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GENERAL STRUCTURAL NOTES Conform with the following, except where more stringent requirements are indicated. "CBC" refers to the effective edition of the California Building Code. If the owner functions as an Owner-Builder all references in these notes to a Contractor shall be understood as referring to the Owner-Builder.
1.1 SCOPE OF PROJECT: See the "Scope of these Drawings" paragraph on sheet S-1.
No other aspect of the existing residence is included within the scope of this project.
1.2 STRUCTURAL DRAWINGS: Do not scale these drawings. If the dimensions are not considered adequate request additional information from the Structural Engineer. These drawings are based on the available information; see paragraphs 1.3 NON-STRUCTURAL REQUIREMENTS, 1.4 COORDINATION, and 1.5 EXISTING CONDITIONS below.
1.3 NON-STRUCTURAL REQUIREMENTS: These drawings specify only structural requirements. Non-structural requirements, such as finishes, waterproofing, handrails, guardrails, drainage, modifications to utility systems if any, etc., shall be as specified by others and approved in advance by the Owner.
1.4 COORDINATION: The Contractor shall coordinate the structural requirements with the architectural, mechanical, electrical, and other requirements. Notify the Owner and the Structural Engineer of any conflicts and do not proceed with the work until the conflicts are resolved.
1.5 EXISTING CONDITIONS: The Contractor shall inspect all existing conditions that affect the work shown and shall notify the Owner and the Structural Engineer of any existing conditions that conflict with the new work shown. The Contractor shall not proceed with the work until these conflicts are resolved. The Contractor is fully responsible for obtaining field dimensions prior to fabrication of any new work and for coordinating his work with all field conditions. All existing dimensions shown on the drawings are approximate and shall be verified in the field as necessary to accomplish the work. The Contractor shall not assume that any existing construction is plumb, level, or square, but shall verify actual field conditions. If the Contractor observes any exi!.iing condition that he considers inadequate in any way, due to deterioration, apparent structural inadequacy, poor existing construction, or any other reason, he shall promptly bring such condition to the attention of the Owner and the Structural Engineer and shall not conceal such condition until he has received guidance from the Owner.
1.6 QUESTIONS OR UNCERTAINTY: The Contractor is encouraged to contact the Structural Engineer with any questions about the structural requirements if, after carefully reviewing the structural drawings, he still has questions or is nncertain of the structural requirements. Such questions shall be raised before construction of the area in question, if possible.
1.7 VALUE ENGINEERING: The Contractor is encouraged to submit suggestions for more efficient, and less costly, construction that will achieve the same objective. Such suggestions must be made before construction of the affected part of the project. The Contractor shall not base any construction on any such suggestions until they have been approved in writing by the Owner and the Structural Engineer.
1.8 BRACING AND SHORING: The Contractor is completely responsible for the conduct of the work, including all construction methods and procedures; site safety; demolition; and methods, design, and materials for temporary vertical and lateral support of the structure. The Structural Engineer's site visits, if any, shall not be interpreted as a review of the Contractor's safety measures.
1.9 j\lOTIFICATIOij_: The Contractor shall keep the Structural Engineer informed of substantial structural construction progress, including notification that inspections by the Building Inspector have been requested. Such notification may be by phone to 510-918-2256, fax to 510-215-2430, or email to [email protected]. The Contractor shall not conceal any structural construction, including rebar, wood or steel framing, framing hardware, or shear wall sheathing, without giving the Structural Engineer 2 working days notice that such construction will be concealed.
1.10 ADEQUATESUPPORT: All new construction that supports existing construction shall be installed tight against the existing construction such that it will fully support the existing construction with no settlement, sagging, etc., when any shoring or other temporary supports, or existing construction to be demolished, are removed. Any existing construction that has sagged shall be raised to a more level condition only as approved in writing in advance by the Owner and the Structural Engineer.
1.11 TYPICAL CONDITIONS: Typical details apply to all construction except where shown differently elsewhere. If certain features are not fully shown or called for ou the drawings, their construction shall be of the same character as for similar conditions that are shown or called for.
1.12 STANDARD SPECIFICATIONS: Where reference is made to standard specifications, the latest adopted revisions shall be used.
I
l 1.13 COQI;:
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California Building Code, 2013 edition
1.14 DESIGN LOADS: Dead loads: Actual in-place weight of materials. Live loads: Roofs:
floors: Seismic force: SDC = D, Sds = 1.40, Fa= l.40, Ss = 1.50, R= 7; base shearV =
20 psf. 40psf.
0.220W.
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1.15 SPECIAL INSPECTION AND STF!UCTURA.L OBSERVATION: Special Inspection: Provide special inspection by an approved testing laboratory of the following: • Epoxy-grouted anchors aud reinforcement into existing concrete, if required by the Building Official.
(The Contractor shall confirm the Building Official's requirements prior to construction.) • Welding, shop and field, as required by the Building Official Structural Observation: The project Structural Engineer shall provide Structural Observation of the following in accordance with Sec. 1710 ot:!he Code. These observations are in addition to those of the Building Inspector. • Reinforcement prior to each concrete placement • Existing framing at new construction, after it is exposed • Structural framing, hardware, sheathing, and sheathing nailing
The Structural Engineer cannot accept responsibility for any construction that has not been observed · and accepted by him. The Contractor shall keep the Structural Engineer informed of the progress of the construction as specified above, and shall provide him with a minimum of two working days notice of any construction to be observed.
1.16 SUBMITTAL$: Items submitted for review shall have the Contractor's approval, signature, and date indicated on each copy. Submit three copies in addition to copies desired to be returned to the Contractor.
2.1
3.1
3.2
3.3
3.4
3.5
3.6
6.1
6.2
FOUNDATIONS GENERAL: No soil information is available for the site. Conform with the requirements of California Building Code Table 1809.7, except as indicated otherwise in these drawings. New foundations shown have been designed for a maximum soil pressure of 1,500 psf. Base all new foundationson firm, undisturbed original soil and 18" minimum below the lowest adjacent finished grade within 24" of the foundation.
CONCRETE GENERAL: All conc~ete shall conform with the American Concrete Institute "Specifications for Structural Concrete for Buildings (ACI 301-10)," except as modified below. This publication is available from the American Concrete Institute, P.O. Box 19150, Redford Stati?n, . Detroit, Michigan 48219, 313-532-2600, and Builders Booksource, 1817 4th Street, Berkeley, California
94710, 510-845-6874.
REINFORCEMENT: (Nu;;,bers in parentheses refer to corresponding paragraphs of AC! 301.)
Reinforcing bars (3 .2.1.1): #3, #4: ASTM A615, grade 40 minimum. #5 and larger: ASTM A615, grade 60.
Lap splices and standard hooks (7.1, 7 .2; 12.14.1):. At all splices lap bars the lap Jen~ specifie~ ?elow. Provide standard 90 and 180 deg hooks as specified below. All bends shall conform with the rrnmmum bend interior diameter specified below.
Rebar Size Lap Length Standard Hook Minimum Bend Interior Diameter #4: 36" 8"
#5: 40" 10"
Rebar splices: Lap splice rebar only where shown on the drawings and conform with the requirement~ for staggered laps, etc. Do not splice rebars at other locations unless specifically approved by the Structural Engineer. Corners and intersections: At footing and wall corners and intersections, extend reinforcement to the far side of members and provide a standard hook, or provide separate comer bars with full length lap splices. At footings 30" wide and wider reinforcement may be extended to the far side of the intersecting footing and hooks omitted. Fa.!>rication: Shop-fabricate stirrups, ties, and all #5 and larger reinforcement.
Welding: Do not weld reinforcement. - - --
Rebar Tolerances: Rebar shown on the drawings by dimensioned locations shall be placed within 1/2" of the specified location. Rebar specified on the drawings to be at a certain spacing (such as @ 12" oc) may vary from that spacing by 3" maximum, however the total number of rebar shall not be less than required by the specified spacing. Concrete protective cover for reinforcement shall not be less than as specified below. Rebar exceeding specified fabrication or placing tolerances shall be subject to the Engineer's approval prior to concrete placement. Provide the Engineer with adequate time prior to concrete placement for review of such conditions. Minimum concrete protective cover for reinforcement (Tal:,le 3 .:3,.2.3):
Concrete cast against earth: 3". Bottom of slabs on grade: 2". Formed or finished surfaces exposed to earth or exterior temperatures: 2". All other concrete: l -1/2".
De!l!iling and placing: Conform with AC! SP-66(04), Concrete Reinforcing Steel Institute "Manual of Standard Practice" MSP-1-97, and CRSI "Placing Reinforcing Bars," 7th Edition.
CAST-IN-PLACE CONCRETE: Minimum compressive strength fc at 28 days: 2500 psi.
Maximum slump: 4" maximum. Use no calcium chloride in any concrete.
Air-entrainment is not required. Provide internal vibration of all concrete, except unreinforced slabs on grade.
CURING: Concrete surfaces, including slabs, that are exposed to the atmosphere within 28 days of placement shall be protected and cured as specified until specified design strength has been achieved (5.3.6).
NEW CONCijETE PLACED AGAIIIIST EXISTING CONCRETE: Existing concrete surfaces against that new concrete is to be placed shall be thoroughly cleaned by sandblasting or by wet-scrubbing with a stiff-bristled brush and shall be thoroughly wet with water immediately prior to placement of the new concrete.
Epoxy-grout all new reinforcement into existing concrete as specified elsewhere in these Notes.
NEW REBAR AND ANCHOR BOLTS IN EXISTING CONCRETE: Grout new reinforcement and anchor bolts 7" minimum into holes drilled in sound existing concrete 8" minimum wide, with 2-1/2" minimum edge distance, with epoxy grout, Simpson Co. "SET-XP™ EpoxyTie Adhesive System" or approved, installed per the manufacturer's specifications.
ROUGH CARPENTRY ---------
FRAMING .LUMBER: Douglas fir-larch; minimum grades as follows:
2x and 3x studs: stud grade. 6x members: No. l. Other members: No.2.
CONSTRUCTION ADHESIVE: Where construction adhesive or glue is specified, provide ¼" minimum beads of approved adhesive meeting APA specification AFG-01 applied per NER-108. Where large surfaces are being joined provide continuous beads of adhesive 3" maximum on centers over the entire surface. Where a "full bed" of adhesive is specified ensure that the adhesive completely covers the joined surfaces when pressed together. The Contractor shall ensure that sufficient adhesive is used so that it "oozes" out of the joint to provide visible confirmation that the joint has been glued. The excess adhesive that "oozes" out of the joint shall not be smoothed out unless required for appearance and approved in advance by the Structural Engineer. Press glued surfaces tightly together and hold them together until the construction adhesive has completely
' cured. Do not load the glued surfaces until two days minimum after gluing.
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6.3 HARDWARE:
6.4
6.5
General: Provide framing hardware as shown; provide sizes to fit members; nail fully; as mannfactured by Simpson Strong-Tie Company, Inc. or approved. Corrosion protection: Hot dip galvanize per ASTM Al53 after fabrication, items indicated to be galvanized and members exposed to exterior temperatures. Hardware and connectors in contact with pressure-treated wood shall have Simpson Co. ZMAXTM (G185) galvanized f"mish, or as approved. Hardware and connectors in contact with wood pressure-treated with ACZA (Ammoniacal Copper Zinc Arsenate) or pressure-treated for "Ground Contact" shall be Type 304 or 316 stainless steel only. If ''Ground Contact" treated lumber is used where it is not required stainless steel hardware shall be provided at the Contractor's expense unless otherwise approved by the Owner.
MISCELLANEOUS STEEL: Steel: ASTM A36, minimum yield stress fy = 36 ksi. Corrosion protection per paragraph 6.3. Bolts: ASTM A307, provide washers under nuts and heads bearing on wood. At connections that may resist earthquake forces, such as in shear (bracing) walls, provide steel plate washers under all heads and nuts bearing on wood, as specified elsewhere. Fabricate steel per American Institute of Steel Construction "Specifications for Structural Steel BuildingsAllowable Stress Design and Plastic Design," 2005. Weld per American Welding Society "Structural Welding Code -;Iteel (ANSIIAWS DJ .1-/Dl .JM:2006)"; certified welders. Provide Special Inspection of welding as required by the Building Official. NAILS: All nails specified on these drawings shall be common, full-head and full length, except as otherwise specified or approved:
!Od-0.148" diameter x 3" long 16<1-0.162" diameterx 3-1/2" long
If the Contractor wishes to use other nails Contractor shall submit appropriate information about those nails for review and possible approval by the Engineer prior to construction. The use of nails with less capacity than the nails specified may require the use of more nails at closer spacing. Conform with the Fastening Schedule in California Building Code Table 2304.9.1. Splitting: If lumber splits during nailing, predrill holes approximately 3/4 the nail diameter. If splitting still occurs consult the Engineer for guidance; alternate connections may be required. 16d nails: If lumber splits during nailing, predrill as follows:
Box and common: \Is". 20d and 30d nails: Predritl for all nails as follows:
Box: Common:
1/g". 5/ II ,32 ·
6.6 ~OLTS: Lead holes: Drill lead holes in wood and steel 1/ 32" minimum and 1/i6" maximum larger than the bolt diameter. Do not force bolts into misaligned or undersized holes. Anchor bolts: Fill oversized holes in wood plates at anchor bolts with an approved epoxy.
Holts in earthquake-resisting construction: All bolts and anchor bolts in shear walls and other earthquakeresisting assemblies shall have steel plate washers under all nuts and heads bearing on wood; Simpson Strong-Tie Co. BP bearing plates, or as approved. Cut washers are not acceptable.
6.7 LAG SCREWS: Lag screw holes: Predrill full shank diameter for shank; predrill 60-75 per cent of shank diameter for threaded portion.
Predrill for 5/s" lag screws as follows: Full depth of shank: 5/ 8".
Threaded portion: 3/s".
6.8 SIMPSON STRONG-TIE SOS SCREWS: Screws: Manufactured by Simpson Strong-Tie Company, Inc. in conformance with ICBO Evaluation Report ER-5268. Length shall be as necessary to fully penetrate all members being connected, with a minimum of 2-1/2" embedment in the member containing the screw point, unless approved otherwise by the Structural Engineer. Conform with the corrosion protection requirements of paragraph 6.3. Installation: Install in accordance with the manufacturer's written instructions. If splitting occurs predrill the full shank diameter for the shank and 60-75 per cent of the shank diameter for the threaded portion. If specific screw locations are not shown on the drawings provide 1" minimum edge distance and l" screw spacing perpendicular to the wood grain, and 2" minimum end distance and 2" screw spacing parallel to the wood grain, and install screws with approximately equal spacing and staggered.
6.9 GENERAL FRAMING: General: Conform with the Conventional Construction Provisions of the California Building Code and the fastener requirements of California Building Code Table 2304.9.1.
~arationfrom.concrete and masonry: Keep all untreated wood, including plywood,½" minimum away from concrete and masonry. Beam SJ!pp.Q!"l:s: At beams supported at walls, provide supporting studs or posts that are the full width of the beam and the full thickness of the wall studs. Provide solid posts and blqcking down to the foundation below the beams. If a post size is specified provide solid posts; do not build up from smaller members. Solid block within floor systems below posts; block to adjacent framing members; block with material similar to floor framing, with grain horizontal to equalize shrinkage within the floor system. Posts: Connect top and bottom of isolated posts with approved prefabricated metal connectors. Posts specified on the drawings shall be continuous full height, with interruptions at top plates, etc., unless otherwise approved by the Structural Engineer. Joists: Provide double joists under partitions parallel to joists; space these double joists 3" maximum for utilities, if desired. Blocking: Solid block between joists at partitions, girders, bearing walls, other supports, and as indicated on the drawings. At floor joists spanning greater than 12', solid block at midspan and at 8' oc maximum.
6.10 WALL FRAMING: Wall studs: 2x4 minimum, spaced@ 16" oc maximum, and as specified elsewhere or required by Code. Studs shall have a minimum length of 14" actual stud length, per California Building Code paragraph 2308.9.4, or solid blocking as approved by the Structural Engineer shall be provided. Existing walls: Install new studs as necessary to provide the studs specified on the drawings or elsewhere. All new studs in existing walls shall be the full thickness of the existing wall. Q'!ble .end walls: All posts and studs shall be continuous the full height of the wall. Studs shall conform. with California Building Code Table 23089.1 or shall be as directed in writing by the Structural Engineer. Shear walls: Provide new solid studs (not built-up members) as necessary to conform with the Shear Wall and Hol.d-Down Schedules. Each wood-framed shear wall shall be based on a level concrete swface, without steps, unless otherwise approved in advance in writing by the Structural Engineer.
6.11 SHEATHING-GENERAL: All-veneer APA Rated Sheathing plywood; 32/16; Exposure l; thickness as specified; conforming with National Research Board Report No. NER-108; minimum plywood panel dimension 2'-0".
Center plywood joints on framing member or blocking.
Space panels 1/8" at sides and ends; double this spacing in wet conditions.
Provide ½" space between untreated plywood and concrete or masonry.
Nail all plywood panel edges with common or galvanized box nails; size and spacing as specified, except do not use galvanized nails in pressure-treated wood. Drive nails flush with plywood surface. Do not fracture surface by overdriving nails.Supplement any overdriven nails by adding an equal number of properly-driven nails in new holes. Stagger uails as possible without violating minimnm edge distances.
Field nail to intermediate framing members at 10" oc maximum.
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6.12 SHEAR WA!-J..~HEATHING: Plywood 1%2" minimum thickness and per the Shear Wall Schedule; STRUCTURAL I gn!de; apply directly to studs; minimum plywood panel dimension 2'-0". OSB is not acceptable for shear wall sheathing. Block joints with blocking the same size as the studs reqnired at plywood joints by Shear Wall Schedule, and 4x4 minimum. Blocking shall be the full thickness of the wall framing unless otherwise approved by the Structural Engineer. Edge nail sheathing to all studs and posts anchored with hold-down hardware at top or bottom.
Conform with the Shear Wall Schedule.
6.13 SHEAR WALL HOLD-DOWN HARDWARE: Hold-downs: Provide Simpson Co. or approved hold-down hardware as shown on the drawings. Holddown hardware is required at all ends, corners, and each side of all openings in shear walls, whether shown on the drawings or not. If hardware is not shown provide Type 5 hold-down and 4x4 stud or as required by the Engineer. Set hold-downs away from the end of the studs and posts per manufacturer's recommendations. Provide hold-down hardware and appropriate studs directly below all upper story hold-down hardware, extending to the foundation. Anchor upper story hold-down studs to the foundation with appropriate holddown hardware, of the same or greater capacity than the upper story hardware. Tighten hold-downs as follows: Install all fasteners snug tight, then tighten anchor bolts fully, then tighten stud connections fully. Retighten all hardware as late as possible in the construction process, to compensate for wood shrinkage, and then distress the anchor bolt threads. to prevent loosening of the nuts.
6.14 HOLD-DOWN ANCHOR BOLTS: Existing col!crete; Embed anchor bolts into existing concrete the minimum embedment listed below using epoxy-grout as specified in paragraph 3 .6. New concrete: Provide anchor bolts as specified below. Conform with the manufacturer's requirements for installation of SSTB anchors, including edge and end distances and reinforcement location. At the Contractor's option all hold-downs may be anchored by extending the hold-down anchor bolt to the bottom of the new concrete and 24" minimum and providing a donble-uutted BP bearing plate at the bottom. The new concrete containing the anchor bolt shall be 18" minimum wide and shall have 2 #4 closed stirrups @ 2" oc at each side of the anchor bolt. Where approved by the Engineer, anchor bolts may be anchored in 8" minimum concrete walls rather than at the bottom of a footing with 36" minimum embedment, bearing plate per above, and 4 #4 36" hairpin rebars around the anchor bolt. Where existing concrete occurs above new concrete, drill through the existing concrete and provide a threaded rod anchor bolt with a bearing plate as specified above at the bottom of the new concrete. Epoxygrout the anchor bolt into the existing concrete. Hold-down anchor bolts: Shear wall hold-down anchor bolts shall be the diameter specified by the holddown manufacturer, as specified in the Hold-Down Schedule, and as follows:
Hold-down: New Concrete Existing Concrete Type 5 (or smaller): SSTB24 12" minimum embedment Type 6 (or smaller): SSTB34 18" minimum embedment All others: Plate per above 24" minimum embedment
6.15 ANCHOR BOLTS.IN EXISTING CONCRETE: Hold-down anchor bolts: Per paragraph 6.14 above. Other anchor bolts: Per paragraph 3 .6 above.
6.16 TREATED WOOD: Wood in contact with concrete or masonry. or exposed to weather: Preservative-pressure-treat with waterborne salt, per A WPB LP-2, 0.25 pcf minimum retention, legibly marked with A WPB Quality Mark. Dip or flood-coat field cuts and holes with approved preservative. Wood in contact with the ground (retaining walls, etc.): Preservative-pressure-treated for GROUND CONT ACT per A WPB LP-22, 0.40 pcf minimum chemical retention, legibly marked with A WPB Quality Mark. S.ubmit certificate of treatment with the material. Dip or flood-coat field cuts and holes with approved preservative.
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INDEX OF STRUCTURAL DRAWINGS S-1 General Structural Noles S-2 Typical Shear Wall Schedules & Details S-3 Typical Seismic Retrofit Details S-4 Lower Level Plan & Details
© 2016 Ralph Hueston Kratz These designs and drawings are protected by the federal
copyright laws and may not be copied, reproduced, modified, distributed or used in any other way without the specific written consent of Ralph Hueston Kratz Structural
Engineer, the copyright owner.
SCOPE OF THESE DRAWINGS The scope of these drawings includes only selected,
limited, and voluntary improvements to the earthquake strength of the lower (basement and crawl space) level of
the existing residence. No other part of the existing residence is included in this project.
These drawings include only structural requirements. Non-structural information shall be provided by others.
GENERAL INFORMATION Owners: Jacqeline Pai Shao and William Peter
Froehlich, 3736 Ardley Avenue, Oakland CA 94602; 510-913-3919; 530-304-6614; [email protected]; [email protected]
Site Address: 3736 Ardley Avenue, Oakland CA 94602 Site APN: Site Location: Latitude: 37.8025834 = 37° 48' 9.3002"
Longitude:-122.223050 = -122° 13' 22.9793"
REVISONS BY
(expires 6/30/17)
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:::.__1-====t~sheathing per the General Structural Notes and the Shear Wall Schedule.
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NOTES: 1. See the Shear Wall Schedule, General Structural Notes, and other details for additional infonmation. This detail applies to all shear walls except SW-A. 2, This detail shows nailing at plywood edges at a stud. Conform with these requirements at all other locations Where edge nailing is specified, including at top and bottom plates, blocking, etc,
= N
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2.01 TYPICAL SHEAR WALL SHEATHING NAILING 2.01D SW-D SHEAR WALL NAILING. 2.01E SW-E SHEAR WALL NAILING 2.01F SW-F SHEAR WALL NAILING 2.01G SW-G SHEAR WALL NAILING Not Tb Sc~le Not To Scale Not To Scale · Nol To Scale Not To Scale
Ecii :J.Q E a. ,_ >, x-"' E
4x Wall NOTES:
__ --Typical anchor bolt at 4x shear wall:
5-1 /2" minimum end distance at all anchor bolts
BPS5/8-3 at 5/8" anchor bolt, BPS3/4-3 at 3/4" anchor bolt, standard cut washer and nut at all anchor bolts.
--All anchor bolts in all shear walls shall be 5-1/2" minimum from the end of any piece of blocking or bottom plate,
.---if--"---Typical anchor bolt at 6x shear wall:
aiO) .Q C 0. ,_ ,., E :- ~ a,-ol X
' <D "'~
6x Wall
BPS5/8-6 at 5/8" anchor bolt, BPS3/4-6 at 3/4" anchor bolt, standard cut washer and nut at all anchor bolts,
'<"----Bottom plate or blocking per other requirements,
Shear wall sheathing per other requirements, One-sided shear wall is shown; double-sided shear wall is similar.
1. This detail is applicable at all shear wall anchor bolts except hold-down anchors. Hold-down anchors intended to be considered as shear anchor bolts shall conform fully with this detail, in addition to conforming with the requirements for hold~down anchors. 2, All anchor bolts shall be located as shown and shall have a bearing plate (Simpson Co, BPS or approved), standard round cut washer, and nut as shown in this detail, All bearing plates shall be 0,229" minimum thick and shall extend to 1/2" maximum from the edge(s) of framing with sheathing. 3. Variations from this detail are acceptable only if approved in advance in writing by the Structural Engineer. 4. See other requirements in these drawings.
2.02 TYPICAL SHEAR WALL BOTTOM PLATE DETAILS Not To Scale
~ Shear wall per plans and Shear Wall Schedule,
____ • indicates edge hailing per the Shear Wall Schedule, At double top plates alternate edge nailing between plates.
____ Bottom plate nails, screws, or bolts per the "Framing Connections" column of the Shear Wall Schedule.
_____ Bottom plate shall conform with the "Minimum Framing" column'
of the Shear Wall Schedule,
___ Floor sheathing boundary nailing per the General Structural
Notes.
--Floor joists; where joists are not perpendicular to the shear wall provide 2x full-depth perpendicular blocking @ 48" oc for one joist space both sides of shear wall; 4 - 16d or joist hanger at each end.
4x blocking; match type of floor framing (sawn blocking at sawn joists and manufactured wood blocking at manufactured joists),
Provide one of the following, as approved by the Engineer: --1, Provide framing anchors per the "Framing Connections"
column of the Shear Wall Schedule; or ~-+---------- 2. Extend the shear wall sheathing 4" minimum over the
blocking (shown dashed) and edge nail to 4x blocking; or , , ~'"t------------ 3, Prqvide bolts completely through the floor framing and waH,, ,
plates above and below per the "Framing Connections" columa, · of the Shear Wall· Schedule. ·
NOTES: 1. Conform with this detail wherever the shear wall sheathing'. does not extend over the floor sheathing so that Detail 2,05 6an be used. Confonm with Detail 2,05 except as specified here,' 2. Not all connections may be feasible for all types of shear walls. The type of connection to be used shall be submitted to the Structural Engineer for approval prior to construction,
,, 2.06,,·T;YPICALINTERIORSHEARWALL· Scale: 1-1/2" = 1'-0"
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Wall framing as specified and per the building code,
King stud; 2-2x4 or 4x4 minimum and as specified elsewhere; edge nail wall sheathing lull height
Strap tie at each corner of opening: MSTl60 strap tie or CMSTC16 coil strap; center width on blocking as shown.
4x6 minimum header.
Blocking at strap ties; 4x6 minimum unless approved otherwise; edge nail sheathing to blocking, locate hatt of the nails at each side of the strap tie, Blocking must be full stud thickness if strap ties are installed on the opposite side of the wall from the sheathing,
Sill; match blocking size; full wall thickness; optional plate below, May use double 2x4 minimum if strap ties are on opposite side of wall from sheathing,
NOTES: 1, Provide the detail shown above at all shear wall openings larger than 18" in either dimension, 2. At openings 6" to 18" maximum in either dimension, frame around the opening with framing conforming with the "Minimum Framing" column of the Shear Wall Schedule and edge nail around the opening, Openings smaller than 6° maximum im either dimension may be made through sheathing without framing. 3. Obtain Engineer's approval of all openings larger than 6" in maximum dimension through any shear walL 4, Sheathing and other shear wall hardware are omitted for clarity, 5, Upper strap ties may be omitted where the header is located against the wall top plates, 6, Multiple openings adjacent to each other shall be treated as one opening as approved by the Engineer, 7, Strap tie nails driven through sheathing into framing count as sheathing nails on a one-for-one basis, 8, Openings in floors and roofs shall confonm with this detail,
NOTES:
2.03 TYPICAL SHEAR WALL OPENING AND TYPICAL FLOOR AND ROOF OPENING
La lates 4'-0" minimum· 24 -16d (up or down), staggered.
ll
Not To Scale
----7"' Center new top plate joints above studs, typical.
Wall top plates.
1r--' --t-l<E--~- Studs,
1, Provide this detail for the full length of all walls containing a shear wall-not just at the shear Wall itself. 2, Wherever the top plates are interrupted, are penetrated by vertical holes larger than 1" diameter, or the nailed lap splice shown in this detail cannot be installed, provide a horizontal MST60 strap tie with its length centered on the-interruption. At interruptions wider than 12" total, use a proportionally longer strap tie. At extensive interruptions of the top plates, or where a longer strap tie is needed, provide a CMSTC16 coiled strap, with 26,nails at each end beyond the interruptions and nailed in every third hole,into each top plate for the full length of the strap, 3. Strap ties shall be installed either on the opposite side of the plates from the sheathing or over the sheathing, Strap tie nails driven through sheathing into framing may be counted as sheathing nailing on a one-for-one basis.
2.04 TYPICAL SHEAR WALL TOP PLATE SPLICE Not To Scale
----· Roof sheathing boundary nailing per the General Structural Notes,
~ - Roof framing as specified elsewhere; framing may vary from that shown,
£----T -4x blocking between roof framing members; depth as required to extend to)he roof sheathing as shown; trim to roof slope as shown; fasten securely with 4 ·-16d each end minimum, and as approved by the Structural Engineer, Ventilation openings may be provided through the blocking as approved in writing In advance by the Structural Engineer.
Wall top plates; double 2x4 minimum; provide edge nailing and strap ties (not shown) per Detail 2.04 for the full length of the wall, not just at the shear wait
Extend shear wall sheathing onto blocking as shown and edge nail to both -+------ blocking and wall top plates.
2" max. from
plywd,
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----16d @ 6" oc, staggered; see Note 4,
.,,..----------- Floor sheathing boundary nailing per the General Structural Notes.
~-Horizontal and vertical plywood joints shall occur only at the center of solid 4x framing members or blocking. Provide 4x minimum blocking or framing at all plywood joints, See Note 3.
Wall top plates; double 2x4 minimum; provide edge nailing and strap ties (not shown) per Detail 2,04 for the full length of the wall, not just at the shear wall.
All wall sheathing nailing shown is specified shear wall edge nailing unless ••· specified otherwise.
Shear wall framing and sheathing per the Shear Wall Schedule; sheathing ; , may be laid either horizontal or vertical or a combination of the two,
Anchor bolts with Simpson Co, BP bearing plates; size and spacing per the , Shear Wall Schedule, ·
Non-pressure-treated bottom plate; size per "Minimum Framing" column of the Shear Wall Schedule; nail shear wall sheathing to this blocking,
Pressure-treated mud sill; do not nail plywood to P-T mud sill.
Foundation; may vary; see other details.
NOTES: 1, This is a typical shear wall detail. The requirements of this detail are applicable to all shear walls, at existing or new framing, except as modified by other details, Conditions may vary at different locations and may require modttication of this detail. See other details for additional information, If
conditions are encountered that conflict with this detail, or are not adequately covered by this or other details, the Contractor shall notify the Structural Engineer and obtain guidance before proceeding. , 2. Hold-down hardware is not shown. See the plans and Hold-Down Schedule. 3, Blocking at floors and roofs shall be manufactured wood (Parallatn®, Mlcro=Lam®, etc.) at manufactured wood framing but may be sawn ' · members at sawn framing. 4. Where the wall sheathing cannot extend down past the floor framing as , shown, such as at interior walls or where the sheathing is applied to the , • , interior side of exterior walls, the bottom plate above the floor shall conform ·· with the "Minimum Framing" column of the Shear Wall Schedule and the , bottom plate, floor framing, and wall top plates below shall be fastened together in accordance with the "Framirig Connections" column of the Sh@r Wall Schedule. See Detail 2.06.
2.05 TYPICAL SHEAR WALL DETAIL Scale: 1-1/2" = 1 '-0"
DETAIL NOTES (applicable to all details): l, Framing not specified in these details shall be as specified elsewhere, or as required by the Code,
2, Wall, floor, and roof sheathing nailing shown in the details shall be as specified in the General Structural Notes, unless otherwise noted. All shear wall sheathing nailing shown in these details shall be the edge nailing specified in the Shear Wall Schedule, unless otherwise noted. ,,
3 , See the General Structural NotesJBheaj' :w:a11 Schednltl;':l;Iqld-DowrrSthedule, and plans for additional information. - - , , · _., -
SHEAR WALL SCHEDULE WALL SHEATHING EDGE ANCHOR MINIMUM FRAMING MARK TIDCKNESS NAILING BOLTS FRAMING CONNECTIONS . SW-A 15/32 II 10d@6" 5/s"@ 32" 2x4 A35@24"oc (340 Qlfl ·-------- Nails @ 6" oc· screws@ 16" oc SW-B 151:,2 " 10d@4" 51g"@ 24" 2x4 L90@ 16" oc (480QlO Nails @ 4" oc; screws @ 9" oc SW-C 15/32 II 10d@ 3" 5/g" @24" 3x4 L90@ 12"oc
(605 J;>lD Nails @ 3" oc; screws @ 8" oc SW-D 15/32" 2rows 5/g"@ 16" 3x4 L70@8"oc
(807 !>10 10d@4" 51," @ 24" _g__ 4 x 4 Nails @ 2" o~screws @ 6" oc
SW-E 3/4 II 2rows 5/g"@ 16" 4x4 5/ 8" bolts @ 16" {1050 J;>lfl 10d@ 3" Nails @ 2" oc· screws @ 5" oc SW-F 3/4 II 3 rows 5/g"@l2" 4x4 5/ 8" bolts @ 12" (1580 J;>ID !Od@ 3" Nails @ LS" oc: screws @ 3" oc SW-G ·1-Ys" 4rows ¾"@8" 6x4 %"bolts@ 8" (2100 J;>ID 16d@3" (6" wide} Nails@ l" oc; screws @2" oc NOTES: I. This schedule specifies miuimum requiremeuts for shear walls, Conform with other requiremeuts
where more stringent. 2. Sheathing: All-veneer APA Rated Sheathing plywood, STRUCTURAL I grade, Exposure I,
conforming with National Research Board Report No. NER-108. All sheathiugjoiuts shall occur at the center of framing members or blocking. Sheathing shall be coutinuous and shall not be interrupted by intersecting walls, etc. Sheathing may be applied to either side of a wall, as approved in advance in writing by the Structural Engineer, providing all requirements are satisfied. Minimum plywood panel dimension shall be 2'-0".
3. Sheathing nails: 10d nails shall be 0.148 11 diameter common full-length (3") full-head nails . 16d nails shall be 0.162 11 diameter common full-length (3-1/2 11 ) full-head nails. Provide edge nailing as specified above at all plywood panel edges. Field nail at 10" oc maximum. Edge nail sheathing the full length of studs containing hold-down hardware (HD, PHO, Ff A, etc.) at top or bottom, Do not install galvanized nails in pressure-treated wood such as bottom plates. If shear wall sbeathing must be nailed to pressure-treated wood use stainless steel or approved nails,
4. Anchorl;,olts:, Embed new bottom plate anchor bolts 7" minimum into existing concrete of 8" minimum width, 2-l/4" minimum from any concrete face and 2" maximum from the face of the framing to receive the sheathing, See the General Structural Notes and details for hold-down anchors. Anchor bolts shall be 6" minimum from the end of blocking to be acceptable, At anchor bolts spaced closer than 16" on centers conform with Detail 3.11. Where specifically approved Mark F shear walls at existing walls may use 3/4" anchor bolts @ 16" oc. The total number of acceptable anchor bolts in each shear wall shall not be less than the number required for the minimum net length of shear wall specified in the diamond symbol on the plan and the anchor bolt spacing specified above, excluding hold-down anchors, unless otherwise approved by the Structural Engineer.
5. Minimum framing: Provide minimum member size specified above at all plywood panel joints and end studs, Do not build up members from smaller members than specified. Framing members shall be the full thickness of the wall. Studs at plywood joints of SW-G shear walls shall be 6" nominal wide; use 6x6 studs in 6" walls. All wall top plates may be double 2x, with sheathing nails staggered.
6, Blocking: Block plywood edges with 4x4 minimum, except provide 6x at SW-G walls. 7. Framing connections: Provide framing connections specified above as shown on the drawings.
These connections are required only where specifically specified on the drawings. Connect framing members with Simpson Co, angles or nails or bolts at the spacing specified, Use 16d nails through 2x framing only, 20d nails through 2x framing and floor sheathing, 30d nails through double 2x plates into a third framing member. All nails shall be common. Stagger nails; minimum spacing in each row shall be 4". Predrill for nails per the General Structural Notes. "Screws" refers to Simpson Co. SDS 1/4 screws oflength adequate for 2" minimum penetration into the member containing the point, and as approved in advance by the Structural Engineer.
8, Plate washers: Provide bearing plates at all shear wall bolted connections bearing on wood .inclnding anchor bolts; Simpson Strong-Tie Co. BP bearing plates of appropriate size,
HOLD-DOWN SCHEDULE ~I Reqnired Hold-Down Hardware (2-5} Anchor ( 6) Min. Stud (7. 8) Max.Load
3075# 4565# 5645# 5615# 5980# 9215#
2 HDU2,FfA2,MST48,CMSTC16 4 HDU4,FfAS,MST60,CMSTC16 5 HDU5, MST72, C'MST14
HDQ8 6 HDUS, FfA7, CMST14 9 HDUll,HHDQll,CMST12
11 HDU14, HHDQll
14 HDU14
16 HD19
19 HD19
NOTES:
SSTB16 2-2x4* or4x4 SSTB24, SSTB20L 2-2x4* or 4x4 SSTB24L 4x4 SSTB34, SSTB28L 4x4 SSTB34, SSTB28L 4x4 l "¢ rod & BPI 4x4 Se!. Struct,
4x6 No. 2 gmde 1"¢ rod &BPI 4x4 Se!. Struct.
4x6 No. l grade 1"¢ rod & BPI 4x6 Se!. Struct,
6x6 No. 2 grade l-1/8"¢rod & 4x8 Se!. Struct, BP l/2x4x4 6x6 No. l grade 1-1/4"¢ rod & 4x8 Se!. Struct. BP 1/2x4x4 6x6 Se!. Struct.
11175#
14375#
16735#
19070#
I, Symbol: Large dots and diagonal lines at shear walls on the plans indicate hold-down hardware. All hold-down studs shall be the full depth (thickness) of the typical wall studs in that wall. TB added to any symbol requires the specified hold-down at both the top and bottom of the stud.
2. Required Hold-Down Hardware: Where several types of hardware are shown for the same symbol (such as for 5) any may be nsed as approved. Any hold-down hardware listed for a larger symbol may also be used. At the foundation use only hold-downs (HDU, PHD, etc,), not Ff As or strap ties.
3, Typical Hold-Down Hardware: Unless specified otherwise provide the following at all shear wall ends and corners and at each side of all openings larger than 30" in either dimension, even if not shown on the structural plans: type 8 hold-down and stud at the foundation/lower floor level, type 6 at the next higher floor level, and type 2 at all higher level(s),
4. Strap Ties: Extend strap ties an equal distance onto stttds above and below elevated floor. Extend CMST and CMSTC straps on studs the larger end length L specified by the manufacturer for 3"+ nail spacing in each row (49" for CMSTC16, etc.) and nail fully the full length of the strap.
5. Corners: Where 2 hold-downs (HD) are shown at an exterior corner the smaller hold-down may be omitted if the sheathing of both shear walls can be nailed to a single stud anchored by the larger HD.
6. Anchors: Anchors listed are for new construction. Where several anchors are listed any may be nsed as appropriate (such as either SSTB24 or SSTB20L for a Type 4 hold-down). Provide a BP bearing plate and double nut at the bottom of threaded rod anchors. See the General Structural Notes for hold-down anchor requirements in existing construction.
7. Minimum Studs: Studs may be Stttd Grade unless otherwise specified. 2-2x4 studs shall be provided at new construction only where specifically approved by the Structural Engineer, They may he provided at existing framing unless specifically prohibited. At elevated floors align hold-down studs vertically and install hold-downs in pairs, above and below the floor framing, At short cripple walls the lowest hold-downs may be located above the first elevated wood-framed floor and anchored to the foundation (with no HD at the cripple wall), with solid framing to the foundation,
8. Do not drill or notch hold-down studs for utilities, etc., without the prior written approval of the Structural Engineer.
This sheet contains typical details Not all details on this sheet may be applicable to this project.
Conform with this sheet except where other requirements are specified elsewhere.
REVISONS BY
( expires 6/30/17)
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Date 2/18/2016
Scale As Noted
Drawn Kratz
Job 1532
SheetS-2 Of 4 Sheets
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- Existing wall above where occurs; shown schematically.
ASSUMED existing rim joist; conditions may vary. Where there is no existing rim joist or blocking, provide new 4x rim joist or blocking glued to to the floor sheathing with a full bed of construction adhesive and fastened securely, pressed tight up agalnst the floor sheathing.
NEW blocking and/or full-size plywood spacer as necessary to align with interior face of wall framing; nail each member with 16d at the same spacing as the shear wall edge nailing, staggered; multiple members may be fastened with Simpson Co. SDS screws as specified by the Structural Engineer; glue all new members to the floor sheathing with a full bed of construction adhesive and to each other with beads @ 4" oc; press tight against sheathing.
-'-+---Existing joists, shown schematically; may vary. (Where joists are parallel to the wall conform with Detail 3.02.)
=-,,:J-=~--~ Edge nail sheathing to existing top plates; conform with Detail 2.04.
----2" diameter ventilation holes 1" from the top and bottom of each stud space in . exterior walls only; center the holes in the stud space; omit the holes where the wall has insulation and a vapor barrier.
------Any existing obstructions in the stud spaces, such as blocking (shown dashed), etc., shall be removed or notched or drilled 2" minimum diameter to allow air circulation, as approved by the Structural Engineer.
· ------ NEW shear wall per the plan and the Shear Wall Schedule; provide NEW framing ~ as necessary; provide full edge nailing at all locations where sheathing nailing
is shown in this detail.
NEW NON-pressure-treated blocking; size per the "Minimum Framing" column of the Shear Wall Schedule and the full wall thickness; conform with Detail 3.11 where applicable; nail the shear wall sheathing to this member. Remove any existing blocking, unless otherwise approved by the Structural Engineer.
...-- Existing mud sill; may vary; DO NOT nail shear wall sheathing to the mud sill.
NEW anchor bolts and BP bearing plates per the Shear Wall Schedule; epoxy-grout anchor bolts into existing concrete per the General Structural Notes; cast headed or hooked anchor bolts 7" minimum into NEW concrete. E ,
:, E ·c E i--
~-Existing or NEW foundation; no information is known about any existing foundation.
/ NOTES: 1. This detail shows typical conditions; conditions may vary. 2. Shear wall sheathing may be installed on either side of the shear wall, as
2-1/2" min. approved in advance by the Owner and the Structural Engineer. ·
3.01 TYPICAL NEW RETROFIT SHEAR WALL AT JOISTS PERPENDICULAR TO WALL
Not To Scale
----- Existing beam; may vary.
NEW MSTl36 strap tie (shown dashed) at both sides of beam at all beam joints; center the length of the strap tie on the beam joint.
----NEW ACE6 post cap or approved connection on both sides; nail fully.
Existing post; size and height vary.
Typical post base connection: NEW L TT20B tension ties or ot~er appr?ved ~ ~ connections on 2 opposite sides of post; install the tension lie tight against ~ the base; 10- 10d into post; 1/2' threaded rod anchor bolt epoxy-grouted into
base (angle as shown for best embedment). Where the base does not extend adequately to use this connection use the alternate connection below.
--Alternate post base connection: NEW MST27 strap ties at 2 opposite sides of post; 2 - 1/2" bolts through post; 2 - 1/2" x 6" bolts per strap epoxy-grouted into base. Bend strap the minimum amount necessary. Where the concrete base extends beyond the post use L TT20B tension ties as specified above.
~-------u the lower part of an existing post is deteriorated (resists penetration with a screwdriver or awl less than sound wood), remove the soft part and replace
I
· with a pressure-treated block (shown dashed) laid flat (horizontal); thickness (height) as necessary to replace the soft part; fasten securely. If the soft part is taller than 5-1/2" replace the entire post. See Note 5.
--- Existing concrete base; shape, dimensions and foundation may vary.
NOTES: · h. d t ·1 1. This is a schematic detail; existing conditions may vary. If existing conditions do not allow construction pert 1s e a, notify the Structural Engineer and obtain guidance before proceeding. . . . . . 2 Provide connections shown in this detail at the top and bottom of all existing Intenor posts in Basements and crawl s~aces, unless otherwise approved. Alternate connection hardware may be used to suit existing conditions, as approved
in advance in writing by the Structural Engineer. . 3. Existing connections, such as metal hardware or plywood "gussets," may be acceptable, sub1ect to the approval of the
Structural Engineer. . . . . 4. In finished spaces remove existing finishes as necessary to install the connections shown and provide new fmishes as
approved by the Owner. 5. If the NEW block at the bottom of the post is less than 6" from exposed earth or 3" from a concrete slab use a block
pressure-treated for GROUND CONTRACT.
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3.05 TYPICAL POST RETROFIT CONNECTIONS Not To Scale
~-------------Existing construction is shown schematically and may vary.
2 NEW 3/4" bolts through each NEW steel angle and existing joist; provide BP3/4-3 bearing plates on opposite side of joist.
NEW vertical steel angles L3x3x.25 (unless specified otherwise on the plan) with bolts through joist and into wall as shown; locate as shown on the plan; see Note 2.
!ILJW~-;;;j------\1 - NEW 2x blocking on both sides of the joist bolted to the steel angle; -~ install tight against joists, steel angle, and'floor sheathing above;
7" minimum
typical
- fasten with 3 - 16d each end. ~
Grade (may vary) //A-.::.V//
2 NEW 3/4' threaded rod anchors at each steel angle; epoxy-grout 7" minimum into concrete as shown. If the wall is only 7" thick extend the anchors through the wall and protect them as approved on the other side.
Existing concrete; dimensions and reinforcement, if any, are unknown; concrete surface may be angled.
·NOTES: 1. Existing conditions may vary; notify the Structural Engineer of any condition that prevents installation as shown and obtain guidance before proceeding. 2. Provide NEW steel angles where shown on the plan. The spacing of the <1ngles may be varied to avoid utilities, etc., as approved by the Structural Engineer, however the total number of angles specified on the plan shall be provided. Seat the angles tight against the concrete wall or provide an approved full mortar bed between the angle and the concrete. 3. The locations of all bolts and anchors are critical. The Contractor shall notify the Structural Engineer of any conditions that conflict with the construction shown and obtain guidance before proceeding.
3.09 NEW VERTICAL STEEL ANGLE CONNECTIONS Not To Scale
'
NEW joist(s)/blocking and/or full-size plywood spacer as necessary to align with the interior face of the wall framing; nail each member with 16d at same spacing as shear wall edge nailing, staggered; multiple members may be fastened with Simpson Co. SOS screws as specified by the Engineer; glue all new members to the sheathing above with a full bed of construction adhesive and to each other with beads @ 4" oc; press tight up against the nailer above.
_____ NEW 1-1 /8" plywood nailers; glue to the floor sheathing per Detail 3.07; nail to the NEW blocking with 16d at the specified shear wall sheathing edge nailing, OR: provide angles as specified in Note 2 below.
-~;:l:p~- NEW 2x full-depth perpendicular blocking @ 48" oc maximum; glue the .....__,....- blocking to the sheathing above; 4 - 16d or joist hangers (not shown) at
each end.
's::=--~;:;;:;~~t_-NEW H2.5 seismic tie at all perpendicular blocking.
""'-------,----All sheathing nailing shown in this detail shall be the edge nailing specified in the Shear Wall Schedule.
For the lower part of the shear wall see Detail 3.01.
NOTES: 1. Conform with Detail 3.01 except as specified otherwise in this detail. 2. Angles shown in this detail shall be as follows: Shear Wall L90: 1 side/2 sides LS90: 1 side/2 sides
SW-A 24" oc/ 48" oc 32" oc/ 64" oc SW-B 16" oc/ 32" oc 20" oc/ 40" oc SW-C 12" oc/ 24" oc 16" oc/ 32" oc SW-D 1 O" oc/ 20" QC 12" oc/ 24" QC
SW-E n/a I 16" oc 1 O" oc/ 20" QC
SW-F n/a / 10" oc n/a / 12" oc SW-G n/a / 10" oc n/a / 10" oc
3.02 TYPICAL NEW RETROFIT SHEAR WALL AT JOISTS PARALLEL TO WALL
Not To Scale
TYPICAL NOTES CONCERNING NEW RETROFIT SHEAR WALLS: Details 3.01 and 3.02 show the basic requirements for NEW retrofit shear walls. The existing conditions may vary significantly and may not be known until they
are exposed during the construction. No typical details can anticipate all possible variations in existing conditions. If these two details do not cover the
existing conditions, the Contractor shall conform with other details on this sh.eet which are compatible with the existing conditions and shall confirm their
applicability with the Structural Engineer prior to construction. If the Contractor encounters existing conditions that are not covered by these details he shall
notify the Structural Engineer and obtain guidance before proceeding.
------Existing wall above where occurs.
____ -NEW 4x full-depth blocking between existing joists;; snug fit; fasten securely with a minimum of 4 - 16d at each end; remove existing blocking as necessary; :. glue the top of the NEW blocking to the floor sheathing with a full bed of adhesive; press the: blocking tight against the floor sheathing.
..__\ ______ Existing joists.
NEW or existing top plates; conform with Detail 2.04.
NEW Simpson Co. SDS1/4 screws @ 8" oc, staggered; length as required for 2" minimum penetration into NEW blocking.
c..---..c---------NEW shear wall: NEW framing and sheathing per .,, the plan and Shear Wall Schedule. Extend the
plywood onto the blocking above as shown; notch the plywood the minimum necessary at blocking and do not overcut, edge nail the shear wall plywood to both the blocking and the top plates.
--------See other details for the lowerpart of the shear wall.
NOTES: 1. Provide this detail where a NEW shear wall is perpendicular to the joists, or at an angle to them in plan view. ·
3.06 TYPICAL NEW INTERIOR SHEAR WALL PERPENDICULAR TO JOISTS
Not To Scale
__________ ., __ . NEW horizontal tension ties where shown on the
---..-,-- plan: HTT4 or L TT20B or approved tension ties with 5/8" tie rod; see Note 1. If L TT20B .ties are used they shall be bolted tight againsitraming members before nailing them to the jO!s~s.
. Floor sheathing edge nailing full length ol joists
\=:f:=:Jz':::1r=:.;:::::f:::;::::::j t7':::::"!i-!"lfl::==t== __ f'lr =_ 1,;=(_-with tension ties and at blocking, where 'feaSible and approved by the Owner.
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• • • si :, O' w
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NOTES:
-14/a;!r-~ Framing is shown schematically and may vary from that shown .
":::---+1-.\+.".:o~where joists are parallel to the wall provide a BPS/8 bearing plate on each tie rod at the second interior joist that is 30'' minimum from the wall; provide 2x full-depth perpendicular blocking against each tie rod; glue the blocking to the floor sheathing with a full bed of construction adhesive; 4 - 16d or joist hanger (not shown) at each end.
1. This detail is applicable where cut on the plan. Provide the number of · horizontal ties specified on the plan. If the number is not specified provide tension ties @ 32" oc maximum and a minimum of 4 tension ties. 2. Install the tie rods horizontal and as close to the mid-height of the joists, or the average mid-height, as possible, and as approved. 3. This is a schematic detail and shows two different conditions. Either or both conditions niay occur at any location.
·• 4. Nonstructural features, such as waterproofing measures, etc., are not shown.
3.10 TYPICAL HORIZONTAL TENSION TIE WHERE DECK ABUTS RESIDENCE. ETC.
Not To Scale
' ' '
_______ Framing is shown schematicalry and may vary.
' ' '..._V \I
NEW sheathing as specified for the shear wall indicated Ori the plan; extend the sheathing the fulrheight of the floor framing and plates as shown; install in the longest lengths possible for the full length of jhe shear wall indicated on the plan; edge nail to all members as specified in the Shear Wall Schedule. See Note 3.
----NEW non-pressure-treated 4x minimum blocking per Detail 3.01; ;:i--=::::::::±lJ; ~-- edge nail the shear wall sheathing to this blocking.
----NEW UFP10 plates with 5 SDS1/4 screws (length as required for 2"
NOTES:
4-1/4' min.
minimum penetration into the framing behind the plywood) and two 1/2" epoxy-grouted threaded rod anchors; space plates as follows:
Shear wall mark SW-A: 48" oc SW-B: 32" oc SW-C: 24" oc SW-D: 18" oc SW-E: 12" oc SW-F: 10" QC
SW-G: 10" QC
Existing bottom plate; conditions may vary; do not nail shear wall ~ sheathing to this existing plate.
-----~ . --Existing foundation; may vary; dimensions and reinforcerrient, if any, are not known.
1. This detail is an alternate detail to be used where Details 3.01 or 3.02 cannot be used because the cripple wall is . too short to allow drilling for new vertical anchor bolts. Conform with Detail 3.01 except as shown otherwise in this
detail. 2. Provide a NEW UFP1 O plate near each end of the shear wall shown on the plan and at the maximum spacing specified above. Provide the minimum number of UFP10 plates required by the spqacing specified above for the length of shear wall shown in the diamond symbol on the plan. . ..
. 3. If necessary to accommodate the 2-1/2" maximum offset of the face of the concrete from the face of the wood, use·· -thicker plywood as approved by the Structural Engineer. Do not use multiple layers of plywood unless specifically approved in advance.
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E isling to ndati
3.11
3.03 ALTERNATE NEW RETROFIT SHEAR WALL
~ I
Not To Scale
____ Existing wall above where occurs.
Existing joist; exact location relative to the new shear wall may vary.
- NEW joist(s) and/or full-size plywood spacer (not shown) as necessary to align with shear wall framing; use longest lengths possible; fasten per Detail 3.01; provide MST60 strap ties at all joints in existing joists; glue new joists and spacers to the floor sheathing with a full bed of construction adhesive; press the blocking tight against the sheathing.
--==1'.\w~NEW 1-1/8" plywood nailers in each adjacent joist space for the full length of the shear wall; use the longest pieces of plywood possible; provide beads of construction adhesive @ 4" oc maximum to the floor sheathing; install the plywood before the perpendicular blocking; nail securely.
NEW 2x full-depth perpendicular blocking @ 48" oc maximum both sides of wall; 4 - 16d or joist hangers (not shown) at each end.
NEW L90 or LS90 angles on both sides (where possible); space angles per Note 2 of Detail 3.02; use full length 1 Od nails wh·ere possible and the longest 1 Od nails elsewhere; ensure that the nails do not penetrate the floor.
NEW shear wall: NEW framing and sheathing per the plan and Shear Wall Schedule. Extend plywood up as shown.
--see Detail 3.01 for the lower part of the shear wall.
3.07 TYPICAL NEW INTERIOR SHEAR WALL PARALLEL TO JOISTS AT AN EXISTING JOIST
" " :, :, ., ., "' 0) C C
~ f;; ·x ·x w w
111 111 11 11 11 11 1,1 1,1 n cc, c!,
" :, ., C) C
t5 ·x w
" :, ., :a: w z
Not To Scale
CONSTRUCTION SEQUENCE: Mc-- FIRST: Install new 4x studs where
required (at ends of shear wall, vertical plywood joints, etc.).
------Hv;---- SECOND: Provide shoring as
111 11 1,1 cc,
111 11 11
needed, then trim existing intermediate studs and install new blocking as shown .
~--+[----'<:;----THIRD: Install new anchor bolts as shown; bolt spacing may vary, see the Shear Wall Schedule.
---i-=+l------Trim intermediate studs as 5-1/2' Anchor bolts as specified 5-1/2" necessary to install bolts; provide
NEW framing as necessary lo support these studs.
min. 4'-0" nominal existing stud spacing min.
NOTES: 1. Conform wtth this detail wherever new threaded rod anchor bolts are specified to be spaced closer together than 16" oc and epoxy-grouted into an existing foundation. 2. Sheathing and other shear wall hardware are not shown for clarity.
TYPICAL SHEAR WALL ELEVATION AT ANCHOR BOLTS CLOSER THAN 16" OC INTO EXISTING FOUNDATION
Not To Scale
+ N ,. ~
' ' ' ' I II I , If \I
' ' " '
---Extend the NEW shear wall sheathing the full height of the floor_ framing and plates as shown; install in the longest lengths posSIb_le for the full length of the shear wall indicated on the plan; edge nail to all members as specified in the Shear Wall Schedule. Where the joists are perpendicular to the wall the sheathing may be installed in individual pieces in each joist space, subject to.prior approval of the Structural Engineer.
NEW UFP1 O plates per Detail 3.03.
NOTES: 1. This detail is a variation of Detail 3.03 where the floor framing rests direptly on one or more plates or mud sills, 2. Conform with Detail 3.03 except as shown otherwise in this
detail.
3.04 ALTERNATE NEW RETROFIT SHEARWALL Not To Scale
Existing joists; exact locations may vary.
Existing floor sheathing.
NEW 16d spaced the same as the shear wall sheathing edge
nailing; prenail to the NEW lop plate.
~- NEW 1-1/8" plywood nailer the full width of the joist space and the full length of shear wall; glue the plywood to the \-::_-::_-::_-::_~5jj~iii~j~jfi~i~~~"""-:...!!i_!li_~-11-~-;;,--"'--:i existing floor sheathing with beads of construction
- !! adhesive @ 4" oc maximuin.
-+.i"I~ NEW 16d @ 8" oc through joist into plywood filler.
- NEW 4x full-depth blocking @ 48" QC on both sides of the shear wall; 4 - 16d or joist hanger (not shown) at each end.
---- NEW 4x6 minimum top plate; continuous full length except as approved; a deeper member may be used as desired for convenience in nailing the wall sheathing.
----NEW shear. wall· per the Shear Wall Schedule.·
- See Detail 3.01 for the lower part of the shear wall.
I~ NOTES: . . 1. Provide this detail wherever the NEW shear wall is parallel -to the joists but not located at a joist.
3.08 AL TERNA TE NEW INTERIOR SHEAR WALL . PARALLEL TO JOISTS NOT AT SHEAR·WALL
Not To Scale
-------See other details for all construction not specified in this detail.
----The first layer of plywood shall conform fully with the requirements of
"f-=~~~~~=======~;;::;::c:::'.'.':':=~=;==ii the shear wall specified for this location and shaH extend up onto the _______ ~ 11 floor framing as shown here arid specified_elseWhe.re.
I\ /\
1111 Additional NEW layers of plywood as required to be within the 2-1/2" I
1 11 1 maximum offset of concrete from wood. ' ' ' ' ' '
' !I \ I
~§~~~~~irel.-:_;:r----='~,:::'::::::" cc=--r-A/1 plywood nails and UFP;10 plate screws shall be confirmed : · with the Structural Engineer prior to construction.
__..-- If it is necessary to extend the last layer of sheathing down over tdhe mud sill as shown, in order to locate the UFP-10 plate as require , this sheathing shall conform fully with the requirements of the shear wall specified for this location.
2-1/2" maximum See Note 1
NOTES: 1. This detail is an special detail to be used where UFP-10 plates are needed but Details 3.03 or 3.04 cannot be used because the horizontal offset from face of wood to face of concrete exceeds the 2-1/2" maximum allowed at UFP-10 plates. Conform with Details 3.03 or 3.04 except as shown otherwise in this detail. 2. Before using this detail consul( With the Structural Engineer and obtain guidance concerning the plywood layout, exact location of the UFP-10 plates, nail and screw lengths and layout, etc. 3. This detail shows only conditibns and connections unique to this situation. Not all fasteners are shown; see other details. 4. If the screws in the UFP-1 o plates are within 1" of the joint between the blocking and the mud sill, provide a full bed of construction ashesive between them per General Structural Notes.
3.12 SPECIAL NEW RETROFIT SHEAR WALL. Not To Scale
THIS SHEET CONTAINS TYPICAL SEISMIC RETROFIT DETAILS
Not all details on this sheet may be applicable to this project. Conform with the details on this sheet where they are referenced on a plan or otherwise specified
for this project. ·
REVISONS BY
... ( expires 6/30/17)
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Job 1532
Sh~etS-3 Of 4 Sheets
.
TABLE2304.9.1 FASTENING SCHEDULE 2013 CALIFORNIA BUILDING CODE
CONNECTION FASTENING-.m LOCATION
3- 8dcommon (2t/2" x 0.131") 1. Joist to sill or girder 3 - 3" X 0.131" nails toenail
3 - 3" 14 gage staples
2- 8d common (21/ 2" x 0.131") 2. Bridging to joist 2-3" x 0.131" nails toenail each end
2- 3" 14 gage staples
3. 1" x 6'' subfloor or less to each joist 2- 8dcommon (21/z" x 0.131") face nail
4. Wider than 1" x 6" subfloor to each joist 3- 8dcommon (21/,/ x 0.131") face nail
5. 2" subfloor to joist or girder 2-16dcommon(3 1/z" x0.162") blind and face nail
6. Sole plate to joist or blocking 16d (31/z" X 0.135") at 16" o.c. 3" x 0.131" nails at 8" o.c. typical face nail 3" 14 gage staples at 12" o.c.
Sole plate to joist or blocking at braced wal 1 3- 16d (31/z" x 0.135") at 16" o.c. panel 4- 3'' x 0.131" nails at 16" o.c. braced wall panels 4-3'' 14gagestaples at 16" o.c.
2 -16d common (31/ 2" x 0.162") 7. Top plate to stud 3 - 3 11 X 0.131" nails end nail
3 - 3" 14 gage staples
4- 8dcommon (21/.>." x 0.131") 4 - 3" x 0.131" nails toenail
8. Stud to sole plate 3 - 3" 14 gage staples
2-16dcom.mon(31/z" x0.162") 3 - 3" x 0.131" nails end nail 3 - 3" 14 gage staples
16d (31// X 0.135") at 24" O.C.
9. Double studs 3" x 0.131" nail at 8" o.c. face nail 3" 14 gage staple at 8" o.c.
10. Double top plates 16d (3'/," X 0.135") at 16" O.C.
3" X 0.131" nail at 12" O.C. typical face nail 3" 14 gage staple at 12" o.c.
Double top plates 8 - 16d common-(3 1/z" x 0.162") lap splice 12-3" X 0.131" nails
12 - 3" 14 gage staples
3-8dcommon(21/ 2" x 0.131") 11. Blocking between joists or rafters to top plate 3-3"x0,131"nails toenail
3 - 3" 14 gage staples
8d {21// X 0.131 ") at 6" O.C.
12. Rimjoist to top plate 3" x 0.131" nail at 6" o.c. toenail 3" 14 gage staple at 6" o.c.
2 - 16d common (31/t x 0.162") 13. Top plates, laps and intersections 3 • 3" X 0.131" nails face nail
3 - 3" 14 gage staples
14. Continuous header, two pieces 16d common (31/z" x 0.162") 16" o.c. along edge
3-8d common (21/z" x 0.131") 15. Ceiling joists to plate 5 - 3" x 0.131" nails toenail
5 - 3" 14 gage staples
16. Continuous header to stud 4 - 8d common (21/ 2" x 0.131 ") toenail
17. Ceiling joists, laps over partitions 3 - 16d common (31/ 2" x 0.162") minimum, Table 2308.10.4.1
face nail (see Section 2308.10.4.l. Table 2308.10.4.1) 4-3"x0.131"nails 4 -3" 14 gage staples
18. Ceiling joists to parallel rafters 3 -16d common(31/z" x 0.162")minimum, Table 2308.10.4. l
face nail (see Section 2308. 10.4.1, Table 2308.10.4.1) 4-3"x0.13l"naiJs 4 - 3" 14 gage staples
19. Rafter to plate 3 - 8d common (21/z." x 0.131 '')
(sec Section 2308.10.1, Table 2308.10.1) 3 - 3" X 0.131" nails toenail 3 - 3" 14 gage staples
2-Sd common (21// x0.131") 20. l" diagonal brace to each stud and plate 2- 3" X Q.131" nails face nail
3 - 3" 14 gage staples
2L l" x 8" sheathing to each bearing 3 - 8d common (21/,/ x 0.131 '') face nail
22. Wider than l" X 8" sheathing to each bearing 3 - 8d common (21/z." x0.131") face nail
16d common (31// x 0.162") 24" o.c. 23. Built-up corner studs 3" X 0.131" nails 16" o.c.
3" 14 gage staples 16n O,C,
20d common (4" x 0.192") 32" o.c. face nail at top and bottom stag-3" x 0.131" nail at 24" o.c.
3" 14 gage staple at 24" o.c. gered on opposite sides 24. Built-up girder and beams
2-20dcommon(4" x0.192") face nail at ends and at each 3 - 3" x 0.131" nails
3 - 3" 14 gage staples splice
25. 2" planks 16d common (31/ 2" x 0.162") at each bearing
3 - IOd common (3" x 0.148") 26. Collar tie to rafter 4- 3" x 0.131" nails face nail
4 - 3" 14 gage st.ap1es
3 - 10d common (3" x 0.148") 4- 3" X 0.131" nails toenail
27. Jack rafter to hip 4 - 3H 14 gage staples
2-16dcommon (3 1/ 2" x0.162") 3 - 3" x 0. 131" nails face nail 3 - 3" 14 gage staples
2 - 16d common (3l/2" x 0.162") 3 - 3" x 0.131" nails toenail
28. Roof rafter to 2-by ridge beam 3 - 3" 14 gage staples
2 -16dcommon (31// x 0.162") 3 - 3" x 0.131" nails face nail 3 - 3" 14 gage staples
3 - 16d common (31/ 2" x 0.162") 29. Joist to band joist 4 - 3" x 0.131" nails face nail
4- 3" 14 gage staples
3 - 16d common (31/ 2" x 0.162")
30. Ledger strip 4-3"x0.131"nails 4 • 3" 14 gage staples
face nail at each joist
.
31. Wood structural panels and particleboardt> 1// and less 6d'·l
Subfloor, roof and wall sheathing (to framing) 23/ 8" X 0.113" nail' ll/ "16 gage0
19/n" to 3// 8dlo, 6d' 23/g" X 0.113" naiJP 2" !6gage' 8d'
7/ 8"tol" 11/,/ to l 1//
l0ddor8de
Single floor (combination subfloor-underlay- 3 I/ and less 6d" ment to framing) 7/"tol" Sd'
11/''tol'i" 10ddor 8d0 . ' 32. Panel siding (to framing)
1/ 2" or less 5/t"
6d' 8d'
'lz" No. 11 gage roofing nailh 6dcommonnai1(2" x 0.113")
33. Fiberboard sheathing'! No. 16 gage staple;
25/32" No. 11 gage roofing nailh 8dcommonnail q1/ 2" x 0.131") No. 16 gage staple1
34. Interior paneling 1// 4d' 3/s" 6d'
For SI: 1 inch= 25.4 mm. a, Common or box nails are pennitted to be used-except where otherwise stated. b. Nails spaced at 6 inches on center at edges, 12 inches at intennediate supports except 6 inches at.support.,; where s~s are 48 in~hes or more. For nailing of
wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are penrutted to be common. box or
casing. c. Common ordefonned shank (6d- 2tt x 0.113"; 8d - 21// x 0.131"; lOd- 3" x 0.148"). d. Common (6d- 2" x 0.113"; 8d- 21// x 0.131"; 10d - 3" x 0.148"). e. Deformed shank (6d- 2" x 0.113"; 8d- 21// x 0.131"; lOd- 3" x 0.148"). f. Corrosion-resistant siding (6d ~ 17/ 8" x 0.106"; 8d- 21/s" x 0,128") or casing (6d- 2" x 0.099"; 8d- 21/ 2" x 0.113ft) nail g. Fasteners spaced 3 inches on center at exterior edges an~ 6 iuche:5 on center at intermediate su~, \~hen used as structural sheathing. Spacing shalt be 6
inches on center on the edges and 12 inches on center at tntennediate supports for nonstrllctllral apphcattons. b. Corrosion-resistant roofing nails with 7/ 1.,-inch-diameter head and 11/ 2-inch length for 1/ 2-inch sheathing and 1314inch length for 2'/12-inch sheathing. i. Corrosion-resistant staples. with nominal 7/u;inch crown or 1-inch crown and 11/ 4-inch length for 1/ 1-inch sheathing and 11/i-inch length for is/32-inch
sheathing. Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked). j, Casing (I 1/z" x 0.080") or finish (11// x 0.072") nails spaced 6 inches on panel edges, 12 inches at intermediate supports. k. Panel supports at 24 inches. Casing or finish nails spaced 6 inches on panel edges, 12 inches at intermediate supports. I. For roof sheathing applications, 8d nails (21/ 2" x 0.113") are the minimum required for wood structural panels. m.Staples shall have a minimum crown width of7/16inc.h. n. For roof sheathing applications, fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports. 0, Fasteners spaced 4 inches on center at edges, 8 inches at iniennediate supports for snbfloor and wall sheathing and 3 inches on center at edges, 6 inches at
intennediate supports for roof sheathing. p. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports.
---~) 2 min.
NEW
I
_.--- NEW hold-down anchors per the plan. ..--
f
/
Existing foundation: shown schematically; may vary; dimensions and reinforcement, if any, are unknown.
~~- Epoxy-grout all NEW reinforcement into
........,..~ ··.-·:··-·-···\1-li-~"'"I ·:::· ...... ; .. ·_. :···:-~ :~.-~ ~: ~-·tr. !'"'"!!I' ----~ ~-
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the existing foundation as shown, typical.
U-shaped hairpin rebars per Detail 4.02.
ADD 4 #5 U-shaped rebar as shown.
_ NEW foundation: extend the NEW foundation under the existing foundation as shown. Deepen the NEW foundation as necessary to achieve the dimensions shown,
NOTES:
foundation Slope as shown or ( per plan · i step as approved ,
4'-0" minimum LL mm1mum
1. All rebar shown shall match the rebar specified for the NEW foundation, unless otherwise approved.
1
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4.01 TYPICAL NEW FOUNDATION AT EXISTING FOUNDATION
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Not To Scale
_.----- Centerline of shear wall and grade beam. -rr-J-.r1v----
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-NEW shear wall: see the plan and other details.
- NEW grade beam per the plan; 5 #5 horizontal at the top; 5 #5 horizontal at the bottom, and 1 #5 horizontal each side @ 12" oc maximum vertical spacing.
---NEW shear wall hold-down anchors per the plan, Hold-Down Schedule, and paragraph 6.14 of the General Structural Notes.
"(
-At the south end shear wall hold-down anchor provide a minimum of 5 U-shaped hairpin rebars with 3'·4" legs (bent from 6'·8" rebars) with 2 at the bottom, 1 at the top, and@ 12" oc maximum, as shown.
NOTES: 1. This NEW grade beam shall extend the full length shown on the plan without any slopes or steps in the top or bottom. 2. The reinforcement shown shall extend the full length of the grade beam without any bends or splices. 3. This grade beam and its rebar shall be connected to existing foundations at both ends per Detail 4.01. 4. The top of this grade beam shall be raised to an elevation so that the shear wall sheathing above can be installed in one panel per side with the face grain horizontal.
{18" unless indicated( otherwise on the plan
4.02 NEW GRADE BEAM AT GRID LINES E-K/6 Not To Scale
____ Existing beam above; other framing is not shown.
, -;~;::::;:::;::;:::~~;:::::::;:~~~------2 NEW horizontal MSTl36 strap ties at joints in beams: \ . , . . . . . , . . . . . center length on joint. . . . . . . . . .
NEW post-beam connection at both sides of beam: AC or as approved.
Centerline of beam, post, pilaster, and fooling in both directions.
1..-.--------- Existing or NEW post: 4x4 minimum and match existing post size and match width of beam and per plan.
---------CBQ column base connection. .._, r T I~'--------Pilaster: 12" square or 14" round minimum (and as
! 1 required to provide required concrete cover over rebar and
t .:..;;.. f column base connection), with 4 #4 vertical hooked into '-..'-.V/A"_0._..,.. bottom of footing; 2 #4 closed stirrups (with ends hooked in
J s' 135 degrees) @ 2" oc at top and @ 12" oc full height.
l l l I
;kc-f,,rr---Footing per the plan; reinforcement per Note 2.
E ·c 'i'!
NOTES:
,L '.·· .• , ,.- ! . ''.··.·h• .... ~;,y;,; ; ,;a; ~--~" ~~---· '" " ., .. ~. '
., 1. Provide this detail where NEW post footings are required. 2. Provide 1 #5 each way at bottom of footing for each foot or fraction of a foot of width; 4 #5 each way minimum.
.... ,, ....... ~ ..
E ual E ual
18" minimum square and per the
plan: symmetrical in both directions
3. The NEW post footing may be extended up to be flush with the top of an existing interior slab, if approved by the Owner, but shall be 8" mnimum above exterior grade.
4.03 TYPICAL NEW POST FOOTING Not To Scale
SHEAR (BRACING) WALL NOTES (applicable to all shear walls): 1 . Heavy dashed lines and diamond symbols indicate NEW shear walls. The diamond symbols indicate the
Mark of the shear walls per the Shear Wall Schedule and the required minimum shear wall length after deducting all openings. Shear wall sheathing shall extend the full length of the heavy dashed lines, including above and below openings. If other conditions, such as window or door openings, utilities, etc., conflict with the shear walls shown notify the Structural Engineer and obtain guidance before proceeding.
2. All shear walls shall conform with the appropriate details, or as approved in advance in writing by the Structural Engineer. The Contractor shall include in his price relocation of any utilities (plumbing, wiring, ducts, etc.), access openings and ventilation openings as required to accomplish the structural work shown.
3. Large dots and heavy diagonal lines indicate shear wall hold-downs per the Hold-Down Schedule on sheet S-2. Hold-downs are required at both ends of all shear wall segments and at both sides of all openings larger than 12" in either dimension, except as approved in advance in writing by the Structural Engineer. NOT ALL HOLD-DOWNS MAY BE SHOWN ON THE PLAN. Provide Type 5 hold-downs where not otherwise specified on the plan.
4. Provide NEW top plate connections per Detail 2.04 for the full length of all walls containing a shear wall anywhere along its length, except as approved in advance in writing by the Structural Engineer.
5. The locations of NEW shear walls may be indicated only approximately and may be subject to adjustment due to conflicts with existing utilities, etc. The Contractor shall examine the existing conditions, including ventilation and other openings, mechanical and electrical features, etc., that may affect the locations of the NEW shear walls. He shall determine what he considers to be the optimum location of the shear walls and shall obtain the Structural Engineer's approval before beginning the construction. The Contractor shall not begin construction of the NEW shear walls before receiving the Structural Engineer's approval of his proposed shear wall locations, unless they are as shown on the plan.
6. See the General Structural Notes, Shear Wall Schedule, Hold-Down Schedule, and details for additional information.
13
AB 1'+
EF G H J K 28'+ ! ~
6'+ 11·+ 11·+ r i r r----=~--~',--------jf------'-'.cc..+---4---'i,-- -·-·- ----- ·---------- ··-·-·-~ --·-· ,l
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--1-----c..-~ _ -J:._,f<l-_:+--+---"B"e~m above..:. ----·--' ~'
Dimensions shown are approximate and are for general guidance only. They may not be completely accurate. The Contractor shall verify all dimensions in the field as necessary for the accomplishment of the work. + I
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11
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10
i 9
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L_.J NEW post
footing
Deck above
i ' ' ' ' ~::::":::::::c::::::::::::
' ' ' ' ' ' ' ' ' ' '
Projection above
=====~ ----Existing walls; not a!I windows and other openings : ~· ~-~~f-r-~~-+~~~-,,i /~ may be shown. Nonstructural information is not ' : I/ shown.
i I/ ' ' :
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i V --f---------'---'-' ---------h,-.__4_:____1____L__L,j..L---1.....:.--l-l-1.'/.L..LJ___.l.,-1 ~~-- - , SHEAR WALL DESIGNATIONS
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,------------r,---.:~~-m.a....; ... t---------7--~~t-----=·=.;;;'a;;aa;~::::~: ___ (typical of all walls where shown): I Closet i Large dots and heavy diagonal lines indicate NEW
-
Finished Basement Room (concrete slab floor: 6'·8"± ceiling height) Existing !Basemen
( concret~ slab floor 6'-9"± joist height)
I I
: hold-downs: see the Hold-Down Schedule on sheet : S-2. Hold-downs are required at both ends of all ' : shear wall segments and at both sides of all
openings, even where not shown, except where they cannot be installed due to limited height of
: cripple wall. Provide Type 4 hold-downs if not ~ : otherwise specified. NOT ALL HOLD-DOWNS ~ : ARE SHOWN.
' ~· i'i - Heavy long dashed lines and diamond symbols {; indicate NEW shear walls; see the Shear Wall § Schedule on sheet S-2 and the Shear (Bracing) Wall U: Notes below.
"' ·e: o.., --The Contractor shall include all necessary
: ~': nonstructural work (not shown) - such as moving utility lines, removing and replacing cabintry, removing
, and replacing finishes, all as agreed with the Owners : - in his price. This nonstructural work is not
s -- -~-'--!--- - ------ - --t-+---+-.,,"'~, - 1-4=21,~ /==~=='r:: 1 ==:::t===r==·=-=-=· =====--..... E
'O.. ! specified in these structural drawings but shall be as : agreed with the Owners . ' '
7 - -
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-'-----1--C-- - - T
- I Existinn 24" tall concrete wall I
' ' NEW foundation grade beam (shaded) per the details.
/~-- 1.,.----- NEW shear wall: This shear wall shall have 6x /. /'f framing, 6x6 bottom plate on 2x6 mudsill, 6x6 studs at
-._ / ,/ : all sheathing vertical edges, 2x6 minimum studs @
v~ 6 --!- '"'"':--1---"'!-;~~=i_'" ---....,~-A~"" C 5 ,~-- --- I g >,
4.02 and /4 / : 16" oc and 8 • 3/4" anchor bolts @ 6" oc. The top of 3.07 or 3.08 M : the gr~de beam shall be extended high enough to
as appropriate .,_,~; , / . "t'" i allow the shear wall sheathing to be installed with the
4 m==~-....,..~-++--~ "-'.,._ 5'/ .. face grain horizontal. No penetrations are allowed - - - (-- - 1M """" -...-__,. _. _,... ,.: """"' .... - "- "-,, '-.., :i in this shear wall.
- - - ~ .. - ..,. .,,.,. ,.. - '• ,... - ·-/G"-.- - I• , Provide NEW U-shaped hairpin rebars around the
+I 03 ~
. . -y ....:.
Typical existing 2x10 joists @ 16" oc ..._ ""' continuous full width of structure
Existing Crawl Space (dirt floor, typical UON)
2.01-2.04 -~
i,./ • I/ all ;hear walls
7 3.01 ~ I typical
..._~ _ "-. 5' / I -- 9 shear wall hold-down anchor at this location, per ----._____ - __ v Details 4.01 and 4.02.
-- 11
l ----....___ - -----
-tt-1t------ Conform with Detail 3.07 or 3.08 as appropriate, above the bottom of the joists, for the maximum length
F possible, as indicated by the pair of long dashed lines. 8, If the chimney does not interfere this construction I I ~ shall extend the full width of the residence. The
;:: "m I I/ "sister" joist shall extend continuous the full width of <'> !:! ~ this side of the crawl space, grid E to K. Provide ef C. CMST12 x 8' or approved strap at any discontinuities ~ I;:': c in the existing or NEW joists or other framing.
"' b,
3.01 I typical i
&: 2.01-2.04 ~I / typical at
1, all shear walls
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LOWER LEVEL PLAN NORTH Reference
Scale: 1 /4" = 1 '-0"
PLAN NOTES (applicable to all plans): 1. These structural drawings show only structural conditions. Selected architectural features are included
for orientation only. Structural plans may not be completely accurate in all details. Structural plans do not include any mechanical or electrical information. Nonstructural construction shall be as specified by others.
2. Plan dimensions are based on available information and have not all been verified in the field. They shall be considered approximate and shall be verified in the field by the Contractor as necessary for his work. The d1mens10ns shown on the plans are the basis of the structural design but shall not be used for the layout of the work.
3. Grid lines are for reference only.
4. Heavy dashed lines indicate plywood-sheathed shear walls; see Shear (Bracing) Wall Notes. 5. See the General Structural Notes and details for additional information.
REVISONS BY
(expires 6/30/17)
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Date 2/18/2016
Scale As Noted
Drawn' Kratz
Job 1532
Of 4 Sheets
