HomeMy WebLinkAbout37878 Dusty Saddle Ln510 - EISENHOWER CMU
Garage Right - Elevation K3
SHEET INDEX
NU1"IE3ER:
SHEET NAME:
NL., IBER:
SHEET NA'^^E
CIS
COVER SHEET
CS-3
SQUARE FOOTAGE CALCULATIONS
F-1.0
FOUNDATION - SLAB PLAN
E-ID
ELECTRICAL PLANS - FIRST FLOOR
E-2.0
ELECTRICAL PLANS - SECOND FLOOR
A-1.0
FIRST FLOOR PLAN
A-2.0
SECOND FLOOR PLAN
P-O.I
PLUMBING RISER DIAGRAM
A-32
Mt5G DETAILS
A-3.3
MISC DETAILS
A-3.4
MISC DETAILS
4-330
FRONT / REAR ELEVATIONS K / ROOF PLAN
A-331
SIDE ELEVATIONS K
A-4.0
BUILDING SECTIONS
GENERAL NOTE5
THE STANDARD GENERAL SPECIFICATIONS FOR AMERICAN HOMES 4 RENT < AMP
DEVELOPMENT SHALL GOVERN EXCEPT AS MODIFIED a SUPPLEMENTED BY THESE
PLANS.
THESE PLANS HAVE BEEN DESIGNED TO MEET THE REQUIREMENTS OF.
2023 FLORIDA BUILDING CODE, RESIDENTIAL, STH EDITION
OCCUPANCY: SINGLE FAMILY RESIDENTIAL
CEILING CONSTRUCTION.
E R
I. THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA
BY NOT LESS THAN 1/2 INCH 021 m) GYPSUM BOARD APPLIED EDTO THE GARAGE
SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL HABITABLE ROOMS ABOVE BY NOT LESS THAN 5/8 INCH 115.E mm) TYPE "X" GYPSUM
BOARD OR EQUIVALENT. WHERE THE SEPARATION IS A FLOOR -CEILING ASSEMBLY,
THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY NOT
LESS THAN 1/2 INCH (127 min) GYPSUM BOARD OR EQUIVALENT.
EXTERIOR='NISHE5.
THICKNESS OF TEXTURED FINISH OVER FRAME APPLICATION SHALL BE PER THE
CURREN'. APPROVED BUILDING CODE AND ASTM C926. INSTALLATION OF EXTERIOR
LATHING AND FRAMING 4PPLICATION REQUIREMENTS TO BE PER THE CURRENT
APPROVED BUILDING CODE AND ASTM C 1063.
EGRESS:
I- EACH E DROOM MUST HAVE ONE WINDOW THAT OMP L S WITH EGRESS CODES, IF
THERE IS NO ACCESS TO EXTERIOR THROUGH A DOOR THE WINDOW MUST HAVE A
MAXIMUM OPENING HEIGHT OF 44" ABOVE FINISH FLOOR LINE OF THAT PARTICULAR
ROOM.
2, IN DWELLING UNITS WHERE THE OPENING- OF AN OPERABLE WINDOW IS LOCATED
MORE THAN 72 INCHES ABOVE THE FINISHED GRADE OR SURFACE BELOW, THE
LOWEST PART OF THE CLEAR OPENING OF THE WINDOW SHALL BE A MINIMUM OF 24
INCHES ABOVE THE FINISHED FLOOR_ OPERABLE SECTIONS OF WINDOWS SHALL NOT
PEQ-11T OPEN ING5 THAT ALLOW PASSAGE OF A 4" SPHERE WHERE SUCH OPENINGS
ARE LOCATED WITHIN 24 INCHES OF THE FINISHED FLOOR PER THE CURRENT
APPROVED BUILDING CODE.
FLASHING-:
I. FLASHING SHALL BE INSTALLED AT WALL AND ROOF INTERSECTIONS, DECK AND
WALL INTERSECTIONS, AT GUTTERS, AT ALL CHANGES IN ROOF SLOPE OR DIRECTION,
AND AROUND ROOF OPENINGS_
2. APPROVED CORROSION -RESISTANT FLASHING SHALL BE APPLIED SHINGLE
FASHION IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL
CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING
COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR
_ALL FINISH. APPROVED CORROSION -RESISTANT FLASHING SHALL BE INSTALLED AT
ALL REQUIRED LOCATIONS PER THE CURRENT APPROVED BUILDING CODE.
WINDOW INSTALLATION,
I. WINDOWS SHALL BE INSTALLED AND FLASHED IN ACCORDANCE WITH THE
MANUFACTURERS WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION
INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW
FLOOD ZONE REQUIREMENTS:
PLAN MEETS OREXCEEDS F _MA FLOOD FINISHED GARAGE FLOOR ELEVATION
BATH AREAS:
I. INSTALL 2.4 BLOCKING AT TOILET PAPER AND TOWEL BAR LOCATIONS, SEE
DETAILS,
KITCHENS:
I. INSTALL 2X6 BLOCKING AT 89" AF,F, ON CENTER FOR UPPER CABINET
INSTALLATION.
TUB AND SHOWER AREAS:
I. CEMENT, FIBER -CEMENT, OR GLASS MAT GYPSUM BOARD lNO GREEN BOARD
ALLOWED) IN COMPLIANCE WITH ASTM CI288, CI325, OR CI178 AND INSTALLED WITH •8
x-1/14" DAGGERZ PHILIPS WAFER HEAD CEMENT BOARD SELF DRILL SCREWS W/
COATING SHALL BE USED AS BACKERS FOR WALL TILE IN TUB AND SHOWER AREAS,
AND WALL PANELS IN SHOWER AREA5.
TERMITE TREATMENT:
TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES,
INO_UDING SOIL APPLIED PESTICIDES, BATING SYSTEMS, AND PESTICIDES APPLIED
T O LOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION LABELED FOR
USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION OF
THE APPLICATION OF THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE OF
COMPLIANCE SHALL BE '.SSUED TO THE BUILDING DEPARTMENT BY THE LICENSED
PEST CONTROL COMPANY THAT CONTAINS THE FOLLOWING STATEMENT: "THE
BUI'_DING HAS RECEIVED A COYIPLE`E TREATMENT FOR THE PREVENTION OF
SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER
SERVICES."
MECHANICAL AND HVAC.
I. ENERGY CALCULATIONS FOR HEATING AND COOLING CAPACITIES SHALL BE
FURNISHED BY THE MECHANICAL ENGINEER AS AN ATTACHMENT TO THIS PLAN. SET
AT THE TIME OF APPLICATION FOR PERMIT.
2. MECHANICAL APPLIANCES SHALL BE ACCESSIBLE FOR INSPECTION, SERVICE,
REPAIR, AND REPLACEMENT WITHOUT REMOVING PERMANENT CONSTRUCTION, OTHER
APPLIANCES, OR ANY OTHER PIPING OR DUCTS NOT CONNECTED TO THE APPLIANCE
BEING INSPECTED, SERVICED, REPAIRED, OR REPLACED. A LEVEL WORDING SPACE
AT LEAST 30 INCHES (162 mm) DEEP AND 30 INCHES (762 mm) WIDE SHALL BE
PROVIDED IN FRONT OF THE CONTROL SIDE TO SERVICE AN APPLIANCE.
ENERGY REQUIREMENT SCHEDULE
EXTERIOR WALLS IFRAI9E)
R-13
EXTERIOR WALL5 (15LOCK)
41 FOIL
ATTIC CEILING
R-30
3_ DUCTS IN THE GARAGE AND DUCTS PENETRATING THE WALLS OR CEILINGS
SEPARATING THE DWELLING FROM THE GARAGE SHALL BE CONSTRUCTED OF A MIN,
'26 GAUGE (0.48 mrn) SHEET STEEL OR OTHER APPROVED MATERIAL AND SHALL
HAVE NO OPENINGS INTO THE GARAGE.
4 FOUNDATIONS T rOUND 710N5 AND SUPPORTS FOR OUTDOOR MEC-IANICAL SYSTEMS SHALL BE
INSTALLED ABOVE THE BASE FLOOD ELEVATION AND SHALL ALSO CONFORM TO THE
MANUFACTU INSTA IONINST INSTRUCTIONS, RER'S LLAT N R G
5, AUXILIARY DRAIN PAN. CATEGORY IV CONDENSING APPLIANCES SHALL BE
PROVIDED WITH AN AUXILIARY DRAiN PAN WHERE DAMAGE TO ANY BUILDING
COMPONENT WILL OCCUR AS A RESULT OF STOPPAGE IN THE CONDENSATE DRAIN
PIPING SYSTEM. THESE PANS SHALL BE INSTALLED IN ACCORDANCE WITH THE
APPLICABLE PROVISIONS OF SECTIONS M1411.3.
EXHAUST FANS AND VENTING:
I. OUTDOOR DISCHARGE. THE AIR REMOVED BY EVERY MECHANICAL EXHAUST T
SYSTEM SHALL BE DISCHARGED TO THE OUTDOORS_ AIR SHALL NOT BE EXHAUSTED
INTO AN ATTIC, SOFFIT, RIDGE. VENT OR CRAWL SPACE.
2. EXHAUST AIR FROM BATH ROOMS AND TOILET ROOMS SHALL NOT BE
RECIRCULATED WITHIN A RESIDENCE OR TO ANOTHER DWELLING UNIT AND SHAL
L BE
EXHAUSTED DIRECTLY TO THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND
TOILET ROOMS SHALL NOT DISCHARGE INTO AN ATTIC, CRAWL SPACE, OR OTHER
AREAS INSIDE THE BUILDING.
3. DUCT LENGTH THE MAXIMUM ALLOWABLE EXHAU57 DUCT LENGTH SHALL BE
DETERTIINED BY ONE OF THE METHODS SPECIFIED IN SECTIONS M15024.51 THROUGH
11502 45.3_ THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET FROM
THE CONNECTION TO THE TRANSITION DUCT FROM THE DRYER TO THE OUTLET
TERMINAL- THE MAXIMUM LENGTH OF THE DUCT SHALL BE REDUCED 25 FEET (762 mm)
FOR EACH 45 DEGREE TOTE RAD) BEND AND 5 FEET (1524 mm) FOR EACH 9O
DEGREE (Ie, RAD) BEND. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT
INCLUDE THE TRANSITION DUCT. EXCEPTION - WHERE A CLOTHES DRYER BOOSTER.
FAN IS INSTALLED AND LISTED AND LABELED FOR THE APPLICATION, THE MAXIMUM
LENGTH OF THE EXHAUST DUCT; INCLUDING ANY TRANSITION DUCT, SHALL BE
PERMITTED TO BE IN ACCORDANCE WITH THE BOOSTER FAN MANUFACTURER'S
INSTALLATION INSTRUCTIONS. WHERE A CLOTHES DRYER BOOSTER FAN 15 INSTALLED
AND NOT READILY ACCESSIBLE FROM THE ROOM IN WHICH THE DRYER IS LOCATED,
A PERMANENT IDENTIFYING LABEL SHALL BE PLACED ADJACENT TO WHERE THE
EXHAUST DUCT ENTERS THE WALL. THE LABEL SHALL BEAR THE WORDS "THIS DRYER
EXHAUST SYSTEM IS EQUIPPED WITH A REMOTELY LOCATED BOOSTER FAN"
4, PROVIDE BACK DRAFT DAMPERS AT INTAKE AND EXHAUST LOCATIONS AS
REQUIRED BY THE CURRENT APPROVED BUILDING CODE.
2.4 2025
ISSUED: 4/30/2024
VERSION: 5.0
SQUARE FOOTAGE
AH4R ASSET MANAGEMENT SQ. FT,
HEATED AREA
Sq.Ft.
MAIN LEVEL
107
5EGOND LEVEL
!220
TOTAL AH4R SQ. FT. (SkWCMYI)
2297
METHODOLOGY: ANSI Z765-2003
totalrea cafromutsidetooutsideofframingncludingoponafinsh. This area excludes stairwell at highest IS. above grade, garage, covered patio/porches.
�.--
ALL WORK SHALL COMPLY WITH PREVAILING
CODES FLORIDA BUILDING CODE,
NATIONAL ELECTRIC CODE,
AND THE CITY OF ZEPHYRHILLS
ORDINANCES
RE\/IEVN DATE®
Ci1Y OF ZI�ERHi
PLAN EXA
22021 AMN DEVELOPMENT
DO NOT SCALE THESE DIZ414 fi.
VERRY MILDNS ORIENTATION WITH
CLNIRACTOR .AND 517E PLANS
BEFORE CON57I T ON. THESE
DRAWIN'i5 DO NOT CONTAIN
517ECIFIC IWORMATIQJ f3R ANY
STR TLRAL EI-ClENTS !TO BE
FRONDED BY ENGP.gER CF
RECORDi ANY DISCREPANCY
(DIMENSTHES, CDFAW1 ➢5 EfT
BETWEEN THESE DRAWINGS AND THE
ASSG I,,, S DRAWINGS ar TE SITE
DRAWINGS SHALL BE REPO IR N T
CN5TR.C• IO AT ALL AND E
CQISTML ON$HALL THE
WTIL CORRECTED. THE
CONTRACTOR ATONES THE
(gSPONSITSL TO MEET ALL
�SSO"ItAL5RFH4 TS OF LOCAL 1 15-
QFICIAL9 1 TO CLtIPLT S S'= _
BUILDING CODES
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VERSION: 5.0
"HwAE
COVER SHEET
sleTe
CS
SQUARE FOOTAGE CHART TANr :T�PV WITH
a��
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.w� , —TAN
T T ANY
5.IFE
ERC
(DItt�YS! Es, Cm'IENTAT!, El I
BE.THE�x DRAWRY3Ax TE
ELEVATION'K' C����`° °I-°
LLRTRAcw� AT E RE am ND
CON.TIL T!OV EcTE f THE
WT! GTOR ELTED-ST
LD'NiRACTOR ATe MEE THE
1111E!T6L To A ET ALL
RE [UALMRITS G¢ LOCAL BUILDING,I
Lff DIALS � .o Cistj T WITH STATE _
BUILDitlG CODES. 1
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SQUARE FOOTAGE
CONSTRUCTION AREA CALCULATION
HEATED / CONSTRUCTION AREA
Sq. Ft.
(MAIN LEVEL
1011
5EWND LEVEL
1214
TOTAL HEATED/CONSTRUCTION AREA (Sleb/CMQ
2287
METHODOLOGY: ANSI Z765-2DM
The total area calculated from the outside -to -outside of framing, including optional finished basement options. as
shown. This area excludes staimell at highest level above grade, garage, covered patio/porches.
BUILDING ENVELOPE AREA (ALL AREAS UNDER ROOF)
Sq. Ft.
6ARA6E
411
FRONT COVERED PORCH
17
TOTAL BUILDING ENVELOPE (Sleb/CMA
2785
COVERED LANAI
120
METHODOLOGY
Building. Envelope Area: The total area calculated, including Heated/Construction area as calculated, and also
including garage, covered patio/porches.
MAXIMUM DEPTH
MAXIMUM WIDTH =
35'-O"
"MAXIMUM BUILDING HE16HT A.F.F. =
27'-5"
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VERSION: 5.0
]�TNYE SQUARE FOOTAGE
CALCUATIONS
9ffTt
CS-3
I I I 119 I I I
—
— — — — —
LANAI SLAB
4 CONCRETE SLAB MIN. OVER 6 MIL
VAPOR BARRIER SLAB SHALL BE OVER
CLEAN COMPACTED FILL W/ FIBER"1E5H
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CONCRETE SLAB
4" CONCRETE SLAB MIN. OVER 6 MIL
j 0
VAPOR BARRIER SLAB SHALL BE OVER /
CLEAN COMPACTED FILL W/ FIBERMESH
9'-4y'-
HVACCHASE �f
BASED CN
LOCATION
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CGNWIT FOR
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CONCRETJ SLAB
4" CONCRETE SLAB g11N. OVER 6 MIL
_
VAPOR BARRIER. SLA SHALL BE OVER
CLEAN COMPACTED F LL W/ FIBERMESH
-,
NB -
�p
O 4" CONC SLAB
4" CONCRETE SLAB MIN. OVER 6 MIL
m
U M11 W/ FIBERME-
VAPOR BARRIER SLAB SHALL BE OVER
m
w� J
0
CLEAN COMPACTED FILL W/ FBMI ER
v
16'-0" OPENING 2-0
PART. PART. SLAB PLAN - ELEVATION'r
acuR BCNPPr<:14-,N+,vppa"aq
FOUNDATION PLAN NO?FS
ALL WOW SHALL BE IN STRICT EOMPJANCE WITH 9111LDiW,
CODE, RESIDENTIAL, AND COUNTY BUILDING DEPARTMENT.
STRIP TOPSOIL, TREES, STUMPS, ROOTS, ETC FROM ALL
AREAS WHERE COSTRUCTION WILL OCCUR UN.O.
FILL 5HALL BE FIRMLY COMPACTED, CLEAR SANO/CLAY
MATERIAL: FREE OF ROOTS, ORGANIC MATTER OR OTHER
INTERIOR BEARING LOCATIONS 5HOULD BE COORDINATED
WITH TRUSS MANUFACTURER, STRUCTURAL ENGINEER
PROVIDE SOIL TREATMENT AND VAPOR BARRIERS AT ALL
SLABS (INTERIOR)
&.1 CMH DEVELOPMENT
DO NOT SCALE THESE DRAWMG-5.
VERFT BWLDP s ORIENTATIM WITH
CONTRACTOR AND 5rtE PLANS
EEFORECOIST TICK THESE
DRAWRY6 DO NOT CONTAIN
SPECHC IfORTIATIGN FOR ANY
j 5R 7ELEMENTS (TO SE
PROVIDED 6T E IONEER 6
! RECORD1.ANY DISCREPANCY
CDMENSION5,O ENTATICN,. ETC)
EENEEN THESE DRAMNS5 AND THE
ASSOCIATED DRAWRG5 a- 517E
DRAVW--S SHALL BE REPORTED TO
CONTRACTOR AT ONCE MD NO
CONST2ICTICN SHALL PROCEED
UNTIL CO2RECTED. THE
CONTRACTOR A5511E5 THE
RE6PON5I5LITY TO MEET ALL
RECIL RET ENT5 OF LOLAL MIL-N.
OFF. CIALS T TO COMPLY WITH STATE
EWILDING CODES.
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VERSION: 5.0
FOUNDATION- �i
SLAB PLAN
BffTf
F-1.0 K
FLOOR DDLAN NCTES
PROVIDE '../1" (MiNIMUTVGYPSJM BOARD SEPARATION AT WALLS AND 518" TYPE X GEILIW-5
IN THE GARAC-E ADJACENT TO THE MAIN HOJSE AND ATTIC AREAS.
WASHING MACHINE 15 ALWAYS LOCATED LEFT OF THE DRYER LNLE55 NOTED OTHEW5E_
ALL EXTERIOR WALLS ARE DRAWN AT 8" CMU UNLESS NOTED OTHERWISE.
ALL INTERIOR AND COMMON WALL5 ARE DRAWN AT 3 112" IANLES5 NOTED: OTHERWISE.
HEADER FOR FIRST FLOOR 15 AT 8'-0" w/ 9'-4" CLG , SECOND FLOOR 15 AT 1'-0' W/ B' CLG
HANDRAIL HEIGHT SHALL BE 36" MEASURED VERTICALLY FROM THE NOSING OF THE TREAD.
(•) DENOTES EGRESS WINDOW
HANDRAIL
1-112' MIN
GRASPABLE
HANDRAIL'
i MIN TD I/2"
I-12"
D IAI- MAXMAXm
m
2ETLa.
� HANDRAIL
m
SSA PLAN
PROVIDE HANDRAIL iN :O IANCE WITH
THE CURRENT APPROVED BUILDING LADE.
STAIR DIAGRAM
Im"
N
FLUD R-
9'-4"CLG
VINYL PLANK
-0"
V-
- - - _ - - - _ -
LANX
3. 4" CLG AFF.
CONCRETE
I III III
"
25 SH
75 5H
75 5H
2868
HB
BREAKFAST NOOK
9'-4" CLG
VINYL PLANK .Tp
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-
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9'-4" CLG
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VINYL PLANK
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GARAGE WALLS COMM04J
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-
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GARAGE
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15 SH 25 5H
I6'-0° a T'-0" OH. GARAGE DOOR
FRO T FoRCN VEIRIFY
-4 C� LG AFF_
CONCRETE
12'-8"-4„
15'-4" I' 811
FIRST FLOOR PLAN - ELEVATION'r
WALE /4-%; W P q
03071 AMH DEVELOP'1EN?
DO NOT fLDI 11E5E DRdw�G,.
SERF. �,ILD� �e.�ATION �IT�
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DR.A.4vE 5'r�� '_ 6E f�FORiED TO
ccN TRZ-Tl AT �E AND E
CPti5TR1CTIGN SHALL PTHE
WTIL COFRECTED. THE
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THE -
Fg5FQL51T5 OF O MEET ALL
REC ALA ONTO OF LOCAL EH BTA G
LT: ICIALS . TO COMPLY WITH STATE - 1
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VERSION: 5.0
FIRST FLOOR PLAN '
OUT#
-1.0
FLOOR FLAN NOTF5
PROVIDE 112" (MINIMUM; GYPSUM BOARD SEPARATION AT WALLS AND 5/8" TYPE X CEILINGS
IN THE GARAGE ADJACENT TO THE MAIN HOUSE AND ATTIC AREAS.
WASHING MACHINE IS ALWAYS LOCATED LEFT OF THE DRYER UNLESS NOTED OTHERWISE.
ALL EXTERIOR WALLS ARE DRAWN AT 8" CMU UNLESS NOTED OTHERWISE.
ALL INTERIOR AND COMMON WALLS ARE DRAWN AT 3 1/2" .NLESS NOTED OTHERWISE.
HEADER FOR. FIRST FLOOR 15 AT 8'-0" w/ 5'-4" CLG 1 SECOND FLOOR 15 AT T-0" W/ 8' CLG.
HANDRAIL HEIGHT SHALL BE 36" MEASURED VERTICALLY FROM THE NOSING OF THE TREAD.
P)DENOTES EGRESS WINDOW
ooce rvwEro Feu —
CtMEi FAIT [ti1RM@d
j DOOR
000e
'Li'F570D -WON
— SLI 9tVA1[IH
pNENL[N NNVIfS PE
HVAC RAISED PLATFORM
NANDR.AIL
1-1/2'' MIN
GRASPABLE
HANDRAIL,
4" MIN TO I/2"
-Irz^ MAx MIN.
D14METER--
K1
RE7U
� HANDRAIL
55� PLAN
PROVIDE HANDRAIL IN COMPLIANCE WITH
THE CURRENT APPROVED BWLDIN'G CODE.
STAIR DIAraRAM
10"
S
B9
35 -11,
305 SH () I 305j 5H 0) 30J 5H (•J 1
I2,_I„ l'''''-be 15'-4Y"
`wa,
B DROOM WRIMARI
6' CLG O' GLG
INYL PLANK VINYL PLANK SUITE
_� L---_--_ 8'-0"GLG.
IR46 VINYL PLANK
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B'-4y" s 2'-PLATFORPER DETAIL B
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IRIS
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OPT. TEMP
2'-6y"
m"
5'-8 "
3'-8
3'_4 "
d°4'-3k'
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AND INSTALL LOCALLY CERTIFIED SMOKE DETECTORS.
GROUND FAULT CIRCUIT'INTERRUPTER SHALL BE PROVIDED AS REQUIRED IN NEC
210&A) AND INSTALLED N A READILY ACCE551BLE LOCATION.
IT 15 THE RE5PON51BILITY OF THE LICENSED ELECTRICIAN TO INSURE THAT ALL
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RE— TO ENERGY CALCULATIONS FOR. ADDITIONAL INFORMATION.
PROVIDE rHE REQUIRED CLEARANCES AROND PANELS AND DISCONNECTS IN
CO9PLIANCE WITH NEC 11016.
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THE BRANCH CIRCUIT SUPPLYING THE RECEPTACLES) IN A GARAGE SHALL NOT
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AF0 PROTECTION - 21012 (B) DWELLING UNITS. ALL 120 VOLT, SINGLE PHASE, 15 AND
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THRU-WALL FLASHING
NOT TO SCALE
HOUSEWRAP BARRIER (TAPE ALL
JOINTS) OVER EXTERIOR
SHEATHING PER SPEC -SHEATHING
TO OVERLAP RUBBERIZED
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o BRICK VENEER -TYPICAL
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-
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CONTINUOUS MORTAR NET
HOLES AT COURSE OF BRICK
'E FLASHING - 2,f' O.C.
— WEEP HOLES AT COURSE
ONTALLY
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SOLD GROUT BEHIND
HORIZONTALY
FIRST COURSE-TYPICAI
POURED FOUNDATION
FOUNDATION--"
WAIL
BRICK LEDGE ----
THRU-WALL FLASHING @ BRICK LEDGE
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SPECIFIED
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BEYOND BARRIER CUT
INSTALL HEAD FLASHING OVERLAPPING
WINDOW FLANGES A MN. OF 2' -INSTALL
UNDER HOUSEWRAP
APPLY JAMB FLASHING OVER SIDE
OVE
HEAD AND WOVERLAP AT SILL
INSTALLWINDOW OVER SEALED AND FLASHED
PREMANUFACTURED SILL PAN BEFORE TAPING - FILL
ENTIRE INTERIOR PERIMETER GAP W /
NON -EXPANDING FOAM OR SEALANT
TAPE SEAM OF OVERLAPPING PLASTIC SILL
BOOT
PREMANUFACTURED PLASTIC SILL
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%AnNnnw nDF:M1Mr. P1 ecNiNn
NOT TO SCALE
---
GABLE END WHERE OCCURS
REFER ELEVATIONS AND DETALS
12
Sff ROOF
--
TYPICAL ROOF COVERING PER SPEC
PUN
TYPICAL ROOF TRUSSES PER SPEC
TYPICAL ROOF INSULATION PER SPEC
PER ROOF
PLAN
DRIP EDGE PER CODE B, COMM. SPEC
y, TOP OF C.M.U.
V
ttP. M. CLG
REFER TO ELEVATIONS
MATERIAL PER SPEC
_
FASCIA PER CODE 8 COMM. SPEC.
REFER TO STRUCTURAL
TYPICAL SOFFR FLASH PER SPEC
FOR TRUSS TO WALL
TIE BEAM • REFER STRUCTURAL
CONNECTION
TRIM PER ELEVATION PER SPEC
B' CMU BLOCK REFER STRUCTURAL
TYPICAL STUCCO FINISH ON BLOCK PER
SPEC
TYPICAL INTERIOR WALL
FNBH AND INSULATION
OVER BLOCK PER SPEC
I_— WAINSCOT PER ELEV. PER SPEC
TYPICAL BASE VERIFY FOUNDATION PROFILE. VARES BY
PERSPEC LOCATION / CONDII
REFER STRUCTURAL
VERIFY DETAIL
FOR TERMINATION WALL
FINISH AT FOUNDATION PER ELEVATION A
MATERIAL
a� FN FL
�II�I�II
�I REFER TO PLOT PLAN FOR SLOPE
CONFIGURATION
TYPICAL 1-STORY WALL SECTION
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NOT TO SCALE
GABLE END WHERE OCCURS
ROOF PLAN
12 REFER ELEVATIONS AND DETAILS
SEE
TYPICAL ROOF COVERING PER SPEC
TYPICAL ROOF TRUSSES PER SPEC
. I __ __ __ TYPICAL ROOF INSULATION PER SPEC
FRAMING SYSTEM
�EXT9ND METAL
FLASHNCr*
ABOy.EIBEND-, ``II
CAST STONE SILL OR�
% BRCKROWLOCK -
\ REFER TO ELEV.
BRICK SOLDER (OR) 3 BRICK
•� COURSES -REFER TO ELEV.
THRU-WALL MEMBRANE
RASHING
WAINSCOT DETAIL
NOT TO SCALE
HOUSE WRAP OVER WALL SHEATHING - PROVIDE
ENOUGH OVERLAP TO COVER METAL FLASHING
AND THROUGH -WALL FLASHING
TAPE OVERLAPPING SEAM
SIDING PER SPEC
17 BENT METAL FLASHNG-
EXTEND B' VERTICALLY
EXTERIOR SEALANT
1
CAST STONE SILL OR BRICK
ROWLOCK- REFER TO ELEVATION
WEEP HOLE
THRU-WALL MEMBRANE FLASHING
TO FACE OF BRICK W/ MN. 24'
VERTICAL LEG. LAP UNDER
BUILDING WRAP.
MrSTUCCO OVER FRAME (SHEATHING, 2 LAYER W.R.B..
LATH AND STUCCO) - PER SPEC
PEEL 3 STICK BRIDGE FLASHING, SHINGLE LAPPED
OVER STUCCO ACCESSORY
VINYL PLASTER DRIP SCREED - PER SPEC
INSTALL PER MANUFACTURERS INSTALLATION INSTRUCTIONS
DRIP EDGE PER CODE B COMM. SPEC I CAP SHINGLE - DO NOT STAPLE OR NAL
r,T.O.W. ROOF CEMENT
V REFER TO ELEVATION$
FASCIA PER CODE 8 COMM. SPEC. _ SHINGLE ROOFING ON ROOFING UNDERLAYMENT- PER SPEC
REFER TO STRUCTURAL z
FOR TRUSS TO WALL TYPICAL SOFFIT PLASH PER SPEC
COPNKTION
TYPICAL WALL FNBH ON FRAME W/
SHEATHING, PER ELEVATION, PER SPEC
TYPICAL NIBUDR WALL
FINISH AND BASE PER
SPK
TYPICAL 2x FRAME WALL AND SHEATHING
REFER STRUCTURAL
h 2ND FF.
v REFBt TO EIEVAT10NS
- WATERPROOF WALL FLASH TRANSITION VARIES
BY ELEVATION. REFER DETAILS AND SPECS
T.O.W.
`T Rff9t TO ELEVATIONS
TYP. K. CLG.
MATERIAL -PER SPEC
DRIP EDGE CRACK CONTROL AND WEEPS -
REFER DETAILS AND SPECS
REFER TO STRUCTURAL
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TE BEAM
REFER STRUCTURAL
8'CMU BLOCK REFER STRUCTURAL
TYPICAL STUCCO FINISH ON BLOCK PER
SPEC
TYPICAL INTERIOR WALL
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WANSCOTT PER ELEV. PER SPEC
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TYPICAL BASE
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PER SPK
REFER STRUCTURAL
VERIFY DETAIL FOR TERMINATION WALL
FNBH AT FOUNDATION PER ELEVATION AND
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D'•D'
FIY N_ FL.
REFER TO PLOT PLAN FOR SLOPE
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NOT TO SCALE
PEEL S STICK BRIDGE FLASHING. OVERLAP ON TO ROOFING
UNDERLAYMENT
6'W CORROSION RESISTANT BASE FLASHING • PER SPEC
PRE-ENGINEERED WOOD TRUSSES SEE STRUCTURAL AND TRUSS
DRAWINGS FOR SPACING AND CONNECTION DETAILS
NOTE ALL ROOFING MATERIAL (PER ELEVATION) SHALL BE INSTALLED
PER MANUFACTURER'S INSTALLATION NSTRUCTION. VERIFY ROOF
SHEATHING WITH STRUCTURAL DRAWINGS
ROOF TO WALL AT RAKE
2 SCALE 3'= -0"
B-STUCCO OVER FRAME (SHEATHING, 2 LAYER
.R.B., LATH AND STUCCO) - PER SPEC
33 B, STICK BRIDGE FLASHING, SHINGLE LAPPED
VER STUCCO ACCESSORY
NYL PLASTER DRIP SCREED - PER SPEC
STALL PER MANUFACTURER'S INSTALLATION
STRUCTDNS
"FuMA3-:
AP SHINGLE- DO NOT STAPLE OR NAIL
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ASH14G (TYP)
RE -ENGINEERED WOOD TRUSSES SEE
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PACING AND CONNECTION DETAILS
YPICAL EXTERIOR WALL ASSEMBLY - SEE
..1RUCTURAL DRAWINGS
NOTE: ALL ROOFING MATERIAL (PER ELEVATION) SHALL BE INSTALLED
PER MANUFACTURER'S INSTALLATION INSTRUCTION. VERIFY ROOF
SHEATHING WITH STRUCTURAL DRAWINGS
PROOF TO HEAD OF WALL - SHINGLE
1 SCALE 3"= I'-m"
02021 AMH D'EVELORIEIN(
� NOT SCALE THESE DRAWINGS.
,ERPY SHILD- ORIFMATION WITH
CONTRACTOR AND SITE PLANE
BEFORE WISTRICTION. THESE
DRAWR DONOTCONTAIN
SPECIFIC INFURIATION = ANY
STRUCTURAL ELEMENTS (TO BE
PROVIDED BY ENGINEER OF
RECORD) ANY DISCREPANCY
(DIMENSIONS, ORIENTATION, ETC)
BETWEEN THESE DRAWIW 5 AND THE
ASSOCIATED DRAWINGS 1nd10 SITE
DRl 'S SHALL BE REPORTED TO
C TR.ACTOR AT ONCE AND NO
CONSTRJCTICN SHALL PROCEED
W,TIL CORRRECTED. THE
CONTRACTOR ASSI?lES THE
RESPONSIBILITY TO ITEET ALL
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HA1'DRALS SHALLNOT BE LESS THMH 34'OR MORE THAN 3rN HEIGHT
ABOVE THE STAIR NOSNO.
HANDRAIS *ELL BE CONTNIDIS PER FLGHT OF STAIRS. HA DRAIS
WALL BE 1 IrFCLEAR OF ALL ADI CBTT FPO I MAT3YNS AND ENDS
WALL RENEW TO WALL OR TBUN ATE 1 1/4+2'N CL M SECTOWL
DUENSON4 OR APPROVED EOLWHBTT, N NEWEL POSTS OR SAFE
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GUARDRAILS SHALL NOT BE LESS
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NOT PASS
TO RESIST CONCENTRATED LOAD OF 200 Lffi N
TH RO"
ANY DIRECTION
TH6 DIAGRAM ILLUSTRATES THE
TIE TRIANGULAR OPEHG3 AT
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CONSTRUCTION
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(3) 2X12 S RINGS TYP.
FLOOR/STRINGER DETAIL
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MANUFACTURES'
OF BUILDING PAPER •
---
RECOMMENDATIONS
TAPEISEAL CORNERS
CORROSION RESISTANT
r,�Jl'\ CAULKNCrTYPCAL
METAL HEAD FLASHING
WITH WRAPPED ENDS
WINDOW ASSEMBLY
EXTERIOR GRADE SEALANT
�WffH
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n CONTINUOUS SEALANT
CONTI U USS
I.1`\ BEAD AT FLANGE PRIOR TO
V NSTALUTION
NOTE: WINDOW ASSEMBLY TO BE FASTENED TO
STRUCTURE PER WINDOW MANUFACTURERS
INSTALLATION REQUIREMENTS AND RECOMMENDATIONS
HEAD AT FRAME WALL
SC—E: 3 . 1 -0'
HOER LAP SUNG INSTALLED PER--
MFRS INSTRUCTIONS o/ BUILDING
PAPER 0/ SHEATHING AS
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I7
STUCCO FINISH COAT 0/
FOAM TRM SE: ELEVATION
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SELF ADHERING, SELF
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INSTALLATION REQUIREMENTS AND RECOMMENDATIONS
SILL AT FRAME WALL
SCALE. 3'= I' 0"
FOR FRMG. PER
HORN LAP SUNG INSTALLED PER MFRS
STRUCTURAL DETAILS
INSTRUCTIONS o/ BUILDING PAPER 0/
GYP. ED.
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STRUCTURAL DETAILS)
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FOR FRMG. PER
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SCALE +/2"< 1.-0'
EXTERIOR
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OR EQUAL HOUSEWRAP OVER
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6" WUE SELF ADHERING, SELF
HEALING WATERPROOF MEMBRANE
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PAPER
DITERIOR GRADE SEALANT
EXTERIOR GRADE SEALANT OVER
BACKER MATERIAL
CWDE SELF ADHERING.
SELF HEALING WATERPROOF
MEMBRANE
INTERIOR
SHIM SPACE PER
MANUFACTURES'
RECOMMENDATIONS
CAULKNGTYPCAL
WINDOW ASSEMBLY
INSTALLED WIN
CONTINUOUS SEALANT
BEAD AT RANGE PRDR
v TO INSTALLATION
NOTE: WINDOW ASSEMBLY TO BE FASTENED TO
STRUCTURE PER WINDOW MANUFACTURERS
INSTALLATION REQUIREMENTS AND RECOMMENDATIONS
JAMB AT FRAME WALL
SCALE 3 z I'0'
LAPE SUNG MALL PER MANOR 0/ GRADE
TY BLDG. PAPER o/ STRUCT. SHEATHING
SEALANT
j FWD TRIM SEE ELEV. FOR SEE
TRIM
BLD'G PAPER o/ MOBTOP
(,C MN. LAP) o/ WINDOW FLASH
Ill iII SEALANT
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aaal AnH DEve� aa'1EN'
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CLN'RACiOR AI:D SITE PLANS
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VERSION 5 0
19HfIMLRE ---
MISC. DETAILS
sIm#
A-3 A
GENERAL STRUCTURAL NOTES:
1. ALL WORK SHALL CONFORM TO THE 2023 8th 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 CIVIU81TE 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 SCREWAND WASONRY SCREWSHALL 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 HILT] KWIK-CON II.
10. CONTENT LINKED WITHIN OR CODES THAT MAY BE SHOWN WITH THE DRAWING SET ARE FOR
INFORMATIONAL PURPOSES ONLY AND THE PROFESSIONAL SEAL ON THIS DRAWING DOES NOT
APPLY TO CONTENT CONTAINED WITHIN ANY OR CODES.
11, POST INSTALLED EPDXY ANCHORAGE GENERICALLY NOTED WITHIN THESE DRAWINGS SHALL BE
EITHER SIMPSON STRONG TIE SET-3G, OR HILT] HIT-HY-150
DESIGN CRITERIA:
1. BUILDING RISK CATEGORY =11
2. VERTICAL LOADING:
ROOFTOP CHORD LIVE LOAD =20 PSF (REDUCIBLE).
ROOF TOP CHORD DEAD LOAD =7 PSF
ROOFTOP CHORD DEAD LOAD (TILE) =15 PSF
ROOF BOTTOM CHORD LIVE LOAD (w/ STORAGE) =20 PSF
ROOF BOTTOM CHORD LIVE LOAD (w/o 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
DECK/BALCONY LIVE LOAD =40 PSF
NOTE TO TRUSS & I -JOIST MANUFACTURERS - ROOF & FLOOR SYSTEM DELEGATED DESIGN
SHALL CONFORM TO THE FOLLOWING DESIGN STANDARDS:
LOCATION
TOTAL LOAD
LIVE LOAD
MAX TOTAL
DEFLECTION
ROOFTRUSSES
L/240
U240
1"
FLOOR JOISTS/TRUSS
L/360
U480
1/2"
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 U600
3. FIELDSTONE AE CANNOT BE HELD RESPONSIBLE FOR ANY STRUCTURAL ISSUES RELATED
TO ANY BUILDING COMPONENT IF COMPONENT SHOP DRAWINGS ARE NOT SUBMITTED TO
FAE FOR REVIEW PRIOR TO FABRICATION, DELIVERY, OR INSTALLATION
3. LATERAL LOADING
WIND CRITERIA: TORNADO WIND SPEED =N/A
BASIC WIND SPEED =140 MPH
EXPOSURE CATEGORY =C
INTERNAL PRESSURE COEFFICIENT = +/- 0.18 (ENCLOSED)
SEISMIC CRITERIA
SITE CLASS =D
SEISMIC DESIGN CATEGORY =A
4. 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
5. GUARDRAIL/HANDRAIL LOADING:
ALL GUARDRAIL/HANDRAILS SHALL MEET 200 LBS (MINIMUM) CONCENTRATED FORCE APPLIED
IN ANY DIRECTION. IN -FILL COMPONENTS OF GUARDRAIL SHALL MEET 50 PSF. THESE LOADS
ARE TO BE EVALUATED INDEPENDENTLY AND ARE NOT TO ACT CONCURRENTLY WITH ANY
OTHER LIVE LOAD. DEFLECTION OF GUARDRAIL SHALL MEET THE CRITERIA SET FORTH BY THE
INTERNATIONAL CODE COUNCIL EVALUATION SERVICES (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 C150 "SPECIFICATION FOR PORTLAND CEMENT." CONCRETE
SHALL BE NORMAL WEIGHT, UNLESS INDICATED OTHERWISE.
4, CONCRETE AGGREGATES SHALL CONFORM TO ASTM 033 "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 REINFORCEMENT", 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:
SLAB -ON -GRADE: WITHIN UPPER 2/3 OF SLAB AND 3/4" MINIMUM COVER AT INTERIOR
CONDITIONS; 1-1/2" MINIMUM COVER AT EXTERIOR CONDITIONS
CONCRETE (FOUNDATION) AGAINST EARTH: 3"
FORMED CONCRETE: 1-112" (#5 REBAR OR SMALLER) 2" (#6 REBAR OR LARGER)
TOLERANCE: +/- 3 W
/
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 D1.4 SPECIFICATION.
CONCRETE NOTES (CONTINUED):
10. CONCRETE SHALL RAVE 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/B" 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.
15.ONE OFTHE FOLLOWING CONCRETE SLAB ON GRADE CRACK CONTROL METHODS SHALL BE
USED (CONTRACTOR PREFERENCE).
• CONTROLJOINTS: SHALL BE FORMED, SAWED, OR TOOLED TO A 1" 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" SLAB: 10 FEET O.C. EACH DIRECTION
. WELDED WIRE FABRIC (W.W.F.) 6X6-W1.4XW1.4. 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 8INCHES.
• 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 MANUFACTURER'S RECOMMENDATIONS. SYNTHETIC
FIBERS SHALL COMPLY WITH ASTM Cl 116. THE MANUFACTURER/SUPPLIER SHALL PROVIDE
CERTIFICATION OF COMPLIANCE WITH ASTM C1116 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 1F 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 308R "GUIDE TO CURING CONCRETE" -
FOUNDATION NOTES:
1. CONTRACTOR SHALL VERIFY ALL CONDITIONS, INCLUDING UNDERGROUND UTILITIES AND FIELD
MEASUREMENTS AT JOB SITE AND REPORT ANY DISCREPANCIES TO OWNER'S REPRESENTATIVE.
2. TOP OF SPREAD FOOTING ELEVATIONS NOTED ON PLAN ARE MINIMUM ELEVATIONS. IN ALL OASES
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 FOOTING
EXCAVATION AFTER SUB -GRADE APPROVAL, THE SUB -GRADE SHALL BE REINSPECTED 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:
1. DO NOT PLACE BACKFILL AGAINST FOUNDATION WALLS - DESIGNED AS SUPPORTED AT TOP AND
BOTTOM - UNTIL BASEMENT LEVEL AND FIRST FLOOR SYSTEM ARE IN PLACE. SHORE AND/OR
BRACE WALLS AS REQUIRED IF BACKFILLING OPERATIONS ARE TO BE CARRIED OUT PRIOR TO
PLACEMENT OF FLOOR SYSTEM.
2. WHERE BACKFILL IS TO BE PLACED ON BOTH SIDES OF FOUNDATION WALLS, PROVIDE A
BALANCED BACKFILL AGAINST FOUNDATION WALLS TO ELIMINATE LATERAL LOAD EFFECTS, OR
PROVIDE NECESSARY TEMPORARY LATERAL SUPPORT TO THE TOP OF THE WALL UNTIL
PERMANENT SUPPORT IS INSTALLED.
3. BACKFILL MATERIAL SHALL CONSIST OF CLEAN, WELL GRADE GRANULAR SOILS, FREE OF
ORGANIC MATERIAL AND BE COMPACTED TO 95%OF MAXIMUM DENSITY, AS DETERMINED BY
THE MODIFIED PROCTOR METHOD (ASTM DI557),.IN LIFTS NOT EXCEEDING a INCHES.
MASONRY NOTES:
1. CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH 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
CEMENT/LIME 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 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)45 CONTINUOUS VERTICAL REINFORCING BARS..
9. HORIZONTAL BOND BEAM AND VERTICAL REINFORCING SHALL BE CONTINUOUS U.O.N. LAP
SPLICE REINFORCING PER THE SCHEDULE OR USE MECHANICAL SPLICES ADEQUATE FOR125%
OF. SPECIFIED YIELD STRENGTH OF THE BAR, LAP VERTICAL REINFORCEMENT WITH MINIMUM
DOWELS OF SAME SIZE AND SPACING THAT HAVE BEEN PREVIOUSLY INSTALLED IN THE
FOUNDATIONS. DOWEL EMBEDMENT IN CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF
THE CONCRETE NOTES.
BAR SIZE
LAP SPLICE LENGTH
BEND DIAMETER
ACI HOOK
#4
20'
3"
10"
#5
25"
3-3/4"
10"
#6
34"
4-1/2"
11"
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 FM.
BRACING SHALL BE PROVIDED IN ACCORDANCE WITH OSHA - CONSTRUCTION SAFETY
STANDARDS FOR MASONRY WALL BRACING AND NCMA TEK 3-4B - "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 PS1 CONSTRUCTION AND INDUSTRIAL
PLYWOOD."
3. ORIENTED STRAND BOARD (OSB).SHALL CONFORM TO "VOLUNTARY PRODUCT STANDARD PS2
PERFORMANCE STANDARD FOR WOOD -BASED STRUCTURAL -USE PANELS".
4. ALL BEAMS AND HEADERS SHALL BE (2)•PLY U.N.O.
5. WOOD SILL PLATES AND WOOD WALLS SUPPORTED ON CONTINUOUS CONCRETE OR MASONRY
SHALL BE ANCHORED WITH 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 ATTHE ANCHOR SPACING
BELOW:
MAXIMUM ANCHOR BOLT SPACING = 2'-0" D.O.
REFER TO "PRE -APPROVED FIELD REPAIR NOTES" SECTION FOR ALTERNATE ANCHORAGE
APPROVALS. FOR OTHER ANCHORS NOT LISTED, SUBMITTO 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 NOA /NO.2 OR BETTER U.N.O. WITH
BASE DESIGN VALUES:
Fg= 875 PSI F4 = 425 PSI Fr = 450 PSI F�= 1150 PSI Fv= 135 PSI E= 1400 KSI
WITH THE MOISTURE CONTENT OF THE WOOD IN SERVICE WILL NOT EXCEED 19%.
8. BEARING AND EXTERIOR WALL STUDS SHALL BE CAPPED WITH DOUBLE (2X) TOP PLATES
INSTALLED TO PROVIDE OVERLAPPING AT CORNERS AND. AT INTERSECTIONS. END JOINTS IN
DOUBLE (2X) TOP PLATES SHALL BE OFFSET AT LEAST 24 INCHES AND SHALL BE NAILED WITH
NOT LESS THAN (8)-0.162"x2-1 /2" FACE NAILS ON EACH SIDE THE JOINT. DOUBLE (2X) TOP PLATES
OF EXTERIOR WALLS AND INTERIOR LOAD BEARING WALLS SHOWN ON DRAWINGS SHALL BE
SOUTHERN YELLOW PINE NO.2 OR BETTER WITH BASE DESIGN VALUES:
Fa= 1100 PSI FG= 565 PSI FT= 675 PSI F�= 1450 PSI F„= 175 PSI E= 1400 KSI
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 PARALLAM PSL (*) TIMBERSTRAND LSL
E = 2000 KSI E = 1800 KSI E = 1300 KSI
Fa = 2600 PSI Fe = 2400 PSI Fg = 1700 PSI
(`) -BOOZER BEAM 2.1 E' ARE AN ACCEPTED ALTERNATE TO PSL COLUMNS SPECIFIED
ON PLANS PROVIDED THE'BOOZER BEAM 2.1 EIS OF EQUAL OR GREATER SECTION
DIMENSION TO THE PSL COLUMN AND OF EQUAL OR LESSER HEIGHT
10. FLOOR SHEATHING SHALL BE 23/32 INCH, APA RATED SHEATHING, 48124 MIN., EXPOSURE 1,
INSTALL WITH THE LONG. DIMENSION OR STRENGTH AXIS OF THE PANEL ACROSS SUPPORTS
AND WITH PANEL CONTINUOUS. OVER. TWO OR MORE SPANS. PANEL EDGES SHALL BE
TONGUE -AND -GROOVE. FLOOR SHEATHING SHALL BE GLUED AND. NAILED TO SUPPORTING
MEMBERS. ADHESIVE SHALL MEET APA SPECIFICATION AFG.01, APPLIED IN ACCORDANCE WITH
THE MANUFACTURER'S RECOMMENDATIONS- PROVIDE 0.131 "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 (1)-2X JACK STUD AND (1L2X KING STUD U.N.O. ON
DRAWINGS.
12. FOR EXTERIOR WALL HEADERS PROVIDE (1)-2x JACK STUD AND (I L2x KING STUD, MINIMUM,
REFER TO CHART BELOW U.N.O ON DRAWINGS:
PRE-ENGINEERED ROOF TRUSS NOTES:
1. ROOF TRUSS SHOWN ON STRUCTURAL DRAWINGS IN CONCEPTUAL ONLYTO 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 1 "NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD
TRUSS CONSTRUCTION." FINAL PRE-ENGINEERED ROOF TRUSS FRAMING LAYOUT AND DESIGNS
TO BE BY ROOF MANUFACTURER'S DELEGATED ENGINEER.
2. ROOF TRUSSES SHALL BE DESIGNED FOR THE SUPERIMPOSED LOADS IDENTIFIED IN THE
DESIGN CRITERIA NOTES SECTION.
& THIS PLAN IS DEVELOPED FROM THE REVIEW OF MASTER TRUSS FILES. ANY LOT THAT DEVIATES
FROM THE MASTER TRUSS FILE ON RECOROOR FOR PLANS FIELDSTONE AE IS NOT
CONTRACTED TO PERFORM TRUSS REVIEW ON, THE CONTRACTOR IS RESPONSIBLE TO ASSURE
THE DIRECT COMPLIANCE OF TRUSS MANUFACTURER LAYOUT TO THESE DRAWINGS & VERIFY
ALL TRUSS CONNECTORS ARE SUFFICIENT TO WITHSTAND THE UPLIFT/LATERAL 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-63 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 BEAM/BOND BEAM. COMPLETE
GROUTING OF WALL.
IF THE WALL HAS ALREADY BEEN BUILT: PRIOR TO GROUT PLACEMENT, OPEN THE WALL AT THE
CORRECT LOCATION APPROXIMATELY 16" (H) x 4" (W) AT FLOOR LEVEL. DRILL AND EPDXY #5
REBAR (32" LG.) INTO THETHICKENED 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. MISSING/MISPLACED ANCHOR BOLT: ALTERNATE SILL PLATE ANCHORAGE SOLUTIONS
INTO CONCRETE
A 1/2"x6" TITEN HD WITH 1-314" MINIMUM EDGE DISTANCE AND 6" MINIMUM END DISTANCE IS A
DIRECT 1:1 REPLACEMENT FOR A 1/2" DIAMETER ANCHOR BOLT WITH 7" EMBEDMENT INTO
CONCRETE.
A 1/2" THREADED ROD SET-3G EPDXY 7" EMBEDMENT WITH 13/4" MINIMUM EDGE DISTANCE AND
7-1/2" MINIMUM END DISTANCE IS A DIRECT 1:1 REPLACEMENT FOR A 112" DIAMETER ANCHOR
BOLT WITH 7" EMBEDMENT INTO CONCRETE.
INTO GROUT FILLED MASONRY (GFCMU):
A 1/2"x6" TITEN HD WITH 1-3/4" MINIMUM EDGE DISTANCE AND 8" MINIMUM END DISTANCE AT 4'-8"
O.C. REPLACES A 1/2" DIAMETER ANCHOR BOLT WITH 7" EMBEDMENT AT 6-0" O.C.; LIKEWISE A
1/2"x6" TITEN HD WITH 1-3/4" MINIMUM EDGE DISTANCE AND 8" MINIMUM END DISTANCE AT 2'-8"
O.G. REPLACES A 1/2" DIAMETER ANCHOR BOLT WITH 7" EMBEDMENT AT 4'-0" O.O..
3. SIMPSON MASA SILL ANCHORS MAY BE USED AS AN ALTERNATE TO THE ANCHOR BOLTS AND
SPACING NOTED HERE -IN ACCORDING TO THE FOLLOWING TABLE:
BASIC WIND
SPEED (MPH)
MAXIMUM
SPACING
<140
6'-0"
140
1'-6"
150
1'-3"
NOTES:
1. MASA SPACING BASED ON NO MORE THAN ONE IN THREE INSTALLED WITH ONE LEG
INSTALLED VERTICALLY ATTACHED TO STUD
4. MISSING/MISPLACED 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.
5. MASONRY WALL OVERHANGING SLAB
BLOCK OVERHANG REPAIR
< 5/8" NO REPAIR READ
5/8", OVERHANG < 1-1/2" GROUT SOLID BOTTOM 3 COURSES OF AFFECTED WALL LENGTH
>1-112" CONTACT ENGINEER OF RECORD FOR REPAIR
6. 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;
OR WHEN A HOLE IS DRILLED/BORED 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
HOLE/NOTCH SPECIFICATIONS ARE EXCEEDED THEN A STUD SHOE MUST BE INSTALLED. STUD
SHOE REPAIRS AREAS FOLLOWS: FOR 2X STUD USE HSS2-SDS1.5 WITH (12)-1/4"X1-1/2" SIDS
SCREWS. FOR MULTI -PLY 2X STUDS USE HSS2-"# -SDS3 WITH. (12)-1/4"X3" SDS SCREWS, WHERE
"#" CORRESPONDS TO THE NUMBER OF STUDS IN THE MULTI -PLY.
AT TOP PLATES: A HOLE, CUT, OR NOTCH THAT IS GREATER THAN 50% OF THE PLATE WIDTH IS
REMOVED FOR PIPING (EXCEPT WHEN THE SIDE OF THE WALL 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 1-1/2" WIDE AND
MUST BE FASTENED WITH (8)-16D NAILS ON EACH SIDE OF THE OPENING.
GA. MIN.) @ 24" O.C. MAXIMUM.
15.STUD COLUMNS UNDER LOAD BEARING POINTS OF GIRDERS/BEAMS SHALL MATCH THE
GIRDER/BEAM PLY COUNT WITHIN 1/2" TOLERANCE (2-PLY STUD COLUMN MINIMUM). SOLID
BLOCK ALL GIRDER/BEAMS THIRD FLOOR SYSTEMS AND TO THE FOUNDATION.
16. WHEN NOT SHOWN ON DRAWINGS OR DETAILS, THE NAILING SCHEDULE FOR WOOD FRAMING
ELEMENTS COMPLY 17. FLOOR SSTEMS ARE DESIGNED BY THE TRUSS AND/OR WOOD I- JOIST MANUFACTURER'S
DELEGATED ENGINEER AND BE IN. CONFORMANCE WITH THE LOADS & DEFLECTIONS IDENTIFIED O.O Fieldstone
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NOTES, AND DETAILS. FLOOR FRAMING CONCEPT LAYOUTS SHOWN WITHIN THE DRAWINGS ARE C.O.A.# ARCH ITECURE: . fN • -
FOR ILLUSTRATIVE PURPOSES ONLY TO DEPICT FLOOR SYSTEM -TO -WALL CONNECTIONS w w n
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NO. o
CONFORM TO ASTM D5055. C.O.E.# ENGINEERING:
JURISDICTION SPECIFIC NOTES: 29349 = _
1. FOR PARTIALLY ENCLOSED AREAS, INCLUDING BUT NOT LIMITED TO LANAIS, PORCHES, AND 0 IBRAH EM ELAYEB, PE
BALCONIES A 1/2" (MINIMUM) EXTERIOR GRADE SOFFIT BOARD WITH A CEMENTITIOUS p,E.# 91476
KNOCKDOWN FINISH IS ACCEPTABLE PROVIDED THAT IT IS PAINTED MEETING THE
Alf
REQUIREMENTS OF ASTM C932 TO GIVE THE CEILING WATER RESISTANCE. THE SOFFIT BOARD III BENJAMI N N IESE PE i O STATE OF
PRODUCT SHALL BE ATTACHED PER MANUFACTURER SPECIFICATIONS TO BE IN COMPLIANCE
WITH R703.1. P.E.# 86025
2. THE SOFFIT DESIGN PRESSURE IS AS NOTED IN THESE DOCUMENTS. WITH KAYCAN VINYL SOFFIT • '
INSTALLED IN ACCORDANCE WITH MANUFACTURER'S REQUIRMENTS AND ICC-ES EVALUATION 10/30/2024 �/,/ss'O NAI.
• •Fi� \\�
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STRUCTURAL FRAMING PLANS ARE INTERIOR NON -LOADING BEARING PARTITION WALLS.
14. LOAD BEARING WALLS SHALL BE CONSTRUCTED WITH 2X STUDS AT 16" O.C. MAXIMUM U.N.O.
NON -LOAD BEARING PARTITION WALLS SHALL BE CONSTRUCTED WITH 2X OR METAL STUDS (18
Michigan
3400 Auburn Rd
Suite 200
Auburn Hills, MI 48326
+1 248.622.4035
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10/30/2024
DATE
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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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000
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10/30/2024
DATE
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3400 Auburn Rd
Suite200
Auburn Hills, MI 48326
+1 248.622.4035 - - -
Florida
12906 Tampa Oaks Blvd.
Suite 150
Tampa, FL 33637 -
+1813.466.3310 (,
www.fieldstoneae.com
SHEET #
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LINTEL AND BOND BEAM LEGEND
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2. MINIMUM 4" NOMINAL BEARING PER END @
LINTELS OR AS REQUIRED BY MANUF.
3, UNTELS WITH A CLEAR SPAN LONGER THAN
12'A4 SHALL BE PRESTRESSED.
4. BOND BEAM ELEV = &A" U.N.O.
5, GARAGE DOOR LINTEL HEIGHT MAY HAVE A
TOLERANCE OF +/- 4" FOR ALL UNTELS 28"
OR GREATER
TYPE DESIGNATION
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C.O.A.# ARCHITECURE: :# V
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C.O.E.# ENGINEERING: No. 860
29349
O IBRAHEM ELAYEB, PE ■O ;•
P.E.# 91476
■ BENJAMIN NIESE, PE `i O ST F
P.E.# 86025�ORIDp'.
10/30/2024 A1. �?G
DATE III
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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C.O.A.# ARCHITECURE:
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29349
13 IBRAHEM ELAYEB, PE
_ 4: Z
P.E.# 91476
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10DATE 24
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3400 Auburn Rd <
Suite200
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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LOCATION OF
PLUMBING DR
(TYPICAL)
HTT4 w/ (18)SD #10 x 1-1/2 IL SCREWS & 5/8'
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3-1/2N5-1/4" PSL COLUMN W/ (18)SD #10 x
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z 1-112" SCREWS & 5/8" ATR TO FOUNDATION
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FLOOR/LOW ROOF FRAMING PLAN ELEV. 1 "
SCALE 1/4 -1
NOTES:
1. REFER TO DWG S0.1 FOR GENERAL STRUCTURAL NOTES
2. REFER TO DETAILS ON DWG S4.1 FOR ROOF SHEATHING REQUIREMENTS
ROOF FRAMING PLAN ELEV. 1 "
SCALE: 114" 1' 0°
NOTE::
1. REFER TO DWG SO.1 FOR GENERAL STRUCTURAL NOTES
2. REFER TO DETAILS ON DWG S4.1 FOR ROOF SHEATHING REQUIREMENTS
TRUSS NOTES
UNLESS OTHERWISE NOTED ON PLANS:
1. ALL TRUSS STRAPS TO MASONRY ARE TO
BE META16.
2. ALL TRUSS STRAPS TO WOOD TO BE
S IMPSON H10A. WHEN INSTALLED ON
EXTERIOR WALLS SHALL BE CONNECTED
THROUGH EXTERIOR SHEATHING. (2)
H2.SA TO BE USED TO MULTI -PLY TRUSS,
(1) EACH SIDE w/8d NAILS MIN. SIMPSON
H2.SA MAY BE USED ON JACK TRUSSES
ON THE EXTERIOR OF THE WALL w/Bd 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)
SDWC15600 AT EA. PLY
C) (1) SDWC1S600 SCREW FROM TOP
PLATES TO JACK TRUSSES
4. FOR DBL TWIST STRAP TRUSS
CONNECTIONS (LTS/MTS/HTS) REFER TO
DETAIL R60 FOR INSTALLATION
CONFIGURATIONS.
D&MMER
FOR PLANS FIELDSTONE AE IS NOT
:TED TO PERFORM TRUSS REVIEW
CONTRACTOR IS RESPONSIBLE TO
THE DIRECT COMPLIANCE OFTRUSS
�TURER LAYOUT TO THESE
iS & VERIFY ALL TRUSS
TORS ARE SUFFICIENTTO
NO THE UPLIFT/LATERAL LOADS
I.
IUSS CONNECTOR SHOWN IN THESE
3S CAPACITY HAS BEEN EXCEEDED,
SS MANUFACTURER SHALL NOTIFY
IINEER OF RECORD IMMEDIATELY
1 \\�%�IIIIII I�
ORO Fieldstone,
C.O.A.# ARCHITECURE:
AA26002802
C.O.E.# ENGINEERING:_
No. 8
29349
O IBRAHEM ELAYEB, PE
P.E.# 91476
Is
■ BENJAMIN NIESE, PE
O —STATE OF
P.E.# 86025
�i�� ' •F�ORIDP' •' ���
10/30/2024
ss"oNA`
F.?�
DATE
III
U1
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
F_
DRAWN BY: FAE
VERSION: 5 0
SHEET NAME
ROOF & FLOOR
FRAMING PLAN
SHEET #
S3.1 K
STRUCTURAL SHEATHING. SEE PLAN AND
DETAILS FOR ATTACHMENT NOTE:
REFER TO ARCHITECTURAL DRAWINGS STRUCTURAL SHEATHING
PRE-ENGINEERED AND/OR TRUSS MANUFACTURER SEE PLAN AND DETAILS
11/2" WOOD TRUSSES DRAWINGS FOR SPECIFIC TRUSS FOR ATTACHMENT
AT 24" O.C. MAX- PROFILE INFORMATION. (i.e. HEEL
HEIGHTS, SLOPE, OVERHANGS) PRE-ENGINEERED
-OR- WOOD TRUSSES
2x BLOCKING AT 2k RIBBON BOARD AT 24" O.C. MAX -
ATTACHED TO TRUSS
SHEATHING EDGES w/ 13) W/ (3) 1Ed NAILS, 24" - OR -
Ed NAILS INTO TRUSS O.C. CENTER MAX. 2x BLOCKING AT 2. RIBBON BOARD
CONTINUOUS SPACING SHEATHING EDGES wl (3) 8d ATTACHED TO TRUSS w/
STRUCTURAL SHEATHING CONTINUOUS STRUCTURAL NAILS INTO TRUSS
NAIL PER TYPICAL SHEATHING NAIL PER (3) 10d NAILS, 24" O.C.
SHEATHING DETAIL TYPICAL SHEATHING DETAIL CONTINUOUS STRUCTURAL CENTER MAX. SPACING
TYPICAL TRUSS SHEATHING NAIL PER CONTINUOUS STRUCTURAL
ANCHOR PER PLAN TYPICAL TRUSS TYPICAL SHEATHING DETAIL SHEATHING NAIL PER
DETAIL AT TRUSS HEEL > 9 il4" ANCHOR PER PLAN FRAMING PER PLAN TYPICAL SHEATHING DETAIL FRAMING
n I DETAIL AT TRUSS HEEL >91/4" PER PLAN
REFER TO ARCHITECTURAL DRAWINGS AND/OR TRUSS MANUFACTURER DRAWINGS FOR
SPECIFIC TRUSS PROFILE INFORMATION. (i.E. HEEL HEIGHTS, SLOPE, OVERHANGS) STRUCTURAL SHEATHING,
SEE PLAN. AND DETAILS FOR
STRUCTURAL SHEATHING, SEE ATTACHMENT
PLAN AND DETAILS FOR
ATTACHMENT PRE-ENGINEERED WOOD
PRE-ENGINEERED WOOD TRUSSES AT 24" O.C. MAX.
TRUSSES AT 24" O.C. MAX. TRUSS ANCHOR PER PLAN
TRUSS ANCHOR FRAMING PER PLAN
PER PLAN FASCIA, (SEE ARCH DWGS) CONTINUOUS STRUCTURAL
rd FASCIA, (SEE ARCH DWGS) SHEATHING NAIL PER
TYPICAL SHEATHING DETAIL
BOND BEAM
PER PLAN DETAIL AT TYPICAL TRUSS w/ HEEL < 9 1/4"
' DETAIL AT TYPICAL TRUSS
HEEL <91/4"
ROOFTRUSSONMASONRY 11/01/z023 Sm
FTRUSSONFRAMING „/0,/2D23Rk
RWM-010 RWW-020
TRUSSATTACHMENT:
ALL TRUSS ENDS ARE TO BE SECURED TO THE EXT. WALL
BELOW USING ONE OF THE BELOW METHODS. ONE FULL
OPTION MUST BE USED FOR CONTINUOUS LOAD PATH'.
zL INSTALLTYPICAL TRUSS CONNECTOR THROUGH EXT.
SHEATHING INTO DOUBLE TOP PLATES EXT.
SHEATHING IS CONTINUOUS AND WILL TRANSFER
COMBINED SHEAR & UPLIFT.
b. INSTALL TYPICAL TRUSS CONNECTOR FROM TRUSS TO
TOP PLATE ON INSIDE OF THE WALL. ADDITIONALLY
INSTALL LTS12 TOP PLATE -TO -STUD CONNECTORS @ EA
STUD. EXT. SHEATHING IS CONTINUOUS AND WILL
TRANSFER COMBINED SHEAR & UPLIFT.
c. INSTALL TYPICAL TRUSS SCREWS FROM TRUSS TO TOP
PLATE, EXT SHEATHING IS CONTI NUOUS AND WILL
TRANSFER COMBINED SHEAR & UPLIFT.
22 1/2"
TRUSS OR OR
TIM t
30" MA RAFTER
SOWC,5600
m m
OVERHANG OVERHANG
PER PLAN PER PLAN
SINGLE SDWC: CONFIGURATION.A SINGLE SDWC: CONFIGURATON B
(TRUSS OFFSET FROM STUD) (TRUSS ALIGNED WITH STUD)
INSTALL THROUGH TOP PLATE INSTALL THROUGH TOP PLATE
INTO TRUSS/RAFTER INTO TRUSS/RAFTER
1 / TRUSS OR
RAFTER TRUSS OR RAFTER TRUSS OR RAFTER
VALLEY SET
TRUSSES @ 24" O.C. VALLEY SET
MIN.. 9" LONG 20 TRUSSES @
`GA. FLAT STRAP 24" O.C.
w/ (8)1 Ed
SHEATHING
SHEATHING PER PLAN
PER PLAN
2%4 BLOCKING
UNDER TRUSS
ENDS, NAIL TO
TRUSS CHORDS (1) SOWC75600
W/ (3) 1Od EA. TRUSS SCREW
END- / TO EVERY
_' J TRUSS BELOW
r OR
(2) sowc15600 (z)sowclssoD (2)sowC,s6D0 VALLEY SET
TRUSSES @ 24" O.C.
11/4"
Qt T ® m ® SHEATHING
3
OVERHANG OVERHANG OVERHANG PER PLAN
1/4" PER PLAN PER PLANPER PLANl4"-CDOUBLE ATIDN A1l4" DOUBLE
(TRUSS OFFSET t URA 1/2"-7/8" 1/2"-7A TRUSS, AI @ EA. VALLEY
DOUBLE SD1NC: DOUBLE SDWC: CONFIGURATION B DOUBLE SDWC: CONFIGURATION D TRUSS, NAIL TO COMMON
3/4 FSET FROM STUD) INSTALLED THROUGHLTRUSS w/ (3) 16d GUN NAILS
221/2° 221/2° (TRUSS ALIGNED WITH STUD) INSTALL THROUGH TOP PLATE INTO TRU55/RAFTER INTO TOP PLATE BOTTOM CHORD OF VALLEY
OR OPTIMAL INSTALL THROUGH TOP TRUSSIRAFTER TRUSS NAILED TO PURLIN W/
PLATE INTO TRUSS/RAFTER 10d GUN NAIL @ B" O.G.
TRUSS W IF ER TO DOUBLE TOP PLATE SCREW CONNECTIONS 1110112023 SIM TRUSS VASET OVER FRAME 11/01/2023
RWW-030NOTTOSCALE RWG-O60
CONTINUOUS CONT. 2X4 (MIN.) wl STRUCTURAL
STRUCTURAL (2) 10d NAILS SHEATHING PER PLAN
2X4BLOCKING AT 2'-0" STRUCTURAL SHEATHING, SHEATHING, SEE
O.C. w/ (2) 12d TOENAILS .(SEE PLAN FOR PLAN FOR 2X4 OUTRIGGER AT 24" O.C. REOD AT
/( END TO TRUSS ATTACHMENT) ATTACHMENT OVERHANGS GREATER THAN IS".
tOd TOENAILS @ ATTACH TO GABLE DROPPED TOP CHORD OUTRIGGER TO
PRE-ENGINEERED (2) A35 @ EA.
8" O.C. TRUSS TO w/TYR TRUSS CONNECTOR PER PLAN TOENAIL (3)tOd
TRUSSES AT 24" O.C. HORIZONTAL BRACE,
BOND BEAM PER TOP PLATE ONE EA. SIDE TOENAILS
PLAN AND SCHEDULE WALL FRAMING STRUCTURAL
ALONG TOP PLATE SHEATHING PER PLAN DROPPED TOP GABLE w/ OUTRIGGERS
SHEATHING PER PLAN PER PLAN
8" CMU WALL SEE - WOOD 2X4. BLOCKING @ CONT. 2X4 (MIN:) W/ PIECE) AT 170 MPH OR GREATER
PLAN FOR VERT. R11 EINF. MEfA16 AT BLOCKING
EDGE NAILING
SHEATHING EDGE
(2) 1 Ed NAILS
w/ (2) 1Ed @ EA.
IN LIEU OF BLOCKING AND
END TO ADJACENT
2X4 LADDER FRAMING AT
EDGE NAILING SHOWN
TRUSS WEB
24' O.C. REOD AT
��WALL BRACING @ NON-BRG. EXT. WALL (NON -SHEAR) 11/01/2023
WITHIN THE GABLE, IT IS
ACCEPTABLE TO USE
(OR BO TOM
OVERHANGS UP TO 15".
v1,"
"EDGE
CHORD NAILING
ATTACH TO TRUSSTOP
NOT TO SCALE RWM-070
NAIL SPACING TO
AS SHOWN )
CHORD w/ I2) 16d NAILS
BOTTOM CHORD OF TRUSS
AT 16" O.C_
TO TRANSFER LOAD.
.2X4 BLOCKING @
GABLE TRUSS w/
TOE -NAIL
SHEATHING EDGE w/
VERTICAL WEBS AS
STRUCTURAL
EDGE NAILING
(2) 10d @ EA. END
NOTED IN THE
SHEATHING PER PLAN
SHEATHING
TO ADJACENT STUD
FRAMING SHEET AA
PRE-ENGINEERED
SPLICED SHEATHING
TRUSS NOTES
TRUSSES AT 24" O.C.
TRUSS STRAP PER PLAN
(3) IOd NAILS @
13110d NAILS @
PERMANENTTRUSS
BRACING PER TRUSS
MANUFACTURER 9 10-0"
MAX. SPACING.
(1) ADDITIONAL FLAT 2X4
WITH BLOCKING
EXTENDING A MIN- OF (3)
TRUSS BAYS PLACED
BETWEEN PERMANENT
_ TRUSS BRACING
EA TRUSS CHORD EA. TRUSS CHORD. PROVIDE 2X8 PT PLATE w/ 1/2" DIA. X 10" (RESULTING IN 6-0" MAX.
NAIL BOTTOM CHORD OVERALL BRACING)
OF GABLE TRUSS w/ ANCHOR BOLTS @4'-0"O.C. MAX w/3"x3"
12d''SAT 4"O.C. PIE WASHERS AND 7"EMBED, NO HORIZONTAL 2x
MASONRY HORIZONTAL 2x BLOCKING OVER PLATE. BLOCKING BETWEEN
EXTERIOR INTERIOR A36 A35 MASONRY WALL, BOND BEAM, LINTEL BEAM, FIRST 3 BAYS OF
'CMU WALL, SHEATHING PER PLAN SEE PLAN FOR OR RAKED BEAM PER PLAN. FOR RAKED FRAMING TO
SEE PLAN FOR A -A (WOOD) A -A (MASONRY) '- ATTACHMENTOF ALL BEAM @ VAULTED CONDITION; SEE PLAN PERMANENT BRACING
VERT. REINF. Ii. STRUCTURAL SHEATHING. AND DETAIL. wl 10d @ 4" O.C.
Rob BRACING @ PERPENDICULAR BRG. WALL (NON -SHEAR) „rov2D23 Rog GABLE END TRUSS BRACING DETAIL 11/01/2023
BLOCKING AS REQUIRED
FOR BRACING BY TRUSS
MANUFACTURER,
SEE REQUIRED
BRACING PER TRUSS
MANUFACTURER
AA
(LE. BSCI REQMTS)
STRUCTURAL TYPTRUSS
SHEATHING PER PLAN CONNECTOR
CONT. 2X4 W/ (2) PER PLAN
2d NAILS
SEE REQUIRED
BRACING PER TRUSS
MANUFACTURER
J'
ALT.OUTLOOKI FRAMING
(REO'D AT 170MPH OR GREATER) ,
CONT. 2X4 W/ (2) 12d NAILS
STRUCTURAL SHEATHING
PRE-ENGINEERED WOOD
TRUSSES AT Z-O' O.C. MAX.
FASCIA
(SEE ARCH. DWG.)
DUTCH HIP TRUSS BRACING DETAIL
2X4 LADDER FRAMING AT 24" 2X4 BLOCKING AT DIAGONALS ONLY ATTACH AT EA. END wl
Q.C. READ AT OVERHANGS (2) 12d OENAILS, NAIL SHEATHING TO BLOCKING AT6" O.C.
GREATER THAN 12", ATTACH TO I MT
IN. ed NAILS- BLOCK4 BAYS BACK FROM GABLE TRUSS.
TRUSS TOP CHORD w/ (2) 16d WHEN SECOND BRACE IS REQUIRED,
NAILS AT 24" O.C. Z NAIL TO OPPOSITE SIDE OF BLOCKING.
STRUCTURAL 1. AT VERTICALS 3-6" TO 6'-6" USE ONE 2X4 "L" BACK,
/SHEATHING
PER PLAN 2 AT VERTICALS OVER 6'-6" TO F-4" USE (2) 2X4 "L" BACKS (1
2. SHTG:.
BLOCKING
TRUSS ANCHOR
PER PLAN
CMU WALL PER PLAN
SHEATHING PER PLAN J
EA- SIDE) (OR FRAME PER CASE 3 BELOW).
3. AT VERTICALS OVER 0 4" TO 13'-0" USE ONE 2X4 "L" 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) 12d's AT EA.
END. IN ADDITION TO THE SECOND DIAGONAL, A
SEE PLAN FOR STRONGBACK IS ALSO REQUIRED AT THESE VERTICALS AND
ATTACHMENT OF MUST BE ATTACHED TO EA. "L" BACK WITH (2) 12d's AND ONE
ALLSTRUCTURAL SIMPSON H5 OR ONE USE FITE CONNECTOR.
SHEATHING.
SIDE NAIL ALL "L" BACKS AND STRONGBACKS w/ 128's AT 6"
D.C. NOTCH "L" BACKS AT TOP AND BOTTOM,
PRE-ENGINEERED WOOD
TRUSSES AT 2'-0" O.C. MAX.
FASCIA (SEE ARCH.
DRAWINGS)
TRUSS ANCHOR
PER PLAN
FRAMING PER PLAN
PARTIAL WOOD BEARING
11/01/2023
�• CONT-2X4 w/(2) TYPTRUSS Tel loa rvalLs �E.EREN W111.- RNAIF_ RWM-100
ss
NOT TO SCALE RWM-080 12d NAILS CONNECTOR PER PLAN E^- s AT z1 o c m
QTANTFFY IF STRUCTURAL os Ira ss
SHEATHING PER PLAN -� coNAs cur aory 14-11. a
Q 2 3 3 SEE REQUIRED ALT. OUTLOOKER FRAMING r _FE_T.T.P11
BRACING PER TRUSS )REQ'D AT 770MPH OR GREATER) I I EcrE EWS raussEs s
MANUFACTURER STRUCTURAL
�'J 2 CONT. 2.
FASCIA PER
2 SHEATHING PER PLAN
2X BLOCKING TOENAILED. r� wain
ARGHS w/ (2) 12d NAILS THREE TRUSS BAYS BACK
2 3 2 2 O 3. PRE-ENGINEERED FROM GABLE END 2X4 PURLIN @ 1�1 s Masory Mns Loa
Q 2 9 2 WOOD TRUSSES AT STRUCTURALSHEATHING TRUSS F AT
2'-0" O.C. MAX. PER PLAN TRUSS. NAIL TO EAPM:11 cn
RTDDE am RIDGE 2x BLOCKING TOENAILED. BOTTOM CORD OF VALLET COMMON t�I o x
O GABE 2 2 O TRUSS NAILED TRUS$ WI 3 wu s
1 3TRUSS BAYS BACK f )
END FROM GABLE END TO PURLIN w/ 10d GUN NAIL 16d NAILS
CONT. 2x FASCIA PER TO .C. oowNws L�°E prn MULroa rn auIIES NIT
F
Q 2 3 9. STRUCTURAL 2X4 BRACE rErvo rvEEn oa
SHEATHING PER PLAN ARCHS W/ 1, LI corvorrorvs EX-1 corvmrory
GABLE GABLE H25A 'EA. OVER (2)12d NAILS Ac recr of AEcoao Eoa APVAOP ArE sowr orv,
F"K0212m&12) (ROOFPRCN7:12TO1212) HIP FRAMED TRUSS PREHENGINEEREDWOOD M6SED11g15S ��so
2x4 BLOCKING SHEATHING PER PLAN TRUSSES AT 2'-0" O.G. MAX R, 3 ,
BETWEEN TRUSSES TRUSS ANCHOR or ro_ALF
RDDFSFEATIM
w"
ROOFFASTQ&t ZOO
NCTE:T-4FEET NALL CASES
1
2
3
PANLEDGEN4lMPQ
RO.C.
IPD.C.
&'x
1&rd'CSHEAW(4110SPM RMSK%NW:
0.131'x2-117
PMHFEIDNIRYID(HQ
G'O.G
S'D.C,
TMC.
RATED PLYWOOD OROSB)
m2S1 HEAD D4l
BISIc FORwwsPEEo 1AIFH OR t>fIEATER, EN&FNSFNLLSEaoAALL
--
2 - -
NOTES:
1. WOOD SIRIICRIRAL Pu
RA9 ROOF FRAML13NM
R11 ROOF SHEATHING ATTACHMENT DIAGRAM
NOT TO SCALE
STAGGERED&LMWEOFPANELSPEAPS UARM
counNuous 1 1 1 1
zOwSwwf?IgAIPSAx E MASONRY
6" CMU WALL OR UNTEL, SEE SHEATHING O M \ \ 11 J
_PLAN FOR REINFORCEMENT EDGE BRA E ODO Fieldstone �p _ _ �•
NAILING
H2.6A @ EA. PER PLAN
OVERFAME5 TRUSS TRUSS TIE PER PLAN H1OA @ EA END
HANGER C.O.A.# ARCHITECURE: . �.
MMM(z) SOWC15600 OF VALLEY p
EDGE NAILING / TOP PLATES TO wl MANUF SCREWS FROM PER TORCU M 10 0 AA26002802 • • • • '
AX
PER P AN
FRAMING PER PLAN 0 RUSS PLY" FRAMING SHEATHING C.O.E.# ENGINEERING: = No. 86
SHEATHING, SEE PLAN WOOD PER PER PLAN
FOR ATTACHMENT PLAN 29349
R20R OVERFRAMEDGABLE END DETAIL MOD(11/30/2023) eT.,PIKIND MAIL (MOD)11/30/2023 O IBRAHEM ELAYEB, PE
RWG-202(RB-449) RWG-203(RB-09) P•E.#91476
■ BENJAMIN NIESE PE 5, 0 TATE OF
11/0112023 P.E.# 86025 i��� ' F�ORIDQ' 0���
RwG1 12 10/30/2024 SS�ONAL
DATE �•? �\`
��
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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DRAWN BY: I FAE
VERSION: 5.0
SHEET NAME
DETAILS -
ROOF
SHEET #
S4.1
i
EXTERIOR WALL SHEATHING j
SHEATHING
NAIL PANELEDGE
FIELD BLOCKING
REQUIRED (MIN.)
SIZE NAILING
SPACING REQUIRED
7/16
8d 3" O.C.
12" O.C. ALL EDGES
SHEATHING
PANEL EDGE NAIUNG
NOTE: PROVIDE BLOCKING
AT ALL SHEATHING EDGES S
STRUCTURAL
SHEATHING
SINGLE NAIL EDGE SPACING
a 112�
DOUBLE NAIL EDGE SPACING
STUDSPACING 2X4 BLOCKING
PER PLAN SHEATHING SPLICE - SAME
NAILING THICKNESS AND STRENGTH AXIS
PER PLAN ORIENTATION AS WALL SHEATHING
EXTERIOR WALL SHEATHING
SHEATHING
NAIL
PANEL EDGE
FIELD
BLOCKING
REQUIRED (MIN.)
SIZE
NAILING
SPACING
REQUIRED
7/16
gd
3" O.C.
12" O-C.
ALL EDGES
SHEATHING
STRUCTURAL SHEATHING
^ FIELD NAILING,
TYP_
PANEL EDGE
NAILING
S
SINGLE NAIL
EDGE SPACING
CHORD
PRE-ENGINEERED TRUSS PER MANUF @ 24" O.C. MAX;
ATTACH TYP TRUSS STRAP PER PLAN (NOT SHOWN)
(6) 0.148"XT FACE NAILS THIRD KING
STUD TO HEADER (MIN.3 EA PLY.)
HFADFR RTRAP RFD'MNT PFR TARIFF
ULT BASIC
WIND SPEED
HDR MAX
CUR SPAN
STRAP
REQ'MNT
<140 MPH
4 FT
LSTA18
<140 MPH
9 FT
MSTC28
<160 MPH
5 FT
MSTA24
(2) 2x TOP PLATE INSTALL SIMPSON SSP PLATE TIES
9" O.C. ALTERNATING SIDE OF THE
WALL FROM TOP PLATES INTO RAISED
HEADER BELOW OVER OPNG, TYP.
TYP TRUSS -TO -TOP PLATE
CONNECTOR PER PLAN
HEADER PER PLAN, (2) PLY.
MIN. ADDITIONAL JACK/KING
STUD CONNECTOR
HDR MAX GLR SPAN REQUIREMENTS. PER PLAN.
EDGE NAIL SHEATHING AROUND OPNG
PER TYP SHEATHING DETAIL REOWNTS
101 JACK BIDS 2XFRAMING BELOW WINDOW
SHEATHING PER PLAN PER PLAN OR OPNGS PER PLAN; OMIT AT
GENERAL NOTES DOOR OPNGS, TYP.
AT FOUNDATION CONDITION -HOLD
DOWN REQUIREMENT PER TABLE: TI— TT
ULT BASIC FOR MAX HD REQ'MNT
WIND SPEED CLR SPAN AT 2-STORY FLR-TO-FLR
DTT27 w/ (SF1 /4"xt-1/2" CON DITIONB (IF APPLIES):
<140 MPH 4 FT
& 112'k6" TITEN HDs
<140 MPH 9 FT HTT4 w/ (18)-0.148"x1-1 /2° TO 1 L
KING&5/8"x6"MEN HD* ---
1 <tfiO MPH SFT DTT2ZW/(S-1/4'k1-1/2'
& 1/2'k6" TITEN HD*
2x STUDS, SPACNG PER
Le) -ex iur ru
(6) 0.14SN3" FACE NAILS
THIRD KING STUD TO
HEADER (MIN. 3 EA PLY.)
ULT BASIC
WIND SPEED
HOF MAX
CLR SPAN
STRAP
REDMNT
<140 MPH
4FT
LSTA78
<140 MPH
9 FT
MSTC28
<160 MPH
5 FT
MSTA24
LILT BASIC
HDR MAX
WIND SPEED
GLR SPAN
HD REQ'MNT
<140 MPH
4 FT
CS16x48" LG.
<140 MPH
9 FT
(2) CS16x48" LG `
<160 MPH
5 FT
CS16x48" L.G.
rj PLAN/NOTES TYR U.N.O. STD HEADER CONFIGURATION ` APPLY (1) STRAP TO JACK STUD. W/
(VIEWED FROM INTERIOR) HDR STRAP & (1) STRAP TO KING STUD
AT CRAWLIBASEMENT CONDITION, TITEN HD SHALL BE SUBSTITUTED FOR ATE
OF SAME DIAMETER DRILL & EPDXY 6" MIN EMBED TO FOUNDATION WALL
W01 TYPICAL SHEATHING DETAIL 11/01//2023 W02 GABLE END SHEATHING DETAIL 11/01µ2023 W05 TYPICAL OPENING @BEARING WALL (FL/CCD) 11/01/2023
NOT TO SCALE WGW010 NOT TO SCALE WGG-020 WGW-050
INT. FINISH WOOD BUCK ATTACHMENT: ALTERNATE: DOUBLE 2x TOP TOP PLATE CONNECTOR,
1x CUSTOM P.T. BUCKTO 7x OR GREATER BUCK TO EXTERIOR CMU WALL PLATE SPACING PER PLAN (CHOOSE
1x WOOD MASONRY MASONRY MID SPAN BLOCKING ONE):
MATCH FRAME WIDTH, BUILT-UP THICKNESS < 2 BETWEEN EACH a. (1) SPH4 @ 2X4 WALLS
WINDOW PER TACH FROM ENDS AND 12" O.C' 1/4 - 1/4'k4" MASONRY STUD, U.N.O. (1) SPH6H2.5 @ 2X6 WALLS
1x P T. BUCK ATTACH wl'T' NAILS @ 4'
SCREWS @ 4" FROM ENDS GARAGE DOOR AND b. (2) H2.SA (ONE EA SIDE OF
REMAINDER. ATTACH AND IT O.C. REMAINDER. TRACK. INSTALLED PER BOTTOM PLATE CONNECTORS, PLATE)
FLORIDA WINDOW THIRD BUCK INTO wl 1 1/4" EMBEDMENT MANUFACTURERS _ SPACING PER PLAN (CHOOSE ONE): c. (1) SP2 �'.•:: PRODUCT MASONRY PER FLORIDA SPECIFICATIONS. a. (1) SPH4 @ 2X4 WALLS d. (2) SDWC15600
$NGZEEN%L PRODUCT APPROVAL (1)SPH6@2X6 WALLS e. STRUCTURAL SHEATHING&
FINISH PER ELEVATION d. (2) SP75 O(NONE EA SIDE E EA SIDE OFOF PLATE) PLATE) NAILING PER PLAN
2X6 WOOD BUCK ANCHORED c SHEATHING PER PLAN
TO CMU w/ 1/2" x 6" "L" BOLTS d. (3) SDWC15450 SCREWS 2.
STUDS AT LA O.C.
OR 5/8" x W SIMPSON TITEN e. STRUCTURAL SHEATHING & 2x BOTTOM PLATE
HD'S w/ 2" WASHERS AT 24" NAILING PER PLAN ��p��I/� �1' UPLIFT
PER PLAN
TYPICAL WINDOW ATTACHMENT DETAIL D G. & WITHIN 6" OF TOP AND W1 I) �� BEARING Wnl w' UP IF I 8i27/2021
72/17/2021 FRAME TO BUGK BOTTOM, OR (2) ROWS OF 1 /4"
W14 ,.,� .b,N. TO MASONRY x3"MASONRY SCREWS@12" ��"
NOL79. SCALE V, M-140
O.G. STAGGER ROWS 6" WGW-105
EXTERIOR CMU WALL
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AND DDETAILS ON S42 SHEETS
2X12 STAIR STRINGER
2x LET -IN THRUST BLOCK
w/ (8)10d (0 148"x3") NAILS (2) 2X8 BEAM
TO WOOD FRAMING OR
(3)1/4'k2-3/4" CONCRETE 41 STAIR LANDING_ STAIR LANDING
SCREWS TO SLAB ELEV. & SIZE ELEV. &SIZE 2X12 STAIR
PER ARCH. PER ARCH. STRINGER
0-0" PLANS PLANS (2) 2X8 BEAM
2X6 FLOOR JOISTS @ 16" O.C. 2x LEDGER ATTACHED TO 2X6 FLOOR JOISTS
TO BEAM w/ LUS26. HANGERS (2) 2X8 HEADER w/ (2)16d @ 16" O.C. TO BEAM
NAILS @ 8" O.C., STAGGERED w/ LUS26 HANGERS
TOP EFLOOR TOPOFFLOOR
ELEV, ER PLANS A35 GUP EA STRINGER TO ELEV. PER PLANS
2X LEDGER, MAX. NAILING TRUSS/JOIST
PER MANUF.
FLOOR TRUSS PER MANUF FLOOR TRUSS FLOOR GIRDER/RIM
GONT. 2x BAND BOARD w/ PER MANUF. PER PLAN
LSO STRAP @ EA
(4)10d NAILS TO EA TRUSS 2x6 LEDGER ATTACHED TO STRINGER TO BACKER
2X6 LEDGER ATTACHED TO FLOORTRUSSw/ 10d NAILS
2x BAND W (2)10d NAILS @ T O.C. ALONG BOTTOM
@ 4" O.C. STAGGERED CHORD AND ALL WEBS
1 1/2' MIN
10• MIN. GRASPABLE HANDRAIL 1 1/-V MIN.
TREAD 11/4' WIT TO 1 112• MAX. DIA.
HANDRA
- z w TO BE CONNECONNEC TEDTED TO RETURN HANDRAIL
x3i/ ^ ¢ - FRAMING PER MANUF INTO 1x BACKER BD.
2, z RECOMMENDATIONS
`SST /4' - 1 1/4' NOSING n O
9tiG, GREATEST VARIANCE BETWEEN LARGEST
F9s TREAD AND SMALLEST TREAD SHALL NOT BE F SEC" PLAN
GREATER THAN 3/8". GREATEST VARIANCE
SETWEEN TALLEST RISER AND SHORTEST HANDRAILREQUMEMENTS
RISER SRALL NOT BE GREATER THAN 3/8'.
TYPICAL STAIR DETAILS
11/01/20M
WSG-101
WALL CONNECTION PER
FOUNDATION PLANS ON S1.1
AND DETAILS ON S1.0 SHEETS
U-0" FIN. FL.
FINISHED GRADE
MONOLITHIC END., PER
FOUNDATION PLANS ON S1.1
AND DETAILS ON S1.0 SHEETS
DN
TYPICAL 2 STORY WALL SECTION 09/12/2024
OT TO SCALE WSG-043
nLEDGER,
taaR A38 CLIP EA T��RN
l��a�
SELEV. PER STRINGER TO ELEV. PER ELEV. PER
PLANS 2X LEDGER, PLANS PLANS
MAX.NAILING
R TRUSS FLOOR TRUSS/JOISTI1A.4N4FAND PEFI1dA F ATTACHEDNUF.D w/ (4)1W TO FLOOR TRUSS w/ 10dAP @TL�L44ATTACHED NAILS @ 3" O.C. ALONGINGERBOTTOM CHORD AND ALLKER
T",%AND W (2)10d WEBS
NAILS@ 4" O.C.
TYPICAL STAR DETAILS
I 2128/2022
WSG-102
(2) 2X8 BEAM -
2x LET -IN THRUST BLOCK
wl (8)10d 10.148"x3") NAILS 'TT srlavxw
TO WOOD FRAMING OR ELEV &SIZE 2X12 STAIR ELEV &SIZE 2X12 STAIR
(3)1/4"x2-3/4"CONCRETE PER ARCH_ STRINGER PER ARCH. STRINGER
PLANS 2x LEDGER PLANS
SCREWO? LAB ATTACHED TO (2) 2X8 BEAM
12) 2X8 HEADER
&X$2iL6)ORNOTfl5.8 2X6 FLOOR JOISTS
L1(U85O C. TO BEAM @ 16- O.C. TO BEAM
D11/FSTAIR �� %TAGB£A18CNGERS wl LUS26 HANGERS
2/2021
MICAL
WSG104
ORO Fieldstone
C.O.A.# ARCHITECURE:
AA26002802
C.O.E.# ENGINEERING:
29349
❑ IBRAHEM ELAYEB, PE
P.E.# 91476
■ BENJAMIN NIESE, PE
P.E.# 86025
10/30/2024
DATE
No.860 _
�Q STAfE OF
���t(s '•.F�ORIDQ' •'• ���
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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F-
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DRAWN BY: FAE
VERSION: 5.0
SHEET NAME
DETAILS -
MISC.
SHEET #
S4.3.1
FASTENERS
ALLOWABLE LOADS
CONNECTOR
CITY
TYPE
GRAVITY
(Ibs) @ 1.0
UPLTFT(ibs)@1.6
LATERAL
fibs) @ 1.6
META16
8
0.148"0-1/2"
--
1450
F1:340
F2 . 770
HETA115
9
0.148"x1-1/2"
-
1910
F1.340
F2:770
Q) MUA16
1-
la
alas"xl-1!z"
Ss75
Fi : 680
F2 : 770
Q META16
2 2 r
I4
GA62"K3-1/2"
--
1795
F1.1285
F2 : 2080
12)HITA16
1
10
0.248"xl-1/Y"
--
1920
F3:690
F2: 770
(2) HETA16
Z- or 3-01V
12
0.162"x3-1/2"
--
2365
F1: 1350
F2 : 1430
HSTM16
%
0.148"x1-1/2"
I110
FI.120
F2. 90
4
1/411-3/4" CONC SCREW
LGUM28-2
6
3 8" x 4' !I-N- -
a2SO
243S
6
4"x21/2' SDS SCREW
MSTC28
36
0.149" x3 7 4"
--
3460
MTS12
14
0.148"x1-1/2"
990
2 MT512
28
0.11 1-1 2'
1980
MTS16
14
0.148xl-1/2
-
990
--
HU210-2
18
114" X 2 a/4"CONC SCREW
3500
ism
--
--
20
0.148" x 3"
HTS16
32
0.148"x11/2"-
2. HTS16
16
0 148`x1 1 2"
--
1310
--
HTS20
24
OA48"xl-1/2".
--
1310
LSTA12
10
a148"X2-I 2"
925
LSTA18
14
0.148"X2-1/2"
--
1235
--
LSTA30
22
0.148"x2-1/2"
-
1640
--
MSTA24
18
0.148" X 2 i 2"
--
1640
-
(2) MSTA24
36
0.148" X 2 V2"
3,280
MSTA36
26
0-148"X212'
2050
(2}MSTA36
52
0.148"X2112"
--
4,100
--
MSTA30
22
0.148"X2-1 "
2050
MSTC28
36
0.148"X 314"
3A60
--
MSTCS2
62
0.148'x3-1/4"
4735
MSTAM24
9
0.148"X 3"
--
1A25
--
5
1/4" X2 1/4"
MSTAM36
13
0- 3"
_
1,870
-
8
-4-"X
i/4" X 2 1JA"
(2) MSTAM36
M
0.148" X 3"
_
3740
16
4" %2 k 4"
--
MSTCM40
10
1/4'S{2-1/4" C20 C SCREW
IWO
14
0:148'x3-1 4"
MrGT
22
0.148.3'
3965
Fl- 775
F2: 525
1
5 8"ATR
HGT-3
16
0.148"x3"
_
10,7W
-_
2
3/4-ATR
VG7R orl
1
s "ATR
_S
2225
F1:650
FZ: 630
16
1(4"x3" SD
VGrR/L
2
5 %" ATR
_
5545
F1 . 650
- F2:630
32
14'k3"SDS
VGT
Y
5 8"ATR
-
49A0
F1. 1185
F2: 590
IS
1/4•k3"SDS
(2) VGT
2
5/8' ATR
718S-2ply 88
3.11
F1; 1185
F2: 590
32
4-0- SIDS
DTT22
1
8
1/2"A7R
4"x3"SOS
_
1825-2x4min
214 2 2x4mi.N
4TT4
i
S/8"ATR
_
3610
-
YH
0.348"x3-, 2"
FtiTS
1
S 8"ATR
4GR)
26
0-148"x3"
HTTSXi
5 %"ATR
__
54a5
_.
2I6
SD d10x2-1/Z"
ABU442
1
5/8"ATR
7S70
19W
._
12
0.162"x3-1/2"
A8U662
1
5/8" ATR
18205
2475
12
0. ifr2"x3-1/2"
H2.SA.
SO
0.131"x2-1/2"
--
565
F1: 110
F2: 110
H10A
18
0:148"xl-1/2°
--
1340
Fi:565
F2: 285
H10A-2
18
0A4B`-4-1/2'
--
1080
Fl : 680
F2: 260
NUC48
14
1/4"x2-3/4"C-ONC SCREW
3500
113S
-
6
0.148"x3°
HUC414
24
1/4-2-3/4"CONCSCREW
5085
--
i2
0.148'k3°
LUS26
4
0148"x3"
965
116S
SPH4
12
O.Y48"XS-1jz"
Slde:64a
Ceraer, 12 RO
--
OTC tlips.
4
3/IG'12-3/4'CONC SCREW
:F1: 85
F2: 135
2
0.131'x2-1/2'
A35
ll
0.131'xl_I/Z'
F3 : 650
F2: 670`
SDINC156W
1
SDWC15WO
--
615
FI:130
F2 Z75
SDWC1S450
1
SDWC1S450
295
F2: 150
HTU26
0.16P"x3-1/2"
3200
1250
14
0.148'X3°
LGU3.63-.SDS
16
U4'X21/2°
6,720
5,555
--
12
1/4' XZ 1/2"
HOUR-SOS2.5
1
7/8-ATR
--
7,810
--
20
1/4'X 21/2'SDS
1
1" ATR
11,17530
1/4" X 21/1' SD5
E-.26S
20
0.162"x 3"
2940
324020
0148"x 11/2"
28
0.162°x 3"
4310
4860
--
16
0148" x 3"
PRECAST LINTEL GRAVITY LOAD TABLE 421
LOADS USTED HAVE BEEN CALCULATED OR COMPILED FROM APPROVED MANUFACTURERS:
CAST-CRETE, LOTT'S CONCRETE, OUAUTY PRECASTCO.
MAXIMUM LOAD (PLF)
APPROX.
LINTELLENGTH
MAX.CLEAR
OPENING
TYPEA iS"T'iPEB
B'UNTELL 8"'FYPEC
2TYPE3
12"TYPE C.114"3YPEC".
1.,PES"116"iYPE3l
16"TYPEC!.
2J'TYPE3
20"TYPEC
vP
24'TEa!28"T1'R a132`TYPce
14"TYPEC 28-TYPEC
37 TYPE
710'
116,
j 3:169
2231
3069
3715
3?80
5163
6607
805,1 9502
1 i0000
4605
5206
6113 ..
7547
8974 .:. iWW
100W
3'6'
72'
2231 3069
3069
3719
�287
5163
b607
8051 9502
1000C
4605 _.:!
-F-
52W
6113
_ 7547
�74 SOOOD
_100fi0
4.0.
2! 8"
1783 2561
1561
2r5
3280
3820
469'
59,6. 7J13
1,17
4605
6113
i547
8974 70(KO
10030
4.6"
3'2'
1343 '_969
Me
21
_5206
2592
2931
3756
15:6 54C0
5221
4375 .:
5206
.I
6113
7019
8672 10000
100W
4'8"
34'
1217 1349
3,349.
1433
.'16
-9-9
256C
3 .J 3686
1239
3090
4567
5WS
CM
5917 7074
8206.
5' 4"
S 0"
1349
W06 1349
i431
17.6
'99y
256,
132 3685
4649
3040
4561
5365
.. 4766
5317 :. 7074
82M
510"
46"
860 OS
'lYaS
773
it,01
, IE:i
2"9�
1- 309
317C
2622
4242
4360
3442
4889 5917
6662.
6'6"
5 2
710
232
7
348c
30
3 O' 1"83
>061
1177 j
2739
3480 :-:-
5381
8360 8625
7590
T 6"
6 2"
570 991
991
:719
° _a
63�
1.5
26 '791
3685
1729
2798
2632
7 389s
5661 4742
5501
Or 4"
TO"
488 6-'�"
-699
.E
_6.b
22561
31-86 2818
3302
1 1245 ..
1516
1M3
2564
3786 2g64
3397.
9'4"
8O"
4'16
1245 ':
N/A��
tl A
62,
247
2561
2564
2C9F
Y.86 '81
3956 2964
6-
3397
2136
ia'6"
9`2"
354 390
_ 535 7054
N/A
IM3 ,:
AD93�
_
2781 2259
2615
11' 4"
1470,
%7
315 '�
567
191
\, A
366
1846
' 4,1 '. 3,`
1101
9a5
NIA
7.366
184E
2423 3i27_dt)B6
IT or
if? 8"
292 525
525
B7,
Y A
12s4
1181
93 28G5
3552
873
N/A
1254 -
1684
2193 2805
3552
12' 6'
11' 2'
41-:
2771--
471
Y
755_L
a
N/A-
N A
7-
1075
_J75
t, ta•8
1 142Bm
4,.8
8 s _>1c
2316
338 231e
2883
2M
253'
13' 4"
IZ 0"
471 __
255 471
755 '.
N/A
1075
1428 ;
E38 1 2316
-2883
14'0"
12'8"
239
a21
;i
N 4
!'J72
-'6
Ey _:
2278
424
706
NIA
1002
_1328
'ffi97 _ 2127
2630
13'4"
N/A
N,A
N A
i s
N,4
N 4 'v a
V;'A
i$3'
_l,4
N/A
173M1`
1421"
'1779' 2t88`
2C .
15'V
l4'0°
N/A
WA
N(A _._
•-a-yi
710• 'I
i-
A,A
N/A
^./,
YiEO' '_
N,'
1331"
,A N A
__3660' 2M?
NjA
20,59.`.
17,4e
160'
N/A
•':
N/A
5''
548" '1
�l a
N/A
1
952'
N P
1117'
_ _Nil v A
i 1379` �1671"
NiA
1997`
114'
180"
N/A
N/A
420` ..
NIA
�_
750'_
950" _.
11T7' 14L'
1676'
20'1'
198'
N/A
NA
N A
N!A
340` :'8.45"
_
1114' 1345'
24'6B"
24'0'
22' $"
N/A
N,A
N,4 NIA
N;'A
I.
'250 _`
,WA
;Tsd'.
.^
;',880 .'
PRESTRESSED "8"W/2-RECESS U-UNTELS
Type A = Whiled no Rebar; Type B= Continuous Grout, Steel per Planin Band Seam Only; Type C = Cantinow Gmut,5te14 per Plan In Bond
Beam & Lintel
LEGEND
# 8x8 FILLED CELL W/ (1) - #5 REBAR .......
BEAMS
■ 1 8x8 FILLED CELL W/ (1) - #7 REBAR
HEADER - WIDTH TO MATCH WALL
------
GIRDERS
QO 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
12X12 FILLED CELL W/ #4 REBAR
IN WALL)
ON FRAMED
BALLWALLSMIGHER
12.12 FILLED CELL W/ #4 REBAR
BEARING WALLS
(IN COLUMN)
CONCRETE TIE BEAMS
ELEV ELEVATION INDICATOR
®
PLUMBING PENETRATION FOR
DETAIL INDICATOR
LX
FRAMING LAYOUT
HDR SIZE LINTEL OR WOOD HDR DESIGNATION
OPEN SIZE (ALL WOOD HDR'S TO BE (2) PLY U.N.O.)
1. X !~- BRACED WALL LINE
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 NAILING
MFR
MANUFACTURER
ARCH
ARCHITECT/ARCHITECTURAL
EQ
EQUAL
MIN
MINIMUM
ATR
ALL THREADED ROD
ES
EACH SIDE
MISC
MISCELLANEOUS
BLK
BLOCK
EW
EACH WAY
MO
MASONRYOPENING
BLKG
BLOCKING
EXP
EXPANSION
NOM
NOMINAL
BOF
BOTTOM OF FOOTING
EXT
EXTERIOR
NTS
NOT TO SCALE
BOT
BOTTOM
FD
FLOOR DRAIN
OC
ON CENTER
BRIG
BEARING
FDN
FOUNDATION
OPNG.
OPENING
BTWN
BETWEEN
FIN
FINISH
OPP
OPPOSITE
CANT
CANTILEVER
FLR
FLOOR
PEN
PLYWOOD EDGE NAILING
CL
CENTERLINE
FN
FIELD NAILING
PLYWD
PLYWOOD
CIP
CAST IN PLACE
FT
FOOT / FEET
REINF
REIN FORCING/REIN FORCEMENT
CJ
CONTROLJOINT
GALV
GALVANIZED
REOD
REQUIRED
CUR
CLEAR
GDR
GIRDER
RO
ROUGH OPENING
CMU
CONCRETE MASONRY UNIT
GRID
GRADE
SC
STUD COLUMN
COL
COLUMN
GWB
GYPSUM WALLBOARD
SHTG
SHEATHING
CONC
CONCRETE
GYP
GYPSUM
SIM
SIMILAR
CONT
CONTINUOUS
HD
HOLD DOWN
SP
SOUTHERN PINE #2 OR BETTER
DBL
DOUBLE
HDR
HEADER
SPF
SPRUCE PIE FIR #1/#2 OR BETTER
DIA
DIAMETER
ILO
IN LIEU OF
TYP
TYPICAL
DWG
DRAWING
IN
INCH
ONO
UNLESS NOTED OTHERWISE
140 WINDSPEED CHARTS
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
O
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2020 FL - C & C Pressures (ASD) BASED UPON 10 SOFT AREA _
Roof Pressures '
Wall Pressures
able Roof Pressures Hip Roof Pressures
Zone 1 Zone 2 Zone 3 Zone 1 Zone 2 Zone 3 Zone 4 Zone 5
19.1 -36.4 N/A N/A 19.1 -47.3 19.1 -34.2 N/A N/A 19.1 -47.3 25.7 -27.7 25.7 -342
Zone 2e Zone 3e Zone 2e Zane 3e
38.2 -83.7 19.1 -58.1 19.1 -47.3 N/A N/A i-
Zone 2n Zone 3r Zone 2n Zone 3r -
79.1
Zone 2r Zone 2r
38.2 -1..4 19.1 -47.3
Components and Cladding Pressures (ASD) - 2020 FIL ,
Positive Negative
Width Height Effective Pressure Pressure /
Description Zone ft fit Area ft2 sf f� 000 Fieldstone ���� pM 1
16070OHGD 16 7 112 25.1 -28.0 \\
80700HGD --- 8 8 64 25.1 -28.0
3068 DOOR 4 3 6,67 20.0 24.4 -26.6 C.O.A.# ARCHITECURE: `
3090 DOOR END 5 3 8 24.0 24.2 -31.5 AA26002802 / DRAWN BY FAE
255H 4 3 5.25 15.8 25.0 -27.1 C.O.E.# ENGINEERING: No. 86
GEN4 5 6 5848.0 3.11 -25.2 29349 5 15.8 25.0-319
c VERSION. 5.0
6080S1)
2868DOOR 4 2.67 6.67 17.8 24.7 -26.9 p IBRAHEM ELAYEB, PE - - SHEET NAME
3D68 w{3410 TR 4 3 s za.o z4:z -z6.4 ' d' - REFERENCE
P.E.# 91476
■ BENJAMIN NIESE PE i�0 STATE OF ��� CHARTS
P.E.# 86025 ���� F�ORIDp • ' G��� SHEET#
IODATE 24 /////0NA1- \0? \\\ S5.1
- -- - - -
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