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5'-0" maximum 1'-0" 1'-0" 1'-0" minimum 2" minimum 6" maximum Egress Window horizontal reinforcement horizontal reinforcement horizontal reinforcement (1) reinforcement by 4'-0" long (1) reinforcement by 4'-0" long vertical reinforcement with 1'-0" hook vertical reinforcement with 1'-0" hook Foundation Block-out Reinforcement at Window minimum minimum 2'-8" 8" 8" 6'-8" 2'-8" 4'-0" 2'-0" hook 3" clear Refer to plan 1'-0" 8" Horizontal reinforcement at 1'-4" on center. Vertical reinforcement at 1'-0" on center, with 6" hooks in footing, typical. (2) vertical reinforcement at end of counterfort. Counterfort Detail 2'-0" lap Horizontal reinforcement with hooks to tie into intersecting reinforcement. Tee Reinforcement 2'-0" lap When horizontal reinforcement is not continuous at the corner, one end must be have a hook. Corner Reinforcement Tie reinforcement at two locations, typical. Tie reinforcement at two locations, typical. 3" C L of Strap Stud Strap-Tie Location Scale: 1" = 1'-0" S Trimmer(s) and King Stud(s), refer to Framing Plans. Inside trimmer of rough door/window opening. Contractor shall reconcile the location with the architectural plans. Install STHD10 Hold-down at the location indicated on the Foundation Plan. Sill plate on the top of the foundation. 3" R Inside trimmer of rough door/window opening. Contractor shall reconcile the location with the architectural plans. C L of Strap Rim-board Strap-Tie Location Scale: 1" = 1'-0" Trimmer(s) and King Stud(s), refer to Framing Plans. Install LSTHD8(RJ) Hold-down at the location indicated on the Foundation Plan. Top of the Rim-board. Sill plate on the top of the foundation. 2" 2" 2" 2" (1) #4 header reinforcement bars 2" minimum Free Floating Partition Scale: 1 1/2" = 1'-0" Suspend interior partitions from framing above. 2x4 studs at 2'-0" on center. Install 60d nails at 2'-8" on center, maximum. Drill pilot holes in partition plate to allow "free" vertical movement. Rigidly connect continuous 2x4 sill plate to concrete slab. Plate shall consist of a wood species naturally resistant to rot or pressure treated. General It is the responsibility of the general contractor and sub-contractors respective to the trades to review and reconcile any discrepancies between these structural plans and the architectural plans. Any significant discrepancies shall be reconciled with this office prior to proceeding with construction. Framing Materials/Beams and Headers 1. Hem-Fir #2 is to have the following minimum design values: Bending Fb=850 psi.; Shear Fv=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=1,350 psi.; 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-V8 Douglas-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 or pressure 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 rated plywood (O.S.B.) panels. Panels shall be nailed with 8d nails minimum spaced at 6” on center 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.) spaced at a maximum of 1'-4” on center and sheathed with ½” gypsum wallboard (U.N.O.). Fasten gypsum wallboard to studs with 6d nails or 1 ¼” screws (type W or S) spaced at 7” on center on panel edges and intermediate supports. 4. Interior Shear walls shall be framed with a minimum of 2x6 studs (U.N.O.) spaced at a maximum 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 on edges 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 a maximum of 2'-0” on center and sheathed with ½” gypsum wallboard. Fasten gypsum wallboard to studs with 6d nails or 1 ¼” screws (type W or S) spaced at 7” on center on panel edges and intermediate supports. 6. Interior Partitions framed above a slab (Basement, Garage, Slab on Grade) shall be framed with a minimum of 2x4 studs (U.N.O.) spaced at a maximum of 1'-4” on center and sheathed with ½” gypsum wallboard. Fasten gypsum wallboard to studs with 6d nails or 1 ¼” 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 framing above. Lumber in contact with concrete shall be a species that is naturally rot resistant or pressure treated. A minimum 2” gap shall be maintain between the sill plate and the bottom plate of the suspended partition. Refer to Free Floating Partition detail on this sheet. Roofs 1. Rafters shall be installed as specified on the plan or in accordance with the span charts IRC 2015 R802.5.1(1-8). Each rafter shall have a H2.5 anchor installed at each end for uplift resistance U.N.O. The installation of blocking in not an acceptable substitute for hurricane anchors. 2. Trusses shall be designed in accordance with 2015 IRC R802.10 and sealed by an engineer with current Colorado registration. Note: The Contractor is to submit engineered shop drawings 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 calculated by trusses designer. A minimum of (1) H2.5 or equivalent hurricane anchor shall be installed on each end or each truss. The installation of blocking is not an acceptable substitute for hurricane anchors. 4. The gravity load of each truss shall be checked against the bearing capacity of the wall plates and bearing enhancement shall be installed as required. 5. Truss chords or webs that are broken, drilled, or notched shall be repaired in accordance with 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 engineered truss drawings. Note: Shear panels shall be constructed as detailed on this sheet on installed as indicated on this plan. 7. Roof Sheathing shall be installed as specified on this plan, see Design Loads and Specification Chart on this sheet. Floors 1. Joists shall be installed and spaced as specified on this plan. Joists are to be specified in accordance with the span charts IRC 2015 R502.3.1(1-2) with an emphasis on deflection performance. Cantilevered joists are sized in accordance with the charts IRC 2015 R502.3.3(1-2). 2. I-Joists shall be installed and spaced as specified on the plan. I-Joists are to be specified in accordance with the span charts provided by the manufacturer with an emphasis on deflection performance. I-joists specified on this plan may be substituted with equivalent I-joists produced by alternate manufacturers. If alternate manufactures' I-joists are to be installed, the contractor shall provide this office with the appropriate span charts and layouts prior to installing materials. Note: Web-stiffeners shall be installed as required by the manufacturer's specifications. I-joists that are broken, drilled, or notched shall be repaired as required by the manufacture's specifications or a drawing sealed by an engineer with current Colorado registration. 3. Floor Trusses shall be designed in accordance with IRC 2015 R502.11 and sealed by an engineer with current Colorado registration. Bridging and bracing shall be installed per manufacturer's specifications. Contractor is to provide engineered shop drawings and layout to this office for approval prior to ordering materials. Note: Approval shall be obtained from engineer of record prior to substituting ribbon for rim-board. Floor Sheathing shall be installed as specified on this plan, see Design Loads and Specification Chart on this sheet. Structural Floors (Basement) 1. Cold Rolled Steel Joists shall be installed as specified on this plan. These joists are to be specified and spaced in accordance with 2015 IRC R505.3.2(1-3). The steel joists shall be installed in accordance with 2015 IRC R505.2 and R505.3. 2. Floor Sheathing shall be installed as specified on this plan, see Design Loads and Specification Chart on this sheet. Steel 1. Steel plates and columns are to be A36 steel. Top and bottom plates are to be securely fastened to steel columns, beams and foundation. 2. Steel beams are to have a minimum yield stress, Fy, of 50 ksi (A992) unless noted otherwise on plan. 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 to be placed on frozen soil. The top surface of footing is to be level. Footings are to be stepped where 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 by extending below the frost line of the locality. 3. The preparation of equipment and place of deposit, mixing, conveying, depositing, and curing of concrete is to be in accordance with ACI 318. Concrete for this project will have a specified compressive strength, f'c, of not less than 3,000 psi at 28 days. The water-cement ratio is to be between 0.40 and 0.50. The slump should be around 5". Under no circumstances shall slump exceed 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 C 150. Concrete aggregates are to conform to Specification for (normal weight) Concrete Aggregates ASTM C 33. Water used in the concrete mix is to be clean and free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious to concrete or reinforcement. 5. All concrete shall be thoroughly consolidated by suitable means during placement and shall be thoroughly worked around reinforcement and embedded fixtures and into corners of forms. 6. Cold weather requirements (ACI 318): Adequate equipment shall be provided for heating concrete materials and protecting concrete during freezing or near-freezing weather. All concrete materials and all reinforcement, forms, fillers and ground with which concrete is to come in contact shall be free from frost. Frozen materials or materials containing ice shall not be used. Recommendations for cold weather concreting are given in detail in “Cold Weather Concreting” reported by ACI Committee 306. 7. Hot weather requirements (ACI 318): During hot weather, proper attention shall be given to ingredients, production methods, handling, placing, protection, and curing to prevent excessive concrete temperature or water evaporation that could impair required strength or serviceability of the member or structure. Recommendations for hot weather concreting are given in detail in “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 the structure. Concrete exposed by form removal shall have sufficient strength not to be damaged by removal operation. The concrete foundation walls are to be adequately braced prior to backfill. 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 be continuous around corners and step locations. Reinforcement splices are to kept to a minimum, where splices are required #4 reinforcement is to be lapped a minimum length of 2'-0” and #5 reinforcement is to be lapped a minimum length of 2'-6”. All lapped reinforcement 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 of 4'-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 one anchor 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 graded sand, gravel, or crushed stone passing a 2" sieve. This is placed on top of a prepared sub-grade that is recommended by the Geotechnical Engineer. To reduce cracking for interior non-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 in place from the center to the upper one third of the slab depth. Concrete slabs are to have an Isolation joint at foundation walls, columns, pipes and structural elements. Control joints are to be installed at a depth of ¼ the slab depth. The maximum distance between control joints is 10 feet in each direction or a maximum of 100 square feet. Control joints are to be tooled while 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 Geotechnical Engineer to ensure adequate bearing pressure prior to placing concrete. The contactor/owner is 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 the foundation walls are adequately braced by installing the main floor system and securing it to the top of the foundation walls. 3. Foundation backfill is to be installed in 8" equal lifts and compacted with light mechanical compaction equipment. Care should be given not to induce lateral stress or damage the foundation walls. Where possible, backfill both sides of the foundation in equal lifts to promote stability. Adding water to the back fill, beyond the optimized moisture content, for settling is not an acceptable means for compaction. 4. Surface drainage is to be diverted to a storm sewer conveyance or to the approved point of collection so as to not create a hazard. Lots are to be graded to drain surface water away from foundation 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 the wall, and shall extend from the top of the footing to above ground level. Dampproofing shall consist of bituminous material, 3 pounds per square yard of acrylic modified cement, 1/8" coat of surface-bonding cement complying with ASTM C 887, any material permitted for waterproofing or approved equal. Perimeter Drain 1. A perimeter drain is to be installed around all concrete and masonry foundations that retain earth and enclose habitable or usable spaces located below grade. This is to reduce the potential for the development of hydrostatic pressure and any water that might accumulate in areas below grade. Perforated pipe shall be installed at or below the area to be protected and shall discharge by gravity or mechanical means into an approved drainage system. The top of the drain is to be protected with strips of building paper, and the perforated pipe shall be placed on a minimum of 2" of washed gravel or crushed rock at least on sieve size larger than the perforation opening and covered with the same material. Foundation Design Company: Soilogic, LLC Project Number: 17-390 Date: 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" minimum 1'-6" minimum opening per plan Horizontal reinforcement. 1'-0" block-out 2" minimum 6" maximum 2" minimum 6" maximum Foundation Block-out Reinforcement at Door 2'-8" 1'-0" Alternate Ledger Connection Anchor J bolts Scale: 1/2" = 1'-0" Drill a 3"Ø hole in the ICF and cast in a 1/2"Ø x 10" J-bolt. These J-bolts maybe substituted at a 1:1 ratio for the wedge anchors specified on 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 5-25 dosage of 9 lbs./yard of concrete. Splice length is 2'-0". Note: The concrete in the exterior walls is not exposed directly to weathering so the rebar may be within 3/4" of the inside of the foam. Sheet: 1 of 5 Date: 1/11/2018 Project: 17-390 Project History: 11/27/2017: Pricing Set 1/11/2018: Permit Set Structural Engineering P. O. 7821, Loveland, Colorado 80537 Office: (970) 663-6016, Fax: (970) 622-9324 www.tsquaredengineering.com Project: The Brauer Residence Cover Sheet, General Notes and Details 5473 Secrest Court Lot 2A, Vetas Vistas, Filing 2 Golden, Colorado (Jefferson County) Client: Abigail Vetos JAN 11 2018
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ve rt
ic al
r ei
nf or
ce m
en t
w ith
1 '-0
" h oo
minimum minimum
2' -8
(2) vertical reinforcement at
Tee Reinforcement
2'-0" lap
When horizontal reinforcement is not continuous at the corner, one end must be have a hook.
Corner Reinforcement
3" CL of Strap
S
Inside trimmer of rough door/window opening. Contractor shall reconcile the location with the architectural plans.
Install STHD10 Hold-down at the location indicated on the Foundation Plan.
Sill plate on the top of the foundation.
3"
R
Inside trimmer of rough door/window opening. Contractor shall reconcile the location with the architectural plans.
CL of Strap
Trimmer(s) and King Stud(s), refer to Framing Plans.
Install LSTHD8(RJ) Hold-down at the location indicated on the Foundation Plan.
Top of the Rim-board.
2"
2" m
in im
Free Floating Partition Scale: 1 1/2" = 1'-0"
Suspend interior partitions from framing above. 2x4 studs at 2'-0" on center.
Install 60d nails at 2'-8" on center, maximum. Drill pilot holes in partition plate to allow "free" vertical movement.
Rigidly connect continuous 2x4 sill plate to concrete slab. Plate shall consist of a wood species naturally resistant to rot or pressure treated.
General
It is the responsibility of the general contractor and sub-contractors respective to the trades to review and reconcile any discrepancies between these structural plans and the architectural plans. Any significant discrepancies shall be reconciled with this office prior to proceeding with construction.
Framing
Materials/Beams and Headers
1. Hem-Fir #2 is to have the following minimum design values: Bending Fb=850 psi.; Shear Fv=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=1,350 psi.; 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-V8 Douglas-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 or pressure 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 rated plywood (O.S.B.) panels. Panels shall be nailed with 8d nails minimum spaced at 6” on center 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.) spaced at a maximum of 1'-4” on center and sheathed with ½” gypsum wallboard (U.N.O.). Fasten gypsum wallboard to studs with 6d nails or 1 ¼” screws (type W or S) spaced at 7” on center on panel edges and intermediate supports.
4. Interior Shear walls shall be framed with a minimum of 2x6 studs (U.N.O.) spaced at a maximum 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 on edges 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 a maximum of 2'-0” on center and sheathed with ½” gypsum wallboard. Fasten gypsum wallboard to studs with 6d nails or 1 ¼” screws (type W or S) spaced at 7” on center on panel edges and intermediate supports.
6. Interior Partitions framed above a slab (Basement, Garage, Slab on Grade) shall be framed with a minimum of 2x4 studs (U.N.O.) spaced at a maximum of 1'-4” on center and sheathed with ½” gypsum wallboard. Fasten gypsum wallboard to studs with 6d nails or 1 ¼” 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 framing above. Lumber in contact with concrete shall be a species that is naturally rot resistant or pressure treated. A minimum 2” gap shall be maintain between the sill plate and the bottom plate of the suspended partition. Refer to Free Floating Partition detail on this sheet.
Roofs
1. Rafters shall be installed as specified on the plan or in accordance with the span charts IRC 2015 R802.5.1(1-8). Each rafter shall have a H2.5 anchor installed at each end for uplift resistance U.N.O. The installation of blocking in not an acceptable substitute for hurricane anchors.
2. Trusses shall be designed in accordance with 2015 IRC R802.10 and sealed by an engineer with current Colorado registration. Note: The Contractor is to submit engineered shop drawings 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 calculated by trusses designer. A minimum of (1) H2.5 or equivalent hurricane anchor shall be installed on each end or each truss. The installation of blocking is not an acceptable substitute for hurricane anchors.
4. The gravity load of each truss shall be checked against the bearing capacity of the wall plates and bearing enhancement shall be installed as required.
5. Truss chords or webs that are broken, drilled, or notched shall be repaired in accordance with 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 engineered truss drawings. Note: Shear panels shall be constructed as detailed on this sheet on installed as indicated on this plan.
7. Roof Sheathing shall be installed as specified on this plan, see Design Loads and Specification Chart on this sheet.
Floors
1. Joists shall be installed and spaced as specified on this plan. Joists are to be specified in accordance with the span charts IRC 2015 R502.3.1(1-2) with an emphasis on deflection performance. Cantilevered joists are sized in accordance with the charts IRC 2015 R502.3.3(1-2).
2. I-Joists shall be installed and spaced as specified on the plan. I-Joists are to be specified in accordance with the span charts provided by the manufacturer with an emphasis on deflection performance. I-joists specified on this plan may be substituted with equivalent I-joists produced by alternate manufacturers. If alternate manufactures' I-joists are to be installed, the contractor shall provide this office with the appropriate span charts and layouts prior to installing materials. Note: Web-stiffeners shall be installed as required by the manufacturer's specifications. I-joists that are broken, drilled, or notched shall be repaired as required by the manufacture's specifications or a drawing sealed by an engineer with current Colorado registration.
3. Floor Trusses shall be designed in accordance with IRC 2015 R502.11 and sealed by an engineer with current Colorado registration. Bridging and bracing shall be installed per manufacturer's specifications. Contractor is to provide engineered shop drawings and layout to this office for approval prior to ordering materials. Note: Approval shall be obtained from engineer of record prior to substituting ribbon for rim-board. Floor Sheathing shall be installed as specified on this plan, see Design Loads and Specification Chart on this sheet.
Structural Floors (Basement)
1. Cold Rolled Steel Joists shall be installed as specified on this plan. These joists are to be specified and spaced in accordance with 2015 IRC R505.3.2(1-3). The steel joists shall be installed in accordance with 2015 IRC R505.2 and R505.3.
2. Floor Sheathing shall be installed as specified on this plan, see Design Loads and Specification Chart on this sheet.
Steel
1. Steel plates and columns are to be A36 steel. Top and bottom plates are to be securely fastened to steel columns, beams and foundation.
2. Steel beams are to have a minimum yield stress, Fy, of 50 ksi (A992) unless noted otherwise on plan.
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 to be placed on frozen soil. The top surface of footing is to be level. Footings are to be stepped where 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 by extending below the frost line of the locality.
3. The preparation of equipment and place of deposit, mixing, conveying, depositing, and curing of concrete is to be in accordance with ACI 318. Concrete for this project will have a specified compressive strength, f'c, of not less than 3,000 psi at 28 days. The water-cement ratio is to be between 0.40 and 0.50. The slump should be around 5". Under no circumstances shall slump exceed 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 C 150. Concrete aggregates are to conform to Specification for (normal weight) Concrete Aggregates ASTM C 33. Water used in the concrete mix is to be clean and free from injurious amounts of oils, acids, alkalis, salts, organic materials, or other substances deleterious to concrete or reinforcement.
5. All concrete shall be thoroughly consolidated by suitable means during placement and shall be thoroughly worked around reinforcement and embedded fixtures and into corners of forms.
6. Cold weather requirements (ACI 318): Adequate equipment shall be provided for heating concrete materials and protecting concrete during freezing or near-freezing weather. All concrete materials and all reinforcement, forms, fillers and ground with which concrete is to come in contact shall be free from frost. Frozen materials or materials containing ice shall not be used. Recommendations for cold weather concreting are given in detail in “Cold Weather Concreting” reported by ACI Committee 306.
7. Hot weather requirements (ACI 318): During hot weather, proper attention shall be given to ingredients, production methods, handling, placing, protection, and curing to prevent excessive concrete temperature or water evaporation that could impair required strength or serviceability of the member or structure. Recommendations for hot weather concreting are given in detail in “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 the structure. Concrete exposed by form removal shall have sufficient strength not to be damaged by removal operation. The concrete foundation walls are to be adequately braced prior to backfill.
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 be continuous around corners and step locations. Reinforcement splices are to kept to a minimum, where splices are required #4 reinforcement is to be lapped a minimum length of 2'-0” and #5 reinforcement is to be lapped a minimum length of 2'-6”. All lapped reinforcement 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 of 4'-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 one anchor 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 graded sand, gravel, or crushed stone passing a 2" sieve. This is placed on top of a prepared sub-grade that is recommended by the Geotechnical Engineer. To reduce cracking for interior non-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 in place from the center to the upper one third of the slab depth. Concrete slabs are to have an Isolation joint at foundation walls, columns, pipes and structural elements. Control joints are to be installed at a depth of ¼ the slab depth. The maximum distance between control joints is 10 feet in each direction or a maximum of 100 square feet. Control joints are to be tooled while 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 Geotechnical Engineer to ensure adequate bearing pressure prior to placing concrete. The contactor/owner is 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 the foundation walls are adequately braced by installing the main floor system and securing it to the top of the foundation walls.
3. Foundation backfill is to be installed in 8" equal lifts and compacted with light mechanical compaction equipment. Care should be given not to induce lateral stress or damage the foundation walls. Where possible, backfill both sides of the foundation in equal lifts to promote stability. Adding water to the back fill, beyond the optimized moisture content, for settling is not an acceptable means for compaction.
4. Surface drainage is to be diverted to a storm sewer conveyance or to the approved point of collection so as to not create a hazard. Lots are to be graded to drain surface water away from foundation 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 the wall, and shall extend from the top of the footing to above ground level. Dampproofing shall consist of bituminous material, 3 pounds per square yard of acrylic modified cement, 1/8" coat of surface-bonding cement complying with ASTM C 887, any material permitted for waterproofing or approved equal.
Perimeter Drain
1. A perimeter drain is to be installed around all concrete and masonry foundations that retain earth and enclose habitable or usable spaces located below grade. This is to reduce the potential for the development of hydrostatic pressure and any water that might accumulate in areas below grade. Perforated pipe shall be installed at or below the area to be protected and shall discharge by gravity or mechanical means into an approved drainage system. The top of the drain is to be protected with strips of building paper, and the perforated pipe shall be placed on a minimum of 2" of washed gravel or crushed rock at least on sieve size larger than the perforation opening and covered with the same material.
Foundation Design
Company: Soilogic, LLC Project Number: 17-390 Date: 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
2' -8
Scale: 1/2" = 1'-0"
Drill a 3"Ø hole in the ICF and cast in a 1/2"Ø x 10" J-bolt. These J-bolts maybe substituted at a 1:1 ratio for the wedge anchors specified on 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 5-25 dosage of 9 lbs./yard of concrete. Splice length is 2'-0".
Note: The concrete in the exterior walls is not exposed directly to weathering so the rebar may be within 3/4" of the inside of the foam.
Sheet: 1 of 5
Date: 1/11/2018 Project: 17-390
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Continuous Footing Schedule
All continuous footings shall have (2) continuous #4 longitudinal rebar and #4 transverse rebar at 2'-0" on center. Continuous footings greater than 2'-0" in width shall have (3) continuous longitudinal #4 rebar and #4 transverse rebar spaced at 2'-0" on center.
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 contact with ground.
Interior Footing Schedule
Mark: Size: Reinforcing:
SQF 24 2'-0" x 2'-0" x 8" (4) #4 Rebar each way
SQF 30 2'-6" x 2'-6" x 8" (5) #4 Rebar each way
SQF 42 3'-6" x 3'-6" x 8" (7) #4 Rebar each way
SQF 48 4'-0" x 4'-0" x 8" (8) #4 Rebar each way
SQF 54 4'-6" x 4'-6" x 8" (9) #4 Rebar each way
SQF 60 5'-0" x 5'-0" x 8" (10) #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.
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 5-25 dosage of 9 lbs./yard of concrete. Splice length is 2'-0".
Note: The concrete in the exterior walls is not exposed directly to weathering so the rebar may be within 3/4" of the inside of the foam.
dumb waiter
2- 40
50 E
gr es
s 2-
40 50
E gr
es s
40 50
E gr
es s
24 B
S6 24
B S6
14 B
14 B
46BS6
(3) 9 1/2" LVL or 5 1/2" x 9 1/2" Glu=Lam, Dropped CantileverCantilever
C1
C1 C1
(2) 14" LVL, (2) Spans, Flush
(2) 14" LVL, (2) Spans, Flush (2) 14" LVL, (2) Spans, Flush
W 10
x2 6,
toward the overhead doors.
Block out the top of the foundation to accept the garage slab, refer to the detail on sheet 1. Typical at (4) door locations.
(1 )
Si ng
le Jo
is t,
F lu
Basement Install 4" concrete slab.
2x 10
H em
-F ir
14 " T
JI -3
60 I
-J oi
st s
at 1
16 " F
T G
2" 4'-0" Block-Out
22'-51 2" 46'-0"
A 3
(5) 2x4: (3)T & (2)K
(3) 9 1/2" LVL or 5 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.
B 3
C 3
B 3
D 3
F 3
E 3
G 3
G 3
Install #4 verticals at 6" on center.
Top piece of the window buck.
3" ±
3" ±
1' -6
" m in
im um
1' -6
" m in
im um
Install #4 verticals at 6" on center.
Top piece of the window buck.
3" ±
Hatch indicates that these footings are at a deeper depth for frost protection.
Install a hanger, typical at (4) stair-hole locations.
B F
Scale: 1/2" = 1'-0"
Drill a 3"Ø hole in the ICF and cast in a 1/2"Ø x 10" J-bolt. These J-bolts maybe substituted at a 1:1 ratio for the wedge anchors specified on the ledger chart.
This line indicates that this portion of the garage slab shall remain level for
the mudroom floor. Refer to the architectural
plans.
" 14
'-7 "
5'-9"
Hatch indicates that these footings are at a deeper depth for frost protection.
Hatch indicates that these footings are at a deeper
depth for frost protection.
Block-out the top of the foam to provide a smooth
transition between the slab and floor sheathing.
Sheet: 2 of 5
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(1) #4 continuous rebar.
(1) #4 continuous rebar.
Install #4 rebar at 2'-0" in each direction in the deck.
4"
Install 2'-0" long #4 Rebar dowels with 6" long hooks spaced at 2'-0" on center.
Install rebar in the footing per the rebar schedule.
8" m
in im
Scale: 1/2" = 1'-0"
Refer to Plan
" ± 2'
-8 " ±
Install #4 vertical rebar spaced at 2'-8" on center with 2'-0" minimum splice length.
Install #4 vertical rebar spaced at 2'-8" on center with 2'-0" minimum splice length.
Install rebar in the footing per the rebar schedule.
2' -8
(1) #4 continuous rebar.
(1) #4 continuous rebar.
Install 1/2"Ø x 10" long anchor bolts at 4'-0" on center maximum.
Install 1/2"Ø x 10" long anchor bolts at 4'-0" on
center maximum.
Install 2x6 out-riggers at 2'-0" on center and full depth blocking.
8" m
in im
Scale: 1/2" = 1'-0"
Refer to Plan
" ± 2'
-8 " ±
Install #4 vertical rebar spaced at 2'-8" on center with 2'-0" minimum splice length.
Install #4 vertical rebar spaced at 2'-8" on center with 2'-0" minimum splice length.
Install rebar in the footing per the rebar schedule.
2' -8
Install 1/2"Ø x 10" long anchor bolts at 4'-0" on
center maximum.
8" m
in im
Scale: 1/2" = 1'-0"
Refer to Plan
(1) #4 continuous rebar.
3/4" plywood (or O.S.B.) floor sheathing over joists per plan.
Refer to the ledger specified on the plan.
3/4" plywood (or O.S.B.) floor sheathing over joists per plan.
Install 1/2" perimeter expansion joint material.
8" m
in im
(1) #4 continuous rebar.
(1) #4 continuous rebar.
Install #4 rebar at 2'-0" in each direction in the deck.
4"
Install 2'-0" long #4 Rebar dowels with 6" long hooks spaced at 2'-0" on center.
Install rebar in the footing per the rebar schedule.
8" m
in im
Scale: 1/2" = 1'-0"
Refer to Plan
2' -8
" ± 2'
-8 " ±
Install 1/2"Ø x 10" long anchor bolts at 4'-0" on center maximum.
Refer to the ledger specified on the plan.
Beam per plan.
Beam per plan.
Scale: 1/2" = 1'-0"
Refer to Plan
(1) #4 continuous rebar.
3/4" plywood (or O.S.B.) floor sheathing over joists per plan.
Refer to the ledger specified on the plan.
Install 1/2" perimeter expansion joint material.
4"
3/4" plywood (or O.S.B.) floor sheathing over joists per plan.
Refer to the ledger specified on the plan.
(1) #4 continuous rebar.
(1) #4 continuous rebar.
(1) #4 continuous rebar.
(1) #4 continuous rebar.
(1) #4 continuous rebar.
(1) #4 continuous rebar.
(1) #4 continuous rebar.
2' -8
2' -8
2' -8
2' -8
4"
(1) #4 continuous rebar.
2' -8
" ±
(1) #4 continuous rebar.(1) #4 continuous rebar. Refer to the ledger
specified on the plan.
(1) #4 continuous rebar.
(1) #4 continuous rebar.
Install 1/2"Ø x 10" long anchor bolts at 4'-0" on
center maximum.
9' -1
1 4"
1' -2
3 4"
10 '-1
1 8"
1' -2
3 4"
9' -1
1 8"
Scale: 1/2" = 1'-0"
Drill a 3"Ø hole in the ICF and cast in a 1/2"Ø x 10" J-bolt. These J-bolts maybe substituted at a 1:1 ratio for the wedge anchors specified on 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 5-25 dosage of 9 lbs./yard of concrete. Splice length is 2'-0".
Note: The concrete in the exterior walls is not exposed directly to weathering so the rebar may be within 3/4" of the inside of the foam.
NOTE: The field rebar in the walls sections on this sheet spaced at 2'-8" on center horizontally and vertically maybe substituted with adding Helix5-25 to the concrete at a ratio of 9 lbs./cubic yard.
(1) #4 continuous rebar.(1) #4 continuous rebar.
Refer to the ledger specified on the plan.
Sheet: 3 of 5
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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.
LVL: Laminated Veneer Lumber. PLA: Point Load Above. Install indicated studs in the walls
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"
CantileverW12x26, Flush
(3) 2x6
(6) 2x6
(1 )
(2) 2x6
Install a HUC414 hanger.
Install a HGUS414 hanger.
Install a HU14 hanger.
(2) 14" LVL, Flush
(2 )
(2 )
(2) 9 1/2" LVL, Dropped Cantilever(2) 9 1/2" LVL, DroppedCantilever
(3) 2x6
E ng
in ee
re d
T ru
ss es
Engineered Trusses at 2'-0" (24") on center.
14 " T
JI -3
60 I
-jo is
ts a
t 1'
E ng
in ee
re d
T ru
ss es
(2 )
Main Level Walls/Upper Floor/ Lower Roof Plan
Scale: 1/4" = 1'-0"
Install a MBU5.5/14 hanger.
The end of this beam maybe cut to a taper to be
concealed in the roof.
Install a MBU5.5/14 hanger.
The end of this beam maybe cut to a taper to be concealed in the roof.
L1, refer to the ledger schedule on this sheet.
Install a HUC410 or HUC210-2 hanger.
Install a HUC410 or HUC210-2 hanger.
(5) 2x4: (3)T & (2)K
(5) 2x4: (3)T & (2)K
(5) 2x4: (3)T & (2)K
Install #4 verticals at 6" on center.
Top piece of the window buck.
3" ±
3" ±
1' -6
" m in
im um
1' -6
" m in
im um
Install #4 verticals at 6" on center.
Top piece of the window buck.
3" ±
Scale: 1/2" = 1'-0"
Drill a 3"Ø hole in the ICF and cast in a 1/2"Ø x 10" J-bolt. These J-bolts maybe substituted at a 1:1 ratio for the wedge anchors specified on 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 5-25 dosage of 9 lbs./yard of concrete. Splice length is 2'-0".
Note: The concrete in the exterior walls is not exposed directly to weathering so the rebar may be within 3/4" of the inside of the foam.
(3) 2x6
(2) 14" LVL, Flush (locate this beam under the girder truss above.)
Line of the bearing wall above.
L5, refer to the ledger schedule on this sheet.
Sheet: 4 of 5
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(2) 2x6: (1)T & (1)K
(3) 2x6: (1)T & (2)K
(3) 2x6: (1)T & (2)K24BS6
(3) 2x6: (1)T & (2)KGirder Truss
Box Girder Truss
(3 )
Install a HU11 hanger, typical at (4) dormer locations.
Install a HU616 hanger. The bottom of the beam maybe cut to fit into the seat.
Girder Truss
14" TJI-210 I-joists at 1'-4" (16") on center.
E ng
in ee
re d
T ru
ss es
a t
2' -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.
LVL: Laminated Veneer Lumber. PLA: Point Load Above. Install indicated studs in the walls
the floor cavities.
(3) 2x6
(3) 2x6
Install #4 verticals at 6" on center.
Top piece of the window buck.
(2) 2x8 or (3) 2x6 (Header)
2468
2668
Scale: 1/2" = 1'-0"
Drill a 3"Ø hole in the ICF and cast in a 1/2"Ø x 10" J-bolt. These J-bolts maybe substituted at a 1:1 ratio for the wedge anchors specified on 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 5-25 dosage of 9 lbs./yard of concrete. Splice length is 2'-0".
Note: The concrete in the exterior walls is not exposed directly to weathering so the rebar may be within 3/4" of the inside of the foam.
(2) 2x6: (1)T & (1)K
Sheet: 5 of 5
7 82
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