T² - KSA

5'-0" maximum 1'-0"1'-0"

1'-0

" min

imum

2" m

inim

um6"

max

imum

Egress Window

horizontal reinforcement



(1) r

einfo

rcemen

t by 4

'-0" lo

ng(1) reinforcement by 4'-0" long

vert

ical

rei

nfor

cem

ent

with

1'-0

" hoo

k

vert

ical

rei

nfor

cem

ent

with

1'-0

" hoo

k

Foundation Block-out Reinforcement at Window

minimum minimum

2'-8

"8"

8"6'

-8"

2'-8

"

4'-0"

2'-0

" hoo

k

3" clear

Ref

er to

pla

n

1'-0"

8"

Horizontalreinforcement at

1'-4" on center.

Verticalreinforcement at

1'-0" on center,with 6" hooks infooting, typical.

(2) verticalreinforcement at

end of counterfort.

Counterfort Detail

2'-0" lap

Horizontal reinforcementwith hooks to tie intointersecting reinforcement.

Tee Reinforcement

2'-0" lap

When horizontal reinforcementis not continuous at the corner,one end must be have a hook.

Corner Reinforcement

Tie reinforcement attwo locations, typical.

Tie reinforcement attwo locations, typical.

3"CL of Strap

Stud Strap-TieLocationScale: 1" = 1'-0"

S

Trimmer(s) and King Stud(s),refer to Framing Plans.

Inside trimmer of roughdoor/window opening. Contractorshall reconcile the location with thearchitectural plans.

Install STHD10 Hold-down atthe location indicated on theFoundation Plan.

Sill plate on the topof the foundation.

3"

R

Inside trimmer of roughdoor/window opening. Contractorshall reconcile the location with thearchitectural plans.

CL of Strap

Rim-board Strap-TieLocationScale: 1" = 1'-0"

Trimmer(s) and King Stud(s),refer to Framing Plans.

Install LSTHD8(RJ) Hold-downat the location indicated on theFoundation Plan.

Top of the Rim-board.

Sill plate on the topof the foundation.

2"

2" 2"

2"

(1) #4 header reinforcement bars

2" m

inim

um

Free Floating PartitionScale: 1 1/2" = 1'-0"

Suspend interior partitionsfrom framing above. 2x4studs at 2'-0" on center.

Install 60d nails at 2'-8" on center,maximum. Drill pilot holes inpartition plate to allow "free"vertical movement.

Rigidly connect continuous 2x4 sillplate to concrete slab. Plate shallconsist of a wood species naturallyresistant to rot or pressure treated.

General

It is the responsibility of the general contractor and sub-contractors respective to the trades toreview and reconcile any discrepancies between these structural plans and the architectural plans.Any significant discrepancies shall be reconciled with this office prior to proceeding withconstruction.

Framing

Materials/Beams and Headers

1. Hem-Fir #2 is to have the following minimum design values: Bending Fb=850 psi.; ShearFv=150 psi; Modulus of Elasticity E=1,300,000 psi.

2. Douglas-Fir #1 timber is to have the following minimum design values: Bending Fb=1,350psi.; Shear Fv=170 psi.; Modulus of Elasticity E=1,600,000 psi.

3. Laminated Veneer Lumber (LVL) is to have the following minimum design values:Fb=2,600 psi.; Shear Fv=285 psi.; Modulus of Elasticity E=1,900,000 psi.

4. Glue Laminated Timber (Glu=Lam) is to be 24F-V4 Douglas Fir (simple span) or 24F-V8Douglas-Fir (continuous span) and is to have the following minimum design values:Fb=2,400 psi.; Shear Fv=240 psi.; Modulus of Elasticity E=1,800,000 psi.

5. W Shape Red Iron steel beams are to be 50 ksi yield strength (U.N.O.)

6. Beams and Headers shall be connected in accordance with IRC 2015 Table R602.3 (1).

Framed Walls

1. Sill Plates in contact with concrete shall be a species that is naturally resistant to rot orpressure treated.

2. Exterior walls shall be ICF Concrete or framed with a minimum of 2x6 studs (U.N.O.)spaced at a maximum of 1'-4” on center and sheathed with 7/16” (24/26) APA ratedplywood (O.S.B.) panels. Panels shall be nailed with 8d nails minimum spaced at 6” oncenter at panel edges and at 1'-0” on center at intermediate supports.

3. Interior Bearing walls shall be framed with a minimum of 2x4 or 2x6 studs (U.N.O.) spacedat a maximum of 1'-4” on center and sheathed with ½” gypsum wallboard (U.N.O.). Fastengypsum wallboard to studs with 6d nails or 1 ¼” screws (type W or S) spaced at 7” on centeron panel edges and intermediate supports.

4. Interior Shear walls shall be framed with a minimum of 2x6 studs (U.N.O.) spaced at amaximum of 1'-4” on center and sheathed on one face with 7/16” APA rated plywood(O.S.B.) panels. Panels shall be nailed with 8d nails minimum spaced at 6” on center onedges and at 1'-0” on center on intermediate supports.

5. Interior Partitions shall be framed with a minimum of 2x4 studs (U.N.O.) spaced at amaximum of 2'-0” on center and sheathed with ½” gypsum wallboard. Fasten gypsumwallboard to studs with 6d nails or 1 ¼” screws (type W or S) spaced at 7” on center onpanel edges and intermediate supports.

6. Interior Partitions framed above a slab (Basement, Garage, Slab on Grade) shall be framedwith a minimum of 2x4 studs (U.N.O.) spaced at a maximum of 1'-4” on center andsheathed with ½” gypsum wallboard. Fasten gypsum wallboard to studs with 6d nails or 1¼” screws (type W or S) spaced at 7” on center at panel edges and at intermediate supports.Note that the interior partitions framed above a slab are to be suspended from the framingabove. Lumber in contact with concrete shall be a species that is naturally rot resistant orpressure treated. A minimum 2” gap shall be maintain between the sill plate and thebottom plate of the suspended partition. Refer to Free Floating Partition detail on thissheet.

Roofs

1. Rafters shall be installed as specified on the plan or in accordance with the span charts IRC2015 R802.5.1(1-8). Each rafter shall have a H2.5 anchor installed at each end for upliftresistance U.N.O. The installation of blocking in not an acceptable substitute for hurricaneanchors.

2. Trusses shall be designed in accordance with 2015 IRC R802.10 and sealed by an engineerwith current Colorado registration. Note: The Contractor is to submit engineered shopdrawings and layouts to this office for approval before ordering or installing materials.

3. Uplift resistant hardware shall be installed as required to resist the uplift loads calculatedby trusses designer. A minimum of (1) H2.5 or equivalent hurricane anchor shall beinstalled on each end or each truss. The installation of blocking is not an acceptablesubstitute for hurricane anchors.

4. The gravity load of each truss shall be checked against the bearing capacity of the wallplates and bearing enhancement shall be installed as required.

5. Truss chords or webs that are broken, drilled, or notched shall be repaired in accordancewith a drawing sealed by an engineer with current Colorado registration.

6. Lateral bracing shall be installed as noted on the plan or as noted on the sealed engineeredtruss drawings. Note: Shear panels shall be constructed as detailed on this sheet oninstalled as indicated on this plan.

7. Roof Sheathing shall be installed as specified on this plan, see Design Loads andSpecification Chart on this sheet.

Floors

1. Joists shall be installed and spaced as specified on this plan. Joists are to be specified inaccordance with the span charts IRC 2015 R502.3.1(1-2) with an emphasis on deflectionperformance. Cantilevered joists are sized in accordance with the charts IRC 2015R502.3.3(1-2).

2. I-Joists shall be installed and spaced as specified on the plan. I-Joists are to be specified inaccordance with the span charts provided by the manufacturer with an emphasis ondeflection performance. I-joists specified on this plan may be substituted with equivalentI-joists produced by alternate manufacturers. If alternate manufactures' I-joists are to beinstalled, the contractor shall provide this office with the appropriate span charts andlayouts prior to installing materials. Note: Web-stiffeners shall be installed as required bythe manufacturer's specifications. I-joists that are broken, drilled, or notched shall berepaired as required by the manufacture's specifications or a drawing sealed by an engineerwith current Colorado registration.

3. Floor Trusses shall be designed in accordance with IRC 2015 R502.11 and sealed by anengineer with current Colorado registration. Bridging and bracing shall be installed permanufacturer's specifications. Contractor is to provide engineered shop drawings andlayout to this office for approval prior to ordering materials. Note: Approval shall beobtained from engineer of record prior to substituting ribbon for rim-board. FloorSheathing shall be installed as specified on this plan, see Design Loads and SpecificationChart on this sheet.

Structural Floors (Basement)

1. Cold Rolled Steel Joists shall be installed as specified on this plan. These joists are to bespecified and spaced in accordance with 2015 IRC R505.3.2(1-3). The steel joists shall beinstalled in accordance with 2015 IRC R505.2 and R505.3.

2. Floor Sheathing shall be installed as specified on this plan, see Design Loads andSpecification Chart on this sheet.

Steel

1. Steel plates and columns are to be A36 steel. Top and bottom plates are to be securelyfastened to steel columns, beams and foundation.

2. Steel beams are to have a minimum yield stress, Fy, of 50 ksi (A992) unless noted otherwise onplan.

Footings and Foundation

1. Footings are to bear on undisturbed native soil, or compacted structural fill. Any loose soil,organic and inorganic material is to be removed prior to placing concrete. Footings are not tobe placed on frozen soil. The top surface of footing is to be level. Footings are to be steppedwhere it is necessary to change the elevation of the top surface of the footing.

2. Footing, piers and other permanent supports of buildings and structures shall be protected byextending below the frost line of the locality.

3. The preparation of equipment and place of deposit, mixing, conveying, depositing, and curingof concrete is to be in accordance with ACI 318. Concrete for this project will have a specifiedcompressive strength, f'c, of not less than 3,000 psi at 28 days. The water-cement ratio is to bebetween 0.40 and 0.50. The slump should be around 5". Under no circumstances shall slumpexceed 5". Air entrainment is to be between 5% and 7 ½%.

4. Cement used in the concrete mix is to conform to Specification for Portland Cement ASTM C150. Concrete aggregates are to conform to Specification for (normal weight) ConcreteAggregates ASTM C 33. Water used in the concrete mix is to be clean and free from injuriousamounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious toconcrete or reinforcement.

5. All concrete shall be thoroughly consolidated by suitable means during placement and shall bethoroughly worked around reinforcement and embedded fixtures and into corners of forms.

6. Cold weather requirements (ACI 318): Adequate equipment shall be provided for heatingconcrete materials and protecting concrete during freezing or near-freezing weather. Allconcrete materials and all reinforcement, forms, fillers and ground with which concrete is tocome in contact shall be free from frost. Frozen materials or materials containing ice shall notbe used. Recommendations for cold weather concreting are given in detail in “Cold WeatherConcreting” reported by ACI Committee 306.

7. Hot weather requirements (ACI 318): During hot weather, proper attention shall be given toingredients, production methods, handling, placing, protection, and curing to prevent excessiveconcrete temperature or water evaporation that could impair required strength or serviceabilityof the member or structure. Recommendations for hot weather concreting are given in detailin “Hot Weather Concreting” reported by ACI Committee 305.

8. Concrete forms shall be removed in such a manner as not impair safety and serviceability of thestructure. Concrete exposed by form removal shall have sufficient strength not to be damagedby removal operation. The concrete foundation walls are to be adequately braced prior tobackfill.

9. Minimum concrete cover for reinforcement:a. 3" for concrete cast against and permanently exposed to earth.b. 1 ½" for concrete exposed to earth or weather.c. ¾" of an inch for concrete not exposed to weather or not in contact with ground.

10. Reinforcement is to correspond with Standard Specification for Deformed Reinforcement(ASTM A 615) and have a minimum yield strength of 60,000 psi. Reinforcement is to becontinuous around corners and step locations. Reinforcement splices are to kept to aminimum, where splices are required #4 reinforcement is to be lapped a minimum length of2'-0” and #5 reinforcement is to be lapped a minimum length of 2'-6”. All lappedreinforcement is to be tied with wire at two locations.

11. Wood sill plates are to be anchored to the foundation with anchor bolts spaced a minimum of4'-0” on center, with a bolt at each end, located not more than 1'-0" from each end of the plate.If the foundation wall is less than 2'-0” the sill plate is be anchored to the foundation with oneanchor bolt located in the center third of the plate section.

Concrete Slab (Non-Structural)

1. The base for non structural concrete slab is to be of a minimum of 4" thick of clean gradedsand, gravel, or crushed stone passing a 2" sieve. This is placed on top of a prepared sub-gradethat is recommended by the Geotechnical Engineer. To reduce cracking for interiornon-structural concrete slabs, install #4 reinforcement bars at 3'-0” on center each way or 6"inch by 6" W2.9 by W2.9 welded wire fabric. Reinforcement is to be supported and remain inplace from the center to the upper one third of the slab depth. Concrete slabs are to have anIsolation joint at foundation walls, columns, pipes and structural elements. Control joints areto be installed at a depth of ¼ the slab depth. The maximum distance between control joints is10 feet in each direction or a maximum of 100 square feet. Control joints are to be tooledwhile slab is placed or saw cut within 12 hours of placement.

Soil/Grading

1. The excavation and fill placement for the foundation is to be observed by a GeotechnicalEngineer to ensure adequate bearing pressure prior to placing concrete. The contactor/owneris to follow the recommendations in the geotechnical report for this project.

2. Prior to installing backfill, it is the responsibility of the general contractor to ensure that thefoundation walls are adequately braced by installing the main floor system and securing it tothe top of the foundation walls.

3. Foundation backfill is to be installed in 8" equal lifts and compacted with light mechanicalcompaction equipment. Care should be given not to induce lateral stress or damage thefoundation walls. Where possible, backfill both sides of the foundation in equal lifts topromote stability. Adding water to the back fill, beyond the optimized moisture content, forsettling is not an acceptable means for compaction.

4. Surface drainage is to be diverted to a storm sewer conveyance or to the approved point ofcollection so as to not create a hazard. Lots are to be graded to drain surface water away fromfoundation walls. The grade is to fall a minimum of 1" per foot within the first 10 feet.

Damp-proofing

1. Dampproofing materials for foundation walls are to be installed on the exterior surface of thewall, and shall extend from the top of the footing to above ground level. Dampproofing shallconsist of bituminous material, 3 pounds per square yard of acrylic modified cement, 1/8" coatof surface-bonding cement complying with ASTM C 887, any material permitted forwaterproofing or approved equal.

Perimeter Drain

1. A perimeter drain is to be installed around all concrete and masonry foundations that retainearth and enclose habitable or usable spaces located below grade. This is to reduce thepotential for the development of hydrostatic pressure and any water that might accumulate inareas below grade. Perforated pipe shall be installed at or below the area to be protected andshall discharge by gravity or mechanical means into an approved drainage system. The top ofthe drain is to be protected with strips of building paper, and the perforated pipe shall beplaced on a minimum of 2" of washed gravel or crushed rock at least on sieve size larger thanthe perforation opening and covered with the same material.

Foundation Design

Company: Soilogic, LLCProject Number: 17-390Date: March 8, 2016

Maximum Bearing Pressure: 2000 p.s.f.Minimum Bearing Pressure: 650 p.s.f.Minimum Frost Depth: 36 inches (3'-0")

Design Loads

Floor: 40 p.s.f. Live Wind: Vu = 130 mph, 15 p.s.f. Dead Exposure B

Roof: 35 p.s.f. Snow Seismic Category: B 20 p.s.f. Dead

Design Specifications

Floor Sheathing: 3/4" T&G O.S.B. A.P.A. rated (48/24) nailed 8d nails at 4" on center on edges and at 8" on center at intermediate supports.Roof Sheathing: 7/16" O.S.B. A.P.A. rated (24/16) nailed 8d nails at 4" on center on edges and at 8" on center at intermediate supports.

2'-0" minimum lap 2'-0" minimum lap

1'-6

"m

inim

um

1'-6

"m

inim

um

opening per plan

Horizontal reinforcement.

1'-0

"bl

ock-

out

2" m

inim

um6"

max

imum2"

min

imum

6" m

axim

um

Foundation Block-out Reinforcement at Door

2'-8

"1'

-0"

Alternate LedgerConnectionAnchor J bolts

Scale: 1/2" = 1'-0"

Drill a 3"Ø hole in the ICFand cast in a 1/2"Ø x 10"J-bolt. These J-bolts maybesubstituted at a 1:1 ratio forthe wedge anchors specifiedon the ledger chart.

I.C.F. Rebar Schedule:

Horizontal: rows of (1) #4 bar at 2'-8" on center or Helix 5-25 dosage of 9 lbs./yard of concrete.

Vertical: Install #4 rebar dowels at 2'-8" on center or Helix 5-25dosage of 9 lbs./yard of concrete. Splice length is 2'-0".

Note: The concrete in the exterior walls is not exposed directly toweathering so the rebar may be within 3/4" of the inside of the foam.

Sheet: 1 of 5

Date: 1/11/2018Project: 17-390

Proj

ect H

isto

ry:

11/2

7/20

17:

Pric

ing

Set

1/11

/201

8: P

erm

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neer

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T² P. O. 7

821,

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ado

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Steel Beam Sizes:

Mark: Width: Depth: W10x26 5 3/4" 10 1/4"

Continuous Footing Schedule

All continuous footings shall have (2) continuous #4 longitudinalrebar and #4 transverse rebar at 2'-0" on center. Continuousfootings greater than 2'-0" in width shall have (3) continuouslongitudinal #4 rebar and #4 transverse rebar spaced at 2'-0" oncenter.

Required Concrete Cover of Reinforcement

3 inches for concrete cast against and permanently exposed to earth.1 ½ inches for concrete exposed to earth or weather.¾ of an inch for concrete not exposed to weather or not in contactwith ground.

Interior Footing Schedule

Mark: Size: Reinforcing:

SQF 24 2'-0" x 2'-0" x 8" (4) #4 Rebar each way






Legend:

Exterior Walls: 8" I.C.F.

Interior Bearing Walls: 2x6 at 1'-4" o. c. Indicates interior bearing walls above. Interior Partitions: 2x4 at 1'-4" on center. Beams or Headers: specified on plan. Timmer/King Stud Columns: see plan. Truss/Rafter/Outriggers: specified on plan. Girder Truss.

LVL: Laminated Veneer Lumber. PLA: Point Load Above. Install indicated studs in the walls

the floor cavities.

Ledger Schedule:

Mark: Size: Connection:L3 2x10 (4) rows of 10d nails at 1'-4" (16") on center.L4 2x12 P.T. (1) row of 1/2"Ø x 6" long wedge anchors at

2'-8" (32") on center.L5 14" LSL (1) row of 1/2"Ø x 6" long wedge anchors at

2'-8" (32") on center.





dumbwaiter

2-40

50 E

gres

s2-

4050

Egr

ess

4050

Egr

ess

24B

S624

BS6

14B

14B

46BS6

(3) 9 1/2" LVL or5 1/2" x 9 1/2" Glu=Lam, Dropped CantileverCantilever

C1

SQF 54

C1

SQF 48

W10

x26,

(3)

Spa

ns, D

ropp

ed

W10

x26,

(2)

Spa

ns, D

ropp

ed

C1

SQF 48

C1

W10

x26,

Dro

pped

C1

SQF 54

SQF 60

W10

x26,

(3)

Spa

ns, D

ropp

edW

10x2

6, (

3) S

pans

, Dro

pped

(2) 14" LVL, (2) Spans, Flush

C1 C1

C1

C1


(2) 14" LVL, (2) Spans, Flush (2) 14" LVL, (2) Spans, Flush

W10

x26,

(2)

Spa

ns, D

ropp

ed

GarageInstall 4" concrete slab to drain

toward the overhead doors.

Block out the top of thefoundation to accept thegarage slab, refer to thedetail on sheet 1. Typicalat (4) door locations.

(1)

14" L

VL

, Flu

sh

(1)

14" L

VL

, Flu

sh

C2

C2

(2)

2x10

, Lan

ding

(1) 14" LVL, Flush

Install a HU414hanger.


L3, refer to the ledgerschedule on this sheet.

Sing

leJo

ist,

Flu

sh







BasementInstall 4" concrete slab.

2x10

Hem

-Fir

#2

Jois

tsat

1'-4

" (16

") o

n ce

nter

.

PorchInstall 4" Concrete Slab.

PorchInstall 4" Concrete Slab.

14" T

JI-3

60 I

-Joi

sts

at 1

'-4" (

16")

on

cent

er.

14" T

JI-3

60 I

-Joi

sts

at1'

-4" (

16")

on

cent

er.

24" F

TG

.24

" FT

G.


2x12 Pressure Treated Joists at 1'-4" (16") on center.

16" F

TG

.

20" F

TG

.

20" F

TG

.

24" FTG.

18" F

TG

.

28" F

TG

.

22" FTG.

20" F

TG

.

20" F

TG

.

24" F

TG

.24

" FT

G.

18" FTG.16" FTG.

16" F

TG

.

34" F

TG

.

18" F

TG

.

20" FTG. 20" FTG.

26" F

TG

.

20" FTG.

20" F

TG

.

23'-1012" 15'-11

2" 27'-0" 17'-0" 4'-0"

59'-112"

83'-0"

19'-0

"19

'-0"

19'-0

"

Step to Walkout Walkout

3"11

'-7"

Step to Walkout

4'-0"

4'-0"

15'-814" 26'-6" 16'-111

4"

11'-3

"9'

-101

2"8'

-3"

11'-9

12"

4'-0

"

15'-5

"14

'-4"

15'-5

"

3'-0

"16

'-4"

2'-4

"8'

-4"

15'-0

"8'

-4"

3'-8

"7'

-61

2"

Blo

ck-O

utB

lock

-Out

Blo

ck-O

ut

57'-0

"

64'-6

12"

17'-912" 2'-10" 1'-10" 18'-61

2" 9'-0" 18'-512" 21'-61

2" 4'-0"Block-Out

22'-512" 46'-0"

83'-0"

7'-6

12"

10'-2

"8'

-10"

6'-2

"12

'-10"

11'-8

"7'

-4"

64'-6

12"

Foundation PlanScale: 1/4" = 1'-0"

A3

16'-314" 25'-11" 16'-111

4"

(5) 2x4:(3)T & (2)K

(3) 9 1/2" LVL or5 1/2" x 9 1/2" Glu=Lam, Dropped

SQF 30

SQF 30

SQF 24

SQF 30

Steel Column Schedule:

Mark: Size: Minimum Axial Capacity:C1 3"Ø, 3 1/2"Ø O.D. 29,000 lbs.

B3

C3

B3

D3

F3

E3

G3

G3

3"±

1'-6

" min

imum

24BS6Scale: 1/2" = 1'-0"

(2) #4 lowerheader bar.

Install #4 verticals at6" on center.

Top piece of thewindow buck.

3"±

14BScale: 1/2" = 1'-0"


3"±

24BScale: 1/2" = 1'-0"


1'-6

" min

imum

1'-6

" min

imum

3"±

1'-6

" min

imum

46BS6Scale: 1/2" = 1'-0"




3"±

Hatch indicates that thesefootings are at a deeperdepth for frost protection.

Install a hanger, typicalat (4) stair-holelocations.

B F

4

1

2

3

GA C D EB1


Scale: 1/2" = 1'-0"


This line indicates thatthis portion of the garageslab shall remain level for

the mudroom floor.Refer to the architectural

plans.

13'-1

112"

5'-0

12"

4'-5

"14

'-7"

5'-9"

Hatch indicates that thesefootings are at a deeperdepth for frost protection.

Hatch indicates that thesefootings are at a deeper

depth for frost protection.

Block-out the top of thefoam to provide a smooth

transition between theslab and floor sheathing.

Sheet: 2 of 5

Date: 1/11/2018Project: 17-390

Proj

ect H

isto

ry:

11/2

7/20

17:

Pric

ing

Set

1/11

/201

8: P

erm

it Se

tSt

ruct

ural

Engi

neer

ing

T² P. O. 7

821,

Lov

elan

d, C

olor

ado

8053

7O

ffice

: (97

0) 6

63-6

016,

Fax:

(970

) 622

-932

4w

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.tsqu

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neer

ing.

com

Proj

ect:

The

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Res

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8" m

inim

um

3'-6

" min

imum

6" m

inim

um

2" m

inim

um

6" m

axim

um

Section APorch Foundation

Scale: 1/2" = 1'-0"

VariesRefer to Plan

8"

(1) #4 continuous rebar.


Install #4 rebar at 2'-0" ineach direction in the deck.

4"

Install 2'-0" long #4 Rebardowels with 6" long hooksspaced at 2'-0" on center.

Install rebar in the footingper the rebar schedule.

8" m

inim

um

Varies

Section BICF - Exterior Garage Wall

Scale: 1/2" = 1'-0"

Refer to Plan

4"

8"

11" ±

2'-8

" ±2'

-8" ±

Install #4 vertical rebarspaced at 2'-8" on center with2'-0" minimum splice length.



2'-8

" ±2'

-8" ±

2'-8

" ±




4"

8"



Install 1/2"Ø x 10" longanchor bolts at 4'-0" oncenter maximum.

Install 1/2"Ø x 10" longanchor bolts at 4'-0" on

center maximum.

Install 2x6 out-riggersat 2'-0" on center andfull depth blocking.

8" m

inim

um

Varies

Section CICF - Exterior Garage Wall

Scale: 1/2" = 1'-0"

Refer to Plan

4"

8"

11" ±

2'-8

" ±2'

-8" ±




2'-8

" ±2'

-8" ±



4"

8"


4"




center maximum.

8" m

inim

um

Varies

Section DICF - Intermediate Garage Wall

Scale: 1/2" = 1'-0"

Refer to Plan

3"

8"

11" ±

2'-8

" ±



4"

2'-8

" ±2'

-8" ±

3/4" plywood (or O.S.B.)floor sheathing over joistsper plan.

Refer to the ledgerspecified on the plan.


Install 1/2" perimeterexpansion joint material.

8" m

inim

um

3'-6

" min

imum

6" m

inim

um

2" m

inim

um

6" m

axim

um

Section FPorch/Deck Foundation

Scale: 1/2" = 1'-0"

VariesRefer to Plan

8"



Install #4 rebar at 2'-0" ineach direction in the deck.

4"

Install 2'-0" long #4 Rebardowels with 6" long hooksspaced at 2'-0" on center.


8" m

inim

um

Varies

Section EICF - Rear Exterior Wall

Scale: 1/2" = 1'-0"

Refer to Plan

4"

8"

2'-8

" ±2'

-8" ±


2'-8

" ±2'

-8" ±

2'-8

" ±2'

-8" ±

2'-8

" ±2'

-8" ±

Install 1/2"Ø x 10" longanchor bolts at 4'-0" oncenter maximum.


Beam per plan.

Decking overjoists per plan.

Beam per plan.








2'-8

" ±

Beam per plan.

8" m

inim

um

Varies

Section GICF - Front Exterior Wall

Scale: 1/2" = 1'-0"

Refer to Plan

4"

8"

11" ±

2'-8

" ±



4"

2'-8

" ±2'

-8" ±




4"










(1) #4 continuous rebar.(1) #4 continuous rebar.

2'-8

" ±2'

-8" ±


2'-8

" ±


2'-8

" ±


2'-8

" ±


4"


11" ±



2'-8

" ±2'

-8" ±


2'-8

" ±

(1) #4 continuous rebar.(1) #4 continuous rebar.Refer to the ledger

specified on the plan.




center maximum.

9'-1

14"

1'-2

34"

10'-1

18"

1'-2

34"

9'-1

18"


Scale: 1/2" = 1'-0"






NOTE: The field rebar in the walls sections on this sheet spaced at2'-8" on center horizontally and vertically maybe substituted withadding Helix5-25 to the concrete at a ratio of 9 lbs./cubic yard.



Sheet: 3 of 5

Proj

ect:

The

Bra

uer

Res

iden

ce S

ectio

n D

etai

lsSt

ruct

ural

Engi

neer

ing

T² P. O. Box

782

1, L

ovel

and,

Col

orad

o 80

537

Offi

ce: (

970)

663

-601

6, Fa

x: (9

70) 6

22-9

324

ww

w.ts

quar

eden

gine

erin

g.co

m

Date: 1/11/2018Project: 17-390

Proj

ect H

isto

ry:

11/2

7/20

17:

Pric

ing

Set

1/11

/201

8: P

erm

it Se

t 54

73 S

ecre

st C

ourt

Lot

2A

, Vet

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1 2

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8

Legend:

Exterior Walls: 8" I.C.F. Interior Bearing Walls: 2x6 at 1'-4" o. c. Indicates interior bearing walls above. Interior Partitions: 2x4 at 1'-4" on center. Beams or Headers: specified on plan. Timmer/King Stud Columns: see plan. Truss/Rafter/Outriggers: specified on plan. Girder Truss.


the floor cavities.

Ledger Schedule:

Mark: Size: Connection:L1 2x6 (1) row of 1/2"Ø x 6" long wedge anchors at

4'-0" (48") on center.L2 2x8 (3) rows of 5" Ledger Lok screws at 1'-4" (16")

on center (each stud).L3 2x10 (4) rows of 10d nails at 1'-4" (16") on center

(each stud).L5 14" LSL (1) row of 1/2"Ø x 6" long wedge anchors at

2'-8" (32") on center.

18R @ 7.37"17T @ 10"

14B

14B

14B

14B

14B

14B

14B

46BS6

14B

14B24B

46B

S624

BS6

24B

S6

14B14B 14B 14B

(2)

2x8

or (

3) 2

x6

(2) 2x6:(1)T & (1)K

46BS6 46BS6

24BS6

Cantilever

(2)

14" L

VL

,F

lush

(3)

9 1/

2" L

VL (4) 2x6:

(2)T & (2)K

(3)

9 1/

2" L

VL (4) 2x6:

(2)T & (2)K

(2) 14" LVL, Flush

(3) 2x6


CantileverW12x26, Flush

(3) 2x6

(6) 2x6

(3) 2x6 (4) 2x6 (3) 2x6


(1)

14" L

VL

, Flu

sh (1) 14" LVL, Flush

(2) 2x6


Install an inverted(upside down)HGUS6.88/12 hanger.

Install a HUC414hanger.

Install a HGUS414hanger.


(2)

2x8

or (

3) 2

x6 (4) 2x6:(2)T & (2)K

(2) 14" LVL, Flush

(4) 2x6

(2) 11 7/8" LVL, Dropped(2) 11 7/8" LVL, Dropped

(2)

2x12

, Dro

pped

(2)

2x12

, Dro

pped

(2) 11 7/8" LVL, Dropped

(2)

14" L

VL

, Flu

sh

(2)

14" L

VL

, Flu

sh

(1) 14" LVL, Flush


(2) 9 1/2" LVL, Dropped Cantilever(2) 9 1/2" LVL, DroppedCantilever

(3) 2x6

(3)

11 7

/8"

LV

L, F

lush


Eng

inee

red

Tru

sses

at 2

'-0" (

24")

on

cent

er.

2x12 Pressure Treated joists at 1'-4" (16") on center.


Engineered Trusses at 2'-0" (24") on center.

14" T

JI-3

60 I

-jois

ts a

t1'

-4" (

16")

on

cent

er.


Eng

inee

red

Tru

sses

at 2

'-0" (

24")

on

cent

er.


(2)

2x10

, Lan

ding

(2) 2x4:Landing


Main Level Walls/Upper Floor/Lower Roof Plan

Scale: 1/4" = 1'-0"


Install a MBU5.5/14hanger.

The end of this beammaybe cut to a taper to be

concealed in the roof.

Install a MBU5.5/14hanger.

The end of this beammaybe cut to a taper to beconcealed in the roof.


Install a HUC410 orHUC210-2 hanger.

Install a HUC410 orHUC210-2 hanger.

(5) 2x4:(3)T & (2)K

(5) 2x4:(3)T & (2)K

(5) 2x4:(3)T & (2)K

3"±

1'-6

" min

imum

24BS6Scale: 1/2" = 1'-0"




3"±

14BScale: 1/2" = 1'-0"


3"±

24BScale: 1/2" = 1'-0"


1'-6

" min

imum

1'-6

" min

imum

3"±

1'-6

" min

imum

46BS6Scale: 1/2" = 1'-0"




3"±

Not

e: C

ontr

acto

r m

ay e

lect

to p

lace

jois

ts a

t 1'-0

" for

bett

er p

erfo

rman

ce.

(1) 14" LVL, Flush

B F

4

1

2

3

GA C D EB1


Scale: 1/2" = 1'-0"






(3) 2x6

(2) 14" LVL, Flush (locate this beamunder the girder truss above.)

Line of the bearingwall above.


Sheet: 4 of 5

Proj

ect:

The

Bra

uer

Res

iden

ce M

ain

Lev

el P

lans

and

Hea

der

Sche

dule

sSt

ruct

ural

Engi

neer

ing

T² P. O. Box

782

1, L

ovel

and,

Col

orad

o 80

537

Offi

ce: (

970)

663

-601

6, Fa

x: (9

70) 6

22-9

324

ww

w.ts

quar

eden

gine

erin

g.co

m

Date: 1/11/2018Project: 17-390

Proj

ect H

isto

ry:

11/2

7/20

17:

Pric

ing

Set

1/11

/201

8: P

erm

it Se

t 54

73 S

ecre

st C

ourt

Lot

2A

, Vet

as V

ista

s, F

iling

2

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nty)

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1 2

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18R @ 7.53"17T @ 10"

(2)

2x8

or(3

) 2x

6(2

) 2x

8 or

(3)

2x6

(2) 2x6:(1)T & (1)K

(2)

2x8

or (

3) 2

x6

(3) 2x6:(1)T & (2)K

(2) 2x8 or (3) 2x6

(2) 2x6:(1)T & (1)K

24BS6

(2) 2x8 or (3) 2x6

(3) 2x6:(1)T & (2)K

(2) 2x8 or (3) 2x6

(3) 2x6:(1)T & (2)K24BS6

(2)

2x8

or(3

) 2x

6

(2) 2x4:(1)T & (1)K

(3) 2x6(1) 14" LVL (under wall)

(3) 2x6:(1)T & (2)KGirder Truss

Box Girder Truss

(6) 2x4

(3)

14" L

VL

, Roo

f Pitc

h

(1) 14" LVL, Flush in roof

(3)

14" L

VL

, Roo

f Pitc

h

Install a HU11 hanger,typical at (4) dormerlocations.

Install a HU616 hanger. Thebottom of the beam maybecut to fit into the seat.

Girder Truss

Raked knee wallsabove the roof beams.


14" TJI-210 I-joists at1'-4" (16") on center.

Eng

inee

red

Tru

sses

at

2'-0

" (24

") o

n ce

nter

.

Eng

inee

red

Tru

sses

at

2'-0

" (24

") o

n ce

nter

.

Upper Level Walls/Upper Roof PlanScale: 1/4" = 1'-0"

Legend:

Exterior Walls: 8" I.C.F. Exterior Garage Walls: 2x4 at 1'-4" o. c. Interior Bearing Walls: 2x4 or 2x6 at 1'-4" o. c. Indicates interior bearing walls above. Interior Partitions: 2x4 at 1'-4" on center. Beams or Headers: specified on plan. Timmer/King Stud Columns: see plan. Truss/Rafter/Outriggers: specified on plan. Girder Truss.


the floor cavities.


(3) 2x6

(3) 2x6

3"±

1'-6

" min

imum

24BS6Scale: 1/2" = 1'-0"




(2) 2x8 or (3) 2x6 (Header)

2468

2668

B F

4

1

2

3

GA C D EB1


Scale: 1/2" = 1'-0"






(2) 2x6:(1)T & (1)K

Sheet: 5 of 5

Proj

ect:

The

Bra

uer

Res

iden

ce U

pper

Lev

el P

lans

and

Hea

der

Sche

dule

sSt

ruct

ural

Engi

neer

ing

T² P. O. Box

782

1, L

ovel

and,

Col

orad

o 80

537

Offi

ce: (

970)

663

-601

6, Fa

x: (9

70) 6

22-9

324

ww

w.ts

quar

eden

gine

erin

g.co

m

Date: 1/11/2018Project: 17-390

Proj

ect H

isto

ry:

11/2

7/20

17:

Pric

ing

Set

1/11

/201

8: P

erm

it Se

t 54

73 S

ecre

st C

ourt

Lot

2A

, Vet

as V

ista

s, F

iling

2

Gol

den,

Col

orad

o (J

effe

rson

Cou

nty)

Clie

nt:

Abi

gail

Vet

os

JA

N 1

1 2

01

8

T² - KSA

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