HomeMy WebLinkAboutB14-0325_Nugget_S1.1_1415827860.pdf F
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♦ DRAINING SYMBOLS AND A 5REV I ATI ONS m
BEARING WALL OR
STONE VENEER ABOVE
XX-XX
A.BOLT ANCHOR BOLT L ANGLE(AISC)
DETAIL NUMBER\_ TOP OF SLAB ELEVATION AT LOCATIONS NOTED 3/4" T. G. FLOOR
X0 T.O. SLAB ARCH. ARCHITECTURAL LBS. POUNDS
X DETAIL, SECTION, OR ELEVATION REFERENCE B.O. BOTTOM OF LL DOUBLE ANGLE(RISC) 1/4 OF THICKNESS B SWHILE TILL CONCRETEGREEN IS SHEATHING ,
DETAIL LOCATION BCI I-JOIST(BOISE CASCADE) LVL LAMINATED VENEER LUMBER
(SHEET NUMBER) 0
BRG. BEARING MAX. MAXIMUM RE: PLAN �w-••_,..." �� 11/12/14
DETAIL NUMBER XX- T.O. PLYWOOD
TOP OF PLYWOOD SHEATHING ELEVATION IIlIII1I
T.O. SHEATHING C CHANNEL(AISC) MC MISC.CHANNEL(AISC)
doo doo doo o q o q io0 ObQj ob?j O.,000 000 oob
DETAIL, SECTION, OR ELEVATION REFERENCE 0C, 0C
, 0C, 0C, 0C,06..805):5) OS)(SS) ,S9 C.J. CONTROL JOINT MIN. MINIMUM (2) LVL BLOCKINGMillm11015- FLOOR JOIST
DETAIL LOCATION ' I 1 1 1 I I 1 I I I I HI I'I 'II I I ' BETWEEN JOISTS I� (BEYOND)
(SHEET NUMBER) CMU CONCRETE MASONRY UNIT N.S. NEAR SIDE H-1 I I I I 1 I I I 11 I I I 1 CONCRETE SLAB _ 00I�OIII���
XX'-XX" CONC. CONCRETE O.C. ON-CENTER SPACING RE: PLAN SIMPSON Lao SOLID INFILL AT SUN D Q U I S'T'
TOP OF DECKING ELEVATION
TTT T.O. DECKING CONT. CONTINUOUS plf POUNDS PER LINEAL FOOT EACH SIDE FLOOR JOIST WEB
DETAIL NUMBERI7-;'
CTR. CENTER psf POUNDS PER SQUARE FOOT eSI JG"1'1 G r0 u p
ak
PLAN DETAIL REFERENCE DIA. DIAMETER psi POUNDS PER SQUARE INCH (T '\ Typical Control Joint (G.J) (-2-
\ Typical Floor Blocking Detai �y�
DETAIL LOCATIONPRE-ENG - - Structural Expe tim• Practical 5olut .
(SHEET NUMBER)
A O DL DEAD LOAD . PRE ENGINEERED MEMBER 51 .1
J I •I 3/4"=I'-O" 51 .1 3/4"=I'-O"
PAD FOOTING MARK EXP. EXPANSION PROJ. PROJECTED Post Office Box 676
Conifer, Colorado 80433
T.O.W. EXT. EXTERIOR RE: REFERENCE;REFER TO
XX'-XX" TOP OF WALL ELEVATION
40 BAR DIAMETERS 40 BAR DIAMETERS 40 BAR DIAMETERS 303 838-2222 phone
F.O. FACE OF REINF. REINFORCE(MENT) / / / / / /
F.S. FAR SIDE REV. REVISION (MIN. LAP) (MIN. LAP) (MIN. LAP) www.sundquistdesign.com
T.O.F. A BASE PLATE MARK FDN. FOUNDATION SL SNOW LOAD
XX'-XX" TOP OF FOOTING ELEVATION FT. FEET STD. STANDARD �� I , ,,"44... 0 t /�'����1
.•• ���
GL GLU-LAMINATED MEMBER T&G TONGUE AND GROOVEci �O\', • V I D.....
•• F R
H.A.S. HEADED ANCHOR STUD T.O. TOP OFof •
C) • •Q s&�so �1,
T.O.G. p �� , :, �., D
XX-XX
TOP OF CONCRETE ELEVATION REVISION NUMBER MARK HORIZ.; H. HORIZONTAL TS TUBE STEEL(AISC) �u ( 7 I ,- O` t
HSS HOLLOW STEEL SECTION TYP. TYPICAL O CORNER BARS SHALL iu CORNER BARS SHALL ••O ;
IN. INCHES VERT.;V. VERTICAL Q MATCH SIZE AND SPACING Q 1 MATCH SIZE AND SPACING `` `� i
m OF SMALLEST DIAMETER Q -1 OF SMALLEST DIAMETER 'f-P �(44JT.O.L. TOP OF BRICK / STONE LEDGE ELEVATION INT. INTERIOR W WIDE FLANGE(AISC) O WALL REINFORCING BARS [
�, z WALL REINFORCING BARS •,.•
XX-XX �� •
STEP411.
LOCATION OF STEP IN TOP OF WALL JT. JOINT W.W.F. WELDED WIRE FABRIC \ !# LS.%/UNAL�6,10"
T.O.W. *\ "1
KIP 1,000 POUNDS WL WIND LOAD
(XX'-XX") TOP OF STEEL ELEVATION klf KIPS PER LINEAL FOOT WT TEE SECTION(AISC)
- STEP LOCATION OF STEP IN TOP OF FOOTING ksf KIPS PER SQUARE FOOT --�-- �--
(XX'-XX") TOP OF PAD FOOTING ELEVATION ___1\,- T.O.F. ksi KIPS PER SQUARE INCH
r- � Typical Corner Reinforcing (\ Typical Intersection Reinforcing
GENERAL STRUCTURAL NOTES 51 .1 51 .1
STRUCTURAL DESIGN CRITERIA: STRUCTURAL CONCRETE: STRUCTURAL TIMBER(CONT.): I n L = M�
V
1. These General Structural Notes apply to these Structural Drawings and supplement the project 1. Concrete has been designed and shall be constructed in accordance with the American Concrete 5. I-joists(BCI)shall be as manufactured by Boise Cascade Corporation or approved equivalent. Provide ����
Specifications. Refer to the Project Manual for additional requirements. Institute(ACI). Refer to the"Field Observations"paragraph of these General Structural Notes for member size and series as noted in the Structural Drawings. Refer to the Manufacturer Installation Guide BEAM POCKET
observation requirements. All concrete shall be of stone aggregate,unless noted otherwise. Refer to the for further construction requirements. RE: PLAN
2. This project is located in Vail,Eagle County,Colorado and has been designed in accordance with the Project Manual and Specifications for additional requirements(durability,color,finish,etc.). The use of S S FOR LOCATIONS p
d....
2012 Edition of the International Residential Code(including applicable amendments and supplements). any concrete additive containing chlorides is prohibited. 6. Laminated Veneer Lumber(LVL)shall be as manufactured by Boise Cascade Corporation or approved REFER TO PLANS AND
equivalent. Provide member size as noted in the Structural Drawings(Fb=2,800 psi minimum). Refer FOUNDATION WALL • DETAILS FOR WALL - a--+
3. Design Loads: 2. Minimum 28-day compressive strength shall be as follows: to the Manufacturer Installation Guide for further construction requirements. RE: PLAN REINFORCING (TYP.) l +�-'
PLAN VIEW cn
A. Roof Live Load: Uniform Snow 90 psf A. Foundation Walls 3,00o psi 7. Glue-Laminated(GL)members shall Visually Graded Western Species,conforming to combination • w
B. Footings ($) RE: PLAN
g 3,000 psi 24F-V4(multiple span beams shall be 24F-V8)strength and stiffness requirements,unless otherwise ;--1
B. Floor Live Loads: Residential 40 psf C. Slabs on Grade 4,000 psi noted. Ship members to the jobsite stored in manufacturer's protective wrapping. Refer to Architectural T.O.F. eN O
Light Storage 125 psf D. Topping Slabs 4,000 psi drawings for appearance grade requirements. (40) BAR 4�� I" (MAX.) 4" (MIN.) • O
Mechanical Room Areas 5o psf E. All other concrete 3,000 psi / DIAMETERS / / 3'-O"
. bA '�
Stairs&Corridors 100 psf 8. Pre-Engineered wood roof trusses shall be designed by a registered Professional Engineer licensed in MINIMUM LAP (MAX.) • COW Ct
Balconies&Decks 100 psf 3. Reinforcing is to be new billet steel ASTM A615 Grade 6o(field bent or welded bars shall be ASTM the State of Colorado. Calculated live load deflections of all trusses shall not exceed 1/240 of the span (TYP IGAL)
A7o6,Grade 60 . No weldingof reinforcement ispermitted unless detailed. No splices of reinforcement length. Shopdrawings and calculations bearingthe seal and signature of the design engineer shall be 1=111=111=111=1117 - �O
7 ) P g g g g g RE: PLAN RE: PLAN
_ _111_111_III_ 0 O
C. Wind Analysis: Basic Wind Speed 90 mph(3-second gust) are permitted except as detailed or authorized by Structural Engineer. Provide corner and bars to match submitted for the review of the Structural Engineer. These submittals shall indicate the design loads, 111 _ `�-1
Exposure 'C' all horizontal reinforcing. Provide minimum(2)#5 bars around all sides of all openings in locations of all trusses,connection plate sizes and capacities,and the size and grade of lumber to be used. =III= 1 - T.O.W. T.O. STEEL N U
concrete and extend 2'-O"minimum past edges of openings. Where permitted,use contact lapShopdrawingreview bythe Structural Engineer must be completedprior to truss fabrication. The truss �I 11-111-111 N I }' '
g g P '�I- - W ♦ � STEEL BEAM gi OD. Seismic Analysis: Seismic Design Category C splices(4o bar diameters minimum lap). Welded wire fabric(W.W.F.)shall be in accordance with ASTM manufacturer shall indicate and provide blocking at bearing locations and lateral bridging as required for / ^ ' 4 RE: PLANRI
A185. Provide a minimum(1)full mesh lap at splice locations. truss stability. J X
E. Frost/Fdn.Depth: 48"minimum below exterior ground surface to RE: PLAN
/ I 1/2" SHIM AND ;..1
bottom of footing elevation 4. Placing of Reinforcement: Form ties are to be used for bar supports only when the clear dimensions 9. Tongue and Groove(T&G)Wood Decking shall be installed with tongues oriented upslope on sloped 0 T.O.F. / `- - NON-SHRINK GROUT ^ , N O
shown on the details can be maintained. Provide wire chairs,bolsters,additional reinforcement,and roofs. It shall be laid with patterned faces down and exposed on the underside. Controlled random lay-up {' N I"�'1
4.Structural Design References: accessories necessary to support reinforcement at position shown in the Structural Drawings. Support of shall be provided with a minimum distance of two feet between end joints in adjacent rows. Each row CONTINUOUS • I FILL BEAM POCKET CZ
reinforcement on wood,brick,or other unacceptable material will not be permitted. shall be toe-nailed through the tongue and face nailed with one nail to each support. Provide 16d nails for FOOTING NOTE: SOLID WITH NON-SHRINK O
American Concrete Institute(ACI);ACI 301,ACI 318,ACI 53o 2"nominal decking and 4od toe-nails and 6od face-nails for 3"and 4"nominal decking. Spike rows 15" GROUT AFTER PLACEMENT ^� -I"'
American Institute of Steel Construction(MSC);ASD 9th Edition 5. The following minimum concrete cover over reinforcing shall be provided unless noted otherwise: together with 8"spikes at 3o"o.c.through pre-drilled holes in 3"and 4"nominal decking. 11 HI HI HI HI HI III III 1I1 FOOTING-TO-WALL / OF STEEL BEAMH W CO H
American Institute of Timber Construction(AITC);4th Edition
II-III-III-III-III- I- DOWELS NOT SHOWN be
1 1 1 1=1 1 11 11= - FOR DETAIL CLARITY WO
American Iron and Steel Institute(AISI) A. Concrete cast against and permanently exposed to earth 3 inches --111=1 "1 h^
American Plywood Association(APA) B. Concrete exposed to earth or weather(#6 bars and larger) 2 inches FOUNDATIONS: SECTION VIEW J
American Society of Civil Engineers(ASCE);ASCE 7 C. Concrete exposed to earth or weather(#5 bars and smaller) 1-1/2 inches •
cini CO
American Society for Testing and Materials(ASTM) D. Concrete not exposed to earth or weather 3/4 inch 1. The structure shall be founded upon spread footings placed upon APPROVED undisturbed natural soilsX
American Welding Society(AWS) E. Piers,Beams and Columns 1-1/2 inches or compacted structural fill with a maximum allowable bearing pressure of 1,500 psf.
(--5 ` TypicaI Footing Step DetaiI 6� TypicaI Beam rocket DetaiI Z �National Design Specification for Wood Construction(NDS) clis
International Residential Code(IRC) 2. Retaining walls have been designed in accordance with the following design values: 51 .1
1 1 3/4"=I'-0" S I .I 3/4"=I'-0"
STRUCTURAL STEEL:
A. Coefficient of Friction 0.40
COORDINATION: 1. Structural steel,including embedded angles,plates or other sections has been designed and shall be B. Lateral Earth Pressure 60 pcf
detailed and erected in accordance with the American Institute of Steel Construction(AISC),ASD C. Passive Pressure 35o pcf
1. Dimensions: Specifications and Code of Standard Practice. Steel detailing and erection shall accommodate provisions Itr-
Written dimensions take precedence over scaled dimensions. All dimensions noted within the Structural of AISC and OSHA standards(including OSHA Steel Erection Standard Part 1926,Subpart"R"). 3. Refer to Geotechnical Report#03148,dated 10-01-2003,prepared by LKP Engineering, BOULDER NALL NOTES:
Drawings shall be verified with the Architectural Drawings. Refer to Mechanical,Electrical,Plumbing, Inc.; Edwards,Colorado for other pertinent soils information. The Contractor shall be 2x6 MULTIPLE 2x6
and Architectural Drawings for openings not noted within the Structural Drawings. Any dimensional 2. Minimum yield strengths(Fy)are 35 ksi for pipes(ASTM A53,Grade B),46 ksi for tubes(ASTM A5oo, fully familiar with all aspects of the report before beginning construction and shall refer to 2x6 PLATE • (I) 2x6 PLATE • I. BOULDERS ARE TO BE I'-6" (MIN.) TO 4'-0" (MAX.) IN SIZE
discrepancies shall be noted in writing for review by the Architect and Structural Engineer. Grade B),5o ksi for wide flange members(ASTM A572,Grade 5o),and 36 ksi for all others(ASTM A36). the report for specifications and details for placement of structural fill,gravel layers, KING STUD KING STUDS AND ARE TO BE ANGULAR (NOT ROUNDED).
perimeter drains, and any other soils related items. (RE: PLAN)
HEADER • HEADER •
2. Shop Drawings: 3. Connections: RE: PLAN RE: PLAN 2. BOULDERS ARE TO BE PLACED SO THEY ARE INTERLOCKED
Shop drawings shall be prepared by the fabricator. Copying of these Construction Documents for use as Use standard framed beam connections meeting requirements of the AISC Manual of Steel Construction The Soils Engineer shall review all foundation excavations prior to the placement of
shop drawings will not be permitted. (ASD). Use 3/4"diameter minimum A325N bolts or welded equivalent. Minimum welds are per AISC, formwork or reinforcement. All structural fill shall be observed and tested by the Soils BOTH VERTICALLY AND HORIZONTALLY.
and not less than3/16"continuous fillet usingE oXX electrodes(unless noted otherwise). Weldingof Engineer duringthe gradingand fillplacementprocess. (I) 2x6 MULTIPLE 2x6
7 ) g TRIMMER TRIMMERS
3. Field Verification: rebar anchors to angles or plates shall be completed to develop a minimum 150%of the yield strength of v- (RE: PLAN) �- 3. ALL BEARING SOILS AND BACKFILL MATERIALS ARE
The Contractor shall verify existing conditions prior to commencement of work,and shall notify the the reinforcing bar. Headed stud anchors shall conform to AWS D1.1 and shall be automatically end TO BE REVIEWED AND AHPKOVED BY THE PROJECT Date • 08/29/2014
Architect and Structural Engineer for any interpretation or clarification. welded in the shop(unless noted otherwise). See specifications for testing requirements. FIELD OBSERVATIONS: TYPIGAL CONDITION MULTIPLE STUD GOND ITION GEOTECHNICAL ENGINEER DURING WALL CONSTRUCTION.
• • SDG Project No. • 14-050
4. Field Modifications to Structural Members: 1. The Contractor shall inform the Structural Engineer at least 72 hours prior to casting any concrete so as Drawn By • SDG
The Contractor is responsible for securing the Architect's and Structural Engineer's approval prior to any STRUCTURAL TIMBER: to allow the Structural Engineer the opportunity to review the placement of reinforcement and0 RE: ARCH. CONT. (2) 2x6 TOP PLATE
cutting,notching,drilling or other modifications which may affect the integrity of the structure. When embedments. PLATE ELEVATION f f Checked By • JDS
such modifications have been approved,they are to be completed in accordance with applicable building 1. Structural Timber has been designed and shall be constructed in conformance with provisions of the
codes and manufacturer's instructions. NDS Specification for Stress Grade Lumber and its Fastenings. The Contractor shall not cut,notch,or Contact Sundquist Design Group,Inc.at(303) 838-2222. • 10" (MIN.) CRIPPLE
otherwise modifytimber members without the written consent of the Structural engineer. Provide / 1 OSTHERWISE
HEIGHT.
5. Duty of Cooperation: cross-bridging at 8'-o"o.c.maximum,and provide solid blocking between joists at all bearing supports. HEADER I I OTHERWISE BUILD RE: CIVIL
RE: ARCH. SOLID WITH 2x6 IIIIII- Issue
Issuance of these documents presupposes further cooperation among the Owner,Contractor,Architect SPECIAL INSPECTIONS: 0 Date •
g g g P every contingency g ( requirements) WALL I I PLATES 111111
and Structural Engineer. Building design and construction are complex,and eve contin enc cannot be 2. Framing Lumber minimum re uirements shall be as follows: Pr"
GEOI-GRI118b"1=1 11=1 I I 08 1 1 • Pro ress Set
anticipated. Although the Structural Engineer(s)have performed their services with due care and 1. It is the responsibility of the Contractor to coordinate all structural inspections as required by OPENING SEE ABOVE FOR / 3/ 4 gdili ence cannot ambi uit or discre anc discovered throu h the use of A. Wall Studs Hem-Fir Construction Grade overnin codes and the Construction Documents. A inde endent com an is END GONDITIONS , TY F IVE�T� 11 1
g they guaranteeperfection. Any ambiguity discrepancy g (HF) governing building qualifiedp testing company Q 08/21/14 • Progress Set
these documents shall be promptly reported to the Architect and Structural Engineer for further B. Floor Joists(2x members) Hem-Fir(HF) #2 Grade or Better to provide Special Inspections for portions of the Work,as indicated in the Construction Documents and 2x6 0 I6"o.G. - -I 1 1 I 1
g g q Y p p p completing, g I -+ I I I -1+11 11 1 I 08/25/14 • Pro ress Set
STUDWALL TYP. V -
clarification. Failure to do so may compound misinterpretation and increase construction costs,and such C. Floor Beams Douglas-Fir las Fir(DF)#1 Grade Beam&Stringer as required b local jurisdictions. The Special Inspector shall be responsible for com letin ,maintainin (TYP) - 11-111-111-111-111
g
failure shall relieve the Structural Engineer of responsibility from consequences which may arise. D. Roof Rafters(2x members) Hem-Fir(HF) #2 Grade or Better and resubmitting all special inspection logs and forms required by Local Building Officials. RE: CIVIL I I I -II - 1 -11K1 08/27/14 • Progress Set
E. Roof Beams Douglas-Fir(DF)#1 Grade Beam&Stringer O 1 = =
6. Changes to the Work: F. Posts/Columns Douglas-Fir(DF)#1 Grade Post&Timber 2. Special Inspections must include(but are not limited to)the following: RE: ARCH. 2x6 PLATE _ - = 08/29/14 • Construction
Substitution of noted structural products or"approved equivalent"products will be acceptable only with G. T&G Wood Decking Douglas-Fir(DF)Commercial Grade _ _ 1 1 11 1 11 1 11 1 11 I
the written approval of the Structural Engineer. Changes to the Contract Documents made without A. Placement of cast-in-place foundation reinforcement(ACI 318; IRC 1913) - I _ •
approval are unauthorized and shall relieve the Structural Engineer of responsibility from consequences 3. Wall,roof,and floor sheathing shall meet the minimum requirements of the APA and AITC. Provide B. Compliance of embedded mechanical anchors(IRC 1911) _ -z• _ II •z'-
which may arise. thicknesses and fasten to framing members as noted in the Structural Drawings. Panels are to be oriented C. Field Welding of Structural Steel(AWS D1.1) j S -I I I I I ,- - -111HIIHIff 11-
to span along their strong axis,and all panel joints are to be staggered. D. Field Bolting of Structural Steel(AISC 360; IRC 1704) -`-- -1 I-IIIIIII I IIIIII-I III-I
7. Jobsite Safety: E. Attachments of exterior roof and shearwall sheathing - Title • General Notes and
These drawings do not include the necessary components for construction safety. The General Contractor 4. Pre-fabricated structural connectors shall be as manufactured by Simpson Strong-Tie Company; RE: ARCH. I Standard Details
shall provide for the jobsite safety of all personnel,work,materials,utilities,equipment and adjacent Pleasanton,California or approved equivalent. 0
properties in accordance with accepted codes,regulations and industry practices. SPECIAL INSPECTIONS REQUIRED SILL ELEVATION i CONT. 2x6 SILL PLATE f
RE: ARCH.
/ /
(T'\ Typical Header Framing Detail 8 Site Boulder Retaining V9aII Detail
N
51 .1 3/4"=I'-O" 51 .1 3/4"=11-0" i •