HomeMy WebLinkAbout04_Greaves Residence Modification Permit_PA2025-0157CITY OF NEWPORT BEACH
ZONING ADMINISTRATOR STAFF REPORT
September 25, 2025
Agenda Item No. 4
SUBJECT: Greaves Residence (PA2025-0157)
Modification Permit
SITE LOCATION: 910 Kings Road
APPLICANT/OWNER: Christopher Greaves
PLANNER: Jerry Arregui, Assistant Planner
949-644-3249, jarregui@newportbeachca.gov
LAND USE AND ZONING
•General Plan Land Use Plan Category: RS-D (Single Unit Residential Detached)
•Zoning District: R-1 (Single-Unit Residential)
PROJECT SUMMARY
A request for a modification permit to allow a 515 square-foot addition to an existing 2,912
square-foot, two-story, single-unit dwelling with an attached 422 square-foot two-car garage
that is considered legal nonconforming due to its interior dimensions. The existing garage
provides the minimum required depth of 20 feet; however, the existing width is substandard
at 19 feet, 8 inches, where the requirement is 20 feet. A modification permit is required
pursuant to Section 20.38.060 (Nonconforming Parking) of Newport Beach Municipal Code
(NBMC) as the applicant proposes an addition of more than 10% of the existing gross
square footage of the dwelling without altering the garage for compliance. The project meets
all other applicable development standards, and no other deviations are requested.
RECOMMENDATION
1)Conduct a public hearing;
2) Find this project exempt from the California Environmental Quality Act (CEQA)
pursuant to Section 15303 under Class 3 (New Construction or Conversion of Small
Structures) of the CEQA Guidelines, California Code of Regulations, Title 14, Division
6, Chapter 3, because it has no potential to have a significant effect on the
environment; and
3)Adopt Draft Zoning Administrator Resolution No. _ approving Modification Permit No.
PA2025-0157 (Attachment No. ZA 1).
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Greaves Residence (PA2025-0157)
Zoning Administrator, September 25, 2025
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DISCUSSION
•The subject property is located within the Single-Unit Residential (R-1) Zoning
District. The R-1 District is intended to provide areas appropriate for single-unit
residential development on a single legal lot. The property was originally
developed in 1955 with a 2,912-square-foot, two-story, single-unit dwelling with an
attached 422-square-foot two-car garage.
•The R-1 Zoning District limits floor area to two times the buildable area, or a
maximum of 9,002 square feet for the subject property. The project proposes a
total gross floor area of 3,849 square feet and complies with the maximum floor
area limit.
•The existing interior dimensions of the two-car garage measure 19 feet 8 inches
wide by 20 feet 1 inches deep. These dimensions were compliant with the
standards at the time of construction. As a result of the amendments to Title 20
(Planning and Zoning) of the NBMC in 2010, the two-car garage is now
substandard in size.
•Section 20.38.060 (Nonconforming Parking) of the NBMC specifies that residential
developments are considered to have nonconforming parking if the developments
do not have the required type of covered or enclosed parking spaces, or because
amendments to the NBMC have changed the dimensions of required parking
spaces subsequent to the original construction. The existing garage does not
comply with the minimum 20-foot interior width or minimum 20-foot interior depth
required by Section 20.40.090 (Parking for Residential Uses) of the NBMC for
properties over 40 feet wide. The property, therefore, has legal nonconforming
parking due to substandard interior dimensions. However, the existing garage
interior dimensions are suitable for the parking of two vehicles.
•Subsection 20.38.060(A)(2) of the NBMC limits additions to residential structures
with nonconforming parking dimensions to 10% of the existing gross floor area
within any 10-year period. Larger additions may be permitted subject to the
approval of a modification permit. The applicant proposes a 515-square-foot
addition which is 15% of the existing gross floor area with no alterations to the
nonconforming garage dimensions. Therefore, a modification permit is required.
•Existing development along Kings Road primarily consists of single- two-, and
three-story single-unit dwellings which are between 3,000 to 6,000 square feet in
size. The 515-square-foot addition is proposed on the first floor of a two-story
dwelling which conforms with all applicable development standards, including, but
not limited to, floor area limit, setbacks, and height and results in a total floor area of
3,849 square feet. Therefore, the single-unit dwelling will continue to be consistent
with the size and height of other dwellings in the neighborhood.
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Greaves Residence (PA2025-0157)
Zoning Administrator, September 25, 2025
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•The applicant intends to create additional kitchen and dining space and additional
storage in the master bedroom closet for total increase of 515 square feet. The
proposed addition and remodel does not include any changes to the attached
garage. Increasing the width of the garage by 4 inches to satisfy the current parking
requirements would result in negligible benefits and would require major structural
alterations to the garage including relocating the left garage footing, widening the
garage slab, widening the driveway and reframing of the garage wall and roof,
which results in a significant increase in the scope of work and cost of the project.
•An alternative to this proposal is to reduce the size of the addition to no more than
10% of the existing gross floor area of the structure as authorized by Subsection
21.38.060(A) of the NBMC. The project aims to increase the living area for the
family; therefore, reducing the size of the proposed addition from 515 to 333
square feet would impact the objectives of the project and would not provide similar
benefits to the applicant.
•The existing garage will continue to accommodate the parking of two vehicles and
is consistent with the intent of the NBMC’s parking requirements. Approval of the
Modification Permit allows the applicant to continue using the existing two-car
garage, which has not proven detrimental to the occupants or neighbors of the
dwelling. The approval of this modification permit is conditioned that the applicant
is required to maintain the garage to be permanently available for parking purposes
with its existing interior dimensions to remain unobstructed.
•The property is also developed with a driveway in front of the garage that is 20 feet
wide by 20 feet deep. Section 20.40.090 (Parking Standards for Residential Uses)
of the NBMC allows parking on driveways located within the front setback that are
at least 20 feet deep. Although driveway parking spaces are not required, the
driveway would accommodate two additional parking spaces that help offset the
marginally narrower parking spaces inside the garage and results in up to four
onsite parking spaces.
ENVIRONMENTAL REVIEW
This project is exempt from the California Environmental Quality Act (CEQA) pursuant to
Section 15303, Article 19 of Chapter 3 under Class 3 (New Construction or Conversion of
Small Structures) of the CEQA Guidelines, California Code of Regulations, Title 14, Division
6, Chapter 3, because it has no potential to have a significant effect on the environment.
The Class 3 exempts the demolition of up to three single-unit dwellings and additions of
up to 10,000 square feet to existing structures. The Project is a 515-square-foot addition
and remodel to an existing single-unit dwelling located in the R-1 Zoning District within a
developed neighborhood. Therefore, the Class 3 exemption is applicable.
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Greaves Residence (PA2025-0157)
Zoning Administrator, September 25, 2025
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There are no known exceptions listed in CEQA Guidelines Section 15300.2 that would
invalidate the use of this exemption. The project location does not impact an environmental
resource of hazardous or critical concern, does not result in cumulative impacts, does not have
a significant effect on the environment due to unusual circumstances, does not damage scenic
resources within a state scenic highway, is not a hazardous waste site, and is not identified as
a historical resource.
PUBLIC NOTICE
Notice of this application was published in the Daily Pilot, mailed to all owners of property
within 300 feet of the boundaries of the site (excluding intervening rights-of-way and
waterways), including the applicant, and posted on the subject property at least 10 days
before the scheduled hearing, consistent with the provisions of the Municipal Code.
Additionally, the item appeared on the agenda for this meeting, which was posted at City
Hall and on the City website.
APPEAL PERIOD:
An appeal or call for review may be filed with the Director of Community Development within
14 days following the date of action. For additional information on filing an appeal, contact
the Planning Division at 949-644-3200.
Prepared by:
JP/ja
Attachments: ZA 1 Draft Resolution
ZA 2 Vicinity Map
ZA 3 Applicant’s Project Justification Letter
ZA 4 Project Plans
4
Attachment No. ZA 1
Draft Resolution
5
RESOLUTION NO. ZA2025-###
A RESOLUTION OF THE ZONING ADMINISTRATOR OF THE
CITY OF NEWPORT BEACH, CALIFORNIA, APPROVING A
MODIFICATION PERMIT FOR AN ADDITION GREATER THAN
10 PERCENT TO A SINGLE-UNIT DWELLING WITH A LEGAL
NONCONFORMING GARAGE LOCATED AT 910 KINGS ROAD
(PA2025-0157)
THE ZONING ADMINISTRATOR OF THE CITY OF NEWPORT BEACH HEREBY FINDS AS
FOLLOWS:
SECTION 1. STATEMENT OF FACTS.
1.An application was filed by Christopher Greaves (Applicant), with respect to property
located at 910 Kings Road, and legally described as Lot 10 of Block G of Tract 1219
(Property).
2.The Applicant requests a modification permit to allow a 515 square-foot addition to an
existing 2,912 square-foot, two-story, single-unit dwelling with an attached 422 square-
foot two-car garage that is considered legal nonconforming due to its interior dimensions.
The existing garage provides the minimum required depth; however, the existing width is
substandard at 19 feet, 8 inches, where the requirement is 20 feet. A modification permit
is required pursuant to Section 20.38.060 (Nonconforming Parking) of Newport Beach
Municipal Code (NBMC) as the Applicant proposes an addition greater than 10% of the
existing gross square footage of the dwelling without altering the garage for compliance
(Project). The Project meets all other applicable development standards, and no other
deviations are requested.
3.The Property is designated Single Unit Residential Detached (RS-D) by the General
Plan Land Use Element and is located within the Single-Unit Residential (R-1) Zoning
District.
4.The Property is not located within the coastal zone.
5.A public hearing was held on September 25, 2025, online via Zoom. A notice of time,
place and purpose of the hearing was given in accordance with Chapter 20.62 (Public
Hearings) of the NBMC. Evidence, both written and oral, was presented to, and
considered by, the Zoning Administrator at this hearing.
SECTION 2. CALIFORNIA ENVIRONMENTAL QUALITY ACT DETERMINATION.
1.This project is exempt from the California Environmental Quality Act (CEQA) pursuant to
Section 15303 under Class 3 (New Construction or Conversion of Small Structures) of
the CEQA Guidelines, California Code of Regulations, Title 14, Division 6, Chapter 3,
because it has no potential to have a significant effect on the environment.
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Zoning Administrator Resolution No. ZA2025-###
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01-25-19
2. The Class 3 exempts the demolition of up to three single-unit dwellings and additions
of up to 10,000 square feet to existing structures. The Project is remodel and 515-
square-foot addition to an existing single-unit dwelling within a developed
neighborhood. Therefore, the Class 3 exemption is applicable.
3. The exceptions to this categorical exemption under Section 15300.2 are not
applicable. The Project location does not impact an environmental resource of
hazardous or critical concern, does not result in cumulative impacts, does not have a
significant effect on the environment due to unusual circumstances, does not damage
scenic resources within a state scenic highway, is not a hazardous waste site, and is
not identified as a historical resource.
SECTION 3. REQUIRED FINDINGS.
Modification Permit
In accordance with Section 20.52.050(E) (Modification Permits – Required Findings) of the
NBMC, the following findings and facts in support of such findings are set forth:
Finding:
A. The requested modification will be compatible with existing development in the
neighborhood.
Facts in Support of Finding:
1. The Property is developed with a 2,912-square-foot, two-story, single-unit dwelling
with an attached 422-square-foot two-car garage. The modification permit will allow for
a 515-square-foot addition to the first floor of an existing two-story, single-unit dwelling
to accommodate an expanded kitchen and dining area, and an expansion to the
master bedroom walk-in closet. The Project results in a total interior living area of
3,397 square feet.
2. The surrounding neighborhood is comprised of single-, two- and three-story, single-
unit dwellings which are between 3,000 to 6,000 square feet in size. The addition is
proposed on the first floor of a two-story dwelling which conforms with all other
applicable development standards, including, but not limited to, floor area limit, setbacks,
and height. The Project will be consistent with the size and height of other dwellings in
the neighborhood.
3. Table 3-10 (Off-Street Parking Requirements) of Section 20.40.040 (Off-Street Parking
Spaces Required) of the NBMC requires a minimum of two parking spaces, in a
garage, for a detached single-unit dwelling with less than 4,000 square feet of
habitable area. The Project includes a nonconforming two-car garage that will continue
to provide the minimum number of required parking spaces.
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01-25-19
4.Pursuant to Table 3-14 (Minimum Interior Dimensions) of Section 20.40.090 (Parking
Standards for Residential Uses) of the NBMC, residential properties with lot width
exceeding 40 feet require a two-car garage to provide a minimum interior dimension of
20-feet wide by 20-feet deep. However, on lots that are 30 feet wide or less, only a 17-
foot, 6-inch wide and 19-feet deep garage is required. The Property is approximately
65 feet wide and therefore requires a 20-foot by 20-foot garage. The Project maintains
a nonconforming two-car garage that is 19 feet, 8 inches wide by 20 feet, 1 inch deep
which is adequately sized for the parking of two vehicles. The Property will continue to
provide the same amount of off-street parking as other similar sized dwellings in the
neighborhood.
5.The Project will not result in a change to the density or the use of the Property.
Finding:
B.The granting of the modification permit is necessary due to the unique physical
characteristic(s) of the property and/or structure, and/or characteristics of the use.
Facts in Support of Finding:
1.Section 20.38.060 (Nonconforming Parking) of the NBMC specifies that residential
developments are considered to have nonconforming parking if the developments do
not have the required number or type of parking spaces or because amendments to
the NBMC have changed the dimensions of required parking spaces subsequent to
the original construction. The existing single-unit dwelling was built in 1955 and is in
conformance with the development standards at the time of construction, including
parking. As a result of the amendments to Title 20 (Planning and Zoning) of the NBMC
in 2010, a 20-foot width and 20-foot depth is now required for a two-car garage and
the dwelling is considered to be legal nonconforming for parking.
2.The proposed addition and remodel does not include any changes to the attached
garage. Modifying the garage walls for compliance with the 20-foot width requirement
would require the relocation of the left side garage wall footing, widening the garage
slab, widening the driveway, and reframing the garage wall and roof. Altering the
garage width by 4 inches to meet the 20-foot requirement would significantly increase
the scope and cost of the Project while providing negligible benefits as the garage can
still accommodate the parking of two vehicles with the current width.
3.The granting of the modification permit is necessary to allow an addition of 15% to an
existing single-unit dwelling that was constructed in compliance with garage standards
in effect at the time of original construction. Although the existing garage width
dimension is not in compliance with current development standards, it is adequate in
size for the parking of two vehicles.
Finding:
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C. The granting of the modification permit is necessary due to practical difficulties
associated with the property and the strict application of the Zoning Code results in
physical hardships that are inconsistent with the purpose and intent of the Zoning
Code.
Facts in Support of Finding:
1. A strict application of the NBMC would require the relocation of the left garage wall by
4 inches to achieve the 20-foot width requirement which would subsequently require
widening the garage slab, widening of the driveway and reframing of the garage wall
and roof, adding significant scope and cost to the Project.
2. The purpose and intent of the NBMC’s parking requirements is for single-unit dwellings
under 4,000 square feet of livable area to provide a garage that accommodates the
parking of two vehicles. Although the existing garage has substandard width, the
garage still provides an area suitable for the parking of two vehicles, consistent with
the intent of the parking requirement for single-unit dwellings.
Finding:
D. There are no alternatives to the modification permit that could provide similar benefits
to the applicants with less potential detriment to surrounding owners and occupants,
the neighborhood, or to the general public.
Facts in Support of Finding:
1. Modifying the garage for compliance with current interior garage dimension
requirements would provide a negligible benefit and would unreasonably require
significant alterations to the garage, which is beyond the scope of the planned addition
and alterations. If the garage is brought into compliance with the required garage
dimensions, the number of parking spaces provided would not increase and would not
provide additional off-street parking. The 19-foot 8-inch garage width has not proven to
be detrimental to any neighboring properties.
2. The Applicant intends to create additional kitchen and dining space and additional
storage in the master bedroom closet for total increase of 515 square feet. An
alternative to the project would be to reduce the size of the addition from 515 to 333
square feet, 10% of the existing gross-floor area of the structure, as authorized by
Subsection 20.38.060(A) of the NBMC. However, this alternative would significantly
reduce the amount of addition, impact the objectives of the Project and would not
provide similar benefits to the Applicant.
3. Although the width of the garage does not meet the minimum 20-foot requirement,
there is adequate space in the garage to accommodate two vehicles. The 19-foot 8-
inch garage width has not proven to be detrimental to the occupants of the dwelling or
any neighboring properties.
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Finding:
E.The granting of the modification permit would not be detrimental to public health,
safety, or welfare, to the occupants of the property, nearby properties, the
neighborhood, or the City, or result in a change in density or intensity that would be
inconsistent with the provisions of this Zoning Code.
Facts in Support of Finding:
1.Fact 1 in support of Finding D is hereby incorporated by reference.
2.The Property is also developed with a driveway in front of the garage that is 20 feet
wide by 20 feet deep. Section 20.40.090 (Parking Standards for Residential Uses) of
the NBMC allows parking on driveways located within the front setback that are at
least 20 feet deep. Although driveway parking spaces are not required, the driveway
would accommodate two additional parking spaces that help offset the marginally
narrower parking spaces inside the garage and results in up to four on-site parking
spaces.
3.The proposed first floor addition conforms to all applicable development standards,
including, but not limited to setbacks, height, and will maintain adequate protection of
light, air, and privacy. The addition will not preclude access to the dwelling and will be
consistent with the scale of other two-story dwellings in the neighborhood.
4.The Project complies with the maximum floor area limitation of 9,002 square feet as
the proposed addition will result in a total floor area is 3,849 square feet. Therefore, the
proposed addition would not result in a change in intensity that is inconsistent with the
provisions of the NBMC.
5.The approval of this Modification Permit is conditioned such that the Applicant is
required to obtain all necessary permits in accordance with the Building Code and
other applicable Codes.
6.The approval of this Modification Permit is conditioned that the Applicant is required to
maintain the garage to be permanently available for parking purposes with its existing
interior dimensions to remain unobstructed.
SECTION 4. DECISION.
NOW, THEREFORE, BE IT RESOLVED:
1.The Zoning Administrator of the City of Newport Beach hereby finds this project is
categorically exempt from the California Environmental Quality Act pursuant to Section
15303 under Class 3 (New Construction or Conversion of Small Structures) of the
CEQA Guidelines, California Code of Regulations, Title 14, Division 6, Chapter 3,
because it has no potential to have a significant effect on the environment.
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Zoning Administrator Resolution No. ZA2025-###
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2.The Zoning Administrator of the City of Newport Beach hereby approves the Modification
Permit filed as PA2025-0157, subject to the conditions set forth in Exhibit “A,” which is
attached hereto and incorporated by reference.
3.This action shall become final and effective 14 days following the date this Resolution
was adopted unless within such time an appeal or call for review is filed with the
Community Development Director in accordance with the provisions of Chapter 20.64
(Appeals) of the NBMC.
PASSED, APPROVED, AND ADOPTED THIS 25TH DAY OF SEPTEMBER 2025
____________________________________
Liz Westmoreland, AICP, Zoning Administrator
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EXHIBIT “A”
CONDITIONS OF APPROVAL
Planning Division
1. The Project shall be in substantial conformance with the approved site plan, floor plans
and building elevations stamped and dated with the date of this approval (except as
modified by applicable conditions of approval).
2. The Project is subject to all applicable City ordinances, policies, and standards, unless
specifically waived or modified by the conditions of approval.
3. The Applicant shall comply with all federal, state, and local laws. Material violation of
any of those laws in connection with the use may be cause for revocation of this
Modification Permit.
4. This Modification Permit may be modified or revoked by the Zoning Administrator if
determined that the proposed uses or conditions under which it is being operated or
maintained is detrimental to the public health, welfare or materially injurious to property
or improvements in the vicinity or if the Property is operated or maintained to constitute
a public nuisance.
5. This approval shall expire and become void unless exercised within 24 months from the
actual date of review authority approval, except where an extension of time is approved
in compliance with the provisions of Title 20 (Planning and Zoning) of the NBMC.
6. Any change to the approved plans, including any demolition or addition beyond the
approved scope of work shall require review by the Planning Division prior to
commencement of work. Significant changes may require an amendment to or the
processing of a new modification permit or may require the garage structure to be
modified into compliance with Section 20.40.090 (Parking Standards for Residential
Uses) of the NBMC.
7. Prior to issuance of the building permits, a copy of the Resolution, including conditions
of approval Exhibit “A” shall be incorporated into the Building Division and field sets of
plans
8. The garage shall be permanently available and maintained for parking purposes. The
interior clear dimensions (19 feet, 8 inches wide by 20 feet, 1 inch deep) shall be kept
clear of obstructions including cabinets, shelving, or similar features, except as
provided in Section 20.40.090 (Parking Standards for Residential Uses) of the NBMC,
that prevents the ability to adequately park two vehicles.
9. Prior to the issuance of a building permit, the Applicant shall pay any unpaid
administrative costs associated with the processing of this application to the Planning
Division.
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01-25-19
10.Should the Property be sold or otherwise come under different ownership, any future
owners or assignees shall be notified of the conditions of this approval by either the
current business owner, property owner or the leasing agent.
11.Construction activities shall comply with Section 10.28.040 (Construction Activity –
Noise Regulations) of the NBMC, which restricts hours of noise-generating
construction activities that produce noise to between the hours of 7:00 a.m. and 6:30
p.m., Monday through Friday and 8:00 a.m. and 6:30 p.m. on Saturday. Noise-
generating construction activities are not allowed on Sundays or Holidays.
12.To the fullest extent permitted by law, Applicant shall indemnify, defend and hold
harmless the City, its City Council, its boards and commissions, officials, officers,
employees, and agents from and against any and all claims, demands, obligations,
damages, actions, causes of action, suits, losses, judgments, fines, penalties, liabilities,
costs and expenses (including without limitation, attorney’s fees, disbursements and
court costs) of every kind and nature whatsoever which may arise from or in any manner
relate (directly or indirectly) to City’s approval of Greaves Residence including, but not
limited to Modification Permit No. PA2025-0157. This indemnification shall include, but
not be limited to, damages awarded against the City, if any, costs of suit, attorneys' fees,
and other expenses incurred in connection with such claim, action, causes of action, suit
or proceeding whether incurred by Applicant, City, and/or the parties initiating or bringing
such proceeding. The Applicant shall indemnify the City for all of City's costs, attorneys'
fees, and damages which City incurs in enforcing the indemnification provisions set forth
in this condition. The Applicant shall pay to the City upon demand any amount owed to
the City pursuant to the indemnification requirements prescribed in this condition.
Building Division
13.The Applicant is required to obtain all applicable permits from the City’s Building Division
and Fire Department. The construction plans must comply with the most recent, City-
adopted version of the California Building Code.
Public Works Department
14.The Applicant is required to obtain an encroachment permit for all work located within the
public right of way.
15.The Applicant shall remove the existing brick wall, concrete wall and steps from the
public right of way.
13
Attachment No. ZA 2
Vicinity Map
14
VICINITY MAP
Modification Permit
(PA2025-0157)
910 Kings Road
Subject Property
15
Attachment No. ZA 3
Applicant’s Project Justification Letter
16
Project Description
Proposed project includes remodel and addition of existing dwelling at 910 Kings Road. We
request modification to the pre-existing conditions of the garage. The existing garage
dimensions are 19 feet 8 inches wide which are smaller than the minimum requirement of
20ft, the depth is 20ft which complies. The condition does not impact the public’s safety and
is not visible from the street. Bringing this condition to code will require complete demolition
of the garage and the building above it. The garage and the superstructure are not part of the
proposed project. We request this condition to be allowed to continue and for our project to
proceed as proposed. The garage currently is large enough to accommodate 2 car and the
infeasible modifications needed to increase the size of the garage would not increase the
number of cars that the garage can park. We respectfully request a modification permit in
order to proceed with the proposed project remodel and addition to the existing dwelling
without modifying the garage.
17
Attachment No. ZA 4
Project Plans
18
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39
THE CONTRACTOR SHALL CONFORM TO ALL STATE AND LOCAL LAWS GOVERNING THEWORK AND OBTAIN ALL NECESSARY LICENSES AND PERMITS.
CONCRETE SHALL BE SUPPLIED AND PLACED IN ACCORDANCE WITH THE LATEST EDITION OFACI 318 AND ACI 301 EXCEPT AS MODIFIED BY THE CONSTRUCTION DOCUMENTS.
PORLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE II, U.N.O.
REINFORCING STEEL SHALL CONFORM TO ASTM A615OR ASTM 716(WELDABLE STEEL)AND SHALL BE GRADE 60 DEFORMED BARS, TYP., U.N.O. REINFORCING IN SLAB ONGRADE MAYBE GRADE 40 STEEL FOR BARS #4 AND SMALLER U.N.O ON THE PLANS.
THE CONCRETE COMPRESSIVE STRENGTH (28 DAYS), f'c:a. ALL LOCATIONS, U.N.O: MIN 2500 PSI, (W/C = 0.45) SPECIAL INSPECTION ISREQUIRED WHEN f'c > 2500 PSI.b. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.1% BY WEIGHT: 4000 PSI, SPECIAL INSPECTION IS NOT REQUIRED.c. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.2% BY WEIGHT: 4500 PSI, SPECIAL INSPECTION IS NOT REQUIRED.
THE CONTRACTOR SHALL CONFORM TO ALL RECOMMENDATIONS AND CONDITIONSINDICATED IN THE GEOTECHNICAL REPORT. THE GEOTECHNICAL ENGINEER SHALLOBSERVE ALL FOOTING EXCAVATIONS PRIOR TO PLACING CONCRETE OR STEEL.
WAITING PERIOD FOR CONCRETE SLABS-ON-GRADE PRIOR TO START OF CONSTRUCTIONIS AS FOLLOWS:a. DO NOT WALK ON SLAB UNTIL 24 HOURS AFTER CONCRETE HAS BEEN POURED.b. BEGIN WALL FRAMING 4-5 DAYS AFTER CONCRETE POURED.c. BEGIN ROOF/FLOOR FRAMING 7-10 DAYS AFTER CONCRETE POURED.d. DO NOT LOAD ROOF PRIOR TO 14 DAYS AFTER CONCRETE POURED.
1
1.
2.
1.
AGGREGATE FOR STONE CONCRETE SHALL CONFORM TO ASTM C-33. FOR LOWSHRINKAGE AGGREGATE, USE LIMESTONE OR GRANITE. AGGREGATE FOR LIGHTWEIGHTCONCRETE SHALL CONFORM TO ASTM C-330.
REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH ACI 315 AND ACI 318-19,AND CRSI'S MANUAL OF STANDARD PRACTICE.
WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A185. LAPS IN WWF SHALL BESUCH THAT THE OVERLAP MEASURED BETWEEN OUTERMOST CROSS WIRE OF EACHFABRICH SEET IS NOT LESS THAN THE SPACING OF CROSS WIRES PLUS 2 INCHES.
1.
PRIOR TO THE CONTRACTOR REQUESTING A BUILDING DEPARTMENT FOUNDATIONINSPECTION, THE GEOTECHNICAL ENGINEER SHALL ADVISE THE BUILDING OFFICIAL INWRITING THAT:
a. THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE REPORT.b. THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND COMPACTEDc. THE FOUNDATION EXCAVATIONS COMPLY WITH THE INTENT OF THE REPORT.
ALL GRADE BEAMS SHALL BE POURED MONOLITHICALLY FOR THEIR ENTIRELENGTH.
PROJECT DESIGN CRITERIA
BUILDING CODE 2022 CBC
RISK CATEGORY II
GEOTECHNICAL ENGINEER ASSUMED - CH. 18 MINIMUMS
REPORT NUMBER N/A
DATE N/A
ALLOWABLE SOIL BEARING PRESSURE 1500 PSF
SITE CLASS
D
SHORT PERIOD SPECTRAL ACCELERATION, S
1.0
1ST PERIOD SPECTRAL ACCELERATION, S
D-Default
SHORT PERIOD ACCELERATION PARAMETER, S
1.38
1 SECOND ACCELERATION PARAMETER, S
0.491
SEISMIC RESPONSE COEFFIECIENT, C
1.104
0.592
RESPONSE MODIFICATION FACTOR, R 6.5
0.17
SEISMIC DESIGN CATEGORY
PLYWOOD SHEAR WALL
SEISMIC IMPORTANCE FACTOR, I
LATERAL FORCE RESISTING SYSTEM
GEOTECHNICAL PARAMETERS
SEISMIC DESIGN PARAMETERS
S
DS
D1
S
WIND DESIGN PARAMETERS
BASIC DESIGN WIND SPEED
EXPOSURE
E
95
C
VERTICAL (GRAVITY) DESIGN PARAMETERS: (PSF)(LIVE LOADS ARE REDUCIBLE, U.N.O.)
Dead Roof live Snow Live
20 20 -
4015
Roof
Floor
A.B. ANCHOR BOLTABV. ABOVEBAR. REINF. BARBD. BOARDBLK'G. BLOCKINGBLW. BELOWBM. BEAMB.N. BOUNDARY NAILB.O.B BOTTOM OF BEAMBOTT. BOTTOMB.W. BOTH WAYSCANT. CANTILEVERCJ. CEILING JOISTCOL. COLUMNCONC. CONCRETECONT. CONTINUOUSDBL. DOUBLED.F. DOUGLAS FIRDIA. DIAMETER(E) EXISTINGE.W. EACH WAYE.J. EXPANSION JOINTE.N. EDGE NAILE.Q. EQUALF.G. FINISH GRADEF.J. FLOOR JOISTFL. FLUSHF.N. FIELD NAILF.O.C. FACE OF CONCRETEF.O.M. FACE OF MASONRYF.O.S. FACE OF STUDSGA. GAUGEGALV. GALVANIZED
ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINSTARCHITECTURAL DIMENSIONS. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE OMITTEDOR NOT CLEAR, CONTACT THE ARCHITECT OR STRUCTURAL ENGINEER OF RECORD FORCLARIFICATIONS.THE CONTRACTOR SHALL COMPARE THE STRUCTURAL DRAWINGS WITH ARCHITECTURAL,PLUMPING, MECHANICAL, CIVIL AND ELECTRICAL DRAWINGS AS TO ALL LAYOUTS,DIMENSIONS AND ELEVATIONS. ANY DISCREPANCIES SHALL BE REPORTED TO THEARCHITECT FOR PROPER ADJUSTMENT BEFORE PROCEEDING WITH THE WORK.
3.
SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON THE STRUCTURAL DRAWINGSMAY BE CONSIDERED WITH MATERIALS HAVING EQUIVALENT OR GREATER CAPACITY ANDPERFORMANCE. CURRENT EVALUATION REPORTS AND PRODUCT INFORMATION SHALL BEPROVIDED TO THE STRUCTURAL ENGINEER DEMONSTRATING THE REQUIRED CAPACITYAND PERFORMANCE OF THE MATERIAL TO BE SUBSTITUTED. WRITTEN APPROVAL FROMTHE E.O.R SHALL BE OBTAINED PRIOR TO THE SUBSTITUTION OF ANY MATERIALSPECIFIED ON THE STRUCTURAL CONSTRUCTION DOCUMENTS.
4.
ANY DEVIATION, MODIFICATION & SUBSTITUTION FROM THE APPROVED SET OFSTRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FORREVIEW/APPROVAL PRIOR TO ITS USE OR INCLUSION ON THE SHOP DRAWINGS & PRIORTO PROCEEDING WITH THE WORK.
5.
EXISTING CONDITIONS AS SHOWN ON THESE PLANS ARE FOR REFERENCE ONLY.CONTRACTOR IS REQUIRED TO FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TOCONSTRUCTION. CONTRACTOR SHALL REPORT CONDITIONS THAT CONFLICT WITH THECONTRACT DOCUMENTS TO THE OWNER'S REPRESENTATIVE. DO NOT DEVIATE FROM THECONTRACT DOCUMENTS WITHOUT WRITTEN DIRECTION FROM THE OWNER'SREPRESENTATIVE.
6.
THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOADIMPOSED UPON THE STRUCTURE. CONSTRUCTION LOADS SHALL NOT EXCEED THEDESIGN CAPACITY OF THE STRUCTURE AT THE TIME THE LOADS ARE IMPOSED.
7.
SPECIFICATIONS RELATED TO WATERPROOFING, INCLUDING BUT NOT LIMITED TOMEMBRANES, WATERSTOPS, SEALANTS, FLASHING, VAPOR BARRIER, ARE AS SPECIFIEDBY ARCHITECT/WATER PROOFING CONSULTANT.
8.
FEATURES OF CONSTRUCTION SHOWN ARE TYPICAL AND SHALL APPLY GENERALLYTHROUGHOUT SIMILAR CONDITIONS. ALL DETAILS REFERENCED, AND DETAILS NOTREFERENCED ON PLANS, SHALL BE CONSIDERED TYPICAL AND APPLY TO ALL SIMILARCONDITIONS OF THE CONSTRUCTION.
9.
UNLESS SHOWN OTHERWISE, DETAILS SHOWN ON "TYPICAL DETAIL" SHEETS SHALL BEUSED WHEREVER APPLICABLE. SPECIFIC DETAILS ON THE STRUCTURAL DRAWINGS TAKEPRECEDENCE OVER "TYPICAL DETAILS". SPECIFIC NOTES ON STRUCTURAL DRAWINGSTAKE PRECEDENCE OVER NOTES SHOWN IN "GENERAL NOTES".
10.
THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHEDSTRUCTURE, UNLESS OTHERWISE SHOWN THEY DO NOT INDICATE METHOD OFCONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TOPROTECT THE CONSTRUCTION AND ALL ADJACENT PROPERTIES DURING CONSTRUCTION.SUCH MEASURES SHALL INCLUDE BUT ARE NOT LIMITED TO BRACING, SHORING OFLOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BYTHE ARCHITECT OR E.O.R SHALL NOT INCLUDE OBSERVATION OF THE ABOVE ITEMS.
11.
DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED INMIXING CONCRETE SHALL CONFORM WITH ASTM C1602.
CONCRETE MIX DESIGNS CONTAINING FLY ASH MAY BE USED WHERE CONCRETE IS NOTVISUALLY EXPOSED. FLY ASH SHALL CONFORM WITH ASTM C618 AND MAY REPLACE UPTO 20% PORTLAND CEMENT BY VOLUME.
CONCRETE STRENGTH TEST REPORTS SHALL BE IN COMPLIANCE WITH ACI 318 ANDSHALL BE SUBMITTED TO E.O.R. FOR REVIEW.
ALL REINFORCING BARS, ANCHOR BOLTS AND ALL OTHER CONCRETE INSERTS SHALL BEWELL SECURED IN POSITION PRIOR TO PLACING CONCRETE.
2.
3.
4.
5.
6.
7.
8.
ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING BARS/STEEL ARE TO THECENTER OF STEEL U.N.O. ON THE PLANS OR DETAILS:
CONDITION COVER
A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3"B. EXPOSED TO EARTH OR WEATHER (INCLUDING SLABS ON GRADE) #6 AND LARGER 2" #5 AND SMALLER 1 1/2"C. NOT EXPOSED TO WEATHER OR IN CONTACT WITH SOIL:1. STRUCTURAL SLABS, WALLS w/ #11 BARS AND SMALLER 3/4" #14 BARS AND LARGER 1 1/2" 2. BEAMS, COLULMNS 1 1/2"
DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZEAND SPACING AS THE MAIN REINFORCING, UNO.
CHAIRS OR SPACERS FOR REINFORCING SHALL BE NON-FERROUS OR PLASTIC COATEDWHEN RESTING ON EXPOSED SURFACES.
1.
2.
3.
4.
11.
12.
SEE ARCHITECTURAL PLANS FOR LOCATIONS OF SLAB SLOPES, DEPRESSIONS, CURBS,DRAINS, NON-STRUCTURAL PARTITIONS AND OTHER EMBEDDED ITEMS NOT SHOWN ONTHE STRUCTURAL PLANS.
ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED WITH NON-EXPANSIVE SOIL BUT NOTBEHIND RETAINING WALLS BEFORE CONCRETE OR MASONRY ATTAINS ITS FULL DESIGNSTRENGTH.
FOOTINGS SHALL BEAR ON NATIVE SOIL OR ENGINEERED FILL AS DIRECTED BY THEGEOTECHNICAL REPORT.
THE GEOTECHNICAL INVESTIGATION REPORT AND ITS RECOMMENDATIONS SHALL BEFOLLOWED AND SHALL BE CONSIDERED MINIMUM REQUIREMENTS UNLESS MORESTRINGENT REQUIREMENTS ARE PRESENTED IN THE SPECIFICATIONS OR ON THEDRAWINGS.
REMOVE LOOSE SOIL AND STANDING WATER FROM FOUNDATION EXCAVATIONS PRIORTO PLACING CONCRETE.
WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTINGCONCRETE SHALL BE ROUGHENED TO A MINIMUM 1/4" AMPLITUDE.
ALUMINUM CONDUIT, ALUMINUM SLEEVES AND ALUMINUM EMBEDS ARE NOT PERMITTEDIN CONCRETE.ALL CONDUITS SHALL BE PLACED WITHIN THE MIDDLE ONE-THIRD OF THE SLABTHICKNESS. THE MAXIMUM SIZE OF CONDUITS SHALL BE 1 1/4" DIAMETER AND SHALL BESPACED NO CLOSER (TO EACH OTHER OR REINFORCING STEEL) THAN 4 INCHES UNLESSPRIOR APPROVAL IS OBTAINED FROM THE STRUCTURAL ENGINEER.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
ALL HOLDOWNS AND POST ANCHORS SHALL BE TIED IN PLACE PRIOR TO FOUNDATIONINSPECTION.12.
13.
9.
6015Deck
DESIGN CRITERIA
COEFFICIENT OF FRICTION -
EQUIVALENT LATERAL FORCE PROCEDUREANALYSIS PROCEDURE
0.119WDESIGN BASE SHEAR, V
WIND IMPORTANCE FACTOR, I 1
ANALYSIS PROCEDUREW ENCLOSED SYSTEM/ANALYTICAL ALL HEIGHTDESIGN METHODOLOGY
GENERAL NOTES
CONCRETE
TYPICAL ABBREVIATIONS
FOUNDATION
TIME BETWEEN CONCRETE BATCHING AND PLACEMENT SHALL BE IN ACCORDANCE WITHASTM C94.
10.CONCRETE PLACEMENT/CURING/REDUCTION IN STRENGTH SHALL CONFORM TO ACI 305RAND 3065R REQUIREMENTS FOR HOT AND COLD WEATHER CONCRETING.
11.CONCRETE SHALL BE CURED PER ACI 308R, UNLESS ALTERNATE METHODS OF CURINGHAVE BEEN APPROVED BY THE ARCHITECT OR ENGINEER. FOR SLAB CURING,CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING COMPATIBILITY OF CURINGCOMPOUNDS WITH PROPOSED FINISHES PRIOR TO COMMENCING ANY WORK.
MAX. SLUMP SHALL BE 5 INCHES EXCEPT WHERE ADMIXTURES/PLACITIZERS HAVE BEENADDED IN THE MIX DESIGN TO IMPROVE FLOWABILITY/WORKABILITY. THE SLUMP LIMITSHALL BE BASED ON ADMIXTURE MANUFACTURER'S RECOMMENDATIONS.
REINFORCING STEEL
LAP SPLICES OF BARS SHALL CONFORM TO THE TYPICAL THE LAP SCHEDULE ON THEPLANS, U.N.O. NO TACK WELDING OF BARS ALLOWED.5.
MECHANICAL SPLICE COUPLERS MAY BE USED AND SHALL HAVE CURRENT ICC APPROVALAND BE CAPABLE OF DEVELOPING 125% OF THE BAR'S YIELD STRENGTH.6.
ALL REINFORCING BARS SHALL BE BENT COLD. DO NOT FIELD BEND OR UNBEND ANY BARSIN A MANNER THAT MAY DAMAGE REINFORCING.7.
REINORCING SPACING SHOWN ON THE PLANS ARE THE MAXIMUM SPACING "ON CENTERSPACING". DO NOT EXCEED THIS. ANY DISCREPANCIES DURING CONSTRUCTION SHALL BEFORWARDED TO THE ENGINEER FOR REVIEW AND APPROVAL.
8.
TYPICAL REINFORCING FOR CONCRETE SLAB ON METAL DECK SHALL BE 6x6-W1.4xW1.4WELDED WIRE FABRIC, U.N.O. PLACE WWF MID-DEPTH OF THE SLAB OVER THE TOP OF THEFLUTE OF THE METAL DECK.
9.
ALL DOWELS TO BE SET IN CONCRETE SHALL BE TIED IN PLACE PRIOR TO PLACEMENT OFCONCRETE. NO WET SETTING, STABBING, RODDING OR OTHER MOVEMENT OF EMBEDDEDITEMS SHALL BE PERFORMED DURING THE PLACEMENT OF CONCRETE.
10.
12.
NAILING SCHEDULE, CONT.
SHEET INDEX
GLB. GLUE-LAMINATED BEAMGR.BM. GRADE BEAMGWB. GYPSUM WALLBOARDHI. HIGHHDR. HEADERHFX HARDY FRAMEHORIZ. HORIZONTALINFO. INFORMATIONK.P. KING POSTLT.WT. LIGHT WEIGHTL.V.L. LAMINATED VENEER LUMBERMAS. MASONRYM.B. MACHINE BOLTMANUF. MANUFACTURER(N) NEWN.G. NATURAL GRADEO/C ON CENTERP.J. POUR JOINTPSL. PARALLAM BEAMPLWD. PLYWOODP.T. PRESSURE TREATEDREINF. REINFORCINGREQ'D REQUIREDRR. ROOF RAFTERT.O.B TOP OF BEAMUNO. UNLESS NOTED OTHERWISEV.I.F. VERIFY IN FIELDF.H. FULL HEIGHT
FLOOR
21. JOIST TO SILL, TOP PLATE ORGIRDER.3-8d COMMON TOE NAIL
22. RIM JOIST, BAND JOIST ORBLOCKING TO SILL OR TOP PLATE 8d COMMON 6" o.c. TOE NAIL
23. 1"x6" SUBFLOOR OR LESS TOEACH JOIST.3-8d COMMON FACE NAIL
24. 2" SUBFLOOR TO JOIST ORGIRDER.2-16d COMMON FACE NAIL
25. 2" PLANKS (PLANK &BEAM-FLOOR & ROOF).AT EACH BEARING,FACE NAIL.
26. BAND OR RIM JOIST TO JOIST.3-16d COMMON END NAIL
27. BUILT-UP GIRDERS AND BEAMS,2-INCH LUMBER LAYERS.10d COMMON
24" O.C. FACENAIL AT TOP ANDBOTTOMSTAGGERED ONOPPSITE SIDES.
AND:
3-10d COMMON FACE NAIL ATENDS AND ATEACH SPLICE.
28. LEDGER STRIP SUPPORTINGJOISTS OR RAFTERS.3-16d COMMON END NAIL
29. BRIDGING OR BLOCKINGTO JOIST.2-8d COMMON EACH END, TOENAIL
A. NAILS ARE SMOOTH-COMMON, BOX OR DEFORMED SHANKS EXCEPT WHERE OTHERWISESTATED. NAILS FOR FRAMING AND SHEATHING CONNECTIONS SHALL HAVE MINIMUMAVERAGE BENDING YIELD STRENGTHS AS SHOWN: 90 ksi FOR SHANK DIAMETERS LARGERTHAN 0.142 INCH BUT NOT LARGER THAN 0.177 INCH, AND 100 ksi FOR SHANK DIAMETERSOF 0.142 INCH OR LESS.B. NAILS SHALL BE SPACED AT NOT MORE THAN 6 INCHES ON CENTER AT ALL SUPPORTSWHERE SPANS ARE 48 INCHES OR GREATER.
C. FOUR-FOOT BY 8-FOOT OR 4-FOOT BY 9 FOOT PANELS SHALL BE APPLIED VERTICALLY.D. SPACING OF FASTENERS NOT INCLUDED IN THIS TABLE SHALL BE BASED ON CHAPTER 23.
E. FOR WOOD STRUCTURAL PANEL ROOF SHEATHING ATTACHED TO GABLE END ROOFFRAMING AND TO INTERMEDIATE SUPPORTS WITHIN 48 INCHES OF ROOF EDGES ANDRIDGES, NAILS SHALL BE SPACED AT 6 INCHES ON CENTER WHERE THE ULTIMATE DESIGNWIND SPEED IS LESS THAN 130 MPH AND SHALL BE SPACED 4 INCHES ON CENTER WHERETHE ULTIMATE DESIGN WIND SPEED IS 130 MPH OR GREATER BUT LESS THAN 140 MPH.
F. GYPSUM SHEATHING SHALL CONFORM TO ASTM C1396 AND SHALL BE INSTALLED INACCORDANCE WITH GA 253. FIBERBOARD SHEATHING SHALL CONFORM TO ASTM C208.
G. SPACING OF FASTENERS ON FLOOR SHEATHING PANEL EDGES APPLIES TO PANEL EDGESSUPPORTED BY FRAMING MEMBERS AND REQUIRED BLOCKING AND AT FLOOR PERIMETERSONLY. SPACING OF FASTENERS ON ROOF SHEATHING PANEL EDGES APPLIES TO PANEL EDGESSUPPORTED BY FRAMING MEMBERS AND REQUIRED BLOCKING. BLOCKING OF ROOF ORFLOOR SHEATHING PANEL EDGES PERPENDICULAR TO THE FRAMING MEMBERS NEED NOT BEPROVIDED EXCEPT AS REQUIRED BY OTHER PROVISIONS OF THIS CODE. FLOOR PERIMETERSHALL BE SUPPORTED BY FRAMING MEMBERS OR SOLID BLOCKING.
H.WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCEWITH THIS SCHEDULE, PROVIDE TWO TOE NAILS ON ONE SIDE OF THE RAFTER AND TOE NAILSFROM THE CEILING JOIST TO TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE. THE TOE NAILON THE OPPOSITE SIDE OF THE RAFTER SHALL NOT BE REQUIRED.
I. RSRS-01 IS A ROOF SHEATHING RING SHANK NAIL MEETING THE SPECIFICATIONS INASTM F1667.
2-16d COMMON
FOR NON-SHEAR WALL APPLICATIONS, ANCHOR BOLT SHALL BE INSTALL WITH ROUNDWASHERS AND SHOULD CONFORM WITH ANSI/ASME B 18.22.1. USE MIN. 1 3/8" Ø X7/64" THICK WASHER FOR 1/2" Ø BOLT, 1 3/4" Ø X 9/64" THICK WASHER FOR 5/8" ØBOLT AND 2 1/2" Ø X 11/64" THICK WASHER FOR 1" Ø BOLT. U.N.O.
NAIL SPACING TO BE NOT LESS THAN REQUIRED PENETRATION. EDGE AND ENDDISTANCES SHALL BE NOT LESS THAN HALF THIS SPACING. ALL SPACING AND EDGE ANDEND DISTANCES SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. HOLES FORNAILS, WHERE NECESSARY TO PREVENT SPLITTING, SHALL BE BORED OF A DIAMETERSMALLER THAN THAT OF THE NAILS. ALL NAILS SHALL BE SINKER NAILS AND STAGGEREDU.N.O., EXCEPT AS SHOWN IN NAILING SCHEDULE.
STRUCTURAL GLUED-LAMINATED (GLULAM) TIMBER OF SOFTWOOD SPECIES SHALL BE INCONFORMANCE WITH ANSI/AITC STANDARD A190.1 AND ASTM D3737, OR OTHER CODEAPPROVED DESIGN, MANUFACTURING AND/OR QUALITY ASSURANCE PROCEDURES.MEMBERS SHALL BE MARKED WITH THE ENGINEERED WOOD SYSTEM APA EWSTRADEMARK INDICATING CONFORMANCE WITH THE MANUFACTURING, QUALITYASSURANCE AND MARKING PROVISIONS OF ANSI/AITC STANDARD A190.1. THEMANUFACTURER OR SELLER SHALL SUBMIT CERTIFICATES OF CONFORMANCE TO THEFIELD INSPECTOR PRIOR TO INSTALLATION.
ALL NON-STRUCTURAL ELEMENTS SHALL BE CONSTRUCTED PER APPROVED CODEREQUIREMENTS. FRAMING PLAN IS ONLY SHOWING FOR THE MAIN STRUCTURALELEMENTS IN ACCORDANCE WITH BUILDING CODE OR REQUIREMENTS ARE SPECIFIED ORREQUIRED BY THE LOCAL JURISDICTION.
ALL CEILING JOISTS ARE TO BE 2x JOISTS. REFER TO FRAMING FOR ACTUAL SIZE ANDSPACING.
USE 5/8" DIA. X MIN. 12" ANCHOR BOLTS W/ MIN. 7" EMBEDMENT INTO CONCRETEFOOTING AT 48" O.C. MAX. FOR SILL PLATE TO FOUNDATION UNLESS NOTED OTHERWISEON SHEARWALL SCHEDULE. A BOLT BETWEEN 6" TO 12" FROM THE END OF EACH PIECEOF SILL (2 BOLTS MIN EACH PIECE). PIECE OF SILL SHALL BE CONSIDERED ENDED WHEREPLATE IS CUT OUT OVER ONE-THIRD OF CROSS SECTION.
FOR INTERIOR NON-SHEAR WALLS USE SIMPSON 0.157"Ø SERIES PDPAWL SHOT PINSWITH A PENETRATION OF 11/4" INTO SLAB AT 16" O.C. TO BE INSTALLED IN ACCORDANCEWITH ICC ESR-2138.
THE FOLLOWING BEAMS/HEADERS/RIMS CAN BE FROM ANY MANUFACTURER WITHCURRENT APPROVED ICC-ES EVALUATION REPORT WITH THE FOLLOWING MECHANICALPROPERTIES:
ALL WALLS SHALL BE CONSTRUCTED USING 2x STUDS @ 16" O.C. REFER TO FRAMINGPLANS FOR ACTUAL STUD SIZE AND SPACING.
TYPICAL UNBLOCKED DIAPHRAGM, UNO ON PLANS4.
5.
HOT DIP GALVANIZED FASTENERS SUCH AS (BUT NOT LIMITED TO) NAILS, SCREWS,BOLTS, THREADED ROD, ETC., SHALL BE USED WHEN IN CONTACT WITH PRESERVATIVEOR FIRE RETARDANT TREATED LUMBER. EXCEPTION: PLAIN CARBON STEEL FASTENERS INSBX/DOT AND ZINC BORATE PRESERVATIVE TREATED WOOD IN AN INTERIOR, DRYENVIRONMENT SHALL BE PERMITTED.
STUD WALLS PERPENDICULAR TO A CONCRETE OR MASONRY WALL SHALL BE BOLTED TOTHE CONCRETE OR MASONRY WALL WITH 5/8" DIAMETER X 8" A307 BOLTS AT TOP,MID-HEIGHT AND BOTTOM.
FRAMING MEMBER
BEAMS/ POST/ RAFTERS& ALL OTHERSTRUCTURAL FRAMING
2x FRAMING: #2 DF4x FRAMING: #2 DF6x FRAMING: #1 DF8x FRAMING: #1 DF
STUDS DFL STUD GRADE (UP TO 9'-0")DFL #2 (TALLER THAN 9'-0")
TOP PLATES & MUD SILLS DFL CONSTRUCTION GRADE OR BETTER
ALL STRUCTURAL WOOD SHALL BE OF DOUGLAS FIR LARCH SPECIES, (19% MAXIMUMMOISTURE CONTENT AT THE TIME OF CONSTRUCTION U.N.O.).
FRAMINGMEMBER
BEAM/HEADERS
SIZE (WIDTH)Fb Fc perp FFvFt Ec parallel TYPEMATERIAL
RIMBOARD
3 1/2" & WIDER
1 3/4" & 2 5/8" WIDE
1 1/4" THICK (MIN)
3100PSI2800PSI
1750PSI
750PSI
525PSI
285PSI285PSI
225PSI
2150PSI2150PSI
1100PSI
2.0E6PSI3000PSI
2500PSI
(MIN)
SPEC CAMBER CONDITION
LVL
LVL
LVL
24F-V4
24F-V8
2400 PSI 1850 PSI
Fb@ BOT @ TOPFb Fv(MIN)E(MIN)
265 PSI
2.0E6PSI
1.3E6PSI
1.8E6 PSI1600' RADIUS,UNO SINGLE SPAN
2400 PSI 2400 PSI 265 PSI 1.8E6 PSI
1600' RADIUS,UNO ALL OTHERS
NAIL SIZE
8d COMMON
10d COMMON
16d COMMON
0.131"2 1/2"
0.148"
0.162"
3"
3 1/2"
SPECIFICATION
SAWN LUMBER1.
STRUCTURAL COMPOSITE LUMBER2.
GLUED LAMINATED LUMBER3.
750PSI 3000PSI
SHANK DIAMETER LENGTH
ROOF
FLOOR
SHEATHING
APA RATED SHEATHING 15/32PERFORMANCE CATEGORY 32/16EXPOSURE 1
NAILING
8d's @ 6" B.N.8d's @ 6" E.N.8d's @ 12" F.N.
APA RATED STURD-I-FLOOR 23/32PERFORMANCE CATEGORY 24" OCEXPOSURE 1
10d's @ 6" B.N.
10d's @ 6" E.N.10d's @ 12" F.N.
TRUSS DRAWINGS AND CALCULATIONS SHALL HAVE ORIGINAL SIGNATURE BY CIVIL ORSTRUCTURAL ENGINEER LICENSED IN THE STATE AND SHALL BE SUBMITTED TO THEPROJECT ENGINEER AND LOCAL BUILDING DEPARTMENT FOR REVIEW PRIOR TOFABRICATION.
TRUSS MANUFACTURER SHALL DESIGN ALL MEMBERS, TRUSS TYPES AND CONNECTIONSFOR SELF-WEIGHT, LIVE (ROOF OR FLOOR) LOAD, INCLUDING MECHANICAL EQUIPMENTLOADS, ATTIC LOADS AS REQUIRED PER IBC/CBC TABLE 1607.1 AND ALSO BE DESIGNEDTO RESIST ALL DRAG FORCES, SHEAR WALL UPLIFT AND DOWNWARD LOADS AND ANYOTHER SPECIAL LOADS NOTED ON THE PLANS.
2.
APPROVED COPIES OF TRUSS DRAWINGS SHALL BE FORWARDED TO THE BUILDINGINSPECTION DEPARTMENT.3.
TRUSS MANUFACTURER SHALL LAYOUT AND DESIGN ALL TRUSSES TO ACCOMMODATEROOF AND REFLECTED CEILING LAYOUT AS SHOWN ON THE ARCHITECTURAL DRAWINGS.4.
ALL TRUSS TO TO TRUSS CONNECTIONS SHALL BE DESIGNED AND SPECIFIED BY THETRUSS MANUFACTURER. SUCH CONNECTIONS SHALL BE CLEARLY NOTED ON THE SHOPDRAWINGS.
5.
TEMPORARY BRACING/BRIDGING PER MANUFACTURER'S RECOMMENDATIONS SHALL BEINSTALLED TO HOLD TRUSS TRUE AND PLUMB UNTIL PERMANENT SHEATHING ISINSTALLED.
6.
TRUSS MANUFACTURER IS RESPONSIBLE FOR PROVIDING ADDITIONAL SHEAR AND DRAGTRUSSES AS SHOWN ON THE FRAMING PLAN.7.
USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USINGADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498.
AS AN ALTERNATE TO 10D COMMON NAILS, THE FOLLOWING FASTNERS CAN BE USED:GRABBER PLYWOOD SCREWS (ICC-ER-5280), OR SIMPSON STRONG-TIE QUICK DRIVESCREWS (ICC-ER-1472)
FOR SHEAR WALL APPLICATIONS, ANCHOR BOLT SHALL BE INSTALLED WITH PLATEWASHERS OF MIN. 3" SQ. X 0.229" THICK BETWEEN SILL PLATE AND NUT. EDGE(S) OFPLATE WASHERS SHALL BE 1/2" MAX. FROM INSIDE FACE OF SHEAR PANEL.
ALL METAL FRAMING CONNECTORS SHALL BE MANUFACTURED BY SIMPSON STRONG TIECOMPANY (CURRENT CATALOG), OR "USP" WITH EQUIVALENT ICC PUBLISHED VALUES ANDSHALL BE INSTALLED PER SPECIFICATIONS, NO EXCEPTIONS.
1.
2.
3.
4.
SILL PLATE SHALL BE PRESSURE-TREATED AND UNDER SHEAR WALLS OF UP TO 4'-0" INLENGTH MUST BE CONTINUOUS.
6.
7.
8.
10.
STUD BEARING WALLS AND PARTITIONS SHALL HAVE HAVE DOUBLE TOP PLATES LAPPEDAT WALL AND PARTITION INTERSECTIONS. JOINTS IN UPPER AND LOWER MEMBERS OFDOUBLE TOP PLATES SHALL BE STAGGERED AT LEAST 4'-0".
HOLES IN WOOD MEMBERS FOR BOLTS SHALL BE THE NOMIAL BOLT DIAMETER PLUS 1/16".
LAG SCREWS SHALL BE TURNED, NOT DRIVEN, INTO PRE DRILLED HOLES. HOLES INWOOD FOR LAG SCREW SHANK SHALL BE BORED TO THE SAME DIAMETER AND DEPTH ASTHE SHANK, AND FOR THE THREADED PORTION BORED WITH A BIT NOT LARGER THAN40% TO 70% OF THE SHANK DIAMETER.
I-JOISTS SHALL BE MANUFACTURED BY WEYERHAEUSER OR EQUIVALENT APPROVED ICCMANUFACTURED PRODUCT.
9.
WOOD COLUMNS SHALL HAVE SOLID VERTICAL BLOCKING THROUGH THE FLOORS TO THESUPPORT BELOW.
FOR WALLS 10'-0" AND GREATER PROVIDE BLOCKING AT MID-HEIGHT FOR CONSTRUCTIONSTABILITY.
ALL WALLS SHALL HAVE SINGLE BOTTOM PLATE AND DOUBLE TOP PLATE, UNO.
ALL EXTERIOR LUMBER AND ALL LUMBER IN CONTACT WITH CONRETE OR MASONRY, OREXPOSED TO THE EXTERIOR SHALL BE TREATED LUMBER.
DO NOT CUT, BORE, COUNTERSINK OR NOTCH WOOD MEMBERS EXCEPT WHERE SHOWN INTHE DETAILS.
PROVIDE DOUBLE JOISTS BENEATH ALL PARALLEL WALLS AND SOLID BLOCKING BENEATHALL WALLS PERPENDICULAR TO JOISTS.
WOOD NAILERS: UNO. ON PLANS AND DETAILS, WHERE WOOD MEMBERS ARE TO BECONNECTED TO STEEL ELEMENTS, OR WHERE WOOD NAILERS CONNECTED TO STEELMEMBERS ARE NEEDED FOR PROPER INSTALLATION OF FINISH MATERIALS, AS A MINIMUMPROVIDE WOOD NAILERS AS SPECIFIED BELOW WITH 5/8"Ø WELDED THREADED STUDS @24" O.C.:
A. WOOD NAILERS NEEDED ONLY FOR INSTALLATION OF FINISH MATERIAL: 2XWOOD NAILERS, COUNTERSINKING OF THREADED STUDS BOLT IS ACCEPTABLE IF NEEDEDFOR FLUSH INSTALLATION OF FINISH MATERIAL.
B. WOOD NAILERS NEEDED TO SUPPORT OTHER WOOD ELEMENTS: 2X OR 3X WOODNAILERS WITH OR WITHOUT COUNTERSINKING OF THREADED STUDS BOLT RESPECTIVELY.
1.
2.
3.
4.
5.
6.
7.
8.
9.
12.
10.
13.
14.
WOOD SCREWS SHALL BE TURNED, NOT DRIVEN, INTO LEAD HOLES. SOAP OR OTHERLUBRICANTS SHALL BE PERMITTED AS NEEDED TO FACILITATE THE INSERTION ANDPREVENT DAMAGE OF THE WOOD SCREW. LEAD SCREWS SHALL BE ABOUT 7/8 THEDIAMETER OF THE SCREW. THE MINIMUM PENETRATION OF WOOD SCREWS SHALL BE 10TIMES THE SCREW DIAMETER OR 1.5", WHICHEVER IS GREATER. PENETRACTION ISMEASURED INTO THE PIECE RECEIVING THE NAIL POINT.
15.
11.
16.
17.
NAILING & HARDWARE
WOOD FRAMING
PRE-MANUFACTURED TRUSSES:
PRE-MANUFACTURED TRUSSES SHALL BE DESIGNED AND FABRICATED AND ERECTED INACCORDANCE WITH THE TRUSS PLATE INSTITUTE(TP1) "NATIONAL DESIGN STANDARD FORMETAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION" AND SHALL BE PROVIDED BYAN APPROVED FABRICATOR.
8.
MAXIMUM DEFLECTION LIMITS FOR TRUSSES SHALL BE AS FOLLOWS:
LIVE LOAD TOTAL LOAD
ROOF L/360 L/240FLOOR L/480 L/360
10.
WOOD
(MIN) (MIN) (MIN) (MIN)(MIN)
WOOD FRAMING, CONT.
ALL WOOD CONSTRUCTION CONNECTORS SHOWN ON THE PLANS OR DETAILS SHALL BESIMPSON STRONG-TIE OR EQUIVALENT, U.N.O. ALL CONNECTORS SHALL BE INSTALLEDPER MANUFACTURER'S RECOMMENDATIONS IN CONJUNCTION WITH APPROVED ICCREPORTS. NOTIFY EOR FOR ANY POTENTIAL SUBSTITUTION PRIOR TO COMMENCINGWORK.
18.
- ALL SHEATHING SHALL BE LAID WITH FACE GRAIN PERPENDICULAR TO SUPPORTS, SHALLBE C-D OR C-C SHEATHING CONFORMING TO CBC 2303.1.5.
SDS SCREWS SPECIFIED ON PLANS SHALL BE MANUFACTURED BY SIMPSON STRONG-TIEWITH ICC ESR-2236. ALTERNATES MAYBE USED ONLY WITH PRIOR APPROVAL BY EOR.19.
ALL TRUSS TOP CHORDS SHALL BE DOUGLAS FIR-LARCH. ALL LUMBER USED FORTRUSSES SHALL BE SURFACE DRY OR KILN DRIED TO A MOISTURE CONTENT LESS THAN19% PRIOR TO FABRICATION.
9.
REFER TO THE BUILDING CODE FOR THE BALANCE OF NOTES APPLICABLE.11.
1. BLOCKING BETWEEN CEILINGJOISTS OR RAFTERS TO TOP PLATE
2. CEILING JOISTS TO TOP PLATE
3. CEILING JOIST NOT ATTACHED TOPARALLEL RAFTER, LAPS OVERPARTITION
4. CEILING JOIST ATTACHED TOPARALLEL RAFTER
5. COLLAR TIE TO RAFTER, FACE NAIL OR 1 1/4"X20 GA.RIDGE STRAP TO RAFTER
6. RAFTER OR ROOF TRUSS PLATE
7. ROOF RAFTER TO RIDGE, VALLEYOR HIP RAFTERS OR ROOF RAFTERTO MINIMUM 2" RIDGE BEAM
3-8d COMMON
3-16d COMMON
PER TABLE 2308.7.3.1
DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER
TOE NAIL
FACE NAIL
FACE NAILEACH RAFTER
(2) TOE NAILS ONONE SIDE AND (1)TOE NAIL ON OPP.SIDE OF EACHRAFTER OR TRUSS
3-8d COMMON PER JOIST,TOE NAIL
3-10d COMMON
FACE NAIL
3-10d COMMON
3-10d COMMON TOE NAIL
SPACING ANDLOCATION
ROOF
WALL
8. STUD TO STUD(NOT AT BRACED WALL PANELS)16d COMMON 24" o.c. FACE NAIL
9. STUD TO STUD AND ABUTTINGSTUDS AT INTERSECTING WALLCORNERS ( AT BRACED WALL PANELS)
16" o.c. FACE NAIL16d COMMON
10. BUILT-UP HEADER( 2" TO 2"HEADER WITH 1/2" SPACER)16d COMMON 16" o.c. FACE NAIL
11. CONTINUOUS HEADER TO STUD 4-8d COMMON TOE NAIL
12. TOP PLATE TO TOP PLATE 16d COMMON 16" o.c. FACE NAIL
13. DOUBLE TOP PLATE SPLICE 8-16d COMMON FACE NAIL ON EA.SIDE OF END JOINT(MINIMUM 24" LAPSPLICE LENGTH EA.SIDE OF END JOINT)
14. BOTTOM PLATE TO JOIST, RIMJOIST,BAND JOIST OR BLOCKING(NOTAT BRACED WALL PANELS)16d COMMON
15. BOTTOM PLATE TO JOIST, RIMJOIST,BAND JOIST OR BLOCKING(ATBRACED WALL PANELS)2-16d COMMON
20. 1"x8" AND WIDER SHEATHING TOEACH BEARING.FACE NAIL
19. 1"x 6" SHEATHING TO EACHBEARING.2-8d COMMON FACE NAIL
18. 1" BRACE TO EACH STUDAND PLATE.2-8d COMMON FACE NAIL
17. TOP PLATES, LAPS AT CORNERSAND INTERSECTIONS.2-16d COMMON FACE NAIL
16. TOP OR BOTTOM PLATE TOSTUD.4-8d COMMON
NAILING SCHEDULE
END NAIL
2-8d COMMON
16" o.c. FACE NAIL
16" o.c. FACE NAIL
REDUNDANCY FACTOR, 1.3
1.
SHEET NO.SHEET TITLE
S-0.10 GENERAL NOTES & REQUIREMENTSS-0.11
S-1.0 FOUNDATION PLAN
S-2.0 FRAMING PLAN
SD1.0 FOUNDATION DETAILS
SD2.0 STRUCTURAL DETAILS
SD3.0 STRUCTURAL DETAILS
S-0.20 TYPICAL DETAILS
GENERAL NOTES & REQUIREMENTS
NO.1
2
3
4
56
78
mph
6 10Ceiling
SD4.0 STRUCTURAL DETAILS9
WSWH1 STRONG WALL WSWH ANCHORAGE DETAIL10
WSWH1.1 STRONG WALL WSWH ANCHORAGE DETAIL11
WSWH2 STRONG WALL WSWH FRAMING DETAIL12
SHEET INDEX
SHEET NO.SHEET TITLES-0.10 GENERAL NOTES & REQUIREMENTS
S-0.11
S-1.0 FOUNDATION PLAN
S-2.0 FRAMING PLANSD1.0 FOUNDATION DETAILS
SD2.0 STRUCTURAL DETAILSSD3.0 STRUCTURAL DETAILS
S-0.20 TYPICAL DETAILS
GENERAL NOTES & REQUIREMENTS
NO.1
23
45
6
7
8
SD4.0 STRUCTURAL DETAILS9WSWH1 STRONG WALL WSWH ANCHORAGE DETAIL10
WSWH1.1 STRONG WALL WSWH ANCHORAGE DETAIL11
WSWH2 STRONG WALL WSWH FRAMING DETAIL12
WAITING PERIOD FOR CONCRETE SLABS-ON-GRADE PRIOR TO START OF CONSTRUCTIONIS AS FOLLOWS:a. DO NOT WALK ON SLAB UNTIL 24 HOURS AFTER CONCRETE HAS BEEN POURED.b. BEGIN WALL FRAMING 4-5 DAYS AFTER CONCRETE POURED.c. BEGIN ROOF/FLOOR FRAMING 7-10 DAYS AFTER CONCRETE POURED.d. DO NOT LOAD ROOF PRIOR TO 14 DAYS AFTER CONCRETE POURED.
ALL GRADE BEAMS SHALL BE POURED MONOLITHICALLY FOR THEIR ENTIRELENGTH.
SEE ARCHITECTURAL PLANS FOR LOCATIONS OF SLAB SLOPES, DEPRESSIONS, CURBS,DRAINS, NON-STRUCTURAL PARTITIONS AND OTHER EMBEDDED ITEMS NOT SHOWN ONTHE STRUCTURAL PLANS.
ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED WITH NON-EXPANSIVE SOIL BUT NOTBEHIND RETAINING WALLS BEFORE CONCRETE OR MASONRY ATTAINS ITS FULL DESIGNSTRENGTH.
REMOVE LOOSE SOIL AND STANDING WATER FROM FOUNDATION EXCAVATIONS PRIORTO PLACING CONCRETE.
WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTINGCONCRETE SHALL BE ROUGHENED TO A MINIMUM 1/4" AMPLITUDE.
ALUMINUM CONDUIT, ALUMINUM SLEEVES AND ALUMINUM EMBEDS ARE NOT PERMITTEDIN CONCRETE.
ALL CONDUITS SHALL BE PLACED WITHIN THE MIDDLE ONE-THIRD OF THE SLABTHICKNESS. THE MAXIMUM SIZE OF CONDUITS SHALL BE 1 1/4" DIAMETER AND SHALL BESPACED NO CLOSER (TO EACH OTHER OR REINFORCING STEEL) THAN 4 INCHES UNLESSPRIOR APPROVAL IS OBTAINED FROM THE STRUCTURAL ENGINEER.
3.
4.
5.
6.
7.
8.
9.
ALL HOLDOWNS AND POST ANCHORS SHALL BE TIED IN PLACE PRIOR TO FOUNDATIONINSPECTION.10.
11.
FOUNDATION
1.
FOOTINGS SHALL BEAR ON NATIVE SOIL
THE CBC CHAPTER 18 SHALL BE FOLLOWED AND SHALL BE CONSIDERED MINIMUMREQUIREMENTS UNLESS MORE STRINGENT REQUIREMENTS ARE PRESENTED IN THESPECIFICATIONS OR ON THE DRAWINGS.
2.
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PREFABRICATED OR SPECIALTY ITEMS AND THEIR COMPONENTS, WHICH ARE INDICATEDBY THE STRUCTURAL DRAWINGS TO BE DESIGNED BY OTHERS, MAY BE SUBMITTED TOTHE ARCHITECT AND/OR ENGINEER OF RECORD FOR REVIEW AS A DEFERRED SUBMITTALPROVIDED THAT SUCH SUBMITTAL IS AUTHORIZED BY THE BUILDING DEPARTMENT.DEFERRED SUBMITTALS REQUIRED TO BE SUBMITTED TO THE STRUCTURAL ENGINEER OFRECORD SHALL INCLUDE BUT NOT BE LIMITED TO:
CONTINUOUS AND PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE WORK ASDESCRIBED IN IBC/CBC CHAPTER 17, SEE INSPECTION SCHEDULE BELOW, ONLY CHECKEDITEMS ARE REQUIRED.
APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OF FAILURE TO COMPLY WITH THEPLANS OR SPECIFICATIONS, ANY DETAIL THAT FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BEREFERRED TO THE STRUCTURAL ENGINEER FOR INTERPRETATION OR CLARIFICATION.
CONTINUOUS SPECIAL INSPECTION PER AWS D1.1 IS REQUIRED FOR ALL STRUCTURAL STEELWELDING, EXCEPT FOR SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE.
STRUCTURAL WOOD, PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEARWALLS,SHEAR PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHERFASTENING OF COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM, INCLUDING WOODSHEARWALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS, AND HOLD-DOWNS,EXCEPTION: SPECIAL INSPECTION IS NOT REQUIRED FOR WOOD SHEARWALLS, SHEAR PANELSAND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENING TO OTHERCOMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM, WHERE THE FASTENER SPACING OFTHE SHEATHING IS MORE THAN 4 INCHES ON CENTER. INSPECTIONS SHALL BE PERFORMEDBEFORE COVERING.
1.
1.
SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS. SHOP DRAWINGSARE REVIEWED ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL DRAWINGS.DESIGN ACCURACY OF SUCH PRODUCT, DIMENSIONS AND QUANTITY OF THE PRODUCTIS NOT REVIEWED BY EOR. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THECONTRACTOR. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM CONTRACTDRAWINGS SHALL BE CLOUDED. ANY OF THE AFOREMENTIONED SHALL NOT BECONSIDERED APPROVED AFTER ENGINEER'S REVIEW UNLESS SPECIFICALLY NOTEDACCORDINGLY.
3.
THE SHOP DRAWINGS DO NOT SUPERSEDE OR REPLACE THE ORIGINAL CONTRACTDRAWINGS. ANY ENGINEERING PROVIDED BY OTHERS AND SUBMITTED FOR REVIEWSHALL BEAR THE SEAL OF AN APPROPRIATELY REGISTERED ENGINEER. ENGINEERINGSYSTEM SOLUTIONS SHALL NOT BE RESPONSIBLE FOR THE ADEQUACY OF ENGINEERINGDESIGNS PERFORMED BY OTHERS.
4.
SHOP DRAWINGS SHALL REFERENCE DATE AND DELTA (IF ANY) OF CONTRACT DRAWINGS.5.
ALL DEFERRED SUBMITTALS SHALL INCLUDE CALCULATIONS AND DRAWINGS PREPARED INACCORDANCE WITH ALL APPLICABLE BUILDING CODES AND STAMPED BY ANAPPROPRIATELY LICENSED PROFESSIONAL ENGINEER. SUBMITTALS SHALL SHOWLOCATION AND MAGNITUDE OF LOADS, SIZE AND CONFIGURATIONS OF MEMBERS, ANDCOMPATIBILITY WITH THE PRIMARY STRUCTURAL SYSTEM.
2.
CONTRACTOR RESPONSIBLE FOR CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTINGSYSTEM/COMPONENT LISTED IN THIS STATEMENT OF SPECIAL INSPECTION SHALL SUBMIT AWRITTEN STATEMENT OF RESPONSIBILITY TO THEBUILDING OFFICIAL AND THE OWNER PRIORTO THE COMMENCEMENT OF WORK ON SUCH A SYSTEM OR COMPONENT PER SEC1704.4.
WHERE FABRICATION OF MEMBERS AND ASSEMBLIES IS PERFORMED ON THE PREMISES OF AFABRICATOR'S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE REQUIRED BYTHIS SECTION, UNLESS THE FABRICATOR IS REGISTERED AND APPROVED TO PERFORM SUCHWORK WITHOUT SPECIAL INSPECTION, APPROVAL SHALL BE BASED UPON REVIEW OF THEFABRICATOR'S WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND PERIODIC AUDITINGOF FABRICATION PRACTICES BY AN APPROVED SPECIAL INSPECTION AGENCY, AT COMPLETIONOF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCETO THE BUILDING OFFICIAL STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITHTHE APPROVED CONSTRUCTION DOCUMENTS. CONTRACTOR SHALL BE RESPONSIBLE OFVERIFYING APPROVAL OF FABRICATOR.
2.
3.
4.
5.
6.
SUBMITTALS AND SHOP DRAWINGS
STATEMENT OF SPECIAL INSPECTION:
THE SPECIAL INSPECTOR SHALL BE A QUALIFIED INDIVIDUAL WHO WILL DEMONSTRATECOMPETENCE, AND KNOWLEDGE TO THE BUILDING OFFICIAL, FOR THE SPECIFIC TYPE OF SPECIALINSPECTION REQUIREMENT REQUIRED PER SCHEDULE BELOW.
7.
WOOD SPECIAL INSPECTIONS SHALL BE PER CBC SECTION 1705.5.8.
SPECIAL INSPECTIONS FOR WIND AND SEISMIC RESISTANCE SHALL BE PER SECTION 1705.11AND 1705.12 RESPECTIVELY.9.
REQ'D(?)
STATEMENT OF SPECIAL INSPECTIONS(ONLY INDICATED ITEMS ARE REQUIRED)
INSPECTION ITEMS SPECIAL INSPECTORS
(NAME, PHONE#, REGISTRATION#)
STRUCTURAL STEEL (1705.2.1)
STEEL FRAME JOINT DETAILS
COLD-FORMED STEEL DECK (1705.2.2)
OPEN-WEB STEEL JOISTS ANDJOISTS GIRDERS (1705.2.3)REINFORCING STEEL ANDPRE-STRESSING STEEL TENDONS
SHOTCRETE (CURING TEMPERATURE,DESIGN MIX, PLACEMENT, STRENGTHETC. PER TABLE 1705.3)
COLD-FORMED STEEL TRUSSES SPANNING>= 60 FTCONCRETE CONSTRUCTION (DESIGN MIX,FORMWORK, PLACEMENT, ETC. PER TABLE1705.3) (SEE 1705.3 EXCEPTIONS)
STRUCTURAL WELDING/REBAR WELDING
ALL MASONRY CONSTRUCTION (1705.4)
WOOD FOR HIGH LOAD DIAPHRAGMS(1705.5.1)METAL-PLATE-CONNECTED WOODTRUSSES SPANNING >=60 FT
SOILS (EXCAVATION, FILL, ETC. PER1705.6) (SEE 1705.6 EXCEPTIONS)
DRIVEN PILES PER 1705.7
CAST IN PLACE PILES PER 1705.8
HELICAL PILE FOUNDATIONS PER 1705.9
ERECTION OF PRE- CAST CONCRETE MEMBERS
BOLTS INSTALLED IN CONCRETE
HIGH STRENGTH BOLTING/MATERIALVERIFICATION
WOOD DIAPHRAGM AND SHEAR WALLS*
*: FOR SPECIAL INSPECTION OF WOOD DIAPHRAGMS AND SHEAR WALLS, CONTACT EOR FORSCHEDULE.
EPOXY/ POST INSTALLED ANCHORSYES
YES
YES
YES
STRUCTURAL STEEL TO BE SUPPLIED DETAILED, FABRICATED AND ERECTED INACCORDANCE WITH AISC SPECIFICATIONS.
NON-SHRINK GROUT BENEATH COLUMN BASES OR BEARING PLATES SHALL BE 5000PSI(MIN.) NON-SHRINK SHALL BE INSTALLED IMMEDIATELY AFTER COLUMN IS PLUMBED.CONTRACTOR SHALL NOT LOAD COLUMN ANCHOR BOLTS UNDER PLACEMENT OFNON-SHRINK GROUT WITHOUT TAKING APPROPRIATE MEASURES TO PREVENT BUCKLINGOF ANCHOR BOLTS UNDER CONSTRUCTION LOADS.
1.
PROVIDE THE FOLLOWING MATERIALS FOR STRUCTURAL STEEL, UNO:2.
ROLLED WIDE FLANGE SECTIONS
HOLLOW STRUCTURAL SECTIONS (HSS),SQUARE AND RECT.
ASTM A992 (Fy = 50 ksi)ASTM A500, GR.B (Fy = 46 KSI)
STEEL PIPE ASTM A53, GR B (Fy=35 KSI)HOLLOW STRUCTURAL SECTION (HSS),ROUND ASTM A500, GR. B (Fy=42 KSI)
HP SECTIONS ASTM A572, GR.50 (Fy=50 KSI)PLATES, ANGLES, CHANNELS & TEES ASTM A36
MACHINE BOLTS ASTM A307HIGH STRENGTH BOLTS ASTM A325, Type N, A490
WELDED HEADED STUDS ASTM A108
HOLES FOR BOLTS SHOULD BE DRILLED OR PUNCHED & SHALL BE 1/16" LARGER THANBOLT DIAMETER.
ALL STRUCTURAL WELDING PROCEDURES AND MATERIALS SHALL CONFORM TO BUILDINGCODE, SECTION 2204.1. ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS.
ALL TESTING AND INSPECTION OF SHOP AND FIELD WELDING OPERATIONS SHALL BEMADE BY A CERTIFIED WELDING INSPECTOR WHICH ARE APPROVED BY THE BUILDINGOFFICIAL.
3.
4.
5.
WELDING SHALL CONFORM THE LATEST EDITION OF AWS D1.1 AND SHALL USE EITHERTHE SHIELDED OR FLUX CORE METHODS. ELECTRODES USED SHALL BE E70XX, E71-T8OR E70-T6. ALL WELDING SHALL BE PERFORMED BY QUALIFIED AND CERTIFIED WELDERS.
6.
ALL FABRICATIONS SHALL BE DONE IN A SHOP OF AN APPROVED AND LICENSEDFABRICATOR BY AISC AND/OR LOCAL JURISDICTION. STRUCTURAL STEEL SHOPDRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW ANDAPPROVAL PRIOR TO FABRICATION.
7.
STRUCTURAL STEEL
8.
WELDS IDENTIFIED AS REQUIRING CONTINUOUS OR PERIODIC INSPECTIONS NEED NOT TOHAVE CONTINUOUS SPECIAL INSPECTION WHEN THE WELDING IS PERFORMED IN ANAPPROVED FABRICATOR'S SHOP. FABRICATOR SHALL SUBMIT A CERTIFICATE OFCOMPLIANCE IN ACCORDANCE WITH CBC SECTION 1704.2.
9.
ALL FULL PENETRATION GROVE WELDS FOR MOMENT CONNECTIONS SHALL BEULTRASONICALLY INSPECTED BY AN APPROVED TESTING AGENCY AND SHALL CONFORMTO THE LASTEST EDITION OF AWS D1.1, SECTIONS 5 & 6.
10.
STEEL FABRICATOR SHALL VERIFY ALL DIMENSIONS WITH ARCHITECTURAL ANDSTRUCTURAL DRAWINGS AND COORDINATE WITH MECHANICAL DRAWINGS ANDSUB-CONTRACTOR FOR SIZE, LOCATION OF ALL MECHANICAL UNITS AND OPENINGS.
11.
ALL MISC. FILLET WELDS NOT NOTED, INCLUDING THOSE FOR STIFFENERS, MISC. PLATES,ETC. SHALL BE PER AISC 360, TABLE J2.4.12.
WELDED MEMBERS AND CONNECTIONS IN THE SEISMIC LOAD RESISTING SYSTEM SHALLBE SUBJECT TO AWS D1.8 REQUIREMENTS.13.
NUTS ASTM A563
ANCHOR RODS/BOLTS ASTM F1554, GR. 36 OR 55
SPECIAL INSPECTION TABLEFOR STEEL STRUCTURES
REFERENCESTANDARDVERIFICATION ANDINSPECTION
INSPECTION TASKS PRIOR TO WELDING AISC 360, TABLE N5.4-1
INSPECTION TASKS DURING WELDING AISC 360, TABLE N5.4-2
INSPECTION TASKS AFTER WELDING AISC 360, TABLE N5.4-3
INSPECTION TASKS PRIOR TO BOLTING AISC 360, TABLE N5.6-1
INSPECTION TASKS DURING BOLTING AISC 360, TABLE N5.6-2
INSPECTION TASKS AFTER BOLTING AISC 360, TABLE N5.6-3
INSPECTION OF STEEL ELEMENTS OF COMPOSITECONSTRUCTION PRIOR TO CONCRETE PLACEMENT AISC 360, TABLE N6.1
SEISMIC FORCE RESISTING SYSTEMS CBC 1705.12.1
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910 KINGS RD, NEWPORT BEACH, CA 92663
Placement, Reinforcement size
SW panel type, grade, size and nailing prior to cover the walls & ceilings
Diaphragm type, grade, size and nailing prior to cover the walls & ceilings
41
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SHEAR WALL FRAMING ELEVATION
CONCRETE FLOORCONDITION WOOD FLOORCONDITION
1'MIN.PARTIAL SHEET ATWALL END ONLY
1'MIN
.
WH
E
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REQ
'
D
7"MIN
.
STAGGER HORIZ. PANELJOINTS, TYP OR USEFULL HEIGHT SHEETSWHERE POSSIBLE
FULL SIZEPLYWOODSHEET TYP.U.O.N.
HEADERPER PLAN
EDGE NAIL TOHOLD DOWNEND POST
ANCHORBOLTS PERSHEAR WALLSCHEDULE
EDGE NAILTO SILL
BLK'G ATPANEL EDGESSAME SIZE ASPANEL EDGESTUD WITHSTAGG. E.N.
FIELD NAILING@12" O.C.
EDGE NAIL ATPANEL EDGES
TYP. STUDS
PLYWOODFACE GRAINPARALLELTO STUD
EDGE NAIL TOSOLE PLATESOLE PLATENAILING
A35 PERSHEAR WALLSCHEDULE
NOTES:
1. PROVIDE STAGGERED NAILING AT ALL PANEL EDGES.2. STUDS ARE SPACED @ 16" O.C. MAX. U.O.N.3. PROVIDE 1/8" GAP BETWEEN ADJACENT PANELS.
EDGE NAIL TOTOP PLATESSTAGGER NAILS
EDGE NAIL AT ALLVERTICAL PANELSPLICES (STAGG.).POST SIZE AT SPLICEPER SHEAR WALLSCHEDULE NOTES.
TYPE HOLDOWNWHERE OCCURS
2x TRIMER W/16d @ 6" O.C.TO KING STUD
DOUBLE SILLIF OPENING=8'-0" ORGREATER
PARTITION WALL (NON-BEARING/ NON-SHEARWALL)
1/2
"GAP
FLOOR LINE
H
TOP OF PARTITIONPARALLEL TO JOISTS
1/2
"
GAP
FLOOR LINE
H
TOP OF PARTITIONPERPENDICULAR TO JOISTS
1/2"GAP
TOP OF PARTITION TO CONC. SLAB
1/2
"
GAP
4x W/ 1/2" Ø HILTIKH-EZ @48" O.C.W/ 5" EMBED EA SIDE
DBL. TOP PLATES
CEILING WHEREOCCURS
SLAB PER PLAN
2-16d TOE NAIL
2x4 FLAT @48" O.C.
DBL. TOP PLATES
2x6 BRACING W/ (3)16d EAEND @ 8'-0" WHERE WALL IS:2x4 AND H> 14'-0"2X6 AND H> 22'-0"
PROVIDE 2x6 CONT. @MIDSPAN WHERE BRACEEXCEEDS 6'-0" W/(2) 16dCEILING WHEREOCCURS
SIMPSONDTC (SLOTVERTICAL) ATEA JOIST ORRAFTER
DBL. TOPPLATES
CEILING WHEREOCCURS
SIMPSON DTC(SLOT VERTICAL)CLIP @ EA RAFTER
CEILING WHEREOCCURS
SIMPSON STCT CLIP(SLOTS VERTICAL) WHEREREQUIRED @ EA RAFTER
TRUSS BOTTOMCHORD ORROOF JOIST
TRUSS BOTTOMCHORD ORROOF JOIST TRUSS BOTTOMCHORD ORROOF JOIST
FRAMING AT NON BEARING WALLS
NON BEARING WALLS
FLOOR JOISTPER PLAN
SIMPSONZ CLIP EA. END
2X BLOCKING@16" O.C.
SIMPSONZ CLIP EA. END
2X BLOCKING@16" O.C.
WALL PARALLEL TO JOIST
WALL PERPENDICULAR TO JOIST
NON BEARING WALLS
PROVIDE DOUBLEJOISTS UNDER NONBEARING WALLS
NON BEARING WALLS
PROVIDE FULLHEIGHT BLK'GUNDER NONBEARINGWALLS
2x SAWNLUMBER1 3/4"ENGINEEREDLUMBERWEBSTIFFENER
WALL PARALLEL TO JOIST OPTION
NOTES:
1. NAILS SHALL BE DRIVEN TIGHT BUT SHALL NOT FRACTURESURFACE OF SHEATHING.2. PLYWOOD OSB PIECES SHALL CONTAIN NOT LESS THAN 8 SQ. FT.NOR BE LESS THAN 2-0" WIDE.3. MAXIMUM UNSUPPORTED SHEATHING TO BE 24".4. FRAMING AT ADJOINING PANEL EDGE SHALL BE 3" NOMINAL ORWIDER AND NAILS AT ALL PANEL EDGES SHALL BE STAGG. WHEREPANEL EDGE NAILING IS SPECIFIED AT 2 1/2" 0.C. OR LESS.5. ALL PANEL EDGES OF THE FLOOR SHEATHING SHALL HAVEAPPROVED T AND G JOINTS OR SHALL BE SUPPORTED BY BLK'G.PER IBC/CBC TABLE 2304.8 (3) FOOTNOTE D.6. DIAPHRAGM BOUNDARY SHALL BE SUPPORTED BY FRAMINGMEMBERS WITH BOUNDARY NAILING.
SECTION A-A
PLAN 1/8"GAP
4'-0"x8-0" SHEETS,STAGG. AS SHOWN
FIELD NAILING
SHEATHING EDGE NAILS
2x MIN.FRAMING
DIRECTION OF FACEGRAIN PERPENDICULARTO SUPPORT
DISCONTINUOUS EDGEW/2x MIN. FRAMINGBLK'G.
CONT. EDGE W/2x MIN.BLK'G. AT BLOCKEDDIAPHRAGM
JOIST PER PLAN
CONT. EDGE W/O BLK'G.@ UNBLK'G. DIAPHRAGMEDGE NAILINGSTAGG.AA
PANEL JOINT
ROOF OR FLOOR SHEATHING LAYOUT
BOUNDARY NAILING
1/2"
3DMAX.
L/3 MIN.
DMIN.
D/4MA
X
.
2"
M
I
N
2" M
I
N
D/5MAX
.
D - JOISTAND HOLE
NOTE:
1. D = DEPTH OF JOIST OR BEAM D1= STUD WIDTH L = CLEAR SPAN2. PERDRILL CORNERS OF NOTCHES3. NOTCH MAY OCCUR TOP OR BOTTOM, NOT BOTH.4. NOTCHES AND HOLES ARE NOT ALLOWED IN CANTILEVER PORTION OF JOISTS.5. MAX. ALLOWED IS A COMBINATION OF TWO NOTCHES AND/OR HOLES IN L/3 SPAN.
D/6MA
X
.
RAFTER,JOIST ORBEAM
DRILLING HOLES AND NOTCHING OF THE JOIST
ROOF TRUSSES OR RAFTER PER PLAN
NOTE:
- USE PRE-FAB. STEP-DOWN TRUSSES PERPENDICULAR TO ROOF TRUSSES IN-LIEU OF 2x JACK RAFTERS
2x4 OR 2X6 RAFTERS @ 24" O.C. MAX.MAX. SPAN:2x4 = 4'-0"2x6 = 8'-0"
2x VALLEY PLATE W/(3) 16dINTO EACH RAFTER OR TRUSS
ADD 2x4 STRUT FROM JACK RAFTER TO RAFTEROR TRUSS BELOW TO LIMIT OVER FRAMINGRAFTER SPAN
2x RIDGE BOARD W/ DEPTHGREATER THAN JACK RAFTER
OVER FRAMING
INTERSECTION w/ POST INTERSECTION w/o POST
OUTSIDE CORNER w/ POST OUTSIDE CORNER w/o POST
NOTE:
SEE FRAMING PLAN FOR SHEAR WALL LOCATIONS,ORIENTATIONS AND SCHEDULE REFERENCES
16d @ 12" O.C.FOR 2x STUD20d @ 6" O.C.FOR 3x STUD
PLYWOOD ATDOUBLE-SIDED WALL
POST AT PER PLAN 16d @ 12" O.C.
POST AT PER PLAN 2x OR 3x STUD ASREQ'D., TYP. PERS.W. SCHED.
PLY. CONT. THRUWALL INTERSECTIONATDOUBLE-SIDEDWALL 16d @ 12" O.C.FOR 2x STUD20d @ 6" O.C.FOR 3x STUD
DOUBLE 2x, MIN.
16d @ 12" O.C.
SHEAR WALL/ INTERSECTION
DOUBLE STUDS
16d @24"O.C. TYP.
WALL INTERSECTION
DOUBLE TOP PLATES
SILL PLATE
NOTE :WHERE NOTCH IS GREATER THAN 1" PROVIDE 10 GA STRAPW/ WIDTH SAME AS DBL TOP PL.TOP PL OF SHEAR WALLSSHALL NOT BE NOTCHED UNLESS SPECIFICALLY DETAILED.
NOTE :WHERE DEPTH OF NOTCH "B" OS GREATER THAN D/5 PROVIDEANCHOR BOLT EA SIDE OF NOTCH PER END REQUIREMENT. NOMORE THAN ONE NOTCH IS PERMITTED IN EVERY 12'-0" @SHEAR WALL
5" MIN.9" MAX.5" MIN.9" MAX.5" MIN.9" MAX.
2DMIN.
D
D/2
D/2
"B"8" MAX@ SHEAR WALL "B
"D/3
8) 16D SIDE OFNOTCH (4PL)
5"3"MAX.5"NOTCH
D/2MA
X
.
2DMIN.
D/3
D/2
D/2
D
DRILLED HOLE
END OF SILL PL
END OF SILL PL
PLATE NOTCH AT NON SHEAR WALL
NON BEARING STUDS BEARING STUDS
NOTES:
1. NOTCHING AND BORING SHOULD NOTOCCUR IN SAME STUD SECTION2. NO MORE THAN TWO SUCCESSIVEDOUBLE STUDS MAY HAVE 60% MAXBORING HOLES
5/8" MIN.DISTANCE TYP.ALL STUD 5/8" MIN.DISTANCE TYP.ALL STUD
1-1/2"1-1/2"
40% MAX. STUDWIDTH NOTCH
60% MAX.STUDWITH BORE
NOTCH SCHEDULE
25%
40%60%
7/8"
1-3/8"2"
2 x 4
% OF STUDS
NOTCH/BORE
1-3/4"
2-1/8"4-1/4"
2 x 8
60% MAX.STUDWITH BORE
STUD NOTCHING/BORING LIMITS
1-3/8"
2-1/8"3-1/4"
2 x 6
POST SEE PLANOR SOLID BLK'G.SEAT ON HEADER
(2)2x TOP PL'S
PROVIDE FULLWIDTH BLK'G.UNDER POSTABOVE
JOIST SEE PLANFOR DIRECTION
POST SEE PLANSIMP. A34EACH SIDE 2x SOLE PL.
PLYWOOD SHEATHINGSEE PLAN
BLOCKING AT POSTS/TRIMMERS13
1/2"MAX.
NOTES:
1. INSTALL SOLE PLATE ANCHORAGE AS SHOWN AND ATSPACING INDICATED IN WOOD SHEARWALL BASECONNECTION SCHEDULE.2. STAGGER ANCHORS AT DOUBLE SIDE OF SHEARWALL
SHEARWALLWHERE OCCURS
SOLE PLATEANCHORAGEPER SHEARWALLSCHEDULE
1/2"MAX.
SHEARWALL WHERE OCCURS
CONCRETE SLAB
PLATE WASHER0.229"x3"x3"-MIN.
@SHEARWALL APPLICABLENOTE 2@SHEARWALLAPPLICABLE NOTE 2
WOOD SHEARWALL SILL PLATE ANCHORAGE14
SPLICE LENGTH OF REINFORCEMENT
CLASS B REBAR TENSION SPLICE LENGTH(PROVIDED CONCRETE COVER, CLEAR BAR SPACING AND TRANSVERSE REINFORCEMENT ARE INCOMPLIANCE WITH ACI 318-19, CHAPTER 25)
f'c
25
0
0
P
S
I
NO
R
M
A
L
WEI
G
H
T
CO
N
C
R
E
T
E
30
0
0
P
S
I
NO
R
M
A
L
WEI
G
H
T
CO
N
C
R
E
T
E
LOCATION
*TOP BARS AND HORIZONTALWALL STEEL
OTHER BARS
*TOP BARS AND HORIZONTALWALL STEEL
OTHER BARS
Fy
40
60
40
60
40
60
40
60
34567891011
SPLICE LENGTH IN INCHES
20 27 34 41 59 68 76 86 95
30 41 51 61 89 101 114 129 143
16 21 26 31 46 52 59 66 73
23 31 39 47 68 78 88 99 110
19 25 31 37 54 62 70 78 87
28 37 46 56 81 93 104 118 131
14 19 24 28 42 47 54 60 67
21 28 36 43 62 71 80 90 100
REBAR TENSION SPLICE LENGTH(PROVIDED MASONRY COVER, CLEAR BAR SPACING AND TRANSVERSE REINFORCEMENT ARE INCOMPLIANCE WITH ACI 530-13, SECTION 9.3.3.3 )
fy f'm
1500
3456789
SPLICE LENGTH IN INCHES
19 34 45 54 63 72 81
18 30 45 54 63 72 81
18 26 41 54 63 72 81
18 24 38 54 63 72 81
BAR SIZE
(psl)(psl)
2000
2500
3000
60000
15
TRIMMER DETAIL
HEADERPER PLAN
DBL TOP PLATES
MIN.(3)16d
STUD WALL
2X P.T.SILL PLATE
SIMPSON A35 EA.SIDE K.S. TO DBLTOP PLATE FOROPENING LARGERTHAN 6 FT (U.N.O)
2x TRIMMER (U.N.O) W/16d's @ 12" O.C.
2x KING STUD (USE 2-2XFOR OPENING LARGER THAN6FT,3-2X FOR OPENINGLARGER THAN 12FT) (U.N.O)
SIMPSON A35 EA. SIDE K.S.TO SILL PLATE FOR OPENINGLARGER THAN 6 FT (U.N.O)
CRIPPLE STUD WALL
16
54312
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PROJECT MANAGER:
DATE:
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A.N.
JOB NO.: 910
08/15/2025
AD
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2
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08
/
1
5
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2
5
PLA
N
C
H
E
C
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2
STEEL COLUMN PER PLAN
2x W/ 5/8" DIA. STUDBOLTS @ 48" O.C.
WOOD MEMBER TORECEIVE E.N. FROMS.W. (SEE PLAN FOROCCURENCE)
NOTE:FIRST STUD BOLT TO START 6"FROM BOTTOM OF COLUMN& LAST STUD BOLT TO BE 6"FROM TOP OF COLUMN
CONECTION DETAIL17
42
FOOTING SCHEDULE
LEGEND
FOUNDATION NOTES
1. REFER TO SHEET S-0.10 FOR MORE INFORMATION.2. CONTRACTOR IS RESPONSIBLE FOR VERIFYING PREFABRICATED SHEAR WALLSAND MATCH TOP PLATE HEIGHT AND WALL WIDTH AND NOTIFY ENGINEER OFRECORD IF DIFFERENT THAN PLANS.3. TOP OF ALL EXTERIOR FOOTING, GRADE BEAM FOOTING, PAD FOOTING, OR FLAGPOLE FOOTING TO BE MIN. 8" BELOW FINISH GRADE.4. FOR NON-SHEAR WALLS, MASA/MASAP MUDSILL ANCHORS CAN BE USED IN LIEUOF ANCHOR BOLTS WITH END DISTANCE OF 4" MIN. PER ESR #2555.5. FOR DOUBLE SHEAR PANEL TYPES SW3, SW4, SW5 USE MIN. 3X6 SILL PLATESU.N.O.
DENOTES HOLDOWN PER SCHEDULE
DENOTES PAD NUMBER PER SCHEDULE
DENOTES SLAB STEP PER ARCH. (VERIFY PRIOR TO CONSTRUCTION)
DENOTES EXISTINGFOOTING
HOLDOWN SCHEDULE
DENOTES DETAIL SHEET NUMBERDENOTES DETAIL NUMBER
DENOTES EXISTINGPAD
PAD SIZESYMBOL
2'-0" SQ. x 18" THICK
2'-6" SQ. x 18" THICK
SYMBOL SIMPSON HOLDOWN USP HOLDOWN NOTES
PHD2A
PHD4AHDU4
HDU2
XSDX
DENOTES NEWFOOTING
DENOTES NEW PAD
DENOTES SHEAR PANEL LENGTHDENOTES PANEL TYPE, REFER TO SHEARWALL SCHEDULE
STEP
REINFORCEMENT
(3) #5 E.W.
(4) #5 E.W.
X
X
XX'-X"
PF1
PF2
HD1
HD2
DENOTES POST OR TRIMMER AS NOTED
#X DENOTES PAD NUMBER IN CALCULATIONS
CF2 CONT. W=15", D=18"CONT. (2) #5 TOP & BOTTOM
REFER TO DETAIL7/SD1.0 & 9/SD1.0
X DENOTES SHEARWALL LINE IN CALCULATIONS
CF1 CONT. W=12", D=18"CONT. (2) #5 TOP & BOTTOM
3'-6" SQ. x 18" THICK (5) #5 E.W.PF4
HD4 PHD8HDU8
5'-0" SQ. x 18" THICK (7) #5 E.W.PF7
HD5 UPHD11HDU11
HD3 PHD5AHDU5
2'-0" DIA. x 6'-0" DEEP FLAG POLEFP REFER TO DETAIL17/SD4.0
2022 CALIFORNIA BUILDING CODE (1), (3)
(4)
(2)
(1)
800
(PLF)SHEARALLOWABLE
220
PANELTYPESHEAR
8 d's
10 d's@ 2" O.C.
8 d's@ 2" O.C.
@ 3" O.C.
15/32" APA
Structural Irated
3/8" APArated
10 d's@ 12" O.C.
8 d's
@ 12" O.C.8 d's
@ 12" O.C.
8 d's@ 4" O.C.
NAILING(COMMON)
EDGE
8 d's@ 6" O.C.
3/8" APArated
rated3/8" APA
SHEATHING
8 d's@ 12" O.C.
@ 12" O.C.8 d's
FIELD
(COMMON)NAILING
PERIODIC SPECIAL INSPECTION IS REQUIRED.
(4) (2)
(5)(6)USE CLIPS @ 6" O.C. ON SIMPSON STRONG WALL & HARDY FRAME (U.N.O.).
SINKER16d's
CONNECTIONSILL PLATE
@ 4" O.C.
@ 6" O.C.
@ 3" O.C.
@ 2" O.C.
@ 16" O.C.
@ 12" O.C.
@ 8" O.C.
@ 6" O.C.
@ 5" O.C.
SHEATHING PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALLCASES.PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILSSTAGGERED.
USE SPACING PER SCHEDULE IF NUMBER OF FRAMING CLIPS ARE NOT SPECIFIEDON FRAMING PLANS.
FRAMING CLIPSA35's, LS50'sOR LTP4's(5), (6)
2 ROWSSTAGG.@ 3" O.C.
1/4"Øx6"
SCREWSSDS(8)
260
320
380
410
490
(7) ALLOWABLE SHEAR ARE FOR STUDS SPACED @ 24" O.C. MAX.
(8) SHEATHING CONFORMS TO EITHER DOC PS 1 OR PS 2 STANDARDS.
(9) NAILING @ 6" O.C. WHEN STUDS ARE SPACED @ 24" O.C.
(9)
(7)
(7)
(7)
3/8" APArated 530
640 (7)
(10)FOR DOUBLE SIDED SHEAR PANELS:
(10) (10)(10)
(10) (10)(10)
(10)(10)(10)
a. USE HALF THE SPACING OF SILL PLATE ANCHOR BOLTS FOR TYPES SW3, SW4 & SW5.
c. SEE SHEAR TRANSFER DETAIL ON PLAN FOR FRAMING CLIP TYPES AND HALF THE SPACING, FOR TYPES SW3, SW4 & SW5.
5/8" Ø
2XA.B. SPC'G
@ 24" O.C.
@ 16" O.C.
@ 8" O.C.
@ 8" O.C.
@ 6" O.C.
48"
42"
36"
24"
18"
SHEAR WALL SCHEDULE
(4) (2)
(4) (2)
(4) (2)
(3) STUDS ARE SPACED @ 16" O.C. MAX. UNLESS NOTED OTHERWISE ON PLAN.
b. USE ONLY 1/4"Øx6" SDS SCREWS IN SCHEDULE AND WITH HALF THE SPACING,
FOR TYPES SW4 & SW5.
SW1
SW2
SW3
SW4
SW5
DN
4x4
(N) 2x6 LDN'GJOIST @16" O.C.
(N) 4x8LND'G BM
E.1
SW28'-0"
HD2 HD2
D.1
SW28'-0"
HD2 HD2
SW14'-0"
HD1 HD1
4.1
SW
1
4'-0
"
HD1
HD1
3.1
SW
1
4'-0
"
HD1
C.1
EX
I
S
T
I
N
G
F
O
O
T
I
N
G
EX
I
S
T
I
N
G
F
O
O
T
I
N
G
EXISTING FOOTING
EXISTING FOOTING
EXISTING FOOTING
EXISTING FOOTING
EX
I
S
T
I
N
G
F
O
O
T
I
N
G
EXI
S
T
I
N
G
F
O
O
T
I
N
G
EX
I
S
T
I
N
G
F
O
O
T
I
N
G
EXI
S
T
I
N
G
F
O
O
T
I
N
G
EXISTING FOOTING
EXISTING FOOTING
EXISTING FOOTING
EXISTING FOOTING
CF1TYP.
THICK CONVENTIONAL
AND UNDERLAYMENT PER DETAIL 1/SD1.0
SLAB w/#4 @ 16" O.C. E.W. 5"
THICK CONVENTIONAL
AND UNDERLAYMENT PER DETAIL 1/SD1.0
SLAB w/#4 @ 16" O.C. E.W. 5"
CF2TYP.
2SD1.0
1SD1.0
1SD1.0
1SD1.0
3SD3.0
1ASD2.0
16SD2.0
2SD1.0
1SD1.0
1SD1.0
1SD1.0
2SD1.0
7SD1.07SD1.0 3SD1.0
7SD1.0 7SD1.03SD1.0
HUCQ
4SD1.0
TYP.
EXISTING SLAB
EXISTING SLAB
EXISTING SLAB
EXISTING SLAB
11SD2.0
2-
2
x
4
TR
I
M
TYP.
(E) POST
(N
)
4
x
8
LN
D
'
G
B
M
PF1#2
10SD3.0
2SD1.0
11SD3.0
LO.HI.
2.11.1
A.1
SW53'-6"SW53'-2"
HD4
HD4
SW514'-2"
HD5 HD5
SW
4
8'-
0
"
HD2
SW
3
12
'
-
0
"
HD1
7SD1.07SD1.0 3SD1.0
HD4
HD1
PF4#1
HD1
2SD1.0
2SD1.0
PF7#4
PF2
#5
10SD3.0TYP.
11SD1.0
TYP.
2SD1.0
1SD1.0
HD4
SW28'-0"
HD2 HD2
7SD1.0 7SD1.03SD1.0
F.1
B.1
5.1 6.1
SW
1
12
'
-
0
"
HD1
HD1
3SD1.0
7SD1.0
7SD1.0
SW
4
8'-0
"
HD3
HD3
SW
4
3'-
8
"
HD4 7SD1.0
HD4 7SD1.0 3SD1.0
7SD1.0
7SD1.0
3SD1.0
ABU
4
4
11SD3.0
12 10xWSWHAB1HS 12 10xWSWHAB1HS
4'-0"
12SD1.0
1WSWH1.1
1WSWH1.1
18" WIDE x 24" DEEP GRADEBEAM w/ (4) #5 TOP & BOTTOM& #4 STIRRUPS @ 12" O.C.
18" WIDE x 24" DEEP GRADEBEAM w/ (4) #5 TOP & BOTTOM& #4 STIRRUPS @ 12" O.C.
4'-0
"
4'-0"
4'-
0
"
HS
S
6
x
6
x
5
/
8
HSS6x6x5
/
8
FP
FP
17SD4.0
17SD4.0
FOUNDATION PLAN
SCALE : 1/4" = 1'-0"
54312
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PROJECT MANAGER:
DATE:
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A.N.
JOB NO.: 910
08/15/2025
AD
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08/15/2025
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08
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2
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PLA
N
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2
S-1.0
FO
U
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P
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A
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43
FRAMING NOTES
1. REFER TO SHEET S-0.10 FOR MORE INFORMATION.2. CONTRACTOR IS RESPONSIBLE FOR VERIFYING PREFABRICATED SHEAR WALLSAND MATCH TOP PLATE HEIGHT AND WALL WIDTH AND NOTIFY ENGINEER OFRECORD IF DIFFERENT THAN PLANS.3. USP CONNECTORS CAN BE USED IN LIEU OF SIMPSON STRONG TIE IN THISPROJECT. CONTACT E.O.R. FOR CONVERSION TABLE OR SUBMIT SHOPDRAWINGS TO E.O.R. FOR REVIEW AND APPROVAL.4. USE USP " TFL " HANGERS FOR CONNECTION OF I-JOISTS TO OTHER FRAMINGMEMBERS (U.N.O.) AND " JUS " HANGERS FOR CONNECTION OF SOLID JOISTS.5. USE ST6224 STRAP FOR THE TOP PLATES SPLICE AT ALL FRAMING LEVELS(3B/SD2.0), UNO ON PLANS.6. USE ST22 STRAP FOR LEDGER SPLICES, UNO.7. USE (1)CS16 x 3'-0" STRAP AT RIM JOISTS SPLICE, U.N.O ON PLANS. 1¼” MIN.LVL RIM JOISTS SHOULD BE USED AT ALL FLOOR FRAMING EDGES.8. HEADER AT NON-BEARING WALLS, USE 2x4 FOR OPENINGS UP TO 3'-0" MAX.,(2)2x4 FOR OPENINGS UP TO 6'-0" MAX., 4x6 FOR OPENINGS UP TO 12'-0" MAX.,(UNO). USE 4x4 FOR OPENINGS LESS THAN 16" AT BEARING WALLS WITHOUTPOINT LOADS.9. WOOD HEADER OR POSTS MADE UP OF 2 OR MORE 2X'S SHALL BE SPIKEDTOGETHER PER THE NAILING SCHEDULE.10. SHEARWALL PANEL TO BE NAILED TO ALL MULTIPLE STUDS RECEIVING HOLDOWNSAND DO NOT BREAK AT PERPENDICULAR WALL LOCATIONS, UNO.11. APPLY TYP. DETAIL 16/S-0.20 TO ALL HEADER AND POST TRIM CONNECTIONS ONTHE EXTERIOR WALL. (U.N.O.).
DENOTES POST OR TRIMMER AS NOTED
LEGEND
DENOTES SHEAR PANEL LENGTHDENOTES PANEL TYPE, REFER TO SHEARWALL SCHEDULE
DENOTES BEAM NUMBER, REFER TO E.O.R. CALCULATIONS
DENOTES FLOOR TO FLOOR HOLDOWN PER SCHEDULE IN DETAIL1/SD3.0 & 2/SD3.0
DENOTES DIRECTION OF FRAMING MEMBER PER FRAMING SCHEDULE
DENOTES DETAIL SHEET NUMBER
DENOTES KEY NOTE NUMBER
DENOTES BEARING WALL
DENOTES OVER FRAMING
DENOTES POST OR TRIMMER FROM FLOOR ABOVE
DENOTES DETAIL NUMBER
DENOTES DROP BEAM OR HEADER PER PLAN
DENOTES FLUSH BEAM PER PLAN
X
X
X
XSDX
DENOTES DRAG DIRECTION
XX'-X"
X
X
X
DENOTES FRAMING ZONE DIVISION
X DENOTES SHEARWALL LINE IN CALCULATIONS
2022 CALIFORNIA BUILDING CODE (1), (3)
(4)
(2)
(1)
800
(PLF)SHEARALLOWABLE
220
PANELTYPE
SHEAR
8 d's
10 d's@ 2" O.C.
8 d's@ 2" O.C.
@ 3" O.C.
15/32" APA
Structural Irated
3/8" APArated
10 d's@ 12" O.C.
8 d's
@ 12" O.C.8 d's
@ 12" O.C.
8 d's@ 4" O.C.
NAILING(COMMON)
EDGE
8 d's@ 6" O.C.
3/8" APArated
rated3/8" APA
SHEATHING
8 d's@ 12" O.C.
@ 12" O.C.8 d's
FIELD
(COMMON)NAILING
PERIODIC SPECIAL INSPECTION IS REQUIRED.
(4) (2)
(5)
(6)
USE CLIPS @ 6" O.C. ON SIMPSON STRONG WALL & HARDY FRAME (U.N.O.).
SINKER16d's
CONNECTIONSILL PLATE
@ 4" O.C.
@ 6" O.C.
@ 3" O.C.
@ 2" O.C.
@ 16" O.C.
@ 12" O.C.
@ 8" O.C.
@ 6" O.C.
@ 5" O.C.
SHEATHING PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALLCASES.PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILSSTAGGERED.
USE SPACING PER SCHEDULE IF NUMBER OF FRAMING CLIPS ARE NOT SPECIFIEDON FRAMING PLANS.
FRAMING CLIPSA35's, LS50'sOR LTP4's(5), (6)
2 ROWSSTAGG.@ 3" O.C.
1/4"Øx6"SCREWSSDS(8)
260
320
380
410
490
(7) ALLOWABLE SHEAR ARE FOR STUDS SPACED @ 24" O.C. MAX.
(8) SHEATHING CONFORMS TO EITHER DOC PS 1 OR PS 2 STANDARDS.(9) NAILING @ 6" O.C. WHEN STUDS ARE SPACED @ 24" O.C.
(9)
(7)
(7)
(7)
3/8" APArated 530
640 (7)
(10)FOR DOUBLE SIDED SHEAR PANELS:
(10) (10)(10)
(10) (10)(10)
(10)(10)(10)
a. USE HALF THE SPACING OF SILL PLATE ANCHOR BOLTS FOR TYPES SW3, SW4 & SW5.
c. SEE SHEAR TRANSFER DETAIL ON PLAN FOR FRAMING CLIP TYPES AND HALF THE SPACING, FOR TYPES SW3, SW4 & SW5.
5/8" Ø2XA.B. SPC'G
@ 24" O.C.
@ 16" O.C.
@ 8" O.C.
@ 8" O.C.
@ 6" O.C.
48"
42"
36"
24"
18"
SHEAR WALL SCHEDULE
(4) (2)
(4) (2)
(4) (2)
(3) STUDS ARE SPACED @ 16" O.C. MAX. UNLESS NOTED OTHERWISE ON PLAN.
b. USE ONLY 1/4"Øx6" SDS SCREWS IN SCHEDULE AND WITH HALF THE SPACING,
FOR TYPES SW4 & SW5.
SW1
SW2
SW3
SW4
SW5
(E)
(E)
(E)(N) BALCONY
(E) ROOMTO BE V.I.F(E) ROOM(TO BE V.I.F)
(E
)
F
I
R
E
P
L
A
C
E
(E)
(E)
(N) ADDITIONAL BALCONY230 SFDEX-O-TEX WEATHERWEAR SYSTEMICC-ESR-1757 – CLASS B FIRE RATEDCOMPLIES WITH NBMC 15.04.120
(N) LANDING
(N) POST BELOWTYP.
DN
8 STEPSRISER ~ 7 1/2''TREAD = 11''
(E) HDR
(E
)
H
D
R
(E)
(E) BM
(E)
B
M
(E
)
H
D
R
(E)(E)
1
(E
)
B
M
(E) POST
4
6x
6
6
(N
)
6
x
8
D
R
B
M
RR2
1.2 2.2
B.2
A.2
SW37'-0"
C
C
(E
)
P
O
S
T
2-2x
4
SW
4
6'-
6
"
C
2B
(N
)
5
1
/
4
"
x
1
1
7
/
8
"
L
V
L
D
R
B
M
2-2x4
(N
)
2
X
1
4
R
I
D
G
E
B
O
A
R
D
CANT. RR2
18SD2.0
5SD2.0
5SD2.0
5SD2.0
4SD2.0
1ASD2.0 2ASD2.0
4SD2.0
15SD3.0
16SD4.0
16SD4.0
R.R. w/E.N.R.R. w/E.N.
16SD3.0
5
(N
)
3
1
/
2
"
x
9
1
/
2
"
LV
L
H
D
R
SW18'-0"
B
2-
2
x
4
(E)SHEARWALL TOBE REMAIN(V.I.F.)
2A
TRIM
7ASD3.0
9SD3.0 2-
2
x
4
C
R.R. w/E.N.
12SD4.0
10
HS
S
6
x
6
x
5
/
8
HSS
6
x
6
x
5
/
8
17S-0.20
DN
ATT
I
C
(E)
(N) ENTRYPORCH(E) 2-CAR GARAGE
(E) BED #1
(E) BED #2
(N) REMODELW.I.C
(N) REMODEL BATH #3 (N) BEDROOM #3
(N) W.I.C
(N) REMODELBATH #4
(E
)
H
A
L
L
W
A
Y
(N) DINING(N) FORMAL LIVING
(N) KITCHEN
(N) ADDITIONAL W.I.C90 SF
(N) LAUNDRY
(N)CLOSET
EE&RO
EE&
R
O
(N) CLOSET
(N) SERVING CABINET
7 STEPSRISER ~ 6 3/4"TREAD = 11"
UP
(N) ADDITIONAL KITCHEN425 SF
(E)(N)CLOSET
(N) BED #4
(N) BATH #1
(N) BATH #2
(N) W.I.C.
(E)
9
(N) 3 1/2"x20" LVL TOP FL BM
19 (E) 5 1/4"x14" LVL TOPFL BM (B.O.B=8'-0") (V.I.F)
23
(E) 3 1/2"x11 7/8" LVL HDR (V.I.F)
17A
(N
)
2
x
8
R
I
D
G
E
B
O
A
R
D
RR1 RR1
(E)
H
D
R
(E)
H
D
R
(E
)
H
D
R
(E
)
H
D
R
(N
)
4
x
8
CL'G
B
M
28
(E) HDR
3A
(N) 3 1/2"x9 1/4" LVL HDR
(E) HDR
3B
(N) CONT. 4x8 HDR
2-2
x
4
TRIM
(E) HDR(N) 4x6 HDR
17
TYP.
10
7SD2.0
8S-0.20
CJ1
(E)
(E)
15
14
(E
)
B
M
(B
.
O
.
B
=
8
'
-
0
"
)
11
(N) 4x6LND'G BM
(E)
2-2x4
10 (N) 4x12 FL BM(B.O.B=8'-0")
HU
13
(E) BM(B.O.B=8'-0")
FJ1
FJ118(E) 3 1/2"x11 7/8"LVL FL BM (V.I.F)(B.O.B=2'-4")
(E) R.R
20
E.1
SW28'-0"
4x4
D.1
SW28'-0"4x
4
4x
4
SW14'-0"4x4 4x4
16
(B.0.B=2'-4")
(E
)
4.1
SW
1
4'-
0
"
4x4
4x4
3.1
SW
1
4'-
0
"
4x4
3
(N) 3 1/2"x9 1/4" LVL CL'G BM
2-
2
x
4
2-
2
x
4
C.1
HU(E) 5 1/4"x11 7/8"LVL FL BM (V.I.F)(B.O.B=2'-4")
(B.O.B=8'-0")
(B
.
0
.
B
=
2
'
-
4
"
)
22
(E) 6 3/4"x18"GLB 24F-V4 DR BM(V.I.F) (B.0.B=2'-4")
(E) BM B.O.B=8'-0")
CONT.6
(E)
P
O
S
T
(E)
P
O
S
T
9S-0.20
1ASD2.0
5SD2.0
6SD2.0
2BSD2.0 6SD3.0
13SD2.0
13SD2.0
16SD2.0
TYP.
(E) HDR
TR
I
M
TRIM2-2x41ASD2.0
6
CO
N
T
.
4ASD3.0
TYP.
R.R
.
w
/
E
.
N
.
12BSD2.0
9SD3.0
9SD3.0
10SD2.0
4x4
(N
)
4
x
6
LN
D
'
G
B
M
11
(N) 4x6LND'G BM
21
(N
)
3
1
/
2
"
x
1
1
7
/
8
"
LV
L
F
L
B
M
(B
.
O
.
B
=
2
'
-
4
"
)
9
10SD2.0
HUC
(N) 2x6LDN'G JOIST @16" O.C.
TRIM
3SD3.011SD2.0
11SD2.0
12SD3.0
12SD3.0 HI.LO.
HI.LO.
4x4
13SD3.0
14SD3.0
2.11.1
A.1SW53'-6"SW53'-2"4x6 4x
6
TRIM
SW514'-2"
4x
8
4x8
3FSD2.0
SW
4
8'-0
"
SW
3
12
'
-
0
"
4x4
4x4
4x6
@ TOP PLATESPLICE
TR
I
M 4x6
1BSD2.01BSD2.09S-0.20
TYP.
RR1
17SD3.0 5SD3.0
4SD2.0
5SD2.0
SIM.
1SD4.0
2BSD4.0
3SD4.0
8SD2.0
(N) 3 1/2"x11 7/8"LVL FL BM (B.O.B=8'-0")
C
(N) 4x12 FL BM(B.O.B=8'-0")
11SD2.0
(E
)
4
x
1
2
F
L
B
M
(B
.
O
.
B
=
8
'
-
0
"
)
(V
.
I
.
F
)
POST
27
(N
)
3
1
/
2
"
x
1
6
"
L
V
L
H
D
R
(E) HDR 25 (N) 3 1/2"x14" LVL HDR
26
(N
)
4
x
1
0
H
D
R
(N) 2x10 RIDGE BOARD
RR
3
RR
3
(N
)
2
x
1
0
R
I
D
G
E
B
O
A
R
D
RR3 RR3
RR
3
CJ1
CJ1
CJ
1
244x1
0
2C
4x4
12
SB
1
(N
)
W
1
0
x
4
5
B
M
(B
.
O
.
B
=
8
'
-
0
"
)
DJ1
(N) 5 1/4"x18" LVL BOTT.FL BM (B.O.B=7'-8")
5SD2.0
8S-0.20TYP.
4SD2.0
5SD2.0
2-
2
x
4
TR
I
M
TRI
M
11SD2.0 1ASD2.0
5SD2.0
TYP.
6SD2.0
6SD2.0
4x6
4x4
7ASD3.0
7ASD3.0
11SD2.0
8SD3.0
5SD3.017SD3.0
7ASD3.0
29
(N
)
3
1
/
2
"
x
9
1
/
2
"
LV
L
C
L
'
G
B
M
2-2x4 1BSD2.0
R.R
.
w
/
E
.
N
.
12BSD2.0
R.R. w/E.N.
2-2x41BSD2.0
MIN 4 BAYS
617BSD2.0
R.R. w/E.N.
12BSD2.0
8S-0.20
7SD2.0
16SD3.0
16SD3.0
5SD2.0
R.R. w/E.N.R.R. w/E.N.
R.R
.
w
/
E
.
N
.
R.R
.
w
/
E
.
N
.
5SD4.0
6SD4.0
2BSD2.0 2BSD2.0
4x4
8
(N) 3 1/2"x9 1/2"LVL CL'G BM
7
(N) 4x10HIP BM
RR3
4x4K.P.HU
2-2x4
RR
3
SW28'-0"4x
4
4x
4
4x4
4SD2.0
F.1
B.1
5.1 6.1
SW
1
12
'
-
0
"
4x4
4x4
SW
4
8'-
0
"
4x4
4x4
SW
4
3'-8
"
TRIM
TRIM
4x6 1ASD2.0
7SD4.0 8SD4.0
7SD4.0
HI.12SD3.0
LO.
4SD2.0
6SD3.0
2BSD2.0
1ASD2.0
9SD2.0
9SD4.0
10SD4.0
11SD4.0
10SD4.0SIM.
2WSWH2 2WSWH2
12 10xWSWHAB1HS 12 10xWSWHAB1HS
4SD4.0
13SD4.0
14SD4.0
14SD4.0
14SD4.0 9SD3.0
15SD4.0
3SD3.0
HUC
2ASD2.0
2ASD2.0
3SD4.0
HI.LO.
14SD4.0
3CSD2.0
@ TOP PLATESPLICE
DB
L
.
C
.
J
.
DB
L
.
C
.
J
.
2x6
2x6
LUS26TYP.
HS
S
6
x
6
x
5
/
8
F.
H
.
HSS6x6x5
/
8
F.H.
16SD4.0
(E
)
B
M
(B
.
O
.
B
=
8
'
-
0
"
)
18SD4.0
4x4
4x
6
19SD4.0
19SD4.0
SIM.
KEY NOTES
PROVIDE SOLID BLOCKING WHERE POSTS ARE DISCONTINUOUS AT JOIST SPACEAND/OR FROM TOP OF BEAMS/HEADERS TO LOWER TOP PLATE.
LINE OF FULL HEIGHT BLK'G W/E.N.
ALIGN POST WITH UPPER FLOOR POST WITH SOLID BLOCKING BETWEEN FLOOR
CONTINUOUS JOIST W/E.N.3
6
8
9
BLOCKED ROOF DIAPHRAGM
8d's @ 4" B.N.8d's @ 6" E.N.
8d's @ 12" F.N.10
BLOCKED FLOOR DIAPHRAGM 10d's @ 6" B.N.10d's @ 6" E.N.10d's @ 12" F.N.11
DEPTH
BRAND
I-JOIST CONVERSION TABLE
ICC-ESR NO.LA-RR NO.
TJIESR 1153RR 25538
BCIESR 1336RR 24999
PWIESR 1225RR 25450
RFPIESR 1251RR 25439
11 7/8" TO 16"230 6500 60 40360607070560909090
LPIESR 1305RR 25099
407090
MANUFACTURER
WEYERHAEUSER BOISE PACIFIC ROSEBURG LOUISIANA PACIFIC
210 6000 50 400 36
FRAMING SCHEDULE
MARK MEMBER TYPE
EXISTING FRAMING(E)
11 7/8" TJI 210 (OR EQUAL) I-JOISTS @ 16" O.C.FJ1
DJ1
RR1 2 X 6 ROOF RAFTERS @ 16" O.C.
1 3/4"x9 1/2" LVL DECK JOISTS @ 12" O.C.
CJ1 2 X 6 CEILING JOISTS @ 16" O.C.
RR2 2 X 12 ROOF RAFTERS @ 16" O.C.
RR3 2 X 8 ROOF RAFTERS @ 16" O.C.
54312
R E
V
I
S
I
O
N
DAT
E
SHEET NO.:
PROJECT MANAGER:
DATE:
Pro
j
e
c
t
A
d
d
r
e
s
s
:
Pr
o
j
e
c
t
N
a
m
e
:
DE
S
C
R
I
P
T
I
O
N
6
A.N.
JOB NO.: 910
08/15/2025
AD
D
I
T
I
O
N
/
R
E
M
O
D
E
L
91
0
K
I
N
G
S
R
D
,
N
E
W
P
O
R
T
B
E
A
C
H
,
C
A
9
2
6
6
3
08/15/2025
07
/
1
7
/
2
0
2
5
BU
I
L
D
I
N
G
D
E
P
A
R
T
M
E
N
T
C
O
R
R
E
C
T
I
O
N
S
08
/
1
5
/
2
0
2
5
PLA
N
C
H
E
C
K
2
S-2.0
FR
A
M
I
N
G
P
L
A
N
ROOF FRAMING PLAN
SCALE : 1/4" = 1'-0"
1ST FLOOR FRAMING PLAN
SCALE : 1/4" = 1'-0"
44
2
38
CONT. REBAR PER PLAN
MIN. 15 MILVAPOR BARRIER
4" THICK 1/2"CLEAN AGGREGATE
TOP OFNATURAL GRADEOR COMPACT FILL
MIN. 6"OVERLAP (U.N.O.)
"D
"
M
I
N
.
EM
B
E
D
M
E
N
T
PER
S
C
H
E
D
U
L
E
MIN
.
7"
PLYWOOD OR OSB PER PLAN
EXTERIOR FINISH (SEEARCHITECTURAL DETAILS FORWATER RESISTANTBARRIER/WEEP SCREED)
MIN
.8"
INTERIOR FINISH
2x STUDS PER PLAN
2x PTDF SILL (USE 3x WHEREREQUIRED PER PLANS) w/ 5/8"DIA. ANCHOR BOLTS
CONC. SLABPER PLANSLAB REINF. PER PLAN
PER PLAN
ALT.1 ALT.2
TOP OFNATURALGRADE
3" CLR. COVERPOSSIBLE COLD JOINTSEE NOTES
NOTES:
1. FOR TWO POUR CONSTRUCTION, SEE FOOTING COLD JOINT DETAIL.2. MAXIMUM WATER CEMENT RATIO FOR SLAB CONCRETE SHALL BE W/C=0.45.3. EMBEDMENT DEPTH, "D" SHALL BE MEASURED FROM THE LOWEST ADJACENT GRADE.4. DOWELS ARE REQUIRED WHERE ANCHOR BOLTS EMBEDMENT IS LESS THAN 7" IN FIRST POUR.
TYPICAL EXTERIOR FOOTING
FOR DUAL POUR, 7"EMBED. INTO THE 1stPOUR START FROMTHE COLD JOINT
ADD #4 DOWELS MATCHSPACING OF SLAB REINF.(NOTE 4)
2" SAND
18" MIN.
12
"
M
I
N
.
TOP OF NATURAL GRADEOR COMPACT FILL
CENTERLINE OF POSTAND PAD FOOTING
POST IN WALL (USECOLUMN BASE IFINDICATED PER PLAN)
PER PLAN
CONC. SLAB PER PLANSLAB REINF.PER PLAN
AT INTERIOR FOOTING
AT EXTERIOR FOOTING
CL
DEP
T
H
P
E
R
P
L
A
N
CONT. BAROF INTERIORBEARING FTG.
PAD REINF.PER PLAN
3" CLR. COVER, TYP.
TOP OF NATURAL GRADEOR COMPACT FILL
CENTERLINE OF POSTAND PAD FOOTINGSHALL BE ALIGNED
POST IN WALL (USECOLUMN BASE IFINDICATED PER PLAN)
PER PLAN
CONC. SLAB PER PLANSLAB REINF.PER PLAN
AT SLAB-ON-GRADE
CL
DEP
T
H
PER
P
L
A
N
PAD REINF.PER PLAN
3" CLR. COVER, TYP.
TOP OF NATURAL GRADEOR COMPACT FILL
6" M
I
N
.
EXTERIOR FINISH
MIN
.8"
INTERIOR FINISH
CONC. SLABPER PLAN
FINISHGRADE
CENTERLINE OF POSTAND PAD FOOTINGSHALL BE ALIGNED
CL
PAD REINF.PER PLAN
3" CLR. COVER, TYP.
CONT. BAROF EXTERIORBEARING FTG.
DEP
T
H
P
E
R
P
L
A
N
SLAB REINF.PER PLAN
POST IN WALL (USECOLUMN BASE IFINDICATED PER PLAN)
PAD FOOTING WITHIN BUILDING PERIMETER
PER PLAN
NOTE: SEE DETAIL 1/SD1.0 FOR ADDITIONAL INFORMATION NOT SHOWN.
2 1
/
4
"
1-3/4" MIN.
STANDOFF (SO) PER MANUF.
de
F F
TO
T
A
L
R
O
D
L
E
N
G
T
H
2F MIN.SQUARE PADSIZE PER SCHEDULE
EXTERIOR CONDITION
FINISHGRADE
EXT. FTNG.REBAR PERPLAN
CONC. SLAB &REINF. PER PLAN
CENTERLINE OF A.B.,POST & PAD FOOTINGCL
HOLDOWNPER PLAN
TOP OFNATURALGRADEOR COMPACTFILL
2 1
/
4
"
1-3/4" MIN.
STANDOFF (SO) PER MANUF.
de
F F
TO
T
A
L
R
O
D
L
E
N
G
T
H
2F MIN.SQUARE PADSIZE PER SCHEDULE
CONC. SLAB &REINF. PER PLAN
CENTERLINE OF A.B.,POST & PAD FOOTINGCL
HOLDOWNPER PLAN
FTNG.REBAR PERPLAN
ALT. EXTERIOR
CURB CONDITION
CL
TO
T
A
L
R
O
D
L
E
N
G
T
H
ALT. INTERIOR
CURB CONDITION
CL
TO
T
A
L
R
O
D
L
E
N
G
T
H
1-3/4" MIN.
SEE HOLDOWNMANUF. SPECS.FOR REQUIREDBOLT STANDOFF
le
SS
T
B
E
M
B
E
D
M
E
N
T
L
E
N
G
T
H
3"CLR. COVER, TYP.
PER PLAN
FINISHGRADE
FTG. REBARPER PLAN
CONC. SLAB &REINF. PER PLAN
CENTERLINE OFA.B. & POST
CL
HOLDOWNPER PLAN
3"-5
"
(1)#4 BARL=100"CENTERED ATSSTB
PAB ANCHOR AT EXTERIOR FTG.PAB ANCHOR AT INTERIOR FTG.SB/SSTB ANCHOR BOLT
HOLDOWN ANCHOR BOLT FOR MONOLITHIC CAST-IN-PLACE CONCRETE FOOTING
PAB ANCHOR BOLT
CURB CONDITION
PAB ANCHOR BOLT
45°
24 ANCHORBOLT(TYP.)
OUTEREDGEOFCONCRETE(TYP.)0°
135°/90°/45°
0°45°45°0°
135°
1.BOLTS SHALL BE SECURED IN PLACE PRIOR TO FOUNDATION POUR, U.O.N.2.REFER TO MANUF. REQUIREMENTS, SPECIFICATIONS, AND APPLICABLE ICC-ESR REPORT.
3.POST TENSION CABLE MAY NOT BE COUNTED AS REQ'D HOLDOWN REBAR.4.FOOTING TOP REBAR(S) MAY BE COUNTED AS REQ'D HOLDOWN REBAR(S).5.HOLDOWNS MAY BE RAISED OFF MUD-SILL TO ACCOMMODATE MIS-LOCATED ANCHOR BY1-1/2" MAX. REFER TO MANUF. SPECS.6.FOR ALL INFORMATION NOT SHOWN, REFER TO DETAIL1.7.USE OF MULTIPLE WASHERS TO ACCOMPLISH TOTAL REQ'D THICKNESSIS NOT PER MITTED.8.REBAR IS REQUIRED AT TOP OF STEM WALL FOUNDATION, BUT IS NOT REQUIRED FOR SLAB ON GRADE EDGE ANDGARAGE CURB IF FOOTING WIDTH IS 12" OR GREATER. REFER TO MANUFACTURER FOR MIN. END DISTANCES.
24
PLAN VIEW OF SB/SSTB PLACEMENT INCONCRETEANCHOR ORIENTATION
24
NOTES:
9.CURB SHALL BE 6" WIDE AT HTT5 AND HDU5 AND 8" WIDE AT HDU8 AND BEYOND
CORNER INSTALLATION(INSTALL WITH ARROWON TOP OF THE BOLTORIENTED AS SHOWN)
NON-CORNER INSTALLATION(BOLT MAY BE INSTALLED @45° TO 135° AS SHOWN)
CORNER INSTALLATION(INSTALL WITH ARROWON TOP OF THE BOLTORIENTED AS SHOWN)
3"
#4 CONT.
3"
#4 CONT.
3"CLR. COVER, TYP.3"CLR. COVER, TYP.
HDU2
HDU4
HDU8
HDU11
HDU14
SLAB ONGRADE
SSTB24
SSTB28
SB5/8x24
EMBEDMENT(de)
11"
TYPE
PAB8
SLAB ONGRADE CURB/STEMWALL SQUARE
SB5/8x24
SB7/8x24
SB1x30
34"
HOLDOWNSIMPSONTYPE CURB/STEMWALL
-
-
-
-
SSTB28
-
--
SB5/8x24
SB5/8x24
SB1x30
-
-
-
-
-
-
-
-
-
SIMPSON"SSTB" ANCHOR BOLT SIMPSON"SB" ANCHOR BOLT SIMPSON "PAB"PRE-ASSEMBLED ANCHOR BOLT
PAD SIZE (2F)
HDU5 -
-
-SB5/8x24 SB5/8x24
SB7/8x24
--
CONC. SLABPER PLAN
USE SIMPSON 0.157"ØPDPAWL SHOT PINS @16" O.C. OR APPROVEDEQUIVALENT FORNON-SHEAR WALLS,ICC-ES ESR-2138
2x STUDSPER PLAN
INTERIORFINISH
NOTE: SEE DETAIL 1/SD1.0 AND NAILING & HARDWARE NOTE 10/S0.10 FOR ADDITIONAL INFORMATION NOT SHOWN.
NON-BEARING INTERIOR WALL
COLUMN & SPANDREL TIE
BEAM & JOIST STIRRUP
6dbNOT
E
1
135°
SPANDREL & BEAM SUPPLEMENTARY TIE
CROSS TIE
db
dbdb
db
db
D
D
D
6db
3"
MIN.
6db
FOR #3 THRU #5
CROSS TIE
6d
b F
O
R
#
3
~
#
5
12
d
b FO
R
#
6
~
#
8
12
d
b
DETAILINGDIMENSION
DETAILINGDIMENSION
D = 6db FOR #3 THRU. #8 BARSD = 8db FOR #9 THRU #11 BARSD = 10DB FOR #14 AND #18 BARS
BEND BAR DIAMETER, D
ALT. CROSS TIEEND IN ALL CASES
6db
NOTE 1: BUT NOT LESS THAN 3" (SEISMIC HOOK)90° STANDARD HOOK
180° STANDARD HOOK
6d b
3"MIN.
D
D
2 1/2" MIN.
BAR BENDING & STANDARD HOOKS
STD. HOOK
LAP
P
E
R
15/
S
-
0
.
2
0
TYP. CONT.FTG. REBAR
0"
0"STD. HOOK
TYP. CONT.FTG. REBAR
0"
0"0"
0"
LA
P
P
E
R
15
/
S
-
0
.
2
0
LAP PER15/S-0.20
T CONDITION CORNER CONDITION
REINF. DETAILS AT FOOTING JUNCTIONS6
9
FTG. REINF.PER TYP. EXTERIORFTG. DETAIL
12"
M
I
N
.
7" M
I
N
.
3" C
L
R
.
C
O
V
E
R
TOP OFCONC. SLABPER PLAN
SLAB REINF.PER PLAN 0"
18" MIN.
ADD #4 DOWELS MATCHSPACING OF SLAB REINF.(NOTES 1)
18" MIN.CONC. SLABPER PLAN SLAB REINF.
12
"
M
I
N
.
3"
C
L
R
.
C
O
V
E
R
0"
FTG. REINF PER PLAN FORPAD FTG./ TYP. EXTERIORFTG. DETAIL FOR CONT. FTG.
COLD JOINT (ROUGHENED TO1/4" AMPLITUDE)
ANCHOR BOLT
ANCHOR BOLT
ADD #4 DOWELS MATCHSPACING OF SLAB REINF. (NOTES 1)
EXTERIOR FOOTING
INTERIOR / PAD FOOTING
NOTES:
1. DOWELS ARE REQUIRED WHERE ANCHOR BOLTS EMBEDMENT IS LESS THAN 7" IN FIRST POUR.2. SLAB REBAR CAN BE BENT INTO THE FIRST POUR AND COUNTED TOWARDS REQUIRED DOWELSCROSSING COLD JOINT.3. FOR BALANCE OF INFORMATION SEE TYPICAL FOOTING DETAILS.
TYPICAL COLD JOINT IN FOOTING
COLD JOINT (ROUGHENED TO1/4" AMPLITUDE)
7"
M
I
N
.
145
11
10
24"MIN.
MIN. 6" EMBEDMENTW/ SIMPSON SET-3GEXISTING SLAB
NEW SLAB REBARPER PLANS
NEW TO EXISTING FOUNDATION DETAIL
#4 OVERLAPPED W/ NEWREBAR TO MATCH SPACINGOF TYPICAL FOOTINGREBAR TOP & BOTTOM
NEW SLABPER PLANS
6"MIN.
24"
EXISTINGSLAB NEW SLABPER PLANS
NEW FOOTING MIN.AS DEEP AS EXISTING
NEW REBAR MATCHSIZE & SPACING OFTYP. FOOTING REBAR@ TOP & BOTT.
- SET-3G ESR #4057- SPECIAL INSPECTION REQUIRED
MISSING SHEAR ANCHOR DETAIL
REPLACE EACH MISSING 5/8"Ø A.B. W/ (2) 1/2" Ø TITEN-HDSCREWS OR (2) 1/2"Ø A307ALL THREAD W/ SET-3G EPOXYEXISTING SLAB &FOOTING
7"
- SET-3G ICC-ES ESR-4057- TITEN-HD ESR-2713- SPECIAL INSPECTION REQUIRED
2.5" @ EDGE CONC. FOOTINGOR CENTERED ATINTERIOR FOOTING
HOLDOWN RETROFIT DETAIL
EXTERIOR CONDITION
F.G.
h M
I
N
.
NEW ANCHOR BOLT (ASTM-A36) PER TABLEDRILLED THROUGH EXISTING FOOTING
BACK FILL w/ 2500 PSI CONCRETE
NEW HOLDOWNPER PLAN
PLATE WASHER & NUT PER TABLE
HDU 2 & 4,HTT, STHD 13/4" SQ.x5/8"12"
HDU 5 & 8
HDU 11 & 14
5/8" Ø
7/8" Ø
1" Ø
21/2" SQ.x5/8"
3" SQ.x5/8"
15"
24"
h
3"
C
L
R
.
,
T
Y
P
.
NEW HOLDOWNPER PLAN
E.Q.E.Q.
12" MIN.
EXISTING INTERIORFOOTING
5/8" TO 3/4"COUPLERREFER TO SIMPSONCATALOGUE FOR ADDITION INFOR.
THREADED ROD ASTMA36 IN SIMPSONSET-3G (3/4" Ø) W/ 12"EMBEDMENT
h M
I
N
.
INTERIOR CONDITION
- SET-3G ICC-ES ESR-4057- SPECIAL INSPECTION REQUIRED
6" MIN.
HOLDOWN ASTM-A36 ROD Ø A36 PLATE WASHER
1 3/4" @ 2x4 STUD WALLOR 2 1/2" @ 2x6 STUD WALL
7
ISOLATED PAD FOOTING
PAD REINFORCEMENT,SEE PLANS
CENTERLINE OF POSTAND PAD FOOTING
POST IN WALL OR USECOLUMN BASE, SEE PLAN
#4 DOWELS @ 18" O.C.EMBED MIN.12" INTO NEWFOOTING & MIN 6" INTO EXISTINGSLAB.STAGGERED TO BOTH SIDESOF (E) SLAB. DRILL & EPOXY W/ SIMP.SET-3G EPOXY. (SPECIAL INSPECTIONREQUIRED) [ICC ESR#4057]SAW CUT(E) SLAB, CHEAPCONC. SURFACE
SEE PLANS 24" SQ. MIN.
24"
M
I
N
.
(E) CONT. FOOTING
WSWH-AB1HS(REFER TO WSWH 1.1SHEETS FORANCHORAGE)
(N) GRADE BEAM PER PLAN(FOR THICKNESS, WIDTH,REINFORCEMENT ANDINFORMATION NOT NOTEDHERE PLEASE REFER TO S-1.0)
GRADE BEAM DETAIL
WSWH PER PLANS
(2) #3 HAIRPINS(SEE DETAIL 5-WSWH1)
1 1
/
2
"
1 1
/
2
"
SP
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1
54312
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A.N.
JOB NO.: 910
08/15/2025
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45
SIMPSONSTRAP PERSCHEDULE
BEAM PER PLAN
POST PER PLAN
STRAP SCHEDULE
STRAP
AST12B ST18
C ST6215
-2900#
5600#
CAPACITYMARKEA. SIDE
END VIEWISOMETRIC VIEW
EQ
.
EQ
.
EQ
.
NOTES:
1. ADD SHIMS EA. SIDE WHERE BEAM & POSTWIDTH ARE DIFFERENT (MIN. 10D PENETRATIONINTO MAIN MEMBER IS REQ'D, WHERE "D" ISTHE SHANK DIAMETER OF NAIL)2. PROVIDE FULL NAILING PER MANUF.REQUIREMENTS.3. INCREASE STRAP LENGTH ON POST SIDEWHERE THERE IS DBL. TOP PLATE BETWEENPOST AND BEAM.
SIMPSONSTRAP PERSCHEDULE
EQ
.
BEAM/POST CONNECTION
STRAP SCHEDULE
SIMPSON STRAP MIN BEAM/JOIST WIDTH END LENGTH
A (1) CS16 2x 18"
(2) CS16 2-2x OR 3x 18"
C 24"
CMST14 4x 36"
1700#
3400#
4585#
6490#
CAPACITYTO RECEIVE STRAPMARK
D
B
FLUSH BEAM CONDITION
FLUSH BEAM/JOIST(S)W/ LINE OF E.N. PER PLAN
POST OR MULTISTUDPER PLAN
DBL. TOP PL.
CONT. BEAM/BLK'GPER FRAMING PLANEQ.EQ.
STUD
SIMPSON STRAPPER SCHEDULE
NOTE: PROVIDE FULL NAILING PER MANUF. TO DEVELOP FULL CAPACITY OF THE STRAP.
DRAG STRAP AT WALL END
DROP BEAM CONDITION
DROP BEAM PER PLAN
POST OR MULTISTUDSPER PLAN
SIMPSON STRAPPER SCHEDULE EQ.EQ.
DBL. TOP PL.
STUD
ALT. STRAPLOCATION
2-2x OR 3x(2) CS14
SHEAR PANELPER PLAN
FULL HEIGHT BLK'G.
ROOF SHEATHING
SIMPSON A35PER SHEAR WALLSCHEDULEMAX. 48" O.C.
SIMPSON H2.5A@ 48" O.C. U.N.O.
DBL. TOP PLATEOR BM. PER PLAN
ROOF RAFTERSPER PLAN
POST/STUDVAULTED CEILING CONDITION
B.N.
E.N.
2x CONT. FASCIAw/ 2-16d FACENAILS TO EACHRAFTER
SHEAR TRANSFER AT R/R PER. TO EXTERIOR WALL
SIMPSON H2.5A@ 48" O.C. U.N.O.
DBL. TOP PLATEOR BM. PER PLAN
ROOF RAFTERSPER PLAN
POST/STUD
SIMPSON A35PER SHEAR WALLSCHEDULEMAX. 48" O.C.
CJ w/ 8-16dFACE NAILS TO R/RPER PLAN.
SHEAR PANELPER PLAN
w/ CEILING JOISTS CONDITION
FULL HEIGHT BLK'G.
ROOF SHEATHING
B.N.
E.N.
2x CONT. FASCIAw/ 2-16d FACENAILS TO EACHRAFTER
18" MAX.24" MIN.
B.N.
(2) 16d's TOEA. OUTRIGGER
SHEAR WALLPER PLAN
BALLOON FRAMEDSTUDS
TYPICAL ROOFRAFTER PER PLAN
(2) 16d's PERCONNECTION
2x4 FLAT OUTRIGGER@ 24" O.C.
ROOF SHEATHING2x FLAT BLOCKS W/16d's @ 4" O.C. TOPLATE BELOW.
2x FASCIA BOARD
CONDITION I - TRANSFER THROUGH BLOCKING
E.N.
SHEAR TRANSFER R/R PARALLEL TO EXTERIOR WALL
TYPICAL ROOFRAFTER PER PLAN
(2) 16d's PERCONNECTION
2x4 FLAT OUTRIGGER@ 24" O.C.
ROOF SHEATHING
18" MAX.24" MIN.
B.N.
(2) 16d's PERCONNECTION.
SHEAR WALLPER PLANBALLOON FRAMED STUDS
2x FLATBLK'G
2x FASCIA BOARD
CONDITION II - TRANSFER THROUGH R.R.
16d's @ 4" O.C.
2x R.R. ADJACENT TO WALLNOTCHED AT OUTRIGGERS(DO NOT OVER-CUT)
E.N.
B.N.
ALT 1: STRAP SPLICE
SIMPSON STRAPPER SCHEDULE EQ.EQ.
ALT 2: LAP SPLICE
LAP SPLICE LENGTHPER SCHEDULE
2x STUDS(PLACE AT JOINT TYP.)
16dSEE SCHEDULE FORREQ'D #
2x STUDS(PLACE AT JOINT TYP.)
2 1/2" (MIN.)
16d
NAIL PATTERN
TOP PLATE
(PLAN VIEW @ LAP ZONE)
NOTES:
1. NAILING SHOULD BE PER MANUFACTURER TO DEVELOP 100% CAPACITY OFTHE STRAP.2. FOR NAIL SIZE AND SPACING OUTSIDE THE LAP LENGTH REFER TO NAILINGSCHEDULE OF GENERAL NOTES.3. STAGGER NAILS AND SPACE EVENLY TO AVOID SPLITTING.
TOTAL STRAP LENGTH
TOP PLATE SPLICE
2x STUDS (PLACEAT JOINT TYP.)2x STUD (PLACEAT JOINT TYP.)SIMPSON STRAPPER SCHEDULE
EQ.EQ.
EQ.EQ.
HIP CONDITION VALLEY CONDITION
SIMPSON STRAPPER SCHEDULE
NO. OF 16d LAP SPLICE LENGTH SIMPSON STRAP
A 18 4'-0" ST22
B 28 4'-0" ST6224
C 40 6'-0"
42
ST6236
MARK
F 8'-0" MST60
D
62
8'-0" MSTC37
(NOTE 1)
SPLICE SCHEDULE
@ EACH LAP (NOTE 2)
LAP SPLICE STRAP SPLICE
E 8'-0"MSTC5262
1
2
3
4
5
6
8
STRAP SCHEDULE
END LENGTH
A CS16 18"
B (2) CS16 18"
1700#
3400#
CAPACITYMARK
END LENGTH
END LE
N
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T
H
2ND STRAP(WHERE OCCURS)
SIMPSON CS16 PER SCHEDULE
AT CONDITION B, ADD2x4x48" LONG MEMBER TORECEIVE 2ND CS16 & NAIL.SISTER w/ 16d @ 4" O.C.STAGG. TO ROOF RAFTER
ROOF RAFTER w/E.N. PER PLAN
DBL. TOP PLATE
TYP. R/R
STUD/POST
SIMPSONSTRAP
FULL DEPTH BLK'G
NOTES:
1. PROVIDE FULL NAILING PER MANUFACTURER TO PROVIDE STRAP FULL CAPACITY.2. ROOF SHEATHING NOT SHOWN FOR CLARITY.
DBL. TO
P
P
L
A
T
E
TYP. R
/
R
BLK'G
DRAG AT REENTRANT CORNER
COLLAR TIE CONNECTION DETAIL
EQ EQ
H
E.N.E.N.
SIMPSON ST22 STRAP@ EACH R.R.
6-16d COMMON NAILS RAFTER TIES/ CEILING JOIST @ 16" O.C. (*)
2x4 COLLAR TIE@ 48" O.C.6-16d FACE NAILSAT EA. ENDS
H
/
3
L=18'-0" MAX.
E.N.E.N.
ROOF SHEATHING
NOTE: (*) RAFTER TIES SHALL BE INSTALLED AT LOWER THIRDOF THE ROOF SYSTEM AND CAN BE USED AS CEILINGJOISTS AS SHOWN. NOTIFY E.O.R. WHERE CEILING JOISTSARE CONFLICTED WITH RAFTER TIES
2X RIDGE BOARD PER PLAN
2X R.R. PER PLAN
REFER TO DETAIL4/S-D2.0REFER TO DETAIL4/S-D2.0
SHEAR TRANSFER DETAIL
ROOF SHEATHING.PER PLAN (SEES-0.10)
BN.
ROOFRAFTERSPER PLAN
E.N.
E.N.
2X BLK'G W/E.N.W/16d @ 6"O.C. TOBEAM
CL'G BEAMPER PLAN
ROOF SHEATHING.PER PLAN (SEES-0.10)
APPROVED SLOPEDHANGER(SIMPSON LRUZ IN LIEUOF PLAN SPEC)
ROOF RAFTERSPER PLAN
CL'G JOIST W/ APPROVEDHANGER PER PLAN(WHERE OCCURS)
2X CRIPPLE WALL
SHEAR PANELMIN. TYPE 1
DBL TOP PLATE
2X SILL PLATE W/ 16d @ 6" O.C.TO BEAM
E.N.
OVER FRAMING.(REFER TO 8/S-0.20)
7
PLYWOOD SHEAR WALLPER PLAN WHERE OCCURSINSTALL PRIOR TO LOWROOF CONSTRUCTION
ROOF SHEATHING
E.N.
ROOF SYSTEM CANBE PARALLEL ORPERPENDICULAR TOWALL (NOTE 1)
16d@6"o.c. TOBLK'G (U.N.O.)
CONT. 2x LEDGER w/(4)16dPER STUD U.O.N. FORSPLICING OF LEDGER(WHERE NEEDED) USE(1)MSTA24 CENTERED@SPLICE.
2x BLK'G (AT INTERIORSHEAR CONDITION USEFLAT BLK'G)
E.N.PLYWOOD TYPE2 ENTIRE LENGTHOF WALL U.N.O.
PLYWOOD SHEARWALL PER PLANWHERE OCCURSAPPLY PRIOR TOLOW ROOFCONSTRUCTION16d@6"o.c.(U.N.O.)
CONT. 2x LEDGER(SEE CONDITION 1)
CONDITION 1
ALTERNATIVE LOCATIONOF SHEAR PANEL ATINTERIOR SIDE.
E.N.
SLOPED ROOF,SIMILAR
SIMPSON H2.5A@48"o.c., LEDGERTO STUD
RIM JOIST/BEAMPER PLAN
E.N.
CONDITION 2
(FOR INFO NOT SHOWN, SEE CONDITION 1)
SIMPSON H2.5A@48" O.C., LEDGERTO STUD
NOTES:
1. CONNECT R.R. w/APPROVED HANGER TO LEDGER. USE OF (3)16d TOENAILS (INSTEAD OF HANGER)WHERE R.R. SPAN IS LESS THAN 8 FT IS ACCEPTABLE.
ROOF TO FLOOR CONNECTION
9
FLUSH BEAM
SIMPSON A34 (TYP.)
MULTIPLE STUDS (SISTERw/FACE NAILS PER NAILINGSCHEDULE) OR POST, PERPLAN
DBL. TOP PLATES
SILL/SOLE PLATE
FRONT VIEW SIDE VIEW
CONT. FLUSHBEAM WHEREOCCURS
FLUSH BEAM TO DBL TOP PLATES CONNECTION10
PROVIDESOLID SHIMUNDER AND ATTHE SIDE ASREQUIRED
SIMPSONMSTC 28,U.N.O.
POST PER PLAN w/ SIMPSONCCQ OR CC
EQ.EQ.SIMPSON ECCQ OR SIMILAR
POST PER PLANw/ SIMPSONECCQ OR ECC
END CONDITIONMIDDLE CONDITION(EQUAL BEAM HEIGHTS)MIDDLE CONDITION(UNEQUAL BEAM HEIGHTS)
LARGER BEAM SMALLER BEAMFIRST BEAM SECOND BEAMBEAM
EQ.EQ.
NOTES:
1. BEAMS SHALL BE ALIGNED TO RECEIVE STRAP. ALTERNATIVELY STRAP MAY BE PLACED OVER THE TOP OF BEAM.2. SHIM TIGHT WHERE REQUIRED.3. STRAP NOT REQUIRED AT INTERIOR SUPPORT OF CONTINUOUS BEAMS.
BEAM TO POST CONNECTION
ALT. CONDITION
SIMPSONECCL OR SIMILAR
BEAM
POST PER PLAN
WOOD BEAMSEE PLAN
SIMPSONECCLQ/CCCQ/CCTOR SIMILAR
BEAM
POST PER PLAN
BEAM
WOOD BEAMSEE PLAN EQ.EQ.SIMPSONMSTC 28,U.N.O.
11
12
13
17
DBL. JOISTOR BLK'G.
SIMPSON HUTF/THAI
DBL. TOP PLATE
POST/STUD
CONT. 2x PLATEw/ 16d @ 8" O.C.
PLYWOODSHEATHING
BEAM/JOISTPER PLAN
2x4 P.T. PLATE ANCHORED WITHSIMP. PHNW-72 SHOT PINS0.145Ø w/ 3/4" MIN. EMBEDMENTINTO CONC @ 24"o.c. MAX.SECURE STRINGER TO 2x4 PLATEw/(3) 16d TOE NAIL
PRESSURE TREATED PLYWOODSHIM w/ MIN. (2) SIMP. PHNW-72SHOT PINS 0.145Ø w/ 3/4" MIN.EMBEDMENT INTO CONC. ALTERNATIVELYUSE 22GA SHEET METAL OR WATERPROOF MEMBRANE
BEAM PER PLAN
SEE NOTE
STRINGERSEE NOTE
OVER WALL TO CONCRETE FLOOR
TO FLOOR BEAM
PLYWOODSHEATHING
TOP OFCONC.
NOTE: REFER TO STAIRS STRINGER SCHEDULE PER DETAIL 16/SD2.0 FOR INFORMATION NOT SHOWN.
STRINGERSEE NOTE
STRINGERSEE NOTE
STAIRS STRINGER BOTTOM CONNECTION
STRINGERS SCHEDULE
18'-0"(2) 2x16 (INTERIOR)
2x16 (EDGE)
10'-0" 2x14 (ALL)
12'-0"2x16 (ALL)
8'-0"2x12 (ALL)
RISEPER ARCH.
TREAD PER ARCH.
HORIZONTAL PROJECTION SPAN
MIN. DEPTH AT NOTCHSEE SCHEDULE
BOTTOM CONNECTIONSEE DETAIL 14-SD2.0
TOP CONNECTIONSEE DETAIL 15-SD2.0
BOTTOM LEVEL
TOP LEVEL
MAX.HORIZONTALPROJECTIONSPAN
STRINGERS@16" O.C.MIN. DEPTHAT NOTCH(NOOVERCUT)
5 1/4"
7 1/4"
9 1/4"
9 1/4"
9 1/4"
STRINGERSEE SCHEDULE
MIN. 3/4" PLYWOODTREADS & RISERS
STAIRS STRINGER SCHEDULE
PLYWOOD SHEATHING
BEAM/JOISTPER PLAN
(1) SIMPSON A34
(1) SIMPSON THAI
DBL. JOISTOR BLK'G.
DBL. JOISTOR BLK'G.
DBL. TOP PLATE
POST/STUD
DBL. JOISTOR BLK'G.
PLYWOOD SHEATHING
BEAM/JOISTPER PLAN
PLYWOOD SHEATHIG
BEAM/JOISTPER PLAN
(1) SIMPSON A35EA. SIDE
PROVIDE (3)16dTOENAILS(STRINGER TODBL. TOP PLATE)
OVER WALL TO FLOOR w/ HANGER
TO FLOOR w/ SIMPSON A35
NOTE: REFER TO STAIRS STRINGER SCHEDULE PER DETAIL 16/SD2.0 FOR INFORMATION NOT SHOWN.
STRINGERSEE NOTE
STRINGERSEE NOTES
STRINGERSEE NOTE
STAIRS STRINGER TOP CONNECTION
14
15
16
CONNECTION DETAIL
E.N.
ST22 AT 48" O.C.
PLYWOODSHEATHINGPER PLAN(SEE S-0.10)
USE LRUZ HANGERS WHEN SPANOF RAFTERS EXCEED 10'-0"OTHERWISE USE MIN. (5) 16d TOENAILS @ EACH RAFTER TO RIDGE
CANTILEVERROOF RAFTERPER PLAN
2X RIDGE BOARD PER PLAN
DBL TOP PLATE
SHEAR PANEL PER PLAN(MIN. TYPE 1 PERSHEARWALL SCHEDULE)2X STUD WALL
ROOF RAFTERPER PLAN
2X BLK'G W/ SIMPSON A35PER SW SCHEDULE (24" MAX)
SIMPSON LRUZ HANGERS(INVERT) @ EACH RAFTERTO RIDGE BOARD
E.N.
E.N.
2X BLK'G W/10d @ 6" O.C.TO RIDGE BOARD
18
DBL. TOP PLATESOR DR BM PER PLAN
STUD/POST
SIMPSON STRAP PERSCHEDULE. EXTENDSTRAP OVER ALL BAYSOF BLK'G. MIN. (3)NAILSPER BLK'G.
TYPICAL JOISTPER PLAN
LINE OF 2x F.H. SOLIDBLK'G. (SEE PLAN FORNUMBER OF BAYS,MIN. 4 BAYS)
USE SIMP. LS50, IFA35 CLIPS ARE INCONFLICT WITH STRAPOVER DBL. TOP PLATE.
PLYWOOD SHEATHINGw/ E.N. ALONG LINEOF BLOCKING.
END LENGTH
STRAP SCHEDULE
SIMPSON STRAP END LENGTH
A CS16 18"
B (2)CS16 18"
C CMSCTC16 30"
1705#
3410#
4690#
CAPACITYMARKTYPE
F.H. BLK'G./RIM JOIST PERSHEAR TRANSFER DETAIL
NOTES:
1. PROVIDE FULL NAILING PER MANUFACTURER ON ENDLENGTH SIDE (ALL HOLES).2. AT BLK'G. SIDE, NAILS MAY BE APPLIED AT EVERYOTHER ROW (2 NAILS PER EACH ROW). NOT LESS THAN3 NAILS TO EACH BLK'G. SHALL BE PROVIDED. NAILSIZES SHALL BE PER MANUFACTURER'S CATALOG.3. AT CONDITION B & C USE DOUBLE BLK'G.
DRAG DETAIL AT PERPENDICULAR JOISTS
CONNECTION DETAIL
STEEL BEAM PER PLAN.
FLOOR JOISTS PER PLAN.
SOLID NAILER W/1/2" DIA.STUD BOLTS @ 24" O.C.,TYP. BOTH SIDES
FLUSH/DROPBEAM OR WALLPER PLAN.
DECK w/SLOPE TODRAIN OR FLOOR JOISTPER PLAN w/ APPROVEDJOIST HANGER.CS16 @ 48" O.C.
18"18"
3x NAILER W/5/8" Ø STUDBOLT @ 24" O.C.(COUNTERSINK AS NEED)
B.N.B.N.
2x BLK'G w/ (3) 16d'sNAILS @ 8" O.C. STAGG.
B.N.DECK SHEATHINGFLOOR SHEATHING
GUARD RAILING
42
"
M
A
X
.
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A
R
C
H
ALUMINUM GUARDRAIL BYMANUFACTURER (ESR-4945)
LVL RIM/BEAM PER PLAN
2-2X BLOCKINGAT NEWEL POSTCONNECTION
JOIST PER PLAN SIMPSON CS16 @ 48" O.C.48" LONG JOIST AT PERP.CONDITION2
54312
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SHEET NO.:
PROJECT MANAGER:
DATE:
Pro
j
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6
A.N.
JOB NO.: 910
08/15/2025
AD
D
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91
0
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B
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A
C
H
,
C
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9
2
6
6
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08/15/2025
07
/
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2
5
BU
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2x SOLE PLATE.
FLOOR SHEATHING PER PLAN.
SOLID RIM JOIST OR BLK'G.
LINE OF BLK'G.UNDER SHEAR WALL.
DBL. TOP PLATES
CRIPPLE WALL ABOVEHDR. WHERE OCCURS.
BEAM/HDR PER PLAN. WHEREBEAM DEPTH IS LESS THAN ENDLENGTH, UPLIFT CAPACITY SHALLBE REDUCED BY THE RATIO OF(BM. DEPTH/END LENGTH)
SHEAR WALL END POST PERSCHEDULE U.N.O. IN PLANSWHERE MULTIPLE STUDS AREUSED, PROVIDE E.N. TO ALLSTUDS
REFER TO PLANS & SCHEDULEBELOW FOR STRAP TYPE ANDEND LENGTH. PROVIDE FULLNAILING PER MANUFACTURER EQUAL.
STRAP DETAIL
STRAP STUD/ #OF NAILS @ END LENGTH
A (1) CS16 2x4 (11) 16d 13"
B (2) CS16 (2) 2x4 (11) 16d P/STRAP 13"
C (2) CS14 (2) 2x4 (15) 16d P/STRAP 18"
C* (3) CS14 4x6 (15) 16d P/STRAP 18"
POSTTYPE EA. END LENGTH
EN
D
LEN
G
T
H
NAILS NOT REQUIRED INCLEAR SPAN
MIN. (2)16d's FROMRIM TO SOLID BLK'G.
NOTES:
1. ALL STRAPS SHALL BE SIMPSON STRONG TIES.2. TOTAL LENGTH OF STRAP SHALL BEDETERMINED BASED ON END LENGTH REQUIRED& CLEAR SPAN.3. PROVIDE FULL NAILING PER MANUFACTURER(EQUAL # OF NAILS AT EACH END).4. SLIT CUT FLOOR SHEATHING TO PASS STRAPTHROUGH AT INTERIOR CONDITION, DO NOTOVERCUT.5. STRAP MAY BE APPLIED OVER PLYWOODSHEATHING. PROVIDE SHIMMING AT CLEARSPAN AS NEEDED FOR A STRAIGHT STRAP (DONOT BEND STRAPS).6. POST SIZES INDICATED IN SCHEDULE AREMINIMUM SIZES. USE LARGER POSTS/STUDSPER PLAN CALL OUTS AS REQUIRED.7. FOR BALANCE OF INFORMATION SEE "ENDPOST TO END POST STRAP HOLDOWN DETAIL.
END POST AT BEAM/HDR STRAP HOLDOWN
MIN. DEPTH OF BEAMOR HDR PER PLAN
MIN. 11 1/4"
MIN. 11 1/4"
MIN. 11 1/4"
MIN. 11 1/4"
CLE
A
R
SPA
N
END
LE
N
G
T
H
.
PROVIDE MIN. END DISTANCE OF 1 5/8"FOR 16d NAILS.
STRAP SCHEDULE
STRAP MIN. STUD/ END LENGTH
A (1) CS16 2x4 14"
B (2) CS16 (2) 2x4 14"
C (2) CS14 (2) 2x4 19"(3) CS14 4x6 19"
1705#
3410#
4980#7470#
CAPACITYPOST SIZEMARK
E (1) CMST12 4x6 44"
F (2) CMST14 6x6 34"
G (2) CMST12 6x8 44"
9215#
12950#
18430#
D (1) CMST14 4x4 34" 6475#
EN
D
LEN
G
T
H
.
CU
T
L
E
N
G
T
H
NOTE 8
2X SOLE PLATE.
DBL. TOP PLATE.
FLOOR SHEATHINGPER PLAN.
SHEAR WALL END POST PERSCHEDULE U.O.N. IN PLANSWHERE MULTIPLE STUDS AREUSED, PROVIDE E.N.TO ALL STUDS
REFER TO PLANS & SCHEDULEFOR STRAP TYPE ANDEND LENGTH. PROVIDE FULLNAILING PER MANUFACTURER(NOTE 3)
SOLID RIM JOIST OR BLK'G.
SHEAR WALL END POST PERSCHEDULE U.O.N. IN PLANSWHERE MULTIPLE STUDS AREUSED, PROVIDE E.N.TO ALL STUDS
NAILS NOT REQUIRED INCLEAR SPAN
END
LE
N
G
T
H
CLE
A
R
SP
A
N
END
LEN
G
T
H
CU
T
L
E
N
G
T
H
MIN. (2)16d's FROM RIMTO SOLID BLK'G.
FRONT VIEWSIDE VIEW
FRONT VIEWSIDE VIEW
FRONT VIEW SIDE VIEW
NOTES:
1. ALL STRAPS SHALL BE SIMPSON STRONG TIES.2. TOTAL LENGTH OF STRAP SHALL BE DETERMINED BASED ON ENDLENGTH REQUIRED & CLEAR SPAN.3. PROVIDE FULL NAILING PER MANUFACTURER (EQUAL # OF NAILSAT EACH END).4. SLIT CUT FLOOR SHEATHING TO PASS STRAP THROUGH ATINTERIOR CONDITION, DO NOT OVERCUT.5. STRAP MAY BE APPLIED OVER PLYWOOD SHEATHING. PROVIDESHIMMING AT CLEAR SPAN AS NEEDED FOR A STRAIGHT STRAP(DO NOT BEND STRAPS).6. POST SIZES INDICATED IN SCHEDULE ARE MINIMUM SIZES. USELARGER POSTS/STUDS PER PLAN CALL OUTS AS REQUIRED.7. IN LIEU OF DOUBLE CS16/CS14 STRAPS, CMST14 MAY BE USEDPER CONDITION D.8. PROVIDE SOLID BLK'G TO FILL THE GAP BTW. UPPER AND LOWERPOSTS. WIDTH TO MATCH POST WIDTH. WHEN USED ALONGSIDE FLOOR JOIST, TOTAL WIDTH OF BLK'G + JOIST SHALL BEEQUAL OR GREATER THAN POST WIDTH.
STRAP AT POST TO POST
C*
1
2
E.N.
FLOOR SHEATHING
2x TIMBER STRANDOR L.V.L. RIMPER PLAN
FRAMING MEMBER(PERPENDICULAR DIRECTION)PER PLAN OR F.H.BLK'G. MIN. 12" LONG @48"o.c.MAX.(PARALLEL CONDITION),w/(3)16d's TO FLOOR SHEATHING.PROVIDE (2)16d's @EA. END TOCROSSING MEMBER
SHEAR PANELPER PLAN
DBL. TOP PLATES
2x STUD WALL
STUD/POST(WHERE OCCURS)
ALT 1: EXTENDED PLYWOOD PANEL
2.5
"
M
I
N
.
TY
P
.
3/4"
ALT 2: CONNECTION w/ SIMPSON HARDWARE
NOTE: FOR INFORMATION NOT SHOWN, SEE ALT 1.
PLYWOOD FILLERCONTRACTOR'SOPTION
STUD WALLWHERE OCCURS
2x SOLE PLATE. PROVIDENAILING PER SHEARWALL SCHEDULE.
SIMPSON A35PER SHEAR WALLSCHEDULE. (MAX 48"o.c.)
FLOOR SYSTEMPER PLAN
CONT. RIM BOARD
DBL. TOP PLATES
2x STUD WALL
SIMPSON LTP4(ALTERNATIVE TOA35)
3/4"
SHEAR TRANSFER AT EXTERIOR WALL
B.N.
E.N.
SHEAR PLANELPER PLAN
E.N.
B.N.
2x SOLE PLATE. PROVIDENAILING PER SHEARWALL SCHEDULE.
STUD WALLWHERE OCCURS
PROVIDE 2x4 NAILERw/16d's TO RIM/BLK'GSPACING TO MATCHSILL NAIL SPACING
SIMPSON LTP4PER SCHEDULE.(MAX 48"o.c.)
FLOOR SYSTEMPER PLANSOLID BLK'G ORCONT. RIM BOARD DBL. TOP PLATE.
STUD/POST
B.N.
FLOOR SHEATHING2x TIMBER STRAND/L.V.L. RIM/DRAGMEMBER OR SOLID BLK'G PER PLAN
SIMPSON A35/LTP4PER SCHEDULE.(MAX 48"o.c.)
E.N.
SHEAR PANELPER PLAN
DBL. TOP PLATE.
STUD/POST
3/4"
1-1/2"3/4"
E.N.
2x SOLE PLATE, PROVIDENAILING PER SHEARWALL SCHEDULE
STACKED INTERIOR SHEAR WALLS
BOTT. OF FLOORJOISTS/BEAMS
OFFSET INTERIOR SHEAR WALLS
E.N.
SHEAR TRANSFER
PLYWOODWHERE OCCURS
BEAM & POST CONNECTION
BEAM PER PLAN
FULL HEIGHT POST/STUD PER PLANW/ A35 EA. SIDE@ TOP & SILL PLATE
"HUCQ" HANGER (U.N.O.)
SIMPSON A35
3
DRAG ELEMENT PARALLEL TO JOISTS
STRAP SCHEDULE
SIPMSON END LENGTH
A CS16 18"B (2) CS16 18"
D CMST14 36"
MARK
ALT. STRAPLOCATION
PLYWOODSHEATHINGw/ E.N.
BEAM PER PLAN
HANGER PER PLAN
STRAP PER SCHEDULEDRAG STRUTOR BEAM w/ E.N.PER PLAN.
C CMSCTC16 30"
STRAP TYPE
SIMPSONSDS25300@4"o.c.
2x4 DRAGMEMBER PERNOTE #4
SIMILAR CONDITIONWHERE STRAPAPPLIED UNDERJOIST
STRAP PERMARK B, C OR D
CONT. JOISTA
A
END LENGTHEND LENGTH
SECTION A-AELEVATION VIEW
NOTES:
1. PROVIDE FULL NAILING PER MANUFACTURER ON END LENGTH SIDES (i.e. ALL HOLES; ONLY HALFOF TOTAL # OF NAILS ARE REQUIRED AT EACH END LENGTH).2. AT MARK C & D MIN. WIDTH OF MEMBER SHALL BE 3 1/2".3. AT MARK B MIN. WIDTH OF MEMBER SHALL BE 3". ALTERNATIVELY ONE PIECE OF 2x4 x 4 FTLONG MEMBER MAY BE SISTERED TO MEMBER PER SECTION A-A.4. APPLICATION OF STRAP OVER SHEATHING IS ACCEPTABLE. WHERE STRAP IS APPLIED OVERSHEATHING, E.N. ALONG THE STRAP LENGTH (ONLY) MAY BE ELIMINATED.
4
GUARDRAIL CONNECTION DETAIL
MA
X
.
4
2
"
4x BLK'G AT NEWELPOST WHEREOCCURS
4X RIM OR DBL JOISTPER PLAN
ALT. DIRECTION
NOTE:ALL INFO NOT SHOWN HERE, REFERTO ARCH & SHOP DRAWINGS
2-2x4 STUD PARAPETWALL STUD @16" O.Cw/MAX. 2'-0" HEIGHT
SIMPSON (2) "H2.5A"EACH SIDE EVERY STUD
LS3.5 x3.5x1/4" - 4" LONG@48" O.C. w/ (4) 3" LONGSDS SCREWS AT TOP & SIDEPER CONN.(MIN. 2" EMBED.)
MIN. 3"
1 1/2" SQUARE TUBEVERT. POST PER ARCH@ MAX. 4'-0" O.C
IRON TOP RAILPER ARCH.
TYP.316"
316"
MAX
.
2
4
"
MIN
.
4
"
SDWS22600DB SCREWS@8" O.C., STAGG.MIN. 3" INTO FLR BM BELOW
2X BOTTOMPLATES
PLYWOODSHEATHING WHEREOCCURS
PLYWOODSHEATHING
APPROVEDHANGER
2X BLK'G @48" O.C.
DECK JOISTPER PLAN
SIMPSON (2) "H2.5A"EACH SIDE EVERY STUD
5
(E) STUD WALL TO BE REMOVED(N) WOOD POST PER PLAN
(N) PAD FOOTINGPER PLAN
#4 DOWELS @18" O.C. BENT AS SHOWN INFOOTING MIN. 6" EMBEDMENT OF DOWELS INTOEXISTING CONCRETE W/ SIMPSON SET-3G EPOXY,ESR #4057. PERIODIC SPECIAL INSPECTION ISREQ'D.
ADDITIONAL #4 BOTTOMDOWEL AT ENDS ONLY.
2x P.T.D.F. SILL
(E) CONCRETE FOUNDATION
PAD REINF. PER PLAN
3"
(E
)
D
E
P
T
H
18
"
M
I
N
.
3"CLR
.
(N) FTN'GWIDTH MIN.(E) WIDTH
PER PLAN
NEW PAD FOOTING @ EXTERIOR CONDITION
6" MIN.
6"
M
I
N
.
6
7
8
D
BE
A
M
D
E
P
T
H
PER
P
L
A
N
NO
T
C
H
T
O
M
A
T
C
H
RO
O
F
S
L
O
P
E
,
(DO
N
O
T
O
V
E
R
C
U
T
)
NOTCH @ BEAM
DBL. TOP PLATES,BEAM OR POST
BEAM PER PLAN TO BENOTCHED AS SHOWN
A34 EACH SIDE OF BEAMTO TOP PLATES (2) TOTAL
HEADER WHEREOCCURS
MIN. 0.6*D FOR LVLMIN. 1/3*D FOR GLBMIN. 3/4*D FOR DFL
9
EQ.EQ.
STRAP SPLICE
SIMPSON ST6224 STRAP (U.N.O.)
EXISTING STUD
SPLICE TOP PLATE
EXISTINGTOP PLATESNEWTOP PLATES
NEW STUD
10
1 3/4"
POST PER PLAN
SIMPSON ABUCOLUMN BASE
5/8" DIAM. THREADEDROD MIN. 5"EMBEDMENT INTOCONCRETE W/SIMPSON"SET-3G" EPOXY (ICCESR#4057) (SPECIALINSPECTION REQUIRED)
5/8" DIAM. SIMPSONWEDGE ALL STUDANCHOR (ICCERS#1396) MIN. 41/2" EMBEDMENTINTO CONCRETE
EDGE OF SLAB CONDITION MIDDLE OF SLAB CONDITION
NOTE:- FOLLOW MFR. SPECIFICATIONS FOR INSTALLATIONOF ABU AND ANCHORAGE SYSTEM.
-PAD FOOTING BELOW SHOULD BE NO MORE THAN±8" OFFSET FROM POST LOCATION
MISSING COLUMN BASE11
BM. PER PLAN
ST18 AT POST TO BEAMBELOW, TYP OF (2)
16d NAILS @ 4" O.C.STAGGERED EACH SIDE
KING POST
BM. PER PLAN
2x KING STUD AT EITHER SIDE OF POST
SIMPSON ST18 EACHSIDE OF KING POST TOBEAM.
ALT1: w/ KING STUD ALT 2: w/ STRAPS
KING POST
KING POST CONNECTION
NOTES:- ROOF FRAMING NOT SHOWN FOR CLARITY- PROVIDE FULL HEIGHT POST PER PLAN WHERE NO BEAM BELOW OCCURSSTRAP KING STUDS ABOVE & BELOW WITH (1)CS16 (MIN. 18" END LENGTH) EA. STUD- AT LOCATIONS WHERE KING POST IS BEARING ON SOLE PLATE; PROVIDE SIMPSON A35 EACH SIDE OF POST
12
DROP BEAMPER PLAN
BEAMPER PLAN
SIMPSON HTS20EA. SIDE BM TO BM(2 TOTAL U.N.O.)
CONNECTION DETAIL
BM PER PLAN
SIMPSON HTS20EA SIDE OF BM.
DROP BMPER PLAN
13
CONNECTION DETAIL
DBL TOP PLATE
BEAM SEE PLAN
2" TYP(4)-16d's@ EA. SIDEOF BEAM
POST SEE PLAN
2x SILL PLATE
2x KING STUDEA. SIDE POST
SIMPSON A35EA. SIDE
SIMPSON A35EA. SIDE
16d'sAT 12" O.C.
14
15 SHEAR TRANSFER DETAIL
(N) ROOF SHEATHING(SEE S-0.10)
(E) ROOF RAFTERSPER PLAN
(E) DBL TOP PLATE(E) SHEAR PANEL
(E) BEAM PER PLAN
B.N.
PER PLAN.
(E) ALT. SHEARPANEL LOCATION
(N) ROOF RAFTERS PERPLAN w/ APPROVEDHANGER
(N) SIMPSON CS16@ EA. R.R (MIN 24"LENGTH)
(E) 2x STUDS
EQ.
EQ.
E.N.E.N.
(E) ROOF SHEATHING
ALT. SIMPSON H2.5A@ 48" O.C. (U.N.O.)
(E) SIMPSON LTP4PER SHEAR WALLSCHEDULE
16
17
NOTE: APPLICATION OF STRAP OVER PLYWOOD SHEATHING IS ACCEPTABLE. E.N. NOTREQUIRED OVER THE STRAP LENGTH WHERE STRAP APPLIED OVER PLYWOOD.
DBL. ROOF RAFTERSOR BM. W/ EDGENAILING TO ROOFSHEATHING
RIDGEPER PLAN HANGERPER PLAN DBL. ROOF RAFTERSW/ EDGE NAILING TOROOF SHEATHING.
SIMPSONCS14x30"LONGSTRAP FULLYNAILED PER MANUF.ROOF SHEATHING w/EDGE NAILING TODBL. ROOF RAFTERS
DRAG DETAIL AT FLUSH RIDGE CONNECTION
E.Q.E.Q.
CONNECTION DETAIL
HEADERPER PLAN
DBL TOP PLATES
MIN (3)16d's
STUD WALLAND CRIPPLE STUD WALL
2X P.T.SOLE PLATE
(2) A35 @ TOP
POST/TRIMMERPER PLANSHEAR WALLSHEATHINGPER PLAN
HOLDOWNPER PLAN
SIMPSON STRAP BOTHSIDES OF POST, TABLEFOR STRAP TYPE (*)
STRAPEA. SIDE CAPACITY (LB)END LENGTH
ABC
(1) CS16
(1) CMSTC16
3410
9380
13"
20"(1) CS14 498016"
SHEATHING ENTIRELYABOVE HEADER,MATCH SHEAR WALLTYPE PER PLAN(U.N.O)
D (2) CS14 996016"
2x KING STUD ORDBL. KING STUDSWHERE OPENING'SMORE THAN 6FT. (**)
(2) CMSTC16 1876020"E
MARK
- NAIL TO ALL STRAP HOLES- (*) IF ANY STRAPS SHOULD CONTINUE FROMSTUDS/WALLS ABOVE TO TRIMMERS BELOW, MATCH ENDLENGTH CONDITION PER TABLE.- (**) TO BUNDLE STUDS OR FASTEN TO POST / TRIMMER,USE 16d AT 6" O/C.
EN
D
LEN
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EN
D
LEN
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54312
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PROJECT MANAGER:
DATE:
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6
A.N.
JOB NO.: 910
08/15/2025
AD
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08/15/2025
07
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47
STRAP TYPESEE SCHEDULE
FLUSH BM. PERPLAN (U.O.N.)
DBL. TOP PLATES
MULTI STUDOR POSTPER PLAN
2x KING STUD W/16d @ 6" O.C.
PLYWOODSHEATHING
FLUSH BM/HDR PER PLANSEE DETAIL 2/SD20 FORCONNECTION OF BM/HDRTO POST (U.O.N.)
STRAP TYPESEE TABLE
MULTI STUDSOR POSTDBL. TOP PLOR DROP BM.PER PLAN
STRAP SCHEDULE
SIMPSON STRAP
A (2) HTS16
B (2) HTS20
C (4) HTS24
1980#
2830#
5660#
CAPACITYMARKTYPE
FRONT VIEWSIDE VIEW SIDE VIEW
SIDE VIEW
FRONT VIEW
FRONT VIEW
NOTES:
1. PROVIDE EQUAL NUMBER OF NAILS TOBM. AND STUDS. PROVIDE TOTALNUMBER OF NAILS PER MANUFACTURER.2. NAILING OF STRAP TO DBL. TOP PLATE ISNOT REQ'D AND SHALL NOT BE COUNTEDTOWARDS TOTAL NUMBER OF NAILS REQ'DBY MANUFACTURER.
HOLDOWN OF FLUSH BEAM TO POST
1
2
3
EXTERIOR PLYWOOD SHEAR PANELTYPE 2 ENTIRE WALL FROM LOWROOF TO HIGH ROOF OVER ENTIRELENGTH OF WALL U.N.O.
B.N.
ROOF SHEATHING
2x R/R OR TOPCHORD OF TRUSS
EXTERIOR PLYWOOD APPLYPRIOR TO LOW ROOFINSTALLATION.
BEAM PER PLAN
B.N.
EXTERIOR PLYWOOD SHEAR PANELTYPE 2 FROM LOW ROOF TO HIGHROOF OVER ENTIRE LENGTH OF THEWALL U.N.O.
ROOF SHEATHING
2x R/R OR TOPCHORD OF TRUSS
2x LEDGER MATCHINGR.R. SIZE U.N.O.2x STUDPER PLAN
E.N.
H2.5A @ 48" O.C. FROMLEDGER TO STUDS. SLIT THEPLYWOOD TO INSTALL.
16d @ 6" O.C. U.N.O.
2x BLOCKING (NOTE 1)
INTERIOR SHEAR PANELPER PLAN
2x BLK'G. w/16d @ 6" O.C.U.N.O. TO LEDGER
8d COMMON PERSHEAR WALL SCHEDULE.(@ 4" O.C. MAX. U.N.O.)
B.N.
EXTERIOR PLYWOOD SHEAR PANELTYPE 2 FROM LOW ROOF TO HIGHROOF OVER ENTIRE LENGTH OFTHE WALL U.N.O.
ROOF SHEATHING
2x STUDPER PLAN
H2.5A @ 48" O.C. FROMLEDGER TO STUDS. SLITTHE PLYWOOD TO INSTALL.
CONDITION I-SHEAR PANEL AT INTERIOR SIDE
CONDITION III-SHEAR TRANSFER AT BEAM
E.N.
16d's @ 6"O.C. U.N.O.
2x STUDS
H2.5A @ 48" O.C. FROMLEDGER TO STUDS.SLIT THE PLYWOODTO INSTALL
2x LEDGER MATCHINGR.R. SIZE U.N.O.
EXTERIOR PLYWOODSHEAR PANEL PER PLAN.INSTALL PRIOR TO LOWROOF CONSTRUCTION.
CONDITION II-SHEAR PANEL AT EXTERIOR SIDE
NOTE 1: INSTALL HARDWARE AT EXTERIOR WALLS PRIOR TO BLOCKING INSTALL
SHEAR TRANSFER AT HIGH ROOF TO LOW ROOF
F.H. BLOCKING @48" O.C.
F.H. BLOCKING @48" O.C.
4 SHEAR TRANSFER DETAIL
(E) FLOOR SHEATING
SHEAR WALLPER PLAN
B.N.
2x6 BLOCKW/ (3) 16d's
(E) FLOOR SYSTEM
(N) BEAM PER PLAN
(N) SIMPSON HANGERBY MANUF.
E.N.
2x SOLE PLATE
ALT. LOCATION SHEARPANEL PER PLAN
B.N.
5
6
SHEAR TRANSFER
ROOF SHEATHING
OVER FRAMING
ROOF RAFTER PER PLAN
SHEAR PANEL(WHERE OCCURS)
EXTEND SHEAR PANEL
ROOF RAFTERS
DBL. TOP PLATES
STUD WALL
2x BEVELED PLATE W/16d's @ 6" O.C.
2x DBL. TOP PLATES
B.N.
2x CRIPPLE WALL
A35 PER SHEAR WALLSCHEDULE (AT NON-SHEARWALL, @ 48" O.C. MAX.)
E.N.
E.N.
SIMPSON H2.5A@ 48" O.C. U.O.N.
POST/STUD PER PLAN
DBL. TOP PLATES
HIP OR VALLEY BEAM
(2) SIMP. LTS20 EACH SIDEOF BEAM TO POST TYP. OF (4)
HIP OR VALLEY BEAM
POST CONDITION WALL CONDITION
NOTES:
1. PROVIDE EQUAL NUMBER OF NAILS TO BM. FOR NAIL SIZE AND SPACING OUTSIDETHE LAP LENGTH AND STUDS. PROVIDE TOTAL NUMBER OF NAILS PER MANUF.2. NAILING OF STRAP TO DBL. TOP PLATE IS NOT REQ'D AND SHALL NOT BECOUNTED TOWARDS TOTAL NUMBER OF NAILS REQ'D BY MANUF.
HIP/VALLEY BEAMS UPLIFT TIE
ROOF RAFTER TO HIP/ VALLEY BEAM
A
A
HIP BEAMPER PLAN USE SIMP. HANGERWHERE RAFTERSPAN EXCEED 8'-0"
ROOF SHEATHING
B.N. B.N.
A-A @ HIP BEAM
VALLEY BEAMPER PLAN
ROOF SHEATHING
B.N.
A-A @ VALLEY BEAM
B.N.
USE SIMP. HANGERWHERE RAFTERSPAN EXCEED 8'-0"
(5) -16d TOE NAILE.A. END TO BEAMHIP/ VALLEY BEAMPER PLAN
(5) -16d TOE NAILE.A. END TO BEAM
TYP. 2x ROOFRAFTER WHEREOCCUR
TYP. 2x ROOFRAFTER WHEREOCCUR
(5) -16d TOE NAILE.A. END TO BEAM
CONNECTION DETAIL
CONT. 2x LEDGERw/(3)16d PER STUD
CEILING JOIST PERPLAN w/ APPROVEHANGER
SOLID BLOCKING
PLYWOOD TYPE 1
2x6 BLOCKW/ (3) 16d's
FLOOR JOISTPER PLAN
SHEAR PANELPER PLAN
B.N.
2x SOLE PLATE
16d@6"o.c.
E.N.
E.N.
2X BLOCKINGw/16d@6"o.c.
FLOOR SHEATHING
2x STUDS @ 16" O.C.
7
8
9 CONNECTION DETAIL
STEEL WEB STIFFENER(TO MATCH THICKNESSOF WEB)
STL BEAMPER PLAN
1/4
1/4
1/4
1/4" THK STL PLATE(EXTEND 1/4" PAST WOODBEAM EA. SIDE)
SIMPSON ECCO
WOOD BEAM PER PLAN
CONNECTION DETAIL
STL. BEAMPER PLAN
WOOD BEAMPER PLAN
8" WIDE x 1/4" THKSTL ANGLE/ BENT PLATE
1/4"
(4) 3/4" DIAM. BOLTS
ANGLE VIEW
TYP.
(4) SIMPSONSD25300
1/4"
STL
B
M
D
E
P
T
H
+
1
3"
3"
1 1/2"1 1/2"
8"
10
CONNECTION DETAIL
STL BEAMPER PLAN
FLOOR JOIST W/LBHANGER (U.N.O.)
SOLID NAILER W/1/2" DIA.STUD BOLTS @ 24" O.C.,TYP. BOTH SIDES
2x NAILER W/ 5/8" Ø STUD BOLT@ 24" O.C.O.K TO COUNTERSINK
2x PLATE w/16d'sPER SHEAR WALL SCHEDULE(MAX 4" O.C.)
2x STUDS @ 16" O.C.
FLOOR SHEATHING CONT. 2x LEDGER w/(4)16dPER STUD U.N.O. FORSPLICING OF LEDGER(WHERE NEEDED) USE(1)MSTA24 CENTERED @ SPLICE.
PLYWOOD TYPE2 ENTIRE LENGTHOF WALL U.N.O.
E.N.
SIMPSON H2.5A@48" O.C., LEDGERTO STUD
PLYWOOD SHEAR WALLPER PLAN WHERE OCCURSINSTALL PRIOR TO LOWROOF CONSTRUCTION
2x BLK'G
ROOF SHEATHING
ROOF SYSTEM CANBE PARALLEL ORPERPENDICULAR TOWALL (NOTE 1)
B.N.
SLOPED ROOF,SIMILAR
NOTES:
1. CONNECT R.R. w/APPROVED HANGER TO LEDGER. USE OF (3)16d TOENAILS (INSTEAD OF HANGER)WHERE R.R. SPAN IS LESS THAN 8 FT IS ACCEPTABLE.
16d @ 6" O.C. TOBLK'G (U.N.O.)
11
GUARDRAIL CONNECTION DETAIL
MAX
.
4
2
"
4x BLK'G AT NEWELPOST WHEREOCCURS
STEEL BEAMPER PLAN
ALT. DIRECTION
NOTE:ALL INFO NOT SHOWN HERE, REFERTO ARCH & SHOP DRAWINGS
2-2x4 STUD PARAPETWALL STUD @16" O.Cw/MAX. 2'-0" HEIGHT
SIMPSON (2) "H2.5A"EACH SIDE EVERY STUD
LS3.5 x3.5x1/4" - 4" LONG@48" O.C. w/ (4) 3" LONGSDS SCREWS AT TOP & SIDEPER CONN.(MIN. 2" EMBED.)
MIN. 3"
1 1/2" SQUARE TUBEVERT. POST PER ARCH@ MAX. 4'-0" O.C
IRON TOP RAILPER ARCH.
TYP.316"316"
MA
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.
2
4
"
MIN
.
4
"
SDWS22600DB SCREWS@8" O.C., STAGG.MIN. 3" INTO FLR BM BELOW
2X BOTTOMPLATES
PLYWOODSHEATHING WHEREOCCURS
PLYWOODSHEATHING
APPROVEDHANGER
2X BLK'G @48" O.C.
DECK JOISTPER PLAN TIGHT FIT NAILERw/5/8" DIA. STUDBOLTS @ 24" O.C.@ BOTH SIDES
2x NAILER W/5/8"ØSTUD BOLT @ 24" O.C.O.KTO COUNTERSINK
CONNECTION DETAIL
POSTPER PLAN
BEAMPER PLAN
SIMPSONSTRAP 66L SIMPSONSTRAP 66 T
12
2X RIPPER CONNECTION
24" O.C.MAX.
SHEATHINGPER PLAN
2x RIPPER w/ (2)16d's SHORT NAILS@ EACH JOIST
2X JOISTS
PERPENDICULAR JOISTS / RIPPERS
SHEATHING
SIMPSON 1/4" SDSSCREWS @ EACHJOIST, TYP.
2X JOISTS
PERPENDICULAR JOISTS / RIPPERS
2"
M
I
N
.
2X RIPPERS
SHEATHING
2X JOISTS
PARALLEL JOISTS / RIPPERS
2X4 CLEAT @ 48" O.C.w/ (5) 16d's @ JOISTAND 2x RIPPERS
2x RIPPERS
PARALLEL JOISTS / RIPPERS
SHEATHINGPER PLAN
A34 's @ 48" O.C.
2X JOISTS
2X RIPPERS
1 1
/
2
"
M
I
N
.
SINGLE LAYER OF SHEATHING
CONDITION A
DOUBLE LAYER OF SHEATHING
CONDITION B
12"
13
CONNECTION DETAIL
(N) DOUBLE TOPPLATE
(N) R/R & C/JWHERE OCCURS
16d NAIL@ 16" O.C.STAGG.
(N) STUDSISTER W/(E) STUDLENGTH AS SHOWN(E) STUD WALL
FRONT VIEW
(N) STUD WALL
(E) DOUBLE TOPPLATE
(E) R/R & C/JWHERE OCCURS
L
2L
8"
M
A
X
14
CONNECTION DETAIL
EQ EQ
SIMPSON A35PER SHEAR WALLSCHEDULEMAX. 48" O.C.
SIMPSON ST22 STRAP@ EACH R.R.
2X RIDGE BOARDPER PLAN
ROOF SHEATHING
2X R.R. PER PLAN
DBL. TOP PLATE
E.N.
E.N.
CL'G BEAMPER PLAN
2X SILL PLATE W/ 16d@ 6" O.C. TO BEAM
2X CRIPPLE WALL
SHEAR PANELMIN. TYPE 1
OVER FRAMING.(REFER TO 8/S-0.20)
15
16 STEEL COLUMN CAP DETAIL
COLUMN CAP CCOQPER PLAN
3/16 STEEL COLUMNPER PLAN
ALT.CCT, ECCL"NO STRAP"
F.H STEEL SQUARE,RECTANGLE ORWIDE FLANGECOLUMN PER PLAN
3/16
CCOQPER PLAN
FULL HEIGHT CONDITION
FLAG POLE FOOTING
3" C
L
R
.
3" CLR.
SEE
F
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S
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L
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6"
A A
2'-0"
(12) #5's VERTS.
#3 TIES @ 12" O/CW/TOP 3 @ 4" O/C
FLAG POLE FOOTING(F'c=2500 PSI)
SECTION A
6" T
Y
P
.
LAP > 6"
135°
2'
(*) CIRCULAR TIE ANCHORAGE SHALL BE STAGGED HOOK LOCATION (END OVERLAPS)AS REQUIRED AROUND THE PERIMETER ENCLOSING LONGITUDINAL REBARS.
1/4
3"
C
L
R
1/2" THICK END PLATEx 1/2" WIDER SQ.THAN COLUMN
HSS COL.PER PLAN
HSS COL.PER PLAN
#3 TIES @ 12" O/CW/(3) #3 TIES ATTOP 5" OF PIER
CIRCULAR TIEANCHORAGE (*)
(12) #5'sVERTS.
FOOTINGPER PLANFOOTINGPER PLAN
17
CONNECTION DETAIL
(E) BEAMPER PLAN
(N) JOISTPER PLAN SIMPSON THAHANGER
18
CONNECTION DETAIL
F.H. STL COL.PER PLAN
DBL. TOP PLATES
1/4
4" x 1/4" THKSTL PLATE
(2) 1" DIAM. BOLTS
2"4"7"DBL. TOP PLATES
1/4
4" x 1/4" THKSTL PLATE
(2) 1" DIAM. BOLTS
2"4"7"
19 54312
R E
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SHEET NO.:
PROJECT MANAGER:
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