s0 · astm a36-04. hollow structural section (hss) rectangular shapes shall conform to astm...
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STRUCTURAL GENERAL NOTES_____________________________________________________________________________________________
DESIGN LOADS: 2009 International Residential Code (IRC), except as noted
Roof Snow: 70 psf Wind: 90 mph, exp B, 3 second gust Live Loads: Floor 40 psf Deck Loads: 60 psf (Covered) Design Snow Load Dead Loads: Floor 15 psf_____________________________________________________________________________________________
FOUNDATION DESIGN: Foundations are designed without an engineer's soil investigation. The design criteria is assumed for purposes of foundation design._____________________________________________________________________________________________
DRILLED PIERS (CAST-IN-PLACE DEEP FOUNDATIONS): Straight shaft drilled piers are designed for maximum end bearing pressure 15,000 psf allowable side shear 1500 psf minimum dead load pressure 3,000 psf uplift side shear === psf. minimum penetration into bedrock 5 feet minimum total length 22 feet See plans for additional penetration and length requirements. See boring logs in the Soils Report for indicated variation in bedrock surface. Mushrooming at the tops of piers is not permitted. Provide for overrun or underrun in drilling lengths and installed quantities of concrete and reinforcing. Pier holes shall be thoroughly cleaned and dewatered and shall be inspected by the Geotechnical Engineer prior to concrete placement. Casing of drilled pier holes may be required._____________________________________________________________________________________________
EARTH RETAINING STRUCTURES: Earth Equivalent Fluid Lateral Pressure: Walls Restrained at Top (at rest) 60 pcf Cantilevered Walls (active) 45 pcf Passive Resisting 200 pcf Coefficient of Sliding Friction 0.2_____________________________________________________________________________________________
REINFORCED CONCRETE: Design is based on ACI 318-05 "Building Code Requirements for Structural Concrete" and ACI 332-04 Requirements for Residential Concrete Construction. Concrete work shall conform to ACI 301-05 Standard Specifications for Structural Concrete.
Structural concrete shall have the following properties: | | Max | | Slump, | Entrained | | | |f'c, psi| W/C | Maximum | inches |Air, percent|Cement|Admixtures,| Intended Use | 28 day | Ratio | Aggregate |(+/- 1")| (+/- 1.5%)| Type | Comments | Footings | 3,000 | 0.52 | 3/4" Stone | 5 | 2 | I/II | | Walls | 3,000 | 0.45 | 3/4" Stone | 4 | 3 | I/II | | Interior slabs | | | | | | | | on grade | 4,000 | 0.45 | 3/4" Stone | 4 | 3 | I/II | Fiber |
Detailing, fabrication, and placement of reinforcing steel shall be in accordance with ACI 315-05 Details and Detailing of Concrete Reinforcement. Reinforcing bars shall conform to ASTM A615-04a, Grade 60, except ties or bars shown to be field-bent, which shall be Grade 40. Bars to be welded shall conform to ASTM 706-04a. Unless noted otherwise on the Structural Drawings, lap bars 50 diameters (minimum). At corners and intersections, make horizontal bars continuous or provide matching corner bars for each layer of reinforcement. Trim openings in walls and slabs with 2-#5 for each layer of reinforcement, fully developed by extension or hook. Except as noted on the drawings, concrete protection for reinforcement in cast-in-place concrete shall be as follows: Cast against and permanently exposed to earth: 3 Exposed to earth or weather: #5 bar, W31 or D31 wire, and smaller 1-1/2 Not exposed to weather or in contact with ground: Slabs, walls, joists: #11 bars and smaller 3/4 Fiber admixture shall be 100% virgin polypropylene, fibrillated fibers, type 111 4.1.3, performance level one, per ASTM C1116-02._____________________________________________________________________________________________
STRUCTURAL STEEL: Structural steel shall be detailed, fabricated, and erected in accordance with the Specification for Structural Steel Buildings (AISC 360-05) and the Code of Standard Practice for Steel Buildings and Bridges (AISC 303-05) by the American Institute of Steel Construction (AISC). Structural steel wide flange beams shall conform to ASTM A992-04a, 50 ksi yield. Other rolled shapes, including plates, channels, WTs, and angles shall conform to ASTM A36-04. Hollow structural section (HSS) rectangular shapes shall conform to ASTM A500-03a, Grade B, 46 ksi yield. Anchor rods shall conform to ASTM F1554-99, Grade 36 as noted on the Structural Drawings with weldability supplement S1. Welding shall be done by a certified welder in accordance with the AISC documents listed above, the American Welding Society (AWS) D1.1: 2006 Structural Welding Code, and the recommendations for use of weld E70 electrodes. Where not specifically noted, minimum weld shall be 3/16 fillet by length of contact edge. All post-installed anchors shall have current International Code Council Evaluation Service (ICC-ES) reports and shall be installed in accordance with the manufacturer's requirements. Expansion anchors shall be approved wedge type unless specifically noted to be sleeve type as noted on the Structural Drawings. Chemical anchors shall be approved epoxy or similar adhesive type as appropriate for installation in solid and non-solid base materials. Glue wood nailer plates to steel beams and attach with either 1/2" diameter bolts at 32 o.c., staggered or 0.145 diameter powder actuated drive pins at 16 o.c., staggered._____________________________________________________________________________________________
STRUCTURAL WOOD & TIMBER: Design is based on ANSI/AF&PA NDS-2005 National Design Specification for Wood Construction with Supplement: Design Values for Wood Construction and ANSI/AF&PA SDPWS-2005 Special Design Provisions for Wind and Seismic. 2x framing shall be S4S Hem-Fir No. 2 and better unless noted otherwise. All lumber shall be 19% maximum moisture content, unless noted otherwise. Solid timber beams and posts shall be Douglas Fir-Larch No. 1. Studs shall be Hem-Fir Stud grade and better. Top and bottom plates shall be Hem-Fir No. 2 and better. Fasteners for use with treated wood shall comply with IRC Section R317.3 Wood in contact with concrete shall be pressure-treated Douglas Fir-Larch or Southern Yellow Pine. Preservative treated wood shall be treated in accordance with AWPA U1 and AEPA M4. Conventional light framing shall comply with IRC Sections R502, R602, and R802. Minimum nailing shall be provided as specified in IRC Table R602.3(1) Fastener Schedule for Structural Members. Metal framing anchors shown or required, shall be Simpson Strong-Tie or equal Code approved connectors and installed with the number and type of nails recommended by the manufacturer to develop the maximum rated capacity. Note that heavy-duty hangers and skewed hangers may not be stocked locally and require special order from the factory. Lead holes for lag screws shall be 40%-70% of the shank diameter at the threaded section and equal to the shank diameter at the unthreaded section per NDS section 11.1.3. Connector bolts and Lag Screws shall conform to ANSI/ASME B18.2.1 and ASTM SAE J429 Grade 1. Nails and Spikes shall conform to ASTM F1667. Wood Screws shall conform to ANSI/ASME B18.6.1._____________________________________________________________________________________________
WOOD FRAMING NOTES: Provide solid blocking between joists under jamb studs of openings. Columns must have a continuous load path to foundation. Unless noted otherwise, install two lengths of solid blocking x joist depth x 12 inches long in floor framing under column loads. All beams and trusses shall be braced against rotation at points of bearing. Unless noted otherwise, lower chord of gable end trusses shall be anchored to wall plate with framing anchors at 4'-0 spacing and laterally braced to roof framing at 8'-0 spacing. Provide continuous wall studs each side of openings equal to one-half or greater the number of studs interupted by opening unless noted otherwise. All wall studs shall be continuous from floor to floor or from floor to roof. Provide solid blocking or rim joists at all joist supports and joist ends. Sole plate at all perimeter walls and at designated shear walls shall be nailed with (3) 16d box nails (coated or deformed shank) at 16 . 12d nails are not acceptable. All roof rafters, joists, trusses, beams shall be anchored to supports with metal framing anchors._____________________________________________________________________________________________
WOOD SHEATHING: Plywood and oriented strand board (OSB) floor and roof sheathing shall be APA rated with stamp including APA trademark and panel span rating. Minimum Floor Sheathing: 23/32" APA Sturd-i-floor rated 24 inch o.c. tongue & groove, glued and nailed. Minimum Roof Sheathing: 19/32" OSB or CDX Plywood, APA 40/20, nailed. Minimum Wall Sheathing: 7/16" OSB or CDX Plywood, APA 24/16, blocked and nailed. Nail wall sheathing with minimum 8d common or 10d box at 6" at panel edges, and 12 at intermediate framing except as noted. Block and nail all edges between studs. Minimum (3) 8d nails per stud. Nail all plates using edge nail spacing indicted. Sheathe all exterior walls. Sheathe interior walls as designated on the drawings. Sheathing shall be continuous from bottom plate to top plate. Cut in "L" and "T" shapes around openings. Lap sheathing over rim joists a minimum 4 at all floors to tie upper and lower stud walls together. Minimum height of sheathing panels shall be 16 to ensure that plates are tied to studs._____________________________________________________________________________________________
_____________________________________________________________________________________________
PLANT FABRICATED / PRE-ENGINEERED WOOD FRAMING: I-series roof and floor joists shall be manufactured by iLevel Trus Joist with structural wood flanges and webs designed for structural capacities and design provisions according to ASTM D 5055. Substitution of equivalent series by other manufaturer is acceptable with engineer approval. I-series roof and floor joists shall be installed per the manufacturer's recommendations. Do not cut or notch chords in any manner. Holes in webs shall not exceed manufacturer's published limit criteria. Members noted as LVL (Laminated Veneer Lumber) on plan shall be 1-3/4 wide x depth indicated, plant-fabricated, and have the following minimum allowable design values:F /b = 2600 psiF /v = 285 psi F /c|| = 2460 psi F /c- = 750 psi E = 1900 ksi Members noted as PSL (Parallel Strand Lumber) on plan shall be plant-fabricated and have the following minimum allowable design values:F /b = 2900 psiF /v = 290 psi F /c|| = 2900 psi F /c- = 750 psi E = 2000 ksi Members noted as LSL (Laminated Strand Lumber) on plan shall be plant-fabricated and have the following minimum allowable design values:F /b = 1700 psiF /v = 400 psi F /c|| = 1400 psi F /c- = 680 psi E = 1300 ksi Bridging and blocking shall be installed according to the fabricator's requirements._____________________________________________________________________________________________
STRUCTURAL GLUED LAMINATED TIMBER: Materials, manufacture, and quality control shall be in conformance with ANSI/AITC A 190.1-02 "Structural Glued Laminated Timber" and AITC 117-2004 "Standard Specifications for Structural Glued Laminated Timber of Softwood Species, Design and Manufacturing Requirements." Simple span beams shall be Douglas Fir Combination Symbol 24F-V4 with <no camber.> <camber to 100 foot radius.> Continuous and cantilevered members shall be Douglas Fir Combination Symbol 24F-V8 with no camber. Columns shall be Combination #2 or better. All glued laminated timber shall have less than 16% moisture content, unless noted otherwise. Members shall be <Architectural><Industrial> Appearance Grade. Adhesives shall meet the requirements for wet conditions of service. Seal cut edges and ends exposed to weathering. The fabricator shall furnish all items of connection steel and hardware for joining timber members to each other and to their supports; exclusive of anchorage embedded in masonry, setting plates, and items field-welded to structural steel._____________________________________________________________________________________________
OPEN-WEB WOOD TRUSSES: Manufacture and installation of metal plated wood trusses shall comply with ANSI/TPI 1 "National Design Standard for Metal-Plate-Connected Wood Truss Construction," BCSI-2008 (Building Component Safety Information) "Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses," and DSB-89 "Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses." Pre-engineered, prefabricated trusses shall be designed by an engineer registered in the State of Colorado, and shall comply with code requirements. Trusses shall be designed to support the full dead loads and the superimposed design loads noted above or on the drawings. Stresses shall not exceed those listed in the National Design Specification for Wood Construction with 2005 Supplement (AF&PA NDS-2005). <No increases in stress are allowed for duration of load.> The fabricator shall determine truss web arrangements and member forces. Truss to truss connections specified shall be by truss supplier, unless specifically noted on the drawings. Unless otherwise indicated, trusses shall be designed for perpendicular to grain bearing on Hem Fir plates (405 psi). End grain bearing is not allowed unless accepted in writing by JVA. Design truss for bearing blocks or Truss Bearing Enhancers as required to compensate for overstresses. Specify size, species, and nailing for bearing blocks. Truss fabricator shall specify all floor and roof truss bracing and bridging. Calculations and shop drawings, including member sizes, lumber species and grades, and substantiating data for connector capacities, shall be submitted to the Architect for review prior to fabrication._____________________________________________________________________________________________
SHOP DRAWINGS: The Structural Drawings are copyrighted and shall not be copied for use as erection plans or shop details. Use of JVA's electronic files as the basis for shop drawings requires prior approval by JVA, a signed release of liability by the General Contractor and/or his subcontractors, and deletion of JVA's name and logo from all sheets so used. The General Contractor shall submit in writing any requests to modify the Structural Drawings or Project Specifications. All shop and erection drawings shall be checked and stamped (after having been checked) by the General Contractor prior to submission for Structural Engineer's review; shop drawing submittals not checked by the General Contractor prior to submission to the Structural Engineer will be returned without review. Furnish two (2) prints of shop and erection drawings to the Structural Engineer for review prior to fabrication for plant fabricated wood joists, pre-engineered wood trusses. Submit in a timely manner to permit 10 working days for review by the Structural Engineer. Shop drawings submitted for review do not constitute request for change in writing" unless specific suggested changes are clearly marked. In any event, changes made by means of the shop drawing submittal process become the responsibility of the one initiating the change._____________________________________________________________________________________________
FIELD VERIFICATION OF EXISTING CONDITIONS: The General Contractor shall thoroughly inspect and survey the existing structure to verify conditions that affect the work shown on the drawings. The General Contractor shall report any variations or discrepancies to the Architect and Structural Engineer before proceeding._____________________________________________________________________________________________
STRUCTURAL ERECTION AND BRACING REQUIREMENTS: The Structural Drawings illustrate and describe the completed structure with elements in their final positions, properly supported, connected, and/or braced. The Structural Drawings illustrate typical and representative details to assist the General Contractor. Details shown apply at all similar conditions unless otherwise indicated. Although due diligence has been applied to make the drawings as complete as possible, not every detail is illustrated and not every exceptional condition is addressed. All proprietary connections and elements shall be installed in accordance with the manufacturers' recommendations. All work shall be accomplished in a workmanlike manner and in accordance with the applicable codes and local ordinances. The General Contractor is responsible for coordination of all work, including layout and dimension verification, materials coordination, shop drawing review, and the work of subcontractors. Any discrepancies or omissions discovered in the course of the work shall be immediately reported to the Architect and Structural Engineer for resolution. Continuation of work without notification of discrepancies relieves the Architect and Structural Engineer from all consequences. Unless otherwise specifically indicated, the Structural Drawings do not describe methods of construction. The General Contractor, in the proper sequence, shall perform or supervise all work necessary to achieve the final completed structure, and to protect the structure, workmen, and others during construction. Such work shall include, but not be limited to temporary bracing, shoring for construction equipment, shoring for excavation, formwork, scaffolding, safety devices and programs of all kinds, support and bracing for cranes and other erection equipment. Temporary bracing shall remain in place until all floors, walls, roofs and any other supporting elements are in place. The Architect and Structural Engineer bear no responsibility for the above items, and observation visits to the site do not in any way include inspections of these items. These plans have been engineered for construction at one specific building site. Builder assumes ALL responsibility for use of these plans at ANY OTHER building site. Plans shall not be used for construction at any other building site without specific review by the engineer._____________________________________________________________________________________________
PRECAUTIONARY NOTES ON STRUCTURAL BEHAVIOR: Interior architectural finish detailing must accommodate the relative differential movements of supporting structural elements. Where the roof framing element spans are long, applied loading will naturally cause substantial deflection. Interior elements hung from the roof structure will deflect with the roof. The floor is a floating concrete slab-on-grade and may experience movements independent of the structural foundations. Interior elements supported on the slab-on-grade floor will move with the floor. Interior elements supported on foundations and columns will not experience similar or measurable movements. Exterior/perimeter wall assemblies hung from the edge of the building structure will be directly affected (to some degree) by changes in external temperature and floor deflection. Exterior/perimeter and interior architectural finish details should allow for relative movements between elements with different support conditions._____________________________________________________________________________________________
MACH Machine
Deformed Anchor BarDAB
(generic term)
(Trus-joist brand LVL)
LSL Laminated Strand
(Control Joint)
(Management)
WP Work Point
WWF Welded Wire Fabric
WT Weight
WA Wedge Anchor
VERT Vertical
VIF Verify in Field
UNO Unless Noted Otherwise
ULT Ultimate
TYP Typical
TRANS Transverse
TL Total Load
TPG Topping
TW Top of Wall
TJ Top of Joist
TD Top of Deck
TC Top of Concrete
TB Top of Beam
T&B Top and Bottom
T&G Tongue and Groove
THD Thread
THK Thick, -ness
SYM Symmetrical
SUPT Support
STRUCT Structure, -al
STIFF Stiffener
STL Steel
STD Standard
SY Square Yard
SF Square Feet
SQ Square
SPEC Specifications
SP Spaces
ST Snug Tight
SC Slip Critical
SOG Slab on Grade
SIM Similar
SLV Short Leg Vertical
SLH Short Leg Horizontal
SHT Sheet
SHTG Sheathing
SDST Self Drilling Self Tapping
SECT Section
SCH Schedule
RO Rough Opening
RMO Rough Masonry Opening
RM Room
RET Retaining
REQMT Requirement
REQ Required
REINF Reinforce, -ed, -ing
RE Reference (refer to)
RECT Rectangle
R Radius
QTY Quantity
PL Property Line
PS Prestressed
PC Precast
PSI
Pounds per Square FootPSF
Pounds per Square Inch
PLF Pounds per Linear Foot
PCF Pounds Per Cubic Foot
PT (1) Post Tensioned
PWD Plywood
PERP Perpendicular
PEN Penetration
PTN Partition
PSL Parallel Strand Lumber
PP Panel Point
PNL Panel
OF Outside Face
OD Outside Diameter
OH Opposite Hand
OPP Opposite
OPNG Opening
NTS Not to Scale
NIC Not In Contract
N-S North to South
NS Near Side
NF Near Face
MIN Minimum
ML Microllam
MEZZ Mezzanine
MTL Metal
MECH Mechanical
MAX Maximum
MATL Material
MO Masonry Opening
MASY Masonry
MFR Manufacture, -er, -ed
MB Machine bolt
LLV Long Leg Vertical
LLH Long Leg Horizontal
LD Load
LL Live Load
LT Light
Lumber (generic term)
K Kip (1,000 lbs.)
JB Joist Bearing
JST Joist
JT Joint
INT Interior (Intermediate)
IF Inside Face
ID Inside Diameter
HORIZ Horizontal
HT Height
HAS Headed Anchor Stud
GYP BD Gypsum Board
GND Ground
GR Grade
GL Glue laminated (Glulam)
GC General Contractor
GEN General
GALV Galvanized
GA Gage (Gauge)
FP Full Penetration
FDN Foundation
FTG Footing
FL Flush
FLR Floor
FLG Flange
FIG Figure
FS Footing Step, Far Side
FF Finished Floor, Far Face
F-F Face to Face
FO Face of
XS Extra Strong
EXT Exterior
EJ Expansion Joint
EXP Expansion
EXC Excavate
EST Estimate
EQUIV Equivalent
EQUIP Equipment
EQ Equal
ENGR Engineer
E-E End to End
EL Elevation
ELEC Electric (Electrical)
ECC Eccentric
E-W East to West
ES Each Side
EF Each Face
EA Each
DP Drilled Pier
DWG Drawing
DN Down
DWL Dowel
XXS Double Extra Strong
DIM Dimension
DIAG Diagonal
DEV Develop
DET Detail
DL Dead Load
CY Cubic Yard
CF Cubic Foot
XSECT Cross-section
CS Countersink
CB Counterbore
CONT Continue (Continuous)
CM Construction Manager
CJ Construction Joint
CONN Connection
CMU Concrete Masonry Unit
CONC Concrete
COM Common
COMB Combination
COL Column
CLR Clear
CG Center of Gravity
CTR Center
CLG Ceiling
CIP Cast in Place
BL Brick Ledge
BW Bottom of Wall
BC Bottom of Concrete
BOT Bottom
BLKG Blocking
BLK Block
BRG Bearing
BM Beam
AVG Average
ARCH Architect, -ural
APPROX Approximate
ANCH Anchor, Anchorage
AB Anchor Rod (Bolt)
AMT Amount
ALT Alternate
ATR All Thread Rod
ADDL Additional
AFF Above Finished Floor
AESS Architectural Exposed
Structural Steel
DT Double Tee
COORD Coordinate, -tion
Pressure TreatedPT (2)
OSB Oriented Strand Board
PAF Powder Actuated Fast'nr
OCJ OSHA Column Joist
GT Girder Truss
LOC Location
ADJ Adjustable
Laminated Veneer
Lumber (generic term)
LVL
HP High Point
LGS Light Gage Steel
HDG Hot Dipped Galvanized
LP Low Point
ABBREVIATIONS KEY
(2) PLY (3 1/2") (3) PLY (5 1/4")
(3) ROWSOF 12d GUNNAILS @ 12"
TYPICAL MULTI-MEMBER CONNECTIONSFOR BUILT-UP BEAMS
4-PLY (7")
(2) ROWS OF 6" SDSSCREWS @ 6" EASIDE, STAGGERSCREWS ON OPPSIDES
(4) 3" SDS SCREWSEACH SIDE OFSUPPORTED MEMBER
LVLSUPPORTMEMBER
NAILS ORSCREWS, SEEBELOW
CARRIEDBEAM
(3) ROWSOF 12d GUNNAILS @ 12"EACH SIDE
2"2"
2"2"
2"2"
8"
2"2"
Location of bend in bent beam
Top of footing or pier elevation
Top of concrete wall elevation
Joist
Concrete
Earth
Slope
Wood joist or beam supported
Wood joist continuous overintermediate support
Wood joist bearingon top of support
Header
Top of sub-floor or slab elevation
Wood bearing wall
FRAMING SYMBOLS
FOUNDATION SYMBOLS
GENERAL SYMBOLS
Holdown
Step in elevation
Beam
Column or other element below
by metal hanger
Floor drain
XX
SYMBOLS KEY
( XX'-XX" )
ELEV
XX
FD
XX'-XX"
Step T/O Wall [XX'-XX'] Top of Beam Elevation
10"
ST
AN
DA
RD
HO
OK
TYPICAL CONCRETE WALL INTERSECTIONS
SINGLE CURTAIN
DOUBLE CURTAIN
STD HOOK
STD HOOK
STD HOOK
STD HOOKSEE SECTIONS FORREINFORCEMENT
SEE SECTIONS FORREINFORCEMENT
CORNER BAR
CORNER BAR
LAP
"L"
LAP
"L"
LAP
50db
LAP
50db
#4 24"
#5 30"
#6 36"
BAR "L"
SHEET No.
Date
Checked by
Designed by
Job #
Issue
No.
DA
TE
DE
S'D
RE
VIS
ION
DE
SC
RIP
TIO
N
S0
BA
SE
CA
MP
TO
WN
HO
ME
S
07/17/17
CMK
CLB
18365
CONSTRUCTION
BLD
G A
& B
LD
G B
BA
SE
CA
MP
CIR
CLE
GR
AN
BY
, C
O
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S0
SECTION3
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S0
SECTION1
SHEET SCHEDULE
SHEET
NUMBER SHEET NAME
S0 COVER SHEET
S1-A BUILDING A FOUNDATION AND MAIN LEVEL FRAMINGPLAN
S2-A BUILDING A UPPER LEVEL FLOOR AND ROOF FRAMINGPLAN
S3-B BUILDING B FOUNDATION AND MAIN LEVEL FRAMINGPLAN
S4-B BUILDING B UPPER LEVEL FLOOR AND ROOF FRAMINGPLAN
S5. FOUNDATION SECTIONS
S6 FRAMING SECTIONS
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S0
SECTION2
09/05/17
AA AA
BA
CA
EA
FA
GA GA
1A
1A
2A
2.5A
3A
3.8A
4A
4.3A
5A
5A
1'-10" 10'-6" 26'-6" 6'-0" 4'-6"
47'-6"
47'-2
1/2
"
4'-6" 10'-6" 26'-6" 6'-0"
47'-6"
10'-6
1/2
"13
'-2 1
/2"
12'-1
1"10
'-6 1
/2"
47'-2
1/2
"8" TYP
8" T
YP
26'-6"
98'-7 1/2"
1S5.
________
1S5.
________
1S5.
________
1S5.
________
8" T
YP
8S5.
________
8S5.
________
7S5.
________
7S5.
________
4S5.
________
4S5.
________
9S5.
________
9S5.
________
2S5.
________6
S5.________
3S5.
________
5S5.
________
5S5.
________
________S5.10
8" T
YP
A
1'-10" 3"
3" 9"
5'-0
"6'
-0 3
/4".
6'-4
"6'
-4 1
/4"
6'-0
1/4
"6'
-4"
6'-1
1/4
".5'
-0"
3 1/
4"8
3/4" 101'-0"
101'-0"
3 1/
4"8
3/4"
3" 9"
101'-0"
3'-2 1/2" 1'-7"
5 1/
4"10
3/4
"
3'-2 1/2" 1'-7"
5 1/
4"10
3/4
"
1'-9
1/4
"9'
-4 1
/2"
1'-9
1/4
"1'
-11
7/8"
9'-4
1/2
"1'
-10
1/8"
101'-0"
26'-6"
6 1/
4"
9S5.
________
9S5.
________
1'-10" 3" 10'-3" 4" 8'-7 3/8" 8'-7 3/8" 8'-7 3/8" 4" 4'-0" 1'-8" 4" 4'-2" 4"
2 3/
4"4'
-9 1
/4"
4"
5'-8
7/8
"
4"
5'-8
"
4"
6'-4
1/4
"
4"
5'-8
1/4
"
4"
5'-8
"
4"
5'-9
3/8
"
4"
4'-9
1/4
"2
3/4"
4"
12'-4
1/2
"4"
7'-6 3/4" 6'-10 3/4"4"
4"
4"
2 3/
4"
4"2
3/8"
4"4"
4" 7'-2 3/4" 6'-10 3/4"
4"12
'-4 1
/2"
9'-3 1/2" 9'-3 1/2" 2'-7 1/2" 8" 6'-0" 9'-3 1/2"
4" 8'-7 3/8" 8'-7 3/8" 8'-7 3/8"
4"
4'-0" 2'-0"
1'-10"
4"
2'-4" 1'-10" 4"
P12
P12P12
P14
P12P12
P12
P14
P12
P12
P12
P12
P14
P14
P14
P12
P12
P12
P12
P12
P12
P12
P12 P12
P12P14 P12P12
P14
P14
1S5.
________
1S5.
________
8S5.
________
1S5.
________
1S5.
________
1S5.
________
8S5.
________
1S5.
________
SIM
SIM
SIM
SIM
SIM
SIM
99'-9 3/4"
100'-0"
100'-0"
100'-0"
99'-9 3/4"
99'-9 3/4"
99'-9 3/4"
100'-0"
99'-9 3/4"
100'-0"
99'-9 3/4"
99'-9 3/4"
99'-9 3/4"
99'-9 3/4"
100'-0"
100'-0"
99'-9 3/4"
99'-9 3/4"
99'-9 3/4"
99'-9 3/4"
98'-7 1/2"
1'-4
"
P14
4"
7"
7"
7"
7"
P12
8" T
YP
8" TYP
8" TYP
8" T
YP
8" TYP
8" TYP
8" TYP
8" T
YP
1'-2
1/2
"
99'-6"
98'-7 1/2"
99'-6"
98'-7 1/2"
99'-9 3/4"
99'-9 3/4"
XX'-XX"
7S5.
________
7S5.
________
7S5.
________
7S5.
________
100'-0"
99'-9 3/4"99'-9 3/4"
99'-9 3/4"
P12
P12
FOR TOP OF PIERELEVATION, SEE PLAN
4 LEAF CLOVER
CENTER CAGES WITH #3 x 4SIDES, WIRED TO VERTICALBARS, TOP AND BOTTOM.
TYPICAL DOWELS:UNLESS NOTED OTHERWISE(4) #5x6'-6 PROJECTING MINIMUM50 BAR DIAMETERS ABOVE &BELOW TOP OF PIER
4 LEAF CLOVERAT BOTTOM
CL PIER
22'-0
MIN
IMU
M P
IER
LE
NG
TH
BE
LOW
GR
AD
E
1'-0 LA
P
3" CLR
1'-0
"
3 1/2"
10
DRILLED PIER SCHEDULE
MINIMUM BEDROCK EMBEDMENTMARK DIAMETERVERTICAL
REINFORCING
CENTER PIERS UNDER FOUNDATION WALLS, PILASTERS, WALL CORNERS, AND BUILDING CORNERS.
12"P12 (2) #5 6'
14"P14 (3) #5 10'
ARTIFICIALLY ROUGHENBOTTOM 5' OF PIER
TYPICAL GARAGE SLAB CONSTRUCTION:8" UNIFORM THICKNESS NORMAL WEIGHTCONCRETE SLAB REINFORCED 6x6-W2.9x2.9 WWF1" FROM TOP & #5 @ 12" EACH WAY ON 3" CHAIRSON LOOSELY COMPACTED FILL.
TYPICAL ENTRY SLAB CONSTRUCTION:6" UNIFORM THICKNESS NORMAL WEIGHTCONCRETE SLAB REINFORCED w/ #5 @ 12" EACHWAY ON 3" CHAIRS ON LOOSELY COMPACTED FILL.
AA AA
BA
CA
DA DA
EA
FA
GA GA
1A
1A
2A
2.5A
3A
3.8A
4A
4.3A
5A
5A
D.1A D.1A
14" TJI 210 @ 16"
14" TJI 210 @ 16"
(2) 14" LVL
(2) 1
4" L
VL
(2) 14" LVL
(2) 1
4" L
VL
HHUS410
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
7S5.
________
7S5.
________
4S5.
________
4S5.
________
2S5.
________ 6S5.
________ 3S5.
________
5S5.
________
5S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
9S5.
________
9S5.
________
9S5.
________
9S5.
________
HHUS410
HU410 w/ (18) 1/4"x13/4" TITEN, TYP
IUS2.06/14, TYP
HU410 w/ (18) 1/4"x1 3/4"TITEN, TYP
IUS2.06/14, TYP
ITS2.06/14, TYP
ITS2.06/14, TYP
IUS2.06/14, TYP
ITS2.06/14, TYP
ITS2.06/14, TYP
ITS2.06/14, TYP
ITS2.06/14, TYP
STRUCTURAL SLAB - SEE FND PLAN
STRUCTURAL SLAB - SEE FND PLAN
STRUCTURAL SLABSEE FND PLAN
STRUCTURAL SLABSEE FND PLAN
ST
RU
CT
UR
AL
SLA
BS
EE
FN
D P
LAN
ST
RU
CT
UR
AL
SLA
BS
EE
FN
D P
LAN
NORTHTYPICAL FLOOR SHEATHING:3/4" NOMINAL STURD-I-FLOOR, APA RATED 24" OC TONGUE &GROOVE SHEATHING GLUED AND NAILED WITH 8d GUN NAILS@ 6" ALONG PANEL EDGES AND @ 12" ALONG INTERMEDIATEFRAMING MEMBERS. LAY PANELS PERPENDICULAR TOFRAMING MEMBERS AND STAGGER PANEL JOINTS
SHEET No.
Date
Checked by
Designed by
Job #
Issue
No.
DA
TE
DE
S'D
RE
VIS
ION
DE
SC
RIP
TIO
N
S1-A
BA
SE
CA
MP
TO
WN
HO
ME
S
07/17/17
CMK
ETV
18365
CONSTRUCTION
BLD
G A
& B
LD
G B
BA
SE
CA
MP
CIR
CLE
GR
AN
BY
, C
O
1' 2' 4'0 8'
1/4"
1/4" = 1'-0"
FOUNDATION PLAN - BUILDING A
• TOP OF DRILLED PIER ELEVATION = 96'-2" UNLESS OTHERWISE NOTED: (ELEV)• TOP OF CONCRETE GRADE BEAM ELEVATION NOTED:
08/15/17
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S1-A
SECTION1
1' 2' 4'0 8'
1/4"
1/4" = 1'-0"
MAIN LEVEL FRAMING PLAN - BUILDING A
TRUSS SUPPLIER NOTE:DESIGN ALL ROOF TRUSSES TO CLEAR SPAN TO BEARINGWALLS/BEAMS INDICATED ON PLAN. DESIGN LOADS AREAS FOLLOWS:
DEAD LOAD BOTTOM CHORD = 10 PSFDEAD LOAD TOP CHORD =10 PSFSNOW LOAD TOP CHORD = SEE GENERAL NOTES
LIMIT DEFLECTION TO:SPAN/360 FOR LIVE LOADSPAN/240 FOR TOTAL LOAD
ALL TRUSS TO TRUSS CONNECTIONS TO BE DESIGNEDAND SUPPLIED BY TRUSS MANUFACTURER. TRUSSFABRICATOR SHALL SUBMIT SHOP DRAWINGS ANDCALCULATIONS STAMPED BY A COLORADO REGISTEREDENGINEER TO THE ARCHITECT FOR REVIEW BEFOREFABRICATION.
TRUSSES SHALL BE DESIGNED FOR PERPENDICULER TOGRAIN BEARING ON HEM FIR PLATES (405 PSI). END GRAINBEARING IS NOT ALLOWED UNLESS ACCEPTED IN WRITINGBY JVA. DESIGN TRUSSES FOR BEARING BLOCK ORTRUSS BEARING ENHANCERS AS REQUIRED TOACCOMODATE 3 3/4" BEARING BLOCKS. SPECIFY SIZE,SPECIES AND NAILING FOR BEARING LENGTH.
TYPICAL ROOF SHEATHING:5/8" NOMINAL APA 40/20 RATED SHEATHING FASTENEDWITH 8d GUN NAILS @ 6" ALONG PANEL EDGES AND @ 8"ALONG INTERMEDIATE FRAMING MEMBERS. LAY PANELSPERPENDICULAR TO FRAMING MEMBERS AND STAGGERPANEL JOINTS
INDICATES ROOF OVERFRAMING ONTO PRIMARY ROOFSHEATHING. CONTRACTOR OPTIONS ARE AS FOLLOWS:
1. 2x10 @ 24" W/ 2x4 POST AT EACH INTERSECTING TRUSS.2. TRUSS PROFILE TO MATCH ROOF.3. PE TRUSS OVERFRAMING @ 24".
TYPICAL EXTERIOR WALL FRAMING:2x6 HEM-FIR No. 2 OR BETTER STUDS @ 16" SHEATHEDWITH 7/16" CDX PLYWOOD OR OSB, APA 24/16 EXTERIORFACE; NAIL WALL SHEATHING WITH 8d GUN NAILS(0.113"Ø x 2 3/8") @ 6" AT PANEL EDGES AND @ 12" INFIELD OF PANEL; BLOCK AND NAIL ALL EDGESBETWEEN STUDS. TYPICAL HEADER TO BE (3) 2x10 HFNo. 2
1T
1K1T
1K
GABLE END TRUSS W/ DROPPEDTOP CHORD FOR 2x6 @ 24"OUTLOOKERS W/ (3) 0.131" Ø ENDNAILS INTO FIRST TRUSS, TYP
BEAR PE TURSSES ON DOUBLETOP PLATE & CONNECT W/ H2.5.PROVIDE SOLID BLOCKINGBETWEEN TRUSSES, TYP
AA AA
BA
CA
DA DA
EA
FA
GA GA
1A
1A 2.5A
3A 3.5A
3.6A
3.6A
4.3A
4.6A
4.6A
5A
5A
LOW ROOF,
LOW ROOF,
2T
2K
2T
2K
1T
2K
1T
2K
1T
2K
1T
2K
1T
2K
1T
2K
1T
1K
1T
1K
1T
1K
1T
1K
2T
2K
2T
2K
1T
2K
1T
2K
1T
2K
PE TRUSSES @ 24"
PE TRUSSES @ 24"
PE
TR
US
SE
S @
24"
5 1/2" x 9 1/2" X-BEAM5 1/2" x 9 1/2" X-BEAM
5 1/2" x 9 1/2" X-BEAM
5 1/
2" x
9 1
/2"
X-B
EA
M
5 1/
2" x
7 1
/2"
X-B
EA
M
5 1/2" x 7 1/2" X-BEAM
3 1/2" x 7 1/2" X-BEAM
3 1/
2" x
7 1
/2"
X-B
EA
M
5 1/
2" x
9 1
/2"
X-B
EA
M
5 1/
2" x
9 1
/2"
X-B
EA
M
5 1/
2" x
9 1
/2"
X-B
EA
M
1T
1K
1T
1K
(3) 2x8
1T
1K
1T
1K
(3) 2x8
5 1/2" x 5 1/2" X-BEAM
14S6
________13S6
________
RAKE END TRUSS W/ DROPPEDTOP CHORD FOR 2x6 @ 24"OUTLOOKERS W/ (3) 0.131" Ø ENDNAILS INTO FIRST TRUSS, TYP
BEAR PE TURSSES ON DOUBLETOP PLATE & CONNECT W/ H2.5.PROVIDE SOLID BLOCKINGBETWEEN TRUSSES, TYP
D.1A D.1A
4:12
4:12
4:12
4:12
4:12
4:12
1T
2K
5 1/
2" x
9 1
/2"
X-B
EA
M
1T
2K
4:124:12
16S6
________
16S6
________
15S6
________
8S6
________
16S6
________
15S6
________
16S6
________
15S6
________
GABLE END TRUSS W/ DROPPEDTOP CHORD FOR 2x6 @ 24"OUTLOOKERS W/ (3) 0.131" Ø ENDNAILS INTO FIRST TRUSS, TYP
16S6
________
15S6
________
15S6
________
RAKE END TRUSS W/ DROPPEDTOP CHORD FOR 2x6 @ 24"OUTLOOKERS W/ (3) 0.131" Ø ENDNAILS INTO FIRST TRUSS, TYP
RAKE END TRUSS W/ DROPPED TOPCHORD FOR 2x6 @ 24"OUTLOOKERS W/ (3) 0.131" Ø ENDNAILS INTO FIRST TRUSS, TYP
SEE SHEET S2-A
SEE SHEET S2-A
HUCQ410-SDS
RAKE END GIRDER TRUSS W/DROPPED TOP CHORD FOR 2x6 @24" OUTLOOKERS W/ (3) 0.131" ØEND NAILS INTO FIRST TRUSS, TYP
16S6
________
1T
2K
1K1K
AA AA
BA
CA
DA DA
EA
FA
GA GA
1A
1A
2A
2.5A
3A 3.5A
3.8A
4A
4.3A
4.6A
4.6A
5A
5A
2K
2K
1K1K
2K
2K
2K
2K
1K
1K
1K
1K
1K
1K
1K
1K
1K
2K 12S6
________
1T
1K
1T
1K
2T
1K
2T
1K
5 1/2" x 14" X-BEAM
5 1/
2" x
14"
X-B
EA
M
14" TJI 210 @ 16"
14" TJI 210 @ 16"
STAIR BY CONTRACTOR
STAIR BY CONTRACTOR
3 1/2" x 14" X-BEAM
3 1/2" x 14" X-BEAM
3 1/
2" x
14"
X-B
EA
M
3 1/
2" x
14"
X-B
EA
M
3 1/
2" x
14"
X-B
EA
M
(4) 2x6
HUCQ610-SDS
IUS2.06/14, TYP
(4) 2x6
5 1/2" x 9 1/2" X-BEAM
5 1/2" x 9 1/2" X-BEAM
5 1/2" x 9 1/2" X-BEAM
5 1/2" x 9 1/2" X-BEAM
5 1/
2" x
9 1
/2"
X-B
EA
M5
1/2"
x 9
1/2
" X
-BE
AM
3 1/
2" x
14"
X-B
EA
M
3 1/2" x 14" X-BEAM
3 1/
2" x
14"
X-B
EA
M
T/O SUB-FLOOR
110'-3 7/8"
T/O SUB-FLOOR
110'-3 7/8"
5 1/2" x 5 1/2" X-BEAM
5 1/2" x 5 1/2" X-BEAM
(3) 2x6
3 1/
2" x
14"
X-B
EA
M
5 1/2" x 14" X-BEAM
5 1/2" x 14" X-BEAM
(4) 2x6
5 1/
2" x
14"
X-B
EA
M
5 1/
2" x
14"
X-B
EA
M
(4) 2x6(4) 2x6
5 1/2" x 14" X-BEAM
5 1/
2" x
14"
X-B
EA
M
5 1/2" x 14" X-BEAM
(2) 2x6
(2) 2x6
(2) 2x6
(2) 2x6
5 1/
2" x
14"
X-B
EA
M
IUS2.06/14, TYP
6x8
(4) 2x6
PE TRUSSES @ 24"
HGUS5.50/14 W/ 16d SINKERS
HSS3X3X1/4
5 1/
2" x
18"
X-B
EA
M
HUCQ610-SDS
LUS28, TYP
HUCQ610-SDS
3:12
2x12
@ 1
6"
7S6
________
5S6
________6S6
________
3S6
________
D.1A D.1A
1S6
________
2S6
________
2S6
________
1S6
________
10S6
________
10S6
________
3:12
2x6 @ 16"
3S6
________
(4) 2x6
5 1/
2" x
14"
X-B
EA
M
HUCQ610-SDS
4S6
________
HUCQ410-SDS
HUCQ410-SDS
(4) 2x6
9 1/2" TJI 210 @ 16"14" TJI 210 @ 16"
9 1/2" TJI 210 @ 16"
2x6 16"
6x8
2x8 LEDGER w/ (4)0.131"Ø NAILS INTOEACH STUD
3:12
LSSU26, TYP
LSU26, TYP
9S6
________
4S6
________
SIM
8S6
________
4S6
________
4S6
________
BEAR PE TURSSES ON DOUBLETOP PLATE & CONNECT W/ H2.5.PROVIDE SOLID BLOCKINGBETWEEN TRUSSES, TYP
HUCQ610-SDS
2x8 LEDGER w/ (4)0.131"Ø NAILS INTO EACHSTUD
HUCQ610-SDS
SIM
HUCQ410-SDS
W6X15
W6X15
W6X15
W6X15
W6X15
BEAM TO COL CONN,SIM TO17/S6
BEAM TO COL CONN,SIM TO 17/S6
17S6
________
17S6
________
18S6
________
18S6
________
(4) 2x6
NORTH
TYPICAL FLOOR SHEATHING:3/4" NOMINAL STURD-I-FLOOR, APA RATED 24" OC TONGUE &GROOVE SHEATHING GLUED AND NAILED WITH 8d GUN NAILS@ 6" ALONG PANEL EDGES AND @ 12" ALONG INTERMEDIATEFRAMING MEMBERS. LAY PANELS PERPENDICULAR TOFRAMING MEMBERS AND STAGGER PANEL JOINTS
SHEET No.
Date
Checked by
Designed by
Job #
Issue
No.
DA
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DE
S'D
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VIS
ION
DE
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RIP
TIO
N
S2-A
BA
SE
CA
MP
TO
WN
HO
ME
S
07/17/17
CMK
CLB
18365
CONSTRUCTION
BLD
G A
& B
LD
G B
BA
SE
CA
MP
CIR
CLE
GR
AN
BY
, C
O
1' 2' 4'0 8'
1/4"
1/4" = 1'-0"
ROOF FRAMING PLAN - BUILDING A
08/15/17
1' 2' 4'0 8'
1/4"
1/4" = 1'-0"
UPPER LEVEL FRAMING PLAN - BUILDING A
1B
1B
2B
2.5B
3B
3.8B
4B
4.3B
5B
5B
ABAB
BB
CBCB
EB
FB
GBGB
47'-6"
4'-6" 10'-6" 26'-6" 6'-0"
47'-2
1/2
"
5'-0
"37
'-2 1
/2"
5'-0
"
47'-2
1/2
"
10'-6
1/2
"26
'-1 1
/2"
10'-6
1/2
"
47'-6"
10'-6" 26'-6" 6'-0" 4'-6"
A
A
________S5.10
________S5.10
1'-7"
3 1/
4"8
3/4"
3" 9"
3" 9"
3 1/
4"8
3/4"
5 1/
4"10
3/4
"
1'-7"
5 1/
4"10
3/4
"
P14P12
P12
P12
P14P12
P12
P12P14 P12 P12 P14
P12
P12
P12
P12
P12
P14 P12
P12
P14
P12
P12P12
P12
P14
P12
P12P12
4"2 3/
4"4'
-9 1
/4"
4"
5'-9
3/8
"
4"
5'-8
"
4"
6'-0
1/4
"
1 3/
4"
6'-2
1/2
"
4"
5'-8
"
4"
5'-8
7/8
"
4"
4'-9
1/4
"2
3/4"
4" 2 3/
4"
4"
2 3/
4"10
'-3 3
/4"
4"12
'-8 3
/4"
1 3/
4"4"
12'-3
"
4"
1'-10" 3" 10'-3" 4" 8'-7 3/8" 8'-7 3/8" 8'-7 3/8" 4" 4'-0" 1'-8"
4"
4'-2" 4"
9'-3 1/2" 9'-3 1/2"
2'-7 1/2"
6'-8" 9'-3 1/2"
12'-4
1/2
"4"
4" 7'-2 3/4" 6'-10 3/4"
4" 7'-2 3/4" 6'-10 3/4"
12'-4
1/2
"4"
3" 10'-3"
4"
8'-7 3/8" 8'-7 3/8" 8'-7 3/8" 4" 4'-0" 2'-0"
1'-10"
4"
2'-4" 1'-10" 4"
P14
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
4S5.
________
4S5.
________
2S5.
________ 3S5.
________
5S5.
________
5S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
SIM
SIM
SIM
SIM
SIM
SIM
SIM SIM
SIM
STEP T/OWALL
STEP T/OWALL 6
S5.________
100'-0"
99'-9 3/4"
100'-0"
99'-9 3/4"
99'-1 1/2"
99'-1 1/2"
99'-9 3/4"
99'-9 3/4"
99'-9 3/4"100'-0"
100'-0"
99'-9 3/4"
99'-9 3/4"99'-9 3/4"
100'-0"
99'-9 3/4"99'-9 3/4"
100'-0"
99'-9 3/4"
99'-9 3/4"
99'-9 3/4"
99'-9 3/4"
7S5.
________
7S5.
________
8" T
YP
8" T
YP
8" TYP
8" TYP
8" T
YP
8" T
YP
8" TYP
8" TYP
8" TYP
P1299'-9 3/4"
100'-0"
P14
P12
99'-9 3/4"
P12
P12
NORTH
FOR TOP OF PIERELEVATION, SEE PLAN
4 LEAF CLOVER
CENTER CAGES WITH #3 x 4SIDES, WIRED TO VERTICALBARS, TOP AND BOTTOM.
TYPICAL DOWELS:UNLESS NOTED OTHERWISE(4) #5x6'-6 PROJECTING MINIMUM50 BAR DIAMETERS ABOVE &BELOW TOP OF PIER
4 LEAF CLOVERAT BOTTOM
CL PIER
22'-0
MIN
IMU
M P
IER
LE
NG
TH
BE
LOW
GR
AD
E
1'-0 LA
P
3" CLR
1'-0
"
3 1/2"
10
DRILLED PIER SCHEDULE
MINIMUM BEDROCK EMBEDMENTMARK DIAMETERVERTICAL
REINFORCING
CENTER PIERS UNDER FOUNDATION WALLS, PILASTERS, WALL CORNERS, AND BUILDING CORNERS.
12"P12 (2) #5 6'
14"P14 (3) #5 10'
ARTIFICIALLY ROUGHENBOTTOM 5' OF PIER
TYPICAL GARAGE SLAB CONSTRUCTION:8" UNIFORM THICKNESS NORMAL WEIGHTCONCRETE SLAB REINFORCED 6x6-W2.9x2.9 WWF1" FROM TOP & #5 @ 12" EACH WAY ON 3" CHAIRSON LOOSELY COMPACTED FILL.
TYPICAL ENTRY SLAB CONSTRUCTION:6" UNIFORM THICKNESS NORMAL WEIGHTCONCRETE SLAB REINFORCED w/ #5 @ 12" EACHWAY ON 3" CHAIRS ON LOOSELY COMPACTED FILL.
1B
1B
2B
2.5B
3B
3.8B
4B
4.3B
4.6B
4.6B
5B
5B
ABAB
BB
CBCB
DBDB
D.1BD.1B
EB
FB
GBGB
14" TJI 210 @ 16"
14" TJI 210 @ 16"
HHUS410HU410 w/ (18) 1/4"x13/4" TITEN, TYP
IUS2.06/14, TYP
IUS2.06/14, TYP
ITS2.06/14, TYP
ITS2.06/14, TYP
ITS2.06/14, TYP
ITS2.06/14, TYP
ITS2.06/14, TYP
ITS2.06/14, TYP
(2) 14" LVL
(2) 1
4" L
VL
(2) 14" LVL
(2) 1
4" L
VL
HHUS410
IUS2.06/14, TYP
HU410 w/ (18) 1/4"x13/4" TITEN, TYP
STRUCTURAL SLAB - SEE FND PLAN
STRUCTURAL SLAB - SEE FND PLAN
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
4S5.
________
4S5.
________
2S5.
________ 3S5.
________
5S5.
________
5S5.
________
1S5.
________1
S5.________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
1S5.
________
6S5.
________
7S5.
________
7S5.
________
ST
RU
CT
UR
AL
SLA
BS
EE
FN
D P
LAN
ST
RU
CT
UR
AL
SLA
BS
EE
FN
D P
LAN
STRUCTURAL SLABSEE FND PLAN
STRUCTURAL SLABSEE FND PLAN
NORTH
TYPICAL FLOOR SHEATHING:3/4" NOMINAL STURD-I-FLOOR, APA RATED 24" OC TONGUE &GROOVE SHEATHING GLUED AND NAILED WITH 8d GUN NAILS@ 6" ALONG PANEL EDGES AND @ 12" ALONG INTERMEDIATEFRAMING MEMBERS. LAY PANELS PERPENDICULAR TOFRAMING MEMBERS AND STAGGER PANEL JOINTS
SHEET No.
Date
Checked by
Designed by
Job #
Issue
No.
DA
TE
DE
S'D
RE
VIS
ION
DE
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TIO
N
S3-B
BA
SE
CA
MP
TO
WN
HO
ME
S
07/17/17
CMK
ETV
18365
CONSTRUCTION
BLD
G A
& B
LD
G B
BA
SE
CA
MP
CIR
CLE
GR
AN
BY
, C
O
1' 2' 4'0 8'
1/4"
1/4" = 1'-0"
FOUNDATION PLAN - BUILDING B
• TOP OF DRILLED PIER ELEVATION = 96'-2" UNLESS OTHERWISE NOTED: (ELEV)• TOP OF CONCRETE GRADE BEAM ELEVATION NOTED: ELEV
08/15/17
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S3-B
SECTION1
1' 2' 4'0 8'
1/4"
1/4" = 1'-0"
MAIN LEVEL FRAMING PLAN - BUILDING B
TRUSS SUPPLIER NOTE:DESIGN ALL ROOF TRUSSES TO CLEAR SPAN TO BEARINGWALLS/BEAMS INDICATED ON PLAN. DESIGN LOADS AREAS FOLLOWS:
DEAD LOAD BOTTOM CHORD = 10 PSFDEAD LOAD TOP CHORD =10 PSFSNOW LOAD TOP CHORD = SEE GENERAL NOTES
LIMIT DEFLECTION TO:SPAN/360 FOR LIVE LOADSPAN/240 FOR TOTAL LOAD
ALL TRUSS TO TRUSS CONNECTIONS TO BE DESIGNEDAND SUPPLIED BY TRUSS MANUFACTURER. TRUSSFABRICATOR SHALL SUBMIT SHOP DRAWINGS ANDCALCULATIONS STAMPED BY A COLORADO REGISTEREDENGINEER TO THE ARCHITECT FOR REVIEW BEFOREFABRICATION.
TRUSSES SHALL BE DESIGNED FOR PERPENDICULER TOGRAIN BEARING ON HEM FIR PLATES (405 PSI). END GRAINBEARING IS NOT ALLOWED UNLESS ACCEPTED IN WRITINGBY JVA. DESIGN TRUSSES FOR BEARING BLOCK ORTRUSS BEARING ENHANCERS AS REQUIRED TOACCOMODATE 3 3/4" BEARING BLOCKS. SPECIFY SIZE,SPECIES AND NAILING FOR BEARING LENGTH.
TYPICAL ROOF SHEATHING:5/8" NOMINAL APA 40/20 RATED SHEATHING FASTENEDWITH 8d GUN NAILS @ 6" ALONG PANEL EDGES AND @ 8"ALONG INTERMEDIATE FRAMING MEMBERS. LAY PANELSPERPENDICULAR TO FRAMING MEMBERS AND STAGGERPANEL JOINTS
INDICATES ROOF OVERFRAMING ONTO PRIMARY ROOFSHEATHING. CONTRACTOR OPTIONS ARE AS FOLLOWS:
1. 2x10 @ 24" W/ 2x4 POST AT EACH INTERSECTING TRUSS.2. TRUSS PROFILE TO MATCH ROOF.3. PE TRUSS OVERFRAMING @ 24".
GABLE END TRUSS W/ DROPPEDTOP CHORD FOR 2x6 @ 24"OUTLOOKERS W/ (3) 0.131" Ø ENDNAILS INTO FIRST TRUSS, TYP
BEAR PE TURSSES ON DOUBLETOP PLATE & CONNECT W/ H2.5.PROVIDE SOLID BLOCKINGBETWEEN TRUSSES, TYP
LOW ROOF
LOW ROOF,
1T
1K
1T
1K
1T
1K
1T
1K
PE TRUSSES @ 24"
PE TRUSSES @ 24"
PE TRUSSES @ 24"
BEAR PE TURSSES ON DOUBLETOP PLATE & CONNECT W/ H2.5.PROVIDE SOLID BLOCKINGBETWEEN TRUSSES, TYP
4:12
4:12
4:12
2T
2K
2T
2K
5 1/2" x 9 1/2" X-BEAM
2T
2K
2T
2K
5 1/
2" x
9 1
/2"
X-B
EA
M
2T
2K
2T
2K
5 1/2" x 9 1/2" X-BEAM
2T
2K
2T
2K
5 1/
2" x
9 1
/2"
X-B
EA
M
4:12
4:12
4:12
3:12
4:12
4:12
4:12
4:12
4:12
PE
TR
US
SE
S @
24"
1T
2K
1T
2K
1T
2K
1T
2K
1T
1K
1T
1K
1T
1K
1T
1K
2T
2K
2T
2K
1T
2K
1T
2K
5 1/
2" x
9 1
/2"
X-B
EA
M
5 1/
2" x
9 1
/2"
X-B
EA
M
(3) 2x8(3) 2x8
3 1/
2" x
7 1
/2"
X-B
EA
M
3 1/2" x 7 1/2" X-BEAM
5 1/
2" x
7 1
/2"
X-B
EA
M
5 1/2" x 7 1/2" X-BEAM
(3) PLY PE GIRDER TRUSS
(3) 2x6 (3) 2x6
SEE SHEET S4-B
SEE SHEET S4-B
RAKE END TRUSS W/ DROPPEDTOP CHORD FOR 2x6 @ 24"OUTLOOKERS W/ (3) 0.131" Ø ENDNAILS INTO FIRST TRUSS, TYP
RAKE END TRUSS W/ DROPPEDTOP CHORD FOR 2x6 @ 24"OUTLOOKERS W/ (3) 0.131" Ø ENDNAILS INTO FIRST TRUSS, TYP
GABLE END TRUSS W/ DROPPEDTOP CHORD FOR 2x6 @ 24"OUTLOOKERS W/ (3) 0.131" Ø ENDNAILS INTO FIRST TRUSS, TYP
BEAR PE TURSSES ON DOUBLETOP PLATE & CONNECT W/ H2.5.PROVIDE SOLID BLOCKINGBETWEEN TRUSSES, TYP
1B
1B 2.5B
3B 3.4B
3.4B
3.5B
3.5B
3.6B
3.6B 3.8B
4B
4.3B
4.6B
4.6B
5B
5B
ABAB
BB
CBCB
DBDB
D.1BD.1B
EB
FB
GBGB
4:124:12
LOW ROOF SEE SHEET S4-B
15S6
________
16S6
________
15S6
________
15S6
________
16S6
________
16S6
________
15S6
________
TY
P
TYP
F/O GIRDER TRUSS =OUTSIDE F/O STUD
6S4-B
________
TYPICAL EXTERIOR WALL FRAMING:2x6 HEM-FIR No. 2 OR BETTER STUDS @ 16" SHEATHEDWITH 7/16" CDX PLYWOOD OR OSB, APA 24/16 EXTERIORFACE; NAIL WALL SHEATHING WITH 8d GUN NAILS(0.113"Ø x 2 3/8") @ 6" AT PANEL EDGES AND @ 12" INFIELD OF PANEL; BLOCK AND NAIL ALL EDGESBETWEEN STUDS. TYPICAL HEADER TO BE (3) 2x10 HFNo. 2
NORTH
DB D.1B
WOOD STUDWALL, SEE PLAN
5/8" SHEATHING ON PETRUSS, SEE PLAN
H2.5
PE TRUSS BLOCKINGBTWN TRUSSES
H2.5
14" TJI 210 @ 16"
3 1/
2" x
14"
X-B
EA
M
3 1/
2" x
14"
X-B
EA
M
5 1/2" x 9 1/2" X-BEAM
5 1/2" x 9 1/2" X-BEAM
5 1/2" x 9 1/2" X-BEAM
5 1/
2" x
9 1
/2"
X-B
EA
M
5 1/
2" x
9 1
/2"
X-B
EA
M 5 1/2" x 14" X-BEAM
5 1/2" x 14" X-BEAM
5 1/
2" x
14"
X-B
EA
M
5 1/
2" x
14"
X-B
EA
M
5 1/2" x 14" X-BEAM
5 1/
2" x
14"
X-B
EA
M
6x8
5 1/
2" x
18"
X-B
EA
M
9 1/2" TJI 210 @ 16"14" TJI 210 @ 16"
T/O SUB-FLOOR
110'-3 7/8"
W6X15
(4) 2x6
1K 1K(2) 2x6
W6X15
W6X15
1K
1K
(2) 2x6 2K
2K1K
1K
2K
5 1/2" x 5 1/2" X-BEAM 2KHSS3X3X1/4
1T
1K1T
1K
(4) 2x6
(2) 2x6
STAIR BY CONTRACTOR
HUCQ610-SDS
HUCQ410-SDS
3S6
________
1S6
________
2S6
________
1S6
________10S6
________
10S6
________3
S6________
4S6
________
4S6
________
4S6
________
PE TRUSSES @ 24"
LUS28, TYP
2x12
@ 1
6"
12S6
________
1B
1B
2B
2.5B
3B 3.4B
3.4B
3.5B
3.5B
3.6B
3.6B 3.8B
4B
4.3B
4.6B
4.6B
5B
5B
ABAB
BB
CBCB
DBDB
D.1BD.1B
EB
FB
GBGB
2x8 LEDGER w/(4) 0.131"Ø NAILSINTO EACH STUD
14" TJI 210 @ 16"
3 1/
2" x
14"
X-B
EA
M
3 1/
2" x
14"
X-B
EA
M
5 1/2" x 9 1/2" X-BEAM
5 1/2" x 9 1/2" X-BEAM
5 1/2" x 9 1/2" X-BEAM5 1/
2" x
9 1
/2"
X-B
EA
M
5 1/
2" x
9 1
/2"
X-B
EA
M
5 1/2" x 14" X-BEAM
5 1/2" x 14" X-BEAM
5 1/
2" x
14"
X-B
EA
M
5 1/
2" x
14"
X-B
EA
M
5 1/2" x 14" X-BEAM
5 1/
2" x
14"
X-B
EA
M
6x8
5 1/
2" x
18"
X-B
EA
M
9 1/2" TJI 210 @ 16"
14" TJI 210 @ 16"
T/O SUB-FLOOR
110'-3 7/8"
W6X15
(4) 2x6
1K 1K(2) 2x6
W6X15
W6X15
1K
1K
(2) 2x6 2K
2K1K
1K
2K
5 1/2" x 5 1/2" X-BEAM
2KHSS3X3X1/4
1T
1K
1T
1K
(4) 2x6
(2) 2x6
STAIR BY CONTRACTOR
HUCQ610-SDS
HUCQ410-SDS
PE TRUSSES @ 24"
LUS28, TYP
(3) 2x6
L50 ONE SIDE
LSSU26, TYP
3:12
3:12
3:12
6S6
________ 5S6
________
7S6
________
IUS2.06/9.5, TYP
IUS2.06/9.5, TYP
SIM
17/S6BEAM TO COLCONN, SIM TO
17S6
________
17S6
________17/S6BEAM TO COLCONN, SIM TO
18S6
________
18S6
________
(4) 2x6
2K
2K5 1/
2" x
9 1
/2"
X-B
EA
M
5 1/2" x 11 7/8" X-BEAM
2x12
SLO
PE
D L
ED
GE
R2x
12 S
LOP
ED
LE
DG
ER
2x12 @ 24"
2x12 @ 24"
LSSU210, TYP
(4) 2x6
STUB
(4) 2x6
STUB
(3) 0.131"Øx3" NAILSAT EACH STUD
2'-6" 2'-6"
(4) 2x6
(4) 2x6
LSSU262x6 @ 24"
2x6 @ 24"
(4) 2x6
10AS6
________
TYPICAL FLOOR SHEATHING:3/4" NOMINAL STURD-I-FLOOR, APA RATED 24" OC TONGUE &GROOVE SHEATHING GLUED AND NAILED WITH 8d GUN NAILS@ 6" ALONG PANEL EDGES AND @ 12" ALONG INTERMEDIATEFRAMING MEMBERS. LAY PANELS PERPENDICULAR TOFRAMING MEMBERS AND STAGGER PANEL JOINTS
NORTH
SHEET No.
Date
Checked by
Designed by
Job #
Issue
No.
DA
TE
DE
S'D
RE
VIS
ION
DE
SC
RIP
TIO
N
S4-B
BA
SE
CA
MP
TO
WN
HO
ME
S
07/17/17
CMK
ETV
18365
CONSTRUCTION
BLD
G A
& B
LD
G B
BA
SE
CA
MP
CIR
CLE
GR
AN
BY
, C
O
1' 2' 4'0 8'
1/4"
1/4" = 1'-0"
ROOF FRAMING PLAN - BUILDING B
08/15/17
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S4-B
SECTION6
1' 2' 4'0 8'
1/4"
1/4" = 1'-0"
UPPER LEVEL FRAMING PLAN - BUILDING B
STUD WALL,SEE PLAN
PT 2x6 SILL PLATEw/ 1/2"Øx10"ANCHOR BOLT @48"
GRID
F/O STUD = F/O CONC
8" CONCRETE WALL
(2) #5 HORIZ AT TOP& BOTTOM
#4 VERT w/ 180 DEGREEBEND AT EACH END @18". ALTERNATE BEND,TYP.
FOUNDATION DRAINBY CONTRACTOR
3/4" SUBFLOOR ON I-JOISTS, SEE PLAN
8"
SEE PLANSEE PLAN
FLOOR JOIST PARALLELTO WALL AT SIM
8"
NO VOID FORM UNDER GRADEBEAM REQUIRED, TYPICAL.
GRIDGRID
5 1/2"3 1/2"5 1/2"
1'-2 1/2"
WOOD STUDWALL, SEE PLANPT 2x6 SILL PLATES w/
1/2"Øx6" TITEN HD 48"(CONTRACTOR OPTION:1/2"Øx10" ANCHORBOLTS @ 48")
(2) #5 HORIZ AT TOP &BOTTOM, EACH FACE
CONCRETE WALL,SEE PLAN
SEE PLAN
#4 VERT U BAR w/135 DEGREE BENDAT EACH END @18", EACH FACE
3/4" SUBFLOOR ON I-JOISTS, SEE PLAN
PT 2x12 LEDGER w/3/4"Øx6" TITEN HDBETWEEN EACHJOIST, STAGGERED.
1'-2 1/2"
5 1/2"3 1/2"5 1/2"
1'-2 1/2"
WOOD STUDWALL, SEE PLANPT 2x6 SILL PLATES w/ 1/2"Øx6" TITEN
HD 48"(CONTRACTOR OPTION:1/2"Øx10" ANCHOR BOLTS @ 48")
SEE PLAN
14 1/2" CONC WALL,SEE
VARIES
STRUCTURAL CONCRETESLAB ON LOOSELYCOMPACTED FILL, SEE PLAN
#5x24" EPOXY DOWEL #5"EMBED INTO WALL @ 12"
2/S5.
WOOD STUDWALL, SEE PLAN
PT 2x6 SILL PLATE w/1/2"Øx10" ANCHORBOLT @ 48"
8" CONCRETEWALL, SEE
SEE PLAN
3/4" SUBFLOOR ON I-JOISTS, SEE PLAN
VARIES
STRUCTURAL CONCRETESLAB ON LOOSELYCOMPACTED FILL, SEE PLAN
EPOXY DOWEL, SEE
1/S5.
3/S5.
WOOD STUDWALL, SEE PLAN
PT 2x6 SILL PLATE w/1/2"Øx10" ANCHORBOLT @ 48"
SEE PLAN
3/4" SUBFLOOR ON I-JOISTS, SEE PLAN
STRUCTURAL CONCRETESLAB ON LOOSELYCOMPACTED FILL, SEE PLAN
8" CONCRETEWALL, SEE 1/S5.
EPOXY DOWEL, SEE 3/S5.
3 1/2"5 1/2"
1'-2 1/2"
WOOD STUDWALL, SEE PLAN
PT 2x6 SILL PLATES w/1/2"Øx6" TITEN HD 48"(CONTRACTOR OPTION:1/2"Øx10" ANCHORBOLTS @ 48")
SEE PLAN
3/4" SUBFLOOR ON I-JOISTS, SEE PLAN
VARIES
STRUCTURAL CONCRETESLAB ON LOOSELYCOMPACTED FILL, SEE PLAN
13" CONC WALL,SEE 2/S5.
GRID
8" CONCRETEWALL, SEE
(2) #5 HORIZ AT TOP& BOTTOM
FOUNDATION DRAINBY CONTRACTOR
STRUCTURAL CONCRETESLAB ON LOOSELYCOMPACTED FILL, SEE PLAN
SLOPES
STUD WALL BEYOND,SEE PLAN
#4 x 24" @ 24"
24"
1/S5.
PILASTER, SEE PLAN
DRILLED PIER, SEE PLAN
#3 TIES @ 16", ADDONE AT TOP @ 3"
BATTERED W6 STEEL COLUMN,SEE PLAN. REFERT TO ARCHFOR COLUMN BATTER ANDBASE LAYOUT
SEE PLAN
SEE PLAN
#4 VERT AT EACHCORNER & MID-FACE(8 TOTAL) w/ 8" HOOKTOP & BOTTOM
3/4" CHAMFER
EMBED BASE PL1/2x13x1'-4" w/ (4)#5x30" A706
COL TO BASE PLATE,SEE 11/S5.
3" 10" 3"
3"7"
3"
SEE ARCH
ARCH
SEE
STRUCTURAL CONCRETESLAB ON LOOSELYCOMPACTED FILL, SEE PLAN
GRADE BEAM, SEE PLAN
BASE PLATE 1/2"x4x0'-9"w/ (2) 3/4"Ø x 6" TITEN HD@ 6" GAGE
GRID
3/16
CONCRETEFOUNDATIONWALL, SEE PLAN
STEEL COLUMN, SEEPLAN
8"
2 3/4"
STUD WALL,SEE PLAN
PT 2x6 SILL PLATE w/1/2"Øx10" ANCHORBOLT @ 48"
GRID
F/O STUD = F/O CONC
8" CONCRETEWALL, SEE
3/4" SUBFLOOR ON I-JOISTS, SEE PLAN
SEE PLAN
8"
STRUCTURAL CONCRETESLAB ON LOOSELYCOMPACTED FILL, SEE PLAN
1/S5.
EPOXY DOWEL,SEE 3/S5.
5 1/2" 2 1/2"
W6 STEEL COLUMN,SEE PLAN
SEE PLAN3/4" CHAMFER
EMBED BASE PL 1/2x9x0'-9"w/ (2) #4x24" A706 @ 5"GAGE
3/16PL 1/2x4x0'-7" w/ (2)3/4"Ø BOLTS @ 3"GAGE, CENTEREDABOUT PLATE
SHEET No.
Date
Checked by
Designed by
Job #
Issue
No.
DA
TE
DE
S'D
RE
VIS
ION
DE
SC
RIP
TIO
N
S5.
BA
SE
CA
MP
TO
WN
HO
ME
S
07/17/17
CMK
ETV
18365
CONSTRUCTION
BLD
G A
& B
LD
G B
BA
SE
CA
MP
CIR
CLE
GR
AN
BY
, C
O
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S5.
SECTION1
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S5.
SECTION2
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S5.
SECTION3
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S5.
SECTION4
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S5.
SECTION5
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S5.
SECTION6
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S5.
SECTION7
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S5.
SECTION9
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S5.
DETAIL10
08/15/17
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S5.
SECTION8
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S5.
SECTION11
GRID
3/4" SUBFLOOR ONI-JOISTS, SEE PLAN
WOOD STUDWALL, SEE PLAN
SEE PLAN
GRID
3/4" SUBFLOOR ON I-JOISTS, SEE PLAN
WOOD STUDWALL, SEE PLAN
SEE PLAN
BLOCKING @ 24"
14" I-JOIST BLOCKINGBETWEEN EACHJOIST OVER WALL
WOOD STUD BEARINGWALL, SEE PLAN
3/4" SUBFLOOR ONI-JOISTS, SEE PLAN
WOOD STUD BEARINGWALL WHERE OCCURSON PLAN
SEE PLAN
GRID
3/4" SUBFLOOR ONI-JOISTS, SEE PLAN.JOISTS PARALLELAT SIM
WOOD STUDWALL, SEE PLAN
LSL RIM
SHIM BETWEENHEADER & RIM W/ PWD
HEADER, SEE PLAN
IUS2.06/14, TYP
SEE PLAN
HEADER PLATE,SEE 11/S6
DA
5 1/2" 3 1/2" 5 1/2"
1'-2 1/2"
3/4" SUBFLOOR ONI-JOISTS, SEE PLAN
WOOD STUDWALL, SEE PLAN
WOOD STUDWALL, SEE PLAN
GRID D.1AGRID
SEE PLAN
5 1/2" 3 1/2" 5 1/2"
1'-2 1/2"
FLOOR FRAMINGBEYOND
WOOD STUDWALL, SEE PLAN
WOOD STUDWALL, SEE PLAN
3/4" PLYWOOD ON(2) 14" LSL RIM
GRID GRID
BAGRID
3/4" SUBFLOOR ONI-JOISTS, SEE PLAN
X-BEAM, SEE PLAN
5/8" SHEATHING ON PETRUSS, SEE PLAN
WOOD STUDWALL, SEE PLAN
SEE PLAN
2x BLOCKING
2x4 BLOCKING W/0.131"Ø x 3" NAILS @ 12"
HANGER, SEE PLAN
GRID
WOOD STUDWALL, SEE PLAN
2x6x4'-0" RAFTER TAIL SCABBED ON TORAFTER w/ (2) ROWS OF 0.131"Ø NAILS@ 6". STAGGERED, TYP
FULL HEIGHT BLOCKINGBETWEEN RAFTERS, TYP
H2.5A, TYP
GRID
1'-0"
2x6 OUTLOOKER, SEE PLAN
5/8" SHEATHINGON PE TRUSS
5/8" SHEATHINGON PE TRUSS
RAKE END GIRDER TRUSSW/ DROPPED TOP CHORD
2x6 BLOCKING
2x4 BLOCKING
(3) 0.131"Ø x 3" END NAILS
DA D.1A
WOOD STUDWALL, SEE PLAN
1'-2 1/2"
5 1/2" 3 1/2" 5 1/2"
5/8" SHEATHING ON PETRUSS, SEE PLAN
5/8" SHEATHING ON PETRUSS, SEE PLAN
H2.5
H2.5
PE TRUSS BLOCKINGBTWN TRUSSES
GRID
3/4" SUBFLOOR ONI-JOISTS, SEE PLAN
X-BEAM, SEE PLAN
5/8" SHEATHING ONRAFTERS, SEE PLAN
WOOD STUDWALL, SEE PLAN
STUD BEYOND
2x6 BEVELED CRIPPLESTUD LAPPED W/ STUD& CONNECTED W/0.131"Ø x 3" NAILS @ 6"STAGGERED
2x6 LEDGEDER W/1/4"Ø x 4" SDS SCREWS@ 12" STAGGERED
SEE PLAN
B/O BRG =
B/O JST1'-2 1/2"
DOUBLE TOP PL
ACE6, 2 SIDES
X-BEAM w/ HANGER,SEE PLAN
ROOF FRAMING NOTSHOWN FOR CLARITY
X-BEAM HEADER,SEE PLAN
X-BEAM COLUMN,SEE PLAN
DOUBLE TOP PL
X-BEAM w/ HANGER,SEE PLAN
X-BEAM HEADER,SEE PLAN
X-BEAM COLUMN,SEE PLAN
SEE PLAN
X-BEAM COLUMN,SEE PLAN
MSTA49 EACH FACE
X-BEAM COLUMN,SEE PLAN
(2) 1/4 x 6" SIMPSON SDSSCREWS THRU DOUBLETOP PL INTO COLUMN
OPENING HEAD/SILL PL CONNECTION
x < 5'-0"
5'-0" < x < 10'-0"
2x6
(2) 2x6
(2) 0.131"Ø x 3"
(2) 0.131"Ø x 3" PER PLATE
3/4" SUBFLOOR
FLUSH HEADER,SEE PLAN
DOUBLE TOP PLATE
HEADER PLATE
SILL PLATE
TRIMMER STUD
TRIMMER STUD
KING STUD
HEADER
2x6 BLOCKING
STUD WALL,SEE PLAN
2x12 OUTLOOKER
PE GABLE END TRUSS w/DROPPED TOP CHORD
GRID
1'-0"
5/8" ROOF SHEATHINGON PE TRUSS, SEE PLAN
2x BLOCKING
STUD WALL, SEE PLAN
H2.5, TYP
WOOD BEAM, SEEPLAN
STEEL COLUMN, SEEPLAN. REFER TO ARCHFOR BATTER
COL TO CAP PLATE,SIM TO 11/S5.
2" 4" 2"
8"
4"2"
6"
1/2" CAP PLATE
1/4" SIDE PLATE EACH SIDEw/ (2) 3/4"Ø THRU BOLT
3/16TYP NON-STRUCTURAL
PARTITION3/4" SUBFLOOR,SEE PLAN
14" I-JOIST, SEEPLAN
SEE PLAN
9 1/2" I-JOIST, SEE PLAN
HANGER, SEE PLAN
14" LSL RIM JOISTWOOD STUDWALL, SEE PLAN
GRID
GRID
HEADER, SEEPLAN
LAP RAFTERS & CONNECT w/ (4)0.131"Øx3" NAILS
FULL HEIGHT BLOCKINGBETWEEN RAFTERS, TYP
H2.5A, TYP
5/8" SHEATHING, SEEPLAN
2x6 RAFTER,SEE PLAN
2x12 RAFTER, SEE PLAN
WALL BEYOND
SHEET No.
Date
Checked by
Designed by
Job #
Issue
No.
DA
TE
DE
S'D
RE
VIS
ION
DE
SC
RIP
TIO
N
S6
BA
SE
CA
MP
TO
WN
HO
ME
S
07/17/17
CMK
ETV
18365
CONSTRUCTION
BLD
G A
& B
LD
G B
BA
SE
CA
MP
CIR
CLE
GR
AN
BY
, C
O
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION1
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION2
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION3
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION4
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION5
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION6
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION7
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION10
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION13
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION14
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION12
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION8
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION9
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION11
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION15
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION16
08/15/17
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION17
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION18
0 6" 1' 2' 3'
3/4"
3/4" = 1'-0"S6
SECTION10A