HomeMy WebLinkAbout37748 Dusty Saddle Lnwwmw"I�m
ewma.mcm
660 FILLMORE
Gara2e Ri2ht - Elevation K3
SIMETMEX
NUM5ER:
SWEET NAME:
NUMER:
SWEET NAME:
CS
COVER SWEET
C5_3
50ARE FOOTAGE CALCULATIONS
E-1.0
ELECTRICAL PLANS - FIRST FLOOR
F-1.0
FOUNDATION - SLAB PLAN
A-32
MISC DETAILS
A-3A
MISC DETAILS
A-10
FIRST FLOOR PLAN
A-3 ' 30
FRONT/REAR ELEVATIONS K/ROOF PLAN
A-3.31
SIDE ELEVATIO146 K
A-4.0
BUILDING SECTIONS
ENERGY REQUIREMNT SC�EDULE
E)CERIOR W&LO (W.AM)
R-0-
EXTERM IMLS (SLOW
4J FOL
ATTIC CELWS
R.
GENERAL NOTE5
THE STANDARD GENERAL SPECIFICATIONS FOR AMERICAN HOMES 4 RENT 4 AMW
DEVELOPMENT SHALL GOVERN EXCEPT AS MODIFIED 4 SUPPLEMENTED By THESE
PLANS.
1. WINDOWS 514ALL BE INSTALLED AND FLASHED IN ACCORDANCE WITH THE
MANUFACTURERS UR17TEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION
3. DUCTS IN THE GARAGE AND DUCTS PENETRATIW. THE WALLS OR CEILINGS
THESE PLANS HAVE BEEN DESIGNED TO MEET THE REQUIREMENTS OF:
INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EAC44 WINDOW.
SEPARATING TWE DUELLIW. FROM THE GARAGE SHALL BE CONSTRUCTED or A MIN.
2023 FLORIDA BUILDING CODE, RESIDENTIAL, OTH EDITION
AUr
.2c, G -E (0.49 -) SWEET STEEL OR OTHER APPROVED MATERIAL AND SHALL
OCCUPANCY: SINGLE FAMILY RESIDENTIAL
F1 nnn 70t-E REQUIREMENT&
HAVE NO OPENINGS INTO THE GARAGE.
1. PLAN MEETS OR EXCEEDS FEMA FLOOD FINISHED GARAGE FLOOR ELEVATION.
T ON-.
4. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL SYSTEMS SHALL BE
I TwgLZ�MJLL BE SEPARATED FROM THE RESIDENCE AND ITS ATTIC AREA
SAT14 AREA&
INSTALLED ABOVE THE BASE FLOOD ELEVATION AND SHALL ALSO CONFORM TO THE
BY NOT LESS THAN 1/2 INCH (12.1 -) GYPSUM BOARD APPLIED TO T14E GARAGE
1. INSTALL 2.4 BLOCKING AT TOILET PAPER AND TOWEL BAR LOCATIONS, SEE
MANLIFACTLIRER'S INSTALLATION INSTRUCTIONS.
SIDE. GARAGES BENEATH HABITABLE ROOMS SHALL BE SEPARATED FROM ALL
DETAILS.
HABITABLE ROOMS ABOVE BY NOT LESS THAN b/8 INCH (15.S -) TYPE 'X" GYPSUM
5. AUXILIARY DRAIN PAN. CATEGORY Iv CONDENSING APPLIANCES SHALL BE
BOARD OR EQUIVALENT. WHERE THE SEPARATION 16 A FLOOR-CEfLIW. ASSEMBLY,
PROVIDED UXT14 AN AUXILIARY DRAIN PAN Us -ERE DAMAGE TO ANY ISUILDIW.
THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY 140T
1. INSTALL 2Xr. BLOCKING AT OS" APP, ON CENTER FOR UPPER CABINET
COMPONENT WILL Or -CUR AS A RESULT OF: STOPPAGE IN THE CONDENSATE DRAIN
LESS THAN 1/2 INCH (Q.71 -) GYPSUM 50ARD OR EQUIVALENT.
INSTALLATION.
PIPING SYSTEM. THESE PAN$ 044ALL BE INSTALLED IN ACCORDANCE WITH THE
APPLICABLE PROVISIONS OF SECTIONS M14113.
SHES�
AREAS,
11fiA
�4=fg TEXTURED FINISH OVER FRAME APPLICATION SHALL BE PER T14E
,&SHOWER
I. -CEMENT. OR GLASS MAT GYPSUM BOARD (NO GREEN BOARD
. FIBER
CURRENT APPROVED BUILDING CODE AND ASTM 0326. INSTALLATION OF EXTERIOR
ALLOWED) IN COMPLIANCE WITH ASTM C1250, C1325, OR C1119 AND INSTALLED WITH -8
1. OUTDOOR C>ISCWAf;r.E. THE AIR REMOVED BY EVERY MECHANfCAL EXHAUST
LATHING AND FMAMNG APPLICATION REQUIREMENTS TO BE PER THE CURRENT
x 1-1114" DAGGERZ PHILIPS WAFER HEAD CEMENT BOARD SELF DRILL SCREWS W1
SYSTEM SHALL BE DISCHARGED TO THE OUTDOORS. AIR SHALL NOT BE EXHAUSTED
APPROVED BUILDING CODE AND ASTM C 1063.
COATJW. 514ALL BE USED AS BACKERS FOR WALL TILE IN TUB AND SHOWER AREAS,
INTO AN ATTIC, SOFFIT, RIDGE VENT OR CR4LUL SPACE.
AND WALL PANELS IN SHOWER AREAS.
EGRESS,
2. EXHAUST AIR FROM BATH ROOMS AND TOILET ROOMS SHALL NOT BE
1. EACH BEDROOM MUST WAVE ONE WINDOW TWAT COMPLIES WITH EGRESS CODES, IF
TERMITE TREATMENT:
RECIRCULATED WITHIN A RESIDENCE OR TO ANOTHER DWELLING UNIT AND $14ALL BE
T14EFM IS NO ACCESS TO EXTERIOR THROUGH A DOOR. THE WINDOW MUST 14AVE A
TERMITE PROTECTION SHALL BE PROVIDED BY REGISTERED TERMITICIDES,
EXHAUSTED DIRECTLY TO THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND
MAXfMIJM OPENING WEIG"T Or 44" ABOVE FINISH FLOOR LINE OF TWAT PARTICULAR
INCLUDING SOIL APPLIED PESTICIDES, BAITING SYSTEMS, AND PESTICIDES APPLIED
TOILET ROOMS SHALL NOT DISCHARGE INTO AN ATTIC, CRAWL SPACE, OR OTHER
ROOM.
TO WOOD, OR OTHER APPROVED METHODS OF TERMITE PROTECTION LABELED FOR
AREAS INSIDE THE BUILDING.
USE AS A PREVENTATIVE TREATMENT TO NEW CONSTRUCTION. UPON COMPLETION Or
2. IN DiLELLING UNITS WHERE THE OPENING Or AN OPERABLE WINDOW IS LOCATED
THE APPLICATION Or THE TERMITE PROTECTIVE TREATMENT, A CERTIFICATE Or
3. DUCT LENGTH. T14E MAXIMUM ALLOWABLE EXHAUST DUCT LENGTH SHALL BE
MORE T14AN 12 INCHES ABOVE THE FINISHED GRADE OR SURFACE BELOW, T14E
COMPLIANCE SHALL BE ISSUED TO THE BUILDING DEPARTMENT BY THE LICENSED
DETERMINED BY ONE OF THE METHODS SPECIFIED IN SECTION& M5MA5.1 THROUGH
LOWEST PART OF THE CLEAR OPENING Or TWE WfNDOW SHALL BE A MINIMUM Or 24
PEST CONTROL COMPANY TWAT CONTAINS THE FOLLOWING STATEMENT: "THE
M502A.53. THE MAXIMUM LENGTH OF T14E EXHAUST DUCT SHALL BE 35 FEET FROM
INCHES ABOVE THE FINISHED FLOOR. OPER40LE SECTIONS OF WINDOWS SHALL NOT
BUILDING WAS RECEIVED A COMPLETE TREATMENT FOR T14E PREVENTION OF
THE CONNECTION TO THE TRANSITION DUCT FROM 714E DRYER TO T14E OUTLET
PERMIT OPENINGS TWAT ALLOW PASSAGE Or A 4" SPHERE WHERE SUCH OPENINGS
SUBTERRANEAN TERMITES. TREATMENT IS IN ACCORDANCE WITH RULES AND LAWS
TERMINAL. THE MAXIMUM LENGTH Or T14E DUCT SHALL BE REDUCED 25 FEET (162 m)
ARE LOCATED WITHIN 24 INCHES OF T14E F1141SWED FLOOR PER T14E CURRENT
ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER
FOR EACH 45 DEGREE (01S RAO) BEND AND 5 FEET (524 -) FOR EACH 90
APPROVED BUILDING CODE.
SERVICES."
DEGREE (1.6 RAID) SENID� T14E MAXIMUM LENGTH Or THE EXHAUST DUCT DOES NOT
INCLUDE THE TRANSITION DUCT. EXCEP'nON - WHERE A CLOTHES DRYER BOOSTER
FLASHING.
A WVAQ
FAN 16 INSTALLED AND LISTED AND LABELED FOR THE APPLICATION, THE MAXIMUM
1. FLASHING SHALL BE INSTALLED AT WALL AND ROOF INTERSECTIONS, DECK AND
C�2 CULATIONS FOR HEATING AND COOLING CAPACITIES SHALL BE
LENGTH OF THE EXHAUST DUCT, INCLUDING ANY TRANSITION DUCT, SHALL BE
WALL INTERSECTIONS. AT GUTTERS, AT ALL C44ANGES IN ROOF SLOPE OR DIRECTION,
FURNISHED BY T14E MECHANICAL EWGINEER AS AN ATTACHMENT TO THIS PLAN SET
PERMITTED TO BE IN ACCORDANCE WITH TI-E BOOSTER FAN MANLIFACTURER'S
AND AROUND ROOF OPENINGS.
AT T14E TIME OF APPLICATION FOR PERMIT.
INSTALLATION INSTRUCTIONS. WHERE A CLOTHES DRYER 500STER FAN 16 INSTALLED
AND NOT READILY ACCESSIBLE FROM THE ROOM IN WIC44 THE DRYER 19 LOCATED,
2. APPROVED CORRDSION-RESISTANT FLASHING SHALL BE APPLIED SWINGLE
2. MECHANICAL APPLIANCES SHALL BE ACCESSIBLE FOR INSPECTION, SERVICE,
A PERMANENT IDENTIFYWG LABEL S14ALL BE PLACED ADJACENT TO UJI-EPM THE
FASHION IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL
REPAIR AND REPLACEMENT WITHOUT REMOVING PERMANENT CONSTRUCTION, OTHER
EXHAUST DUCT ENTERS T14E WALL. THE LABEL SHALL BEAR THE WORDS "THIS DRYER
CAVITY OR PENETRATION Or WATER TO T14E BUILDING STRUCTURAL FRAMING
APPLIANCES, OR ANY OTHER PIPING OR DUCTS NOT CONNECTED TO THE APPLIANCE
EXHAUST SYSTEM IS EQUIPPED WITH A REMOTELY LOCATED BOOSTER FAN."
COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE Or THE EXTERIOR
BEING INSPECTED, SERVICED, REPAIRED, OR REPLACED. A LEVEL WORKING SPACE
WALL FINISH. APPROVED CORROSION -RESISTANT FLASWWG SHALL BE INSTALLED AT
AT LEAST 30 INCHES (162 -� DEEP AND 30 INCHES (162 -) WIDE SHALL BE
4. PROVIDE BACK DRAFT DAMPERS AT INTAKE AND EXHAUST LOCATIONS AS
ALL REQUIRED LOCATIONS PER THE CURRENT APPROVED BUILDING CODE.
PROVIDED IN FRONT OF THE CONTROL SIDE TO SERVICE AN APPLIANCE.
REQUIRED BY THE CURRENT APPROVED BUILDING CODE.
ISSUED: 02/12/2024
VERSION: 5.0
SQUAP,E FOOTAGE
AW ASSET MANAGEMWr 90. Fr.
HEATED AREA
Sq. Ft.
MAIN LEVEL
1,700
SECOND LEVEL
0
TOTAL AH4R SM Fr. P*MMM)
1700
METHODOLOGY' ANSI Z705-M
[The told me calculated from ft outside-W-oulsids of tram", bxiudng optional inished b&smmt apdom as
Isho�. This was =dudes stairwral at Nghest *v*I above grade, gerage. covered paboA>orchm.
ALL WORK SHALL COMPLY WITH PREVAILING
CODES FLORIDA BUILDING CODE,
NATIONAL ELECTRIC CODE,
AND THE CITY OF ZEPHYRHILLS
ORDINANCES
REVIEW DATE On
024
CITY OF ZEPHYRHIL -
PLAN EXAMINER- 50
2-
(SI
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I M
SQUARE FOOTAGE CHART
ELEVAnONIC
PL-11
SQUAREFOOTAGE
CONSTRWYM AWA CAM!"MIXII
HEATED / CONSTRUCTION AREA
Sq. Ft
MAIN LEVEL
lin
TOTAL HEATMWNSTRUMM AREA MOC-*+
IM
METHODOLOGY- ANSI ZA1152M
The total area calcLilatecl Iforn the wwide-tD-outside of taming, kwkxgng optional firdshed basement optons as
shown. This area excludes stairwell at higheM lewrl aboire grade, garage, covered patWporches.
BUILDING ENVELOPE AREA (ALL AREAS UNDER ROOF)
Sq. Ft.
&ARAC7E
423
COVEREP PATIO
416
FRONT COVERED PORCH
5b
TOTAL BULDING ENVELOPE MWAkWA)
1 2204
METHODOLOGY
Bulifto Emdope Area The total area calculated, inoltic" HealloOr"whotion area as, calculfflard, and also
kw4AkV g"*, covered patio/porches.
MAXIKIM PEPTH
(,1'-0-
MAXIMM KIPTH
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SQUARE FOOTAGE
CALCUATIONS
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I VERSION: 5.01
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IN TNE CAP" ADJACENT TO INE MAIN WM AND ATTICC ARE&
A/C 5ECLIREV IMMIX ANY DISCOPANCY
W4SWW. MAC14M r. ALWAYS LOCATED LEFT OF THE DRYER IINLM N07ED OTW011W mow To t," OVERALL (VIIllNlNM.0WWAWKVCJ
DOOR BETNI!IIIN Tom pp'qp" *0 ne
OAK A910=10 DRAWW �dW SITE
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VERSION: 5.0�
4b'-O" OVERALL
FIRST FLOW PLAN
FIRST FLOOR PLAN - ELEVAT10N or
811111,11111'."=
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ATtIC VWILATION: ow so FT ATTIC spAcE /I so Fr VENTILATION)
CALOILATIONS FEFLECT W% WW AND W% SOFFrt VMS
22W 60 Fr IMM ROM ATTIC / 300 80 Fr I I W Fr - lAO BQ FT VENTILATION
OFF-FJDGE VENT . IV4 W IN EACM (4'VOR)
SORT YEW - S so IN EAC44
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ELECTRICAL GENERAL NOTES
SWITC�E$ TO BE 45' AFF. law—
RECEPTS. 10 BE 12" Aff. - 42' IF OVER A COLNTER cc
ALL WIRING TO BE IN ACCORDANCE WITH NEC CD
R CIII') I
AMC FAULT CIRCUIT INTERRUPTER PR0TECtICN WALL BE FRCIAIDED AS REQUIRED 2. 9
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CLGG I
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APPLICABLE LOCAIL STANDARDS CODES 40 ORDNANCES -----------------------------------------------------------------
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VERSION: 5.0�
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MISC. DETAILS
A-3.41
GENERAL STRUCTURAL NOTES:
1. ALL WORK SHALL CONFORM TO THE 2= ft EDITION Or THE FLORIDA (INTERNATIONAW
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 04TENDED TO AUGMENT THE DRAWINGS. SHOULD CONFLICTS
EXIST BETWEEN THE DRAWINGS AND THE STRUCTURAL NOTES, THE STRICTEST PROVISION
SHALL GOVERN.
3. THE STRUCTURAL DRAWINGS FORM AN INTEGRAL PART OF CONTRACT DOCUMENTS, WHICH
INCLUDE ARCHITECTURAL. STRUCTURAL, MECHANICAL, ELECTRICAL, AND CIVIL/SITE DRAWINGS.
COORDINATE THE STRUCTURAL DRAWINGS WITH THE REQUIREMENTS SHOWN IN THE OTHER
COMPONENTS OF THE CONTRACT DOCUMENTS.
4. TYPICAL DETAILS AND OTHER SECTIONEWDETAILS APPLY TO CONDITIONS THAT ARE SIMILAR TO
THE CONDITIONS DESCRIBED IN THE SECTIONS/DIETAILS, 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.
S. DO Nor SCALE STRUCTURAL DRAWINGS. IF DIMENSIONS ARE OMITTED OR NOT CLEAR,
CONTACT THE ENIGANEER.
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.
a. THE ENGINEERS 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-HOIJRS AND INVESTIGATION BY
FIELDSTONE.
9. THE TERMS 'CONCRETE SCREW` AND UASONRY 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 STRONGTIE TITEN TURBO, GENUINE TAPCON, OR HILTI K%MK4)ON IL
io.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 STRONGTIE SET-30, OR HILTI HIT-HY-150
DESIGN CRITERIA:
1. BUILDING RISK CATEGORY
2. VERTICAL LOADING:
ROOF TOP CHORD LIVE LOAD PSF (REDUCIBLE)
ROOF TOP CHORD DEAD LOAD 7 PSF
ROOF TOP CHORD DEAD LOAD (TILE) 15 PSF
ROOF BOTTOM CHORD LIVE LOAD W STORAGE) =20 PSF
ROOF BOTTOM CHORD LIVE LOAD (w10 STORAGE) ---!-10 PSF
ROOF BOTTOM CHORD DEAD LOAD -IOPSF
FLOOR LIVE LOAD -40 PSF
FLOOR LIVE LOAD (SLEEPING ROOMS) -30 PSF
FLOOR DEAD LOAD -15PSF
DECKIBALCONY LIVE LOAD =40 PSF
NOTE TO TRUSS & WOIST MANUFACTURERS - ROOF & FLOOR �YSTEM DELEGATED DESIGN
SHALL CONFORM TO THE FOLLOWING DESIGN STANDARDS:
LOCATION
TOTAL LOAD
LIVE LOAD
TOTAL
D%11ON
I ROOF TRUSSES
1/24n
L/240
1.
I FLOOR J019WMUSS
I L/3
L14W
119- i
NOTES:
1. MAXIMUM TOTAL LOAD DIFFERENTIAL DEFLECTION BETWEEN ADJACENT PARALLEL
MEMBERS SHALL BE 6/8"
2. ANY MEMBER SUPPORTING BRICIQMASONRY SHALL BE LIMITED TO A TOTAL LOAD
DEFLECTION OF L1600
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
S. LATERAL LOADING
WIND CRITERIA: TORNADO WIND SPEED .................. mWA
BASIC WIND SPEED =140 MPH
EXPOSURE CATEGORY =C
INTERNAL PRESSURE COEFFICIENT________- +/- 0.18 (ENCLOSED)
SEISMIC CRITERIA
SITE CLASS
SEISMIC DESIGN CATEGORY
4. EARTH PRESSURE LOADNM*
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. GUARDRAIUMANDRAIL LOADING:
ALL GUARDRAIL/HANDRAJLS SHALL MEET 200 LOS (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 (1CC-ES) AC 273 - 'ACCEPTANCE
CRITERIA MR HANDRAILS AND GIJARDS.'
CONCRETE NOTES:
I . STRUCTURAL CONCRETE HAS BEEN DESIGNED IN ACCORDANCE PER ACI 332"RESIDENTAL
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 CI 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. RE1NFORC4NG SHALL CONFORM TO ASTM A-615 GRADE 00.
6. REINFORCEMENT SHALL BE FABRICATED AND ERECTED ACCORDING TO THE ACII STANDARDS:
*DETAJLS AND DETAILING OF CONCRETE REINFORCEMEN[r, ACI 315 - AND NIANUAL 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:
SLAB4XMRADE: WITHIN UPPER Z13 OF SLAB AND 3/4"MINIMUM COVER AT INTERIOR
CONDITIONS; 1-1/2' MINIMUM COVER AT EXTERIOR CONDITIONS
CONCRETE (FOLINDiNTIM AGAR46T EARTH: 3"
FORIIIIEDCONCRIETE: 1-112- (#5 REBAR OR SMALLER) 2- (#S REBAR OR LARGER)
TOLOWAM +/- 3w
S. 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 20-DAY COMPRESSIVE STRENGTH AS FOLLOWS:
FOUNDATIONS & FOUNDATION WALLS: 2500 PSI
SLAB -ON -GRADE & CONCRETE BEAMS: 2500 PSI
I I. 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 Ely
TEMPLATE TO WITHIN A I/V 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 WWI BE CLASS B PER ACI 31 S. LOCATION OF LAP
SPLICES SHALL BE AS INDICATED ON CIDNISTRUCTION DOCUMENTS.
13. DOWELS KVO FOUNDATION SHALL MATCH SIM 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.
16. 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 I" MINIMUM DEPTH WITHIN
24 HOURS OF CONCRETE PLACEMENT. MAXIMUM JOINT SPACING FOR UNREINFORCED SLAB
IS AS FOLLOWS:
3-1/2"SLAB.' 8 FEET O.C. EACH D49EC71ON
4"SLA& 10 FEET O.C. EACH DIRECTION
• WELDED WIRE FABRIC (W.W.F.) 6X6-W1AXW1 A. WELDED WIRE FABRIC SHALL BE FURNISHED IN
FLAT SHEETS (ROLLS NOT PERMITTED) AND SHALL CONFORM TO ASTM A -I 064 AND HAVE A
MINIMUM SIDE AND END LAP OF 8 INCHES.
• MICRO. OR MACRO- SYNTHETIC FIBER REINFORCEMENT
FIBER LENGTHS SHALL BE Ilr TO 2-1/4" IN LENGTH. DOSAGE AMOUNT SHALL BE FROM 3t4 TO
3.0 POUNDS IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. SYNTHETIC
FIBERS SHALL COMPLY WITH ASTM CI 116. THE MANUFACTURER/SUPPLIER SHALL PROVIDE
CERTIFICATION OF COMPLIANCE WITH ASTM C1 I 18 WHEN REQUESTED BY THE BUILDING
OFFICIAL
is. CONTROL JOINTS SHALL BE FURNISHED WITH A FULLUENGTH 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 14/2 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.
1 S. CURING OF CONCRETE SURFACES SHALL CONFORM TO ACI 308.1 *STANDARD SPECIFICATION
FOR CONCRETE CURING' AND ACI 308R *GUIDE TO CUffiNG 0ONCRETF.
FOUNDATION NOTES:
I . CONTRACTOR SHALL VERIFY ALL CONDITIONS, INCLUDING UNDERGROUND UTILITIES AND FIELD
MEASUREMENTS AT JOB SITE AND REPORT ANY DISCREPANCIES TO OWNERS REPRESENTATIVE.
2. TOP OF SPREAD FOOTING ELEVATIONS NOTED ON PLAN ARE MINIMUM ELEVATIONS. IN ALL CASES
FOOTINGS ARE TO BEAR ON UNDISTURBED NATURAL SOILS OR ENGINEERED FILL HAVING A
MINIMUM NET ALLOWABLE BEARING CAPACITY OF 2WO PSF.
3. SIDES OF FOUNDATIONS SHALL BE FORMED UNLESS CONDITIONS PERMIT EARTH FORMING.
FOUNDAMONS 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 SUB43RADE SHALL BE RE INSPECTED BY THE
GEOTECHNICAL ENGINEER/ TESTING LABORATORY AFTER REMOVAL OF WRTER OR FROST.
7. CONTRACTOR SHALL FURNISH ALL REQUIRED DIE -WATERING EQUIPMENT TO MAINTAIN A DRY
EXCAVATION UNTIL BACKPILL IS COMPLETE.
S. A GEOTECHNICAL ENGINEER REGISTERED IN THE STATE OF WORKPIERFORMED 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 ARCHITECTAMNEER DESCRIBING HIS INVESTIGATIONS OF ANY
NON -CONFORMING WORK
BACKFILLING:
I . DO NOT PLACE EACKFILL AGAINST FOUNDATION WALLS - DESIGNED AS SUPPORTED AT TOP AND
BOTTOM - UNTIL BASEMENT LEVEL AND FIRST FLOOR SYSTEM ARE IN PLACE. SHORE ANDIOR
BRACE WALLS AS REQUIRED IF 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 96% OF MAXIMUM DENSITY, AS DETERMINED BY
THE MODIFIED PROCTOR METHOD (ASTM DIS57), IN LIFTS NOT EXCEEDING 8 INCHES.
MASONRY NOTES:
1 . CONCRETE MASONRY HAS BEEN DESIGNED IN ACCORDANCE WITH Aci 5w, -BUILDING CODE
REOUIREMENTS FOR MASONRY STRUCTURES"AND SHALL BE CONSTRUCTED IN ACCORDANCE
WITH ACI SWA, 'SPECIFICATIONS FOR MASONRY STRUCTURES.-
2. CONCRETE MASONRY SHALL CONFORM TO ASTM COD AND HAVE A MW41MUM COMPRESSIVE
STRENGTH PM - 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 ASTIVI C476 WITH MINIMUM 28-DAY COMPRESSIVE STRENGTH OF
2,50D PSI.
8. STEEL BAR REJNFORCEMENT SHALL CONFORM TO ASTM A61 5, GRADE 80.
7. VERTICAL CELLS CONTAINING REINFORCING AND GROUT SHALL FORM A CONTINUOUS CAVITY,
FREE OF MORTAR DROPPINGS.
S. VERTICAL CMU WALL REINFORCING SHALL BE AS NOTED ON THE DRAWINGS. DOWELS TO
CONCRETE FOUNDATION TO MATCH 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 REINFORC4NG SHALL BE CONTINUOUS U.O.N. LAP
SPLICE REINFORCING PER THE SCHEDULE OR USE MECHANICAL SPLICES ADEQUATE FOR 125%
OF SPECIFIED YIELD STRENGTH OF THE BAR. LAP VERTICAL REINFORCEMENT WITH MINIMUM
DOWELS OF SAME SIZE AND SPACING THAT HAVE BEEN PREVIOUSLY INSTALLED IN THE
FOUNDATIONS. DOWEL EMBEDMENT IN CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF
THE CONCRETE NOTES.
BAR SIZE
LAP SPLICE LENGTH
SEND DIAMETER
ACI HOOK
#4
20'
31
I�w
#5
25'
3-3w
1i;
31V
4-1/2'
1.
111
MASONRY NOTES (CONTINUED):
10. REMORCING BARS SHALL BE HELD IN POSITION BY WEE 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 GRovnNG` AS OUTLINED IN THE NCMA-TEK 3-2A - GRounNG
FOR CONCRETE MASONRY WALLS AND ACI SWASCIE 5 SPECIFICATION FOR MASONRY
STRUCTURES. GROUT LIFTS SHALL NOT EXCEED 6 FEET WITHOUT MECHANICALLY
CONSOLIDATED eABRATED) GROUT POUIRS. .
12. LIFTS OF GROUT SHALL BE KEYED 4 INCHES INTO THE PREVIOUS COURSE OF MASONRY BELOW.
13. MASONRY BELOW GRADE SHALL BE GROUTED SOUID
14. CONTRACTOR SHALL OWE MASONRY WALLS TO RESIST WIND LOADS UNTIL FLOORS AND
ROOFS ARE IN PLACE AND THE MA.SONRY HAS REACHED 76% OF THE REQUIRED STRENGTH PM.
SPACING SHALL BE PROVIDED IN ACCORDANCE WITH OSHA - CONSTRUCTION SAFETY
STANDARDS FOR MASONRY WALL BRACING AND NCMA TEK 34B - 'BRACING CONCRETE
MASON" WALLS DURING coNsTRucnow."
WOOD FRWING NOTES:
I . STRUCTURAL SAWN LUMBEFI. 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 SPECFICATtON.'AND
SHALL CONFORM TO'VOLUNITARY PRODUCT STANDARD PSI CONSTRUCTION AND INDUSTRIAL
PLYWOOD."
3. ORIENTED STRAND BOARD (OSS) SHALL CONFORM TO "VOLUNTARY PRODUCT STANDARD PS2
PERFORMANCE STANDARD FOR WOOD-BASEID STRUCTURAL -USE PANELS".
4. ALL BEAMS AND HEADERII SHALL BE MftY U.N.O.
5. WOOD SILL PLATES AND WOOD WALLS SUPPORTED ON CONTINUOUS CONCRETE OR MASONRY
SHALL BE ANCHORED WITH 1/r DIAMETER CAST4N-PLACE ANCHOR BOLTS WITH r EMBEDMENT,
4- (MINIMUM]I AND 12- WAXIMUM) FROM END OF SILL PLATE(S), LOCATED WITHIN THE MIDDLE
THIRD OF THE SILL PLATE, WITH NUT AND 3-41-4229- WASHERS AT THE ANCHOR SPACING
BELOW
MAXIMUM ANCHOR BOLT SPACING - r-O"OC.
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 /NO2 OR BETTER U.N.O. WITH
BASE DESIGN VALUES:
Fs-875PSI F =425PS! FT-450PSI F,=IISOPSI F,=135PSI E-140OKSI
WITH THE M01154RE CONTENT OF THE WOOD IN SERVICE WILL NOT EXCEED 19%.
S. BEARING AND EXTERIOR WALL STUDS SHALL BE CAPPED WITH DOUBLE (2)0 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 (S)-0.I 62-X2-1/2- FACE NAJLS ON EACH SIDE THE JOINT. DOUBLE (2X) TOP PLATES
OF EXTERIOR WALLS AND INTERIOR LOAD BEARING WALLS SHOWN ON DRAWINGS SHALL BE
SOUTHERN YELLOW PINE NO.2 OR BETTER WITH BASE DESIGN VALUES:
F,- 1100 PSI F - 505 PSI FT- 675 PSI Fc- 1450 PSI Fv- 175 PSI E- 1400 KS1
WITH THE MOISTU& CONTENT OF THE WOW IN SERVICE WILL NOT EXCEED 19%.
9. STRUCTURAL COMPOSITE LUMBER SHALL CONFORM TO ASTM D 5456 WITH THE FOLLOWING
ALLOWABLE DESIGN STRESSES
MKWIOLLAM LVL PARALLAM PGL r) TIMBERSTRAND LSL
E - 2000 KSf E - ISOOKSI E - 1300 KSI
N - 2000 PSI F, - 2400 PSI Fe - 1700 PSI
r) - BOOZER BEAM 2.IE' ARE AN ACCEPTED ALTERNATE TO PSL COLUMNS SPECIFIED
ON PLANS PROVIDED THE 130OZER BEAM 2Ae IS 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, 48/24 MIN., EXPOSURE 1.
INSTALL WITH THE LONG DIMENSION OR STRENGTH AXIS OF THE PANEL ACROSS SUPPORTS
AND WITH PANEL CONTINUOUS OVER TWO OR MORE SPANS. PANEL EDGES SHALL BE
TONGUE -AND -GROOVE. FLOOR SHEATHING SHALL BE GLUED AND NAILED TO SUPPORTING
MEMBERS. ADHESIVE SHALL MEET APA SPECIFICATION AFG.01, APPLIED IN ACCORDANCE WITH
THE MANUFACTURERS 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 (I)-2X JACK STUD AND (I)-2X KING STUD U.N.O. ON
DRAWINGS.
12. FOR EXTERIOR WALL HEADERS PROVIDE (I)-2x JACK STUD AND (I)-2x KING STUD, MINIMUM,
REFER TO CHART BELOW U.N.0 ON DRAWINGS:
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13. WALLS SHOWN ON THE FRAMING PLANS ARE LOAD BEARING WALLS: WALLS Nor SHOWN ON
STRUCTURAL FRAMING PLANS ARE INTERIOR NON -LOADING BEARING PARTITION WALLS.
14.LOAD BEARING WALLS SHALL BE CONSTRUCTED WITH 2X STUDS AT 16'O.C. MAXIMUM U.N.O.
NON -LOAD BEARING PARTITION WALLS SMALL BE CONSTRUCTED WITH 2XOR METAL STUDS (18
GA. MIN.) @ 24- O.C. MAXIMUM.
15. STUD COLUMNS UNDER LOAD BEARING POINTS OF GIRDERSIBEAMS SHALL MATCH THE
GIRDEIRWAM PLY COUNT WITHIN 1/2' TOLERANCE (2-PLY STUD COLUMN MINIMUK. SOLID
BLOCK ALL GIRDEP48EAMS 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 R0023(1).
17. FLOOR SYSTEMS ARE DESIGNED BY THE TRUSS ANDIOR W(w 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-WAUL 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 5M.
JURISDICTION SPECIFIC NOTES:
PARTIALLY ENCLOSED AREAS, INCLUDING BUT NOT LIMITED TO LANAIS. PORCHES, AND
BALCONIES A Ilr (MINIMUM) EXTERIOR GRADE SOFFIT BOARD WITH A CEMENTITIOUS,
KNOCKDOWN FINISH IS ACCEPTABLE PROVIDED THAT IT IS PAINTED MEETING THE
REQUIREMENTS OF ASTM CM TO GIVE THE CEILING WATER RESISTANCE- THE SOFFIT BOARD
PRODUCT SHALL BE ATTACHED PER MANUFACTURER SPECIFICATIONS TO BE IN COMPLIANCE
WITH R703.1.
2. THE SOFFIT DESIGN PRESSURE IS AS NOTED IN THESE DOCUMENTS. WITH KAYCAN VINYL SOFFIT
INSTALLED IN ACCORDANCE WITH MANUFACTURERS REOUIRMENTS AND ICC-ES EVALUATION
REPORT ESW1495 THE SOFFIT WILL COMPLY WITH R703.1.
PRE-ENGINEERED ROOF TRUSS NOTES:
1. ROOF TRUSIS SHOWN ON STRUCTURAL DRAWINGS 01 CONCEPTUAL ONLYTO ILLUSTRATE
TRUWTO WALL CONNECTIONS AND DOES NOT SERVE AS A ROOF TRUSS DESIGN. ROOF
TRUSSES SHALL BE DESIGNED AND MANUFACTURED IN CONFORMANCE FOR THE INDICATED
LOADS WITH ANSVTPI I 'NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED W(M
TRUSS COINISTRUCTK)N.* FINAL PRE-ENG04EERED 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 FLES. 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 FESPONSIBLE TO ASSURE
THE DIRECT COMPLIANCE OF TRUSS MANUFACTURER LAYOUT TO THESE DRAWINGS & VERIFY
ALL TRUSS CONNECTORS ARE SUFFICIENTTO WITHSTAND THE LIPLJFTJLATERAL LOADS IMPOSED
4. TRUSS MANUFACTURER SHALL PROVIDE HANGERS AND CONNECTIONS ADEQUATE FOR LOADS
AT ALL TRUSS -TO -TRUSS, TRUSS-TO43EAM, AND BEAM -TO -TRUSS CONNIECTIONS.
5. REFER TO ARCHITECTURAL DRAWINGS FOR TRUSS; SHAPE, OVERHANG, DIMENSIONS, SLOPES,
SPANS, DRAINAGF, 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 S12E AND LOCATIONS
7. SUPERIMPOSED LOADS FROM SECONDARY FRAMING P.E. SOFFITS. PARAPETS, VALLEY FRAMING,
UPPER TRUSSES, ETC) SHALL BE INCLUDED IN THE DESIGN OF SUPPORTING TRUSSES.
8. CONTRACTOR TO PROVIDE TRUSS BRACING PER BCSM IN ADDITION TO PERMANENT BRACING
SHOWN ON THE TRUSS DESIGN PROVIDED BY THE DELEGATED TRUSS ENGINEER.
PRE -APPROVED FIELD REPAIR NOTES:
I MISPLACED DOWEL REPAIR: THIS NOTE DESCRIBES ALTERNATES TO MITIGATE THE CASTING OF
REBAR VERTICAL REINFORCEMENT AT AN INCORRECT LOCATION.
IF THE WALL HAS NOT BEEN BUILT' . DRILL AND EPDXY #5 REBAR (36- LG.) INTO THE THK;XENw
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 BEAMMOND 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
RE13AR (32- I.S.) 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 SEAMIBOND BEAM. COMPLETE
GROUTING OF WALL
2. MtSSINGIMISPLACED ANCHOR BOLT: ALTERNATE SILL PLATE ANCHORAGE SOLUTIONS
KVOCONCRIETE.
A 112W TITEN HO WITH "A"MINIMUM EDGE DISTANCE AND 6" MINIMUM END DISTANCE IS A
DIRECT 1:1 REPLACEMENT FOR A t/2* DIAMETER ANCHOR BOLT WITH r EMBEDMENT INTO
CONCRETE.
A Itr THREADED ROD sEr-aG Epoxy r EMBEDMENT WITH 1-314"MINIMUM EDGE DISTANCE AND
74t2"MINIMUM END DISTANCE IS A DIRECT 1:1 REPLACEMENT FOR A 112" DIAMETER ANCHOR
BOLT WITH 7"EMBEDMIENT INTO CONCRETE.
VITIO EIROUT FILLEID MAI)ONRY (OPCIALD:
A I i2W TITEN HD WITH 1-3/4* MINIMUM EDGE DISTANCE AND 8" MINIMUM END DISTANCE AT IV-S"
O.C. REPLACES A 1/2" DIAMETER ANCHOR BOLT WITH r EMBEDMENT AT V-0" D.C.; LIKEWISE A
112W TITEN HD WITH "A" MINIMUM EDGE DISTANCE AND V MINIMUM END DISTANCE AT Z-S"
D.C. REPLACES A 1/2" DIAMETER ANCHOR BOLT WITH r EMBEDMENT AT W-0" O.C..
3. SIMPSON MASA SILL ANCHORS MAY BE USED AS AN ALTERNATE TO THE ANCHOR BOLTS AND
SPACING NOTED HERE4N ACCORDING TO THE FOLLOWING TABLE:
BASIC WIND
SPEED (MP4
MAXIMUM
SPACING
< M
&-w
140
11-T
150
11-T
NOTES:
1. MASA SPACING BASED ON NO MORE THAN ONE IN THREE INSTALLED WITH ONE LEG
INSTALLED VERTICALLY ATTACHED TO STUD
4. 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 NEWANCHORS.
5. MASONRY WALL OVERHANGING SLAB
BLOCK OVERHANG REPAIR
< 5/r NO REPAIR REOD
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 DRLLED/BOREO TO A DIAMETER EXCEEDING 40% OF THE STUD WIDTH IN
BEARING WALLS, OR 60% OF THE STUD WIDTH IN NON43EARING WALLS. IF THE MAXIMUM
HOLVNOTCH SPECIFICATIONS ARE EXCEEDED THEN A STUD SHOE MUST BE INSTALLED. STUD
SHOE REPAIRS ARE AS FOLLOWS: FOR 9X STUD USE HSS2-SDS1.5 WITH (I 2)-1/4"XI -1/2" SDS
SCREWS. FOR MULTI -PLY 2X STUDS USE HSS2-�#--SDS3 WITH (12)-114-)W BOB SCREWS, WHERE
*#"CORRESPONDS TO THE NUMBER OF STUDS IN THE MULTI -PLY.
ATTOP : 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 161131AUGE METAL'�E THAT IS AT LEAST 1-112- WIDE AND
MUST BE FASTENED WITH (S)-I So NAILS ON EACH SIDE OF THE OPENING.
000 Fi
v
C.O.A.# ARCHITECURE:
AA26002802
C.O.E.# ENGINEERING:
29349
0 IBRAHEM ELAYEB,
P.E.# 91476
E BENJAMIN NIESE, PE
P.E.# 86025
05/29/2024
DATE
No.86025
10WAII.
Lars
1111111chlillan
3400 Auburn Rd
Suite 200
Aubum Hills, MI 48326
+1248.622.4035
Florida
129M Tampa Oaks Blvd.
Suite 150
Tampa, Fl- 33637
+1813.466.3310
www.ftidsionese.com
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UNR MD KND WA LEGEND
1. BOND BEAM IS TO BE 8'KNOCKOUr BLOCK
WITH *5 BAR GROUTED SOLID, CONTINUOUS
AROUND PERIMETER OF STRUCTURE
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LINTELS OR AS REQUIRED BY MANUF.
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TRLS NOTES
UNLESS OTHERWISE NOTED ON PLANS:
I . ALL TRUSS STRAPS TO MASONRY ARE TO
BE META16.
2, ALL TRUSS STRAPS TO WOOD TO BE
SIMPSON H10A. WHEN INSTALLED ON
EXTERIOR WALLS SHALL BE CONNECTED
THROUGH EXTERIOR SHEATHING. J2)
H2.5A To BE USED TO MULTI -PLY TRUSS,
(1) EACH SIDE .18d NAILS MIN. SIMPSON
H2 5A MAY BE USED ON JACK TRUSSES
ON THE EXTERIOR OF THE WALL w/8d MIN.
1 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 SDWC1560D
8) MULTi-PLY TRUSS REQUIRE (2)
SDWC15600 AT EA - PLY
C) (1 ) SDWC1 5600 SCREW FROM TOP
PLATES TO JACKTRUSSES
4, FOR DBL TWIST STRAP TRUSS
E
CONNECTIONS (LTS/MTSIHTS) 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
ASSURE THE DIRECT COMPLIANCE OF TRUSS
MANUFACTURER LAYOUT TO THESE
DRAWINGS & VERIFY ALL TRUSS
CONNECTORS ARE SUFFICIENT TO
WITHSTAND THE UPLIFULATERAL 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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DETAILS FOR ATTACHMENT REFER TO ARCHITECTURAL DRAWINGS STRUCTURAL SHEATHING ALL TRUSS ENDS ARE TO BE SECU TO THE EXT WALL TRUSSES (9 24' OC
PRE-ENGINEERED AND/O TRUSS MANUFACTURER SEE PLAN AND DETAILS BELOW USING ONE OF THE BELOW METHODS ONERAL VALLEY SET
1 112' WOOD TRUSSES DRAMNGS FOR SPECIFIC TRUSS FOR ATTACHMENT OPTION MUST BE USED FOR CONTINUOUS LOAD PATH 22 112' MIN. V LONG 20 TRUSSES CD
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CALTRUSS 'L TRU C RD_
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_ .. I
DETAIL AT TRUSS HEEL � 9 1/4' 1 ANCHOR PER PLAN FRAMING PER PLAN TYPICAL SHEATHING DETAIL INSTALL THROUGH TOP PLATE INSTALL THROUGH TOP PLATE END TO EVERY
INTO TRUSSIRAFTER INTO TRUSS/RAFTER
FRAMING TRUSS BELOW
Rom DETAIL AT TRUSS HEEL 9 IJV PER PLAN OR _1__'
RU& TO ARCHITECTURAL DRA'AnNGS ANDIOR TRUSS MANUFACTURER .. FOR �
SPECIFIC TRUSS PROFILE INFORMATION. (i.e. HEEL HEIGHTS, SLOPE, OVERHANGS) STRUCTURAL SHEATHING, TRUSS OR
STRUCTURAL SHEATHING. SEE SEE PLAN AND DETAILS FOR RAFTER TRUSS OR RAFTER TRUSS OR RAFTER
PLAN AND DETAILS FOR ATTACHMENT 314' 1
EY
ATTACHMENT PRE.ENGINEERIED VVOOO (2) SDWC156DO (2) SDWC156M (2) SDWC156DO VALL SET
PRE-ENGINEERED WOOD TRUSSES AT 24'O.C. MAX. USSES 0 24* OC�
TRUSSES AT 24' 0 C. MAX. TRUSS ANCHOR PER PLAN (2) SHEA !� ING
TRUSS ANCHOR FZRAMIN.G P.ER PLAN 3' OVERHANG OVERH=ANG OVERRFLANG PER PLAN
NUOU P PE ----------
PER PLAN FASCIA. (SEE ARCH DWGS) CONTINUOUS STRUCTURAL - 1/4' PER LAN PER PLAN PER PLAN Pu
FASCIA, (SEE ARCH DWGS) SHEATHING NAIL PER 314V- 114r* 3/4'.1 1Y4' 1 .11 1/21-11 1 -7/81' 1/2'-7/8' 2�X4 PURILIN 0 EA. VALLEY
ss
TYPICAL SHEATHING DETAIL TRUSS, NAIL TO COMMON
SS II
BOND BEAM 3-/4' DOUBLE 8DWC: DOUBLE SDM: CONFIGURATION 0 DOUBLE SDINQ CONFIGUIltATION D TRUSS W/ (3) 1 Sd GUN NAILS
EDETAA �LAT TYPICAL TRUSS o/ HEEL I/ + 2 2 -25' CONFIGUIRATION A (TRUSS OFFSET FROM STUD) INSTALLED THROUGH
PER PLAN +/-1/4 : "7 - 7USS ALIGNED WITH STUD) INSTALL THROUGH TOP PLATE INTO TRUSSIRAFTER INTO TOP PLATE BOTTOM CHORD OF VALLEY
DETAIL L 91/4' 22*2�II/21 NSTALL THROUGH TOP TRUSS/RAFTER TRUSS NAILED TO PURUN
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EA. END TO TRUSS
ATrACHMENT)
PRE-ENGINEERED
BOND BEAM PER
TRUSSES AT 24'0 C
PLAN AND SCHEDULE
SHEATHING PER PLAN
8'CMU WALL, SEE —
PLAN FOR VERT. REINF.
META16 AT BLOCKING
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RWM-070
STRUCTURAL
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PRE-ENGINEERED
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11.309
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MICRO SEE PLAN FOR
111 VERT. REINF.
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R�;ZDSO
CONTINUOUS CONT. 2X4 IMIN.) W STRU TURAL
(2) 1 Od NAILS SHEATHING PER PLAN
SHEATHING, SEE
STRUCTURAL
PLAN FOR 2X4 OUTRIGGER AT 24 =jA
(2) A35 (9 EA. ATTACH TO GABLE DROPPED TOP CHORD OLITRIGGEA
'OC
ATTACHM T OVERHANGS GREATEii
I Od TOEh TO
W D.C. TR TO ONTAL BRACE. W/ TYP TRUSS CONNECTOR PER PLAN TRUSS wl (3)iod
TOP PLATE �ONRIEA. SIDE STRUCTURAL . OENAILS
WALL FRAMING ALONG TOP PLATE SHEATHING PER PLAN DROPPED TOP GABLE w/ OUTRIGGERS
PER PLAN REOD AT 170 MPH OR GREATER
WOOD 2X4 BLOCKING qP CONT. 2X4 (MIN.) w/
EDGE NAILING SHEATHING EDGE (2) 1 Od NAILS
r(.2
IRVITAL
0
NE SIDE
Top
IN LIEU OF BLOCKING AND W/ (2) 1 Dd @ EA.
EDGE NAILING SHOWN END TO ADJACENT 2X4 LADDER FRAMING AT
WITHIN THE GABLE, IT IS TRUSS WEB 24'OLC. REOT) AT BLOCKING AS REQUIRED
ACCEPT (OR BOTTOM OVERHANG UPTO15'. =rCING BY TRUSS
L'SPACTNOCUTSO CHORD NAILING ATTACH TOS FACTURER
'EDGE NAI CHORD wl (2T)R1US`NA01LPS PERMANENT TRUSS
BOTTOM CHORD OF TRUSS AS SHOWN BRACING PER TRUSS
AT IWO.C.
r
TO TRANSFER LOAD. 2X4 BLOCKING (9 GABLE TRUSS w/t SEE REQUIRED MANUFACTURER 0 1 (Y-D"
TOE_NAUL SH THING F W/ VERTICAL WEBS AS BRACING PER TRUSS MAX. SPACING,
EDGE allNG (2) EA @EA. END NOTED IN THE MANUFA TURER (1) ADDITIONAL FLAT 2X4
10d FRAMING SHEET A -A (i.e. BSCICREOMTS) WITH BLOCKING
SHEATHING TO ADJACENT STUD
SPLICED SHEATHING TRUSS NOTES EXTENDING A MIN. OF (3)
I I TRUSS BAYS .
:F-fzF I t I BETWEEN PERMANENT
(3) 1 Dd NAILS@ (3) 1 Dd NAILS@ TRUSS BRACING
EA.TRUSS TRUSS� (RESULTING IN 5.0' MAX
NAIL BoTTo% PROVIDE 2X8 PT PLATE OVERALL BRACING)
ANCHOR BOLTS @ 4'-0` 0.,,
OF GABLE I MAX
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MASONRY IAPAII, BOND BEAM. LINTEL BEAM.
SEE PLAN FOR OR RAKE BEAM PER PLAN. FOR RAKED FRAMING TO
(WOOD) AT-TACHMENT OF ALL BEAM @ D
STRUCTU I VAULTED CONDITION, SEE PLAN PERMANENT BRACING
RAL SHEATH AND DETAIL. �j I Od 0 4' O�C.
'X' = 10% 3'
HOUSE WIDTH HOUS'XE'WIDIDT%H
2 (j) ;2 E3
C2
RIDG—E RIDGE
0
,!8LE END
BMON HIP
END TRW BRACING DETAIL
.X. - 10% _�
HOUSEWIDTH
(8) 1 Dd NAILS
— 7 EA.STRAP
01 2 X
< 01
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01
HIP
ROOF SHEATHING
NAILS
ROOF FASTENING ZONES
8d RING
SHANK
01 13'x 2-3/8'
I
j 2
3
SHINGLE:
7/16' SPAN RATED SHEATHING
on
TILE 15/32* SPAN RATED SHEATHING
on
METAL. 15/3? SPAN RATED SHEATHING
PANEL EDGES @ SUPPORTS (1)
S' D.C.
61 OC
COC
PANEL FIELD (1)
61 OC,
6* OC
BID C
NOTES:
I . LONG SIDE OF SHEATHING TO BE PERPENDICULAR TO TRUSSES OR RAFTERS -TYPICAL.
2 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 OFFSE7 FROM ROOF EDGE
3V WIDE HOUSE = & ZONE, 40r WIDE HOUSE = 4'ZONE. 5(Y WIDE HOUSE = 5' ZONE, 69 WIDE HOUSE = 9 ZONE
STRUCTURAL IS
SHEATHING PER PLAN _S
AM'Nr
2X. LADDER FRAMING AT 24'
' AT 24'
2X4 BLOCKING AT DIAGONALS ONLY. ATTACH AT EAL END w/
CONNECT
O.C. RECYD AT OVERHANGS
(2) 12d TOENAILS. NAIL SHEATHING TO BLOCKING AT 6' OC,
COW. 2)'A .1 (2) PER PLAN
GREATER THAN 12', ATTACH TO
2" ATT- To
'7
/ MIN. 8d NAILS. BLOCK4 BAYS BACK FROM GABLE TRUSS.
12d NAILS
TRUSS TOP CHORD w/ (2) 16d
AD W' (2)
WHEN SECOND BRACE IS REQUIRED,
NAILS AT 2,r O.C.
NAJ L TO OPPOS ITE SIDE OF BLOCKING,
SEE REQUIRED ' 1,
BRACING PER TRUSS
T AAL
STRUCTURAL
�
I AT-RTICALS3'-6`TO6`-6`USE----
MANUFACTURER
SHEA-THING
PER PLAN
2� AT VERTICALS OVER 6'.6'TO 8'-4- USE (2) 2X4 -U BACKS IT
L I A
SIDE) (OR FRAME PER CASE 3 BELOW).
3. AT VERTICALS OVER 8'-4* TO 13'-0* USE ONE ZX4"U BACK
AND AN ADDITIONAL DIAGONAL BRACE IS REQUIRED AT THE
(REQD AT 17DMPH OR GREATER)
PEAK D AT EVERY OTHER VERTICAL MEMBER IN THIS
43
r
RANGANIACH THE DIAGONAL AT MID. HE �.T AND TO THE
CONT. 2X4 w/ (2) 12d NAILS
BLOCKING BELOW THE ROOF SHEATHING w/ (5) 12&S AT EA.
STRUCTURAL SHEATHING
S EE= FOR
END. IN ADDITION TO THE SECOND DIAGONAL, A
STRONG K IS ALSO REQUIRED AT THESE VERTICALS AND
BA�T
PRE-ENGINEERED WOOD
TT T
A OF
MUST BE ATTACHED TO EA, 'L. BACK WITH (2) 12d'� AND ONE
TRUSSES AT 7-V 0 C. MAX.
ALL STRUCTURAL
SIMPSON H5 OR ONE USIP RT5 CONNECTOR.
SHEATHING.
FASCIA
SIDE NAIL ALL *L'BACKS AND STRONGaACKSw/12T`SAT6'
(SEE AR H.DWG.)
C
2�SHTG
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BLOCKNG
x
TRU A4CHOR PRE-ENGINEERED WOOD
SS
TRUSSES AT 2'-V OC�
PER PLAP I
J
IIAX�
CMU WAJ 1 F ER PLAIN FASCIA (SEE ARCH.
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4iE
SHEATHING PE , PLAN
TRUSS ANCHOR
PER PLAN
FRAMING PER PLAN
PARTIAL WOOD BEARIN7G
DITTN HIP TRIM BRACING DETAIL (BWON Hl�
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11/01/2023
RAW-D90
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MANUFACTURER
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P HE E.GI�
TRU�SATO=
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:DSS
CONT, � FASCAA PER
ARCHS W (7) 12d
STRUCTURAL
1 SHEATHING PER PLAN
��NTITY.OF
'SSED C (�)
PRE ENGINEOWD
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CONSECUTIVE LOCATIONS, INSTALL
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sCaEA,S — w=
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PER I, �AUJN
4K-, TO AFFECTED MISSMTRUSSES
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AA265002an2
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CONDTK*4 OF USE . SHEATHNG,SEEM.AN WOOD FRAMING PER PILIN
1. UPLIFT VALUE FOR TRUSS LOCATION DOES 140T EXCEED 1,1110 IDS UPUFT FOR ATTACHMENT
2 NOT ACCEPTABLE ON MULTI -PLY TRUSS APPUCATIONS R2 0�13WOODUPL
IF FIELD CONDITIONS EXCEED CONDITCINS OF USE, CONTACT ENGINEER OR RWG M(W"9)
ARCHITECT OF RECORD FOR APPROPRIATE SOLUTION
eROOF HATHING ATTACHMENT DIAGRAM (MAXIMUM OF 150 MPH EXP C) 1110112023
p_� RX-110 \_,/NOT TO SCALE RWM 130
C.O.E.# ENGINEERI
29349
C1 IBRAHEM ELAYEI3_,-PF_.,
P.E.# 91476
0 BENJAMIN NIESE, PE
P.E.# 86025
05/29/2024.
DATE
:L�-- No. 86011
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3400 Auburn Rd
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+1 248.622.4035
Florida
12906 Tampa Oaks Blvd.
Suite 150
Tampa, FIL 33637
+1 813.466.3310
www.fieldstoneae.com
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SHEET NAME
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ROOF
S HEET #
S4.1
J_
2X6 SP 92 SCABS (SIDE -BY -SIDE)
ATTACHED TO TRUSS WITH (3)
1 ODS @ TOP AND BOTTOM.
SCABS REOUIRED FOR FULL
CONNECTION NAILING.
PRE.ENG.
TRUSS PER
PRE-ENG. TRUSS MANUF.
MANUF.
STRAP PER PLAN. ONE EA
SIDE OF TOP PLATES,
PRE-ENG TRUSS PER MANUR
WRAP AROUND TOP
STRAP PER PLAN
I PLAN
PLATES.
(2) 2x-TOP PLATE
(2) 2X JOP PLATE
%
STRAP PER PLAN
SIMPSON SPH STUD PLATE
FULL HEIGHT STUD
(2) 2x - TOP PLATE
TIE / (12) 0.148'xl-1/2'
COIL PER PLAN,
NAILS , SIZE TO MATCH STUD
EXCEPT MIN. CG7L
FULL HEIGHT STUDS PER PLAN
SIZE - ONE EA PLY OF
PLY COUNT TO
COLUMN PER PLAN
MATCH TRUSS PLY
I.L.O. FULL HEIGHT STUD: ALT 48'LONG
COUNT +1
ZeVERTICAL SCAB MATCHING COL
NOTE: ENSURE NAILING IS NOT FULL HEIGHT STUDS PER
ONE STW EA BIDE OF
DEPTH .1(2) ROWS OF 16d NAILS (916-
INSTALLED IN AREAS WHERE PLAN
WALL DIRE -Ur TO SM
O.C. STAGGER ROWST
STRAPPING IS OVERLAPPING
BOTH STRAPS ON
ONE STRAP EA 8W OF WALL
IINTIEFSOR BIDE OF WALL WRAPPED TO PLATE
NOTE: REFERE14CE TO FULL HEIGHT STUD COLUMNS IN THIS DETAIL MAY RE
SUBSTITUTED BY PSL COLUMN PER PLAN AS REOID WHILE MAINTAINING STRAP
INSTALLATION CONFIGURATIONS, ADDITIONAL STUD OR SCAB MAY BE RE01) FOR
PROPER STRAP ATTACHMENT PER DETAIL INTENT
MAL GRDER TRUSS TWW STRAP INST&ATION 03127/2023
K:�/N.-� To SCALE RZ;;�01
1020 Fieldstone
0
C.O.A.# ARCHITECUREE.—
AA26002802
C.O.E.# ENGINEERii;;:---::
29349
E3 IBRAHEM ELAYEB, PE—
P.E.# 91476
0 BENJAMIN NIESE, PE
P.E.# 86025
05/29/2024
DATE
STATE OF
p
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3400 Aubum Rd
Suite 200
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12906 Tampa Oaks Blvd.
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SHEET NAME
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ROOF
SHEET #
.S4.1.111,
EXTERIOR WALL SHEATHING
SHEATHING
NAIL
PANEL EDGE
FIELD
BLOCKING
REOUIRED (MIN
SIZE
NAILING
PACING
REQUIRED
7" S'
ad
3 -OC
12, O.C'
EDGES
SHEATHING
PANEL EDGE "UNG
NOTE: PROVIDEBLOCKING
AT ALL SHEATHING EDGES S
A3W
STRUCTURAL
SINGLE NAIL EDGE SPACING
112S
DOUBLE NAIL EDGES
STUD SPA ING 2X4 BLOCKING
W CIN
PER P SHEATHING SPLICE - SAME
— * THICKNESS AND STRENGTH AXIS
U
R PLAN ORIENTATION AS WALL SHEATHING
EXTERIOR WALL SHEATHING
SHEATHING
I NAIL
PANEL EDGEISFIELD
REQUIRED (MON.)
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NAJLING
PACING
ISLOCIUNG
REOUIRED
ad
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I
ALLEDGES
I
SHEATHING
STRUCTURAL SHEATHING
PANEL EDGE
NAILING
FIELD NAILING,
TYR
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SINGLE L
EDGE SPACING
INT. FINISH WOOD BUCK ATTACHMENT: ALTERNATE*
III CUSTOM P.T. 6"TO ft OR GREATIS111 BUCK TO
IxWOOD MASONRY M012ONRY
Ix P.T. SLICK MATCH FRAME WIDTH, BUILT-UP THICKNESS . 2
ATTACHWrNAJLS04' 1/4' = 1/4*X4* MASONRY
ATTACH FROM ENDS AND ITO.C. SCREWS 0 4' FROM ENDS
m WINDOW PER REMAINDER ATTACH AND 17 O.C. REMAINDER.
FLORIDA WINDOW THRU BUCK INTO I 1/4'EMBEDMENT
PRODUCT MASONRY PER FLORIDA
22011VAL PRODUCT APPROVAL
&V1%R ELEVATION
14)WAWNWATTM0ff XTAL 12/17/2021
NTS. W3� 140
WOOD BUCK ATTACHMENT:
INT. FINISH Bt OR GFIFATER B"TO MASONRY
IxWOOD BUILT-UP THICKNESS � 2 114" = 1/4x4'
2. P T . BUCK MASONRY SCREWS 0 4' FROM ENDS
AND IT O.0 REMAJNDER w/ 1 1/4'
ATTACH DOOR PER EMBEDMENT
FLORIDA PRODUCT
APPROVAL 6:' ALTERNATE:
Ix CLWM Fr a" TO M64SONRY
MATCH FRAME WIDTH. ATTACH W 'r
BRICK
�t. NAILS 6 4' FROM ENDS AND 12' O.C.
MOLD REMAINDER. ATTACH DOOR THRU
U
FINISH PER CK INTO MASONRY PER FLORIDA
ELEVATION PRODUCT APPROVAL
�IMM SHEAT" DUAIL 11/01/2023 GW END WTHING DUAL 11101/2023 TYWAMATTOMEWDUAIL 11101/2023
N WGW-010 WGG-M WGM-150
0-� TO SCALE S)No_� TO SCALE
COMMON WALL
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14 Iffl
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WGM-182
TO BOND BEAM
Ir PER PLAN
� 11-Ir
#5 REBAR, CONT
IN BOND BEAM
BOND BEAM
PER PLAN
*5 RESAA HOOKED
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#5 REBAR VERTICAL
IN SOLID FILLED
CELLS, (SEE PLAN)
#5 REBAR HOOKED
DOWEL
Tx S'CLEAN OUT AT
ALL FILLED CELLS
SEE FOUNDATION PLAN
AND DETAILS FOR
FOOTING REINFORCING.
FBFOM RLO M1 DML 11/01/2023
nw, 9
\__/NOT TO SCALE WGM-190
RGUGHOPENING, MITER LINTELS BY
LOW FIELD CUTTING
#5 REBAR IN VERTICAL
GROUT FILLED CELL
#5 CORNER DOWELS INSIDE INTERIOR
AND OUTSIDE OF VERTICAL
PRECAST LI #5 BAR AS SHOWN
FILLED NTH GROUT
0
90 DEG. CRNR DETAIL W/ COO"" "EL 2/2812W2
W�Z50
EXTERIOR CMU WALL
GARAGE DOOR �:D
TRACK INSTALLED E 7�', 1. '
M U S
AN FACTUF
SPECIFICATIONS.
- — 2X6 WOOD BUCK ANCHORED
TO CMU / 1 IV x V'L'BOCTS
OR 5/8"x fi"SIMPSON TITEN
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TO MASONRY TMASONRY SCREWS (9
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EXTERIOR CMU WALL
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GARAGE DOOR AND
TRACK INSTALLED PER
MANUFACTURERS
SPECIFICATIONS
1/2.2 /4'HILTISLEEVE
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EMBED INTO MASONRY (11 PER
TO]
IMASONRY
BRACKET
IME D" ATTAMEW
rW 16) 7�"
\_/NOT TO SCALE
WGM-160
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STRUCTURAL SHEATHING. REFER
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TO STRUCTURAL SHEETS FOR
FOR NAILING & OTHER REG.
NAILING & OTHER RED
INSULATION AS PER SPEC.
INSULAT ON AS
K
PER SPEC.
PRE-ENGINEERED ROOF TRUSSES.
PRE-ENGINEERED ROOF TRUSSES
REFER TO TRUSS MANUF. DWGS
12 PER REFER TO TRUSS MANUF. ONG
ASPHALT ROOF SHINGLE
E L EEV. ASPHALT ROOF SHINGLE
(OR TILE PER SPEC.)
(OR TILE PER SPEC.)
TRUSS STRAP PER
TRUSS STRAP PER
STRUCT. DETAILS
STRUCT. DETAILS
FASCIA PER COMMUNITY SPEC.
OMMUNrTY SPEC.
SOFFIT & OVERHANG
SOFFIT & OVERHANG PER SPEC.
PER SPEC.
BOND BEAM PER PLAN
BOND BEAM PER PLAN
PRECAST UNTEL PER PLAN
OPENING W PRECAST
SILL PER PLAN
SEE STRUCT. FO
ALL REINF. RED.
SEE STRUCT. FOR
ALL REINF REG
EXTERIOR
INTERIOR EXTERIOR
SEE STRUCT. DETAILS
SEE STRUCT DETAILS
FOR VARIATIONS
FOR VARIAT16NS
,�Cr-(r FIN. FL
FIN. FL
FINISHED GRADE
FINI HED GRADE
MONOLITHIC FND_ SEE
MONOLITHIC FND., SEE
STRUCTURAL DETAJ FOR
STRUCTURAL DETAILS FOR
WIDTH. DEPTH, & REINF. RED
WIDTH, DEPTH & REILISF REG
TYPM 1 90W WAU SECU 11/01/2023 TWA 1 STMY Wa SEM 11101/2023
WSZ1.
000 Fieldstone
0
C.O.A.# ARCHITECURE:
AA26002802
C.O.E.# ENGINEEgUNG--
29349
13 IBRAHEM ELAYIEB, PE
P.E.# 91476
0 BENJAMIN NIESE, PE
P.E.# 86025
05/29/2024
DATE
4:
V
OF
40RID
2 E
2 E . 8 .
-8 2 t
Michigan
3400 Aut>um Rd
Suite 200
Aubum Hills, Ml 48326
+1 248.622.4035
Florida
12906 Tampa Oaks Blvd.
Suite 150
Tampa, FIL 33637
+1 813.466.3310
www.fieldstoneae.com
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SHEET NAME
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WALL
SHEET *
-S4.2-
PRECAST LINTEL GRAVITY LOAD TABLE 4.21
LOADS LISTED RAVE SEEN CALCULATED OR COMPILED FROM APPROVED MANUFACTURERS:
CAST-CRETE, LOTTS CONCRETE. QUAUTYPRECASTCO.
MAX IMUM LOAD jPLFI
APPROX.
L14TELLENGTH
MIA.CLEAR
OPENING
TYPEA
rUNTEL
Ir TYPE B
r1YPEC
12'TYPES
12"TYKC
14'TYKB-
14"TYKC-
1fi'1YPEB
WTYPEC
20'TYPES
2(r7YPEC
24'TVPEB
24"TYPEC
29'TYPEB
2rTYPEC
31,TYPEB
3rTYPEC
z IT
T 61
2231
3069
3719
328C
5163
66C7
SC54
95C2
ICOCC
3059
4605
5205
6119
7547
8974
a
IDOOD
100DO
3' 6�
r r
2231
3069
3719
328C
5iba
6607
8054
95C2
iGOG.
3069
4605
5206
6113
7547
SE974
I=
4-0-
r sp
1793
256-
2751
3233,
3820
489C
5961
7034
8107
2561
4605
5205
6113
7547
8974
2DUCO
1OODO
4'6"
1
32*
3
1343
2-1C
2992
293:
375E
4576
540C
6224
1969
4375
5206
6113
7019
8672
11001010,
100DO
4'r
y r
17
1217
'349
1438
1716
1999
256C
3�K
3686
4249
1349
30901
456
5365
4766
5817
7074
$203
514.
Ar 01'
WIDE
TUDGE
r
1438
'716
'999
256C
3132
3686
4649
1349
31190
4567
5365
4766
5017
7074
8203
5 ic,
C61
BISEG
No
iiCS
1173
160C
ie3i
209C
2549
3009
34X
1205
2522
*242
4360
3942
4u9
5317
6662
616
72'
711C
'232
21' 77
3738
3481
3C31
3707
4383
Sc6i
�11
2177
273B
1 34M
5361
1 23W
9625
7590
7'6-
6 2'
570
99i
1729
2108
2632
2205
2698
3191
3695
991
2729
210B
2632
31119111
5662
4742
55M
1- 4"
70'
488
699
ii6c
1516
1626
2564
3496
281A
3302
699
1245
1516
IB43
2564
34M
2964
3397
9'4"
go,
416
699
116C
JN'A
1625
2564
3486
2816
3302
099
1245
N A
1843
2564
3496
2964
33ff?
MY 6'
Sf 21
354
535
99C
N A
�247
2C93
2777
2163
2536
535
2054
N/A
L533
2093
2731
2259
2615
III Ir
IV V`
315
567
89C
N/A
1356
19"
2423
3127
4006
567
945
IN A
IN A
1355
a"
2423
3127
4005
U, 111"
211 r
292
525
873
N A
N A
1254
1664
2193
2805
3552
525
873
IN A
N A
1254
Iw
2193
2w5
3552
12'kr
Irr
777
471
755
NA
IN A
R
IC75
1428
1638
2316
2sw
472
755
N A
NE A
21175
14213
18A
2316
2BO3
13',r
IzV`
255
471
755
N, A
N/A
1075
1428
1838
2316
2535
471
755
A
N A
1075
2428
1838
2316
28M
14'V
i?r
239
424
7N
N/A
1002
;326
A97
2.27
2278
1 424
1 706
N/A
1OD2
1328
1697
2127
2630
L4'9
IY 4'
NIA
NIA
N!A
N/A
N/A
N/A
WA
N/A
N/A
N/A
N/A
783*
N/A
1234'
1421*
1779-
2188'
2662*
is, r
Ile or
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N"A
N/A
0.
N/A
IISD*
1331*
Lew.
203r
2499'
17'r
160,
PN/A
N/A
N/A
N/A
N/A
NIA
N/A
N/A
N/4
N/A
NIA
BAB*
NIA
952-
1117-
1379*
1671-
1997-
19'4'
IV 01
N/A
N/
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
750'
91.
1177*
1415-
1675*
2D, a
lee,
NIA
NIA
N' 'A
N/A
NIA
N;A
N/A
N/A
N/A
IN/A
340'
N/A
598-
845-
1114'
1345*
1468*
24' 9
21 S'
N/A
N/A
N/A
NIA
N/A
N, A
N/A
NIA
N/A
N/A
25--
N/A
4SD*
ISSO'
'SW
. IDW
1220-
'PRESTRESSED "IT W/2' RECESS LIL NTELS
Typ e A - Unfilled no ?Aber, Type 8 = Continuous Grout, Steel per Plan In Bond Beam Only; Type C = Continous Grout,Steel per plan in Bond
Beam III Lintel
LEGEND
# SX8 FILLED CELL W/ (1) - #5 REBAR
BEAMS
ffiff SX8 FILLED CELL W/ (1) - #7 REBAR
FQ� 8X8 FILLED CELL W/ NO REBAR REDD -------------
HEADER - WIDTH TO MATCH WALL
GIRDERS
PLUMBING WALLS (FOR REFERENCE)
S' CMU - FILL CELLS W/ #6 REBAR .............
�77
BEARINGISHEAR WALLS (FOR REFERENCE)
ROOF BLOCKING
12xl2 FILLED CELL W1 #4 REBAR
(IN WALL)
BALLOON FRAMED
12X12 FILLED CELL W1 #4 REBAR
(IN COLUMN
WALLSMIGHER BEARING WALLS
CONCRETE TIE BEAMS
ELEVATION INDICATOR
DETAIL INDICATOR
PLUMBING PENETRATION FOR
FRAMING LAYOUT
UNTEL OR WOOD HDR DESIGNATION
OPEN SIZE (ALL WOOD HOR'S TO BE (2) PLY U.N.O.)
0- BRACED WALL LINE
FASTENERS
ALLOWABLE LOADS
CONNECTOR
CITY
TYPE
'BRA'ATY
lbs) 1.0
UPLIFT ObO 0 L6
LATERAL
(Ibil @ 1�45
MUA16
a
1450
FI.340
F2: 770
HETAIG
9
0.14r-d-In'
11110
F1 340
F2.770
(2) METALUS
a 1-01V
10
0.14r.1-1/2-
1875
FI:680
F2 � 770
W META16
A.
14
0.162"K3-1/2"
179S
1.1285
FF2 � ING
(2) HETAI 6
0 I-AMN,
10
1
01411"NI-In"
1920
FL:680
F2:770
J2) HETAIS
0 2- or 3-ply
12
0.162'.3-In-
2365
Fl: 1350
F2: 1430
HSTMILIS
a
0.14r.1-2/2'
1110
F1:12D
F2: 90
1/4"XI-3/4" CONIC SCREW
IGUNQB-2
6
r4
3/8" It Ir TITEN HD
8250
2435
6
1/4". 2 212" SDS SCREW
MSTC28
36
10.1418'x3114"
3460
MTS12
14
0-148-W2-V2-
990
(2) MTS12
28
0-141111
1980
MISIAS 1
14 1
0.141rxl-IA-
990
HU210-2
is 1
1/4x 2=MC SCREW
3sw
1800
TO
3.
HTSIS
32
0.1411
2,890
121HTS16
0.141rNl-In'
1310
KrS"
24
D-148-44P-
1310
LSTA12
10
0.148'.2-1/2"
92S
LSTAIIII
14
0.142".2-112"
123S
LSTA30
22
0.148".2-In-
1640
MSTA24
BILL 148"X 2 112'
1,640
(2) MSTA24
36
0.149- X 2 Ilr
3,280
MSTA36
26
a 1481, X 2 1121
2050
(2)MSTA36
52
0-148" X 2 1/2'
4,100
MSTA30
22
0.148'.2-In'
2050
MSTC28
36
0.148` x 3 114�
3.460
MSTCS2
62
OA41rx3-114"
4735
IVESTAM24
0.1411" X 3"
1.425
--t-
5
1j4' X 2 1/4"
MSTAM36
13
0.14#`X 3"
1,870
a
2/4' X 2 114"
(2)l MSTAM36
26
1,
0.1411'X r
1/4" X 2 1/4'
3740
MSTCM40
10
2/4N2-114' CONC SCREW
2800
1
14
0.148".3-1/4"
MGT
22
0.148.3'
3965
Fl:775
F2:525
I
5/8"ATR
HGT-3
16
0.148"x3"
10,790
--
2
3/4"ATR
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518"ATR
2225
FIL 650
F2�630
16
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VGrR/L
2
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FIE: 650
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32
114!""505
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518"ATR
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FI:1186
F2:S90
16
1/41*3" SDS
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F1.11115
F2� SW
32
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DTT22
1
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1/2� AIR
I14*.3"SDS
18 25.2a mi.
21454212x4rain
HTT4
I
S/B"ATR
3610
HTTS
1
SA' AIR
4670
26
0.1411`0"
HTT5KT
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5/8'ATR
5445
26
SDXlOx2-W'
ABU"Z
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5/8' AIR
7570
1900
12
0.162, x3-1/2'
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-
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FI:110
F2: 110
HIGA
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0.148"xI-In'
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FI:6111
F2:260
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35M
1135
6
0.14r.3'
MLJC414
24
TL/4-.2-31,r Conic SCREW
5085
2015
12
0.14W�,3'
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4
0.148"xr
965
1165
SPH4
12
0.14rxl-w.
I
-
side 640
Center 1290
OTC dhn
4
3/16-0-AW CONIC SCREW
F-85
F2 � 135
2
0.131-.2-In-
A3S
12
0.131'.1-1/2-
--
FI;650
F2:670-
SDWC15600
I
SDWCI%W
615
FI;130
F2 : 225
SDWCI54S0
2
SVWCI545O
295
F2:150
NTU26
20
0.162'.3-1/2'
1200
126C
14
0.1481.31
LGU3.63-SDS
16
114- X 2 2/2'
6.720
5,555
12
2/4- X 2 in-
NDU8-SDS2LS
I
". Ant
- -
7,870
20
2/4- IT 2 1/2- SM
NDUII-SDS2.5
1
1" ATIR
11.175
30
V4-X21/rSDS
TH026
20
0. 16r . r
2940
3240
20
0. Iw x I Ilr
TH023-2
1 28
1 0.162': r
4310
48W
1 16
1 EAi4r r
ABBREVIATIONS:
AB
ANCHOR BOLT
EA
EACH
INT
INTERIOR
AFF
ABOVE FINISHED FLOOR
ELEV
ELEVATION
JST
JOIST
ALT
ALTERNATE
EMBED
EMBEDMENT
MAX
MAXIMUM
APPROX
APPROXIMATE
EN
EDGE NAIUNG
MFR
MANUFACTURER
ARCH
ARCHITECTARCHITECTURAL
EQ
EQUAL
MIN
MINIMUM
ATR
ALL THREADED ROD
ES
EACH SIDE
MISC
MISCELLANEOUS
BLK
BLOCK
EW
EACH WAY
NIO
MASONRY OPENING
BLKG
BLOCKING
EXP
EXPANSION
NOM
NOMINAL
BOF
BOTTOM OF FOOTING
EXT
OCTERIOR
NTS
NOT TO SCALE
BOT
BOTTOM
FD
FLOOR DRAIN
OC
ON CENTER
BREG
BEARING
FDN
FOUNDATION
OPNG
OPENING
BTWN
BETWEEN
FIN
FINISH
OPP
OPPOSITE
A
ANTILEVER
FUR
FLOOR
PEN
PLYWOOD EDGE NAILING
CL
CENTERILINE
FN
FIELD NAILING
PLYWD
PLYWOOD
CUP
CAST IN PLACE
FT
FOOT / FEET
REINF
REINFORCING/REINFORCEMENT
C.1
CONTROL JOINT
GALV
GALVANIZED
REOD
REQUIRED
CUR
CLEAR
GDR
GIRDER
RO
ROUGH OPENING
CIVIL)
CONCRETE MASONRY UNIT
GRID
GRADE
SC
STUD COLUMN
COL
COLUMN
GWB
GYPSUM WALL BOARD
SHTG
SHEATHING
CONC
CONCRETE
GYP
GYPSUM
Sim
SIMILAR
CONT
CONTINUOUS
HD
HOLD DOWN
SP
SOUTHERN PINE #2 OR BETTER
DBL
DOUBLE
HDR
HEADER
SPF
SPRUCE PIR FIR #142 OR BETTER
DA
DIAMETER
11-0
IN UEU OF
TYP
TYPICAL
DWG
DRAWING
IN
INCH
UNO
UNLESS NOTED OTHERWISE
140 WINDSPEED CHARTS
140 MPH 2023
FL - C & C Pressures (ASI
Gable Wool Compn,,, M,
Hip lk,&
Wall Comno-
2- 1
Zme 2
ETE-t'
1 3
Zor,e 4
z- 5
A - 100 SWT (Gd-)
17.1
-35.3
17 1
17.iz73-49-o
4,,z-1
-30.3
14�8
1 -36.5
SZol
14.
_3(
1 5
� 1
1
1
1 ]1��1��311.0
A.SOSO�(Wrtd-)
19.2
1 -40.4
19.,
19.2
1 -63.9
1&7
1 -36.0
18.7
1
9
312�;
1�7;
__ _
317
__ _
1 -41.3
A< 10SCIFT(F35-51
24�2
1 "'
-
11 1
4V 11
, I
I, ,
-* -
I -4qn
Components and Cladding Pressures (ASD) - 2023 FL
Positive Nezative
Width Height Effective Pmnure Presitart,
Dew III Lam U Are a M2) [jilla L23fi
OHGD
---
16
7
112
30.8
-34.4
3068
w/3010 _
ENDS
3
9
24,0
341,15
-45.1
:'Uw
w 3010 TR
4
3
8
24.0
34.6
-37.7
090ED16070
3 _ DO
OOR
ENDS
3
a
2AO
34.6
451
25SH
4
3
5,25
15LS
35.6
-38.7
SOBS SGO
4
6
6.67
410
314
-36,6
2968 DOOR
I
t Z67
6,67
17.8
1 353
-38-3
3050SH
4
3
5
15.0
353
-38.13
M3CWSH
�EN�D5
3
5
1
1 3
47.3
204M
ENDS�
2
4
.�O
6�
-49.0
IS S.
DBOSGD
4
6
a
4&0
1 3Z8
-3&0
DW PRESSURES SHOMINI ARE MINIMUM ALLOWABLE
VALUES. VALUES ARE TO BE INCREASED AS
REOURED By MORE STRINGENT LOCAL REOUREMENTS
Fieldstone
C.O.A.# ARCHITECURE:
AA26002802
C.O.E.# ENGINEERING4--
29349
0 IBRAHEM ELAYEB, PE
P.E.# 91476
N BENJAMIN NIESE, PE
P.E.# 86025
05/29/2024
DATE
T� OF
R191."
10 At.
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12 let
M. I
Pi -h
6 t; I
a
Michigan
3400 Auburn Rd
Suite 200
Auburn Hills, Mi 48326
+1 248.622.4035
Florida
12906 Tampa Oaks Blvd.
Suite 150
Tampa, FL 33637
+1 813.466.3310
www.fieldstoneae.com
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SHEET NAME
REFERENCE
CHARTS
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