HomeMy WebLinkAbout21-3216City of Zophyrhills
5335 Eighth Street
Zephyrhills, FIL 33542
Phone: (813) 780-0020
Fax: (813) 780-0021
N11M lu,
BAR-003216-2021
Issue Date: 11/17/2021
REINSPECTION FEES: (c) With respect to Reinspection fees will comply with Florida Statute 553.80(2)(c) the
local government shall impose a fee of four times the amount of the fee imposed for the initial inspection or
first reinspection, whichever is greater, for each subsequent reinspection.
Notice: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that
may be found in the public records of this county, and there may be additional permit required from other governmental
entities such as water management, state agencies or federal agencies.
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Complete Plans, Specifications add fee Must Accompany Application. All work shall be performed in
accordance with City Codes and Ordinances. NO OCCUPANCY BEFORE C.O.
NO OCCUPANCY BEFORE C.O.
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A. GEN"ERAL:
1. WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE FOLLOWING CODE: FLORIDA RESIDENTIAL BUILDING CODE 6th EDITION
(2017). WHERE MORE STRINGENT CODES ARE ADOPTED, THEY SHALL GOVERN THE WORK.
2. DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE SHOWN ON DRAWINGS. NOTES ON STRUCTURAL PLANS SHALL TAKE PRECEDENCE
OVER THE STRUCTURAL GENERAL NOTES ON THIS SHEET.
3. EXCEPT AS SHOWN ON STRUCTURAL DRAWINGS, REFER TO ARCHITECTURAL, ELECTRICAL PLUMBING AND MECHANICAL DRAWINGS FOR
DIMENSIONS, LOCATIONS, SIZES AND CONDITIONS, INCLUDING WINDOWS, DOORS, WALLS, CONCRETE CURBS, PITS, DRAINS, TRENCHES,
FLOOR AND ROOF SLOPES, DEPRESSED AREAS, CHANGES IN LEVEL, FLOOR AND ROOF OPENINGS, STAIRS, PIPE AND DUCT RUNS,
SLEEVES AND HANDERS, ELECTRICAL, CONDUITS AND OUTLETS, ITEMS EMBEDDED OR ATTACHED TO STRUCTURAL MEMBERS, EQUIPMENT,
BASES AND ANCHORAGE, ETC.
4. THE ENGINEER'S SEAL APPLIES ONLY TO THE STRUCTURAL COMPONENTS ON THIS DOCUMENT. THE SEAL DOES NOT INCLUDE
CONSTRUCTION MEANS, METHODS, TECHNIQUES, OR SAFETY PRECAUTIONS, WHICH SHALL REMAIN THE RESPONSIBILITY OF THE
CONTRACTOR. 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.
5. ASTM SPECIFICATIONS INDICATED SHALL BE THE LATEST EDITIONS OF THE STANDARDS, UNLESS NOTED OTHERWISE.
6. ALTERNATE NAILING: PASLODE FASTENERS MAY BE USED ON SIMPSON HARDWARE. REFER TO SIMPSON TECHNICAL BULLETIN
T-POSITTVENLO6: POSITIVE PLACEMENT NAIL APPLICATIONS WITH PASLODE FASTENERS.
B. DESIGN CRITERIA:
-- I - I '-� I -- I ! .
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F. REINFORCING STEEL:
1. WALL BARS AND COLUMN BARS SHALL CONFORM TO ASTM A-615, GRADE 60. FOOTING BARS AND BOND BEAM BARS SHALL
CONFORM TO ASTM A-615, GRADE 40 OR GRADE 60.
2. BAR BENDS SHALL BE MADE COLD, IN STRICT ACCORDANCE WITH THE DRAWINGS AND C.R.S.I. LATEST EDITION. NO KINKS
ALLOWED. SEE CHART FOR STANDARD HOOK SIZES.
3. REBAR LAP SPLICES ARE TO BE: CLASS "B". MINIMUM LAP LENGTH SHALL BE PER CHART UNLESS NOTED OTHERWISE. MINIMUM
LAP OF WELDED WIRE FABRIC SHALL BE 6 INCHES OR ONE FULL AND HALF MESH, WHICHEVER IS GREATER.
4. FIELD WELDING OF REINFORCING BARS IS NOT PERMITTED, UNLESS NOTED OTHERWISE.
5. DOWELS BETWEEN FOOTINGS SHALL BE THE SAME SIZE AND SPACING OR NUMBER AS THE HORIZONTAL REINFORCING.
6. DOWELS BETWEEN FOOTINGS AND WALLS OR COLUMNS SHALL BE THE SAME SIZE AND SPACING OR NUMBER AS THE VERTICAL
REINFORCING.
7. TOLERANCE FOR REBAR DEPTH AND CONCRETE COVER IN FLEXURAL MEMBERS, WALLS, DISCONTINUOUS ENDS OF MEMBERS, AND
COMPRESSION MEMBERS SHALL BE AS FOLLOWS:
TOLERANCE ON d
TOLERANCE ON SPECIFIED
CONCRETE COVER
d<=8 in
+/- 3/8"
-3/8"
d>=8 in
+/- 1/2"
-1/2"
1.
DESIGN
` ;
TOLERANCE FOR LONGITUDINAL LOCATION PLACEMENT OF BENDS AND ENDS OF REINFORCEMENT SHALL BE +/- 2"
ROOF DEAD LOADS '�
AD LOADS ;=4 �;�
'
METAL ROOF TC DEAD LOADS 10.0 PS��
SHINGLE ROOF TC DEAD LOADS 7.0 pal i-:. �'L.
G.
WOOD FRAMING:
,t'
TILE ROOF TC DEAD LOADS 15.0 PSF
1.
FRAMING LUMBER SHALL BE SURFACE DRY AND USED AT 19% MAXIMUM MOISTURE CONTENT. ALLOWABLE STRESS REQUIREMENTS OF ALL
ROOF BC DEAD LOADS 10.0 PSF `-;
WOOD MEMBERS SHALL BE IN ACCORDANCE WITH THE 2015 EDITION OF THE NDS.
ROOF LIVE LOADS
2,
EXTERIOR WALL LUMBER, U.N.O. ON THE PLANS, 2x4 (MIN) SPF OR SP NUMBER 2 OR BETTER 0 16" O.C. FOR WALLS 9'-5" OR LESS.
TC LIVE LOAD 20.0 PSF (REDUCIBLE)
BC LIVE LOAD w/o STORAGE 10PSF
3.
INTERIOR LOAD BEARING WALLS SHALL BE 20 SPF OR SP NUMBER 2 OR BETTER 0 16" O.C. MAX. (U.N.O.).
BC LIVE LOAD w/ STORAGE 20.0 PSF
_
4.
INTERIOR NON -LOAD BEARING WALLS SHALL BE 2x4 SPF, SP, OR METAL STUDS 0 24" O.C. MAX.
FLOOR DEAD LOADS 11.0 PSF
5.
LUMBER IN CONTACT WITH GROUND, CONCRETE, OR MASONRY SHALL BE SOUTHERN PINE PRESSURE TREATED.
_ _ _
WOOD FRAMED DEAD LOAD 1�:O:PSF
ix ov" -•• -
6.
HEADER FRAMING:
a.) HEADER SIZES SPECIFIED ON SCHEDULES AND/OR PLANS ARE MINIMUM REQUIREMENTS AND CAN BE UPGRADED TO LARGER
FLOOR LIVE LOADS _ 4Q:OjI? 111(REDUCIBLE)., ; r
BALCONY DEAD LOAD tY/�,115 0 PSF'`1 0
SIZE OF SAME SPECIES GRADE AND PLY COUNT.
_
BALCONY LIVE LOAD r. 60 0 PSF: �J�+�; ;ar•
b.) FOR 2x4 STUD WALL PROVIDE: (1) 2x4 KING STUD AND (1) 2x4 TRIMMER AT EACH END OF (2) PLY HEADER U.N.O.
__ _
EXTERIOR WD WALL 180�SF f", �; �t''i" h f'?:'��/l.lj
c.) FOR 2x6 STUD WALL PROVIDE: (1) 2x6 KING STUD AND (1) 2x6 TRIMMER AT EACH END OF (3) PLY HEADER, U.N.O.
INTERIOR WD WALL
7.
STUD COLUMNS UNDER BEARING POINTS OF GIRDER TRUSSES OR BEAMS SHALL MATCH PLY COUNT WITH Y TOLERANCE (2-PLY MIN),
STAIRS/LANDING 40.0 PSF f QCs
UNLESS NOTED OTHERWISE. AT MULTIPLE 2x STUDS OR TRIMMERS, USE FACE NAIL 16d G.N. AT 8" O.C. FOR EACH, U.NO.
WIND SPEED PER ASCE 7-10 140 MPH
8.
SEE FRAMING PLAN FOR DOUBLE TOP PLATE SPLICE CONDITIONS, A 2X6 MAY BE RIPPED DOWN TO A 2X4 AT POINTS WHERE THE TOP
_
(THE NOMINAL WIND SPEED SHOWN HAS BEEN BASED ON LINEAR INTERPOLATION OF THE SITE LOCATION)
PLATE CHANGES FROM 2X4 TO 2X6 IN LIEU OF ANY CONNECTING STRAP CALLED OUT ON PLAN.
INTERNAL PRESSURE COEFFICIENT +/- 0.18 (FULLY ENCLOSED STRUCTURE)
9.
ALL BEAMS AND HEADERS, DIMENSIONAL AND ENGINEERED WOOD, SHALL BE A MINIMUM OF (2) PLY UNLESS NOTED OTHERWISE.
RISK CATEGORY II
10.
ALL TOP LOADED BEAMS AND HEADERS SHALL BE NAILED WITH (3) ROWS 16d GUN NAILS OR 12d COMMON NAILS (MIN) AT 12" O.C.
EXPOSURE "C"
UNLESS NOTED OTHERWISED.
11.
ENGINEERED LUMBER, SHALL BE I -LEVEL PRODUCTS OR EQUAL. TYPE, SIZE PER PLANS. Fb = 3,100 psi MINIMUM.
12.
GUN NAILS ARE ALLOWED FOR ALL WOOD -TO -WOOD CONNECTIONS. COMMON NAILS AS SHOWN IN THE ABBREVIATIONS ON THIS PAGE
2.
ALL GUARDRAILS AND HANDRAILS SHALL MEET THE MINIMUM CODE REQUIREMENT WITHSTANDING A
SHALL BE USED FOR METAL -TO -WOOD CONNECTIONS.
MINIMUM 200 POUND CONCENTRATED POINT LOAD APPLIED IN ANY DIRECTION AT ANY POINT ALONG THE TOP.
13.
ALL FASTENING SHALL FOLLOW TABLE R602.3(1) U.N.O.
ALL IN -FILL COMPONENTS OF THE GUARDRAIL SHALL BE DESIGNED TO WITHSTAND A MINIMUM HORIZONTALLY
APPLIED NORMAL LOAD OF 50 POUNDS ON AN AREA EQUAL TO 1 SQUARE FOOT. THESE LOADS ARE TO BE
EVALUATED INDEPENDENTLY AND ARE NOT ASSUMED TO ACT CONCURRENTLY WITH ANY OTHER LIVE LOAD.
H.
PREFABRICATED WOOD TRUSSES:
DEFLECTION OF THIS GUARDRAIL SHALL MEET THE CRITERIA SET FORTH BY THE INTERNATIONAL CODE COUNCIL
1,
THE ROOF PLAN DEPICTED IS NOT INTENDED TO SERVE AS A TRUSS DESIGN. THESE ARE PRELIMINARY LAYOUT USED ONLY TO DEPICT THE
EVALUATION SERVICES (ICC-ES) AC273 - ACCEPTANCE CRITERIA FOR HANDRAILS AND GUARDS.
li;USS CONNECTORS THAT DO NOT MEET THE SPECIFICATIONS OF THE TYPICAL CONNECTOR AS SHOWN IN THE TRUSS LEGEND. LAYOUTS,
TRUSS UPLIFTS, TRUSS REACTIONS, PLY COUNTS AND TRUSS -TO -TRUSS CONNECTIONS ARE TO BE PROVIDED BY THE DELEGATED ROOF AND
C.
FOUNDATION:
FLOOR SYSTEM ENGINEER.
2.
TOP PLATE HEIGHTS MAY VARY. SEE BUILDING SECTIONS, WALL SECTIONS AND ELEVATIONS FOR BEARING HEIGHTS.
1.
FOUNDATION IS DESIGNED BASED ON PRESUMPTIVE SAFE MINIMUM ALLOWABLE SOIL BEARING PRESSURE OF 2000 PSF. THE
3.
TRUSS SPACING SHALL BE 24" O.C. MAX. UNLESS OTHERWISE NOTED. CONVENTIONAL FRAMING SHALL BE 16" (INCHES) O.C. MAX. OR AS
CONTRACTOR SHALL VERIFY THAT THE MINIMUM BEARING CAPACITY OF 2000 PSF. IS PRESENT PRIOR TO FOOTING
OTHERWISE NOTED.
PLACEMENT.
4.
FRAME WALLS UP TO UNDERSIDE OF ROOF TRUSSES AT ALL NON -BEARING WALLS AND AT VOLUME AREA UNLESS OTHERWISE NOTED.
2.
ALL FILL SHALL BE CLEAN AND COMPACTED TO 95% BY HEAVY VIBRATORY ROLLER IN MAXIMUM LIFTS OF 8". CONFORM TO
5.
ALIGN TRUSSES AND HAND FRAMING SO ALL GYPSUM WALL BOARD WILL BE CONTINUOUS FROM FLOOR TO CEILING.
ASTM D 1557.
6.
PROVIDE BRACING AND BLOCKING PER BCSI-B3 IN ADDITION TO BRACING AND BLOCKING SHOWN ON TRUSS LAYOUTS PROVIDED BY THE
3.
GRADING, SOIL PREPARATION AND FOUNDATION CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF THE
DELEGATED TRUSS SYSTEM ENGINEER.
GEOTECHNICAL REPORT AND THE BUILDING CODES NOTED ON THIS SHEET.
7.
PROVIDE 30 LB, FELT PAPER OR OTHER MOISTURE BARRIER AT ALL CONTACT POINTS BETWEEN TRUSS /NON P.T. WOOD AND MASONRY.
4.
FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN BUILDING AREA SHALL BE MECHANICALLY COMPACTED IN LAYERS
PER GEOTECHNICAL REPORT. FLOODING WILL NOT BE PERMITTED.
ANCHORAGE:
5.
ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERE WITH NEW CONSTRUCTION SHALL BE REMOVED.
.
6.
PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TO BE LAPPED MIN. 6" AND SEALED.
1.
SILLS OR PLATES RESTING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED LUMBER. CAST -IN -PLACE BOLTS
SHALL BE 1/2" DIA., EMBEDDED 7". USE 10" LONG ANCHOR BOLTS AT 2x PLATE UNLESS OTHERWISE NOTED. ANCHOR
D.
CONCRETE:
B0_TS SHALL BE FULL BODY AND HAVE CUT THREADS OR NOMINAL DIAMETER WITH ROLLED THREADS. 3"x3"x0.229" PLATE
1.
CONCRETE SHALL CONFORM TO THE BUILDING REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318 LATEST EDITION) WITH
WASHERS ARE ASTM/ASME 818.22.1.
MODIFICATIONS AS NOTED IN THE DRAWINGS AND SPECIFICATIONS.
2.
EXPANSION ANCHORS IN CONCRETE SHALL MEET THE REQUIREMENTS OF ACI 355.2 AND ICC-ES AC193. PRE -APPROVED
2.
DESIGN BASED ON 2500 PSI, 28-DAY STRENGTH, UNLESS OTHERWISE NOTED.
E'iu ANSION ANCHORS SHALL BE: SIMPSON "STRONG -BOLT 2°PER FL PRODUCT APPROVAL #15731.1.
3.
PROTECTION COVER (CLEAR) SHALL BE AS FOLLOWS (U,N.O.):
3.
SCREW ANCHORS IN CONCRETE SHALL MEET THE REQUIREMENTS OF ACI 355.2 AND ICC-ES AC193. PRE -APPROVED
"TITEN
a. CONCRETE PLACED DIRECTLY AGAINST EARTH - 3 INCHES CLEAR
SCREW ANCHORS SHALL BE: SIMPSON HD'PER FL PRODUCT APPROVAL #15730.7. CAN ONLY BE INSTALLED IN DRY,
b. STRUCTURAL SLABS ON GROUND - 1 1/INCHES CLEAR
INTERIOR OR NON -CORROSIVE ENVIROMENTS, NOT FOR EXTERIOR EXPOSED APPLICATIONS.
4.
ADHESIVE ANCHORS IN CONCRETE SHALL MEET THE REQUIREMENTS OF ACI 355.4 AND ICC-ES AC308. PRE -APPROVED
c. FORMED CONCRETE WITH EARTH BACK FILL L - 2 INCHES CLEAR
ADHESIVE ANCHORS SHALL BE: SIMPSON 'SET-SETFL PRODUCT APPROVAL #15730.6 OR SIMPSON 'AT-XP°PER FL
d. WWM USED IN SLABS SHALL BE FULLY SUPPORTED USING CHAIR APPROVED BY THE MANUFACTURER IN THE
PRODUCT APPROVAL #16230.1. SIMPSON 'AT-XP' MAY BE SUBSTITUTED FOR SIMPSON `SET-XP'.
MIDDLE TO UPPER Y OF SLAB AT 3-FT SPACING OR IN ACCORDANCE w/MANUFACTURER'S SPECIFICATIONS
5.
ANCHORS FOR INTERIOR NON -SHEAR WALLS EXPERIENCING ONLY GRAVITY FORCES ARE AS FOLLOWS:
7.
ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO
a) POWDER -ACTUATED FASTENERS IN CONCRETE SHALL MEET THE REQUIREMENTS OF [CC -ES AC70. PRE -APPROVED
PLACING CONCRETE.
POWDER -ACTUATED FASTENERS SHALL BE: SIMPSON 'POWDER -ACTUATED FASTENERS'PER FL PRODUCT
8.
PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACING. DO NOT CUT ANY
APPROVAL #15730.4.
9.
REINFORCING WHICH MAY CONFLICT.
CONCRETE PLACEMENT SHALL BE PER RECOMMENDATIONS IN ACI 614, ACI 301, ACI 318 & ACI 332,
b) SCREW FASTENERS IN CONCRETE SHALL MEET THE REQUIREMENTS OF ACI 355.2 AND ICC-ES AC193. PRE -APPROVED
'TITEN
10.
SLABS ARE DESIGNED AS REINFORCED PLAIN CONCRETE SLABS ON GROUND.
CONCRETE SCREWS SHALL BE: SIMPSON SCREWS"PER FL PRODUCT APPOVAL #2355-R4.
11.
ONE OF THE FOLLOWING METHODS OF CRACK CONTROL SHALL BE USED:
6.
ADHESIVE ANCHORS IN HOLLOW MASONRY WALLS SHALL MEET THE REQUIREMENTS OF ICC-ES AC58. PRE -APPROVED
a.) CONTRACTION JOINTS. IF CONTRACTION JOINTS ARE USED, THEY SHALL BE CUT OR TOOLED IN THE SLAB A MINIMUM
ADHESIVE ANCHORS SHALL BE: SIMPSON "SET"PER FL PRODUCT APPROVAL #15730.5.
7.
INSTALL ALL POST -INSTALLED ANCHORS IN STRICT ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION
OF 1". ALL SAW CUTS ARE TO BE MADE WITHIN 24 HOURS OF THE CONCRETE PLACEMENT.
INSTRUCTIONS AND CURRENT FLORIDA PRODUCT APPROVAL.
INSTRUCTIONS
CONTRACTION JOINTS IN A 3.5" SLAB SHALL BE PLACED NO MORE THAN 8-FEET APART IN BOTH DIRECTIONS
8.
PRE-APPROVED SUB11TUllONS FOR 1/2" DIA. CAST -IN -PLACE ANCHOR BOLTS AT INTERIOR WALLS ARE AS FOLLOWS:
CONTRACTION JOINTS IN A 4.0" SLAB SHALL BE PLACED NO MORE THAN 10-FEET APART IN BOTH DIRECTIONS
1/2" DIA. SIMPSON STRONG -BOLT 2°W/ MIN. 2 3/4" EMBEDMENT DEPTH AND 4"EDGE DISTANCE.
b.) 6x6 W1.4xW1.4 WELDED WIRE REINFORCEMENT FABRIC (WWM).
b) 1/2" DIA. SIMPSON T1TEN HD'W/ MIN. 3 1/4" EMBEDMENT DEPTH AND 1 3/4-EDGE DISTANCE.
c.) MICRO- OR MACRO-SYNIHECIIC FIBER REINFORCEMENT.
c) CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLING ALL OTHER
FIBER LENGTHS SHALL BE Y" TO 2 Ya"IN LENGTH. DOSAGE AMOUNTS SHALL BE FROM 0.75 TO 3.0 POUNDS IN
POST -INSTALLED ANCHORS AS A REPLACEMENT FOR MISSING OR MISPLACED CAST -IN -PLACE ANCHORS.
ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. SYNTHETIC FIBERS SHALL COMPLY WITH ASTM
9.
PRE -APPROVED SUBTITUTIONS FOR 1/2" DIA. CAST-IN=PLACE ANCHOR BOLTS AT EXTERIOR WALLS ARE AS FOLLOWS:
C1116. THE MANUFACTURER OR SUPPLIER SHALL PROVIDE CERTIFICATION OF COMPLIANCE WITH ASTM C1116 WHEN
a) 1/2" DIA. SIMPSON `fITEN HD'W/ MIN. 3 1/4" EMBEDMENT DEPTH AND 1 3/4-EDGE DISTANCE.
REQUESTED BY THE BUILDING OFFICIAL.
b) SET-XP EPDXY w/ 4' EMBEDMENT AN 1/2" DIA. F1554 GR. 36 ATR W/ NUT & WASHER,
c) CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLING ALL OTHER
E.
MASONRY WALL CONSTRUCTION:
POST -INSTALLED ANCHORS AS A REPLACEMENT FOR MISSING OR MISPLACED CAST -IN -PLACE ANCHORS.
1.
MASONRY CONSTRUCTION SHALL COMPLY WITH LATEST EDITION OF TMS 402 & 602 / ACI 530 & 530.1 / ASCE 5 & 6.
10.
PLACE ANCHOR BOLTS AT 4" MIN AND 12" MAX FROM SILL PLATE END OR FROM A NOTCH GREATER THAN 1/2 THE WIDTH
2.
MASONRY UNITS SHALL MEET ASTM C-90, GRADE N-1 FOR HOLLOW LOAD BEARING TYPE II MASONRY WITH UNIT STRENGTH OF 1,900 psi
OF THE PLATE, A MINIMUM OF 1 3/4" FROM CONCRETE EDGE, AND SPACED AT 24" O.C. MAX.
ON THE NET AREA (f m = 1,500 psi). UNITS SHALL BE NORMAL WEIGHT, 8 x 8" x 16" , TWO HOLE, SQUARE END BLOCKS UNLESS NOTED
11.
SILL PLATES SHALL BE TREATED WITH DISODIUM OCTABORATE TETRAHYDRATE (DOT) (NER 648) OR ANOTHER LOW
OTHERWISE. UNITS SHALL HAVE A ROUGH TEXTURE FOR STUCCO APPLICATION.
CORROSIVE CHEMICAL TREATMENT.
3.
ALL MORTAR SHALL CONFORM TO ASTM C 270, TYPE "S" OR "M".
12.
DO NOT NOTCH OR BORE LARGE HOLE AT JOISTS, RAFTERS, BEAMS OR PLATES, UNLESS NOTED OTHERWISE. OBTAIN
4.
COURSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF
APPROVAL FROM ENGINEER FOR NOTCHES AND HOLES NQT DETAILED.
2500 PSI.
13.
BOLT HOLES SHALL BE 1/16" MAXIMUM LARGER THAN THE BOLT SIZE, USE STANDARD CUT WASHERS UNDER BOLT HEADS
5.
VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS, WITH FILLED CELLS FILLED WITH COURSE GROUT.
OR NUTS AGAINST WOOD.
6.
VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP AND THE BOTTOM AND AT A MAXIMUM SPACING OF 8'-0" U.N.O.
14,
CONNECTION HARDWARE SHALL BE SIMPSON STRONG -TIE.
REINFORCEMENT SHALL BE PLACED IN THE CENTER OF THE MASONRY CELL, TYPICAL, UNLESS OTHERWISE NOTED.
J.
WOOD STRUCTURAL SHEATHING:
7.
EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE, EMBEDDED ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED.
8.
ALL MASONRY UNITS SHALL BE LAID IN RUNNING BOND U.N.O.
1.
SEE STRUCTURAL DETAILS FOR SIZES AND TYPES OF SHEATHING.
9.
OVER ALL MASONRY OPENINGS IN WALLS PROVIDE LINTELS, CAST -IN -PLACE CONCRETE BEAMS, OR OTHER HEADERS AS NOTED ON PLANS,
10,
VERTICAL FILLED CELLS SHALL HAVE A MINIMUM OF (1) #5 BAR LAPPED AND TIED TO THE FOUNDATION DOWEL, AND A STANDARD ACI
HOOK AT THE TOP, LAPPED AND TIED TO THE HORIZONTAL REINFORCING IN THE TOP OF THE WALL. SEE CHART BELOW FOR MINIMUM LAP
K.
FIELD REPAIR NOTES:
AND HOOK LENGTHS.
1
MISPI ACED MUNI NOTE•
REINFORCING STEEL MINIMUM REQUIREMENTS
BAR SIZE
MINIMUM LAP
MINIMUM BEND DIA.
MINIMUM ACI HOOK
#4
20"
3"
10"
#5
25"
3-3/4"
10"
#6
34"
4-1/2"
11"
#7
42"
5-1/4"
13"
THIS NOTE IS TO DESCRIBE ALTERNATIVES TO MITIGATE FOR CASTING #5 REBAR VERTICAL REINFORCING AT AN INCORRECT LOCATION.
IF THE WALL HAS NOT BEEN BUILT. DRILL A %" DIA. HOLE 6" DEEP INTO THE THICKENED EDGE OF THE SLAB AT THE CORRECT
LOCATION. EPDXY A 36" LONG #5 REBAR WITH SIMPSON TYPE "SET" EPDXY INTO THE DRILLED HOLE. FOLLOW THE MANUFACTURER'S
REQUIREMENTS REGARDING CLEANING THE HOLE AND MIXING THE EPDXY. AS THE WALL IS BUILT LAP REBAR PER REINFORCING STEEL
SCHEDULE (IN GENERAL NOTES) AND BEND VERTICAL BAR 90 DEGREES TO ACHIEVE A 12" LONG LAP WITH THE CONTINUOUS REBAR IN
THE TIE BEAM.
IF THE WALL HAS BEEN BUILT, PRIOR TO LINTEL POUR, OPEN THE WALL AT THE CORRECT LOCATION APPROX. 16" HIGH AND 4" WIDE AT
THE FLOOR. DRILL HOLE AND INSTALL A 32" LONG REBAR AS DESCRIBED ABOVE. LAP VERTICAL STEEL AS DESCRIBED ABOVE INTO TIE
OR BOND BEAM.
FORM WALL AND POUR DOWNPOUR SOLID WITH GROUT AS SPECIFIED.
2. MISSING OR MISPLACED ANCHOR BOLT (ALTERNATE BOLTING FOR WOOD SOLE PLATES).
THIS NOTE IS TO DESCRIBE ALTEA1111TES TO ANCHOR BOLTS IN THE SLAB AND BOND BEAM BUT DOES NOT APPLY AT STEP DOWN
AND/OR CURB CONDITIONS.
2.1 IF THE BOLT TO BE INSTALLED IN THE SLAB MEETS THE MINIMUM CONCRETE EDGE DISTANCE AS SPECIFIED BY THE
MANUFACTURER, OR IS AT LEAST 2-%" FROM ANY EDGE FOR Y° BOLTS AND 342" FOR %" AND %" BOLTS, THEN A
STANDARD EXPANSION BOLT EMBEDDED 5" MINIMUM AND THE SAME DIA. AS THE SPECIFIED ANCHOR BOLT MAY BE USED
(SPACING FOR BOLTS AT'h'OOD SOLE PLATES SHALL BE REDUCED FROM 24" TO 16").
2.2 IF THE BOLT TO BE INSTALLED IN THE SLAB DOES NOT MEET THE MINIMUM CONCRETE EDGE DISTANCE AS SPECIFIED ABOVE
OR IS TO REPLACE BOLTS SPECIFIED IN BOND BEAMS, THEN INSTALL AN TITEN HD AT THE SAME SPACING AS SPECIFIED ON
THE PLANS. TTTEN HD SHAALLI BE A MINIMUM /" x 6", OR AS REQUIRED ON THE DRAWINGS. ALTERNATE CONNECTION IS AN
ANCHOR W/SIMPSON Ti?E 'SET" EPDXY THE SAME SIZE AS THE ONE BEING REPLACE W/ A 6" MINIMUM EMBEDMENT
SLEEVE ANCHORS ARE NOT ALLO'N D.
3. MISSING OR MISPLACED TRUSS STRAP ANCHOR
SEE THE DETAIL IN THESE 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
MUST BE PROVIDED AND NAILS SHALL BE INCREASED TO GO THROUGH BOTH PLYS OF MATERIAL (I.E. 3" NAILS). WHEN GAP IS
GREATER THAN 1 1/2", INSTAL NEW ANCHORS.
4. CMU OVERHANGING SLAB
4.1 FOR BLOCK OVERHANGING THE SLAB BY %" OR LESS, NO REPAIR IS NECESSARY.
4.2 FOR BLOCK OVERHANGING THE SL AS BETWEEN %" AND 1 Y", GROUT THE BOTTOM 3 COURSES OF IN AFFECTED AREA OF WALL.
4.3 FOR BLOCK OVERHANGING THE 9,48 BY MORE THAN 1 Y2", CONTACT THE E.O.R. FOR REPAIR.
5. NOTCHED STUDS IN WALLS
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 'HALLS; OR WHEN A HOLE IS DRILLED/BORED TO A DIAMETER EXCEEDING 40% OF THE STUD
WIDTH IN BEARING WALLS (1-3/8'FOR A 2{4 STUD OR 2-3/16'FOR A 2X6 STUD), OR 60% OF THE STUD WIDTH IN NON -BEARING
WALLS (2-1/8-FOR A 2X4 STUD OR 3-5/167OR A 2X6 STUD). IF THE MAXIMUM HOLE/NOTCH SPECIFICATIONS ARE EXCEEDED THEN
A STUD SHOE MUST BE INSTALLED. STUD SHOE REPAIRS ARE AS FOLLOWS: FOR 2X STUD USE HSS2-SDS1.5 WITH (12)-1/4"X1-1/2'
SDS SCREWS. FOR MULTI -PLY 2X STUDS USE HSS2-"#'-SDS3 WITH (12)-1/03'SDS SCREWS, WHERE '#'CORRESPONDS TO THE
NUMBER OF STUDS IN THE MULTI -PLY.
L. JURISDICTION SPECIFIC INFORMATION:
1. FOR ALL PARTIALLY ENCLOSED AREAS, INCLUDING BUT NOT LIMITED TO, LANAIS, PORCHES AND BALCONIES, X' MINIMUM EXTERIOR
GRADE SOFFIT BOARD WITH A CEMENTIMUS KNOCKDOWN FINISH IS ACCEPTABLE PROVIDED THAT IT IS PAINTED MEETING THE
REQUIREMENTS OF ASTM C932 TO GIVE THE CEILING WATER RESISTANCE. THE SOFFIT BOARD PRODUCT WOULD NEED TO BE ATTACHED
PER MANUFACTURER SPECIFICATIONS. THIS APPLICATION WOULD BE IN COMPLIANCE WITH R703.1.
2. THE SOFFIT DESIGN PRESSURE IS AS NOTED IN THESE DOCUMENTS. IN SO LONG AS THE KAYCAN VINYL SOFFIT IS INSTALLED IN
ACCORDANCE WITH MANUFACTURER INSTALLATION REQUIREMENTS AND ICC-ES EVALUATION REPORT ESR-1495 THE SOFFIT WILL
COMPLY WITH R703.1
I ��--'=►=--� � --�11 ��-- - ��I Itl�tll I - - I I II I�' I� -
C & C
Pressures (ps., X*Kzt*ps30) (ASD Values) Based on 10psf Area
Roof Pressures
Wall Pressures
Zone 1
Zone 2
Zone 3
Zone 4
Zone 5
14.8
-23.6
14.8
-41.0
14.8
-60.6
25.8
-27.9
25.8
-34.4
DESIGN PRESSURE CALCS
DESIGN PRESSURES SHOWN ARE MINIMUM ALLOWAS
VALUES. VALUES ARE TO BE INCREASED AS
REQUIRED BY MORE STRINGENT LOCAL REQUIREMEN
Components and Cladding Pressures (ps=A*Kzt*ps30) (ASD Values)
Description
Zone
Width (ft)
Height (ft)
Effective
Positive
Negative
Pressure
Pressure
Area (ft2)
(psf)
(psf)
16070 OHGD
---
16
7
112
21.9
-24.4
3080 DOOR
4
3
8
24.0
24.4
-26.6
6080 SGD
5
6
8
48.0
23.2
-29.2
4010 FIXED
4
4
1
4.0
25.8
-27.9
25SH
4
3
5.25
15.8
25.1
-27.2
24SH
4
4
4.166667
16.7
25.0
-27.1
25SH (2) END
5
6
5.25
31.5
24.0
-30.9
25SH END
5
3
5.25
15.8
25.1
-33.1
(2) 26SH END
5
6
6
36.0
23.8
-30.5
25SH (3)
4
9
5.25
47.3
23.2
-25.4
.E
IS
ABBREVIATIONS:
A.
PLYWD = PLYWOOD
B.
OSB =
ORIENTED STRAND BOARD
C.
NAILING:
C.A.
8d =
COMMON NAIL
C.B.
10d =
COMMON NAIL
C.C.
12d =
COMMON
C.D.
16d =
0.135" x 3 1/2" GUN NAIL
C.E.
EN =
EDGE NAILING
C.F.
FN =
FIELD NAILING
C.G.
SN =
SIDE NAILING
C.H.
BN =
BOUNDARY NAILING
C.I.
BF =
BOUNDARY FASTENING
D.
AB =
ANCHOR BOLT
E.
CMU=
CONCRETE MASONRY UNIT
F.
CONC
= CONCRETE
G.
DIA =
DIAMETER
H.
DTL =
DETAIL
I.
FND =
FOUNDATION
J.
MAX
= MAXIMUM
K.
MIN =
MINIMUM
L.
O.C. =
ON CENTER
M.
SP =
SOUTHERN PINE
N.
SPF =
SPRUCE PINE FIR
0.
TYP =
TYPICAL
P.
U.N.O.
= UNLESS NOTED OTHERWISE
Q.
I.L.O.
= IN LIEU OF
R.
w/ =
WITH
S.
WD =
WOOD
T.
EE =
EACH END
U.
HDR =
HEADER
V.
J = OPENING JACK STUD
W.
K = OPENING KING STUD
X.
SIM =
SIMILAR
Y.
ATR =
ALL THREADED ROD
Z.
S.C. =
SAW CUTS
AA.
C.J. =
CONTRACTION JOINT
AB.
DEN =
DOUBLE EDGE NAILING
AC.
COL =
COLUMN
AD.
REIN
= REINFORCEMENT
AE.
PLT =
PLATE
AF.
CANT.
= CANTILEVER
AG.
SC =
BUILT-UP STUD COLUMN
AH.
MANUF. = MANUFACTURER
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PRODUCT MANAGER
RELEASE
DATE: 11 /11 /2019
PROJECT TYPE
Sinele Family
SPECIFICATION LEVEL
Pulte
PLAN NAME
Hanover
NPC CHILD NUMBER
2811.520
SHEET
S061
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(1) #5 REBAR w/ 25" LAP
U.N.O. CMU COL. PER CMU COL. PER (1) #5 REBAR AT EACH i�7
i
FILLED C<11
8" C.M.U. FINISH PER ELEV. PLAN PLAN 12" SQUARE C.M.. CDOp
PER PLAN COL
0'Pd K TR CMU STRUCK 8WAYS . con ® I
I #5 REBAR #5 REBAR w (2) #5 REBAR w/ 25 LAP MIN.
w/25" MIN LAP I w/25" MIN LAP ¢ ®EACH FILLED CELL
-O'-O" PAVERS OR SLAB PER SLOPE _0'_0" SLOPE POURED CURB
- SPEC. , n ¢ 0 -0' SLOPE
FINISH GRADE -O -O _ O
0 0 - o FINISH GRADE 00
L z PAVERS OR SLAB PER SPEC.
Z CONCRETE FOOTINGLu
P% Co CD CONCRETE FOOTING �; . m cc • o Z L�
_ f —
I PER PLAN - - -
MONOLITHIC FOUND. - o *- a1
W/ (2 4 DIA. RODS PER PLAN u_ : .. I g .,, o I —MONOLITHIC FOUND.
CONC. FOOTING PER PLAN � �
# w/(2) #4 DIA. RODS
CONT. ON CHAIRS 9" STARTER PER PLAN
1-0 COURSE y I PER PLAN I -L CONT. ON CHAIRS
1-4' 9 2 STORY ALT. CMU SEAT -1Y PER PLAN I 1'-4' 2 STORY
FROM TOP OF SLAB MASONRY COL. ON SPREAD FTG.
001 EXTERIOR MASONRY WALL FTG Fo3c MASONRY WALL CORNER ON SPREAD FTG. (Pavers) MASONRY WALL CORNER ON SPREAD FTG. (ConcreteL � EXT. MASONRY WALL GARAGE 03 Scale., Fie Name: �
SCALE: 1/2'=1'-0 SCALE: 1/2'=1'-0 SCALE: 1/2'=1'-0 SCAlr 1/2°=1'-0 u
3/4' RECESS IN SLAB 10 1/2" 8" C.M.U. WALL FINISH 3/4' RECESS IN SLAB WALL DOOR
@IMPACT r E z
PER ELEVATION PER ELEVATION FINISH / DOOR P_R SPEC Q f �� 0
FINISH FLOOR FINISH FLOOR GROUT BAD PAVERS PER SPEC PAVERS PER 3 DOOR PER SPEC ,.� O
w 4" w , (THICKNESS VARIES) DOOR THRESHOLD SPEC (THICKNESS z (�
- 1-O - VARIES) DOOR THRESHOLD PER PLAN bA
0'-0' F.F. ¢ ,�p0'-0" F.F. ¢ 0'-0" F F I SLOPE �O=O' F.F. I
Y SLOPE 7 F 01-0»
SLOPE SLOPE PER PLAN '� ALT. BRICK
• err---� z ¢ Y PER PLAN
THRESHOLD
°O
00 co I — — — I• _ ��I— �l—�� I I a'
— I a, ° — — — _ _ — — —
I I III —III —III —I O III —III —III- Q --- I'
_ — — —I
—I —III—III—III- �
MONOLITHIC FUND. I —III —III —I - - III —III — —
MONOLITHIC FOUND. III— i ON C 0 �: _ = I r � !�• _ - III=1 1I-
III —III —I �
�. w/(2) #4 DIA. RODS R: = I w/(2) #4 DIA. RODS _ I —III- I I I I I 3 Q `: • ° '.� a III=� MONOLITHIC FOUND.
CONT. ON CHAIRS. CONT. ON CHAIRS. I 1'-O" MONOLITHIC FOUND. lfIONOLITrIIC FOUND. I 1'-0» I W/ (2T. O#4CHAIRSODS
1'-OI, I 11' OI, _ t f »
I'r �` 1'-4' 0 2-STORY CONT) ON CHAIRS rr/(2) #4 DIA. RODS 1'-4�RY r �1-0
1'4' 0 2 STORY 1'-4' @ 2 STORY CONT. ON CHAIRS III ALT. FLUSH BRICK 1-4 ® 2 STORY
Fob GARAGE DOOR RECESSED SILL FO7 EXTERIOR DOOR SILL @SGD Pavers EXTERIOR DOOR SILL ENTRY Pavers) THRESHOLD EXTERIOR DOOR SILL @ ENTRY (Concrete)
SCALE: 1/2"=1'-0 RECESS WITH PAVERS RECESS WITH SLAB SCALE: 1/2'=1'-0 SCAM• 1/2'=1'-O SCALE: 1/2"=1'-0 4; xu o
2x AT 24"O.C. MAX.
2x P.T. PLATE SECURED TO SLAB w/ CORNER BAR WITH 25'
3' PO`14DER ACTUATED FASTENERS OR �
TAPCONS 016' O.C. OR (2) Rows 12d 1 2" G.W.B. EA. SIDE IfcRT1CAL DO'�IE_I }° ` ` SIDE. SAldESPLICE ASCH
GUN NALS 012' O.C. / (1) #4 ROD CONT. ON AS REQb IN ? AN
CHAIRS PAVERS TYP. CONT. FOOTING STEEL
I. .
STEP PER PLAN TYPICAL 3 1/2 CONC. SLOPE j'
FINISH GRADE SLOPE SLAB �, —
GRADE
_ ALTERNATE TO CORNER t NUMBER OF CORNER
• •� — — ^•-.°•••.�',1----� may.•
Co
SPLICE: PRO`ADE CONT. ; . t`T a '�"-` _' . BARS EQUALS NUMBER
STr REIPIF.
E:. ....^rrr
14 III 8 �I I AT CORNERS TO COMPLY -' - ra..•, • •::,,
n �41 (1) #4 BAR CONT. WITH THE INTENT OF THE i'�' f:; ', •! :'':
s/2" (1) #4 ROD CONT. ON 8 BUILDING CODE NUMBER OF REBAR
CHAIRS UNO COMPACTED FILL PER PLAN
25" MIN. �
I
LAP SPLICE
Fos THICKENED SLAB GARAGE (NON -BEARING) F11 THICKENED SLAB EDGE PAVER AT CONCRETE GRADE BEAM F12 REINF, PLACEMENT AT FTG. CORNERS
SCALE: 1 /2"=1'-0 SCALE: 1 /2'=1'-0 SCALE: 1 /2"=1'-0
8" C.M.U. FINISH 8" C.M.U. FINISH
PER ELEV. PER ELEV.
FINISH FLOOR
CLEAN COMPACTED FILL FINISH FLOOR
-O -O FINISH GRADE PENETRATING PIPE I
I
LOOP TIE (TYP.) (1) #4 REINFORCMENT 4 SEE FOUNDATION PLAN 4"
PENETRATING PIPE a BAR CONT.
°n
• ° ° ° CONC. PER SCHEDULE
MONOLITHIC FOUND. "' -
+ a MONOLITHIC FOUND.
w/(2) #4 DIA. RODS W/ (2) #4 DIA.
CONT. ON CHAIRS
PVC SLEVE RODS CONT. ON r ......... ,• :�....,. ,
1'-4 0 2 STORY PVC SLEEVE CHAIRS 4
F13 BEARING PENETRATION DETAIL (SIDE VIED (FRONT VIED Fes SHOWER RECESS
SCALE: 1/2'=1'-0 SCALE: 1/2"=1'-0
1
CONCRETE SLAB ON
CLEAN COMPACTED FILL 11/8' SAW CUT
30" x30"x12" CONC.
FTG. w/ (3) #4 \ SAW CUT
REBAR EA. WAY r I
'..
7 � • � • • mot''
NO 0 NOTE:
SAWED JOINT SHALL BE CUT WITHIN 24 HRS. OF CONCRETE PLACEMENT.
VEHICLE SIDE OF PEDESTAL F39 TYPICAL SAW CUT JOINT ® /\/��/�
n i \a/
SCALE: 1/2 =1-O
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#4 REBAR 3
FROM TOP & 10"
BEND ® BOTTOM
M M I
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PRODUCT MANAGER
RELEASE
30" I, DATE: 11 11 2019
REV DAIS SCRIPTION
F32 GAS WATER HEATER PEDESTAL o ----
SCALE: 1/2"=1'-0 LOCATE PER ARCHITECTURAL DRAWINGS 0 ----
PROJECT TYPE
Single Family
SPECIFICATION LEVEL
Pulte
,,11111❑///
%1st( �`��``,P��l��� PLAN NAME
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C.O.A# ARCHITECTURE: ., NPC CHILD NUMBER
AA26002802 ��
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29349�'
® BENJAMIN NIESE, PE .�
P.E.# 86025 � l� SHEET
❑ [AN MCCULLOUGH, PE I� STATE ¢ �•
P.E.980956 IDP'• si,o
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10/13/2021 !! ��ONAI- 0\ \�
DATE SIGNED 11 1 1 1 1 l t
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SLOPE TO DRAIN
Y I i., 1, � ( I II I:� ,. ,: I.I , II , I I I � I I I I I,III� t, t I _I . 1 ..I I �;I
_L L1111 I I I p s II I. I I I I I _, ,_ I i. I I I
40'-0»
29'-4" 10'-8"
8'-8" '-0'
F03C 24"x24"x12" CONC. FTC. w/ F03C
S1,0 ` #4 BARS 6" O.C. EA WAY S1.0
T"�kr— —
I
S-11/2" L,8 7,-0» 8" 4'-51/2" 811 10'-2' 8" 2'-711 ---
S1.0 S1.0
VERIFY M.O. VERIFY M.O.
0
o
F01 F01 ___
•�.oS1.0 • o
-o rn
1'-21/2»
N
6' 8" 2'-1 1/211
"' i I N VERIFY M.O.
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i LOCATION PER F08
ARCHITECTURE VAR11 SIs OF
- -
/ S1.0
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S1.0 M.O. M
5 2" 3'_4"I 51 -- 31.0
CD
o
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I
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14
32"x24"x12" CONC. FTG. w/
#4 BARS 6" O.C. EA WAY
16'-8"
19' 6"
F01
y
VERIFY M.O.
- -� 00
..A UD
4' 3" i' 8" '-3 1/ ° 32"x24"x12"
CONC. FIG. w/
lei
. #4 BARS 6" O.C.
EA WAY
F03C
s1.0
1'-8" 4'-11» 1'-8» 81 7'-0"
/»
g'_3,� 11 1 2 12' 3"
40'-0"
2'-111/2" FOUNDATION PLAN)
SCALE: 1 /4"=1'-O"
LEGEND SYMBOLS
0
❑� 8x8 FILLED CELL W/ #5 REBAR
• 2 8x8 FILLED CELL W/ (2)#5 REBAR @ INSIDE FACE
0-
8x8 FILLED CELL W/ NO REBAR REQUIRED
O
45' CMU -FILL CELLS W/ #5 REBAR
12x12 FILLED CELL W/ (4)-#5 REBAR
Af�ELEV. ELEVATION INDICATOR - ELEVATION NOTED IS
RELATIVE TO FINISH FLOOR DATUM = 0'-0"
LT
DETAIL INDICATOR
XX
FLOOR SLAB NOTES:
3 1/2" 2,500 PSI CONCRETE SLAB ON 6MIL VAPOR BARRIER LAPPED 6"
AND TAPED OVER CLEAN COMPACTED SOIL.
SLAB REINFORCEMENT
FLOOR SLABS SHALL BE REINFORCED BY STEEL REINFORCING BARS AT
REENTRANT CORNERS SUCH AS INSIDE CORNERS OF AN "L" SHAPED SLAB.
REENTRANT CORNERS SHALL HAVE TWO PIECES OF REBAR, 36" (914mm)
LONG, PLACED DIAGONALLY TO THE CORNER, 12" (305mm) APART, WITH
THE FIRST BAR PLACED 2' (51mm) FROM THE CORNER. ALL
REINFORCEMENT SHALL BE SUPPORTED TO REMAIN IN PLACE FROM THE
CENTER TO THE UPPER 1/3 OF THE SLAB FOR THE DURATION OF THE
CONCRETE PLACEMENT.
PLUMBING NOTES:
REFER TO ARCHITECTURAL PLUMBING FIXTURE PLANS FOR ALL FIXTURE
LOCATIONS
Q` `,���►1111rr i �
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C.O.A# ARCHITECTURE: i
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■ BENJAMIN NIESE, PE r
P.E.# 86025
❑ IAN MCCULLOUGH, PE , o ST�AT'. A/
P.E.# 80956 `�► ��
10/13/2021 0hiA1.
DATE SIGNED r 1111 1 11"
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PRODUCT MANAGER
RELEASE
DATE: 11 /11 /2019
PROJECT TYPE
Single Family
SPECIFICATION LEVEL
Pulte
PLAN NAME
Hanover
NPC CHILD NUMBER
2811.520
SHEET
sill
I
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1
1 ,,
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WALL BASE PLAN
SCALE: 1 /4"=1'—O"
LINTEL AND BOND BEAM LEGEND
CL
0
N
1. BOND BEAM IS TO BE 8" KNOCK OUT BLOCK WITH #5 BAR GROUTED SOLID,
CONTINUOUS AROUND PERIMETER OF STRUCTURE.
_
2. MINIMUM 4" NOMINAL BEARING PER END ® LINTELS OR AS REQUIRED BY
MANUF.
3. LINTELS WITH A CLEAR SPAN LONGER THAN 12'-4" SHALL BE PRESTRESSED.
4. BOND BEAM ELEV = 9'-4" U.N.O.
o
5. GARAGE DOOR LINTEL HEIGHT MAY HAVE A TOLERANCE OF +/- 4" FOR AL
LINTELS 28" OR GREATER.
TYPE DESIGNATION
F = FILLED WITH GROUT / U = UNFILLED
QUANTITY OF #5 REBAR AT
BOTTOM OF LINTEL CAVITY
-16--1B�1T
L- QUANTITY OF #5 REBAR AT TOP
L-
NOMINAL HEIGHT
NOMINAL WIDTH
#5 REBAR AT TOP MIN. (1) REQ'D
1-1/2" CLEAR
w
J
CMU
�m;1_
o
GROUT
#5 REBAR AT BOTTOM OF LINTEL CAVITY
7-5 8"
BOTTOM REINFORCING
ACTUAL PROVIDED IN LINTEL (VARIES)
8 NOMINAL
WIDTH
LEGEND
DETAIL INDICATOR
XXX LINTEL OR WOOD HEADER DESIGNATION
ALL WOOD HEADERS TO BE (2) PLY U.N.O.
HEADER SCHEDULE U.N.O.
OPENING SIZE HEADER REMARKS
UP TO 3'-4" DOUBLE 2x6-------
3'-5" - 6'-0" DOUBLE 2x8-------
6'-1' - 8'-6" DOUBLE 2x10 2 JACK STUDS, EACH END.
8'-7" - 12'-6" DOUBLE 2x12 (2) JACK STUDS, EACH END.
000 Fieldstone
C.O.A# ARCHITECTURE:`
AA26002802 •-- No.86025
C.O.A.# ENGINEERING:
29349 =
Z
N BENJAMIN NIESE, PE
P.E.# 86025
❑ IAN MCCULLOUGH, PE Q STATE OF tV
2 `
P.E.#80956 Pik.
10/13/2021 '// Q�
DATE SIGNED ''�1l11111100\
0
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PRODUCT MANAGER
RELEASE
DATE: 11 /11 /2019
PROJECT TYPE
Single Family
SPECIFICATION LEVEL I
Pulte
PLAN NAME
Hanover
NPC CHILD NUMBER
2811.520
SHEET
S261
I I'
I
g
I
I. I
-- l�I
i
)OF FRAMING PLAN
GENERAL NOTES
1. REFER TO ARCHITECTURAL DRAWINGS FOR WALL HEIGHTS.
2. REFER TO STRUCTURAL DETAILS FOR STEPPED MASONRY WALL
HEIGHT DETAIL.
3. ALL INTERIOR CEILING SHEATHING TO BE GYPSUM.
C ALL EXTERIOR SHEATHING TO BE MINIMUM 7/16 " APA RATED
SHEATHING.
5. FLOOR SHEATHING (IF APPLICABLE) SHALL BE 2�2" MIN.
6. REFER TO DETAILS FOR ROOF SHEATHING REQUIREMENTS.
7. U.N.O. INTERIOR SHEATHING TO BE GYPSUM AS REQUIRED IN
ARCHITECTURAL DRAWINGS.
8. PROVIDE SOLID BLOCKING FROM ALL BEAMS & GIRDERS TO
FOUNDATION BELOW.
TRUSS NOTES
UNLESS OTHERWISE NOTED ON PLANS:
1. ALL TRUSS STRAPS TO MASONRY ARE TO BE META16.
2. ALL TRUSS TO FRAME SCREWS ARE TO BE THE FOLLOWING:
A) TRUSS TO TOP PLATE TO BE (2) SIMPSON SDWC15600.
B) MULTI -PLY TRUSS REQUIRE (2) SDWC15600 AT EA PLY.
C) (1) SDWC15600 MAY BE USED ON JACK TRUSSES.
3. THESE PLANS ARE ENGINEERED BASED ON TRUSS LAYOUTS AND
ENGINEERING PROVIDED BY THE DELEGATED TRUSS ENGINEER,
CHANGES OR MODIFICATIONS ARE NOT PERMITTED WITHOUT A
LETTER FROM THE ENGINEER OF RECORD.
LEGEND
LTR DETAIL INDICATOR
SHT
CROSS HATCHED AREA INDICATES EXTENT OF
GABLE END BRACING
TRUSS LAYOUT SHOWN ON THIS SHEET IS FOR EXAMPLE
PURPOSES ONLY TO ILLUSTRATE TRUSS TO WALL CONNECTIONS.
THIS LAYOUT HAS BEEN PROVIDED BY A THIRD PARTY FOR
EXAMPLE PURPOSES ONLY; THE ACTUAL TRUSS MANUFACTURER
LAYOUTS ARE TO BE USED FOR ALL STRAP LOCATIONS. PER
BUILDING CODE STATUTES, THE ROOF AND/OR FLOOR SYSTEM
HAS BEEN DELEGATED TO THE TRUSS MANUFACTURER'S
PROFESSIONAL ENGINEER.
Fieldstone "" '`%�
C.O.A# ARCHITECTURE:
1
AA26002802
C.O.A.# ENGINEERING: �''� a• 2-5
29349 _
0 BENJAMIN NIESE, PE r I.,0
P.E.# 86025
❑ IAN MCCULLOUGH, PE TATE OF
P.E.# 80956 �,� F� `�►,�
�N�
10/13/2021 '��iiSj4NAL
DATE SIGNED 111 I I I I l t
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*Pu It e (-3� r a 1-41
PRODUCT MANAGER
RELEASE
DATE: 11 /11 /2019
PROJECT TYPE
Single Family
SPECIFICATION LEVEL
Pulte
PLAN NAME
Hanover
NPC CHILD NUMBER
2811.520
SHEET
S301
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2x4 OUTLOOKER
N
PER DRAWINGS
2x4 OUTLOOKER
2x BLOCKING BETWEEN TRUSSES w/ 2x6 FASCIA
PER DRAWINGS
Z ¢
(3) 8d INTO SUPPORT @ EA END TO
2x4 FASCIA
ADJACENT TRUSS OR TO TOP PLATES
SHEATHING PER PLAN.
2x BLOCKING AT
SHEATHING PER PLAN 1 x6 w/(3) 8d @
_ SHEATHING PER PLAN.
GABLE TRUSS _ OR
SHEATHING EDGESLn
r
EA. OUTLOOKER
PER PLAN
2x4 BETWEEN EA. GABLE TRUSS
NOTE:
STRUCTURAL SHEATHING CONTINUOUS
LOCATION OF BRACING AT
OUT w/(2) PER PLAN
TO ARCHITECTURAL
AT TRUSS HEEL, w/ SHEATHING EDGE
TRUSS SCREW THRU
VAULTED TRUSS.
10dTOENAILSREFER
DRAWINGS AND/ OR TRUSS
NAILING REQUIRED.
TOP PLATES TO TRUSS
MANUFACTURER DRAWINGS FOR
FRAMING PER PLAN
DETAIL AT RAISED HEEL
SPECIFIC TRUSS PROFILE
CONTINUOUS STRUCTURAL SHEATHING
:..
INFORMATION. (i.e. HEEL
WHEN 9-1/4" < "D" < 15-1/4":
HEIGHTS, SLOPE, OVERHANGS).
SOLID 2x BLOCKING BETWEEN
TRUSSES ATTACHED TO TOP CD
TRUSS ANCHOR PER PLAN
PLATES w/ 8d NAILS @ 6" O.C. ,� Z
ALONG LENGTH OF BRACED N
STRUCTURAL SHEATHING
DETAIL AT RAISED HEEL
WALL PANELS
SEE PLAN AND DETAILS FOR
o
ATTACHMENT
T
0
PRE-ENGINEERED WOOD TRUSSES AT 2'-0"
O.C. MAX.
TRUSS SCREW
...............
PER PLAN
NOTE:
CONTINUOUS BRACING TRUSS MANU .
• TRUSS ANCHOR PER PLAN
'""
REFER TO ARCHITECTURAL DRAWINGS
SHEATHING PER PLAN
;;-.:.. �-:.-�'=�"'"
AND/ OR TRUSS MANUFACTURER
y;;
"
DRAWINGS FOR SPECIFIC TRUSS PROFILE
STUD PER PLAN
FASCIA
`
INFORMATION. (i.e. HEEL HEIGHTS,
SEE ARCH. DRAWINGS
SLOPE, OVERHANGS).
FRAMING PER PLAN
SHEATHING PER PLAN
1O TRUSS SCREW THRU TOP PLATES TO TRUSS
BOND BEAM PER PLAN
02 TRUSS ANCHOR ATTACHED TO TOP PLATES ON EXT. SIDE OF WALL
ROOF
TRUSS ON MASONRY
ROOF TRUSS ON
FRAME
R01
R02
US
2x4 BLOCKING AT DIAGONALS ONLY. ATTACH AT EACH
END w/ (2) 12d TOENAILS. NAIL SHEATHING TO BLOCKING
STRUCTURAL SHEATHING PER PLAN AT 6" O.C. w/ MINIMUM 8d NAILS. BLOCK 4 BAYS BACK
2x4 LADDER FRAMING AT 24" O.C. REQ'D AT FROM GABLE TRUSS.
OVERHANGS GREATER THAN 12". ATTACH TO TRUSS WHEN SECOND BRACE IS REQUIRED, NAIL TO OPPOSITE
TOP CHORD w/ (2)-16d NAILS AT 24" O.C. SIDE OF BLOCKING.
CONT. 2x4 w/ (2) 12d NAILS
1. AT VERTICALS 3'-6" TO 6'-6" USE ONE 2x4 "L" BACK.
2. AT VERTICALS OVER 6'-6" TO 8'-4" USE (2) 2x4 "L" 2x6 DIAGONAL BRACING w/ (5) 10d COMMON NAILS TO
' BACKS (1 EA. SIDE) (OR FRAME PER CASE 3 BELOW). 3 BLOCKING. UNLESS NOTED OTHERWISE ON PLANS, PROVIDE
ONE BRACE NEAR THE PEAK AND THE REMAINDER AT 48"
3. AT VERTICALS OVER 8'-4" TO 13'-0" USE ONE 2x4 O.C. @ APPROX. 45-DEG ANGLE.
"L" BACK AND AN ADDITIONAL DIAGONAL BRACE IS 3 SPLICE DETAIL FOR DIAGONAL 4' LAP WITH "T" LAP
REQUIRED AT THE PEAK AND AT EVERY OTHER VERTICAL NAILED w/ (2) ROWS 10d GUN NAILS @ 8" O.C.
MEMBER IN THIS RANGE, ATTACH THE DIAGONAL AT MID
HEIGHT AND TO THE BLOCKING BELOW THE ROOF (2) SIMPSON A23 w/ (8) 10d x 1-1/2"
SHEATHING w/ (5) 12d's AT EACH END. IN ADDITION TO (ONE ON EACH SIDE OF BRACE TO TOP PLATE).
THE SECOND DIAGONAL, A STRONGBACK IS ALSO
REQUIRED AT THESE VERTICALS AND MUST BE ATTACHED
TO EACH "L" BACK WITH (2) 12d's AND ONE SIMPSON H5
CONNECTOR.
II I
SHEATHING PER PLAN
SIDE NAIL ALL Y' BACKS AND STRONGBACKS w/ 12d's
AT 6" O.C. NOTCH "L" BACKS AT TOP AND BOTTOM. PROVIDE CONT. 2x8 P.T. PLATE w/ 1/2" 4 x 10"
ANCHOR BOLTS AT 4'-0" O.C. MAX. w/2%2" PL.
STRUCTURAL SHEATHING CMU WASHERS AND 7" EMBEDMENT.
SEE PLAN FOR ATTACHMENT
MASONRY WALL, BOND BEAM, LINTEL BEAM OR RAKED
NAIL BOTTOM CHORD OF GABLE BEAM PER PLAN, FOR RAKED BEAM AT VAULTED
TRUSS w/ 12d's AT 4" O.C. CONDITION, SEE PLAN AND DETAIL.
CONT. 2x4
/ 2x4 NAILED FLAT TO TOP OF BRACE ("T"
2x6 NAILED
CONTINUOUS \ BRACE) NAILED TO DIAL. w/ 10d GUN
@ TOP
STRUCTURAL / NAILS @ 8" O.C. BUTT JOINT ALLOWED
SHEATHING SEE PLAN (48" MIN MEMBER LENGTH), BRACED
FOR ATTACHMENT REQUIRED TO BE CONTINUOUS OVER DIAG.
BRACE SPLICE SHOWN J`
FIELD NAILING
PER PLAN \ \ 2x4 BLOCKING AT 48" O.C. - �
3 TRUSS BAYS
\ 2x6 NAILED @ BOTTOM
WOOD
FRAMING
PER PLAN GABLE END DIAGONAL BRACE TYPICAL SPLICE
VGABLE END TRUSS BRACING DETAIL
R09 GABLE END
(8) 10d NAILS EACH STRAP ENGINEERED WOOD
° ROOF TRUSS AT 24"
°
° O.C. MAX.
°
TYPICAL CMU WALL
. t
4
(4) 1/4" 0 c 2-1/4" MASONRY
SCREWS AT EACH STRAP. (1) SIMPSON HTSM16
CONDTIONS OF USE: (OR APPROVED EQUAL)
1. QUANTITY OF MISSED STRAPS DOES NOT EXCEED FIVE (5) CONSECUTIUE LOCATIONS. LOCATION.AT EACH MISSED
2. UPLIFT VALUE FOR TRUSS LOCATION DOES NOT EXCEED 1,175 Ibs. UPLIFT.
3. NOT ACCEPTABLE ON MULTI -PLY TRUSS APPLICATIONS.
IF FIELD CONDITIONS EXCEED CONDITIONS OF USE, CONTACT ENGINEER OR ARCHITECT OF RECORD FOR APPROPRIATE SOLUTION.
MISSED TRUSS STRAP REPAIR
R13 ILu (TYPICAL CMU WALL CONNECTION)
"X" = 10%
HOUSE WIDTH � C
x
O O x
x 0
z
x
RIDGE X
(D GABLE END x
>—
r
BOSTON HIP X
EDIMENT BLOCKING @ GABLE
-VALLEY SET TRUSSES
AT 24" O.C.
-ROOF SHEATHING
VALLEY SET TRUSSES
PER PLAN
AT 24" O.C.
ROOF SHEATHING
-MIN. 9" LONG 20 GA.
PER PLAN
FLAT STRAP w/ (8) 10d
<i
7
-SHEATHING PER _OR-
THING PER — O R —
PLAN.
PLAN.
20 BLOCKING UNDER TRUSS (1) SDWC15600 TRUSS SCREW
ENDS. NAIL TO TRUSS CHORDS TO EVERY TRUSS BELOW
w/ (3) 10d EACH END.
,,,,,,\VALLEY SET OVER FRAME
MUD wu
"X"=10%
HOUSE WIDTH
x
1� 0 3
x
RIDGE -' i
�i GABLE END
GABLE x I
"X" = 10% OF
HOIJiF WIDTH
ROOF SHEATHING
NAILS
ROOF FASTENING ZONES
SHINGLE:
7/16" SPAN RATED PLYWOOD OR OSB
8d RING SHANK
0.113" x 2-3/8"
1
2
3
OFFSET DIMENSION "X" = 10% HOUSE WIDTH
"X"
"X"
ILE: 15/32" SPAN RATED PLYWOOD
OR OSB
PANEL EDGES @ SUPPORTS (1)
6" O.C.
6" O.C.
4" O.C.
PANEL FIELD 1
6" O.C.
6" O.C.
6" O.C.
METAL:
15/32" SPAN RATED PLYWOOD w/24 GA.
19/32" SPAN RATED PLYWOOD w/26 GA.
NOTES:
L 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 107 OF TOTAL HOUSE WIDTH, DIMENSION "X" OFFSET FROM ROOF EDGE.
HOUSE
R11�ROOF SHEATHINGATTACHMENTNDIAGRAM6Ho�SE = 6� ZONE , NIS
20 LADDER FRAMING AT 24" O.C. REQ'D AT
OVERHANGS GREATER THAN 12". ATTACH TO TRUSS
TOP CHORD w/ (2)-16d NAILS AT 24" O.C.
CONT. 2x6 w/ (2) 12d NAILS —\
STRUCTURAL SHEATHING PER PLAN
2x BLOCKING BETWEEN EA.
TRUSS MEMBER OR TRUSS WEB.
2x LEDGER w/2-10d @ EA.
CROSSING TRUSS MEMBER
FOR ROOF SHEATHING
NAILING
20 BLOCKING AT DIAGONALS ONLY. ATTACH AT
EACH END w/ (2) 12d TOENAILS. NAIL SHEATHING
TO BLOCKING AT 6" O.C. w/ MINIMUM 8d NAILS.
BLOCK 8'-0" BACK FROM GABLE TRUSS.
2x4 DIAGONAL BRACING w/ (5) 12d COMMON
NAILS EA. E4ND ® 32" MAX. SPACING
IF LENGTH IS LESS THAN 4'-0" USE 2x4 "L" BACK,
IF LENGTH IS GREATER THEN 4'-0" USE (2) 2x4 "L"
BACKS. NAIL "L" BACKS w/12d @ 1200.C.(NOTCHED
TOP w/2-12d TOENAILS
"L" BACK -EXTEND 6" PAST
LOWER ROOF SHEATHING
SHEATHING PER PLAN—'
ARTIAL�GABLE END TRUSSDETt�lR 0 9 C PPARTIAL
STRUCTURAL SHEATHING PER PLAN
2x4 LADDER FRAMING AT 24" O.C. REQ'D AT
OVERHANGS GREATER THAN 12". ATTACH TO TRUSS
TOP CHORD w/ (2)-16d NAILS AT 24" O.C.
CONT. 2x4 w/ (2) 12d NAILS -�
STRUCTURAL SHEATHING
PRE-ENGINEERED WOOD
TRUSSES AT 2'-0" O.C. MAX.
TRUSS ANCHOR
SEE CONN. CHART
BOND BEAM PER PLA
FASCIA 2x SHTG.
SEE ARCH. BLOCKING
DRAWINGS
VALLEY SET TRUSSES
AT 24" O.C.
ROOF SHEATHING
PER PLAN
SHEATHING PER
PLAN.
`T°"�TURAL
THING SEE PLAN
%TTACHMENT
NGINEERED
SES AT 24" O.C.
2x4 BLOCKING AT 2'-
O.C. w/ (2) 12d TOE
EACH END TO TRUSS
II ` SHEATHING PER PLAN
BOND BEAM PER META16 AT BLOCKING w 1/4"
PLAN AND SCHEDULE /
MAX. GAP FROM TOP OF
8" CMU WALL. SEE PLAN WALL TO BOTT. OF BLOCKING
FOR VERT. REINF.
-- WALL BRACING AT NON -BEARING EXTERIOR WALL
n V / I R.1.11
2x4 PURLIN @ EA VALLEY
TRUSS. NAIL TO COMMON
TRUSS w/(3) 16d GUN NAILS
BOTTOM CORD OF VALLEY
TRUSS NAILED TO PURLIN
w/ 10d GUN NAIL @ 8" O.C.
2x4 BLOCKING AT DIAGONALS ONLY. ATTACH AT EACH
END w/ (2) 12d TOENAILS. NAIL SHEATHING TO BLOCKING
AT 6" O.C. w/ MINIMUM 8d NAILS. BLOCK4 BAYS BACK
FROM GABLE TRUSS.
WHEN SECOND BRACE IS REQUIRED, NAIL TO OPPOSITE
SIDE OF BLOCKING.
3 SEE PLAN FOR ATTACHMENT OF ALL STRUCTURAL
SHEATHING.
i 1. AT VERTICALS 3'-6" TO 6'-6" USE ONE 2x4 "L" BACK.
2, AT VERTICALS OVER 6'-6" TO 8'-4" USE (2) 2x4 "L"
BACKS (1 EA, SIDE) (OR FRAME PER CASE 3 BELOW).
3. AT VERTICALS OVER 8'-4" TO 13'-0" USE ONE 2x4
"L" BACK AND AN ADDITIONAL DIAGONAL BRACE IS
4REQUIRED 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
8" CMU WALL OR LINTEL, SHEATHING PER SHEATHING w/ (5) 12d's AT EACH END. IN ADDITION TO
SEE PLAN FOR PLAN THE SECOND DIAGONAL, A STRONGBACK IS ALSO
REINFORCEMENT REQUIRED AT THESE VERTICALS AND MUST BE ATTACHED
TO EACH "L" BACK WITH (2) 12d's AND ONE SIMPSON
MASONRY H2,5A OR ONE USP RT5 CONNECTOR.
Ir1I^ ^r1
SIDE NAIL ALL "L" BACKS AND STRONGBACKS w/ 12d's
AT 6" O.C. NOTCH In BACKS AT TOP AND BOTTOM.
— 2x4 DIAGONAL BRACING w/ (5) 12d COMMON NAILS TO BLOCKING AND TO THE "L"
BACK. UNLESS NOTED OTHERWISE ON PLANS, PROVIDE ONE BRACE AT THE PEAK AND
THE REMAINDER AT 48" O.C. DIAGONALS OVER 8'-0" MUST HAVE AN ADDITIONAL "T"
BRACE ATTACHED TO THE NARROW EDGE w/ /12d's AT 6" O.C.. "T" BRACE LENGTH
TO BE THE DIAGONAL'S LENGTH MINUS 12" FROM EACH END,
TRUSS ANCHOR
SEE CONN. CHART
FRAMING PER PLAN
R09pL)%QiLuUTCH HIP GABLE TRUSS BRACING DETAIL
PRE-ENGINEERED ROOF
TRUSSES @ MAX. 24" O.C.
� SHEATHING PER ARCH 1 z4 FURRING ATMAX. 16" O.C. w/
INSTALLED PER MANUF. (3)10d AT EA TRUSS
1 EXTERIOR CEILING FURRING -
SCALE: N.T.S.
0 ® 0 Fieldstone
C.O.A# ARCHITECTURE:
AA26002802 No.860
C.O.A.# ENGINEERING: �-!
29349
■ BENJAMIN NIESE, PE
P.E.# 86025
❑ IAN MCCULLOUGH, PE OF
P.E.# 80956 j �� R Q►
S
10/13/2021 //'i `�ONAL
DATE SIGNED �!�
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PRODUCT MANAGER
RELEASE
DATE: 11 Z11 Z2019
WV1 DAIS SCRIPTO
PROJECT TYPE
Single Famil
SPECIFICATION LEVEL
Pulte
PLAN NAME
Hanover
NPC CHILD NUMBER
2811.520
SHEET
S41
IIVI\ILVI11fLL I\NUT\V
° ° ° ° ° ° ° ° ° ° ° ° ° °
°
°----NOTE:
°
°
PROVIDE BLOCKING AT ALL
°
°
°
SHEATHING
EDGES.
°
°
°
°
°
°
°
°
°
° ° ° ° ° ° ° ° °
° ° ° ° ° ° ° ° °
°
°
°
°
° °
° °
° ° ° °
°
°
°
°
°
RIL SPACING AT
°
°
°
°
°
°
°
°
°
°
°
12 IN FIELD
°
°
°
°
°
°
°
°
°
° ° ° ° ° ° ° ° ° ° ° °
{ P �II I II II'
EXTERIOR WALL SHEATHING
SHEATHING
NAIL
VERTICAL
HORIZONTAL
FIELD
BLOCKING
REQUIRED (MIN)
SIZE
SPACING
SPACING
SPACING
REQUIRED
7/16" SHEATHING
8d
3" O.C.
3" O.C.
12" O.C.
ALL
EDGES
SINGLE NAIL EDGE SPACING
DOUBLE NAIL EDGE SPACIN(
12x4 BLOCKING
NAILING SHEATHING SPLICE -SAME THICKNESS AND
7STUD SPACING PER PLA STRUCTURAL SHEATHING PER PLAN
STRENGTH AXIS ORIENTATION AS WALL SHEATHING
IY PICAL SHEATHINGDETAILW01
DOUBLE 2x TOP PLATE
MID SPAN BLOCKING
BETWEEN EACH STUD
2X P.T. SOLE PLATE w/ 1/2" DIAM,
ANCHOR BOLTS (10 + 2) AT 32"
O.C. MAX. w/7" EMBEDMENT OR
5/8" DIA. EXP. BOLTS AT 24" O.C.
W/1800 # ALLOWABLE TENSION MIN.
OR 1/2" DIA EXP. BOLTS AT 24"
O.C. W/1200 # ALLOWABLE TENSION
MIN, ;ALSO AT CORNERS & JAMB
w/ 3x3 PLATE WASHERS
TOP PLATE CONNECTOR:
(2) SDWC15600 SCREWS @ EA STUD
STUDS AT 16" O.C.
EATHING PER PLAN
-TOM PLATE CONNECTOR:
SDWC15450 SCREWS @ EA STUD
� REFER TO FOUNDATION PLAN FOR
FOOTING SIZE AND LOCATION
LOAD BEARING WALL w/UPLIFT
W10 U&
STRUCTURAL SHEATHING.
REFER TO STRUCTURAL
SHEETS FOR NAILING & INSULATION AS PER SPECS.
OTHER REQ.
12 PRE—ENGINEERED ROOF TRUSSES.
PER REFER TO TRUSS MFGR. DRAWINGS.
�EL .
ROOF SHINGLE
(OR TILE PER SPEC)
TRUSS STRAP PER
STRUCT. DETAILS
REFER TO PLAN
u ��
i
FASCIA PER COMMUNITY SPEC
SOFFIT &OVERHANG PER
SPECIFICATIONS
BOND BEAM PER PLAN
SEE STRUCT. FOR ALL
REINFORCEMENT
REQUIREMENTS
EXTERIOR
INTERIOR
SEE STRUCT. DETAILS FOR
VARIATIONS
Y
FINISHED GRADE
MONOLITHIC FOUNDATION, SEE
STRUCTURAL DETAILS FOR WIDTH,
DEPTH & REINF. REQ.
rwTYP.1-STORY WALL SECTION
vv iKu
EXTERIOR GABLE END SHEATHING
SHEATHING
NAIL
VERTICAL
HORIZONTAL
FIELD
BLOCKING
REQUIRED (MIN)
SIZE
SPACING
SPACING
SPACING
REQUIRED
n
7/16' IALL
8d
3" O.C.
3" O.C.
12" O.C.
SHEATHING
EDGES
wo
21GABLE END SHEATHING DETAIL
INT FINISH
1x WOOD
1X PT BUCK
ATTACH WINDOW PER
FLORIDA PRODUCT
APPROVAL
SILICONE SEALANT
FINISH PER ELEAVATION
WOOD BUCK ATTACHMENT:
1x_ CUSTOM PT BUCK TO MASONRY.
MATCH FRAME WIDTH, ATTACH w/"T"
NAILS @4" FROM ENDS AND 12" O.C.
REMAINDER. ATTACH WINDO THRU BUCK
INTO MASONRY PER FLORIDA PRODUCT
APPROVAL
ALTERNATE:
2x— OR GREATER BUCK TO MASONRY
BUILT—UP THICKNESS <2 1/4"
= 1/4"Ox4" TAPCONS @4" FROM ENDS
AND 12" O.C. REMAINDER.
w/1 1/4" EMBEDMENT
W14
TYPICAL WINDOW ATTACHMENT DETAIL
INT FINISH WOOD BUCK ATTACHMENT:
1x WOOD 2x_ OR GREATER BUCK TO MASONRY
BUILT—UP THICKNESS <2 1/4"
2x PT BUCK = 1 /4" Ox4" TAPCONS @4" FROM
ENDS AND 12" O,C. REMAINDER.
w/1 1/4" EMBEDMENT
ALTERNATE:
ACH DOOR PER
RIDA PRODUCT
ROVAL
'K MOULD
SH PER ELEAVATION
W15 TYPICAL DOOR ATTACHMENT DETAIL
in" I AD /Tvoir'Ai 1
REBAR, CONT. IN
)ND BEAM
ND BEAM PER PLAN
REBAR VERTICAL
PPED 25" MIN. U.N.O.
REBAR VERTICAL IN
LID FILLED CELLS,
-E PLAN).
REBAR VERTICAL
PPED 25" MIN. U.N.O.
(5" CLEAN OUT AT ALL
LED CELLS.
FOUNDATION PLAN
D DETAILS FOR FOOTING
NFORCING.
W19TYPICAL FILLED CELL DETAILILTA
I I i �I 11 1.
I, . _
1�1
STRAP INSIDE FACE OF WALL PER -
W10 WHElI TRUSS STRAPS
INSTALLED ON INSIDE
(NON -SHEATHED) FACE OF WALL
MTS16 FROM EA. TRUSS
TO HDR.
EDGE NAIL SHEATHING
SIMPSON H2.5A @ TOP & BOTTOM OF
PER PLAN DBL 2X TOP PLATE. BOTTOM 2X OF TOP
CRIPPLES AS REQ'D,
OPENING FRAMING (JACK STUDS ONLY)
PLATE TO BE SPLICED OVER A STUD.
STRAPPING AT INTERIOR PROVIDE 48" LAP SPLICE w/ (3) lOd
FACE PER PLAN COMMON NAILS AT ENDS. NAIL PLATES
DBL 2X TOP PLATE. BOTTOM 2X OF TOP
CONT. w/ 10d COMMONS AT 16" O.C. J
PLATE TO BE SPLICED OVER A STUD.
PROVIDE 48" LAP SPLICE w/ (3) 10d
COMMON NAILS AT ENDS. NAIL PLATES
HEADER PER PLAN, (2) PLY (6) 10d NAILS KING STUD TO
CONT. w/ 10d COMMONS AT 16" O.C.
MIN. ADDTIONAL JACK STUD HEADER (MIN. 3 EA. PLY)
AND CONNECTORS
(6) 10d NAILS KING STUD
REQUIREMENTS PER PLAN.
TO HEADER (MIN 3 EA PLY)
(1) SIMPSON LSTA24 w/ (18) 10d
FASTEN WALL SHEATHING NAILS U.N.O - CENTER ON BOTTOM -
(1) SIMPSON LSTA18
AT 3" O.C. ALL AROUND HEADER
CENTER ON HEADER,
OPENING
CONNECT WALLS PER W10 DETAIL @ —
STRUCTURAL SHEATHING PER PLAN
INTERIOR NON -SHEATHED WALLS
(ON OPPOSITE SIDE OF WALL)
DOUBLE SILL AS REQ. FOR
2z STUDS AT 16" O.C.
— — — SHUTTER ATTACHMENT
2x STUDS AT 16" O.C.
- — — - SHEATHING PER PLAN @ EXTERIOR
II II
WALLS AND SHEAR WALLS (ON
OPPOSITE SIDE OF WALL)
EDGE NAIL SHEATHING
I I I I (1) SP4 TO KING & JACK STUD U.N.O.-
PER PLAN
EDGE nrvL ancnmmo PER rLHn
NOTE: FOR EXTERIOR BEARING WALLS ONLY
,�,�TYPICAL FRAMED BEARING WALL
_.......
v v v v / "•"
EXTERIOR CONC.WALL --
a.
b
e - —
GARAGE DOOR AND
TRACK, INSTALLED PER
MANUFACTURERS
SPECIFICATIONS,
2x6 WOOD BUCK ANCHORED TO CMU w/ 1/2"x6" "L" BOLTS OR
5/8"A" SIMPSON TITEN HD'S w/ 2" WASHERS AT 24" O.C. &
WITHIN 6" OF TOP AND BOTTOM. OR (2) ROWS OF 1/4"0"
MASONRY SCREWS @ 12' O.C. STAGGER ROWS 6"
FRAME TO BUCK TO MASONRY
EXTERIOR CONC.WALL -
1/4" DRIVE-IN ANCHOR
GARAGE DOOR AND
TRACK, INSTALLED PER
MANUFACTURERS
SPECIFICATIONS. -�
1/2" x 2 1/4' HILTI SLEEVE ANCHOR OR EQUAL. MIN.
1 1/2" EMBED INTO MASONRY. (1) PER BRACKET
FRAME TO MASONRY
PICML_$A�RA_GE _WO OR ATTACHMENT�D ETAIL
W16 Krs
STUD COLUMNS PER PLAN
Y' SDS SCREW 016' O.C. —
STAGGERED EACH SIDE OF
POST (RESULTING IN 8' O.C.
ND COLUMNS PER PLAN OVERALL SPACING)
4-PLY: N x 5' SDS SCREWS
5-PLY: A' x C SDS SCREWS
6-PLY: Y4' x 8' SDS SCREWS
7-PLY: r x 8' SDS SCREWS
CS16 OR EQUIV. (TOP,
MIDDLE AND BOTTOM)
A NAILS 0 8' O.C.
I PLY) (2) 10d NAILS 0 8' O.C.
(EACH PLY)
PRIMARY METHOD
STUD PACK DETAIL
ALTERNATE METHOD
FOR (4) PLY OR MORE STUD COLUMNS
TRUSS BOTTOM CHORD PER
MANUF. @ 24" O.C.
Nil EDGE NAIL SHEATHING TO TOP
PLATE AND TOP AND BOTTOM
OF HEADER PER PLAN
ILI
HEADER PER PLAN, (2) PLY
MIN, ADD JACK/KING STUDS
AND CONN. REQ. PER PLAN.
DOUBLE UPPER SILL AS REQ.
FOR SHUTTER ATTACHMENT
EXTERIOR WALLS & SHEAR
WALLS ONLY, FASTEN
SHEATHING AT 3" O.C. ALL
AROUND OPENING
DOUBLE SILL AS REQ. FOR
SHUTTER ATTACHMENT
II II
II II
II II
II II
II II
II II
—L1--11—
NOTE: TYPICAL FOR INTERIOR BEARING
WALLS w/o SHEATHING, INTERIOR SHEAR
WALLS AND EXTERIOR WALLS w/ SHEATHING
PRECAST LINTEL GRAVITY LOAD TABLE 06/29/11
LOADS LISTED HAVE BEEN CALCULATED OR COMPILED FROM APPROVED MANUFACTURERS:
CAST-CRETE, LOTT'S CONCRETE, QUALITY PRECAST CO.
MAXIMUM LOAD (PLF)
APPROX.
LINTEL LENGTH
MAX, CLEAR
OPENING
TYPE A
8" LINTEL
8" TYPE B
8" TYPE C
12" TYPE B
12" TYPE C
14" TYPE B**
14" TYPE C**
16" TYPE B
16" TYPE C
20" TYPE B
20" TYPE C
24" TYPE B
24" TYPE C
28" TYPE B
28" TYPE C
32" TYPE B
32" TYPE C
2'10"
1'6"
2231
3069
3719
3280
5163
6607
8054
9502
10000
3069
4605
5206
6113
7547
8974
10000
10000
3'6"
212"
2231
3069
3719
3280
5163
6607
8054
9502
10000
3069
4605
5206
6113
7547
8974
10000
10000
4'0"
2- 8"
1783
2561
2751
3280
3820
4890
5961
7034
8107
2561
4605
5206
6113
7547
8974
10000
10000
4'6"
3'2"
1343
1969
2110
2992
2931
3756
4576
5400
6224
1969
4375
5206
6113
7019
8672
10000
10000
4'8"
3'4"
1217
1349
1438
1716
1999
1 2560
3132
3686
4249
1349
3090
4567
5365
4766
5817
7074
8203
5'4"
4'0"
1006
1349
1438
1716
1999
2560
3132
3686
4649
1349
3090
4567
5365
4766
5817
7074
8203
5110"
4'6"
860
1105
1173
1600
1631
2090
2549
3009
3470
1105
2622
4242
4360
3942
4889
5817
6662
6' 6"
5' 2"
710
1232
2177
3738
3480
3031
3707
4383
5061
1232
2177
2738
3480
5381
8360
8625
7590
7'6"
6- 2"
570
991
1729
2108
2632
2205
2698
3191
3685
991
1729
2108
2632
3898
5661
4742
5501
8' 4"
71011
488
699
1160
1516
1626
2564
3486
2818
3302
699
1245
1516
1843
2564
3486
2964
3387
914"
810"
416
699
1160
N/A
1625
2564
3486
2818
3302
699
1245
N/A
1843
2564
3486
2964
3387
1016"
912"
354
535
890
N/A
1247
2093
2777
2163
2536
535
1054
N/A
1533
2093
2781
2259
2615
1114"
1010"
315
567
890
N/A
1366
1846
2423
3127
4006
567
945
N/A
1366
1846
2423
3127
4006
1210"
10,811
292
525
873
N/A
1254
1694
2193
2805
3552
525
873
N/A
1254
1684
2193
2805
3552
1216"
1112"
277
471
755
N/A
1075
1428
1838
2316
2883
471
755
N/A
1075
1428
1838
2316
2883
1314"
1210"
255
471
755
N/A
1075
1428
1838
2316
2535
471
755
N/A
1075
1428
1838
2316
2883
1410"
12- 8"
239
424
706
N/A
1002
1326
1697
2127
2278
424
706
N/A
1002
1328
1697
2127
2630
14'8"
1314"
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
783*
N/A
1234*
1421*
1779*
2188*
2662*
151411
14' 0"
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
710*
N/A
1160*
1331*
1660*
2032*
2459*
17' 4"
160"
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
548*
N/A
952*
1117*
1379*
1671*
1997*
19' 4"
18, 0"
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
420*
N/A
750*
960*
1177*
1415*
1676*
20'0"
18'8"
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
340*
N/A
598*
845*
1114* 1
1345*
1468*
*PRESTRESSED
** 8" W/2" RECESS U-LINTELS
Type A = Unfilled no Rebar; Type B = Continuous Grout, Steel per Plan in Bond Beam Only; Type C = Continous Grout, Steel per plan in Bond Beam &Lintel
`1`��tlill/
OQO Fieldstone
C.O.A# ARCHITECTURE: v,
AA26002802 6.8602
C.O.A.# ENGINEERING:
29349
N BENJAMIN NIESE, PE
P.E.# 86025 1
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*PulteGraq
PRODUCT MANAGER
RELEASE
DATE: 11 /11 /2019
PROJECT TYPE
Single Family
SPECIFICATION LEVEL
Pulte
PLAN NAME
Hanover
NPC CHILD NUMBER
2811.520
SHEET
S42