HomeMy WebLinkAboutHanover Hyannis II - 100% IFC Structural - 3.18.26Scale
Date
Drawn By
Checked By
Project Number
3/18/2026 9:15:06 PMS0.000
Cover Sheet
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
Sheet List - VSMsq
Sheet Number Sheet Name
S0.000 Cover Sheet
S0.100 General Notes
S0.101 General Notes
S0.110 General Notes - Reinforcement
S0.111 General Notes - Reinforcement / Embeds
S0.130 CMU General Notes / Typical Details
S0.131 CMU Typical Details
S0.200 3D Views - Bldg#1 - T01
S0.201 3D Views - Bldg#1 - T01
S0.202 3D Views - Bldg#3 - T01
S0.203 3D Views - Bldg#3 - T01
S0.204 3D Views - Bldg T02
S0.205 3D Views - Bldg T02
S0.206 3D Views - Garages
S0.207 3D Views - Garages
S0.208 3D Views - Clubhouse
S0.209 3D Views - Clubhouse
S0.300 General Notes - Wood
S0.301 General Notes - Wood
S0.302 Typical Framing Details - Wood
S0.303 Typical Framing Details - Wood
S0.304 Stud / Post Schedule - Wood
S1.110 Foundation Plan - Bldg #1-T01 - Overall Plan
S1.111 Foundation Plan - Bldg #3-T01 - Overall Plan
S1.120 Foundation Plan - Bldg #2,#4-T02 - Overall
S2.112 Wood Framing Plan - Level 2 - Bldg #1-T01 - Overall Plan
S2.113 Wood Framing Plan - Levels 3&4 - Bldg #1-T01 - Overall Plan
S2.122 Wood Framing Plan - Level 2 - Bldg #3-T01 - Overall Plan
S2.123 Wood Framing Plan - Levels 3&4 - Bldg #3-T01 - Overall Plan
S2.132 Wood Framing Plan - Level 2 - Bldg T02 - Overall Plan
S2.133 Wood Framing Plan - Levels 3&4 - Bldg T02 - Overall Plan
S2.210 Wood Framing Plan - Roof - Bldg #1-T01 - Overall Plan
S2.211 Wood Framing Plan - Roof - Bldg #3-T01 - Overall Plan
S2.220 Wood Framing Plan - Roof - Bldg T02 - Overall Plan
S2.410 Wood Shearwall Plan - Bldg #1-T01 - Overall Plan
S2.411 Wood Shearwall Plan - Bldg #3-T01 - Overall Plan
S2.420 Wood Shearwall Plan - Bldg T02 - Overall Plan
55 Wilkens Lane
Barnstable, MA 02601
Hanover
Company
VSMsq Project Number: 25070
• ALL STRUCTURAL SHOP DRAWINGS AND RFI'S
SUBMITTED ELECTRONICALLY TO VSM2 FOR REVIEW
SHALL BE EMAILED TO: ca@vsmsq.com
• ALL FIELD REPORTS SUBMITTED ELECTRONICALLY TO
VSM2 SHALL BE EMAILED TO: fieldreports@vsmsq.com
CONSTRUCTION ADMINISTRATION
Sheet List - VSMsq
Sheet Number Sheet Name
S3.000 Typical Foundation Details
S3.001 Typical Foundation Details
S3.100 Foundations Sections
S3.101 Foundations Sections
S4.110 Framing Sections - Wood Floor
S4.210 Elevator Framing
S4.310 Framing Sections - Wood Roof
S4.311 Framing Sections - Wood Roof
S4.312 Framing Sections - Wood Roof
S4.313 Framing Sections - Wood Roof
S4.314 Framing Sections - Wood Roof
S5.410 Wood Shear Wall Schedule
S5.411 Wood Shear Wall Hold-Downs / Comp Post Schedule - ATR / Rod System
S5.412 Wood Shear Wall Hold-Down Details - ATR / Rod System
S5.413 Wood Shear Wall Typical Details
S5.414 Wood Shear Wall Anchorage ATR / Rod System - Strip and Stem Fdns
S5.420 Roof Girder Truss Uplift Details
S5.421 Roof Truss Uplift Details
SC1-101 Foundation Plan - Clubhouse
SC2-102 Framing Plan - Roof - Clubhouse
SC2-201 Wood Shearwall Plan - Clubhouse
SG1.101 Foundation Plan - Garage A & H
SG1.102 Foundation Plan - Garage B & G
SG1.103 Foundation Plan - Garage C & F
SG1.104 Foundation Plan - Garage D / Maintenance
SG1.105 Foundation Plan - Garage E / Dogwash
SG2.210 Wood Framing Plan - Roof - Garage A & H
SG2.220 Wood Framing Plan - Roof - Garage B & G
SG2.230 Wood Framing Plan - Roof - Garage C & F
SG2.240 Wood Framing Plan - Roof - Garage D / Maintenance
SG2.250 Wood Framing Plan - Roof - Garage E
SG2.410 Wood Shearwall Plan - Garage A & H
SG2.420 Wood Shearwall Plan - Garage B & G
SG2.430 Wood Shearwall Plan - Garage C & F
SG2.440 Wood Shearwall Plan - Garage D / Maintenance
SG2.450 Wood Shearwall Plan - Garage E / Dogwash
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
GN1.0 GENERAL NOTES
1. THE STRUCTURAL DESIGN PRESENTED IN THESE DOCUMENTS CONFORMS TO THE PROVISIONS OF THE
10th EDITION CMR BUILDING CODE.
2. THE GENERAL CONTRACTOR SHALL REVIEW SHOP DRAWINGS AND NOTE ALL DOCUMENT DISCREPANCIES
PRIOR TO SUBMITTAL TO THE DESIGN TEAM FOR APPROVAL, AND SHALL COORDINATE SUBMITTAL
RESPONSES BETWEEN SEPARATE SUBCONTRACTORS AS NEEDED.
3. THESE DOCUMENTS REPRESENT STRUCTURAL COMPONENTS IN THEIR FINISHED STATE AT COMPLETION OF
THE PROJECT, AND METHODS OF CONSTRUCTION ARE NOT INCLUDED OR IMPLIED HEREIN. THE GENERAL
CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES,
SEQUENCES, PROCEDURES, AND SAFETY PRECAUTIONS REQUIRED TO COMPLETE THE WORK.
4. CONSTRUCTION VEHICLE LOADS SHALL NOT BE PERMITTED ON ELEVATED STRUCTURAL FRAMING WITHOUT
PRIOR WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER.
5. MATERIAL TESTING AND SPECIAL INSPECTIONS SHALL BE PERFORMED BY THE OWNER’S THIRD-PARTY
TESTING LAB IN ACCORDANCE WITH THESE SPECIFICATIONS AND THE GOVERNING BUILDING CODE AS
NOTED ABOVE. UNLESS NOTED OTHERWISE, PERIODIC SITE OBSERVATIONS BY FIELD REPRESENTATIVES
OF THE STRUCTURAL ENGINEER DURING CONSTRUCTION ARE CURSORY IN SCOPE AND ARE NOT INTENDED
TO BE A CHECK OF THE QUALITY OR QUANTITY OF THE WORK, BUT RATHER ARE SOLELY FOR
CONFIRMATION THAT THE WORK OF THE CONTRACTOR IS PROCEEDING IN ACCORDANCE WITH THE
GENERAL INTENT OF THE STRUCTURAL CONTRACT DOCUMENTS. THE GENERAL CONTRACTOR SHALL
VERIFY COMPLETENESS OF WORK BEFORE SCHEDULING SITE OBSERVATIONS BY THE ENGINEER.
6. DIMENSIONAL CONTROL FOR THE STRUCTURE IS DICTATED BY THE ARCHITECT. GENERAL CONTRACTOR
SHALL CONFIRM DIMENSIONS FOR SLAB EDGES, DEPRESSIONS, EXPANSION JOINTS, CURBS, DRAINS,
SLEEVES, INSERTS AND ALL OTHER OPENINGS WITH ARCHITECTURAL AND M/E/P DRAWINGS AND SHALL
PROVIDE FOR ALL OPENINGS PRIOR TO PLACEMENT OF STRUCTURAL FRAMING. PENETRATIONS AND/OR
DEPRESSIONS NOTED BY ARCHITECT OR M/E/P THAT ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS
SHALL BE SUBMITTED FOR APPROVAL PRIOR TO CONSTRUCTION.
7. SUSPENDED LOADS NOT SHOWN IN THE STRUCTURAL DRAWINGS THAT EXCEED 300 POUNDS SHALL BE
SUBMITTED TO THE STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO CONSTRUCTION.
8. STRUCTURAL FRAMING MEMBERS SHALL BE CENTERED ON GRIDLINES AND EQUALLY SPACED UNLESS
NOTED OTHERWISE.
9. PRODUCTS SUBMITTED FOR APPROVAL AS ALTERNATES TO THOSE SPECIFIED IN THE CONTRACT
DOCUMENTS SHALL BE ACCOMPANIED BY BOTH A DOCUMENTED COST SAVINGS TO THE OWNER AND A
CURRENT INTERNATIONAL CODE COUNCIL (ICC-ES) APPROVAL REPORT TO BE CONSIDERED FOR USE.
10. THE FOLLOWING SPECIFICATIONS OUTLINE THE MATERIAL PROPERTIES AND APPLICATIONS REQUIRED AS A
MINIMUM TO CONSTRUCT THE STRUCTURAL COMPONENTS OF THE PROJECT. PRODUCT MANUFACTURER
AND LOCAL CODE REQUIREMENTS SHALL CONTROL WHEN IN EXCESS OF THESE MINIMUMS.
GN1.2 WIND LOAD CRITERIA
ULTIMATE BASIC WIND SPEED (3-SEC GUST), VULT 130 MPH
ALLOWABLE STRESS DESIGN WIND SPEED (3-SEC GUST), VASD 101 MPH
RISK CATEGORY II
WIND EXPOSURE B
INTERNAL PRESSURE COEFFICIENT +0.18
COMPONENT & CLADDING PRESSURES SEE PRESSURE ZONE DETAILS
GN1.3 SNOW LOAD CRITERIA
GROUND SNOW LOAD, Pg 30 PSF
SNOW IMPORTANCE FACTOR 1.0
FLAT ROOF SNOW LOAD, Pf 25 PSF
SNOW EXPOSURE FACTOR, Ce 1.0
THERMAL FACTOR, Ct 1.0
ADDITIONAL SNOW DRIFT LOADING SEE SNOW DRIFT LOADING DIAGRAM
GN1.1 GRAVITY LOAD CRITERIA
FLOOR LOADS:
SUPERIMPOSED DEAD LOADS:
A. CEILING & MECHANICAL 5 PSF
B. FIXED PARTITIONS 10 PSF
C. TYPICAL GYPCRETE_________________________________________10 PSF
D. FLOOR FINISHES____________________________________________ 5 PSF
LIVE LOADS:
A. UNITS (PRIVATE ROOOM & CORRIDORS SERVING THEM)__40 PSF
B. PUBLIC AREAS (PUBLIC ROOMS & CORRIDORS SERVING THEM)100 PSF
C. BALCONIES 1.5 x LOAD OF AREA SERVED, 100
PSF MAX
D. LOBBY & 1ST FLOOR CORRIDORS 100 PSF / 2,000 LBS CONCENTRATED
E. OFFICES 50 PSF
F. OFFICE CORRIDORS ABOVE 1ST FLOOR 80 PSF
G. MOVEABLE PARTITIONS 15 PSF
H. PASSENGER VEHICLE PARKING 40 PSF / 3,000 LBS CONCENTRATED
I. LIGHT STORAGE 125 PSF
J. TRUCK DOCK 250 PSF / 8,000 LBS CONCENTRATED
K. GENERATOR / TRANSFORMER ROOM 125 PSF
L. MECHANICAL ROOM 80 PSF
ROOF LOADS:
SUPERIMPOSED DEAD LOADS:
A. CEILING & MECHANICAL ______________________________________5 PSF
B. TYPICAL ROOF ASSEMBLY___________________________________15 PSF
C. ROOFTOP MECHANICAL EQUIPMENT__________________________AS SPECIFIED BY MECH (30 PSF MIN)
D. SOLAR READY AREAS ______________________________________ADDITIONAL 8 PSF
LIVE LOADS:
A. STANDARD ROOF 20 PSF
GN1.4 SEISMIC LOADING CRITERIA
SITE CLASSIFICATION D
SEISMIC IMPORTANCE FACTOR 1.0
RISK CATEGORY II
DESIGN SPECTRAL RESPONSE ACCELERATIONS SS = 0.160
S1 = 0.049
SPECTRAL RESPONSE COEFFICIENTS SDS = 0.171
SD1 = 0.078
SEISMIC DESIGN CATEGORY B
SEISMIC FORCE RESISTING SYSTEM LIGHT-FRAME WALLS WITH WOOD
STRUCTURAL PANELS RATED FOR
SHEAR RESISTANCE
SEISMIC RESPONSE COEFFICIENT, CS 0.0263
RESPONSE MODIFICATION FACTOR, R 6.5
DESIGN BASE SHEAR X –DIRECTION = Cs X BUILDING WEIGHT
Y –DIRECTION = Cs X BUILDING WEIGHT
DEFLECTION AMPLIFICATION FACTOR, Cd 4
ANALYSIS PROCEDURE (ELFP or MRSA)ELFP
GN1.5 DEFERRED SUBMITTALS
1. DESIGN AND DETAILING OF THE BUILDING COMPONENTS LISTED BELOW ARE DELEGATED TO THE GENERAL
CONTRACTOR’S SPECIALTY ENGINEER AND SHALL BE CONSIDERED DEFERRED SUBMITTALS FOR
PERMITTING PURPOSES IN ACCORDANCE WITH INTERNATIONAL BUILDING CODE SECTION 107.3.4.1.
2. DESIGN DOCUMENTS SHALL BE SIGNED AND SEALED BY AN ENGINEER LICENSED IN THE JURISDICTION OF
THE PROJECT AND SUBMITTED TO THE ARCHITECT AND ENGINEER FOR REVIEW AND COORDINATION PRIOR
TO SUBMISSION TO THE BUILDING OFFICIAL FOR THEIR REVIEW AND APPROVAL. DESIGN DOCUMENTS
SHALL INCLUDE DETAILED DRAWINGS AS WELL AS ENGINEERING CALCULATIONS.
3. DEFERRED SUBMITTAL ITEMS INCLUDE BUT MAY NOT BE LIMITED TO THE FOLLOWING:
A. ALL SITE STRUCTURES (RETAINING WALLS, FENCING, TRELLISES, LANDSCAPE AND/OR CIVIL
STRUCTURES, ETC.)
B. SPECIALTY PERFORMANCE SPECIFIED FOUNDATION SYSTEMS (RAMMED AGGREGATE PIERS, PRECAST
PILES, MICROPILES, ETC.)
C. PRECAST CONCRETE, BOTH STRUCTURAL FRAMING MEMBERS AND ARCHITECTURAL CLADDING
D. STEEL STAIRS
E. PRECAST STAIRS
F. HANDRAILS
G. CABLE BARRIERS
H. STRUCTURAL STEEL CONNECTIONS
I. CURTAIN WALL AND WINDOW WALL SYSTEMS
J. COLD-FORMED METAL STUD (CFMS) FRAMING (NON-LOAD BEARING WALLS, SOFFITS, ARCHITECTURAL
SECTIONS, ETC.)
K. COLD-FORMED STEEL TRUSS FRAMING
L. PRE-ENGINEERED WOOD FLOOR AND ROOF TRUSSES
M. ALL OTHER SYSTEMS NOT SPECIFICALLY SHOWN IN THE STRUCTURAL DOCUMENTS
GN2.0 ABBREVIATIONS (GENERAL):
@ AT
& AND
= / EQ EQUAL / EQUALS
≠ NOT EQUAL
± PLUS OR MINUS
° / DEG DEGREES
⌀/ DIA DIAMETER
AB ANCHOR BOLT
ADD'L ADDITIONAL
ALT ALTERNATE
ARCH ARCHITECT
ASD ALLOWABLE STRESS DESIGN
BLDG BUILDING
BM BEAM
B.O. BOTTOM OF
BOF BOTTOM OF FOUNDATION / FOOTING
BOW BOTTOM OF WALL
BRG BEARING
CANT CANTILEVER
℄/ C.L. CENTERLINE
CJ CONSTRUCTION JOINT
CLR CLEAR
COL COLUMN
CONFIG CONFIGURE / CONFIGURATION
CONSTR CONSTRUCTION
CONT CONTINUOUS
COORD COORDINATE
CTRS CENTERS
DIM DIMENSION
DET DETAIL
DWG DRAWING
EA EACH
EE EACH END
EJ EXPANSION JOINT
EL / ELEV ELEVATION
EF EACH FACE
ENGR ENGINEER
EPXY EPOXY
ES EACH SIDE
EOR ENGINEER OF RECORD
EQ EQUAL
EW EACH WAY
EXP EXPANSION
EXT EXTERIOR
F.D. FLOOR DRAIN
FIN FINISH
FLR FLOOR
FND FOUNDATION
FT FOOT / FEET
F.S. FAR SIDE
GC GENERAL CONTRACTOR
GR GRADE
HORIZ HORIZONTAL
HP HIGH POINT
HT HEIGHT
ID INSIDE DIAMETER
IN INCH
INFO INFORMATION
INT INTERIOR
JT JOINT
LGTH LENGTH
LNG LONG
LP LOW POINT
MANUF MANUFACTURE
MAX MAXIMUM
MDF MEDIUM-DENSITY FIBERBOARD
MDO MEDIUM-DENSITY OVERLAY
MECH MECHANICAL
MISC MISCELLANEOUS
MIN. MINIMUM
NIC NOT IN CONTRACT
N.S. NEAR SIDE
# / NO. NUMBER
O.A. OVER ALL
O.C. ON CENTER
O.D. OUTSIDE DIAMETER
O.H. OPPOSITE HAND
OPNG OPENING
OPP OPPOSITE
PAR PARALLEL
PERP PERPENDICULAR
P.L. PROPERTY LINE
PLF POUNDS PER LINEAR FOOT
PRELIM PRELIMINARY
PROP PROPERTY
QT /QTY QUANTITY
R / RAD. RADIUS
RE / REF REFERENCE
REQ'D REQUIRED
REM REMAINDER
REINF REINFORCEMENT
RTU ROOF TOP UNIT
S.B. SET BACK
SCHED SCHEDULE (D)
SEOR STRUCTURAL ENGINEER OF RECORD
SIM SIMILAR
SOG SLAB ON GRADE
SPEC SPECIFICATION
SQ. SQUARE
STD STANDARD
STRUCT STRUCTURE / STRUCTURAL
SYM SYMMETRIC / SYMMETRICAL
T.O. TOP OF
TOF TOP OF FOUNDATION / FOOTING
TOW TOP OF WALL
UNO UNLESS NOTED OTHERWISE
VERT VERTICAL
W/ WITH
W/O WITH OUT
GN2.1 ABBREVIATIONS (STRUCTURAL):
db BAR DIAMETER
f'c 28 DAY CONCRETE STRENGTH
f'm 28 DAY MASONRY STRENGTH
Fe EFFECTIVE FORCE
Fy YIELD STRENGTH
K KIPS (1,000 LBS)
KLF KIPS PER LINEAR FOOT
KSF KIPS PER SQUARE FOOT
KSI KIPS PER SQUARE INCH
ℓd / Ld DEVELOPMENT LENGTH
LB / LBS POUND / POUNDS
GN2.2 ABBREVIATIONS (STRUCTURALLY SOCIETIES / INSTITUTES):
ACI AMERICAN CONCRETE INSTITUTE
AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISI AMERICAN IRON AND STEEL INSTITUTE
ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS
AWS AMERICAN WELDING SOCIETY
BIA BRICK INSTITUTE of AMERICA
CRSI CONCRETE REINFORCING STEEL INSTITUTE
IBC INTERVENTIONAL BUILDING CODE
ICC INTERNATIONAL CODE COUNCIL
ICBO INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS
PCI PRECAST / PRESTRESSED CONCRETE INSTITUTE
SJI THE STEEL JOIST INSTITUTE
LRFD LOAD AND RESISTANCE FACTOR DESIGN
P AXIAL LOAD
PCF POUNDS PER CUBIC FOOT
PCY POUNDS PER CUBIC YARD
PSI POUNDS PER SQUARE INCH
PSF POUNDS PER SQUARE FOOT
T TORSION
GN2.3 ABBREVIATIONS (CONCRETE / MASONRY):
ACIP AUGERED CAST-IN-PLACE PILES
BOF BOTTOM OF FOOTING / FOUNDATION
BOW BOTTOM OF WALL
CIP CAST IN PLACE
CONC CONCRETE
COV COVER
CMU CONCRETE MASONRY UNIT
db BAR DIAMETER
DBA DEFORMED BAR ANCHOR
DWL DOWEL
EPXY EPOXY
FDN FOUNDATION
HSA HEADED STUD ANCHOR
ℓd / Ld DEVELOPMENT LENGTH
L.W .LIGHT WEIGHT
LWC LIGHT WEIGHT CONCRETE
N.W.NORMAL WEIGHT
NWC NORMAL WEIGHT CONCRETE
PT POST TENSION
REINF REINFORCEMENT
RS ROCK SOCKET
SOG SLAB ON GRADE
TOC TOP OF CONCRETE
TOF TOP OF FOOTING / FOUNDATION
TO PIL TOP OF PILASTER
TOW TOP OF WALL
WP WORKING POINT
WWF WELDED WIRE FABRIC
WWM WELDED WIRE MESH
WWR WELDED WIRE REINFORCEMENT
GN2.4 ABBREVIATIONS (STEEL / LIGHT GAUGE FRAMING):
BB BACK TO BACK
BOS BOTTOM OF STEEL
COMP COMPOSITE
DCW DEMAND CRITICAL WELD
FP FULL PENETRATION
GALV GALVANIZED
HSA HEADED STUD ANCHOR
HSS HOLLOW STRUCTURAL SECTION
KB KNEE BRACE
L ANGLE
LLBB LONG LEG BACK TO BACK
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LG LIGHT GAUGE
LSH LONG SIDE HORIZONTAL
LSV LONG SIDE VERTICAL
MC MOMENT CONNECTION
MTL METAL
PAF POWER ACTUATED FASTENER
PJP PARTIAL JOINT PENETRATION
PL PLATE
SS STAINLESS STEEL
STIF STIFFENER
STL STEEL
TOS TOP OF STEEL
TS TUBE SECTION
WF WIDE FLANGE
WP WORKING POINT
WT WIDE FLANGE TEE
XS EXTRA STRONG
XXS DOUBLE EXTRA STRONG
GN2.5 ABBREVIATIONS (WOOD FRAMING):
B.N.BOUNDARY NAILING
CLT CROSS LAMINATED TIMBER
D.B.DROP BEAM
DFL DOUGLAS FIR LARCH
E.N.EDGE NAILING
F.B.FLUSH BEAM
FRT FIRE RETARDANT TREATED
GL GLUED LAMINATED TIMBER (GLU-LAM)
GT GIRDER TRUSS
GWB GYPSUM WALL BOARD
GYP GYPSUM
HDR HEADER
HNGR HANGER
LBW LOAD BEARING WALL
LSL LAMINATED STRAND LUMBER
LVL LAMINATED VENEER LUMBER
NLBW NON-LOAD BEARING WALL
OSB ORIENTED STRAND BOARD
PLY PLYWOOD
PSL PARALLEL STRAND LUMBER
PT PRESSURE TREATED
SS SELECT STRUCTURAL
SW SHEAR WALL
SWL SHEAR WALL LENGTH
SYP SOUTHER YELLOW PINE
WSP WOOD STRUCTURAL PANEL
GN3.0 PLAN SYMBOLOGY:
= CAST IN PLACE CONCRETE (CIP CONC) COLUMNS / WALLS
= CMU WALL
= CMU WALL OVER CIP CONCRETE VEHICLE BARRIER
= LOAD BEARING METAL STUD FRAMED WALL
= LOAD BEARING WOOD FRAMED STUD WALL
= EXTERIOR NON-LOAD BEARING WOOD FRAMED STUD WALL
= EXTERIOR 2 HOUR RATED LOAD BEARING WOOD FRAMED STUD WALL
= WOOD SHEAR WALL
= PRECAST COLUMN / WALL
= TEMPORARY SHORING
STEEL GRATING WOOD STRUCTUREFORMED CONCRETE
EXISTING POUR STRIP / STRESSING
BLOCKOUT
TENANT SLAB
GN3.1 DETAIL / ELEVATION SYMBOLOGY:
= CAST IN PLACE CONCRETE
CUT
= CAST IN PLACE CONCRETE
BEYOND
= POUR STRIP /
STRESSING BLOCKOUT
= CONCRETE TOPPING
= GYPCRETE
= PRECAST CONCRETE CUT
= PRECAST CONCRETE BEYOND
= GROUT
= CMU WALL
= MASONRY VENEER
= STEEL
= ALUMINUM
= EARTH
= UNDISTURBED EARTH
= SELECT FILL / MOISTURE
CONDITIONED SOIL
= GRANULAR CUSHION / FILL
= GRAVEL
= ROCK
= STRUCTURAL STYROFOAM
= CAST STONE
= TEMPORARY SHORING
= TENANT SLAB
= EXISTING
GN3.3 CIP CONCRETE PLAN SYMBOLS:
= POST TENSION TENDON
= TOP REBAR (TOP STEEL)
= TOP REBAR WITH STANDARD 90° HOOK
= MID DEPTH REBAR (BOTTOM STEEL)
= MID DEPTH REBAR WITH STANDARD 90° HOOK
= BOTTOM REBAR (BOTTOM STEEL)
= BOTTOM REBAR WITH STANDARD 90° HOOK
= TOP & BOTTOM REBAR (TOP & BOTTOM STEEL)
= TOP & BOTTOM REBAR WITH STANDARD 90° HOOK
= DOWEL WITH FORMSAVER (FS) (INDICATED AS TOP REBAR)
= REBAR WITH STANDARD 180° HOOK (INDICATED AS TOP REBAR)
DEAD END
STRESSING / LIVE END
C-1
SR-1
COLUMN ID
SHEAR STUD
REINFORCEMENT
ID IF INDICATED
LINK BEAM ID
IF INDICATED
SW-1.1 LB-A.1
SHEARWALL ID
CIP CONCRETE COLUMN CIP SHEARWALL
(24 x 24)
COLUMN SIZE
GN3.2 GENERAL SYMBOLS:
= SLAB SPAN (TWO WAY)
= SLAB SPAN (TWO WAY)
= TRUE NORTH ARROW
= PROJECT NORTH ARROW
= LATERAL CONNECTION
= GRAVITY AND LATERAL CONNECTION
= BREAK LINE
= ROUND BREAK LINE
THK.
THK.
SLAB TYPE /
THICKNESS
IF SPECIFIED
SLAB TYPE /
THICKNESS
IF SPECIFIED
GN3.4 STEEL PLAN SYMBOLOGY:
= STEEL COLUMNS
2' - 7"
WIDE FLANGE COLUMN
PIPE / ROUND HSS COLUMN
HSS COLUMN
STEEL BRACE
STEEL BEAMS
BRACE MEMBER
ABOVE
BRACE MEMBER
BELOW
UPWARD PRE-COMPOSITE
BEAM CAMBER
W18X35 C=3/4"
BEAM SIZE
QUANTITY OF 3/4"⌀
COMPOSITE SHEAR STUDS
LOCATED AS SHOWN (ON
NON-UNIFORM COMPOSITE
BEAMS WHERE SPECIFIED)
W18X35 (12) C=3/4"
BEAM SIZE
QUANTITY OF 3/4"⌀
COMPOSITE SHEAR STUDS
EVENLY DISTRIBUTED(ON
UNIFORM COMPOSITE
BEAMS WHERE SPECIFIED)
(6)(6)(4)(5)(4)HSS6X6X1/4COLUMN SIZE INDICATED AT
HIGHEST LEVEL COLUMN
OCCURS (WHEN GRAPHICAL
COLUMN SCHEDULE IS NOT
PROVIDE IN DOCUMENTS)
64K65K
64K65K
ASD LEVEL BEAM
REACTIONS
UPWARD PRE-COMPOSITE
BEAM CAMBER
ASD LEVEL BEAM
REACTIONS
COLUMNS ARE CENTERED
ON GRIDLINES (U.N.O.)
= FULL PENETRATION MOMENT
CONNECTION
= FULL PENETRATION CANTILEVERED
MOMENT CONNECTION AT COLUMN
= FULL PENETRATION CANTILEVERED
MOMENT CONNECTION THROUGH
BEAM
= STUB COLUMN
= BEAM SPLICE
GN3.5 FOUNDATION SYMBOLS:
PC-10
PIER / PILE CAP ID -SEE
SCHEDULE / ENLARGED
PLANS FOR SIZE AND
REINFORCEMENT
PILE / PIER CAP
TOF = +X'-X"
TOF = TOP OF PIER / PILE CAP
BOF = BOTTOM OF PIER / PILE CAP
PIER / PILE ID, SHAFT
DIAMETER -SEE PIER
SCHEDULE REINFORCEMENT
STRAIGHT SHAFT
PIER / PILE
TOF = TOP OF
PIER / PILE
P-60
TOF = +X'-X"
(-2'-8")
PIER / PILE EMBEDMENT
INTO BEARING STRATA
DESIGNATED BY
GEOTECHNICAL REPORT
SHAFT DIAMETER / BELL
DIAMETER -SEE BELLED PIER
SCHEDULE REINFORCEMENT
BELL BOTTOM PIER
TOF = TOP OF
PIER / PILE
P24/48
TOF = +X'-X"
WF-36
STRIP / WALL
FOOTING
STRIP / WALL FOOTING
ID -SEE WALL FOOTING
SCHEDULE SIZE AND
REINFORCEMENT
F-10
SPREAD FOOTING ID -
SEE SPREAD FOOTING
SCHEDULE FOR SIZE
AND REINFORCEMENT
SPREAD FOOTING
TOF = +X'-X"
TOF = TOP OF FOOTING
BOF = BOTTOM OF FOOTING
FN1.0 SPREAD FOOTING FOUNDATIONS
1. SPREAD FOOTING FOUNDATION DESIGN IS BASED ON GEOTECHNICAL ENGINEERING REPORT NO.5667.00
PREPARED BY SANBORN, HEAD, & ASSOCIATES, INC. DATED SEPTEMBER 5, 2023, AND ALL ISSUED
ADDENDUMS USING THE FOLLOWING RECOMMENDED DESIGN CRITERIA:
ALLOWABLE NET BEARING
6,000 psf
2. CONTRACTOR TO REVIEW GEOTECHNICAL REPORT AND FOLLOW ALL RECOMMENDATIONS NOTED THEREIN.
3. FOOTING EXCAVATIONS SHALL BE INSPECTED BY THE GEOTECHNICAL ENGINEER OR THE OWNER’S SPECIAL
INSPECTOR PRIOR TO REINFORCEMENT AND CONCRETE PLACEMENT TO ENSURE BEARING SURFACES ARE
CONSISTENT WITH DESIGN RECOMMENDATIONS PROVIDED IN THE GEOTECHNICAL REPORT.
4. FOOTING EXCAVATIONS SHALL BE FREE OF WATER PRIOR TO CONCRETE PLACEMENT. IF QUESTIONABLE
SOILS ARE ENCOUNTERED, THE GEOTECHNICAL ENGINEER AND STRUCTURAL ENGINEER SHOULD BE
NOTIFIED IMMEDIATELY.
5. FOOTING EXCAVATION SHALL BE NEAT UNLESS SPECIFICALLY NOTED IN THE GEOTECHNICAL REPORT AND
THE CONTRACTOR HAS PLANNED FOR FORMED FOOTINGS.
6. FOOTINGS SHALL BE PLACED THE SAME DAY THAT EXCAVATION OCCURS. EXCAVATIONS SHALL NOT BE
LEFT OPEN OVERNIGHT WITHOUT THE WRITTEN CONSENT OF THE GEOTECHNICAL ENGINEER.
7. GEOTECHNICAL ENGINEER TO REVIEW STRUCTURAL DRAWINGS PRIOR TO THE START OF CONSTRUCTION
TO CONFIRM RECOMMENDATIONS IN THEIR REPORT HAVE BEEN PROPERLY INTERPRETED.
8. PROVIDE RADON BARRIER AS REQUIRED BY SOIL ANALYSIS & GEOTECHNICAL REQUIREMENTS.
GRANULAR CUSHION
VAPOR RETARDER
PROVIDE PROPER DRAINAGE
IN ACCORDANCE W/
GEOTECHNICAL REPORT
FOUNDATIONS PER
STRUCTURAL PLANS
EXTERIOR EDGE OF SLAB
SITE PREPARATION SCHEMATIC
UNDISTURBED
NATURAL GRADE
NOTE:
1. GRANULAR CUSHION TO BE OMITTED ON SLAB ON GRADE CONDITIONS WITH
VEHICULAR TRAFFIC.
2. RE: RADON SYSTEM PLAN AND DETAILS FOR ADDITIONAL INFORMATION
REGARDING SUBGRADE BELOW BUILDING SLABS.
5'-0" MINIMUM
IN ACCORDANCE W/ GEOTECHNICAL REPORTSELECT FILL OR SUBGRADE TREATMENT USINGMOISTURE CONDITIONED SOIL TO ACHIEVE 1" PVREXTERIOR FOUNDATION;
SEE FOUNDATION PLANS
AND DETAILS
MIN. 4'-0" R-10 PERIMETER
VERT PER ENERGY
REQUIREMENTS MAX.9"Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:15:07 PMS0.100
General Notes
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
GN3.0 COMPONENT AND CLADDING FOR WIND PRESSURE DIAGRAMS:
1. PRESSURES SHOWN ARE BASED ON SERVICE LEVEL (3-SEC) WIND VELOCITY, (VASD). FOR ULTIMATE LOADS,
DIVIDE PRESSURES GIVEN BY 0.6.
2. PARAPET DESIGN PRESSURES CONSIST OF APPLYING THE APPLICABLE POSITIVE PRESSURE TO ONE SIDE
OF THE PARAPET AND NEGATIVE PRESSURE TO THE OPPOSITE SIDE.
3. REFER TO BUILDING CODE FOR IMPACT RESISTANT GLAZING REQUIREMENTS IN HURRICANE PRONE
REGIONS.
BUILDING WITH GABLE ROOFaa
a a5 5
5
5
4
4
1
2
3
3
2
2
2
3
3
BUILDING WITH HIP ROOFaa
5 5
4
3
2
1
1
2
TYP AT
CORNERS
4 a (TYP)aa (TYP)aa (T Y P )OVERHANG
OVERHANG
O V E R H A N G
+14.5 PSF
-26.6 PSF
DESIGN WIND PRESSURE -GABLE / HIP ROOFS (SLOPES GREATER THAN
27° / LESS THAN 45°)
(LOADS INDICATED ARE SERVICE LOADS)TRIB
AREA
FT2
ZONE
10
1 ZONE 2 ZONE 3
+14.5 PSF
-29.2 PSF
+14.5 PSF
-35.9 PSF
+10.7 PSF
-17.2 PSF50 +10.7 PSF
-22.0 PSF
+10.7 PSF
-26.4 PSF
+9.1 PSF
-13.1 PSF100 +9.1 PSF
-18.9 PSF
+9.1 PSF
-22.3 PSF
2 2
22 a (TYP)a (TYP)
5
5
O V E R H A N G
+14.5 PSF
-40.0 PSF
+14.5 PSF
-46.6 PSF
+10.7 PSF
-32.8 PSF
+10.7 PSF
-37.1 PSF
+9.1 PSF
-29.7 PSF
+9.1 PSF
-33.0 PSF
OVER
HANG 2 3OVER
HANG
+10.4 PSF
-18.6 PSF
DESIGN WIND PRESSURE -HIP ROOFS (SLOPES GREATER THAN 20° /
LESS THAN 27°)
(LOADS INDICATED ARE SERVICE LOADS)
TRIB
AREA
FT2
ZONE
10
1 ZONE 2 ZONE 3
+10.4 PSF
-25.7 PSF
+10.4 PSF
-25.7 PSF
+7.1 PSF
-13.7 PSF50 +7.1 PSF
-29.4 PSF
+7.1 PSF
-29.4 PSF
+5.7 PSF
-11.5 PSF100 +5.7 PSF
-16.6 PSF
+5.7 PSF
-16.6 PSF
+10.4 PSF
-31.0 PSF
+10.4 PSF
-36.6 PSF
+7.1 PSF
-28.1 PSF
+7.1 PSF
-27.6 PSF
+5.7 PSF
-26.9 PSF
+5.7 PSF
-23.7 PSF
OVER
HANG 2 3OVER
HANG
+14.6 PSF
-22.8 PSF
DESIGN WIND PRESSURE
WALLS
(LOADS INDICATED ARE
SERVICE LOADS)
TRIB
AREA
FT2
ZONE
10
4 ZONE 5
+14.6 PSF
-28.1 PSF
+14.1 PSF
-22.3 PSF50 +14.1 PSF
-27.2 PSF
+13.6 PSF
-21.8 PSF100 +13.6 PSF
-26.1 PSF
8'-0"
ZONE LENGTHS
LENGTH
a
ZONE
2
a (T Y P )+15.7 PSF
-28.1 PSF
DESIGN WIND PRESSURE -HIP ROOFS
(LOADS INDICATED ARE SERVICE LOADS)TRIB
AREA
FT2
ZONE
10
1 ZONE 2 ZONE 3
+15.7 PSF
-38.8 PSF
+15.7 PSF
-38.8 PSF
+10.7 PSF
-20.6 PSF50 +10.7 PSF
-29.2 PSF
+10.7 PSF
-29.2 PSF
+8.5 PSF
-17.4 PSF100 +8.5 PSF
-25.1 PSF
+8.5 PSF
-25.1 PSF
+15.7 PSF
-35.3 PSF
+15.7 PSF
-46.7 PSF
+10.7 PSF
-27.6 PSF
+10.7 PSF
-42.4 PSF
+8.5 PSF
-24.3 PSF
+8.5 PSF
-40.6 PSF
OVER
HANG 1 2OVER
HANG
+15.7 PSF
-55.3 PSF
+10.7 PSF
-41.6 PSF
+8.5 PSF
35.8 PSF
3OVER
HANG
MISCELLANEOUS BUILDINGS
RESIDENTIAL APARTMENT BUILDINGS
ITEM
FOUNDATIONS:
GRADING, EXCAVATION, AND FILL
MASONRY:
PROTECTION OF MASONRY WHEN TEMPERATURES EXCEED 90° AND BELOW 40°
TESTING
DRILLED PIERS / PILES
REQUIRED
CONCRETE:
VERIFY USE OF PROPER MIX DESIGN
BATCH PLANT INSPECTION
REBAR PLACEMENT
REBAR WELDING
POST -TENSION REINFOCEMENT PLACEMENT
POST -TENSION STRESSING AND ENCAPSULATION SYSTEM GREASE CAP INSTALLATION
FOOTINGS AND PIER / PILE CAPS
ANCHOR BOLTS AND EMBED PLATES
EPOXY
POST-INSTALLED ANCHORS (MECHANICAL / ADHESIVE)
PRE-CAST CONCRETE ERECTION
CONCRETE PLACEMENT
SHOT CRETE PLACEMENT
VERIFICATION OF PROPORTIONS OF SITE PREPARED MORTAR
LIGHT GAUGE FRAMING:
VERIFICATION OF CLEAN GROUT SPACE PRIOR TO REINF AND GROUT PLACEMENT
SIZE, GRADE, AND TYPE OF REBAR
ANCHORS SIZE, TYPE, AND LOCATION
REBAR WELDING
REBAR PLACEMENT
GROUT PLACEMENT
COMPLIANCE WITH REQ'D INSPECTION PROVISIONS OF THE CONSTRUCTION
DOCUMENTS AND THE APPOVED SUBMITTALS VERIFIED
LOCATION OF REBAR AND CONNECTORS VERIFICATION
VERIFICATION OF MORTOR JOINTS
SIZE AND LOCATION OF STRUCTURAL ELEMENTS
STRUCTURAL STEEL:
SHOP AND FIELD WELDING
STUD PLACEMENT
SHOP WELDING -FILLET WELDS
SHOP WELDING -PARTIAL OR FULL PENETRATION WELDS
STRUCTURAL WOOD FRAMING:
NAILING AND BOLTING
UPLIFT ANCHORS AND HOLD-DOWNS
SHEARWALL, DIAPHRAGMS, DRAG STRUTS, AND BRACES
FIELD WELDING -FILLET WELDS
FIELD WELDING -PARTIAL OR FULL PENETRATION WELDS
BOLTED CONNECTIONS
BY GEOTECHNICAL EOR
CONTINUOUS
CONTINUOUS
PERIODIC
FINAL PLACEMENT
FINAL PLACEMENT
FINAL PLACEMENT
CONTINUOUS
CONTINUOUS
CONTINUOUS
PERIODIC
PERIODIC
PERIODIC
PERIODIC
PERIODIC
PERIODIC
PERIODIC
PERIODIC
PERIODIC
PERIODIC
PERIODIC
PERIODIC
PERIODIC
PERIODIC
PERIODIC
PERIODIC
PERIODIC
PERIODIC
CONTINUOUS
PERIODIC
PERIODIC
CONTINUOUS
PERIODIC
PERIODIC
PERIODIC
PERIODIC
GN5.0 SPECIAL INSPECTIONS:
1. ALL ITEMS NOTED IN TABLE BELOW AS REQUIRED SHALL BE INSPECTED IN ACCORDANCE WITH IBC SECTION
1704 BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING AGENCY.
2. ALL ITEMS TO BE TESTED AT THE INTERVALS INDICATED IN THE TABLE BELOW UNDER TESTING.
3. THE TESTING AGENCY SHALL PROVIDE COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS
TO THE EOR, ARCHITECT, OWNER, BUILDING DEPARTMENT (IF REQUIRED), AND CONTRACTOR.
4. ANY AND ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OFR THE CONTRACTOR FOR
CORRECTION. ALL ITEMS LEFT UNCORRECTED SHALL BE BROUGHT TO THE ATTENTION OF THE EOR,
ARCHITECT AND BUILDING DEPARTMENT (IF REQUIRED)
5. UPON COMPLETION OF THE PROJECT, THE TESTING AGENCY SHALL PROVIDE EOR, ARCHITECT, AND OWNER
A STATEMENT SIGNED AND DATED BY A LICENSED PROFESSIONAL ENGINEER, THAT TO THE BEST OF THEIR
KNOWLEDGE, ALL REQUIRED INSPECTIONS WHERE MADE WITH THE REQUIREMENTS OF THE CONTRACT
DOCUMENTS.
6. FOR MATERIAL SAMPLING / TESTING REQUIREMENTS, REFER TO GN5.1 MATERIAL SAMPLING TABLE BELOW.
CONTINUOUS
GN5.1 MATERIAL SAMPLING:
1. ALL ITEMS NOTED IN TABLE BELOW AS REQUIRED SHALL BE SAMPLED AND TESTED BY A CERTIFIED
INSPECTOR FROM AN ESTABLISHED TESTING AGENCY IN ACCORDANCE WITH THE PROJECT
SPECIFICATIONS, GENERAL NOTES OR PREVAILING BUILDING CODE (WICH EVER IS MORE STRINGENT).
2. ALL MATERIAL SAMPLING AND TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM REQUIREMENTS
3. FOR ADDITIONAL INFORMATION ON MATERIAL SAMPLING AND TESTING, REFERS TO PROJECT
SPECIFICATIONS AND GENERAL NOTES.
4. THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING REPORTS DIRECTLY TO THE
STRUCTURAL EOR, ARCHITECT, OWNER, BUILDING DEPARTMENT (IF REQUIRED), AND CONTRACTOR.
5. ANY MATERIALS THAT FAIL TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT TO
THE ATTENTION OF THE STRUCTURAL EOR.
ITEM
MASONRY:
PREPERATION OF ANY REQD GROUP SPECIMENS, MORTAR SPECIMENS, AND/OR PRISMS
TESTINGREQUIRED
CONCRETE:
CYLINDERS
DESIGN MIX
REBAR
MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND CURING TECHNIQUES
VERIFICATION OF IN-SITU CONCRETE STRENGTH PRIOR TO STRESSING OF POST -
TENSION TENDONS IN POSITIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES
AND FORMS FROM BEAMS AND STRUCTURAL SLABS
STRUCTURAL STEEL:
ULTRASONIC TESTING
BEND TEST ON WELDED STUDS
AS REQD BY SPECIFICATIONS
MILL CERTIFICATES
TWO 5'-0" MIN. SAMPLES PER
REEL. (ONE FROM EACH END
CONTINUOUS
PERIODIC
CONTINUOUS
PERIODIC
-
-
CONTINUOUS
SAMPLING FRESH CONCRETE AND PERFORMING SLUMP TESTING, AIR CONTENT
TESTING, DETERMING THE TEMERATURE AT THE FRESH CONCRETE AT THE TIME OF
MACKING SPECIMENS FOR STRENGTH TESTS.
POST -TENSION TENDONS
MONITOR TEMPERATURE
DURING CURINGLARGE CONCRETE MAT TEMPERATURE MONITORING DURING INITIAL CURING
POST-INSTALLED ANCHORS (MECHANICAL / ADHESIVE)COORD W/STRUCTURAL EOR
FOR FREQUENCY OF TESTING
UTS
SANSBORN HEAD
TESTING
ENTITY
UTS
UTS
UTS
UTS
UTS
UTS
VSM
N/A
N/A
N/A
N/A
UTS
UTS
UTS
TESTING
ENTITY
UTS
UTS
UTS
UTS
UTS
UTS
UTS
UTS
UTS
UTS
UTS
UTS
N/A
N/A
N/A
N/A
N/A
N/A
VSM
VSM
VSM
UTS
UTS
UTS
UTS
UTS
N/A
UTS
UTS
UTS
UTS
ST1.0 STRUCTURAL STEEL NOTES:
1. STRUCTURAL STEEL SHALL CONFORM TO THE AISC 360 "SPECIFICATION FOR STRUCTURAL STEEL
BUILDINGS" AND THE AISC 303 “CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES”,
LATEST APPROVED EDITIONS REFERENCED IN GOVERNING BUILDING CODE.
2. THE STRUCTURAL DRAWINGS REPRESENT TYPICAL FINAL CONDITIONS. GENERAL CONTRACTOR SHALL BE
RESPONSIBLE FOR ALL REQUIRED ERECTION AIDS, TEMPORARY BRACING, AND ENSURING THAT
FABRICATION AND ERECTION OF STRUCTURAL STEEL COMPLIES WITH APPLICABLE OSHA REQUIREMENTS.
3. GENERAL CONTRACTOR SHALL SUBMIT DETAILED SHOP AND INSTALLATION DRAWINGS SHOWING SHOP AND
ERECTION DETAILS INCLUDING MEMBER SIZES, GRADES OF MATERIALS, DETAILS OF FABRICATION AND
ERECTION, AND MEMBER CONNECTIONS. PROCUREMENT AND/OR FABRICATION OF MATERIAL PRIOR TO
SHOP DRAWINGS APPROVAL SHALL BE AT THE CONTRACTOR’S RISK.
4. MEMBER CONNECTIONS SHALL BE DELEGATED AS NOTED IN “STRUCTURAL STEEL CONNECTION NOTES”.
5. MEMBER CONNECTIONS SHALL BE FULLY COMPLETED AND INSPECTED PRIOR TO CASTING CONCRETE
SLAB.
6. MEMBER SPLICES, PENETRATIONS, AND OTHER MODIFICATIONS OF STRUCTURAL STEEL MEMBERS IS
PROHIBITED WITHOUT SPECIFIC APPROVAL FROM STRUCTURAL ENGINEER FOR EACH LOCATION AND
CONNECTION TYPE UNLESS NOTED OTHERWISE IN THE STRUCTURAL DRAWINGS.
7. VERIFY THE SIZE AND LOCATION OF FLOOR AND ROOF OPENINGS FOR MECHANICAL AND ELECTRICAL
REQUIREMENTS AND COORDINATE WITH MECHANICAL AND ELECTRICAL CONTRACTOR PRIOR TO
FABRICATION OF MATERIALS.
8. STRUCTURAL STEEL MATERIALS SHALL BE NEW STEEL AND CONFORM TO THE FOLLOWING MINIMUM
REQUIREMENTS U.N.O.:
• WIDE FLANGES ASTM A992 Gr. 50
• OTHER ROLLED SHAPES, PLATES, BARS ASTM A36
• PIPE ASTM A53 Gr. B
• HOLLOW STRUCTURAL SECTIONS -HSS ASTM A500 Gr. C
• BOLTS ASTM F3125 Grade A325 or A490
• ANCHOR BOLTS ASTM F1554 Grade 36
• HIGH STRENGTH ANCHOR BOLTS ASTM F1554 Grade 55 (S1) or 105
• WELDING ELECTRODES E70XX
• STUD SHEAR CONNECTORS ASTM A108 & AWS D1.1 TYPE B (NELSON FLUX FILLED
OR APPROVED EQUIVALENT)
• DEFORMED BAR ANCHORS ASTM A1064 Grade 70 (NELSON D2L OR APPROVED
EQUIVALENT)
9. STEEL THAT IS NOT EXPOSED TO VIEW SHALL BE CLEANED PER SSPC-SP2 AND PAINTED WITH ONE SHOP
COAT OF RED OXIDE PRIMER, MINIMUM OF 1.5 MILS (DRY FILM THICKNESS). DO NOT PAINT STRUCTURAL
STEEL AND ANCHOR RODS THAT ARE TO BE EMBEDDED IN CONCRETE OR TO RECEIVE FIREPROOFING.
STEEL AT OR BELOW FINISHED GRADE OR BELOW FLOOR SLAB SHALL RECEIVE 2 COATS OF BITUMINOUS
PAINT OR 3”MINIMUM CONCRETE COVER. STRUCTURAL STEEL SHALL BE TOUCHED UP AFTER ERECTION
WITH PRIMER/PAINT TO MATCH SHOP PREP.
10. EXPOSED TO VIEW STEEL FINISH AND QUALITY STANDARD NOTED IN THESE DOCUMENTS ARE DEFINED
BASED ON AISC 303-16 INCLUDING AESS1, AESS2, AESS3 AND AESS4. REFER TO THE DRAWINGS FOR
SPECIFIC MEMBERS REQUIRED TO MEET ONE OF THESE STANDARDS AND REFER TO AISC 303-16 FOR
ADDITIONAL INFORMATION. IF ARCHITECTURALLY EXPOSED STRUCTURAL STEEL STANDARDS NOTED IN
THESE DOCUMENTS DIFFERS FROM THOSE NOTED IN THE ARCHITECTURAL DOCUMENTS, THE MORE
STRINGENT STANDARD SHALL BE FOLLOWED.
11. THE CONTRACTOR SHALL REVIEW SHOP AND FIELD WELD REQUIREMENTS FOR COMPATIBILITY WITH THE
CONSTRUCTION SEQUENCE. PROPOSED REVISIONS FROM SHOP TO FIELD WELDS OR FROM FIELD TO SHOP
WELDS SHALL BE IDENTIFIED BY THE CONTRACTOR ON THE SHOP DRAWINGS.
12. ANCHOR RODS TO BE EMBEDDED IN CONCRETE SHALL BE SET USING A STEEL TEMPLATE THAT ENSURES
BOLTS MAINTAIN PROPER POSITIONING DURING CONCRETE PLACEMENT. ANCHOR RODS THAT ARE
OMITTED OR MISPLACED MAY NOT BE SUITABLE FOR POST INSTALLED SUBSTITUTES AND MAY REQUIRE
DEMOLITION AND REPLACEMENT OF CONCRETE SECTION.
13. GROUT FOR LEVELING OF BASE PLATES SHALL BE NON-SHRINK, NON METALLIC, AND HAVE A MINIMUM
COMPRESSIVE STRENGTH OF 8,000 PSI AT 28 DAYS AND CONFORM TO ASTM C1107 U.N.O..
14. MECHANICAL UNITS (SUCH AS A/C UNITS, HEATER UNITS, ETC.) ARE NOT TO BE HUNG FROM STRUCTURE
WITHOUT THE ENGINEER'S APPROVAL, UNLESS SHOWN ON THE STRUCTURAL DRAWINGS.
15. EDGE ANGLES SUPPORTING FLOOR AND ROOF DECK SHALL BE SPLICED ONLY OVER SUPPORTS.
16. FABRICATE STEEL BEAMS WITH CAMBER UP U.N.O..
17. GENERAL CONTRACTOR SHALL NOTIFY STRUCTURAL ENGINEER IN WRITING OF FABRICATION OR ERECTION
ERRORS AND RECEIVE WRITTEN APPROVAL BEFORE TAKING CORRECTIVE ACTION INVOLVING
MODIFICATIONS TO STRUCTURAL MEMBERS OR FRAMING.
18. GENERAL CONTRACTOR SHALL PROVIDE STRCUTURAL STEEL AS SHOWN IN THE FULL SET OF PROJECT
CONTRACT DOCUMENTS (INCLUDING ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, ETC...).
DISCREPANCIES BETWEEN THE STRUCTURAL DRAWINGS AND OTHER CONSULTANTS’SHALL BE BROUGHT
TO THE ATTENTION OF THE STRUCTURAL ENGINEER PRIOR TO FABRICATION.
GN5.0 STRUCTURAL STYROFOAM FILL:
1. STRUCTURAL STYROFOAM FILL NOTED IN DRAWINGS SHALL CONSIST OF EXTRUDED POLYSTYRENE (XPS)
CONFORMING TO MINIMUM PHYSICAL PROPERTY REQUIREMENTS GIVEN IN ASTM C578, TABLE 1 FOR TYPE IV
CLASSIFICATION.
ST1.1 STRUCTURAL STEEL CONNECTION NOTES:
1. STEEL MEMBER END CONNECTION DESIGN ARE DELEGATED TO THE GENERAL CONTRACTOR OR THE
GENERAL CONTRACTOR'S CHOSEN STEEL FABRICATOR PER SECTION "GN1.5 -DEFERRED SUBMITTALS" AND
AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". MEMBER END CONNECTION
DETAILS SHOWN IN THE STRUCTURAL DRAWINGS ARE GENERALIZED TO CONVEY FRAMING INTENT ONLY,
AND ARE NOT MEANT FOR FABRICATION UNLESS SPECIFICALLY NOTED AS FULLY DESIGNED.
2. CONNECTIONS, SPLICES AND ERECTION PIECES SHALL BE DESIGNED AND DETAILED BY THE FABRICATOR’S
STRUCTURAL ENGINEER LICENSED IN THE JURISDICTION OF THE PROJECT UNLESS INDICATED AS BEING
FULLY DESIGNED ON THE STRUCTURAL DRAWINGS. THIS INCLUDES THE DESIGN, DETAIL, FURNISHING AND
INSTALLATION OF STIFFENERS, CONTINUITY PLATES, DOUBLER PLATES, OR OTHER NECESSARY ADDITIONAL
PARTS AS REQUIRED FOR LOCAL MEMBER STRENGTHENING. SHOP DRAWINGS AND CORRESPONDING
CALCULATIONS, BOTH BEARING THE CONNECTION ENGINEER’S SEAL AND SIGNATURE, SHALL BE SUBMITTED
FOR REVIEW FOR GENERAL CONFORMANCE WITH CONTRACT DOCUMENTS PRIOR TO FABRICATION.
3. SHOP AND FIELD CONNECTIONS SHALL BE MADE WITH HIGH STRENGTH BOLTS OR WELDS. HIGH STRENGTH
BOLTS AND NUTS SHALL BE CLEARLY MARKED AS REQUIRED BY AISC SPECIFICATIONS. BOLTS SHALL BE A
MINIMUM DIAMETER OF ¾”U.N.O.. FILLET WELD SIZES SHALL BE 1/16”SMALLER THAN THICKNESS OF
THINNER MATERIAL BEING JOINED U.N.O..
4. DESIGN SIMPLE SHEAR GRAVITY CONNECTIONS FOR FORCES INDICATED ON THE DRAWINGS. CONNECTION
DESIGN FORCES INDICATED ON THE DRAWINGS ARE UNFACTORED U.N.O..
• FOR NON-COMPOSITE BEAM CONNECTIONS WHERE REACTIONS ARE OMITTED FROM THE DRAWINGS,
DESIGN EACH END CONNECTION FOR 55% OF THE MAXIMUM TOTAL UNIFORM LOAD AS DEFINED IN THE
AISC STEEL CONSTRUCTION MANUAL, TABLE 3-6.
• FOR COMPOSITE BEAM CONNECTIONS WHERE REACTIONS ARE OMITTED FROM THE DRAWINGS, DESIGN
EACH END CONNECTION FOR 100% OF THE MAXIMUM TOTAL UNIFORM LOAD AS DEFINED IN THE AISC
STEEL CONSTRUCTION MANUAL, TABLE 3-6 FOR BEAMS WITH WEIGHT EQUAL TO OR LESS THAN 40
LBS/FT, AND 85% OF THE MAXIMUM TOTAL UNIFORM LOAD FOR BEAMS LARGER THAN 40 LBS/FT.
• FOR MOMENT CONNECTIONS WHERE MOMENT REACTION IS OMITTED FROM THE DRAWINGS, DESIGN
FOR THE FULL PLASTIC MOMENT CAPACITY OF THE BEAM IN ADDITION TO THE SHEAR VALUES NOTED
ABOVE.
5. BRACE AND / OR TRUSS CONNECTIONS SHALL BE DESIGNED TO DEVELOP BOTH THE MAXIMUM TENSILE AND
COMPRESSIVE CAPACITY OF THE MEMBER SIZES SHOWN, UNLESS CONNECTION DESIGN FORCES ARE
SPECIFICALLY NOTED IN THE STRUCTURAL DRAWINGS. BRACE AND / OR TRUSS DESIGN FORCES PROVIDED
ARE UNFACTORED U.N.O..
6. STEEL MEMBERS 6”DEEP AND GREATER SHALL HAVE NO CONNECTION CONSIST OF LESS THAN (2) ¾”DIA.
A325-N BOLTS OR WELDS DEVELOPING LESS THAN 10 KIPS ALLOWABLE CAPACITY. MINIMUM WELD SIZE
SHALL BE A 3/16”FILLET WELD, OR MIN. PER ACIS D1.1, WHICHEVER IS LARGER.
7. MEMBER WORK POINTS FOR CONNECTION DESIGN AND DETAILING OCCUR AT INTERSECTIONS OF MEMBER
CENTERLINES, U.N.O..
8. OVERSIZED OR SLOTTED BOLT HOLES SHALL NOT BE USEDFOR CONNECTIONS UNLESS SPECIFICALLY
INDICATED IN THE STRUCTURAL CONTRACT DOCUMENTS OR APPROVED BY THE STRUCTURAL ENGINEER OF
RECORD.
9. CONNECTIONS OCCURING THROUGH EXPANSION JOINTS SHALL PROVIDE FREE MOVEMENT AS INDICATED IN
THE STRUCTURAL DETAILS. BOLTS IN SLOTTED HOLES SHALL BE UTILIZED AND SHALL BE NO MORE THAN
FINGER TIGHTENED WITH THREADS CRIMPED U.N.O..
10. SLIP CRITICAL BOLTS AND BOLTS SUBJECT TO DIRECT TENSION SHALL UTILIZE DIRECT TENSION INDICATORS
OR APPROVED EQUIVALENT TO ENSURE CORRECT PRE-TENSION IS APPLIED PER AISC “MANUAL OF STEEL
CONSTRUCTION”.
11. SHOP AND FIELD CONNECTIONS ARE TO BE INSPECTED BY AN INDEPENDENT TESTING LABORATORYFOR
PROPER MATERIALS AND WORKMANSHIP IN ACCORDANCE WITH SECTION "GN5.0 -SPECIAL INSPECTIONS"
AND THE GOVERNING BUILDING CODE.
12. BOLTED BEAM CONNECTIONS SHALL USE ASTM F3125 GR. A325 OR A490 BOLTS AND SHALL BE
CONSTRUCTED IN ACCORDANCE WITH THE RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH
STRENGTH BOLTS". SIMPLE FRAMED SHEAR CONNECTIONS SHALL CONSIST OF "SNUG-TIGHTENED JOINTS"
WHICH ENSURE THAT THE PLIES OF CONNECTED MATERIAL HAVE BEEN BROUGHT INTO FIRM CONTACT AND
SHALL BE INSTALLED AND VISUALLY INSPECTED PER SECTIONS 8.1 AND 9.1 RESPECTIVELY OF THE
"SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS." VISUAL INSPECTION OF BOLTED
CONNECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AGENCY. DIRECT TENSION INDICATOR
(DTI) BOLTS SHALL BE PERMITTED.
13. WELDING INCLUDING WELDING ELECTRODES, WELDING PROCESS, MINIMUM PREHEAT AND INTERPASS
TEMPERATURES SHALL BE IN ACCORDANCE WITH THE AISC AND AWS SPECIFICATIONS. ANY STRUCTURAL
STEEL DAMAGED IN WELDING IS TO BE REPLACED OR REINFORCED AS APPROVED BY THE STRUCTURAL
ENGINEER. WELDERS SHALL HOLD VALID CERTIFICATES IN ACCORDANCE WITH SECTION 4 OF THE AWS D1.1
"STRUCTURAL WELDING CODE-STEEL" AND HAVE CURRENT EXPERIENCE IN THE TYPE OF W ELDS AS SHOWN
IN THE STRUCTURAL CONTRACT DOCUMENTS. THE STRUCTURAL ENGINEER MAY REQUEST EVIDENCE OF
SUCH QUALIFICATIONS AT ANY TIME DURING THE PROJECT. WELDS SHALL BE PERFORMED USING E70XX
SERIES LOW HYDROGEN RODS U.N.O.. WELDS SHALL BE INSPECTED BY AN INDEPENDENT TESTING AGENCY
IN ACCORDANCE WITH THE AISC AND AWS SPECIFICATIONS.
14. COMPLETE JOINT PENETRATION WELDS SHALL HAVE ULTRASONIC TESTING PERFORMED BY THE OWNER’S
QUALITY ASSURANCE INSPECTOR IN ACCORDANCE WITH AWS D1.1. FAILURES SHALL BE REPAIRED BY THE
CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER.
15. REMOVE WELD BACKER BARS AND GRIND SMOOTH AFTER WELD IS COMPLETED U.N.O.
16. WELD LENGTHS SHALL BE CONTINUOUS U.N.O..
17. GROOVE WELDS NOTED IN STRUCTURAL CONTRACT DOCUMENTS SHALL BE COMPLETE JOINT
PENETRATION U.N.O..
18. DIRECT CONTACT JOINTS BETWEEN TWO MEMBERS SHALL BE WELDED TO DEVELOP THE ALLOWABLE
TENSILE CAPACITY OF THE SMALLER MEMBER U.N.O..
GN4.0 STAIR & HANDRAIL NOTES:
1. STAIRS AND HANDRAILS SHALL BE DESIGNED BY AN ENGINEER LICENSED IN THE JURISDICTION OF THE
PROJECT. SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED FOR REVIEW
AND COORDINATION PRIOR TO CONSTRUCTION.
2. SHOP DRAWINGS SHALL INCLUDE DESIGN CRITERIA, FRAMING SIZES AND DETAILING FOR ALL MEMBERS AND
CONDITIONS, AND CONNECTIONS TO SUPPORT STRUCTURE.
3. CONNECTIONS TO SUPPORT STRUCTURE SHALL BE DETAILED SUCH THAT THEY DO NOT INDUCE TORSION
AND/OR LOAD ECCENTRICITY TO SUPPORTING FRAMING MEMBERS. PROVIDE ADDITIONAL BRACING AS
REQUIRED TO MITIGATE EFFECTS OF TORSION ON INDIVIDUAL SUPPORT MEMBERS.
4. STAIRS SHALL BE DESIGNED TO SUPPORT 100 POUNDS PER SQUARE FOOT LOAD OVER ENTIRE AREA.
TREADS SHALL ALSO BE DESIGNED TO SUPPORT 300 POUNDS CONCENTRATED LOAD LOCATED SO AS TO
PRODUCE THE MAXIMUM LOAD EFFECT IN THE MEMBERS.
5. HANDRAILS AND GUARDS SHALL BE DESIGNED TO WITHSTAND A UNIFORM LOAD OF 50 PLF APPLIED
HORIZONTALLY, OR A CONCENTRATED LOAD OF 200 POUNDS APPLIED IN ANY DIRECTION SO AS TO
PRODUCE THE MAXIMUM LOAD EFFECT IN THE MEMBERS. INTERMEDIATE RAILS, PANEL FILLERS AND THEIR
CONNECTIONS SHALL BE DESIGNED TO WITHSTAND A LOAD OF 50 PSF APPLIED HORIZONTALLY OVER THE
ENTIRE TRIBUTARY AREA, INCLUDING OPENINGS AND SPACES BETWEEN RAILS.
6. REFER TO ARCHITECTURAL DRAWINGS FOR STAIR AND HANDRAIL LAYOUT AND DIMENSIONS.
LOOSE STEEL LINTEL SCHEDULE -MASONRY VENEER 1
MIN. LINTEL2
SIZE (LLV)
MAXIMUM CLEAR
SPAN4 (FT)
MINIMUM
BEARING LENGTH3
L3 1/2 x 3 1/2 x 1/44'-0"4"
L4 x 3 1/2 x 1/46'-0"4"
L4 x 3 1/2 x 3/88'-0"8"
L6 x 3 1/2 x 3/810'-0"8"
L8 x 4 x 7/1612'-0"12"
LINTEL SCHEDULE NOTES:
1. SCHEDULED LINTELS SHALL BE USED WITH 4" NOMINAL WIDTH BRICK MASONRY ONLY.
2. ALL STEEL LINTELS SHALL BE HOT DIPPED GALVANIZED, INSTALLED LONG LEG VERTICAL (LLV).
3. MINIMUM BEARING LENGTH MEASURED FROM FACE OF OPENING TO END OF LINTEL.
4. MAXIMUM CLEAR SPAN MEASURED FACE TO FACE OF SUPPORTED OPENING.
5. PROVIDE GALVANIZED BRICK TIES @ 24" O.C. MAX. WITH (1) TIE MIN. PER 2.67 SQ FEET OF WALL AREA.
6. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION AND SIZE OF BRICK EXPANSION JOINTS WHERE
OCCURS, TYP.
7. PROVIDE WEEPHOLES @ 24" O.C. MAX. IN HEAD JOINTS IMMEDIATELY ABOVE FLASHING. REFER TO
ARCHITECTURAL DRAWINGS FOR MORE INFO.
8. REFER TO PROJECT SPECIFICATIONS FOR ALL OTHER INFORMATION, TYP.
9. ALL OUT OF PLANE LATERAL FORCES RESISTED BY BACKUP WALL FRAMING, SEE PLANS FOR MORE
INFORMATION.
10. BRICK SHALL NOT OVERHANG THE TOE OF THE STEEL ANGLE BY MORE THAN 1 INCH.
GN8.0 MASONRY VENEER LOOSE LINTEL SCHEDULE:
SNOW DRIFT LOAD
FLAT ROOF SNOW LOAD
ROOF TRUSS TO BE DESIGNED FOR ALL
CUMULATIVE LOADING
FINISHED ROOF LINE
FINISHED ROOF LINE
HIGH ROOF STRUCTURE OR
PARAPET
Pd = 57 PSF
w = 12' - 9"0'-0" TO 6'-0"25 PSF
SNOW DRIFT LOAD
FLAT ROOF SNOW LOAD
ROOF TRUSS TO BE DESIGNED FOR ALL
CUMULATIVE LOADING
FINISHED ROOF LINE
FINISHED ROOF LINE
HIGH ROOF STRUCTURE OR
PARAPET
Pd = 35 PSF
7' - 0".25 PSF 7' - 0".UP TO 13'-0"ROOF DIFFERENTIALScale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:15:12 PMS0.101
General Notes
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1/2" = 1'-0"2 Snow Drift Loading Schematic
1/2" = 1'-0"3 Snow Drift Loading Schematic @ Rooftop Mech. Wells
A
A
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
A Permit Revisions 02/09/26
100% IFC 03/18/26
SHRINKAGEEXPANSIONSHRINKAGEAIR DRYWATER 3" MIN.6d6d
1
6
2 1/2" MIN.
4d OR 12d1 3 5 °
D D D
D
D
D
d45°d
BAR
#3
#4
#5
#6
#7
#8
#9
#18
#10
#11
#14
D
STIRRUPS /
TIES
d
BAR BENDING TABLE
3/8"1 1/2"
1/2"2"
5/8"2 1/2"
3/4"4 1/2"
7/8"5 1/4"
1"6"
1 1/8"-
1 1/4"-
1 3/8"-
1 3/4"-
2 1/4"-
BAR BENDING FOR
REINFORCING BAR
STANDARD HOOKS
BAR BENDING FOR
STIRRUPS AND TIE
HOOKS
BAR BENDING FOR
REINFORCING BAR
OFFSET
d
REBAR BENDING DIAGRAM
D
REINF BAR
STD HOOKS
2 1/4"
3"
3 3/4"
4 1/2"
5 1/2"
6"
9 1/2"
10 3/4"
12"
18 1/4"
24"
CC1.0 CONCRETE AND CONCRETE REINFORCEMENT:
1. STRUCTURAL CONCRETE SHALL BE LABORATORY DESIGNED AND SHALL CONFORM TO THE LATEST EDITION
OF ACI 318 AND ACI 301, BY THE AMERICAN CONCRETE INSTITUTE. MIX DESIGNS FOR EACH TYPE AND
STRENGTH SHALL BE ESTABLISHED BY THE SUPPLIER AND SUBMITTED FOR APPROVAL A MINIMUM OF 15
BUSINESS DAYS PRIOR TO THE COMMENCEMENT OF WORK. ADJUSTMENTS MADE TO ALREADY APPROVED
MIX DESIGNS, INCLUDING CHANGES IN ADMIXTURES, SHALL BE SUBMITTED IN WRITING FOR APPROVAL
PRIOR TO FIELD USE. CONCRETE DESIGNED TO BE PUMPED SHALL BE NOTED AS SUCH IN MIX DESIGNS
SUBMITTED FOR REVIEW.
2. CONCRETE TO BE USED IN POST-TENSIONED CONSTRUCTION OF ELEMENTS CARRYING ONE FLOOR OF LOAD
(SLABS, BEAMS, ETC.) SHALL BE PROPORTIONED TO REACH 60% (MINIMUM) OF SPECIFIED 28-DAY STRENGTH
WITHIN 72 HOURS AFTER CONCRETE PLACEMENT TO ALLOW FOR TIMELY STRESSING OF TENDONS.
CONCRETE TO BE USED IN POST-TENSIONED CONSTRUCTION OF ELEMENTS CARRYING TWO OR MORE
FLOORS OF LOAD (PODIUMS, TRANSFER GIRDERS, ETC.) SHALL BE PROPORTIONED TO REACH 75%
(MINIMUM) OF SPECIFIED 28-DAY STRENGTH WITHIN 72 HOURS AFTER CONCRETE PLACEMENT.
CONTRACTOR SHALL SUBMIT HISTORICAL BREAK DATA AS NEEDED TO CONFIRM EARLY STRENGTH GAIN IN
ADDITION TO DATA REQUIRED BY ACI 318, CHAPTER 5.
3. FORMWORK, SHORING AND RESHORING SHALL BE DESIGNED, ERECTED AND MAINTAINED ACCORDING TO
ACI 301 AND ACI 347 TO WITHSTAND NATURAL AND CONSTRUCTION LOADS APPLIED PRIOR TO CONCRETE
STRUCTURE REACHING ITS DESIGN STRENGTH. SHOP DRAWINGS SHOWING LAYOUT AND PROCEDURE OF
FORMWORK, SHORING AND RESHORING, AS WELL AS CORRESPONDING CALCULATIONS, EACH BEARING THE
SEAL AND SIGNATURE OF THE FORMWORK/SHORING ENGINEER LICENSED IN THE JURISDICTION OF THE
PROJECT, SHALL BE SUBMITTED FOR REVIEW PRIOR TO CONSTRUCTION. RESHORING SHALL EXTEND A
MINIMUM OF TWO FLOORS BELOW FLOOR SUPPORTING FALSEWORK (OR GROUND FLOOR).
4. CONCRETE REINFORCEMENT SHALL BE NEW DEFORMED BILLET STEEL AND SHALL BE FREE OF DIRT, OIL OR
OTHER BOND INHIBITING MATERIAL U.N.O..
A. FOR SEISMIC DESIGN CATEGORY A, B, C (SEE GENERAL NOTES FOR CATEGORY):
• REINFORCING BARS SHALL CONFORM TO ASTM A 615, GRADE 60 FOR #6 AND SMALLER, AND GRADE
75 FOR #7 AND LARGER. WELDABLE REINFORCING BARS SHALL CONFORM TO ASTM A706, GR. 60
U.N.O..
B. FOR SEISMIC DESIGN CATEGORY D, E, F (SEE GENERAL NOTES FOR CATEOGORY):
• REINFORCING BARS SHALL CONFORM TO ASTM A706 GRADE 60 OR ASTM A615 GRADE 60 TYPICAL
UNO. EXCEPTIONS INCLUDE HORIZONTAL REINFORCING IN FOUNDATION ELEMENTS, HOOP / TIE
REINFORCING IN COLUMNS AND SHEAR WALL BOUNDARY ELEMENTS, AND CHORD AND COLLECTOR
REINFORCEMENT IN ELEVATED SLABS WHICH SHALL CONFORM TO ASTM A706 GRADE 80 UNLESS
NOTED OTHERWISE ON THE DRAWINGS. IN ADDITION, ASTM A615 GRADE 60 USED AS LONGITUDINAL
REINFORCEMENT IN SPECIAL MOMENT FRAME COLUMNS/BEAMS AND SPECIAL REINFORCED SHEAR
WALLS INCLUDING COUPLING BEAMS SHALL CONFORM TO THE ADDITIONAL REQUIREMENTS OF ACI
318 SECTION 20.2.2.5. CONTRACTOR SHALL SUBMIT MILL CERTIFICATES FOR ALL REINFORCING
INDICATING PHYSICAL AND CHEMICAL PROPERTIES TO ENGINEER FOR REVIEW PRIOR TO
FABRICATION.
5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185, GRADE 70.
6. EPOXY COATED REINFORCING BARS NOTED IN THE STRUCTURAL DRAWINGS SHALL CONFORM TO ASTM
A775.
7. DEFORMED BAR ANCHORS NOTED IN THE STRUCTURAL DRAWINGS SHALL CONFORM TO ASTM A1064 GRADE
70 U.N.O..
8. DETAIL REINFORCING BARS AND PROVIDE BAR SUPPORTS AND SPACERS IN ACCORDANCE WITH ACI 315.
SUBMIT SHOP DRAWINGS FOR APPROVAL WHICH ACCURATELY DEPICT THE REINFORCING BAR SIZES AND
PLACEMENT AS SPECIFIED IN THE STRCUTURAL DRAWINGS. WRITTEN DESCRIPTION OF REINFORCEMENT
WITHOUT CLARIFYING SECTIONS, ELEVATIONS, AND DETAILS SHALL NOT ACCEPTED.
9. REINFORCING BAR BENDS SHALL BE MADE COLD. FIELD BENDING SHALL NOT BE PERMITTED U.N.O.. NO
WELDING OF REINFORCING BARS OR TORCHING TO BEND REINFORCING BARS SHALL BE PERMITTED U.N.O..
10. REINFORCING SHALL BE PROPERLY CHAIRED AND TIED PER ACI 315 (SP66) AND CRSI (PLACING REINFORCING
BARS) PRIOR TO PLACING CONCRETE.
11. CONCRETE SHALL BE NORMAL WEIGHT STONE AGGREGATE CONCRETE UNLESS NOTED OTHERWISE.
AGGREGATE SHALL MEET ASTM C33 REQUIREMENTS, AND SHALL BE 3/4" TO 1 1/2" NOMINAL AGGREGATE
SIZE. CONCRETE ON METAL DECK IS TO UTILIZE 3/8" PEA GRAVEL COURSE AGGREGATE. PROVIDE
ADMIXTURES AS REQUIRED TO IMPROVE WORKABILITY. THE GENERAL CONTRACTOR SHALL COORDINATE
SLUMP REQUIREMENTS UNLESS NOTED OTHERWISE IN STRUCTURAL DOCUMENTS. PLASTIC CONCRETE
TEMPERATURE SHALL NOT EXCEED 90 DEGREES PRIOR TO PLACEMENT. THE WATER:CEMENT RATIO SHALL
NOT EXCEED THE RATIOS SHOWN BELOW. THE FLYASH CONTENT SHALL NOT EXCEED THE PERCENTAGE OF
CEMENTITIOUS MATERIALS SHOWN BELOW.
12. CONCRETE CONSTRUCTION SHALL MEET THE FOLLOWING REQUIREMENTS U.N.O.:
STRUCTURAL
ELEMENT MIN. COVER
FOUNDATIONS:
• FOOTINGS
MIN
COMPRESSIVE
STRENGTH (psi)
• GRADE BEAMS
• SLAB-ON-GRADE
• RETAINING WALL
3”ALL SURFACES
1 ½”TOP / 3”ELSE
1 ½”TOP & BOT
2”EXT / 3/4”INT
TEST AGE
(DAYS)
MAX. W/CM
RATIO
MAX
FLY ASH
CONTENT
ELASTIC
MODULUS SHRINKAGE
LIMIT
ADDITIONAL
MIX NOTES
3,000
3,000
3,000
4,000
56
28
28
28
SEE TABLE
SEE TABLE
SEE TABLE
SEE TABLE
50%
30%
20%
30%
57,000
57,000
57,000
57,000
N/A
N/A
N/A
N/A
1. THIS MIX TO CONTAIN POLYPROPYLENE OR NYLON FIBROUS REINFOREMENT AT THE MANUFACTURE'S
RECOMMENDED DOSAGE.
2. THIS MIX SHALL BE HIGH SLUMP OR SELF CONSOLIDATING CONCRETE (SCC) TO FACILITATE PLACEMENT.
3. THIS MIX SHALL HAVE A HIGH SHRINKAGE LIMIT OF 0.045% AT 28 DAYS. CONFIRM TO REQUIRMENTS
LISTED UNDER SHRINKAGE..
4. THIS MIX SHALL BE DESIGNED TO MINIMIZE HEAT OF HYDRATION -SEE NOTE CC4.0 MASS CONCRETE
PLACEMENT AND TEMPERATURE MONITORING.
5. THIS MIX SHALL BE MONITORED FOR MAXIMUM AND DIFFERENTIAL TEMPERATURES IN ACCORDANCE
WITH ACI GUIDELINES FOR PLACEMENT OF MASS CONCRETE WHERE NOTED ON PLAN -SEE NOTE CC4.0
MASS CONCRETE PLACEMENT AND TEMPERATURE MONITORING.
6. REFERENCE ARCHITECTURAL ELEVATIONS FOR APPLICABLE LOCATIONS. SEE NOTE CC1.3 EXPOSED
CONCRETE FOR CONCRETE REQUIREMENT.
7. THIS MIX TO CONTAIN "XYPEX ADMIX C-SERIES" OR ALTERNATE APPROVED CRYSTALLINE
WATERPROOFING ADMIXTURE.
MIX NOTES
CC1.1 CONCRETE SAMPLING:
1. A SET OF CYLINDERS FOR COMPRESSIVE STRENGTH TESTS SHALL BE MOLDED AND LAB CURED IN
ACCORDANCE WITH ASTM C 31 BY THE OWNER'S INDEPENDENT TESTING LAB AT THE FREQUENCY
SPECIFIED IN THESE DRAWINGS, OR AS NOTED IN ACI 318 AND THE GOVERNING BUILDING CODE,
WHICHEVER IS GREATER. EACH SET OF COMPRESSION TESTS SHALL CONSIST OF A MINIMUM OF FOUR
STANDARD TEST CYLINDERS U.N.O.. COMPRESSION STRENGTH TESTS SHALL BE PERFORMED IN
ACCORDANCE WITH ASTM C39 AND RESULTS SHALL BE REPORTED TO THE ENGINEER WITHIN 24 HOURS OF
TESTING.
2. FIELD SAMPLES FOR STRENGTH TESTS SHALL BE TAKEN IN ACCORDANCE WITH ASTM C172 AND SHALL
CONSIST OF A MINIMUM NUMBER OF STANDARD TEST CYLINDERS PER SET TAKEN AT FREQUENCY AS
NOTED BELOW:
• ELEMENT # CYLINDERS SAMPLE SET FREQUENCY
• MAT FNDN 4 PER SET U.N.O.PER 250 CU YDS
• PIERS 4 PER SET U.N.O.PER 50 CU YDS
• PILES 4 PER SET U.N.O.PER 50 CU YDS/PER PILE GROUP BENEATH EA. COL / WALL
• BASEMENT WALL 4 PER SET U.N.O.PER 150 CU YDS
• FOOTING & PILE CAP 4 PER SET U.N.O.PER 50 CU YDS
• SLAB ON GRADE 4 PER SET U.N.O.PER 150 CU YDS / PER 5000 SQ FT FLOOR AREA
• MILD SLAB 4 PER SET U.N.O.PER 150 CU YDS / PER 5000 SQ FT FLOOR AREA
• P.T. SLAB 6 PER SET U.N.O.PER 150 CU YDS / PER 5000 SQ FT FLOOR AREA
• COL/SW (28 DAY f’c)4 PER SET U.N.O.PER 50 CU YDS / MIN. 2 PER FLOOR
• COL/SW (56 DAY f’c)6 PER SET U.N.O.PER 50 CU YDS / MIN. 2 PER FLOOR
• OTHERS 4 PER SET U.N.O.PER 150 CU YDS / MIN. 1 SET PER CLASS PER DAY
3. NO MORE THAN ONE SET OF CYLINDERS AT A TIME SHALL BE MADE FROM ANY SINGLE TRUCK.
4. A MINIMUM OF FIVE SETS OF CYLINDERS SHALL BE TAKEN AND TESTED FOR EACH CLASS OF CONCRETE.
5. IF MORE THAN ONE BATCH PLANT IS USED TO SOURCE CONCRETE, THE FREQUENCIES CITED ABOVE SHALL
APPLY FOR EACH PLANT USED.
SEE SCHEDULE
MIN. EMBEDMENT
CIP COLUMN / WALL
CIP SLAB / BEAM
TYPICAL HOOKED BAR EMBEDMENT
CIP SLAB / FOOTING
CIP COLUMN / WALL
STANDARD 90°
HOOK
STANDARD 180°
HOOK
STANDARD 90°
HOOK
STANDARD 180°
HOOK SEE SCHEDULEMIN. EMBEDMENTCC1.3 EXPOSED CONCRETE NOTES:
1. NO FLY ASH SHALL BE USED IN ARCHITECTURALLY EXPOSED CONCRETE WITHOUT PRIOR APPROVAL FROM
ARCHITECT.
2. PROVIDE A FINISH OF "SF-2.0" OR BETTER AS DEFINED BY ACI FOR ARCHITECTURALLY EXPOSED CONCRETE
AND SEAL WITH A WATER BASED ACRYLIC SEALER APPROVED BY THE OWNER / ARCHITECT.
3. ARCHITECTURALLY EXPOSED CONCRETE SHALL BE FORMED WITH MDO BOARD WHICH IS REPLACED AT
SUFFICIENT INTERVALS TO ENSURE CONSISTENT QUALITY AND FINISH. CEILINGS SHALL HAVE TIGHT BUTT
JOINTS. JOINTS SHALL NOT BE GROUND UNLESS MISALIGNMENT EXCEEDS A.C.I. STANDARDS AND OWNER
IS CONSULTED AND APPROVES.
4. ARCHITECTURALLY EXPOSED CONCRETE COLUMNS, COLUMN TRANSITION CAPS, BEAMS, SLAB EDGES, AND
WALLS SHALL BE FORMED WITH A 3/4" CHAMFER AT EACH EDGE.
5. ALL EXPOSED TO VIEW CONCRETE ELEMENTS TO HAVE A 28 DAY SHRINKAGE LIMIT OF 0.040%
6. EXPOSED TO VIEW CONCRETE ELEMENTS POURED WITH HIGHER STRENGTH CONCRETE THAN 4,000 PSI
SHALL UTILIZE AN APPROVED SHRINKAGE REDUCING ADMIXTURE PER MANUFACTURES
RECOMMENDATIONS TO LIMIT SHRINKAGE TO 0.040% AS NOTED ABOVE.
TYPICAL REBAR LAP SPLICE DETAIL
PER SCHEDULES
MINIMUM LAP SPLICE LENGTH
PREFERRED SPLICE LAYOUT
MAX PERMITTED OFFSET
PER SCHEDULES
MINIMUM LAP SPLICE LENGTH
OR 6"SMALLER OF ℓd / 57 DAYS14 DAYS21 DAYS28 DAYS35 DAYSCC1.2 CONCRETE SHRINKAGE:
1. ALTERNATIVELY, CONFIRM TO THE FOLLOWING MAXIMUM ALLOWABLE WATER CONTENT IN LIEU OF
SHRINKAGE TESTING:
• FOR INTERMEDIATE VALUES, USE LINEAR INTERPOLATION.
• MAXIMUM ALLOWABLE WATER CONTENT SHALL BE TOTAL WATER IN THE MIX AT THE TIME OF PLACING,
INCLUDING WATER ADDED AT THE SITE.
• FOR SPECIFIED 28 DAY SHRINKAGE LIMITS BELWO 0.030%, A SHRINKAGE REDUCING ADMIXTURE IS
REQUIRED:
SPECIFIED 28
DAY SHRINKAGE
LIMIT
MAXIMUM ALLOWABLE
WATER CONTENT (LBS PER
CUBIC YARD)
0.040%
0.045%
0.035%
245
255
235
CC1.0 CONCRETE AND CONCRETE REINFORCEMENT (CONTINUED):
CURING DEFINITION
IMMEDIATELY AFTER SCREEDING CONCRETE, APPLY AN EVAPORATIVE REDUCER TO ALL
EXPOSED SURFACES IN ACCORDANCE WITH MANUFACTURE'S RECOMMENDATIONS
C1
IMMEDIATELY AFTER STRIPPING FORMS, APPLY A LIQUID MEMBRANE-FORMING CURING
COMPOUND TO ALL EXPOSED SURFACES. ALTERNATIVELY, COVER WITH POLYETHYLENE
SHEETING OR BURLAP-POLYETHYLENE SHEETING IN DIRECT CONTACT WITH CONCRETE. FOR
FORMED SURFACES, THESE REQUIREMENTS MAY BE OMMITED IF FORMS REMAIN IN CONTACT
WITH CONCRETE FOR 7 DAYS OR MORE.
C2
IMMEDIATELY AFTER FINISHING, APPLY A LIQUID MEMBRANE-FORMING CURING COMPOUND TO
TOP SURFACE OF MAT AND COVER WITH BLANKETS FOR 7 DAYS MINIMUM.
C3
NO SPECIAL CURING PROCEDURES REQUIREDC4
C1 = SLAB ON GRADE AND ELEVATED SLABS
C2 = COLUMNS AND WALLS
C3 = MAT FOUNDATION
C4 = ALL OTHER CONCRETE
13. CONCRETE SHRINKAGE SHALL BE MEASURED AND RECORDED IN ACCORDANCE WITH ASTM C157 WITH 7-
DAY WATER CURE AND 21-DAY AIR DRY CURE. FINAL LENGTH CHANGE MEASUREMENT SHALL BE TAKEN 28
DAYS AFTER 7-DAY WATER CURE FOR A TOTAL 35-DAY TEST DURATION. TOTAL SHRINKAGE SHALL BE LESS
THAN THE SPECIFIED SHRINKAGE LIMIT IN TABLE ABOVE AND GENERAL NOTE CC1.2 CONCRETE SHRINKAGE
14. CLOSURE POUR CONCRETE SHALL HAVE A SHRINKAGE LIMIT OF 0.025% AT 28 DAYS. USE 1.0 GAL / CU YD OF
ECLIPSE SHRINKAGE REDUCING ADMIXTURE BY WR GRACE, OR APPROVED EQUAL ALTERNATE. (ALTERNATE
TO BE SUBMITTED TO EOR FOR APPOVAL)
15. PORTLAND CEMENT SHALL CONFORM TO ASTM C150, TYPE I OR II.
16. FLYASH SHALL CONFORM TO ASTM C618, TYPE C OR F.
17. WATER SHALL NOT BE ADDED TO THE CONCRETE AT THE JOBSITE UNLESS EXPLICITLY NOTED ON BATCH
TICKET AS BEING WITHHELD AT BATCH PLANT. FINAL WATER CONTENT AT PLACEMENT SHALL NOT EXCEED
WATER CONTENT SPECIFIED IN APPROVED MIX DESIGNS.
18. MECHANICAL AND ELECTRICAL CONDUIT SHALL NOT BE PLACED IN BEAMS PARALLEL TO BEAM
REINFORCING. PROVIDE A MINIMUM OF 1 1/2" CLEAR BETWEEN CONDUIT AND PARALLEL REINFORCING. DO
NOT "BUNDLE" CONDUITS. CONDUITS SHALL BE PLACED IN THE MIDDLE ONE THIRD OF THE SLAB THICKNESS
OR BEAM DEPTH. SEE TYPICAL DETAILS FOR ADDITIONAL INFORMATION.
19. SET AND BUILD INTO FORM WORK ANCHORAGE DEVICES AND OTHER EMBEDDED ITEMS REQUIRED FOR
OTHER WORK THAT IS ATTACHED TO OR SUPPORTED BY CAST-IN-PLACE CONCRETE. REBAR PROJECTING
FROM CONCRETE SHALL BE SECURED IN PLACE PRIOR TO PLACING CONCRETE.
20. IF NOT SHOWN ON PLAN, THE CONTRACTOR SHALL SUBMIT A PROPOSED CONSTRUCTION JOINT LAYOUT
FOR REVIEW. MAXIMUM SQUARE FOOTAGE PER POUR SHALL NOT EXCEED 15,000 UNLESS APPROVED BY
ENGINEER.
21. UNLESS NOTED OTHERWISE ON PLAN, SLAB-ON-GRADE CONTROL JOINTS SHALL BE LOCATED AT
APPROXIMATELY 400 SQ FT GRIDS. ACTUAL LOCATIONS SHALL BE SUBMITTED BY THE CONTRACTOR FOR
REVIEW AND APPROVAL PRIOR TO PLACEMENT. SEE TYPICAL DETAILS FOR ADDITIONAL INFORMATION.
22. THE OWNER'S INDEPENDENT TESTING LABORATORY SHALL VERIFY AND PROVIDE WRITTEN
DOCUMENTATION OF THE FOLLOWING:
A. BATCH TICKETS FOR EACH TRUCK MATCHES THE APPROVED MIX DESIGNS,
B. MEASURED SLUMP CONFORMS TO THAT NOTED IN APPROVED MIX DESIGNS,
C. PLACEMENT OPERATIONS ARE IN ACCORDANCE WITH ACI SPECIFICATIONS,
D. CONTROL JOINTS ARE INSTALLED WITHIN ACI TIME ALLOWANCE,
E. PROPER CURING METHODS ARE UTILIZED.
23. CONSTRUCTION VEHICLE LOADS SHALL NOT BE PERMITTED ON ELEVATED SLABS WITHOUT WRITTEN
APPROVAL OF THE STRUCTURAL ENGINEER.
24. ALUMINUM SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE, EITHER ELEVATED OR GRADE
SUPPORTED.
25. HORIZONTAL CONSTRUCTION JOINTS ARE NOT PERMITTED IN ANY CONCRETE CONSTRUCTION UNLESS
SPECIFICALLY NOTED IN THE STRUCTURAL DRAWINGS.
26. FLOOR CHASES, SLEEVES AND SHAFTS ARE TO BE FORMED PRIOR TO CONCRETE PLACEMENT. CORING AND
SAW CUTTING OF CONCRETE AFTER PLACEMENT SHALL NOT BE PERMITTED.
27. UNDER NORMAL CONDITIONS, REINFORCED CONCRETE AND POST-TENSIONED CONCRETE DEVELOPS
CRACKS. THE CRACKS ARE DUE TO THE INHERENT SHRINKAGE OF CONCRETE, CREEP, AND RESTRAINING
EFFECTS OF WALLS AND OTHER STRUCTURAL ELEMENTS.
28. CURING
A. TO CONFORM TO:
• ACI 301, SECTION 5
• ACI 302, GUIDE TO CONCRETE FLOOR AND SLAB CONSTRUCTION
• ACI 308, STANDARD SPECIFICATION FOR CURING
B. CURING PROCEDURES TO BE IMPLIMINTED IMEDIATELY TO MAINTAIN CONCRETE IN A MOIST CONDITION
AFTER PLACEMENT
C. LIQUID MEMBRANE-FORMING CURING COMPOUNDS SHALL CONFORM TO ASTM C309 TYPE 1-D. CURING
COMPOUNDS APPLIED TO SURFACES INTENDED TO RECIEVE FLOOR COVERINGS, PROTECTIVE
COATINGS OR SEALERS, SHALL BE COMPATIBLE WITH THOSE PRODUCTS. APPLY COMPOUNDS IN
ACCORDANCE WITH MANUFACTURE RECOMMENDATIONS.
D. POLYETHYLENE SHEETING AND BURLAP-POLYETHYLENE SHEETING SHALL CONFORM TO ASTM C171.
E. PROVIDE CURING AS FOLLOWS:
NOTE:CONCRETE EXPOSED TO FREEZE / THAW
CYCLES AND / OR CORROSIVE ENVIORNMENTS
SHALL BE AIR ENTRAINED WITH A MAXIMUM W/ CM
OF 0.40 REFER TO ACI 318 TABLE 19.3.3.1
EXPOSURE F2 FOR TARGET AIR CONTENT.
CONCRETE f'c NON-AIR ENTRAINED CONCRETE
MAX. WATER / CEMENT RATION (W/CM) FOR NW CONCRETE SCHEDULE
0.50
0.45
0.40
0.553,000 PSI
4,000 PSI
4,500 PSI
5,000 -10,000 PSI
ADDITIONAL NOTES AT BUNDLED BARS
1. REINFORCEMENT DEVELOPMENT LENGTH SHOWN IN TABLE SHALL
BE INCREASED BY 20 PERCENT WHEN SHOWN BUNDLED IN A
GROUP OF THREE.
2. REINFORCEMENT DEVELOPMENT LENGTH SHOWN IN TABLE SHALL
BE INCREASED BY 33 PERCENT WHEN SHOWN BUNDLED IN A
GROUP OF FOUR.
3. BUNDLES LARGER THAN FOUR BARS ARE NOT PERMITTED.
ADDITIONAL NOTES FOR
LIGHT WEIGHT CONCRETE
1. REINFORCEMENT DEVELOPMENT LENGTH SHOWN IN TABLE SHALL
BE INCREASED BY 33 PERCENT
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:15:18 PMS0.110
General Notes -
Reinforcement
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
A
B
C
DOWEL SCHEDULE
DOWEL MARK
DWL-A1
DWL-B1
DWL-B2
DWL-C2
CONFIG
#5
#5
#4
A
48"
24"
24"
#4
#4
#4
#5
B
24"
8"
C
-
36"8"
48"8"
48"
24"
48"--
24"
E
D
A
B
A
B
C
D
-
-
-
-
E
-
-
-
---
----
--
------
----
----
TYPE A TYPE B TYPE E
A
TYPE C TYPE D
A B
SIZE
TYPE A
TYPE B
TYPE B
TYPE B
DWL-C1
DWL-A3 #3 S 24"24"TYPE A
TYPE B
DWL-B3
DWL-B4
--
TYPE C
TYPE C
--
(E)(D)
NOTE:
1. S = SLAB / WALL THICKNESS MINUS REQUIRED COVERAGE
DWL-A2 #3 8"24"24"TYPE A --
Class B SPLICE (ℓd = 1.3) -TO BE USED U.N.O.
GRADE 60 UNCOATED BARS IN NORMAL WEIGHT CONCRETE (BLACK / GALVANIZED)
BAR
SIZE 3,000 4,000
#3
#4
#5
#6
#7
#8
#9
#10
5,000
#11
#14
6,000
1'-10"
#18
2'-5"
3'-0"
3'-7"
5'-3"
6'-0"
6'-9"
7'-7"
8'-5"
1'-7"
2'-1"
2'-7"
3'-1"
4'-6"
5'-2"
5'-10"
6'-7"
7'-3"
MECH CPLR
MECH CPLR
1'-5"
1'-11"
2'-4"
2'-10"
4'-1"
4'-8"
5'-3"
5'-11"
6'-6"
1'-4"
1'-9"
2'-2"
2'-7"
3'-9"
4'-3"
4'-9"
5'-4"
5'-11"
Class A SPLICE (ℓd = 1.0) -TO BE USED ONLY WHEN SPECIFIED
GRADE 60 UNCOATED BARS IN NORMAL WEIGHT CONCRETE (BLACK / GALVANIZED)
BAR
SIZE 3,000 4,000
#3
#4
#5
#6
#7
#8
#9
#10
5,000
#11
#14
6,000
1'-5"
#18
1'-10"
2'-4"
2'-9"
4'-0"
4'-7"
5'-2"
5'-10"
6'-6"
1'-3"
1'-7"
2'-0"
2'-5"
3'-6"
4'-0"
4'-6"
5'-1"
5'-7"
1'-1"
1'-5"
1'-10"
2'-2"
3'-2"
3'-7"
4'-0"
4'-6"
5'-0"
1'-0"
1'-4"
1'-8"
2'-0"
2'-10"
3'-3"
3'-8"
4'-2"
4'-7"
CONCRETE STRENGTH (f`c=PSI)CONCRETE STRENGTH (f`c=PSI)
MECH CPLR
MECH CPLR
MECH CPLR
MECH CPLR
MECH CPLR
MECH CPLR
MECH CPLR
MECH CPLR
MECH CPLR
MECH CPLR
MECH CPLR
MECH CPLR
MECH CPLR
MECH CPLR
Class B SPLICE (ℓd = 1.3) -TO BE USED U.N.O.
GRADE 80 UNCOATED BARS IN NORMAL WEIGHT CONCRETE (BLACK / GALVANIZED)
BAR
SIZE 3,000 4,000
#3
#4
#5
#6
#7
#8
#9
#10
5,000
#11
#14
6,000
2'-9"
#18
3'-8"
4'-7"
5'-6"
8'-0"
9'-2"
10'-4"
11'-7"
12'-10"
2'-5"
3'-2"
4'-0"
4'-9"
6'-11"
7'-11"
8'-11"
10'-1"
11'-2"
MECH CPLR
MECH CPLR
2'-2"
2'-10"
3'-7"
4'-3"
6'-2"
7'-1"
8'-0"
9'-0"
10'-0"
MECH CPLR
MECH CPLR
2'-0"
2'-7"
3'-3"
3'-11"
5'-8"
6'-6"
7'-4"
8'-3"
9'-1"
MECH CPLR
MECH CPLR
Class A SPLICE (ℓd = 1.0) -TO BE USED ONLY WHEN SPECIFIED
GRADE 80 UNCOATED BARS IN NORMAL WEIGHT CONCRETE (BLACK / GALVANIZED)
BAR
SIZE 3,000 4,000
#3
#4
#5
#6
#7
#8
#9
#10
5,000
#11
#14
6,000
2'-2"
#18
2'-10"
3'-6"
4'-3"
6'-2"
7'-0"
7'-11"
8'-11"
9'-11"
1'-10"
2'-6"
3'-1"
3'-8"
5'-4"
6'-1"
6'-11"
7'-9"
8'-7"
MECH CPLR
MECH CPLR
1'-8"
2'-3"
2'-9"
3'-4"
4'-9"
5'-6"
6'-2"
6'-11"
7'-8"
MECH CPLR
MECH CPLR
1'-6"
2'-0"
2'-6"
3'-0"
4'-4"
5'-0"
5'-7"
6'-4"
7'-0"
MECH CPLR
MECH CPLR
CONCRETE STRENGTH (f`c=PSI)CONCRETE STRENGTH (f`c=PSI)
MECH CPLR
MECH CPLR
MECH CPLR
MECH CPLR
Class B SPLICE (ℓd = 1.3) -TO BE USED U.N.O.
GRADE 80 COATED BARS IN NORMAL WEIGHT CONCRETE
BAR
SIZE 3,000 4,000
#3
#4
#5
#6
#7
#8
#9
#10
5,000
#11
#14
6,000
4'-2"
#18
5'-6"
6'-10"
8'-3"
12'-0"
13'-8"
15'-5"
17'-4"
19'-3"
3'-7"
4'-9"
5'-11"
7'-2"
10'-5"
11'-10"
13'-4"
15'-1"
16'-8"
MECH CPLR
MECH CPLR
3'-3"
4'-3"
5'-4"
6'-5"
9'-3"
10'-7"
12'-0"
13'-6"
14'-11"
MECH CPLR
MECH CPLR
2'-11"
3'-11"
4'-10"
5'-10"
8'-6"
9'-8"
10'-11"
12'-4"
13'-8"
MECH CPLR
MECH CPLR
Class A SPLICE (ℓd = 1.0) -TO BE USED ONLY WHEN SPECIFIED
GRADE 80 COATED BARS IN NORMAL WEIGHT CONCRETE
BAR
SIZE 3,000 4,000
#3
#4
#5
#6
#7
#8
#9
#10
5,000
#11
#14
6,000
3'-2"
#18
4'-3"
5'-3"
6'-4"
9'-3"
10'-6"
11'-11"
13'-4"
14'-10"
MECH CPLR
MECH CPLR
2'-9"
3'-8"
4'-7"
5'-6"
8'-0"
9'-2"
10'-4"
11'-7"
12'-10"
MECH CPLR
MECH CPLR
2'-6"
3'-4"
4'-1"
4'-11"
7'-2"
8'-2"
9'-3"
10'-4"
11'-6"
MECH CPLR
MECH CPLR
2'-3"
3'-0"
3'-9"
4'-6"
6'-6"
7'-6"
8'-5"
9'-6"
10'-6"
MECH CPLR
MECH CPLR
MECH CPLR
MECH CPLR
CONCRETE STRENGTH (f`c=PSI)CONCRETE STRENGTH (f`c=PSI)
Class B SPLICE (ℓd = 1.3) -TO BE USED U.N.O.
GRADE 60 COATED BARS IN NORMAL WEIGHT CONCRETE
BAR
SIZE 3,000 4,000
#3
#4
#5
#6
#7
#8
#9
#10
5,000
#11
#14
6,000
2'-9"
#18
3'-7"
4'-6"
5'-5"
7'-10"
8'-11"
10'-1"
11'-4"
12'-7"
2'-4"
3'-1"
3'-11"
4'-8"
6'-9"
7'-9"
8'-9"
9'-10"
10'-11"
MECH CPLR
MECH CPLR
2'-1"
2'-10"
3'-6"
4'-2"
6'-1"
6'-11"
7'-10"
8'-10"
9'-9"
MECH CPLR
MECH CPLR
1'-11"
2'-7"
3'-2"
3'-10"
5'-7"
6'-4"
7'-2"
8'-0"
8'-11"
MECH CPLR
MECH CPLR
Class A SPLICE (ℓd = 1.0) -TO BE USED ONLY WHEN SPECIFIED
GRADE 60 COATED BARS IN NORMAL WEIGHT CONCRETE
BAR
SIZE 3,000 4,000
#3
#4
#5
#6
#7
#8
#9
#10
5,000
#11
#14
6,000
2'-1"
#18
2'-9"
3'-6"
4'-2"
6'-0"
6'-11"
7'-9"
8'-9"
9'-8"
MECH CPLR
MECH CPLR
1'-10"
2'-5"
3'-0"
3'-7"
5'-3"
6'-0"
6'-9"
7'-7"
8'-5"
MECH CPLR
MECH CPLR
1'-8"
2'-2"
2'-8"
3'-3"
4'-8"
5'-4"
6'-0"
6'-9"
7'-6"
MECH CPLR
MECH CPLR
1'-6"
2'-0"
2'-6"
2'-11"
4'-3"
4'-11"
5'-6"
6'-2"
6'-10"
MECH CPLR
MECH CPLR
CONCRETE STRENGTH (f`c=PSI)CONCRETE STRENGTH (f`c=PSI)
MECH CPLR
MECH CPLR
MINIMUM EMBEDMENT WITH STANDARD 90° HOOK
GRADE 60 UNCOATED BARS IN NORMAL WEIGHT CONCRETE (BLACK / GALVANIZED)
BAR
SIZE f'c=3,000 PSI f`c=4,000 PSI
#3
#4
#5
#6
#7
#8
#9
#10
f`c=5,000 PSI
#11
#14
f`c=6,000 PSI
0'-9"
#18
1'-0"
1'-2"
1'-5"
1'-8"
1'-10"
2'-1"
2'-4"
2'-7"
0'-8"
0'-10"
1'-0"
1'-3"
1'-5"
1'-7"
1'-10"
2'-1"
2'-3"
2'-9"
3'-7"
0'-7"
0'-9"
0'-11"
1'-1"
1'-3"
1'-5"
1'-8"
1'-10"
0'-6"
0'-8"
0'-10"
1'-0"
1'-2"
1'-4"
1'-6"
1'-8"
1'-10"
3'-2"
4'-2"
2'-5"
3'-3"
2'-0"
2'-3"
2'-11"
MINIMUM EMBEDMENT WITH STANDARD 90° HOOK
GRADE 75-80 UNCOATED BARS IN NORMAL WEIGHT CONCRETE (BLACK / GALVANIZED)
BAR
SIZE f'c=3,000 PSI f`c=4,000 PSI
#3
#4
#5
#6
#7
#8
#9
#10
f`c=5,000 PSI
#11
#14
f`c=6,000 PSI
1'-0"
#18
1'-3"
1'-6"
1'-10"
2'-1"
2'-4"
2'-8"
2'-11"
3'-3"
0'-10"
1'-1"
1'-3"
1'-7"
1'-10"
2'-0"
2'-4"
2'-8"
2'-10"
3'-6"
4'-6"
0'-9"
1'-0"
1'-2"
1'-5"
1'-7"
1'-10"
2'-1"
2'-4"
0'-8"
0'-10"
1'-1"
1'-3"
1'-6"
1'-8"
1'-11"
2'-1"
2'-4"
4'-0"
5'-3"
3'-1"
4'-1"
2'-6"
2'-10"
3'-8"
MINIMUM EMBEDMENT WITH STANDARD 90° HOOK
GRADE 60 COATED BARS IN NORMAL WEIGHT CONCRETE
BAR
SIZE f'c=3,000 PSI f`c=4,000 PSI
#3
#4
#5
#6
#7
#8
#9
#10
f`c=5,000 PSI
#11
#14
f`c=6,000 PSI
1'-2"
#18
1'-6"
1'-9"
2'-2"
2'-6"
2'-9"
3'-2"
3'-6"
3'-11"
1'-0"
1'-3"
1'-6"
1'-11"
2'-2"
2'-5"
2'-9"
3'-2"
3'-5"
4'-2"
5'-5"
0'-11"
1'-2"
1'-4"
1'-8"
1'-11"
2'-2"
2'-6"
2'-9"
0'-9"
1'-0"
1'-3"
1'-6"
1'-9"
2'-0"
2'-3"
2'-6"
2'-9"
4'-9"
6'-3"
3'-8"
4'-11"
3'-0"
3'-5"
4'-5"
MINIMUM EMBEDMENT WITH STANDARD 90° HOOK
GRADE 75-80 COATED BARS IN NORMAL WEIGHT CONCRETE
BAR
SIZE f'c=3,000 PSI f`c=4,000 PSI
#3
#4
#5
#6
#7
#8
#9
#10
f`c=5,000 PSI
#11
#14
f`c=6,000 PSI
1'-9"
#18
2'-3"
2'-8"
3'-3"
3'-9"
4'-2"
4'-9"
5'-3"
5'-11"
1'-6"
1'-11"
2'-3"
2'-11"
3'-3"
3'-8"
4'-2"
4'-9"
5'-2"
6'-3"
8'-2"
1'-4"
1'-9"
2'-0"
2'-6"
2'-11"
3'-3"
3'-9"
4'-2"
1'-2"
1'-6"
1'-11"
2'-3"
2'-8"
3'-0"
3'-5"
3'-9"
4'-2"
7'-2"
9'-5"
5'-6"
5'-11"
4'-6"
5'-2"
6'-8"
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
Embed Plate -Type A (WP-A)
W
EQ EQ
LEQEQtPLATE
WP-A4X4.1 4"
6"
MARK
W
WP-A6X6.1
4"
6"
L
3/8"
1/2"
t DIA.
ANCHORS (HSA)
1/2"
5/8"
Embed Plate -Type C (WP-C)
PLATE
WP-C6X6.1 6"
8"
W
WP-C8X8.1
6"
8"
L
3/8"
1/2"
t DIA.
ANCHORS (HSA)
2
2
1/2"
5/8"
Embed Plate -Type D (WP-D)
PLATE
WP-D8X8.3 8"
10"
MARK
W
WP-D10X10.2
8"
10"
L
1/2"
3/4"
t
ANCHORS (HSA)
Embed Plate -Type G (WP-G)
W
tWP-G12X16.1
WP-G12X18.1
WP-D12X12.1
L
Embed Angle -Type A (WA-A)
Embed Angle -Type B (WA-B)
L
bd
tDLS1 E E
S3 S3
E
EQ EQ
E
LENGTH
4"
4"
MARK
LENGTH
4"
5"
QUANTITY
1
1
QUANTITY
Embed Plate -Type E (WP-E)
W
PLATE
WP-E8X8.1
MARK
WP-E8X10.1
ANCHORS (HSA)
-
-
E
1 1/2"
1 1/2"
E
DIA.LENGTH QUANTITYE
4
4
5/8"
3/4"
5"
5"
1 1/2"
1 1/2"
12"12"1/2"41/2"3 1/2"1 1/2"
PLATEMARK ANCHORS (HSA)
8"
8"
W
8"
10"
L
1/2"
1/2"
t E1
1 1/2"
1 1/2"
E2
3"
3"
DIA.LGTH QTY
4
4
5/8"
5/8"
4"
4"
W L t
12"16"1/2"1 1/2"EQEQEQE
12"18"1/2"1 1/2"
WP-G12X20.1 12"20"1/2"1 1/2"
WP-G12X24.1 12"24"1/2"1 1/2"
WP-G12X30.1 12"30"1/2"1 1/2"
WP-G12X36.1 12"36"3/4"1 1/2"
E DIA.LENGTH QUANTITY
65/8"4"
ROWS
3
6
8
10
12
3
4
5
6
7 14
4"
4"
4"
4"
4"
5/8"
5/8"
5/8"
5/8"
3/4"
ANGLE
WA-A4X4.1
MARK
WA-A5X5.1
ANCHORS (HSA)
WA-A6X6.1
4"
5"
b
4"
5"
d
5/16"
3/8"
t E
1 1/2"
1 1/2"
6"4"3/8"1 1/2"
DIA.LGTH QUANTITY
3
3
5/8"
3/4"
4"
5"
33/4"6"
S2
ANGLE
WA-B6X4.12
MARK
WA-B5X5.12
ANCHORS (DBA)
WA-B6X6.12
4"
5"
b
6"
5"
d
5/16"
3/8"
t E
2"
2"
6"6"3/8"2"
DIA.DL QTY
5/8"
3/4"
2'-0"
2'-0"
3/4"2'-0"
WP-D8X8.2 8"8"1/2"45/8"4"1 1/2"
WP-E12X12.2 12"12"3/4"1 1/2"3"43/4"6"
WP-E10X10.1 10"10"3/4"1 1/2"3"43/4"4"
E
Embed Plate -Type B (WP-B)
PLATE
8"
MARK
W
WP-B8X5.1 5"
L
1/2"
t DIA.
ANCHORS (HSA)
5/8"
LENGTH
4"2
QUANTITY
1 1/2"
E
W
tLE E
EQEQ8"WP-B8X8.1 8"1/2"5/8"4"21 1/2"
8"WP-B8X8.2 8"1/2"3/4"5"21 1/2"td
bL
1'-0"
1'-0"
1'-0"
DBA HSA
LGTH
4"
5"
6"
DIA.
5/8"
3/4"
3/4"
ANCHORS (HSA)
2
2
2
QTY
2
2
2EEROWSWP-D8X8.1 8"8"1/4"41/2"6"1 1/2"
WP-D12X12.2 12"12"3/4"43/4"4"1 1/2"
WP-D8X12.1 8"12"3/4"43/4"6"1 1/2"
WA-A21/2x2 1/2.1 2 1/2"2 1/2"1/4"1 1/2"12" O.C.5/8"4"CONT
WA-A5X3 1/2.1 5"3 1/2"5/16"1 1/2"12" O.C.3/4"5"CONT
NOTE:
1. S = SLAB THICKNESS
2. C1= TOTAL SLAB THICKNESS -BOTT REBAR COVER
3. C2= COLUMN / WALL WIDTH -2"
8"WP-B8XS.1 S 1/2"5/8"4"21 1/2"
Embed Plate -Type F (WP-F)
WP-F12X12.1
PLATEMARK ANCHORS (HSA)
W L t
12"10"3/4"3"
E1 DIA.LGTH QTY
23/4"6"
DL
W
DHANCHORS (DBA)
E2E1E3E3L LDBAHSA
DIA.DL QTY
23/4"24"3"
E2 DH
C13"
E3LE1E1tE2E1
WP-D12X12.4 12"12"3/4"43/4"5"1 1/2"
WP-D14X14.1 14"14"3/4"43/4"4"1 1/2"
WP-E12X12.1 12"12"3/4"1 1/2"3"43/4"4"
WP-E12X12.3 12"12"3/4"1 1/2"3"43/4"5"
10"WP-D10X10.1 10"3/4"43/4"4"1 1/2"
W
E E
LEEtLW
E E
tEEWP-E14X14.1 14"14"3/4"1 1/2"3"43/4"4"
WP-E14X14.2 14"14"3/4"1 1/2"3"43/4"5"
WP-E8X8.2 8"8"1/2"1 1/2"3"45/8"5"
WP-E10X10.2 10"10"3/4"1 1/2"3"43/4"5"
WP-D12X12.3 12"12"3/4"43/4"6"1 1/2"
WP-D14X14.2 14"14"3/4"43/4"5"1 1/2"
WA-A3X3.1 3"3"1/4"1 1/2"35/8"4"10"
12"WP-B12X6.1 6 1/2"3/4"5"21 1/2"
WA-B6X4.12 4"4"5/16"2"5/8"C2 4"5/8"2 2
t
S1
2 1/2"
2 1/2"
3"
3 1/2"
L
1'-0"
1'-0"
1'-0"
1'-0"
S2
4"
4"
3"
4"
S3
2"
2"
2"
2"
EQ EQ
Embed Angle -Type C (WA-C)
L
S1E E
S3 S3
S2 ANGLE
WA-C6X4.1
MARK
WA-C5X5.1
ANCHORS (DBA)
WA-C6X6.1
4"
5"
b
6"
5"
d
5/16"
3/8"
t E
2"
2"
6"6"3/8"2"
DIA.DL QTY
5/8"
3/4"
2'-0"
2'-0"
3/4"2'-0"
DBA
HSA
LGTH
4"
5"
6"
DIA.
5/8"
3/4"
3/4"
ANCHORS (HSA)
2
2
2
QTY
2
2
2
WA-C6X4.2 4"6"5/16"2"5/8"1'-6"4"5/8"2 2
S1
2 1/2"
2 1/2"
3"
3 1/2"
L
1'-0"
1'-0"
1'-0"
1'-0"
S2
4"
4"
3"
4"
S3
2"
2"
2"
2"EQ EQbdttDL1
1
8"WP-B8XS.2 S 1/2"3/4"5"21 1/2"
Embed Plate -Type H (WP-H)
W
tWP-H12X16.1
WP-H12X18.1
PLATEMARK ANCHORS (HSA)
W L t
12"16"1/2"1 1/2"EQEQEQE1
12"18"1/2"1 1/2"
WP-H12X20.1 12"20"1/2"1 1/2"
WP-H12X24.1 12"24"1/2"1 1/2"
WP-H12X30.1 12"30"1/2"1 1/2"
WP-H12X36.1 12"36"3/4"1 1/2"
E1 DIA.LGTH QTY
61/2"4"
ROWS
3
6
8
10
12
3
4
5
6
7 14
4"
4"
4"
4"
4"
1/2"
5/8"
5/8"
5/8"
3/4"
E2E1E1ROWSL 3"
3"
3"
3"
3"
3"
E2
WP-H12X22.1 12"22"1/2"1 1/2"844"5/8"3"
WP-H12X40.1 12"40"3/4"1 1/2"7 144"3/4"3"
WP-H12X48.1 12"48"3/4"1 1/2"8 164"3/4"3"
WP-H12X33.1 12"33"1/2"1 1/2"1264"5/8"3"
WP-H12X28.1 12"28"1/2"1 1/2"1054"5/8"3"
WP-F12X48.1 12"48"3/4"1 1/2"8 164"3/4"
WP-F12X40.1 12"40"3/4"1 1/2"7 144"3/4"
WP-G12X30.1 12"33"1/2"1 1/2"1264"5/8"
WP-G12X28.1 12"28"1/2"1 1/2"1054"5/8"
WP-G12X22.1 12"22"1/2"1 1/2"844"5/8"
WA-B6X6.16
WA-B6X6.18
WA-B6X6.20
WA-B6X6.22
WA-B6X6.24
WA-B6X6.28
WA-B6X6.30
WA-B6X6.33
WA-B6X6.36
WA-B6X6.40
WA-B6X6.48
6"6"3/8"2"3/4"2'-0"6"3/4"2 23 1/2"1'-0"4"2"
6"6"3/8"2"3/4"2'-0"6"3/4"2 23 1/2"1'-0"4"2"
6"6"3/8"2"3/4"2'-0"6"3/4"2 23 1/2"1'-0"4"2"
6"6"3/8"2"3/4"2'-0"6"3/4"2 23 1/2"1'-0"4"2"
6"6"3/8"2"3/4"2'-0"6"3/4"2 23 1/2"1'-0"4"2"
6"6"3/8"2"3/4"2'-0"6"3/4"2 23 1/2"1'-0"4"2"
6"6"3/8"2"3/4"2'-0"6"3/4"2 23 1/2"1'-0"4"2"
6"6"3/8"2"3/4"2'-0"6"3/4"2 23 1/2"1'-0"4"2"
6"6"3/8"2"3/4"2'-0"6"3/4"2 23 1/2"1'-0"4"2"
6"6"3/8"2"3/4"2'-0"6"3/4"2 23 1/2"1'-0"4"2"
6"6"3/8"2"3/4"2'-0"6"3/4"2 23 1/2"1'-0"4"2"
WP-H8X14.1 8"14"1/2"1 1/2"61/2"4"33"
WP-E12X12.4 12"12"3/8"1 1/2"3"41/2"4"
WP-D12X12.5 12"12"3/8"41/2"4"1 1/2"
CC2.0 POST-INSTALLED ANCHORS IN CONCRETE:
CC2.1 MATERIALS:
1. THE INSTALLATION OF POST-INSTALLED ANCHORS FOR MISSING OR MISPLACED CAST-IN PLACE ANCHORS
SHALL BE APPROVED BY THE ENGINEER OF RECORD.
2. SUBMITTAL OF ALL PROPOSED PRODUCTS, WITH TECHNICAL DATA AND CURRENT ICC-ESR REPORTS IS
REQUIRED FOR REVIEW AND APPROVAL BY ENGINEER OF RECORD.
3. MECHANICAL ANCHORS SHALL BE TESTED AND ASSESSED IN ACCORDANCE WITH THE MOST RECENT
EDITION OF ACI 355.2 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (355.4) AND
COMMENTARY AND ICC ES AC193 CONSIDERING CRACKED AND UNCRACKED CONCRETE. PRE-APPROVED
MECHANICAL ANCHORS ARE AS FOLLOWS:
A. HILTI:
a. HILTI KWIK HUS EZ AND KWIK HUS EZ-I SCREW ANCHOR (ICC ESR-3027)
b. HILTI HSL-3 EXPANSION ANCHOR (ICC ESR-1545)
c. HILTI HDA UNDERCUT ANCHOR (ICC ESR-1546)
d. HILTI KWIK BOLT TZ2 (ICC ESR-4266)
e. HILTI KWIK BOLT 1 (IAPMO ER-678)
B. SIMPSON:
a. SIMPSON STONG-TIE TITEN HD AND TITEN-HD ROD HANGER (ICC ESR-2713)
b. SIMPSON STRONG TIE STRONG-BOLT (ICC ESR-1771)
c. SIMPSON STRONG-TIE STRONG-BOLT 2 (ICC ESR-3037)
C. DEWALT:
a. DEWALT SCREW-BOLT+ AND HANGERMATE+ (ICC ESR-3889)
b. DEWALT POWER-STUD+ SD1 (ICC ESR-2818)
c. DEWALT POWER-STUD+ SD2 (ICC ESR-2502)
d. DEWALT POWER-BOLT+ (ICC ESR-3260)
e. DEWALT CCU+ (ICC-ESR 4810)
4. ADHESIVE ANCHOR SYSTEMS SHALL BE TESTED AND ASSESSED IN ACCORDANCE WITH THE MOST RECENT
EDITION OF ACI 355.4 QUALIFICATION OF POST-INSTALLED ADHESIVE ANCHORS IN CONCRETE (355.4) AND
COMMENTARY AND ICC ES AC308 CONSIDERING CRACKED AND UNCRACKED CONCRETE. PRE-APPROVED
ADHESIVE ANCHORS ARE AS FOLLOWS:
A. HILTI:
a. HILTI HIT-HY 200 V3 WITH HIT-Z OR HAS THREADED RODS (ICC ESR-4866)
b. HILTI RE 500 V3 (ICC ESR-3814)
c. HILTI KWIK-X DUAL ACTION ANCHOR SYSTEM WITH KHC CAPSULE ADHESIVE AND KWIK-HUS EZ (ICC
ESR-5065)
B. SIMPSON:
a. SIMPSON STONG-TIE SET-3G (ICC ESR-4057)
C. DEWALT:
a. DEWALT AC200+ (ICC ESR-4027)
b. DEWALT PURE 110+ (ICC ESR-3298)
c. DEWALT PURE 220+ (ICC ESR-5144)
5. ADHESIVE ANCHORS SELECTED FROM TEM 2 ABOVE SHALL BE SUPPLIED AS AN ENTIRE SYSTEM. THE
SYSTEM SHALL INCLUDE, BUT IS NOT LIMITED TO, MANUFACTURERS PRINTED INSTALLATION INSTRUCTIONS
(MPII) AS SUPPLIED WITH THE ADHESIVE, ADHESIVE CARTRIDGE, MIXING NOZZLE, EXTENSION TUBE,
DISPENSER, AND ALL REQUIRED EQUIPMENT FOR PROPERLY CLEANING THE DRILLED HOLE.
6. ANCHOR DESIGN SHALL BE IN ACCORDANCE WITH CHAPTER 17 OF ACI 318-19. FOR ADHESIVE ANCHORS,
THE FOLLOWING MINIMUM DESIGN VALUES FOR BOND STRESS WERE ASSUMED FOR THE DESIGN USING
THE ABOVE ADHESIVE ANCHOR ASSEMBLIES FOR IMPACT-OR ROCKDRILLED HOLES:
a. OUTDOOR/EXPOSED APPLICATION: Τcr = 200 PSI, Τuncr = 650 PSI
b. INDOOR/DRY APPLICATION: Τcr = 300 PSI, Τuncr = 1000 PSI
7. ALL-THREADED ROD (EYEBOLTS, THREADED STUDS, INTERNAL THREADED PARTS) TO BE USED IN ADHESIVE
ANCHOR ASSEMBLIES SHALL CONFORM TO ASTM A36, A193 (GRADE B7), F1554 OR OTHER APPROVED
ANCHOR ASSEMBLY TYPES. STAINLESS STEEL ANCHOR RODS SHALL BE AISI TYPE 304 OR TYPE 316.
THREADS SHALL BE UNC COARSE THREADS, UNLESS NOTED OTHERWISE. COMPATIBLE NUTS AND
WASHERS SHALL BE FURNISHED WITH THE ALL-THREAD ROD AND CONSIDERED PART OF THE ASSEMBLY.
WITH HOT-DIPPED GALVANIZED RODS, PROVIDE OVERSIZED TAPPED, HOT-DIPPED GALVANIZED NUTS.
8. NUTS, WASHERS, AND OTHER HARDWARE USED WITH AN ALL-THREADED BAR ADHESIVE ANCHOR SYSTEM
OR WITH A MECHANICAL EXPANSION ANCHOR SHALL HAVE A MATERIAL OR AN ALLOY DESIGNATION THAT IS
COMPATIBLE WITH THE ANCHOR ROD/ALLOY. GALVANIZED ASSEMBLIES SHALL BE HOT-DIP GALVANIZED IN
ACCORDANCE WITH ASTM A153 CLASS C. ELECTROPLATE GALVANIZING IS NOT ACCEPTABLE. DISSIMILAR
METAL ASSEMBLIES SHALL BE SEPARATED BY NYLON, EPDM, OR OTHER APPROVED NON-METALLIC
WASHERS.
9. REINFORCING BARS TO BE USED IN ADHESIVE ANCHOR ASSEMBLIES (E.G., AS ANCHOR REINFORCEMENT)
OR AS POST-INSTALLED REINFORCING SHALL CONFORM TO ASTM A615 OR A706.
CC2.2 GENERAL INSTALLATION GUIDELINES:
1. ALL POST-INSTALLED ANCHORS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S
PRINTED INSTALLATION INSTRUCTIONS (MPII) IN CONJUNCTION WITH EDGE DISTANCE, SPACING AND
EMBEDMENT DEPTH AS INDICATED ON THE DRAWINGS.
2. DRILLED HOLES FOR POST-INSTALLED ANCHORS IN CONCRETE AND MASONRY SHALL BE COMPLETED PER
OSHA 29 CFR 1926.1153 -RESPIRABLE CRYSTALLINE SILICA USING A TESTED SYSTEM SUCH AS DEWALT
DUSTX+ EXTRACTOR AND DRILL BIT SYSTEM.
3. CONCRETE SHALL HAVE AN ABSOLUTE MINIMUM COMPRESSIVE STRENGTH (f’c) OF 2,500 PSI AT THE TIME OF
ADHESIVE ANCHOR INSTALLATION.
4. CONCRETE AT TIME OF ADHESIVE ANCHOR INSTALLATION SHALL HAVE A MINIMUM AGE OF 21 DAYS. FOR
INSTALLATION OF ADHESIVE ANCHORS IN CONCRETE HAVING AN AGE LESS THAN 21 DAYS, TESTS SHALL BE
CONDUCTED TO VERIFY THE PERFORMANCE OF THE PRODUCT IN ACCORDANCE WITH ACI 355.4.
5. THE CONCRETE TEMPERATURE AT THE TIME OF ADHESIVE ANCHOR INSTALLATION SHALL BE AT LEAST 50°F
UNLESS TESTING HAS BEEN CONDUCTED IN ACCORDANCE WITH RECOGNIZED CRITERIA TO VERIFY
PERFORMANCE IN CONCRETE AT LOWER TEMPERATURES.
6. EMBEDMENT DEPTH AND MINIMUM ANCHOR PROJECTION OF THE ANCHOR ELEMENT FROM THE CONCRETE
SURFACE SHALL BE AS SHOWN ON THE DRAWINGS OR DETAIL FOR THE PARTICULAR ANCHOR OR GROUP
OF ANCHORS BEING INSTALLED. IN THE ABSENCE OF A SPECIFIC EMBEDMENT DEPTH OR ANCHOR
PROJECTION , CONTRACTOR TO REQUEST SAID INFORMATION FROM THE ENGINEER PRIOR TO ANCHOR
INSTALLATION.
7. ADHESIVE CARTRIDGES SHALL BE STORED UNDER CONDITIONS IN COMPLIANCE WITH MANUFACTURER
RECOMMENDATIONS REGARDING TEMPERATURE, EXPOSURE TO SUNLIGHT, ETC. AND EVIDENCE OF
COMPLIANCE SHALL BE MADE AVAILABLE UPON REQUEST. THE USE OF EXPIRED ADHESIVE, AS INDICATED
BY THE EXPIRATION DATE ON THE CARTRIDGE, IS PROHIBITED.
CC2.3 INSTALLATION:
1. ADHESIVE ANCHORS SHALL BE INSTALLED BY QUALIFIED PERSONNEL TRAINED TO INSTALL ADHESIVE
ANCHORS IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. BOTH POST-INSTALLED EXPANSION AND
ADHESIVE ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER’S PRINTED
INSTALLATION INSTRUCTIONS (MPII).
2. ADHESIVE ANCHORS WITH DIAMETER GREATER THAN 3/8-INCH INSTALLED IN ORIENTATIONS FROM
HORIZONTAL TO VERTICAL SHALL EMPLOY A PISTON PLUG FOR THE ADHESIVE INJECTION.
3. INSTALLATION OF ADHESIVE ANCHORS IN ORIENTATIONS FROM HORIZONTAL TO VERTICAL TO SUPPORT
SUSTAINED TENSION LOADS SHALL BE PERFORMED BY PERSONNEL CERTIFIED BY THE ACI ADHESIVE
ANCHOR INSTALLER CERTIFICATION PROGRAM OR EQUIVALENT. THESE ANCHORS ARE DESIGNATED WITH A
(CERT) AFTER THE ANCHOR CALLOUT. NOTE: SOME DOWN-HOLE INSTALLATIONS SHOWN ON DRAWINGS
SUPPORT SUSTAINED TENSION LOADS AND ARE SO DESIGNATED WITH A (CERT) AFTER THE ANCHOR
CALLOUT.
4. THE INSTALLER’S QUALIFICATIONS SHALL BE SUBMITTED AND APPROVED IN ACCORDANCE WITH THE
CONTRACT DOCUMENTS)
5. THE CONTRACTOR SHALL PROVIDE ALL EQUIPMENT REQUIRED TO INSTALL THE EXPANSION AND/OR
ADHESIVE ANCHOR INCLUDING, BUT NOT LIMITED TO, DRILLS, SETTING TOOLS, CLEAN-OUT BRUSHES,
BLOWOUT BULBS, OIL-FREE COMPRESSED AIR, VACUUMS, WRENCHES, ETC.
6. UNLESS OTHERWISE SPECIFIED, ANCHORS SHALL BE INSTALLED IN HOLES DRILLED WITH A ROTARY IMPACT
HAMMER DRILL OR, WHERE NOT OTHERWISE PROSCRIBED, A ROCK DRILL. WHERE SPECIFIED AND WHERE
PERMITTED BY THE MPII, HOLES MAY BE DRILLED WITH A DIAMOND CORE DRILL. IN ALL CASES, THE BIT
DIAMETER SHALL BE IN ACCORDANCE WITH THE MPII.
7. ANCHOR HOLES SHALL BE THOROUGHLY CLEANED IN ACCORDANCE WITH THE PROCEDURES SPECIFIED IN
THE MPII PRIOR TO ADHESIVE INJECTION. AT A MINIMUM, CLEAN WITH OIL-FREE AND MOISTURE-FREE
COMPRESSED AIR USING A NOZZLE EXTENDED TO THE BOTTOM HOLE; SUPPLEMENT WITH A BRUSH OR
OTHER TOOL CLEANING TO REMOVE ALL CONCRETE DUST AND LOOSE MATERIAL AND FOLLOW WITH A
SECOND COMPRESSED AIR CLEANING.
8. DRILLED AND CLEANED ANCHOR HOLES SHALL BE PROTECTED FROM CONTAMINATION AND WATER (E.G.
RAIN) UNTIL THE ADHESIVE IS INSTALLED.
9. A DRILLED ANCHOR HOLE SHALL BE RE-CLEANED JUST PRIOR TO ADHESIVE INJECTION IF, IN THE OPINION
OF THE ENGINEER, INSPECTOR, OR OWNER'S REPRESENTATIVE, THE HOLE HAS BECOME CONTAMINATED
AFTER INITIAL CLEANING.
10. ADHESIVE SHALL BE INJECTED IN ACCORDANCE WITH THE MPII USING EQUIPMENT AND PROCEDURES AS
SPECIFIED THEREIN FOR THE SPECIFIC CONDITIONS ASSOCIATED WITH THE INJECTION. THIS SHOULD BE
CLEARLY SPECIFIED IN THE MPII, IF NOT, ANOTHER PRODUCT SHOULD BE SPECIFIED.
11. ANCHOR ELEMENTS TO BE INSTALLED IN THE ADHESIVE SHALL BE CLEAN, OIL-FREE, AND FREE OF LOOSE
RUST, PAINT, OR OTHER COATINGS. THREADS ON THE PROJECTING PORTION OF THE ANCHOR ELEMENT
SHALL BE PROTECTED FROM ADHESIVE CONTAMINATION.
12. INSTALLED ADHESIVE ANCHORS SHALL BE SECURELY FIXED IN-PLACE TO PREVENT DISPLACEMENT WHILE
THE ADHESIVE CURES. UNLESS SHOWN OTHERWISE ON THE DRAWINGS, ANCHORS SHALL BE INSTALLED
PERPENDICULAR TO THE CONCRETE SURFACE. ANCHORS DISPLACED BEFORE FULL ADHESIVE CURE SHALL
BE CONSIDERED DAMAGED AND REPLACED AT THE CONTRACTOR’S EXPENSE.
13. POST-INSTALLED REINFORCING BARS OR ALL-THREADED BARS SHALL NOT BE BENT AFTER BEING
INSTALLED UNLESS SPECIFICALLY PERMITTED BY THE SEOR OR ON THE CONTRACT DOCUMENTS.
CC2.4 FIELD QUALITY CONTROL:
1. THE IBC REQUIRES SPECIAL INSPECTION OF ALL POST-INSTALLED ANCHORS. ACI 318-19 SECTIONS 26.13.1.5
AND 26.13.1.6 REQUIRE THAT ALL INSPECTIONS OF MECHANICAL AND ADHESIVE ANCHORS, RESPECTIVELY,
ARE PERFORMED BY A CERTIFIED FIELD INSPECTOR SPECIFICALLY APPROVED FOR THAT PURPOSE BY THE
SEOR AND THE BUILDING OFFICIAL. CERTIFICATION IS ESTABLISHED THROUGH AN INDEPENDENT
ASSESSMENT SUCH AS THE ACI POST-INSTALLED CONCRETE ANCHOR INSTALLATION INSPECTOR PROGRAM
OR SIMILAR PROGRAM WITH EQUIVALENT REQUIREMENTS. ADHESIVE ANCHORS INSTALLED IN HORIZONTAL
OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS SHALL BE CONTINUOUSLY
INSPECTED DURING INSTALLATION BY A CERTIFIED INSPECTOR. ACI 318-19 26.13.3.2(E) REQUIRES THESE
ANCHOR INSTALLATIONS TO BE INSPECTED BY A CERTIFIED SPECIAL INSPECTOR WHO IS CONTINUOUSLY
PRESENT WHEN AND WHERE THE INSTALLATIONS ARE BEING PERFORMED. AS REQUIRED BY ACI 318-19, THE
SPECIAL INSPECTOR SHALL SUBMIT A REPORT TO THE SEOR AND BUILDING OFFICIAL DESCRIBING THE
WORK COVERED BY THE REPORT AND STATING THE WORK HAS BEEN PERFORMED, THE MATERIALS AND
THE INSTALLATION PROCEDURES USED CONFORM TO THE APPROVED CONTRACT DOCUMENTS, AND THE
WORK WAS INSTALLED ACCORDING TO THE MPII.
2. POST-INSTALLED EXPANSION AND ADHESIVE ANCHORS SHALL BE PROOF-LOADED AS REQUIRED BY THE
CONTRACT DOCUMENTS. A MINIMUM 10 PERCENT OF EACH TYPE AND SIZE OF EACH TYPE OF SIZE OF
ANCHOR ASSEMBLY SHALL BE PROOF LOADED IN TENSION BY AN INDEPENDENT TESTING LABORATORY
UNLESS OTHERWISE INDICATED ON THE CONTRACT DOCUMENTS.
a. PROOF LOADING SHALL BE CONDUCTED AS CONFINED TENSION TESTING FOR ADHESIVE ANCHORS
USING A CENTER-HOLE CYLINDER.
b. THE INDEPENDENT TESTING LABORATORY SHALL SUBMIT AN ANCHORAGE TESTING PLAN TO THE
LICENSED DESIGN PROFESSIONAL TO ENSURE THE TESTING REQUIREMENTS ARE FULFILLED.
3. POST-INSTALLED EXPANSION AND ADHESIVE ANCHORS SHALL BE PROOF-LOADED TO LOAD LEVELS AS
SHOWN ON THE CONTRACT DOCUMENTS. PROOF LOADING OF ADHESIVE ANCHORS SHALL BE PERFORMED
AFTER A MINIMUM CURING PERIOD SPECIFIED BY THE MANUFACTURER. MINIMUM ADHESIVE ANCHOR
PROOF LOADS SHALL BE 50 PERCENT OF EXPECTED ADHESIVE ULTIMATE BOND STRENGTH OR 80 PERCENT
OF STEEL YIELD STRENGTH OF THE ANCHOR ROD, WHICHEVER IS LOWER.
4. ANCHORS SHALL HAVE NO VISIBLE INDICATIONS OF DISPLACEMENT OR DAMAGE DURING OR AFTER PROOF
LOAD APPLICATION. CONCRETE CRACKING IN THE VICINITY OF THE ANCHOR AFTER LOADING SHALL BE
CONSIDERED A FAILURE.
5. IF MORE THAN 10 PERCENT OF THE TESTED ANCHORS FAIL TO ACHIEVE THE SPECIFIED PROOF LOAD
WITHIN THE LIMITS DEFINED ON THESE DRAWINGS, 100 PERCENT OF THE ANCHORS OF THE SAME DIAMETER
AND TYPE AS THE FAILED ANCHOR SHALL BE PROOF TESTED, UNLESS OTHERWISE DIRECTED BY THE SEOR.
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:15:26 PMS0.111
General Notes -
Reinforcement / Embeds
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
SCHEDULED VERITCAL
REINFORCEMENT SPACING
MASONRY INSPECTION AND
CLEAN-OUT HOLE2'-8"10'-0" MAXAT CMU WALLS REQUIREING VEHICLE RESTAINT
SPACING AS NOTED
CENTERLINE CONTROL JOINT
CIP CONCRETE
COLUMN
LINTEL SPAN (LS)LINTEL SPAN (LS)LINTEL SPAN (LS)
15
SCHEDULED VERTICAL
WALL REINFORCEMENTREINFORCE AND
GROUT INTERSECTING
CELL W/ SCHEDULED
REINFORCEMENT
SCHEDULED VERTICALWALL REINFORCEMENTPREFABRICATED
T-SHAPED LAP
SECTION
SCHEDULED VERTICAL
WALL REINFORCEMENT
SCHEDULED VERTICALWALL REINFORCEMENTLAP SPLICECONT BOND BEAM
REINFORCEMENT
SCHEDULED VERTICAL
WALL REINFORCEMENT
SCHEDULED VERTICALWALL REINFORCEMENTLAP SPLICECONT BOND BEAM
REINFORCEMENT
SCHEDULED VERTICAL
WALL REINFORCEMENT
REINFORCE AND
GROUT INTERSECTING
CELL W/ SCHEDULED
REINFORCEMENT
SCHEDULED VERTICALWALL REINFORCEMENT1'-4" LAPPREFABRICATED
L-SHAPED LAP
SECTIONTYPICAL
BUILDING PAPER
SCHEDULED VERTICAL
WALL REINFORCEMENT
SCHEDULED VERTICAL
WALL REINFORCEMENT
GROUT FILLED
PREFORMED GASKET
SCHEDULED VERTICAL
WALL REINFORCEMENT
SCHEDULED VERTICAL
WALL REINFORCEMENT
S0.131
.1_______
S0.131
.2_______
AT GRADEAT GRADE
S0.130
.5_______
S0.130
.6_______
S0.130
.6_______
S0.130
.4_______
S0.130
.3_______
S0.130
.2_______
S0.130
.1_______
AT ELEVATED
SLAB
CMU WALL DIAGRAM
CONCRETE MASONRY UNIT (CMU) NOTES:
1. CONCRETE MASONRY WALL MATERIALS, CONSTRUCTION, AND INSPECTION SHALL CONFORM TO THE
REQUIREMENTS PRESCRIBED IN THE AMERICAN CONCRETE INSTITUTE "BUILDING CODE REQUIREMENTS OF
MASONRY STRUCTURES" (ACI 530/ASCE 5/TMS 402) AND THE "SPECIFICATION FOR MASONRY STRUCTURES"
(ACI 530.1/ASCE 6/TMS 602), AS WELL AS REQUIREMENTS PRESCRIBED BY LOCAL BUILDING CODE.
2. REFER TO ARCHITECTURAL DRAWINGS AND DETAILS FOR DIMENSIONAL CONTROL OF MASONRY
CONSTRUCTION.
3. CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT CONFORMING TO ASTM C-90 AND HAVE MINIMUM
NET AREA COMPRESSIVE STRENGTH OF 1,900 PSI UNLESS NOTED OTHERWISE.
4. MASONRY MORTAR SHALL CONFORM TO ASTM C-270, TYPE M OR S. TYPE M MORTAR SHALL HAVE MINIMUM
28-DAY STRENGTH = 2,500 PSI. TYPE S MORTAR SHALL HAVE MINIMUM 28-DAY STRENGTH = 1,800 PSI.
RECOMMENDED MORTAR TYPE BY USE:
BUILDING SEGMENT MORTAR TYPE
EXTERIOR, ABOVE GRADE:
• LOAD BEARING S or M
• NON-LOAD BEARING & PARAPET S
EXTERIOR, AT OR BELOW GRADE S or M
INTERIOR:
• LOAD BEARING S or M
• NON-LOAD BEARING S
10. PROVIDE MINIMUM ONE VERTICAL BAR EACH SIDE OF OPENINGS UP TO 4’-0 WIDE. PROVIDE MINIMUM TWO
VERTICAL BARS EACH SIDE OF OPENING GREATER THAN 4’-0. PROVIDE MINIMUM ONE VERTICAL BAR AT
WALL CORNERS, INTERSECTIONS AND EACH SIDE OF CONTROL JOINTS. EDGE AND INTERSECTION
REINFORCING SHALL MATCH TYPICAL WALL REINFORCING SIZE AND EXTEND FULL HEIGHT OF WALL.
11. PROVIDE DOWELS INTO SUPPORTING STRUCTURE (FOOTINGS, BEAMS, SLABS) TO MATCH SIZE AND
SPACING OF WALL VERTICAL REINFORCEMENT. REFER TO TYPICAL DETAILS FOR ADDITIONAL
INFORMATION.
12. PROVIDE MINIMUM REBAR LAP LENGTHS AS NOTED BELOW:
• #4: 20”
• #5: 28”
• #6: 45”
• #7: 62”
a. LAPS SHALL OCCUR MINIMUM 24”CLEAR OF INTERSECTING BOND BEAMS.
13. PROVIDE CONTINUOUS 9 GAUGE HOT DIPPED GALVANIZED LADDER TYPE HORIZONTAL JOINT
REINFORCEMENT AT 16”O.C.. PROVIDE PREFABRICATED L-SHAPED AND T-SHAPED LAP SECTIONS AT WALL
INTERSECTIONS. FULLY EMBED IN MORTAR BED AND EXTEND ENTIRE LENGTH OF BED JOINT.
14. PROVIDE CONTINUOUS HORIZONTAL BOND BEAM AT FLOOR LEVELS, ROOF LEVEL, TOP OF PARAPET, AND AS
SHOWN IN TYPICAL DETAILS. WHERE WALL HEIGHT EXCEEDS 12’-0, PROVIDE CONTINUOUS HORIZONTAL
BOND BEAM AT 10’-0 O.C. MAX. UTILIZE BOND BEAM BLOCKS OR KNOCK OUT BLOCKS AND REINFORCE WITH
(2) #5 CONTINUOUS UNLESS NOTED OTHERWISE. KNOCK OUT BLOCKS IN WALLS SHALL HAVE METAL LATH,
MESH, OR WIRE SCREEN IN BED JOINTS TO PREVENT FILLING OF UNGROUTED CELLS. USE OF ROOFING
FELT OR MATERIALS THAT BREAK BOND BETWEEN UNITS AND MORTAR ARE NOT ACCEPTABLE.
15. U.N.O. ON ARCHITECTURAL NOTES AND SPECIFICATIONS, CONTROL JOINT SPACING SHALL NOT EXCEED THE
SMALLER OF 2.5 TIMES WALL HEIGHT OR 25'-0". REINFORCE CELLS ADJACENT TO CONTROL JOINT WITH
CONTINUOUS VERTICAL REINFORCEMENT AND GROUT SOLID. CONTROL JOINT SHALL NOT BE PLACED
CLOSER THAN 2’-0”FROM THE VERTICAL FACE OF ANY OPENING. HORIZONTAL BOND BEAM
REINFORCEMENT SHALL BE CONTINUOUS THROUGH JOINTS U.N.O..
16. CONCRETE MASONRY WALLS SHOWN IN THE DRAWINGS ARE DETAILED TO RESIST CODE REQUIRED LOADS
AFTER REACHING THEIR FINAL BUILT CONFIGURATION ASSUMING TOP, BOTTOM, AND SIDE
CONNECTIONS/BRACING AS SHOWN. THE CONTRACTOR SHALL PROVIDE ENGINEERED BRACING FOR
MASONRY WALLS DURING CONSTRUCTION, WHICH SHALL NOT BE REMOVED UNTIL WALLS ARE CONNECTED
TO SUPPORTING ELEMENTS AT ALL POINTS AS NOTED IN THE CONTRACT DOCUMENTS.
17. SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH “SPECIAL INSPECTIONS”SECTION OF
THESE DRAWINGS.
5. REINFORCED CELLS AND BOND BEAMS SHALL BE GROUTED SOLID. GROUT SHALL CONFORM TO ASTM C-476
AND HAVE MINIMUM 28-DAY STRENGTH = 2,500 PSI. USE COURSE GROUT FOR SPACES 4”OR LARGER, AND
USE FINE GROUT FOR SPACES SMALLER THAN 4”. GROUT SHALL BE CONSOLIDATED BY THOROUGH
RODDING OR VIBRATING ALL CELLS DURING PLACEMENT. AIR ENTRAINMENT IS NOT PERMITTED.
6. GROUT SOLID ALL CELLS BELOW GRADE.
7. CONCRETE MASONRY SHALL HAVE A MINIMUM PRISM ASSEMBLY STRENGTH OF 1,900 PSI UNLESS NOTED
OTHERWISE.
8. CMU SHALL BE CONSTRUCTED IN A RUNNING BOND CONFIGURATION WITH LOW-LIFT GROUT PLACEMENT.
9. REBAR SHALL CONFORM TO ASTM A-615, GRADE 60 UNLESS NOTED OTHERWISE. UTILIZE BAR SUPPORTS
AND POSITIONERS AS REQUIRED TO ENSURE PROPER PLACEMENT WITHIN WALLS AS NOTED IN THE
DRAWINGS.
TYPE A TYPE B TYPE C
CMU LINTEL SCHEDULE
SPAN (LS)TYPE
ALS ≤5'-0"
LS > 5'-0" ≤8'-0"
LS > 8'-0" ≤12'-0"
B
CMU SIZE
6"
6"
8" -12"
LS > 5'-0" ≤8'-0"8" -12"
8" -12"
LS ≤5'-0"A
B
C
CONT BOTT
REINF
(1) #5
(1) #5
(2) #5
(2) #5
(2) #5
CONT TOP
REINF
-
CONT MID-
DEPTH REINF
-
STIRRUP
REINF
(2) #5 (2) #5
--
--
--
#2 AT 12" O.C.
#2 AT 12" O.C.
#2 AT 12" O.C.
6"8-12"6"8-12"8-12"
SOLID BOTTOM
U-BLOCK
CONT BOTTOM
REINF
U-BAR STIRRUP
REINF
SOLID BOTTOM
U-BLOCK
CONT BOTTOM
REINF
CLOSED STIRRUP
REINF
CONT TOP
REINF
CONT MID-DEPTH
REINF
SOLID BOTTOM
U-BLOCK
CONT BOTTOM
REINF
MIN.
BEARING
8"
8"
8"
8"
16"
SCHEDULED
REINF
SCHEDULED
REINF
SCHEDULED
REINF
-
-
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:15:33 PMS0.130
CMU General Notes /
Typical Details
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/4" = 1'-0"3 CMU Intersection - Plan
3/4" = 1'-0"4 CMU Bond Beam Intersection - Plan
3/4" = 1'-0"2 CMU Bond Beam Corner - Plan
3/4" = 1'-0"1 CMU Corner - Plan
3/4" = 1'-0"6 Opening in CMU Wall
3/4" = 1'-0"5 CMU Control Joint
CMU SCHEDULE -INTERIOR WALLS
HEIGHT (H)
H≤10'-0"8" CMU
SIZE
H>10'-0" ≤15'-0"
H>15'-0" ≤20'-0"
8" CMU
8" CMU
REINFORCEMENT
CMU SCHEDULE -EXTERIOR WALLS
HEIGHT (H)
8" CMU
SIZE
8" CMU
10" CMU
REINFORCEMENT
#5 AT 32" O.C.
#4 AT 16" O.C.
#6 AT 24" O.C.
H>20'-0" ≤25'-0"10" CMU
H>25'-0" ≤30'-0"12" CMU
#5 AT 32" O.C.
#5 AT 32" O.C.
#5 AT 24" O.C.
#5 AT 16" O.C.
#5 AT 16" O.C.
H≤10'-0"
H>10'-0" ≤15'-0"
H>15'-0" ≤20'-0"
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
LAP SPLICE = SEE CMUGNERAL NOTESLAP SPLICE = SEE CMUGNERAL NOTESLAP SPLICE = SEE CMUGNERAL NOTESSLAB ON GRADE -
SEE PLAN
CMU WALL -SEE
SCHEDULE FOR
REINFORCEMENT
(2) #5 CONT.
DOWELS TO MATCH
SCHEDULED VERTICAL
REINFORCEMENT SIZE
AND SPACING -
ALTERNATE DIRECTION
OF HOOKS
1' - 6"1' - 0"EQ EQ
CMU LINTEL -SEE
SCHEDULE
CONT. BOND BEAM
W/ (2) #5 CONT.
CMU WALL -SEE
SCHEDULE FOR
REINFORCEMENT
OPENING(2) #5 CONT.
SCHEDULED CMU
WALL / REINF
6"1' - 6"H ≤ 1'-0"SLAB STEP (H)1' - 0"SLAB STEP (H ≤1'-0")
"Z" BAR W/ STD. 90⌀
HOOKS TO MATCH SLAB
REINF SIZE AND SPACING
SLAB ON GRADE -SEE
PLAN
DOWELS TO MATCH
SCHEDULED VERTICAL
REINFORCEMENT SIZE
AND SPACING -
ALTERNATE DIRECTION
OF HOOKS
SLAB ON GRADE -SEE
PLAN
(2) #5 CONT.6"1' - 6"> 1'-0" H ≤ 2'-6"SLAB STEP (H)1' - 0"#4 AT 12" O.C. HORIZ
(2 BARS MIN)
SLAB STEP (> 1'-0" H ≤2'-6")
CMU WALL -SEE
SCHEDULE FOR
REINFORCEMENT
DOWELS TO MATCH
SCHEDULED VERTICAL
REINFORCEMENT SIZE
AND SPACING -
ALTERNATE DIRECTION
OF HOOKS
"Z" BAR W/ STD. 90⌀
HOOKS TO MATCH SLAB
REINF SIZE AND SPACING
Scale
Date
Drawn By
Checked By
Project Number
3/4" = 1'-0"3/18/2026 9:15:34 PMS0.131
CMU Typical Details
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/4" = 1'-0"1 CMU Bearing at Grade
3/4" = 1'-0"2 Opening in CMU Wall
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
Scale
Date
Drawn By
Checked By
Project Number
3/18/2026 9:15:41 PMS0.200
3D Views - Bldg#1 - T01
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1 3D View - NW Corner - Bldg #1 - T01
3 3D View - SE Corner - Bldg #1 - T01
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
1 3D View - NW Corner - Bldg #1 - T01
3 3D View - SE Corner - Bldg #1 - T01
Scale
Date
Drawn By
Checked By
Project Number
3/18/2026 9:15:48 PMS0.201
3D Views - Bldg#1 - T01
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1 3D View - NE Corner - Bldg #1 - T01
2 3D View - SW Corner - Bldg #1 - T01
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
1 3D View - NE Corner - Bldg #1 - T01
2 3D View - SW Corner - Bldg #1 - T01
Scale
Date
Drawn By
Checked By
Project Number
3/18/2026 9:15:54 PMS0.202
3D Views - Bldg#3 - T01
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1 3D View - NW Corner - Bldg T02
2 3D View - SE Corner - Bldg T02
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
1 3D View - NW Corner - Bldg T02
2 3D View - SE Corner - Bldg T02
Scale
Date
Drawn By
Checked By
Project Number
3/18/2026 9:15:59 PMS0.203
3D Views - Bldg#3 - T01
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1 3D View - NE Corner - Bldg T02
2 3D View - SW Corner - Bldg T02
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
1 3D View - NE Corner - Bldg T02
2 3D View - SW Corner - Bldg T02
Scale
Date
Drawn By
Checked By
Project Number
3/18/2026 9:16:05 PMS0.204
3D Views - Bldg T02
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1 3D View - NW Corner - Bldg #3 - T01
2 3D View - SE Corner - Bldg #3 - T01
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
1 3D View - NW Corner - Bldg #3 - T01
2 3D View - SE Corner - Bldg #3 - T01
Scale
Date
Drawn By
Checked By
Project Number
3/18/2026 9:16:14 PMS0.205
3D Views - Bldg T02
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1 3D View - NE Corner - Bldg #3 - T01
2 3D View - SW Corner - Bldg #3 - T01
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
Scale
Date
Drawn By
Checked By
Project Number
3/18/2026 9:16:17 PMS0.206
3D Views - Garages
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1 3D View - SE Corner - Garages
2 3D View - NW Corner - Garages
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
1 3D View - SE Corner - Garages
2 3D View - NW Corner - Garages
Scale
Date
Drawn By
Checked By
Project Number
3/18/2026 9:16:23 PMS0.207
3D Views - Garages
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1 3D View - SW Corner - Garages
2 3D View - NE Corner - Garages
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
1 3D View - SW Corner - Garages
2 3D View - NE Corner - Garages
Scale
Date
Drawn By
Checked By
Project Number
3/18/2026 9:10:21 PMS0.208
3D Views - Clubhouse
Hanover Company
Hyannis Phase II
Checker
Author
10/01/58
25070
55 Wilkens Lane
Barnstable, MA 02601
1 3D View - NE Corner
2 3D View - NW Corner
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25Issue for Conformance 11/21/25
100% IFC 03/18/26
Scale
Date
Drawn By
Checked By
Project Number
3/18/2026 9:10:24 PMS0.209
3D Views - Clubhouse
Hanover Company
Hyannis Phase II
Checker
Author
10/01/58
25070
55 Wilkens Lane
Barnstable, MA 02601
1 3D View - SE Corner
2 3D View - SW Corner
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25Issue for Conformance 11/21/25
100% IFC 03/18/26
S0.300
2
.
WALL PLATE SPLICE
S0.300
1
.
LEDGER
PLUMBING RISER
TYPICAL DROP HEADER
DEEP HEADER
AT CUT TOP PLATES
S0.300
5
.CAVITYFLOORTYPICAL DROP HEADER
OPENINGS 8'-0" AND LESS
OPENINGS GREATER THAN 8'-0" AND LESS THAN 12'-0"
PROVIDE (2) 2X
SILL PLATES
PROVIDE (1) 2X
SILL PLATES
FLUSH BEAM
2' - 0" MAX
SCHEDULED STUDS
PROVIDE ONE
ADDITIONAL STUD TO
EXISTING STUD
SCHEDULED WALL
HEADER -SEE PLAN
AND SCHEDULE
(2) 2x TOP PLATES
(2) 10d COMMON (3" X 0.148")
TOENAIL
16d COMMON (3 1/2" X 0.162")
AT 12" O.C. STAGGERED
TRIMMER (U.N.O. ON PLAN):
• (1) 2X TRIMMER AT
OPENINGS 6'-0" OR LESS
• (2) 2X TRIMMERS AT
OPENINGS 6'-0" OR GREATER
WINDOW SILL (WHERE OCCURS):
• (1) 2X SILL AT OPENINGS 4'-0"
OR LESS
• (2) 2X SILL AT OPEINGS
GREATER THAN 4'-0"
SCHEDULED 2X
WALL STUDS
SIMPSON A34 (#9) CLIP
AT OPENINGS
GREATER THAN 8'-0"
CRIPPLE STUDS TO
MATCH SCHEDULED
WALL STUDS
KNEE WALL STUDS (WHERE
OCCURS) TO MATCH
SCHEDULED WALL STUDS
KINGPOST (U.N.O. ON PLAN):
• (1) 2X KINGPOST AT OPENINGS
6'-0" OR LESS
• (2) 2X KINGPOST AT OPENINGS
6'-0" OR GREATER
• AT SHEARWALL LOCATIONS SEE
SHEARWALL END-POST DETAIL
PROVIDE (2) 16d COMMON
(3 1/2" X 0.162"⌀) NAILS AT
HEADERS 5 1/2" DEEP.
PROVIDE (2) ADDITIONAL
NAILS FOR EACH 2" OF
ADDITIONAL HEADER
DEPTH
NOTE: SEE FASTENING
SCHEDULE FOR ALL
NAILING NOT NOTED
(1) 2x SILL PLATE
POST -SEE PLAN /
SCHEDULE
SIMPSON LPCZ
POST CAP UNO
ON PLAN
BEAM -SEE PLAN /
SCHEDULE
SIMPSON CMST14 STRAP
X 5'-0" MIN. CENTERED
AT BEAM SPLICE OVER
C.L. OF POST
SPLICE TO OCCUR
DIRECTLY OVER
C.L. OF POST
POST -SEE PLAN /
SCHEDULE
BEAM -SEE PLAN /
SCHEDULE
SIMPSON EPCZ
POST CAP UNO
ON PLAN
WD1.0 WOOD CONSTRUCTION GENERAL NOTES:
A. ALL WOOD HORIZONTAL AND VERTICAL FRAMING, FURRING, ANCHORAGE AND CONNECTIONS NOT EXPLICITLY
SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE PER MINIMUM REQUIRED BY THE LOCALLY ADOPTED
BUILDING CODE.
B. PROVIDE STRUCTURAL LUMBER AND ENGINEERED WOOD OF THE FOLLOWING MINIMUM GRADES, SPECIES AND
MINIMUM ALLOWABLE STRESSES UNLESS NOTED OTHERWISE ON PLAN:
a. STUDS SEE STUD SCHEDULE
b. PLATES STRUCT. GRADE DFL OR SYP NO. 3
c. JOISTS STRUCT. GRADE DFL OR SYP NO. 2
d. BEAMS UP TO 4”THK DFL OR SYP NO. 2
e. POSTS DFL OR SYP NO. 2
f. BLOCKING DFL OR SYP NO. 3
g. GLULAM MEMBERS 24F-V4 (DF) OR V3 (SYP) FOR SIMPLY SUPPORTED BEAMS
24F-V8 (DF) OR V5 (SYP) FOR CANTILEVERED AND CONTINUOUS BEAMS
a. PSL BEAMS MIN. Fb = 2,900 PSI, Fv = 285 PSI, E = 2,000 KSI
b. PSL POSTS MIN. Fb = 2,400 PSI, E = 1,800 KSI
c. LSL MEMBERS MIN. Fb = 1,700 PSI, Fv = 400 PSI, E = 1,300 KSI
ADDITIONAL NOTES:
a. ALL LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED TESTING AGENCY.
b. LVL BEAMS/POSTS WITH EQUAL OR GREATER SIZE THAN PSL BEAMS/POSTS AND MEET PSL MINIMUM
STRENGTH AND STIFFNESS REQUIREMENTS MAY BE SUBSTITUTED FOR PSL BEAMS/POSTS.
c. FLOOR BRIDGING TO BE PER LOCALLY ADOPTED BUILDING CODE.
d. PROVIDE LUMBER WITH 19% MAXIMUM MOISTURE CONTENT. MOISTURE MAY BE MEASURED JUST PRIOR TO
PLACEMENT.
C. WOOD STRUCTURAL PANEL FLOOR SHEATHING: 23/32”THICK TOUNGE AND GROOVE (TG) DOC PS-1 (PLY) OR PS-2
(OSB) EXPOSURE 1 WITH A PANEL INDEX OF 48/24 AND STAMPED WITH APA GRADE TRADEMARK. ALL WOOD
STRUCTURAL FLOOR PANELS SHALL BE NAILED TO SUPPORTS WITH 0.148”⌀NAILS X 2.25”MIN. LONG WITH NAIL
SPACING OF 6”OC AT PANEL EDGES / BOUNDARIES AND 12”OC AT INTERMEDIATE SUPPORTS UNLESS NOTED
OTHERWISE ON THE STRUCTURAL DRAWINGS.
D. WOOD STRUCTURAL PANEL ROOF SHEATHING: DOC PS-1 (PLY) OR DOC PS-2 (OSB) EXPOSURE 1 STAMPED WITH
APA GRADE TRADEMARK WITH THE FOLLOWING MINIMUM THICKNESS, PANEL INDEX AND FASTENING
REQUIREMENTS:
a. ROOF SLOPE OF 3:12 OR GREATER: 15/32”THICKNESS WITH A PANEL INDEX 32/16. FASTEN TO SUPPORTS WITH
0.131”⌀NAILS x 2.5”LONG WITH NAIL SPACING PER STANDARD FASTENING SCHEDULE OR AS INDICATED ON
ROOF DIAPHRAGM BLOCKING AND NAILING PLANS, WHICHEVER IS SMALLER.
b. ROOF SLOPE LESS THAN 3:12 TO FLAT: 19/32”THICKNESS WITH A PANEL INDEX OF 40/20. FASTEN TO
SUPPORTS WITH 0.148”⌀NAILS x 2.25”LONG WITH NAIL SPACING PER STANDARD FASTENING SCHEDULE OR
AS INDICATED ON ROOF DIAPHRAGM BLOCKING AND NAILING PLANS, WHICHEVER IS SMALLER.
E. WOOD STRUCTURAL PANEL SHEAR WALL SHEATHING: EXPOSURE 1. SEE SHEAR WALL SCHEDULE FOR OTHER
INFORMATION INCLUDING MINIMUM THICKNESS, GRADE AND FASTENING REQUIREMENTS.
F. ALL LUMBER IN CONTACT WITH CONCRETE, CMU OR EXPOSED TO WEATHER SHALL BE PRESERVATIVE TREATED.
G. PROVIDE FIRE RETARDANT TREATED (FRT) WOOD WHERE INDICATED ON THE STRUCTURAL OR ARCHITECTURAL
DRAWINGS.
H. UNLESS NOTED OTHERWISE, ALL NAILS ARE COMMON NAILS WITH DIMENSONAL PROPERTIES COMPLYING WITH
AFPA NDS TABLE L4 AND ASTM F1667. INSTALL ALL NAILS PER FASTENING SCHEDULE OR AS INDICATED ON THE
STRUCTURAL DRAWINGS.
I. ALL FASTENERS AND HARDWARE CONNECTORS, INCLUDING NUTS AND WASHERS INSTALLED IN OR ATTACHED TO
FRT WOOD USED IN EXTERIOR APPLICATIONS OR WET OR DAMP LOCATIONS SHALL BE HOT DIP GALVANIZED,
STAINLESS STEEL, SILICON BRONZE OR COPPER. FASTENERS OTHER THAN NAILS, TIMBER RIVETS, WOOD LAG
SCREWS AND LAG SCREWS SHALL BE PERMITTED TO BE OF MECHANICALY DEPOSITED ZINC COATED STEEL WITH
COATING WEIGHTS IN ACCORDANCE WITH ASTM B695, CLASS 55 MIN.
J. ALL FASTENERS AND HARDWARE CONNECTORS, INCLUDING NUTS AND WASHERS INSTALLED IN OR ATTACHED TO
FRT AND PRESERVATIVE TREATED WOOD USED IN INTERIOR APPLICATIONS SHALL BE IN ACCORDANCE WITH
MANUFACTURER RECOMMENDATIONS. IN INSTANCES WHERE SUCH RECOMMENDATIONS DO NOT EXIST,
CONFORM TO THE REQUIREMENTS FOR EXTERIOR APPLICATIONS.
K. ALL FASTENERS AND HARDWARE CONNECTORS, INCLUDING NUTS AND WASHERS INSTALLED IN OR ATTACHED TO
PRESERVATIVE TREATED WOOD SHALL BE HOT DIP GALVANIZED, STAINLESS STEEL, SILICON BRONZE OR
COPPER. FASTENERS OTHER THAN NAILS, TIMBER RIVETS, WOOD LAG SCREWS AND LAG SCREWS SHALL BE
PERMITTED TO BE OF MECHANICALY DEPOSITED ZINC COATED STEEL WITH COATING WEIGHTS IN ACCORDANCE
WITH ASTM B695, CLASS 55 MIN. CONNECTORS THAT ARE USED IN EXTERIOR APPLICATIONS AND IN CONTACT
WITH PRESERVATIVE TREATED WOOD SHALL HAVE COATING TYPES AND WEIGHTS IN ACCORDANCE WITH THE
TREATED WOOD OR CONNECTOR MANUFACTURER RECOMMENDATIONS. IN THE ABSENCE OF MANUFACTURER
RECOMMENDATIONS, PROVIDE MINIMUM OF ASTM A653, TYPE G185 ZINC COATED GALVANIZED STEEL OR
EQUIVALENT.EXCEPTION: PLAIN CARBON STEEL FASTENERS, INCUDING NUTS AND WASHERS IN SBX / DOT AND
ZINC BORATE PRESERVATIVE TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT MAY BE USED.
L. FASTENING SCHEDULE SHALL BE IN CONFORMANCE WITH IBC / CBC TABLE 2304.10.1.
WD2.0 WOOD FRAMING GENERAL NOTES:
A. FLOOR AND ROOF FRAMING LAYOUTS ARE PROVIDED TO ILLUSTRATE DESIGN INTENT AND CONDITIONS OF
CONSTRUCTION AND DO NOT NECESSARILY INDICATE SPECIFIC QUANTITIES OF MATERIALS NOR COMPONENTS
REQUIRED FOR CONSTRUCTION. CONSTRUCTION BRACING SHALL BE PROVIDED BY THE CONTRACTOR TO
MAINTAIN THE BUILDING PLUMB AND TRUE WITH BRACING TO REMAIN IN PLACE UNTIL THE SPECIFIED SHEAR
WALLS ARE FULLY INSTALLED.
B. BEARING WALL ENDS OF ALL BEAMS, HEADERS (DROP BEAMS), FLUSH BEAMS, AND GIRDER TRUSSES SHALL
MEET THE FOLLOWING MINIMUMS AT EACH BEARING END / POINT:
C. THE CENTERLINE OF THE GIRDER TRUSS OR SOLID WOOD BEAM SHALL BE THE CENTERLINE OF THE SUPPORTING
BEARING WALL STUD PACK OR POST.
D. THE SUPPORTING BEARING WALL STUD PACK OR POST SHALL BE CONTINUOUS LEVEL BY LEVEL DOWN T
SUPPORTING SLAB WITH SQUASH BLOCKS INSTALLED AT ALL FLOOR / ROOF CAVITIES COMPOSED OF EQUAL SIZE
AND MATERIALS TO ENSURE LOAD PATH CONTINUITY.
E. PROVIDE 2x4 (MIN.) FLATWISE @ 24”OC MAX. BETWEEN FLOOR FRAMING UNDER PARTITIONS ABOVE WHICH ARE
PARALLEL TO FRAMING BUT NOT DIRECTLY OVER THE FRAMING AND FASTEN TO FLOOR FRAMING WITH (2) 0.148”
DIA X 3”LONG TOENAILS EA. END UNO ON PLAN OR DETAILS.
F. STRUCTURAL MEMBERS SHALL NOT BE CUT, TRIMMED OR BORED FOR PIPES OR OTHER BUILDING COMPONENTS
UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAW INGS. NOTCHING AND BORING OF STUDS AND
TOP/BOTTOM PLATES SHALL CONFORM TO SECTIONS 2308.5.9 AND 2308.5.10 OF THE IBC/CBC.WHERE
TOP/BOTTOM PLATES ARE CUT FOR PIPES, PROVIDE 1.5 INCH WIDE X 16 GA STEEL STRAP TIE FASTENED TO EACH
PLATE ACROSS AND TO EACH SIDE OF THE CUT-OUT FASTENED ACROSS EACH PLATE ON EACH SIDE OF THE CUT
OUT WITH NO LESS THAN (6) 16d NAILS EACH SIDE PER CHAPTER 23 OF THE IBC/CBC.
G. ALL JOIST / FLUSH BEAMS SHALL BE SUPPORTED BY A HANGER WITH AN APPROVAL FROM AN AGENCY DEEMED
ACCEPTABLE TO THE LOCAL BUILDING OFFICIAL.
H. PROVIDE CONTINUOUS END TO END STRONGBACKS ON ALL JOIST SPANS OVER 7’-6”AND (2) STRONGBACKS AT
ALL JOIST SPANS OVER 15’-0”. STRONGBACKS SHALL BE INSTALLED PERPENDICULAR TO AND NAILED DIRECTLY TO
JOIST FRAMING.
I. AT CONVENTIONAL FRAMING, PROVIDE THE FOLLOWING WHERE APPLICABLE:
a. COLLAR TIES OF 1X6 BOARDS INSTALLED AT THE UPPER THIRD OF THE RIDGE BEAM DEPTH SPACED 4’-0”OC
MAX;
b. SOLID 2X, METAL CROSS OR WOOD CROSS BRIDGING AT 8’-0”OC MAX FOR JOIST SPANS OVER 10’-0”;
c. PURLINS OF SAME SIZE AS RAFTERS AT ALL RAFTER SPANS OVER 7’-6”FOR 2X6, 10’-0”FOR 2X8, 12’-6”FOR 2X10
AND 15’-0”FOR 2X12
J. PROVIDE DOUBLE JOISTS AT LOCATIONS WHERE NON LOAD BEARING PARTITIONS ARE PLACED PARALLEL TO
JOIST SPAN. IF WALL ABOVE IS A PLUMBING WALL, APPROPRIATELY SPACE DOUBLE JOISTS TO ALLOW PLUMBING
LINES TO STACK.
K. EXTERIOR WALLS AT VAULTED CEILINGS SHALL BE BALLOON FRAMED.
L. WHERE BUILT-UP OVERFRAMING IS USED TO CREATE SLOPES AT EXPOSED ROOF DECKS AND SKYDECKS,
OVERFRAMING PERPENDICULAR TO FLOOR FRAMING SHALL BE RIPPED 2X MEMBERS AT 24”OC MAX. WITH
PERPENDICULAR BLOCKING AT 48”OC MAX. TYPICAL UNO ON PLAN OR DETAILS.
M. 2X4 CHIMNEY CONSTRUCTION SHALL BE SHEATHED WITH 15/32”WOOD STRUCTURAL PANEL.
FRAMING MEMBER MINIMUM STUDS/STUDPACKS (UNLESS NOTED OTHERWISE ON PLAN) h
4'-0" OR LESS 4'-1" TO 8'-0"
MINIMUM WIDTH
8'-1" TO 12"-0"
INTERIOR AND EXTERIOR LOAD BEARING HEADER (DROP BEAM)SEE NOTE a
a. PROVIDE SAME NUMBER OF TRIMMER STUDS AS NUMBER OF BEAM PLIES PLUS (1) KINGSTUD (PROVIDE
MINIMUM OF 3 TOTAL STUDS)
b. PROVIDE (1) MORE TRIMMER STUDS AS NUMBER OF BEAM PLIES PLUS (2) KINGSTUDS (PROVIDE MINIMUM OF
4 TOTAL STUDS)
c. PROVIDE (1) MORE STUD THAN NUMBER OF PLIES OF BEAM
d. PROVIDE (2) MORE STUDS THAN NUMBER OF PLIES OF BEAM
e. PROVIDE (1)2x6 TRIMMER AND (1)2x6 KINGSTUD
f. PROVIDE (2)2x6 TRIMMERS AND (2)2x6 KINGSTUDS
g. PROVIDE (1) MORE STUD THAN NUMBER OF TRUSS PLIES (PROVIDE MINIMUM 4 STUDS)
h. FOR SOLID FRAMING MEMBERS, "NUMBER OF PLIES OF BEAM" EQUALS 2, 3, AND 4 PLIES FOR NOMINAL BEAM
WIDTHS OF 4 INCHES, 6 INCHES, AND 8 INCHES, RESPECTIVELY
SEE NOTE c
SEE NOTE e
SEE NOTE a
SEE NOTE d
SEE NOTE e
SEE NOTE b
SEE NOTE d
SEE NOTE f
INTERIOR AND EXTERIOR FLUSH BEAM
EXTERIOR NON-LOAD BEARING HEADER (DROP BEAM)
LOCATION / MEMBER
GIRDER TRUSS SEE NOTE g
WD3.0 WOOD CONNECTOR GENERAL NOTES:
A. ALL SPECIFIED FASTENERS MUST BE INSTALLED ACCORDING TO MANUFACTURER INSTRUCTIONS. INCORRECT
FASTENER QUANTITY, SIZE, PLACEMENT, TYPE, MATERIAL, OR FINISH MAY CAUSE THE CONNECTION TO FAIL.
PRIOR TO USING A PARTICULAR FASTENER, REFER TO MANUFACTURER SPECIFICATIONS.
B. LARGER DIAMETER FASTENERS MAY BE SUBSTITUTED FOR SMALLER DIAMETER FASTENERS IN CONNECTORS
PROVIDED THE LARGER FASTENER DOES NOT CAUSE SPLITTING IN THE WOOD MEMBER AND THE CONNECTOR
HOLES ARE NOT ENLARGED.
C. FILL ALL FASTENER HOLES AS SPECIFIED IN THE INSTALLATION INSTRUCTIONS FOR THAT PRODUCT. REFER TO
MANUFACTURER FOR THE REQUIREMENTS OF VARIOUS SHAPED FASTENER HOLES.
D. DO NOT OVERDRIVE NAILS. OVERDRIVEN NAILS REDUCE SHEAR CAPACITY.
E. PRODUCTS SHALL BE INSTALLED FOR THE USE SPECIFIED. USE ONLY THE MATERIALS SPECIFIED IN THE
INSTALLATION INSTRUCTIONS. SUBSTITUTION OF OR FAILURE TO USE SPECIFIED MATERIALS MAY CAUSE THE
CONNECTION TO FAIL. DO NOT ALTER INSTALLATION PROCEDURES FROM THOSE SET FORTH IN MANUFACTURER
SPECIFICATIONS.
F. DO NOT ADD FASTENER HOLES OR OTHERWISE MODIFY CONNECTOR PRODUCTS. THE PERFORMANCE OF
MODIFIED PRODUCTS MAY BE SUBSTANTIALLY WEAKENED. BE ADVISED MANUFACTURER WILL NOT WARRANT OR
GUARANTEE THE PERFORMANCE OF SUCH MODIFIED PRODUCTS.
G. THE PROPER USE OF CERTAIN PRODUCTS REQUIRES THAT THE PRODUCT BE BENT. FOR THOSE PRODUCTS,
INSTALLERS MUST NOT BEND THE PRODUCT MORE THAN ONE TIME (ONE FULL CYCLE).
H. BOLT HOLES SHALL BE AT LEAST A MINIMUM OF 1/32" AND NO MORE THAN A MAXIMUM OF 1/16" LARGER THAN THE
BOLT DIAMETER (PER THE 2015 / 2018 NDS, SECTION 12.1.3.2 AND AISI S100, TABLE E3A IF APPLICABLE).
I. INSTALL ALL SPECIFIED FASTENERS BEFORE LOADING THE CONNECTION.
J. SOME HARDENED FASTENERS MAY HAVE PREMATURE FAILURE IF EXPOSED TO MOISTURE. THESE FASTENERS
ARE RECOMMENDED TO BE USED IN DRY INTERIOR APPLICATIONS.
K. USE PROPER SAFETY EQUIPMENT.
L. WELDING GALVANIZED STEEL MAY PRODUCE HARMFUL FUMES; FOLLOW PROPER WELDING PROCEDURES AND
SAFETY PRECAUTIONS. WELDING SHOULD BE IN ACCORDANCE WITH A.W.S. (AMERICAN WELDING SOCIETY)
STANDARDS. UNLESS OTHERWISE NOTED, CONNECTORS CANNOT BE WELDED.
M. PNEUMATIC OR POWER-ACTUATED FASTENERS MAY DEFLECT AND INJURE THE OPERATOR OR OTHERS.
PNEUMATIC NAIL TOOLS MAY BE USED TO INSTALL CONNECTORS, PROVIDED THE CORRECT QUANTITY AND TYPE
OF NAILS (LENGTH AND DIAMETER) ARE PROPERLY INSTALLED IN THE NAIL HOLES. CONNECTORS WITH TOOL
EMBOSSMENTS OR TOOLS WITH NAIL HOLE-LOCATING MECHANISMS SHOULD BE USED. FOLLOW THE
MANUFACTURER’S INSTRUCTIONS AND USE THE APPROPRIATE SAFETY EQUIPMENT. POWER-ACTUATED
FASTENERS SHOULD NOT BE USED TO INSTALL CONNECTORS, UNLESS SPECIFICALLY NOTED BY
MANUFACTURER.
N. JOIST SHALL BEAR COMPLETELY ON THE CONNECTOR SEAT, AND THE GAP BETWEEN THE JOIST END AND THE
HEADER SHALL NOT EXCEED 1/8" PER ICC-ES AC13, ASTM D1761 AND ASTM D7147 TEST STANDARDS (UNLESS
SPECIFICALLY NOTED OTHERWISE).
O. FASTENERS ARE PERMITTED TO BE INSTALLED THROUGH METAL TRUSS PLATES WHEN APPROVED BY THE TRUSS
DESIGNER IN ACCORDANCE WITH ANSI/TPI 1-2014, SECTION 7.5.3.4 AND 8.9.2. DO NOT DRIVE NAILS THROUGH THE
TRUSS PLATE ON THE OPPOSITE SIDE OF SINGLE-PLY TRUSSES WHICH COULD FORCE THE PLATE OFF THE
TRUSS.
P. NUTS SHALL BE INSTALLED SUCH THAT THE END OF THE THREADED ROD OR BOLT IS AT LEAST FLUSH WITH THE
TOP OF THE NUT.
Q. WHEN INSTALLING HURRICANE TIES ON THE INSIDE OF THE WALL, SPECIAL CONSIDERATIONS MUST BE TAKEN TO
PREVENT CONDENSATION ON THE INSIDE OF THE COMPLETED STRUCTURE IN COLD CLIMATES.
R. UNLESS OTHERWISE NOTED, CONNECTORS HAVE BEEN DESIGNED TO BE INSTALLED AT THE TIME THE FRAMING
MEMBERS ARE INSTALLED.
WD4.0 PRE-MANUFACTURED WOOD TRUSS SPECIFICATIONS:
1. DESIGN
A. DESIGN AND DETAILING OF PRE-MANUFACTURED WOOD TRUSSES ARE DELEGATED TO THE GENERAL
CONTRACTOR IN ACCORDANCE WITH SECTION "GN1.5 -DEFERRED SUBMITTALS".
B. TRUSS MANUFACTURER SHALL REFER TO ARCHITECTURAL DRAWINGS FOR TRUSS END BEARING TYPE
AND/OR END SUPPORT CONDITION. ALL TRUSSES SHALL BE DESIGNED TO MEET ARCHITECTURAL INTENT AT
EACH LEVEL AND EACH END SUPPORT CONDITION AS REQUIRED.
C. DESIGN TRUSSES FOR LOADING CRITERIA PROVIDED IN SECTIONS GN1.1 THROUGH GN1.4 OF THE GENERAL
NOTES AS A MINIMUM.
a. INCREASE DEAD LOAD AS NEEDED TO ACCOUNT FOR TRUSS SELF WEIGHT.
b. DESIGN TRUSS BOTTOM CHORD FOR 5 PSF DEAD LOAD AS A MINIMUM. DESIGN TRUSS TOP CHORD FOR
20 PSF DEAD LOAD AS A MINIMUM.
c. INCREASE DEAD LOAD AS NEEDED TO ACCOUNT FOR LIGHTWEIGHT / GYPCRETE TOPPING AND FLOOR
FINISHES WHERE APPLICABLE.
d. REFER TO PLUMBING DRAWINGS AND INCREASE LOADING AS NEEDED TO ACCOUNT FOR SPRINKLER AND
WATER SUPPLY LINES
D. TRUSS MANUFACTURER SHALL FURNISH TRUSS DESIGN DRAWINGS PREPARED IN ACCORDANCE WITH ALL
APPLICABLE LEGAL REQUIREMENTS.
E. THE TRUSS MANUFACTURER SHALL FURNISH A TRUSS PLACEMENT DIAGRAM WHICH SHALL PROVIDE AT A
MINIMUM THE LOCATION ASSUMED FOR EACH TRUSS BASED ON THE TRUSS MANUFACTURER'S
INTERPRETATION OF THE CONSTRUCTION DOCUMENTS.
F. THE TRUSS MANUFACTURER SHALL SUBMIT THE TRUSS SUBMITTAL PACKAGE TO THE ARCHITECT, SEOR, AND
GENERAL CONTRACTOR FOR REVIEW AND APPROVAL PRIOR TO THE MANUFACTURING OF THE TRUSSES.
G. TRUSS DESIGN DOCUMENTS SUBMITTED FOR REVIEW SHALL BE SIGNED AND SEALED BY AN ENGINEER
LICENSED IN THE JURISDICTION OF THE PROJECT AND INCLUDE THE FOLLOWING ITEMS:
a. BUILDING CODE USED FOR DESIGN CALCULATIONS CORRESPONDING TO THE DESIGN SHOWN.
b. SLOPE OR DEPTH, SPAN, AND SPACING.
c. LOCATION OF ALL JOINTS AND SUPPORT LOCATIONS.
d. NUMBER OF PLIES IF GREATER THAN ONE.
e. REQUIRED BEARING WIDTHS.
f. DESIGN LOADS AS APPLICABLE, INCLUDING (REFER TO GENERAL NOTES FOR APPLICABLE DESIGN LOADS.
TRUSS MANUF TO PROVIDE A MINIMUM OF 5PSF BOTTOM CHORD DEAD LOAD. TRUSS MANUFACTURER):
• TOP CHORD LIVE LOAD (FOR ROOF TRUSSES THIS SHALL BE THE CONTROLLING CASE OF LIVE, RAIN
OR SNOW LOAD); XX
• TOP CHORD DEAD LOAD; XX
• BOTTOM CHORD LIVE LOAD; XX
• BOTTOM CHORD DEAD LOAD; XX
• ADDITIONAL LOADS AND LOCATIONS. (INCLUDING ROOF LEVEL MECHANICAL LOADS AS APPLICABLE)
• ENVIRONMENTAL LOAD DESIGN CRITERIA (WIND SPEED, SNOW, SEISMIC, AND ALL APPLICABLE
FACTORS AS REQUIRED TO CALCULATE THE TRUSS LOADS); AND
• OTHER LATERAL LOADS, INCLUDING DRAG STRUT LOADS.
g. ADJUSTMENTS TO WOOD MEMBER AND METAL CONNECTOR PLATE DESIGN VALUES FOR CONDITIONS OF
USE.
h. MAXIMUM REACTION FORCE AND DIRECTION, INCLUDING MAXIMUM UPLIFT REACTION FORCES WHERE
APPLICABLE.
i. METAL CONNECTOR PLATE TYPE, MANUFACTURER, SIZE, THICKNESS OR GAUGE, AND THE DIMENSIONED
LOCATION OF EACH METAL CONNECTOR PLATE EXCEPT WHERE SYMMETRICALLY LOCATED RELATIVE TO
THE JOINT INTERFACE.
j. SIZE, SPECIES, AND GRADE FOR EACH WOOD MEMBER;
k. TRUSS-TO-TRUSS CONNECTION AND TRUSS FIELD ASSEMBLY REQUIREMENTS.
l. CALCULATED SPAN TO DEFLECTION RATIO AND/OR MAXIMUM VERTICAL AND HORIZONTAL DEFLECTION
FOR LIVE AND FOR LIVE PLUS DEAD LOAD AND KCR (CREEP FACTOR) AS APPLICABLE.
m. MAXIMUM AXIAL COMPRESSION AND TENSION FORCES IN THE TRUSS MEMBERS.
n. FABRICATION TOLERANCE PER ANSI/TPI 1.
o. REQUIRED PERMANENT INDIVIDUAL TRUSS MEMBER RESTRAINT LOCATION.
p. TRUSS DESIGNER
WD4.0 PREMANUFACTURED WOOD TRUSS SPECIFICATIONS (CONT):
H. PROVIDE DOUBLE TOP CHORD FOR ALL APPLICABLE TRUSSES AS NOTED ON WOOD DIAPHRAGM
BLOCKING/STRAPPING PLANS.
I. TRUSSES SHALL BE DESIGNED FOR WIND UPLIFT WHERE APPLICABLE AND MECHANICALLY FASTENED AT
EACH BEARING LOCATION WITH APPROPRIATE UPLIFT CONNECTORS. SEE SECTION "GN3.0 -COMPONENT AND
CLADDING WIND PRESSURE" FOR LOADING AND TYPICAL FRAMING DETAILS FOR LOAD PATH INTENT.
J. LIMIT DEFLECTIONS FOR FLOOR TRUSSES TO L/480 FOR LIVE LOADS AND L/360 FOR TOTAL LOADS, BUT NOT TO
EXCEED 1 INCH. LIMIT DEFLECTIONS FOR ROOF TRUSSES TO L/240 FOR LIVE LOADS AND L/180 FOR TOTAL
LOADS, BUT NOT TO EXCEED 1.25 INCH.
K. PROVIDE TRUSS BLOCKS OR ALIGHT DRAG TRUSSES ABOVE SHEARWALLS AS REQUIRED. SEE TYPICAL
DETAILS. DESIGN FOR FORCES SHOWN ON PLANS OR SCHEDULED SHEARWALL CAPACITY.
L. TRUSS BLOCKS. TRUSS SUPPLIER TO PROVIDE TRUSS BLOCKS AT INTERMEDIATE TRUSS BEARING POINTS
(ALL TRUSS TYPES) AND AT ENDS (BOTTOM CHORD BEARING TRUSSES ONLY). TRUSSES MAY BE SITE BUILT
OR PREFABRICATED. ALL TRUSS BLOCKS SHALL BE DESIGNED TO RESIST A MINIMUM ALLOWABLE LATERAL
LOAD OF 1.5 KIPS AT THE ROOF LEVEL AND 2.5 KIPS AT ALL FLOORS, TYPICAL. IN ADDITION, THE TOP CHORD
OF THE TRUSS BLOCK MUST BE VERTICAL WHEN INSTALLED UNDER LOAD BEARING WALLS.
2. MATERIALS
A. LUMBER
a. LUMBER USED SHALL BE IDENTIFIED BY GRADE MARK OF A LUMBER INSPECTION BUREAU OR AGENCY
APPROVED BY THE AMERICAN LUMBER STANDARDS COMMITTEE, AND SHALL BE THE SIZE, SPECIES, AND
GRADE AS SHOWN ON THE TRUSS DESIGN DRAWINGS, OR EQUIVALENT AS APPROVED BY THE TRUSS
DESIGNER.
b. ADJUSTMENT OF VALUE FOR DURATION OF LOAD OR CONDITIONS OF USE SHALL BE IN ACCORDANCE
WITH ANSI/TPI 1.
c. FIRE RETARDANT TREATED (FRT) LUMBER, WHERE APPLICABLE, SHALL MEET THE SPECIFICATIONS OF THE
FIRE RETARDANT CHEMICAL MANUFACTURER, THE TRUSS DESIGN AND ANSI/TPI 1 AND SHALL BE RE-
DRIED AFTER TREATMENT TO 19 PERCENT MAXIMUM MOISTURE CONTENT AT TEMPERATURES NOT TO
EXCEED 160°F (71°C) IN ACCORDANCE WITH AWPA STANDARDS C20. FRT LUMBER DESIGN VALUES SHALL
BE DEVELOPED FROM APPROVED TEST METHODS AND PROCEDURES THAT CONSIDER POTENTIAL
STRENGTH-REDUCTION CHARACTERISTICS, INCLUDING THE EFFECTS OF ELEVATED TEMPERATURE AND
MOISTURE. DESIGN VALUES SHALL BE APPROVED BY THE AUTHORITIES HAVING JURISDICTION. LUMBER
TREATER SHALL SUPPLY CERTIFICATE OF COMPLIANCE.
B. METAL CONNECTOR PLATES
a. METAL CONNECTOR PLATES SHALL BE MANUFACTURED BY A SBCA MEMBER PLATE MANUFACTURER AND
SHALL BE OF GALVANIZED STEEL, ALUMINUM-ZINC ALLOY COATED STEEL OR STAINLESS STEEL
CONFORMING TO THE REQUIREMENTS OF ANSI/TPI 1. MINIMUM THICKNESS IN INCHES (OR MM FOR METRIC
UNITS), INCLUDING BOTH UNCOATED AND COATED THICKNESSES, IF GALVANIZED AND ALUMINUM-ZINC
ALLOY COATED, SHALL BE SPECIFIED FOR EACH TYPE OF METAL CONNECTOR PLATE. WORKING
STRESSES IN STEEL ARE TO BE APPLIED TO EFFECTIVENESS RATIOS FOR PLATES AS DETERMINED BY
TEST AND IN ACCORDANCE WITH ANSI/TPI 1.
b. IN HIGHLY CORROSIVE ENVIRONMENTS, SPECIAL APPLIED COATINGS OR STAINLESS STEEL MAY BE
REQUIRED, AS SPECIFIED IN THE CONTRACT DOCUMENTS.
3. MANUFACTURING
A. TRUSSES SHALL BE MANUFACTURED TO MEET THE QUALITY REQUIREMENTS OF ANSI/TPI 1 AND IN
ACCORDANCE WITH THE INFORMATION PROVIDED IN THE FINAL APPROVED TRUSS DESIGN DRAWINGS.
4. HANDLING, INSTALLING, AND BRACING
A. TRUSSES SHALL BE HANDLED DURING MANUFACTURING, DELIVERY AND BY THE CONTRACTOR AT THE JOB
SITE SO AS NOT TO BE SUBJECTED TO EXCESSIVE BENDING.
B. TRUSSES SHALL BE UNLOADED IN A MANNER SO AS TO MINIMIZE LATERAL STRAIN. TRUSSES SHALL BE
PROTECTED FROM DAMAGE THAT MIGHT RESULT FROM ON-SITE ACTIVITIES AND ENVIRONMENTAL
CONDITIONS. TRUSSES SHALL BE HANDLED IN SUCH A WAY SO AS TO PREVENT TOPPLING WHEN BANDING IS
REMOVED.
WD4.0 PREMANUFACTURED WOOD TRUSS SPECIFICATIONS (CONT):
C. CONTRACTOR SHALL BE RESPONSIBLE FOR THE HANDLING, INSTALLATION, AND TEMPORARY
RESTRAINT/BRACING OF THE TRUSSES IN A GOOD WORKMANLIKE MANNER AND IN ACCORDANCE WITH THE
RECOMMENDATIONS SET FORTH IN SBCA/TPI’S BUILDING COMPONENT SAFETY INFORMATION (BCSI): GUIDE
TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING & BRACING OF METAL PLATE CONNECTED
WOOD TRUSSES.
D. APPARENT DAMAGE TO TRUSSES, IF ANY, SHALL BE REPORTED TO TRUSS MANUFACTURER PRIOR TO
ERECTION.
E. TRUSSES SHALL BE SET AND SECURED LEVEL AND PLUMB, AND IN CORRECT LOCATION. EACH TRUSS SHALL
BE HELD IN CORRECT ALIGNMENT UNTIL SPECIFIED PERMANENT RESTRAINT AND BRACING IS INSTALLED.
F. CUTTING AND ALTERING OF TRUSSES IS NOT PERMITTED. IF ANY TRUSS SHOULD BECOME BROKEN,
DAMAGED, OR ALTERED, WRITTEN CONCURRENCE AND APPROVAL BY A REGISTERED DESIGN PROFESSIONAL
IS REQUIRED.
G. CONCENTRATED LOADS SHALL NOT BE PLACED ON TOP OF TRUSSES UNTIL ALL SPECIFIED RESTRAINT AND
BRACING HAS BEEN INSTALLED AND STRUCTURAL SHEATHING IS PERMANENTLY NAILED IN PLACE.
SPECIFICALLY AVOID STACKING FULL BUNDLES OF CONSTRUCTION MATERIALS OR OTHER CONCENTRATED
LOADS ON TOP OF TRUSSES.
H. THE TRUSS SUBMITTAL PACKAGE AND ANY SUPPLEMENTARY INFORMATION PROVIDED BY THE TRUSS
MANUFACTURER SHALL BE PROVIDED BY THE CONTRACTOR TO THE INDIVIDUAL OR ORGANIZATION
RESPONSIBLE FOR THE INSTALLATION OF THE TRUSSES.
I. TRUSSES SHALL BE PERMANENTLY RESTRAINED AND BRACED IN A MANNER CONSISTENT WITH GOOD
BUILDING PRACTICES AS OUTLINED IN BCSI AND IN ACCORDANCE WITH THE REQUIREMENTS OF THE
CONSTRUCTION DOCUMENTS. TRUSSES SHALL FURTHERMORE BE ANCHORED OR RESTRAINED TO PREVENT
OUT-OF-PLANE MOVEMENT SO AS TO KEEP ALL TRUSS MEMBERS FROM SIMULTANEOUSLY BUCKLING
TOGETHER IN THE SAME DIRECTION. SUCH PERMANENT LATERAL RESTRAINT SHALL BE ACCOMPLISHED BY:
(A) ANCHORAGE TO SOLID END WALLS; (B) PERMANENT DIAGONAL BRACING IN THE PLANE OF THE WEB
MEMBERS; OR (C) OTHER SUITABLE MEANS.
J. MATERIALS USED IN TEMPORARY AND PERMANENT RESTRAINT AND BRACING SHALL BE FURNISHED BY
CONTRACTOR.
5. MISCELLANEOUS
A. TRUSS MEMBERS AND COMPONENTS SHALL NOT BE CUT, NOTCHED, DRILLED OR OTHERWISE ALTERED IN
ANY WAY WITHOUT WRITTEN APPROVAL FROM THE TRUSS ENGINEER. WHERE FIELD REPAIRS OF DAMAGED
TRUSSES ARE REQUIRED, THE TRUSS ENGINEER SHALL SUBMIT A SIGNED/SEALED TRUSS REPAIR PROFILE TO
THE GENERAL CONTRACTOR PRIOR TO REPAIR INSTALLATION. THE GENERAL CONTRACTOR SHALL SUBMIT
ALL SIGNED/SEALED TRUSS REPAIRS TO THE STRUCTURAL ENGINEER OF RECORD ON A MONTHLY BASIS FOR
PROJECT RECORD (INFORMATIONAL PURPOSES ONLY).
B. TRUSS MANUFACTURER SHALL COORDINATE TRUSS LAYOUT WITH MECH/PLUMBING DRAWINGS TO ALLOW
ALL PIPES AND DUCTS ADEQUATE SPACE FOR PROPER INSTALLATION. THE MANUFACTURER SHALL
COORDINATE THE WEB MEMBER CONFIGURATION WITH THE MECHANICAL DRAWINGS AND ARCHITECTURAL
DRAWINGS SUCH THAT ADEQUATE OPENING IS PROVIDED FOR ANY MECHANICAL UNITS AND DUCTS AND
ACCESS CATWALKS. HARD DUCT LOCATIONS, AS INDICATED ON THE MECHANICAL DRAWINGS, SHALL BE
SHOWN ON THE SUBMITTED TRUSS LAYOUT SHOP DRAWINGS FOR DESIGN TEAM REVIEW.
C. TRUSSES SHALL BE SPACED AS SHOWN ON THE PLANS; LESSER SPACING MAY BE USED IF REQUIRED BY THE
TRUSS DESIGNER. HOWEVER, THE USE OF LESS TRUSS SPACING THAN INDICATED IN THE DESIGN
DOCUMENTS SHALL NOT BE JUSTIFICATION FOR AN OWNER CHANGE ORDER. IT IS THE RESPONSIBILITY OF
THE FRAMER AND THE TRUSS DESIGNER TO REVIEW PROJECT LOADING, REQUIRED SPANS AND TRUSS
CONFIGURATIONS DURING THE BIDDING PROCESS.
D. IN ADDITION TO THE TYPICAL TRUSS LOADING PROVIDED HEREIN, TRUSS MANUFACTURER TO COORDINATE
WITH MEP DRAWINGS FOR ADDITIONAL LOADS DUE TO WATER-FILLED PIPE SUPPORTS AND SPRINKLER PIPE
SUPPORTS. TRUSS DESIGNER SHALL APPLY A MINIMUM 250 POUND CONCENTRATED LIVE LOAD TO ANY
SINGLE FIRE SPRINKLER SUPPORT POINT TO ACCOMODATE INSTALLATION PERSONNEL PER NFPA 13
(NATIONAL FIRE PROTECTION ASSOCIATION) STANDARD FOR INSTALLATION. THE 250 POUND CONCENTRATED
LOAD IS NOT REQUIRED TO BE APPLIED CONCURRENTLY TO OTHER CONCENTRATED SUPPORT POINTS AND
NON-CURRENT WITH OTHER LIVE LOADS SUCH AS ROOF LIVE, FLOOR LIVE, SNOW, WIND, ETC.
HEADER -SEE PLAN AND
SCHEDULE
(2) 2x TOP PLATES
TRIMMER:
• (1) 2X TRIMMER AT
OPENINGS 6'-0" OR LESS
• (2) 2X TRIMMERS AT
OPENINGS 6'-0" OR
GREATERSCHEDULED 2X
WALL STUDS
FOR EACH TOP PLATE CUT,
PROVIDE A SIMPSON CS16
STRAP W/ MINIMU (13) 0.131"⌀X
2 1/2" LONG NAILS INTO HEADER
AND TOP PLATE AT EA END
KINGPOST (U.N.O. ON PLAN):
• (1) 2X KINGPOST AT OPENINGS
6'-0" OR LESS
• (2) 2X KINGPOST AT OPENINGS
6'-0" OR GREATER
• AT SHEARWALL LOCATIONS SEE
SHEARWALL END-POST DETAIL
PROVIDE (2) 16d COMMON (3 1/2" X
0.162"⌀) NAILS AT HEADERS 5 1/2"
DEEP. PROVIDE (2) ADDITIONAL
NAILS FOR EACH 2" OF ADDITIONAL
HEADER DEPTH
NOTE: SEE FASTENING
SCHEDULE FOR ALL
NAILING NOT NOTED
FLOOR SHEATHING
FLOOR TRUSS, TYP.
SEE FRAMING NOTES
MECH. BAY
COORD. LOCATION,
WIDTH & WEIGHT W/
MECH.
2' - 8" MAX.
2x6 FLAT LADDER FRAMING (T&B)
@ 24" O.C. FASTEN EA. END W/ (2)
0.148"x3" TOENAILS EA. END OR
SIMPSON Z2 CLIP
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:16:27 PMS0.300
General Notes - Wood
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/4" = 1'-0"2 Wall Plate Splice Detail
3/4" = 1'-0"1 Framed Opening in Stud Wall
3/4" = 1'-0"3 Wood Beam to Post Interior Connection
3/4" = 1'-0"4 Wood Beam to Post End Connection
3/4" = 1'-0"5 Deep Header at Cut Top Plates
3/4" = 1'-0"6 Section at Floor Truss Ladder Framing for Mech.
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
CANTILEVER TRUSS SPAN TRUSS SPAN PARALLELTRUSS SPAN
WD5.0 CONTINUOUS ROD TIE-DOWN SYSTEM (HOLDOWN) GENERAL NOTES:
A. THE CONTINUOUS ROD TIEDOWN SYSTEM SPECIFIED AND SCHEDULED FOR THIS PROJECT IS BASED ON THE
SIMPSON STRONG-TIE STRONG-ROD ANCHOR TIEDOWN SYSTEM (ATS) OR APPROVED EQUAL FOR SHEAR
WALL OVERTURNING RESTRAINT.
B. THE TOTAL VERTICAL DISPLACEMENT BETWEEN RESTRAINT LOCATIONS, INCLUDING STEEL ROD
ELONGATION AND SHRINKAGE COMPENSATING DEVICE DEFLECTION, IS CALCULATED TO BE LESS THAN 0.20
INCHES USING ALLOWABLE STRESS DESIGN (ASD).
C. THE ATS IS BE RESTRAINED BY A BEARING PLATE AND TAKE-UP DEVICE ASSEMBLY AT EACH STORY OF THE
MULTI-STORY SHEAR WALLS.
D. DO NOT WELD PRODUCTS UNLESS THE ATS INSTALLATION DETAILS SPECIFICALLY IDENTIFY A PRODUCT AS
ACCEPTABLE FOR WELDING. RODS, NUTS, AND COUPLER NUTS SHALL NOT BE WELDED.
E. IN THE EVENT OF A DISCREPANCY BETWEEN THESE STRUCTURAL DRAWINGS AND THE ATS INSTALLATION
DETAILS, THESE STRUCTURAL DRAWINGS SHALL GOVERN.
F. THE STRUCTURAL DRAWINGS ARE SPECIFIC TO THE SIMPSON STRONG-TIE STRONG-ROD ANCHOR TIEDOWN
SYSTEM (ATS) AND ARE NOT APPLICABLE TO OTHER MANUFACTURERS’CONTINUOUS ROD TIEDOWN
SYSTEMS. PROPOSED SUBSTITUTIONS OF OTHER MANUFACTURERS’CONTINUOUS ROD TIEDOWN SYSTEMS
SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL. SUBMITTAL SHALL
INCLUDE EVALUATION REPORTS INDICATING COMPLIANCE WITH GOVERNING BUILDING CODES AND TEST
DATA DEEMED ACCEPTABLE TO THE BUILDING OFFICIAL. IN ADDITION, SUBMITTAL SHALL INCLUDE
INSTALLATION DETAILS AND INSTRUCTIONS, CALCULATIONS IN ACCORDANCE WITH THE GOVERNING
BUILDING CODES, AND CERTIFICATION BY THE MANUFACTURER OF COMPLIANCE WITH THESE ATS
SPECIFICATIONS AND THE STRUCTURAL DRAWINGS.
G. ATS RUN START / TERMINATIONS SHALL BE AS SET FORTH ON THESE STRUCTURAL DRAWINGS. ALTERNATE
RUN START / TERMINATIONS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW AND
APPROVAL PRIOR TO CONCRETE PLACEMENT. SUBMITTAL SHALL INCLUDE CALCULATIONS IN COMPLIANCE
WITH THE GOVERNING BUILDING CODE, INCLUDING CONCRETE ANCHORAGE IN ACCORDANCE WITH ACI 318
PROVISIONS FOR STRENGTH DESIGN AND CONVERSION TO ASD LOAD LEVELS.
H. THE ATS IS DESIGNED TO BE INSTALLED FLOOR BY FLOOR AS THE STRUCTURE IS BUILT. INSTALLATION IN
THIS MANNER, WITH SHEAR WALLS, WILL PROVIDE A LATERAL-FORCE-RESISTING SYSTEM DURING
CONSTRUCTION. THE DESIGN AND EXPENSE OF ALTERNATIVE METHODS OF TEMPORARY LATERAL-FORCE-
RESISTING SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR.
I. A PRE-CONSTRUCTION MEETING IS RECOMMENDED WITH SIMPSON STRONG-TIE PRIOR TO PLACEMENT OF
THE CONCRETE. THE PURPOSE OF THIS MEETING IS TO ASSIST IN VERIFYING QUANTITIES AND
UNDERSTANDING THE INSTALLATION PROCESS. TO COORDINATE THIS MEETING, CALL SIMPSON STRONG-TIE
AT (800) 999-5099.
J. RTUD AND ATUD BEARING PLATES SHALL BE PROVIDED BY SIMPSON STRONG-TIE BASED ON SCHEDULED
WALL WIDTH AND MAXIMUM TAKE UP DEVICE TENSION CAPACITY AT EACH LEVEL.
WD7.0 WOOD SHRINKAGE REQUIREMENTS:
THE FOLLOWING ARE REQUIRED (GENERAL CONTRACTOR TO COORDINATE WITH ALL TRADES AS REQUIRED):
A. THE VERITCAL WOOD FRAMING SHOWN IN THE DRAWINGS IS ANTICIPATED TO SHRINK OVER TIME.
LIKEWISE, EXTERIOR MASONRY FACADE (WHEN APPLICABLE) MAY EXPAND DUE TO SEASONAL
TEMPERATURE EFFECTS. THESE DIFFERENTIAL MOVEMENTS MUST BE ACCOUNTED FOR TO PREVENT
DAMAGE TO RIGID FINISHES AND NON-STRUCTURAL ITEMS.
B. DETAILING AND CONSTRUCTION OF MECHANICAL SYSTEMS AND ARCHITECTURAL FINISHES (INCLUDING BUT
NOT LIMITED TO MASONRY FACADE, STONE FACADE, VENEERS, DRYWALL SHEATHING, PLYWOOD
SHEATHING, WINDOWS, DOOR THRESHHOLDS, OTHER BRITTLE FINISHES, AND MECHANICAL/ELECTRICAL.
PLUMBING LINES AND ROOF DRAINAGE SYSTEMS) SHALL ACCOUNT FOR ESTIMATED DIFFERENTIAL
MOVEMENT (WOOD SHRINKAGE + BRICK EXPANSION) AS INDICATED IN THE FOLLOWING TABLES WHERE '1ST
FLOOR' REPRESENTS LOWEST WOOD FRAMED LEVEL:
ESTIMATED MAXIMUM WOOD SHRINKAGE [DOWNWARD]
5TH FLOOR 1 1/4"
1"
3/4"
1/2"
1/4"
4TH FLOOR
3RD FLOOR
2ND FLOOR
1ST FLOOR
C. MASONRY LATERAL TIES SHALL ALLOW FOR FULL FREE DIFFERENTIAL MOVEMENTS DEFINED ABOVE.
D. ROUGH OPENINGS IN WOOD FRAMINGS SHALL BE OVERSIZED VERTICALLY TO PROVIDE A MINIMUM 1"
ADDITIONAL CLEARANCE BETWEEN TOP OF NON-STRUCTURAL PASS THROUGH ELEMENT AND TOP OF
HOLE.
ESTIMATED MAXIMUM BRICK EXPANSION [UPWARD] (WHEN APPLICABLE)
5TH FLOOR 5/8"
1/2"
3/8"
1/4"
1/8"
4TH FLOOR
3RD FLOOR
2ND FLOOR
1ST FLOOR
WD8.0 WOOD FASTENING SCHEDULE:
DESCRIPTION OF BUILDING ELEMENTS
1. BLOCKING BETWEEN CEILING
JOIST, RAFTERS, OR TRUSSES
TO TOP PLATE OF OTHER
FRAMING BELOW
• BLOCKING BETWEEN RAFTERS
OR TRUSS NOT AT THE WALL
TOP PLATE, TO RAFTER OR
TRUSS
• FLAT BLOCKING TO TRUSS AND
WEB FILLER
2. CEILING JOIST TO TOP PLATE
3. CEILING JOIST ATTACHED TO
PARALLEL RAFTER, LAPS OVER
PARTITIONS (NO THRUST)
(3) 8d COMMON (2 1/2" X 0.131"); OR
(3) 10d BOX (3" X 0.128"); OR
(3) 3" X 0.131" NAILS; OR
(3) 3" 14 GAGE STAPLES, 7/16" CROWN
(2) 8d COMMON (2 1/2" X 0.131"); OR
(2) 3" X 0.131" NAILS; OR
(3) 3" 14 GAGE STAPLES
(2) 16d COMMON (3 1/2" X 0.162"); OR
(2) 3" X 0.131" NAILS: OR
(2) 3" 14 GAGE STAPLES
16d COMMON (3 1/2" X 0.162") @ 6"o.c.
3" X 0.131" NAILS @ 6"o.c.
3" 14 GAGE STAPLES @ 6"o.c.
(3) 8d COMMON (2 1/2" X 0.131"); OR
(3) 10d BOX (3" X 0.128"); OR
(3) 3" X 0.131" NAILS: OR
(3) 3" 14 GAGE STAPLES, 7/16" CROWN
EACH JOIST, TOENAIL
PER TABLE FACE NAIL
FACE NAIL
END NAIL
EACH END, TOENAIL
EACH END, TOENAIL
FACE NAIL
TOENAILC
TOENAIL
ROOF
WALL
24" O.C. FACE NAIL
16" O.C. FACE NAIL
16" O.C. EACH EDGE, FACE NAIL
TOENAIL
16" O.C. FACE NAIL
12" O.C. FACE NAIL
16" O.C. FACE NAIL
12" O.C. FACE NAIL
EACH SIDE OF END JOIST,
FACE NAIL (MINIMUM 24" LAP
SPLICE LENGTH EACH SIDE OF
END JOIST)
16" O.C. FACE NAIL
TOENAIL
END NAIL
FACE NAIL
FACE NAIL
FACE NAIL
FACE NAIL
WD8.0 WOOD FASTENING SCHEDULE (CONT):
(2) 8d COMMON (2 1/2" X 0.131"); OR
(2) 10d BOX (3" X 0.128")
EACH BEARING, FACE NAIL
10d BOX (3" X 0.128"); OR
3" X 0.131" NAILS: OR
3" 14 GAGE STAPLES, 7/16" CROWN
32" O.C. FACE NAIL AT TOP AND
BOTTOM STAGGERED ON
OPPOSITE SIDES
FACE NAIL
FACE NAIL
ENDS AND AT EACH SPLICE,
FACE NAIL
EACH JOIST OR RAFTER, FACE
NAIL
END NAIL
EACH END, TOENAIL
FLOOR
6"
NUMBER AND TYPE OF FASTENERS SPACING AND LOCATION NUMBER AND TYPE OF FASTENERS SPACING AND LOCATION
(2) 16d COMMON (3 1/2" X 0.162")
20d COMMON (4" X 0.192")
(2) 16d COMMON (3 1/2" X 0.162")
24" O.C. FACE NAIL AT TOP AND
BOTTOM STAGGERED ON
OPPOSITE SIDES
AND:
(2) 20d COMMON (4" X 0.192"); OR
(3) 10d BOX (3" X 0.128"); OR
(3) 3" X 0.131" NAILS: OR
(3) 3" 14 GAGE STAPLES, 7/16" CROWN
(3) 16d COMMON (3 1/2" X 0.161"); OR
(4) 10d BOX (3" X 0.128"); OR
(4) 3" X 0.131" NAILS: OR
(4) 3" 14 GAGE STAPLES, 7/16" CROWN
(3) 16d COMMON (3 1/2" X 0.161"); OR
(4) 10d BOX (3" X 0.128"); OR
(4) 3" X 0.131" NAILS: OR
(4) 3" 14 GAGE STAPLES, 7/16" CROWN
(2) 8d COMMON (2 1/2" X 0.131"); OR
(2) 10d BOX (3" X 0.128"); OR
(2) 3" X 0.131" NAILS: OR
(2) 3" 14 GAGE STAPLES, 7/16" CROWN
29. BRIDGING OR BLOCKIN TO JOIST,
RAFTER OR TRUSS
28. JOIST TO BAND OR RIM JOIST
27. LEDGER STRIP SUPPORTING
JOIST OR RAFTERS
26. BUILT-UP GIRDERS AND BEAMS,
2" LUMBER LAYERS
25. 2" PLANK (PLANK AND BEAM -
FLOOR AND ROOF)
24. 2" SUBFLOOR TO JOIST OR
GIRDER
23. 1" X 6" SUBFLOOR OR LESS TO
EACH JOIST
30. 3/8" -1/2"h
WOOD STRUCTURAL PANELS (WSP), SUBFLOOR, ROOF AND INTERIOR WALL SHEATHING TO FRAMING
AND PARTICALBOARD WALL SHEATHING TO FRAMINGa
31. 19/32" -3/4" h
32. 7/8" -1 1/4" h
OTHER EXTERIOR WALL SHEATHING
33. 1/2" FIBERBOARD SHEATHING b
34. 25/32" FIBERBOARD SHEATHING b
WOOD STRUCTURAL PANELS, COMBINATION SUBFLOOR UNDERLAYMENT TO FRAMING
35. 3/4" AND LESS h
36. 7/8" -1" h
37. 1 1/8" -1 1/4" h
PANEL SIDING TO FRAMING
38. 1/2" OR LESS h
39. 5/8" h
INTERIOR PANELING
40. 1/4"
41. 3/8"6d CASING (2" X 0.099"); OR
6d FINISH (PANEL SUPPORTS AT 24")
4d CASING (1 1/2" X 0.080"); OR
4d FINISH (1 1/2" X 0.072")
8d CORROSION-RESISTANT SIDING
(2 3/8" X 0.128"); OR
8d CORROSION-RESISTANT CASING
(2 1/2" X 0.113")
6d CORROSION-RESISTANT SIDING
(1 7/8" X 0.106"); OR
6d CORROSION-RESISTANT CASING
(2" X 0.099")
6"
6"
6"
12"
12"
12"
12"
6"12"
6"12"
6"12"8d COMMON (2 1/2" X 0.131"); OR
6d DEFORMED (2" X 0.113")
8d COMMON (2 1/2" X 0.131"); OR
8d DEFORMED (2 1/2" X 0.131")
10d COMMON (3" X 0.148"); OR
8d DEFORMED (2 1/2" X 0.131")
1 1/2" GALVANIZED ROOFING NAIL
(7/16" HEAD DIAMETER); OR
1 1/4" 16 GAGE STAPLE WITH 7/16" OR
1" CROWN
1 3/4" GALVANIZED ROOFING NAIL
(7/16" HEAD DIAMETER); OR
1 1/2" 16 GAGE STAPLE WITH 7/16" OR
1" CROWN
3"6"
3"6"
6"12"
4"8"
6" e 6" e
6"12"
8d COMMON (2 1/2" X 0.131"); OR
6d DEFORMED (2" X 0.113")
(SUBFLOOR AND WALL)
8d COMMON OR DEFORMED (2 1/2" X
0.131") (ROOF); OR
RSRS-01 (2 3/8" X 0.113") NAIL (ROOF)d
2 3/8" X 0.113 NAIL; OR
2" 16 GAGE STAPLE W/ 7/16" CROWN
10d COMMON (3" X 0.148"); OR
8d DEFORMED (2 1/2" X 0.131")
DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENERS EDGES
(INCHES)
6"12"
6" e 6" e
4"8"
4"8"
3" f 3" f
3" f 3" f
INTERMEDIATE
SUPPORTS (INCHES)
6d COMMON DEFORMED (2" X 0.113")
(SUBFLOOR AND WALL)
8d COMMON DEFORMED (2 1/2" X
0.113") (ROOF); OR
RSRS-01 (2 3/8" X 0.113") NAIL (ROOF)d
2 3/8" X 0.266" HEAD NAIL (ROOF)
1 3/4" 16 GAGE STAPLE W/ 7/16"
CROWN (SUBFLOOR AND WALL)
2 3/8" X 0.113 NAIL (ROOF)
1 3/4" 16 GAGE STAPLE W/ 7/16"
CROWN (ROOF)
NOTES:
a. NAILS SPACED AT 6 INCHES AT INTERMEDIATE SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR
NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO
WOOD SHEAR WALL SCHEDULE AND NOTES. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON,
BOX, OR CASING
b. SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE
SUPPORTS FOR NON-STRUCTURAL APPLICATIONS. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF
STRENGTH AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED)
c. WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH THIS
SCHEDULE, THE NUMBER OF TOENAILS IN THE RAFTER SHALL BE PERMITTED TO BE REDUCED BY ONE NAIL.
d. RSRS-01 IS A SHEATHING RING SHANK NAIL MEETING THE SPECIFICATIONS IN ASTM F1667.
e. TABULATED FASTENER REQUIREMENTS APPLY WHERE THE ULTIMATE DESIGN WIND SPEED IS LESS THAN
140 MPH. FOR WOOD STRUCTURAL PANEL ROOF SHEATHING ATTACHED TO GABLE END ROOF FRAMING AND
TO INTERMEDIATE SUPPORTS WITHIN 48 INCHES OF ROOF EDGES AND RIDGES, NAILS SHALL BE SPACED AT
4 INCHES ON CENTER WHERE THE ULTIMATE WIND SPEED IS GREATER THAN 130 MPH IN EXPOSURE B OR
GREATER THAN 110 MPH IN EXPOSURE C. SPACING EXCEEDING 6 INCHES ON CENTER AT INTERMEDIATE
SUPPORTS SHALL BE PERMITTED WHERE THE FASTENING IS DESIGNED PER THE AWS NDS.
f. FASTENING IS ONLY PERMITTED WHERE THE ULTIMATE DESIGN WIND SPEED IS LESS THAN OR EQUAL TO
110 MPH
g. NAILS AND STAPLES ARE CARBON STEEL MEETING THE SPECIFICATIONS OF ASTM F1667. CONNECTIONS
USING NAILS AND STAPLES OF OTHER MATERIALS, SUCH AS STAINLESS STEEL, SHALL BE DESIGNED BY
ACCEPTABLE ENGINEERING PRACTICE APPROVED UNDER SECTION 104.11.
h. SEE WOOD CONSTRUCTION GENERAL NOTES SECTIONS C, D, AND E FOR MINIMUM NAIL SIZES TO BE USED
AT FLOOR SHEATHING (TO FRAMING), ROOF SHEATHING (TO FRAMING), AND SHEAR WALL SHEATHING (TO
FRAMING), RESPECTIVELY. SEE PLANS FOR HIGH LOAD DIAPHRAGM NAILING AND CORRESPONDING
BLOCKING WHERE OCCURS.
4. CEILING JOIST ATTACHED TO
PARALLEL RAFTER (HEEL JOINT)
(3) 10d COMMON (3" X 0.148"); OR
(4) 10d BOX (3" X 0.128"); OR
(4) 3" X 0.131" NAILS: OR
(4) 3" 14 GAGE STAPLES, 7/16" CROWN
5. COLLAR TIE TO RAFTER
(3) 10d COMMON (3" X 0.148"); OR
(3) 16d BOX (3 1/2" X 0.135"); OR
(4) 10d BOX (3" X 0.128" NAILS; OR
(4) 3" X 0.131" NAILS; OR
(4) 3" 14 GAGE STAPLES, 7/16" CROWN
6. RAFTER OR TRUSS TO TOP
PLATE
7. ROOF RAFTER TO RIDGE VALLEY
OR HIP RAFTERS; OR ROOF
RAFTER TO 2 INCH RIDGE BEAM
(3) 16d COMMON (3 1/2" X 0.162"); OR
(4) 10d BOX (3" X 0.128"); OR
(4) 3" X 0.131" NAILS: OR
(4) 3" 14 GAGE STAPLES, 7/16" CROWN
FACE NAIL
(2) 16d COMMON (3 1/2" X 0.162"); OR
(3) 10d BOX (3" X 0.128"); OR
(3) 3" X 0.131" NAILS: OR
(3) 3" 14 GAGE STAPLES, 7/16" CROWN
END NAIL
(3) 10d COMMON (3" X 0.148"); OR
(4) 16d BOX (3 1/2" X 0.135"); OR
(4) 10d BOX (3" X 0.128" NAILS; OR
(4) 3" X 0.131" NAILS; OR
(4) 3" 14 GAGE STAPLES, 7/16" CROWN
8. STUD TO STUD (NOT AT BRACED
WALL PANELS)
9. STUD TO STUD AND ABUTTING
STUDS AT INTERSECTING WALL
CORNERS (AT BRACED WALL
PANELS)
16d COMMON (3 1/2" X 0.162")
10d BOX (3" X 0.128"); OR
3" X 0.131" NAILS: OR
(3) 3" 14 GAGE STAPLES, 7/16" CROWN
16" O.C. FACE NAIL
16d COMMON (3 1/2" X 0.162"); OR
12" O.C. FACE NAIL16d BOX (3 1/2" X 0.162"); OR
3" X 0.131" NAILS: OR
(3) 3" 14 GAGE STAPLES, 7/16" CROWN 12" O.C. FACE NAIL
10. BUILT-UP HEADER (2" TO 2"
HEADER)
11. CONTINUOUS HEADER TO STUD
12. TOP PLATE TO TOP PLATE
13. TOP PLATE TO TOP PLATE, AT
END JOINTS
14. BOTTOM PLATE TO JOIST, RIM
JOIST, BAND JOIST, OR
BLOCKING (NOT AT BRACED
WALL PANELS)
15. BOTTOM PLATE TO JOIST, RIM
JOIST, BAND JOIST, OR
BLOCKING AT BRACED WALL
PANELS
16d COMMON (3 1/2" X 0.162"); OR
16d BOX (3 1/2" X 0.162"); OR
(4) 8d COMMON (2 1/2" X 0.131"); OR
(4) 10d BOX (3" X 0.128"); OR
12" O.C. EACH EDGE, FACE NAIL
16d COMMON (3 1/2" X 0.162"); OR
(4) 10d BOX (3" X 0.128" NAILS; OR
(4) 3" X 0.131" NAILS; OR
(4) 3" 14 GAGE STAPLES, 7/16" CROWN
(8) 16d BOX (3 1/2" X 0.135"); OR
(12) 10d BOX (3" X 0.128" NAILS; OR
(12) 3" X 0.131" NAILS; OR
(12) 3" 14 GAGE STAPLES, 7/16" CROWN
16d COMMON (3 1/2" X 0.162"); OR
16d BOX (3 1/2" X 0.135"); OR
3" X 0.131" NAILS; OR
3" 14 GAGE STAPLES, 7/16" CROWN
(4) 8d COMMON (2 1/2" X 0.131"); OR
(4) 10d BOX (3" X 0.128"); OR
(4) 3" X 0.131" NAILS; OR
(4) 3" 14 GAGE STAPLES, 7/16" CROWN
(2) 16d COMMON (3 1/2" X 0.162"); OR
(3) 16d BOX (3 1/2" X 0.135"); OR
(4) 3" X 0.131" NAILS; OR
(4) 3" 14 GAGE STAPLES, 7/16" CROWN
16. STUD TO TOP OR BOTTOM PLATE
(2) 16d COMMON (3 1/2" X 0.162"); OR
(3) 10d BOX (3" X 0.128"); OR
(3) 3" X 0.131" NAILS; OR
(3) 3" 14 GAGE STAPLES, 7/16" CROWN
17. TOP PLATES, LAPS AT CORNERS
AND INTERSECTIONS
(2) 16d COMMON (3 1/2" X 0.162"); OR
(3) 10d BOX (3" X 0.128"); OR
(3) 3" X 0.131" NAILS; OR
(3) 3" 14 GAGE STAPLES, 7/16" CROWN
19. 1" X 6" SHEATHING TO EACH
BEARING
(2) 8d COMMON (2 1/2" X 0.131"); OR
(2) 10d BOX (3" X 0.128")
18. 1" BRACE TO EACH STUD AND
PLATE
(2) 8d COMMON (2 1/2" X 0.131"); OR
(2) 10d BOX (3" X 0.128"); OR
(2) 3" X 0.131" NAILS; OR
(2) 3" 14 GAGE STAPLES, 7/16" CROWN
20. 1" X 8" AND WIDER SHEATHING
TO EACH BEARING
(2) 8d COMMON (2 1/2" X 0.131"); OR
(2) 10d BOX (3" X 0.128")
DESCRIPTION OF BUILDING ELEMENTS
(3) 8d COMMON (2 1/2" X 0.131"); OR FLR
(3) 10d BOX (3" X 0.128"); OR
(3) 3" X 0.131" NAILS: OR
(3) 3" 14 GAGE STAPLES, 7/16" CROWN
TOENAIL21. JOIST TO SILL, TOP PLATE, OR
GIRDER
6" O.C. TOE NAIL
8d COMMON (2 1/2" X 0.131"); OR
10d BOX (3" X 0.128"); OR
3" X 0.131" NAILS: OR
3" 14 GAGE STAPLES, 7/16" CROWN
22. RIM JOIST, BAND JOIST, OR
BLOCKING TO TOP PLATE, SILL,
OR OTHER FRAMING BELOW
WD5.1 CONTINUOUS ROD ROOF UPLIFT RESTRAINT SYSTEM GENERAL NOTES:
A. THE CONTINUOUS ROD ROOF UPLIFT RESTRAINT SYSTEM SPECIFIED AND SCHEDULED FOR THIS PROJECT IS
BASED ON THE SIMPSON STRONG-TIE “STRONG-ROD UPLIFT RESTRAINT SYSTEM FOR ROOFS”(URS) OR
APPROVED EQUAL.
B. THE URS IS BE RESTRAINED BY A BEARING PLATE AND TAKE-UP DEVICE ASSEMBLY AT THE ROOF.
C. DO NOT WELD PRODUCTS UNLESS THE URS INSTALLATION DETAILS SPECIFICALLY IDENTIFY A PRODUCT AS
ACCEPTABLE FOR WELDING. RODS, NUTS, AND COUPLER NUTS SHALL NOT BE WELDED.
D. IN THE EVENT OF A DISCREPANCY BETWEEN THESE STRUCTURAL DRAWINGS AND THE URS INSTALLATION
DETAILS, THESE STRUCTURAL DRAWINGS SHALL GOVERN.
E. THE STRUCTURAL DRAWINGS ARE SPECIFIC TO THE SIMPSON STRONG-TIE STRONG-ROD UPLIFT RESTRAINT
SYSTEM FOR ROOFS (URS) AND ARE NOT APPLICABLE TO OTHER MANUFACTURERS’CONTINUOUS ROD
UPLIFT RESTRAINT SYSTEMS. PROPOSED SUBSTITUTIONS OF OTHER MANUFACTURERS’CONTINUOUS ROD
UPLIFT RESTRAINT SYSTEMS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW AND
APPROVAL. SUBMITTAL SHALL INCLUDE EVALUATION REPORTS INDICATING COMPLIANCE WITH GOVERNING
BUILDING CODES AND TEST DATA DEEMED ACCEPTABLE TO THE BUILDING OFFICIAL. IN ADDITION,
SUBMITTAL SHALL INCLUDE INSTALLATION DETAILS AND INSTRUCTIONS, CALCULATIONS IN ACCORDANCE
WITH THE GOVERNING BUILDING CODES, AND CERTIFICATION BY THE MANUFACTURER OF COMPLIANCE
WITH THESE URS SPECIFICATIONS AND THE STRUCTURAL DRAWINGS.
F. URS RUN START/TERMINATIONS SHALL BE AS SET FORTH ON THESE STRUCTURAL DRAWINGS. ALTERNATE
RUN START/TERMINATIONS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW AND
APPROVAL PRIOR TO CONCRETE PLACEMENT. SUBMITTAL SHALL INCLUDE CALCULATIONS IN COMPLIANCE
WITH THE GOVERNING BUILDING CODE, INCLUDING CONCRETE ANCHORAGE IN ACCORDANCE WITH ACI 318
PROVISIONS FOR STRENGTH DESIGN AND CONVERSION TO ASD LOAD LEVELS.
G. A PRE-CONSTRUCTION MEETING IS RECOMMENDED WITH SIMPSON STRONG-TIE PRIOR TO PLACEMENT OF
THE CONCRETE. THE PURPOSE OF THIS MEETING IS TO ASSIST IN VERIFYING QUANTITIES AND
UNDERSTANDING THE INSTALLATION PROCESS. TO COORDINATE THIS MEETING, CALL SIMPSON STRONG-TIE
AT (800) 999-5099.
NOTES:
1. DRYWALL STACKING DURING CONSTRUCTION IS PERMITTED ONLY AS SHOWN IN ABOVE DETAIL.
2. WHEN STACKED VERTICALLY, NO MORE THAN 12 SHEETS MAY BE STACKED TOGETHER AND MAY BEAR ON THE DECK NO MORE THAN 1'-8 FROM LOAD
BEARING WALL. STACK SHEETS ON THEIR LONG END (SHORT SIDE UP).
3. WHEN LAID FLAT, NO MORE THAN 18 SHEETS MAY BE STACKED TOGETHER.
4. DRYWALL STACKS SHALL NOT BE DROPPED ONTO DECK. DECK IS NOT RATED FOR HEAVY IMPACT LOADS, AND STRUCTURAL DAMAGE MAY OCCUR FROM
DROPPING EVEN PARTIAL DRYWALL STACKS.
5. SLEEPERS ARE NOT PERMITTED UNDER DRYWALL STACKS. STACKS SHALL BEAR DIRECTLY ON DECK SUCH THAT THEIR WEIGHT IS DISTRIBUTED EQUALLY
ALONG THEIR LENGTH.
6. DRYWALL STACKS ARE NOT PERMITTED ON CANTILEVERS AND SHALL NOT OVERHANG THE BEARING WALL.
7. MAINTAIN A MINIMUM OF 2'-0 CLEAR SPACE AROUND DRYWALL STACKS WITH NO OTHER MATERIAL STORAGE. NO OTHER MATERIAL STORAGE IS PERMITTED
ADJACENT TO VERTICALLY STACKED DRYWALL IN CORRIDORS.
LOAD BEARING
WOOD STUD WALL
(12) SHEETS OF
DRYWALL MAXIMUM
WHEN STACKED
VERTICALLY(18) SHEETS MAXIMUM
WHEN LAID FLAT
APPROXIMATELY 4' - 0"
STACKING OF DRYWALL
NOT PERMITTED ON
CANTILEVERS (EITHER
VERTICALLY OR FLAT)
STACKING OF DRYWALL NOT
PERMITTED WHERE TRUSS SPAN
IS PARALLEL TO LOAD BEARING
WALL (VERTICALLY)
1' - 8" MAX
NO OTHER MATERIAL STORAGE
PERMITTED ADJACENT TO
VERTICALLY STACKED
DRYWALL IN CORRIDORSMAINTAIN 2'-0 MIN. CLEAR
SPACE ALL AROUND DRYWALL
STACKS WITH NO OTHER
MATERIAL STORAGE (TYP)
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:16:30 PMS0.301
General Notes - Wood
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1/2" = 1'-0"1 Drywall Stacking Over Load Bearing Wood Stud Walls
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
INTERIOR NON-LOAD
BEARING PARTITION
WALL -RE: ARCH.
(NOTE WALL MAY HAVE
ONE TOP PLATE AT
OPTION OF FRAMER)
FLOOR SHEATHING
2x BLOCKING BETWEEN
TRUSS LAID FLAT AT 24" O.C.
MAX -TOE NAIL TO TRUSS
TOP / BOTTOM CHORD
FLOOR TRUSS
INTERIOR NON-LOAD
BEARING PARTITION WALL -
RE: ARCH. (NOTE WALL MAY
HAVE ONE TOP PLATE AT
OPTION OF FRAMER)
FLOOR SHEATHINGFLOOR TRUSS
Wall Parallel Between Trusses Wall Perpendicular to Trusses 3/4"BLOCKING AS REQUIRED FOR
CEILING INSTALLATION
DEFLECTION SCREW NOTE:
1. PROVIDE MINIMUM (2) SCREWS PER WALL
2. SCREWS TO BE LOCATED 2'-0" MAXIMUM
FROM END OF WALL
3. INSTALL SCREWS PER MANUFACTURS
INSTALLATION INSTRUCTIONS
INTERIOR NON-LOAD
BEARING PARTITION WALL -
RE: ARCH. (NOTE WALL MAY
HAVE ONE TOP PLATE AT
OPTION OF FRAMER)
PROVIDE FASTENMASTER NLB
SCREW CONNECTOR AT 48" O.C
MAX. OR SIMPSON DEFLECTOR
SCREW AT 24" O.C. MAX. (AT 1X
UPPER TOP PLATE USE
SIMPSON SDPW14500, AT 2X
UPPER TOP PLATE USE
SIMPSON SDPW19600)
INTERIOR NON-LOAD
BEARING PARTITION WALL -
RE: ARCH. (NOTE WALL MAY
HAVE ONE TOP PLATE AT
OPTION OF FRAMER)
FLOOR SHEATHING
2X REQUIRED FOR CEILING
INSTALLATION
FLOOR TRUSS
Wall Parallel Aligned withTruss 3/4"CONT DOUBLE TOP PLATE
(AT CONTRACTORS OPTION,
UPPER TOP PLATE MAY BE
1X OR 2X WITH 2X LOWER
TOP PLATE)3/4"BLOCKING BELOW BOTTOM
PLATE
PROVIDE FASTENMASTER NLB
SCREW CONNECTOR AT 48" O.C
MAX. OR SIMPSON DEFLECTOR
SCREW AT 24" O.C. MAX. (AT 1X
UPPER TOP PLATE USE
SIMPSON SDPW14500, AT 2X
UPPER TOP PLATE USE
SIMPSON SDPW19600)
BLOCKING AS REQUIRED FOR
CEILING INSTALLATION
BLOCKING BELOW BOTTOM
PLATE
PROVIDE FASTENMASTER NLB
SCREW CONNECTOR AT 48" O.C
MAX. OR SIMPSON DEFLECTOR
SCREW AT 24" O.C. MAX. (AT 1X
UPPER TOP PLATE USE
SIMPSON SDPW14500, AT 2X
UPPER TOP PLATE USE
SIMPSON SDPW19600)
CEILING INSTALLATION TO BE
INSTALLED TO ACCOMMODATE
WALL VERTICAL MOVEMENT -
FOR RECOMENED METHODS
SEE DETAIL
INTERIOR NON-LOAD
BEARING PARTITION WALL -
RE: ARCH. (NOTE WALL MAY
HAVE ONE TOP PLATE AT
OPTION OF FRAMER)
CONT DOUBLE TOP PLATE
(AT CONTRACTORS OPTION,
UPPER TOP PLATE MAY BE
1X OR 2X WITH 2X LOWER
TOP PLATE)
CEILING INSTALLATION TO BE
INSTALLED TO ACCOMMODATE
WALL VERTICAL MOVEMENT -
FOR RECOMENED METHODS
SEE DETAIL
INTERIOR NON-LOAD
BEARING PARTITION WALL -
RE: ARCH. (NOTE WALL MAY
HAVE ONE TOP PLATE AT
OPTION OF FRAMER)
CONT DOUBLE TOP PLATE
(AT CONTRACTORS OPTION,
UPPER TOP PLATE MAY BE
1X OR 2X WITH 2X LOWER
TOP PLATE)
CEILING INSTALLATION TO BE
INSTALLED TO ACCOMMODATE
WALL VERTICAL MOVEMENT -
FOR RECOMENED METHODS
SEE DETAIL /7 S0.302/7 S0.302/7 S0.302
CONVENTIONAL
3 STUD
2 STUD / CLIP
(NON-LOAD BEARING / NON-SHEAR WALL CONDITIONS ONLY)
TWO STUD
CONFIGURATION
THREE STUD
"CALIFORNIA"
CONFIGURATION
SCHEDULED WALL
STUDS
CONVENTIONAL
CORNER
BLOCKED STUD
CONFIGURATION
SCHEDULED WALL
STUDS
SCHEDULED WALL
STUDS
2X6
2X4
PREST-ON OR EQUAL
DRYWALL FASTENERS
INSTALLED PER
MANUFACTURERS
RECOMMENDATIONS
FLUSH TOP PLATES
EXTEND UPPER TOP PLATE
AND ATTACH W/ (5) 16d
COMMON (3 1/2" X 0.162"⌀)
SEE CORNER STUD
CONFIGURATION OPTIONS
EXTEND TALLER WALL
UPPER AND LOWER TOP
PLATE OVER SHORTER WALL
AND ATTACH W/ (2) SIMPSON
SDWS22600 SCREWS
SEE CORNER STUD
CONFIGURATION
OPTIONS
ONE PLATE OFFSET CORNER
EXTEND TALLER WALL
UPPER TOP PLATE OVER
SHORTER WALL AND
ATTACH W/ (2) SIMPSON
SDWS22500 SCREWS
SEE CORNER STUD
CONFIGURATION
OPTIONS
TWO PLATE OFFSET CORNER
DOUBLE TOP PLATE TWO
PLATE OFFSET
DOUBLE TOP PLATE ONE
PLATE OFFSET
EXTEND TALLER WALL
UPPER AND LOWER TOP
PLATE OVER SHORTER WALL
AND ATTACH W/ (2) SIMPSON
SDWS22600 SCREWS
GREATER THAN TWO PLATE OFFSET CORNER
EXTENTS OF
SHORTER WALL
E X T E N T S O F T A LLE R W A LLEXTE
NTS O
F
S
H
O
RTE
R W
ALL
E
XTE
NTS O
F
S
H
O
RTE
R W
ALLDOUBLE TOP PLATE> TWO PLATEOFFSETE X T E N T S O F T A LLE R W A LLE X T E N T S O F T A LLE R W A LLSEE INTERSECTION
STUD CONFIGURATION
OPTIONS
NOTE: ON PREFAB WALLS,
UPPER TOP PLATE TO BE
INSTALLED IN FIELD TO
ALLOW WALLS TO BE TIED
TOGETHER AT CORNER AND
INTERSECTION CONDITIONS.
PROVIDE 2X BLOCKING -
ATTACH TO LOWER
WALL TOP PLATE W/ (5)
16d COMMON (3 1/2" X
0.162"⌀) OR (2) SIMPSON
SDWS22400 SCREWS
10" MIN
FLUSH TOP PLATES
EXTEND INTERSECTING WALL
UPPER TOP PLATE OVER
LOWER TOP PLATE AND
ATTACH W/ (5) 16d COMMON
(3 1/2" X 0.162"⌀) (SEE NOTE 2)
SEE INTERSECTION STUD
CONFIGURATION OPTIONS
EXTEND UPPER BLOCKING
FROM INTERSECTING AND
ATTACH W/ (5) 16d COMMON (3
1/2" X 0.162"⌀) OR (2) SIMPSON
SDWS22300 SCREWS (SEE NOTE 2)
SEE INTERSECTION STUD
CONFIGURATION OPTIONS
DOUBLE TOP PLATE TWO
PLATE OFFSET
PROVIDE (2) LAYERS OF 2X
BLOCKING -ATTACH TO
LOWER WALL TOP PLATE
W/ (2) SIMPSON SDWS22600
SCREWS
ONE PLATE OFFSET TEE
(INTERSECTION WALL SHORTER)
EXTEND BLOCKING FROM
INTERSECTING WALL AND
ATTACH W/ (5) 16d COMMON
(3 1/2" X 0.162"⌀) OR (2)
SIMPSON SDWS22300
SCREWS (SEE NOTE 2)
SEE INTERSECTION STUD
CONFIGURATION OPTIONS
DOUBLE TOP PLATE ONE
PLATE OFFSET
PROVIDE (1) LAYER OF 2X
BLOCKING -ATTACH TO
LOWER WALL TOP PLATE W/
(2) SIMPSON SDWS22400
SCREWS
10" MIN
TWO PLATE OFFSET TEE
(INTERSECTION WALL SHORTER)
2X BLOCKING TO MATCH
WALL PLATES BETWEEN
SCHEDULED STUDS AT
INTERSECTING WALL
SEE INTERSECTION
STUD CONFIGURATION
OPTIONS
EXTENTS OF
GREATER THAN TWO PLATE OFFSET TEE
(INTERSECTION WALL SHORTER)
INTERSECTING WALL
EXTEND LOWER INTERSECTING
UPPER TOP PLATE OVER
BLOCKING AT TALLER WALL
AND ATTACH W/ (5) 16d
COMMON (3 1/2" X 0.162"⌀) OR
(2) SIMPSON SDWS22300
SCREWS (SEE NOTE 2)DOUBLE TOP PLATE> TWO PLATEOFFSETSIMPSON A35 CLIP AT EACH
END OF BLOCKING
SEE INTERSECTION
STUD CONFIGURATION
OPTIONS
GREATER THAN TWO PLATE OFFSET TEE
(INTERSECTION WALL TALLER)DOUBLE TOP PLATE> TWO PLATEOFFSETEXTENTS OF
INTERSECTING WALL
EXTEND INTERSECTING WALL
UPPER TOP PLATE OVER
LOWER WALL TOP PLATES AND
(1) LAYER OF BLOCKING AND
ATTACH W/ (2) SIMPSON
SDWS22600 SCREWS (SEE NOTE 2)
SEE INTERSECTION STUD
CONFIGURATION OPTIONS
DOUBLE TOP PLATE TWO
PLATE OFFSET
TWO PLATE OFFSET TEE
(INTERSECTION WALL TALLER)
ONE PLATE OFFSET TEE
(INTERSECTION WALL TALLER)
EXTEND UPPER TOP PLATE
FROM INTERSECTING WALL
AND ATTACH W/ (5) 16d
COMMON (3 1/2" X 0.162"⌀) OR
(2) SIMPSON SDWS22400
SCREWS (SEE NOTE 2)
SEE INTERSECTION STUD
CONFIGURATION OPTIONS
DOUBLE TOP PLATE ONE
PLATE OFFSET
E
XTE
NTS O
F
TALLE
R W
ALL
EXTE
NTS O
F
TALLE
R W
ALL
NOTE:
1. ON PREFAB WALLS, UPPER TOP PLATE
TO BE INSTALLED IN FIELD TO ALLOW
WALLS TO BE TIED TOGETHER AT
CORNER AND INTERSECTION
CONDITIONS.
2. DOUBLE TOP PLATES AT EXTERIOR
CONDITIONS ARE NOT REQUIRED TO
OVERLAP WHEN SHEATHING IS RUN
CONTINUOUS AT INTERIOR FACE OF
EXTERIOR WALL AND WALL
INTERSECTING STUDS CONFIGURATIONS
ARE SCREWED TOGETHER.
EXTENTS OF
SHORTER WALL
10" MIN
EXTENTS OF
SHORTER WALL
BLOCKING
CONVENTIONAL
T-STUD
LADDER BACKING
2X4 LADDER BLOCKING
AT 16" O.C.
TEE "T" STUD
CONFIGURATION (NOTE:
AT EXTERIOR CONDITION,
SHEATHING MAY RUN
BETWEEN EXTERIOR WALL
STUDS AND FIRST
INTERIOR WALL STUD -
SCREW INTERIOR WALL
STUD TO EXTERIOR STUD
W/ SDWS22500 @ 12" O.C.
STAGGERED)
SCHEDULED WALL STUDS
CONVENTIONAL CHANNEL
"T" STUD CONFIGURATION
(NOTE: AT EXTERIOR
CONDITION, SHEATHING
MAY RUN BETWEEN
EXTERIOR WALL STUDS
AND FIRST INTERIOR WALL
STUD)
SCHEDULED WALL STUDS
SCHEDULED WALL STUDS
PREST-ON OR EQUAL
DRYWALL FASTENERS
INSTALLED PER
MANUFACTURERS
RECOMMENDATIONS
(NOTE: DRYWALL
FASTNER NOT
REQUIRED IF GYP IS
RUN CONTINUOUS)
PREST-ON OR EQUAL
DRYWALL FASTENERS
INSTALLED PER
MANUFACTURERS
RECOMMENDATIONS
(NOTE: DRYWALL FASTNER
NOT REQUIRED IF GYP IS
RUN CONTINUOUS)
CONVENTIONAL
T-STUD
LADDER BACKING
2X4 LADDER BLOCKING
AT 16" O.C.
TEE "T" STUD
CONFIGURATION
SCHEDULED WALL
STUDS
CONVENTIONAL
CHANNEL "T" STUD
CONFIGURATION
SCHEDULED WALL
STUDS
SCHEDULED WALL
STUDS
PREST-ON OR EQUAL
DRYWALL FASTENERS
INSTALLED PER
MANUFACTURERS
RECOMMENDATIONS
PREST-ON OR EQUAL
DRYWALL FASTENERS
INSTALLED PER
MANUFACTURERS
RECOMMENDATIONS
STANDARED INTERSECTION DEMISING WALL INTERSECTION
OR
4 1/2"
SDWC15450
TYPICAL OPTIONAL AT EXTERIOR
(SHEATHING CONTINUOS 1
LAYER -NON-SHEARWALL)
OPTIONAL AT EXTERIOR
(SHEATHING CONTINUOUS 1
OR 2 LAYERS -SHEAR WALL)
0.148"⌀X 3 1/2"
COMMON NAILS
@ 12" O.C.
STAGGERED
NAIL PER NAILING
SCHEDULE
TOE-NAIL LADDER
BLOCKING PER
NAILING
SCHEDULE
TOE-NAIL LADDER
BLOCKING PER
NAILING
SCHEDULE
ATTACH LADDER
BLOCKING W/ (2)
SDWC15450 EA.
SIDE
SDWS22500
SCREWS @ 12" O.C.
STAGGERED
SDWS22600
SCREWS @ 12" O.C.
TYPICAL OPTIONAL AT EXTERIOR
(SHEATHING CONTINUOS -
NON-SHEARWALL)
OPTIONAL AT EXTERIOR
(SHEATHING CONTINUOS -
SHEARWALL)
0.148"⌀X 3 1/2"
COMMON NAILS
@ 12" O.C.
NAIL PER NAILING
SCHEDULE
TYPICAL OPTIONAL AT EXTERIOR
(SHEATHING CONTINUOS -
NON-SHEARWALL)
0.148"⌀X 3 1/2"
COMMON NAILS
@ 12" O.C.
STAGGERED
NAIL PER NAILING
SCHEDULE
SDWS22500
SCREWS @ 12" O.C.
STAGGERED
OPTIONAL AT EXTERIOR
(SHEATHING CONTINUOS -
SHEARWALL)
TYPICAL OPTIONAL AT EXTERIOR
(SHEATHING CONTINUOS -
NON-SHEARWALL)
OPTIONAL AT EXTERIOR
(SHEATHING CONTINUOS -
SHEARWALL)
0.148"⌀X 3 1/2"
COMMON NAILS
@ 12" O.C.
STAGGERED
NAIL PER NAILING
SCHEDULE
TOE-NAIL LADDER
BLOCKING PER
NAILING
SCHEDULE
TOE-NAIL LADDER
BLOCKING PER
NAILING
SCHEDULE
ATTACH LADDER
BLOCKING W/ (2)
SDWC15450 EA.
SIDE
SDWS22500
SCREWS @ 12" O.C.
STAGGERED (AT
SHEAR WALL)
0.148"⌀X 3 1/2"
COMMON NAILS @
12" O.C.
STAGGERED (AT
NON-SHEAR WALL)
SDWS22600
SCREWS @
12" O.C.
TYPICAL OPTIONAL AT EXTERIOR
(SHEATHING CONTINUOS -
NON-SHEARWALL)
OPTIONAL AT EXTERIOR
(SHEATHING CONTINUOS -
SHEARWALL)
0.148"⌀X 3 1/2"
COMMON NAILS
@ 12" O.C.
NAIL PER NAILING
SCHEDULE
OR
NAIL PER NAILING
SCHEDULE
0.148"⌀X 3 1/2"
COMMON NAILS
@ 12" O.C.
SDWS22500
SCREWS @
12" O.C.
OR OR
0.148"⌀X 3 1/2"
COMMON NAILS @
12" O.C.
STAGGERED (TYP)
OR
TYPICAL OPTIONAL AT EXTERIOR
(SHEATHING CONTINUOS -
NON-SHEARWALL)
OPTIONAL AT EXTERIOR
(SHEATHING CONTINUOS -
SHEARWALL)
OR
SDWS22500
SCREWS @ 12"
O.C. STAGGERED
(AT SHEAR WALL)
0.148"⌀X 3 1/2"
COMMON NAILS @
12" O.C.
STAGGERED (AT
NON-SHEAR WALL)
SDWS22500
SCREWS @ 12"
O.C. STAGGERED
(AT SHEAR WALL)
0.148"⌀X 3 1/2"
COMMON NAILS @
12" O.C.
STAGGERED (AT
NON-SHEAR WALL)
0.148"⌀X 3 1/2"
COMMON NAILS @
12" O.C.
STAGGERED (TYP)
0.148"⌀X 3 1/2"
COMMON NAILS @
12" O.C.
STAGGERED (TYP)
NAIL PER NAILING
SCHEDULE (TYP)
NAIL PER NAILING
SCHEDULE (TYP)
16"
3/4" 8" DISTANCE TO FIRST
ATTACHMENT POINT
AT CEILING
16" MIN
MIN DISTANCE FROM
FIRST ATACHMENT
POINT AT CEILING TO
PANEL EDGE
DISTANCE TO FIRST
ATTACHMENT POINT
AT WALL
PREST-ON OR EQUAL DRYWALL
FASTENERS INSTALLED TO
CEILING SHEATHING / WALL
DOUBPE TOP PLATE PER
MANUFACTURERS
RECOMMENDATIONS
3/4"
1/4" MIN RELIEF JOINT
WALL VERT RELIEF JOINT
(PREFERED METHOD)
CEILING HINGE
(ALTERNATE METHOD)
NOTE: CEILING INSTALLATION
METHODS SHOWN ARE FOR
REFERENCE ONLY. RE: ARCH.
PROVIDE BACKER ROD /
CAULK AT RELIEF JOINT -
RE: ARCH.
CEILING SHEATHING
INSTALLED TO
RESILIENT CHANNELS
WHERE APPLICABLE
CEILING SHEATHING
INSTALLED TO
RESILIENT CHANNELS
WHERE APPLICABLE
DEFLECTION SCREW
DEFLECTION SCREW
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:16:36 PMS0.302
Typical Framing Details -
Wood
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/4" = 1'-0"6 Non Load Bearing Wall Connection
1" = 1'-0"1 Wall Corner Stud Configurations
1" = 1'-0"3 Wall Corner Top Plate Connections
1" = 1'-0"4 Wall Intersection Top Plate Connections
1" = 1'-0"2 Wall Intersection Stud Configurations
1" = 1'-0"7 Ceiling Sheating at Non-Load Bearing Wall
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
B C
EQEQEQ EQ EQEQEQ EQ
PROVIDE (2) 2X MIN
STUD PACK AT END OF
LEDGER (FASTEN
LEDGER TO INNER
STUD OF STUD PACK
HATCHED AREAS INDICATE
ZONES IN LEDGER FOR
PENETRATIONS.
..
NO OPENING IN LAST
STUD BAY AT END OF
LEDGER
SKIP STUD BAY BETWEEN
OPENINGS. NO OPENINGS
ALLOWED IN ADJACENT BAYS.
LEDGER PENETRATION / FASTENING SCHEDULE
2 X 8
LEDGER
SIZE
2 X 12
4" ⌀
PENETRATION
(MAX DIA)
8" ⌀
SDWS22400 SCREWS
NOTE:
1. SCREWS SHALL PENETRATE 2½" MINIMUM INTO CENTER OF 2X WALL MEMBERS BEHIND LEDGER. SCREWS SHALL MEET
SPACING AND EDGE DIMENSIONS SHOWN IN DETAIL BASED ON LEDGER SIZE AND INSTALLATION LOCATION.
2. INSTALLATION BASED ON TESTED CAPACITIES PER ICC-ESAC2
3. INSTALLATION BASED ON TESTED CAPACITIES PER ICC-ESAC233 AS PROVIDED BY SIMPSON STRONG-TIE.
4. LEDGER MAY BE INSTALLED OVER 1 OR 2 LAYERS OF SHEATING AS APPLICABLE.
5. SHEATHING MAY BE WOOD STRUCTURAL PANEL (OSB OR PLYWOOD) OR GYPSUM BOARD.
6. PROVIDE 2X BLOCK AS NEEDED FOR EDGE NAILING (WHEN LEDGER IS NOT INSTALLED OVER SHEATHING)
7. "MAX" CONDITION TO BE USED WHEN SPECIFIED ON PLAN, SEE DETAIL BELOW.
DIRECTLY APPLIED
TO STUD 6
APPLIED OVER (1)
LAYER OF SHEATHING
APPLIED OVER (2)
LAYER OF SHEATHING
FASTENERS
LEDGER
STUDS
2 X10 6" ⌀
SDWS22400 SCREWS
SDWS22600 SCREWS
SDWS22600 SCREWS
SDWS22600 SCREWS
SDWS22600 SCREWS
SDWS22600 SCREWS
SDWS22600 SCREWS
SDWS22600 SCREWS1 1/2"3 1/2"2 1/4"2 1/2"3 1/2"1 1/4"(2) SCREWS @
16" O.C.
(MAXIMUM) -SEE
TABLE BELOW
LEDGER -SEE
PLAN / DETAILS 2 1/4"3 1/2"2 5/8"7/8"1 1/2"2 5/8"2 5/8"2 1/2"2X8 LEDGER 2X12 LEDGER2X10 LEDGER2"3"2 1/4"2 1/4"3"3 1/4"3/4"2 1/4"3"3 1/4"2 3/4"2 1/4"3 1/2"2 5/8"2 7/8"EQ EQ EQ
(2) ADD'L SCHEDULED
SCREWS AT "MAX"
CONDITION INTO PLATE /
BLOCKING EQUALLY
SPACED BETWEEN STUDS
SECONDARY LEDGER AS APPLICABLE
TO BE FASTENED DIRECTLY TO
PRIMARY LEDGER W/ SDWS22400
SCREWS @ 12" O.C. STAGGERED.
(PROVIDE 2 SCREWS EA END)2"2"FASTEN PRIMARY
LEDGER TO
STUDS PER
DETAILS ABOVE
PRIMARY
LEDGER
SECONDARY
LEDGER
"MAX" CONDITION SECONDARY LEDGER ATTACHMENT
4 1/2"1' - 0"1' - 0"1' - 0"7/8"2 5/8"2 5/8"2 5/8"2 1/2"LEDGER -SEE
PLAN / DETAILS
LEDGER -SEE
PLAN / DETAILS
LEDGER -SEE
PLAN / DETAILS
LEDGER -SEE
PLAN / DETAILS
LEDGER -SEE
PLAN / DETAILS
LEDGER -SEE
PLAN / DETAILS
LEDGER -SEE
PLAN / DETAILS
LEDGER -SEE
PLAN / DETAILS
(2) SCREWS @
16" O.C.
(MAXIMUM) -SEE
TABLE BELOW
(2) SCREWS @
16" O.C.
(MAXIMUM) -SEE
TABLE BELOW
(3) SCREWS @
16" O.C.
(MAXIMUM) -SEE
TABLE BELOW
(3) SCREWS @
16" O.C.
(MAXIMUM) -SEE
TABLE BELOW
(3) SCREWS @
16" O.C.
(MAXIMUM) -SEE
TABLE BELOW
(3) SCREWS @
16" O.C.
(MAXIMUM) -SEE
TABLE BELOW
(4) SCREWS @
16" O.C.
(MAXIMUM) -SEE
TABLE BELOW
(3) SCREWS @
16" O.C.
(MAXIMUM) -SEE
TABLE BELOW
SIMPSON SDWC15600 SCREW
AT EACH FULL HEIGHT
TRANSOM SUPPORT STUD INTO
HEADER AT TOP AND INTO
BOTTOM PLATE AT BASE. (2)
TOTAL TOP AND BOTTOM.
UNLESS NOTED OTHERWISE,
PROVIDE (2) 2X6 STUD MIN
TRANSOM SUPPORT POST AT
EA END OF TRANSOM SUPPORT
(TRANSOM SUPPORT POST MAY
BE COMBINED WITH BEAM /
HEADER TRIMMERS)
SIMPSON SDWC15600 SCREW AT
EACH FULL HEIGHT KING-POST
(2) 2X6 (FLATWISE) TRANSOM
SUPPORT HEADER (9'-0" MAX
SPAN)
BEAM / HEADER -SEE PLAN
AND SCHEDULE
SPAN (S)DEPTH (D)OUTER 1/3 SPAN (0.33S)
NOTCHING NOT PERMITTED
MIDDLE 1/3 SPAN (0.33S)OUTER 1/3 SPAN (0.33S)
MAX
D/3
MAXD/6MAXD/42X NOMINAL CUT BEAMS AND PURLINS ENGINEERED BEAMS (GLULAM / LVL / PSL)2" MIN.MAXD/3MAX
D/3
MAXD/6SPAN (S)DEPTH (D)OUTER 1/3 SPAN (0.33S)
ALLOWABLE PENETRATION ZONE
MIDDLE 1/3 SPAN (0.33S)OUTER 1/3 SPAN (0.33S)D/3D/3D/3(MINIMUM)
THE LARGEST HOLE
2X DIAMETER OF
HEADER / BEAM DEPTH MAX ROUND HOLE SIZE
4 3/8"
5 1/2"
7 1/4" -20"
1"⌀
1 3/4"⌀
2"⌀
DASHED LINE INDICATES ALLOWABLE
HORIZONTAL PENETRATION ZONE6"
CS16 STRAP X 2'-6"
CENTERED AT STUD
TRANSITION WITH ALL
NAIL HOLES FILL, TYP.
0.148"⌀X 3" NAILS @
4" O.C. STAGGERED
4"1 1/4"4"1 1/4"
TRANSITION
STUDS
SCHEDULED
WALL STUDS
SCHEDULED
WALL STUDS
SCHEDULED
WALL STUDS
SPLICE JOINT
LOCATION -LOCATE
DIRECTLY OVER STUD
WALL DOUBLE
TOP PLATE
EQUALLY SPACED (STAGGERED)
EQUALLY SPACED (STAGGERED)
2'-0"
2'-0"
4'-0"
PER FASTENING
SCHEDULE
SCHEDULE
PER FASTENING
PER FASTENING
SCHEDULE
PER FASTENING
SCHEDULE
1 1/2"
1 1/2"
UPPER TOP PLATE SPLICE NOTES:
1. 2X4 PLATES: (14) 0.148" DIA. X 3" LONG STAGGERED
NAILS EA. SIDE OF SPLICE JOINT
2. 2X6 PLATES: (22) 0.148" DIA. X 3" LONG STAGGERED
NAILS EA. SIDE OF SPLICE JOINT
3. TYPICAL FACE NAILING: PER FASTENING SCHEDULE
4. SPLICE JOINT LOCATION SHALL OCCUR OVER WALL
STUDS. SEE REQUIRED WALL PLATE SPLICE REPAIR
DETAIL ABOVE FOR OTHER CONDITIONS (TYPICAL)
UPPER TOP PLATE SPLICE TOP PLATE SPLICE AT
CHANGE IN STUD DEPTH
(STRAP OPTION)
LOWER TOP PLATE SPLICE /
BOTTOM PLATE SPLICE
PER FASTENING
SCHEDULE PER FASTENING
SCHEDULE
PROVIDE (2) SCHEDULED
STUDS DIRECTLY UNDER
SPLICE -STITCH DOUBLE
STUDS TOGETHER PER
FASTENING SCHEDULE
WALL LOWER TOP
PLATE
2X6 UPPER TOP PLATE
RIPPED TO 3 1/2" WIDE
AT 2X4 WALL
INTERSECTION
0.148"⌀X 3" NAILS @
4" O.C. STAGGERED
4"1 1/4"4"1 1/4"
TRANSITION
STUDS
SCHEDULED
WALL STUDS
SCHEDULED
WALL STUDS
TOP PLATE SPLICE AT
CHANGE IN STUD DEPTH
(NOTCHED UPPER TOP
PLATE OPTION)
SPLICE JOINT
LOCATION -LOCATE
DIRECTLY OVER
DOUBLE STUDS
2'-0" MIN. STAGGER BETWEEN LOWER
AND UPPER TOP PLATE SPLICE
LOCATIONS
4'-0"
SPLICE JOINT
LOCATION -LOCATE
DIRECTLY OVER STUD
EQUALLY SPACED (STAGGERED)
EQUALLY SPACED (STAGGERED)
2'-0"
1 1/2"
1 1/2"2'-0"
1'-0" MIN
PER FASTENING
PER FASTENING
SCHEDULE
SCHEDULE
SCHEDULE PER FASTENING
PER FASTENING
SCHEDULE
1 1/2"
PER FASTENING
SCHEDULE PER FASTENING
SCHEDULE
5/8" MIN.
MAX
40%D
D/4
(D)
STUD
DEPTH
5/8" MIN.
MAX
50%D
D/2.5
(D)
STUD
DEPTH
(D)
STUD
DEPTH
EXTERIOR AND
LOAD BEARING
WALLS
INTERIOR NON-
LOAD BEARING
WALLS
PROTECTION AT
ELECTRICAL OR
PLUMBING
WOOD
FRAMED
LEVEL
60% HOLE
HEIGHT (H)
1ST
2ND
3RD
4TH
40% HOLE
HEIGHT (H)
1 3/4"
2 15/16"
4"
5 1/4"
2 1/2"
4 1/16"
5 1/8"
7 1/16"⌀
MAX
D/6APPROVED NAIL
STOPPER PLATE
DRILL D/6⌀HOLE
BEFORE CUTTING
NOTCH IN STUD
FOR HOLES LARGER
THAN D/6⌀, USE
APPROVED STUD
SHOE INSTALLED
PER MANUFACTURES
INSTRUCTIONS
OBLONG HOLE HEIGHT CHART (STUDS)
STUD
DEPTH D/2.5
2X4 (3 1/2")
2X6 (5 1/2")
2X8 (7 1/4")
2X10 (9 1/4")
D/4
7/8"
1 3/8"
1 13/16"
2 5/16"
1 3/8"
2 3/16"
2 7/8"
3 11/16"
NOTCH SIZE CHART (STUDS)
5/8"
MAX
40%D
5/8"
MAX
60%D
HSTANDARD
PENETRATION
OBLONG
PENETRATIONS FOR
SHRINKAGE (INSTALL
PLUMBING / CONDUIT
AT BOTT OF HOLE TO
ACCOUNT FOR
SHRINKAGE)
STANDARD
PENETRATION
OBLONG
PENETRATIONS FOR
SHRINKAGE (INSTALL
PLUMBING / CONDUIT
AT BOTT OF HOLE TO
ACCOUNT FOR
SHRINKAGE)
STUD
DEPTH
60% HOLE
DIAMETER
2X4 (3 1/2")
2X6 (5 1/2")
2X8 (7 1/4")
2X10 (9 1/4")
40% HOLE
DIAMETER
1 3/8"⌀
2 3/16"⌀
2 7/8"⌀
3 3/4"⌀
2 1/8"⌀
3 5/16"⌀
4 3/8"⌀
5 9/16"⌀
HOLE SIZE CHART (STUDS)W/2(W)PLATEWIDTHMAX50%W5/8"PLATE
WIDTH W/2 NOTCH
2X4 (3 1/2")
2X6 (5 1/2")
2X8 (7 1/4")
2X10 (9 1/4")
50% HOLE
DIAMETER
1 3/4"⌀
2 3/4"⌀
3 5/8"⌀
4 5/8"⌀
HOLE / NOTCHSIZE CHART (PLATES)
1 3/4"
2 3/4"
3 5/8"
4 5/8"
B PLATE REPAIR FOR NOTCH
> 50%WFOR OPENINGS GREATER
THAN 50% PLATES MUST
BE REINFORCED
WALL DOUBLE TOP PLATECTS218 TENSION/COMPRESSION
STRAP 2 SIDES OR HARDY SADDLE
OR APPROVED EQUAL INSTALLED
PER MANUF INSTRUCTIONS
W MAX
NOTCHES
6'-0" O.C. MIN.
BORED HOLES
1'-0" O.C. MIN.
C
PLATE REPAIR FOR
MULTIPLE/LARGE BORED HOLES
SCHEDULED STUDS
WALL SINGLE BOTTOM
PLATE
CS16 STRAP EA. PLATE
EXTEND BEYOND BORES
FILL ENDS W/ NAILS PER
MANUF INSTRUCTIONS
CS16 STRAP EA. PLATE
EXTEND BEYOND BORED
HOLES AND FILL ENDS W/
NAILS PER MANUF
INSTRUCTIONS
CTS218 TENSION/COMPRESSION
STRAP 2 SIDES OR APPROVED
EQUAL INSTALLED PER MANUF
INSTRUCTIONS
MAX.
4 1/2"
NOTCH AT EXTERIOR AND LOAD
BEARING WALL AND SHEAR WALL TOP
AND BOTTOM PLATE
MULTIPLE/LARGE BORED HOLES AT
EXTERIOR AND LOAD BEARING WALL AND
SHEAR WALL TOP AND BOTTOM PLATE
MAX.
4 1/2"3/4"< 75%W MAX.3/4"ADJACENT BORED HOLES
2" MIN. BETWEEN
1' - 3" MIN.1' - 3" MIN.
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:16:41 PMS0.303
Typical Framing Details -
Wood
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/4" = 1'-0"1 Ledger Penetrations / Attachment
1 1/2" = 1'-0"4 Transom Header / Support Post
3/4" = 1'-0"5 Allowable Penetrations in Wood Beams
1" = 1'-0"3 Wall Plate Splice Detail
1" = 1'-0"2 Allowable Notches and Penetrations in Wall Studs and Plates
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
WD9.1 WOOD WALL STUD LAYOUT KEY PLAN:
EL
STEB
ENL CSTUD KEY ABBREVIATIONS
CORRIDOR WALL
CORRIDOR WALL W/ UNIT BEARING
UNIT DEMSING WALL
C
MARK DESCRIPTION
CU
UD
INTERIOR BEARING WALLIB
EXTERIOR BEARING WALLEB
EXTERIOR NON-LOAD BEARING WALLENL
STAIR WALLST
ELEVATOR WALLEL
ENLUDSTCUDUDUDUDUDUDUDC
C CUCCUCUD
UD
IB
IB
IBIBENLENLEL
ELELIB
FIRE WALL
WD9.0 WOOD WALL STUD SCHEDULE NOTES:
A. STUD SIZES INDICATED ARE THE MINIMUM REQUIRED STRUCTURAL SIZE. CONTRACTOR TO VERIFY STUD
WALL WIDTH WITH SIZES INDICATED ON ARCHITECTURAL DRAWINGS PRIOR TO WALL PANEL FABRICATION
AND / OR INSTALLATION.
B. LOAD BEARING WALLS ARE SHOWN AS SHADED ON PLAN.
C. EXTERIOR LOAD BEARING WALLS ARE THOSE WITH FLOOR / ROOF TRUSSES ORIENTED PERPENDICULAR TO
EXTERIOR WALL.
D. EXTERIOR NON-LOAD BEARING (NLB) WALLS ARE THOSE WITH FLOOR / ROOF TRUSSES ORIENTED PARALLEL
TO EXTERIOR WALL.
E. STUDS MAY BE SOLID SAWN OR FINGER JOINTED LUMBER OF THE GRADE AND SPECIES SPECIFIED HEREIN.
F. ALL SHEAR WALLS SHALL HAVE A MAXIMUM STUD SPACING OF 16" O.C.. REFER TO BRACING PLANS FOR
SHEAR WALL LOCATIONS / LENGTHS AS NOT ALL SHEAR WALLS ARE LOAD BEARING WALLS.
G. REFER TO SHEAR WALL END ANCHORAGE PLANS FOR ADDITIONAL FRAMING MEMBERS REQUIRED AT
SHEAR WALL ENDS.
H. SEE FRAMING PLANS AND GENERAL NOTES FOR ADDITIONAL FRAMING MEMBERS NOT SHOWN OR
REFERENCED HEREIN.
I. STAIRWELL WALL FRAMING: PROVIDE (3) @ 16" @ 12" OC OR (1)2X6 @ 16" O.C. (UNO) FOR WALL HEIGHTS UP
TO 13'-6".
J. IT IS STRUCTURALLY ACCEPTABLE TO LOCATE RESIDENTIAL UNIT ELECTRICAL PANELS WITHIN 14 1/2" CLEAR
STUD BAY. CONTRACTOR TO COORDINATE ELECTRICAL PANEL LOCATIONS PRIOR TO WALL PANEL
FABRICATION AND OR INSTALLATION.
K. ALL INTERIOR NON-LOAD BEARING WALLS SHALL BE (1)2X4 @ 24" O.C. MAX UNO ON PLAN (TYPICAL)
L. PROVIDE 'DEMISING –HEAVY' STUD CONFIGURATION FOR ALL DEMISING WALLS SUPPORTING FLOOR
TRUSSES WITH SPAN LENGTHS GREATER THAN 14 FEET. USE 'DEMISING –LIGHT' STUD CONFIGURATION
FOR ALL DEMISING WALLS SUPPORTING FLOOR TRUSSES WITH SPAN LENGTHS OF 14 FEET OR LESS.
WD10.0 WOOD POST SCHEDULE NOTES:
A. WHERE POSTS OR STUDPACKS ARE NOT SPECIFIED ON PLAN AT ANY BEARING SUPPORT OF BEAMS,
HEADERS (DROP BEAMS), FLUSH BEAMS, AND GIRDER TRUSSES, SEE WOOD FRAMING GENERAL NOTE B
THROUGH D FOR MINIMUM SUPPORT MEMBERS REQUIRED.
B. WHERE STUDPACK WIDTHS ARE NOT SPECIFIED, PROVIDE STUD SIZE TO FIT WITHIN ENTIRE WALL CAVITY
(IE: PROVIDE 2X6 STUDS AT 6" NOMINAL WALL WIDTHS).
C. POST CAPS AND BASES SHALL BE SIMPSON OR APPROVED EQUAL WITH STRAPS ROTATED AS NEEDED
BASED ON POST ORIENTATION.
D. ALL POSTS THAT ARE NOT WITHIN WALL ASSEMBLY SHALL HAVE APPROPRIATE POST CAP AND BASE,
TYPICAL. UNO PROVIDE ABU TYPE BASE AT SUPPORT SLAB AND BC TYPE CAP AND BASE AT FRAMING
LEVELS.
E. POSTS AND STUDPACKS SHALL BE CONTINUOUS LEVEL BY LEVEL DOWN TO SUPPORTING SLAB WITH
SQUASH BLOCKS INSTALLED AT ALL FLOOR/ROOF CAVITIES COMPOSED OF EQUAL SIZE AND MATERIALS TO
ENSURE LOAD PATH CONTINUITY.
F. REFER TO ARCHITECTURAL DRAWINGS FOR ALL FIRE PROTECTION REQUIREMENTS, TYPICAL.
Residential Apartment Bldgs. Stud Schedule (SPF No. 2)
CORRIDOR WALLS UNIT DEMISING - LIGHT UNIT DEMISING - HEAVY UNIT INTERIOR EXTERIOR LB EXTERIOR NON-LB
2x4 2x6 2x4 2x6 2x4 2x6 2x4 2x6 2x6 2x6
Level 4 1@16"o.c. 1@16"o.c. 1@16"o.c. 1@16"o.c. 1@16"o.c. 1@16"o.c. 1@16"o.c. 1@16"o.c. 1@16"o.c. 1@16"o.c.
Level 3 1@16"o.c. 1@16"o.c. 1@16"o.c. 1@16"o.c. 1@16"o.c. 1@16"o.c. 1@16"o.c. 1@16"o.c. 1@16"o.c. 1@16"o.c.
Level 2 1@16"o.c. 1@16"o.c. 1@16"o.c. 1@16"o.c. 2@16"o.c. 1@16"o.c. 2@16"o.c. 1@16"o.c. 1@16"o.c. 1@16"o.c.
Level 1 1@12"o.c. 1@16"o.c. 1@12"o.c. 1@16"o.c. 2@12"o.c. 1@16"o.c. 3@16"o.c. 1@12"o.c. 1@16"o.c. 1@16"o.c.
SEE NOTE 'L' (WOOD WALL STUD SCHEDULE NOTES) AT DEMISING WALLS
Clubhouse Stud Schedule (SPF No. 2)
Exterior Walls Interior Bearing Walls
2x6 2x4 2x6
Level 1 1@16"o.c. 1@12"o.c. 1@16"o.c.
Garages and Maintenance Building Stud Schedule (SPF No. 2)
Exterior Walls Interior Bearing Walls
2x6 2x4
Level 1 1@16"o.c. 1@16"o.c.
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:16:46 PMS0.304
Stud / Post Schedule -
Wood
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
B2
11021102
A3
11081108
A2
11141114
B2
11161116
C1
11011101
A3
11071107
B1
11091109
A2
11131113
C1
11151115
A2
11121112
A1
11061106
A1
11051105
A1
11041104
A1
11031103
D.S.
B0
11101110
A2-G2
11111111
D.S.D.S.D.S.
D.S.D.S.D.S.
D.S.D.S.D.S.D.S.
D.S.
D.S.
D.S.
D.S.
D.S.D.S.D.S.
D.S. D.S.
D.S.
D.S.D.S.D.S. D.S.
D.S.
D.S.
D.S.
D.S.
D.S.
UP
254' - 0"
254' - 0"73' - 3"73' - 3"2' - 8"40' - 1 1/2"26' - 1"4' - 4 1/2"2' - 8"40' - 1 1/2"26' - 1"4' - 4 1/2"12' - 0"18' - 7"57' - 10 1/2"70' - 9"61' - 10 1/2"18' - 7"12' - 0"
12' - 3"20' - 2"57' - 2 1/2"70' - 9"61' - 2 1/2"20' - 2"12' - 3"
S3.100
.1_______
S3.100
.1_______
S3.100
.1_______
S3.100
.1_______
S3.100
.5_______
(TYP @ INT. GRADE
BEAMS U.N.O.)
S3.100
.6_______2' - 0"2' - 0"2' - 0"2' - 0"B/FTG @ BLDG #1 = 47'-0" (U.N.O.)
(2) #5 X 5'-0" AT
RE-ENTRANT
CORNERS, TYP.
PROVIDE 3/4" RECESS
FOR SLIDING DOOR
THRESHOLD, RE: ARCH
FOR EXACT LOCATION
(TYP. @ HATCHED AREAS)
CONCRETE PATIO SLAB,
DOWELS TO BE PROVIDED
PER DETAIL 1A/S3.100 -
RE: LANDSCAPE, TYP.
FD
SLOPERE: ARCHScale
Date
Drawn By
Checked By
Project Number
3/32" = 1'-0"3/18/2026 9:16:52 PMS1.110
Foundation Plan - Bldg
#1-T01 - Overall Plan
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/32" = 1'-0"1 Foundation Plan - Bldg #1-T01 - Overall
• THICKNESS
• REINFORCEMENT =
• NOTES:
SLAB ON GRADE:
(N.W. CONCRETE) =4"
#3 @ 15" O.C. EA. WAY
1.) REBAR SHALL BE PROPERLY CHAIRED SO IT
IS MAINTAINED AT 1/3 THE DEPTH BELOW THE
TOP SURFACE DURING CONCRETE PLACEMENT
2.) SLAB TO BE PLACED OVER COMPACTED FILL
PER GEOTECH RECOMMENDATIONS
RESIDENTIAL
FOUNDATION NOTES:
1.CONTRACTOR TO CROSS REFERENCE AND/OR VERIFY ALL DIMENSIONS,
ELEVATIONS, RECESSES, DEPRESSIONS, CURB SIZES/LOCATIONS, WALL
ELEVATIONS, GUARDRAILS, FINISHES, OPENINGS AND SLAB PENETRATION
SIZES/LOCATIONS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ARCHITECT
AND ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.
2.REFER TO ATCHITECTURAL SLAB DIMENSIONAL CONTROL PLAN FOR ALL SLAB
EDGE AND OPENING DIMENSIONS NOT SHOWN, TYPICAL.
3.TOP OF CONCRETE (TOC) = REF ARCH SITE PLAN / CIVIL
4.SLAB THICKNESS = SEE PLAN
5.CONCRETE STRENGTH = REFER TO GENERAL NOTES
6.ALL BUILDING EXTERIOR AND LOAD BEARING WALL SOLE PLATES SHALL BE
ANCHORED TO THE CONCRETE FOUNDATION WITH 5/8" DIA x 8" EMBEDMENT
ANCHOR BOLTS MINIMUM PER BOARD. ALL NON LOAD BEARING INTERIOR
WALLS SHALL HAVE SILL PLATES ATTACHED TO THE FOUNDATION WITH 0.177"
DIA x 3 1/4" P.A.F. @ 24" O.C. MAXIMUM. IN ADDITION, FASTENERS FOR
PRESERVATIVE-TREATED WOOD SHALL BE AS FOLLOWS:
A.UNCOATED IF TREATED WITH SBX/DOT & ZINC BORATE.
B.GALVANIZED (ASTM A153) IF TREATED WITH ACQ-C, ACQ-D (CARBONATE),
CA-B & CB-A; WITH OR WITHOUT AMMONIA.
C.STAINLESS STEEL (TYPE 303, 304, 305, OR 316) IF WOODS HAVE ACTUAL
RETENTION LEVELS GREATER THAN 0.40 PSF FOR ACQ, 0.41 PSF FOR CBA
A0.21 PSF FOR CA-B (GROUND CONTACT LEVEL). OR ACZA
D.ALTERNATIVELY, ALL NON-SHEAR WALL ANCHOR BOLTS AND P.A.F.S
MAY BE REPLACED WITH SIMPSON MASA/MASAP MUDSILL ANCHORS @
24" O.C. (4" MIN DISTANCE) SEE WOOD SHEAR WALL SCHEDULED FOR
ANCHORAGE AT SHEAR WALLS.
7.PIPES, CONDUIT, AND OTHER UTILITIES SHALL NOT BE LOCATED WITHIN OR
BELOW ANY GRADE BEAM OR FOOTING EXCEPT AS INDICATED ON DETAIL S3.100
8. B/FTG = BOTTOM OF FOOTING ELEVATIONS (BASED ON MINIMUM REQUIRED
EMBEDMENT FOR FROST DEPTH)
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
S.P.S.P.
B2
31163116
B0
31083108
A1
31143114
A1
31123112
A3
31103110
A2
31043104
B2
31023102
C1
31153115
A1
31133113
A1
31113111
A3
31093109
B1
31073107
A2
31033103
C1
31013101
A2
31063106
A2-G2
31053105
D.S.D.S.
D.S.
D.S.
D.S.
D.S.D.S.D.S.D.S.
D.S.D.S.D.S.
D.S.D.S.D.S.D.S.
D.S.
D.S.
D.S.
D.S.
D.S.D.S. D.S.
D.S.
D.S.D.S.D.S.
D.S.D.S. D.S.
254' - 0"73' - 3"73' - 3"251' - 8"2' - 8"40' - 1 1/2"26' - 1"4' - 4 1/2"2' - 8"40' - 1 1/2"26' - 1"4' - 4 1/2"12' - 0"18' - 7"61' - 10 1/2"70' - 9"57' - 10 1/2"18' - 7"12' - 0"
12' - 3"20' - 2"61' - 2 1/2"70' - 9"57' - 2 1/2"20' - 2"12' - 3"
S3.100
.6_______
S3.100
.5_______
(TYP @ INT. GRADE
BEAMS U.N.O.)
S3.100
.1_______
S3.100
.1_______
S3.100
.1_______
S3.100
.1_______2' - 0"2' - 0"2' - 0"2' - 0"B/FTG @ BLDG #3 = 47'-0" (U.N.O.)
(2) #5 X 5'-0" AT
RE-ENTRANT
CORNERS, TYP.
PROVIDE 3/4" RECESS
FOR SLIDING DOOR
THRESHOLD, RE: ARCH
FOR EXACT LOCATION
(TYP. @ HATCHED AREAS)
CONCRETE PATIO SLAB,
DOWELS TO BE PROVIDED
PER DETAIL 1A/S3.100 -
RE: LANDSCAPE, TYP.
FD
SLOPERE: ARCHScale
Date
Drawn By
Checked By
Project Number
3/32" = 1'-0"3/18/2026 9:16:56 PMS1.111
Foundation Plan - Bldg
#3-T01 - Overall Plan
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
• THICKNESS
• REINFORCEMENT =
• NOTES:
SLAB ON GRADE:
(N.W. CONCRETE) =4"
#3 @ 15" O.C. EA. WAY
1.) REBAR SHALL BE PROPERLY CHAIRED SO IT
IS MAINTAINED AT 1/3 THE DEPTH BELOW THE
TOP SURFACE DURING CONCRETE PLACEMENT
2.) SLAB TO BE PLACED OVER COMPACTED FILL
PER GEOTECH RECOMMENDATIONS
RESIDENTIAL
FOUNDATION NOTES:
1.CONTRACTOR TO CROSS REFERENCE AND/OR VERIFY ALL DIMENSIONS,
ELEVATIONS, RECESSES, DEPRESSIONS, CURB SIZES/LOCATIONS, WALL
ELEVATIONS, GUARDRAILS, FINISHES, OPENINGS AND SLAB PENETRATION
SIZES/LOCATIONS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ARCHITECT
AND ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.
2.REFER TO ATCHITECTURAL SLAB DIMENSIONAL CONTROL PLAN FOR ALL SLAB
EDGE AND OPENING DIMENSIONS NOT SHOWN, TYPICAL.
3.TOP OF CONCRETE (TOC) = REF ARCH SITE PLAN / CIVIL
4.SLAB THICKNESS = SEE PLAN
5.CONCRETE STRENGTH = REFER TO GENERAL NOTES
6.ALL BUILDING EXTERIOR AND LOAD BEARING WALL SOLE PLATES SHALL BE
ANCHORED TO THE CONCRETE FOUNDATION WITH 5/8" DIA x 8" EMBEDMENT
ANCHOR BOLTS MINIMUM PER BOARD. ALL NON LOAD BEARING INTERIOR
WALLS SHALL HAVE SILL PLATES ATTACHED TO THE FOUNDATION WITH 0.177"
DIA x 3 1/4" P.A.F. @ 24" O.C. MAXIMUM. IN ADDITION, FASTENERS FOR
PRESERVATIVE-TREATED WOOD SHALL BE AS FOLLOWS:
A.UNCOATED IF TREATED WITH SBX/DOT & ZINC BORATE.
B.GALVANIZED (ASTM A153) IF TREATED WITH ACQ-C, ACQ-D (CARBONATE),
CA-B & CB-A; WITH OR WITHOUT AMMONIA.
C.STAINLESS STEEL (TYPE 303, 304, 305, OR 316) IF WOODS HAVE ACTUAL
RETENTION LEVELS GREATER THAN 0.40 PSF FOR ACQ, 0.41 PSF FOR CBA
A0.21 PSF FOR CA-B (GROUND CONTACT LEVEL). OR ACZA
D.ALTERNATIVELY, ALL NON-SHEAR WALL ANCHOR BOLTS AND P.A.F.S
MAY BE REPLACED WITH SIMPSON MASA/MASAP MUDSILL ANCHORS @
24" O.C. (4" MIN DISTANCE) SEE WOOD SHEAR WALL SCHEDULED FOR
ANCHORAGE AT SHEAR WALLS.
7.PIPES, CONDUIT, AND OTHER UTILITIES SHALL NOT BE LOCATED WITHIN OR
BELOW ANY GRADE BEAM OR FOOTING EXCEPT AS INDICATED ON DETAIL S3.100
8. B/FTG = BOTTOM OF FOOTING ELEVATIONS (BASED ON MINIMUM REQUIRED
EMBEDMENT FOR FROST DEPTH)
3/32" = 1'-0"1 Foundation Plan - Bldg #3-T01 - Overall
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
B2
21152115
A1
21132113
A1
21112111
A3
21092109
A2
21072107
A2
21052105
A3
21032103
B2
21012101
B2
21022102
A2
21062106
A3
21042104
A1
21122112
A1
21142114
B2
21162116
B0
21102110
A2-G2
21082108
D.S.
D.S.
D.S. D.S.
D.S. D.S.
D.S. D.S.
D.S.
D.S.
D.S. D.S. D.S.D.S.
D.S.
D.S.
D.S.
D.S.
D.S.
D.S.D.S.
D.S.D.S. D.S. D.S. D.S.D.S. D.S.D.S.
D.S.
242' - 3"
242' - 3"70' - 8"70' - 8"4' - 4 1/2"61' - 11"4' - 4 1/2"12' - 0"18' - 7"11' - 10 1/2"26' - 1"49' - 9"35' - 6"57' - 10 1/2"18' - 7"12' - 0"4' - 4 1/2"61' - 11"4' - 4 1/2"12' - 0"18' - 7"11' - 10 1/2"26' - 1"49' - 9"35' - 6"57' - 10 1/2"18' - 7"12' - 0"
S3.100
.6_______
S3.100
.5_______
(TYP @ INT. GRADE
BEAMS U.N.O.)
S3.100
.1_______
S3.100
.1_______
S3.100
.1_______
S3.100
.1_______2' - 0"2' - 0"B/FTG @ BLDG #2 = 47'-0" (U.N.O.)
B/FTG @ BLDG #4 = 48'-6" (U.N.O.)
B/FTG @ BLDG #5 = 48'-6" (U.N.O.)
(2) #5 X 5'-0" AT
RE-ENTRANT
CORNERS, TYP.
PROVIDE 3/4" RECESS
FOR SLIDING DOOR
THRESHOLD, RE: ARCH
FOR EXACT LOCATION
(TYP. @ HATCHED AREAS)
CONCRETE PATIO SLAB,
DOWELS TO BE PROVIDED
PER DETAIL 1A/S3.100 -
RE: LANDSCAPE, TYP.
FD
SLOPERE: ARCHScale
Date
Drawn By
Checked By
Project Number
3/32" = 1'-0"3/18/2026 9:17:01 PMS1.120
Foundation Plan - Bldg
#2,#4-T02 - Overall
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/32" = 1'-0"1 Foundation Plan - Bldg #2,#4-T02 - Overall
• THICKNESS
• REINFORCEMENT =
• NOTES:
SLAB ON GRADE:
(N.W. CONCRETE) =4"
#3 @ 15" O.C. EA. WAY
1.) REBAR SHALL BE PROPERLY CHAIRED SO IT
IS MAINTAINED AT 1/3 THE DEPTH BELOW THE
TOP SURFACE DURING CONCRETE PLACEMENT
2.) SLAB TO BE PLACED OVER COMPACTED FILL
PER GEOTECH RECOMMENDATIONS
RESIDENTIAL / AMENITIES
FOUNDATION NOTES:
1.CONTRACTOR TO CROSS REFERENCE AND/OR VERIFY ALL DIMENSIONS,
ELEVATIONS, RECESSES, DEPRESSIONS, CURB SIZES/LOCATIONS, WALL
ELEVATIONS, GUARDRAILS, FINISHES, OPENINGS AND SLAB PENETRATION
SIZES/LOCATIONS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ARCHITECT
AND ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.
2.REFER TO ATCHITECTURAL SLAB DIMENSIONAL CONTROL PLAN FOR ALL SLAB
EDGE AND OPENING DIMENSIONS NOT SHOWN, TYPICAL.
3.TOP OF CONCRETE (TOC) = REF ARCH SITE PLAN / CIVIL
4.SLAB THICKNESS = SEE PLAN
5.CONCRETE STRENGTH = REFER TO GENERAL NOTES
6.ALL BUILDING EXTERIOR AND LOAD BEARING WALL SOLE PLATES SHALL BE
ANCHORED TO THE CONCRETE FOUNDATION WITH 5/8" DIA x 8" EMBEDMENT
ANCHOR BOLTS MINIMUM PER BOARD. ALL NON LOAD BEARING INTERIOR
WALLS SHALL HAVE SILL PLATES ATTACHED TO THE FOUNDATION WITH 0.177"
DIA x 3 1/4" P.A.F. @ 24" O.C. MAXIMUM. IN ADDITION, FASTENERS FOR
PRESERVATIVE-TREATED WOOD SHALL BE AS FOLLOWS:
A.UNCOATED IF TREATED WITH SBX/DOT & ZINC BORATE.
B.GALVANIZED (ASTM A153) IF TREATED WITH ACQ-C, ACQ-D (CARBONATE),
CA-B & CB-A; WITH OR WITHOUT AMMONIA.
C.STAINLESS STEEL (TYPE 303, 304, 305, OR 316) IF WOODS HAVE ACTUAL
RETENTION LEVELS GREATER THAN 0.40 PSF FOR ACQ, 0.41 PSF FOR CBA
A0.21 PSF FOR CA-B (GROUND CONTACT LEVEL). OR ACZA
D.ALTERNATIVELY, ALL NON-SHEAR WALL ANCHOR BOLTS AND P.A.F.S
MAY BE REPLACED WITH SIMPSON MASA/MASAP MUDSILL ANCHORS @
24" O.C. (4" MIN DISTANCE) SEE WOOD SHEAR WALL SCHEDULED FOR
ANCHORAGE AT SHEAR WALLS.
7.PIPES, CONDUIT, AND OTHER UTILITIES SHALL NOT BE LOCATED WITHIN OR
BELOW ANY GRADE BEAM OR FOOTING EXCEPT AS INDICATED ON DETAIL S3.100
8. B/FTG = BOTTOM OF FOOTING ELEVATIONS (BASED ON MINIMUM REQUIRED
EMBEDMENT FOR FROST DEPTH)
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
B2
11021102
A3
11081108
A2
11141114
B2
11161116
C1
11011101
A3
11071107
B1
11091109
A2
11131113
C1
11151115
A2
11121112
A1
11061106
A1
11051105
A1
11041104
A1
11031103
D.S.
B0
11101110
A2-G2
11111111
D.S.D.S.D.S.
D.S.D.S.D.S.
D.S.D.S.D.S.D.S.
D.S.
D.S.
D.S.
D.S.
D.S.D.S.D.S.
D.S. D.S.
D.S.
D.S.D.S.D.S. D.S.
D.S.
D.S.
D.S.
D.S.
D.S.3-2x8P3.5-116x12
P3.5-113-2x83-2x83-2x8
3-2x8
2-2x82-2x122-2x82-2x8 2-2x10 2-2x8 2-2x83-2x8 3-2x8 3-2x8 3-2x8 3-2x8
3-2x8 3-2x8 3-2x8 3-2x8
3-2x8 3-2x8 3-2x8 3-2x8 3-2x8
3-2x8
3-2x8
3-2x83-2x82-2x8 2-2x122-2x82-2x82-2x8 2-2x10 2-2x8
2-2x82-2x83-2x82-2x82-2x82-2x8
2-2x8
2-2x82-2x82-2x82-2x83-2x8
3-2x83-2x83-2x83-2x8 2-2x102-2x82-2x8
3-2x8 3-2x8 3-2x8 3-2x8
3-2x8 3-2x83-2x83-2x8
3-2x83-2x83-2x83-2x83-2x8
3-2x8
3-2x82-2x82-2x82-2x8 2-2x82-2x82-2x8
3-2x83-2x82-2x102-2x82-2x82-2x82-2x83-2x8P3.5-116x12
P3.5-11P5-9
P5-9
HUCQ210-3 HANGER HUCQ210-3 HANGER
STS64
STS64
(3) TRIMMERS @
EACH BEAM. (1)
KING SHARED
(3) TRIMMERS @
EACH BEAM. (1)
KING SHARED
PS3.5X9.25
PS3.5X9.25
W ECCQ CAP
PS3.5X9.25
W ECCQ CAP
(3) TRIMMERS
(1) KING
(3) TRIMMERS
@ EACH
BEAM. (1)
KING SHARED
(3) TRIMMERS
(1) KING
(4) TRIMMERS
(1) KING
(4) TRIMMERS
(1) KING
(3) TRIMMERS
(1) KING
(3) TRIMMERS
(1) KING
STS64
STS64
(3) TRIMMERS @
EACH BEAM. (1)
KING SHARED
(3) TRIMMERS @
EACH BEAM. (1)
KING SHARED
PS3.5X9.25
PS3.5X9.25
W ECCQ CAP
PS3.5X9.25
W ECCQ CAP
(3) TRIMMERS
(1) KING
(3) TRIMMERS
@ EACH
BEAM. (1)
KING SHARED
(3) TRIMMERS
(1) KING
(3) TRIMMERS @
EACH BEAM. (1)
KING SHARED (4) TRIMMERS
(1) KING
(4) TRIMMERS
(1) KING
(3) TRIMMERS
(1) KING
(3) TRIMMERS
(1) KING
MIN. STS54
MIN. STS54
(3) TRIMMERS
(1) KING
(3) TRIMMERS
(1) KING
(3) TRIMMERS @ EACH
BEAM. (1) KING SHARED
S4.110
.1_______
S4.110
.2_______
S4.110
.2_______
S4.110
.1_______
S4.110
.1_______
S4.110
.2_______
S4.110
.1_______
S4.110
.2_______
S4.110
.2_______
S4.110
.2_______
S4.110
.4_______
S4.110
.4_______
S4.110
.11_______
S4.110
.11_______
S4.110
.6_______
S4.110
.6_______
S4.110
.6_______
S4.110
.6_______
3-2x8 3-2x8
3-2x12
3-2x12
3-2x8 3-2x8P5-18P3-14
P3-14P5-18P3-14
P3-14
2 SPAN2 SPAN(3) TRIMMERS
(2) KING
STS46
STS46
STS46
STS46
(3) TRIMMERS
(2) KING
GT TO BE DESIGNED FOR
ADDITIONAL 1klf DL AND 1.4 klf LL
FROM WALL ABOVE. CENTER GT
UNDER 2x4 WALL ABOVE.
GT TO BE DESIGNED FOR
ADDITIONAL 1klf DL AND 1.4 klf LL
FROM WALL ABOVE. CENTER GT
UNDER 2x4 WALL ABOVE.
S4.110
.3_______
(4) TRIMMERS
(1) KING
STS56
ECCQ CAP
STS46
STS54
STS46
STS54
CANT. WOOD CANOPY
-SEE DETAIL /9 S4.110
CANT. WOOD CANOPY
-SEE DETAIL /9 S4.110
CANT. WOOD CANOPY
-SEE DETAIL /9 S4.110
CANT. WOOD CANOPY
-SEE DETAIL /9 S4.110
WOOD FLOOR FRAMING NOTES:
1. UNIT FLOOR FRAMING TRUSSES TO BE SPACED AS
NEEDED TO AVOID PLUMBING AND IN ACCORDANCE W/
TRUSS DESIGNER. TRUSS MANUFACTURER TO
REFERENCE GENERAL NOTES FOR TOTAL DESIGN
SUPERIMPOSED DEAD AND LIVE LOADS TO BE APPLIED
TO FLOOR AND ROOF TRUSSES. IN ADDITION, TRUSS
DESIGNER TO ASSUME 5PSF OF TOTAL SUPERIMPOSED
DEAD LOAD IS APPLIED TO TRUSS BOTTOM CHORD.
2. TRUSS LAYOUT SHALL BE COORDINATED TO AVOID
CONFLICTS WITH MEP SYSTEMS. TRUSSES SHALL NOT
BE PLACED DIRECTLY ABOVE OR BELOW ANY PARALLEL
2x6 WALLS TO PREVENT CONFLICTS WITH MEP ROUTING.
3. TRUSS SUPPLIER SHALL PROVIDE MECHANICAL CHASES
WHERE REQUIRED TO FIT MEP DUCTS AND PIPES
THROUGH TRUSS WEB OPENINGS. REFER TO MEP
DRAWINGS AND COORDINATE WITH MEP WHERE
OPENINGS ARE REQUIRED.
4. TRUSS SUPPLIER SHALL INCREASE SPACING OF
TRUSSES AT LOCATIONS WHERE MECHANICAL ERV
EQUIPMENTIS SPECIFIED. PROVIDE SUPPLEMENTAL
LADDER FRAMING AS SHOWN IN DETAIL 6/S0.303 TO
ACCOMMODATE INCREASED SPACING. REFER TO MECH
DRAWINGS FOR SIZES AND LOCATIONS.
5. HEADERS SHALL BE AT TOP OF WINDOW OPENINGS AND
DOOR OPENINGS. FLUSH BEAMS SHALL BE IN FLOOR
CAVITY (TYP. U.N.O.)
6. SEE GENERAL NOTE WD2.0 ON SHEET S0.300 FOR
MINIMUM QUANTITY OF STUDS AT BEARING ENDS OF ALL
BEAMS, HEADERS (DROP BEAMS), FLUSH BEAMS, AND
GIRDER TRUSSES. SEE POST SCHEDULE FOR STUD AND
POSTS SPECIFIED ON PLAN.
7. FLOOR AND ROOF SHEATHING SHALL BE OSB TYPICAL
EXCEPT AT CORRIDORS AND EXPOSED/EXTERIOR AREAS
WHICH SHALL BE C-D EXPOSURE 1 PLYWOOD.
8. PROVIDE 3/8" MIN HORIZONTAL GAP BETWEEN EXTERIOR
WALL SHEATHING PANELS TO ALLOW FOR SHRINKAGE.
GAP TO BE PLACED AT THE LEVEL OF THE FLOOR
SHEATHING AT EACH LEVEL (TYP)
LEGEND:
= EXTERIOR WOOD FRAMED STUD WALL
= LOAD BEARING WOOD FRAMED STUD
WALL
= HEADER (DROP BEAM)
= FLUSH BEAM
= LEDGER
= TRUSS / JOIST
= GIRDER TRUSS
WOOD BEAM / HEADER NOTES:
1. INDICATES BEAM / HEADER, SEE WOOD BEAM /
HEADER SCHEDULE
MARK
WOOD FRAMING SCHEDULE
FRAMING TYPE
(U.N.O. ON PLAN)LOCATION MAX SPACING
(U.N.O. ON PLAN)
FLOOR
CORRIDOR
ROOF
18" DEEP OPEN WEB WOOD TRUSSES
18" DEEP OPEN WEB WOOD TRUSSES
24" O.C.
24" O.C.
24" DEEP (MIN) SLOPED TOP OPEN
WEB WOOD TRUSSES 24" O.C.
NOTES:
1. BALCONY JOISTS TO BE SUPPORTED BY SIMPSON
LUS210 HANGERS EACH END (TYP U.N.O. ON PLAN).
2. ALL FRAMING EXPOSED TO EXTERIOR ELEMENTS TO
BE PRESSURE TREATED (EXCLUDING FRT AND
ENGINEERED LUMBER).
WOOD POST SCHEDULE NOTES:
A. WHERE POSTS OR STUDPACKS ARE NOT SPECIFIED ON PLAN AT ANY BEARING SUPPORT OF BEAMS,
HEADERS (DROP BEAMS), FLUSH BEAMS, AND GIRDER TRUSSES, SEE WOOD FRAMING GENERAL NOTE B
THROUGH D FOR MINIMUM SUPPORT MEMBERS REQUIRED.
B. WHERE STUDPACK WIDTHS ARE NOT SPECIFIED, PROVIDE STUD SIZE TO FIT WITHIN ENTIRE WALL CAVITY
(IE: PROVIDE 2X6 STUDS AT 6" NOMINAL WALL WIDTHS).
C. POST CAPS AND BASES SHALL BE SIMPSON OR APPROVED EQUAL WITH STRAPS ROTATED AS NEEDED
BASED ON POST ORIENTATION.
D. ALL POSTS THAT ARE NOT WITHIN WALL ASSEMBLY SHALL HAVE APPROPRIATE POST CAP AND BASE,
TYPICAL. UNO PROVIDE ABU TYPE BASE AT SUPPORT SLAB AND BC TYPE CAP AND BASE AT FRAMING
LEVELS.
E. POSTS AND STUDPACKS SHALL BE CONTINUOUS LEVEL BY LEVEL DOWN TO SUPPORTING SLAB WITH
SQUASH BLOCKS INSTALLED AT ALL FLOOR/ROOF CAVITIES COMPOSED OF EQUAL SIZE AND MATERIALS TO
ENSURE LOAD PATH CONTINUITY.
F. REFER TO ARCHITECTURAL DRAWINGS FOR ALL FIRE PROTECTION REQUIREMENTS, TYPICAL.
G. PS3.5X9.25 = 3.5X9.25 PSL POST
STS46 = (4) 2X6 STUDS
STS56 = (5) 2X6 STUDS
STS44 = (4) 2X4 STUDS
STS54 = (5) 2X4 STUDS
STS64 = (6) 2X4 STUDS
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:17:14 PMS2.112
Wood Framing Plan -
Level 2 - Bldg #1-T01 -
Overall Plan
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/32" = 1'-0"1 Wood Framing Plan - Level 2 - Bldg #1-T01 - Overall
Wood Beam Schedule
Mark Beam / Header
2-2x8 (2) 2x8
2-2x10 (2) 2x10
2-2x12 (2) 2x12
3-2x8 (3) 2x8
3-2x12 (3) 2x12
6x12 6x12
P3-14 3 1/2 x 14 PSL
P3.5-11 3 1/2 x 11 1/4 PSL
P5-9 5 1/2 x 9 1/4 PSL
P5-18 5 1/2 x 18 PSL
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
B2
12021202
A1
12041204
A1
12061206
B1
12081208
B0
12101210
A2
12121212
B2
12161216
C1
12151215
A2-G2
12111211
B1
12091209
C1
12011201
A1
12051205
B1
12071207
A2
12131213
A2
12141214
A1
12031203
WOOD FLOOR FRAMING NOTES:
1. UNIT FLOOR FRAMING TRUSSES TO BE SPACED AS
NEEDED TO AVOID PLUMBING AND IN ACCORDANCE W/
TRUSS DESIGNER. TRUSS MANUFACTURER TO
REFERENCE GENERAL NOTES FOR TOTAL DESIGN
SUPERIMPOSED DEAD AND LIVE LOADS TO BE APPLIED
TO FLOOR AND ROOF TRUSSES. IN ADDITION, TRUSS
DESIGNER TO ASSUME 5PSF OF TOTAL SUPERIMPOSED
DEAD LOAD IS APPLIED TO TRUSS BOTTOM CHORD.
2. TRUSS LAYOUT SHALL BE COORDINATED TO AVOID
CONFLICTS WITH MEP SYSTEMS. TRUSSES SHALL NOT
BE PLACED DIRECTLY ABOVE OR BELOW ANY PARALLEL
2x6 WALLS TO PREVENT CONFLICTS WITH MEP ROUTING.
3. TRUSS SUPPLIER SHALL PROVIDE MECHANICAL CHASES
WHERE REQUIRED TO FIT MEP DUCTS AND PIPES
THROUGH TRUSS WEB OPENINGS. REFER TO MEP
DRAWINGS AND COORDINATE WITH MEP WHERE
OPENINGS ARE REQUIRED.
4. TRUSS SUPPLIER SHALL INCREASE SPACING OF
TRUSSES AT LOCATIONS WHERE MECHANICAL ERV
EQUIPMENTIS SPECIFIED. PROVIDE SUPPLEMENTAL
LADDER FRAMING AS SHOWN IN DETAIL 6/S0.303 TO
ACCOMMODATE INCREASED SPACING. REFER TO MECH
DRAWINGS FOR SIZES AND LOCATIONS.
5. HEADERS SHALL BE AT TOP OF WINDOW OPENINGS AND
DOOR OPENINGS. FLUSH BEAMS SHALL BE IN FLOOR
CAVITY (TYP. U.N.O.)
6. SEE GENERAL NOTE WD2.0 ON SHEET S0.300 FOR
MINIMUM QUANTITY OF STUDS AT BEARING ENDS OF ALL
BEAMS, HEADERS (DROP BEAMS), FLUSH BEAMS, AND
GIRDER TRUSSES. SEE POST SCHEDULE FOR STUD AND
POSTS SPECIFIED ON PLAN.
7. FLOOR AND ROOF SHEATHING SHALL BE OSB TYPICAL
EXCEPT AT CORRIDORS AND EXPOSED/EXTERIOR AREAS
WHICH SHALL BE C-D EXPOSURE 1 PLYWOOD.
8. PROVIDE 3/8" MIN HORIZONTAL GAP BETWEEN EXTERIOR
WALL SHEATHING PANELS TO ALLOW FOR SHRINKAGE.
GAP TO BE PLACED AT THE LEVEL OF THE FLOOR
SHEATHING AT EACH LEVEL (TYP)
LEGEND:
= EXTERIOR WOOD FRAMED STUD WALL
= LOAD BEARING WOOD FRAMED STUD
WALL
= HEADER (DROP BEAM)
= FLUSH BEAM
= LEDGER
= TRUSS / JOIST
= GIRDER TRUSS
WOOD BEAM / HEADER NOTES:
1. INDICATES BEAM / HEADER, SEE WOOD BEAM /
HEADER SCHEDULE
MARK
WOOD FRAMING SCHEDULE
FRAMING TYPE
(U.N.O. ON PLAN)LOCATION MAX SPACING
(U.N.O. ON PLAN)
FLOOR
CORRIDOR
ROOF
18" DEEP OPEN WEB WOOD TRUSSES
18" DEEP OPEN WEB WOOD TRUSSES
24" O.C.
24" O.C.
24" DEEP (MIN) SLOPED TOP OPEN
WEB WOOD TRUSSES 24" O.C.
NOTES:
1. BALCONY JOISTS TO BE SUPPORTED BY SIMPSON
LUS210 HANGERS EACH END (TYP U.N.O. ON PLAN).
2. ALL FRAMING EXPOSED TO EXTERIOR ELEMENTS TO
BE PRESSURE TREATED (EXCLUDING FRT AND
ENGINEERED LUMBER).3-2x8P3.5-11P3.5-116x12
2-2x8
2-2x82-2x122-2x82-2x82-2x82-2x83-2x8
3-2x82-2x103-2x83-2x83-2x82-2x82-2x82-2x102-2x8
3-2x8
3-2x8
3-2x83-2x82-2x82-2x8
2-2x82-2x8
2-2x8
3-2x83-2x83-2x83-2x83-2x8
3-2x83-2x83-2x8
3-2x8
2-2x8
2-2x8
3-2x83-2x83-2x8
3-2x83-2x83-2x83-2x8 3-2x83-2x83-2x83-2x83-2x8
3-2x83-2x83-2x83-2x83-2x8
2-2x8
2-2x82-2x8
2-2x8
2-2x8
2-2x8
3-2x8
3-2x8
3-2x83-2x83-2x8P3.5-11P3.5-116x122-2x122-2x82-2x8 2-2x10 2-2x8
2-2x82-2x82-2x82-2x82-2x82-2x103-2x83-2x83-2x8
3-2x82-2x82-2x8HUCQ210-3 HANGER HUCQ210-3 HANGER
LVL2-3:STS54
W/ CCQ CAP
LVL2-3: (3) TRIMMERS
@ EACH BEAM. (1) KING
SHARED
LVL2-3: (3)
TRIMMERS @
EACH BEAM. (1)
KING SHARED
LVL3-4: STS44
LVL2-3: STS64
W/ CCQ CAP
LVL3-4: STS44
LVL2-3: STS64
W/ ECCQ CAP
LVL3-4: STS44
LVL2-3: STS64
W/ ECCQ CAP
LVL3-4: STS44
LVL2-3: STS64
W/ ECCQ CAP
LVL2-3: (3)
TRIMMERS @
EACH BEAM. (1)
KING SHARED(3) TRIMMERS
(1) KING
(3) TRIMMERS
(1) KING
LVL2-3: MIN STS44
LVL2-3: MIN STS44
(3) TRIMMERS
(1) KING
(3) TRIMMERS
(1) KING
(3) TRIMMERS
(1) SHARED KING
LVL2-3: STS54 W/
ECCQ CAP FOR GT
LVL2-3: STS54 W/
ECCQ CAP FOR GT
LVL2-3: (3) TRIMMERS @
EACH BEAM. (1) KING
SHARED
LVL2-3: (3)
TRIMMERS @
EACH BEAM. (1)
KING SHARED
LVL3-4: STS44
LVL2-3: STS64
W/ CCQ CAP
LVL4: STS44
LVL3: STS64 W/
ECCQ CAP
LVL4: STS44
LVL3: STS64
W/ ECCQ CAP
LVL4: STS44
LVL3: STS64
W/ ECCQ CAP
LVL2-3: (3)
TRIMMERS @ EACH
BEAM. (1) KING
SHARED (3) TRIMMERS
(1) KING
(3) TRIMMERS
(1) KING
LVL4: STS44
LVL3: STS64
W/ ECCQ CAP
S4.110
.1_______
S4.110
.2_______
S4.110
.2_______
S4.110
.1_______
S4.110
.1_______
S4.110
.2_______
S4.110
.1_______
S4.110
.2_______
S4.110
.2_______
S4.110
.2_______
S4.110
.4_______
S4.110
.4_______
S4.110
.11_______
S4.110
.11_______
S4.110
.6_______
S4.110
.6_______
S4.110
.6_______
S4.110
.6_______
3-2x83-2x83-2x8
2-2x8
2-2x8
3-2x83-2x83-2x8 2-2x82-2x102-2x82-2x10S4.110
.3_______
(3) TRIMMERS
(1) KING
STS44
(3) TRIMMERS
(1) KING
STS44
LVL3-4: STS44
LVL2-3: STS64
W/ ECCQ CAP
WOOD POST SCHEDULE NOTES:
A. WHERE POSTS OR STUDPACKS ARE NOT SPECIFIED ON PLAN AT ANY BEARING SUPPORT OF BEAMS,
HEADERS (DROP BEAMS), FLUSH BEAMS, AND GIRDER TRUSSES, SEE WOOD FRAMING GENERAL NOTE B
THROUGH D FOR MINIMUM SUPPORT MEMBERS REQUIRED.
B. WHERE STUDPACK WIDTHS ARE NOT SPECIFIED, PROVIDE STUD SIZE TO FIT WITHIN ENTIRE WALL CAVITY
(IE: PROVIDE 2X6 STUDS AT 6" NOMINAL WALL WIDTHS).
C. POST CAPS AND BASES SHALL BE SIMPSON OR APPROVED EQUAL WITH STRAPS ROTATED AS NEEDED
BASED ON POST ORIENTATION.
D. ALL POSTS THAT ARE NOT WITHIN WALL ASSEMBLY SHALL HAVE APPROPRIATE POST CAP AND BASE,
TYPICAL. UNO PROVIDE ABU TYPE BASE AT SUPPORT SLAB AND BC TYPE CAP AND BASE AT FRAMING
LEVELS.
E. POSTS AND STUDPACKS SHALL BE CONTINUOUS LEVEL BY LEVEL DOWN TO SUPPORTING SLAB WITH
SQUASH BLOCKS INSTALLED AT ALL FLOOR/ROOF CAVITIES COMPOSED OF EQUAL SIZE AND MATERIALS TO
ENSURE LOAD PATH CONTINUITY.
F. REFER TO ARCHITECTURAL DRAWINGS FOR ALL FIRE PROTECTION REQUIREMENTS, TYPICAL.
G. PS3.5X9.25 = 3.5X9.25 PSL POST
STS46 = (4) 2X6 STUDS
STS56 = (5) 2X6 STUDS
STS44 = (4) 2X4 STUDS
STS54 = (5) 2X4 STUDS
STS64 = (6) 2X4 STUDS
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:17:24 PMS2.113
Wood Framing Plan -
Levels 3&4 - Bldg
#1-T01 - Overall Plan
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
Wood Beam Schedule
Mark Beam / Header
2-2x8 (2) 2x8
2-2x10 (2) 2x10
2-2x12 (2) 2x12
3-2x8 (3) 2x8
6x12 6x12
P3.5-11 3 1/2 x 11 1/4 PSL
3/32" = 1'-0"1 Wood Framing Plan - Level 3&4 - Bldg #1-T01
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
B2
31163116
B0
31083108
A1
31143114
A1
31123112
A3
31103110
A2
31043104
B2
31023102
C1
31153115
A1
31133113
A1
31113111
A3
31093109
B1
31073107
A2
31033103
C1
31013101
A2
31063106
A2-G2
31053105
D.S.D.S.
D.S.
D.S.
D.S.
D.S.D.S.D.S.D.S.
D.S.D.S.D.S.
D.S.D.S.D.S.D.S.
D.S.
D.S.
D.S.
D.S.
D.S.D.S. D.S.
D.S.
D.S.D.S.D.S.
D.S.D.S. D.S.
WOOD FLOOR FRAMING NOTES:
1. UNIT FLOOR FRAMING TRUSSES TO BE SPACED AS
NEEDED TO AVOID PLUMBING AND IN ACCORDANCE W/
TRUSS DESIGNER. TRUSS MANUFACTURER TO
REFERENCE GENERAL NOTES FOR TOTAL DESIGN
SUPERIMPOSED DEAD AND LIVE LOADS TO BE APPLIED
TO FLOOR AND ROOF TRUSSES. IN ADDITION, TRUSS
DESIGNER TO ASSUME 5PSF OF TOTAL SUPERIMPOSED
DEAD LOAD IS APPLIED TO TRUSS BOTTOM CHORD.
2. TRUSS LAYOUT SHALL BE COORDINATED TO AVOID
CONFLICTS WITH MEP SYSTEMS. TRUSSES SHALL NOT
BE PLACED DIRECTLY ABOVE OR BELOW ANY PARALLEL
2x6 WALLS TO PREVENT CONFLICTS WITH MEP ROUTING.
3. TRUSS SUPPLIER SHALL PROVIDE MECHANICAL CHASES
WHERE REQUIRED TO FIT MEP DUCTS AND PIPES
THROUGH TRUSS WEB OPENINGS. REFER TO MEP
DRAWINGS AND COORDINATE WITH MEP WHERE
OPENINGS ARE REQUIRED.
4. TRUSS SUPPLIER SHALL INCREASE SPACING OF
TRUSSES AT LOCATIONS WHERE MECHANICAL ERV
EQUIPMENTIS SPECIFIED. PROVIDE SUPPLEMENTAL
LADDER FRAMING AS SHOWN IN DETAIL 6/S0.303 TO
ACCOMMODATE INCREASED SPACING. REFER TO MECH
DRAWINGS FOR SIZES AND LOCATIONS.
5. HEADERS SHALL BE AT TOP OF WINDOW OPENINGS AND
DOOR OPENINGS. FLUSH BEAMS SHALL BE IN FLOOR
CAVITY (TYP. U.N.O.)
6. SEE GENERAL NOTE WD2.0 ON SHEET S0.300 FOR
MINIMUM QUANTITY OF STUDS AT BEARING ENDS OF ALL
BEAMS, HEADERS (DROP BEAMS), FLUSH BEAMS, AND
GIRDER TRUSSES. SEE POST SCHEDULE FOR STUD AND
POSTS SPECIFIED ON PLAN.
7. FLOOR AND ROOF SHEATHING SHALL BE OSB TYPICAL
EXCEPT AT CORRIDORS AND EXPOSED/EXTERIOR AREAS
WHICH SHALL BE C-D EXPOSURE 1 PLYWOOD.
8. PROVIDE 3/8" MIN HORIZONTAL GAP BETWEEN EXTERIOR
WALL SHEATHING PANELS TO ALLOW FOR SHRINKAGE.
GAP TO BE PLACED AT THE LEVEL OF THE FLOOR
SHEATHING AT EACH LEVEL (TYP)
LEGEND:
= EXTERIOR WOOD FRAMED STUD WALL
= LOAD BEARING WOOD FRAMED STUD
WALL
= HEADER (DROP BEAM)
= FLUSH BEAM
= LEDGER
= TRUSS / JOIST
= GIRDER TRUSS
WOOD BEAM / HEADER NOTES:
1. INDICATES BEAM / HEADER, SEE WOOD BEAM /
HEADER SCHEDULE
MARK
WOOD FRAMING SCHEDULE
FRAMING TYPE
(U.N.O. ON PLAN)LOCATION MAX SPACING
(U.N.O. ON PLAN)
FLOOR
CORRIDOR
ROOF
18" DEEP OPEN WEB WOOD TRUSSES
18" DEEP OPEN WEB WOOD TRUSSES
24" O.C.
24" O.C.
24" DEEP (MIN) SLOPED TOP OPEN
WEB WOOD TRUSSES 24" O.C.
NOTES:
1. BALCONY JOISTS TO BE SUPPORTED BY SIMPSON
LUS210 HANGERS EACH END (TYP U.N.O. ON PLAN).
2. ALL FRAMING EXPOSED TO EXTERIOR ELEMENTS TO
BE PRESSURE TREATED (EXCLUDING FRT AND
ENGINEERED LUMBER).3-2x83-2x83-2x8
3-2x8
3-2x8 3-2x8 3-2x8 3-2x83-2x8
3-2x8 3-2x8 3-2x8 3-2x8
3-2x8 3-2x8 3-2x8 3-2x8 3-2x8
3-2x8
3-2x8
3-2x83-2x83-2x83-2x83-2x83-2x8
3-2x8
3-2x83-2x83-2x8 3-2x8 3-2x8
3-2x8 3-2x8 3-2x8 3-2x8
3-2x8 3-2x8 3-2x8 3-2x8 3-2x8
3-2x8
3-2x83-2x83-2x83-2x8P3.5-116x12 P3.5-11P3.5-116x12
P3.5-112-2x122-2x82-2x8 2-2x10 2-2x8
2-2x82-2x102-2x82-2x82-2x82-2x82-2x82-2x8
2-2x8
P5-9
P5-9 2-2x8
2-2x8
2-2x82-2x83-2x8 2-2x8
2-2x8
2-2x8
2-2x8 2-2x8
2-2x8
2-2x8
2-2x8
2-2x102-2x82-2x82-2x82-2x82-2x122-2x82-2x8 2-2x10 2-2x8 2-2x82-2x8
HUCQ210-3 HANGER HUCQ210-3 HANGER
STS64
STS64
(3) TRIMMERS @
EACH BEAM. (1)
KING SHARED
(3) TRIMMERS @
EACH BEAM. (1)
KING SHARED
PS3.5X9.25
PS3.5X9.25
W ECCQ CAP
PS3.5X9.25
W ECCQ CAP
(3) TRIMMERS
(1) KING
(3) TRIMMERS
@ EACH
BEAM. (1)
KING SHARED
(3) TRIMMERS
(1) KING
(3) TRIMMERS @
EACH BEAM. (1)
KING SHARED(4) TRIMMERS
(1) KING
(4) TRIMMERS
(1) KING
(3) TRIMMERS
(1) KING
(3) TRIMMERS
(1) KING
STS64
STS64
(3) TRIMMERS @
EACH BEAM. (1)
KING SHARED
(3) TRIMMERS @
EACH BEAM. (1)
KING SHARED
PS3.5X9.25
PS3.5X9.25
W ECCQ CAP
PS3.5X9.25
W ECCQ CAP
(3) TRIMMERS
(1) KING
(3) TRIMMERS
@ EACH
BEAM. (1)
KING SHARED
(3) TRIMMERS
(1) KING
(3) TRIMMERS @
EACH BEAM. (1)
KING SHARED (4) TRIMMERS
(1) KING
(4) TRIMMERS
(1) KING
(3) TRIMMERS
(1) KING
(3) TRIMMERS
(1) KING
MIN. STS54
MIN. STS54
(3) TRIMMERS
(1) KING
(3) TRIMMERS
(1) KING
(3) TRIMMERS @ EACH
BEAM. (1) KING SHARED
S4.110
.1_______
S4.110
.2_______
S4.110
.2_______
S4.110
.1_______
S4.110
.1_______
S4.110
.2_______
S4.110
.1_______
S4.110
.2_______S4.110
.2_______
S4.110
.2_______
S4.110
.4_______
S4.110
.4_______
S4.110
.11_______
S4.110
.11_______
S4.110
.6_______
S4.110
.6_______
S4.110
.6_______
S4.110
.6_______
3-2x8 3-2x8
3-2x12
3-2x8 3-2x8
3-2x12
P5-18P3-14
P3-14
P3-14 P5-18P3-14
2 SPAN2 SPAN(4) TRIMMERS
(1) KING
STS56
ECCQ CAP
(3) TRIMMERS
(2) KING
STS46
STS46
GT TO BE DESIGNED FOR
ADDITIONAL 1klf DL AND 1.4 klf LL
FROM WALL ABOVE. CENTER GT
UNDER 2x4 WALL ABOVE.
STS46
STS46
(3) TRIMMERS
(2) KING
GT TO BE DESIGNED FOR
ADDITIONAL 1klf DL AND 1.4 klf LL
FROM WALL ABOVE. CENTER GT
UNDER 2x4 WALL ABOVE.
S4.110
.3_______
STS46
STS54
STS46
STS54
CANT. WOOD CANOPY
-SEE DETAIL /9 S4.110
CANT. WOOD CANOPY
-SEE DETAIL /9 S4.110
CANT. WOOD CANOPY
-SEE DETAIL /9 S4.110
CANT. WOOD CANOPY
-SEE DETAIL /9 S4.110
WOOD POST SCHEDULE NOTES:
A. WHERE POSTS OR STUDPACKS ARE NOT SPECIFIED ON PLAN AT ANY BEARING SUPPORT OF BEAMS,
HEADERS (DROP BEAMS), FLUSH BEAMS, AND GIRDER TRUSSES, SEE WOOD FRAMING GENERAL NOTE B
THROUGH D FOR MINIMUM SUPPORT MEMBERS REQUIRED.
B. WHERE STUDPACK WIDTHS ARE NOT SPECIFIED, PROVIDE STUD SIZE TO FIT WITHIN ENTIRE WALL CAVITY
(IE: PROVIDE 2X6 STUDS AT 6" NOMINAL WALL WIDTHS).
C. POST CAPS AND BASES SHALL BE SIMPSON OR APPROVED EQUAL WITH STRAPS ROTATED AS NEEDED
BASED ON POST ORIENTATION.
D. ALL POSTS THAT ARE NOT WITHIN WALL ASSEMBLY SHALL HAVE APPROPRIATE POST CAP AND BASE,
TYPICAL. UNO PROVIDE ABU TYPE BASE AT SUPPORT SLAB AND BC TYPE CAP AND BASE AT FRAMING
LEVELS.
E. POSTS AND STUDPACKS SHALL BE CONTINUOUS LEVEL BY LEVEL DOWN TO SUPPORTING SLAB WITH
SQUASH BLOCKS INSTALLED AT ALL FLOOR/ROOF CAVITIES COMPOSED OF EQUAL SIZE AND MATERIALS TO
ENSURE LOAD PATH CONTINUITY.
F. REFER TO ARCHITECTURAL DRAWINGS FOR ALL FIRE PROTECTION REQUIREMENTS, TYPICAL.
G. PS3.5X9.25 = 3.5X9.25 PSL POST
STS46 = (4) 2X6 STUDS
STS56 = (5) 2X6 STUDS
STS44 = (4) 2X4 STUDS
STS54 = (5) 2X4 STUDS
STS64 = (6) 2X4 STUDS
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:17:34 PMS2.122
Wood Framing Plan -
Level 2 - Bldg #3-T01 -
Overall Plan
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
Wood Beam Schedule
Mark Beam / Header
2-2x8 (2) 2x8
2-2x10 (2) 2x10
2-2x12 (2) 2x12
3-2x8 (3) 2x8
3-2x12 (3) 2x12
6x12 6x12
P3-14 3 1/2 x 14 PSL
P3.5-11 3 1/2 x 11 1/4 PSL
P5-9 5 1/2 x 9 1/4 PSL
P5-18 5 1/2 x 18 PSL
3/32" = 1'-0"1 Wood Framing Plan - Level 2 - Bldg #3-T01 - Overall
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
A2-G2
32053205
A2
32033203
C1
32013201
B2
32023202
A2
32043204
A2
32063206
B0
32083208
B1
32103210
A1
32123212
A1
32143214
B2
32163216
B1
32073207
B1
32093209
A1
32113211
A1
32133213
C1
32153215
WOOD FLOOR FRAMING NOTES:
1. UNIT FLOOR FRAMING TRUSSES TO BE SPACED AS
NEEDED TO AVOID PLUMBING AND IN ACCORDANCE W/
TRUSS DESIGNER. TRUSS MANUFACTURER TO
REFERENCE GENERAL NOTES FOR TOTAL DESIGN
SUPERIMPOSED DEAD AND LIVE LOADS TO BE APPLIED
TO FLOOR AND ROOF TRUSSES. IN ADDITION, TRUSS
DESIGNER TO ASSUME 5PSF OF TOTAL SUPERIMPOSED
DEAD LOAD IS APPLIED TO TRUSS BOTTOM CHORD.
2. TRUSS LAYOUT SHALL BE COORDINATED TO AVOID
CONFLICTS WITH MEP SYSTEMS. TRUSSES SHALL NOT
BE PLACED DIRECTLY ABOVE OR BELOW ANY PARALLEL
2x6 WALLS TO PREVENT CONFLICTS WITH MEP ROUTING.
3. TRUSS SUPPLIER SHALL PROVIDE MECHANICAL CHASES
WHERE REQUIRED TO FIT MEP DUCTS AND PIPES
THROUGH TRUSS WEB OPENINGS. REFER TO MEP
DRAWINGS AND COORDINATE WITH MEP WHERE
OPENINGS ARE REQUIRED.
4. TRUSS SUPPLIER SHALL INCREASE SPACING OF
TRUSSES AT LOCATIONS WHERE MECHANICAL ERV
EQUIPMENTIS SPECIFIED. PROVIDE SUPPLEMENTAL
LADDER FRAMING AS SHOWN IN DETAIL 6/S0.303 TO
ACCOMMODATE INCREASED SPACING. REFER TO MECH
DRAWINGS FOR SIZES AND LOCATIONS.
5. HEADERS SHALL BE AT TOP OF WINDOW OPENINGS AND
DOOR OPENINGS. FLUSH BEAMS SHALL BE IN FLOOR
CAVITY (TYP. U.N.O.)
6. SEE GENERAL NOTE WD2.0 ON SHEET S0.300 FOR
MINIMUM QUANTITY OF STUDS AT BEARING ENDS OF ALL
BEAMS, HEADERS (DROP BEAMS), FLUSH BEAMS, AND
GIRDER TRUSSES. SEE POST SCHEDULE FOR STUD AND
POSTS SPECIFIED ON PLAN.
7. FLOOR AND ROOF SHEATHING SHALL BE OSB TYPICAL
EXCEPT AT CORRIDORS AND EXPOSED/EXTERIOR AREAS
WHICH SHALL BE C-D EXPOSURE 1 PLYWOOD.
8. PROVIDE 3/8" MIN HORIZONTAL GAP BETWEEN EXTERIOR
WALL SHEATHING PANELS TO ALLOW FOR SHRINKAGE.
GAP TO BE PLACED AT THE LEVEL OF THE FLOOR
SHEATHING AT EACH LEVEL (TYP)
LEGEND:
= EXTERIOR WOOD FRAMED STUD WALL
= LOAD BEARING WOOD FRAMED STUD
WALL
= HEADER (DROP BEAM)
= FLUSH BEAM
= LEDGER
= TRUSS / JOIST
= GIRDER TRUSS
WOOD BEAM / HEADER NOTES:
1. INDICATES BEAM / HEADER, SEE WOOD BEAM /
HEADER SCHEDULE
MARK
WOOD FRAMING SCHEDULE
FRAMING TYPE
(U.N.O. ON PLAN)LOCATION MAX SPACING
(U.N.O. ON PLAN)
FLOOR
CORRIDOR
ROOF
18" DEEP OPEN WEB WOOD TRUSSES
18" DEEP OPEN WEB WOOD TRUSSES
24" O.C.
24" O.C.
24" DEEP (MIN) SLOPED TOP OPEN
WEB WOOD TRUSSES 24" O.C.
NOTES:
1. BALCONY JOISTS TO BE SUPPORTED BY SIMPSON
LUS210 HANGERS EACH END (TYP U.N.O. ON PLAN).
2. ALL FRAMING EXPOSED TO EXTERIOR ELEMENTS TO
BE PRESSURE TREATED (EXCLUDING FRT AND
ENGINEERED LUMBER).3-2x83-2x83-2x8
3-2x8
3-2x82-2x82-2x122-2x8
2-2x82-2x102-2x8
2-2x83-2x8P3.5-116x12
P3.5-112-2x8
2-2x82-2x82-2x82-2x82-2x103-2x8
3-2x8
3-2x83-2x83-2x83-2x8 3-2x8 3-2x8 3-2x8
3-2x83-2x83-2x8
3-2x8
3-2x8
3-2x83-2x83-2x83-2x83-2x8
3-2x8P3.5-116x12
P3.5-112-2x8
2-2x8
2-2x8
2-2x8
2-2x8
2-2x8
3-2x8 2-2x8
2-2x82-2x8
2-2x8
2-2x8
2-2x8 2-2x122-2x82-2x8 2-2x10 2-2x8
2-2x83-2x83-2x82-2x82-2x82-2x82-2x82-2x103-2x83-2x83-2x8
3-2x8
3-2x83-2x8 3-2x8 3-2x8 3-2x8
3-2x8 3-2x8 3-2x8
3-2x8 3-2x8 3-2x8 3-2x8 2-2x82-2x8HUCQ210-3 HANGER HUCQ210-3 HANGER
LVL2-3:STS54 W/
CCQ CAP
LVL2-3: (3) TRIMMERS @
EACH BEAM. (1) KING
SHARED
LVL2-3: (3)
TRIMMERS @
EACH BEAM. (1)
KING SHARED
LVL3-4: STS44
LVL2-3: STS64
W/ CCQ CAP
LVL3-4: STS44
LVL2-3: STS64
W/ ECCQ CAP
LVL3-4: STS44
LVL2-3: STS64
W/ ECCQ CAP
LVL3-4: STS44
LVL2-3: STS64
W/ ECCQ CAP
LVL2-3: (3)
TRIMMERS @ EACH
BEAM. (1) KING
SHARED(3) TRIMMERS
(1) KING
(3) TRIMMERS
(1) KING
MIN. STS54
MIN. STS54
(3) TRIMMERS
(1) KING
(3) TRIMMERS
(1) KING
(3) TRIMMERS @ EACH
BEAM. (1) KING SHARED
LVL2-3: STS54 W/
ECCQ CAP FOR GT
LVL2-3: (3) TRIMMERS @
EACH BEAM. (1) KING
SHARED
LVL2-3: (3)
TRIMMERS @
EACH BEAM. (1)
KING SHARED
LVL3-4: STS44
LVL2-3: STS64
W/ CCQ CAP
LVL4: STS44
LVL3: STS64 W/
ECCQ CAP
LVL4: STS44
LVL3: STS64
W/ ECCQ CAP
LVL4: STS44
LVL3: STS64
W/ ECCQ CAP
LVL2-3: (3)
TRIMMERS @ EACH
BEAM. (1) KING
SHARED (3) TRIMMERS
(1) KING
(3) TRIMMERS
(1) KING
LVL4: STS44
LVL3: STS64
W/ ECCQ CAP
LVL3-4: STS44
LVL2-3: STS64
W/ ECCQ CAP
S4.110
.1_______
S4.110
.2_______
S4.110
.2_______
S4.110
.1_______
S4.110
.1_______
S4.110
.2_______
S4.110
.1_______
S4.110
.2_______
S4.110
.2_______
S4.110
.2_______
S4.110
.4_______
S4.110
.4_______
S4.110
.11_______
S4.110
.11_______
S4.110
.6_______
S4.110
.6_______
S4.110
.6_______
S4.110
.6_______
2-2x8
3-2x8 3-2x8 3-2x82-2x102-2x83-2x83-2x83-2x8
2-2x8 2-2x82-2x10S4.110
.3_______
(3) TRIMMERS
(1) KING
STS44
(3) TRIMMERS
(1) KING
STS44
WOOD POST SCHEDULE NOTES:
A. WHERE POSTS OR STUDPACKS ARE NOT SPECIFIED ON PLAN AT ANY BEARING SUPPORT OF BEAMS,
HEADERS (DROP BEAMS), FLUSH BEAMS, AND GIRDER TRUSSES, SEE WOOD FRAMING GENERAL NOTE B
THROUGH D FOR MINIMUM SUPPORT MEMBERS REQUIRED.
B. WHERE STUDPACK WIDTHS ARE NOT SPECIFIED, PROVIDE STUD SIZE TO FIT WITHIN ENTIRE WALL CAVITY
(IE: PROVIDE 2X6 STUDS AT 6" NOMINAL WALL WIDTHS).
C. POST CAPS AND BASES SHALL BE SIMPSON OR APPROVED EQUAL WITH STRAPS ROTATED AS NEEDED
BASED ON POST ORIENTATION.
D. ALL POSTS THAT ARE NOT WITHIN WALL ASSEMBLY SHALL HAVE APPROPRIATE POST CAP AND BASE,
TYPICAL. UNO PROVIDE ABU TYPE BASE AT SUPPORT SLAB AND BC TYPE CAP AND BASE AT FRAMING
LEVELS.
E. POSTS AND STUDPACKS SHALL BE CONTINUOUS LEVEL BY LEVEL DOWN TO SUPPORTING SLAB WITH
SQUASH BLOCKS INSTALLED AT ALL FLOOR/ROOF CAVITIES COMPOSED OF EQUAL SIZE AND MATERIALS TO
ENSURE LOAD PATH CONTINUITY.
F. REFER TO ARCHITECTURAL DRAWINGS FOR ALL FIRE PROTECTION REQUIREMENTS, TYPICAL.
G. PS3.5X9.25 = 3.5X9.25 PSL POST
STS46 = (4) 2X6 STUDS
STS56 = (5) 2X6 STUDS
STS44 = (4) 2X4 STUDS
STS54 = (5) 2X4 STUDS
STS64 = (6) 2X4 STUDS
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:17:43 PMS2.123
Wood Framing Plan -
Levels 3&4 - Bldg #3-T01
- Overall Plan
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
Wood Beam Schedule
Mark Beam / Header
2-2x8 (2) 2x8
2-2x10 (2) 2x10
2-2x12 (2) 2x12
3-2x8 (3) 2x8
6x12 6x12
P3.5-11 3 1/2 x 11 1/4 PSL
3/32" = 1'-0"1 Wood Framing Plan - Level 3&4 - Bldg #3-T01
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
B2
21152115
A1
21132113
A1
21112111
A3
21092109
A2
21072107
A2
21052105
A3
21032103
B2
21012101
B2
21022102
A2
21062106
A3
21042104
A1
21122112
A1
21142114
B2
21162116
B0
21102110
A2-G2
21082108
D.S.
D.S.
D.S. D.S.
D.S. D.S.
D.S. D.S.
D.S.
D.S.
D.S. D.S. D.S.D.S.
D.S.
D.S.
D.S.
D.S.
D.S.
D.S.D.S.
D.S.D.S. D.S. D.S. D.S.D.S. D.S.D.S.
D.S.3-2x83-2x83-2x8
3-2x8
3-2x82-2x82-2x122-2x8
2-2x82-2x102-2x8
2-2x83-2x8 3-2x8
3-2x8 3-2x8 3-2x8 3-2x8
3-2x8 3-2x8 3-2x8
3-2x83-2x83-2x83-2x83-2x8
3-2x8
3-2x8
3-2x83-2x8P5-113-2x83-2x83-2x8
3-2x8
3-2x83-2x83-2x83-2x83-2x8
3-2x8
3-2x8 3-2x8 3-2x8 3-2x8
3-2x8 3-2x8
3-2x8
3-2x8
3-2x83-2x83-2x8P5-11P3.5-11P3.5-116x12
2-2x8
2-2x82-2x8
2-2x82-2x8
2-2x8
P5-9
3-2x8 2-2x82-2x8
2-2x8
3-2x12
3-2x12 2-2x8
2-2x8
2-2x8
2-2x8 2-2x10 2-2x82-2x82-2x82-2x122-2x82-2x122-2x82-2x82-2x102-2x8
P3.5-116x12
P3.5-112-2x82-2x102-2x82-2x82-2x122-2x8HUCQ210-3 HANGER HUCQ210-3 HANGER
STS64
STS64
(3) TRIMMERS @
EACH BEAM. (1)
KING SHARED
(3) TRIMMERS @
EACH BEAM. (1)
KING SHARED
(3) TRIMMERS @
EACH BEAM.
(1) KING SHARED
MIN. STS54
MIN. STS54
PS3.5X9.25
PS3.5X9.25
W ECCQ CAP
PS3.5X9.25
W ECCQ CAP
PS3.5X9.25
CCQ CAP
(3) TRIMMERS @
EACH BEAM.
(1) KING SHARED
STS64 W/
CCQ CAP
STS64 W/ ECCQ
CAP FOR GT
STS64
STS64
(3) TRIMMERS @
EACH BEAM. (1)
KING SHARED
(3) TRIMMERS @
EACH BEAM. (1)
KING SHARED
(3) TRIMMERS @
EACH BEAM.
(1) KING SHARED
PS3.5X9.25
PS3.5X9.25
W ECCQ CAP
PS3.5X9.25
W ECCQ CAP
PS3.5X9.25
CCQ CAP
(3) TRIMMERS @
EACH BEAM.
(1) KING SHARED
STS64 W/
CCQ CAP
STS64 W/ ECCQ
CAP FOR GT
S4.110
.1_______
S4.110
.2_______
S4.110
.2_______
S4.110
.1_______
S4.110
.1_______
S4.110
.2_______
S4.110
.1_______
S4.110
.2_______S4.110
.2_______
S4.110
.2_______
S4.110
.4_______
S4.110
.4_______
S4.110
.11_______
S4.110
.11_______
S4.110
.6_______
S4.110
.6_______
S4.110
.6_______
S4.110
.6_______2 SPAN3-2x83-2x8
3-2x12
P5-18P3-14P3-14
P3-14GT (3) TRIMMERS
(2) KING
STS46
STS46
GT TO BE DESIGNED FOR
ADDITIONAL 1klf DL AND 1.4 klf LL
FROM WALL ABOVE.
(4) TRIMMERS
(1) KING
STS56
ECCQ CAP
STS54
CANT. WOOD CANOPY
-SEE DETAIL /9 S4.110
CANT. WOOD CANOPY
-SEE DETAIL /9 S4.110
CANT. WOOD CANOPY
-SEE DETAIL /9 S4.110
WOOD FLOOR FRAMING NOTES:
1. UNIT FLOOR FRAMING TRUSSES TO BE SPACED AS
NEEDED TO AVOID PLUMBING AND IN ACCORDANCE W/
TRUSS DESIGNER. TRUSS MANUFACTURER TO
REFERENCE GENERAL NOTES FOR TOTAL DESIGN
SUPERIMPOSED DEAD AND LIVE LOADS TO BE APPLIED
TO FLOOR AND ROOF TRUSSES. IN ADDITION, TRUSS
DESIGNER TO ASSUME 5PSF OF TOTAL SUPERIMPOSED
DEAD LOAD IS APPLIED TO TRUSS BOTTOM CHORD.
2. TRUSS LAYOUT SHALL BE COORDINATED TO AVOID
CONFLICTS WITH MEP SYSTEMS. TRUSSES SHALL NOT
BE PLACED DIRECTLY ABOVE OR BELOW ANY PARALLEL
2x6 WALLS TO PREVENT CONFLICTS WITH MEP ROUTING.
3. TRUSS SUPPLIER SHALL PROVIDE MECHANICAL CHASES
WHERE REQUIRED TO FIT MEP DUCTS AND PIPES
THROUGH TRUSS WEB OPENINGS. REFER TO MEP
DRAWINGS AND COORDINATE WITH MEP WHERE
OPENINGS ARE REQUIRED.
4. TRUSS SUPPLIER SHALL INCREASE SPACING OF
TRUSSES AT LOCATIONS WHERE MECHANICAL ERV
EQUIPMENTIS SPECIFIED. PROVIDE SUPPLEMENTAL
LADDER FRAMING AS SHOWN IN DETAIL 6/S0.303 TO
ACCOMMODATE INCREASED SPACING. REFER TO MECH
DRAWINGS FOR SIZES AND LOCATIONS.
5. HEADERS SHALL BE AT TOP OF WINDOW OPENINGS AND
DOOR OPENINGS. FLUSH BEAMS SHALL BE IN FLOOR
CAVITY (TYP. U.N.O.)
6. SEE GENERAL NOTE WD2.0 ON SHEET S0.300 FOR
MINIMUM QUANTITY OF STUDS AT BEARING ENDS OF ALL
BEAMS, HEADERS (DROP BEAMS), FLUSH BEAMS, AND
GIRDER TRUSSES. SEE POST SCHEDULE FOR STUD AND
POSTS SPECIFIED ON PLAN.
7. FLOOR AND ROOF SHEATHING SHALL BE OSB TYPICAL
EXCEPT AT CORRIDORS AND EXPOSED/EXTERIOR AREAS
WHICH SHALL BE C-D EXPOSURE 1 PLYWOOD.
8. PROVIDE 3/8" MIN HORIZONTAL GAP BETWEEN EXTERIOR
WALL SHEATHING PANELS TO ALLOW FOR SHRINKAGE.
GAP TO BE PLACED AT THE LEVEL OF THE FLOOR
SHEATHING AT EACH LEVEL (TYP)
LEGEND:
= EXTERIOR WOOD FRAMED STUD WALL
= LOAD BEARING WOOD FRAMED STUD
WALL
= HEADER (DROP BEAM)
= FLUSH BEAM
= LEDGER
= TRUSS / JOIST
= GIRDER TRUSS
WOOD BEAM / HEADER NOTES:
1. INDICATES BEAM / HEADER, SEE WOOD BEAM /
HEADER SCHEDULE
MARK
WOOD FRAMING SCHEDULE
FRAMING TYPE
(U.N.O. ON PLAN)LOCATION MAX SPACING
(U.N.O. ON PLAN)
FLOOR
CORRIDOR
ROOF
18" DEEP OPEN WEB WOOD TRUSSES
18" DEEP OPEN WEB WOOD TRUSSES
24" O.C.
24" O.C.
24" DEEP (MIN) SLOPED TOP OPEN
WEB WOOD TRUSSES 24" O.C.
NOTES:
1. BALCONY JOISTS TO BE SUPPORTED BY SIMPSON
LUS210 HANGERS EACH END (TYP U.N.O. ON PLAN).
2. ALL FRAMING EXPOSED TO EXTERIOR ELEMENTS TO
BE PRESSURE TREATED (EXCLUDING FRT AND
ENGINEERED LUMBER).
WOOD POST SCHEDULE NOTES:
A. WHERE POSTS OR STUDPACKS ARE NOT SPECIFIED ON PLAN AT ANY BEARING SUPPORT OF BEAMS,
HEADERS (DROP BEAMS), FLUSH BEAMS, AND GIRDER TRUSSES, SEE WOOD FRAMING GENERAL NOTE B
THROUGH D FOR MINIMUM SUPPORT MEMBERS REQUIRED.
B. WHERE STUDPACK WIDTHS ARE NOT SPECIFIED, PROVIDE STUD SIZE TO FIT WITHIN ENTIRE WALL CAVITY
(IE: PROVIDE 2X6 STUDS AT 6" NOMINAL WALL WIDTHS).
C. POST CAPS AND BASES SHALL BE SIMPSON OR APPROVED EQUAL WITH STRAPS ROTATED AS NEEDED
BASED ON POST ORIENTATION.
D. ALL POSTS THAT ARE NOT WITHIN WALL ASSEMBLY SHALL HAVE APPROPRIATE POST CAP AND BASE,
TYPICAL. UNO PROVIDE ABU TYPE BASE AT SUPPORT SLAB AND BC TYPE CAP AND BASE AT FRAMING
LEVELS.
E. POSTS AND STUDPACKS SHALL BE CONTINUOUS LEVEL BY LEVEL DOWN TO SUPPORTING SLAB WITH
SQUASH BLOCKS INSTALLED AT ALL FLOOR/ROOF CAVITIES COMPOSED OF EQUAL SIZE AND MATERIALS TO
ENSURE LOAD PATH CONTINUITY.
F. REFER TO ARCHITECTURAL DRAWINGS FOR ALL FIRE PROTECTION REQUIREMENTS, TYPICAL.
G. PS3.5X9.25 = 3.5X9.25 PSL POST
STS46 = (4) 2X6 STUDS
STS56 = (5) 2X6 STUDS
STS44 = (4) 2X4 STUDS
STS54 = (5) 2X4 STUDS
STS64 = (6) 2X4 STUDS
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:17:54 PMS2.132
Wood Framing Plan -
Level 2 - Bldg T02 -
Overall Plan
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/32" = 1'-0"1 Wood Framing Plan - Level 2 - Bldg T02 - Overall
Wood Beam Schedule
Mark Beam / Header
2-2x8 (2) 2x8
2-2x10 (2) 2x10
2-2x12 (2) 2x12
3-2x8 (3) 2x8
3-2x12 (3) 2x12
6x12 6x12
P3-14 3 1/2 x 14 PSL
P3.5-11 3 1/2 x 11 1/4 PSL
P5-9 5 1/2 x 9 1/4 PSL
P5-11 5 1/2 x 11 1/4 PSL
P5-18 5 1/2 x 18 PSL
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
B2
22022202
B2
22162216
B2
22152215
B0
22102210
B2
22012201
A2
22072207
A2
22052205
A3
22032203
A3
22042204
A2
22062206
A2-G2
22082208
A1
22122212
A1
22112211
A1
22132213
A1
22142214
B1-G2
22092209
WOOD FLOOR FRAMING NOTES:
1. UNIT FLOOR FRAMING TRUSSES TO BE SPACED AS
NEEDED TO AVOID PLUMBING AND IN ACCORDANCE W/
TRUSS DESIGNER. TRUSS MANUFACTURER TO
REFERENCE GENERAL NOTES FOR TOTAL DESIGN
SUPERIMPOSED DEAD AND LIVE LOADS TO BE APPLIED
TO FLOOR AND ROOF TRUSSES. IN ADDITION, TRUSS
DESIGNER TO ASSUME 5PSF OF TOTAL SUPERIMPOSED
DEAD LOAD IS APPLIED TO TRUSS BOTTOM CHORD.
2. TRUSS LAYOUT SHALL BE COORDINATED TO AVOID
CONFLICTS WITH MEP SYSTEMS. TRUSSES SHALL NOT
BE PLACED DIRECTLY ABOVE OR BELOW ANY PARALLEL
2x6 WALLS TO PREVENT CONFLICTS WITH MEP ROUTING.
3. TRUSS SUPPLIER SHALL PROVIDE MECHANICAL CHASES
WHERE REQUIRED TO FIT MEP DUCTS AND PIPES
THROUGH TRUSS WEB OPENINGS. REFER TO MEP
DRAWINGS AND COORDINATE WITH MEP WHERE
OPENINGS ARE REQUIRED.
4. TRUSS SUPPLIER SHALL INCREASE SPACING OF
TRUSSES AT LOCATIONS WHERE MECHANICAL ERV
EQUIPMENTIS SPECIFIED. PROVIDE SUPPLEMENTAL
LADDER FRAMING AS SHOWN IN DETAIL 6/S0.303 TO
ACCOMMODATE INCREASED SPACING. REFER TO MECH
DRAWINGS FOR SIZES AND LOCATIONS.
5. HEADERS SHALL BE AT TOP OF WINDOW OPENINGS AND
DOOR OPENINGS. FLUSH BEAMS SHALL BE IN FLOOR
CAVITY (TYP. U.N.O.)
6. SEE GENERAL NOTE WD2.0 ON SHEET S0.300 FOR
MINIMUM QUANTITY OF STUDS AT BEARING ENDS OF ALL
BEAMS, HEADERS (DROP BEAMS), FLUSH BEAMS, AND
GIRDER TRUSSES. SEE POST SCHEDULE FOR STUD AND
POSTS SPECIFIED ON PLAN.
7. FLOOR AND ROOF SHEATHING SHALL BE OSB TYPICAL
EXCEPT AT CORRIDORS AND EXPOSED/EXTERIOR AREAS
WHICH SHALL BE C-D EXPOSURE 1 PLYWOOD.
8. PROVIDE 3/8" MIN HORIZONTAL GAP BETWEEN EXTERIOR
WALL SHEATHING PANELS TO ALLOW FOR SHRINKAGE.
GAP TO BE PLACED AT THE LEVEL OF THE FLOOR
SHEATHING AT EACH LEVEL (TYP)
LEGEND:
= EXTERIOR WOOD FRAMED STUD WALL
= LOAD BEARING WOOD FRAMED STUD
WALL
= HEADER (DROP BEAM)
= FLUSH BEAM
= LEDGER
= TRUSS / JOIST
= GIRDER TRUSS
WOOD BEAM / HEADER NOTES:
1. INDICATES BEAM / HEADER, SEE WOOD BEAM /
HEADER SCHEDULE
MARK
WOOD FRAMING SCHEDULE
FRAMING TYPE
(U.N.O. ON PLAN)LOCATION MAX SPACING
(U.N.O. ON PLAN)
FLOOR
CORRIDOR
ROOF
18" DEEP OPEN WEB WOOD TRUSSES
18" DEEP OPEN WEB WOOD TRUSSES
24" O.C.
24" O.C.
24" DEEP (MIN) SLOPED TOP OPEN
WEB WOOD TRUSSES 24" O.C.
NOTES:
1. BALCONY JOISTS TO BE SUPPORTED BY SIMPSON
LUS210 HANGERS EACH END (TYP U.N.O. ON PLAN).
2. ALL FRAMING EXPOSED TO EXTERIOR ELEMENTS TO
BE PRESSURE TREATED (EXCLUDING FRT AND
ENGINEERED LUMBER).3-2x83-2x83-2x8
3-2x8
3-2x82-2x82-2x122-2x82-2x82-2x8 2-2x10 2-2x8
3-2x8P3.5-113-2x12
P3.5-112-2x8
2-2x122-2x82-2x82-2x8 2-2x10 2-2x83-2x83-2x83-2x8
3-2x8
3-2x8
3-2x8 3-2x8
3-2x8 3-2x8 3-2x83-2x8
3-2x8 3-2x8 3-2x8
3-2x83-2x83-2x83-2x83-2x8
3-2x8
3-2x8
3-2x83-2x82-2x8 2-2x122-2x82-2x8 2-2x10 2-2x8
2-2x8P3.5-113-2x12
P3.5-113-2x82-2x8
2-2x122-2x82-2x8 2-2x10 2-2x82-2x83-2x83-2x83-2x8
3-2x8
3-2x8
2-2x8
2-2x8
2-2x8
2-2x8
2-2x83-2x82-2x8
2-2x82-2x8
2-2x83-2x12
3-2x12
3-2x8 3-2x8
3-2x8 3-2x8 3-2x8 3-2x8 3-2x8 3-2x8 3-2x8 3-2x8
HUCQ210-3 HANGER HUCQ210-3 HANGER
LVL2-3:
MIN STS44
LVL2-3:
MIN STS44
LVL2-3:STS54 W/
CCQ CAP
LVL2-3: (3)
TRIMMERS @
EACH BEAM. (1)
KING SHARED
LVL3-4: STS44
LVL2-3: STS64
W/ CCQ CAP
LVL4: STS44
LVL3: STS64 W/
ECCQ CAP
LVL4: STS44
LVL3: STS64
W/ ECCQ CAP
LVL4: STS44
LVL3: STS64
W/ ECCQ CAP
LVL2-3: STS54
W/ ECCQ CAP
FOR GT
LVL4: STS44
LVL3: STS64
W/ ECCQ CAP
LVL2-3:STS54 W/
CCQ CAP
LVL2-3: (3) TRIMMERS
@ EACH BEAM. (1)
KING SHARED
LVL3-4: STS44
LVL2-3: STS64
W/ CCQ CAP
LVL2-3: STS54 W/
ECCQ CAP FOR GT
LVL2-3:STS54 W/
CCQ CAP
LVL2-3: (3)
TRIMMERS @
EACH BEAM. (1)
KING SHARED
LVL3-4: STS44
LVL2-3: STS64
W/ CCQ CAP
LVL4: STS44
LVL3: STS64 W/
ECCQ CAP
LVL4: STS44
LVL3: STS64
W/ ECCQ CAP
LVL4: STS44
LVL3: STS64
W/ ECCQ CAP
LVL2-3: STS54
W/ ECCQ CAP
FOR GT
LVL4: STS44
LVL3: STS64
W/ ECCQ CAP
LVL2-3:STS54 W/
CCQ CAP
LVL2-3: (3) TRIMMERS
@ EACH BEAM. (1)
KING SHARED
LVL3-4: STS44
LVL2-3: STS64
W/ CCQ CAP
LVL2-3: STS54 W/
ECCQ CAP FOR GT
S4.110
.1_______
S4.110
.2_______
S4.110
.2_______
S4.110
.1_______
S4.110
.1_______
S4.110
.2_______
S4.110
.1_______
S4.110
.2_______
S4.110
.2_______
S4.110
.2_______
S4.110
.4_______
S4.110
.4_______
S4.110
.11_______
S4.110
.11_______
S4.110
.6_______
S4.110
.6_______
S4.110
.6_______
S4.110
.6_______
2-2x8
3-2x8 3-2x8 3-2x82-2x102-2x8STS44
(3) TRIMMERS
(1) KING
WOOD POST SCHEDULE NOTES:
A. WHERE POSTS OR STUDPACKS ARE NOT SPECIFIED ON PLAN AT ANY BEARING SUPPORT OF BEAMS,
HEADERS (DROP BEAMS), FLUSH BEAMS, AND GIRDER TRUSSES, SEE WOOD FRAMING GENERAL NOTE B
THROUGH D FOR MINIMUM SUPPORT MEMBERS REQUIRED.
B. WHERE STUDPACK WIDTHS ARE NOT SPECIFIED, PROVIDE STUD SIZE TO FIT WITHIN ENTIRE WALL CAVITY
(IE: PROVIDE 2X6 STUDS AT 6" NOMINAL WALL WIDTHS).
C. POST CAPS AND BASES SHALL BE SIMPSON OR APPROVED EQUAL WITH STRAPS ROTATED AS NEEDED
BASED ON POST ORIENTATION.
D. ALL POSTS THAT ARE NOT WITHIN WALL ASSEMBLY SHALL HAVE APPROPRIATE POST CAP AND BASE,
TYPICAL. UNO PROVIDE ABU TYPE BASE AT SUPPORT SLAB AND BC TYPE CAP AND BASE AT FRAMING
LEVELS.
E. POSTS AND STUDPACKS SHALL BE CONTINUOUS LEVEL BY LEVEL DOWN TO SUPPORTING SLAB WITH
SQUASH BLOCKS INSTALLED AT ALL FLOOR/ROOF CAVITIES COMPOSED OF EQUAL SIZE AND MATERIALS TO
ENSURE LOAD PATH CONTINUITY.
F. REFER TO ARCHITECTURAL DRAWINGS FOR ALL FIRE PROTECTION REQUIREMENTS, TYPICAL.
G. PS3.5X9.25 = 3.5X9.25 PSL POST
STS46 = (4) 2X6 STUDS
STS56 = (5) 2X6 STUDS
STS44 = (4) 2X4 STUDS
STS54 = (5) 2X4 STUDS
STS64 = (6) 2X4 STUDS
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:18:04 PMS2.133
Wood Framing Plan -
Levels 3&4 - Bldg T02 -
Overall Plan
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
Wood Beam Schedule
Mark Beam / Header
2-2x8 (2) 2x8
2-2x10 (2) 2x10
2-2x12 (2) 2x12
3-2x8 (3) 2x8
3-2x12 (3) 2x12
P3.5-11 3 1/2 x 11 1/4 PSL
3/32" = 1'-0"1 Wood Framing Plan - Level 3&4 - Bldg T02
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
B2
14021402
A2
14131413
A2
14111411
A2
14141414
A2
14121412
A1
14061406
A1
14041404
B2
14161416
A1
14031403
A1
14051405
B0
14101410
B1
14091409
B1
14071407
B1
14081408
C1-G2
14011401
C1
14151415
WOOD BEAM / HEADER NOTES:
1. INDICATES BEAM / HEADER, SEE WOOD BEAM /
HEADER SCHEDULE
MARK
WOOD ROOF FRAMING NOTES:
1. ROOF FRAMING TO BE 24" DEEP (MIN) SLOPED TOP
OPEN WEB WOOD TRUSSES @ 24" OC MAX UNO.
TRUSSES TO BE SPACED AS NEEDED TO AVOID
PLUMBING AND IN ACCORDANCE W/ TRUSS DESIGNER.
TRUSS MANUFACTURER TO REFERENCE GENERAL
NOTES FOR TOTAL DESIGN SUPERIMPOSED DEAD AND
LIVE LOADS TO BE APPLIED TO FLOOR AND ROOF
TRUSSES. IN ADDITION, TRUSS DESIGNER TO ASSUME 5
PSF OF THE TOTAL SUPERIMPOSED DEAD LOAD IS
APPLIED TO TRUSS BOTTOM CHORD.
2. TRUSS DESIGNER TO REF MEP, ARCH, EBM (EXTERIOR
BUILDING MAINTENANCE) EQUIPMENT FOR ADDITIONAL
ROOF LOADS AND EXACT LOCATION. IN THE ABSENSE
OF SPECIFIC LOADING CRITERIA, TRUSS DESIGNER
SHALL INCLUDE A DESIGN ALLOWANCE AS FOLLOWS:
• AHU'S, BOILERS AND WATER TANKS = 100PSF DL
• PHOTO-VOLTAIC (SOLAR) ARRAYS = 8PSF DL
• UNSCHEDULED MAINTENANCE TIE-BACKS = 3,100
LBS ASD IMPACT LOAD APPLIED IN ANY DIRECTION
3. CONTRACTOR TO VERIFY ALL DIMENSIONS,
ELEVATIONS, DEPRESSIONS, STEPS, FINISHES, PLATE
HEIGHTS AND SPECIFIC/OVERALL BUILDING GEOMETRY
WITH THE ARCHITECTURAL DRAWINGS AND NOTIFY
ENGINEER AND ARCHITECT OF ANY DISCREPANCIES
PRIOR TO CONSTRUCTION START
4. SEE WOOD FRAMING SPECIFICATIONS FOR FLOOR /
ROOF SHEATHING AND MINIMUM LUMBER GRADE /
SPECIES REQUIREMENTS.
5. SECTIONS CUT ON PLAN SHALL BE CONSIDERED
TYPICAL FOR ALL SIMILAR CONDITIONS. REFER TO
TYPICAL DETAILS/SECTIONS FOR DETAILS / SECTIONS
NOT SPECIFICALLY SHOWN OR CUT ON PLAN.
6. SEE ROOF UPLIFT SECTIONS FOR FASTENING OF ROOF
LEVEL HEADERS, BEAMS AND GIRDER TRUSSES.
7. AT ROOF UPLIFT ROD LOCATIONS, NUTS SHALL BE RE-
TIGHTENED AS REQUIRED PRIOR TO INTERIOR WALL
SHEATHING INSTALLATION TO ACCOMMODATE WOOD
SHRINKAGE
8. AT LOCATIONS WHERE ROOF UPLIFT RODS COINCIDE
WITH SHEAR WALL END ANCHORAGE RODS, ONLY THE
SHEAR WALL ANCHORAGE ROD NEED BE INSTALLED.
ALL OTHER FASTNENING HARDWARE SHOWN ON THE
ROOF UPLIFT DETAILS SHALL BE INSTALLED AS
INDICATED.
9. TRUSSES SHALL RECEIVE DOUBLE TOP CHORD AT
SPECIFIC DIAPHRAGM STRAPPING LOCATIONS PER
PLAN AND NOTES. REFER TO WOOD DIAPHRAGM
REINFORCING PLANS FOR MORE INFO.
10. TRUSS SUPPLIER SHALL PROVIDE MECHANICAL
CHASES WHERE REQUIRED TO FIT MEP DUCTS AND
PIPES THROUGH TRUSS WEB OPENINGS. REFER TO
MEP DRAWINGS AND COORDINATE WITH MEP WHERE
OPENINGS ARE REQUIRED.
11. SEE THIS SHEET FOR POST/HANGER SCHEDULE. ALL
BEAM/HEADER BEARING POINTS NOT NOTED ON PLAN
SHALL BE SUPPORTED PER NOTE 4 OF THE POST
SCHEDULE.
12. ALL HEADERS BEARING ROOF TRUSSES SHALL BE
LOCATED DIRECTLY BELOW THE DOUBLE TOP PLATE
UNO. SEE HEADER UPLIFT DETAILS.
13. PROVIDE 3/8" MIN HORIZONTAL GAP BETWEEN
EXTERIOR WALL SHEATHING PANELS TO ALLOW FOR
SHRINKAGE. GAP TO BE PLACED AT THE LEVEL OF THE
FLOOR SHEATHING AT EACH LEVEL, TYP.
14. ROOF TIE-BACK AND EBM ANCHORS, WHERE
APPLICABLE, SHALL BE ANCHORD TO ROOF TRUSSES
PER TYPICAL DETAILS. TRUSS SUPPLIER SHALL LOCATE
ALL ANCHORS PER THE EBM/FACADE ACCESS
CONSULTANT DRAWINGS IN COORDINATION WITH THE
ARCHITECTURAL DRAWINGS. TRUSS SUPPLIER SHALL
DESIGN THE SUPPORTING TRUSSES TO MEET THE
LOAD DEMAND(S) SHOWN ON THE TYPICAL DETAILS.
15. AT LOCATIONS WITH PARAPET FRAMING INTENDED TO
SUPPORT EBM LOADS SHALL BE REINFORCED PER
TYPICAL DETAILS. ALL OTHER LOCATIONS HAVE BEEN
DESIGNED TO MEET WIND/SEISMIC LATERAL FORCES
ONLY.
16. SEE TYPICAL DETAILS FOR MECHANICAL AND HVAC
PLATFORM FRAMING.
17. REFER TO WOOD SHRINKAGE NOTES IN GENERAL
NOTES FOR ESTIMATED BUILDING MOVEMENT DUE TO
WOOD SHRINKAGE. CONTRACTOR SHALL COORDINATE
ESTIMATED VERTICAL MOVEMENT WITH OTHER
TRADES AS NEEDED. IN THE ABSENCE OF ESTIMATED
BUILDING VERTICAL MOVEMENT, ASSUME 1/4" PER
FLOOR.
18. ROOF TRUSSES SHALL BE DESIGNED FOR DRAG LOADS
SHOWN ON PLAN. IN THE ABSENSE OF D.F. (DRAG
FORCES), ALL TRUSSES PARALLEL TO SHEARWALLS
SHALL BE DESIGNED TO RESIST MINIMUM 400 LBS
DRAG FORCE (TYPICAL).3-2x83-2x10
3-2x8
3-2x8 3-2x8 3-2x8 3-2x8 3-2x8
3-2x8 3-2x8 3-2x8 3-2x8 3-2x8 3-2x8
3-2x8 3-2x8 3-2x8 3-2x83-2x8
3-2x8
3-2x10
3-2x83-2x83-2x83-2x83-2x83-2x10
3-2x8
3-2x8 3-2x8 3-2x8 3-2x83-2x8
3-2x8 3-2x8 3-2x8 3-2x8 3-2x8 3-2x83-2x10
3-2x8
3-2x8 3-2x8 3-2x8 3-2x8 3-2x83-2x83-2x83-2x83-2x82-2x8
2-2x8 2-2x8
2-2x8
2-2x8
2-2x8 2-2x8
2-2x8
2-2x8
2-2x8 2-2x12
2-2x8
2-2x8 2-2x8
2-2x8
2-2x8
2-2x8
S4.310
.2_______
S4.310
.1_______
S4.310
.2_______
S4.310
.1_______
S4.310
.1_______
S4.310
.1_______
S4.310
.2_______
S4.310
.2_______
S4.310
.4_______
S4.310
.8_______
S4.310
.8_______
S4.310
.8_______
SIM
SIMSIM
SIM
W8X15 LIFELINE BEAM
W8X15 HOIST BEAM
S4.311
2_______
S4.311
1_______GTGT8' - 9
1
/
2
"
2x6 ROOF JOISTS
@ 12" O.C.GTS2.210
2
.
S4.310
.7_______
S4.311
1_______3-2x12GT -SEE ROOF
FRAMING PLAN
8' - 9 1/2"8' - 9 1/2"2x12 JOISTS
@ 24" O.C.
ROOF ACCESS OPENING -
RE: ARCH FOR EXACT
SIZE & LOCATION
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:18:13 PMS2.210
Wood Framing Plan -
Roof - Bldg #1-T01 -
Overall Plan
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
Wood Beam Schedule
Mark Beam / Header
W8X15
2-2x8 (2) 2x8
2-2x12 (2) 2x12
3-2x8 (3) 2x8
3-2x10 (3) 2x10
3-2x12 (3) 2x12
3/32" = 1'-0"1 Wood Framing Plan - Roof - Bldg #1-T01
3/32" = 1'-0"2 Wood Framing Plan - Roof Access Platform
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
B2
34163416
C1
34153415
A2
34033403
A2
34053405
A2
34043404
A2
34063406
A1
34123412
A1
34143414
B2
34023402
A1
34133413
A1
34113411
C1
34013401
B0
34083408
B1
34073407
B1
34093409
B1
34103410
WOOD BEAM / HEADER NOTES:
1. INDICATES BEAM / HEADER, SEE WOOD BEAM /
HEADER SCHEDULE
MARK
WOOD ROOF FRAMING NOTES:
1. ROOF FRAMING TO BE 24" DEEP (MIN) SLOPED TOP
OPEN WEB WOOD TRUSSES @ 24" OC MAX UNO.
TRUSSES TO BE SPACED AS NEEDED TO AVOID
PLUMBING AND IN ACCORDANCE W/ TRUSS DESIGNER.
TRUSS MANUFACTURER TO REFERENCE GENERAL
NOTES FOR TOTAL DESIGN SUPERIMPOSED DEAD AND
LIVE LOADS TO BE APPLIED TO FLOOR AND ROOF
TRUSSES. IN ADDITION, TRUSS DESIGNER TO ASSUME 5
PSF OF THE TOTAL SUPERIMPOSED DEAD LOAD IS
APPLIED TO TRUSS BOTTOM CHORD.
2. TRUSS DESIGNER TO REF MEP, ARCH, EBM (EXTERIOR
BUILDING MAINTENANCE) EQUIPMENT FOR ADDITIONAL
ROOF LOADS AND EXACT LOCATION. IN THE ABSENSE
OF SPECIFIC LOADING CRITERIA, TRUSS DESIGNER
SHALL INCLUDE A DESIGN ALLOWANCE AS FOLLOWS:
• AHU'S, BOILERS AND WATER TANKS = 100PSF DL
• PHOTO-VOLTAIC (SOLAR) ARRAYS = 8PSF DL
• UNSCHEDULED MAINTENANCE TIE-BACKS = 3,100
LBS ASD IMPACT LOAD APPLIED IN ANY DIRECTION
3. CONTRACTOR TO VERIFY ALL DIMENSIONS,
ELEVATIONS, DEPRESSIONS, STEPS, FINISHES, PLATE
HEIGHTS AND SPECIFIC/OVERALL BUILDING GEOMETRY
WITH THE ARCHITECTURAL DRAWINGS AND NOTIFY
ENGINEER AND ARCHITECT OF ANY DISCREPANCIES
PRIOR TO CONSTRUCTION START
4. SEE WOOD FRAMING SPECIFICATIONS FOR FLOOR /
ROOF SHEATHING AND MINIMUM LUMBER GRADE /
SPECIES REQUIREMENTS.
5. SECTIONS CUT ON PLAN SHALL BE CONSIDERED
TYPICAL FOR ALL SIMILAR CONDITIONS. REFER TO
TYPICAL DETAILS/SECTIONS FOR DETAILS / SECTIONS
NOT SPECIFICALLY SHOWN OR CUT ON PLAN.
6. SEE ROOF UPLIFT SECTIONS FOR FASTENING OF ROOF
LEVEL HEADERS, BEAMS AND GIRDER TRUSSES.
7. AT ROOF UPLIFT ROD LOCATIONS, NUTS SHALL BE RE-
TIGHTENED AS REQUIRED PRIOR TO INTERIOR WALL
SHEATHING INSTALLATION TO ACCOMMODATE WOOD
SHRINKAGE
8. AT LOCATIONS WHERE ROOF UPLIFT RODS COINCIDE
WITH SHEAR WALL END ANCHORAGE RODS, ONLY THE
SHEAR WALL ANCHORAGE ROD NEED BE INSTALLED.
ALL OTHER FASTNENING HARDWARE SHOWN ON THE
ROOF UPLIFT DETAILS SHALL BE INSTALLED AS
INDICATED.
9. TRUSSES SHALL RECEIVE DOUBLE TOP CHORD AT
SPECIFIC DIAPHRAGM STRAPPING LOCATIONS PER
PLAN AND NOTES. REFER TO WOOD DIAPHRAGM
REINFORCING PLANS FOR MORE INFO.
10. TRUSS SUPPLIER SHALL PROVIDE MECHANICAL
CHASES WHERE REQUIRED TO FIT MEP DUCTS AND
PIPES THROUGH TRUSS WEB OPENINGS. REFER TO
MEP DRAWINGS AND COORDINATE WITH MEP WHERE
OPENINGS ARE REQUIRED.
11. SEE THIS SHEET FOR POST/HANGER SCHEDULE. ALL
BEAM/HEADER BEARING POINTS NOT NOTED ON PLAN
SHALL BE SUPPORTED PER NOTE 4 OF THE POST
SCHEDULE.
12. ALL HEADERS BEARING ROOF TRUSSES SHALL BE
LOCATED DIRECTLY BELOW THE DOUBLE TOP PLATE
UNO. SEE HEADER UPLIFT DETAILS.
13. PROVIDE 3/8" MIN HORIZONTAL GAP BETWEEN
EXTERIOR WALL SHEATHING PANELS TO ALLOW FOR
SHRINKAGE. GAP TO BE PLACED AT THE LEVEL OF THE
FLOOR SHEATHING AT EACH LEVEL, TYP.
14. ROOF TIE-BACK AND EBM ANCHORS, WHERE
APPLICABLE, SHALL BE ANCHORD TO ROOF TRUSSES
PER TYPICAL DETAILS. TRUSS SUPPLIER SHALL LOCATE
ALL ANCHORS PER THE EBM/FACADE ACCESS
CONSULTANT DRAWINGS IN COORDINATION WITH THE
ARCHITECTURAL DRAWINGS. TRUSS SUPPLIER SHALL
DESIGN THE SUPPORTING TRUSSES TO MEET THE
LOAD DEMAND(S) SHOWN ON THE TYPICAL DETAILS.
15. AT LOCATIONS WITH PARAPET FRAMING INTENDED TO
SUPPORT EBM LOADS SHALL BE REINFORCED PER
TYPICAL DETAILS. ALL OTHER LOCATIONS HAVE BEEN
DESIGNED TO MEET WIND/SEISMIC LATERAL FORCES
ONLY.
16. SEE TYPICAL DETAILS FOR MECHANICAL AND HVAC
PLATFORM FRAMING.
17. REFER TO WOOD SHRINKAGE NOTES IN GENERAL
NOTES FOR ESTIMATED BUILDING MOVEMENT DUE TO
WOOD SHRINKAGE. CONTRACTOR SHALL COORDINATE
ESTIMATED VERTICAL MOVEMENT WITH OTHER
TRADES AS NEEDED. IN THE ABSENCE OF ESTIMATED
BUILDING VERTICAL MOVEMENT, ASSUME 1/4" PER
FLOOR.
18. ROOF TRUSSES SHALL BE DESIGNED FOR DRAG LOADS
SHOWN ON PLAN. IN THE ABSENSE OF D.F. (DRAG
FORCES), ALL TRUSSES PARALLEL TO SHEARWALLS
SHALL BE DESIGNED TO RESIST MINIMUM 400 LBS
DRAG FORCE (TYPICAL).3-2x83-2x83-2x10
3-2x8
3-2x8
3-2x83-2x103-2x83-2x83-2x8
2-2x8
2-2x82-2x8
2-2x8 2-2x8
2-2x82-2x122-2x8
2-2x8 2-2x8
2-2x8
2-2x8
2-2x82-2x8
2-2x8 2-2x8
2-2x8
3-2x83-2x8 3-2x8 3-2x8 3-2x8
3-2x8 3-2x8 3-2x83-2x83-2x83-2x8
3-2x83-2x83-2x83-2x83-2x8
3-2x8
3-2x10
3-2x83-2x83-2x83-2x83-2x10
3-2x8 3-2x8
3-2x8
3-2x8 3-2x8 3-2x8
3-2x8 3-2x8 3-2x8 3-2x8 3-2x8 3-2x8
3-2x8 3-2x8 3-2x8 3-2x83-2x8
S4.310
.2_______
S4.310
.1_______
S4.310
.2_______
S4.310
.1_______
S4.310
.1_______
S4.310
.1_______
S4.310
.2_______
S4.310
.2_______
S4.310
.8_______
S4.310
.8_______
S4.310
.8_______
S4.310
.4_______
SIM
W8X15 LIFELINE BEAM
W8X15 HOIST BEAM
S4.311
1_______
S4.311
2_______GTGTGT2x6 ROOF JOISTS
@ 12" O.C.8' - 9 1/2"S2.210
2
.
S4.310
.7_______
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:18:20 PMS2.211
Wood Framing Plan -
Roof - Bldg #3-T01 -
Overall Plan
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
Wood Beam Schedule
Mark Beam / Header
W8X18
2-2x8 (2) 2x8
2-2x12 (2) 2x12
3-2x8 (3) 2x8
3-2x10 (3) 2x10
3/32" = 1'-0"1 Wood Framing Plan - Roof - Bldg #3-T01
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
B2
24012401
A3
24032403
A2
24052405
A2
24072407
A1
24112411
A1
24132413
B2
24152415
B2
24162416
A1
24142414
A1
24122412
B0
24102410
A2
24082408
A2
24062406
A3
24042404
B2
24022402
B1-G2
24092409
3-2x10
3-2x8
3-2x8
3-2x8 3-2x8
3-2x8 3-2x8 3-2x8 3-2x8
3-2x8 3-2x8 3-2x8
3-2x8 3-2x8 3-2x8 3-2x8 3-2x8
3-2x10
3-2x8
3-2x83-2x83-2x83-2x83-2x83-2x10
3-2x83-2x8 3-2x8 3-2x8 3-2x83-2x8 3-2x8 3-2x8 3-2x8
3-2x8 3-2x8
3-2x83-2x8
3-2x103-2x83-2x83-2x83-2x83-2x82-2x8
2-2x8
2-2x8
2-2x8 2-2x8
2-2x8
2-2x8
2-2x8
2-2x12 2-2x8
2-2x8
2-2x8 2-2x8
2-2x8
2-2x8
2-2x8
3-2x8
S4.310
.2_______
S4.310
.1_______
S4.310
.2_______
S4.310
.1_______
S4.310
.1_______
S4.310
.1_______
S4.310
.2_______
S4.310
.2_______
S4.310
.8_______
S4.310
.8_______
S4.310
.8_______
3-2x8 3-2x8 3-2x8
2-2x8
S4.310
.4_______
SIM
W8X15 LIFELINE BEAM
W8X15 HOIST BEAM
S4.311
2_______
S4.311
1_______GTGTGT2x6 ROOF JOISTS
@ 12" O.C.8' - 9 1/2"S2.210
2
.
S4.310
.7_______
WOOD BEAM / HEADER NOTES:
1. INDICATES BEAM / HEADER, SEE WOOD BEAM /
HEADER SCHEDULE
MARK
WOOD ROOF FRAMING NOTES:
1. ROOF FRAMING TO BE 24" DEEP (MIN) SLOPED TOP
OPEN WEB WOOD TRUSSES @ 24" OC MAX UNO.
TRUSSES TO BE SPACED AS NEEDED TO AVOID
PLUMBING AND IN ACCORDANCE W/ TRUSS DESIGNER.
TRUSS MANUFACTURER TO REFERENCE GENERAL
NOTES FOR TOTAL DESIGN SUPERIMPOSED DEAD AND
LIVE LOADS TO BE APPLIED TO FLOOR AND ROOF
TRUSSES. IN ADDITION, TRUSS DESIGNER TO ASSUME 5
PSF OF THE TOTAL SUPERIMPOSED DEAD LOAD IS
APPLIED TO TRUSS BOTTOM CHORD.
2. TRUSS DESIGNER TO REF MEP, ARCH, EBM (EXTERIOR
BUILDING MAINTENANCE) EQUIPMENT FOR ADDITIONAL
ROOF LOADS AND EXACT LOCATION. IN THE ABSENSE
OF SPECIFIC LOADING CRITERIA, TRUSS DESIGNER
SHALL INCLUDE A DESIGN ALLOWANCE AS FOLLOWS:
• AHU'S, BOILERS AND WATER TANKS = 100PSF DL
• PHOTO-VOLTAIC (SOLAR) ARRAYS = 8PSF DL
• UNSCHEDULED MAINTENANCE TIE-BACKS = 3,100
LBS ASD IMPACT LOAD APPLIED IN ANY DIRECTION
3. CONTRACTOR TO VERIFY ALL DIMENSIONS,
ELEVATIONS, DEPRESSIONS, STEPS, FINISHES, PLATE
HEIGHTS AND SPECIFIC/OVERALL BUILDING GEOMETRY
WITH THE ARCHITECTURAL DRAWINGS AND NOTIFY
ENGINEER AND ARCHITECT OF ANY DISCREPANCIES
PRIOR TO CONSTRUCTION START
4. SEE WOOD FRAMING SPECIFICATIONS FOR FLOOR /
ROOF SHEATHING AND MINIMUM LUMBER GRADE /
SPECIES REQUIREMENTS.
5. SECTIONS CUT ON PLAN SHALL BE CONSIDERED
TYPICAL FOR ALL SIMILAR CONDITIONS. REFER TO
TYPICAL DETAILS/SECTIONS FOR DETAILS / SECTIONS
NOT SPECIFICALLY SHOWN OR CUT ON PLAN.
6. SEE ROOF UPLIFT SECTIONS FOR FASTENING OF ROOF
LEVEL HEADERS, BEAMS AND GIRDER TRUSSES.
7. AT ROOF UPLIFT ROD LOCATIONS, NUTS SHALL BE RE-
TIGHTENED AS REQUIRED PRIOR TO INTERIOR WALL
SHEATHING INSTALLATION TO ACCOMMODATE WOOD
SHRINKAGE
8. AT LOCATIONS WHERE ROOF UPLIFT RODS COINCIDE
WITH SHEAR WALL END ANCHORAGE RODS, ONLY THE
SHEAR WALL ANCHORAGE ROD NEED BE INSTALLED.
ALL OTHER FASTNENING HARDWARE SHOWN ON THE
ROOF UPLIFT DETAILS SHALL BE INSTALLED AS
INDICATED.
9. TRUSSES SHALL RECEIVE DOUBLE TOP CHORD AT
SPECIFIC DIAPHRAGM STRAPPING LOCATIONS PER
PLAN AND NOTES. REFER TO WOOD DIAPHRAGM
REINFORCING PLANS FOR MORE INFO.
10. TRUSS SUPPLIER SHALL PROVIDE MECHANICAL
CHASES WHERE REQUIRED TO FIT MEP DUCTS AND
PIPES THROUGH TRUSS WEB OPENINGS. REFER TO
MEP DRAWINGS AND COORDINATE WITH MEP WHERE
OPENINGS ARE REQUIRED.
11. SEE THIS SHEET FOR POST/HANGER SCHEDULE. ALL
BEAM/HEADER BEARING POINTS NOT NOTED ON PLAN
SHALL BE SUPPORTED PER NOTE 4 OF THE POST
SCHEDULE.
12. ALL HEADERS BEARING ROOF TRUSSES SHALL BE
LOCATED DIRECTLY BELOW THE DOUBLE TOP PLATE
UNO. SEE HEADER UPLIFT DETAILS.
13. PROVIDE 3/8" MIN HORIZONTAL GAP BETWEEN
EXTERIOR WALL SHEATHING PANELS TO ALLOW FOR
SHRINKAGE. GAP TO BE PLACED AT THE LEVEL OF THE
FLOOR SHEATHING AT EACH LEVEL, TYP.
14. ROOF TIE-BACK AND EBM ANCHORS, WHERE
APPLICABLE, SHALL BE ANCHORD TO ROOF TRUSSES
PER TYPICAL DETAILS. TRUSS SUPPLIER SHALL LOCATE
ALL ANCHORS PER THE EBM/FACADE ACCESS
CONSULTANT DRAWINGS IN COORDINATION WITH THE
ARCHITECTURAL DRAWINGS. TRUSS SUPPLIER SHALL
DESIGN THE SUPPORTING TRUSSES TO MEET THE
LOAD DEMAND(S) SHOWN ON THE TYPICAL DETAILS.
15. AT LOCATIONS WITH PARAPET FRAMING INTENDED TO
SUPPORT EBM LOADS SHALL BE REINFORCED PER
TYPICAL DETAILS. ALL OTHER LOCATIONS HAVE BEEN
DESIGNED TO MEET WIND/SEISMIC LATERAL FORCES
ONLY.
16. SEE TYPICAL DETAILS FOR MECHANICAL AND HVAC
PLATFORM FRAMING.
17. REFER TO WOOD SHRINKAGE NOTES IN GENERAL
NOTES FOR ESTIMATED BUILDING MOVEMENT DUE TO
WOOD SHRINKAGE. CONTRACTOR SHALL COORDINATE
ESTIMATED VERTICAL MOVEMENT WITH OTHER
TRADES AS NEEDED. IN THE ABSENCE OF ESTIMATED
BUILDING VERTICAL MOVEMENT, ASSUME 1/4" PER
FLOOR.
18. ROOF TRUSSES SHALL BE DESIGNED FOR DRAG LOADS
SHOWN ON PLAN. IN THE ABSENSE OF D.F. (DRAG
FORCES), ALL TRUSSES PARALLEL TO SHEARWALLS
SHALL BE DESIGNED TO RESIST MINIMUM 400 LBS
DRAG FORCE (TYPICAL).
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:18:28 PMS2.220
Wood Framing Plan -
Roof - Bldg T02 - Overall
Plan
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/32" = 1'-0"1 Wood Framing Plan - Roof - Bldg T02
Wood Beam Schedule
Mark Beam / Header
W8X18
2-2x8 (2) 2x8
2-2x12 (2) 2x12
3-2x8 (3) 2x8
3-2x10 (3) 2x10
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
B2
11021102
A3
11081108
A2
11141114
B2
11161116
C1
11011101
A3
11071107
B1
11091109
A2
11131113
C1
11151115
A2
11121112
A1
11061106
A1
11051105
A1
11041104
A1
11031103
D.S.
B0
11101110
A2-G2
11111111
D.S.D.S.D.S.
D.S.D.S.D.S.
D.S.D.S.D.S.D.S.
D.S.
D.S.
D.S.
D.S.
D.S.D.S.D.S.
D.S. D.S.
D.S.
D.S.D.S.D.S. D.S.
D.S.
D.S.
D.S.
D.S.
D.S.
UP
WOOD SHEAR WALL NOTES:
1. SHEAR WALLS SHALL BE SHEATHED AND FASTENED
PER THE SHEAR WALL SCHEDULE FROM OUTSIDE FACE
OF END POST TO OUTSIDE FACE OF END POST. REFER
TO SCHEDULE FOR SIZE AND CONFIGURATION OF END
POST MEMBERS.
2. WHERE STAGGERED 4X STUDS OCCUR IN A 6X WALL,
SHEAR WALL END POSTS SHALL BE 6X MEMBERS.
3. SHEAR WALL SHEATHING SHALL BE INSTALLED
BOTTOM PLATE TO TOP PLATE OF WALL.
4. WHERE SHEAR WALL SHEATHING IS SHOWN TO OCCUR
AT UNIT DEMISING WALLS, SHEATHING MAY BE
INSTALLED IN AIR GAP PROVIDED THAT FULL AIR GAP IS
MAINTAINED BETWEEN SHEATHING AND ADJACENT
STUD WALL.
5. SHEAR WALL SHEATHING MAY BE INSTALLED ON
EITHER FACE OF A GIVEN WALL WHEN FASTENED
DIRECTLY TO STUDS. SHEATHING SHALL BE INSTALLED
ON THE OPPOSING SIDE OF WALL AS RESILIENT
CHANNELS WHERE OCCURS.
6. CONTINUOUS TIE-DOWN SYSTEM ACTIVATION PINS
SHALL BE PULLED AS EACH FLOOR IS FRAMED
7. DO NOT FIRE CAULK TOP OR BOTTOM BEARING PLATES
AT END ANCHOR ROD LOCATIONS.
8. SHEARWALLS TO BE ANCHORED WITH CONTINUOUS
ROD SYSTEM SEE S5.410 THROUGH S5.414.
WSW-5
WSW-4WSW-6WSW-6WSW-5WSW-5WSW-5
WSW-5WSW-6WSW-6WSW-4WSW-5
WSW-5
WSW-5
WSW-5
WSW-5
WSW-5
WSW-5
WSW-5
WSW-4WSW-5WSW-6WSW-6WSW-5WSW-5WSW-6WSW-6WSW-4WSW-5 WSW-5
WSW-5
WSW-5
SHEARWALL DIAGRAM - 4 STORY
WSW-4 WSW-5
WSW-6
LEVEL WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE LEVEL
5 5
4 4
3 3
2 2
1 C ATR 3/4 ATUD 6-2 1
C ATR 1/2
D ATR 1/2
D ATR 3/8
ATUD 6-2
ATUD 6-2
RTUD3B
D ATR 5/8 ATUD 6-2
D ATR 1/2
D ATR 1/2
D ATR 3/8
ATUD 6-2
ATUD 6-2
RTUD3B
C ATR 5/8 ATUD 6-2
C ATR 1/2
D ATR 1/2
D ATR 3/8
ATUD 6-2
ATUD 6-2
RTUD3B
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:18:30 PMS2.410
Wood Shearwall Plan -
Bldg #1-T01 - Overall
Plan
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/32" = 1'-0"1 Wood Shearwall Plan - Level 2 - Bldg #1-T01
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
B2
31163116
B0
31083108
A1
31143114
A1
31123112
A3
31103110
A2
31043104
B2
31023102
C1
31153115
A1
31133113
A1
31113111
A3
31093109
B1
31073107
A2
31033103
C1
31013101
A2
31063106
A2-G2
31053105
D.S.D.S.
D.S.
D.S.
D.S.
D.S.D.S.D.S.D.S.
D.S.D.S.D.S.
D.S.D.S.D.S.D.S.
D.S.
D.S.
D.S.
D.S.
D.S.D.S. D.S.
D.S.
D.S.D.S.D.S.
D.S.D.S. D.S.
WOOD SHEAR WALL NOTES:
1. SHEAR WALLS SHALL BE SHEATHED AND FASTENED
PER THE SHEAR WALL SCHEDULE FROM OUTSIDE FACE
OF END POST TO OUTSIDE FACE OF END POST. REFER
TO SCHEDULE FOR SIZE AND CONFIGURATION OF END
POST MEMBERS.
2. WHERE STAGGERED 4X STUDS OCCUR IN A 6X WALL,
SHEAR WALL END POSTS SHALL BE 6X MEMBERS.
3. SHEAR WALL SHEATHING SHALL BE INSTALLED
BOTTOM PLATE TO TOP PLATE OF WALL.
4. WHERE SHEAR WALL SHEATHING IS SHOWN TO OCCUR
AT UNIT DEMISING WALLS, SHEATHING MAY BE
INSTALLED IN AIR GAP PROVIDED THAT FULL AIR GAP IS
MAINTAINED BETWEEN SHEATHING AND ADJACENT
STUD WALL.
5. SHEAR WALL SHEATHING MAY BE INSTALLED ON
EITHER FACE OF A GIVEN WALL WHEN FASTENED
DIRECTLY TO STUDS. SHEATHING SHALL BE INSTALLED
ON THE OPPOSING SIDE OF WALL AS RESILIENT
CHANNELS WHERE OCCURS.
6. CONTINUOUS TIE-DOWN SYSTEM ACTIVATION PINS
SHALL BE PULLED AS EACH FLOOR IS FRAMED
7. DO NOT FIRE CAULK TOP OR BOTTOM BEARING PLATES
AT END ANCHOR ROD LOCATIONS.
8. SHEARWALLS TO BE ANCHORED WITH CONTINUOUS
ROD SYSTEM SEE S5.410 THROUGH S5.414.
WSW-5
WSW-4WSW-6WSW-6WSW-5WSW-5WSW-5
WSW-5WSW-6WSW-6WSW-4WSW-5
WSW-5
WSW-5
WSW-5
WSW-5
WSW-5
WSW-5
WSW-5
WSW-4WSW-5WSW-6WSW-6WSW-5WSW-5WSW-6WSW-6WSW-4WSW-5WSW-5
WSW-5
WSW-5
SHEARWALL DIAGRAM - 4 STORY
WSW-4 WSW-5
WSW-6
LEVEL WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE LEVEL
5 5
4 4
3 3
2 2
1 C ATR 3/4 ATUD 6-2 1
C ATR 1/2
D ATR 1/2
D ATR 3/8
ATUD 6-2
ATUD 6-2
RTUD3B
D ATR 5/8 ATUD 6-2
D ATR 1/2
D ATR 1/2
D ATR 3/8
ATUD 6-2
ATUD 6-2
RTUD3B
C ATR 5/8 ATUD 6-2
C ATR 1/2
D ATR 1/2
D ATR 3/8
ATUD 6-2
ATUD 6-2
RTUD3B
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:18:34 PMS2.411
Wood Shearwall Plan -
Bldg #3-T01 - Overall
Plan
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/32" = 1'-0"1 Wood Shearwall Plan - Level 2 - Bldg #3-T01
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
B2
21152115
A1
21132113
A1
21112111
A3
21092109
A2
21072107
A2
21052105
A3
21032103
B2
21012101
B2
21022102
A2
21062106
A3
21042104
A1
21122112
A1
21142114
B2
21162116
B0
21102110
A2-G2
21082108
D.S.
D.S.
D.S. D.S.
D.S. D.S.
D.S. D.S.
D.S.
D.S.
D.S. D.S. D.S.D.S.
D.S.
D.S.
D.S.
D.S.
D.S.
D.S.D.S.
D.S.D.S. D.S. D.S. D.S.D.S. D.S.D.S.
D.S.
WOOD SHEAR WALL NOTES:
1. SHEAR WALLS SHALL BE SHEATHED AND FASTENED
PER THE SHEAR WALL SCHEDULE FROM OUTSIDE FACE
OF END POST TO OUTSIDE FACE OF END POST. REFER
TO SCHEDULE FOR SIZE AND CONFIGURATION OF END
POST MEMBERS.
2. WHERE STAGGERED 4X STUDS OCCUR IN A 6X WALL,
SHEAR WALL END POSTS SHALL BE 6X MEMBERS.
3. SHEAR WALL SHEATHING SHALL BE INSTALLED
BOTTOM PLATE TO TOP PLATE OF WALL.
4. WHERE SHEAR WALL SHEATHING IS SHOWN TO OCCUR
AT UNIT DEMISING WALLS, SHEATHING MAY BE
INSTALLED IN AIR GAP PROVIDED THAT FULL AIR GAP IS
MAINTAINED BETWEEN SHEATHING AND ADJACENT
STUD WALL.
5. SHEAR WALL SHEATHING MAY BE INSTALLED ON
EITHER FACE OF A GIVEN WALL WHEN FASTENED
DIRECTLY TO STUDS. SHEATHING SHALL BE INSTALLED
ON THE OPPOSING SIDE OF WALL AS RESILIENT
CHANNELS WHERE OCCURS.
6. CONTINUOUS TIE-DOWN SYSTEM ACTIVATION PINS
SHALL BE PULLED AS EACH FLOOR IS FRAMED
7. DO NOT FIRE CAULK TOP OR BOTTOM BEARING PLATES
AT END ANCHOR ROD LOCATIONS.
8. SHEARWALLS TO BE ANCHORED WITH CONTINUOUS
ROD SYSTEM SEE S5.410 THROUGH S5.414.
WSW-5
WSW-4WSW-6WSW-5WSW-5WSW-5
WSW-5WSW-6WSW-6WSW-4WSW-5 WSW-5
WSW-5
WSW-5WSW-5
WSW-5
WSW-5
WSW-4WSW-5WSW-6WSW-6WSW-5WSW-5WSW-6WSW-4WSW-5WSW-5
WSW-5
WSW-5
WSW-5 WSW-6WSW-6SHEARWALL DIAGRAM - 4 STORY
WSW-4 WSW-5
WSW-6
LEVEL WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE LEVEL
5 5
4 4
3 3
2 2
1 C ATR 3/4 ATUD 6-2 1
C ATR 1/2
D ATR 1/2
D ATR 3/8
ATUD 6-2
ATUD 6-2
RTUD3B
D ATR 5/8 ATUD 6-2
D ATR 1/2
D ATR 1/2
D ATR 3/8
ATUD 6-2
ATUD 6-2
RTUD3B
C ATR 5/8 ATUD 6-2
C ATR 1/2
D ATR 1/2
D ATR 3/8
ATUD 6-2
ATUD 6-2
RTUD3B
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:18:40 PMS2.420
Wood Shearwall Plan -
Bldg T02 - Overall Plan
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/32" = 1'-0"1 Wood Shearwall Plan - Level 2 - Bldg T02
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
FIRST POUR SECOND POUR
FIRST POUR SECOND POUR24 BAR DIAMETER( 2' - 0" MIN.)24 BAR DIAMETER
( 2' - 0" MIN.)
24 BAR DIAMETER
( 2' - 0" MIN.)24 BAR DIAMETER( 2' - 0" MIN.)DOWELS TO MATCH
CONTINUOUS HORIZONTAL
BEAM REINFORCEMENT SIZE
AND SPACING OF
INTERSECTING GRADE BEAM
CONTINUOUS
HORIZONTAL BEAM
REINFORCEMENT 24 BAR DIAMETER( 2' - 0" MIN.)24 BAR DIAMETER
( 2' - 0" MIN.)
DOWELS TO MATCH
CONTINUOUS HORIZONTAL
BEAM REINFORCEMENT
SIZE AND SPACING
24 BAR DIAMETER( 2' - 0" MIN.)24 BAR DIAMETER
( 2' - 0" MIN.)
CONTINUOUS
HORIZONTAL BEAM
REINFORCEMENT
STD. 90⌀HOOK
STD. 90⌀HOOK
2' - 0"6"
A SECTION
A
6"2' - 0"
CONTINUOUS FORMED
KEYWAY
TOP OF CONCRETE
PROVIDE SLIP TUPE OR
WRAP CONSTRUCTION JOINT
DOWELS AT SECOND POUR
TYPICAL SLAB REINF -
CHAIR INDEPENDENTLY
FROM CONSTRCTION
JOINT DOWELS
STAGGER DOWELS AS
INDICATED
NOTE:
1. CONTRACTOR TO SUBMIT CONSTRUCTION JOINT LAYOUT TO
EOR FOR APPROVAL.
2. DOWELS SHALL BE PLACED PERPENDICULAR TO FACE OF
SLAB AT CONSTRUCTION JOINT TO ALLOW FOR SLIPPAGE
DURING SHRINKAGE.
1' - 6"SLAB STEP (H)SLAB STEP (H)1' - 0"1' - 6"
SLAB ON GRADE
REINF -SEE PLAN
SLAB ON GRADE
REINF -SEE PLAN
(2) #5 CONT
"Z" BAR W/ STD. 90° HOOKS
TO MATCH SLAB REINF.
SIZE AND SPACINGSLAB STEP (H)1' - 0"1' - 6"
SLAB ON GRADE
REINF -SEE PLAN
(2) #5 CONT
"Z" BAR W/ STD. 90° HOOKS
TO MATCH SLAB REINF.
SIZE AND SPACING
#4 FACE BARS @ 12" O.C.
SLAB STEP (H ≤6")
SLAB STEP (H > 6" / H ≤1'-0")
SLAB STEP (H > 1'-0" / H ≤2'-6")
1/4" WIDE CONTROL JOINT 1
TOP OF CONCRETESLAB REINF -SEE PLAN
NOTE:
1. AT CONTRATORS OPTION, CONTROL JOINT MAY BE:
• PRE-FORMED ZIP-STRIP OR EQUAL -PRE-FORMED
CONTROL JOINTS TO BE INSTALLED IN FRESH CONCRETE
PER MANUFACTURERS RECOMENDATIONS.
• SAW CUT -JOINTS TO BE CUT INTO SLAB AS SOON AS
SLAB IS HARDENED ENOUGH TO SUPPORT THE WEIGHT
OF SAWING EQUIPMENT WITHOUT DAMAGING SLAB
(APPROXIMATLY 4 TO 8 HOURS AFTER PLACEMENT).
2. CLEAN CONTROL JOINTS TO ENSURE JOINT IS CLEAR OF ALL
LOOSE DEBRIS PRIOR TOP FILLING THE JOINTS. THK (D)SLABCONTROL JOINT
0.25 DPROVIDE BACKER ROD /
CAULK 2DEPTH (d)GRADE BEAM(WICHEVER IS GREATER)
2' - 0" OR STEP DEPTHSTEP DEPTH (s)DEPTH (d)GRADE BEAM1
1
LAP SPLICE = ℓd
EMBEDMENT = ℓd
LAP SPLICE = ℓd
ADDITIONAL REINFORCEMENT AT
GRADE BEAM SOFFIT TO MATCH
CONTINUOUS GRADE BEAM
BOTTOM REINFORCEMENT
ADDITIONAL BARS AT FACE OF
GRADE BEAM STEP TO MATCH
CONTINUOUS GRADE BEAM TOP
BAR SIZE & QUANTITY W/ STD.
90° HOOKS TOP AND BOTT.
3"
NOTE:
1. IF STEP IS GREATER THAN BEAM DEPTH, PROVIDE MULTIPLE EQUAL
STEPS IN GRADE BEAM MIN 3 GRADE BEAM DEPTH'S APART.(STEP DEPTH NOT TO EXCEED GRADE BEAM DEPTH 1)CONTINUOUS GRADE BEAM
TOP REINFORCEMENT
CONTINUOUS GRADE BEAM
BOTTOM REINFORCEMENT -
EXTEND BOTTOM BAR TO
FACE OF STEP
GRADE BEAM STIRRUPS
PER GRADE BEAM DETAILS
GRADE BEAM STIRRUPS
PER GRADE BEAM DETAILS
FULL DEPTH GRADE BEAM
STIRRUPS TO MATCH SIZE
AND SPACING FROM
GRADE BEAM DETAILS
(W)
GRADE
BEAM WIDTH GRADE BEAM DEPTH (D)EQEQEQEQEQDESIGN GRADE
BEAM TOP BARS
DESIGN GRADE
BEAM BOTT BARS
SCHEDULED
ADDITIONAL
FACE BARS
FACE BAR SCHEDULE
GRADE
BEAM DEPTH
(D)
D < 36"
36" ≤D < 42"
42" ≤D < 48"
ADDITIONAL
FACE BARS
(EA FACE)
NONE
(3) #4
(4) #4
48" ≤D ≤54" (5) #4
DESIGN GRADE
BEAM STIRRUPS
PIPE -RE: PLUMBING
SLAB ON GRADE -
SEE PLAN
SEE PLAN AND GRADE
BEAM DETAIL FOR
INFORMATION NOT SHOWN
1' - 6"GRADE BEAM WIDTH 1' - 6"
1
1
1
1
THERE SHALL BE NO
PLUMBING LINES
RUNNING PARALLEL
TO OR WITHIN ANY
FOUNDATION BEAM
WITHIN THIS REGION
1
1
EXCEPTION: PIPES MORE THAN
2'-0" BELOW BOTTOM OF GRADE
BEAM DO NOT REQUIRE DEEPENED
GRADE BEAM
DEEPEN GRADE BEAM AS
REQUIRED TO ALLOW FOR
6" CONCRETE (MINIMUM)
AT PIPE PENETRATIONS.
PIPE, 12" DIA MAX. -
RE: PLUMBING6" CLEARDOWELS TO MATCH
BOTTOM GRADE BEAM
REINFORCEMENT
1.3 Ld 1.3 Ld
SEE PLAN AND GRADE BEAM
DETAIL FOR INFORMATION
NOT SHOWN
VERTICAL BEAM PENETRATION
SLAB ON GRADE -
SEE PLAN
AT VERTICAL PIPE SLEEVE
PENETRATIONS, PROVIDE
ADDITIONAL #3 CLOSED
STIRRUPS EA. SIDE OF SLEEVE.
A Section at Plumbing Thru Grade Beam
A
Scale
Date
Drawn By
Checked By
Project Number
3/4" = 1'-0"3/18/2026 9:18:46 PMS3.000
Typical Foundation
Details
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/4" = 1'-0"3 Grade Beam Intersection
3/4" = 1'-0"4 Grade Beam Corner
3/4" = 1'-0"1 Slab on Grade Construction Joint
3/4" = 1'-0"8 Typical Step in Slab on Grade
3/4" = 1'-0"2 Slab on Grade Control Joint
3/4" = 1'-0"7 Typical Step in Grade Beam
3/4" = 1'-0"6 Grade Beam Face Reinforcement
3/4" = 1'-0"5 Section at Plumbing in Grade Beam
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
LAP SPLICE = 1.3ℓd 1 1/2"EQEQEQCONTINUOUS WATER-STOP
AT CONDITIONS BELOW
GRADE AND WHERE
INDICATED ON PLANS /
SECTIONS PER ARCH.
VERTICAL CONSRUCTION JOINT
REINFORCEMENT EACH FACE
VERTICAL CONSRUCTION JOINT
SINGLE LAYER OF REINFORCEMENT
CONTINUOUS FULL
HEIGHT SHEAR KEY
3"3"3"3"EQEQEQ3"3"3"3"
LAP SPLICE = 1.3ℓd 1 1/2"
NOTES:
1. AT CONDITIONS WHERE WALL SPANS HORIZONTALLY, CONTROL JOINTS TO BE LOCATED IN MIDDLE
THIRD OF WALL SPANS (UNO).
2. CONTRACTOR TO SUBMIT CONTROL JOINT LOCATIONS PRIOR TO CONSTRUCTION TO EOR FOR
REVIEW / APPROVAL.
3. RE: ARCHITECT FOR ADDITIONAL CONSTRUCTION JOINT REQUIREMENTS AND TREATMENT OF
EXPOSED CONSTRUCTIO JOINTS.
HORIZONTAL CONSRUCTION JOINT
REINFORCEMENT EACH FACE
HORIZONTAL CONSRUCTION JOINT
SINGLE LAYER OF REINFORCEMENT 3"3"3"3"CONTINUOUS WATER-STOP
AT CONDITIONS BELOW
GRADE AND WHERE
INDICATED ON PLANS /
SECTIONS PER ARCH.
CONTINUOUS FULL
HEIGHT SHEAR KEY
CONSTRUCTION JOINT TO
HAVE 1/4" ROUGHNESS
AMPLITUDE
CONSTRUCTION
JOINT LAP SPLICE = 1.3ℓdLAP SPLICE = 1.3ℓdCONSTRUCTION
JOINT
VERTICAL REINFORCEMENT
MAY BE LAPPED OR RUN
CONTINUOUS AT
CONSTRUCTION JOINT AT
CONTRACTORS OPTION
HORIZONTAL REINFORCEMENT
MAY BE LAPPED OR RUN
CONTINUOUS AT CONSTRUCTION
JOINT AT CONTRACTORS OPTION
HORIZONTAL REINFORCEMENT
MAY BE LAPPED OR RUN
CONTINUOUS AT CONSTRUCTION
JOINT AT CONTRACTORS OPTION
AT BELOW GRADE
CONDITIONS PROVIDE
CONTINUOUS WATER-STOP -
RE: ARCHITECT
EQ EQ
CONTROL JOINT
3/4"1/4".
1/2".
CONTROL JOINT
SPACINGHORIZONTALA
A Elevation
AT BELOW GRADE CONDITIONS,
PROVIDE CONTINUOUS 12" WIDE
STRIP OF FELT PAPER
CENTERED ON CONTROL JOINT
NOTES:
1. PROVIDE VERTICAL WALL CONTROL JOINTS AT 60'-0" O.C. MAXIMUM SPACING (UNO.)
2. AT CONDITIONS WHERE WALL SPANS HORIZONTALLY, CONTROL JOINTS TO BE LOCATED IN MIDDLE
THIRD OF WALL SPANS (UNO).
3. CONTRACTOR TO SUBMIT CONTROL JOINT LOCATIONS PRIOR TO CONSTRUCTION TO EOR FOR
REVIEW / APPROVAL.
4. RE: ARCHITECT FOR ADDITIONAL CONTROL JOINT REQUIREMENTS AND TREATMENT OF EXPOSED
CONTROL JOINTS. (1/2" EXTERIOR CONTROL JOINT WIDTH MAY BE INCREASED TO MATCH
ARCHITECTURAL INTENT.
5. AT BELOW GRADE CONDITIONS, CONTROL JOINT TO BE SEALED W/ WEATHER-RESISTANT SEALANT
AT BELOW GRADE CONDITIONS,
PROVIDE WATER-PROOFING
PER ARCHITECT FOR
REQUIREMENTS / LOCATIONS
AT WALLS THAT SPAN VERTICALLY,
ALTERNATING HORIZONTAL BARS
TO STOP AT CONTROL JOINT. ( AT
WALLS THAT SPAN HORIZONTALL,
RUN ALL HORIZONTAL BARS
CONTINUOUS)
3"
EXTERIOR FACE
INTERIOR FACE
(1) U-BAR TO MATCH
HORIZONTAL WALL
REINFORCEMENT SIZE
AND SPACING
CORNER BAR TO MATCH
HORIZONTAL WALL
REINFORCEMENT SIZE AND
SPACING (HOOK MAY BE
PROVIDED AT END OF
CONTINUOUS HORIZONTAL
REINFORCEMENT AT
INTERSECTING WALL IN
PLACE OF CORNER BAR)
(4) VERTICAL BARS TO
MATCH VERTICAL WALL
REINFOCEMENTLAP SPLICE = 1.3ℓd
LAP SPLICE = 1.3ℓdLAP SPLICE = 1.3ℓdALTERNATE DIRECTION
OF HOOK
(2) VERTICAL BARS TO
MATCH VERTICAL WALL
REINFOCEMENT
REINFORCEMENT EACH FACESINGLE LAYER OF REINFORCEMENT
(2) U-BAR TO MATCH
HORIZONTAL WALL
REINFORCEMENT SIZE
AND SPACING
CORNER BAR TO MATCH
HORIZONTAL WALL
REINFORCEMENT SIZE AND
SPACING (HOOK MAY BE
PROVIDED AT END OF
CONTINUOUS HORIZONTAL
REINFORCEMENT IN ONE
DIRECTION IN PLACE OF
CORNER BAR)
LAP SPLICE = 1.3ℓd
LAP SPLICE = 1.3ℓdLAP SPLICE = 1.3ℓd
LAP SPLICE = 1.3ℓd(4) VERTICAL BARS TO
MATCH VERTICAL WALL
REINFOCEMENT
VERTICAL BAR TO
MATCH VERTICAL
WALL REINFOCEMENT
REINFORCEMENT EACH FACESINGLE LAYER OF REINFORCEMENT 1'-4" MAXDROP (d)t (MIN)THK (t)EMBEDMENT = ℓd
(1'-4" MAX)EQ(1'-4" MAX)EQt (MIN)
EMBEDMENT = ℓd
2d (MIN)
1
2
1
2 THK (t)THK (t)THK (t)DROP (d)STEP FOOTING WHERE
SHOWN ON PLAN
STEP FOOTING WHERE
SHOWN ON PLAN
t (MIN)SCHEDULED STRIP /
WALL FOOTING (WF)
REINFORCEMENT
SCHEDULED STRIP /
WALL FOOTING (WF)
REINFORCEMENT
SCHEDULED STRIP /
WALL FOOTING (WF)
SCHEDULED STRIP /
WALL FOOTING (WF)
STEP d ≤1'-4"
STEP d > 1'-4"
PROVIDE REQUIRED
NUMBER OF EQUAL STEPS
IN FOOTING TO MEET TOTAL
DROP (d) WITH MAX HEIGHT
PER STEP HEIGHT OF 1'-4" MANUFATURERRE: ELEVATORSLAB ON GRADE
WPC8X8.1 AT 24" O.C.
MAX
ELEVATOR SILL ANGLE -
RE: ELEVATOR
MANUFACTURER
8"SLAB ON GRADE
1' - 6"1' - 0"STAIR STINGER -
RE: STAIR
MANUFATURER
L4X4X1/4 X 0'-5" CLIP
ANGLE W/ 3/4"⌀X 4"
EMBED EXPANSION
ANCHOR
(2) #5 CONT.GRADE BEAM TO
EXTEND 1'-0" MIN.
PAST STAIR STRINGER
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:18:48 PMS3.001
Typical Foundation
Details
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/4" = 1'-0"1 Concrete Wall Construction Joint
3/4" = 1'-0"2 Concrete Wall Control Joint
3/4" = 1'-0"3 Concrete Wall Intersection
3/4" = 1'-0"4 Concrete Wall Corner
3/4" = 1'-0"5 Typical Step in Strip / Wall Footing
1" = 1'-0"6 Elevator Sill Angle
1" = 1'-0"7 Stair Stringer Attachment
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
Level 1
0"
W/ ARCH
VERFIY
7"1' - 0"8"2' - 0"10"4'-0" MIN. FROST PROTECTION9 1/2"SLAB ON GRADE -SEE
PLAN
CIP CONCRETE
RETAINING WALL
#4 @ 10" O.C. VERT
#4 @ 12" O.C. HORIZ
#4 @ 12" O.C. SHORT (B)
(3) #5 CONT. (B)
CIP CONCRETE STRIP
WALL FOOTING
RIGID INSULATION
RE: ARCH & LOCAL CODE
3/4" RECESS AT DOOR
THRESHOLDS -SEE PLAN
A RECESS AT DOOR DETAIL
W/ ARCH
VERIFY#4 x 24" DOWELS @
12" O.C. TYP.
CONCRETE PATIO SLAB -
RE: LANDSCAPE
Level 1
0"
5 1/2"9 1/2"7"
1' - 0"8"2' - 0"2' - 0"10"4'-0" MIN. FROST PROTECTION10"7"
S3.100
1
.
S3.100
3
.
LOAD BEARING WOOD
STUD WALL -SEE PLAN
AND SCHEDULE
2' - 0"10"4'-0" MIN. FROST PROTECTIONW/ ARCH
VERIFY
VARIES7"
S3.100
3
.
NO CURB
@ SIM
LOAD BEARING WOOD
STUD WALL -SEE PLAN
AND SCHEDULE
CONT. #4 @ TOP
#4 DOWELS
@ 12" O.C.1' - 0"2' - 0"10"4'-0" MIN. FROST PROTECTION8"CONCRETE CURB -BEYOND
EXTERIOR WALL -BEYOND
PAVING -RE: CIVIL
#4 @ 10" O.C. VERT
#4 @ 12" O.C. HORIZ
#4 @ 12" O.C. SHORT (B)
(3) #5 CONT. (B)
SLAB ON GRADE -SEE
PLAN
CIP CONCRETE
RETAINING WALL
CIP CONCRETE STRIP
WALL FOOTING(ARCH VERIFY)1/2"(ARCH VERIFY)
10"
Level 1
0"
SLAB ON GRADE -SEE
PLAN
2' - 0"2' - 0"
(3) #5 CONT. (T&B)
ADDITIONAL REINF. @
SHEARWALL HOLDOWNS
AS SCHEDULED
EXTEND BOTTOM GRADE
BEAM REINF. INTO ADJACENT
EXTERIOR STEM WALLS
1
2
#3 STIRRUPS @ 24" O.C.
Level 1
0"
Elevator Pit
-5' -0"
1/2" x 0'-8" EMBED PLATE W/
(2) 1/2" DIA WHS x 6" LONG SPA. @
5" O.C. AT 4'-0" O.C. MAX. AND 1'-6"
MAX. FROM ENDS, TYP.
ELEVATOR SILL ANGLE -
RE: ELEVATOR MANUF.
CIP CONCRETE
RETAINING WALL.
#4 @ 12" O.C. HORIZ.
#5 @ 12" O.C. VERT.
#5 @ 12" O.C. 3'-0" x
3'-0" DWLS, TYP.
#5 @ 12" O.C. EA.
WAY (T&B)
CONT. SHEARKEY AND
RX WATERSTOP, TYP.
REF. ARCH.10".10"1 0 "10"8"1' - 0"1' - 0"8"
2'-0"x2'-0"x2'-0" (LxWxD)
SUMP PIT -RE: PLUMBING
#5 @ 12" BENT BARS x AS
REQUIRED, TYP.
#4 @ 12" EA. WAY BELOW SUMP
PIT. EXTEND 2'-0" PAST SUMP
PIT OR PROVIDE STD ACI HOOKS
AT DISCONTINUOUS ENDS, TYP.
(3) #5 x 6'-0" E.F. PROVIDE STD
ACI HOOK AT DISCONTINUOUS
ENDS, TYP.
(3) #4 Z BARS W/ 1'-0" MIN.
TAILS EA. SIDE OF SUMP
PIT, TYP.
SLAB ON GRADE -
SEE PLAN
2'-0"x2'-0" #4 DOWELS
@ 18" O.C. -TYP
CMU WALL -
SEE SCHEDULE
DOWELS TO MATCH VERT.
CMU WALL REINFORCEMENT
SEE CMU LAP SCHEDULE2' - 0"
1
2
(2) #5 CONT. (T&B)
AT SHEARWALL HOLD DOWNS
ONLY PROVIDE ADDITIONAL (2)
#6 x 12'-0" (T) W/ (6) #3 STIRRUPS
@ 6" O.C. SEE BRACING PLANS
FOR LOCATIONS.
#3 STIRRUPS
@ 24" O.C.
SLAB ON GRADE -
SEE PLAN
WOOD STUD WALL
SEE PLAN & SCHEDULE
#4 DOWELS @ 18" O.C.
#4 CONT.VARIES1' - 6"W/ ARCH
VERIFY
EXTEND BOTTOM GRADE
BEAM REINF. INTO ADJACENT
EXTERIOR STEM WALLS
Scale
Date
Drawn By
Checked By
Project Number
3/4" = 1'-0"3/18/2026 9:18:54 PMS3.100
Foundations Sections
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/4" = 1'-0"1 Section at Exterior Stem Wall and Footing
3/4" = 1'-0"4 Section at Exterior Stem Wall and Footing at Balcony
3/4" = 1'-0"2 Section at Exterior Stem Wall and Footing @ Garage
3/4" = 1'-0"3 Section at Exterior Stem Wall and Footing @ OH Garage Door
3/4" = 1'-0"5 Section at Interior Grade Beam
3/4" = 1'-0"6 Elevator Pit Detail
3/4" = 1'-0"7 Section at Interior Garage Wall
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
Level 1
0"
PAVING -RE: CIVIL/LANDSCAPE
MASONRY VENEER -
RE: ARCH
#5 @ 12" O.C. EA. FACE VERT.
#4 @ 12" O.C. EA. FACE HORIZ.4' - 0" MIN. FROST DEPTH4"5 1/2"1' - 1 1/2"5 1/2"
(SEE PLAN FOR LENGTH)
2' - 0 1/2"(3) #5 CONT (B) &
#4 SHORT (B) @ 12" O.C.
FULLY GROUT BEHIND ALL
BRICK BELOW GRADE, TYP.
Level 1
0"
SEE SCHED.SEE SCHED.3'-0" MIN.4"T.O. FOOTING -SEE PLAN
PAVING -RE: CIVIL/LANDSCAPE
MASONRY VENEER -
RE: ARCH
WOOD COLUMN BASE -
SEE PLAN
(8) #5 VERT W/ #3
TIES @ 6" O.C.
5 1/2"
9" SQUARE
5 1/2"
1' - 8" SQUARE
FULLY GROUT BEHIND ALL
BRICK BELOW GRADE, TYP.
Scale
Date
Drawn By
Checked By
Project Number
3/4" = 1'-0"3/18/2026 9:10:25 PMS3.101
Foundation Details
Hanover Company
Hyannis Phase II
Checker
Author
10/01/58
25070
55 Wilkens Lane
Barnstable, MA 02601
3/4" = 1'-0"2 Strip Wall Footing Detail at Exterior Wood Wall.
3/4" = 1'-0"1 Spread Footing Detail at Exterior Wood Column.
1
No. Description Date
1 RFI 015 03/05/26
100% IFC 03/18/26
FLOOR TRUSS
2X LOAD BEARING
EXTERIOR STUD WALL -
SEE PLAN AND
SCHEDULE
DOUBLE 2X TOP PLATE
2X4 CONT. FASTENED
TO EACH STUD WITH (2)
0.148"⌀X 3 1/2" LONG
NAILS (TYPICAL)
2X LOAD BEARING EXTERIOR
STUD WALL -SEE PLAN AND
SCHEDULE
EDGE NAILING (TYPICAL)
NOTE:
• AT SHEAR WALL LOCATIONS SEE
SHEARWALL SCHEDULE FOR STUD
WALL, SHEATHING, TYPE & EDGE
NAILING, AND BOTTOM PLATE
ATTACHMENT.
• AT NON-SHEAR WALL LOCATIONS
SEE STUD SCHEDULE FOR STUD
WALL AND FASTENING SCHEDULE
FOR EDGE NAILING AND BOTTOM
PLATE ATTACHMENT
BLOCKING AS REQUIREDGAPRELIEF2X SOLID BLOCKING
BETWEEN TRUSS
BEARING CHORDS
FLOOR SHEATHING
2X BOTTOM PLATE
EDGE NAILING (TYPICAL)
2X SOLID BLOCKING BETWEEN
TRUSS BEARING CHORDS
DOUBLE 2X TOP PLATE
EDGE NAILING (TYPICAL)
2X NON-LOAD
BEARING EXTERIOR
STUD WALL -SEE
PLAN AND SCHEDULE
2X4 CONT. FASTENED
TO EACH STUD WITH (2)
0.148"⌀X 3" LONG NAILS
(TYPICAL)
FLOOR SHEATHING
2X BOTTOM PLATE
EDGE NAILING (TYPICAL)
2X NON-LOAD BEARING
EXTERIOR STUD WALL -
SEE PLAN AND
SCHEDULE
NOTE:
• AT SHEAR WALL LOCATIONS SEE
SHEARWALL SCHEDULE FOR STUD
WALL, SHEATHING, TYPE & EDGE
NAILING, AND BOTTOM PLATE
ATTACHMENT.
• AT NON-SHEAR WALL LOCATIONS
SEE STUD SCHEDULE FOR STUD
WALL AND FASTENING SCHEDULE
FOR EDGE NAILING AND BOTTOM
PLATE ATTACHMENT
FLOOR TRUSSGAPRELIEFHORIZONTAL
BRIDGING -RE: TRUSS
MANUFACTURER
DOUBLE 2X TOP PLATE
EDGE NAILING (TYPICAL)
2X LOAD BEARING
INTERIOR STUD WALL -
SEE PLAN AND
SCHEDULE
2X4 CONT. FASTENED
TO EACH STUD WITH
(2) 0.148"⌀X 3" LONG
NAILS (TYPICAL)
2X LOAD BEARING
INTERIOR STUD WALL -
SEE PLAN AND
SCHEDULE
NOTE:
• AT SHEAR WALL LOCATIONS SEE
SHEARWALL SCHEDULE FOR STUD
WALL, SHEATHING, TYPE & EDGE
NAILING, AND BOTTOM PLATE
ATTACHMENT.
• AT NON-SHEAR WALL LOCATIONS
SEE STUD SCHEDULE FOR STUD
WALL AND FASTENING SCHEDULE
FOR EDGE NAILING AND BOTTOM
PLATE ATTACHMENT
FLOOR TRUSS
FLOOR SHEATHING
2X BOTTOM PLATE
EDGE NAILING (TYPICAL)
2X SOLID BLOCKING BETWEEN
TRUSS BEARING CHORDS
DOUBLE 2X TOP PLATE
EDGE NAILING (TYPICAL)
2X LOAD BEARING
INTERIOR STUD WALL -
SEE PLAN AND SCHEDULE
2X4 CONT. FASTENED
TO EACH STUD WITH
(2) 0.148"⌀X 3" LONG
NAILS (TYPICAL)
2X LOAD BEARING INTERIOR
STUD WALL -SEE PLAN AND
SCHEDULE
NOTE:
• AT SHEAR WALL LOCATIONS SEE
SHEARWALL SCHEDULE FOR STUD
WALL, SHEATHING, TYPE & EDGE
NAILING, AND BOTTOM PLATE
ATTACHMENT.
• AT NON-SHEAR WALL LOCATIONS
SEE STUD SCHEDULE FOR STUD
WALL AND FASTENING SCHEDULE
FOR EDGE NAILING AND BOTTOM
PLATE ATTACHMENT
FLOOR TRUSS
HORIZONTAL
BRIDGING -
RE: TRUSS
MANUFACTURER
FLOOR SHEATHING
2X BOTTOM PLATE
EDGE NAILING (TYPICAL)
2X SOLID BLOCKING BETWEEN
TRUSS BEARING CHORDS
2X LOAD BEARING
DEMISING STUD WALL -
SEE PLAN AND SCHEDULE
2X4 CONT. FASTENED
TO EACH STUD WITH
(2) 0.148"⌀X 3" LONG
NAILS (TYPICAL)
2X LOAD BEARING
DEMISING STUD WALL -
SEE PLAN AND SCHEDULE
EDGE NAILING (TYPICAL)
NOTE:
• AT SHEAR WALL LOCATIONS SEE
SHEARWALL SCHEDULE FOR STUD
WALL, SHEATHING, TYPE & EDGE
NAILING, AND BOTTOM PLATE
ATTACHMENT.
• AT NON-SHEAR WALL LOCATIONS
SEE STUD SCHEDULE FOR STUD
WALL AND FASTENING SCHEDULE
FOR EDGE NAILING AND BOTTOM
PLATE ATTACHMENT
FLOOR TRUSS
• FLOOR SHEATHING PANEL EDGES
SHALL NOT OCCUR WITHIN AIR
GAP, JOINTS TO OCCUR OVER
EITHER WALL
FLOOR SHEATHING
2X BOTTOM PLATE
EDGE NAILING (TYPICAL)
2X SOLID BLOCKING BETWEEN
TRUSS BEARING CHORDS
DOUBLE 2X TOP PLATE
EA. WALL
DOUBLE 2X TOP PLATE
EDGE NAILING (TYPICAL)
2X NON-LOAD BEARING
DEMISING STUD WALL -
SEE PLAN AND SCHEDULE
2X NON-LOAD BEARING
DEMISING STUD WALL -
SEE PLAN AND SCHEDULE
FLOOR TRUSS
2X LOAD BEARING
DEMISING STUD WALL -
SEE PLAN AND SCHEDULE
2X4 CONT. FASTENED
TO EACH STUD WITH
(2) 0.148"⌀X 3" LONG
NAILS (TYPICAL)
FLOOR SHEATHING
2X BOTTOM PLATE
EDGE NAILING (TYPICAL)
2X LOAD BEARING
DEMISING STUD WALL -
SEE PLAN AND SCHEDULE
NOTE:
• AT SHEAR WALL LOCATIONS SEE
SHEARWALL SCHEDULE FOR STUD
WALL, SHEATHING, TYPE & EDGE
NAILING, AND BOTTOM PLATE
ATTACHMENT.
• AT NON-SHEAR WALL LOCATIONS
SEE STUD SCHEDULE FOR STUD
WALL AND FASTENING SCHEDULE
FOR EDGE NAILING AND BOTTOM
PLATE ATTACHMENT
FLOOR TRUSS
2' - 0" MAX
• FLOOR SHEATHING PANEL EDGES
SHALL NOT OCCUR WITHIN AIR
GAP, JOINTS TO OCCUR OVER
EITHER WALL
HORIZONTAL
BRIDGING -
RE: TRUSS
MANUFACTURER
2X SOLID BLOCKING BETWEEN
TRUSS BEARING CHORDS
FLOOR TRUSS
2X INTERIOR SHEAR
WALL
2X BOTTOM PLATE
DOUBLE 2X TOP PLATE
FLOOR SHEATHING
FLOOR TRUSS
EDGE NAILING (TYPICAL)
EDGE NAILING (TYPICAL)
NOTE:
• AT SHEAR WALL LOCATIONS SEE
SHEARWALL SCHEDULE FOR STUD
WALL, SHEATHING, TYPE & EDGE
NAILING, AND BOTTOM PLATE
ATTACHMENT.
• AT NON-SHEAR WALL LOCATIONS
SEE STUD SCHEDULE FOR STUD
WALL AND FASTENING SCHEDULE
FOR EDGE NAILING AND BOTTOM
PLATE ATTACHMENT
2X4 CONT. FASTENED
TO EACH STUD WITH
(2) 0.148"⌀X 3" LONG
NAILS (TYPICAL)
2X INTERIOR SHEAR
WALL
HORIZONTAL
BRIDGING -
RE: TRUSS
MANUFACTURER
FLOOR TRUSS
2X NON-LOAD BEARING
DEMISING STUD WALL -
SEE PLAN AND SCHEDULE
2X4 CONT. FASTENED
TO EACH STUD WITH
(2) 0.148"⌀X 3" LONG
NAILS (TYPICAL)
FLOOR SHEATHING
2X BOTTOM PLATE
EDGE NAILING (TYPICAL)
2X NON-LOAD BEARING
DEMISING STUD WALL -
SEE PLAN AND SCHEDULE
NOTE:
• AT SHEAR WALL LOCATIONS SEE
SHEARWALL SCHEDULE FOR STUD
WALL, SHEATHING, TYPE & EDGE
NAILING, AND BOTTOM PLATE
ATTACHMENT.
• AT NON-SHEAR WALL LOCATIONS
SEE STUD SCHEDULE FOR STUD
WALL AND FASTENING SCHEDULE
FOR EDGE NAILING AND BOTTOM
PLATE ATTACHMENT
2' - 0" MAX 2' - 0" MAX
• FLOOR SHEATHING PANEL EDGES
SHALL NOT OCCUR WITHIN AIR
GAP, JOINTS TO OCCUR OVER
EITHER WALL
DOUBLE 2X TOP PLATE
EA. WALL
EDGE NAILING (TYPICAL)
FLOOR TRUSS
HORIZONTAL
BRIDGING -
RE: TRUSS
MANUFACTURER
DOUBLE 2X TOP PLATE
EDGE NAILING (TYPICAL)
2X LOAD BEARING
INTERIOR STUD WALL -
SEE PLAN AND SCHEDULE
2X4 CONT. FASTENED
TO EACH STUD WITH
(2) 0.148"⌀X 3" LONG
NAILS (TYPICAL)
FLOOR SHEATHING
2X BOTTOM PLATE
EDGE NAILING (TYPICAL)
2X LOAD BEARING INTERIOR
STUD WALL -SEE PLAN AND
SCHEDULE
NOTE:
• AT SHEAR WALL LOCATIONS SEE
SHEARWALL SCHEDULE FOR STUD
WALL, SHEATHING, TYPE & EDGE
NAILING, AND BOTTOM PLATE
ATTACHMENT.
• AT NON-SHEAR WALL LOCATIONS
SEE STUD SCHEDULE FOR STUD
WALL AND FASTENING SCHEDULE
FOR EDGE NAILING AND BOTTOM
PLATE ATTACHMENT
FLOOR TRUSS
MECH
CHASEMINUS 3"TRUSS DEPTHCOORD W/ MEP
1'-10" MAX
2X SOLID BLOCKING
BETWEEN TRUSS
BEARING CHORDS
CONT 2X
FLOOR TRUSS
2X LOAD BEARING
INTERIOR STUD WALL -
SEE PLAN AND SCHEDULE
DOUBLE 2X TOP PLATE
HORIZONTAL BRIDGING -
RE: TRUSS MANUFACTURER
2X LOAD BEARING
INTERIOR STUD WALL -
SEE PLAN AND SCHEDULE
FLOOR TRUSS
2X STUD WALL
FLOOR SHEATHING
2X BOTTOM PLATE
EDGE NAILING (TYPICAL)
2X STUD WALL
GYPCRETE TOPPING -
RE: ARCH.
2X8 CONT. W/ (3) 0.162x3 1/2"
NAILS EA. OUTRIGGER.
2X8 FRT OUTRIGERS
@ 16" O.C.
3' - 0" MAX. RE: ARCH.
TRUSS BAYS W/ (5) 0.148"X3" NAILS EACH TRUSS
EXTEND OUTRIGGERS AND NAIL TO (3)
FASTEN EACH OUTRIGGER
TO ADJACENT STUD W/ (5)
0.148"X3" NAILS EACH TRUSS
& STUD
ROOF SHEATHING -
RE: ARCH4 1/2"AS R EQ U IR ED
1"
1 1/2"2 1/2"1"1"2 1/4"1 1/8"1 1/8"1"
3 1/2"
HANDRAIL SYSTEM -
RE: ARCH
2X STUD WALL
(3) SIMPSON SDS25312
SCREWS
STUD PACK -SEE PLAN
AND GENERAL NOTES
1/4" THK BENT PLATE
ADDITIONAL TRIMMER -
RE: ARCH
DOOR / WINDOW
SYSTEM -RE: ARCH.
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:19:00 PMS4.110
Framing Sections - Wood
Floor
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/4" = 1'-0"1 Truss Bearing Exterior
3/4" = 1'-0"2 Truss Parallel to Exterior
3/4" = 1'-0"3 Truss Bearing Interior - Both Sides
3/4" = 1'-0"4 Truss Bearing Interior - One Side
3/4" = 1'-0"6 Truss Bearing Interior - Demising Wall - Both Sides
3/4" = 1'-0"7 Truss Bearing Interior - Demising Wall - One Side
3/4" = 1'-0"5 Truss Parrallel to Interior Shear Wall
3/4" = 1'-0"8 Truss Parallel Interior - Demising Wall
3/4" = 1'-0"11 Truss Bearing at Corridor
3/4" = 1'-0"9 Section at Cantilevered Wood Canopy Framing
1 1/2" = 1'-0"10 Juliet Balcony Handrail Connection
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
EDGE NAILING (TYPICAL)
2X LOAD BEARING DEMISING
STUD WALL -SEE PLAN AND
SCHEDULE
FLOOR SHEATHING
FLOOR TRUSS
2X LOAD BEARING DEMISING
STUD WALL -SEE PLAN AND
SCHEDULE
(2) 2X TOP PLATE EA WALL
EDGE NAILING (TYPICAL)
(2) BOTTOM PLATE EA WALL
ELEVATOR SHAFT
PROVIDE CONTINUOUS
BOND BEAM PER
TYPICAL CMU DETAILS
CMU ELEVATOR SHAFT
WALL -SEE PLAN AND
SCHEDULE
EDGE NAILING (TYPICAL)
2X LOAD BEARING DEMISING
STUD WALL -SEE PLAN AND
SCHEDULE
FLOOR SHEATHING
FLOOR TRUSS
2X LOAD BEARING DEMISING
STUD WALL -SEE PLAN AND
SCHEDULE
DOUBLE 2X TOP PLATE EA WALL
EDGE NAILING (TYPICAL)
2X BOTTOM PLATE EA WALL
AT CONTRACTORS OPTION (2)
ADD'L 2X TOP PLATES
ELEVATOR SHAFT
PROVIDE CONTINUOUS
BOND BEAM PER
TYPICAL CMU DETAILS
CMU ELEVATOR SHAFT
WALL -SEE PLAN AND
SCHEDULE
ROOF TRUSS
ROOF SHEATHING
2X LOAD BEARING STUD
WALL -SEE PLAN AND
SCHEDULE
ELEVATOR SHAFT
DOUBLE 2X TOP PLATE
EDGE NAILING (TYPICAL)
ELEVATOR GUIDE
RAILS SUPPORTS AND
ATTACHMENTS TO
CMU BY ELEVATOR
SUPPLIER (TYP)
CMU WALL -SEE PLAN
AND SCHEDULE
PROVIDE CONTINUOUS
BOND BEAM PER
TYPICAL CMU DETAILS
ELEVATOR HOIST
BEAM
TRUSS BLOCK
PROVIDE CONTINUOUS
BOND BEAM PER
TYPICAL CMU DETAILS
CONT. 2X
ROOF JOIST
ROOF SHEATHING
1 1/2" CLRFULL HEIGHT 2X RIM
JOIST (RIPPED TO FIT)
EDGE NAILING (TYPICAL)
SIMPSON A35 CLIP
@ 24" O.C.
1/4" / 12"
ROOF SYSTEM -RE:
ARCH.
SIMPSON H2.5 @ EA.
ROOF JOIST
ROOF TRUSS
ROOF SHEATHING
2X LOAD BEARING STUD
WALL -SEE PLAN AND
SCHEDULE
ELEVATOR SHAFT
DOUBLE 2X TOP PLATE
EDGE NAILING (TYPICAL)
ELEVATOR GUIDE
RAILS SUPPORTS AND
ATTACHMENTS TO
CMU BY ELEVATOR
SUPPLIER (TYP)
CMU WALL -SEE PLAN
AND SCHEDULE
PROVIDE CONTINUOUS
BOND BEAM PER
TYPICAL CMU DETAILS
ELEVATOR HOIST
BEAM BEYOND
ROOF JOIST PROVIDE CONTINUOUS
FULLY GROUTED
DOUBLE BOND BEAM AT
TOP W/ (2) #5 CONT AND
#2 U-BARS @ 12" O.C.
ROOF SHEATHING
SIMPSON A35 CLIP
@ 24" O.C.
ROOF SYSTEM -RE:
ARCH.
EDGE NAILING (TYPICAL) (9 1/4" MIN)VARIESCLR1 1/2"GIRDER TRUSS
ROOF SHEATHING
ELEVATOR SHAFT
DOUBLE 2X TOP PLATE
EDGE NAILING (TYPICAL)
CMU WALL -SEE PLAN
AND SCHEDULE
PROVIDE CONTINUOUS
BOND BEAM PER
TYPICAL CMU DETAILS
ELEVATOR HOIST
BEAM
PROVIDE CONTINUOUS
BOND BEAM PER
TYPICAL CMU DETAILS
ROOF JOIST
ROOF SHEATHING
1 1/2" CLRFULL HEIGHT 2X RIM
JOIST (RIPPED TO FIT)
EDGE NAILING (TYPICAL)
SIMPSON A35 CLIP
@ 24" O.C.
1/4" / 12"
ROOF SYSTEM -RE:
ARCH.
SIMPSON H2.5 @ EA.
ROOF JOIST MIN9 1/4"TRUSS HANGER
ROOF TRUSS
ELEVATOR DOOR -RE:
ARCH.
CMU LINTEL -SEE
SCHEDULE
ELEVATOR DIVIDER
BEAM -SEE PLAN
EMBED PL3/8X6X0'-9"
W/ (2) 5/8"⌀X 4" H.S.A.
GROUT BEAM POCKET
SOLID W/ 2500 PSI
NON-SHRINK GROUT
CMU WALL -SEE
SCHEDULE
FULLY GROUTED
CMU BOND BEAM
W/ (2) #5 CONT.2"1 1/2"6"1 1/2"6"
2 1/4"3 3/4"9"FLOOR SHEATHING
BEARING
4" MIN
ELEVATOR HOIST BEAM -
SEE PLAN. RE: ELEVATOR
MANUFACTURE FOR
LOCATION
EMBED PL3/8X6X0'-9" W/
(2) 5/8"⌀X 4" H.S.A.
6"
GROUT BEAM POCKET
SOLID W/ 2500 PSI
NON-SHRINK GROUT
CMU WALL -SEE
SCHEDULE
FULLY GROUTED
CMU BOND BEAM
W/ (2) #5 CONT.1 1/2"6"1 1/2"6"
2 1/4"3 3/4"9"BEARING
4" MIN
CMU WALL -SEE
SCHEDULE
FULLY GROUTED
CMU BOND BEAM
W/ (2) #5 CONT.
AT TALL FLOORS,
PROVIDE INTERMEDIATE
FULLY GROUTED CMU
BOND BEAM W/ (2) #5
CONT. EQUAL DISTANCE
BETWEEN FLOORS. RE:
ELEVATOR
MANUFACTURER WHEN
REQUIRED
FINISH FLOOR
ELEVATOR SHAFT
ELEVATOR RAILS -
RE: ELEVATOR
MANUFACTURER
POST-INSTALLED
ANCHOR -RE:
ELEVATOR
MANUFACTUREF FOR
CONNECTION
INTERMEDIATE POST-
INSTALLED ANCHOR
AT TALL FLOORS
WHERE REQUIRED-
RE: ELEVATOR
MANUFACTUREF FOR
CONNECTION
ELEVATOR GUIDE
RAILS SUPPORTS AND
ATTACHMENTS TO
CMU BY ELEVATOR
SUPPLIER (TYP)
DBL 2x12 PRESSURE TREATED
LEDGER FASTENED TO DBL
BOND BEAM W/ 1/2" DIA x 8"
LONG STAINLESS STEEL TITEN
HD ANCHORS @ 8" O.C.
16 1/2" CORRIDOR TRUSS
FLOOR SHEATHING
ELEVATOR DOOR -
RE: ARCH
ELEVATOR DOOR -
RE: ARCH
ELEVATOR
SHAFT
ELEVATOR SILL ANGLE -
RE: ELEVATOR
MANUFACTURER
DOUBLE 8" CMU BOND BEAM
2X8 CONT FASTENED TO CMU
BOND BEAM W/ SIMPSON
TITEN HD 75600H @ 24" O.C.
EDGE NAILING (TYPICAL)4"METAL STUD INFILL AS
REQUIRED W/ SHAFT LINER -
RE: ARCH.
FLOOR TRUSS
FLOOR SHEATHING
BALCONY BEAM
FLOOR TRUSS
EDGE NAILING (TYPICAL)
(2) 2X6 BLOCKING
Scale
Date
Drawn By
Checked By
Project Number
3/4" = 1'-0"3/18/2026 9:19:07 PMS4.210
Elevator Framing
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/4" = 1'-0"1 Truss Bearing at Elevator Shaft - CMU
3/4" = 1'-0"2 Truss Parralel to Elevator Shaft-Double Wall
3/4" = 1'-0"6 Truss Bearing at Elevator Shaft - CMU
3/4" = 1'-0"7 Truss Bearing at Elevator Shaft - CMU
3/4" = 1'-0"8 Truss Bearing at Elevator Shaft - CMU
3/4" = 1'-0"4 Elevator Hoist Beam Bearing at CMU Wall
3/4" = 1'-0"9 Elevator Hoist Beam Bearing at CMU Wall
3/4" = 1'-0"5 Elevator Hoist Beam Bearing at CMU Wall
3/4" = 1'-0"3 Corridor Truss Bearing at Elevator Shaft
3/4" = 1'-0"10 Truss Bearing at Flush Beam
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
ROOF TRUSS
ROOF SHEATHING
CEILING -RE: ARCH
DOUBLE 2X TOP PLATE
EDGE NAILING
(TYPICAL)
2X LOAD BEARING
EXTERIOR STUD WALL -
SEE PLAN AND SCHEDULE
NOTE:
• AT SHEAR WALL LOCATIONS SEE
SHEARWALL SCHEDULE FOR STUD
WALL, SHEATHING, TYPE & EDGE
NAILING, AND BOTTOM PLATE
ATTACHMENT.
• AT NON-SHEAR WALL LOCATIONS
SEE STUD SCHEDULE FOR STUD
WALL AND FASTENING SCHEDULE
FOR EDGE NAILING AND BOTTOM
PLATE ATTACHMENT
BLOCKING
• WHERE 'H' EXCEEDS 11 1/4",
PROVIDE TRUSS BLOCKING
BETWEEN EA TRUSS
• WHERE 'H' DOES NOT
EXCEED 11 1/4", PROVIDE 2X
RIPPED TO FIT SIMPSON H2.5A
CLIP AT EA. TRUSS
HROOF SHEATHING
2X STUD WALL
2X BLOCK RIPPED
TO FIT
LEAVE EVERY THIRD
TRUSS BAY OPEN
FOR ROOF VENTING
ROOF SHEATHING
DOUBLE 2X TOP PLATE
2X STUD WALL
TRUSS BLOCK OVER
WALL BETWEEN
TRUSSES HA
A BLOCKING AT 2X CONDITION (H ≤12")
A
BLOCKING AT TRUSS BLOCK CONDITION (H > 11
1/4")
EDGE NAILING (TYPICAL)
2X CONT. W/ (3)
0.148"⌀X 3 1/4" NAILS
INTO EA. TRUSS
EDGE NAILING
(TYPICAL)
2X4 FLAT BLOCKING
AT PERIMETER OF
OPEN BAY
ROOF TRUSS DOUBLE 2X TOP PLATE
OPEN OPEN
ROOF TRUSS
PROVIDE SHEATHING
EDGE NAILING AT
TRUSS BLOCKS
PROVIDE SHEATHING
EDGE NAILING AT ALL
BLOCKING
ROOF TRUSS
ROOF SHEATHING
CEILING -RE: ARCH
DOUBLE 2X TOP PLATE
EDGE NAILING (TYPICAL)
2X LOAD BEARING
EXTERIOR STUD WALL -
SEE PLAN AND SCHEDULE
NOTE:
• AT SHEAR WALL LOCATIONS SEE
SHEARWALL SCHEDULE FOR STUD
WALL, SHEATHING, TYPE & EDGE
NAILING, AND BOTTOM PLATE
ATTACHMENT.
• AT NON-SHEAR WALL LOCATIONS
SEE STUD SCHEDULE FOR STUD
WALL AND FASTENING SCHEDULE
FOR EDGE NAILING AND BOTTOM
PLATE ATTACHMENT
2x6 OUT-RIGGER
AT 24" O.C.MAX
GABLE END ROOF
TRUSS (DROPPED
FOR OUT-RIGGER)
INVERTED SIMPSON
LU26 @ EA. OUT-
RIGGER
2x6 CONT.
SIMPSON H2.5
CLIP AT EA. OUT-
RIGGER
DIAGONAL BRACE -
SEE SCHEDULE
1
1
PROVIDE 2X6
BLOCKING AT DIA
BRACE LOCATION W/
SIMPSON A34 CLIP
EA. END
VERTICAL BRACE
WHERE REQUIRED -
SEE SCHEDULE
PROVIDE 2X6 BLOCKING
AT DIAGONAL BRACE
LOCATION W/ SIMPSON
A34 CLIP EA. END
ATTACH DIAGONAL
BRACE TO BLOCKING
W/ (5) 0.148"⌀x 3"
NAILS EA. END
2x6 BLOCKING
BETWEEN
OUT-RIGGERS
GABLE HEIGHT (H)GABLE
HEIGHT (H)
0' TO 5'-0"
GABLE BRACING SCHEDULE
5'-1" TO 10'-0"
DIAGONAL BRACEVERTICAL
BRACE 1
NONE 2X4@ 6'-0" O.C.
2X4
2X6
2X6 @ 4'-0" O.C.
2X6 W/ 2X6 'T' STIFF. @ 4'-0" O.C.10'-1" TO 15'-0"
NOTES:
1. VERTICAL BRACES TO BE INSTALLED @ 2' O.C. MAX
2X4 TRUSS BOTTOM CHORD
BRACING WHERE "H" EXCEEDS
10'-0" (MATCH DIAGNONAL
BRACING) EXTEND 4 TRUSS BAYS
"T" STIFF WHERE
REQUIRED -SEE
SCHEDULE
EDGE NAILING (TYPICAL)
2X INTERIOR LOAD
BEARING STUD WALL
DOUBLE 2X TOP PLATE
2X6 BLOCKING (ON EDGE)
AT DIAGONAL BRACE
LOCATION
ROOF TRUSS -PROFILE
VARIES -RE: ARCH /
TRUSS MANUFACTURER
EDGE NAILING (TYPICAL)
NOTE:
• AT SHEAR WALL LOCATIONS SEE
SHEARWALL SCHEDULE FOR STUD
WALL, SHEATHING, TYPE & EDGE
NAILING, AND BOTTOM PLATE
ATTACHMENT.
• AT NON-SHEAR WALL LOCATIONS
SEE STUD SCHEDULE FOR STUD
WALL AND FASTENING SCHEDULE
FOR EDGE NAILING AND BOTTOM
PLATE ATTACHMENT
EDGE NAILING (TYPICAL)
ROOF TRUSSES ON SHEAR WALLS
SHALL BE DESIGNED FOR DRAG
FORCE (D.F.) -SEE ROOF PLAN
FOR REQUIRED LOADS. TRUSSES
WITHOUT DESIGNATED LOADS
SHALL BE DESIGNED FOR 350 PLF.
ROOF SHEATHING
2X4 DIAGONAL
BRACE
TO 2X BLOCKING (LAID
FLAT) AT DIAGONAL
BRACE LOCATION
2X INTERIOR LOAD
BEARING STUD WALL
DOUBLE 2X TOP PLATE
ROOF TRUSS -PROFILE
VARIES -RE: ARCH /
TRUSS MANUFACTURER
EDGE NAILING (TYPICAL)
NOTE:
• AT SHEAR WALL LOCATIONS SEE
SHEARWALL SCHEDULE FOR STUD
WALL, SHEATHING, TYPE & EDGE
NAILING, AND BOTTOM PLATE
ATTACHMENT.
• AT NON-SHEAR WALL LOCATIONS
SEE STUD SCHEDULE FOR STUD
WALL AND FASTENING SCHEDULE
FOR EDGE NAILING AND BOTTOM
PLATE ATTACHMENT
ROOF TRUSSES ON SHEAR WALLS
SHALL BE DESIGNED FOR DRAG
FORCE (D.F.) -SEE ROOF PLAN
FOR REQUIRED LOADS. TRUSSES
WITHOUT DESIGNATED LOADS
SHALL BE DESIGNED FOR 350 PLF.
ROOF SHEATHING
TO 2X BLOCKING (LAID
FLAT) -ATTACH PER
FASTENING SCHEDULE
TRUSS BLOCK -RE:
TRUSS MANUFACTURER
TRUSS HEIGHT OVER WALL (H) ≤3'-0"
TRUSS HEIGHT OVER WALL (H) > 3'-0"
EDGE NAILING (TYPICAL)
TRUSS MANUFACTURER
TO PROVIDE VERTICAL
CHORD OVER WALLTRUSS HEIGHT OVER WALL (H)TRUSS HEIGHT OVER WALL (H)S4.310
.6_______
S4.310
.6_______
ROOF SHEATHING
EDGE NAILING (TYPICAL)
2X SHEAR WALL
DOUBLE TOP PLATE
ROOF TRUSS -PROFILE
VARIES -RE: ARCH /
TRUSS MANUFACTURER
EDGE NAILING (TYPICAL)
2X CONT -ATTACH PER
FASTENING SCHEDULENOTE:
• AT SHEAR WALL LOCATIONS SEE
SHEARWALL SCHEDULE FOR STUD
WALL, SHEATHING, TYPE & EDGE
NAILING, AND BOTTOM PLATE
ATTACHMENT.
• AT NON-SHEAR WALL LOCATIONS
SEE STUD SCHEDULE FOR STUD
WALL AND FASTENING SCHEDULE
FOR EDGE NAILING AND BOTTOM
PLATE ATTACHMENT
2X CONT -ATTACH PER
FASTENING SCHEDULE
ROOF TRUSS -
PROFILE VARIES -
RE: ARCH / TRUSS
MANUFACTURER
HORIZONTAL BRIDGING -
RE: TRUSS MANUFACTURER
ROOF TRUSSES / TRUSS BLOCKS
LOCATED ABOVE SHEAR WALLS
SHALL BE DESIGNED FOR DRAG
FORCE (D.F.) -SEE ROOF PLAN FOR
REQUIRED LOADS. TRUSSES WITHOUT
DESIGNATED LOADS SHALL BE
DESIGNED FOR 350 PLF
ROOF TRUSS -PROFILE
VARIES -RE: ARCH / TRUSS
MANUFACTURER
NOTE:
• AT SHEAR WALL LOCATIONS SEE
SHEARWALL SCHEDULE FOR STUD
WALL, SHEATHING, TYPE & EDGE
NAILING, AND BOTTOM PLATE
ATTACHMENT.
• AT NON-SHEAR WALL LOCATIONS
SEE STUD SCHEDULE FOR STUD
WALL AND FASTENING SCHEDULE
FOR EDGE NAILING AND BOTTOM
PLATE ATTACHMENT
2X TOP PLATE EACH WALL W/
ADDITONAL 2X RIPPED TO FIT
TOP PLATE OVER BOTH WALLS -
2X CONT -ATTACH PER
FASTENING SCHEDULE
EDGE NAILING (TYPICAL)
2X NON-LOAD BEARING
DEMISING STUD WALL
ROOF SHEATHING
EDGE NAILING (TYPICAL)
ROOF TRUSSES / TRUSS BLOCKS
LOCATED ABOVE SHEAR WALLS
SHALL BE DESIGNED FOR DRAG
FORCE (D.F.) -SEE ROOF PLAN FOR
REQUIRED LOADS. TRUSSES WITHOUT
DESIGNATED LOADS SHALL BE
DESIGNED FOR 350 PLF
ROOF TRUSS -PROFILE
VARIES -RE: ARCH /
TRUSS MANUFACTURER
2X CONT -ATTACH PER
FASTENING SCHEDULE
HORIZONTAL BRIDGING -
RE: TRUSS MANUFACTURER
ROOF SHEATHING
EDGE NAILING (TYPICAL)
2X INTERIOR LOAD
BEARING STUD WALL
TRUSS -SEE PLAN / RE:
TRUSS MANUFACTURER
ROOF TRUSS -PROFILE
VARIES -RE: ARCH / TRUSS
MANUFACTURER
EDGE NAILING (TYPICAL)
2X BLOCKING -ATTACH PER
FASTENING SCHEDULENOTE:
• AT SHEAR WALL LOCATIONS SEE
SHEARWALL SCHEDULE FOR STUD
WALL, SHEATHING, TYPE & EDGE
NAILING, AND BOTTOM PLATE
ATTACHMENT.
• AT NON-SHEAR WALL LOCATIONS
SEE STUD SCHEDULE FOR STUD
WALL AND FASTENING SCHEDULE
FOR EDGE NAILING AND BOTTOM
PLATE ATTACHMENT
2X4 CONT.
DOUBLE TOP PLATE
2X CONT -ATTACH PER
FASTENING SCHEDULE
ROOF TRUSS -
PROFILE VARIES -
RE: ARCH / TRUSS
MANUFACTURER
HORIZONTAL BRIDGING -
RE: TRUSS MANUFACTURER
ROOF TRUSSES / TRUSS BLOCKS
LOCATED ABOVE SHEAR WALLS
SHALL BE DESIGNED FOR DRAG
FORCE (D.F.) -SEE ROOF PLAN FOR
REQUIRED LOADS. TRUSSES WITHOUT
DESIGNATED LOADS SHALL BE
DESIGNED FOR 350 PLF
ROOF SHEATHING
EDGE NAILING (TYPICAL)
ROOF TRUSS -PROFILE
VARIES -RE: ARCH /
TRUSS MANUFACTURER
NOTE:
• AT SHEAR WALL LOCATIONS SEE
SHEARWALL SCHEDULE FOR STUD
WALL, SHEATHING, TYPE & EDGE
NAILING, AND BOTTOM PLATE
ATTACHMENT.
• AT NON-SHEAR WALL LOCATIONS
SEE STUD SCHEDULE FOR STUD
WALL AND FASTENING SCHEDULE
FOR EDGE NAILING AND BOTTOM
PLATE ATTACHMENT
2X TOP PLATE EACH WALL W/
ADDITONAL 2X RIPPED TO FIT
TOP PLATE OVER BOTH WALLS -
EDGE NAILING (TYPICAL)
2X NON-LOAD BEARING
DEMISING STUD WALL
ROOF TRUSS -PROFILE
VARIES -RE: ARCH / TRUSS
MANUFACTURER
2X CONT -ATTACH PER
FASTENING SCHEDULE
HORIZONTAL BRIDGING -
RE: TRUSS MANUFACTURER
ROOF TRUSSES / TRUSS BLOCKS
LOCATED ABOVE SHEAR WALLS
SHALL BE DESIGNED FOR DRAG
FORCE (D.F.) -SEE ROOF PLAN FOR
REQUIRED LOADS. TRUSSES WITHOUT
DESIGNATED LOADS SHALL BE
DESIGNED FOR 350 PLF
ROOF TRUSS
ROOF SHEATHING
DOUBLE 2X TOP PLATE
2X4 DIAGONAL
BRACE
PROVIDE 2X6 BLOCKING
AT DIAGONAL BRACE
LOCATION (2 TRUSS BAYS)
PROVIDE 2X6 BLOCKING (ON
EDGE) ADJACENT TO 2X
BLOCKING (LAID FLAT) AT
DIAGONAL BRACE LOCATION
(2 TRUSS BAYS)
ATTACH DIAGONAL
BRACE TO BLOCKING
W/ (4) 0.148"⌀x 3 1/4"
NAILS EA. END
1
TRUSS HEIGHT OVER WALL (H)ROOF TRUSS
ROOF SHEATHING
TRUSS HEIGHT OVER WALL (H)2X STUD WALL
TRUSS BLOCK -RE:
TRUSS MANUFACTURER
ATTACHED DIAGONAL
BRACE AT EA. TRUSS
TO VERT CHORD W/ (2)
0.148"⌀x 3 1/4" NAILS
ATTACH SHEATHING TO 2X6
BLOCKING W/ 0.148"⌀x 3"
NAILS @ 4" O.C.
ATTACH BLOCKING LAID
FLAT TO UPPER TOP
PLATE W/ 0.148"⌀x 3"
NAILS @ 4" O.C.
ATTACH BLOCKING ON
EDGE TO BLOCKING
LAID FLAT W/ 0.148"⌀x
3 1/2" NAILS @ 4" O.C.
2X BLOCKING BEYOND
(LAID FLAT) -ATTACH TO
UPPER TOP PLATE AND
TRUSS BLOCK PER
FASTENING SCHEDULE
TRUSS HEIGHT OVER WALL (H) ≤3'-0"
TRUSS HEIGHT OVER WALL (H) > 3'-0"
ADUST SLOPE TO ALLOW
DIAGONAL BRACES TO
END AT FACE OF TRUSS
TOP / BOTT CHORD AS
SHOWN
1 MIN
1.25 MAX
1
1 MIN
1.25 MAX
DOUBLE 2X TOP PLATE
2X STUD WALL
TOE-NAIL BLOCKING INTO
TRUSS TOP / BOTT CHORD
W/ (3) 0.148"⌀x 3 1/2" NAILS
EA. END. (TYPICAL)
ROOF TRUSSES / TRUSS BLOCKS
LOCATED ABOVE SHEAR WALLS
SHALL BE DESIGNED FOR DRAG
FORCE (D.F.) -SEE ROOF PLAN FOR
REQUIRED LOADS. TRUSSES WITHOUT
DESIGNATED LOADS SHALL BE
DESIGNED FOR 350 PLF
DOUBLE 2X TOP PLATE
NOTE:
• AT SHEAR WALL LOCATIONS SEE
SHEARWALL SCHEDULE FOR STUD
WALL, SHEATHING, TYPE & EDGE
NAILING, AND BOTTOM PLATE
ATTACHMENT.
• AT NON-SHEAR WALL LOCATIONS
SEE STUD SCHEDULE FOR STUD
WALL AND FASTENING SCHEDULE
FOR EDGE NAILING AND BOTTOM
PLATE ATTACHMENT
EDGE NAILING -
TYPICAL
2X STUD WALLCORRIDOR
CHASE
1' - 6" MECHANICAL
A/C UNIT A/C UNIT
CEILING -RE: ARCH
ROOF SHEATHING
ROOF TRUSS
NOTE:MECHANICAL CHASE
SHOWN IN CENTER BAY OF
TRUSS. CHASE MAY BE
LOCATED AT EITHER END
BAY OF TRUSS, COORDINATE
LOCATION WITH ARCH / MEP
TRUSS BLOCK
TRUSS BLOCK
ROOF TRUSS
A/C UNIT
B
B
ROOF SHEATHING
ROOF TRUSSES
(DESIGNED FOR ADDITIONAL
ROOF TOP EQUIPMENT PER
STRUCT AND MECH DRAWINGS)
4X4 PT SLEEPER -RE: MECH
FASTEN 4X4 TO BLOCKING W/
(2) SDWS25600 SCREWS PER
STAND BASE (4 SCREWS PER
BOARD)
MECH UNIT & STAND
BY OTHERS -RE: MECH
(2)2X8 FLAT BLOCKING
FASTENED TO ROOF TRUSS W/
(3) SDWC15450 SCREWS
Scale
Date
Drawn By
Checked By
Project Number
3/4" = 1'-0"3/18/2026 9:19:16 PMS4.310
Framing Sections - Wood
Roof
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/4" = 1'-0"1 Exterior Roof Truss Bearing
3/4" = 1'-0"2 Gable Roof Truss Section
3/4" = 1'-0"3 Roof Truss Bearing at Interior Bearing Wall / Shear Wall
3/4" = 1'-0"4 Roof Truss Parallel to Interior Shear Wall
3/4" = 1'-0"8 Roof Truss Parallel to Unit Demising Wall
3/4" = 1'-0"5 Roof Truss Bearing at Interior Bearing Wall - One Side
3/4" = 1'-0"9 Roof Truss Bearing at Unit Demising Wall - One Side
3/4" = 1'-0"6 Truss Blocking / Bracing Over Wall
3/4" = 1'-0"7 Truss Bearing at Corridor w/ Mechanical Line Set Knee Wall
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
GIRDER TRUSS -RE:
TRUSS MANUFACTURER
ROOF TRUSS -
SEE PLAN
FLAT ROOF TRUSSES -
SEE PLAN
2X LOAD BEARING STUD
WALL -SEE PLAN AND
SCHEDULE
2X LOAD BEARING STUD
WALL -SEE PLAN AND
SCHEDULE
ROOF SHEATHING
SHEATH W TYPE 'D'
SHEARWALL -SEE
SHEARWALL SCHEDULE2x6 CONT.
S4.310
1
.SIM
S4.310
4
.
GIRDER TRUSS -
SEE PLAN
GIRDER TRUSS -
SEE PLAN
TRIPLE 2x12 BEAM
-SEE PLAN
2x12 JOISTS @ 24" O.C.
W/ HU212 HANGERS
EACH END.
2x12 LEDGER
2x6 ROOFTOP WALL PANEL W/
STUDS @ 16" O.C. & TRIPLE
2x6 HADER -SHEATH
EXTERIOR W/ W.S.P. PER
SHEARWALL TYPE 'D'
2x6 ROOF JOISTS
@ 12" O.C.
ROOF TRUSS -
SEE PLAN
2X LOAD BEARING STUD
WALL -SEE PLAN AND
SCHEDULE
ROOF TRUSSES -
SEE PLAN
ACCESS DOOR W/
PULL DOWN LADDER
BY OTHERS
ROOF SHEATHING
ROOF SHEATHING
ROOF ACCESS DOOR
BY OTHERS -RE: ARCH
Scale
Date
Drawn By
Checked By
Project Number
3/4" = 1'-0"3/18/2026 9:19:18 PMS4.311
Framing Sections - Wood
Roof
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/4" = 1'-0"1 Roof Framing Detail at Mechanical Well
3/4" = 1'-0"2 Roof Framing Detail at Roof Access Platform
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
Roof
10' -6"
Eave
10' -2"
SCISSOR TRUSS
VALLEY SET TRUSS / FRAMING
GIRDER TRUSS -
SEE PLAN
ROOF TRUSS -
SEE PLAN
2X LOAD BEARING
EXTERIOR STUD WALL -
SEE PLAN AND SCHEDULE
CONNECTION BY
TRUSS MANUF, TYP.
ROOF SHEATHING
2X CONT.
ROOF SHEATHING
TRUSS BLOCK
VAULTED CEILING, RE: ARCH
& INTERIORS FOR EXTENTS
NOTE: SEE ROOF TRUS UPLIFT
TABLE ON S5.421 OR S5.521 FOR
ADDITIONAL HARDWARE NOT
SHOWN HERE
ROOF CLIP, TYP. SEE
ROOF TRUSS UPLIFT
DETAILS.
2X BLOCKING AS
REQUIRED FOR EDGE
NAILING, TYP.
FLOOR JOISTS -
SEE PLAN
FLOOR SHEATHING
RAFTER FRAMING -
SEE PLAN
ROOF SHEATHING
ROOF TRUSSES -
SEE PLAN
BLOCKING & EDGE
NAILING, TYP.
2X8 CONT. W/ (3)0.131"X3"
NAILS @ EA. RAFTER
2X OVERFRAMING -SEE PLAN
DOUBLE TOP PLATE
DOUBLE TOP PLATE
2X CONT. LEDGER -
SEE TYP. CONNECTION
DETAILS
H2.5A CLIP @ EA. RAFTER
Scale
Date
Drawn By
Checked By
Project Number
3/4" = 1'-0"3/18/2026 9:10:25 PMS4.312
Framing Sections - Wood
Roof
Hanover Company
Hyannis Phase II
Checker
Author
10/01/58
25070
55 Wilkens Lane
Barnstable, MA 02601
3/4" = 1'-0"1 Section at Vaulted Ceiling
3/4" = 1'-0"2 Framing Section at Mechanical Room
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
A
S4.313
2_______
6X6 MEMBER (MATCH TYPE AND GRADE
OF ADJACENT TRUSS MEMBERS)
6x14 DOUGLAS FIR #1 GRADE
OR 5-1/8x11-7/8 EXTERIOR
GRADE GLU-LAM Beam Height
12' -8"
CONTINUOUS BEAM -SEE PLAN
WOOD POST -SEE PLAN
1/4"x4" WIDE STEEL ELBOW
PLATE EA. SIDE OF TRUSS W/
(8)1/2" DIA A36 THRU BOLTS -
RE: ARCH FOR PLATE AND BOLT
FINISHING AND PLATE EDGE TREATMENT
(CHAMFERING, ETC.)
6"
1/4"x4"x1'-8" STEEL PLATE EA.
SIDE OF TRUSS W/ (8)1/2" DIA
A36 THRU BOLTS -
RE: ARCH FOR PLATE AND BOLT
FINISHING AND PLATE EDGE TREATMENT
(CHAMFERING, ETC.)
6"
2" STAGGERED, TYP.1"
BRICK VENEER -RE: ARCH
WOOD POST -SEE PLAN
BRICK VENEER -RE: ARCH
SIMPSON APVT6 FLAT STRAP EACH
SIDE OF POST TO BEAM OR APPROVED
EQUAL -RE: ARCH
6x14 DOUGLAS FIR #1 GRADE
OR 5-1/8x11-7/8 EXTERIOR
GRADE GLU-LAM2" STAGGERED, TYP.NOTE: EXTERIOR GRADE GLU-LAMS SHALL BE
PRESSURE-TREATED GLU-LAM MEMBERS
TREATED AFTER FABRICATION (PTAF) WITH A
PTI-BASED CLEAR PRESERVATIVE SUITABLE
FOR EXTERIOR, ABOVE-GROUND USE.
PRESERVATIVE MUST BE NON-METALLIC AND
LEAVE NO GREEN TINT.
CONTRACTOR SHALL SUBMIT MATERIAL TO
ARCH AND EOR FOR APPROVAL.6" MIN.PRE-DRILL INTERIOR CORNER
OF STRINGER. CARE SHOULD BE
TAKEN TO AVOID OVER CUTTING.
PROVIDE (4) SIMPSON SDWC15600
SCREWS (2 NS & 2 FS)
PROVIDE (4) SIMPSON SDWC15600
SCREWS (2 NS & 2 FS)
1
1
WOOD BEAM -
SEE
ROOF SHEATHING
2x4 BLOCKING OVER
EACH BEAM MEMBER
2x4 JOISTS @ 16" O.C.
1x BLOCKING @ 16" O.C.
EXPOSED T&G CEILING
TREATMENT -RE:
ARCH / INTERIORS
/1 S4.313
1
Roof
10' -6"
Beam Height
12' -8"
2X LOAD BEARING EXTERIOR
STUD WALL -SEE PLAN AND
SCHEDULE
ROOF SHEATHING
GABLE TRUSSES -
SEE PLAN
GLU LAM BEAM -
SEE PLAN
(3)2x4 PONYSTUDS BELOW BEAM & (1)2x4
PONYSTUD FULL HEIGHT FASTENED TO TOP
AND BOTTOM CHORDS W/ (3)0.148"x3" NAILS
A Beam Bearing at Gable End
ROOF SHEATHING
BEAM -SEE PLAN
GABLE TRUSS -
SEE PLAN
2x4 PONY STUDS
BEHIND GABLE TRUSS
DOUBLE 2X TOP PLATE
STUDPACK
Scale
Date
Drawn By
Checked By
Project Number
3/4" = 1'-0"3/18/2026 9:10:26 PMS4.313
Framing Sections - Wood
Roof
Hanover Company
Hyannis Phase II
Checker
Author
10/01/58
25070
55 Wilkens Lane
Barnstable, MA 02601
3/4" = 1'-0"1 Roof Framing Detail at Covered Porch
3/4" = 1'-0"2 Decking Detail at Covered Porch
3/4" = 1'-0"3 Glu Lam Beam Support at Exterior Wall Details
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
1 RFI 015 03/05/26
100% IFC 03/18/26
T.O High Windows
9' -6"
ROOF SHEATHING
GIRDER TRUSS -
SEE PLAN
ROOF CLIP
WINDOW SYSTEM -
RE: ARCH.
WOOD BEAM -
SEE PLAN
2X CONT.
ROOF SHEATHING
ROOF SHEATHING
2X CONT.
ROOF TRUSS -
SEE PLAN
ROOF TRUSS -
SEE PLAN
GIRDER TRUSS -
SEE PLAN
CONNECTION BY
TRUSS MANUF, TYP.
NOTE:
SEE ROOF TRUSS UPLIFT TALBE
ON S5.421 OR S5.521 FOR ADDITIONAL
HARDWARE NOT SHOWN HERE.
2x BLOCKING BETWEEN
TRUSS CHORDS
CEILING ELEVATION =
(VERIFY W/ INTERIORS)
CEILING ELEVATION =
(VERIFY W/ INTERIORS)
CEILING ELEVATION =
(VERIFY W/ INTERIORS)
2x OVERFRAME -
RE: INTERIORS
SEE DETAIL 1/S4.310
FOR TRUSS ATTACHMENT
TO BEAM
10' - 6"
11' - 6"
16' - 11"
(FACE OF STUD TO FACE OF STEP IN TRUSS)
8'-0".
T.O High Windows
9' -6"
WOOD BEAM -
SEE PLAN
2X CONT.
ROOF SHEATHING
GIRDER TRUSS -
SEE PLAN
NOTE:
SEE ROOF TRUSS UPLIFT TABLE
ON S5.421 OR S5.521 FOR ADDITIONAL
HARDWARE NOT SHOWN HERE.
ROOF CLIP
WINDOW SYSTEM -
RE: ARCH.
2X CONT.
ROOF SHEATHING
ROOF TRUSS -
SEE PLAN
GIRDER TRUSS -
SEE PLAN
CONNECTION BY
TRUSS MANUF, TYP.
ROOF TRUSS -
SEE PLAN
NOTE:
SEE ROOF TRUSS UPLIFT TALBE
ON S5.421 OR S5.521 FOR ADDITIONAL
HARDWARE NOT SHOWN HERE.
CONNECTION BY
TRUSS MANUF, TYP.
CEILING ELEVATION =
(VERIFY W/ INTERIORS)
CEILING ELEVATION =
(VERIFY W/ INTERIORS)2x OVERFRAME -
RE: INTERIORS
SEE DETAIL 1/S4.310
FOR TRUSS ATTACHMENT
TO BEAM
11' - 6"
10' - 6"
(FACE OF STUD TO FACE OF GT)
7' - 9 3/4"
T.O High Windows
9' -6"
BRICK VENEER -
RE: ARCH.
LOOSE LINTEL -
SEE SCHEDULE
WOOD BEAM -
SEE PLAN
2X ROOF JOIST -
SEE PLAN
ROOF SHEATHING
CONTINUOUS 2x8 LEDGER -
FASTEN PER DETAIL 1/S0.303
2X LOAD BEARING
EXTERIOR STUD WALL -
SEE PLAN AND SCHEDULE
2X6 OUTRIGGER
AT 24" O.C. MAX.
ROOF SHEATHING
GABLE ROOF TRUSSES
SEE PLAN
SEE 2/S4.310 FOR GABLE
ROOF TRUSS FRAMING
INFORMATION NOT SHOWN.
2X CONT.
PROVIDE (4) 0.148x3" NAILS
TOTAL @ EA JOIST TO LEDGER
Scale
Date
Drawn By
Checked By
Project Number
3/4" = 1'-0"3/18/2026 9:10:27 PMS4.314
Framing Sections - Wood
Roof
Hanover Company
Hyannis Phase II
Checker
Author
10/01/58
25070
55 Wilkens Lane
Barnstable, MA 02601
3/4" = 1'-0"2 Framing Section at Front Porch
3/4" = 1'-0"1 Framing Section at Rear Porch
3/4" = 1'-0"3 Framing Section at Front Porch.
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
STAG G ER SC R EW S PER
M AN U FAC TU R ER
R EC O M M EN D ATIO N
LTP PER SC H ED U LE(G IN STALLATIO N O N LY)SD S25500 SC R EW U PPER
W ALL BO TTO M PLATE TO
BLO C KIN G
FLOOR TRUSS BEARING WALL TOP CHORD TRUSSTOP C H O R D BEAR IN G
TR U SSFLO O R SH EATHING
TO P C H O R D BEAR IN G
TR U SSSC H ED U LED SC R EW
SPAC IN G
U PPER W ALLSH EATH IN G & TR U SSBEAR IN G / BLO C KIN G
SCREW SHEAR FASTENER ASSEMBLYLOW ER W ALLSD S25300 SC R EW TH R O U G H
LO W ER W ALL D O U BLE TO PPLATE M EM BER S2X BO TT / SO LE PLATEBLO C KING
2X U PPER TO P PLATELO W ER TO P PLATE:NON-FLOOR TRUSS BEARING WALLSTAGGER SC R EW S PER
M AN U FAC TU R ER
R EC O M M EN D ATIO N
SD S25500 SC R EW U PPER
W ALL BO TTO M PLATEIN TO LO W ER W ALLD O U BLE TO P PLATEUPPER W ALLFLO O R SH EATHING
SC H ED U LED SC R EW
SPAC IN G
SCREW SHEAR FASTENER ASSEMBLY LO W ER W ALL2X BO TT / SO LE PLATE2X U PPER TO P PLATELO W ER TO P PLATE:NON-FLOOR TRUSS BEARING WALLSTAGGER SC R EW S PER
M AN U FAC TU R ER
R EC O M M EN D ATIO N
SD S25800 SC R EW U PPER
W ALL BO TTO M PLATETH R O U G H AD D 'L D O U BLEPLATE AN D IN TO LO W ER
W ALL D O U BLE TO PPLATEFLO O R SH EATHING
SC H ED U LED SC R EW
SPAC IN G
UPPER W ALLSH EATH IN G & AD D 'LD O U BLE PLATELO W ER W ALLSCREW SHEAR FASTENER ASSEMBLY
(ALTERNATE ADD'L DOUBLE PLATE)( 2) R O W S STAG G ER ED
W H EN R EQ U IR ED BYSC H ED U LEN AIL U PPER W ALL BO TTPLATE IN TO BLO C KIN G
FLOOR TRUSS BEARING WALL TOP CHORD TRUSSTOP C H O R D BEAR IN G
TR U SSFLO O R SH EATHING
TO P C H O R D BEAR IN G
TR U SSSC H ED U LED Q U AN TITYO F N AILS PER FO O TU PPER W ALLSH EATH IN G & TR U SSBEAR IN G / BLO C KIN G
NAIL SHEAR FASTENER ASSEMBLYL O W ER W ALLN AIL BO TT BLO C KIN G
M EM BER IN TO LO W ER
W ALL D O U BLE TO PPLATE TO P M EM BER
N AIL TO P BLO C KIN G M EM BER
IN TO BO TT BLO C KIN G M EM BER
N AIL LO W ER W ALL D O U BLE TO PPLATE TO P M EM BER IN TO BO TTM EM BER
NON-FLOOR TRUSS BEARING WALL(2) R O W S STAG G ER ED
W H EN R EQ U IR ED BYSC H ED U LEN AIL U PPER W ALL BO TTPLATE IN TO LO W ER
W ALL D O U BLE TO PPLATE TO P M EM BER
U PPER W ALLFLO O R SHEATH IN G
SC H ED U LED Q U AN TITYO F N AILS PER FO O TNAIL SHEAR FASTENER ASSEMBLY LO W ER W ALLN AIL LO W ER W ALL D O U BLE TO PPLATE TO P M EM BER IN TO
D O U BLE PLATE BO TT M EM BER
NON-FLOOR TRUSS BEARING WALLFLOOR SH EATHING
NAIL SHEAR FASTENER ASSEMBLY
(ALTERNATE ADD'L DOUBLE PLATE)LO W ER W ALLN AIL AD D 'L D O U BLE PLATE TO PM EM BER IN TO AD D 'L D O U BLEPLATE BO TT M EM BER
N AIL LO W ER W ALL D O U BLE TO PPLATE TO P M EM BER IN TO BO TTM EM BERSCHEDULED Q U AN TITYO F N AILS PER FO O TU PPER W ALLSH EATH IN G & AD D 'LD O U BLE PLATEN AIL AD D 'L D O U BLE PLATE BO TTM EM BER IN TO LO W ER W ALLD O U BLE TO P PLATE TO PM EM BER
N AIL U PPER W ALL BO TT PLATEIN TO AD D 'L D O U BLE PLATE TO PM EM BER(2) R O W S STAG G ER W H EN
R EQ U IR ED BY SC H ED U LEFLOOR TRUSS FASTENER ASSEMBLY DETAILS
FLOOR TRUSS
BEARING
FLOOR TRUSS
NON BEARING
NAILING /1A S5.410
FLOOR TRUSS
NON BEARING
(ALTERNATE)
SCREWS
/1B S5.410 /1C S5.410
/2A S5.410 /2B S5.410 /2C S5.410
WOOD FRAME SHEAR WALL SCHEDULE -WOOD STRUCTURAL PANEL (WSP) 1,8,16,17,18,19
SHEAR WALL SCHEDULE NOTES:
1. WSP SHALL BE 7/16" THICK 3-PLY MIN. PLYWOOD OR OSB SHALL HAVE A MAXIMUM MOISTURE CONTENT OF 19% AT TIME OF FABRICATION. SEE GENERAL NOTES FOR WSP SPECIFICATIONS.
2. DOUBLE SIDED SHEAR WALLS LABELED AS CC SHALL BE INSTALLED WITH WSP BOTH SIDES OF WALL SHEATHED AND FASTENED PER SCHEDULE.
3. S WALLS SHALL BE SHEATHED WITH 7/16" STRUCTURAL 1 WSP OR 15/32" WSP W/ 0.148" DIA x 3" LONG NAILS SPACED PER SCHEDULE.
4. FIELD NAILING (NAILS @ ALL OTHER SUPPORTS) SHALL BE 12" O.C. TYPICAL WITH THE SAME NAIL SIZE AS SPECIFIED AT BOUNDARY / EDGE NAILING CONDITIONS.
5. ALL BOUNDARY / EDGE AND FIELD NAILING SHALL BE WITH 0.131"⌀x 2 1/2" LONG NAILS SPACED PER SCHEDULE.
6. ALL VERTICAL AND HORIZONTAL JOINTS SHALL BE BLOCKED AS SCHEDULED WITH BLOCKS TO MATCH WALL THICKNESS (TYPICAL).
7. ALL SHEAR WALL SILL PLATES SHALL BE 2X MIN.
8. PROVIDE (2)2X OR 3X STUDS AT ABUTTING WALL PANELS PER SCHEDULE. DOUBLE 2X STUDS SHALL BE FACE NAILED TOGETHER WITH (2) STAGGERED ROWS OF 0.148"⌀x 3" LONG NAILS SPACED @ 4" O.C.
(TYPICAL).
9. EDGE DISTANCE FROM PANEL EDGES SHALL BE 1/2" MIN. AND EDGE DISTANCE FROM CONNECTING MEMBERS SHALL BE 3/8" MIN.
10. STAGGER NAILING AT ALL ADJOINING PANEL EDGES WHERE NAIL SPACING IS LESS THAN 6" O.C.
11. AT POST TENSIONED SLABS, POST-INSTALLED MECHANICAL ANCHORS SHALL BE SIMPSON TITAN-HD (ICC ESR-2713) x 5" MIN. EMBEDMENT INTO CONCRETE. CAST-IN-PLACE ANCHORS SHALL BE EMBEDDED
7" MIN. INTO CONCRETE.
12. SIMPSON MASA ANCHORS SHALL BE INSTALLED WITH STANDARD INSTALLATION AND 20% MAX. ONE-LEG UP INSTALLATION ALONG A WALL LINE (1 OF EVERY 5 MAX.) WITH ALL NAIL HOLES FILLED (TYPICAL).
13. ALLOWABLE SHEAR CAPACITY VALUES ARE BASED ON SPF STUD FRAMING. FOR DFL STUD FRAMING, THE ALLOWABLE SHEAR VALUES SHALL BE DIVIDED BY 0.92
14. CONTRACTOR SHALL APPROPRIATELY SURVEY STRUCTURAL SLABS PRIOR TO POST-INSTALLED ANCHOR INSTALLATION TO ENSURE EXISTING POST-TENSIONING TENDONS ARE NOT DAMAGED DURING
ANCHOR INSTALLATION (TYPICAL). IN NO INSTANCE SHALL EXISTING POST-TENSIONING TENDONS BE DAMAGED.
15. CONTRACTOR SHALL FOLLOW ALL POST-INSTALLED ANCHOR MANUFACTURER INSTALLATION INSTRUCTIONS, RECOMMENDATIONS AND PROTOCOLS IN ADDITION TO BUILDING CODE SPECIAL INSPECTION
REQUIREMENTS.
16. REFER TO SHEAR WALL END ANCHOR ELEVATIONS AND SCHEDULE FOR REQUIRED SHEAR WALL END POST / STUDS. IF NO ANCHOR IS SPECIFIED, PROVIDE (2)2X FULL HEIGHT STUDS EACH SIDE OF
HOLDOWN ROD AND AT EACH END OF SHEAR WALL. FACE NAIL (2)2X STUDS TOGETHER WITH (2) ROWS OF 0.148"⌀x 3" NAILS @ 4" O.C. STAGGERED ON ALTERNATING SIDES (TYPICAL).
17. WHERE SHEAR WALLS ARE SUPPORTED BY STEEL BEAMS, PROVIDE 2X OR 3X CONTINUOUS NAILER RIPPED TO MATCH STEEL BEAM FLANGE WIDTH AND ANCHOR WITH 5/8"⌀THREADED STUDS SHOP
WELDED TO BEAM TOP FLANGE @ SCHEDULED ANCHOR BOLT SPACING.
18. SHEAR FASTENER INSTALLATION SHALL MEET ONE OF THE PROVIDED ASSEMBLY DETAILS PROVIDED, SEE ACCOMPANYING DETAILS.
19. SHEAR WALL FRAMING SHALL BE 2X STUDS @ 16" O.C. MAX. REFER TO WOOD SHEAR WALL PLAN(S) FOR SHEAR WALL TYPES AND LOCATIONS.
20. NO SUBSTITUTIONS FOR SCHEDULED SHEAR WALL FRAMING OR HARDWARE WITHOUT FORMAL RFI REQUEST AND APPROVAL BY SEOR PRIOR TO CONSTRUCTION.
21. AT WALLS WITH PANELS APPLIED TO ONE FACE ONLY, PANELS MAY BE PLACED ON EITHER FACE YET MUST ATTACH DIRECTLY TO STUDS (TYPICAL).
22. SILL PLATE ANCHORAGE SHALL BE CAST-IN ANCHORS. POST-INSTALLED OR MASA ANCHORS AT CONTRACTOR'S OPTION.
23. FASTENER SPACING SPECIFIED SHALL BE BASED ON AN AVERAGE SPACING PROVIDED ALONG THE SHEARWALL LENGTH. WHERE STUDS AND OTHER OBSTRUCTIONS PREVENT THE SPECIFIED UNIFORM
SPACING TO BE INSTALLED, A TIGHTER SPACING MAY BE USED PROVIDED THAT THE MINIMUM SPACING IS MAINTAINED PER TABLE BELOW.
FASTNER TYPE MIN. SPACING (IN ANY SINGLE ROW)MIN. SPACING BETWEEN ROWS MIN. WOOD EDGE / END DISTANCES
• CAST-IN ANCHOR BOLTS 3"N/A 1 1/2" EDGE / 5 1/2" END
• POST-INSTALLED MECH. ANCHORS 5"N/A 1 1/2" EDGE / 5 1/2" END
• SIMPSON MASA MUD SILL ANCHORS 4"N/A 2" END
• NAILS 2 1/4"3/8"3/8" EDGE / 2 1/2" END
• SIMPSON SDS25 SCREWS 3"5/8"5/8" EDGE / 3" END
• SIDE CONNECTORS (LTP4)6"N/A N/A
SHEAR
WALL
TYPE 2,3
SHEATHED
FACES
BOUNDARY /
EDGE
NAILING4,5,9,10
BLOCKED
EDGES 6,8
SILL PLATE 7,22
ANCHORAGE TO CONCRETE 11,12,23
CAST-IN
ANCHOR BOLTS
(ASTM F1554
GR. 36)
NAILS
A 1
NAILS / FT
(0.148"⌀X 3 1/4")
BOTTOM PLATE TO TOP PLATE
CONNECTION 23
POST-INSTALLED
MECH.
ANCHORS 14,15
(ICC ESR-2713)
SIMPSON MASA
MUD SILL
ANCHORS (ICC
ESR-2555)
B
C
CC
D
S
2" O.C.(2) 2X 5/8"⌀@ 18" O.C.5/8"⌀@ 18" O.C.12" O.C.5 NAILS/FT -2 ROWS
1
1
2
1
1
3" O.C.
4" O.C.
4" O.C.
6" O.C.
2" O.C.
2X
2X
2X
2X
(2) 2X
5/8"⌀@ 24" O.C.5/8"⌀@ 24" O.C.16" O.C.
5/8"⌀@ 33" O.C.5/8"⌀@ 33" O.C.21" O.C.
5/8"⌀@ 16" O.C.5/8"⌀@ 16" O.C.10" O.C.
5/8"⌀@ 48" O.C.5/8"⌀@ 48" O.C.31" O.C.
5/8"⌀@ 18" O.C.5/8"⌀@ 18" O.C.11" O.C.
4 NAILS/FT -1 ROW
3 NAILS/FT -1 ROW
6 NAILS/FT -1 ROW
2 NAILS/FT -1 ROW
6 NAILS/FT -1 ROW
WD10.0 WOOD SHEAR WALL SCHEDULE (WSP) FOR WIND AND SEISMIC DESIGN CATEGORY A-C:
SCREWS
SIMPSON LTP4
SIMPSON SDS25
SCREWS
STAGGERED
6" O.C.10" O.C.
13" O.C.
8" O.C.
25" O.C.
8" O.C.
17" O.C.
8" O.C.
10" O.C.
5" O.C.
16" O.C.
5" O.C.
ALLOWABLE
SHEAR
CAPACITY (PLF)
SEISMIC 13
ALLOWABLE
SHEAR
CAPACITY (PLF)
WIND 13
588 823
450 630
349 489
698 978
239 335
708 901
SIDE CONNECTIONS
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:19:20 PMS5.410
Wood Shear Wall
Schedule
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
2A
2B
2C
1A
1B
1C
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
DEMISING WALL
(2 SIDES)
FIRE SEPARATIONINTERSECTING
WALL
EXTERIOR WALL2' - 0"OPP
HANDS5.413
1
.
OPP
HAND
DEMISING WALL
(1 SIDE)
SHEAR WALL DIAGRAM -EXTERIOR CONDITIONS
3'-0" MIN.
MIN DISTANCE FROM
END OF COMPRESION
MEMBER AND FACE
OF OPENING
ANCHOR ROD /
COMPRESSION
POST
SCHEMATIC
3'-0" MIN
FOR ANCHOR ROD ANCHORAGE AT FOUNDATION SEE SHEET
FOR ANCHOR ROD ANCHORAGE AT PODIUM SEE SHEET
DEMISING WALL
(2 SIDES)
FIRE SEPERATIONINTERSECTING
WALL
CORRIDOR WALL
OPP
HAND
OPP
HAND
OPP
HAND
DEMISING WALL
(1 SIDE)
S5.413
1
.
SHEAR WALL DIAGRAM -INTERIOR CONDITIONS
3'-0" MIN
MIN DISTANCE FROM
END OF COMPRESION
MEMBER AND FACE
OF OPENING
ANCHOR ROD /
COMPRESSION
POST
SCHEMATIC
FOR ANCHOR ROD ANCHORAGE AT FOUNDATION SEE SHEET
FOR ANCHOR ROD ANCHORAGE AT PODIUM SEE SHEET
WOOD SHEAR WALL SCHEDULE NOTES:
1. RTUD AND ATUD BEARING PLATES SHALL BE PROVIDED BY SIMPSON STRONG-TIE BASED ON WALL WIDTH, AND TAKE-UP DEVICE CAPACITY AT EACH LEVEL.
2. RTUD AND ATUD TAKE-UP DEVICES ARE MANUFACTURED BY SIMPSOM STRONG-TIE CONFORMING TO ICC ESR-2320. ALTERNATIVE TAKE-UP DEVICES MAY BE CONSIDERED PROVIDED DATA IS SUBMITTED FOR REVIEW BY THE EOR PRIOR TO
CONSTRUCTION. IN ADDITION, PROPOSED ALTERNATES SHALL NOT EXCEED THE MAXIMUM DEFLECTION AT ALLOWABLE LOAD OF SCHEDULED TAKE-UP DEVICES PER ICC ESR-2320.
3. STANDARD AND TRANSITION HOLD-DOWN ROD COUPLERS SHALL CONFIRM TO SIMPSON ATS-C OR ATS-HSC COUPLER NUTS BASED ON SCHEDULED ROD SIZE, SPECIFIED YEILD STRENGTH AND SPECIFIED TENSILE STRENGTH (TYPICAL)
4. THE MAXIMUM ACCUMULATION OF VERTICAL DISPLACEMENT, INCLUDING ROD ELONGATION, BEARING PLATE-GRAIN DEFORMATION, TAKE UP / SHRINKAGE COMPENSATIONG DEVICES, AND OTHER COMPONENTS OF THE HOLD-DOWN SYSTEM
HAS BEEN LIMITED TO A MAXIMUM OF 0.2" WHEN CONSIDERING MAXIMUM ALLOWABLE TENSION LOADS FOR EACH SCHEDULED ROD SIZE.
WOOD SHEAR WALL COMPRESSION END MEMBER TABLE FOOTNOTES:
1. SEE ELEVATIONS FOR GENERAL LAYOUT AND FLOOR FRAMING DETAILS FOR ADDITIONAL INFORMATION.
2. AT SHEAR WALL LOCATIONS WITH FLOOR/ROOF TRUSSES PERPENDICULAR TO WALL, TOP CHORD BEARING TRUSSES REQUIRE SOLID BLOCKING AND BOTTOM CHORD
BEARING TRUSSES REQUIRE TRUSS BLOCKS BETWEEN ALL TRUSSES.
3. AT SHEAR WALL LOCATIONS WITH FLOOR / ROOF TRUSSES PARALLEL TO WALL, WALL SHALL EXTEND TO BOTTOM OF FLOOR SHEATHING AT TOP CHORD BEARING TRUSSES
AND EITHER A DRAG TRUSS IS PROVIDED ABOVE THE WALL OR THE WALL SHALL EXTEND TO BOTTOM OF SHEATHING AT BOTTOM CHORD BEARING TRUSSES.
4. TJI JOISTS INSTALLED PERPENDICULAR TO SHEAR WALLS SHALL BE PROVIDED WITH SOLID BLOCKING OR RIMBOARD; AT LOCATIONS WHERE TJI JOISTS ARE INSTALLED
PARALLEL TO SHEAR WALLS, EITHER A TJI IS INSTALLED DIRECTLY OVER THE WALL OR THE WALL IS EXTENDED TO BOTTOM OF FLOOR/ROOF SHEATHING.
5. ALL STUDS AND POSTS SHALL BE #2 GRADE OR BETTER. REFER TO POST SCHEDULE FOR POSTS THAT REQUIRE HIGHER GRADE MATERIAL (TYPICAL).
6. ALL RODS SHALL BE SIMPSON STRONG ROD ATR, ATS-HSR, OR ATS-HSSR AS NOTED IN THE SCHEDULE.
7. AT COMPRESSION END MEMBER TABLE ENTRIES WITH N-XX OR N-XXX, THE N REPLACES THE (2)2X END MEMBERS WITH AN 'N' POST PER THE COMPRESSION END MEMBER
SCHEDULE (TYPICAL).
8. AS AN ALTERNATE TO MULTIPLE STUD PACKS, SOLID POSTS ARE ACCEPTABLE PER THE FOLLOWING SCHEDULE:
• (4) 2X4 = 4X8
• (4) 2X6 = 6X8
NAILING AT ADDED STUDS SHALL
BE SPACED AT 12" O.C. MAX.
COMPRESSION POST STUD
PACK NAILING 1
3"6"
9"
SHEAR WALL END
(2) 2X END MEMBER -
SEE SHEAR WALL
ANCHORAGE DETAILS 2
ANCHOR ROD -SEE
SCHEDULE THIS SHEET
INTERIOR COMPRESSION POST
STUD PACK OR SOLID POST /
POST GROUP -SEE SCHEDULE
THIS SHEET
NOTE:
1. AT COMPRESSION POST AND END MEMBER STUD PACKS, SHEARWALL EDGE/
BOUNDARY NAILING TO CLOSEST (2) STUDS EACH SIDE OF ROD SHALL BE EDGE
NAILED PER SHEAR WALL SCHEDULE MULTIPLIED BY TOTAL NUMBER OF STUDS IN
SCHEDULED STUD PACK, BUT NOT TO EXCEED 12" O.C. NAILING AT SOLID POSTS
SHALL BE EDGE NAILED AT CENTERLINE OF EACH POST AND AT (2) END MEMBER
STUDS (TYPICAL)
2. AT INSTANCES END MEMBER STUDS ARE LOCATED AT CORNER / INTERSECTION
STUD PACKS, END MEMBERS ARE COMBINED WITH CORNER / INTERSECTION
STUD PACKS PER ANCHORAGE DETAILS.
END MEMBER STUD
PACK NAILING 1,2
COMPRESSION END MEMBER SCHEDULE
(DFL #2 UNO)
A
B
C
D
E
MARK MEMBER
F
G
H
J
K
L
M
N
P
Q
R
S
T
4X6
4X8
4X10
4X12
6X6
6X8
6X12
6X10
6X10 #1
6X12 #1
3.5X7.5 PSL
3.5X9.5 PSL
3.5X11.875 PSL
4X12 #1
3.5X14 PSL
3.5X3.5 PSL
3.5X16 PSL
6X14 #1
MARK MEMBER
WD11.0 Wood Shear Wall Compresion End Member Table (SPF / SYP -WIND / SEISMIC A-C)
LEVELS
2X4 2X6
L5
L4
L3
L2
L1
1
ATR3/8 WOOD SHEAR WALL COMPRESION END MEMBER TABLE
STUD / POST CLEAR HEIGHT
9'-2"
1
11
1
1
10'-2"
2X4 2X6
1
1
11 1 1
11 2 1
12 2 1
1
1
11'-2"
2X4 2X6
1
1
2 1
2 1
3 1
1
2
12'-2"
2X4 2X6
1
1
2 1
3 1
4 1
LEVELS
2X4 2X6
L5
L4
L3
L2
L1
2
ATR1-1/8 WOOD SHEAR WALL COMPRESION END MEMBER TABLE
STUD / POST CLEAR HEIGHT
9'-2"
CC
2CC
DD
DD
10'-2"
2X4 2X6
3
3
2CC DD 3
2CC DD 3
2CC JJ 3
JJ
JJ
11'-2"
2X4 2X6
3
3
JJ 3
JJ 3
JJ 3
S
S
12'-2"
2X4 2X6
4
4
S 4
S 4
T 4
LEVELS
2X4 2X6
L5
L4
L3
L2
L1
1
ATR1/2 WOOD SHEAR WALL COMPRESION END MEMBER TABLE
STUD / POST CLEAR HEIGHT
9'-2"
1
11
1
1
10'-2"
2X4 2X6
1
1
11 2 1
12 3 1
12 3 1
2
2
11'-2"
2X4 2X6
1
1
3 1
4 1
4 1
2
3
12'-2"
2X4 2X6
1
1
4 1
5 1
6 1
LEVELS
2X4 2X6
L5
L4
L3
L2
L1
3
ATR1-1/4 WOOD SHEAR WALL COMPRESION END MEMBER TABLE
STUD / POST CLEAR HEIGHT
9'-2"
DD
3DD
JJ
JJ
10'-2"
2X4 2X6
4
4
3DD JJ 4
3DD JJ 4
3DD JJ 4
T
T
11'-2"
2X4 2X6
4
4
T 4
T 4
T 4
QQ
QQ
12'-2"
2X4 2X6
5
5
QQ 5
QQ 5
QQ 5
LEVELS
2X4 2X6
L5
L4
L3
L2
L1
1
ATR5/8 WOOD SHEAR WALL COMPRESION END MEMBER TABLE
STUD / POST CLEAR HEIGHT
9'-2"
2
12
3
3
10'-2"
2X4 2X6
1
1
12 3 1
13 4 1
13 4 1
3
4
11'-2"
2X4 2X6
1
1
4 1
5 1
6 1
4
5
12'-2"
2X4 2X6
1
1
5 1
6 1
J 1
LEVELS
2X4 2X6
L5
L4
L3
L2
L1
4
ATR1-3/8 WOOD SHEAR WALL COMPRESION END MEMBER TABLE
STUD / POST CLEAR HEIGHT
9'-2"
JJ
4JJ
T
T
10'-2"
2X4 2X6
5
5
4JJ T 5
4JJ T 5
4JJ T 5
11'-2"
2X4 2X6
RR
RR
12'-2"
2X4 2X6
6
6
RR 6
RR 6
RR 6
LEVELS
2X4 2X6
L5
L4
L3
L2
L1
1
ATR3/4 WOOD SHEAR WALL COMPRESION END MEMBER TABLE
STUD / POST CLEAR HEIGHT
9'-2"
3
13
4
4
10'-2"
2X4 2X6
1
1
13 5 1
14 5 1
15 6 1
6
6
11'-2"
2X4 2X6
1
1
6 1
J 1
J 1
J
J
12'-2"
2X4 2X6
1
1
J 1
CC 1
CC 1
LEVELS
2X4 2X6
L5
L4
L3
L2
L1
ATR1-1/2 WOOD SHEAR WALL COMPRESION END MEMBER TABLE
STUD / POST CLEAR HEIGHT
9'-2"10'-2"
2X4 2X6
11'-2"
2X4 2X6
G
G
G
G
G
SS
SS
12'-2"
2X4 2X6
L
L
SS L
SS L
SS L
LEVELS
2X4 2X6
L5
L4
L3
L2
L1
1
ATR7/8 WOOD SHEAR WALL COMPRESION END MEMBER TABLE
STUD / POST CLEAR HEIGHT
9'-2"
5
15
6
6
10'-2"
2X4 2X6
1
1
15 6 1
15 J 1
16 J 1
J
J
11'-2"
2X4 2X6
1
1
J 1
CC 1
CC 1
CC
CC
12'-2"
2X4 2X6
2
2
CC 2
DD 2
JJ 2
LEVELS
2X4 2X6
L5
L4
L3
L2
L1
GG
ATS-HSSR10 WOOD SHEAR WALL COMPRESION END MEMBER TABLE
STUD / POST CLEAR HEIGHT
9'-2"
SS
GGSS
SS
SS
10'-2"
2X4 2X6
GG
GG
GGSS SS GG
GGSS SS GG
GGSS SS GG
RRR
RRR
11'-2"
2X4 2X6
GG
GG
RRR GG
RRR GG
RRR GG
SSS
SSS
12'-2"
2X4 2X6
KK
KK
SSS KK
SSS KK
SSS KK
LEVELS
2X4 2X6
L5
L4
L3
L2
L1
1
ATR1 WOOD SHEAR WALL COMPRESION END MEMBER TABLE
STUD / POST CLEAR HEIGHT
9'-2"
J
1J
CC
CC
10'-2"
2X4 2X6
2
2
1J CC 2
1J CC 2
1J CC 2
DD
DD
11'-2"
2X4 2X6
2
2
DD 2
DD 2
JJ 2
JJ
JJ
12'-2"
2X4 2X6
2
2
JJ 2
JJ 2
JJ 2
LEVELS
2X4 2X6
L5
L4
L3
L2
L1
ATS-HSR12 WOOD SHEAR WALL COMPRESION END MEMBER TABLE
STUD / POST CLEAR HEIGHT
9'-2"
SSS
SSS
10'-2"
2X4 2X6
SSS
SSS
SSS
11'-2"
2X4 2X6
MM
MM
MM
MM
MM
PTTT
12'-2"
2X4 2X6
SSS
SSS
SSS
SSS
SSS
LM
LM
LM
LM
LM
TTT
TTT
TTT
TTT
TTT
PTTT
PTTT
PTTT
PTTT
QQ
QQ
QQ
QQ
QQ
5
5
5
5
5
RR
RR
RR
RR
RR
6
6
6
6
6
6
6
6
6
6
QQ
QQ
QQ
QQ
QQ
QQ
QQ
QQ
QQ
QQ
LL
LL
LL
LL
LL
MM
MM
MM
MM
MM
SHEARWALL DIAGRAM - 4 STORY
WSW-4 WSW-5
WSW-6
LEVEL WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE LEVEL
5 5
4 4
3 3
2 2
1 C ATR 3/4 ATUD 6-2 1
C ATR 1/2
D ATR 1/2
D ATR 3/8
ATUD 6-2
ATUD 6-2
RTUD3B
D ATR 5/8 ATUD 6-2
D ATR 1/2
D ATR 1/2
D ATR 3/8
ATUD 6-2
ATUD 6-2
RTUD3B
C ATR 5/8 ATUD 6-2
C ATR 1/2
D ATR 1/2
D ATR 3/8
ATUD 6-2
ATUD 6-2
RTUD3B
SHEARWALL DIAGRAM - 1 STORY
WSW-1 WSW-2
WSW-3
LEVEL WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE LEVEL
5 5
4 4
3 3
2 2
1 B ATR 5/8 N/A D ATR 3/8 N/A D ATR 3/8 N/A 1
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:19:26 PMS5.411
Wood Shear Wall
Hold-Downs / Comp Post
Schedule - ATR / Rod
System
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
SC H ED U LED C O M PR ESSIO N
EN D M EM BER
SC H EDULED AN C H O R RO DCOUPLER
SC H EDULED TAKE-UP DEVICEBEARING PLATESO LID BLO C KIN G BETW EEN
TR U SSES (TYPIC AL)SC H EDULED AN C H O R RO D
SC H ED U LED C O M PR ESSIO N
EN D M EM BERSCHEDULED AN C H O R RO D
CO U PLER
BEARING PLATESC H EDULED TAKE-UP DEVICE1.BRIDGE BLOCK TO BE USED CONTRACTORS OPTION AND AT CONDITIONS WHERE TRUSS BEARING INTERFERES WITH
SCHEDULED ANCHOR ROD TAKE-UP DEVICE.
NOTE:SC H ED U LED TAKE-U P D EVIC EO N D O U BLE TO P PLATE /BR ID G E BLO C KSC H ED U LED C O M PR ESSIO N
EN D M EM BER1
CO U PLER
SC H EDULED AN C H O RSTEEL BEAM
S5.412
2
.
B E A R IN G P L A T E
S C H E D U L E D T A K E -U P D E V IC E
S C H E D U L E D C O M P R E S S IO N E N D M E M B E R S C H E D U L E D A N C H O R R O D
A D D IT IO N A L C R IP P L E S T U D S A T B R ID G E B L O C K (1 E A S ID E )1 ,2BRIDGE B L O C K 4
NOTE:
1. CRIPPLE STUDS SHALL BE 2X MEMBERS STICHED NAILED PER FASTENING SCHEDULE WITH A MAX NAIL
SPACING OF 6" O.C. (CRIPPLE STUDS MAY BE NAILED TO FULL HEIGHT STUDS FROM EITHER SIDE.)
2. CRIPPLE STUDS TO BE (TOP LEVEL ONLY):
• 2X4 WALL = (2) 2X4
• 2X6 WALL = (1) 2X6
3. DO NOT NAIL BRIDGE BLOCK TO CRIPPLE STUDS.
4. BRIDGE BLOCK TO BE:
• 2X4 WALL = 4X6 #1
• 2X6 WALL = 6X6 #1
A D D O N E T O E N A IL E A E N D O F B R ID G E B L O C K IN T O T O P C R IP P L E S T U D S 3
.
2X CORNER STUDS
SPACING
SCHEDULEDSTUD SPACINGSCHEDULEDSHEAR WALL.9"
EQEQ9"SHEAR WALL
EQEQSHEAR WALL
EDGE NAILING
SCHEDULED SHEAR
WALL END ANCHOR
(SHORTEST WALL)
SCHEDULED
SHEAR WALL END
ANCHOR
STUD / ANCHOR
STEEL BEAM / STUD / ANCHORSCHEDULED
COMPRESSION POST
SCHEDULED
COMPRESSION POST
(2) 2X END POST
MEMBER
(2) 2X END POST
MEMBER
SHEAR WALL FIELD
NAILING (TYPICAL)
11 1/4"1' - 6"STUD SPACINGSCHEDULED...EQEQSTUD SPACINGSCHEDULEDSHEAR WALLSHEAR WALL
2' - 0"9"EQEQSCHEDULED SHEAR
WALL END ANCHOR
2X CORNER STUDS
SHEAR WALL
BOUNDARY / EDGE
NAILING
SHEAR WALL BOUNDARY /
EDGE NAILING
SHEAR WALL
SCHEDULED SHEAR
WALL END ANCHOR
SCHEDULED
COMPRESSION
POST .SCHEDULED
COMPRESSION POST
EXTERIOR 9"SHEAR WALL FIELD
NAILING (TYPICAL)
COMBINED CORNER / (2)
2X END POST MEMBER
(2) 2X END POST
MEMBER
STUD / ANCHORSTUD / ANCHOR
1' - 2"
STUD SPACING
SCHEDULEDSTUD SPACINGSCHEDULED...EQEQSTUD SPACINGSCHEDULEDSHEAR WALLSHEAR WALL
2' - 0"9"EQEQSCHEDULED SHEAR
WALL END ANCHOR
2X CORNER STUDS
SHEAR WALL
BOUNDARY / EDGE
NAILING
SHEAR WALL BOUNDARY /
EDGE NAILING
SCHEDULED
SHEAR WALL END
ANCHOR
SCHEDULED
COMPRESSION
POST .SCHEDULED
COMPRESSION POST
EXTERIOR 9"SHEAR WALL FIELD
NAILING (TYPICAL)
(2) 2X END POST
MEMBER
(2) 2X END POST
MEMBER
STUD / ANCHORSTUD / ANCHOR
AT EXTERIOR W/ OUT SHEAR WALL
AT EXTERIOR SHEAR WALL
EQ EQ EQ EQ
SCHEDULED
COMPRESSION POST
SCHEDULED SHEAR
WALL END ANCHOR
SHEAR WALL BOUNDARY /
EDGE NAILING9"
STUD SPACING
SCHEDULED
SCHEDULED
COMPRESSION POST
SHEAR WALL
BOUNDARY /
EDGE NAILING
STUD SPACING
SCHEDULED
9"STUD / ANCHOR(2) 2X END POST
MEMBER
(2) 2X END POST
MEMBER
SCHEDULED SHEAR
WALL END ANCHOR
(2) 2X END POST
MEMBER
STUD SPACING
SCHEDULEDSTUD SPACINGSCHEDULED...EQEQSHEAR WALLSHEAR WALL
1' - 6"2X CORNER STUDS
SHEAR WALL
BOUNDARY / EDGE
NAILING SHEAR WALL
BOUNDARY / EDGE
NAILING (TYPICAL)
SCHEDULED SHEAR
WALL END ANCHOR .SCHEDULED
COMPRESSION POST
CORRIDOR SIDE
SHEAR WALL FIELD
NAILING (TYPICAL)
STUD / ANCHORSTUD / ANCHOR
AT CORRIDOR W/ SHEAR WALL
AT CORRIDOR W/ OUT SHEAR WALLSTUD SPACINGSCHEDULED...EQEQ2X CORNER STUDS
(COMBINED W/ (2) 2X
END POST MEMBERS).CORRIDOR SIDE
9"1' - 3 3/4"
4 1/2"11 1/4"EQ EQ STUD SPACING
SCHEDULED
STUD SPACING
SCHEDULED
SHEAR WALL BOUNDARY /
EDGE NAILING
SHEAR WALL
BOUNDARY / EDGE
NAILING
(2) 2X END POST
MEMBER
STEEL BEAM
EQ EQ
STUD SPACINGSCHEDULEDSTEEL BEAM / STUD / ANCHOR9"STEEL BEAM BELOW
STEEL BEAM BELOW
STUD / ANCHORSTUD / ANCHOR
STEEL BEAM
STEEL BEAM BELOW
SHEAR WALLSHEAR WALL
SHEAR WALL FIELD
NAILING (TYPICAL)
SHEAR WALL
BOUNDARY / EDGE
NAILING
SCHEDULED SHEAR
WALL END ANCHOR
(2) 2X END POST
MEMBER
STEEL BEAM BELOW STUD SPACINGSCHEDULED9"STEEL BEAM / STUD / ANCHOR1' - 6"SHEAR WALL
BOUNDARY / EDGE
NAILING (TYPICAL)
SCHEDULED
COMPRESSION POST
AT CORRIDOR W/ SHEAR WALLSTUD SPACINGSCHEDULED...EQEQ2X CORNER STUDS .CORRIDOR SIDE
9"9"
EQ EQEQEQ STUD SPACING
SCHEDULED
STUD SPACING
SCHEDULED
SHEAR WALL BOUNDARY /
EDGE NAILING
STUD / ANCHORSTUD / ANCHOR
STEEL BEAM
SHEAR WALLSHEAR WALL
SHEAR WALL FIELD
NAILING (TYPICAL)
SHEAR WALL
BOUNDARY / EDGE
NAILING
SCHEDULED SHEAR
WALL END ANCHOR
(2) 2X END POST
MEMBER
STEEL BEAM BELOW STUD SPACINGSCHEDULED9"STEEL BEAM / STUD / ANCHOR1' - 6"SHEAR WALL
BOUNDARY / EDGE
NAILING (TYPICAL)
SCHEDULED
COMPRESSION POST
STEEL COLUMN
BELOW
1' - 6"1' - 6"
.
2X CORNER STUDS
SPACING
SCHEDULEDSPACINGSCHEDULEDSHEAR WALL.9"
EQEQ
SHEAR WALL
BOUNDARY / EDGE
NAILING
STUD / ANCHORSCHEDULED
COMPRESSION POST
SCHEDULED SHEAR
WALL END ANCHOR
(2) 2X END POST
MEMBER
STUD SPACING
SCHEDULEDSTUD SPACINGSCHEDULED...9"EQEQBEAM / STUD / ANCHOR
SCHEDULED SHEAR
WALL END ANCHOR
2X "T" INTERSECTION
STUDS TO MATCH STUD /
SHEAR WALL SCHEDULE
SHEAR WALL
SHEAR WALL
SHEAR WALL BOUNDARY /
EDGE NAILING
SCHEDULED
COMPRESSION POST
(2) 2X END POST
MEMBER
SHEAR WALL FIELD
NAILING (TYPICAL)
SHEAR WALL FIELD
NAILING (TYPICAL)
STEEL BEAM
.
9"
EQEQ BEAM / STUD / ANCHORSHEAR WALL
BOUNDARY / EDGE
NAILING
SCHEDULED SHEAR
WALL END ANCHOR
TRIMMER /
COMBINED (2) 2X
END POST MEMBER
SHEAR WALL
KING POST /
COMBINED (2) 2X
END POST MEMBER
SPACING
SCHEDULED
SHEAR WALL
FIELD NAILING
(TYPICAL)
SCHEDULED
COMPRESSION POST
STEEL BEAM
.
9"
EQEQ BEAM / STUD / ANCHORSHEAR WALL
BOUNDARY / EDGE
NAILING
SCHEDULED SHEAR
WALL END ANCHOR
SHEAR WALL
SPACING
SCHEDULED
(2) 2X END POST
MEMBER
SHEAR WALL
FIELD NAILING
(TYPICAL)
SCHEDULED
COMPRESSION POST
STEL BEAM
STUD SPACING
SCHEDULEDSTUD SPACINGSCHEDULED...9"EQEQSTUD SPACINGSCHEDULEDSHEAR WALLSHEAR WALL
2X "T" INTERSECTION
STUDS TO MATCH STUD /
SHEAR WALL SCHEDULE
SHEAR WALL
BOUNDARY / EDGE
NAILING
SHEAR WALL BOUNDARY /
EDGE NAILING
SHEAR WALL
RIPPED 2X AS REQUIRED
SCHEDULED
SHEAR WALL END
ANCHOR
EXTERIOR
SHEAR WALL FIELD
NAILING (TYPICAL).SHEAR WALL FIELD
NAILING (TYPICAL)
(2) 2X END POST MEMBER
(2) 2X END POST
MEMBER
SHEAR WALL
BOUNDARY / EDGE
NAILING
SCHEDULED
COMPRESSION POST
1' - 6"STEEL BEAM
BELOWSTEEL COLUMN BELOW
(WHERE OCCURS)
STUD / ANCHORSTUD / ANCHOR
STEEL BEAM
NOTE: SHEATHING MAY
BE APPLIED TO JOINT
SIDE OF DEMISING WALL
STUD SPACING
SCHEDULEDSTUD SPACINGSCHEDULED...9"EQEQSTUD SPACINGSCHEDULEDSHEAR WALL
SHEAR WALL
1' - 0"9"EQEQSCHEDULED SHEAR
WALL END ANCHOR
2X "T" INTERSECTION
STUDS TO MATCH STUD /
SHEAR WALL SCHEDULE
SHEAR WALL
BOUNDARY / EDGE
NAILING
SHEAR WALL BOUNDARY /
EDGE NAILING
SHEAR WALL
(WHERE OCCURS)
RIPPED 2X AS REQUIRED
SCHEDULED SHEAR
WALL END ANCHOR
CORRIDOR SIDE
SHEAR WALL FIELD
NAILING (TYPICAL)
(2) 2X END POST MEMBER
(2) 2X END POST
MEMBER .SHEAR WALL BOUNDARY /
EDGE NAILING
SHEAR WALL FIELD
NAILING (TYPICAL)
STUD / ANCHORSTUD / ANCHOR
STUD SPACING
SCHEDULED
...9"EQEQSTUD SPACINGSCHEDULEDSHEAR WALL
2X "T" INTERSECTION
STUDS TO MATCH STUD /
SHEAR WALL SCHEDULE
SHEAR WALL BOUNDARY /
EDGE NAILING
SHEAR WALL
(WHERE OCCURS)
RIPPED 2X AS REQUIRED
SCHEDULED
SHEAR WALL
END ANCHOR
EXTERIOR .STUD SPACINGSCHEDULEDSHEAR WALL FIELD
NAILING (TYPICAL)
SHEAR WALL FIELD
NAILING (TYPICAL)
STUD / ANCHORSTUD / ANCHOR
(2) 2X END POST
MEMBER
STUD SPACING
SCHEDULED
...9"EQEQSTUD SPACINGSCHEDULEDSHEAR WALL
2X "T" INTERSECTION
STUDS TO MATCH STUD /
SHEAR WALL SCHEDULE
SHEAR WALL BOUNDARY /
EDGE NAILING
SHEAR WALL
(WHERE OCCURS)
RIPPED 2X AS REQUIRED
SCHEDULED
SHEAR WALL END
ANCHOR
CORRIDOR SIDESTUD SPACINGSCHEDULED.SHEAR WALL FIELD
NAILING (TYPICAL)
STUD / ANCHORSTUD / ANCHOR
(2) 2X END POST
MEMBER
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:19:32 PMS5.412
Wood Shear Wall
Hold-Down Details - ATR
/ Rod System
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1" = 1'-0"1 Shear Wall Hold-Down Schematic
1" = 1'-0"2 Shear Wall Anchor Anchorage
3/4" = 1'-0"3 Shear Wall Anchorage - Corner
3/4" = 1'-0"13 Exterior Exterior Shear Wall Anchorage - Fire Wall
3/4" = 1'-0"12 Interior Shear Wall Anchorage - Fire Wall at Corridor
3/4" = 1'-0"4 Exterior Shear Wall Anchorage - Corner
3/4" = 1'-0"5 Shear Wall Anchorage - Tee
3/4" = 1'-0"6 Exterior Shear Wall Anchorage - Wall Opening
3/4" = 1'-0"7 nterior Shear Wall Anchorage - End of Wall
3/4" = 1'-0"8 Exterior Shear Wall Anchorage - Demising Wall 2 Sides
3/4" = 1'-0"9 Interior Shear Wall Anchorage - Demising Wall 2 Sides
3/4" = 1'-0"10 Exterior Shear Wall Anchorage - Demising Wall 1 Side
3/4" = 1'-0"11 Interior Shear Wall Anchorage - Demising Wall 1 Side
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
OPENING WIDTH
2'-0" MAX
OPENING DEPTH1' - 2" MAXCS14 X 5'-0" OVER 2X
BLOCKING CENTERED
ON OPENING
(1) 2X WALL STUD
CENTERED WITHIN
OPENING WIDTH
(1) 2X WALL STUD
CENTERED WITHIN
OPENING WIDTH
OPENING WIDTH
1' - 2 1/2" MAX
CS16 STRAPS EA.
SIDE OF OPENING
(EXTEND 11" MIN.
PAST EDGE OF
OPENING)
PROVIDE 2X
BLOCKING AS
REQUIRED
OPENING WIDTH
2'-0" MAX
CS14 X 5'-0" OVER 2X
BLOCKING CENTERED
ON OPENING (TOP AND
BOTTOM FO OPENING)
(1) 2X WALL STUD
CENTERED WITHIN
OPENING WIDTH
(2) 2X WALL STUDS EA
SIDE OF OPENING
STICHED TOGETHER
PER FASTENING
SCHEDULE (TYPICAL)11" (TYP)11" MINOPENING HEIGHT1' - 6" MAX11" (TYP)OPENING AT TOP OF SHEAR WALL
1'-6" HIGH MAX OPENING IN SHEAR WALL
4'-0" HIGH HEIGHT OPENING IN SHEAR WALL
PROVIDE 2X
BLOCKING AS
REQUIRED
PROVIDE 2X BLOCKING
AS REQUIRED
4X8 BLOCK AT 2X4 WALLS
6X8 BLOCK AT 2X6 WALLS
(1) 2X WALL STUD
CENTERED WITHIN
OPENING WIDTH
CS14 X 8'-0" EA. SIDE
OF OPENING
NOTE:
1. ALL PANEL EDGES AT PERIMETER OF OPENINGS TO BE NAILED PER EDGE NAILING IN
SHEAR WALL SCHEDULE
SLOT DECK AS
REQUIRED FOR STRAP
TO PASS THROUGH
SLOT DECK AS
REQUIRED FOR STRAP
TO PASS THROUGH
(1) 2X WALL STUD
CENTERED WITHIN
OPENING WIDTH
4X BLOCKING ABOVE
WALL BOTT PLATE
FASTENED TO WALL
STUDS W/ (2) SDS25600
SPACED AT 3" O.C.
CS14 X 5'-0" STRAP
CENTERED ON
OPENING EA. SIDE TO
EXTEND THROUGH
FLOOR SHEATHING
Scale
Date
Drawn By
Checked By
Project Number
3/4" = 1'-0"3/18/2026 9:19:36 PMS5.413
Wood Shear Wall Typical
Details
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/4" = 1'-0"1 Temporary and Permanent Openings In Wood Shear Walls
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
BEAM DEPTH( 2' - 0" MIN)SCHEDULED
ADDITIONAL
REINFORCEMENT
BEAM DEPTH( 2' - 0" MIN)PROJEMBEDBENTTYPE 2
BEAM WIDTH DESIGNED GRADE
BEAM REINFORCEMENT
DESIGNED GRADE
BEAM REINFORCEMENTBEAM WIDTH
TYPE 1
COUPLER
SCHEDULED ANCHOR ROD
SCHEDULED ANCHOR BOLT
PROJEMBEDBENTBEAM DEPTH( 2' - 0" MIN)SCHEDULED
ADDITIONAL
REINFORCEMENT
TYPE 3
BEAM WIDTH
DESIGNED GRADE
BEAM REINFORCEMENT
COUPLER
SCHEDULED ANCHOR RODSCHEDULED
SIMPSON
BLOCK
CONNECTOR
COUPLER
SCHEDULED ANCHOR ROD
SCHEDULED ANCHOR BOLT
5/16"PROJCENTERED ON ANCHOR
WIDEN GRADE BEAM TO 5' - 0" SQ
PL1X8X0'-8" INSTALLED
DIRECTLY ABOVE GRADE
BEAM BOTT
REINFORCEMENT
PROVIDE #5 AT 10" O.C. EA.
WAY IN ADDITION TO
SCHEDULED REINFORCEMENT
NOTE:AT NEAR EDGE CONDITION, 5'-0"
SQ WIDENED GRADE BEAM TO START
AT FACE OF STEM WALL. DOWEL ALL
ADDITIONAL REINF INTO STEM WALL
NOTE:
AT INTERIOR CONDITONS AT END OF
GRADE BEAM, SEE DETAIL
AT INTERIOR CONDITONS AT
INTERSECTION OF GRADE BEAMS,
SEE DETAIL /3 S5.414
/5 S5.414
ANCHOR
ROD
ATR1/2
SHEAR WALL END ANCHOR ROD ANCHORAGE SCHEDULE
NOTE:
1. SEE SHEAR WALL BRACING PLAN FOR SHEAR WALL END ANCHORAGE ROD
2. SEE ANCHOR ROD / ANCHOR DETAILS FOR ANCHOR REINFORCEMENT
3. WHEN SCHEDULED ANCHOR IS LARGER THAN SCHEDULED ROD, USE SIMPSON REDUCING COUPLER
4. SEE ANCHORAGE DIAGRAM TO DETERMINE ANCHOR LOCATION FOR EDGE, NEAR EDGE, INTERIOR, AND CORNER CONDITIONS.
5. FOR ANCHOR BOLTS INSTALLED AT STEPS IN FOUNDATION, SEE DETAIL
6. SSTB ANCHORS TO HAVE 7" PROJECTION (PROJ) FROM TOP OF SLAB, SB AND PAB ANCHORS TO HAVE 6" PROJECTION (PROJ) FROM TOP OF SLAB
(TYPICAL UNO)
7. ALL PAB ANCHORS AT STEP IN SLAB TO BE SCHEDULED PAB ANCHOR LENGTH PLUS STEP HEIGHT ROUNDED UP TO NEXT 6" NOMINAL LENGTH OF
24", 30", OR 36". IF LONGER LENGTH IS REQUIRED, A COUPLER AND SCHEDULED ROD MAY BE USED TO EXTEND ANCHOR BOLT UP FOR REQUIRED
6" PROJECTION ABOVE UPPER SLAB. EMBEDMENT FOR PAB ANCHOR TO BE SCHEDULED PAB LENGTH MINUS 7".
ATR5/8
ATR3/4
ATR7/8
ATR1
ATR1-1/8
ATR1-1/4
ATR3/8
INTERIOR
LOCATION
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
SLAB EDGE
NEAR EDGE
CORNER
EMBEDDED ROD ANCHORAGE
ANCHOR
ROD
ATR1/2
ATR5/8
ATR3/4
ATR7/8
ATR1
ATR1-1/8
ATR1-1/4
ATR3/8
ADDITIONAL
REINFORCEMENT
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
ANCHORAGE
TYPE / DETAIL
TYPE 1 -
TYPE 1 -
TYPE 1 -
TYPE 1 -
TYPE 1 -
TYPE 1 -
LOCATION
(4) #5X8'-0"(T) / (2) #5X8'-0"(B) W/ # 3 STIRRUPS @ 12" O.C.
ANCHOR BOLT /
BLOCK
ANCHOR
SB7/8X24
SSTB24L
SSTB20L
SSTB16L
PAB4-18
PAB4-18
PAB4-18
PAB4-18
SSTB24L
SSTB20L
SSTB16L
PAB5-18
PAB5-18
TYPE 1 -
PAB7-24
PAB7-24
PAB6-18
PAB6-18
SB7/8X24
SB7/8X24
SB7/8X24
SB1X30
SB1X30
PAB8-24
PAB8-24
PAB9-24
PAB9-24
SBC10H
SBC10H
PAB10-24
PAB10-24
SBC10H
SBC10H
TYPE 1 -
TYPE 1 -
TYPE 1 -
TYPE 1 -
TYPE 1 -
NA
TYPE 2 -
TYPE 2 -
TYPE 2 -
TYPE 2 -
TYPE 2 -
TYPE 2 -
TYPE 2 -
TYPE 2 -
TYPE 2 -
TYPE 2 -
TYPE 2 -
TYPE 2 -
TYPE 2 -
TYPE 2 -
TYPE 3 -
TYPE 3 -
TYPE 2 -
TYPE 2 -
TYPE 3 -
TYPE 3 -
(4) #5X8'-0"(T) / (2) #5X8'-0"(B) W/ # 3 STIRRUPS @ 12" O.C.
NA
(4) #5X8'-0"(T) / (2) #5X8'-0"(B) W/ # 3 STIRRUPS @ 12" O.C.
(4) #5X8'-0"(T) / (2) #5X8'-0"(B) W/ # 3 STIRRUPS @ 12" O.C.
(2) #4 X 8'-0"
(2) #4 X 8'-0" (BENT AS NEEDED)
(4) #5X8'-0"(T) / (2) #5X8'-0"(B) W/ # 3 STIRRUPS @ 12" O.C.
(4) #5X8'-0"(T) / (2) #5X8'-0"(B) W/ # 3 STIRRUPS @ 12" O.C.
(2) #4 X 8'-0"
(2) #4 X 8'-0" (BENT AS NEEDED)
NA
(4) #5X8'-0"(T) / (2) #5X8'-0"(B) W/ # 3 STIRRUPS @ 12" O.C.
(4) #5X8'-0"(T) / (2) #5X8'-0"(B) W/ # 3 STIRRUPS @ 12" O.C.
NA
NA
(2) #5X8'-0"(T) W/ # 3 STIRRUPS @ 12" O.C.
(2) #5X8'-0"(T) W/ # 3 STIRRUPS @ 12" O.C.
NA
/7 S5.414
ATR1-3/8
INTERIOR
NEAR EDGE
CORNER
ATR1-3/8
SBC11H
SBC11H
SBC11H
SBC11H
TYPE 3 -
TYPE 3 -
TYPE 3 -
TYPE 3 -
(4) #5X10'-0"(T) / (2) #5X10'-0"(B) W/ (2)#3 STIRRUPS @ 10" O.C.
(4) #5X10'-0"(T) / (2) #5X10'-0"(B) W/ (2)#3 STIRRUPS @ 10" O.C.
(2) #4 X 8'-0"
(2) #4 X 8'-0" (BENT AS NEEDED)
ATR1-1/2
INTERIOR
NEAR EDGE
CORNER
ATR1-1/2
SBC12H
SBC12H
SBC12H
SBC12H
TYPE 3 -
TYPE 3 -
TYPE 3 -
TYPE 3 -
(4) #5X12'-0"(T) / (2) #5X12'-0"(B) W/ (2) #3 STIRRUPS @ 10" O.C.
(4) #5X12'-0"(T) / (2) #5X12'-0"(B) W/ (2)#3 STIRRUPS @ 10" O.C.
(2) #4 X 8'-0"
(2) #4 X 8'-0" (BENT AS NEEDED)
(2) #5X6'-0"(T) W/ # 3 STIRRUPS @ 12" O.C.
(2) #5X6'-0"(T) W/ # 3 STIRRUPS @ 12" O.C.
SLAB EDGE
SLAB EDGE
SLAB EDGE
SLAB EDGE
SLAB EDGE
SLAB EDGE
SLAB EDGE
SLAB EDGE
SLAB EDGE
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
SLAB EDGE
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
SLAB EDGE
SLAB EDGE
SLAB EDGE
SLAB EDGE
SLAB EDGE
SLAB EDGE
SLAB EDGE
SLAB EDGE
SLAB EDGE
/2 S5.414
/4 S5.414
/1 S5.414
/1 S5.414
/2 S5.414
/4 S5.414
/1 S5.414
/1 S5.414
/2 S5.414
/4 S5.414
/1 S5.414
/1 S5.414
/2 S5.414
/4 S5.414
/1 S5.414
/1 S5.414
/2 S5.414
/4 S5.414
/1 S5.414
/1 S5.414
/2 S5.414
/4 S5.414
/1 S5.414
/1 S5.414
/2 S5.414
/4 S5.414
/1 S5.414
/1 S5.414
/2 S5.414
/4 S5.414
/1 S5.414
/1 S5.414
/2 S5.414
/4 S5.414
/1 S5.414
/1 S5.414
/2 S5.414
/4 S5.414
/1 S5.414
/1 S5.414
LOCATION
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
SLAB EDGE
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
INTERIOR
NEAR EDGE
CORNER
SLAB EDGE
SLAB EDGE
SLAB EDGE
SLAB EDGE
SLAB EDGE
SLAB EDGE
SLAB EDGE
SLAB EDGE
SLAB EDGE
ALT. POST-
INSTALLED
EPOXY
6" EMBEDMENT
6" EMBEDMENT
7" EMBEDMENT
7" EMBEDMENT
8" EMBEDMENT
8" EMBEDMENT
10" EMBEDMENT
N/A
12" EMBEDMENT
N/A
14" EMBEDMENT
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
(1)
(4)
(6,7)(5)
(4)
STUD / ANCHOR
SLAB EDGE
ANCHOR AT
EDGE
ANCHOR NEAR
EDGE
ANCHOR AT
INTERIOR
STUD / ANCHOR
S5.414
.1_______
S5.414
.2_______
ANCHOR AT
CORNER
EXTEND GRADE BEAM
2' - 0" MIN PAST ANCHOR
S5.414
.4_______
ANCHOR AT
INTERIOR
(GRADE BEAM
INTERSECTION)
ANCHOR AT
INTERIOR
(AT END OF
GRADE BEAM)
STEM WALL
EQ EQ
SCHEDULED ADDITIONAL
REINFORCEMENT WHERE
OCCURS
ANCHOR LOCATION DIAGRAM
SCHEDULED ADDITIONAL
REINFORCEMENT WHERE
OCCURS (HOOK BARS AT
END OF GRADE BEAM)
EQ EQ
FACE OF BRICK
LEDGE WHERE
OCCURS
SCHEDULED ADDITIONAL
REINFORCEMENT WHERE
OCCURS
PROVIDE TIE EACH SIDE OF
ANCHOR WHERE
SCHEDULED ADDITIONAL
REINFORCEMENT OCCURS
S5.414
.2_______
PROVIDE TIE EACH SIDE OF
ANCHOR WHERE
SCHEDULED ADDITIONAL
REINFORCEMENT OCCURS
DESIGNED GRADE BEAM
REINFORCEMENT
SCHEDULED ADDITIONAL
REINFORCEMENT WHERE
OCCURS (HOOK BARS AT
END OF GRADE BEAM)
S5.414
.3_______
2' - 6"REMAINDERSCHEDULED ADDITIONAL
REINFORCEMENT WHERE
OCCURS
STUD / ANCHOR
S5.414
.1_______
.
S5.414
.5_______
ANCHORS LOCATED
WITHIN ≤1.5 x
EMBEDMENT LENGTH
OF ANCHOR BOLT TO
BE CONSIDERED
CORNER
BEAM DEPTH( 2' - 0" MIN)LAP SPLICE = 1.3ℓd5"EMBEDMENTSCHEDULED ADDITONAL
REINFORCEMENT
TYPICAL FACE OF
STEM WALL
FACE OF STEM WALL
WHERE BRICK
LEDGE OCCURS
5 1/2"
1 1/2"
8"
DASHED LINE
INDICATES INSULATION
BEYOND (INTERUPTED
AT GRADE BEAM)
DESIGNED FOUNDATION
STEM WALL
REINFORCEMENT
BEAM DEPTH( 2' - 0" MIN)COUPLER
SCHEDULED ANCHOR ROD
5"
CONT DESIGNED GRADE BEAM
BOTT REINFORCEMENT
TYPICAL FACE OF
STEM WALL
FACE OF STEM WALL
WHERE BRICK
LEDGE OCCURS
5 1/2"
1 1/2"
8"
DASHED LINE
INDICATES INSULATION
BEYOND (INTERUPTED
AT GRADE BEAM)
DESIGNED FOUNDATION
STEM WALL
REINFORCEMENT
TYPE 1
TYPE 2
CONT DESIGNED GRADE BEAM
BEAM BOTT REINFORCEMENT /
SCHEDULED ADDITONAL
REINFORCEMENT
DOWELS TO MATCH CONT BEAM
BOTT REINFORCEMENT /
SCHEDULED ADDITONAL
REINFORCEMENT -DRILL AND SET
W/ HILTI HY-200 V3 ADHESIVE
SCHEDULED ANCHOR BOLT
COUPLER
SCHEDULED ANCHOR ROD
SCHEDULED ANCHOR BOLT BEAM DEPTH( 2' - 0" MIN)LAP SPLICE = 1.3ℓd5"
SCHEDULED ADDITONAL
REINFORCEMENT
TYPICAL FACE OF
STEM WALL
FACE OF STEM WALL
WHERE BRICK
LEDGE OCCURS
5 1/2"
1 1/2"
8"
DASHED LINE
INDICATES INSULATION
BEYOND (INTERUPTED
AT GRADE BEAM)
DESIGNED FOUNDATION
STEM WALL
REINFORCEMENT
TYPE 3
CONT DESIGNED GRADE BEAM
BEAM BOTT REINFORCEMENT /
SCHEDULED ADDITONAL
REINFORCEMENT
DOWELS TO MATCH CONT BEAM
BOTT REINFORCEMENT /
SCHEDULED ADDITONAL
REINFORCEMENT -DRILL AND
SET W/ HILTI HY-200 V3 ADHESIVE
COUPLER
SCHEDULED ANCHOR ROD
SCHEDULED SIMPSON
ANCHOR BLOCK
CONNECTIOR
PROVIDE TIE EACH SIDE OF
ANCHOR WHERE
SCHEDULED ADDITIONAL
REINFORCEMENT OCCURS
PROVIDE TIE EACH SIDE OF
ANCHOR WHERE
SCHEDULED ADDITIONAL
REINFORCEMENT OCCURS
5/16"
1" CLR
PL1X8X0'-8" INSTALLED
DIRECTLY ABOVE
GRADE BEAM BOTT
REINFORCEMENT
PROJPROJEMBEDMENTPROJS5.414
.2_______
S5.414
.2_______
S5.414
.2_______
5 1/2"1 1/2"
MIN
8"
2 3/4"
TYPICAL FACE OF
STEM WALL
FACE OF STEM WALL
WHERE BRICK
LEDGE OCCURS
DESIGNED FOUNDATION
STEM WALL
REINFORCEMENT
2 3/4" MINMIN
8"
5 1/2"2 1/2"
2 3/4"
TYPICAL FACE OF
STEM WALL
FACE OF STEM WALL
WHERE BRICK
LEDGE OCCURS
DESIGNED FOUNDATION
STEM WALL
REINFORCEMENT
COUPLER
SCHEDULED ANCHOR ROD
TYPICAL FACE
OF STEM WALL
FACE OF STEM
WALL WHERE
BRICK LEDGE
OCCURS SCHEDULED
ADDITIONAL
REINFORCEMENT
TYPE 1
TYPE 2
TYPE 3
SCHEDULED ANCHOR BOLT
COUPLER
SCHEDULED ANCHOR ROD
SCHEDULED ANCHOR BOLT
S5.414
.6_______
S5.414
.6_______
COUPLER
SCHEDULED ANCHOR ROD
SCHEDULED ANCHOR BOLT
SCHEDULED
SIMPSON ANCHOR
BLOCK CONNECTOR
PL1X6X0'-8"
5/16"PROJPROJPROJ1'-6" @ ATR1-1/8 & ATR1-1/42' - 0" @ ATR1-3/8 & ATR1-1/24'-0" SQ @ ATR1-1/8 & ATR1-1/4
5' - 0" SQ @ ATR1-1/8 & ATR1-1/4
5 1/2"
1' - 8"1' - 8"1 1/2" CLR 6"
(3) SETS OF
PILASTER TIES
AT 3" O.C. @ TOP
OF PILASTER
#5 @ 10" O.C. EA.
WAY (TOP & BOTT)2 1/2"2 1/2"1' - 0"(7)#5 VERT W/ (2)
#3 CLOSED TIES
AT 8" O.C. MAX.EQUALEQUALDESIGNED
FOUNDATION
STEM WALL
REINFORCEMENT
A Detail
A EQUALEQUAL4"4"SCHEDULED
ADDITIONAL
REINFORCEMENT
ROD TO BE
ANGLED OVER
PER SIMPSON'S
GUIDELINES TO BE
CENTER IN WALL
AT LEVEL ABOVE
3 1/4"BEAM DEPTH( 2' - 0" MIN)CONT DESIGNED GRADE
BEAM BOTT REINFORCEMENTTYPE 1
HOOK CONTINUOUS
REINFORCEMENT
AT FAR SIDE OF
GRADE BEAM BEAM DEPTH( 2' - 0" MIN)COUPLER
SCHEDULED ANCHOR ROD
PROJEMBEDMENTSCHEDULED ADDITONAL
REINFORCEMENT
CONT BEAM BOTT
REINFORCEMENT / SCHEDULED
ADDITONAL REINFORCEMENTTYPE 23"EQ EQ
HOOK CONTINUOUS
ADDITIONAL
REINFORCEMENT
AT FAR SIDE OF
GRADE BEAM
SCHEDULED ANCHOR BOLT
DESIGNED GRADE BEAM
REINFORCEMENT
DESIGNED GRADE BEAM
REINFORCEMENT BEAM DEPTH( 2' - 0" MIN)COUPLER
SCHEDULED ANCHOR ROD
SCHEDULED ADDITONAL
REINFORCEMENT
CONT BEAM BOTT
REINFORCEMENT / SCHEDULED
ADDITONAL REINFORCEMENTTYPE 33"
EQ EQ
HOOK CONTINUOUS
ADDITIONAL
REINFORCEMENT
AT FAR SIDE OF
GRADE BEAM
PROVIDE TIE EACH SIDE OF
ANCHOR WHERE
SCHEDULED ADDITIONAL
REINFORCEMENT OCCURS
DESIGNED GRADE BEAM
REINFORCEMENT
SCHEDULED SIMPSON
ANCHOR BLOCK
CONNECTIOR
PROVIDE TIE EACH SIDE OF
ANCHOR WHERE
SCHEDULED ADDITIONAL
REINFORCEMENT OCCURS
COUPLER
SCHEDULED ANCHOR ROD
SCHEDULED ANCHOR BOLT
5/16"
PL1X8X0'-8" INSTALLED
DIRECTLY ABOVE
GRADE BEAM BOTT
REINFORCEMENT
PROJEMBEDMENTPROJS5.414
.2_______
S5.414
.2_______
S5.414
.2_______
XX
ANCHOR BOLT ORIENTATION
FOR SB AND SSTB ANCHOR
BOLTS (INSTALL W/ ARROW
ON HEAD STAMP ORIENTED
AS SHOWN
SSTB & SB
ANCHOR BOLT
CORNER
45°
MID-WALL
ANCHOR BOLT ORIENTATION
FOR SB AND SSTB ANCHOR
BOLTS (INSTALL W/ ARROW
ON HEAD STAMP ORIENTED
AS SHOWN
45°4 5 °XXSSTB & SB
ANCHOR BOLT
ANCHOR BOLT ORIENTATION
FOR SB AND SSTB ANCHOR
BOLTS (INSTALL W/ ARROW
ON HEAD STAMP ORIENTED
AS SHOWN
4 5 °END-WALL /
STEP IN WALLXXSSTB & SB
ANCHOR BOLT 45°45°MIN
5"END OF WALL /
STEP IN WALL
S5.414
.7_______
COUPLER
SCHEDULED
ANCHOR ROD
BEAM WIDTH
SCHEDULED
ANCHOR BOLT
EMBEDMENTBEAM DEPTH( 2' - 0" MIN)NOTE:
1. ANCHOR BOLT EMBEDMENT TO BE MEASURED FROM
LOWER SLAB AT DROP
2. FOR GRADE BEAM REINFORCEMENT AT ANCHOR SEE
SCHEDULE / DETAIL SEE PLANSTEP/2 S5.414
STEP AT INTERIOR ANCHOR LOCATION (GRADE BEAM)
COUPLER
SCHEDULED
ANCHOR ROD
SCHEDULED
ANCHOR BOLT
PAB ANCHOR BOLTEMBEDMENT ATNOTE:
1. ANCHOR BOLT EMBEDMENT TO BE MEASURED FROM LOWER
SLAB AT DROP FOR PAB ANCHOR BOLTS
2. FOR STEM WALL REINFORCEMENT AT ANCHOR SEE SCHEDULE /
DETAIL SEE PLANSTEPSTEP IN WALL AT EDGE ANCHOR LOCATION (STEM WALL)
MIN
5"
2 3/4" MIN
/1 S5.414PROJ PROJCOUPLER
SCHEDULED
ANCHOR ROD
SCHEDULED
ANCHOR BOLT
5" MIN
PROVIDE (2) #3 U-BARS
AROUND ANCHOR BOLT
2'-6"
END OF WALL AT EDGE ANCHOR LOCATION (STEM WALL)
NOTE: STEPS OVER
12" CONSIDERED END
OF WALL
BEAM DEPTH( 2' - 0" MIN)CONT DESIGNED GRADE
BEAM BOTT REINFORCEMENTTYPE 1
HOOK CONTINUOUS
REINFORCEMENT
AT FAR SIDE OF
GRADE BEAM BEAM DEPTH( 2' - 0" MIN)COUPLER
SCHEDULED ANCHOR ROD
PROJEMBEDMENTSCHEDULED ADDITONAL
REINFORCEMENT
CONT BEAM BOTT
REINFORCEMENT / SCHEDULED
ADDITONAL REINFORCEMENTTYPE 23"EQ EQ
HOOK CONTINUOUS
ADDITIONAL
REINFORCEMENT
AT END OF GRADE
BEAM
SCHEDULED ANCHOR BOLTPROVIDE TIE EACH SIDE OF
ANCHOR WHERE
SCHEDULED ADDITIONAL
REINFORCEMENT OCCURS
PAST ANCHOR
EXTEND GRADE
BEAM 2' - 0" (MIN)
COUPLER
SCHEDULED ANCHOR ROD
SCHEDULED ANCHOR BOLT BEAM DEPTH( 2' - 0" MIN)COUPLER
SCHEDULED ANCHOR ROD
SCHEDULED ADDITONAL
REINFORCEMENT
CONT BEAM BOTT
REINFORCEMENT / SCHEDULED
ADDITONAL REINFORCEMENTTYPE 33"EQ EQ
HOOK CONTINUOUS
ADDITIONAL
REINFORCEMENT
AT END OF GRADE
BEAM
PROVIDE TIE EACH SIDE OF
ANCHOR WHERE
SCHEDULED ADDITIONAL
REINFORCEMENT OCCURS PAST ANCHOR
EXTEND GRADE
BEAM 2' - 0" (MIN)
SCHEDULED SIMPSON
ANCHOR BLOCK
CONNECTIOR
5/16"
PL1X8X0'-8" INSTALLED
DIRECTLY ABOVE
GRADE BEAM BOTT
REINFORCEMENT
PROJEMBEDMENTPROJS5.414
.2_______
S5.414
.2_______
S5.414
.2_______
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:19:44 PMS5.414
Wood Shear Wall
Anchorage ATR / Rod
System - Strip and Stem
Fdns
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
3/4" = 1'-0"2 Anchor Rod Anchorage - Interior
3/4" = 1'-0"4 Anchor Rod Anchorage - Near Edge
3/4" = 1'-0"1 Anchor Rod Anchorage - Slab Edge / Corner
3/4" = 1'-0"3 Anchor Rod Anchorage - Interior at Grade Beam Intersection
1" = 1'-0"6 Anchor Orientation
3/4" = 1'-0"7 Anchor Bolt at Step / End of Stem Wall
3/4" = 1'-0"5 Anchor Rod Anchorage - Interior at End of Grade Beam
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
TIE-DOWN EACH
BEARING POINT 7, 8, 9
GIRDER TRUSS (GT) UPLIFT TIE-DOWN SCHEDULE1 AT FLAT ROOF
TIE-DOWN ROD
SIZE 3
NUMBER OF
TRUSS PLIES
G.T. UPLIFT
REACTION 10
LGT2 -#9
LGT3-SDS2.5 / LGT4-SDS3
HTT5 @ GT & STUD PACK / POST
(2) HTT5 @ GT & STUD PACK / POST
ATR3/84
ATR1/25
ATR5/8
(2) ATR5/8
2
3 OR 4
2 OR MORE
3 OR MORE
701 -2,124 LBS
2,124 -2,505 LBS
2,506 -4,375 LBS
4,376 -8,680 LBS
GT UPLIFT TIE-DOWN SCHEDULE NOTES:
1. UPLIFT RESTRAINT IS PROVIDED BY SIMPSON STRONG-TIE "URS" SYSTEM AND SHALL BE INSTALLED PER MANUFACTURER'S REQUIREMENTS (TYPICAL). ROOF ANCHOR TYPES ARE MANUFACTURED BY SIMPSON
STRONG-TIE AND SHALL BE INSTALLED PER MANUFACTURER REQUIREMENTS, TYP.
2. TIE-DOWN RODS, TAKE-UP SHRINKAGE COMPENSATING DEVICES AND BEARING PLATE MODELS BY SIMPSON STRONG-TIE AS NOTED.
3. ATR RODS SHALL BE CAST IN PLACE INTO FOUNDATION OR PODIUM WITH 7" MINIMUM EMBEDMENT WITH HEAVY HEX NUTS FITTED AT EMBEDDED END AND TACK WELDED TO ROD. A MINIMUM 2 3/4" CONCRETE
EDGE DISTANCE FROM CENTER OF ROD. CORNER CONDITIONS ARE NOT PERMITTED WITH EDGE DISTANCES SHOWN. (AT CONTRACTORS OPTION, AT NON-PT LOCATIONS ATR RODS MAY BE DRILL AND EPOXY
THREADED RODS IN HILTI HY-200 V3 ADHESIVE INSTALLED PER MANUFACTURER REQUIREMENTS.)
4. FOR BUILDINGS WITH WOOD FRAMING MORE THAN 3 STORIES IN HEIGHT, ATR3/8 TIE-DOWN RODS NEED ONLY EXTEND DOWN 3 LEVELS BELOW ROOF LEVEL WITH SCHEDULED SIMPSON WBP AND NUT BELOW
DOUBLE TOP PLATE. SEE DETAIL
5. FOR BUILDINGS WITH WOOD FRAMING MORE THAN 4 STORIES IN HEIGHT, ATR1/2 TIE-DOWN RODS NEED ONLY EXTEND DOWN 4 LEVELS BELOW ROOF LEVEL WITH SCHEDULED SIMPSON WBP AND NUT BELOW
DOUBLE TOP PLATE. SEE DETAIL
6. DO NOT PROVIDE FIRE CAULKING IN 2X PLATES AT TAKE-UP SHRINKAGE COMPENSATING DEVICES (TYPICAL).
7. LGT2 AND LGT3 TIE-DOWNS TO BE INSTALLED WITH #9 SD / SDS SCREWS PER MANUFACTURER. HTT5 TIES TO BE INSTALLED WITH 0.148"⌀x 3" LONG NAILS OR 0.162"⌀x 2 1/2" NAILS, U.N.O.
8. WHERE LGT TIE-DOWN OCCURS OVER HEADER OR FLUSH BEAM, SEE DETAIL
9. WHERE HTT5 OCCURS OVER HEADER OR FLUSH BEAM, SEE DETAIL
10. G.T. UPLIFT REACTIONS ARE INDICATED ON TRUSS DESIGN DRAWINGS PROVIDED BY THE WOOD TRUSS MANUFACTURER IN ACCORDANCE WITH THE WOOD GENERAL NOTES.
GTGT TIE-DOWN -SEE
SCHEDULE
TIE DOWN ROD -SEE
SCHEDULE
6" MAX
TIE-DOWN ROD
COUPLER TO MATCH
TENSILE CAPACITY
OF SCHEDULED TIE-
DOWN ROD (TYP)
GT TIE-DOWN -SEE
SCHEDULE
DOUBLE TOP PLATE
STUD PACK / SOLID
POST -SEE PLAN /
GENERAL NOTES
(TYP) -(4) 2X STUDS
MINIMUM
TIE DOWN ROD -SEE
SCHEDULE
STUD PACK / SOLID
POST -SEE PLAN /
GENERAL NOTES
(TYP) -(4) 2X STUDS
MINIMUM
GT TIE-DOWN -SEE
SCHEDULE
TIE DOWN ROD -SEE
SCHEDULE
RTUD TAKE UP DEVICE
AND BEARING PLATE -
SEE SCHEDULE (TYP)
TIE-DOWN ROD
COUPLER TO MATCH
TENSILE CAPACITY
OF SCHEDULED TIE-
DOWN ROD (TYP)
DOUBLE TOP PLATE
FLOOR CAVITY
VARIES -SEE
FLOOR DETAILS
(TYP)
STUD PACK / SOLID
POST -SEE PLAN /
GENERAL NOTES
(TYP) -(4) 2X STUDS
MINIMUM
SINGLE BOTTOM
PLATE (TYP)
DOUBLE TOP
PLATE (TYP)
(2) HTT5 Condition HTT5 Condition LGT Condition
GT TIE-DOWN -SEE
SCHEDULE
6" MAX 6" MAX
RTUD TAKE UP DEVICE
AND BEARING PLATE -
SEE SCHEDULE
GT TIE-DOWN -SEE
SCHEDULE
6" MAX
TAKE-UP
DEVICE 6
RTUD3B
RTUD4B
RTUD5
(2) RTUD5
BEARING
PLATE
BPRTUD3-4B
BPRTUD3-4B
BPRTUD5-6B
(2) BPRTUD5-6B
S5.420
3
.
1 OR MORE0-700 LBS H2.5A ---...FLOOR CAVITY
VARIES -SEE
FLOOR DETAILS
(TYP)
SINGLE BOTTOM
PLATE (TYP)
DOUBLE TOP
PLATE (TYP)
GT GTRTUD TAKE UP DEVICE
AND BEARING PLATE -
SEE SCHEDULE
TIE-DOWN ROD
COUPLER TO MATCH
TENSILE CAPACITY
OF SCHEDULED TIE-
DOWN ROD (TYP)
FLOOR CAVITY
VARIES -SEE
FLOOR DETAILS
(TYP)
SINGLE BOTTOM
PLATE (TYP)
DOUBLE TOP
PLATE (TYP)
DOUBLE TOP PLATE
/6 S5.420
/6 S5.420
DRILL THROUGH
PLATES AT EACH
LEVEL AS APPLICABLE
DRILL THROUGH
PLATES AT EACH
LEVEL AS APPLICABLE
DRILL THROUGH
PLATES AT EACH
LEVEL AS APPLICABLE
S5.420
.2_______
S5.420
.2_______
/4 S5.420
/5 S5.420
PROVIDE ADDITIONAL
2X6 VERT W/ (16)
SDWS22300 SCREWS
INTO SOLID TRUSS
MEMBERS
DRILL THROUGH
PLATES AT EACH
LEVEL AS
APPLICABLE
HTT5 AT FLAT ROOF
CONDITION
PROVIDE 5/8" DIA
THREADED ROD
PER MANUF
SIMPSON HTT5
SIMPSON HTT5
DOUBLE TOP
PLATE
TIE-DOWN ROD
COUPLER TO MATCH
TENSILE CAPACITY
OF SCHEDULED TIE-
DOWN ROD (TYP)
STUD PACK / SOLID
POST OR TRIMMER /
KINGPOST
SCHEDULED ROD
COMPONENT
TIE DOWN ROD -SEE
SCHEDULE
SINGLE BOTTOM
PLATE (TYP)
FLOOR CAVITY
VARIES -SEE
FLOOR DETAILS
(TYP)
6".DRILL THROUGH
PLATES AT EACH
LEVEL AS APPLICABLE
SCHEDULED ROD COMPONENT
ATR3/8 1/4"x3"x3" PLATE WASHER W/ 3/8" DOUBLE HEAVY HEX NUT**
TIE-DOWN
ROD SIZE
SIMPSON WBP4-3x3.5 W/ 1/2 HEAVY HEX NUTATR1/2
COMPONENT
** ALTERNATIVELY, COMPONENTS MAY BE INSTALLED AT TOP
OF ROD WITH RTUD ASSEMBLY PROVIDED AT BOTTOM OF ROD
GT TIE-DOWN -SEE
SCHEDULE
DOUBLE TOP PLATE
STUD PACK / SOLID POST
GT TIE-DOWN -SEE
SCHEDULE
GT
MAX
4"
KINGPOST (TYP)
TRIMMER STUDS OR
SOLID POST -SEE
PLAN / GENERAL
NOTES (TYP)
TYPICAL ROOF
TRUSS UPLIFT
HARDWARE
FOR SINGLE HTT5 TIE DOWN FASTEN
HEADER / FLUSH BEAM TO STUDS BELOW
W/ (3) CS16 STRAPS (ONE SIDE OF WALL
ONLY). FOR DOUBLE HTT5 TIE-DOWN
FASTEN HEADER/FLUSH BEAM TO STUDS
BELOW W/ (3) CS16 STRAPS WRAPPED
AROUND HEADER / BEAM AND FASTENED
TO STUDS ON EA. SIDE OF WALL.
HEADER -SEE PLAN
SIMPSON WBP6-3X5.5 BEARING
PLATE AND NUT. CRIMP TREADS
AND COUNTERSINK (1" MAX)
WHERE REQUIRED.
DOUBLE TOP PLATE
ROOF TRUSS
TAKE UP DEVICE AND
BEARING PLATE -SEE
SCHEDULE
DRILL THROUGH
PLATES AT EACH
LEVEL AS APPLICABLE
FLUSH BEAM
GIRDER TRUSS
GIRDER TRUSS
TIE-DOWN -SEE
SCHEDULE
WHEN REQ'D1" MAX RECESSDOUBLE TOP PLATE
ROOF TRUSS FLUSH BEAM
MAX
4"
KINGPOST (TYP)
TRIMMER STUDS OR
SOLID POST -SEE
PLAN / GENERAL
NOTES (TYP)
TYPICAL ROOF
TRUSS UPLIFT
HARDWARE
TAKE UP DEVICE AND
BEARING PLATE -SEE
SCHEDULE
FASTEN HEADER/FLUSH BEAM TO
STUDS BELOW W/ (2) CS16 STRAPS.
(ONE SIDE OF WALL ONLY)
DRILL THROUGH
PLATES AT EACH
LEVEL AS APPLICABLE
HEADER -SEE PLAN
GIRDER TRUSS
SIMPSON WBP6-3X5.5
BEARING PLATE AND NUT
GIRDER TRUSS TIE-
DOWN -SEE SCHEDULE
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:19:49 PMS5.420
Roof Girder Truss Uplift
Details
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1/2" = 1'-0"1 Girder Truss Uplift Detail - Flat Roof
1 1/2" = 1'-0"3 Girder Truss Uplift Detail - Double Tie-Down
1" = 1'-0"6 Roof Tie-Down Rod Termination at Plate
1" = 1'-0"2 Girder Truss Uplift Detail - Flat Roof
1" = 1'-0"5 HTT5 Tie-Down Over Header / Flush Beam
1" = 1'-0"4 LGT Tie-Down Over Header / Flush Beam
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
ROOF CLIPS AT
HEADER 3
ROOF BEAM / DEEP HEADER UPLIFT TIE-DOWN SCHEDULE
TIE-DOWN
ROD SIZE 4
4'-0" < R.O. < 7'-11"
EMBEDMENT
INTO
CONCRETE 5, 7
MIN EDGE
DISTANCE 6
8'-0" < R.O. < 12'-0"
(2) CS16 STRAPS
(3) CS16 STRAPS
ATR3/8
ATR1/2
-
6" MIN.2 3/4"
-
ROOF HEADER UPLIFT TIE-DOWN SCHEDULE NOTES:
1. UPLIFT RESTRAINT IS PROVIDED BY SIMPSON STRONG-TIE "URS" SYSTEM AND SHALL BE INSTALLED PER MANUFACTURER
REQUIREMENTS (TYPICAL).
2. R.O. OPENING WIDTH IS MEASURED AS CLEAR SPAN / ROUGHT OPENING WIDTH (TYPICAL).
3. ROOF HEADER CLIPS ARE MANUFACTURED BY SIMPSON STRONG-TIE AND SHALL BE INSTALLED PER MANUFACTURER
REQUIREMENTS. FOR DFL LUMBER, SPACING MAY BE INCREASED TO 22" OC MAX.
4. TIE-DOWN RODS AND TAKE UP SHRINKAGE COMPENSATING DEVICES TO BE SIMPSON STRONG ROD MODEL AS NOTED. DO NOT
PROVIDE FIRE CAULKING IN 2X PLATES AT TAKE UP SHRINKAGE COMPENSATING DEVICES.
5. ANCHORAGE TO CONCRETE SHALL BE CAST IN PLACE INTO FOUNDATION OR PODIUM WITH 7" MINIMUM EMBEDMENT WITH HEAVY
HEX NUTS FITTED AT EMBEDDED END AND TACK WELDED TO ROD. A MINIMUM 2 3/4" CONCRETE EDGE DISTANCE FROM CENTER OF
ROD. CORNER CONDITIONS ARE NOT PERMITTED WITH EDGE DISTANCES SHOWN. (AT CONTRACTORS OPTION, AT NON-PT
LOCATIONS ATR RODS MAY BE DRILL AND EPOXY THREADED RODS IN HILTI HY-200 V3 ADHESIVE INSTALLED PER MANUFACTURER
REQUIREMENTS.)
6. MIN EDGE DISTANCE SHALL BE MEASURED FROM CENTER OF ROD ANCHOR TO NEAREST CONCRETE EDGE (TYPICAL).
7. FOR BUILDINGS WITH WOOD FRAMING MORE THAN 4 STORIES IN HEIGHT; OPENINGS LESS THAN 8'-0" IN WIDTH, ATR TIE-DOWN RODS
NEED ONLY EXTEND DOWN 3 LEVELS BELOW ROOF LEVEL WITH SCHEDULED SIMPSON WBP AND NUT BELOW DOUBLE TOP PLATE.
8. STRAPPING MAY BE PROVIDED ON EITHER SIDE OF WALL BUT IS ONLY REQUIRED TO BE PROVIDED ON ONE SIDE OF WALL.
TAKE UP DEVICE -
SEE SCHEDULE
TIE DOWN ROD -SEE
SCHEDULE
DOUBLE TOP PLATE
FLOOR CAVITY
VARIES -SEE
FLOOR DETAILS
(TYP)
KINGPOST (TYP)
SINGLE BOTTOM
PLATE (TYP)
DOUBLE TOP
PLATE (TYP)
ROOF TRUSS
4"
TRIMMER STUDS OR
SOLID POST -SEE
PLAN / GENERAL
NOTES (TYP)
TAKE-UP
DEVICE 4
RTUD3B
RTUD4B
ROOF STRAPS
AT FLUSH BEAM
ENDS 8
SILL PLATE AT
WINDOW
S5.421
3
.
S5.421
2
.
HEADER FLUSH
BEAM
TIE-DOWN ROD
COUPLER TO MATCH
TENSILE CAPACITY
OF SCHEDULED TIE-
DOWN ROD (TYP).DSP @ 16" O.C.
DSP @ 16" O.C.
BEARING
PLATE
BPRTUD3-4B
BPRTUD3-4B
DRILL THROUGH
PLATES AT EACH
LEVEL AS APPLICABLE
ROUGH
OPENING
WIDTH 2 (R.O.)
R.O. < 3'-11"(1) CS16 STRAPDSP @ 16" O.C.
DOUBLE TOP PLATE
ROOF TRUSS
HEADER
TAKE UP DEVICE AND
BEARING PLATE -SEE
SCHEDULE
ROOF CLIPS AT
HEADER -SEE
SCHEDULE
4"
KINGPOST (TYP)
TRIMMER STUDS OR
SOLID POST -SEE
PLAN / GENERAL
NOTES (TYP)
UPLIFT HARDWARE
PER ROOF TRUSS
UPLIFT SHEET
INFILL FRAMING AS
REQUIRED
DRILL THROUGH
PLATES AT EACH
LEVEL AS APPLICABLE
FLUSH BEAM
4"
KINGPOST (TYP)
TRIMMER STUDS OR
SOLID POST -SEE
PLAN / GENERAL
NOTES (TYP)
UPLIFT HARDWARE
PER ROOF TRUSS
UPLIFT SHEET
TAKE UP DEVICE AND
BEARING PLATE -SEE
SCHEDULE
STRAP EACH END -
SEE SCHEDULE
DOUBLE TOP PLATE
ROOF TRUSS
DRILL THROUGH
PLATES AT EACH
LEVEL AS APPLICABLE
ROOF TRUSS BEARING
DOUBLE TOP
PLATE
SCHEDULED
WALL STUDS
ROOF TRUSS
SCHEDULED TOP
LEVEL DOUBLE
TOP PLATE TO
STUD SCREWS 2
SCHEDULED
ROOF TRUSS
BEARING POINT
CLIPS 2
TRUSS BLOCK
SCREW SPACING
SCHEDULED STUD
TO DBL TOP PLATE
CLIP SPACING
SCHEDULED STUD
TO DBL TOP PLATE
SHRINKAGE
COMPENSATING
TAKE-UP DEVICE PER
MANUFACTURER
SCHEDULED TOP
LEVEL DOUBLE
TOP PLATE TO
STUD SCREWS 2
SCHEDULED
ROOF TRUSS
BEARING POINT
SCREWS 2
NOTES:
1. SEE PROVIDED DETAIL FOR MORE INFORMATION.
2. CLIPS TO DOUBLE TOP PLATES SHALL BE SIMPSON H2.5A OR APPROVED EQUAL. CLIPS TO SINGLE BOTTOM PLATE TO BE
SIMPSON H3 CLIP OR APPROVED EQUAL. ALTERNATE SCREW ATTACHMENT TO BE SIMPSON SDWC15600 OR APPROVED
EQUAL INSTALLED PER MANUF REQUIREMENTS.
3. CONTINUOUS ROD IS TO BE 3/8" DIA SIMPSON UPLIFT RESTRAINT PROVIDED BY SIMPSON STRONG-TIE "URS" SYSTEM AND
SHALL BE INSTALLED PER MANUF REQUIREMENTS. ROD SYSTEM SHALL EXTEND FROM UPPER MOST TOP PLATE DOWN
THROUGH 2 FLOOR CAVITIES MINIMUM. ONE AND TWO LEVEL BUILDINGS SHALL HAVE ROD SYSTEM CAST INTO
FOUNDATION OR PODIUM W/ 7" EMBEDMENT W/ HEAVY HEX NUTS FITTED TO END AND TACK WELDED IN PLACE. (AT
CONTRACTORS OPTION, AT NON-PT LOCATIONS ATR RODS MAY BE DRILL AND EPOXY THREADED RODS IN HILTI HY-200
V3 ADHESIVE INSTALLED PER MANUFACTURER REQUIREMENTS.)
4. OVERALL ROOF TRUSS TRIB LENGTH IS DEFINED HEREIN:
FLOOR TRUSS
FLOOR TRUSS BEARING
TRUSS BLOCKS
SCHEDULED
WALL STUDS
SCHEDULED
WALL STUDS
FOUNDATION / PODIUM
SCHEDULED
ACHOR BOLTS
DOUBLE TOP
PLATE
SCHEDULED
WALL STUDS
KNEE WALL /
DRAG FLOOR
TRUSS OVER
WALL
FLOOR TRUSS PARALLEL
BOTTOM PLATE
SCHEDULED
WALL STUDS
BOTTOM PLATE
DOUBLE TOP
PLATE
SCHEDULED
WALL STUDS
BOTTOM PLATE
SCHEDULED URS SPACING SCHEDULED URS SPACING
CLEAR
6" MIN
EMBEDMENTDRILL THROUGH
PLATES AT EACH
LEVEL AS
APPLICABLE
(SEE FOUNDATION NOTES)
SCHEDULED ANCHOR BOLT SPACING
(SEE FOUNDATION NOTES)
SCHEDULED ANCHOR BOLT SPACING
URS ROD AT LOCATIONS
THAT EXTEND TO
CONCRETE 4
BEARING PLATE AND NUT
PER MANUFACTURER
SIMPSON URS SYSTEM
(TYPICAL)
LEXT OVERALL ROOF TRUSS BEARING TRIB 4
DOUBLE TOP PLATE TO STUD
CONNECTION W/ CLIPS OR SCREWS 2
10'-1" TO 18'-0"
(1) @ 16" O.C.
4'-0" TO 10'-0"
-
3'-11" OR LESS
TOP LEVEL
TOP 2 LEVELS 3
ROOF TRUSS
BEARING POINTS (1) @ EA. TRUSS(1) @ EA. TRUSS
(1) @ 48" O.C.
-
(1) @ 16" O.C.
ROOF TRUSS UPLIFT AT EXTERIOR BEARING WALL SCHEDULE 1
DOUBLE TOP PLATE TO ROOF TRUSS
CONNECTION W/ CLIPS OR SCREWS 2 (1) @ EA. TRUSS
CONTINUOUS
ROD -(1) @ 48" O.C.
LEXT OVERALL ROOF TRUSS BEARING TRIB 4
DOUBLE TOP PLATE TO STUD
CONNECTION W/ CLIPS OR SCREWS 2
10'-1" TO 18'-0"
(1) @ 16" O.C.
4'-0" TO 10'-0"
-
3'-11" OR LESS
TOP LEVEL
TOP 2 LEVELS 3
ROOF TRUSS
BEARING POINTS (1) @ EA. TRUSS(1) @ EA. TRUSS
(1) @ 48" O.C.
-
ROOF TRUSS UPLIFT AT INTERIOR BEARING WALL SCHEDULE 1
DOUBLE TOP PLATE TO ROOF TRUSS
CONNECTION W/ CLIPS OR SCREWS 2 -
CONTINUOUS
ROD --
EXTERIOR ROOF
BEARING WALL
EXTERIOR ROOF
BEARING WALL
2' - 10 3/4"4' - 3"3' - 8 3/8"
EQ EQ
EQ EQ
LEXT LINT LINT
INTERIOR OVERALL
ROOF TRIB
EXT OVERALL
ROOF TRIB
INTERIOR OVERALL
ROOF TRIB
GIRDER TRUSSINTERIOR ROOF
BEARING WALL
EQ EQ
JACK TRUSS
6"
LEXT
EXT OVERALL
ROOF TRIB
EQ EQ
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:19:54 PMS5.421
Roof Truss Uplift Details
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1/2" = 1'-0"1 Roof Header Uplift Tie-Down
1" = 1'-0"2 Roof Deep Header Tie-Down Enlarged Detail
1" = 1'-0"3 Roof Flush Beam Tie-Down Enlarged Detail
1" = 1'-0"4 Uplift at Floor Trusses
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
1"
SLOPE 1/4"/FT
PROVIDE 2" RECESS
FOR DOOR THRESHOLD,
RE: ARCH FOR EXACT
LOCATION
(TYP. @ HATCHED AREAS)
29' - 6"26' - 0"38' - 5 1/2"7' - 6 1/2"0"27' - 9 1/2"13' - 3"26' - 9 1/2"21' - 10"69' - 4"12' - 0"8' - 4"29' - 6"26' - 0"46' - 0"
101' - 6"
6X6 POST W/ ABU66Z BASE
(TYPICAL 6 LOCATIONS)
PROVIDE RECESS FOR
SPECIALTY DOOR
THRESHOLD -RE: ARCH
F-3
TOF =-3' - 0"
F-3
TOF =-3' - 0"
F-3
TOF =-3' - 0"
F-3
TOF =-3' - 0"
FINISH MATERIAL -RE:
CIVIL/LANDSCAPE
• THICKNESS
• REINFORCEMENT =
• NOTES:
SLAB ON GRADE:
(N.W. CONCRETE) =4"
#3 @ 15" O.C. EA. WAY
1.) REBAR SHALL BE PROPERLY CHAIRED SO IT
IS MAINTAINED AT 1/3 THE DEPTH BELOW THE
TOP SURFACE DURING CONCRETE PLACEMENT
2.) SLAB TO BE PLACED OVER COMPACTED FILL
PER GEOTECH RECOMMENDATIONS
LEASING / AMENITY
S3.100
.5_______
(TYP. @ INTERIOR
GRADE BEAMS U.N.O.)
S3.100
.1_______
S3.100
.1_______
S3.100
.1_______
S3.100
.1_______
S3.100
.1_______89' - 8"89' - 8"101' - 6"
B/FTG @ CLUBHOUSE = 48'-0" (U.N.O.)
S3.101
2_______
S3.101
1_______
1
(VERIFY W/ ARCH)
2' - 0 1/2"13' - 7" (VERFY W/ ARCH)CONTINUOUS FOOTING
SEE DET. /2 S3.101
(2) #5 X 5'-0" AT
RE-ENTRANT
CORNERS, TYP.
RE: ARCH
Scale
Date
Drawn By
Checked By
Project Number
1/4" = 1'-0"3/18/2026 9:10:27 PMSC1.101
Foundation Plan -
Clubhouse
Hanover Company
Hyannis Phase II
Checker
Author
10/01/58
25070
55 Wilkens Lane
Barnstable, MA 02601
1/4" = 1'-0"1 Foundation Plan - Level 1
FDN-Spread Footing Schedule
Type Length Width Thickness Reinforcement
F-3 3' - 0" 3' - 0" 1' - 0" (3) #5 EA. WAY
FDN-Wall Footing Schedule
Type Width Foundation Thickness Reinforcement
WF-24 2' - 0" 1' - 0"
FOUNDATION NOTES:
1.CONTRACTOR TO CROSS REFERENCE AND/OR VERIFY ALL DIMENSIONS,
ELEVATIONS, RECESSES, DEPRESSIONS, CURB SIZES/LOCATIONS, WALL
ELEVATIONS, GUARDRAILS, FINISHES, OPENINGS AND SLAB PENETRATION
SIZES/LOCATIONS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ARCHITECT
AND ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.
2.REFER TO ATCHITECTURAL SLAB DIMENSIONAL CONTROL PLAN FOR ALL SLAB
EDGE AND OPENING DIMENSIONS NOT SHOWN, TYPICAL.
3.TOP OF CONCRETE (TOC) = REF ARCH SITE PLAN / CIVIL
4.SLAB THICKNESS = SEE PLAN
5.CONCRETE STRENGTH = REFER TO GENERAL NOTES
6.ALL BUILDING EXTERIOR AND LOAD BEARING WALL SOLE PLATES SHALL BE
ANCHORED TO THE CONCRETE FOUNDATION WITH 5/8" DIA x 8" EMBEDMENT
ANCHOR BOLTS MINIMUM PER BOARD. ALL NON LOAD BEARING INTERIOR
WALLS SHALL HAVE SILL PLATES ATTACHED TO THE FOUNDATION WITH 0.177"
DIA x 3 1/4" P.A.F. @ 24" O.C. MAXIMUM. IN ADDITION, FASTENERS FOR
PRESERVATIVE-TREATED WOOD SHALL BE AS FOLLOWS:
A.UNCOATED IF TREATED WITH SBX/DOT & ZINC BORATE.
B.GALVANIZED (ASTM A153) IF TREATED WITH ACQ-C, ACQ-D (CARBONATE),
CA-B & CB-A; WITH OR WITHOUT AMMONIA.
C.STAINLESS STEEL (TYPE 303, 304, 305, OR 316) IF WOODS HAVE ACTUAL
RETENTION LEVELS GREATER THAN 0.40 PSF FOR ACQ, 0.41 PSF FOR CBA
A0.21 PSF FOR CA-B (GROUND CONTACT LEVEL). OR ACZA
D.ALTERNATIVELY, ALL NON-SHEAR WALL ANCHOR BOLTS AND P.A.F.S
MAY BE REPLACED WITH SIMPSON MASA/MASAP MUDSILL ANCHORS @
24" O.C. (4" MIN DISTANCE) SEE WOOD SHEAR WALL SCHEDULED FOR
ANCHORAGE AT SHEAR WALLS.
7.PIPES, CONDUIT, AND OTHER UTILITIES SHALL NOT BE LOCATED WITHIN OR
BELOW ANY GRADE BEAM OR FOOTING EXCEPT AS INDICATED ON DETAIL
S3.100
8. B/FTG = BOTTOM OF FOOTING ELEVATIONS (BASED ON MINIMUM REQUIRED
EMBEDMENT FOR FROST DEPTH)
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
1 RFI 015 03/05/26
100% IFC 03/18/26
S4.310
.1_______
S4.310
.2_______
S4.310
.2_______
S4.310
.1_______
S4.310
.2_______
S4.310
.2_______
S4.310
.1_______
2-2x8 2-2x8
2-2x82-2x82-2x83-2x12
3-2x8 3-2x10
3-2x12
2-2x83-2x123-2x12.1GL5-9GL5-92-2x82-2x82-2x82-2x82-2x82-2x83-2x12.12-2x82-2x82-2x82-2x8
2-2x8 2-2x8 2-2x8 2-2x8
3-2x12.13-2x12.12-2x83-2x83-2x12.12-2x8
3-2x83-2x10
3-2x8 3-2x8 3-2x83-2x82-2x8
2-2x82-2x82-2x8HEAVY TIMBER TRUSS (SEE DET. )
GL5-15
GL5-15
(3)2x6 KINGSTUDS &
(2)2x6 TRIMMERS
(3)2x6 KINGSTUDS &
(2)2x6 TRIMMERS EACH
SIDE OF OPENING
GT 3-2x12S4.310
.2_______
S4.310
.4_______
HATCHED AREA INDICATES
VAULTED CEILING, RE: ARCH
& INTERIORS FOR EXTENTS
6X6 POST W/ ABU66Z BASE
(TYPICAL 6 LOCATIONS)
CONT.
(2)2X6 STUDPACK
SEE 5/S0.300 AT DEEP
HEADERS, TYP.
REFERENCE DETAIL
FOR GLU LAM BEAM CONNECTION
AT EXTERIOR WALL
REFERENCE DETAIL
FOR GLU LAM BEAM CONNECTION
AT EXTERIOR WALL
AT STRING LIGHT ANCHOR POINTS,
PROVIDE DOUBLE 2x8 BLOCKING
BETWEEN STUDS FASTENED W/
(3) SDWC15600 SCREWS EACH END,
RE: LANDSCAPE / ARCH
ATTIC ACCESS OPENING,
RE: ARCH FOR EXACT
LOCATION AND SIZE, TYP
S4.310
.6_______
(2)2x6 KINGSTUDS &
(3)2x6 TRIMMERS
HEAVY TIMBER TRUSS (SEE DET. )
HEAVY TIMBER TRUSS (SEE DET. )
HEAVY TIMBER TRUSS (SEE DET. )
HEAVY TIMBER TRUSS (SEE DET. )/2 S4.313
/2 S4.313
/2 S4.313
/2 S4.313
/2 S4.313
/3 S4.313 /3 S4.313
S4.313
.1_______
S4.312
.1_______
S4.314
.1_______
S4.314
.2_______
S4.314
.3_______
0".
GT
GT
SC2.102
2
.
DIAGONAL HATCHING INDICATES
EXTENTS OF MECHANICAL ROOM
TRUSS MFG TO PROVIDE
DOOR OPENING IN GT -
RE: ARCH.
PROVIDE 2x8 COLLAR TIES
@ EVERY OTHER RAFTER 2x10 RIDGE BOARD2x8 RAFTERS @ 24" O.C.GREY AREAS IDICATE
2x8 OVERFRAMING TO
MATCH ROOF PROFILE
DIAGONAL HATCHED AREA
INDICATES ATTIC FLOOR
SHEATHING/PLATFORM
5' - 0"
2x6 PLATFORM JOISTS
@ 24" O.C.
GT
GTGT19' -
1
0
3
/
4
"
2x6 PLATFORM JOISTS
@ 24" O.C.
ADDITIONAL (3)2x3 TRIMMERS
AS REQUIRED AT STOREFRONT
-RE: ARCH.
ADDITIONAL (3)2x3 TRIMMERS
AS REQUIRED AT STOREFRONT
-RE: ARCH.
1
WOOD ROOF FRAMING NOTES:
1. ROOF FRAMING TO BE SLOPED TOP OPEN WEB WOOD
TRUSSES @ 24" OC MAX UNO. TRUSSES TO BE SPACED
AS NEEDED TO AVOID PLUMBING AND IN ACCORDANCE
W/ TRUSS DESIGNER. TRUSS MANUFACTURER TO
REFERENCE GENERAL NOTES FOR TOTAL DESIGN
SUPERIMPOSED DEAD AND LIVE LOADS TO BE APPLIED
TO FLOOR AND ROOF TRUSSES. IN ADDITION, TRUSS
DESIGNER TO ASSUME 5 PSF OF THE TOTAL
SUPERIMPOSED DEAD LOAD IS APPLIED TO TRUSS
BOTTOM CHORD.
2. CONTRACTOR TO VERIFY ALL DIMENSIONS,
ELEVATIONS, DEPRESSIONS, STEPS, FINISHES, PLATE
HEIGHTS AND SPECIFIC/OVERALL BUILDING GEOMETRY
WITH THE ARCHITECTURAL DRAWINGS AND NOTIFY
ENGINEER AND ARCHITECT OF ANY DISCREPANCIES
PRIOR TO CONSTRUCTION START
3. SEE WOOD FRAMING SPECIFICATIONS FOR FLOOR /
ROOF SHEATHING AND MINIMUM LUMBER GRADE /
SPECIES REQUIREMENTS.
4. SECTIONS CUT ON PLAN SHALL BE CONSIDERED
TYPICAL FOR ALL SIMILAR CONDITIONS. REFER TO
TYPICAL DETAILS/SECTIONS FOR DETAILS / SECTIONS
NOT SPECIFICALLY SHOWN OR CUT ON PLAN.
5. SEE ROOF UPLIFT SECTIONS FOR FASTENING OF ROOF
LEVEL HEADERS, BEAMS AND GIRDER TRUSSES.
6. AT ROOF UPLIFT ROD LOCATIONS, NUTS SHALL BE RE-
TIGHTENED AS REQUIRED PRIOR TO INTERIOR WALL
SHEATHING INSTALLATION TO ACCOMMODATE WOOD
SHRINKAGE
7. AT LOCATIONS WHERE ROOF UPLIFT RODS COINCIDE
WITH SHEAR WALL END ANCHORAGE RODS, ONLY THE
SHEAR WALL ANCHORAGE ROD NEED BE INSTALLED.
ALL OTHER FASTNENING HARDWARE SHOWN ON THE
ROOF UPLIFT DETAILS SHALL BE INSTALLED AS
INDICATED.
8. TRUSS SUPPLIER SHALL PROVIDE MECHANICAL
CHASES WHERE REQUIRED TO FIT MEP DUCTS AND
PIPES THROUGH TRUSS WEB OPENINGS. REFER TO
MEP DRAWINGS AND COORDINATE WITH MEP WHERE
OPENINGS ARE REQUIRED.
9. ALL HEADERS BEARING ROOF TRUSSES SHALL BE
LOCATED DIRECTLY BELOW THE DOUBLE TOP PLATE
UNO. SEE HEADER UPLIFT DETAILS.
10. PROVIDE 3/8" MIN HORIZONTAL GAP BETWEEN
EXTERIOR WALL SHEATHING PANELS TO ALLOW FOR
SHRINKAGE. GAP TO BE PLACED AT THE LEVEL OF THE
FLOOR SHEATHING AT EACH LEVEL, TYP.
11. REFER TO WOOD SHRINKAGE NOTES IN GENERAL
NOTES FOR ESTIMATED BUILDING MOVEMENT DUE TO
WOOD SHRINKAGE. CONTRACTOR SHALL COORDINATE
ESTIMATED VERTICAL MOVEMENT WITH OTHER
TRADES AS NEEDED. IN THE ABSENCE OF ESTIMATED
BUILDING VERTICAL MOVEMENT, ASSUME 1/4" PER
FLOOR.
12. ROOF TRUSSES SHALL BE DESIGNED FOR DRAG LOADS
SHOWN ON PLAN. IN THE ABSENSE OF D.F. (DRAG
FORCES), ALL TRUSSES PARALLEL TO SHEARWALLS
SHALL BE DESIGNED TO RESIST MINIMUM 350 PLF DRAG
FORCE (TYPICAL).
13. ROOF UPLIFT MAY EITHER BE PROVIDED WITH
CONTINUOUS ROD SYSTEM.
LEGEND:
= LOAD BEARING / EXTERIOR NON-LOAD
BEARING WOOD FRAMED STUD WALL
BELOW
= HEADER (DROP BEAM)
= FLUSH BEAM
= LEDGER
= TRUSS / JOIST
= GIRDER TRUSS
WOOD BEAM / HEADER NOTES:
1. INDICATES BEAM / HEADER, SEE WOOD BEAM /
HEADER SCHEDULE
MARK
DOUBLE 2x10 FLOOR JOISTS @ 24" O.C.
DOUBLE 2x10 FLOOR JOISTS @ 24" O.C.
ATTIC ACCESS OPENING,
RE: ARCH FOR EXACT
LOCATION AND SIZE, TYP
2-2x8
2-2x8
3-2x103-2x10HUC 210-2
HANGERS
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:10:29 PMSC2.102
Framing Plan - Roof -
Clubhouse
Hanover Company
Hyannis Phase II
Checker
Author
10/01/58
25070
55 Wilkens Lane
Barnstable, MA 02601
1/4" = 1'-0"1 Framing Plan - Roof
Wood Beam Schedule
Mark Beam / Header
2-2x8 (2) 2x8
3-2x8 (3) 2x8
3-2x10 (3) 2x10
3-2x12 (3) 2x12
3-2x12.1 (3) 2x12 No. 1 Grade
GL5-9 5 1/8 x 9 GLU LAM
GL5-15 5 1/8 x 15 GLU LAM
P5-14 5 1/2 x 14 PSL
1/4" = 1'-0"2 Mechanical Room Floor Framing Plan
NOTE:
TRUSSES TO BE SPACED AS NEEDED TO AVOID
RECESSED LIGHTING AND MECH. EQUIPMENT AS
INDICATED ON MEP DOCUMENTS, TYPICAL.
RE: ARCH & INTERIORS FRO CEILING VAULTS,
TRAY CEILINGS, ETC.
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
1 RFI 015 03/05/26
100% IFC 03/18/26
WSW-1
WSW-1WSW-1WSW-1WSW-1WSW-1WSW-1WSW-1
WSW-1WSW-1
WSW-1
WSW-1S3.101
2_______
S3.101
1_______
WOOD SHEAR WALL NOTES:
1. SHEAR WALLS SHALL BE SHEATHED AND FASTENED
PER THE SHEAR WALL SCHEDULE FROM OUTSIDE FACE
OF END POST TO OUTSIDE FACE OF END POST. REFER
TO SCHEDULE FOR SIZE AND CONFIGURATION OF END
POST MEMBERS.
2. WHERE STAGGERED 4X STUDS OCCUR IN A 6X WALL,
SHEAR WALL END POSTS SHALL BE 6X MEMBERS.
3. SHEAR WALL SHEATHING SHALL BE INSTALLED
BOTTOM PLATE TO TOP PLATE OF WALL.
4. WHERE SHEAR WALL SHEATHING IS SHOWN TO OCCUR
AT UNIT DEMISING WALLS, SHEATHING MAY BE
INSTALLED IN AIR GAP PROVIDED THAT FULL AIR GAP IS
MAINTAINED BETWEEN SHEATHING AND ADJACENT
STUD WALL.
5. SHEAR WALL SHEATHING MAY BE INSTALLED ON
EITHER FACE OF A GIVEN WALL WHEN FASTENED
DIRECTLY TO STUDS. SHEATHING SHALL BE INSTALLED
ON THE OPPOSING SIDE OF WALL AS RESILIENT
CHANNELS WHERE OCCURS.
6. PROVIDE TRUSS BLOCKS ABOVE ALL SHEAR WALLS
SUPPORTING OR BELOW BOTTOM CHORD BEARING
TRUSSES (ROOF AND FLOOR)
7. CONTINUOUS TIE-DOWN SYSTEM ACTIVATION PINS
SHALL BE PULLED AS EACH FLOOR IS FRAMED
8. DO NOT FIRE CAULK TOP OR BOTTOM BEARING PLATES
AT END ANCHOR ROD LOCATIONS.
9. SHEARWALLS TO BE ANCHORED WITH CONTINUOUS
ROD SYSTEM. SEE S5.410 THROUGH S5.515
SHEARWALL DIAGRAM - 1 STORY
WSW-1 WSW-2 WSW-3
LEVEL WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE LEVEL
5 5
4 4
3 3
2 2
1 B ATR 5/8 N/A D ATR 3/8 N/A D ATR 3/8 N/A 1
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:10:29 PMSC2.201
Wood Shearwall Plan -
Clubhouse
Hanover Company
Hyannis Phase II
Checker
Author
10/01/58
25070
55 Wilkens Lane
Barnstable, MA 02601
1/4" = 1'-0"1 Wood Shearwall Plan
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
68' - 4"20' - 0"S3.100
.2_______
S3.100
.2_______
S3.100
.3_______
SIM
S3.100
.2_______SLOPE3 1/2"S3.100
.7_______
B/FTG @ GARAGE H = 47'-10" (U.N.O.)
B/FTG @ GARAGE A = 46'-0" (U.N.O.)
S3.100
.7_______20' - 0"A&H
Scale
Date
Drawn By
Checked By
Project Number
1/4" = 1'-0"3/18/2026 9:20:00 PMSG1.101
Foundation Plan - Garage
A & H
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
FOUNDATION NOTES:
1.CONTRACTOR TO CROSS REFERENCE AND/OR VERIFY ALL DIMENSIONS,
ELEVATIONS, RECESSES, DEPRESSIONS, CURB SIZES/LOCATIONS, WALL
ELEVATIONS, GUARDRAILS, FINISHES, OPENINGS AND SLAB PENETRATION
SIZES/LOCATIONS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ARCHITECT
AND ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.
2.REFER TO ATCHITECTURAL SLAB DIMENSIONAL CONTROL PLAN FOR ALL SLAB
EDGE AND OPENING DIMENSIONS NOT SHOWN, TYPICAL.
3.TOP OF CONCRETE (TOC) = REF ARCH SITE PLAN / CIVIL
4.SLAB THICKNESS = SEE PLAN
5.CONCRETE STRENGTH = REFER TO GENERAL NOTES
6.ALL BUILDING EXTERIOR AND LOAD BEARING WALL SOLE PLATES SHALL BE
ANCHORED TO THE CONCRETE FOUNDATION WITH 5/8" DIA x 8" EMBEDMENT
ANCHOR BOLTS MINIMUM PER BOARD. ALL NON LOAD BEARING INTERIOR
WALLS SHALL HAVE SILL PLATES ATTACHED TO THE FOUNDATION WITH 0.177"
DIA x 3 1/4" P.A.F. @ 24" O.C. MAXIMUM. IN ADDITION, FASTENERS FOR
PRESERVATIVE-TREATED WOOD SHALL BE AS FOLLOWS:
A.UNCOATED IF TREATED WITH SBX/DOT & ZINC BORATE.
B.GALVANIZED (ASTM A153) IF TREATED WITH ACQ-C, ACQ-D (CARBONATE),
CA-B & CB-A; WITH OR WITHOUT AMMONIA.
C.STAINLESS STEEL (TYPE 303, 304, 305, OR 316) IF WOODS HAVE ACTUAL
RETENTION LEVELS GREATER THAN 0.40 PSF FOR ACQ, 0.41 PSF FOR CBA
A0.21 PSF FOR CA-B (GROUND CONTACT LEVEL). OR ACZA
D.ALTERNATIVELY, ALL NON-SHEAR WALL ANCHOR BOLTS AND P.A.F.S
MAY BE REPLACED WITH SIMPSON MASA/MASAP MUDSILL ANCHORS @
24" O.C. (4" MIN DISTANCE) SEE WOOD SHEAR WALL SCHEDULED FOR
ANCHORAGE AT SHEAR WALLS.
7.PIPES, CONDUIT, AND OTHER UTILITIES SHALL NOT BE LOCATED WITHIN OR
BELOW ANY GRADE BEAM OR FOOTING EXCEPT AS INDICATED ON DETAIL S3.100
8. B/FTG = BOTTOM OF FOOTING ELEVATIONS (BASED ON MINIMUM REQUIRED
EMBEDMENT FOR FROST DEPTH)
• THICKNESS
• REINFORCEMENT =
• NOTES:
SLAB ON GRADE:
(N.W. CONCRETE) =4"
#3 @ 15" O.C. EA. WAY
1.) REBAR SHALL BE PROPERLY CHAIRED SO IT
IS MAINTAINED AT 1/3 THE DEPTH BELOW THE
TOP SURFACE DURING CONCRETE PLACEMENT
2.) SLAB TO BE PLACED OVER COMPACTED FILL
PER GEOTECH RECOMMENDATIONS
GARAGES
1/4" = 1'-0"1 Foundation Plan - Garage A & H
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
90' - 4"
S3.100
.2_______SIM
S3.100
.3_______
S3.100
.2_______
S3.100
.2_______3 1/2"SLOPES3.100
.7_______
B/FTG @ GARAGE G = 47'-8" (U.N.O.)
B/FTG @ GARAGE B = 45'-6" (U.N.O.)
S3.100
.7_______
B&G
Scale
Date
Drawn By
Checked By
Project Number
1/4" = 1'-0"3/18/2026 9:20:01 PMSG1.102
Foundation Plan - Garage
B & G
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
FOUNDATION NOTES:
1.CONTRACTOR TO CROSS REFERENCE AND/OR VERIFY ALL DIMENSIONS,
ELEVATIONS, RECESSES, DEPRESSIONS, CURB SIZES/LOCATIONS, WALL
ELEVATIONS, GUARDRAILS, FINISHES, OPENINGS AND SLAB PENETRATION
SIZES/LOCATIONS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ARCHITECT
AND ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.
2.REFER TO ATCHITECTURAL SLAB DIMENSIONAL CONTROL PLAN FOR ALL SLAB
EDGE AND OPENING DIMENSIONS NOT SHOWN, TYPICAL.
3.TOP OF CONCRETE (TOC) = REF ARCH SITE PLAN / CIVIL
4.SLAB THICKNESS = SEE PLAN
5.CONCRETE STRENGTH = REFER TO GENERAL NOTES
6.ALL BUILDING EXTERIOR AND LOAD BEARING WALL SOLE PLATES SHALL BE
ANCHORED TO THE CONCRETE FOUNDATION WITH 5/8" DIA x 8" EMBEDMENT
ANCHOR BOLTS MINIMUM PER BOARD. ALL NON LOAD BEARING INTERIOR
WALLS SHALL HAVE SILL PLATES ATTACHED TO THE FOUNDATION WITH 0.177"
DIA x 3 1/4" P.A.F. @ 24" O.C. MAXIMUM. IN ADDITION, FASTENERS FOR
PRESERVATIVE-TREATED WOOD SHALL BE AS FOLLOWS:
A.UNCOATED IF TREATED WITH SBX/DOT & ZINC BORATE.
B.GALVANIZED (ASTM A153) IF TREATED WITH ACQ-C, ACQ-D (CARBONATE),
CA-B & CB-A; WITH OR WITHOUT AMMONIA.
C.STAINLESS STEEL (TYPE 303, 304, 305, OR 316) IF WOODS HAVE ACTUAL
RETENTION LEVELS GREATER THAN 0.40 PSF FOR ACQ, 0.41 PSF FOR CBA
A0.21 PSF FOR CA-B (GROUND CONTACT LEVEL). OR ACZA
D.ALTERNATIVELY, ALL NON-SHEAR WALL ANCHOR BOLTS AND P.A.F.S
MAY BE REPLACED WITH SIMPSON MASA/MASAP MUDSILL ANCHORS @
24" O.C. (4" MIN DISTANCE) SEE WOOD SHEAR WALL SCHEDULED FOR
ANCHORAGE AT SHEAR WALLS.
7.PIPES, CONDUIT, AND OTHER UTILITIES SHALL NOT BE LOCATED WITHIN OR
BELOW ANY GRADE BEAM OR FOOTING EXCEPT AS INDICATED ON DETAIL S3.100
8. B/FTG = BOTTOM OF FOOTING ELEVATIONS (BASED ON MINIMUM REQUIRED
EMBEDMENT FOR FROST DEPTH)
• THICKNESS
• REINFORCEMENT =
• NOTES:
SLAB ON GRADE:
(N.W. CONCRETE) =4"
#3 @ 15" O.C. EA. WAY
1.) REBAR SHALL BE PROPERLY CHAIRED SO IT
IS MAINTAINED AT 1/3 THE DEPTH BELOW THE
TOP SURFACE DURING CONCRETE PLACEMENT
2.) SLAB TO BE PLACED OVER COMPACTED FILL
PER GEOTECH RECOMMENDATIONS
GARAGES
1/4" = 1'-0"1 Foundation Plan - Garage B & G
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
68' - 4"20' - 0"S3.100
.2_______SIM
S3.100
.3_______
S3.100
.2_______
S3.100
.2_______3 1/2"SLOPES3.100
.7_______
B/FTG @ GARAGE C = 46'-4" (U.N.O.)
B/FTG @ GARAGE F = 45'-9" (U.N.O.)
C&F
Scale
Date
Drawn By
Checked By
Project Number
1/4" = 1'-0"3/18/2026 9:20:07 PMSG1.103
Foundation Plan - Garage
C & F
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
FOUNDATION NOTES:
1.CONTRACTOR TO CROSS REFERENCE AND/OR VERIFY ALL DIMENSIONS,
ELEVATIONS, RECESSES, DEPRESSIONS, CURB SIZES/LOCATIONS, WALL
ELEVATIONS, GUARDRAILS, FINISHES, OPENINGS AND SLAB PENETRATION
SIZES/LOCATIONS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ARCHITECT
AND ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.
2.REFER TO ATCHITECTURAL SLAB DIMENSIONAL CONTROL PLAN FOR ALL SLAB
EDGE AND OPENING DIMENSIONS NOT SHOWN, TYPICAL.
3.TOP OF CONCRETE (TOC) = REF ARCH SITE PLAN / CIVIL
4.SLAB THICKNESS = SEE PLAN
5.CONCRETE STRENGTH = REFER TO GENERAL NOTES
6.ALL BUILDING EXTERIOR AND LOAD BEARING WALL SOLE PLATES SHALL BE
ANCHORED TO THE CONCRETE FOUNDATION WITH 5/8" DIA x 8" EMBEDMENT
ANCHOR BOLTS MINIMUM PER BOARD. ALL NON LOAD BEARING INTERIOR
WALLS SHALL HAVE SILL PLATES ATTACHED TO THE FOUNDATION WITH 0.177"
DIA x 3 1/4" P.A.F. @ 24" O.C. MAXIMUM. IN ADDITION, FASTENERS FOR
PRESERVATIVE-TREATED WOOD SHALL BE AS FOLLOWS:
A.UNCOATED IF TREATED WITH SBX/DOT & ZINC BORATE.
B.GALVANIZED (ASTM A153) IF TREATED WITH ACQ-C, ACQ-D (CARBONATE),
CA-B & CB-A; WITH OR WITHOUT AMMONIA.
C.STAINLESS STEEL (TYPE 303, 304, 305, OR 316) IF WOODS HAVE ACTUAL
RETENTION LEVELS GREATER THAN 0.40 PSF FOR ACQ, 0.41 PSF FOR CBA
A0.21 PSF FOR CA-B (GROUND CONTACT LEVEL). OR ACZA
D.ALTERNATIVELY, ALL NON-SHEAR WALL ANCHOR BOLTS AND P.A.F.S
MAY BE REPLACED WITH SIMPSON MASA/MASAP MUDSILL ANCHORS @
24" O.C. (4" MIN DISTANCE) SEE WOOD SHEAR WALL SCHEDULED FOR
ANCHORAGE AT SHEAR WALLS.
7.PIPES, CONDUIT, AND OTHER UTILITIES SHALL NOT BE LOCATED WITHIN OR
BELOW ANY GRADE BEAM OR FOOTING EXCEPT AS INDICATED ON DETAIL S3.100
8. B/FTG = BOTTOM OF FOOTING ELEVATIONS (BASED ON MINIMUM REQUIRED
EMBEDMENT FOR FROST DEPTH)
• THICKNESS
• REINFORCEMENT =
• NOTES:
SLAB ON GRADE:
(N.W. CONCRETE) =4"
#3 @ 15" O.C. EA. WAY
1.) REBAR SHALL BE PROPERLY CHAIRED SO IT
IS MAINTAINED AT 1/3 THE DEPTH BELOW THE
TOP SURFACE DURING CONCRETE PLACEMENT
2.) SLAB TO BE PLACED OVER COMPACTED FILL
PER GEOTECH RECOMMENDATIONS
GARAGES
1/4" = 1'-0"1 Foundation Plan - Garage C & F
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
96' - 3"20' - 0"S3.100
.2_______SIM
S3.100
.3_______
S3.100
.2_______
S3.100
.2_______3 1/2"SLOPES3.100
.7_______
B/FTG @ GARAGE D = 46'-0" (U.N.O.)
D
Scale
Date
Drawn By
Checked By
Project Number
1/4" = 1'-0"3/18/2026 9:20:09 PMSG1.104
Foundation Plan - Garage
D / Maintenance
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
FOUNDATION NOTES:
1.CONTRACTOR TO CROSS REFERENCE AND/OR VERIFY ALL DIMENSIONS,
ELEVATIONS, RECESSES, DEPRESSIONS, CURB SIZES/LOCATIONS, WALL
ELEVATIONS, GUARDRAILS, FINISHES, OPENINGS AND SLAB PENETRATION
SIZES/LOCATIONS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ARCHITECT
AND ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.
2.REFER TO ATCHITECTURAL SLAB DIMENSIONAL CONTROL PLAN FOR ALL SLAB
EDGE AND OPENING DIMENSIONS NOT SHOWN, TYPICAL.
3.TOP OF CONCRETE (TOC) = REF ARCH SITE PLAN / CIVIL
4.SLAB THICKNESS = SEE PLAN
5.CONCRETE STRENGTH = REFER TO GENERAL NOTES
6.ALL BUILDING EXTERIOR AND LOAD BEARING WALL SOLE PLATES SHALL BE
ANCHORED TO THE CONCRETE FOUNDATION WITH 5/8" DIA x 8" EMBEDMENT
ANCHOR BOLTS MINIMUM PER BOARD. ALL NON LOAD BEARING INTERIOR
WALLS SHALL HAVE SILL PLATES ATTACHED TO THE FOUNDATION WITH 0.177"
DIA x 3 1/4" P.A.F. @ 24" O.C. MAXIMUM. IN ADDITION, FASTENERS FOR
PRESERVATIVE-TREATED WOOD SHALL BE AS FOLLOWS:
A.UNCOATED IF TREATED WITH SBX/DOT & ZINC BORATE.
B.GALVANIZED (ASTM A153) IF TREATED WITH ACQ-C, ACQ-D (CARBONATE),
CA-B & CB-A; WITH OR WITHOUT AMMONIA.
C.STAINLESS STEEL (TYPE 303, 304, 305, OR 316) IF WOODS HAVE ACTUAL
RETENTION LEVELS GREATER THAN 0.40 PSF FOR ACQ, 0.41 PSF FOR CBA
A0.21 PSF FOR CA-B (GROUND CONTACT LEVEL). OR ACZA
D.ALTERNATIVELY, ALL NON-SHEAR WALL ANCHOR BOLTS AND P.A.F.S
MAY BE REPLACED WITH SIMPSON MASA/MASAP MUDSILL ANCHORS @
24" O.C. (4" MIN DISTANCE) SEE WOOD SHEAR WALL SCHEDULED FOR
ANCHORAGE AT SHEAR WALLS.
7.PIPES, CONDUIT, AND OTHER UTILITIES SHALL NOT BE LOCATED WITHIN OR
BELOW ANY GRADE BEAM OR FOOTING EXCEPT AS INDICATED ON DETAIL S3.100
8. B/FTG = BOTTOM OF FOOTING ELEVATIONS (BASED ON MINIMUM REQUIRED
EMBEDMENT FOR FROST DEPTH)
• THICKNESS
• REINFORCEMENT =
• NOTES:
SLAB ON GRADE:
(N.W. CONCRETE) =4"
#3 @ 15" O.C. EA. WAY
1.) REBAR SHALL BE PROPERLY CHAIRED SO IT
IS MAINTAINED AT 1/3 THE DEPTH BELOW THE
TOP SURFACE DURING CONCRETE PLACEMENT
2.) SLAB TO BE PLACED OVER COMPACTED FILL
PER GEOTECH RECOMMENDATIONS
GARAGES
1/4" = 1'-0"1 Foundation Plan - Garage D / Maintenance
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
79' - 8"20' - 0"S3.100
.2_______SIM
S3.100
.3_______
S3.100
.2_______
S3.100
.2_______3 1/2"SLOPES3.100
.7_______
E
Scale
Date
Drawn By
Checked By
Project Number
1/4" = 1'-0"3/18/2026 9:20:13 PMSG1.105
Foundation Plan - Garage
E / Dogwash
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
FOUNDATION NOTES:
1.CONTRACTOR TO CROSS REFERENCE AND/OR VERIFY ALL DIMENSIONS,
ELEVATIONS, RECESSES, DEPRESSIONS, CURB SIZES/LOCATIONS, WALL
ELEVATIONS, GUARDRAILS, FINISHES, OPENINGS AND SLAB PENETRATION
SIZES/LOCATIONS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ARCHITECT
AND ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION.
2.REFER TO ATCHITECTURAL SLAB DIMENSIONAL CONTROL PLAN FOR ALL SLAB
EDGE AND OPENING DIMENSIONS NOT SHOWN, TYPICAL.
3.TOP OF CONCRETE (TOC) = REF ARCH SITE PLAN / CIVIL
4.SLAB THICKNESS = SEE PLAN
5.CONCRETE STRENGTH = REFER TO GENERAL NOTES
6.ALL BUILDING EXTERIOR AND LOAD BEARING WALL SOLE PLATES SHALL BE
ANCHORED TO THE CONCRETE FOUNDATION WITH 5/8" DIA x 8" EMBEDMENT
ANCHOR BOLTS MINIMUM PER BOARD. ALL NON LOAD BEARING INTERIOR
WALLS SHALL HAVE SILL PLATES ATTACHED TO THE FOUNDATION WITH 0.177"
DIA x 3 1/4" P.A.F. @ 24" O.C. MAXIMUM. IN ADDITION, FASTENERS FOR
PRESERVATIVE-TREATED WOOD SHALL BE AS FOLLOWS:
A.UNCOATED IF TREATED WITH SBX/DOT & ZINC BORATE.
B.GALVANIZED (ASTM A153) IF TREATED WITH ACQ-C, ACQ-D (CARBONATE),
CA-B & CB-A; WITH OR WITHOUT AMMONIA.
C.STAINLESS STEEL (TYPE 303, 304, 305, OR 316) IF WOODS HAVE ACTUAL
RETENTION LEVELS GREATER THAN 0.40 PSF FOR ACQ, 0.41 PSF FOR CBA
A0.21 PSF FOR CA-B (GROUND CONTACT LEVEL). OR ACZA
D.ALTERNATIVELY, ALL NON-SHEAR WALL ANCHOR BOLTS AND P.A.F.S
MAY BE REPLACED WITH SIMPSON MASA/MASAP MUDSILL ANCHORS @
24" O.C. (4" MIN DISTANCE) SEE WOOD SHEAR WALL SCHEDULED FOR
ANCHORAGE AT SHEAR WALLS.
7.PIPES, CONDUIT, AND OTHER UTILITIES SHALL NOT BE LOCATED WITHIN OR
BELOW ANY GRADE BEAM OR FOOTING EXCEPT AS INDICATED ON DETAIL S3.100
8. B/FTG = BOTTOM OF FOOTING ELEVATIONS (BASED ON MINIMUM REQUIRED
EMBEDMENT FOR FROST DEPTH)
1/4" = 1'-0"1 Foundation Plan - Garage E / Dogwash
• THICKNESS
• REINFORCEMENT =
• NOTES:
SLAB ON GRADE:
(N.W. CONCRETE) =4"
#3 @ 15" O.C. EA. WAY
1.) REBAR SHALL BE PROPERLY CHAIRED SO IT
IS MAINTAINED AT 1/3 THE DEPTH BELOW THE
TOP SURFACE DURING CONCRETE PLACEMENT
2.) SLAB TO BE PLACED OVER COMPACTED FILL
PER GEOTECH RECOMMENDATIONS
GARAGES
B/FTG @ GARAGE E = 45'-6" (U.N.O.)
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
WOOD BEAM / HEADER NOTES:
1. INDICATES BEAM / HEADER, SEE WOOD BEAM /
HEADER SCHEDULE
MARK
WOOD ROOF FRAMING NOTES:
1. ROOF FRAMING TO BE 24" DEEP (MIN) SLOPED TOP
OPEN WEB WOOD TRUSSES @ 24" OC MAX UNO.
TRUSSES TO BE SPACED AS NEEDED TO AVOID
PLUMBING AND IN ACCORDANCE W/ TRUSS DESIGNER.
TRUSS MANUFACTURER TO REFERENCE GENERAL
NOTES FOR TOTAL DESIGN SUPERIMPOSED DEAD AND
LIVE LOADS TO BE APPLIED TO FLOOR AND ROOF
TRUSSES. IN ADDITION, TRUSS DESIGNER TO ASSUME 5
PSF OF THE TOTAL SUPERIMPOSED DEAD LOAD IS
APPLIED TO TRUSS BOTTOM CHORD.
2. TRUSS DESIGNER TO REF MEP, ARCH, EBM (EXTERIOR
BUILDING MAINTENANCE) EQUIPMENT FOR ADDITIONAL
ROOF LOADS AND EXACT LOCATION. IN THE ABSENSE
OF SPECIFIC LOADING CRITERIA, TRUSS DESIGNER
SHALL INCLUDE A DESIGN ALLOWANCE AS FOLLOWS:
• AHU'S, BOILERS AND WATER TANKS = 100PSF DL
• PHOTO-VOLTAIC (SOLAR) ARRAYS = 8PSF DL
• UNSCHEDULED MAINTENANCE TIE-BACKS = 3,100
LBS ASD IMPACT LOAD APPLIED IN ANY DIRECTION
3. CONTRACTOR TO VERIFY ALL DIMENSIONS,
ELEVATIONS, DEPRESSIONS, STEPS, FINISHES, PLATE
HEIGHTS AND SPECIFIC/OVERALL BUILDING GEOMETRY
WITH THE ARCHITECTURAL DRAWINGS AND NOTIFY
ENGINEER AND ARCHITECT OF ANY DISCREPANCIES
PRIOR TO CONSTRUCTION START
4. SEE WOOD FRAMING SPECIFICATIONS FOR FLOOR /
ROOF SHEATHING AND MINIMUM LUMBER GRADE /
SPECIES REQUIREMENTS.
5. SECTIONS CUT ON PLAN SHALL BE CONSIDERED
TYPICAL FOR ALL SIMILAR CONDITIONS. REFER TO
TYPICAL DETAILS/SECTIONS FOR DETAILS / SECTIONS
NOT SPECIFICALLY SHOWN OR CUT ON PLAN.
6. SEE ROOF UPLIFT SECTIONS FOR FASTENING OF ROOF
LEVEL HEADERS, BEAMS AND GIRDER TRUSSES.
7. AT ROOF UPLIFT ROD LOCATIONS, NUTS SHALL BE RE-
TIGHTENED AS REQUIRED PRIOR TO INTERIOR WALL
SHEATHING INSTALLATION TO ACCOMMODATE WOOD
SHRINKAGE
8. AT LOCATIONS WHERE ROOF UPLIFT RODS COINCIDE
WITH SHEAR WALL END ANCHORAGE RODS, ONLY THE
SHEAR WALL ANCHORAGE ROD NEED BE INSTALLED.
ALL OTHER FASTNENING HARDWARE SHOWN ON THE
ROOF UPLIFT DETAILS SHALL BE INSTALLED AS
INDICATED.
9. TRUSSES SHALL RECEIVE DOUBLE TOP CHORD AT
SPECIFIC DIAPHRAGM STRAPPING LOCATIONS PER
PLAN AND NOTES. REFER TO WOOD DIAPHRAGM
REINFORCING PLANS FOR MORE INFO.
10. TRUSS SUPPLIER SHALL PROVIDE MECHANICAL
CHASES WHERE REQUIRED TO FIT MEP DUCTS AND
PIPES THROUGH TRUSS WEB OPENINGS. REFER TO
MEP DRAWINGS AND COORDINATE WITH MEP WHERE
OPENINGS ARE REQUIRED.
11. SEE THIS SHEET FOR POST/HANGER SCHEDULE. ALL
BEAM/HEADER BEARING POINTS NOT NOTED ON PLAN
SHALL BE SUPPORTED PER NOTE 4 OF THE POST
SCHEDULE.
12. ALL HEADERS BEARING ROOF TRUSSES SHALL BE
LOCATED DIRECTLY BELOW THE DOUBLE TOP PLATE
UNO. SEE HEADER UPLIFT DETAILS.
13. PROVIDE 3/8" MIN HORIZONTAL GAP BETWEEN
EXTERIOR WALL SHEATHING PANELS TO ALLOW FOR
SHRINKAGE. GAP TO BE PLACED AT THE LEVEL OF THE
FLOOR SHEATHING AT EACH LEVEL, TYP.
14. ROOF TIE-BACK AND EBM ANCHORS, WHERE
APPLICABLE, SHALL BE ANCHORD TO ROOF TRUSSES
PER TYPICAL DETAILS. TRUSS SUPPLIER SHALL LOCATE
ALL ANCHORS PER THE EBM/FACADE ACCESS
CONSULTANT DRAWINGS IN COORDINATION WITH THE
ARCHITECTURAL DRAWINGS. TRUSS SUPPLIER SHALL
DESIGN THE SUPPORTING TRUSSES TO MEET THE
LOAD DEMAND(S) SHOWN ON THE TYPICAL DETAILS.
15. AT LOCATIONS WITH PARAPET FRAMING INTENDED TO
SUPPORT EBM LOADS SHALL BE REINFORCED PER
TYPICAL DETAILS. ALL OTHER LOCATIONS HAVE BEEN
DESIGNED TO MEET WIND/SEISMIC LATERAL FORCES
ONLY.
16. SEE TYPICAL DETAILS FOR MECHANICAL AND HVAC
PLATFORM FRAMING.
17. REFER TO WOOD SHRINKAGE NOTES IN GENERAL
NOTES FOR ESTIMATED BUILDING MOVEMENT DUE TO
WOOD SHRINKAGE. CONTRACTOR SHALL COORDINATE
ESTIMATED VERTICAL MOVEMENT WITH OTHER
TRADES AS NEEDED. IN THE ABSENCE OF ESTIMATED
BUILDING VERTICAL MOVEMENT, ASSUME 1/4" PER
FLOOR.
18. ROOF TRUSSES SHALL BE DESIGNED FOR DRAG LOADS
SHOWN ON PLAN. IN THE ABSENSE OF D.F. (DRAG
FORCES), ALL TRUSSES PARALLEL TO SHEARWALLS
SHALL BE DESIGNED TO RESIST MINIMUM 400 LBS
DRAG FORCE (TYPICAL).
P3.5-11 3-2x12 3-2x12 3-2x12 3-2x12 P3.5-11GTGTGTGTGTGT
S4.310
.1_______
S4.310
.1_______
S4.310
.1_______
S4.310
.1_______
S4.310
.1_______
3' - 11 3/4"1' - 6"A&H
Scale
Date
Drawn By
Checked By
Project Number
1/4" = 1'-0"3/18/2026 9:20:22 PMSG2.210
Wood Framing Plan -
Roof - Garage A & H
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1/4" = 1'-0"1 Wood Framing Plan - Roof - Garage A & H
Wood Beam Schedule
Mark Beam / Header
3-2x12 (3) 2x12
P3.5-11 3 1/2 x 11 1/4 PSL
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
WOOD BEAM / HEADER NOTES:
1. INDICATES BEAM / HEADER, SEE WOOD BEAM /
HEADER SCHEDULE
MARK
WOOD ROOF FRAMING NOTES:
1. ROOF FRAMING TO BE 24" DEEP (MIN) SLOPED TOP
OPEN WEB WOOD TRUSSES @ 24" OC MAX UNO.
TRUSSES TO BE SPACED AS NEEDED TO AVOID
PLUMBING AND IN ACCORDANCE W/ TRUSS DESIGNER.
TRUSS MANUFACTURER TO REFERENCE GENERAL
NOTES FOR TOTAL DESIGN SUPERIMPOSED DEAD AND
LIVE LOADS TO BE APPLIED TO FLOOR AND ROOF
TRUSSES. IN ADDITION, TRUSS DESIGNER TO ASSUME 5
PSF OF THE TOTAL SUPERIMPOSED DEAD LOAD IS
APPLIED TO TRUSS BOTTOM CHORD.
2. TRUSS DESIGNER TO REF MEP, ARCH, EBM (EXTERIOR
BUILDING MAINTENANCE) EQUIPMENT FOR ADDITIONAL
ROOF LOADS AND EXACT LOCATION. IN THE ABSENSE
OF SPECIFIC LOADING CRITERIA, TRUSS DESIGNER
SHALL INCLUDE A DESIGN ALLOWANCE AS FOLLOWS:
• AHU'S, BOILERS AND WATER TANKS = 100PSF DL
• PHOTO-VOLTAIC (SOLAR) ARRAYS = 8PSF DL
• UNSCHEDULED MAINTENANCE TIE-BACKS = 3,100
LBS ASD IMPACT LOAD APPLIED IN ANY DIRECTION
3. CONTRACTOR TO VERIFY ALL DIMENSIONS,
ELEVATIONS, DEPRESSIONS, STEPS, FINISHES, PLATE
HEIGHTS AND SPECIFIC/OVERALL BUILDING GEOMETRY
WITH THE ARCHITECTURAL DRAWINGS AND NOTIFY
ENGINEER AND ARCHITECT OF ANY DISCREPANCIES
PRIOR TO CONSTRUCTION START
4. SEE WOOD FRAMING SPECIFICATIONS FOR FLOOR /
ROOF SHEATHING AND MINIMUM LUMBER GRADE /
SPECIES REQUIREMENTS.
5. SECTIONS CUT ON PLAN SHALL BE CONSIDERED
TYPICAL FOR ALL SIMILAR CONDITIONS. REFER TO
TYPICAL DETAILS/SECTIONS FOR DETAILS / SECTIONS
NOT SPECIFICALLY SHOWN OR CUT ON PLAN.
6. SEE ROOF UPLIFT SECTIONS FOR FASTENING OF ROOF
LEVEL HEADERS, BEAMS AND GIRDER TRUSSES.
7. AT ROOF UPLIFT ROD LOCATIONS, NUTS SHALL BE RE-
TIGHTENED AS REQUIRED PRIOR TO INTERIOR WALL
SHEATHING INSTALLATION TO ACCOMMODATE WOOD
SHRINKAGE
8. AT LOCATIONS WHERE ROOF UPLIFT RODS COINCIDE
WITH SHEAR WALL END ANCHORAGE RODS, ONLY THE
SHEAR WALL ANCHORAGE ROD NEED BE INSTALLED.
ALL OTHER FASTNENING HARDWARE SHOWN ON THE
ROOF UPLIFT DETAILS SHALL BE INSTALLED AS
INDICATED.
9. TRUSSES SHALL RECEIVE DOUBLE TOP CHORD AT
SPECIFIC DIAPHRAGM STRAPPING LOCATIONS PER
PLAN AND NOTES. REFER TO WOOD DIAPHRAGM
REINFORCING PLANS FOR MORE INFO.
10. TRUSS SUPPLIER SHALL PROVIDE MECHANICAL
CHASES WHERE REQUIRED TO FIT MEP DUCTS AND
PIPES THROUGH TRUSS WEB OPENINGS. REFER TO
MEP DRAWINGS AND COORDINATE WITH MEP WHERE
OPENINGS ARE REQUIRED.
11. SEE THIS SHEET FOR POST/HANGER SCHEDULE. ALL
BEAM/HEADER BEARING POINTS NOT NOTED ON PLAN
SHALL BE SUPPORTED PER NOTE 4 OF THE POST
SCHEDULE.
12. ALL HEADERS BEARING ROOF TRUSSES SHALL BE
LOCATED DIRECTLY BELOW THE DOUBLE TOP PLATE
UNO. SEE HEADER UPLIFT DETAILS.
13. PROVIDE 3/8" MIN HORIZONTAL GAP BETWEEN
EXTERIOR WALL SHEATHING PANELS TO ALLOW FOR
SHRINKAGE. GAP TO BE PLACED AT THE LEVEL OF THE
FLOOR SHEATHING AT EACH LEVEL, TYP.
14. ROOF TIE-BACK AND EBM ANCHORS, WHERE
APPLICABLE, SHALL BE ANCHORD TO ROOF TRUSSES
PER TYPICAL DETAILS. TRUSS SUPPLIER SHALL LOCATE
ALL ANCHORS PER THE EBM/FACADE ACCESS
CONSULTANT DRAWINGS IN COORDINATION WITH THE
ARCHITECTURAL DRAWINGS. TRUSS SUPPLIER SHALL
DESIGN THE SUPPORTING TRUSSES TO MEET THE
LOAD DEMAND(S) SHOWN ON THE TYPICAL DETAILS.
15. AT LOCATIONS WITH PARAPET FRAMING INTENDED TO
SUPPORT EBM LOADS SHALL BE REINFORCED PER
TYPICAL DETAILS. ALL OTHER LOCATIONS HAVE BEEN
DESIGNED TO MEET WIND/SEISMIC LATERAL FORCES
ONLY.
16. SEE TYPICAL DETAILS FOR MECHANICAL AND HVAC
PLATFORM FRAMING.
17. REFER TO WOOD SHRINKAGE NOTES IN GENERAL
NOTES FOR ESTIMATED BUILDING MOVEMENT DUE TO
WOOD SHRINKAGE. CONTRACTOR SHALL COORDINATE
ESTIMATED VERTICAL MOVEMENT WITH OTHER
TRADES AS NEEDED. IN THE ABSENCE OF ESTIMATED
BUILDING VERTICAL MOVEMENT, ASSUME 1/4" PER
FLOOR.
18. ROOF TRUSSES SHALL BE DESIGNED FOR DRAG LOADS
SHOWN ON PLAN. IN THE ABSENSE OF D.F. (DRAG
FORCES), ALL TRUSSES PARALLEL TO SHEARWALLS
SHALL BE DESIGNED TO RESIST MINIMUM 400 LBS
DRAG FORCE (TYPICAL).
P3.5-11 3-2x12 3-2x12 3-2x12 3-2x12 3-2x12GTGTGTGTGTGT2-2x10S4.310
.1_______
S4.310
.1_______
S4.310
.1_______
S4.310
.1_______
S4.310
.1_______
B&G
Scale
Date
Drawn By
Checked By
Project Number
1/4" = 1'-0"3/18/2026 9:20:26 PMSG2.220
Wood Framing Plan -
Roof - Garage B & G
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1/4" = 1'-0"1 Wood Framing Plan - Roof - Garage B & G
Wood Beam Schedule
Mark Beam / Header
2-2x10 (2) 2x10
3-2x12 (3) 2x12
P3.5-11 3 1/2 x 11 1/4 PSL
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
WOOD BEAM / HEADER NOTES:
1. INDICATES BEAM / HEADER, SEE WOOD BEAM /
HEADER SCHEDULE
MARK
WOOD ROOF FRAMING NOTES:
1. ROOF FRAMING TO BE 24" DEEP (MIN) SLOPED TOP
OPEN WEB WOOD TRUSSES @ 24" OC MAX UNO.
TRUSSES TO BE SPACED AS NEEDED TO AVOID
PLUMBING AND IN ACCORDANCE W/ TRUSS DESIGNER.
TRUSS MANUFACTURER TO REFERENCE GENERAL
NOTES FOR TOTAL DESIGN SUPERIMPOSED DEAD AND
LIVE LOADS TO BE APPLIED TO FLOOR AND ROOF
TRUSSES. IN ADDITION, TRUSS DESIGNER TO ASSUME 5
PSF OF THE TOTAL SUPERIMPOSED DEAD LOAD IS
APPLIED TO TRUSS BOTTOM CHORD.
2. TRUSS DESIGNER TO REF MEP, ARCH, EBM (EXTERIOR
BUILDING MAINTENANCE) EQUIPMENT FOR ADDITIONAL
ROOF LOADS AND EXACT LOCATION. IN THE ABSENSE
OF SPECIFIC LOADING CRITERIA, TRUSS DESIGNER
SHALL INCLUDE A DESIGN ALLOWANCE AS FOLLOWS:
• AHU'S, BOILERS AND WATER TANKS = 100PSF DL
• PHOTO-VOLTAIC (SOLAR) ARRAYS = 8PSF DL
• UNSCHEDULED MAINTENANCE TIE-BACKS = 3,100
LBS ASD IMPACT LOAD APPLIED IN ANY DIRECTION
3. CONTRACTOR TO VERIFY ALL DIMENSIONS,
ELEVATIONS, DEPRESSIONS, STEPS, FINISHES, PLATE
HEIGHTS AND SPECIFIC/OVERALL BUILDING GEOMETRY
WITH THE ARCHITECTURAL DRAWINGS AND NOTIFY
ENGINEER AND ARCHITECT OF ANY DISCREPANCIES
PRIOR TO CONSTRUCTION START
4. SEE WOOD FRAMING SPECIFICATIONS FOR FLOOR /
ROOF SHEATHING AND MINIMUM LUMBER GRADE /
SPECIES REQUIREMENTS.
5. SECTIONS CUT ON PLAN SHALL BE CONSIDERED
TYPICAL FOR ALL SIMILAR CONDITIONS. REFER TO
TYPICAL DETAILS/SECTIONS FOR DETAILS / SECTIONS
NOT SPECIFICALLY SHOWN OR CUT ON PLAN.
6. SEE ROOF UPLIFT SECTIONS FOR FASTENING OF ROOF
LEVEL HEADERS, BEAMS AND GIRDER TRUSSES.
7. AT ROOF UPLIFT ROD LOCATIONS, NUTS SHALL BE RE-
TIGHTENED AS REQUIRED PRIOR TO INTERIOR WALL
SHEATHING INSTALLATION TO ACCOMMODATE WOOD
SHRINKAGE
8. AT LOCATIONS WHERE ROOF UPLIFT RODS COINCIDE
WITH SHEAR WALL END ANCHORAGE RODS, ONLY THE
SHEAR WALL ANCHORAGE ROD NEED BE INSTALLED.
ALL OTHER FASTNENING HARDWARE SHOWN ON THE
ROOF UPLIFT DETAILS SHALL BE INSTALLED AS
INDICATED.
9. TRUSSES SHALL RECEIVE DOUBLE TOP CHORD AT
SPECIFIC DIAPHRAGM STRAPPING LOCATIONS PER
PLAN AND NOTES. REFER TO WOOD DIAPHRAGM
REINFORCING PLANS FOR MORE INFO.
10. TRUSS SUPPLIER SHALL PROVIDE MECHANICAL
CHASES WHERE REQUIRED TO FIT MEP DUCTS AND
PIPES THROUGH TRUSS WEB OPENINGS. REFER TO
MEP DRAWINGS AND COORDINATE WITH MEP WHERE
OPENINGS ARE REQUIRED.
11. SEE THIS SHEET FOR POST/HANGER SCHEDULE. ALL
BEAM/HEADER BEARING POINTS NOT NOTED ON PLAN
SHALL BE SUPPORTED PER NOTE 4 OF THE POST
SCHEDULE.
12. ALL HEADERS BEARING ROOF TRUSSES SHALL BE
LOCATED DIRECTLY BELOW THE DOUBLE TOP PLATE
UNO. SEE HEADER UPLIFT DETAILS.
13. PROVIDE 3/8" MIN HORIZONTAL GAP BETWEEN
EXTERIOR WALL SHEATHING PANELS TO ALLOW FOR
SHRINKAGE. GAP TO BE PLACED AT THE LEVEL OF THE
FLOOR SHEATHING AT EACH LEVEL, TYP.
14. ROOF TIE-BACK AND EBM ANCHORS, WHERE
APPLICABLE, SHALL BE ANCHORD TO ROOF TRUSSES
PER TYPICAL DETAILS. TRUSS SUPPLIER SHALL LOCATE
ALL ANCHORS PER THE EBM/FACADE ACCESS
CONSULTANT DRAWINGS IN COORDINATION WITH THE
ARCHITECTURAL DRAWINGS. TRUSS SUPPLIER SHALL
DESIGN THE SUPPORTING TRUSSES TO MEET THE
LOAD DEMAND(S) SHOWN ON THE TYPICAL DETAILS.
15. AT LOCATIONS WITH PARAPET FRAMING INTENDED TO
SUPPORT EBM LOADS SHALL BE REINFORCED PER
TYPICAL DETAILS. ALL OTHER LOCATIONS HAVE BEEN
DESIGNED TO MEET WIND/SEISMIC LATERAL FORCES
ONLY.
16. SEE TYPICAL DETAILS FOR MECHANICAL AND HVAC
PLATFORM FRAMING.
17. REFER TO WOOD SHRINKAGE NOTES IN GENERAL
NOTES FOR ESTIMATED BUILDING MOVEMENT DUE TO
WOOD SHRINKAGE. CONTRACTOR SHALL COORDINATE
ESTIMATED VERTICAL MOVEMENT WITH OTHER
TRADES AS NEEDED. IN THE ABSENCE OF ESTIMATED
BUILDING VERTICAL MOVEMENT, ASSUME 1/4" PER
FLOOR.
18. ROOF TRUSSES SHALL BE DESIGNED FOR DRAG LOADS
SHOWN ON PLAN. IN THE ABSENSE OF D.F. (DRAG
FORCES), ALL TRUSSES PARALLEL TO SHEARWALLS
SHALL BE DESIGNED TO RESIST MINIMUM 400 LBS
DRAG FORCE (TYPICAL).
P3.5-11 3-2x12 3-2x12 P3.5-11GTGTGTGTGTGT
S4.310
.1_______
S4.310
.1_______
S4.310
.1_______
S4.310
.1_______
S4.310
.1_______
P5-11
C&F
Scale
Date
Drawn By
Checked By
Project Number
1/4" = 1'-0"3/18/2026 9:20:32 PMSG2.230
Wood Framing Plan -
Roof - Garage C & F
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1/4" = 1'-0"1 Wood Framing Plan - Roof - Garage C & F
Wood Beam Schedule
Mark Beam / Header
3-2x12 (3) 2x12
P3.5-11 3 1/2 x 11 1/4 PSL
P5-11 5 1/2 x 11 1/4 PSL
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
WOOD BEAM / HEADER NOTES:
1. INDICATES BEAM / HEADER, SEE WOOD BEAM /
HEADER SCHEDULE
MARK
WOOD ROOF FRAMING NOTES:
1. ROOF FRAMING TO BE 24" DEEP (MIN) SLOPED TOP
OPEN WEB WOOD TRUSSES @ 24" OC MAX UNO.
TRUSSES TO BE SPACED AS NEEDED TO AVOID
PLUMBING AND IN ACCORDANCE W/ TRUSS DESIGNER.
TRUSS MANUFACTURER TO REFERENCE GENERAL
NOTES FOR TOTAL DESIGN SUPERIMPOSED DEAD AND
LIVE LOADS TO BE APPLIED TO FLOOR AND ROOF
TRUSSES. IN ADDITION, TRUSS DESIGNER TO ASSUME 5
PSF OF THE TOTAL SUPERIMPOSED DEAD LOAD IS
APPLIED TO TRUSS BOTTOM CHORD.
2. TRUSS DESIGNER TO REF MEP, ARCH, EBM (EXTERIOR
BUILDING MAINTENANCE) EQUIPMENT FOR ADDITIONAL
ROOF LOADS AND EXACT LOCATION. IN THE ABSENSE
OF SPECIFIC LOADING CRITERIA, TRUSS DESIGNER
SHALL INCLUDE A DESIGN ALLOWANCE AS FOLLOWS:
• AHU'S, BOILERS AND WATER TANKS = 100PSF DL
• PHOTO-VOLTAIC (SOLAR) ARRAYS = 8PSF DL
• UNSCHEDULED MAINTENANCE TIE-BACKS = 3,100
LBS ASD IMPACT LOAD APPLIED IN ANY DIRECTION
3. CONTRACTOR TO VERIFY ALL DIMENSIONS,
ELEVATIONS, DEPRESSIONS, STEPS, FINISHES, PLATE
HEIGHTS AND SPECIFIC/OVERALL BUILDING GEOMETRY
WITH THE ARCHITECTURAL DRAWINGS AND NOTIFY
ENGINEER AND ARCHITECT OF ANY DISCREPANCIES
PRIOR TO CONSTRUCTION START
4. SEE WOOD FRAMING SPECIFICATIONS FOR FLOOR /
ROOF SHEATHING AND MINIMUM LUMBER GRADE /
SPECIES REQUIREMENTS.
5. SECTIONS CUT ON PLAN SHALL BE CONSIDERED
TYPICAL FOR ALL SIMILAR CONDITIONS. REFER TO
TYPICAL DETAILS/SECTIONS FOR DETAILS / SECTIONS
NOT SPECIFICALLY SHOWN OR CUT ON PLAN.
6. SEE ROOF UPLIFT SECTIONS FOR FASTENING OF ROOF
LEVEL HEADERS, BEAMS AND GIRDER TRUSSES.
7. AT ROOF UPLIFT ROD LOCATIONS, NUTS SHALL BE RE-
TIGHTENED AS REQUIRED PRIOR TO INTERIOR WALL
SHEATHING INSTALLATION TO ACCOMMODATE WOOD
SHRINKAGE
8. AT LOCATIONS WHERE ROOF UPLIFT RODS COINCIDE
WITH SHEAR WALL END ANCHORAGE RODS, ONLY THE
SHEAR WALL ANCHORAGE ROD NEED BE INSTALLED.
ALL OTHER FASTNENING HARDWARE SHOWN ON THE
ROOF UPLIFT DETAILS SHALL BE INSTALLED AS
INDICATED.
9. TRUSSES SHALL RECEIVE DOUBLE TOP CHORD AT
SPECIFIC DIAPHRAGM STRAPPING LOCATIONS PER
PLAN AND NOTES. REFER TO WOOD DIAPHRAGM
REINFORCING PLANS FOR MORE INFO.
10. TRUSS SUPPLIER SHALL PROVIDE MECHANICAL
CHASES WHERE REQUIRED TO FIT MEP DUCTS AND
PIPES THROUGH TRUSS WEB OPENINGS. REFER TO
MEP DRAWINGS AND COORDINATE WITH MEP WHERE
OPENINGS ARE REQUIRED.
11. SEE THIS SHEET FOR POST/HANGER SCHEDULE. ALL
BEAM/HEADER BEARING POINTS NOT NOTED ON PLAN
SHALL BE SUPPORTED PER NOTE 4 OF THE POST
SCHEDULE.
12. ALL HEADERS BEARING ROOF TRUSSES SHALL BE
LOCATED DIRECTLY BELOW THE DOUBLE TOP PLATE
UNO. SEE HEADER UPLIFT DETAILS.
13. PROVIDE 3/8" MIN HORIZONTAL GAP BETWEEN
EXTERIOR WALL SHEATHING PANELS TO ALLOW FOR
SHRINKAGE. GAP TO BE PLACED AT THE LEVEL OF THE
FLOOR SHEATHING AT EACH LEVEL, TYP.
14. ROOF TIE-BACK AND EBM ANCHORS, WHERE
APPLICABLE, SHALL BE ANCHORD TO ROOF TRUSSES
PER TYPICAL DETAILS. TRUSS SUPPLIER SHALL LOCATE
ALL ANCHORS PER THE EBM/FACADE ACCESS
CONSULTANT DRAWINGS IN COORDINATION WITH THE
ARCHITECTURAL DRAWINGS. TRUSS SUPPLIER SHALL
DESIGN THE SUPPORTING TRUSSES TO MEET THE
LOAD DEMAND(S) SHOWN ON THE TYPICAL DETAILS.
15. AT LOCATIONS WITH PARAPET FRAMING INTENDED TO
SUPPORT EBM LOADS SHALL BE REINFORCED PER
TYPICAL DETAILS. ALL OTHER LOCATIONS HAVE BEEN
DESIGNED TO MEET WIND/SEISMIC LATERAL FORCES
ONLY.
16. SEE TYPICAL DETAILS FOR MECHANICAL AND HVAC
PLATFORM FRAMING.
17. REFER TO WOOD SHRINKAGE NOTES IN GENERAL
NOTES FOR ESTIMATED BUILDING MOVEMENT DUE TO
WOOD SHRINKAGE. CONTRACTOR SHALL COORDINATE
ESTIMATED VERTICAL MOVEMENT WITH OTHER
TRADES AS NEEDED. IN THE ABSENCE OF ESTIMATED
BUILDING VERTICAL MOVEMENT, ASSUME 1/4" PER
FLOOR.
18. ROOF TRUSSES SHALL BE DESIGNED FOR DRAG LOADS
SHOWN ON PLAN. IN THE ABSENSE OF D.F. (DRAG
FORCES), ALL TRUSSES PARALLEL TO SHEARWALLS
SHALL BE DESIGNED TO RESIST MINIMUM 400 LBS
DRAG FORCE (TYPICAL).GTGTGTGTGTGTS4.310
.1_______
S4.310
.1_______
S4.310
.1_______
S4.310
.1_______
S4.310
.1_______
S4.310
.1_______2-2x103-2x123-2x123-2x123-2x12P3.5-11 3-2x12 3-2x12
D
Scale
Date
Drawn By
Checked By
Project Number
1/4" = 1'-0"3/18/2026 9:20:40 PMSG2.240
Wood Framing Plan -
Roof - Garage D /
Maintenance
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1/4" = 1'-0"1 Wood Framing Plan - Roof - Garage D / Maintenance
Wood Beam Schedule
Mark Beam / Header
2-2x10 (2) 2x10
3-2x12 (3) 2x12
P3.5-11 3 1/2 x 11 1/4 PSL
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
WOOD BEAM / HEADER NOTES:
1. INDICATES BEAM / HEADER, SEE WOOD BEAM /
HEADER SCHEDULE
MARK
WOOD ROOF FRAMING NOTES:
1. ROOF FRAMING TO BE 24" DEEP (MIN) SLOPED TOP
OPEN WEB WOOD TRUSSES @ 24" OC MAX UNO.
TRUSSES TO BE SPACED AS NEEDED TO AVOID
PLUMBING AND IN ACCORDANCE W/ TRUSS DESIGNER.
TRUSS MANUFACTURER TO REFERENCE GENERAL
NOTES FOR TOTAL DESIGN SUPERIMPOSED DEAD AND
LIVE LOADS TO BE APPLIED TO FLOOR AND ROOF
TRUSSES. IN ADDITION, TRUSS DESIGNER TO ASSUME 5
PSF OF THE TOTAL SUPERIMPOSED DEAD LOAD IS
APPLIED TO TRUSS BOTTOM CHORD.
2. TRUSS DESIGNER TO REF MEP, ARCH, EBM (EXTERIOR
BUILDING MAINTENANCE) EQUIPMENT FOR ADDITIONAL
ROOF LOADS AND EXACT LOCATION. IN THE ABSENSE
OF SPECIFIC LOADING CRITERIA, TRUSS DESIGNER
SHALL INCLUDE A DESIGN ALLOWANCE AS FOLLOWS:
• AHU'S, BOILERS AND WATER TANKS = 100PSF DL
• PHOTO-VOLTAIC (SOLAR) ARRAYS = 8PSF DL
• UNSCHEDULED MAINTENANCE TIE-BACKS = 3,100
LBS ASD IMPACT LOAD APPLIED IN ANY DIRECTION
3. CONTRACTOR TO VERIFY ALL DIMENSIONS,
ELEVATIONS, DEPRESSIONS, STEPS, FINISHES, PLATE
HEIGHTS AND SPECIFIC/OVERALL BUILDING GEOMETRY
WITH THE ARCHITECTURAL DRAWINGS AND NOTIFY
ENGINEER AND ARCHITECT OF ANY DISCREPANCIES
PRIOR TO CONSTRUCTION START
4. SEE WOOD FRAMING SPECIFICATIONS FOR FLOOR /
ROOF SHEATHING AND MINIMUM LUMBER GRADE /
SPECIES REQUIREMENTS.
5. SECTIONS CUT ON PLAN SHALL BE CONSIDERED
TYPICAL FOR ALL SIMILAR CONDITIONS. REFER TO
TYPICAL DETAILS/SECTIONS FOR DETAILS / SECTIONS
NOT SPECIFICALLY SHOWN OR CUT ON PLAN.
6. SEE ROOF UPLIFT SECTIONS FOR FASTENING OF ROOF
LEVEL HEADERS, BEAMS AND GIRDER TRUSSES.
7. AT ROOF UPLIFT ROD LOCATIONS, NUTS SHALL BE RE-
TIGHTENED AS REQUIRED PRIOR TO INTERIOR WALL
SHEATHING INSTALLATION TO ACCOMMODATE WOOD
SHRINKAGE
8. AT LOCATIONS WHERE ROOF UPLIFT RODS COINCIDE
WITH SHEAR WALL END ANCHORAGE RODS, ONLY THE
SHEAR WALL ANCHORAGE ROD NEED BE INSTALLED.
ALL OTHER FASTNENING HARDWARE SHOWN ON THE
ROOF UPLIFT DETAILS SHALL BE INSTALLED AS
INDICATED.
9. TRUSSES SHALL RECEIVE DOUBLE TOP CHORD AT
SPECIFIC DIAPHRAGM STRAPPING LOCATIONS PER
PLAN AND NOTES. REFER TO WOOD DIAPHRAGM
REINFORCING PLANS FOR MORE INFO.
10. TRUSS SUPPLIER SHALL PROVIDE MECHANICAL
CHASES WHERE REQUIRED TO FIT MEP DUCTS AND
PIPES THROUGH TRUSS WEB OPENINGS. REFER TO
MEP DRAWINGS AND COORDINATE WITH MEP WHERE
OPENINGS ARE REQUIRED.
11. SEE THIS SHEET FOR POST/HANGER SCHEDULE. ALL
BEAM/HEADER BEARING POINTS NOT NOTED ON PLAN
SHALL BE SUPPORTED PER NOTE 4 OF THE POST
SCHEDULE.
12. ALL HEADERS BEARING ROOF TRUSSES SHALL BE
LOCATED DIRECTLY BELOW THE DOUBLE TOP PLATE
UNO. SEE HEADER UPLIFT DETAILS.
13. PROVIDE 3/8" MIN HORIZONTAL GAP BETWEEN
EXTERIOR WALL SHEATHING PANELS TO ALLOW FOR
SHRINKAGE. GAP TO BE PLACED AT THE LEVEL OF THE
FLOOR SHEATHING AT EACH LEVEL, TYP.
14. ROOF TIE-BACK AND EBM ANCHORS, WHERE
APPLICABLE, SHALL BE ANCHORD TO ROOF TRUSSES
PER TYPICAL DETAILS. TRUSS SUPPLIER SHALL LOCATE
ALL ANCHORS PER THE EBM/FACADE ACCESS
CONSULTANT DRAWINGS IN COORDINATION WITH THE
ARCHITECTURAL DRAWINGS. TRUSS SUPPLIER SHALL
DESIGN THE SUPPORTING TRUSSES TO MEET THE
LOAD DEMAND(S) SHOWN ON THE TYPICAL DETAILS.
15. AT LOCATIONS WITH PARAPET FRAMING INTENDED TO
SUPPORT EBM LOADS SHALL BE REINFORCED PER
TYPICAL DETAILS. ALL OTHER LOCATIONS HAVE BEEN
DESIGNED TO MEET WIND/SEISMIC LATERAL FORCES
ONLY.
16. SEE TYPICAL DETAILS FOR MECHANICAL AND HVAC
PLATFORM FRAMING.
17. REFER TO WOOD SHRINKAGE NOTES IN GENERAL
NOTES FOR ESTIMATED BUILDING MOVEMENT DUE TO
WOOD SHRINKAGE. CONTRACTOR SHALL COORDINATE
ESTIMATED VERTICAL MOVEMENT WITH OTHER
TRADES AS NEEDED. IN THE ABSENCE OF ESTIMATED
BUILDING VERTICAL MOVEMENT, ASSUME 1/4" PER
FLOOR.
18. ROOF TRUSSES SHALL BE DESIGNED FOR DRAG LOADS
SHOWN ON PLAN. IN THE ABSENSE OF D.F. (DRAG
FORCES), ALL TRUSSES PARALLEL TO SHEARWALLS
SHALL BE DESIGNED TO RESIST MINIMUM 400 LBS
DRAG FORCE (TYPICAL).
P3.5-11 3-2x12 3-2x12 3-2x12 3-2x12 3-2x12 2-2x12P3.5-11
GTGTGTGTGTGTS4.310
.1_______
S4.310
.1_______
S4.310
.1_______
S4.310
.1_______
S4.310
.1_______
E
2-2x12
Scale
Date
Drawn By
Checked By
Project Number
1/4" = 1'-0"3/18/2026 9:20:44 PMSG2.250
Wood Framing Plan -
Roof - Garage E
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1/4" = 1'-0"1 Wood Framing Plan - Roof - Garage E / Dogwash
Wood Beam Schedule
Mark Beam / Header
2-2x12 (2) 2x12
3-2x12 (3) 2x12
P3.5-11 3 1/2 x 11 1/4 PSL
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
WOOD SHEAR WALL NOTES:
1. SHEAR WALLS SHALL BE SHEATHED AND FASTENED
PER THE SHEAR WALL SCHEDULE FROM OUTSIDE FACE
OF END POST TO OUTSIDE FACE OF END POST. REFER
TO SCHEDULE FOR SIZE AND CONFIGURATION OF END
POST MEMBERS.
2. WHERE STAGGERED 4X STUDS OCCUR IN A 6X WALL,
SHEAR WALL END POSTS SHALL BE 6X MEMBERS.
3. SHEAR WALL SHEATHING SHALL BE INSTALLED
BOTTOM PLATE TO TOP PLATE OF WALL.
4. WHERE SHEAR WALL SHEATHING IS SHOWN TO OCCUR
AT UNIT DEMISING WALLS, SHEATHING MAY BE
INSTALLED IN AIR GAP PROVIDED THAT FULL AIR GAP IS
MAINTAINED BETWEEN SHEATHING AND ADJACENT
STUD WALL.
5. SHEAR WALL SHEATHING MAY BE INSTALLED ON
EITHER FACE OF A GIVEN WALL WHEN FASTENED
DIRECTLY TO STUDS. SHEATHING SHALL BE INSTALLED
ON THE OPPOSING SIDE OF WALL AS RESILIENT
CHANNELS WHERE OCCURS.
6. CONTINUOUS TIE-DOWN SYSTEM ACTIVATION PINS
SHALL BE PULLED AS EACH FLOOR IS FRAMED
7. DO NOT FIRE CAULK TOP OR BOTTOM BEARING PLATES
AT END ANCHOR ROD LOCATIONS.
8. SHEARWALLS TO BE ANCHORED WITH CONTINUOUS
ROD SYSTEM SEE S5.410 THROUGH S5.414.WSW-3WSW-3WSW-3WSW-3WSW-3
A&H
SHEARWALL DIAGRAM - 1 STORY
WSW-1 WSW-2
WSW-3
LEVEL WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE LEVEL
5 5
4 4
3 3
2 2
1 B ATR 5/8 N/A D ATR 3/8 N/A D ATR 3/8 N/A 1
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:20:45 PMSG2.410
Wood Shearwall Plan -
Garage A & H
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1/4" = 1'-0"1 Wood Shearwall Plan - Level 1 - Garage A & H
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
WOOD SHEAR WALL NOTES:
1. SHEAR WALLS SHALL BE SHEATHED AND FASTENED
PER THE SHEAR WALL SCHEDULE FROM OUTSIDE FACE
OF END POST TO OUTSIDE FACE OF END POST. REFER
TO SCHEDULE FOR SIZE AND CONFIGURATION OF END
POST MEMBERS.
2. WHERE STAGGERED 4X STUDS OCCUR IN A 6X WALL,
SHEAR WALL END POSTS SHALL BE 6X MEMBERS.
3. SHEAR WALL SHEATHING SHALL BE INSTALLED
BOTTOM PLATE TO TOP PLATE OF WALL.
4. WHERE SHEAR WALL SHEATHING IS SHOWN TO OCCUR
AT UNIT DEMISING WALLS, SHEATHING MAY BE
INSTALLED IN AIR GAP PROVIDED THAT FULL AIR GAP IS
MAINTAINED BETWEEN SHEATHING AND ADJACENT
STUD WALL.
5. SHEAR WALL SHEATHING MAY BE INSTALLED ON
EITHER FACE OF A GIVEN WALL WHEN FASTENED
DIRECTLY TO STUDS. SHEATHING SHALL BE INSTALLED
ON THE OPPOSING SIDE OF WALL AS RESILIENT
CHANNELS WHERE OCCURS.
6. CONTINUOUS TIE-DOWN SYSTEM ACTIVATION PINS
SHALL BE PULLED AS EACH FLOOR IS FRAMED
7. DO NOT FIRE CAULK TOP OR BOTTOM BEARING PLATES
AT END ANCHOR ROD LOCATIONS.
8. SHEARWALLS TO BE ANCHORED WITH CONTINUOUS
ROD SYSTEM SEE S5.410 THROUGH S5.414.WSW-3WSW-3WSW-3WSW-3WSW-3
WSW-3WSW-3
B&G
SHEARWALL DIAGRAM - 1 STORY
WSW-1 WSW-2
WSW-3
LEVEL WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE LEVEL
5 5
4 4
3 3
2 2
1 B ATR 5/8 N/A D ATR 3/8 N/A D ATR 3/8 N/A 1
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:20:50 PMSG2.420
Wood Shearwall Plan -
Garage B & G
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1/4" = 1'-0"1 Wood Shearwall Plan - Level 1 - Garage B & G
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
WOOD SHEAR WALL NOTES:
1. SHEAR WALLS SHALL BE SHEATHED AND FASTENED
PER THE SHEAR WALL SCHEDULE FROM OUTSIDE FACE
OF END POST TO OUTSIDE FACE OF END POST. REFER
TO SCHEDULE FOR SIZE AND CONFIGURATION OF END
POST MEMBERS.
2. WHERE STAGGERED 4X STUDS OCCUR IN A 6X WALL,
SHEAR WALL END POSTS SHALL BE 6X MEMBERS.
3. SHEAR WALL SHEATHING SHALL BE INSTALLED
BOTTOM PLATE TO TOP PLATE OF WALL.
4. WHERE SHEAR WALL SHEATHING IS SHOWN TO OCCUR
AT UNIT DEMISING WALLS, SHEATHING MAY BE
INSTALLED IN AIR GAP PROVIDED THAT FULL AIR GAP IS
MAINTAINED BETWEEN SHEATHING AND ADJACENT
STUD WALL.
5. SHEAR WALL SHEATHING MAY BE INSTALLED ON
EITHER FACE OF A GIVEN WALL WHEN FASTENED
DIRECTLY TO STUDS. SHEATHING SHALL BE INSTALLED
ON THE OPPOSING SIDE OF WALL AS RESILIENT
CHANNELS WHERE OCCURS.
6. CONTINUOUS TIE-DOWN SYSTEM ACTIVATION PINS
SHALL BE PULLED AS EACH FLOOR IS FRAMED
7. DO NOT FIRE CAULK TOP OR BOTTOM BEARING PLATES
AT END ANCHOR ROD LOCATIONS.
8. SHEARWALLS TO BE ANCHORED WITH CONTINUOUS
ROD SYSTEM SEE S5.410 THROUGH S5.414.WSW-3WSW-3WSW-3WSW-3WSW-3
C&F
SHEARWALL DIAGRAM - 1 STORY
WSW-1 WSW-2
WSW-3
LEVEL WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE LEVEL
5 5
4 4
3 3
2 2
1 B ATR 5/8 N/A D ATR 3/8 N/A D ATR 3/8 N/A 1
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:20:52 PMSG2.430
Wood Shearwall Plan -
Garage C & F
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1/4" = 1'-0"1 Wood Shearwall Plan - Level 1 - Garage C & F
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
WOOD SHEAR WALL NOTES:
1. SHEAR WALLS SHALL BE SHEATHED AND FASTENED
PER THE SHEAR WALL SCHEDULE FROM OUTSIDE FACE
OF END POST TO OUTSIDE FACE OF END POST. REFER
TO SCHEDULE FOR SIZE AND CONFIGURATION OF END
POST MEMBERS.
2. WHERE STAGGERED 4X STUDS OCCUR IN A 6X WALL,
SHEAR WALL END POSTS SHALL BE 6X MEMBERS.
3. SHEAR WALL SHEATHING SHALL BE INSTALLED
BOTTOM PLATE TO TOP PLATE OF WALL.
4. WHERE SHEAR WALL SHEATHING IS SHOWN TO OCCUR
AT UNIT DEMISING WALLS, SHEATHING MAY BE
INSTALLED IN AIR GAP PROVIDED THAT FULL AIR GAP IS
MAINTAINED BETWEEN SHEATHING AND ADJACENT
STUD WALL.
5. SHEAR WALL SHEATHING MAY BE INSTALLED ON
EITHER FACE OF A GIVEN WALL WHEN FASTENED
DIRECTLY TO STUDS. SHEATHING SHALL BE INSTALLED
ON THE OPPOSING SIDE OF WALL AS RESILIENT
CHANNELS WHERE OCCURS.
6. CONTINUOUS TIE-DOWN SYSTEM ACTIVATION PINS
SHALL BE PULLED AS EACH FLOOR IS FRAMED
7. DO NOT FIRE CAULK TOP OR BOTTOM BEARING PLATES
AT END ANCHOR ROD LOCATIONS.
8. SHEARWALLS TO BE ANCHORED WITH CONTINUOUS
ROD SYSTEM SEE S5.410 THROUGH S5.414.WSW-3WSW-3WSW-3WSW-3WSW-3
WSW-3WSW-3
D
SHEARWALL DIAGRAM - 1 STORY
WSW-1 WSW-2
WSW-3
LEVEL WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE LEVEL
5 5
4 4
3 3
2 2
1 B ATR 5/8 N/A D ATR 3/8 N/A D ATR 3/8 N/A 1
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:20:53 PMSG2.440
Wood Shearwall Plan -
Garage D / Maintenance
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1/4" = 1'-0"1 Wood Shearwall Plan - Level 1 - Garage D / Maintenance
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26
WOOD SHEAR WALL NOTES:
1. SHEAR WALLS SHALL BE SHEATHED AND FASTENED
PER THE SHEAR WALL SCHEDULE FROM OUTSIDE FACE
OF END POST TO OUTSIDE FACE OF END POST. REFER
TO SCHEDULE FOR SIZE AND CONFIGURATION OF END
POST MEMBERS.
2. WHERE STAGGERED 4X STUDS OCCUR IN A 6X WALL,
SHEAR WALL END POSTS SHALL BE 6X MEMBERS.
3. SHEAR WALL SHEATHING SHALL BE INSTALLED
BOTTOM PLATE TO TOP PLATE OF WALL.
4. WHERE SHEAR WALL SHEATHING IS SHOWN TO OCCUR
AT UNIT DEMISING WALLS, SHEATHING MAY BE
INSTALLED IN AIR GAP PROVIDED THAT FULL AIR GAP IS
MAINTAINED BETWEEN SHEATHING AND ADJACENT
STUD WALL.
5. SHEAR WALL SHEATHING MAY BE INSTALLED ON
EITHER FACE OF A GIVEN WALL WHEN FASTENED
DIRECTLY TO STUDS. SHEATHING SHALL BE INSTALLED
ON THE OPPOSING SIDE OF WALL AS RESILIENT
CHANNELS WHERE OCCURS.
6. CONTINUOUS TIE-DOWN SYSTEM ACTIVATION PINS
SHALL BE PULLED AS EACH FLOOR IS FRAMED
7. DO NOT FIRE CAULK TOP OR BOTTOM BEARING PLATES
AT END ANCHOR ROD LOCATIONS.
8. SHEARWALLS TO BE ANCHORED WITH CONTINUOUS
ROD SYSTEM SEE S5.410 THROUGH S5.414.WSW-3WSW-3WSW-3WSW-3
WSW-3WSW-3WSW-1
E
SHEARWALL DIAGRAM - 1 STORY
WSW-1 WSW-2
WSW-3
LEVEL WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE WALL TYPE HOLD DOWN TAKE-UP DEVICE LEVEL
5 5
4 4
3 3
2 2
1 B ATR 5/8 N/A D ATR 3/8 N/A D ATR 3/8 N/A 1
Scale
Date
Drawn By
Checked By
Project Number
As indicated
3/18/2026 9:21:01 PMSG2.450
Wood Shearwall Plan -
Garage E / Dogwash
Hanover Company
Hyannis Phase II
Checker
Author
10/01/25
25070
55 Wilkens Lane
Barnstable, MA 02601
1/4" = 1'-0"1 Wood Shearwall Plan - Level 1 - Garage E / Dogwash
No. Description Date
90% Construction Documents 10/01/25
Issue for Conformance 11/21/25
100% IFC 03/18/26