HomeMy WebLinkAboutFile Documents.1001 E Cooper Ave.0039.2019 (21).ARBK PROJECT DESCRIPTION CAST-IN-PLACE CONCRETE ABBREVIATIONS ABBREVIATIONS PLAN KEYS AND SYMBOLS
STRUCTURAL DESIGN CRITERIA
1. Project consists of remodel to an existing structure,with(2)levels above GENERAL: ELEVATION VIEW
Building Code:2015 International Building Code (Note 1) AB anchor bolt 1 1=DRAFTING NUMBER
grade and no levels below grade. Foundations consist of spread footings 1. All concrete work shall conform to ACI318 and ACI 301 and tolerances s1o1 SIOI=SHEET NUMBER
and cast inplace foundation walls.Superstructure is I wood OSB floor Local Jurisdiction:Cityof Aspen ADDNL additional L length
p p y / p shall conform to ACI 117 unless noted otherwise. Contractor shall keep a aFF above finish floor Lai lateral
sheathing on wood framing. Building Category:II copy of these references on site at all times. ALT alternate LBS pounds WALL/BUILDING SECTION
2. This description is forgeneral orientation only.The General Contractor is 2. Concrete Compressive Strength-See"Concrete Mix Design ARCH architectural LLH longleghorizontal S101 I=DRAFTING NUMBER
P Snow Loading (Notes 2,3,4,6) P g g SIOI=SHEET NUMBER
responsible for all scope items described in the drawings and project Requirements"Table LLV long leg vertical
Ground Snow Load,Pg 100 PSF BLDG building LONG longitudinal �� SECTION CUT rowland broughton
specifications as well as for all material and labor that can reasonably be 3. Materials-See"Concrete Materials Designation"table +
Minimum Flat Roof Snow Load,Pf 70 PSF BM beam LSL laminated strand lumber 1=DRAFTING NUMBER
inferred there from. 5101 Siot=SHEET NUMBER architecture/urban design/interior design
Importance Factor,Is 1.0 BOT,B/,BOx bottom of(S=slab,C=conc,etc) LVL laminated manor lumber
TESTING: BRG bearing LW,LWT lightweight 234 a hopkins ave. 1830 blake st,ste 200
GENERAL APPLICATION Terrain Category B 1. Tests and inspections shall be performed in compliance with ACI 301 and BS both sides DETAIL CALL OUT aspen,co 81611 denver,co 80202
1. These drawings must be used in conjunction with the architectural SI01 1=DRAFTING NUMBER 970.544.90060 303.308.13730
drawings on the project to clearly define all requirements for construction. Exposure Factor,Ce 1.0 Chapter 17 of the IBC.See Special Inspections. BTWN between HAS masonry SIDE=SHEET NUMBER 970.544.3473 f 303.308.1375 f
2. Concrete shall not beplaced until reinforcingand embedded items have MAX maximum
Thermal Factor,Ct 1.0 Consultants:
2. No Contractor should attempt to bid nor Construct any portion of this CFS cold-formed steel MECH mechanical A ADDENDUM NUMBER
been inspected by the owner's independent inspection agency and/or the DUD
project without consulting the project architectural,mechanical,and Slope Factor,Cs 1.0 CIP cast-in-place HER manufacturer
electrical documents. Floor Dead Load 10 PSF special inspector. / j ///� STEPS AND SLOPES IN DECKS&SLABS %•••••1 KL A Inc4 Structural Erafinactra and .
CJ construction control dint MIN minimum
3. See"Special Inspections and Testing"Table. CJP complete joint penetration MTL metal YY"=STEP HEIGHT /Il�0i/ �a�m e��.
3. All things which,in the opinion of the Contractor,appear to be Floor Live Load 40 PSF CLR clear _deficiencies,omissions,contradictions or ambiguities in the drawings shall Foundations SUBMITTALS: c,uu concrete masonry unit (N) new construction `"""• •�'°`°"'F.M.BVM11g1"
be brought to the attention of the Structural Engineer.Corrections or COL column No Number REFERENCE ELEVATION CALLOUT
Allowable Bearing Capacity 2000 PSF 1. Submittals shall conform to ACI 301. REFERENCE=T/OBJECT OR Issue:Revision 1
written interpretations shall be issued before affected work may proceed. CONC concrete NOM nominal XXX'-YY" B/oBJECT
4. The Contractor shall inform the Structural Engineer,clearly and explicitly Minimum Frost Depth 42 IN 2. Submittals for all concrete shall include: mix designs,construction joint CONN connection NS near side XXX'-YY"=OBJECT ELEVATION
NOTES: locations,reinforcing,embedded items,and MEP sleeves and CONST construction NW,NWT normal weight
in writing of any deviation or substitution from requirements of the 1. The governing building code defines the applicable edition of referenced penetrations. CONY continuous WALL STEP
contract documents.Contractor shall not be relieved of any requirement codes and standards.Where governing building code does not define 3. Submittals for architecturallyexposed concrete shall also include:form DC on center SHADED REGION POINTS TO LOW
of the contract documents by virtue of the Structural Engineer's review of P SIDE OF WALL
referenced codes and standards,the latest edition shall be used. facing materials and mock-ups if required by the Architect. D depth OF outside face
shop drawings,project data,etc.,unless the Contractor has clearly and 2. Minimum flat roof snow load according to the City of Aspen Building DIA,0 diameter OH opposite hand C LEDGE STEP
4. Reinforcing shop drawings shall include placement drawings 1/8"=1'-0" - SHADED REGION POINTS TO LOW
explicitly informed the Structural Engineer in writing of any deviations or Department. DIM dimension OPNG opening SIDE OF LEDGE
Substitutions at time of submission. 3. All snow loads on the structure for both flat and sloped roofs are minimum scale complete with wall elevations and slab plans. Include DK deck
calculated in accordance with the 2015 IBC and based on the ground special reinforcement required at openings through concrete structure. DTI. detail PAF powder actuated fastener COLUMN TYPE
snow load stated above.Roof snow loads consider the following load Include all accessories specified and required to support reinforcement. DWGS drawings PC precast Gt' CX=COLUMN TYPE,RE:SCHEDULE
EXISTING CONSTRUCTION BPX=BASE PLATE,RE:SCHEDULE
H conditions:partial loading,unbalanced roof snow loads,snow drifting, Detailing of reinforcing shall confirm to ACISP-66. DWL dowel PERP perpendicular 9R xxK=TRANSFER LOAD
z 1. All information,dimensions,elevations,etc.shall be considered and sliding snow. PERT pre-engineered roof truss
`' approximate and shall be field verified by contractor prior to ordering or 4. Minimum uniform and concentrated live loads as well as partition loads 5. Embed shop drawings shall include placement drawings 1/8"=l'-0" P g ++�
minimum scale locatingall embed plates,anchors,and anchor bolts for (E) existing construction PJP partial joint penetration
_='' fabricatingmaterial. and applicable live load reductions are determined according to Section
crEA each PL, R plate DIRECTION OF DECK SPAN OR
<o 1607 of the IBC. structural and non-structural components attaching to concrete.
W= 2. Report all discrepancies to the General Contractor and Architect/Engineer. EF each face PLF pounds per lineal foot DIRECTION OF REINFORCING
W a; 5. See Load Keys for numerical definition and area designation of snow,live, Contractor is responsible for coordinating with all trades for determining EJ expansion dint PSL parallel strand lumber
W 3. Inasmuch as the addition to remodeling,retrofit,renovation orP j
x Q and other gravity loads used in design. HI WOOD JOIST HANGER
S ' rehabilitation of an existing building requires that certain assumptions be the need for embeds and locations. Post installed anchors are not ELEV elevation Pr post-tensioning HI=JOIST HANGER TYPE,
$o allowed unless approved by the structural engineer during the shop EOx edge of(s=slab,C=conc,etc) PT pressure treated RE:SCHEDULE
z made regarding existing conditions,the contractor must immediately
oar submittal process. EW
X each way - KO KEYED NOTE
notify the structural engineer if any existing condition deviates from thoseEXP expansion RE: reference K=KEYED NOTE,RE:SCHEDULE
NN indicated in the contract documents. EXT exterior REINF reinforcement
z N o 4. Contractor shall verify all existing conditions prior to ordering materials or QUALITY ASSURANCE FORMING: READ required
�? SECTIONS AND DETAILS
y 1. The Contractor is responsible for quality assurance,including 1. Provide void forms under foundation elements as shown on the drawings. FON foundation RET retaining
.?_ 1.-..' proceeding with new work in areas affected by existing conditions. - CIP CONCRETE
o L Structural Engineer shall be informed in writing of conflicts between workmanship and materials furnished by subcontractors and suppliers. 2. All formwork shall conform to Class B finish in accordance with ACI 117 FLR floor '
vWi"o 2. Inspection or testing by the Owner does not relieve the Contractor of his unless noted otherwise by architectural drawings. Refer to architectural Fox face of(s=slab,C=conc,etc) SC slip critical
o existing and proposed new construction. FS far side SCHED schedule
m z 5. No openings nor any changes or additions shall be made in any existing responsibility to perform the work in accordance with the Contract drawings for architectural finish concrete. FTC footing SCL structural composite lumber (E)CONSTRUCTION
H 33 structural elements without written approval of the Structural Engineer. Documents. 3. All construction joints shown on the drawings shall be incorporated into SIP structural insulated panel \
W z 3. Workmanship:The Contractor is responsible and shall bear the cost of the structure unless elimination is approved by the Structural Engineer. GA gage SOG slab on grade \
a Where the function of an existing element as structural or non-structural
W o correctingwork which does not conform to the specified requirements. Additional joints required to facilitate construction shall be located at GB grade beam SPA spacing
x is unclear,the determination of its function will be made solely by the P q \\'\� SOIL FILL
N o N o structural engineer. 4. Correct deficient work by means acceptable to the Architect.The cost of points of minimum shear and shall be detailed on reinforcing shop cc general contractor STFNR stiffener
extra work incurred bythe Architect to approve corrective work shall be drawings for review. Locate vertical ingirders,beams,grade GEN general STL steel \ \
NNw pp gjoints `\ i\ .
c c�z c., GLB glulam SURFER subfloor
W? MISCELLANEOUS NOTES borne by the Contractor. beams,joists,walls and slabs within the middle third between supports - UNDISTURBED SOIL
=o K 1 1. The Contractor is solelyresponsible for all safetyregulations,programs designed and detailed with dowels and keys for transfer of design shear, HDG hot dipgalvanize T/,TOx to of(S=slab,C=conc,etc 1111
P g P g / P I
and precautions related to all work on this project. QUALITY CONTROL unless noted otherwise. Reinforcing shall pass continuously through HDR header THK thickness I1 1 1
W z W 2. The Contractor is solely responsible for the protection of persons and 1. The Owner's Testing Agency shall perform testing and special inspections construction joints.Where joints are shown as roughened,mechanically HK hook TL transfer load
Q`_' required bythe structural documents,buildingcode and the local roughen surface to 1/4"amplitude clean and free of laitance. HORIZ horizontal TRAN transverse
W m'� property either on or adjacent to the project and shall protect it against q g P
m o W HSA headed stud anchor TYP typical WALLS AND COLUMNS
c c o; injury,damage,or loss. authority.The Testing Agency shall comply with ASTM E329 and upon 4. Unless otherwise shown in the architectural drawings,provide chamfers
W%< CIP CONCRETE WALL ABOVE
c_m 3. Means and methods of construction and erection of structural materials completion of work,the Testing Agency shall furnish a certificate of at all columns,beams,walls,and slab edges that are exposed to view in IF inside face UNO unless noted otherwise
Q compliance,signed bytheprofessional engineer overseeingspecial the finished structure. - I I WOOD WALL ABOVE
o are solely the Contractor's responsibility. P g g P INT interior
o g 4. The structure is designed to function as a unit upon completion of inspections and testing.The professional engineer must be registered and 5. Unless otherwise shown in the architectural drawings,provide drip edges VERT vertical L\\\\\\) (E)CONSTRUCTION ABOVE
m=@ licensed in the state where the project is located. at the underside of all exposed slab edges. JST joist VIF verify in field r
o,n construction of the project and then,only to support the design loads P 1 P g WALL BELOW(ALL MATERIALS)
o z indicated.The contractor is responsible for means,methods and sequence 2. The individual employed by the Testing Agency,responsible for 6. Locate door openings,window openings,MEP openings,drip slots, JY joint w width WALL ABOVE W/WINDOW
zQ of construction and the adequacy of the structure to support loads overseeing testing and inspection of soils and foundations shall be a reglets,brick ledges,curbs,and ledges per architectural drawings. For
o z 9 Y PP KIP,K 1000 pounds WP work point = _ WALL ABOVE W/DOOR
z o s occurring during construction of the project.Furnish all temporary professional engineer practicing the discipline of geotechnical openings not dimensioned on structural drawings refer to architectural KLF 1000 pounds per lineal foot WWF welded wire fabric
mbracing,shoring,and/or support as may be required. engineering,referred to as the Geotechnical Engineer in the structural drawings. ®®® WOOD COLUMN ABOVE
Wportion of the construction documents.The Geotechnical Engineer is 1 ❑t l 4;,,El(�,i COLUMNS BELOW(ALL MATERIALS)
z W 5. No openings,nor any change in size,dimension or location shall be made g �- �
• m responsibleforand REINFORCING AND EMBEDDED ITEMS: CONCRETE MIX DESIGN REQUIREMENTS
<2 in any structural element without written approval of the Structuraltesting inspectionsQ *CIP CONCRETE SHOWN;GRAPHICS APPLY TO OTHER WALL
a_o Engineer. for conformance to the foundation design and the geotechnical report. 1. Provide standard hooks on bars terminating at a concrete face unless Cement Max Max Air r•z a Exposure MATERIALS
Element f'c(psi) Slump
W 6. Openings 1'-4'or less on a side are generally not shown on the structural See foundation section of the general notes. noted such as at edges of openings,slab edges,expansion joints,ends of Type W/C Agg Content Class
0 o ti drawings.Refer to drawings of other consultants for such openings. 3. See special inspections section of the general notes for required testing beams,and ends of walls. Footings a000,Nw /Il - 3/a^ _ 4„ F1,C0 WOOD FRAMING
z_zz g gso.wo
5, 7. Openings through floors and/or roofs for passage of utilities are not and inspection. 2. Unless noted otherwise,provide(2)#5's at each side of openings. Extend TABLE FOOTNOTES: ------- BEAM/GIRDER VILLAGER 2
w located nor dimensioned on structural drawings.Contractor shall obtain 2'-0"beyond edges of opening. 1. Minimum air content equals 5%if concrete is exposed to freezing temperature JOIST/RAFTER
0 o j STRUCTURAL OBSERVATIONS 3. Unless noted,splice continuous top and bottom bars in grade beams and and moisture regardless of value indicated in table.
'm N and coordinate such locations and dimensions with the contractor 2. Tolerance on air content as delivered shall be+/-1.5%for fc<=5000 psi,1.0%for y
requiring the opening. 1. Per IBC 2015 1704.6,the owner shall employ a registered design walls as follows:top bars at mid-span,bottom bars over support. WOOD SHEAR WALL PLAN KEYi(� � l�r
o q g p g rc>s000 psi U L5
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awaive structural observations.Structural observations
Q 8. Show all openings through structural members on shop drawings and professionalperform4. Splice bars with class B contact laps per the reinforcing contact lap splice 3. Slump tolerances as follows(ACI , SHEAR WALL ABOVE FLOOR/ROOF �,
isubmit for review.Openings not shown on structural drawings are subject do not include or waive the Special Inspection requirements. length table,unless noted otherwise. Specified Slump not greater than 4"=+/-1" . . SHEAR WALL BELOW FLOOR/ROOF 06/17/2019 J
"�o to acceptance and shall be specifically indicated for review and 5. Splice welded wire fabric by lapping one full mesh space plus 2". Specified Slump more than 4" =+/-11/2"
z z P P YSHEAR WALL ABOVE&BELOW
0 o z FOUNDATIONS 6. Unless noted,provide continuous reinforcing around corners and through Where Slump is specified as a range=No Tolerance FLOOR/ROOF ( }.
acceptance.
ismGENERAL: construction joints,control contractionjoints,and between See ACI 301 for slump of concrete before addition of plasticizers or high-range tonyf
o; 9. Verifyelevatorpit dimensions,locations,loadings,and details with the joints, jointsO WOOD SHEAR WALL DESIGNATION AND
0 0 g1. The foundations have been designed based on the design criteria and the water reducing admixtures A 0" MINIMUM REQUIRED LENGTH
�_� elevator supplier prior to the fabrication and/or installation of any g g all abutting members.Provide epoxy coated reinforcing through 4. Refer to concrete column schedule for additional strength requirements
y Geotechnical Report referenced in the Structural Design Criteria section. construction joints at garage slabs and slabs exposed to de-icers. RE:SHEAR WALL SCHEDULE
Lg o ti material. GENERAL CONCRETE MIX NOTES: A HOLD DOWN FOR WOOD SHEAR WALL
..W Earthwork and foundation soil preparation shall be performed to provide 7. Masonry Dowels: provide,place,and space to match masonry horizontal 1, Strength
o 5 10.Fireproofing of structural elements is not shown on the structuralwis(fc)is the 28 day compressive strength at 28 days unless noted RE:HOLD DOWN SCHEDULE ``��������
soil properties meeting the design criteria. and vertical reinforcing. otherwise or compressive strength at the specified age. ���4 drawings. Refer to the specifications and architectural documents. pD0 L/
z m 2. The Geotechnical Engineer shall inspect and test soils,earthwork and 8. Weldingof reinforcingisprohibited,unless noted otherwise and shall 2. Concrete is normal weight concrete unless noted otherwise.Normal weight OP•,.......CF II
o z h 11.Do not scale these drawings,use the dimensions shown.In case of g "••.�s jl/
x o ofoundations-see special inspection and quality assurance sections of the conform to ASTM A706. concrete(NW)shall have a dry density of 145±5 pcf unless noted otherwise. . ,• P' F//
ti h z conflict,request clarification from architect and structural engineer. 3. Required minimum average splitting[ensile strength=6.7*v(f'c)regardless of % e•� 0/
z W M general notes.Prior to placing foundations and slabs-on-grade,obtain 9. Provide embeds(including anchors)for all supporting structural and non- q g P g g
i 12 priortreview by Sural tucturalnEngineer.lons,or repairs shall be Submit details and calculationse
approval from the Geotechnical Engineer indicating earthwork and soil structural elements includingbut not limited to hand rails,canopies, concreteas shall be in accordance with ACI 301. �/Q'•.-• 8?J2019:J�j P 4. Mix designs
15 preparation has been performed adequately to conform to the foundation / ,c' /...
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o-o prepared byaprofessional engineer registered instate whereproject is window washing davits,miscellaneous steel,bollards,etc. 5. Exposure class indicates the severity of the anticipated exposure of concrete
Z W P P 8 gdesign criteria. LLI Fs ^•-^...,4,c
z 3 located and employed by contractor. g members for each exposure indicated below according to ACI 318/ACI301. NEW SHEET=0 REVISED DRAWING=0 Illh WONAI. .° o
W o; 3. Bottom of exterior footings,grade beams,and walls shall bear below final PLACING AND FINISHING: Freeze Thaw Exposure noted thus:FO,F1,F2,F3 NO MODIFICATIONS=•SHEET DELETED=M 1\\��� ���
W n 13.Where framed floors are to be used for staging or temporary storage area Water-Soluble Sulfate in Soil Exposure noted thus:So,51,52,53 ISSUE DATE AND
'''?1
W exterior grade for frost protection-see structural design criteria section of 1. Handling,placing,constructing,and curing shall conform to ACI 301 P
y the contractor shall verify that unit loads do not exceed the design loads Permeability Requirements noted thus:wo,w1 TITLE
= the general notes. includingplacement of concrete in wet weather,cold weather,and hot
w' for the supportingframed floors. Corrosion Protection of Reinforcement noted thus:CO,Cl,C2
ti c 4. Foundation walls orgrade beams havingearthplaced on each side shall PROJECT NO:
W z weather. Refer to ACI 301/ACI 318 for specific requirements based on the exposure -., 0 60617
o have both sides filled simultaneously to maintain a common elevation. 2. Curingcompounds should not be used on surfaces that are to receive category indicated in the mix design table above .q o SUBMITTALS P q _
z c W 1. See Material sections of these General Notes for required shopdrawings. 5. Brace all foundation walls against movement while backfilling until floor additional concrete,paint,tile,or other material requiring a positive bond 6. Corrosion Protection of Reinforcement requirements(CO,C1,C2): U
a�1 2. Submit one(1)copy of the required information(Manufacturers Data,g slabs at the top and bottom of the wall are in place.Brace foundation unless the contractor has demonstrated that the membrane can be Maximum water-soluble chloride ion(CL-)content in concrete,by%weight
of cement
z H walls as necessary to prevent movement and overstress due to equipment subsequentapplicationReinforced Concrete: co=1.0 Cl=0.3 C2=0.15 " 'S
'SHEET TITLE.
o g Shop Drawings,etc)via electronic media(PDF or similar). satisfactorilyremoved before is made,or the
ti o loading regardless of sequencing of top and bottom floor slabs. membrane dissipates or can serve satisfactorilyas the base for the later SHEET
3. Reproducible copies of contract documents shall not be used.
��� P p 6. Contractor shallprovideontinuoussitedraina drainagea mechanical method NO. SHEET NAME oi 0 o GENERAL NOTES
W= 4. Submittals shall be sent directly to the Architect for review and g by application.
o?5 to control surface and underground water as required to maintain a dry 3. All concrete work shall bepoured in-place unless noted otherwise. REQUIRED CONCRETE COVER FOR NON-FIRE-RATED
o W distribution. S-101 GENERAL NOTES O • •
8 W 5 5. Submittals shall be reviewed by Contractor and Subcontractor prior to working site. Shotcrete placement method will only be permitted if approved by the Assembly ASSEMBLIES Cover(in) S-102 GENERAL NOTES o 0•
'4'ti 7. Foundation drainage and waterproofing is not shown or specified within structural engineerprior topermit submittal.All requests and submittals S-103 TYPICAL DETAILS 0 • •
submission.Drawings shall bear Contractor's approval stamp acceptingConcrete cast against&permanently exposed to earth 3
W N responsibility for coordination of dimensions shown in the contract the structural portion of the construction documents.Reference other to place concrete by the shotcrete method shall conform to ACI 506.2; S-104 TYPICAL DETAILS 0 • • SCALE: As indicated
i Concrete Exposed to Earth or Weather
z o ti� documents,quantities and coordination with other trades. portions of the construction documents for drainage,waterproofing and including pre-production test panels for each mix proportion,shooting s-200 FOUNDATION PLAN 0 • 0
o o items associated with other disciplines. orientation,and nozzlemanper ASTM C 1140;nozzleman grading #6-#18 2 S-201 FRAMING PLANS 0 • v S 1 0 1
l W a c 6. Allow 14 calendar days in the Structural Engineer's office for review of (2.5S-400 DETAILS 0 v •
of c a submittals. maximum);and test panels during production(1 per each 50yd placed, #5 and smaller 11/2
it 5�50 7. Submittals will be returned to the Architect with Structural Engineer's min 1 per day).Requests for shotcrete placement shall be limited to Concrete not Exposed to Earth or Weather
jm ti W H_ review comments via electronic media. foundation walls with simple reinforcing.All pilasters or in-wall columns Walls,slabs#11 and smaller 3/4
Jt 0z z w shall be formed and poured separately from shotcrete operations.
N W Columns,beams,girders 11/2
ti
®2018,KL&A,INC
1
CONCRETE MATERIALS DESIGNATION WOOD FRAMING
GENERAL:
Material Standard 1. All wood construction work shall conform to ANSI/AF&PA NDS unless
Portland Cement ASTM C150,Type I or Type II noted otherwise.Contractor shall keep a copy of these references on site COMMON NAIL DIMENSIONS
Fly Ash ASTM C618,Class C or F at all times. Common Nail(Steel Wire) Minimum Diameter(in) Minimum Length(in)
Aggregate ASTM C33 2. Materials-See Wood Materials Tables
3. Qualifications-Carpenter shall be experienced in construction of projects 6d 0.113 2
Water Potable
of similar size and complexity and shall be knowledgeable of conventional Sd 0.131 2 1/2 rowland+broughton
Water Reducing Admixture ASTM C494,Type A or Type D
light frame construction practices and minimum nailing requirements of 10d 0.148 3 architecture/urban design/interior design
High Range Water Reducing Admixture ASTM C494,Type For Type G the IBC. 12d 0.148 3 1/4 234 a hopkins ave. 1830 blake st,ste 200
Accelerator Admixture ASTM C494,Type C or Type E 16d 0.162 3 1/2 aspen,co 81611 denver,co 80202
970.544.9006 0 303.308.1373 0
Air Entraining Admixture ASTM C260 SUBMITTALS: 20d 0.192 4 970.544.3473f 303.308.1375f
Lightweight Aggregates ASTM C330 1. All submittals shall be reviewed by the Contractor prior to Consultants:
Curing Compound ASTM C309,Type I,Class A Engineer/Architect review and shall bear Contractor's review stamp.
ASTM A615-grade 60 Contractor is responsible for reviewing submittals for conformance with /11114 KL&A,Inc.Stared Engineers and ��
Reinforcing Bars (Specified Yield Strength=60ksi) all contract documents and coordination with all trades. 0�1��I/ ,
ASTM A706-grade 60 2. Submittals are required for the following wood framing elements: DESIGN VALUES FOR DIMENSIONAL LUMBER
Welded Reinforcing Bars 5 ecified Yield Strength=60ksi) premanufactured wood trusses,heavytimber framing,log "a,.•��.�,.a• a.�•Buff
WY
(P gt framing, Species& Flexural Compressive Horizontal Modulus of
Epoxy Coated Reinforcing Bars ASTM A775 or ASTM A954 glulam framing,and manufactured framing including I-joists and open Grade Stress Stress Shear Stress Elasticity Issue:Revision 1
Post-Tensioning Tendon Assembly AG 423.7 web joists. DOUGLAS FIR-LARCH(DFL)
Post-TensioningPrestressingSteel ASTM A416-grade 270 3. Manufactured framing submittals shall include dimensioned layout plans
g Select Structural 1,500 psi 1,700 psi 180 psi 1,900 ksi
indicating joist and beam types,locations,and connection hardware.
Welded wire Fabric ASTM A185 4. Wood I-joist submittals shall include dimensioned layout plans indicating Not 1,000 psi 1,500 psi 180 psi 1,700 ksi
Vapor Retarder below SOG ASTM E1745-Class A joist types,locations,and connection hardware. No2 900 psi 1,350 psi 180 psi 1,600 ksi
NOTES: Stud 700 psi 850 psi 180 psi 1,400 ksi
1. Type III Portland cement may be used if acceptable to the PRODUCTS:
Architect. 1. All wood framing shall be at a moisture content of 19%or less and shall be
marked S-Dry(surface dried)or KD(kiln dried). DESIGN VALUES FOR MANUFACTU RED LUMBER
y POST INSTALLED ANCHORS IN CONCRETE AND MASONRY 2. Unless noted otherwise,all sizes noted on these drawings are nominal.
z z GENERAL: Actual sizes are based on"Minimum Dressed-Dry"dimensions accordingFlexural Compressive Tensile Compressive shear e Modulus of
oWo Type Shear
l W 1. Holes are assumed to be dry unless otherwise noted on plans. stress Stress Stress Stress Perp Elasticity
to American Softwood and Lumber Standard PS20-10. stress
ii 2. Holes to be hammer drilled with bit as specified by anchor manufacturer.
<o 3. Unless noted otherwise,all manufactured framing sizes are based on
3. Anchors specified are based on the specific technical data published by LAMINATED STRAND LUMBER(LSL)
w specified manufacturers published information.
�=Q the specified anchor manufacturer.Substitutions are not permitted 2x4 and 2x6 1,700psi 1,40o psi 1,075psi 435psi 400 psi 1,300 ksi
4. Seeplan notes for wall framingmaterial and spacing. P
S °' P g' Studs-1.3E
without approval by the Structural Engineer of Record prior to
$o 5. Wood I-joists:where framing members are noted Tll on the drawings, 2x8 Studs-
<" use.Contractor shall provide calculations demonstrating that the use engineered products by Weyerhaeuser or approved equal. 1.5E 2,250 psi 1,950 psi 1,500 psi 475 psi 400 psi 1,500 ksi
iz o substituted product is capable of achieving the performance values of the 6. Structural Panels:Sheathing for roofs and walls shall conform to APA PS-2 Headers and
specified product.Substitutions will be evaluated by their having an ICC Beams-1.55E 2,325 psi 1,350 psi 1,070 psi 800 psi 310 psi 1,550ksi
W c, standards.All panels shall be Exposure 1,unless noted otherwise.
oESR showing compliance with the relevant building code for seismic uses, platespressureDouglasstampedLAMINATED VENEER LUMBER(LVL)
h 7. Sills:Sill shall be treated Fir-Larch to
z : load resistance,installation category,and availability of comprehensive show compliance with AWPA standards.
P Headers and
5 o Beams-2.OE
installation instructions.Adhesive anchor evaluations consider creep,in- 2,600 psi 2,510 psi 1,555 psi 750 psi 285 psi 2,000 ksi
o 8 service temperature and installation temperature. CONNECTORS:
0 W 4. Install anchors per the manufacturer instructions,as included in the
p`,4 1. All bolts,metal connectors,hangers,anchors,and fasteners in contact
3
W = anchor packaging.Installation shall adhere to ICC ESR.Reference plans with preservative treated wood shall be hot dipped galvanized[G90 or WOOD STRUCTURAL PANEL REQUIREMENTS
Lc''"W c and details for anchors that are to be installed with reduced torque. G185]or stainless steel type 304 or 316.
z 5. Concrete should be allowed to cure a minimum of 21 days prior to 2. Provide anchor bolts at the top of all foundation elements for attaching sill Supporting Element APA Span Rating Minimum Thickness
too adhesive anchor installation. Roof over Trusses/Rafters 40/20[48/24] 19/32"23
h� plates.See"Typical Wood Shear Walls-Nailing Schedule and Details" [ /32"1
!PR-
6. Prior to installation of anchors all installation and inspection personnel
W z o typical detail for shear wall anchor bolt size,spacing,and embedment.See Roof overT&G Decking 24/0 3/8"
h c o: shall be instructed on site by a representative of the anchor manufacturer "Typical yp p g Floors(Stsrd-I T&G) 24 OC Single Floor 23/32"
=3 BearingWall Elevation"typical detail for anchor bolt size,spacing,,
o on proper installation techniques and equipment. and embedment elsewhere.
7. Anchor capacity is dependent upon spacing between adjacent anchors Walls 3z/16 15/32"
W z W 3. J and L type bolts are allowed for anchorage of wood sills.
o Q" and proximity of anchors to edge of concrete.Install anchors in 4. Provide plate washers at all shear wall anchor bolt connections to wall Shear Walls 32/16 15/32"
o W accordance with spacing and edge clearances indicated on the drawings. plates.See"Typical Wood Shear Walls-Nailing Schedule and Details"for
W-< 8. Installation of anchors shall not damage existing reinforcing.Prior to more information.
�'Q drilling,care shall be taken to avoid damage by locating existing 5. Nailing shall conform to the minimum requirements contained in Table DESIGN VALUES FOR WOOD DECKING
aZ)r reinforcing by use of GPR,X-Ray,or other means that avoids damage to Compressive
3 2304.9.1 of the IBC unless more stringent requirements are shown on species& Flexural Stress stress Modulus of
'm=Q the concrete and accurately predicts potential conflict of reinforcing. these drawings or in these notes. Grade Elasticity
Ea''Z 9. Post-installed anchors to be stainless steel where exposed to exterior 8 Perpendicular
o:i z 6. All nails are to be steel common wire nails and conform to ASTM F1667.
2> and/Or corrosive environments unless the anchor is protected. DOUGLAS FIR-LARCH(DEL)
w e 7. Pre-drill nail holes when necessary to prevent splitting.
i o z 10.All installers of post-installed adhesive anchors horizontally,vertically or 8. Steel plates for wood construction shall conform to ASTM A36. Select 1,750 psi 625 psi 1,800 ksi
S i W upwardly inclined in concrete to support sustained tension loads shall be 9. Bolts shall conform to ASTM A307. Commercial 1,450 psi 625 psi 1,700 ksi
W i certified by ACl/CRSI adhesive anchor installer certification program,or 10.All exposed bolts in wood structure which are not in contact with
z W WESTERN CEDAR(WL)
-m equivalent as required by the IBC.Submit certificates for record. preservative treated wood shall be plain,uncoated steel.
z Q o 11.All post-installed anchors in concrete shall be suitable for use in cracked 11.Holes for bolts shall be 1/16"oversized. Select 1,250 psi 425 psi 1,100 ksi
0
o w concrete applications. Commercial 1,050 psi 425 psi 1,000 ksi
W 12.Retighten all bolts prior to closing in.
o z o 12.When doweling continuously deformed rebar into concrete use Hilti
RE-500v3 or an adhesive that has been approved under ACI 355.4 and ACI
o h 13.Lag screws shall penetrate the main member a minimum of eight times SOUTHERN PINE(SP)
? o
the shaft diameter unless noted otherwise. Select 1,400 psi 565 psi 1,600 ksi VILLAGER 2
W 318 for development and lap splices. 14.Diagonal(toe-nail)lag screws shall be installed with a minimum edge
0 o m 13.Unless noted otherwise on plans/details all adhesive anchors shall be Hilti distance of four times the shaft diameter. Commercial 1,400 psi 565 psi 1,600 ksi
�'m y HIT-HY200 Safe-Set for concrete and Hilti HY-270 for block and brick. ref-Ell
z Unless noted otherwise on plans/details all expansion anchors shall be INSTALLATION:Hilti Kwik-Bolt TZ.See note 3 for substitutions.ww� 1. Where hidden in a wall,at Contractor's option,wood columns maybeao;hhc built-up from 2x laminations.See"Typical Stud Pack Nailing"typical detail7/2019
o z for nailing.Do not splice laminations. FORCOltonya IJANCE
F m 2. Truss rods and connections shall be tightened after installation and tonyf
E'W leveling.
U�y
W�ti 3. At roofs and floors,lay panels with long dimension perpendicular to
supports with short edges staggered.
S;....-4` 4. See plan notes for roof and floor sheathing nailing requirements. `PCB C`1j11
z 5. See plans for areas of special blocking and nailing. 3 OP•.•""'•.••.F 1
In
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y a z 6. See plan notes for vertical sheathing nailing requirements. cQ �, 7/
z W 3 7. Where shear walls are noted on the plans,the sheathing is used as part of j
saw the sheathingl load resisting to supports for wstem.See ood structuralcal ll panel shear wallsetails for .
of ' '1135I`:....': 0i s\��%
I�� �Q Fs•' *09
W d 8 All panel
2x4 blockin within the extent of the shear wall shall be blocked with 1(1j1`\0 AL''.
''Oy
',„D,.. FRAMING TOLERANCES: PROJECT NO:
P.
1. Layout of walls and partitions:within 1/4"of intended position. 80617
2. Plates and runners: 1/4"in 8'from a straight line.
z c'13. Studs: 1/4"in 8'out of plumb,not cumulative.
a2 K,,
W 4. Face of framing: 1/4"in 8'from a true plane.
o sL c SHEET TITLE:
ho j
iWt GENERAL NOTES
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TYPICAL DETAIL SHEET NOTES
1. It is the contractor's responsibility to understand the typical details on this
sheet and apply them as needed on the project.
2. Typical details on this sheet are generally not referenced from any other
drawing on the project.
3. Typical details on this sheet MAY be referenced on plans or details to FIELD NAILING AT STAGGER SHEATHING EDGES
clarify or Identify a particular condition.The presence of such a reference INTERMEDIATE SUPPORTS
does not alter the obligation of the contractor to apply the detail(s)as
needed even if they are not referenced.
rowland+broughton
ir . . II -- ---- I•I architecture/urban design/interior design
I234 a hopkins ave. 1830 bloke st,ste 200
16d012'STAGGERED I I I I I I aspen,co 81611 denver,co 80202
(AT DOUBLE MEMBERS ONLY) • I I I I I /(6)16d PLATE PENETRATION 970.544.9006 0 303.308.1373 0
EDGE NAILING AT ALL I I BLOCKING AT LOCATIONS
1 i/4 xi6CA STRAP W/(13)8d PANEL EDGES = I I SHOWN ON PLAN 970.544.3473 f 303.308.1375 f
•
NAILS AND 14'EACH SIDE OF JOINT \ Consultants:
m pi4 KL&A,Int.��
ana at
LONG DIRECTION OF e,m
SHEATHING SHALL BE 1 i/2'x 16GA STRAP EACH PLATE ....•'-'..a•ma.=•e..�o.v"
ORIENTED PERPENDICULAR TO
SPAN DIRECTION OF FRAMING EACH SIDE OF NOTCH/HOLE Issue:Revision 1
RIM BOARD:MATCH JOIST SIZE I I NEATLY BORED HOLE B. PLAN - NOTCHES IN WOOD PLATES NOT IN SHEAR WALLS
ELEVATION ,,
11
`. (12)16d 6'MAX
NOTES:1.. WHE STAGGER SPLICES 10'O0'DOUBLE
FRAMING MEMBERS D/3 MAX g
2. WHERE PLAN CALLS FOR D MIN)E MEMBER USE SPLICE FOR BOTH. SUPPORTING N SHEATHING m
3. ALLOWABLE TENSION THROUGH THE SPLICE IS 1705 LB. ..... ii M
Z m
O TYPICAL RIM BOARD SPLICE Gores PLAN VIEW
m
D 1. MINIMUM EDGE DISTANCE SHALL BE 3/8' 1 1/4'x 12GA STRAP EACH PLATE
z NTS 2. MINIMUM SHEATHING SIZE SHALL BE 2'-0 x4'-0•
s 3. NAILS SHALL BE COMMON WIRE NAILS OR APPROVED A. SECTION - HOLES IN WOOD STUDS C. PLAN - NOTCHES IN WOOD PLATES AT SHEAR WALLS
4 N e. EQUAL AND SHALL NOT BE OVERDRIVEN (NOTCHES NOT PERMITTED IN STUDS)
4. RE:GENERAL NOTES AND PLANS FOR ADDITIONAL
W INFORMATION m iiD/5 MAX / 3xD MIN
Zi,3oz ED TYPICAL FLOOR AND ROOF SHEATHING DIAGRAM
-4m
W% c- NTS W}� \
-WO 1 1
U m o "� hill " 3 1/2• 'g z
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m o (2)ROWS OF 16d012'OC OR (2)ROWS OF 16d012'OC '"
(3)ROWS OF 10d012'OC,TYP OR(3)ROWS OF 10d0
moo IIIIIII 12"0C,EACH SIDE,TYP
m�W (2)i 3/4'LVL (3)1 3/4'LVL D. SECTION -NOTCHES AND HOLES IN WOOD JOISTS AND RAFTERS
o 3 OR 3/ T/SHEATHING -- III (APPLIES TO DIMENSIONAL LUMBER ONLY.FOR MANUFACTURED LUMBER
OR
(2)1 1/2'2x (3)1 1/2'2x v _ OR WOOD I-JOIST RE:MANUFACTURER OR CONTACT ENGINEER)
i i w=545 PLF w=405 PLF 1
Wj ` IIIWOODBEAM,RE:PLAN TYPICAL REQUIREMENTS FOR HOLES
�~~ aaaI zo zo I Cf, 1/4x5 1/2'x0'-6 1/2'KNIFE�a,lnQ BOLTSW AXCOU¢ERS7 AND NOTCHES IN WOOD MEMBERS
W?Uo ` _- �, IIIIIIIIIIIIII . ``Ill. BOLT$i'MAX COUNTERSINKW ,I�III' 2
xaxs ( / ¢ (IIIIIII O / ¢ " NTS
m�-c3 2)ROWS 12' 2 ROWS 14'x6'WOOD
BOLTS 016 OC 0 -__=a SCREWS 016'DC,EACH SIDE 1/4'BEARING PLATE,WIDTH
W Z W r I IIIIIIIIIIIII TO MATCH BEAM WIDTH
11111‘
it 3 y (4)1 3/4'LVL (4)1 3/4'LVL
Wm o`-' OR OR 1/4
W (4)1 I/2'2x (4)1 I/2'2x 1/4 I HSS COLUMN
W=< w=505 PLF w=680 PLF TYPICAL MINIMUM NAILING REQUIREMENTS
~ NOT z NOTES: THIS DETAIL CONFORMS TO ALL IBC 2015(AND OLDER)REQUIREMENTS
0 zo Q 1. ALL MULTIPLE WOOD MEMBERS MUST BE FASTENED TOGETHER TO ACT AS A SINGLE UNIT. 1.
2. LAMINATIONS SHALL BE CONTINUOUSLY GLUED WITH EXTERIOR GLUE. WOOD BEAM MAY BE SLOPED,RE:PLANS.
2. MULTIPLE CONNECTIONS MAY OCCUR,RE:PLANS. CONNECTION COMMON NAILS ALTERNATE OPTION
0 3
'm o 3. LAMINATIONS SHALL BE DRY(LESS THAN 160 MOISTURE CONTENT)WHEN GLUED.DO NOT 3. MIN 1/4'WALL ON HSS 1. 1 x6"sheathing to each bearing or joist;face nail (2)8d --
a;N m SPLICE LAMINATIONS
Z z 4. WHERE FASTENERS TO BE INSTALLED ON BOTH SIDES,STAGGER BY 1/2 THE REQUIRED
CONNECTOR SPACING. 2. 1 x8"and wider sheathing to each bearing;face nail (3)8d --
z>
i o i 5. PSL MATERIAL OF EQUAL CROSS-SECTIONAL DIMENSIONS MAY BE SUBSTITUTED FOR 3. 2'sub/loor to Joist,girder,or blocking;blind and face nail (2)16d --
BDILT-OP`"`BEAMS. WOOD BEAM TO STEELBlocking ceiling joists,rafters or tresses to tap plate or (3)8d (3)3x0.131'¢
z s 4. between
W c; 6. 7'WIDE BEAMS SHOULD BE SIDE-LOADED ONLY WHEN LOADS ARE APPLIED TO BOTH
W W other framing below;each end,toenail
moo; SIDES OF THE MEMBERS(TO MINIMIZE ROTATION).
i W m 7. w=MAXIMUM UNIFORM LOAD APPLIED TO EITHER OUTSIDE MEMBER. 5. Blocking between rafters or truss to rafter or truss (2)8d toenail ea end (2)3'oO.131'¢toenail ea end
x,m O COLUMN CONNECTION or(2)16d end nail or(3)3'x0.131'¢end nail
8 N 6. Bottom plate to Joist or blocking;face nail 16d016'OC 3'x0.131'0012'OC
NTS
W 7. Top or bottom plate to stud;end nail (2)16d (3)3x0.131'¢
z z z 8. Stud to top or bottom plate (4)8d toenail or (4)3•x0.131"¢toenail or
BUILT-UP WOOD BEAM DETAIL (1)1d0 end nail (3) aD.I3I'¢end nail VILLAGER 2
E.
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9. Stud to stud;face null f6d024'oC 3'x0.i31'¢ei6'oC0oj4TH PART 10. Top plate to top plate;face nail 16d016'OC 3'x0.131'0012'OC
'- NTS
zoy TYP(3)PART COL II. Top plate to to plte at end joints;each side o en joint,face (8)i6d (12)3'x0.i31"¢
? W ® nail min 24'lapsplice length each side of end joint)
N :`� TYP(3)PART COL 12. Top plate laps at corners and intersections;face nail (2)16d (3)3•x0.131'¢ 06/17/2019
z z o7 4TH PART 13. Rim joist or blocking to top plate,sill or other framing below;toenail 8d06'OC 3'x0.131'¢06.00 gEWIJEWITCE1))
0 o z ' FORCOIXC(1ektiANCE
5 g? " 14.Built-up header(2'to 2');face nail 16d016'OC each face -- tonyf
m 15. Continuous header to stud;toenail (4)8d
--
FAR 1111111
__
zy 11/2• �. 1 1/2' 1 1/2 v� 16. Ceiling joists to plate;toenail (3)8d (3)3x0.131•¢
4, III III AI 17. Ceiling joists not attached to parallel rafter,laps over partitions; (3)16d (4)3"x0.131'¢
Q I i/2'" 11/2' 11/2" face non =-� 1441zm� 18. Ceiling joists attached to parallel rafter RE:IBC Table 2308.7.3.1 =�Q,PD O LJC 111(
=o� in 19.Joist at all bearings;toenail 0)8d (3)3'x0.131'¢ jV`.P y�Fl��
"'mz Q1/4 x3'x0'-8"KNIFE �II % 0
z W 3 m�ll� m�l mil 11 20.Joist to rim Joist;end nail (3)16d (4)3"x0.131'¢
0 0: PLATE W/(2)1/2'¢BOLTS, � i¢
>o ORIENT W/COL PLIES , ' I'' 'I" 21.Rafter or roof truss to top plate;toenail (3)10d (4)3x0.13I'¢ A i O6/12/2019rSt,...,.
oy �� �G
s ' 3/16 \ 22.Roof raRere to ridge valley or hip rafters,or roof rafter to (2)16d end nail or (3)3'4.131'0 end nail ���'C7c`s •'
3 16 I (2) PART COL (3) PART COL (4. OR 5) PART CO! 2'rlege beam (3)10d toenail or(4)3'x0.131¢toenail 111 S/ E�5
z3 / I�� ORAL
Nvo N '- STAGGERED 10d OR I6d STAGGERED 16d COMMON 4TH PART-STAGGERED 16d 23.1'brace to each stud and plate;face nail (2)8d (2)3'x0.131'0 `�\\\\\\\\��"
W STEEL BUM,TYP
o m i� 1/4'PARTIAL DEPTH1„,1 COMMON WIRE NAILS WIRE NAILS 04'0C, COMMON WIRE NAILS 04 OC
m y STIFFENER BOTH SIDES,TYP 04'OC,ALT SIDES ALT SIDES 24,Built-up corner studs 16d024'OC 3 x0,131•¢012.00
KNIFE PUTE SIMILAR TO
ti D,c. CONNECTION AT RIGHT, 1 TYPICAL STUDS,RE:PLAN FOR (3),(4),OR(5) 25.Built-up girder and beams 20dtom at top and 3'x0.131'¢024"oC at top PROJECT NO:
ORIENT PLATE WI COL PLIES -IMM-
- SPACING ATTACH SHEATHINGPART STUD PACK bottom and staggered and bottom and staggered
<=om (2)20d at ends and (3)3 x0,131•h at ends a0617
o W/FIELD NAILING OR SCREWS Dimensional Lumber: at each splice and at each splice
zcSOLID OR BUILT-UP 2xo m
o NW
WOOD COL,TYP Manufactured Lumber: As required by manufacturer but not
z a 3 less than nailing for Dimensional Lumber
o z c 26.2'planks;face nail (2)16d at each bearing -- SHEET TITLE:
'a E' 27.Bridging to joist
��� STL RM ON WOOD COI WOOD COL ON STL BM PLYWOOD,OSB OR TYPICAL DETAILS
N N NAILS OR SCREWS 08bC GYPSUM WALL SHEATHING Blocking between joists and rafters-To joists (2)8d (2)3'x0.13I'¢
cn W MAX AT BOUNDARY or rafters-Toenails each side,each end
N"y LAMINATIONS OF STUD PACK NAILS OR SCREWS AT Blacking between studs,each end (2)16d end nail or (3)3"x0.131•¢end nail
o W 8"GC MAX AT BOUNDARY
ti AND MIDDLE LAMINATIONS (2)10d toenail or(2)3.'4.131'0 toenail
[ILO'�? AT(5)PLY STUD PACK 28,Plywood Sheathing At shear walls-RE:'Typical Wood Shear Walls- SCALE: As indicated
fm z 7 9 Nailing Schedule and Details"
z o ti c TYPICAL WALL SHEATHING TO STUD PACK ATTACHMENT Other walls-RE:general or plan notes
L �W1z S-103
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o NN N O STEEL BEAM ON WOOD COLUMN DETAIL O TYPICAL STUD PACK NAILING O TYPICAL MINIMUM NAILING REQUIREMENTS
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l6d®l6OC,TYP
(2)16d ENDNAIL TOP PLATE SPLICE
RE:HEADER SCHEDULE X i HEADER CONNECTION CS18x24'COIL STRAP
THROUGH ONE FOR NUMBER OF TRIMMER RE:TYPICAL DETAILS RE HEADER SCHEDULE W/(36)10d NAILS EA
PLATE TO STUD AND KING STUDS END OF HEADER,UNO
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HEADER,RE:PLAN `ADD 2x EA
BLOCKING architecture/urban design/interior design
OR SCHED - - 234 a hopkins ava. 1830 Blake st,ste 200
CORNE SIMPSON A34 AT IN aspen,co 81611 denver,co 80202
CORNER OF OPENING,TYP
_ A _
2x STUDS®1 NOTES UNOFOR 970.544.90060 303.308.13730
RE PLAN FOR�� (2)16d FROM SILL TO STUD 970.544.3473 f 303.30.8.1375 f
SPECIES AND GRADE - - -
Consultants:
• KL&A,Inc.
+ 1 I inni, s inmsandeulkl,rs
WIND GIRT,Wo= GM.•Lowland•M,F.•a..lo.WV
7'-O'MAX:(1)2x6
- - W/SIMPSON A35 EA SIDE Issue:Revision 1
10'-0'MAX:(2)2x6
W (2)SIMPSON A35 EA SIDE
OR 1 LS50 EA SIDE
2x PRESSURE TREATED
SILL PLATE,UNO
T/ . 1 Li-Ai R\1 1 1 F Ali F F I 114 1 ///F ,_
OR T/SLAB RII 'IpII n
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(2))16d END NAILS m SIMPSON A34 TYP RE:TYPICAL STUD 5/8'0 GALVANIZED ANCHOR
OR(2)8d TOE NAILS 3'MIN g WHERE OPENING PACK NAILING BOLT 04812C,RE:SHEAR
EA SIDE OF STUD 9'MAX ^'•' GREATER THAN 4'-0' I
WALL SCHEDULE FOR
Td:B OF STUD PACK 4'-0'MAX,TYP ANCHORAGE AT SHEAR WALLS
2' NOTES. /
1. NOTES ON PLAN SUPERCEDE TYPICAL DETAIL.
La 2 2. RE:TYPICAL WOOD SHEAR WALL ELEVATION AND SHEAR WALL NAILING SCHEDULE FOR
FRAMING CONDITIONS AT SHEAR WALLS.
_:'' 3. WHERE WOOD BEARING WALLS ARE LOCATED BELOW,FASTEN BOTTOM PLATE TO RIM BOARD
<a�' BELOW FLOOR SHEATHING WITH 16d08'OC.
W o; 4. DETAIL IS TYPICAL UNO ON PLAN,ELEVATIONS,SECTIONS,OR DETAILS.
3oz - TYPICAL BEARING WALL ELEVATION
46
zz% NTS
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?1,.:,,W z _ AT SHEAR WALL
tiO U RE:SHEAR WALL NAILING
OSCHEDULE AND DETAILS
Cu ti W - - KING(WIND)STUDS EACH SIDE.
m W W MINIMUM NUMBER OF KING WALL SHEATHING EDGE SHEATHING AND NAILING,
23 STUDS EACH SIDE IS EQUAL TO NAILING,RE:PLAN NOTES RE:PLAN NOTES
W HALF THE NUMBER OF STUDS
i W INTERRUPTED BY HEADER PLUS SCL RIM BOARD
c�a ,, ONE,(2)MIN (1 1/4'MIN WIDTH) T/SHEATHING V
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RE:TABLE
HI0 " Z I WALL SHEATHING EDGE 1-JOIST
3 ii HEADER NAILING EA SIDE OF JOINT,
�o„ _ RE:PLAN NOTES SIMPSON A35048'0C,UNO,AT
o ca - - BEARING STUDS EACH SIDE, SHEAR WALL RE:SHEAR WALL
w" o = RE:TABLE NAILING SCHEDULE AND DETAILS
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a O W ELEVATION FOR ADDITIONAL
o-o INFORMATION
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zzo O BEARING WALL
03 V=m HEADERS IN LOAD BEARING WALLS NTS VILLAGER 2
2%., NO OF
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z o CONNECTION p
EACH END
¢�W
w w�3 (3)2x6 (2)1 3/4 x5 1/2' (2)1 3/4 x5 1/2' 3 1/2'x6' 1 440d
l (3)2x6 (2)1 3/4 x5 1/2' (2)1 3/4 x5 1/2' 3 1/2'x6' 1 4x10d 0 6/17/2 019
SHEAR WALL LIN:TYPICAL
0 o z SHEAR WALL NAILING FOR C®OtCpIK'LIAIMtF.
jm 5'-0' (3)2x8 (3)1 3/4 x5 1/2• (2)1 3/4 x5 1/2' 3 1/2'x6' 1 4x10d SCHEDULE AND DETAILS tonyf
Uz j 6'-0' (3)2x10 (2)1 3/4 x7 I/4' (2)1 3/4 x7 I/4' 3 1/2 x7 1/2• 2 6x10d (4)8d EQUALLY SPACED
=o 7'-0' (3)2x11 (2)1 3/4 x9 1/2' (3)1 3/4 x7 1/4' 3 1/2'x7 1/2' 2 6x10d SCL RIM BOARD SHEATHING AND NAILING,
i-W W (1 I/4•MIN WIDTH) RE:PLAN NOTES
I
Q�'- SIMPSON A35A48'OC,UNO, e� T/SHEATHING p �1�)
3 h.- AT SHEAR WALL RE:TYPICAL �F•�c:T �pQ.P........!C5cy Itit
=oi RECOMMENDED HEADERS IN INTERIOR NON-LOAD BEARING WALLS'o SHEAR WALL NAILING -1_ /� �/'
v,a z SCHEDULE AND DETAILS TOENAIL BLOCKING o qF ''r0
z W'3 c FLANGES FLOOR
DIMENSIONED LUMBER NO OF HEADER \� IN.,II JOIST S TO NAILS v e m 89 6icc
<o o SPAN DOUGLAS-FIR LSL ALTERNATES (��L ALTERNATES GLU�Ml/2 x6NATE5 BEAEAC;ENDG DS 2x10d CONNECTION WALL SHEATHING EDGE //1►=", I-JOIST 4/1.....0 2/2019\$=%
(2)2x4 (2)1 3/4 x5 1 2' / _-
?z a NAILING EA SIDE OF JOINT, WOOD I-JOIST III S'ONAL E*�
L W i 4'-0' (3)2x4 (2)1 3/4 x5 1/2' (2)1 3/4 x5 1/2' 3 1/2'x6' I 2x10d RE:PLAN NOTES BLOCKING 04'-0'OC 1�x\\
0_,vF a @ 5'-0' (2)2x6 (2)1 3/4 x5 1/Y (2)1 3/4 x5 1/Y 3 1/2'x6' 1 2x10d RE:TYPICAL BEARING WALL
01ST SPACING ELEVATION FOR ADDITIONAL W zo 6'-0' (3)2x6 (2)1 3/4 x5 I/2' (2)1 3/4 x5 I/2' 3 I/2'x6' 1 2x10d INFORMATION PROJECT NO:
B0617
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W 7'-0' (2)2x8 (3)1 3/4 x5 I/2' (3)1 3/4 x5 I/2' 3 I/2'x6' 1 2x10d
5zoi
3
o t c NOTES: SHEET TITLE:
y o> 1. THIS TABLE APPLIES TO HEADERS WHICH ARE NOT EXPLICITLY CALLED OUT ON PLAN WITH SPANS OF 10'-0'OR LESS
k'f 2. HEADERS IN LOAD BEARING WALLS DESIGNED FOR 1000 PLF DEAD+LIVE LOAD. TYPICAL DETAILS
3. HEADERS IN NON-LOAD BEARING WALLS DESIGNED FOR 400 PLF DEAD+LIVE LOAD.
o?= 4. DIMENSIONED LUMBER HEADERS TO BE DOUGLAS-FIR No2.
Z w 5. LVL=LAMINATED VENEER LUMBER:Fb=2600 PSI,E=2000 KSI
5 va 6. LIVE LOAD DEFLECTION CRITERIA IS L/360
"�v 7. HEADERS SUPPORTING POINT LOADS FROM BEAMS OR COLUMNS SHOULD NOT BE SIZED FROM THIS TABLE.NOTIFY STRUCTURAL ENGINEER.
,4-4
W 8. RE:ARCH FOR LOCATIONS OF NON-LOAD BEARING WALLS. SCALE: As indicated
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rowland+broughton
architecture/urban design/interior design
234 a hopkins ave. 1830 blake st,ste 200
aspen,co 81611 denver,co 80202
'� O 970.544.9006 0 303.308.13 3 0
970.644.o f 303.308.1375 f
38'-8" ,, Consultants:
31-2 1/4• 7-5 3/4" , p•O KL&A,Inc.
onni, S m I• s.•dsuna,rs
Odd,..Lowland, ..Ma...a.lo.WV
(E)2-WYTHE
BRICK BEARING WALL I Issue:Revision 1
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