
TIE w/ (12) 0.148-xl -17
COL. PER PLAN.
NAILS, SIZE TO MATCH STUD
EXCEPT MIN. COL
FULL HEIGHT STUDS PER PLAN
SIZE. ONE EA PLY OF
PLY COUNT TO
COLUMN PER PLAN.
MATCH TRUSS PLY
II.L.O. FULL HEIGHT STUD: ALT 48' LONG
COUNT I
ZKVERTICAL SCAB MATCHtNG COL NOTE: ENSURE NAILING IS NOT
FULL HEIGHT STUDS PER
ONE STRAP EA SIDE OF
DEPTH w/(2) ROWS OF 16d NAILS @ 6' INSTALLED IN AREAS WHERE
PLAN
WALL DIRECT TO a=
O.C. STAGGER ROWS 3' STRAPPING IS OVERLAPPING
BM STRAPS ON ONE STRAP EA SIDE OF WALL
RVIEF" SIDE OF WRAPPED TO PLATE
NOTE: REFERENCE TO FULL HEIGHT STUD COLUMNS IN THIS DETAJL MAY BE
SUBSTITUTED BY PSL COLUMN PER PLAN AS REDD WHILE MAINTAIN114G STRAP
INSTALLATION CONFIGURATIONS. ADDITIONAL STUD OR SCAB MAY BE REDD FOR
PROPER STRAP ATTACHMENT PER DETAIL INTENT.
WIX GIRDER TRUSS TWIST STRAP INSTWTION 03/2712023
K::�/INO�TO SCALE R=601
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P.E.# 91476
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06/20/2024
DATE
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EXTERIOR WALL SHEATHING
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I
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a
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.0 THICKNESS AND STRENGTH AXIS
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EXTERIOR WALL SHEATHING
SHEATHING
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PANEL EDGE
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SIZE
MAILING
SPACING
I I
REQUIRED
7/16'
ad
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1
1 ALL EDGES
SHEATHING
S
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INT. FINISH WOOD SUCK ATTACHMENT: ALTERNATE'
IxCUSTOMP T. BLOCK M ft OR GWATIER BLICK M
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I �X41'
ATTACH *r NAILS 0 1/4 - 114 MASONRY
ATTACH PER FROM ENDS AND 12'O.C. SCREWS 9 4' FROM ENDS
WINDOW REMAINDER ATTACH AND 12'O.C. REMAINDER.
FLORIDA WINDOW THRU SUCK INTO 1 1/4'EMBEDMENT
PRODUCT MASONRY PER FLORIDA
ANWAL PRODUCT APPROVAL
NtIMR ELEVATION
8 ,)lMMWMATTXWWDETA1L 12/17/2021
NTS W�J;._I 40
WOOD BUCK ATTACHMENT:
INT. FINISH
Z(OR FIEATER8=TOMA9ONRY
I
I. WOOD
BUILT-UP THICKNESS � 2 1/4' = 1/4x4
2x P.T. BUCK
MASONRY SCREWS 0 4'FROM ENDS
AND 12'O.C. REMAINDER .11 1/4'
A ACH DOOR PER
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BRICK
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M LD
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F INII R
BUCK INTO MASONRY PER FLORIDA
ELEVATION
PRODUCT APPROVAL
(F IWWA SHEATHING DETAIL 11/01/2M (GABLE END SHEATHING DETAL 11/01/2023 &T-AL M TAIL 11/0112023
n,
1 � — 02
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R
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#5 RESAR. CONT
IN BOND BEAM
BOND BEAM
PER PLAN
#5 REBAR HOOKED
DOWEL
#5 REBAR VERTICAL
IN SOLID FILLED
CELLS, (SEE PLAN)
#5 REBAR HOOKED
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3' x 5' CLEAN OUT AT
ALL FILLED CELLS
SEE FOUNDATION PLAN
AND DETAILS FOR
FOOTING REINFORCING.
ROUGH OPENING
6ELOW
PRECAST LINTELS
FILLED NTH GROUT
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#5 REBAR IN VERTICAL
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EXTERIOR CMU WALL
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STRUCTURAL SHEATHING. REFER
REFER TO STR UCTURAL SHEETS
TO STRUCTURAL SHEETS FOR
FOR NAILING & OTHER RED.
NAILING & OTHER RED.
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INSULATION AS
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PRE-ENGINEERED ROOF TRUSSES
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TRUSS STRAP PER
STRUCT. DETAILS
FASCIA PER COMMUNITY SPEC
COMMUNITY PEC
kj FASCIA PER
SOFFIT& OVERHANG
SOFFIT & OVERHANG PER SPEC
PER SPEC.
BOND BEAM PER PLAN
BOND BEAM PER PLAN
PRECAST LINTEL PER PLAN
OPENING / PRECAST
P—T
SEE STRUCT. FOR
:,.LL :
ALL REINF RED
FOR
ALL REINF RED
EXTERIOR
INTERIOR EXTERIOR
E'
SEE STRUCT. DETAILS
SEE STRUCT DETAILS
FOR VARIATIONS
FOR VARIATIONS
0
FIN. FL.
I
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FINISHED GRADE
M ON
ONOLITHIC FND., SEE
MONOLITHIC FND.. SEE
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STIR CTURAL DETAILS FOR
U
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(S-- TY�CUSWWALLSEM...1110112123 11/01/2023
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WSM-010 WSM-020
2X6 WOOD BUCK ANCHORED
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O.C. STAGGER ROWS 6'
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MANUFACTURERS
M
SPECIFICATIONS
91.
1/2� x 2 1/4' HILTI SLEEVE
ANCHOR OR EQUAL MIN. 1 1/2*
9r .
EMBED INTO MASONRY(1) PER
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11101/2023
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C.O.A.# ARCHITECURE:
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C.O.E.# ENGINEERINGi--
29349
E3 IBRAHEM ELAYEB, PE
P.E.# 91476
BENJAMIN NIESE, PE
P.E.# 86025
06/20/2024
DATE
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3400 Auburn Rd
Suite 200
Auburn Hills, Ml 48326
+ 1 248.622.4035
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Suite 150
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+1 813.466.3310
www.fieldstoneae.com
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LOADS LISTED HAVE BEEN CALCULATED OR COMPILED FROM APPROVED MANUFACTURERS:
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MAXIIVIUM LOAD (PLFI
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2231
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6607
8054
9502
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4605
5205
6113
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1974
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2561
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8107
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6113
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2210
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4113
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1600
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060
3942
4M
ea 1
5817
GM
1.6.1
62'
720
1232
1 2177
3730
AW
1 3031 1
3707
4303
1 SM
1232
21"
2M
"W
S35I
ow
am
nw
7-1"
6 2"
570
991
1729
2100
2632
2205
2698
3191
3685
gel
1729
2108
282
am
MR
4742
wm
1'4"
7101,
488
699
1160
1516
1626
2564
3486
2818
3302
fies
Im
"IS
im
2564
am
2M
F2-M-
I-
V 4�
S`V,
416
699
11w
N/A
1625
2564
346
2918
3302
499
INS
N/A
IM3
2564
34815
2964
331U
10, 01
92'
354
535
a"
N/A
1 1247
2D93
7777
2163
2535
535
W54
N/A
2533
am
ZM
2615
War
IV 0"
315
567
am
N/A
1366
IB445
2423
3127
1 4005
945
MIA
INS
11SAMIS
2423
3227
4006
12-1-
IV 8"
292
2
525
873
N/A
1254
1584
2193
2805
3552
us
an
N/A
1254
3W4
ZL93
2=
SIM
ITS'
Ir 2"
_7
277
471
755
N/A
1075
1428
1838
2316
2SM
4n
755
N/A
Im
1428
1238
2316
M
13'4'
170,
ZSS
255
471
755
N/A
1CY75
1428
1838
2326
2535
al
755
N/A
I lfflS
"a
I Me
2316
2M
'.111
ly all
239
424
706
N/A
1OD2
1326
1697
2227
2278 1
424
70
N/A
IM2
1328
M97
2127
24'9'
13'4'
N/A
N/A
N/A
N/A
N/A
N/A
N/A
IN 7/A
N/A
793*
N/A
IM0
1421-
1779-
2Ur
2w.
15, IV,
IWO"
N/A
NIA
N/A
N/A
N/A
N/A
N/A
N/A
t263D
N/A
WA
7100
N/A
11,10.
1331.
law
202*
242*
17'4!'
160,
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N A
NIA
SM'
NIA
qw.
inr
1379-
1672-
leer
19, X,
1810,
N/A
N A
N A
N/A
N/A
NIA
N/A
IN A
75D*
qw.
n77-
1415-
1675-
20'01
Iff Il'
N/A
N/A
I
NIA
NIA
N/A
N/A
N/A
N/A
N/A
BW
N/A
5%.
us.
1114*
Lw
146B*
24, a
2Z 8'
N/A
NIA
N/A
N A
N/A
N/A
N/A
MIA
N/A
WA
250'
N
450-
'PRESTRESSED **IFW/2"FIECESSLI-LINTELS
Type A= Unfilled no Reber; Type 8 = Continuous Grout, Steel per Plan In Bond Beam Only; Type C = Continous Grout.Steel per plan In Bond
Beam IS Lintel
LEGEND
rMl
8x8 FILLED CELL W/ (1) #5 REBAR
BEAMS
FET71
DX8 FILLED CELL W/ (1) #7 REBAR
HEADER - WIDTH TO MATCH WALL
GIRDERS
8X8 FILLED CELL W/ NO REBAR REOD
-----
PLUMBING WALLS (FOR REFERENCE)
--------
BEARING/SHEAR WALLS (FOR REFERENCE)
45'CMU - FILL CELLS W/ #5 REBAR
ROOF BLOCKING
1202 FILLED CELL W/ #4 REBAR
(IN WALL)
BALLOON FRAMED
[C7:
1 �12 FILLED CELL W/ #4 REBAR
WALLSMIGHER BEARING WALLS
(IN COLUMN)
CONCRETE TIE BEAMS
-!Iiiilg�
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.)
<�-
BRACED WALL UNE
FASTENERS
ALLOWABLE LOADS
CONNECTOR
CITY
TYPE
I""' JUPLIFT
Il SO 1.0
(11.) 0 1.6
(LATERAL
li @ 1.6
META16
8
8
0.148'.1-1/2'
I-
F1.340
F2: 1.
HETA16
9
9
0.148-rcl-1/2-
leiO
Fl: 340
F2 770
12) META16
a I-DIV
a
10
0.148-.1-In'
1875
FI:690
F2 770
(2) META16
0 2- or 3-d�
24
I 4
0.162-.3-1/2'
179S
FI 1285
F2 1080
(2) HETAIS
I-dv
10 1
0.149
1920
Fl:680
F2 : 770
12)HETA16
0 2- or 3-ply
12
0.162"x]1-1/2�
2365
Fl 1350
1`2�1430
HSTMI26
a
0.1411r`xI-1/2'
1110
Fl: 120
F2 90
4
1/4"Al-3/4"CONC SCREW
LGUNQS-2
6
3/8".4'TITEN No
8250
2435
6
1/4"x 2112"SDSSCREW
MSTC28
36
0.148".31/4"
3460
MTS12
14
0.148"xl-112"
-
9w
(21 WS12
28
0.148"xl-1/2"
-
1990
MnI6
14
0.148"xl-1/2"
--
9w
HU210-2
18
1/4'x 2 3/4'CONC SCREW
3500
law
10
1114Wxll"
KTS16
32
0.148'xl-1/2*
--
2,890
WNTS16
26
idiwi-tw
1310
HTSZO
24
0.148-xl-1/2-
1310
LSTA12
10
0.148".2-1/2'
925
1
LSTAIII
24
0.149-0-1/2'
123S
LSTA30
22
0.148"x2-112"
164D
MSTA24
IS
0.149'X21/2"
1,640
(2) MSTA24
316
11148-)(21/2�
3,290
MSTA36
26
0. 148" X 2 1/2'
2ASO
(21MSTA36
52
0.148-X21/2'
4,IGO
MSTA30
22
0.148�x2-IJ2"
2050
MSTC28
36
11148'. 3114'
3,460
MSTC52
62
0.1411"X31-1/4'
4735
MSTAM24
9
0.148'X 3'
1,425
S
1 "X21
MSTAM36
13
0.148" X 3-
1.270
a
1/4' X 2 1/4-
-
(2) MSTAM36
26
16
0.146'X 3*
IJ4" X 2 1/4'
3740
MSTCM4D
10
1/4N2-1/4- CONC SCREW
28M
14
0.148"93-1/4"
MGT
22
0.148N30
3965
FI:775
77'
F2
F2:525
I
S/S'ATR
HGT-3
is
0.148'.3'
10.790
-
2
3/4- ATR
VGTR or L
I
SIS'ATR
2225
,2'
SO
F1:650
F2
F2:630
16
1/4"x3- SIDS
VGTRjL
2
5/8"ATit
-
5545
Fl IS 5.
650
F2
F12130
'0
32
1/4-0- SIDS
VGT
I
S/S"ATR
-
4940
IEIS
F1�1185
F2: SW
-
16
1/4".3- SIDS
(2) VGT
2
S/8' ATR
7185-2ply SSW
3,N
FI : 11185
F2:590
32
1/4 3' SIDS
DTT2Z
1
B
1/2'ATR
1/4"x3"SDS
1825-2.4 mi.
21454212x4 min
-
HTT4
I
5/8-ATR
3610
-
IS
0.148"x3-112"
HTTS
I
5/8-ATR
4670
-
26
0.148'x3'
HTT5KT
I
510'ATA
5445
26
SID 810.24/2'
AEU44Z
1
S/8- ATR
7S70
19M
12
0.162'.3-1/2'
ABUW
1
5/8-
IB205
247S
12
0.162".3-1/2"
H2.SA
10
0.131".2-1/2'
565
F1:110
F2: 110
H10A
18
0.14rxl.1/2"
1340
FI:565
F2 :285
HICA-2
18
0.148�4-1/2'
1000
FI:6SD
F2 ; 260
HUC48
14
I/4"x2-yW.S -BE-
3500
1135
6
HUC414
24
1/4"M2-3/4- CONIC SCREW
SOBS
201S
12
0.148",3"
LUS26
1 4
..'4."x3"
865
1165
SPHAI
12
0.14B�xl-1/2"
-
Side: 640
Center: 1280
DTC clips
4
3/16-x2-3/4' CONC SCREW
-
FI 85
F2: 2 35
2
0.131-4-2/2-
A3S
12
0.131"xl-1/2"
FI:650
F2:670-
SDWC15600
I
SDWCISfi(Q
615
FI:130
F2 ; 22S
SDWC15450
I
SDWC15450
295
FZ: 150
HTU26
20
0.162-.3-1/2-
3200
1250
14
0.148".3*
LGU3�63-SDS
16
1/4- X 2 112-
6,720
5.555
12
IJ4- X 2
HDUS-SDS2.S
1
7/8' ATR
7,870
20
1/4- X 2 1/2' SIDS
HDUII-SDS2S
1
1" ATR
11,17S
30
1/4- X 2 112- SD5
THD26
20
0.162". 3'
2M
3240
20
0.148"x 11/2'
T-211-2
32
4310
1,
.
1 6 4.
ABBREVIATIONS:
AD
ANCHOR DOLT
EA
EACH
INT
INTERIOR
AFF
ABOVE FINISHED FLOOR
ELEV
ELEVATION
JST
JOIST
ALT
ALTERNATE
EMBED
EMBEDMENT
MAX
MAXIMUM
APPROX
APPROXIMATE
EN
EDGE NAILING
MFR
MANUFACTURER
ARCH
ARCHITIECTARCHITECTURAL
EQ
EOUAL
MIN
MINIMUM
AIR
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
DOT
BOTTOM
FID
FLOOR DRAIN
CIC
ON CENTER
BRG
BEARING
FDN
FOUNDATION
OPNG
OPENING
BTWN
BETWEEN
FIN
FINISH
OPP
OPPOSITE
CANT
CANTILEVER
FLR
FLOOR
PEN
PLYWOOD EDGE NAILING
CL
CENTERLINE
FIN
FIELD NA]UNG
PLYWD
PLYWOOD
CIP
CAST IN PLACE
Fr
FOOT / FEET
REINF
REINFORCING/PEINFORCEMENT
Cj
CONTROL JOINT
GALV
GALVANIZED
REDO
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
CONC
CONCRETE
GYP
GYPSUM
Sim
SIMILAR
CONT
CONTINUOUS
HID
HOLD DOWN
SP
SOUTHERN PINE #2 OR BETTER
DBIL
DOUBLE
HDR
HEADER
SPF
SPRUCE PIR FIR *1/#2 OR BETTER
DIA
DIAMETER
ILO
IN IJEU OF
TYP
TYPICAL
DWG
DRAWING
IN
INCH
UNO
UNLESS NOTED OTHERWISE
140 WINDSPEED CHARTS
140 MPH 2023
FL - C & C Pressures (Aso)
EffediwWlindAnes
GabilefloofComponents
I Hip hoot Compon,ents
Wall Component.
z- I
zon. 2
Zone 3
Z I
zone 2
Zone 3
Z-4
5
A, 100 SCIFT(Gird-1
17'1
1 313
17.1
71
-42.7
17.1
:112
Ill
1 -22!;3
-'E'S
14.8
1 -36.5
31.1
-34.1
31.1
1 -38.0
A<S0SQFT(W1ndo-)
2;2
tIt
19.2
� �1 ]
-54,9
392
_Ea
lI,7
V7
-32.7
18.7
1 -45,9
327
-35.9
3Z7
1 -41.3
A � 10 SQFT (Fan�S)
2 2
-a&I
242
1 -98.6
27.3
27.3
1 -67,
36.5
-39.7
Compormb and Cladding Pressures (ASID) - 2023 R.
Positive Nestative
Width Heiglid Effective Pressure Pmuwe
Lid Are-= 121 LRZfl
16070 OHGD
...
16
7
112
30.8
-34.4
3D6B
w/3010 TR
ENDS
3
8
24,0
34,15
-45.1
3D6B
MM/30IOTR
4
3
9
ZiLO
34.6
-37.7
3090 DOOR
ENDS
3
a
24,0
34,6
-45.1
25SH
4
3
S.2S
15.9
35.6
-38.7
DOES SGID
4
6
6.67
41110
33.4
-36.6
28M DOOR
4
267]
6,67
17.8
35.3
1 -38.3
3050SH
4
3
5
15.0
35.7
1 -38,8
3050SH
ENDS
2
5
1��O
L5.7
-47-3
2040SH
ENDS
2
i
It
-490
6080 SGD
4
6
8
OMEN PRESSiRES SHOWW ARE MINIMN ALLOWABLE
VALLIES. VkUES ARE 10 BE INCREASED AS
REOURED BY MORE STMNGENT LOCAL REQUIREMENTS
CIRO Fieldstone
0
C.O.A.# ARCHITECURE:
AA26002802
C.O.E.# ENGINEERING:
29349
13 IBRAHEM ELAYEB, PE
P.E.# 91476
N BENJAMIN NIESE, PE
P.E.# 86025
06/20/2024
DATE
0 3
&.*0 At.
2 E
E
9 1 Z
.6
E
.2 E EE
E x
Michigan
3400 Auburn Rd
Suite 200
Auburn Hills, Mi 48326
+1 248.622.4035
Florida
12906 Tampa Oaks Blvd.
Suite 150
Tampa, FIL 33637
+1 813.466.3310
www.fieldstoneae.com
0
0
z
>
z
C)
F-
L
7
-j
IDRAWN BY: I FAE7
VERSION: 5.0]
SHEET NAME
REFERENCE
CHARTS
SHEET #
S5.1