HomeMy WebLinkAbout444-01 Bello Foundation 2018-10-16 - delta B 24X36 (3 shts)Concrete/Steel Notes:
1. All concrete work and work related to the construction of the foundation shall comply with the
latest edition of the California Building Code.
2. Concrete materials and concrete work shall comply with CBC Chapter 19 and ACI 318, and
the ACI Manual of Standard Practice.
3. Minimum concrete strength shall be:
a. 2,500 psi minimum at 28 days for concrete placed in the foundation.
4. The contractor shall submit a concrete mix design for review prior to the commencement of
construction.
5. Concrete and grout shall be mixed at a licensed batch plant.
6. Admixtures:
a. The use of water reducing and retarding admixtures is acceptable. These admixtures
shall contain no chlorides, shall be non -toxic after 30 days. The amount of admixture
added to the concrete shall be in accordance with the manufacturer's written
requirements. Furnish a compliance statement that the admixture satisfies all
requirements of this specification.
b. Fly ash shall meet the chemical and physical requirements of ASTM C618.
7. No water shall be added to the concrete after the truck leaves the batch plant unless a
certified special inspector is present on -site at the time of delivery. The special inspector
shall, at a minimum, observe addition of water, perform slump tests, and observe the
placement of concrete.
8. Upon arrival at the job site, the transit truck shall run the drum at agitating speed (6-9 rpm) for
not less than two full minutes or more than five full minutes prior to commencement of
concrete placement operations. Placement of concrete shall begin as soon as agitation is
completed.
9. Water used to mix concrete and grout shall be potable, clean, and pure. This requirement
also applies to water used in the construction zone.
10. Concrete Age. No more than ninety (90) minutes shall elapse between concrete batching and
concrete placement unless approved by testing agency. Concrete shall be placed within
fifteen (15) minutes after discharge.
11. Segregation of Aggregate. Concrete shall not be dropped through reinforcing steel so as to
cause segregation of the aggregates. Free unconfined fall of concrete shall not exceed five
feet (5')_ Placement shall be made to ensure concrete is kept level at all times during
placement.
12. Concrete shall be consolidated by mechanical vibration during placement before loss of
plasticity in a manner to fill the formed space. Vibration of concrete shall be performed by
qualified personnel.
13. Curing. Protect freshly placed concrete from premature drying and excessive cold or hot
temperatures. Start curing as soon as free water has disappeared from the concrete surface
after placement and finishing operations are complete. Maintain continuous moisture for at
least fourteen (14) days according to ACI 301 procedures. Curing may be by moist curing,
moisture retaining cover, curing compound, or combinations thereof.
14. Anchor bolts, reinforcing steel, dowels, inserts, etc. shall be securely set, tied, and braced
prior to placement of concrete.
15. All reinforcing steel shall be deformed, conform to ASTM A-615 and shall be:
a. 43 and smaller: Grade 40, or Grade 60.
b. #4 and larger: Grade 60.
16. Dimensions from face of concrete to steel are to center of bar unless otherwise noted.
17. Splices in reinforcing steel indicated as continuous shall be spliced with a minimum lap of the
following unless otherwise noted on the plans:
a. #3, or #4: 24 in
b. #5 30 in
18. Splices in adjacent bars shall not be less than five feet (6) apart. Where feasible, no more
than on splice shall occur within any section.
19. Concrete cover for reinforcing bars shall be 3" for concrete poured directly against earth, 2"
for concrete exposed to earth or weather but placed in forms.
20. Anchor bolts, bolts, and all -thread bolts shall conform to ASTM A-307.
21. No pipes or ducts shall be placed in structural concrete unless specifically detailed.
22. Formwork.
a. The contractor shall provide formwork that shall conform to provisions of UBC 1906.
b. Formwork of sufficient strength and durability to support placed concrete in the form of
the final structure.
c. The contractor shall develop a procedure and schedule for the removal of shores, forms,
and installation of reshores, and for calculating the loads transferred to the structure
during the process.
d. Concrete to be exposed by form removal shall have sufficient strength not to be
damaged by removal operation.
e. Removal of forms prior to the term of the curing period (28 days) shall be performed as
follows:
1. Sufficient strength shall be demonstrated by structural analysis considering loads,
strength of concrete, strength of formslshoring, and any other factors the engineer
determines are necessary for consideration.
2. Removal of exterior forms at seven (7) days is acceptable with the application of a
curing agent for concrete exposed prior to 28 day curing period. Contractor to submit
materials related to curing agents for review and approval prior to application.
3. In the event placed concrete will support retained earth, backfill may be placed to
mid -height level at fourteen (14) days. The geotechnical engineer shall approve
materials, method of placement, and observation requirements prior to the
commencement of work. Complete backfill after twenty-eight (28) days.
4. Removal of footing forms at one (1) day is acceptable.
Timber Notes:
1. Workmanship: All rough carpentry shall produce joints true and tight and well nailed with
members assembled in accordance with the drawings and with all pertinent building codes.
The shimming of sills, joists, short studs, trimmers, headers, or other framing members shall
not be permitted. All construction shall be straight, plumb, and accurately located. Place
structural beams with the crown up unless otherwise noted. Individual pieces shall be
selected so that knots and obvious minor defects will not interfere with the placement of bolts,
or proper nailing, or the making of sound connections.
2. Nailing: Common nails shall be used when nailing is specified on these plans, such as at
shear walls and diaphragms. All other nailing may be of the "sinker' type. Minimum nailing
shall be in accordance with UBC Table 23-II-B-1.
3. Lag screws shall be screwed and not driven into place. Lag screws fastening on wood
member to another shall have a penetration into the far member of not less than 2/3 of the
length of the lag screw as measured from the head. In placing lag screws, a hole shall first
be drilled of the same diameter and depth as the shank of the screw, after which the hole
shall be continued to a depth equal to the length of the lag screw with a diameter equal to the
thread root diameter of the lag screw_
4. Sill plate shall be pressure treated Douglas Fir, PTDF, treatment to conform to AWPA, UC4A
5. All lumber exposed to weather shall be pressure treated lumber, a species noted for
resistance to rotting, or as specified on architectural plan.
6. For member callouts refer to plans.
7. Douglas Fir (as graded by the Western Wood Products Assoc), #2 or better, unless otherwise
noted. Refer to Architectural Plans for conditions where wood is exposed to weather.
-8. Double top plate splices. Splices to occur over studs. Provide a minimum of 4' clear
between splices. All splices shall have a minimum of 8- 16d nails ea. side of splice.
9. Nailing to comply with Table 23-II-B-1 at a minimum.
10. Anchor bolts, bolts, and all -thread bolts shall conform to ASTM A-307.
11. All exposed steel shall be hot -dip galvanized, or as specified.
12. Plywood shall be grade STIR I min. & comply with UBC Standard 23-2 or 23-3.
Engineer's Notes:_
1. The Engineer sealing the plans has limited his review and evaluations to civil and structural
aspects only. The sealing of these plans is limited solely to that information relating to the
information shown on the plans; and does not include any items not specifically described, or
specified, by the Engineer.
2. The Engineer neither warrants nor implies completeness of the plans for use in construction.
The information contained on these plans is typical. Similar details apply to similar conditions.
In the event an unforeseen condition is found to exist, or conditions are different from that
shown on the plans; the Engineer shall be notified in writing immediately for direction.
3. The plans, and the information contained hereon, may not be modified, edited, or changed in
any way (no matter how minor the change may be) without the express written consent of the
Engineer.
4. These plans, and the information hereon, together with the represented ideas shall remain the
property of the Engineer; and in no way shall be copied or used in connection with any other
project without the written consent of the engineer. Visual contact with these plans shall
constitute prima facie evidence of acceptance of these restrictions.
Shoreline Engineering, Inc
Structural / Civil / Forensic / Engineer -Divers
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505 Harbor Street w� (805) 772-6466 v
Morro Bay, CA 93442 � (805) 772-6467 f
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e-mail: info@shoreline-engineering.net
General Notes
1. No construction shall be started without plans approved by the City of San Luis Obispo. The
City shall be notified at least 24 hours prior to the start of construction. Any construction done
without approved plans or prior notification shall be rejected, at the contractor's and/or the
owner's risk.
2. All construction work shall conform to the current edition of the California Building Code
(2016) (CBC), and these plans. Grading and site work shall be done in accordance with the
City's Grading Ordinance and the CBC. In the event of a discrepancy, the stricter standard
shall apply.
3. These plans do not authorize site disturbance beyond the limits of work shown on these
plans.
4. In the event it becomes necessary to enter the adjoining property for any purpose associated
with this project, the Contractor, or owner, shall be responsible to obtain permission to enter
before doing so. The Owner and the Engineer do not authorize entry per these plans.
5. Information contained on this plan and in the evaluations prepared by the engineer is limited
solely to the structure; and does not include any other non-structural item. It is the goal of the
lateral seismic analysis to provide the structure with sufficient strength to resist a minor
earthquake without significant damage, and a major earthquake without collapse. An
"earthquake proof" structure is not feasible, nor required by the Uniform Building Code.
6. The Contractor shall:
a. The contractor shall have the plans for this project on the site at all times, and he shall be
familiar with all applicable codes and standards incorporated into these drawings.
b. The contractor agrees that he shall assume sole and complete responsibility for job site
conditions during the course of this project, including safety of all persons and property,
that this requirement shall apply continuously and not be limited to normal business
hours; and that the contractor shall defend, indemnify, and hold the Owner and Engineer
and their representatives harmless from any and all liability, real or alleged, in connection
with the performance of work on this project excepting for liability arising solely from the
Owner and Engineer.
c. The contractor shall be responsible for the protection of public and private property
adjacent to the work area and shall exercise due caution to avoid damage to such
property. The contractor shall repair or replace to their original condition all existing
improvements within or adjacent to the work area which are not designated for removal
and are damaged or removed as a result of his operations.
d. The contractor is responsible for the protection of and the resetting of all existing
monuments and other survey markers. Any survey monuments destroyed by the
Contractor shall be replaced in accordance with the Land Surveyor's Act at the
Contractor's expense.
Proprietary Products:
Certain products have been specified in the project design which are specialty or proprietary
products. These products have been selected and specified based upon the manufacturers
representations and warranties; and the engineer shall not become guarantor of the product.
Such products shall be installed in strict conformance with the manufacturers written
recommendations and specifications.
a. Any alternate system, or product, shall be submitted for consideration no less than 10
days prior to the submittal date of bids. Substitutions will not be considered after the bid
date.
b. The substitution of an "equivalent item" is subject to the review and approval of the
engineer of record and the owner.
c. Submittals made requesting substitution of any proprietary product shall include:
1. Statement of how the substitution is equal to or better than the proprietary product
specified.
2. A detailed means -and -methods description shall be provided. The means -and -
methods statement shall include a statement as to how the contract schedule will be
affected if the substitution is accepted.
3. A cost savings analysis describing the economic benefit the client will realize (i.e.:
reduction in contract amount) if the substitution is accepted.
4. The proposed substitution of a plan change to the building permit shall, at a
minimum, include the following written materials: supporting documentation, ICC
number, supporting calculations, cost savings analysis, means -and -methods
statement, and anticipated impact on the construction schedule.
5. Additional written documentation may be required after the review is completed.
d. There is no guarantee that submittals will be approved by either the engineer of record or
the owner.
1. Deck piers shall be formed with Round Sonotube as manufactured by Sonoco
2. Construction adhesive for installation of reinforcement doweling and bolting attachment to
concrete.
a. Epoxy adhesive shall be SET-XP High -Strength Epoxy Anchoring Adhesive as
manufactured by Simpson Strong -Tie. (ICC-ES ESR-2508). AA
3. Concrete and Masonry Screws shall be TITEN HD screw anchors as manufactured by
Simpson Strong -Tie. (ICC-ES ESR-2713).
4. Screws attaching deck boards to stringers and guardrails to posts shall be Simpson Strong.
5. Drypack and mortar materials shall be "Quikrete Hiigh Strength Mortar Mix."
6. The substitution of an "equivalent item" is subject to the review and approval of the engineer
of record, pending the submission of a plan change to the building permit, including
supporting documentation, ICBO number, and suporting calculations. Alternate systems
without approved ICBO documentation will not be accepted.
Specirication:
1. Design Specification: California Building Code 2016, (CBC).
2. Live Load, Deck: 50 psf
3. Seismic Force Parameters:
a. Occupancy Category II
b. Importance Factor 1.0
c. Site Classification: C
d. Design Spectral Acceleration:
SoS: 0,779 g
Sol: 0,402 g
e. Seismic Design Category D
f. Cs, seismic coefficient: 0,39
h. Redundancy factor, p: 1.3
4, Flood Hazard Design Data Not applicable.
5. Basic Wind Speed: 110 mph
6. GeotechnicalInformation:
a. Soils Engineering Report Update. GeoSolutions (GeoSol), Project #SL10515-1,
dated October 19, 2017.
b. Soils Engineering Report Update Letter - 2016 CBC. 667 Monterey St
Leitcher Building (APN 002-421-027]. GeoSolutions, Project#SL08571-2, dated
May 2, 2017.
c. Soils Engineering Report Update Letter - 2016 CBC, 667 Monterey St -
Leitcher Building APN 002-421-027 . GeoSolutions, Project#SL08571-2, dated
May 14, 2017.
d. Soils Engineering Report, Monterey Place Mixed -Use, 667 Monterey Street.
Earth Systems Pacific, File #SL-14801-SA, dated October 23, 2008.
Nomenclature:
A area FG Finish Grade
add'I additional FL Flow Line
app'd approved gyp gypsum
AB anchor bolt hdr header
@ at HD hold down
bm beam Horiz horizontal
calc calculations Insp inspection
cc center to center in or " inch
cl center line int interior
clr clear long longitudinal
conc concrete L length
con hrt construction heart oc on center
cunt continuous PL property line
m diameter pla plate
dim dimension ply plywood
dwg drawing shtg sheathing
engr engineer sq square
eq equal std standard
ex existing TOW Top of Wall
ext exterior TOS Top of Slope
ft or foot trans transverse
ftg footing UON unless otherwise noted
FF Finish Floor vert vertical
Property
line
N
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Shoreline Engineering, Inc
Structural / Civil / Forensic / Engineer -Divers
505 Harbor Street v (805) 772-64
Morro Bay, CA 93442 f (805) 772-64
e-mail: be@shoreline-engineering.net a
I I I I E F I I
9'-2" stairs
11" tread, 6-1/2" riser
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Pier 12"0 conc pier w/ 16" sq x 8" thick base, refer to 23/S2
Bm1 4 x 8 #1 PTDF
BM2 4 x 10 #1 PTDF
J1 4 x 6 joist #1 PTDF @ 24" w/ U46 hangers ea end LION
Decking: Construction Heart (con hrt) as graded by Redwood Inspection Service (RIS), w/
2-10d (0.148") x 3" nails
Shear panel wall/cripple wall.
Representations are schematic, refer to 32/S2 for coverage requirements. All
Al panels (on a given wall) shall be nearly eq in length and nearly eq in spacing along
wall. Min panel length shall be 2X cripple wall height, or U max. Panel is 25/32"
Str 1 structural panel sheathing w/ WSNTL212S @ 6" edge, 12" field
Crack noted, >1/4" wide
Crack noted, <1/4" wide
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Notes: 2
1. Existing foundation and framing based on information available. Contractor to verify prior to commencement of work
2. Sanitary Sewer Lateral (E). Location is approximate.
3. Fire Water Line (E). Location is approximate.
4. Off -site retaining wall occurs (or will occur) along the property and easement lines. Not a part of project.
5. Surface drainage Swale, by others
6. Stairway foundation and landing. Refer to 22/S3 & 42/S3.
7. Plumbing fixtures (e), typ
8. Drainage line @ grid 1 w/ returns to daylight at grids B & J. Refer to 21/S2
9. Footing repair @ grid G, typ. Remove broken, subsided footing (approx 10' long), replace w/ new footing. Refer to 11/S2 & 12/S2
10. Remove and replace w/ new posts at disconnected piers, typ where occurs at piers between lines 1 & 2, and C & F
11. Where cracks in footings are shown on plan (refer to drawing legend), install steel tie per 13/S2
11 Foundation Plan (E)
Scale: 1 /4"=V-0"
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REVISIONS
BY
3 AUG 2018
16 Oct 2018
All designs and other information on these drawings are for use on
this specific project and shall not be used otherwise without the
expressed written permission of the Architect.
Written dimensions on these drawings shall take precedence over
scaled dimensions. Contractors shall verify and be responsible for all
dimensions and conditions on this job and this office shall be notified
in writing of any variations from the dimensions or conditions shown
in these drawings.
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CHECKED
DATE
05-17-2018
SCALE
1/4"=1'-0"
JOB NO.
279
SHEET
FOUNDATION PLAN
l�
1 ❑ F 2
Notes:
1. Conc footing (n)
2. 3x4 sill plate
3. Joint at existing footing. Sawcut existing footing to
straight line. Thoroughly roughen mating surface prior
to placement of conc.
4. 344 x 10" dowels 4" min embed w/ adhesive into
existing footing
Footing Joint, Grid G
Scale: 1 "=V-0"
Y
8" 11111M.-
E 3
ih r6
°' f 1'-3" min -►
Notes:
1. 2x cripple wall (n) w/ shear panel per plan, refer to 11/S1 & 22/S2
2. 3x4 sill plate
3. 5/8"0 x 14" all -thread AB @ 4' w/ double nut and washer in stem.
Add'I AB 12" from each end of repair portion
4. Conc footing. Remove existing footing per plan
5. 2- #4 longitudinal at top of footing
6. #4 longitudinal at mid height
7. #4 @16" hooks, alternate pattern
8. 244 longitudinal base of footing
Footing (N) Section, Grid G
F
#4 ea sic
pipe as st
V-6"
A
F
Scale: 1 "=V-0"
6 1 2 3 4 5
c
.E
I I
3 B W
Notes:
1. Crack in foundation, where occurs, typ
2. C8x13.7 centered over crack in foundation. Bolt pattern symmetrical
3. Framing above foundation
4. 8- 5/80 Titen screw, typ as shown. 4" min embed
5. Conc foundation to be ground smooth at channel location to provide
uniform bearing surface. In lieu of grinding the foundation, it is acceptable
to drypack between the foundation and the channel. Contractor to submit
product information for drypack material.
6. UFRP @48", rrefer to 32/S2
Notes, Drypacking AA
1. Quikrete High Strength Mortar to be used for drypack.
2. The mortar is to be mixed win low-water content to fluid paste
consistency such that mortar is moldable by hand.
3. Once mixed with water, pack by tamping or ramming mortar into
space between footing and steel member. Placement of mortar to
begin immediately.
4. Concrete surface to be cleaned and dried.
Tie Across Crack (where occurs)
1
K3
Scale: 1 "=V-0"
2
5
Shoreline Engineering, Inc
,CIV
uctural / Civil / Forensic / Engineer -Divers
505 Harbor Street v (805) 772-6461
Morro Bay, CA 93442 f (805) 772-64 j
e-mail: be@shoreline-engineering.net p
Plan
Not to scale
Inset
Not to scale
[27
J�U�U 6 7 Notes:
2 L E 1. Floor framing @16" (e), typ Notes- Section, Inset, Plan:
. .: 10 _ :.;. 1. 2x wall (e)
Elevation Section A -A 00 7 2. Cripple wall framing (e). 2 max spacing, provide 2. 2x floor framing (e)
add'I studs if needed. 3. AB 4" min embed, refer to notes. Where there is insufficient height
Drain Pipe Outlet '*.; 3. TS12 @48" Alternate TS12 pattern w/ URFP pattern to allow drilling, use FJA and TS, refer to 33/S2
(use FJA where there is no cripple wall, refer to 4. URFP @ 48" w/ 5- 1/40" SIDS screws to wood, & 2-1/2" Titen
Notes: =III=III i „ screws to conc w/ adhesive. Refer to inset. Alternate URFP
- ".:., .4 4. 15/32 Str 1 sheathing w/ 2 min 2 0 vent holes pattern w/ TS12 and FJA pattern, refer to 13/S2 & 33/S2
1. Conc surface shall be coated w/ bitumen waterproofing from base to tof. Where construction is of masonry, parge coating from Quickcrete # 2401 @16" ctr'd between studs w/ WSNTL212S @4" edge p „ ( ) p „
waterproofing masonry coating or approved equivalent upon written application to engineer prior applying bitumen waterproofing. Contractor to submit ,:. 5. Add 12x18 long filler block w/ 6-1/4 SIDS screws to plate. Provide
& 12" field 1 1/2" min penetration into plate. Omit filler if not needed. Refer to
shop drawings and manufacturer's information to engineer prior to commencement of construction. Cracks shall be covered w/ membrane such as � � ... rr (at ea TS12 location) „ .:� •, ' : 5. A34 @48 inset and Ian above
Tremco Permanent Seam Tape :: _., t 6. Continuous 2x blocking w/ 4-10d nails at walls w/ p
a. Waterproofing membrane such as "Paraseal" or "Ameridrain" installed in accordance w/ manufacturer's written recommendations. Top of membrane shear panels 6. Omit filler block where exposed footing (top) is less than 2 1/2" from
to edge shall terminate within 1' of finish grade, and top border shall be covered w/ fabric to prevent soil intrusion behind membrane fabric 7. Conc footing (e) framingg of footing
2. Mortar cant strip to be installed (wherever ledges occur) in accorcordance w/ waterproofing membrane manufacturer's written recommendations 7. Conc footing (e)
3. Edge of footing to be chipped as req'd to provide smooth base for waterproofing membrane
4. Provide V to 1.5' soil or conc cap 1,
5. Grid 1: Crushed rock or float rock drainage media. 12" min (as measured horizontal). Shear Panel Typical Foundation Retrofit Typical
Grids B & J: Solid drain pipe, no drainage media 22 yp 23 yp
6. Enclose drainage media in non -woven geotechnical filter fabric such as Amaco 4546 or approved equivalent upon written application to engineer S2 Scale: 3/4"=V-0" S2 Scale: 3/4"=V-0"
7. Drain pipe: Wall piping may be installed utilizing one of the following:
a. 3" perforated drain pipe, at grid 1 w/ high point at middle, .25% slope both ways. Pipe soffit shall be located below adjacent finish grade UON on plans
b. Solid pipe at grids B & J, .25% slope to daylight
8. Extend waterproofing membrane below adjacent finish grade level, 8" min
9. Footing (e)
Drain Pipe Outlet:
10. Conc drain outlet w/ reinforcing as shown
11. 6" min soil cover over drainpipe at outlet
12. Erosion control fabric w/ grass plantings. Form to spread outflow to existing grade w/in 4'
Special Inspection:
1. Special inspection shall be paid for by the client and provided by the Engineer or certified
Special Inspectors. Special Inspection per 2016 CBC. Chapter 17 is required for the following
construction operations:
a. Verification & Inspection of Concrete Construction. Table 1704.4
a. 1. Inspection of reinforcing steel Periodic
b. 3. Inspection of anchors to be installed in concrete prior to and
during placement of concrete. Periodic
c. 4. Inspection of anchors installed in hardened concrete Periodic
d. 5. Verifying use of required design mix Periodic
e. 7. Inspection of concrete placement for proper application
techniques Continuous
f. 12. Inspect formwork for shape, location, and dimensions of the
concrete member being formed. Periodic
b. Required Special Inspections and Tests of Soils. Table 1705.6
a. 1. Verify materials below shallow foundations are adequate to Periodic
achieve the design bearing capacity.
b. 2. Verify excavations are extended to proper depth and have Periodic
reached proper material.
2. The contractor shall submit a schedule showing planned sequence & scheduling of work.
The contractor shall inform the Special Inspector, and/or the Engineer 72 hours (3 business
days), at a minimum, in advance for inspections. There is no guarantee special inspections
can be provided at contractor's request without adequate advance notice.
Shoreline Engineering, Inc
Structural / Civil / Forensic / Engineer -Divers
505 Harbor Street ��.�� (805) 772-6466 v
Morro Bay, CA 93442 (805) 772-6467 f
*W
e-mail: info@shoreline-engineering.net
Exterior Drainage, Typ
Scale: 3/4"=V-0"
SILL PLATE ANCHORAGE AND CRIPPLE
WALL BRACING ref: CEBC Table A3-A
Number of stories
above cripple walls
Min sill plate connection
& max spacing
Amount of bracing for
each wall line
One story
1/2" spaced 6'-0" oc w/
Each end & not less
washer plate
than 40% of wall length
Two stories
1/2" spaced 4'-0" oc w/ washer plate;
Each end & not less
or, 5/8" spaced 6-0" oc w/ washer plate
than 50% of wall length
SILL PLATE ANCHORAGE FOR VARIOUS
LENGTHS OF SILL PLATE (CEBC Table A3-B)
LENGTHS OF SILL PLATE
Number of stories
Less than 12' to 6'
Less than 6' to 30"
Less than 30"
above cripple walls
One story
3 connections
2 connections
1 connection
4 connections for 1/2"
Two stories
anchors or bolts or 3
2 connections
1 connection
connections for 5/8"
anchors or bolts
Table: Anchorage, Bracin(
SCALE: N/A
Sill
Wall to Foundation Anchorage Notes:
1. Shear panels and anchorage to the existing concreb
foundation walls shall conform to Tables:
a. Sill Plate Anchorage And Cripple Wall Bracing
b. Sill Plate Anchorage For Various Lengths Of Sill
Plate.
2. One story condition applies along:
a. Line B from 3 to 4
b. Line 4 from B to H
C. Line H from 3 to 4
3. Two story condition applies along:
a. Line C from 2 to 3
b. Line G from 1 to 3
c. Line J from 1 to 3
d. Line 3 from B to J
e. Line 2 from C to G
f. Line 1 from G to J
1
2
3
Notes:
1. 2x floor framing (e) w/ direct connection to plate (no
cripple wall) (grids J & G adjacent to grid 1)
2. FJA @ 48" w/ 8- 10d x 1-1/2 and 2-1/2" titen screws.
Alternate FJA pattern w/ URFP pattern
3. 2x blocking (n) between framing w/ A34 @48" (at same
joist as FJA)
4. 2x plate (e)
5. Conc footing (e)
6. 36" solid drainage pipe, no gravel, refer to 21/S2
32 Retrofit w/ FJA, Typical
Scale: 3/4"=V-0"
TQS im
4
-III- Notes:
it 1. 2x joists (e) (some instances may not be lapped
at girder)
2. 2x blocking continuous at ea girder w/ 2
WSNTL212S toe screws ea end
6 3. Timber post, 6x6 typ. (e)
4. A34 @ ea pier base
5. Conc pier (e)
5 6. HGA Ac
at ea post to girder to girder w/ 4-1/4x1-1/2 SIDS
to ea leg.
7. 6x6 girder (e)
8. A34 @ 48"
33 Framing at Post, Typical
S2 Scale: 3/4"=V-0"
No. 32981
13 July 2018
16 July 2018
3 Aug 2018
17 Aug 2018
24 Aug 2018
16 Oct 2018
7
REVISIONS
BY
3 AUG 2018
16 Oct 2018
All designs and other information on these drawings are for use on
this specific project and shall not be used otherwise without the
expressed written permission of the Architect.
Written dimensions on these drawings shall take precedence over
scaled dimensions. Contractors shall verify and be responsible for all
dimensions and conditions on this job and this office shall be notified
in writing of any variations from the dimensions or conditions shown
in these drawings.
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DATE
05-17-2018
SCALE
AS SHOWN
JOB NO.
279
SHEET
REPAIR DETAILS
Sm2
2 OF 3
Notes: (no detail reference)
1. Tolerance between largest and smallest riser height or
between the largest and smallest tread depth shall not
exceed 3/8" (CBC §1011.5.4.).
2. The walking surface of treads and landings shall not be
sloped steeper than 2% in any direction (CBC §1011.7.1).
Notes:
1. Concrete slab -on -grade w/ #4 @ 16" ea way.
2. Deepened footing w/ 244 longitudinal. Provide 12" min
depth
3. Deepened footing w/ 244 at bottom. Provide 1'9" min
depth
4. Post w/ MPB66Z, typ. Refer to 34/S3 & 35/S3.
5. 2x Decking
6. Deck framing adjacent to stairs on north side
7. Stair stringer cut form #1 or better 4x12. Refer to 31/S3
8. Stair tread and toe stop. Connectors:
a. 2x12 con hrt redwood. Tread to stringer: DSV #10
(0.178") x 3"
b. 1 x6 con hrt redwood. Toe stop: 2 - 8d (0.131 ") to
each stringer
9. 4x8 handrail
10. 2x3 guardrails equally spaced w/ 2-SDWS2240DB-Screw
(0.22x4) at ea support
B\ a. Side stringer, un-notched, ea side of stair. Refer to
42/S7.
Staircase Elevation
(L) CdGlI UIUL;K LU 5ICCPtJl. rIUVIUU -MUIJ. lll.
7. Stringers cut from #1 4x12
Staircase Plan
Shoreline Engineering, Inc
Structural / Civil / Forensic / Engineer -Divers
505 Harbor Street 00��-1 (805) 772-6466 v
Morro Bay, CA 93442 *1111111111111V
(805) 772-6467 f
e-mail: info@shoreline-engineering.net
Scale: 3/4"=V-0"
Scale: 3/4"=V-0"
Notes:
1. Post
2. 2x Decking
3. BM-1 girder
a. South end connection; 2x4x12 block w/ 4 deck screw
connectors
4. Stair stringer. Three required.
a. South stringer connection; 2x4x12" block w/ 4 deck screw
connectors.
b. Central stringer connection; U46 connector.
c. North stringer connection (not shown); 3 deck screws to BM1
girder
5. Stair tread and toe stop
31 Detail: Staircase to Deck
S3 Scale: 3/4"=V-0"
"'15 Shoreline Engineering, Inc
gCIV
uctural / Civil / Forensic / Engineer -Divers
505 Harbor Street v (805) 772-6466
Morro Bay, CA 93442 f (805) 772-6467
e-mail: be@shoreline-engineerinn npt
Easment line, typ at O
A TlA`Sim
Sim 3 Aug 2018
16 Oct 2018
:,46, typ
(guardrail
not shown)
Refer to 35/S3 for notes
� CfY9
Building, typ
Refer to 34/S3
for connection
Notes:
1. J1 deck joist @24" w/ U46 at beam
2. BM-1 per plan
3. PC6Z w/ #6 x 1 1 /2" screws
4. MPB66Z ea pier
5. 12"0 conc pier from sonotube w/ 4 #4 vert, w/ #3@12" hoops,
add'I hoop at top
6. 16" sq x 8" thick conc pad at ea pier
Concrete Post Base @ Grid B & 4, Typ
cP:rTlnnl
Scale: 3/4"=V-0"
�•. •tea;'
.E
Not a part, applies
along O only
SECTION 10" min face to CL
1'-4"
Notes, Plan & Section:
1. Conc pier w/ MPB66Z, refer to 34/S3
2. Conc Swale by others
3. BM1 deck beam w/ HUC48 at post
4. 4x deck joist w/ U46 at beam
5. 2x decking, w/ 2 screws ea joist
6. 6x6 post, continuous to pier
7. 4x6 rim joist w/ HUC46
8. 1-1/2"0 @24" vent holes w/ bug screen
9. 5/8" solid "Hardi-Panel"
10. 2-1/2 x 9-1/2 continuous wood fascia
11. 2x4 @16" PTDF framing
12. 1x6 beveled T&G wood siding to match (e) office
13. 1 x4 wood trim
14. 4x8 redwood handrail w/ 2-SDWS2250DB-Screw (0.22x5)
ea end. Slope each side of top 10° from center AA
15. Decorative cap
Refer to architectural plans for detailing
related to fire resistance
B
Deck Detail, Typical
Notes:
1. 2- DTT1Z @ 4' w/ 3/8"0 all -thread (one inside, one
outside as shown)
2. Floor framing w/ 2x blocking @ 4' and A34's at each end
3. Wall framing (e)
4. 4x6 PTFD ledger w/ 2- 3/8"0 x 6" lag screws @ 4'
5. 2x block @ 4' w/ A34 each end
6. Decking per Architect
7. Deck framing per plan
8. ST15 @ 4'
9. Foundation w/ cripple wall (e)
Deck Framing Connection, Typ
Scale: 3/4"=V-0"
Scale: 3/4"=V-0"
Note:
Deck connection included per City of San Luis
Obispo Building Dept Plan Check. The Engineer
states that the connection of deck to building is not
advisable. The deck has been designed as a stand
alone system. Concern is expressed about
connection of the deck to a 110 year old unreinforced
bulding.
REVISIONS
BY
3 AUG 2018
16 Oct 2018
All designs and other information on these drawings are for use on
this specific project and shall not be used otherwise without the
expressed written permission of the Architect.
Written dimensions on these drawings shall take precedence over
scaled dimensions. Contractors shall verify and be responsible for all
dimensions and conditions on this job and this office shall be notified
in writing of any variations from the dimensions or conditions shown
in these drawings.
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DRAWN
BE & JO
CHECKED
DATE
05-17-2018
SCALE
AS SHOWN
JOB NO.
SHEET
DECK DETAILS
S M3
3 OF 3