HomeMy WebLinkAboutPLANS Structural 2774 Ypsilon Cir 2021-08-27ANCHOR ENGINEERING, Inc.
PROFESSIONAL ENGINEER
Denver, CO 80211
DRAWN BY-
DESIGNED BY-
2535 17th Street
REVIEWED BY-
FAX (303) 830-9133
PHONE (303) 783-4797
JOB NO.:
Ysidoro M. Gutierrez
EJP
LD
YMG
210644
S1.0 GENERAL NOTES
S1.1 GENERAL NOTES & TYPICAL DETAILS
S1.2 TYPICAL DETAILS
S2.0 FOUNDATION PLAN
S3.0 SECOND FLOOR FRAMING PLAN
S3.1 ROOF FRAMING PLAN
SD1.0 FOUNDATION SECTIONS
SD2.0 FLOOR FRAMING SECTIONS
SD3.0 ROOF FRAMING SECTIONS
STRUCTURAL SHEET INDEX
- DENOTES INTERIOR SHEAR WALL, TYP. U.N.O.
- DENOTES FLUSH FRAMED HEADER, TYP. U.N.O.
- DENOTES WALL BELOW
- DENOTES BEARING WALL ABOVE & BEARING WALL BELOW
- DENOTES INTERIOR BEARING WALL ABOVE & BELOW
w/ TRUSSES TERMINATING @ WALL, TYP. U.N.O.
- DENOTES INTERIOR BEARING WALL ABOVE & BELOW
w/ TRUSSES SPANNING CONT. @ WALL, TYP. U.N.O.
PLAN LEGEND
BLOCKING PANELS REQ'D. @ ALL BEARING & SHEAR WALLS, TYP. U.N.O.
COMMON ABBREVIATIONS
AEI
RE: PLAN
RE: ARCH
RE: CIVIL
E.O.R.
U.N.O.
TYP.
SIM.
REQ'D.
REQ'M.
F.V.
BRG.
MANUF.
P.T.
P.A.F.
H.A.S.
D.A.S.
BOT.
T.O.C.
B.O.C.
ANCHOR ENGINEERING, INC.
REFER TO PLANS OR GENERAL NOTES
REFER TO ARCHITECTURAL DRAWINGS
REFER TO CIVIL DRAWINGS
ENGINEER OF RECORD
UNLESS NOTED OTHERWISE
TYPICAL
SIMILAR
REQUIRED
REQUIREMENTS
FIELD VERIFY
BEARING
MANUFACTURER
PRESERVATIVE-TREATED
POWDER ACTUATED FASTENERS
HEADED ANCHOR STUDS
DEFORMED ANCHOR STUDS
BOTTOM
TOP OF CONCRETE
BOTTOM OF CONCRETE
T.O.W.
B.O.W.
FTG.
FND.
STD.
A.F.F.
J.B.E.
O.H.
VERT.
HORIZ.
CONC.
BTWN.
A.B.
CJ
EA.
|
~
w/
@
&
TOP OF WALL
BOTTOM OF WALL
FOOTING
FOUNDATION
STANDARD
ABOVE FINISHED FLOOR
JOIST BEARING ELEVATION
OPPOSITE HAND
VERTICAL
HORIZONTAL
CONCRETE
BETWEEN
ANCHOR BOLTS
CONTROL JOINT
EACH
PLATE
CENTER LINE
WITH
AT
AND
STRUCTURAL GENERAL NOTES
DESIGN LOADS & GOVERNING BUILDING CODE
Code:International Building Code (IBC) / International Residential Code (IRC) - 2015 Edition
Roof:
Ground Snow Load, Pg.............................................72 psf
Flat Roof Snow Load, Pf ..........................................72 psf
Exposure Factor, Ce.................................................1.0
Thermal Factor, Ct...................................................1.0
Snow Importance Factor, Is......................................1.0
Slope Factor(s), Cs...................................................1.0
Drift Surcharge Load(s), Pd......................................Re: Plan
Width of Snow Drift(s), w..........................................Re: Plan
Floor:
Residential................................................................40 psf
Wind:
Ultimate (Basic) Design Wind Speed, V(ULT)............173 MPH (3-Second Gust)
Risk Category............................................................II
Exposure...................................................................C
Internal Pressure Coefficient.....................................0.18
Components & Cladding(ULT)...................................67.6 psf (20 sf) ± (Basic)
80.9 psf (20 sf) ± (Corner)
Seismic:
Seismic Design Category..........................................B
Risk Category............................................................II
Seismic Importance Factor, Ie..................................1.0
Site Class..................................................................D
Deflection:
Roof:
Live Load:...............................................................L/360
Total Load:.............................................................L/240
Maximum Total Load Vertical Deflection Limit:......114"
GENERAL CONSTRUCTION NOTES
-The Structural Contract Documents are intended to be used in conjunction w/ the plans of all other disciplines working on the
project. The contractor is responsible for the coordination of all required information indicated on the Structural Contract
Documents & incorporating these requirements into the shop drawings of all other disciplines prior to submittal to Anchor
Engineering, Inc.
-Information provided within the Structural Contract Documents is subject to all requirements specified within the governing
building code. The contractor shall be familiar w/ all portions of the governing building code that impact the type of construction
being performed. For conditions where the Structural Contract Documents conflict w/ the governing building code, the more
stringent requirements shall apply. The contractor shall keep a copy of the governing building code on site at all times during the
construction phase of the project for reference. Anchor Engineering, Inc. shall be notified of any modifications resulting from a
more stringent code requirement prior to construction for verification & coordination.
-Modifications to the Structural Contract Documents due to conditions at the site that are unknown or concealed at the time of
design do not fall within the original scope of work of the project. Required modifications shall be performed as additional services
as outlined in the project contract. The Engineer shall be notified in writing by a Request for Information (RFI) to provide
recommendations for resolution of the modification requested.
-Dimensions & elevations indicated on the Structural Contract Documents shall be coordinated by the contractor w/ all other
disciplines prior to the beginning of construction. Discrepancies shall be brought to the attention of the Architect. Scaling of the
Structural Contract Documents is not permitted.
-The contractor shall verify field conditions including existing utilities, sub-grade & above grade conditions which may interfere w/
construction & notify the applicable disciplines for modifications as required.
-In the event of discrepancies btwn. project specifications, general notes, plans & details, the most stringent req'm. shall apply
unless approved in writing.
-Coordinate all openings through roof, floors, & walls w/ the appropriate disciplines. The penetration of structural members, unless
specifically indicated on the Structural Contract Documents is not permitted without the review & consent of Anchor Engineering,
Inc. including Post Tensioned slab on grade & all elevated slab construction. Openings & penetrations brought to the attention of
the Engineer after the Structural Contract Documents are submitted to the city for review shall be subject to the requirements
outlined in the Shop Drawings & Submittals section of the general notes.
-All items embedded into concrete or masonry shall be positively secured against the hydraulic forces from concrete placement or
incidental contact from tools or equipment during concrete placement. The special inspector shall verify all embedded items are
secured prior to placement of concrete.
-Unless specifically detailed &/or specified on the Structural Contract Documents, stairs, balusters, half-walls & railings for decks,
balconies, awnings, sun shades & walkways as well as site retaining walls & improvements have not been designed by Anchor
Engineering, Inc. Design & construction of these elements, when not expressly shown on the Structural Contract Documents, are
the responsibility of the general contractor. These elements are considered design-build & the general contractor shall submit
plans & calculations, sealed & signed by a professional engineer licensed in the state where the work is being performed.
FOUNDATION DESIGN (Footings)
-The foundation design is based on Presumptive Load-Bearing Values, Table R401.4.1 of the 2015 IRC.
-Conventional Spread Footings:
a.Maximum Allowable Bearing Pressure...................1,500 psf
b.Minimum Frost Depth.............................................36"
-All footings shall be placed on adequate bearing stratum or to a min. depth as shown on the drawings, whichever is deeper.
-A qualified geotechnical engineer shall observe excavations prior to concreting operations to verify the bearing stratum is properly
prepared. A copy of a field report shall be transmitted to the engineer of record.
-Since the owner has elected not to obtain a geotechnical report for the site, the foundation has been designed based on
Presumptive Load-Bearing Values as discussed above. Owner understands the inherent risks that can affect the foundations
overall performance in making these assumptions. The owner acknowledges this condition and understands the potential for
settlement, expansion or movement of all structures, floors, concrete slats, etc. if no geotechnical report is provided to our office
for the site.
STRUCTURAL ERECTION & BRACING REQUIREMENTS
-The structural drawings illustrate the completed structure w/ elements in their final positions, properly supported & braced. These
construction documents contain typical & representative details to assist the contractor. Details shown apply at all similar
conditions unless noted otherwise.
-Although due diligence has been applied to make the drawings as complete as possible, not every detail is illustrated, nor is
every exceptional condition addressed. All proprietary connections shall be installed in accordance w/ the manufacturers'
recommendations. All work shall be accomplished in a workmanlike manner & in accordance w/ the governing building code, local
amendments, & local ordinances.
-The general contractor is responsible for coordination of all work, including layout & dimension verification, materials coordination,
shop drawing review, & the work of subcontractors. Any discrepancies or omissions discovered in the course of the work shall be
immediately reported to the architect for resolution. Continuation of work without notification of discrepancies relieves the
architect & engineer of all liability.
-Unless otherwise specifically indicated, the Structural Contract Documents do not describe means, methods, techniques or
sequences of construction. The Contractor, in the proper sequence, shall provide proper shoring & bracing as may be required
during construction & is responsible for the procurement of all engineering services required to achieve the final completed
structure. The contractor, in the proper sequence, shall perform or supervise all work necessary to achieve the final completed
structure, & to protect the structure, workmen, & others during construction. Such work shall include, but not be limited to, bracing,
shoring for construction equipment, shoring for excavation, formwork, scaffolding, safety devices & programs of all kinds, support
& bracing for cranes & other erection equipment, & the dynamic effects of thermal variations on structural elements & connections
during construction. Do not backfill against basement or retaining walls until supporting slabs & floor framing are in place &
securely anchored unless adequate bracing is provided. Structural steel frames are "non-self-supporting" per AISC Code of
Standard Practice. Temporary bracing shall remain in place until all floors, walls, roofs & any other supporting elements are in
place. The architect & engineer bear no responsibility for the above items & observation visits to the site do not in any way include
inspection of them.
-Where periodic or continuous inspection is required by these documents, governing building code, local amendments, or local
ordinance, the owner shall employ an independent inspector certified in the particular area of concern. The inspector shall be
responsible to, & report to, the architect & building department.
REINFORCED CONCRETE
-Design is based on "Building Code Requirements for Reinforced Concrete" (ACI 318 - Latest Edition). Concrete work shall
conform to "Specifications for Structural Concrete for Buildings" (ACI 301 - Latest Edition). Hot & cold weather shall be in
conformance w/ ACI 305 & ACI 306 respectively.
-Concrete design mixes shall provide concrete w/ properties as listed in Concrete Design Mix Matrix below.
-Cement shall conform to ASTM C150.
-Aggregate size shall not exceed 3/4" unless noted otherwise.
-Chloride admixtures shall not be used.
-Concrete mix designs shall be submitted to the structural engineer for approval prior to construction. Pouring concrete before the
mix designs have been approved by the structural engineer is at the Contractor's risk. The contractor shall bear the cost, if
necessary, to remove & replace the unacceptable conc.
-Concrete exposed to weather shall have a min. air entrainment of 6 ± 112 percent. Parking Level slabs are considered "exposed
to weather". Exposed portions of Podium Level slab are assumed covered w/ a membrane & therefore not "exposed to weather".
-Air entrainment may be used for interior concrete not exposed to weather but may result in finishing complications.
-Fly ash shall conform to ASTM specification C618, Class C or Class F. Fly ash shall not exceed 20% of the total weight of
cementitious material unless noted otherwise.
-Slabs & grade beams shall not have cold joints in a horizontal plane. Where stop in concrete placement is necessary at a point
other than shown on these drawings, contact the Structural Engineer for direction. Vertical construction joints within grade beams
shall be made within the center third of the span between supports. Horizontal shear keys or a roughened surface shall be
provided. All reinforcing shall be continuous through construction joints.
-Reinforcing Bars shall conform to ASTM A615 or ASTM A706. All bars shall be Grade 60. Bars to be welded shall conform to
ASTM A706. Detailing, fabrication, & placement of reinforcing steel shall be in accordance w/ the "Manual of Standard Practice
for Detailing Reinforced Concrete Structures (ACI 315 - latest ed.)". No splices of reinforcement shall be made & no welding to
reinforcing shall be permitted except as shown or as approved by the Structural Engineer. Any welding of reinforcing thus
approved shall be done by certified welders in strict conformance to the "AWS Structural Welding Code - Reinforcing Steel" of the
American Welding Society (AWS D1.4 latest ed.). "Tack" welding of/to reinforcing will not be permitted under any circumstances.
min. length of lapped splices shall be Class B tension splices as indicated in the reinforcing bar splice schedule on this sheet,
unless noted otherwise. Make all bars continuous at corners/intersections or provide corner bars of equal size. Welded wire mesh
shall be lapped one full mesh at sides & one full mesh plus 2" at the ends but not less than 6" & shall be wire tied.
-Reinforcing bar extending from surface of cured concrete shall not be twisted in order to achieve correct alignment. Contact
Anchor Engineering for repair at all locations where reinforcing bar hooks or extensions are not placed w/ correct orientation or
where bars are twisted inadvertently.
-Where cont. bars in beams/grade beams, & walls must be spliced, slice top bars at mid-span & splice bot. bars over supports.
-Unless noted otherwise on plan or in details, concrete protection for reinforcement in cast-in-place conc. shall be as follows:
a.Conc. cast against & permanently exposed to earth........3"
b.Formed surfaces exposed to earth or weather:
#6 through #11 bars...............................................2"
#5 bar, W31 or D31 wire, & smaller.......................112"
c.Concrete not exposed to weather or in contact w/ ground:
Slabs, walls, joists:
#11 bar & smaller...................................................1"
Beams, columns:
Primary Reinforcement...........................................112"
Stirrups, ties, spirals...............................................112"
-Provide (2) #5 bars, one each face, w/ 2'-0" projection on all sides of openings in concrete, unless noted otherwise.
-Provide #3 stirrup support bars where required by absence of other longitudinal reinforcement, use #4 in spandrel beams.
-Slabs-on-grade shall be reinforced w/ a min. of ASTM A1064, 70 ksi 6x6-W2.1xW2.1 W.W.M. for up to 5" thick slabs,
6x6-W2.9xW2.9 W.W.M. for 6" slabs unless noted otherwise. W.W.M. shall be lapped one full mesh at sides & one full mesh plus
2" at the ends but not less than 6" & shall be wire tied.
-Topping slabs on steel deck shall be reinforced w/ ASTM A1064, 70 ksi unless noted otherwise. Polypropylene fibers may not be
used as an acceptable alternative for W.W.M.
-Provide a 3 4" chamfer on all exposed corners of concrete walls & columns unless noted otherwise.
-Contractor to allow for 1500 lineal feet of #5 rebar to be used at the discretion of the Engineer of Record. Bar not used for
construction shall be returned to supplier & the returned bar cost shall be credited back to the owner.
-The "Concrete Mix Design Matrix" is a performance specification only to specify the final in-place concrete construction. The
actual concrete mix design is provided by the concrete supplier. Anchor Engineering, Inc. is not responsible for the performance
of the mix during construction or the means & methods required to attain the specified in-place concrete construction. The
contractor & concrete supplier should consider the required means & methods required for each mix design to ensure
performance during construction.
CONCRETE MIX DESIGN MATRIX
INTENDED USE
OF CONCRETE
28-DAY COMP.
STRENGTH, PSI
MAX. W/C
RATIO
CEMENT
TYPE
MIN. AIR
CONTENT NOTES
GRADE BEAM &
FOUNDATION WALLS
INTERIOR SOG
EXTERIOR SOG
OTHER CONC.
4000
4000
4500
4500
0.45
0.45
0.45
0.45
I / II
I / II
I / II
I / II
6% ± 11 2%
6% ± 11 2%
6% ± 11 2%
-
-
SLAB-ON-GRADE
SLAB-ON-GRADE
-
POST-INSTALLED ANCHOR NOTES
-Drill & install post-installed anchors according to manufacturer's printed installation instructions & if applicable, per manufacturer's
on-site training.
-All post-installed anchors shall meet ICC-ES Compliance for each type of application.
-Unless noted otherwise on the Structural Contract Documents, the product information & ICC-ES Evaluation Report for all
anchors must be submitted.
-Concrete must be at least 21 days old before installation of adhesive anchors.
-All anchor designs are for installation in the following conditions, unless noted otherwise. Written approval must be received from
Engineer prior to installation of adhesive anchors in alternate conditions.
a.Dry concrete, unless noted otherwise.
b.Concrete temperature at time of installation must be within the temperature range indicated by the product manufacturer for
full anchor capacity. See manufacturer's printed installation instruction for adhesive gel & cure times.
c.Anchor holes to be hammer drilled.
d.Anchor holes to be cleaned per manufacturer's printed installation instructions prior to adhesive injection.
-All installers of post-installed anchors shall have taken the ACI certification program per IBC-2012 & later codes as well as the
product manufacturer training program. Submit certificates for record.
-All post-installed anchors in concrete shall be suited for use in seismic & cracked concrete applications.
-Adhesive anchors in concrete shall be as indicated in the Structural Contract Documents or approved equal.
-Adhesive anchors in CMU grouted solid at the anchor shall be as indicated in the Structural Contract Documents or approved
equal. Cells at the anchor & one course above & below the anchor shall be grouted solid.
-Adhesive anchors in masonry & hollow CMU shall be as indicated in the Structural Contract Documents w/ matching screens
produced by the same manufacturer as the anchor or approved equal.
-Adhesive anchors in overhead, negative slope, or horizontal applications must be qualified for these installation orientations w/
specific recommendations from the manufacturer. Installers for these applications shall be certified in accordance w/ ACI
requirements.
-Expansion anchors in concrete shall be as indicated in the Structural Contract Documents or approved equal.
-Expansion anchors in CMU grouted solid at the anchor shall be as indicated in the Structural Contract Documents. Cells at the
anchor & one course above & below the anchor shall be grouted solid.
-Anchor capacity used in design shall be based on the technical data published by the manufacturer or such other method as
approved by the Structural Engineer of Record. Substitution request for alternate products must be approved in writing by the
Structural Engineer of Record prior to use. Contractor shall provide calculations demonstrating that the substituted product is
capable of achieving the performance values of the specified product. Substitutions will be evaluated by their having & ICC ESR
showing compliance w/ the relevant building code for seismic uses, load resistance, installation category, & availability of
comprehensive installation instructions. Adhesive anchor evaluation will also consider creep, in-service temperature & installation
temperature.
STRUCTURAL STEEL
-Structural steel shall be detailed, fabricated, & erected in conformance w/ the AISC Specification & the Code of Standard
Practice, latest editions.
-Rolled structural steel shapes shall conform to the following specifications:
a.W Shapes.....................................ASTM A992, 50 ksi
b.Channels, Angles, & Plates..........ASTM A36, 36 ksi (U.N.O. in plans)
c.Pipe Shapes.................................ASTM A53, Grade B, 35 ksi
d.Structural Tubing (TS/HSS)..........ASTM A500, Grade B, 46 ksi
-Connections made under shop conditions shall be welded or bolted w/ ASTM F3125 Grade A325 high strength bolts, type X or N.
Welds shall be made w/ AWS A5.1 or A5.5 class E70XX electrodes or equivalent submerged arc & follow all requirements of
AWS D1.1.
-Design of all steel connections shall be the responsibility of the steel fabricator in accordance w/ AISC 303 Code of Standard
Practice for Steel Buildings & Bridges, latest edition, Section 3.1.1 Option 3 & all associated requirements. Field bolted
connections shall be bearing type w/ 3/4" diameter A325-N bolts, unless noted otherwise. All connections where reactions are not
indicated on plan shall support 60% of the total uniform load capacity in bending for each beam & span as shown in the AISC
uniform load constant tables. Connections shall generally follow those as found in AISC "Steel Construction Manual" latest
edition. The steel fabricator shall submit plans, details, & calculations, sealed & signed by a professional engineer licensed in the
state where the work is being performed for review by Anchor Engineering, Inc.
-All welds shall be performed by an AWS certified welder.
-min. fillet weld sizes shall conform to AISC requirements.
-Anchor bolts shall conform to ASTM F1554, 36 ksi unless noted otherwise.
-Headed anchor studs (H.A.S.) shall conform to ASTM A108 w/ a min. tensile strength of 60,000 psi. Deformed anchor studs
(D.A.S.) shall be ASTM A706 w/ a min. tensile strength of 60,000 psi.
-Structural steel members shall as a min. be coated w/ SSPC 15-68, Type 1 (Red Oxide) paint. Structural steel exposed to
weather shall be Hot-Dipped Galvanized in accordance w/ ASTM A153. Coatings damaged due to shipping, erection, welding or
bolting shall be repaired in a manner that will provide a corrosion resistance equivalent or better than that provided in shop.
-Steel in contact w/ earth shall be coated w/ (2) layers of a bituminous paint unless noted otherwise.
DIMENSION LUMBER, TIMBERS, & STRUCTURAL SHEATHING
-All dimension lumber & timbers used for structural framing (excepting wall studs & plates) shall be Hem Fir visually graded as
follows:
Timbers Used for Structural Framing:
2" thick, 4" wide.....................Hem Fir No. 2 or better Fb = 850 psi
2"-4" thick, 5" & wider............Hem Fir No. 2 or better Fb = 850 psi
5" & thicker, 5" & wider.........Hem Fir No. 1 or better Fb = 1050 psi
Dimension lumber used for 2x6 & 2x4 wall studs shall be the size & type indicated in the Wall Stud Schedule on S1.1:
Douglas Fir-Larch No. 2 or better...................Fb = 900 psi, Fc = 1350 psi U.N.O.
Douglas Fir-Larch Stud grade or better..........Fb = 700 psi, Fc = 850 psi U.N.O.
Hem Fir No. 2 or better...................................Fb = 850 psi, Fc = 1300 psi. U.N.O.
Hem Fir Stud grade or better..........................Fb = 675 psi, Fc = 800 psi. U.N.O.
-Refer to stud schedule for wall studs.
-Wall top & bottom plates shall match the wall stud lumber & grade w/ the following exceptions.
a.All wall sill plates attached to concrete foundation walls shall be Southern Yellow Pine Stud grade or better, pressure treated,
w/ a min. Fc(perp.) = 405 psi.
-All dimension lumber & timbers used for structural framing shall be surface dry "S-dry" or kiln dried "kd" w/ a maximum moisture
content of 19 percent.
-All wood in contact w/ concrete, masonry, or exposed to weather shall be preservative treated. If a material other than SBX/DOT
& zinc borate preservative treated lumber is selected and/or is used for an exterior application, all fasteners in contact w/ the
treated lumber (including nails, anchor bolts, etc.) shall be "hot-dipped" galvanized or of stainless steel.
-Refer to Shear Wall Schedule for attachment of sill plate to concrete.
-Provide 1 x 4 cross bridging not over 8'-0" on center for all wood joists where depth is equal to or more than 6 times the thickness,
& 2 x blocking between joists at supports. Standard grade lumber may be used for bridging & blocking.
-Provide solid blocking between joists or floor trusses under all load bearing partitions running perpendicular to joists.
-Provide squash blocking at all gang studs and shear wall end posts.
-All wood connectors called for on the drawings are as manufactured by the Simpson Strong Tie Company. Connectors by other
manufacturers may be used if the load capacity is equal to or greater than the connector specified & the alternate connectors are
approved in writing by Anchor Engineering, Inc.. Using the manufacturer's furnished nails & bolts for the connection indicated. If
the manufacturers literature provides options for maximum & min. fastening, the maximum specified fastening condition shall be
used unless noted otherwise.
-Structural sheathing:
a.Structural sheathing for roof, wall & floor sheathing shall be APA Rated Exposure 1 u.n.o. on the general shear wall
schedule w/ exterior glue & shall conform to American Plywood Association Standard PS 2, latest edition.
b.Diaphragm sheathing shall be of the thickness & index number shown on plans, placed w/ the face grain perpendicular to
supports & w/ end joints staggered.
c.Nails shall be of the size & spacing shown on the plans. Shear walls shall be sheathed & nailed as indicated in the Shear
Wall Schedule.
d.Provide suitable edge support by use of plyclips, tongue & groove panels or solid wood blocking between supports.
e.Wood structural panels or wood structural sheathing indicated on plan may be Plywood or Oriented Strand Board (O.S.B.) at
the contractors option provided all specified requirements for Grade, glue, span rating, direction of application, etc. are met.
-Fasten all wood members w/ common nails according to the International Building Code table 2304.9.1 (for 2009 & 2012 IBC)
2304.10.1 (for 2015 & 2018 IBC) unless shown otherwise. min. end & edge distances for bolts, nails, or patterns of fasteners shall
comply w/ the IBC Chapter 23 & the National Design Standard, N.D.S, Chapter 11, latest edition.
-Fire blocking in all walls shall be provided as required by the IBC or the Local Building Code, whichever is more stringent, or as
specifically indicated in the Architectural Drawings.
PLANT FABRICATED / ENGINEERED WOOD FRAMING (Trus Joist)
-Pre-Engineered "plated" roof & floor trusses shall be designed to support the full dead loads & the superimposed design loads
noted above, in the Wall Stud Schedule or on the drawings. Web arrangement & member forces shall be determined by the
fabricator.
-"I-joist" members shall be as manufactured by iLevel or approved equal & shall carry ICC approval for the composite section.
Bridging & blocking shall be installed & erection requirements shall be as recommended by the manufacturer.
-Typical framing rim board shall be 118" or 11 4" wide by full depth continuous LSL. As an alternate, the LSL rim may be replaced by
an end wall floor truss provided the end wall floor truss design accounts for the appropriate stacked loading of all levels above.
Contractor shall coordinate w/ the truss manufacturer if alternate is desired.
-Laminated Veneer Lumber (LVL): Beam Members noted as "LVL" on these plans shall be supplied in the net sizes as called out
& shall be manufactured by Trus Joist or approved equal. The min. allowable design values shall be:
Modulus of elasticity (E):..........................................2,000,000 psi
Flexural stress (Fb):..................................................2,600 psi
Compression Perp. to Grain (Fc,perp):.....................750 psi
Compression Para. to Grain (Fc,para):.....................2,510 psi
Horizontal Shear (Fv):...............................................285 psi
-Laminated Strand Lumber (LSL): Beam Members noted as "LSL" on these plans shall be supplied in the net sizes as called out &
shall be manufactured by Trus Joist or approved equal. The min. allowable design values shall be:
Modulus of elasticity (E):..........................................1,550,000 psi
Flexural stress (Fb):..................................................2,325 psi
Compression Perp. to Grain (Fc,perp):.....................900 psi
Compression Para. to Grain (Fc,para):.....................2,170 psi
Horizontal Shear (Fv):...............................................310 psi
-Parallel Strand Lumber (PSL): Members noted as "PSL" on these plans shall be supplied in the net sizes as called out & shall be
manufactured by Trus Joist or approved equal. The min. allowable design values shall be:
Modulus of elasticity (E):..........................................2,000,000 psi
Flexural stress (Fb):..................................................2,900 psi
Compression Perp. to Grain (Fc,perp):.....................750 psi
Compression Para. to Grain (Fc,para):.....................2,900 psi
Horizontal Shear (Fv):...............................................290 psi
-Prefabricated wall components may be used given shop drawings are provided by the manufacturer for review by the Structural
Engineer of Record. Shop drawings & calculations bearing the seal of a professional engineer (employed by the manufacturer)
registered in the state where the project is being built shall be submitted to the Structural Engineer for review.
-Shop drawings & calculations bearing the seal of a professional engineer (employed by the manufacturer) registered in the state
where the project is being built shall be submitted to the Structural Engineer for review.
SHOP DRAWINGS & SUBMITTALS
-Review of shop drawings by the Structural Engineer is to establish general conformance of the shop drawings w/ the Structural
Contract Documents. No responsibility is assumed by the Structural Engineer for correctness, dimensions or details. All min.
conditions & requirements specified on the Structural Contract Documents or in the governing building code & referenced
standards shall be met regardless of the information indicated on the shop drawings. The contractor bears sole responsibility for
errors, omissions & code requirements associated w/ the shop drawings & the application of the information therein.
-Shop drawings will be reviewed one (1) time by Anchor Engineering, Inc. (AEI) for conformance w/ the Structural Contract
Documents. If shop drawings are indicated by AEI as Revise & Resubmit, AEI will review the resubmittal for incorporation of the
redlined items only. Further review of structural submittals beyond these indicated will result in additional fees charged on an
hourly basis at AEI's standard rates per the project Agreement.
-Construction Documents are copyrighted & shall not be reproduced for use as erection plans or shop details.
-All shop & erection drawings shall be checked & stamped by the General Contractor prior to submission for Engineer's review.
Unchecked submittals will be returned without review. Furnish one (1) electronic or two (2) hard copy sets of shop & erection
drawings for Concrete Mix Design, Concrete Reinforcing Steel, Structural Steel, Timber Frame, & Wood Roof Trusses to
Structural Engineer for review prior to fabrication.
-Submit in a timely manner to permit ten (10) working days for review by Structural Engineer.
-Requests for the modification of plans or specifications shall be submitted in writing. Shop drawings, submitted for review do not
constitute "in writing" unless specific suggested changes are clearly marked. In any event, such changes by means of the shop
drawing submittal or request for information process become the responsibility of the one initiating such change & shall
compensate Anchor Engineering, Inc. for time & expense incurred for making the desired modifications.
-The contractor shall allow for adequate time for the review, design & detailing of requested modifications or repairs in the
construction schedule.
-Review of shop drawings by the Engineer of Record is a courtesy & does not relieve the supplier of requirements indicated in the
Structural Contract Documents unless specifically noted otherwise in writing by the reviewing engineer.
STRUCTURAL OBSERVATIONS
-Structural Engineer shall make periodic observations of the construction during placement of foundation & erection of structural
framing. The purpose of the observations shall be to become generally familiar w/ the quality of work of the contractor in order to
determine general conformance w/ the contract documents. Such observations shall not replace required inspections by the
governing authorities or serve as "special inspections" as may be required by Chapter 17 of the governing building code.
-The contractor shall notify the Structural Engineer at the following stages of construction so that these observations may be
made:
a.Prior to placing foundation concrete (after reinforcement placement).
b.Prior to placing Post-Tension slab concrete (after strand & mild reinforcement placement).
c.Prior to grouting structural masonry walls (after block & reinforcement placement).
d.During erection of each level of structural framing.
e.After completion of all structural framing erection (including permanent bracing).
f.After roof deck has been placed & connected (before roofing operations).
-Notification for observation shall be given to the Structural Engineer at least 24 hours prior to the time the observation is needed.
The Structural Engineer may not make observations at each notification & lack of observation shall not stop progress of
construction nor shall the observation indicate owner's acceptance of all work related to the observation.
SPECIAL INSPECTION REQUIREMENTS
-A special inspector shall be engaged to make Special Inspections of the construction work as outlined below in conformance w/
the provisions of chapter 17 of the Governing Building Code.
-Special Inspections shall be performed by an independent, established & recognized agency approved by the building official as
demonstrating competence in performing the required Special Inspections.
-The special inspector shall have experience in the inspection of the particular type of construction or operation for which the
special inspection is being performed.
-The inspecting agency shall keep records of all inspections performed. A copy of all inspection reports shall be provided to the
building official as well as to Anchor Engineering, Inc..
-Inspection reports shall specify that work inspected was completed in full conformance to the most recent approved Structural
Contract Documents. Any discrepancies w/ the Structural Contract Documents shall be brought to the immediate attention of the
contractor for correction. All required structural corrections/modifications shall be submitted to Anchor Engineering, Inc. &
adequate time shall be allotted for by the contractor for review & response. Costs incurred due to required corrections,
modifications & time delays shall be the sole responsibility of the contractor.
-A final report shall be issued by the inspection agency to the building department as well as Anchor Engineering, Inc. stipulating
that all inspected items are in conformance w/ the Structural Contract Documents or w/ additional documentation provided by the
building department or Anchor Engineering, Inc.. All Structural Contract Documents used in the special inspection process shall
be identified & itemized, including dates of issue.
-Inspection reports shall include the names of personnel on site during inspection.
-The following work shall be inspected by the special inspector in accordance with chapter 17 of the Governing Building Code and
referenced standards.2015 & 2018 IBC Sec.Alt. 2012 IBC Sec.
·Steel Construction:IBC Section 1705.2
·Concrete Construction:IBC Section 1705.3
·Wood Construction:IBC Section 1705.5
·Soils:IBC Section 1705.6
·Special Inspection for Wind Resistance:IBC Section 1705.11 IBC Section 1705.10
·Special Inspection Seismic Resistance:IBC Section 1705.12 IBC Section 1705.11
DEFERRED SUBMITTALS
-Unless specifically detailed herein and/or specified on the structural contract documents, the following items have not been
designed by Anchor Engineering, Inc.. Design & construction of these elements, when not expressly shown on the Structural
Contract Documents, are the responsibility of the General Contractor. These elements are considered design-build & the General
Contractor shall submit plans & calculations to our office for review. The plans & calculations must be sealed & signed by a
Professional Engineer licensed in the state where the work is being performed unless noted otherwise.
·Wood Roof Trusses
·Structural Steel Connections
·Structural Insulated Panels
·Timber Frame
·Miscellaneous Steel Assemblies (Including but not limited too Stairs, Handrails, Guard Rails, Balusters, Half-Walls,
Balconies, Awnings, Sun Shades, Canopies, ect.)
·All Landscape Features & Site Work Including but Not Limited to Site Retaining Walls, Planters, Arbors, Shade Structures,
Walkways, etc.
UNLESS SPECIFICALLY DETAILED &/OR SPECIFIED ON THE STRUCTURAL CONTRACT DOCUMENTS,
STAIRS, BALUSTERS, HALF-WALLS & RAILINGS FOR DECKS, BALCONIES, AWNINGS SUN SHADES, &
WALKWAYS HAVE NOT BEEN DESIGNED BY ANCHOR ENGINEERING, INC. DESIGN & CONSTRUCTION OF
THESE ELEMENTS, WHEN NOT EXPRESSLY SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS, ARE
THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THESE ELEMENTS ARE CONSIDERED
DESIGN-BUILD & THE GENERAL CONTRACTOR SHALL SUBMIT PLANS & CALCULATIONS, SEALED & SIGNED
BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE WORK IS BEING PERFORMED.
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PERMIT 07/30/21
REVIEWED BY:YMG
DATE:07/30/21
DRAWN BY:LD
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JOB NUMBER:210644
2535 17th Street
Denver, Colorado 80211
303-783-4797
Fax 303-830-9133
www.anchoreng.com
ANCHOR
ENGINEERING
STRUCTURAL ENGINEERS
S1.0
CITY COMM.08/20/21
REVISION 1 04/04/22
1
04/20/2022
REBAR SPLICE LENGTHS
BAR SIZE
#3
SPLICE LENGTH (in)
(TOP BARS)
28
SPLICE LENGTH (in)
(BOTTOM BARS & VERTS)
22
CLASS 'B' TENSION SPLICES
#4
#5
3728
4636
#6
#7
5643
8162
#8
#9
9371
10480
#10
#11
11890
131100
NOTES:
1.SPLICE LENGTHS ARE BASED ON f'c = 3000 psi.
2.SPLICE LENGTHS ARE 1.3 x BASIC DEVELOPMENT LENGTH.
3.LAP SPLICES ARE NOT PERMITTED FOR #14 OR #18 BARS.
4.TOP BAR LENGTHS ARE SPECIFIED FOR HORIZONTAL
REINFORCEMENT SO PLACED THAT MORE THAN 12 IN. OF FRESH
CONCRETE IS CAST IN MEMBER BELOW THE SPLICE.
REBAR MARK CONVERSION
"Soft Metrification"
U.S. GRADE 60 = SI GRADE 420 (4)
U.S. GRADE 40 = SI GRADE 300
U.S.mmSIin.
BAR SIZE DESIGNATION BAR DIAMETER
#3
#4
#5
#6
#7
#8
#9
#10
#11
#10
#13
#16
#19
#22
#25
#29
#32
#36
.375
.500
.625
.750
.875
1.000
1.128
1.270
1.410
9.5
12.7
15.9
19.1
22.2
25.4
28.7
32.3
35.8
HOLDOWN SCHEDULE
TYPE HOLDOWN MODEL FOUNDATION ANCHOR/
END LENGTH # VERT. STUDS
HD1
HD2
HD3
HD4
HD5
HD6
HD7
HD10
HD11
HD12
HD13
HDU11-SDS2.5
N/A
N/A
SSTB16
SSTB24
(2) 2x4 or (2) 2x6
(4) 2x4 or (2) 2x6
(2) 2x4 or (2) 2x6
(3) 2x4 or (2) 2x6
HD14
HDU8-SDS2.5
N/A (2) 2x4 or (2) 2x6
NOTES:
1.REFER TO GENERAL NOTES SHEETS FOR HOLDOWN DETAILS.
2.ALL HOLDOWNS ON PLAN ARE TO BE INSTALLED @ LEVEL SHOWN. PLACE HOLDOWNS @ CORNER STUDS, TYP. U.N.O.
3.ALL HARDWARE BY SIMPSON STRONG-TIE, TYP. U.N.O. AT CONTRACTORS OPTION, REPLACE w/ APPROVED EQUAL.
FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS REGARDING REQ'D FASTENERS & INSTALLATION PROCEDURES.
4.IF FIELD CONDITIONS FALL OUTSIDE OF LIMITS INDICATED IN THE TABLE ABOVE, CONTACT ANCHOR ENGINEERING, INC. FOR
ADDITIONAL RECOMMENDATIONS.
5.RE: POST INSTALLED HOLDOWN SCHEDULE FOR POST INSTALLED HOLDOWN OPTIONS.
Holdown MarkHD1
MIN. EDGE
DISTANCE
MIN. END
DISTANCE
MIN.
SPACING
MIN.
EMBED.
1 2"N/A N/A 8"
1 2"N/A N/A 10"
1 2"N/A N/A 14"
1 3 4"5"N/A 12 5 8"
1 3 4"5"N/A 20 5 8"
1 3 4"5"N/A 24 7 8"
1 3 4"5"N/A 24"
N/A N/A N/A N/A
N/A N/A N/A N/A
N/A N/A N/A N/A
N/A N/A N/A N/A
N/A N/A N/A N/A
CS16 14"
(4) 2x4 or (3) 2x6
CMSTC16
CMST14
CMST12
LSTHD8 (RJ)
STHD10 (RJ)
STHD14 (RJ)
19"
25"
34"
(5) 2x4 or (3) 2x6
(2) 2x4 or (2) 2x6
(2) 2x4 or (2) 2x6
(3) 2x4 or (2) 2x6
(4) 2x4 or (2) 2x6
(3) 2x6
CS14
44"
HDU5-SDS2.5
HDU2-SDS2.5
SSTB28
SB1x30
TRUSS HOLDOWN SCHEDULE
PLY
ALL
FOUNDATION ANCHOR 3
N/A
UPLIFT LOAD
< 495 lbs
HOLDOWN REQ'D
H2.5T
FLOOR-TO-FLOOR STRAP 3, 4
N/A
1 N/A< 1015 lbs H10A N/A
ALL HDU2-SDS2.5< 2250 lbs (2) HTS20 5
1,2 HDU2-SDS2.5< 1620 lbs LGT2 6
2, 3, 4 HDU5-SDS2.5< 3285 lbs MGT w/ HDU4-SDS2.5 (2) CS14
3, 4 HDU11-SDS2.5< 8030 lbs HGT-x w/ (2) HDU5-SDS2.5 7,8
NOTE:
1.ALL HARDWARE BY SIMPSON STRONG-TIE, TYP. U.N.O. AT CONTRACTORS OPTION, REPLACE w/ APPROVED EQUAL. FOLLOW ALL
MANUFACTURER'S RECOMMENDATIONS REGARDING REQ'D. FASTENERS & INSTALLATION PROCEDURES.
2.IF UPLIFT CONDITIONS FALL OUTSIDE THE LIMITS INDICATED IN THIS TABLE, CONTACT ANCHOR ENGINEERING, INC. FOR
ADDITIONAL RECOMMENDATIONS.
3.REFER TO HOLDOWN SCHEDULE FOR FOUNDATION ANCHOR/END LENGTH REQ'M. RE: MANUF. FOR ADDITIONAL REQ'M. TYP.
4.FLOOR TO FLOOR STRAPS SHALL BE INSTALLED @ EACH FLOOR LEVEL OF THE STRUCTURE. LOCATE STRAP DIRECTLY BELOW
TRUSS BEARING.
5.PROVIDE MINIMUM (2) 2x VERTICAL STUDS BELOW TRUSS. TWIST STRAPS TO TWIST TO EXTEND VERTICALLY DOWN STUDS ONE
STRAP PER STUD.
6.AT SINGLE PLY TRUSS PROVIDE 2x BEARING BLOCK x 1'-6". BEARING BLOCK TO MATCH BOTTOM CHORD DEPTH OF
PRE-MANUFACTURED ROOF TRUSS. FASTEN 2x BEARING BLOCK TO BOTTOM CHORD OF PRE-MANUFACTURED ROOF TRUSS w/
(4) 10d NAILS EA. SIDE OF GIRDER TRUSS TAB CONNECTION [(8) 10d NAILS TOTAL].
7.x INDICATES # OF PLIES OF GIRDER TRUSS
8.STAGGER HOLDOWNS VERTICALLY SO SCREWS DO NOT CONFLICT.
CS14
CS14
CMST12
1, 2
3 HDU5-SDS2.5< 2920 lbs LGT3-SDS2.5 CMSTC16
WALL STUD SCHEDULE
LEVEL OF FRAMING WALL STUD DESCRIPTION
TYP. EXTERIOR WALLS:
ROOF TO 3rd FLOOR (9'-1" MAX.)2x6 HEM-FIR #2 @ 12" o.c.
3rd FLOOR TO 2nd FLOOR (9'-1" MAX.)2x6 HEM-FIR #2 @ 12" o.c.
2nd FLOOR TO FOUNDATION (9'-1" MAX.)(2) 2x6 HEM-FIR #2 @ 16" o.c.
LOAD BEARING 2x4 HEM-FIR #2 @ 12" o.c.
STUD SPECIES, GRADE, OR SPACING INDICATED IN PLAN TAKES PRECEDENCE OVER
INFORMATION CONTAINED IN THE WALL STUD SCHEDULE.
STUD WALLS INDICATED IN PLAN TO HAVE A SPACING VARYING FROM THAT INDICATED IN
THE SCHEDULE SHALL BE OF THE SAME SPECIES AND GRADE AS THE SCHEDULE INDICATES
FOR THE CONDITION OF THE STUDS SHOWN IN PLAN (i.e. INTERIOR/EXTERIOR/LOAD BEARING)
DESIGNATED STUD WALLS, TO BE CONSTRUCTED BELOW LEVEL IN WHICH
DESIGNATION MARK APPEARS.
TYP. INTERIOR PARTY WALLS:
ROOF TO 3rd FLOOR (9'-1" MAX.)2x4 HEM-FIR #2 @ 16" o.c.
3rd FLOOR TO 2nd FLOOR (9'-1" MAX.)2x4 HEM-FIR #2 @ 16" o.c.
2nd FLOOR TO FOUNDATION (9'-1" MAX.)2x4 HEM-FIR #2 @ 12" o.c.
INTERIOR LOAD BEARING WALLS:
ROOF TO 3rd FLOOR (9'-1" MAX.)2x4 HEM-FIR #2 @ 16" o.c.
3rd FLOOR TO 2nd FLOOR (9'-1" MAX.)2x4 HEM-FIR #2 @ 16" o.c.
2nd FLOOR TO FOUNDATION (9'-1" MAX.)2x4 HEM-FIR #2 @ 12" o.c.
LOAD BEARING 2x6 HEM-FIR #2 @ 12" o.c.
STW#
STW1
STW2
CORRIDOR WALLS:
ROOF TO 3rd FLOOR (9'-1" MAX.)2x6 HEM-FIR #2 @ 16" o.c.
3rd FLOOR TO 2nd FLOOR (9'-1" MAX.)2x6 HEM-FIR #2 @ 16" o.c.
2nd FLOOR TO FOUNDATION (9'-1" MAX.)2x6 HEM-FIR #2 @ 16" o.c.
MATERIALS TESTING REQUIREMENTS
-Testing & Inspecting: Owner will engage a special inspector & qualified testing & inspecting agency to perform field tests &
inspections & prepare test reports.
CONCRETE:
-Testing of composite samples of fresh concrete obtained according to ASTM C 172 shall be performed according to the following
requirements:
1.Testing Frequency: Obtain one sample for each day's pour of each concrete mixture exceeding 5 cu. yd., & not less than
one sample for each 100 cu. yd. or fraction thereof.
2.When frequency of testing will provide fewer than five compressive-strength tests for each concrete mixture, testing shall be
conducted from at least five randomly selected batches or from each batch if fewer than five are used.
3.Slump: ASTM C 143/C 143M; one test at point of placement for each sample, but not less than one test for each day's pour
of each concrete mixture. Perform additional tests when concrete consistency appears to change.
4.Air Content: ASTM C 231, pressure method, for normal-weight concrete; one test for each sample, but not less than one
test for each day's pour of each concrete mixture.
5.Concrete Temperature: ASTM C 1064/C 1064M; one test hourly when air temperature is 40 deg F & below & when 80 deg
F & above, & one test for each composite sample.
6.Compressive-strength testing for stressing operations, See POST-TENSIONED ELEVATED SLAB section of general notes.
7.Compressive-Strength Tests: mold the cylinders per ASTM C31 & test the cylinders per ASTM C39.
a.Provide a min. of four 6x12 (or five 4x8) cylinders from each sample taken. More cylinders may be taken at Contractor's
option or for determination of compressive strength for stressing operations.
b.Cylinders for compressive-strength tests (other than for stressing operations) are laboratory-cured u.n.o.
c.Test one cylinder at 7 days & two 6x12 (or three 4x8) cylinders at 28 days. Hold one cylinder in reserve.
d.A 28-day compressive-strength test shall be the average compressive strength from a set of two 6x12 (or three 4x8)
cylinders obtained from same sample & tested at an age of 28 days.
8.Strength of each concrete mixture will be satisfactory if the average of any three consecutive compressive-strength tests
equals or exceeds specified compressive strength & no compressive-strength test value falls below specified compressive
strength by more than 500 psi.
9.Test results shall be reported in writing to Engineer, Architect, concrete manufacturer, & Contractor within 48 hours of
testing. Reports of compressive-strength tests shall contain Project identification name & number, date of concrete
placement, name of concrete testing & inspecting agency, location of concrete batch in work, design compressive strength at
28 days, concrete mixture proportions & materials, compressive breaking strength, & type of break for both 7- & 28-day
tests.
10.Additional Tests: Testing & inspecting agency shall make additional tests of concrete when test results indicate that slump,
air entrainment, compressive strengths, or other requirements have not been met, as directed by Architect. Testing &
inspecting agency may conduct tests to determine adequacy of concrete w/ remaining cylinder specimens after 28 day tests
are conducted, cored cylinders complying w/ ASTM C 42/C 42M or by other methods as directed by Architect.
11.Additional testing & inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional
work w/ specified requirements.
12.Correct deficiencies in the work that test reports & inspections indicate does not comply w/ the Contract Documents.
13.Measure floor & slab flatness within 48 hours of finishing.
WELDING:
1.Partial & complete joint penetration welds shall have magnetic particle inspection in accordance w/ ASTM E709 performed
on root pass & on finished weld.
TYPICAL FOUNDATION NOTES
-Re: Civil Plans for top of first floor slab elevation (Elevations indicated on structural sheets are reference elevations only).
-Provide 5 8"` anchor bolts @ 32" o.c. u.n.o. In all cases provide (1) anchor bolt within 12" of all corners & sole | ends (ea. side) &
provide a min. of (2) anchor bolts per sole |. All anchor bolts shall have 13 4"` plate washers & shall be embedded a min. of 7"
into concrete w/ a 2" min. leg.
-All slab-on-grade conditions shall be separated from all bearing walls, columns, & foundation walls w/ slip joints that will allow
unrestrained vertical movement & the slip joints maintained over time.
-Interior partition infill framing or masonry walls resting on non-structural slab-on-grade shall be constructed w/ a slip joint that will
allow unrestrained vertical movement. The slip joint shall have sufficient depth to account for the anticipated differential vertical
movement of the slab-on-grade indicated in the project geotechnical report.
-Re: Soils report for sub grade preparation.
-Broom finish all concrete in entryways & patios.
TYPICAL FLOOR FRAMING NOTES
-Floor deck to be 23 32" T & G APA Rated (Exposure 1) wood structural panels, APA Span Rating 48/24. Glue & nail w/ 10d nails @
6" o.c. at edges & 12" o.c. at intermediate supports, u.n.o. Stagger structural sheathing end joints, typical.
-Provide all temporary & permanent bracing & blocking for floor framing members as required by manufacturer.
-All dashed interior walls shown on plan are located below floor framing.
-Provide clips between bottom of floor framing & top | of non-bearing walls to accommodate floor framing deflection, typical.
-Full depth blocking shall be provided at all bearing conditions, shear walls, & cantilever conditions as well as at any locations
recommended by a material or product manufacturer.
TYPICAL WALL FRAMING NOTES
-Refer to Wall Stud Schedule for stud species, grade & spacing unless noted otherwise.
-Sheath all exterior walls w/ 7 16" wood structural panel sheathing, APA Span Rating 24/16, w/ 8d nails @ 6" o.c. at panel/boundary
edges & 12" o.c. at intermediate supports unless noted otherwise in the shear wall schedule & framing plans. Block all panel
edges typical unless noted otherwise.
-Sheath all interior shear walls per Shear Wall Schedule & framing plans.
-All gang studs to be continuous to foundation. Provide solid blocking between floors, typical.
-Top plate splices shall have a min. lap length of 48" w/ (8) 16d or (12) 3"x0.131" nails, typical unless noted otherwise.
-In the event where wall top |'s are interrupted or notched greater than 50% of the plate width, provide a Simpson CS16 strap with
sufficient length to allow (10) 8d or (8) 10d nails on each side of interruption or notch. Location of the first nail shall be a minimum
of 112" from the interruption or notch, typical.
-Holdown stud packs shall stack from floor to floor to allow holdown hardware a continuous load path down to foundation. Transfer
of holdown forces from stud pack to stud pack through sheathing is not permitted.
TYPICAL ROOF FRAMING NOTES
-Sheath roof w/ 15 32" APA Rated (Exposure 1) wood structural panels, APA Span Rating 32 16 with the following attachment.
·Where V
ULT < 130 mph, within 48" of roof edge, nail w/ 10d nails @ 6" o.c. at panel edges & at 6" o.c. at intermediate
supports unless noted otherwise.
·Where 130 mph < V
ULT < 140 mph, within 48" of roof edge, nail w/ 10d nails @ 4" o.c. at panel edges & at 4" o.c. at
intermediate supports unless noted otherwise.
·For all wind speeds, beyond 48" from roof edge, nail w/ 10d nails @ 6" o.c. at panel edges & at 12" o.c. at intermediate
supports unless noted otherwise.
-All panel edges shall be staggered.
-Provide all temporary & permanent bracing & blocking for roof trusses as required by truss manufacturer.
-Dot hatched areas on roof plans indicate overframing w/ pre-manufactured roof trusses.
POST INSTALLED HOLDOWN SCHEDULE
TYPE HOLDOWN MODEL FOUNDATION ANCHOR # VERT. STUDS
HD1
HD2
HD3
HD4
HD5
HD6
N/A
N/A
5 8" Ø THREADED ROD
5 8" Ø THREADED ROD
HDU8-SDS2.5
N/A
NOTES:
1.REFER TO GENERAL NOTES SHEETS FOR HOLDOWN DETAILS.
2.ALL HOLDOWNS ON PLAN ARE TO BE INSTALLED @ LEVEL SHOWN. PLACE HOLDOWNS @ CORNER STUDS, TYP. U.N.O.
3.ALL HARDWARE BY SIMPSON STRONG-TIE, TYP. U.N.O. AT CONTRACTORS OPTION, REPLACE w/ APPROVED EQUAL.
FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS REGARDING REQ'D FASTENERS & INSTALLATION PROCEDURES.
4.ALL ANCHOR RODS TO BE DRILLED & EPOXIED w/ SIMPSON SET-XP EPOXY w/ MIN. EMBEDMENT PER SCHEDULE ABOVE. USE
SIMPSON AT-XP FOR TEMPERATURES BELOW 40 DEGREES. DO NOT INSTALL EPOXY ANCHORS @ TEMPERATURES BELOW 14
DEGREES.
5.IF FIELD CONDITIONS FALL OUTSIDE OF LIMITS INDICATED IN THE TABLE ABOVE, CONTACT ANCHOR ENGINEERING, INC. FOR
ADDITIONAL RECOMMENDATIONS.
6.@ LSTHD8 (RJ) PROVIDE HDU2-SDS2,5 (HD4) FOR POST INSTALLED OPTION, @ STHD10 (RJ) PROVIDE HDU5-SDS2.5 (HD5) FOR
POST INSTALLED OPTION, @ STHD14 (RJ) PROVIDE HDU8-SDS2.5 (HD6) FOR POST INSTALLED OPTION.
Holdown MarkHD1
MIN. EDGE
DISTANCE
MIN. END
DISTANCE
MIN.
SPACING
MIN.
EMBED.
1 2"N/A N/A 8"
1 2"N/A N/A 10"
1 2"N/A N/A 14"
1 3 4"1 3 4"N/A 5 3 4"
1 3 4"1 3 4"N/A 14 3 4"
2 3 4"2 3 4"N/A 16 3 4"
LSTHD8 (RJ) 6
STHD10 (RJ) 6
STHD14 (RJ) 6
HDU5-SDS2.5
HDU2-SDS2.5
7 8" Ø THREADED ROD
(2) 2x4 or (2) 2x6
(4) 2x4 or (2) 2x6
(2) 2x4 or (2) 2x6
(3) 2x4 or (2) 2x6
(2) 2x4 or (2) 2x6
(4) 2x4 or (3) 2x6
HD15 HDU14-SDS2.5 (6) 2x4 or (4) 2x6SB1x30 1 3 4"5"N/A 24"
GENERAL SHEAR WALL NOTES:
·ALL PANELS BACKED w/ 2-INCH NOMINAL OR WIDER FRAMING.
·WHERE SHEAR WALL PANELS ARE APPLIED TO ONE SIDE AND FASTENED w/ NAIL
SPACING OF 2" o.c., PANEL EDGES SHALL FASTEN TO DOUBLE STUDS OR 3"
NOMINAL OR GREATER FRAMING MEMBERS MUST BE USED. NAILING AT PANEL
EDGES SHALL BE STAGGERED.
·WHERE WOOD STRUCTURAL PANEL SHEAR WALL PANELS ARE APPLIED ON EA.
SIDE OF WALL /w NAIL SPACING OF LESS THAN 6" ON ONE OR BOTH SIDES, PANEL
JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR 3"
NOMINAL OR GREATER FRAMING MEMBERS MUST BE USED @ PANEL EDGES &
ALL NAILS SHALL BE STAGGERED.
·BLOCK ALL PANEL EDGES & PROVIDE EDGE NAILING @ ALL SUPPORTS & ALL
PANEL EDGES U.N.O.
·PANELS MAY BE INSTALLED EITHER VERTICALLY OR HORIZONTALLY.
·SPACE ALL NAILS AS INDICATED IN THIS SCHEDULE.
·SHEATHING & NAILING INDICATED FOR SHEAR WALLS SHALL CONTINUE ABOVE &
BELOW OPENINGS IN SHEAR WALLS.
·SHEAR WALLS INDICATED IN THIS SCHEDULE ARE TO BE CONSTRUCTED BELOW
ROOF OR FLOOR WHERE SHEAR WALL IS SHOWN ON FRAMING PLAN.
·MINIMUM NAIL SIZES ARE AS FOLLOWS:
5d COOLER.............(0.086"`, 15 8" long, 0.234" head)
6d COOLER.............(0.092"`, 17 8" long, 0.250" head)
8d COOLER.............(0.113"`, 23 8" long, 0.281" head)
8d.............................(0.131"`, 21 2" long, 0.281" head)
16d...........................(0.162"`, 31 2" long, 0.344" head)
·ALL SHEAR WALL ANCHOR BOLTS SHALL HAVE A 13 4"` PLATE WASHER.
·PROVIDE DBL. 2x STUDS (FASTENED w/ 16d NAILS @ 24" o.c.) @ ALL SHEAR WALL
ENDS U.N.O. IN PLAN. RE: HOLDOWN SCHEDULE FOR ADD'L. POST REQ'M.
·ALL SHEAR WALLS SHALL HAVE DBL. 2x TOP |'s. LAP SPLICES IN TOP |'s SHALL BE
4'-0" MIN. CONNECT DBL. |'s w/ 16d NAILS @ 16" o.c., w/ (8) 16d NAILS EA. SIDE OF
SPLICE @ LAP SPLICES (16 TOTAL).
·RE: APPLICABLE SECTIONS & DETAILS FOR ADD'L. INFORMATION REGARDING
HOLDOWNS & ANCHOR BOLTS.
·FOR SHEAR WALLS SHEATHED BOTH SIDES /w WOOD STRUCTURAL PANELS &
FASTENING @ 3" o.c. OR LESS, TOP & BOT. WALL |'s SHALL HAVE NO
PENETRATIONS GREATER THAN 1"`.
·NOTED ATTACHMENT SHALL APPLY ALONG THE FULL LENGTH OF SHEAR WALLS.
·BLOCKING NOTED HEREIN REPRESENTS SOLID BLOCKING, BLOCKING PANELS,
END WALL FLOOR TRUSSES, ETC. RE: PLANS & SECTIONS.
·SILL |: HORIZ. WOOD | ATTACHED TO CONC. FOUNDATION OR SLAB.
·SOLE |: HORIZ. WOOD | @ BOT. OF FRAMED WALL @ EA. LEVEL.
·AT ANCHOR BOLTS, PROVIDE (1) BTWN. 412" & 12" OF ALL WALL CORNERS & SILL |
ENDS AS WELL AS A MIN. OF (2) PER SECTION OF SILL |.
UNLESS NOTED OTHERWISE, SHEATH WALLS AS INDICATED BELOW:
PERIMETER WALLS (ALL LEVELS):
SHEATH EXTERIOR w/ 7 16" WOOD STRUCTURAL PANELS w/ 8d NAILS @ 4" o.c.
@ PANEL & BOUNDARY EDGES & 12" o.c. @ INTERMEDIATE SUPPORTS.
SHEATH INTERIOR w/ 1 2" GYPSUM WALL BOARD w/ 5d COOLER NAILS @ 7" o.c.
@ PANEL & BOUNDARY EDGES & INTERMEDIATE SUPPORTS.
SILL | CONN.: PROVIDE 5 8"` x 7" MIN EMBED ANCHOR BOLTS @ 32" o.c.
SOLE | CONN. TO BLOCKING: 16d NAILS @ 3" o.c. OR SIMPSON A34 ANGLES @ 8" o.c.
BLOCKING CONN. TO DBL. TOP |: USE NAILING OF SOLE | CONN. TO BLOCKING
INDICATED FOR SHEAR WALL BELOW.
SHEAR WALL SCHEDULE (FOUNDATION WALLS)
WHERE SPECIAL SHEAR WALLS ARE NOTED IN PLAN, SHEATH AS INDICATED BELOW(2):
NOTE:
1.DBL. ROWS OF NAILING @ SOLE | CONN. SHALL HAVE 3 4" EDGE DISTANCE, STAGGERED w/ 2" SPACING BTWN. ROWS.
2.AT CONTRACTORS OPTION, 3 8" WOOD STRUCTURAL PANELS MAY BE USED @ INTERIOR SHEAR WALL LOCATIONS IN
LIEU OF 7 16" WOOD STRUCTURAL PANELS PROVIDED ALL OTHER REQ'M. NOTED ABOVE ARE FOLLOWED.
3.FRAMING AT ADJOINING PANEL EDGES SHALL BE 3" NOMINAL OR WIDER.
7 16" WOOD STRUCTURAL PANELS w/ 8d NAILS @ 4" o.c. @ PANEL &
BOUNDARY EDGES & 12" o.c. @ INTERMEDIATE SUPPORTS.
SILL | CONN.: PROVIDE 5 8"` x 7" MIN EMBED ANCHOR BOLTS @ 32" o.c.
SOLE | CONN. TO BLOCKING: 16d NAILS @ 3" o.c. OR SIMPSON A34 @ 8" o.c.
BLOCKING CONN. TO DBL. TOP |: USE NAILING OF SOLE | CONN. TO
BLOCKING INDICATED FOR SHEAR WALL BELOW.
LATERAL WIND LOAD DIAPHRAGM REQT: 495 PLF
SW1
7 16" WOOD STRUCTURAL PANELS w/ 8d NAILS @ 3" o.c. @ PANEL &
BOUNDARY EDGES & 12" o.c. @ INTERMEDIATE SUPPORTS.
SILL | CONN.: PROVIDE 5 8"` x 7" MIN EMBED ANCHOR BOLTS @ 24" o.c.
SOLE | CONN. TO BLOCKING: 16d NAILS @ 2" o.c. OR SIMPSON A34 @ 6" o.c.
BLOCKING CONN. TO DBL. TOP |: USE NAILING OF SOLE | CONN. TO
BLOCKING INDICATED FOR SHEAR WALL BELOW.
LATERAL WIND LOAD DIAPHRAGM REQT: 637 PLF
SW2
BOTH SIDES OF WALL - 7 16" WOOD STRUCTURAL PANELS w/ 8d NAILS @ 4" o.c.
PANEL & BOUNDARY EDGES & 12" o.c. @ INT. SUPPORTS.
SILL | CONN.: PROVIDE 5 8"` x 7" MIN EMBED ANCHOR BOLTS @ 16" o.c.
SOLE | CONN. TO BLOCKING: (2) ROWS 16d NAILS @ 3" o.c.(1) OR SIMPSON A34
@ 4" o.c.
BLOCKING CONN. TO DBL. TOP |: USE NAILING OF SOLE | CONN. TO
BLOCKING INDICATED FOR SHEAR WALL BELOW.
LATERAL WIND LOAD DIAPHRAGM REQT: 990 PLF
SW3
BOTH SIDES OF WALL - 7 16" WOOD STRUCTURAL PANELS w/ 8d NAILS @ 3" o.c.
PANEL & BOUNDARY EDGES & 12" o.c. @ INT. SUPPORTS.
SILL | CONN.: PROVIDE 5 8"` x 7" MIN EMBED ANCHOR BOLTS @ 12" o.c.
SOLE | CONN. TO BLOCKING: (2) ROWS 16d NAILS @ 2" o.c.(1) OR
SIMPSON A34 @ 3" o.c.
BLOCKING CONN. TO DBL. TOP |: USE NAILING OF SOLE | CONN. TO
BLOCKING INDICATED FOR SHEAR WALL BELOW.
LATERAL WIND LOAD DIAPHRAGM REQT: 1274 PLF
SW4
7 16" WOOD STRUCTURAL PANELS w/ 8d NAILS @ 2" o.c.(3) @ PANEL &
BOUNDARY EDGES & 12" o.c. @ INTERMEDIATE SUPPORTS.
SILL | CONN.: PROVIDE 5 8"` x 7" MIN EMBED ANCHOR BOLTS @ 16" o.c.
SOLE | CONN. TO BLOCKING: 16d NAILS @ 2" o.c. OR SIMPSON A34 @ 4" o.c.
BLOCKING CONN. TO DBL. TOP |: USE NAILING OF SOLE | CONN. TO
BLOCKING INDICATED FOR SHEAR WALL BELOW.
LATERAL WIND LOAD DIAPHRAGM REQT: 895 PLF
SW5
2
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ISSUE:DATE:
PERMIT 07/30/21
REVIEWED BY:YMG
DATE:07/30/21
DRAWN BY:LD
DESIGNED BY:EJP
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JOB NUMBER:210644
2535 17th Street
Denver, Colorado 80211
303-783-4797
Fax 303-830-9133
www.anchoreng.com
ANCHOR
ENGINEERING
STRUCTURAL ENGINEERS
S1.1
CITY COMM.08/20/21
REVISION 1 04/04/222
04/20/2022
TYPICAL DETAIL
FOUNDATION WALL/
GRADE BEAM INTERSECTIONS
3/4" = 1'-0"
1 TYPICAL DETAIL
FOUNDATION WALL STEP
3/4" = 1'-0"
2 TYPICAL DETAIL
SLAB-ON-GRADE JOINTS
3/4" = 1'-0"
3
TYPICAL DETAIL
HEADER DETAIL
3/4" = 1'-0"
4 TYPICAL DETAIL
STRAPPING @ WINDOWS
3/4" = 1'-0"
5 TYPICAL DETAIL
TYPICAL HOLDOWN DETAILS
3/4" = 1'-0"
6
APPLY BOND BREAKER FULL
LENGTH & DEPTH OF JOINT
6"
MI
N
.
6"6"
t
CONT. 2x4 KEY
RE: PLAN FOR
SLAB REINF.
t
t
18" SAWCUT CONTROL JOINT, RE: PLAN &
SOILS REPORT FOR RECOMMENDATIONS
DOWELED CONSTRUCTION JOINT
SAWCUT CONTROL JOINT
CONSTRUCTION JOINT
NOTES:
1.RE: SOILS REPORT FOR
SUBGRADE PREPARATION REQ'M.
2.PROVIDE SLAB CONTROL JOINTS
EA. WAY @ COLUMN LINES & @
10' o.c. MAX. EA. WAY BTWN. OR
AS NOTED OTHERWISE.
3.UNLESS NOTED OTHERWISE,
USE SAWCUT CONTROL JOINTS
@ INTERIOR SLABS & USE
TOOLED CONTROL JOINTS @
EXTERIOR FLATWORK.
3 4" x 1'-0" SMOOTH DOWELS @
24" o.c. (GREASE ONE END)
LOCATED @ MID-DEPTH OF SLAB
CORNER BARS TO MATCH
HORIZ. REINF., TYP.
STANDARD
HOOK
CL
A
S
S
"
B
"
S
P
L
I
C
E
CLASS "B" SPLICE
CLASS "B"
SPLICE
TOP REINF. BARS
HOOKED DOWN @
T.O.C. STEP, TYP.
(2) #5 BARS x FTG.
STEP + 4'-0" IN
B.O. WALL, TYP.
BOT. REINF. BARS HOOKED
UP @ FOOTING STEP, TYP.
4'-0" UNLESS OTHERWISE SHOWN
T.
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.
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-
0
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FTG. STEP,
2'-0" MIN.
3"
C
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R
CLASS "B" SPLICE
CLASS 'B' SPLICE
END STUDS, RE: PLAN
JAMB WIDTH
DBL. 2x TOP | CONT.
PROVIDE BLOCKING
BTWN. STUDS
FLOOR JOIST ORIENTATION
VARIES, RE: PLAN
PROVIDE BLOCKING
BTWN. STUDS
COILED STRAP CS16 x X'-X" CUT
LENGTH, NAIL w/ 8d NAILS @ EVERY
OTHER HOLE, CENTER STRAP ON
FACE OF KING STUD. PROVIDE
STRAPS @ EA. FACE OF WALL. IF
AN INTERIOR PERPENDICULAR
WALL INTERRUPTS PLACEMENT OF
THE STRAP, THEN THE STRAP
MUST BE INSTALLED PRIOR TO THE
CONSTRUCTION OF THE INTERIOR
WALL
(2) 2x
DOOR HEADER,
RE: PLAN
CRIPPLE STUDS
@ 16" o.c.
TRIMMER & KING
STUDS, RE: PLAN
STUD "ON LAYOUT"
RE: PLAN FOR
SLAB REINF.
RE: PLAN FOR
SLAB REINF.
t/
4
WOOD/L.V.L. HEADER
WHERE APPLIES
2x WALL STUDS, RE: PLAN
KING STUD (FULL HEIGHT),
RE: KING STUD SCHEDULE FOR QTY.
TRIMMER STUD (PROVIDES
HEADER BEARING), RE: PLAN
RE: PLAN FOR BOUNDARY
& EDGE NAILING NOT
SHOWN HERE
DBL. 2x TOP | CONT.
(RE: SHEAR WALL SCHEDULE
FOR MIN. LAP SPLICE LENGTH)
LA
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,
RE
:
A
R
C
H
.
SIMPSON HOLDOWN STRAP,
RE: PLAN FOR GAUGE,
NAILING, & LOCATIONS.
FASTEN TO STUDS ABOVE &
BELOW AS SHOWN
ANCHOR BOLT LOCATED
WITHIN 8" OF WALL END
HOLDOWN ANCHOR BOLT
RE: HOLDOWN SCHEDULE
SIMPSON HOLDOWN, RE: PLAN
TYP. 2x WALL STUDS, RE: PLAN
ENDWALL STUDS,
RE: SCHEDULE FOR NUMBER
OF STUDS @ HOLDOWN
2x P.T. OR
REDWOOD SOLE |
FND. WALL
FASTEN ENDWALL STUD AS SHOWN
w/ (2) ROWS 12d NAILS @ 6" o.c.
ANCHOR BOLT LOCATED
WITHIN 8" OF WALL END
TYP. 2x WALL STUDS,
RE: PLAN
EXTERIOR WALL SHEATHING,
RE: PLAN
SIMPSON SDS OR THROUGH-BOLTS,
RE: HOLDOWN SCHEDULE
EN
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SIMPSON STRAP, RE: PLAN FOR GAUGE,
NAILING, & LOCATIONS. FASTEN TO
STUDS ABOVE & BELOW AS SHOWN
2x STUDS @ SHEAR WALL ENDS,
RE: HOLDOWN SCHEDULE
DBL. 2x TOP |
PROVIDE SOLID VERT. BLOCKING
OF SIZE & SPACING TO MATCH
STUDS ABOVE FLOOR
2x STUDS @ SHEAR WALL ENDS,
RE: HOLDOWN SCHEDULE
FLOOR JOISTS, RE: PLAN
2x BOT. |
2x STUDS,
RE: HOLDOWN SCHEDULE
A B
C D
INTERIOR
SHEATHING,
RE: PLAN
SIMPSON
HOLDOWN,
RE: PLAN
SHEAR WALL,
RE: PLAN
STRAPPING REQUIRED AT
SPECIAL SHEARWALLS
SW1, SW2, SW3, & SW4
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ISSUE:DATE:
PERMIT 07/30/21
REVIEWED BY:YMG
DATE:07/30/21
DRAWN BY:LD
DESIGNED BY:EJP
CO
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JOB NUMBER:210644
2535 17th Street
Denver, Colorado 80211
303-783-4797
Fax 303-830-9133
www.anchoreng.com
ANCHOR
ENGINEERING
STRUCTURAL ENGINEERS
S1.2
CITY COMM.08/20/21
REVISION 1 04/04/22
04/20/2022
1 2 3 4 5 6 7 8 9 10 11 12 13
C
D
E
F
G
H
I
A
B
RE: ARCH.
SLOPE
4" CONC. SLAB OVER COMPACTED
FILL, RE: SOILS REPORT,
RE: ARCH. DWGS. FOR SLAB
DEPRESSIONS, SLOPES TO DRAINS,
ETC. T.O. SLAB ELEV. = VARIES
1 2" ISOLATION JOINT @
SLAB PERIMETER, TYP.
DEPRESS T.O.C. @ DOORS
FOR SLAB POUROVER, TYP.
CONTROL JOINTS @
10'-0" o.c. MAX IN BOTH
DIRECTIONS, TYP.
61'-6"
52
'
-
6
"
24
'
-
0
"
21
'
-
8
"
6'
-
1
0
"
32'-0"12'-8"16'-10"
30'-5"31'-1"
52
'
-
6
"
5'-6"
6'-0"1'-33 4"4'-0"13'-31 2"3'-11"1'-31 2"1'-91 4"1'-2"8'-10"1'-21 4"4'-91 4"10'-101 2"101 2"2'-212"
8'
-
7
1
2"
G
7'
-
0
1
4"5'
-
0
1
4"
10
'
-
9
"
10
'
-
4
1
4"
1'
-
3
3
4"
12
'
-
0
"
1'
-
2
1
4"
10
1
2"
23
'
-
5
1
2"
11
'
-
6
12"
PF5.5
96'-6"T.O.C ELEV. =
100'-0"
T.O.C ELEV. =
98'-113 4"
PF3.5
96'-6"
PF3.5
96'-6"
T.O.C ELEV. =
100'-0"
PF6.0
96'-6"PF4.5
96'-6"
T.O.C ELEV. =
98'-113 4"
T.O.C ELEV. =
98'-113 4"
PF4.5
96'-6"
PF5.5
96'-6"PF4.5
96'-6"PF4.5
96'-6"
PF2.0
96'-6"
PF2.0
96'-6"
PF2.0
96'-6"
T.O.C ELEV. =
100'-0"
T.O.C ELEV. =
100'-0"
T.O.C ELEV. =
100'-0"
T.O.C ELEV. =
100'-0"
16'-113 4"16'-3"
7"
8"
7"
F16
96'-6"
F1
6
96
'
-
6
"
F1
6
96
'
-
6
"
F1
6
96
'
-
6
"
F1
6
96
'
-
6
"
F24
96'-6"
F20
96'-6"
F20
96'-6"
F20
96'-6"
F20
96'-6"
F18
96'-6"
PF3.5
96'-6"
PF3.5
96'-6"
PF4.5
96'-6"
PF4.5
96'-6"
PF3.5
96'-6"
81 2"
6"
812"
6"
1'-0"
1'
-
0
"
1'-0"
1'
-
0
"
1'-0"
11
1
2"1'-0"
11
1
2"
1'-0"
1'
-
0
"
81 2"
6"
1'-0"
1'
-
0
"
5
S4.0
6
S4.0
9
S4.0
11
S4.0
1
S4.0
3
S4.0
17
'
-
6
"
SOLE | LOCATION, TYP.
WHERE SHOWN THUS
2'-6"
1'-6"
10'-111 2"1'-812"
HD15
HD7
HD7
HD7
HD6
HD6
HD7
HD7
HD7
HD7
HD7
HD7
HD7
HD7
21 2"
1'-6"
73
4"
8"
FT
G
.
~
FTG. ~
1
1
F18
96'-6"
1
3
3 1
T.O.C ELEV. =
100'-0"
T.O.C ELEV. =
100'-0"
1'-0"
1'
-
0
"
1'-0"
1'
-
0
"
1
3
T.O.C ELEV. =
98'-113 4"
T.O.C ELEV. =
98'-113 4"
T.O.C ELEV. =
98'-113 4"
6"
F20
96'-6"
4
S4.0
2
S4.0
3
3
11
2"21
2"
T.O.C ELEV. =
100'-0"
T.O.C ELEV. =
100'-0"
T.O.C ELEV. =
100'-0"
T.O.C ELEV. =
100'-0"
T.O.C ELEV. =
100'-0"
T.O.C ELEV. =
100'-0"
T.O.C ELEV. =
100'-0"
T.O.C ELEV. =
100'-0"
F1
6
96
'
-
6
"
F20
96'-6"
F20
96'-6"
1 1
1
6"
2'-6"
8"
21
4"
1
FT
G
.
~
FTG. ~
4"
4"
1'-1"1'-101 4"8"
FT
G
.
~
FTG. ~
4"
4"
FTG. ~
7"
FT
G
.
~
6"
2'-6"
37 8"818"
4
4
4
4
6"
6"6"
101 2"
5
5 6
6
7
6
T.O.C ELEV. =
98'-113 4"
1/4" = 1'-0"
FOUNDATION PLAN
NOTES:
1
1.RE: PLAN SHEETS FOR GENERAL FOUNDATION NOTES.
2.T.O.C. ELEV. = 100'-0", TYP. U.N.O. COORDINATE ALL ELEVATIONS WITH ARCH.
3.FOUNDATION WALLS SHALL BE 8" THICK, TYP. U.N.O.
4.PROVIDE 5 8"` x 10" ANCHOR BOLTS w/ 2" LEG @ 32" o.c., TYP.
5.CONTRACTOR TO VERIFY ALL DIMENSIONS w/ ARCH. DRAWINGS. NOTIFY ENGINEER OF RECORD IF
THERE IS A DEVIANCE FOR FURTHER RECOMMENDATIONS.
6.BROOM FINISH ALL CONCRETE IN ENTRYWAYS & PATIOS.
7.RE: GEOTECH. FOR PERIMETER DRAIN REQUIREMENTS AND INSTALLATION GUIDELINES.
8. INDICATES SIMPSON HOLDOWN, RE: SCHEDULE ON SHEET S1.1, REFER TO THE PLAN
FOR THE SPECIFIC HARDWARE REQUIRED & LOCATION, TYP.
9.AEI ACCEPTS NO RESPONSIBILITY FOR MOVEMENT OF FOUNDATION WALLS IF FOUNDATION IS
BACKFILLED PRIOR TO INSTALLATION OF FIRST FLOOR DIAPHRAGM.
10.PROVIDE 1 2" ISOLATION JOINT @ SLAB PERIMETER THROUGHOUT.
11. - HATCH INDICATES SLOPED CONC., RE: ARCH. FOR SLOPE.
HD#
1.STEP T.O.C.
2.STEP T.O. FTG.
3.8" CONCRETE WALLS PROVIDE (2) #5 T & B & #4 VERTS @ 18" o.c. PROVIDE F16 FOOTING
BELOW WALL. T.O.C ELEV. = GRADE - 8", B.O.C. ELEV = 96'-6"
4.EMBED | RE: 7/S4.0 FOR EMBED | REQT'S. RE: ARCH FOR LOCATION OF OPENINGS FOR
LOCATING PLACEMENT OF HOLDOWNS
5.RE: 8/S4.0 FOR TYP. PILASTER REINF. REQT'S.
6.RE: 9/S4.0 FOR TYP. PILASTER REINF. REQT'S.
7.RE: 10/S4.0 FOR TYP. PILASTER REINF. REQT'S.
FOUNDATION KEYNOTE SCHEDULEX
Top of Footing Elevation
Footing Mark
NOTES:
1.ALL REINFORCING TO BE PLACED IN BOTTOM OF FOOTING w/ PROPER CLEAR
COVER (SEE GENERAL NOTES), TYP. U.N.O.
2.REINFORCING SHALL BE CONTINUOUS IN ALL CONTINUOUS SPREAD FOOTINGS.
RE: REBAR SPLICE SCHEDULE FOR SPLICE LENGTHS.
3.PADS TO BE FORMED w/ 2x WOOD FORMS. IF CONTRACTOR OPTS TO USE EARTH
FORMING, THE PLAN DIMENSIONS MUST BE INCREASED 4 INCHES.
4.ALL FOOTINGS TO BE CENTERED ABOUT STEM WALL, TYP. U.N.O.
SPREAD FOOTING SCHEDULE
F16
REINFORCINGSIZE
MARK LENGTHWIDTH THICKNESS TRANSVERSE LONGITUDINAL
16"CONT.10"
PF2.0 2'-0"2'-0"12"
-(2) #5 BOT.
(2) #5 BOT.(2) #5 BOT.
PF3.5 3'-6"3'-6"12"(3) #5 BOT.(3) #5 BOT.
F16
92'-0"
PF4.5 4'-6"4'-6"12"(4) #5 BOT.(4) #5 BOT.
PF5.5 5'-6"5'-6"12"(5) #5 BOT.(5) #5 BOT.
F24 24"CONT.10"-(4) #5 BOT.
F20 20"CONT.10"-(3) #5 BOT.
F18 18"CONT.10"-(2) #5 BOT.
PF6.0 6'-0"6'-0"12"(6) #5 BOT.(6) #5 BOT.
OWNER & CONTRACTOR TO VERIFY
ALL DIMENSIONS & T.O.C. ELEVATIONS
w/ ARCH. & CIVIL PLANS PRIOR TO
CONST., NOTIFY ENGINEER OF RECORD
OF ALL/ANY DISCREPANCIES PRIOR TO
CONST. ANCHOR ENGINEERING, INC.
ACCEPTS NO LIABILITY FOR
INCORRECT DIMENSIONS, ELEVATIONS,
&/OR BRICK LEDGE LOCATIONS
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ISSUE:DATE:
PERMIT 07/30/21
REVIEWED BY:YMG
DATE:07/30/21
DRAWN BY:LD
DESIGNED BY:EJP
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JOB NUMBER:210644
2535 17th Street
Denver, Colorado 80211
303-783-4797
Fax 303-830-9133
www.anchoreng.com
ANCHOR
ENGINEERING
STRUCTURAL ENGINEERS
S2.0
CITY COMM.08/20/21
REVISION 1 04/04/22
04/20/2022
1 2 3 4 5 6 7 8 9 10 11 12 13
C
D
E
F
G
H
I
A
B
G
J1
J1
1
S4.0
2
S4.0
3
S4.0
2
S5.0
SIM.
GARAGE
(UNEXCAVATED)
8
8
8
B9 B9 B9 B9 B9
B9B9
8
B9
B9
TIMBER FRAME MANUF. TO SPECIFY & SUPPLY
ALL TIMBER FRAME TO TIMBER FRAME
CONNECTIONS, TIMBER FRAME TO
WOOD-BEAM CONNECTIONS, & WOOD-BEAM
TO TIMBER FRAME CONNECTIONS, TYP.
NOTE:
1/4" = 1'-0"
FIRST FLOOR FRAMING PLAN
NOTES:
1
1.RE: GENERAL NOTES FOR TYPICAL FLOOR & ROOF FRAMING NOTES.
2.RE: SCHEDULES FOR TRUSSES, JOISTS, BEAMS & COLUMNS AS INDICATED BY T#, J#, B# & C#
CALLOUTS.
3. - INDICATES SIMPSON HOLDOWN, RE: SCHEDULE ON S0.1. REFER TO THE PLAN FOR
THE SPECIFIC HARDWARE REQUIRED & LOCATION, TYP.
4.RE: GENERAL NOTES FOR STUD WALL & SHEAR WALL REQ'M. & SHEATHING REQ'M., TYP.
HD#
FLOOR JOIST SCHEDULE
TYPE HANGER (TOP FLANGE)SIZE/SPACING HANGER (FACE MOUNT)
J1
J3
117 8" TJI 210's @ 16" o.c.
117 8" BCI 6000's @ 16" o.c.
2x8's @ 16" o.c.
ITS2.06/11.88
ITS2.37/11.88
N/A
NOTE:
1.FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS FOR BLOCKING, BRIDGING, & CANTILEVERED ENDS.
2.JOISTS MAY BE PLACED CONTINUOUSLY OVER SUPPORTS @ CONTRACTOR'S OPTION. PROVIDE BLOCKING BTWN. JOISTS,
TYPICAL OVER BEAMS & BEARING WALLS.
3."I-JOIST" MEMBERS INDICATED BY "TJI" SHALL BE MANUFACTURED BY iLEVEL.
4."I-JOIST" MEMBERS INDICATED BY "BCI" SHALL BE MANUFACTURED BY BOISE ENGINEERED WOOD PRODUCTS.
IUS2.06/11.88
IUS2.37/11.88
LUS26
J2
117 8" TJI 210's @ 12" o.c.
117 8" BCI 6000's @ 12" o.c.
ITS2.06/11.88
ITS2.37/11.88
IUS2.06/11.88
IUS2.37/11.88
COLUMN SCHEDULE
TYPE
C1
CAP / BASE
N/A
SIZE
(3) 2x4
C2 N/A(4) 2x4
C3 N/A(5) 2x4
C4 N/A(3) 2x6
C5 N/A(4) 2x6
C6 N/A(5) 2x6
NOTES:
1.STUD MATERIAL & GRADE TO MATCH STRENGTH PER THE
GENERAL NOTES, U.N.O.
2.COLUMNS SHOWN THUS ON PLAN & NOT CALLED OUT TO BE
DBL. 2x4 IF POST IS LOCATED IN 2x4 WALL FRAMING, DBL. 2x6 IF
LOCATED IN 2x6 WALL FRAMING.
3. - INDICATES POST FROM ABOVE. CONTRACTOR TO ENSURE
THAT POST BEARS DIRECTLY ATOP BEAM BELOW OR CONTINUE
SAME POST THAT IS INDICATED IN UPPER FRAMING PLANS w/
SQUASH BLOCKS BTWN. FLOORS TO THE FND., TYP.
4.RE: APPROPRIATE DETAILS FOR CAP | & BASE | BOLTING REQ'M.
5.SUPPORT ALL EXTERIOR WINDOW & DOOR HEADERS w/
(2) TRIMMER STUDS U.N.O. ONLY (1) TRIMMER IS REQ'D @
OPENINGS < 4'-0" TYP. U.N.O.
6.SPECIAL CALLOUTS INDICATED THUS:
INDICATES NUMBER OF TRIMMER STUDS REQ'D.
INDICATES NUMBER OF KING STUDS REQ'D.
TAKE PRECEDENCE OVER THIS SCHEDULE.
#K
#T
C7 N/A3" STD. STEEL PIPE
C8 RE: PLANHSS4x4x316
BEAM SCHEDULE
TYPE
B1
HANGER
N/A
SIZE
(2) 2x8
B2 N/A(2) 2x10
B3 N/A(2) 2x12
B4 N/A(3) 2x8
B5 N/A(3) 2x10
B6 N/A(3) 2x12
B7 N/A(2) 13 4"x91 2" LVL
B8 N/A(3) 13 4"x91 4" LVL
B9 HU412(2) 13 4"x117 8" LVL
B10 HU612(3) 13 4"x117 8" LVL
NOTE:
1.BEAMS & HEADERS SHOWN ON PLAN & NOT DESIGNATED w/ A
MARK ARE TO BE (2) 2x6. INCREASE TO THREE PLY BEAMS &
HEADERS INSIDE 2x6 WALL FRAMING, TYP. @ CONTRACTOR'S
OPTION, A FULL DEPTH HEADER MAY BE INSTALLED DIRECTLY
BENEATH THE DBL. TOP |. HEADER SIZE NOT TO BE LESS THAN
THAT INDICATED ON PLAN.
2.RE: TO COLUMN SCHEDULE FOR TRIMMER & KING STUD REQ'M.
3.DASHED BEAM TYPES ARE DROPPED, TYPICAL.
4.SIDE LOADED MULTIPLE PLY BEAM CONNECTIONS:
·(2) PLY: NAIL w/ (3) ROWS 16d NAILS @ 12" o.c.
·(3) PLY: (2) ROWS 1 2"` BOLTS @ 16" o.c.
·(4) PLY: (2) ROWS 1 2"` BOLTS @ 12" o.c.
B11 N/A(4) 13 4"x117 8" LVL
NOTES:
1.TRUSSES SHALL BE DESIGNED & SHOP DRAWINGS SHALL BE
PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE
STATE OF COLORADO.
2.GIRDER TRUSSES (GT) SHALL BE SUPPORTED BY QUADRUPLE 2x
GANG STUDS EA. END. STUDS SHALL BE CONT. TO FND. PROVIDE
FULL DEPTH BLOCKING BTWN. FLOORS, TYP.
3.TRUSS MANUF. TO DESIGN & SUPPLY ALL TRUSS-TO-TRUSS,
TRUSS-TO-BEAM, & TRUSS-TO-GIRDER CONNECTIONS, TYP.
4.* RE: ARCH. FOR BOT. CHORD OF ROOF TRUSS PROFILE TYP.
5.TRUSS MANUF. TO DESIGN TRUSSES FOR DEAD LOAD = 15 psf
& SNOW LOAD = 74 psf, TYPICAL.
ROOF TRUSS SCHEDULE
TYPE
T1
HANGER
PER MANUF.
DESCRIPTION/SPACING
ROOF TRUSSES @ 24" o.c.
T2 PER MANUF.JACK TRUSSES @ 24" o.c.
GT PER MANUF.GIRDER TRUSS
HJ PER MANUF.HIP JACK
EW PER MANUF.ENDWALL TRUSS
OR N/A2x6 OUTRIGGERS @ 24" o.c.
R1 LUS282x12 RAFTERS @ 16" o.c.
1.OPEN TO BELOW
2.HATCH INDICATES LOW LANDING.
3.HANGING STAIR LANDING RE: 11/S2.0
4.PURLINS TO BE 3-SPAN CONT. MIN. LAP PURLINS 1'-0" & FASTEN TOGETHER w/ (6) 10d
NAILS.
5.FASTEN EA. 2x PURLIN TO TIMBER RAFTER w/ SIMPSON H3 HURRICANE TIE, TYP.
6.PROVIDE FULL DEPTH BLOCKING BTWN. PURLINS ABOVE TIMBER RAFTERS, TYP.
7.2x8 LEDGER FASTEN TO EA. STUD w/ (2) SIMPSON SDS 1 4"x41 2" WOOD SCREWS.
8.PROVIDE SIMPSON BA3.56/11.88 TOP-FLANGE HANGER AT THIS LOCATION.
9.PROVIDE SIMPSON HB7.12/11.88 TOP-FLANGE HANGER AT THIS LOCATION.
10.PROVIDE SIMPSON WP3.56 H=11.875" OFFSET TOP-FLANGE HANGER @ THIS LOCATION.
11.@ THIS LOCATION, STEEL FABRICATOR TO DESIGN STEEL BEAM TO STEEL BEAM
CONNECTION FOR SERVICE LOAD OF 16.0K.
12.(2) PLIES OF (3) PLY LVL BEAM TO CONT. OVER SUPPORT, RE: NOTE 13 FOR ADDITIONAL
INFO.
13.CONTINUE (2) 13 4"X117 8" LVL BEYOND COLUMN TO FRAME STAIRWAY.
14.@ THIS HOLDOWN LOCATION, PROVIDE 7 8"Ø F1554 THREADED ROD WELDED ALL
AROUND TO STEEL BEAM BELOW.
15.PROVIDE SIMPSON WSWH18 WOOD SHEARWALL PORTAL FRAME SYSTEM. CONTACT
SIMPSON STRONG TIE REPRESENTATIVE FOR STRONGWALL DETAILS AND REQT'S.
SYSTEM REQUIRES (2) 1" Ø ANCHOR BOLTS. STRONG WALL TO BE FASTENED DIRECTLY
TO TOP OF CONCRETE. INTERRUPT 2x SILL & SOLE |'S FOR INSTALLATION OF STRONG
WALL.
16.PROVIDE SIMPSON WSWH24 WOOD SHEARWALL. CONTACT SIMPSON STRONG TIE
REPRESENTATIVE FOR STRONGWALL DETAILS AND REQT'S. SYSTEM REQUIRES (2) 1" Ø
ANCHOR BOLTS.
17.PROVIDE SIMPSON CCOQ6-SDS2.5 COLUMN CAP WELDED TO TOP OF PIPE COLUMN w/
3 16" FILLET WELD ALL-AROUND. BREAK SILL | & PT SOLE | & CONNECT DIRECTLY TO
FND. w/ BASE |1 2"x6x6 w/ (2) 12"Øx6" TITEN HD SCREW ANCHORS.
STRUCTURAL KEYNOTE SCHEDULEX
2
KING STUD SCHEDULE
REQ'D. STUDS 3WALL HEIGHT 1 OPENING WIDTH 2
(1) 2x6
0'-0" = < h < 10'-0"
(2) 2x6
10'-0" < h < 12'-0"
(3) 2x6
(2) 2x6
(3) 2x6
NOTES:
1.h = TOTAL STUDWALL HEIGHT, RE: ARCH.
2.w = ROUGH OPENING WIDTH, RE: ARCH.
3.KING STUDS SHALL BE THE SAME SIZE, SPECIES, &
GRADE AS THE SURROUNDING WALL FRAMING.
4.@ ALL EXTERIOR WINDOW & DOOR LOCATIONS PROVIDE
KING STUDS AS INDICATED ABOVE.
5.SPECIAL CALLOUTS INDICATED THUS:
INDICATES NUMBER OF TRIMMER STUDS REQ'D.
INDICATES NUMBER OF KING STUDS REQ'D.
TAKE PRECEDENCE OVER THIS SCHEDULE.
(4) 2x6
(4) 2x6
#K
#T
0'-0" < w < 1'-0"
1'-0" < w < 3'-0"
0'-0" < w < 1'-0"
3'-0" < w < 5'-6"
1'-0" < w < 2'-6"
5'-6" < w < 8'-0"
2'-6" < w < 4'-0"
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ISSUE:DATE:
PERMIT 07/30/21
REVIEWED BY:YMG
DATE:07/30/21
DRAWN BY:LD
DESIGNED BY:EJP
CO
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JOB NUMBER:210644
2535 17th Street
Denver, Colorado 80211
303-783-4797
Fax 303-830-9133
www.anchoreng.com
ANCHOR
ENGINEERING
STRUCTURAL ENGINEERS
S3.0
CITY COMM.08/20/21
REVISION 1 04/04/222
04/20/2022
1 2 3 4 5 6 7 8 9 10 11 12 13
C
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F
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T1
OR
SL
O
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EW
EW
OR
SL
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SL
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SL
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12
1
4"
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12
1
4"
S
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.
FRAMING IN LIGHT-TONE
INDICATES
TIMBER-FRAMING, RE:
TIMBER-FRAME SHOP
DWGS. FOR MORE INFO
R1
R1
[1160# LBS/ 563# LBS]
J1
J1 J1 J1
R1
B1
0
B10
B1
0
B1
1
W1
0
x
1
5
B9
B9
W10x45
B1
0
8
S5.0
7
S5.0
5
S5.0
7
5
TYP.
646
4
S5.0
6
S5.0
4
S5.0
7
STW1
J3
2
3
B1
1
B1
0
B9
6
4
5
TYP.
1
S5.0
2
S5.0
1
S5.0
B10 (2-SPAN CONT.)
1
B1
0
10
S5.0
12
S5.0
C8
B4
10
S5.0
9
S5.0
5K
4T
5K
4T
7
S5.0
6K
3T
6K
3T
4
S5.0
5
TYP.
6
4
5
S5.0
C7
HD11 HD10
HD11
HD12 HD12
HD6
HD12
HD12
HD10 HD11
SW
5
SW
3
SW
4
SW5
SW5SW3
SW3
SW5
SIM.
C7 C7C4
B8
4K
1T
4K
1T
9
10
11
12
C7
1314
TIMBER FRAME MANUF. TO SPECIFY & SUPPLY
ALL TIMBER FRAME TO TIMBER FRAME
CONNECTIONS, TIMBER FRAME TO
WOOD-BEAM CONNECTIONS, & WOOD-BEAM
TO TIMBER FRAME CONNECTIONS, TYP.
NOTE:
B1
0
15
15
16
16
2
2
2
2
2
2
17
17
1/4" = 1'-0"
SECOND FLOOR FRAMING PLAN
NOTES:
1
1.RE: GENERAL NOTES FOR TYPICAL FLOOR & ROOF FRAMING NOTES.
2.RE: SCHEDULES FOR TRUSSES, JOISTS, BEAMS & COLUMNS AS INDICATED BY T#, J#, B# & C#
CALLOUTS.
3. - INDICATES SIMPSON HOLDOWN, RE: SCHEDULE ON S0.1. REFER TO THE PLAN FOR
THE SPECIFIC HARDWARE REQUIRED & LOCATION, TYP.
4.RE: GENERAL NOTES FOR STUD WALL & SHEAR WALL REQ'M. & SHEATHING REQ'M., TYP.
5.TIMBER FRAME MANUFACTURER:
-NUMBERS IN [XXX/XXX] INDICATES ADDITIONAL SERVICE LINE LOAD IN POUNDS PER LINEAR FOOT
(LIVE LOAD/DEAD LOAD) APPLIED TO FLOOR TRUSS SYSTEM FROM SUPPORTED WALL ABOVE.
FLOOR TRUSS MANUFACTURER TO DESIGN FOR ADDITIONAL LOADS INDICATED.
-NUMBERS IN [XXX#/XXX#] INDICATES ADD'L. SERVICE POINT LOAD IN POUNDS (LIVE LOAD/DEAD
LOAD) APPLIED TO FLOOR TRUSS SYSTEM FROM SUPPORTED COLUMN ABOVE. FLOOR TRUSS
MANUF. TO DESIGN FOR ADD'L. LOADS INDICATED.
HD#
COLUMN SCHEDULE
TYPE
C1
CAP / BASE
N/A
SIZE
(3) 2x4
C2 N/A(4) 2x4
C3 N/A(5) 2x4
C4 N/A(3) 2x6
C5 N/A(4) 2x6
C6 N/A(5) 2x6
NOTES:
1.STUD MATERIAL & GRADE TO MATCH STRENGTH PER THE
GENERAL NOTES, U.N.O.
2.COLUMNS SHOWN THUS ON PLAN & NOT CALLED OUT TO BE
DBL. 2x4 IF POST IS LOCATED IN 2x4 WALL FRAMING, DBL. 2x6 IF
LOCATED IN 2x6 WALL FRAMING.
3. - INDICATES POST FROM ABOVE. CONTRACTOR TO ENSURE
THAT POST BEARS DIRECTLY ATOP BEAM BELOW OR CONTINUE
SAME POST THAT IS INDICATED IN UPPER FRAMING PLANS w/
SQUASH BLOCKS BTWN. FLOORS TO THE FND., TYP.
4.RE: APPROPRIATE DETAILS FOR CAP | & BASE | BOLTING REQ'M.
5.SUPPORT ALL EXTERIOR WINDOW & DOOR HEADERS w/
(2) TRIMMER STUDS U.N.O. ONLY (1) TRIMMER IS REQ'D @
OPENINGS < 4'-0" TYP. U.N.O.
6.SPECIAL CALLOUTS INDICATED THUS:
INDICATES NUMBER OF TRIMMER STUDS REQ'D.
INDICATES NUMBER OF KING STUDS REQ'D.
TAKE PRECEDENCE OVER THIS SCHEDULE.
#K
#T
C7 N/A3" STD. STEEL PIPE
C8 RE: PLANHSS4x4x316
BEAM SCHEDULE
TYPE
B1
HANGER
N/A
SIZE
(2) 2x8
B2 N/A(2) 2x10
B3 N/A(2) 2x12
B4 N/A(3) 2x8
B5 N/A(3) 2x10
B6 N/A(3) 2x12
B7 N/A(2) 13 4"x91 2" LVL
B8 N/A(3) 13 4"x91 4" LVL
B9 HU412(2) 13 4"x117 8" LVL
B10 HU612(3) 13 4"x117 8" LVL
NOTE:
1.BEAMS & HEADERS SHOWN ON PLAN & NOT DESIGNATED w/ A
MARK ARE TO BE (2) 2x6. INCREASE TO THREE PLY BEAMS &
HEADERS INSIDE 2x6 WALL FRAMING, TYP. @ CONTRACTOR'S
OPTION, A FULL DEPTH HEADER MAY BE INSTALLED DIRECTLY
BENEATH THE DBL. TOP |. HEADER SIZE NOT TO BE LESS THAN
THAT INDICATED ON PLAN.
2.RE: TO COLUMN SCHEDULE FOR TRIMMER & KING STUD REQ'M.
3.DASHED BEAM TYPES ARE DROPPED, TYPICAL.
4.SIDE LOADED MULTIPLE PLY BEAM CONNECTIONS:
·(2) PLY: NAIL w/ (3) ROWS 16d NAILS @ 12" o.c.
·(3) PLY: (2) ROWS 1 2"` BOLTS @ 16" o.c.
·(4) PLY: (2) ROWS 1 2"` BOLTS @ 12" o.c.
B11 N/A(4) 13 4"x117 8" LVL
NOTES:
1.TRUSSES SHALL BE DESIGNED & SHOP DRAWINGS SHALL BE
PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE
STATE OF COLORADO.
2.GIRDER TRUSSES (GT) SHALL BE SUPPORTED BY QUADRUPLE 2x
GANG STUDS EA. END. STUDS SHALL BE CONT. TO FND. PROVIDE
FULL DEPTH BLOCKING BTWN. FLOORS, TYP.
3.TRUSS MANUF. TO DESIGN & SUPPLY ALL TRUSS-TO-TRUSS,
TRUSS-TO-BEAM, & TRUSS-TO-GIRDER CONNECTIONS, TYP.
4.* RE: ARCH. FOR BOT. CHORD OF ROOF TRUSS PROFILE TYP.
5.TRUSS MANUF. TO DESIGN TRUSSES FOR DEAD LOAD = 15 psf
& SNOW LOAD = 74 psf, TYPICAL.
ROOF TRUSS SCHEDULE
TYPE
T1
HANGER
PER MANUF.
DESCRIPTION/SPACING
ROOF TRUSSES @ 24" o.c.
T2 PER MANUF.JACK TRUSSES @ 24" o.c.
GT PER MANUF.GIRDER TRUSS
HJ PER MANUF.HIP JACK
EW PER MANUF.ENDWALL TRUSS
OR N/A2x6 OUTRIGGERS @ 24" o.c.
R1 LUS282x12 RAFTERS @ 16" o.c.
1.OPEN TO BELOW
2.HATCH INDICATES LOW LANDING.
3.HANGING STAIR LANDING RE: 11/S2.0
4.PURLINS TO BE 3-SPAN CONT. MIN. LAP PURLINS 1'-0" & FASTEN TOGETHER w/ (6) 10d
NAILS.
5.FASTEN EA. 2x PURLIN TO TIMBER RAFTER w/ SIMPSON H3 HURRICANE TIE, TYP.
6.PROVIDE FULL DEPTH BLOCKING BTWN. PURLINS ABOVE TIMBER RAFTERS, TYP.
7.2x8 LEDGER FASTEN TO EA. STUD w/ (2) SIMPSON SDS 1 4"x41 2" WOOD SCREWS.
8.PROVIDE SIMPSON BA3.56/11.88 TOP-FLANGE HANGER AT THIS LOCATION.
9.PROVIDE SIMPSON HB7.12/11.88 TOP-FLANGE HANGER AT THIS LOCATION.
10.PROVIDE SIMPSON WP3.56 H=11.875" OFFSET TOP-FLANGE HANGER @ THIS LOCATION.
11.@ THIS LOCATION, STEEL FABRICATOR TO DESIGN STEEL BEAM TO STEEL BEAM
CONNECTION FOR SERVICE LOAD OF 16.0K.
12.(2) PLIES OF (3) PLY LVL BEAM TO CONT. OVER SUPPORT, RE: NOTE 13 FOR ADDITIONAL
INFO.
13.CONTINUE (2) 13 4"X117 8" LVL BEYOND COLUMN TO FRAME STAIRWAY.
14.@ THIS HOLDOWN LOCATION, PROVIDE 7 8"Ø F1554 THREADED ROD WELDED ALL
AROUND TO STEEL BEAM BELOW.
15.PROVIDE SIMPSON WSWH18 WOOD SHEARWALL PORTAL FRAME SYSTEM. CONTACT
SIMPSON STRONG TIE REPRESENTATIVE FOR STRONGWALL DETAILS AND REQT'S.
SYSTEM REQUIRES (2) 1" Ø ANCHOR BOLTS. STRONG WALL TO BE FASTENED DIRECTLY
TO TOP OF CONCRETE. INTERRUPT 2x SILL & SOLE |'S FOR INSTALLATION OF STRONG
WALL.
16.PROVIDE SIMPSON WSWH24 WOOD SHEARWALL. CONTACT SIMPSON STRONG TIE
REPRESENTATIVE FOR STRONGWALL DETAILS AND REQT'S. SYSTEM REQUIRES (2) 1" Ø
ANCHOR BOLTS.
17.PROVIDE SIMPSON CCOQ6-SDS2.5 COLUMN CAP WELDED TO TOP OF PIPE COLUMN w/
3 16" FILLET WELD ALL-AROUND. BREAK SILL | & PT SOLE | & CONNECT DIRECTLY TO
FND. w/ BASE |1 2"x6x6 w/ (2) 12"Øx6" TITEN HD SCREW ANCHORS.
STRUCTURAL KEYNOTE SCHEDULEX
2
FLOOR JOIST SCHEDULE
TYPE HANGER (TOP FLANGE)SIZE/SPACING HANGER (FACE MOUNT)
J1
J3
117 8" TJI 210's @ 16" o.c.
117 8" BCI 6000's @ 16" o.c.
2x8's @ 16" o.c.
ITS2.06/11.88
ITS2.37/11.88
N/A
NOTE:
1.FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS FOR BLOCKING, BRIDGING, & CANTILEVERED ENDS.
2.JOISTS MAY BE PLACED CONTINUOUSLY OVER SUPPORTS @ CONTRACTOR'S OPTION. PROVIDE BLOCKING BTWN. JOISTS,
TYPICAL OVER BEAMS & BEARING WALLS.
3."I-JOIST" MEMBERS INDICATED BY "TJI" SHALL BE MANUFACTURED BY iLEVEL.
4."I-JOIST" MEMBERS INDICATED BY "BCI" SHALL BE MANUFACTURED BY BOISE ENGINEERED WOOD PRODUCTS.
IUS2.06/11.88
IUS2.37/11.88
LUS26
J2
117 8" TJI 210's @ 12" o.c.
117 8" BCI 6000's @ 12" o.c.
ITS2.06/11.88
ITS2.37/11.88
IUS2.06/11.88
IUS2.37/11.88
KING STUD SCHEDULE
REQ'D. STUDS 3WALL HEIGHT 1 OPENING WIDTH 2
(1) 2x6
0'-0" = < h < 10'-0"
(2) 2x6
10'-0" < h < 12'-0"
(3) 2x6
(2) 2x6
(3) 2x6
NOTES:
1.h = TOTAL STUDWALL HEIGHT, RE: ARCH.
2.w = ROUGH OPENING WIDTH, RE: ARCH.
3.KING STUDS SHALL BE THE SAME SIZE, SPECIES, &
GRADE AS THE SURROUNDING WALL FRAMING.
4.@ ALL EXTERIOR WINDOW & DOOR LOCATIONS PROVIDE
KING STUDS AS INDICATED ABOVE.
5.SPECIAL CALLOUTS INDICATED THUS:
INDICATES NUMBER OF TRIMMER STUDS REQ'D.
INDICATES NUMBER OF KING STUDS REQ'D.
TAKE PRECEDENCE OVER THIS SCHEDULE.
(4) 2x6
(4) 2x6
#K
#T
0'-0" < w < 1'-0"
1'-0" < w < 3'-0"
0'-0" < w < 1'-0"
3'-0" < w < 5'-6"
1'-0" < w < 2'-6"
5'-6" < w < 8'-0"
2'-6" < w < 4'-0"
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ISSUE:DATE:
PERMIT 07/30/21
REVIEWED BY:YMG
DATE:07/30/21
DRAWN BY:LD
DESIGNED BY:EJP
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JOB NUMBER:210644
2535 17th Street
Denver, Colorado 80211
303-783-4797
Fax 303-830-9133
www.anchoreng.com
ANCHOR
ENGINEERING
STRUCTURAL ENGINEERS
S3.1
CITY COMM.08/20/21
REVISION 1 04/04/222
04/20/2022
1 2 3 4 5 6 7 8 9 10 11 12 13
C
D
E
F
G
H
I
A
B
12
1
4"
S
I
P
PE
R
M
A
N
U
F
.
SL
O
P
E
12
1
4"
S
I
P
PE
R
M
A
N
U
F
.
SL
O
P
E
FRAMING IN LIGHT-TONE
INDICATES
TIMBER-FRAMING, RE:
TIMBER-FRAME SHOP
DWGS. FOR MORE INFO
1
S5.0
1
S5.0
2
S5.0
1
S5.0
SW
1
SW
1
SW
2
TIMBER FRAME MANUF. TO SPECIFY & SUPPLY
ALL TIMBER FRAME TO TIMBER FRAME
CONNECTIONS, TIMBER FRAME TO
WOOD-BEAM CONNECTIONS, & WOOD-BEAM
TO TIMBER FRAME CONNECTIONS, TYP.
NOTE:
1/4" = 1'-0"
ROOF FRAMING PLAN
NOTES:
1
1.RE: GENERAL NOTES FOR TYPICAL ROOF FRAMING NOTES.
2.RE: SCHEDULES FOR TRUSSES, BEAMS, & COLUMNS AS INDICATED BY T#, B# & C# CALLOUTS,
FOR BEAMS & COLUMNS THAT ARE NOT CALLED OUT PLEASE SEE NOTES IN SCHEDULES.
3.RE: GENERAL NOTES FOR STUD WALL, SHEAR WALL REQ'M., & SHEATHING REQ'M., TYP.
4.RE: ARCH PLANS FOR ROOF SLOPES.
BEAM SCHEDULE
TYPE
B1
HANGER
N/A
SIZE
(2) 2x8
B2 N/A(2) 2x10
B3 N/A(2) 2x12
B4 N/A(3) 2x8
B5 N/A(3) 2x10
B6 N/A(3) 2x12
B7 N/A(2) 13 4"x91 2" LVL
B8 N/A(3) 13 4"x91 4" LVL
B9 HU412(2) 13 4"x117 8" LVL
B10 HU612(3) 13 4"x117 8" LVL
NOTE:
1.BEAMS & HEADERS SHOWN ON PLAN & NOT DESIGNATED w/ A
MARK ARE TO BE (2) 2x6. INCREASE TO THREE PLY BEAMS &
HEADERS INSIDE 2x6 WALL FRAMING, TYP. @ CONTRACTOR'S
OPTION, A FULL DEPTH HEADER MAY BE INSTALLED DIRECTLY
BENEATH THE DBL. TOP |. HEADER SIZE NOT TO BE LESS THAN
THAT INDICATED ON PLAN.
2.RE: TO COLUMN SCHEDULE FOR TRIMMER & KING STUD REQ'M.
3.DASHED BEAM TYPES ARE DROPPED, TYPICAL.
4.SIDE LOADED MULTIPLE PLY BEAM CONNECTIONS:
·(2) PLY: NAIL w/ (3) ROWS 16d NAILS @ 12" o.c.
·(3) PLY: (2) ROWS 1 2"` BOLTS @ 16" o.c.
·(4) PLY: (2) ROWS 1 2"` BOLTS @ 12" o.c.
B11 N/A(4) 13 4"x117 8" LVL
NOTES:
1.TRUSSES SHALL BE DESIGNED & SHOP DRAWINGS SHALL BE
PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE
STATE OF COLORADO.
2.GIRDER TRUSSES (GT) SHALL BE SUPPORTED BY QUADRUPLE 2x
GANG STUDS EA. END. STUDS SHALL BE CONT. TO FND. PROVIDE
FULL DEPTH BLOCKING BTWN. FLOORS, TYP.
3.TRUSS MANUF. TO DESIGN & SUPPLY ALL TRUSS-TO-TRUSS,
TRUSS-TO-BEAM, & TRUSS-TO-GIRDER CONNECTIONS, TYP.
4.* RE: ARCH. FOR BOT. CHORD OF ROOF TRUSS PROFILE TYP.
5.TRUSS MANUF. TO DESIGN TRUSSES FOR DEAD LOAD = 15 psf
& SNOW LOAD = 74 psf, TYPICAL.
ROOF TRUSS SCHEDULE
TYPE
T1
HANGER
PER MANUF.
DESCRIPTION/SPACING
ROOF TRUSSES @ 24" o.c.
T2 PER MANUF.JACK TRUSSES @ 24" o.c.
GT PER MANUF.GIRDER TRUSS
HJ PER MANUF.HIP JACK
EW PER MANUF.ENDWALL TRUSS
OR N/A2x6 OUTRIGGERS @ 24" o.c.
R1 LUS282x12 RAFTERS @ 16" o.c.
KING STUD SCHEDULE
REQ'D. STUDS 3WALL HEIGHT 1 OPENING WIDTH 2
(1) 2x6
0'-0" = < h < 10'-0"
(2) 2x6
10'-0" < h < 12'-0"
(3) 2x6
(2) 2x6
(3) 2x6
NOTES:
1.h = TOTAL STUDWALL HEIGHT, RE: ARCH.
2.w = ROUGH OPENING WIDTH, RE: ARCH.
3.KING STUDS SHALL BE THE SAME SIZE, SPECIES, &
GRADE AS THE SURROUNDING WALL FRAMING.
4.@ ALL EXTERIOR WINDOW & DOOR LOCATIONS PROVIDE
KING STUDS AS INDICATED ABOVE.
5.SPECIAL CALLOUTS INDICATED THUS:
INDICATES NUMBER OF TRIMMER STUDS REQ'D.
INDICATES NUMBER OF KING STUDS REQ'D.
TAKE PRECEDENCE OVER THIS SCHEDULE.
(4) 2x6
(4) 2x6
#K
#T
0'-0" < w < 1'-0"
1'-0" < w < 3'-0"
0'-0" < w < 1'-0"
3'-0" < w < 5'-6"
1'-0" < w < 2'-6"
5'-6" < w < 8'-0"
2'-6" < w < 4'-0"
COLUMN SCHEDULE
TYPE
C1
CAP / BASE
N/A
SIZE
(3) 2x4
C2 N/A(4) 2x4
C3 N/A(5) 2x4
C4 N/A(3) 2x6
C5 N/A(4) 2x6
C6 N/A(5) 2x6
NOTES:
1.STUD MATERIAL & GRADE TO MATCH STRENGTH PER THE
GENERAL NOTES, U.N.O.
2.COLUMNS SHOWN THUS ON PLAN & NOT CALLED OUT TO BE
DBL. 2x4 IF POST IS LOCATED IN 2x4 WALL FRAMING, DBL. 2x6 IF
LOCATED IN 2x6 WALL FRAMING.
3. - INDICATES POST FROM ABOVE. CONTRACTOR TO ENSURE
THAT POST BEARS DIRECTLY ATOP BEAM BELOW OR CONTINUE
SAME POST THAT IS INDICATED IN UPPER FRAMING PLANS w/
SQUASH BLOCKS BTWN. FLOORS TO THE FND., TYP.
4.RE: APPROPRIATE DETAILS FOR CAP | & BASE | BOLTING REQ'M.
5.SUPPORT ALL EXTERIOR WINDOW & DOOR HEADERS w/
(2) TRIMMER STUDS U.N.O. ONLY (1) TRIMMER IS REQ'D @
OPENINGS < 4'-0" TYP. U.N.O.
6.SPECIAL CALLOUTS INDICATED THUS:
INDICATES NUMBER OF TRIMMER STUDS REQ'D.
INDICATES NUMBER OF KING STUDS REQ'D.
TAKE PRECEDENCE OVER THIS SCHEDULE.
#K
#T
C7 N/A3" STD. STEEL PIPE
C8 RE: PLANHSS4x4x316
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ISSUE:DATE:
PERMIT 07/30/21
REVIEWED BY:YMG
DATE:07/30/21
DRAWN BY:LD
DESIGNED BY:EJP
CO
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JOB NUMBER:210644
2535 17th Street
Denver, Colorado 80211
303-783-4797
Fax 303-830-9133
www.anchoreng.com
ANCHOR
ENGINEERING
STRUCTURAL ENGINEERS
S3.2
CITY COMM.08/20/21
REVISION 1 04/04/222
04/20/2022
SECTION1
3/4" = 1'-0"
SECTION2
3/4" = 1'-0"
SECTION3
3/4" = 1'-0"
SECTION4
3/4" = 1'-0"
SECTION5
3/4" = 1'-0"
CONT. P.T. 2x SILL |
CONC. SLAB,
RE: PLAN
VA
R
I
E
S
1 2" ISOLATION JOINT
(2) #5 CONT. TOP & BOT.
T.O.C.
8"
MI
N
.
RE
:
P
L
A
N
RE: PLAN
MI
N
.
F
R
O
S
T
C
O
V
E
R
,
RE
:
G
E
N
E
R
A
L
N
O
T
E
S
T.O. FTG.
RE: PLAN
EXTERIOR GRADE
VARIES, RE: CIVIL
ANCHOR BOLTS, RE: PLAN/
SHEAR WALL SCHEDULE
RE: SCHED.
ROUGHEN SURFACE
~ FOOTING = ~ FND. WALL
T.O. SLAB
RE: PLAN
STUD WALL, RE: PLAN FOR
STUD & SHEATHING REQ'M.
#4 DOWELS x FULL HEIGHT 8"
@ 18" o.c., ALT. LEGS
CONC. SLAB, RE: PLAN
#4 x 1'-4" SMOOTH
DOWELS @ 16" o.c.
CONC. DRIVE,
RE: ARCH
1 8"/FT. MIN.
SLOPE
1 2" ISOLATION JOINT
(2) #5 CONT. TOP & BOT.
MI
N
.
F
R
O
S
T
C
O
V
E
R
,
RE
:
G
E
N
E
R
A
L
N
O
T
E
S
6"
T.O. FTG.
RE: PLAN
VARIES
RE: CIVIL
RE: SCHED.
~ FOOTING = ~ FND. WALL
ROUGHEN SURFACE
#4 DOWELS x FULL HEIGHT 8"
@ 18" o.c., ALT. LEGS
1'
-
6
"
MI
N
.
EXTERIOR GRADE
VARIES, RE: CIVIL
EDGE NAILING
RE
:
P
L
A
N
36
"
M
I
N
.
8"
MI
N
.
ANCHOR BOLTS EA. FACE, RE:
PLAN/SHEAR WALL SCHEDULE
PROVIDE VAPOR BARRIER
BETWEEN JOIST &
FOUNDATION WALL
#4 VERTS. @ 36" o.c.
FLOOR SHEATHING, RE: PLAN
(2) #5 CONT. @ TOP
T.O.C.
RE: PLAN
RE: PLAN
ROUGHEN
SURFACE
RE: SCHED.
2x STUD WALL, RE: PLAN FOR
LOCATIONS OF SHEAR WALLS
T.O. FTG.
2x SILL |
FLOOR JOISTS, RE: PLAN
P.T. 2x SOLE | EA. FACE
SIMPSON HANGER, RE: PLAN
~ FOOTING = ~ FND. WALL
#4 DOWELS x 3'-4" 6"
@ 18" o.c., ALT. LEGS
EXTERIOR GRADE
VARIES, RE: CIVIL
EDGE NAILING
RE
:
P
L
A
N
36
"
M
I
N
.
8"
MI
N
.
#4 VERTS. @ 36" o.c.
FLOOR SHEATHING, RE: PLAN
(2) #5 CONT. @ TOP
T.O.C.
RE: PLAN
RE: PLAN
ROUGHEN
SURFACE
RE: SCHED.
2x STUD WALL, RE: PLAN FOR
LOCATIONS OF SHEAR WALLS
T.O. FTG.
2x SILL |
FLOOR JOISTS, RE: PLAN
P.T. 2x SOLE |
~ FOOTING = ~ FND. WALL
#4 DOWELS x 3'-4" 6"
@ 18" o.c., ALT. LEGS
1'
-
6
"
M
I
N
.
RE: SCHEDULE FOR
FOOTING REINF.
RE: SCHEDULE FOR
FOOTING REINF.
1'-4"
MAX.
ANCHOR BOLTS EA. FACE, RE:
PLAN/SHEAR WALL SCHEDULE
SECTION6
3/4" = 1'-0"
1'
-
6
"
MI
N
.
EDGE NAILING
RE
:
P
L
A
N
ANCHOR BOLTS EA. FACE, RE:
PLAN/SHEAR WALL SCHEDULE
PROVIDE VAPOR BARRIER
BETWEEN JOIST &
FOUNDATION WALL
#4 VERTS. @ 36" o.c.
FLOOR SHEATHING, RE: PLAN
(2) #5 CONT. @ TOP
T.O.C.
RE: PLAN
RE: PLAN
ROUGHEN
SURFACE
RE: SCHED.
2x STUD WALL, RE: PLAN FOR
LOCATIONS OF SHEAR WALLS
T.O. FTG.
2x SILL |
FLOOR JOISTS, RE: PLAN
P.T. 2x SOLE | EA. FACE
SIMPSON HANGER, RE: PLAN
~ FOOTING = ~ FND. WALL
#4 DOWELS x 3'-4" 6"
@ 18" o.c., ALT. LEGS
RE: SCHEDULE FOR
FOOTING REINF.
T.O. FTG.
RE: PLAN
2"
C
L
R
.
,
T
Y
P
RE: PLAN FOR SIZE & REINF.
1'
-
6
"
MI
N
.
EDGE NAILING
RE
:
P
L
A
N
ANCHOR BOLTS EA. FACE, RE:
PLAN/SHEAR WALL SCHEDULE
PROVIDE VAPOR BARRIER
BETWEEN BEAM &
FOUNDATION WALL, TYP.
FLOOR SHEATHING, RE: PLAN
(2) #5 CONT. @ TOP & BOT.
2x STUD WALL, RE: PLAN FOR
LOCATIONS OF SHEAR WALLS
2x SILL |
FLOOR BEAM, RE: PLAN
P.T. 2x SOLE | EA. FACE
RE: SCHEDULE FOR
FOOTING REINF.
T.O.C.
RE: PLAN
8"6"6"
(5) #4 CLOSED TIES (3) @ 3" o.c.
@ TOP & EQ. SPACED
REMAINDER
STEEL SHIM AS REQUIRED
RE
:
SC
H
E
D
.
#4 VERTS. @ EACH CORNER
OF PILASTER
#4 VERTS. @ 36" o.c.
SIMPSON STRONG WALL
FOUNDATION ATTACHMENT
T.O.C.
RE: PLAN
SIMPSON STRONG
WALL, RE: PLAN
1"` GR.55 ANCHOR ROD,
WELDED TO EMBED | w/
FULL-PEN WELD
EMBED |3 4x8x0'-8" w/ (2) #5x36"
GR.A706 WELDABLE REBAR D.A.S
@ EA. END OF SIMPSON
STRONG-WALL, RE: B/THIS SHEET
LAP (1) #5 FULL-HEIGHT
VERTS. w/ EA. #5 D.A.S.
A
RE: PLAN
B
21 2", TYP.
21
2",
T
Y
P
.
8"
8"
EMBED |
(2) #5x36" D.A.S. w/
FULL-PEN WELDS
SECTION7
3/4" = 1'-0"
(3) #3 CLOSED TIES @ 2"
o.c. @ TOP
RE: 1/THIS SHEET FOR TYP.
WALL REINF. NOT SHOWN HERE
SECTION8
3/4" = 1'-0"
SECTION9
3/4" = 1'-0"
SECTION10
3/4" = 1'-0"
#4 VERTS. TYP. SHOWN THUS
(5) #4 CLOSED TIES (3) @ 3" o.c.
@ TOP & EQ. SPACED
REMAINDERCONC. FOUNDATION WALL
RE: PLAN FOR
PILASTER DIMS #4 VERTS. TYP. SHOWN THUS
(5) #4 CLOSED TIES (3) @ 3" o.c.
@ TOP & EQ. SPACED
REMAINDERCONC. FOUNDATION WALL
#4 VERTS. TYP. SHOWN THUS
(5) #4 CLOSED TIES (3) @ 3" o.c.
@ TOP & EQ. SPACED
REMAINDER
CONC. FOUNDATION WALL
RE: PLAN FOR
PILASTER DIMS
RE: PLAN FOR
PILASTER DIMS
RE: 1/THIS SHEET
FOR TYP. WALL
REINF. REQT'S NOT
SHOWN HERE
RE: 1/THIS SHEET
FOR TYP. WALL
REINF. REQT'S NOT
SHOWN HERE
RE: 1/THIS SHEET
FOR TYP. WALL
REINF. REQT'S NOT
SHOWN HERE
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ISSUE:DATE:
PERMIT 07/30/21
REVIEWED BY:YMG
DATE:07/30/21
DRAWN BY:LD
DESIGNED BY:EJP
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JOB NUMBER:210644
2535 17th Street
Denver, Colorado 80211
303-783-4797
Fax 303-830-9133
www.anchoreng.com
ANCHOR
ENGINEERING
STRUCTURAL ENGINEERS
S4.0
CITY COMM.08/20/21
REVISION 1 04/04/22
04/20/2022
SECTION1
3/4" = 1'-0"
SECTION2
3/4" = 1'-0"
STRUCTURAL ROOF
SHEATHING, RE: PLAN
GABLE END WALL TRUSS
PROVIDE 2x4 STRONG BACKS @ 16"
o.c. (FOR GABLE HEIGHTS OVER
6'-0", NAIL THROUGH FLAT END
WALL TRUSS WEB INTO STRONG
BACK w/ 16d NAILS @ 6" o.c.)
TOE-NAIL OUTRIGGER TO TRUSS
TOP CHORD w/ (2) 16d NAILS
OUTRIGGERS NOT REQ'D.
WHERE EAVE OVERHANG < 9"
STUD WALL, RE: PLAN FOR
STUD & SHEATHING REQ'M.
RE: ARCH FOR
FASCIA & SOFFIT
DETAILS
2x BLOCKING BTWN. TRUSSES,
TYP. (OMIT EVERY THIRD BAY FOR
VENTILATION). FASTEN TO TOP |
PER SHEAR WALL SCHEDULE FOR
SOLE | NAILING OF WALL BELOW
STRUCTURAL ROOF
SHEATHING, RE: PLAN
WOOD ROOF TRUSS,
RE: PLAN
DBL. 2x TOP | CONT.
(4'-0" LAP SPLICES MIN.)
SIMPSON ANCHOR @ EA. TRUSS,
SELECT TO RESIST UPLIFT
INDICATED IN TRUSS SHOPS
CEILING, RE: ARCH, TYP.
VARIES, RE: ARCH
BOUNDARY NAILING,
RE: PLAN
RE: GENERAL NOTES FOR
BOUNDARY & EDGE NAILING
NOT SHOWN HERE
WHERE HEEL HEIGHT EXCEEDS 12", 2x12
BLOCKING TO BE INSTALLED FLUSH w/ THE
UNDERSIDE OF THE ROOF SHEATHING.
WALL SHEATHING MUST RUN BTWN.
TRUSSES TO THE TOP OF BLOCKING &
BOUNDARY NAILING MUST BE PROVIDED
WOOD HEADER WHERE
APPLICABLE, RE: PLAN
BOUNDARY
NAILING,
RE: PLAN
DBL. 2x TOP | CONT.
(4'-0" LAP SPLICES MIN.)
STUD WALL, RE: PLAN FOR
STUD & SHEATHING REQ'M.
4
5
°
±
ROOF TRUSS ON WALL
PERPENDICULAR CONDITION
ROOF TRUSS ON WALL
GABLE CONDITION
ROOF TRUSSES,
RE: PLAN
2x4 KICKER BRACING @ RIDGE OF
GABLE END TRUSS & @ 10'-0" o.c.
BOTH SIDES OF RIDGE, PROVIDE
ONLY WHERE GABLE END HEIGHT
EXCEEDS 8'-0"
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PROVIDE CONT. 2x4 LATERAL
BRACE @ 4'-0" o.c. ALONG KICKER
BRACE (ONLY REQ'D. FOR BRACES
GREATER THAN 8'-0" LONG)
WOOD HEADER WHERE
APPLICABLE, RE: PLAN
FASCIA, RE: ARCH
2x OUTRIGGERS,
RE: PLAN
RE: GENERAL NOTES FOR
BOUNDARY & EDGE NAILING
NOT SHOWN HERE
SIMPSON A35 TO DBL. TOP |
2x BLOCKING BETWEEN TOP
CHORD OF TRUSSES. CONNECT
TO TOP CHORD w/ SIMPSON A34
EA. SIDE. FASTEN SHEATHING TO
BLOCKING w/ 8d NAILS @3" o.c.
(5) 10d NAILS FROM KICKER TO
2x BLOCKING BETWEEN
TRUSSES
SECTION3
3/4" = 1'-0"
SECTION4
3/4" = 1'-0"
SECTION5
3/4" = 1'-0"
SECTION10
3/4" = 1'-0"
SECTION9
3/4" = 1'-0"
SECTION8
3/4" = 1'-0"
SECTION7
3/4" = 1'-0"
SECTION6
3/4" = 1'-0"
RE: ARCH FOR FASCIA
& SOFFIT DETAILS
2'-0" MAX., RE: ARCH
STRUCTURAL INSULATED
PANEL (SIP) & CONNECTIONS
BY OTHERS, RE: PLAN
BOUNDARY NAILING w/ SIP
FASTENERS PER SIP MANUF. RE:
SHEARWALL SCHEDULE FOR PLF
LATERAL LOAD REQT'S
STUD WALL, RE: PLAN FOR
STUD & SHEATHING REQ'M
RE: A
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C
H
.
SLOP
E
DBL. 2x TOP | CONT.
(4'-0" LAP SPLICES MIN.)
WOOD HEADER WHERE
APPLICABLE, RE: PLAN
CONT. BEVELED |
TIMBERFRAME BY OTHERS
RE: ARCH FOR FASCIA
& SOFFIT DETAILS
RE: ARCH
STUD WALL, RE: PLAN FOR
STUD & SHEATHING REQ'M
DBL. 2x TOP | CONT.
(4'-0" LAP SPLICES MIN.)
WOOD HEADER WHERE
APPLICABLE, RE: PLAN
TIMBERFRAME BY OTHERS
STRUCTURAL INSULATED
PANEL (SIP) & CONNECTIONS
BY OTHERS, RE: PLAN
RE: ARCH FOR FASCIA
& SOFFIT DETAILS
TIMBERFRAME BY OTHERS
STRUCTURAL ROOF
SHEATHING, RE: PLAN
BOUNDARY NAILING,
RE: PLAN
2x FULL DEPTH BLOCKING
ABOVE TIMBER FRAME
RAFTERS
WOOD PURLINS RE: PLAN
SIMPSON HURRICANE
TIE @ EA. RAFTER RE:
PLAN
RE: ARCH FOR FASCIA
& SOFFIT DETAILS
TIMBERFRAME BY OTHERS
STRUCTURAL ROOF
SHEATHING, RE: PLAN
BOUNDARY NAILING,
RE: PLAN
2x FULL DEPTH BLOCKING
ABOVE TIMBER FRAME
RAFTERS
WOOD PURLINS RE: PLAN
SIMPSON HURRICANE
TIE @ EA. RAFTER RE:
PLAN
STRUCTURAL INSULATED
PANEL (SIP) & CONNECTIONS
BY OTHERS, RE: PLAN
2x BLOCKING BTWN STUDS
FOR ATTACHMENT OF
SIMPSON STRAP
SIMPSON CS16x4'-0" ATOP
DBL. TOP | CENTERED ON
TIMBER BEAM
SIMPSON CS16x4'-0"
CENTERED ON TIMBER BEAM,
FILL ALL NAIL HOLES
STUD WALL, RE: PLAN FOR
STUD & SHEATHING REQ'M
PROVIDE ADDITIONAL 2x
STUD @ BROKEN DBL. TOP |
AS RESULT OF TIMBER BEAM
DBL 2x TOP | BREAK @
TIMBER FRAME BEAM, RE:
1/THIS SHEET FOR LAP
SPLICE REQT'S.
RE: 3/THIS SHEET FOR
BREAK IN DBL. TOP |
REQTS. AT TIMBER
FRAME BEAM LOCATIONS
RE: ARCH.
SLOPE
BOUNDARY NAILING,
RE: PLAN
BOUNDARY NAILING,
RE: PLAN
WOOD HEADER WHERE
APPLICABLE, RE: PLAN
FLOOR JOIST, RE: PLAN
FOR SIZE & ORIENTATION
2x SOLE | FASTENED TO RIM BOARD
BELOW PER SHEAR WALL SCHEDULE
DBL. 2x TOP | CONT.
(4'-0" LAP SPLICES MIN.)
FLOOR SHEATHING, RE: PLAN
11 4" APA RATED RIM BOARDBOUNDARY NAILING,
RE: PLAN
STUD WALL, RE: PLAN FOR
STUD & SHEATHING REQ'M.
STUD WALL, RE: PLAN FOR
STUD & SHEATHING REQ'M.
SHEATHING SPLICE
LOCATION
BOUNDARY NAILING,
RE: PLAN
RE: 8 & 9/THIS SHEET FOR
BOUNDARY & EDGE NAILING
NOT SHOWN HERE
WOOD HEADER WHERE
APPLICABLE, RE: PLAN
FLOOR JOIST, RE: PLAN
FOR SIZE & ORIENTATION
2x SOLE | FASTENED TO RIM BOARD
BELOW PER SHEAR WALL SCHEDULE
DBL. 2x TOP | CONT.
(4'-0" LAP SPLICES MIN.)
FLOOR SHEATHING, RE: PLAN
11 4" APA RATED RIM BOARD
STUD WALL, RE: PLAN FOR
STUD & SHEATHING REQ'M.
STUD WALL, RE: PLAN FOR
STUD & SHEATHING REQ'M.
SOLID BLOCKING
BTWN. TRUSSES w/
(2) 16d PER STUD
BOUNDARY NAILING,
RE: PLAN
PROVIDE HANGER
PER TRUSS MANUF.
RE
:
A
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C
H
(2) SIMPSON
CS16 x 30"
LANDING JOIST,
RE: PLAN
LANDING BEAM,
RE: PLAN
FLOOR SHEATHING,
RE: PLAN
FLOOR BEAM,
RE: PLAN
FLOOR JOIST
BEYOND
SIMPSON CMST16 STRAP
x 30", BOTH SIDES
(3) 2x4
MEMBER
FLOOR SHEATHING,
RE: PLAN
HANGING STAIR LANDING
SIMPSON HUSC26-2
SECTION12
3/4" = 1'-0"
SECTION11
3/4" = 1'-0"
SOLID BLOCKING FASTENED
TO STEEL BEAM w/ (2) ROWS
OF 1 2"` THREADED STUDS OR
THRU-BOLTS @ 24" o.c. MAX.
FLOOR JOIST, RE: PLAN
FLOOR SHEATHING,
RE: PLAN
SIMPSON HANGER (EA. SIDE),
RE: PLAN
2x DOUG-FIR OR 112" LSL
FULL BEAM WIDTH NAILER
|, FASTEN TO BEAM w/
MIN. 0.145"` P.A.F. @ 16"
o.c. (2 ROWS)
STRUCTURAL ROOF
SHEATHING, RE: PLAN
2x FULL DEPTH BLOCKING
ABOVE TIMBER FRAME
RAFTERS
WOOD PURLINS RE: PLAN
TIMBERFRAME BY OTHERSSTUD WALL, RE: PLAN FOR
STUD & SHEATHING REQ'M
DBL. 2x TOP | CONT.
(4'-0" LAP SPLICES MIN.)
STRUCTURAL INSULATED
PANEL (SIP) & CONNECTIONS
BY OTHERS, RE: PLAN
BOUNDARY NAILING,
RE: PLAN
STRUCTURAL ROOF
SHEATHING, RE: PLAN
SIMPSON HURRICANE
TIE @ EA. RAFTER RE:
PLAN
BOUNDARY NAILING,
RE: PLAN
SIMPSON A35 @ 12" o.c. FULL
LENGTH OF WALL
BOUNDARY FASTENING PER
TIMBER FRAME MANUF.
BOUNDARY FASTENING PER
TIMBER FRAME MANUF.
BOUNDARY FASTENING PER
TIMBER FRAME MANUF.
TRUSS MANUF. TO SPECIFY & SUPPLY ALL
TRUSS TO TRUSS CONNECTIONS, TRUSS
TO WOOD-BEAM CONNECTIONS, &
WOOD-BEAM TO TRUSS CONNECTIONS
NOTE:
TIMBER FRAME MANUF. TO SPECIFY & SUPPLY
ALL TIMBER FRAME TO TIMBER FRAME
CONNECTIONS, TIMBER FRAME TO
WOOD-BEAM CONNECTIONS, & WOOD-BEAM
TO TIMBER FRAME CONNECTIONS, TYP.
NOTE:
BOUNDARY NAILING w/ SIP
FASTENERS PER SIP MANUF. RE:
SHEARWALL SCHEDULE FOR PLF
LATERAL LOAD REQT'S
BOUNDARY NAILING w/ SIP
FASTENERS PER SIP MANUF. RE:
SHEARWALL SCHEDULE FOR PLF
LATERAL LOAD REQT'S
BOUNDARY NAILING w/ SIP
FASTENERS PER SIP MANUF. RE:
SHEARWALL SCHEDULE FOR PLF
LATERAL LOAD REQT'S
41
2"
2"
2"
33
8"
PROVIDE 11 4"x 117 8
LSL BLOCKING
BTWN JOIST
41
2"
2"
2"
2x10 WOOD LEDGER FASTEN TO LSL RIM
BOARD & BLOCKING w/ (2) SIMPSON
SDWS22400DB TIMBER SCREWS @ 6" o.c.
SIMPSON SDWS22400DB
TIMBER SCREWS TYP.
SHOWN THUS, FULL
LENGTH OF LEDGER
LSL RIM BOARD &
ADDITIONAL LSL
BLOCKING
TOP OF LSL RIM/LSL BLOCKING
A
A
VIEW A-A
BOTT. OF 2x10 WOOD LEDGER
6"6"6"6"6"
TOP OF 2x 10 LEDGER
BOTT. OF LSL RIM/LSL BL0CKING
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8
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5
1
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ISSUE:DATE:
PERMIT 07/30/21
REVIEWED BY:YMG
DATE:07/30/21
DRAWN BY:LD
DESIGNED BY:EJP
CO
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20
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JOB NUMBER:210644
2535 17th Street
Denver, Colorado 80211
303-783-4797
Fax 303-830-9133
www.anchoreng.com
ANCHOR
ENGINEERING
STRUCTURAL ENGINEERS
S5.0
CITY COMM.08/20/21
REVISION 1 04/04/22
04/20/2022