HomeMy WebLinkAboutPRR23017 Corso - Hotel Cerro Building InformationUpdated 09/2022
City of San Luis Obispo
Request for Public Records
The California Public Records Act (Government Code 6250. et set.) was enacted to ensure public
records are available for inspection by members of the public. Completion of this form will assist staff
in identifying related records to accurately complete your request.
Requested records will be distributed to the email address that is listed on this form, unless directed
otherwise by City staff. Requests for printed records will require payment subject to the City’s
Comprehensive Fee Schedule. Payment must be rendered prior to production of printed materials.
Name: _______________________________________________ Date: ______________________
Last First
Address: ________________________________________________________________________
Street & Unit # City State Zip
Email: _____________________________________________ Phone: _______________________
Release Forms
Requests for certain public records legally require release forms to be submitted for records to be
distributed to the requestor. To help expedite your request, please read below and ensure additional
information is submitted along with this public records request form.
Personal health information
Records containing personal health information require a HIPAA Release Form. Examples
include fire incident reports, worker’s compensation claims, etc.
o HIPAA Release Form
Printed residential and/or commercial building plans
The Public Records Act does not allow the release of printed copies of this material without the
permission of the architect/engineer copyright owner. The public records requestor is
responsible for obtaining said authorization by completing all three release forms listed
below. You may call the Community Development Department at (805) 781- 7170 to find out
the name of the copyright owner. In-person viewing of plans do not require release forms.
o Copies of Plans Affidavit
o Plan Request Architect/Engineer Authorization
o Plan Request Owner Authorization
Continued
Corso Emma 1/20/2023
611 Industrial Way West, Suite A, Eatontown, NJ 07724
ecorso@partneresi.com 908-497-8921
Record Information: List the records you are requesting. Specify relevant information such as:
subject, title, incident number, location/address, person(s) involved, project name, etc.
Date and Time: Specify the incident date or date and time range of the requested records
Questions may be directed to the City Clerk’s Office at (805) 781-7114.
Submit Completed Forms To:
cityclerk@slocity.org
OR
City Clerk’s Office
990 Palm Street
San Luis Obispo, CA 93401
YOUR REQUEST WILL BE PROCESSED IN COMPLIANCE WITH THE PUBLIC RECORDS ACT (PRA). California
Government Code Section 6253 (c). An Agency shall notify the requestor within 10 days from receipt of request with a
Determination which states if the Agency is in possession, in whole or in part, of the requested documents, and possible legal
exemptions which prohibit the release of non-disclosable documents, as outlined per the PRA. In some instances, an Agency
may require an extension of up to 14 days to provide a Determination, as authorized by the PRA. A notice will be provided to
the requestor setting forth the reasons for the extension and the date on which a Determination is expected to be supplied.
Please see the attached document with details regarding the request.
More Than Just Assessments. Solutions.
January 20, 2023
City of San Luis Obispo
Planning and Zoning
919 Palm Street
San Luis Obispo, CA, 93401
planning@slocity.org
805-781-7170
Subject: FOIA Request
Property Name: Hotel Cerro
Property Address: 1125 Garden Street, San Luis Obispo, California 93401
(AKA: 1119 Garden State, San Luis Obispo, California 93401
0 Marsh, San Luis Obispo, California 93401)
Parcel Number:
Project Number:
002-428-004, 002-428-009, 002-428-008, 002-428-007,
002-424-033
23-396236.5
To Whom It May Concern,
Partner has been engaged by our client to conduct due diligence research and prepare a Zoning Report
on the above-mentioned property. Please provide copies or advise how to obtain the following:
• Current open/active zoning, building, or fire code violations on file.
- Please provide inspection reports and Notice(s) of Violation
• Certificates of Occupancy (COs) or Temporary Certificate(s) of Occupancy (if under construction)
for the shell of the building(s) and any current tenants.
• How were Certificates of Occupancy issued - for the building shell, each tenant, or both?
• Is a new CO required with a change of use, tenant, or owner? Renovations, remodel, or new
construction?
• Will the absence of a Certificate(s) of Occupancy give rise to any enforcement action?
• Copies or evidence of any current or future plans for roadway construction, repaving/resurfacing
projects, easements, land condemnation proceedings, or other such activity that would affect the
placement of property lines, immediately surrounding roads, disrupt traffic flow in proximity of
the Subject, and/or impede access to the property.
Should you expect fees or if there is any portion of our request you cannot complete, please advise me as
soon as possible. In order to expedite this request please email your response to me at
ecorso@partneresi.com. If have questions or concerns, please don’t hesitate to contact me. In the event
that you need to send hard copies, please mail them to the address below.
Emma Corso, Zoning Assistant
Partner Engineering and Science, Inc.
611 Industrial Way West, Suite A
Eatontown, NJ 07724
Direct Office: 908-497-8921 | Fax: 732-510-5487
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGER CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.comHotel Serra
1119, 1125 Garden St., 736 Marsh St.,
1110, 1120, 1130 (Suites 201-204 & 301-304) Broad St.
San Luis Obispo, CA 93401
Typ. Wood Framed Opening
Top Plates Per
Specifications
Use Double King Stud
at Spans > 8'-0" or as
Noted Per Plan
Use Double Trimmer
at Headers 6x10 or
4x12 and larger, or as
Noted Per Plan
A-35 Req'd at Double
King Stud Locations
A-35 Req'd at Double
King Stud Locations
All Nailing to Conform
with CBC Table
2304.9.1, Typ.
Sill Plate Per
Specifications
Header per plan
Double 2x Sill,
at Window
Openings
Recommended Non-Load
Bearing Interior Wall Headers*
Span
< 4'-0"Dbl. 2x4
< 6'-0"4x4
< 8'-0"4x6
4" Wall 6" Wall
Dbl. 2x6
4x6
6x6
> 8'-0"Span in ft. equals
beam depth in inches
*All Lumber 4x6, 6x6 and Smaller to be DF #2 UNO
All Lumber 4x8, 6x8 and Larger to be DF #1 UNO
Typical 2x Top Plate Splice
(2) 16d @ 16" o.c.
Strap across each side of each break
OR
Before Next Splice
4'0" Splice for 2x4
5'4" Splice for 2x6
OR
(30) 16d Nails for 2x4
(46) 16d Nails for 2x6(30) 16d Nails for 2x4
(46) 16d Nails for 2x6
MSTA24 Strap for 2x4
MSTA36 Strap for 2x6
(2) 16d @ 16" o.c.1/4" x3" SDS Screws
15 for 2x4
24 for 2x6
Studs & Plates Douglas Fir "Stud Grade" or Better
OR
(2) 16d @ 16" o.c.5/8" dia. thru bolts w/ plate
washers against wood surfaces
6 for 2x4 or 10 for 2x6
STRUCTURAL
TITLE SHEET
NTS
ARCHITECT
SOILS/GEO. ENGINEER
Arris Studio Architects
1306 Johnson Avenue
San Luis Obispo, CA 93401
(805) 547-2240
Earth Systems Pacific, Inc.
4378 Old Santa Fe Road
San Luis Obispo, CA 93401
(805) 544-3276
PROJECT INFORMATION
Garden Street SLO Partners, L.P.
805 Aerovista Place, #202
San Luis Obispo, CA 93401
Consultants:
Owner:
STANDARD DETAILS
Typ. Duct or Pipe Through Footing
1
6 Min.Double Ties, Typ.
Duct or Pipe per Mech.
or Plumbing Plan
Rebar per Plan & Details
Do NOT Locate Duct or Pipe Within 24" of Any Holdowns
Pipe Diameter (D/2 Max.)(per Plan & Details)D2" Clr.Typ.1/4"
1. Pour Slab in Alt. Bays as Shown. Max. Bay Size = 12'-0"
2. Slab May be Poured Monolithically When Sawcut @ 12'-0" Max. Each Way
3. Expansion Joints as indicated on Plan.
TYP. EXPANSION JOINT
TYP. COLD JOINT
TYP. SAWCUT
Second PourFirst Pour
Fill w/ Joint Sealant
1 1/2" Bevel Keyway
#3 x 2'-0" @ 18" o.c.
Second Pour
First Pour
Expansion Joint 2"
Typ. Slab Joints
3/4"
1/8"
Typ. Opening in Slab-on-Grade
Slab-on-Grade per Plan & Details
Rebar per Plan & Details
2" Clr.
Typ.
By Others
#3x24" Diag. Bar at Ea. Corner
S-0.1
SHEET INDEX
S-1.2b Foundation Plan E/W Reinf. - Area B
S-1.3a Foundation Plan Depression Plan - Area A
S-1.3b Foundation Plan Depression Plan - Area B
S-1.1a Foundation Plan N/S Reinf. - Area A
S-1.1b Foundation Plan N/S Reinf. - Area B
S-1.2a Foundation Plan E/W Reinf. - Area A
S-0.2 Structural Specifications
S-0.1 Structural Title Sheet
S-0.3 Special Inspections
S-3.1a Third Floor Framing Plan - Area A
S-3.2b Third Floor Framing Plan - Area B
S-4.1a Fourth Floor Framing Plan - Area A
S-2.3a Podium Deck Depression Plan - Area A
S-2.3b Podium Deck Depression Plan - Area B
S-2.1a Podium Deck N/S Reinf. - Area A
S-2.1b Podium Deck N/S Reinf. - Area B
S-2.2a Podium Deck E/W Reinf. - Area A
S-2.2b Podium Deck E/W Reinf. - Area B
S-6.3 Structural Details
S-6.4 Structural Details
S-6.5 Structural Details
S-5.1b Roof Framing Plan - Area B
S-6.1 Structural Details
S-6.2 Structural Details
S-5.1a Roof Framing Plan - Area A
S-4.1b Fourth Floor Framing Plan - Area B
S-6.10 Structural Details
S-6.6 Structural Details
S-6.7 Structural Details
S-6.8 Structural Details
S-6.9 Structural Details
HFX3 HFX-Series Panels - Typ. Floor System
Details
HFX2 HFX-Series Panels - Typ. Framing Details
OC
OD
OPP
OSB
T&G
TOB
T&B
TEMP
TH (K)
THRU
TOC
TOG
TOP
TOS
TOW
TYP
R (AD)
RDWD
REBAR
REC ('D)
RECT
REF
REINF
REQ ('D)
RET
REV
PEN
PERF
PERIM
PERP
PL
PLF
PLY (WD)
PROJ
PROP
PSF
PSI
PT
LB (S)
LF
LL
LTWT
(N)
N/A
NAT ('L)
NTS
—
@
D
#
/
+/-
W
W/
WF
W/IN
W/O
WT
WWF
YD
VERT
SYM
STD (S)
STL
UNO
MAS
MAX
MB
MFR
MIN
PAR
PCF
STR (UCT)
SIM
SPEC (S)
SW
VIF
RJ
RR
MF
COM
CONC
CONN
CONST
CONT
CTR
CU
DEG
DEP
DF
DIA (M)
DIM
DJ
DL
DWG
FDN
FLR(G)
FOC
FOM
FOS
FT
FTG
IN
INT
INV (D)
GYP
HDR
HOR (IZ)
JST
K
KSI
(E)
EA
EL
ELEV
EQ
EW
EXP
EXT
D
DBL
GA
GALV
GC
GLB
DEMO
FF
KLF
KSF
AB
ABV
ADJ
ALT
APPROX
ARCH
AVG
BOT
BRG
BTWN
BLDG
BLK(G)
BM
CJ
CLG
CLR
CMU
BW
COL
CANT
CL
FJ
BN
DIST
SMRF
CJP
OMRF
On Center (s)
Outside Diameter
Opposite
Oriented Strand Board
Tongue And Groove
Top Of Beam
Top And Bottom
Temporary, Tempered
Thick, Thickness
Through
Top Of Concrete
Top Of Grade
Top Of Plate
Top Of Slab
Top Of Wall
Typical
Radius
Redwood
Reinforcing Bar (s)
Receive (d)
Rectangular
Reference
Reinforce (d), (ing), (ment)
Require (d), (ment)
Retain (ing)
Revision (s), Revised
Penetrate (ion)
Perforate (d), (tion)
Perimeter
Perpendicular
Plate, Property Line
Pounds Per Linear Foot
Plywood
Project
Property
Pounds Per Square Foot
Pounds Per Square Inch
Pressure Treated, Point
Pound (s)
Linear (l) Foot
Live Load
Lightweight
New
Not Applicable
Natural, National
Not To Scale
Angle
At
Delta
Number / Pound
Per
Plus Or Minus
Width, Wide, Water
With
Wide Flange
Within
Without
Weight
Welded Wire Fabric
Yard
Vertical
Symmetry (ical), Symbol
Standard (s)
Steel
Unless Noted Otherwise
Masonry
Maximum
Machine Bolt
Manufacture (r)
Minimum, Minute (s)
Parallel
Pounds Per Cubic Foot
Structural, Structure
Similar
Specification (s)
Shearwall
Verify In Field
Roof Joist (s)
Roof Rafter (s)
Moment Frame
Common
Concrete
Connect (ion)
Construction
Continuous, Continue
Center
Cubic
Degree
Depressed
Douglas Fir
Diameter
Dimension (s)
Deck Joist (s)
Dead Load
Drawing
Foundation
Floor (ing)
Face Of Concrete
Face Of Masonry
Face Of Studs
Foot, Feet
Footing
Inch (es)
Interior
Invert (ed)
Gypsum
Header
Horizontal
Joist
Kip (1000 Pounds)
Kips Per Square Inch
Existing
Each
Elevation (grade)
Elevator, Elevation
Equal
Each Way
Expand, Expansion
Exterior
Penny
Double
Gage, Gauge
Galvanized
General Contractor
Glue Laminated Beam
Demolish, Demolition
Finished Floor
Kips Per Linear Foot
Kips Per Square Foot
Anchor Bolt
Above
Adjacent, Adjustable
Alternate
Approximate
Architect (ural)
Average
Bottom
Bearing
Between
Building
Block (ing)
Beam
Ceiling Joist (s)
Ceiling
Clear (ance)
Concrete Masonry Unit
Both Ways
Column
Cantilever (ed)
Center Line
Floor Joist (s)
Boundary Nailing
Distance
Special Moment
Complete Joint
Ordinary Moment
CJP Penetration
OMRF Resisting Frame
SMRF Resisting Frame
KP King Post
STD. ABBREVIATIONS
Bar
Size D
#3
#4
#5
#6
#7
#8
1 1/2"
2"
2 1/2"
4 1/2"
5 1/4"
6"
H
2 1/2"
3"
3 3/4"
4 1/2"
5 1/4"
6"
STANDARD TIES & STIRRUPS
12d for #6 and Larger
6d for #5 and Smaller
STANDARD END HOOKS
D DJ4d, 2 1/2" Min.
Depth Required
Per Details
12ddBar
Size D
#3
#4
#5
#7
#8
#9
#10
2 1/4"
3"
3 3/4"
5 1/4"
6"
9 1/2"
10 3/4"
J
3"
4"
5"
7"
8"
11 3/4"
1'-1 1/4"
Typ. Reinforcement Bar Bends
NOTE:
All bar bend diameters & end lengths must conform to the CRSI Manual of Standard Practice
#6 4 1/2"6"DdH D6
d,
3"
M
in.dDepth Required
Per Details
Cont. full depth blk'g
Roof sheathing per specifications
Roof boundary nailing per
schedule
Transfer clip (blk'g to top plates) per
shearwall schedule
(48" o.c. min. all areas)
Upper shearwall per plan
Bottom sill connection for upper
shearwall per shearwall schedule (16d
@ 6" o.c. min. all areas)
Boundary nailing for upper shearwall
per shearwall schedule
Transfer clip (blk'g to top plates) per
shearwall schedule
(32" o.c. min. all areas)
Lower shearwall
per plan
Anchor bolts for
lower shearwall per
shearwall schedule
Boundary nailing for
lower shearwall per
shearwall schedule
Typ. Shearwall Section
Re-tighten all anchor in
bolts prior to closing in.
SHEARWALL NOTES:
Single sided shearwalls may be placed on EITHER side of wall panel.*
Sill plates on masonry or concrete to be pressure treated per schedule. All sill plates on concrete or masonry to be 3x
members UNO. (Sill plates on wood framing for one-sided upper-level shearwalls may be 2x members.)
*
Wall studs and blocking at adjoining panel edges to be per schedule.*
Where plywood is applied on both faces of a wall, edge nails shall be staggered on adjacent panel edges OR panel joints
shall be offset to fall on different framing members. Plywood joint and sill plate nailing shall be staggered in all cases.
*
Plywood panels shall butt along centerlines of framing members. Minimum plywood dimension for shearwall shall be 12".*
Nails shall have min. 3/8" edge distance.*
The use of pneumatic nail guns for shearwall nailing is subect to continued satisfactory jobsite performance and is subject
to review and approval by the Engineer of Record and/or the Bldg. Inspector. If the nail head penetrate the outer ply more
than would be normal for a hand held hammer, or if the minimum edge distances are not maintained, the performance will
be deemed unsatisfactory and the continued use of pneumatic nail guns for shearwall nailing will not be permitted.
*
At all bearing walls (exterior and interior walls) not noted as shearwalls, continuous full depth blocking shall be provided
between joists and rafters with LTP4 or A35 to top plates @ 32" o.c. at floor and 48" o.c. at roof conditions UNO per plan*
Refer to Project Specifications for additional framing requirements.*
Length of Shearwall as
Specified on Plans
Nailing Specified in Shearwall
Schedule is Required along
Perimeter of Each Plywood
Panel as well as along Entire
Overall Boundary of Shearwall
Typ. Shearwall Elevation
Continuous Dbl. 2x Top Plate
(Refer to applicable details for
splice requirements)
At Non-Shearwalls, 5/8"
Anchor Bolts Spaced per
Project Specifications
Holdown and Anchor per plan.
(Holdown May or May Not
Occur at Ends of Shearwall)
Holdown Post per Plan (2-2x Min.)
12" o.c. Field Nailing Required
at Interior of Plywood Panel
Continuous 3x Framing (or 3x
Blk'g) at Adjoining Panel Edges
(Where Required)
3x PT Sill Plate at
Shearwalls (UNO)
2x PT Sill Plate at Non-Shearwalls
5/8" Anchor Bolts Spaced
per Shearwall Schedule
Plate Washers Required
for All Sill Anchor Bolts
2
5'6"
Holdown or Strap to Below.
SHEARWALL LEGEND
Suggested Shearwall Placement
(Sheathing may be placed on either
side of wall framing. Coordinate
finishes with Architecturals)
Length of Shearwall (Min.)
Holdown Strap from Above, NOT
Continuous to Level Below. Align
Post to Match Post from Above.
Shearwall Type (which, when keyed
to Shearwall Schedule, specifies
sheathing, nailing, anchor bolts,
transfers, etc.
Refer to Plans for Specific Transfer &
Connection Details at Each Shearwall Location
Holdown Strap from Above. Align w/
Strap or Holdown Post Below.
A
A
1
"T" INTERSECTION,
MST HOLDOWN
"L" INTERSECTION, 2x6 WALLS
"T" INTERSECTION,
HTT HOLDOWN or NO HOLDOWN
SW Boundary
Nailing w/ 16d Typ.
Stud to Stud
SW Boundary Nailing Typ.
HTT Holdown Where
Occurs
SW Boundary Nailing, Typ.
16d, Lags or SDS Screws
per SW Schedule
MST Holdown Where Occurs
ALL SHEARWALLS PER PLAN
REPLACE MULTIPLE STUDS WITH
POSTS AS INDICATED PER PLAN
SW Boundary
Nailing Typ.
HTT Holdown Where
Occurs
"L" INTERSECTION, 2x4 WALLS
16d, Lags or SDS Screws
per SW Schedule
MST Holdown Where
Occurs
SW Boundary Nailing Typ.
HTT Holdown Where
Occurs
16d, Lags or SDS Screws
per SW Schedule
MST Holdown Where Occurs
Typ. Shearwall Intersections
GENERAL PARAMETERS
2013 CBC *Building Code
Live Loads (LL)40 psf
Roof Loads
Dead Loads (DL)
Floor Loads
Live Loads (LL)20 psf
Dead Loads (DL)16 psf
45 psf
Live Loads (LL)100 psf
Dead Loads (DL)
Pool Deck Loads
84 psf
Corridor Loads (LL)100 psf
*The 2013 California Building Code (CBC), based on the 2012
International Building Code (IBC), is the governing code in the
State of California.
STRUCTURAL DESIGN PARAMETERS
SEISMIC DESIGN BASIS
Seismic Design Category D
Seismic Factors
Importance Factor, Ie 1.00
Design Base Shear:
SS / S1
SDS / SD1
R = 6.5V = 0.124W
Risk Category II
Site Class D
Resisting Sys.:
Wood Shearwalls
Analysis Procedure:Equiv. Lateral Force
(ASCE 7-10 T. 12.6-1)
1.168 / 0.444
0.804 / 0.461
Upper Levels
Sp. Reinf. Mas. SW'sLower Levels
Upper
R = 5.0V = 0.161WLower
SOILS VALUES
Bearing Pressure (DL+LL)1500 psf
Modulus of Subgrade 115 pci
(Soils Report)
WIND DESIGN BASIS
Ultimate Wind Speed, VULT 110 mph
Exposure B
Importance Factor, Iw 1.00
Nominal Wind Speed, VASD 85 mph
Internal Pressure Coeff., GCpi +/- 0.18
Risk Category II
Std. Development Lengths & Lap Splices
Bar
Size
#3
#4
#5
#6
#7
#8
Tension, Ld Hooked, Ldh
9"
11"
14"
17"
19"
22"
7"
10"
12"
15"
17"
19"
12"
15"
22"
31"
50"
62"
Compression, Ldc
Class AClass B
15"
20"
29"
40"
64"
80"
Ld
1 1/2" Min. Clear Spacing
Typ. Cutting, Notching, & Boring
MECHANICAL PENETRATIONS OF TOP & SILL PLATES
NOTCHING LIMITS FOR WOOD STUDS
3 1/2"1 1/2"Max.Max.1'-0" Min.1'-0" Min.
1 1/4" Max. Bored Hole
1 1/2"Min.Notches @
72"o.c. Min.
15" x 1 1/4", 16 Ga. Strap, w/ (6) 10d Commons @ Ea. End (Not Req'd for Sill)
4x
5 1/2"2"Max.Max.1'-0" Min.1'-0" Min.
2" Max. Bored Hole
2 1/2"Min.Notches @
72" o.c. Min.
21" x 1 1/4", 16 Ga. Strap, w/ (8) 10d Commons @ Ea. End (Not Req'd for Sill)
6x
5 1/2"3"Max.Max.1'-0" Min.1'-0" Min.
3" Max. Bored Hole
3 1/2"Min.Notches @
72" o.c. Min.
30" x 1 1/4", 16 Ga. Strap, w/ (11) 10d Commons @ Ea. End (Not Req'd for Sill)
8x
Non-Bearing
Interior
w
0.4w
w
0.25w
Bearing and/or
Exterior
Max.Max.
w
5/8"
Min.
0.6w
Max.
w
5/8"
Min.
0.4w
Max.
Bearing and/or
Exterior
Non-Bearing
Interior
BORING LIMITS FOR WOOD STUDS
Structural Observation Program
The Owner shall employ the Engineer or Architect registered/licensed in the State of
California who is responsible for the structural design to perform structural observation
Project:
Location:
Hotel Serra
Garden St. & Marsh St.
San Luis Obispo, CA 93401
Name:Charles R. Ashley Jr., S.E., S5258
Principal Engineer
Engineer of Record Responsible for Structural Design
Designated Name:Ian J. Shoebridge, S.E., S6293
The Engineer or Architect responsible for Structual Observation, the Contractor,
and appropriate Subcontractors shall hold a pre-construction meeting to review the
details of the structural system to be observed.
At the conclusion of the work included in the permit, the structural observer shall submit
a written statement to the Building Official, verifying that the site visits have been made
and identify any reported deficiencies that, to the best of the structural observer's
knowledge, have not been resolved.
Observation:
Masonry Walls
Widths and configurations of footing trenches;
location of rebar prior to concrete pour
Notes:
Concrete Footings & Mat Slab
Widths and configurations of forms; location
of rebar prior to concrete pour
Concrete Columns
Location of rebar prior to grouting
*Additional observations may be required at the discretion of the Building Official.
*
Contractor shall contact Engineer to request each observation a minimum of 48 hours
in advance.
Concrete Podium Deck Widths and configurations of forms; location of
rebar prior to concrete pour
High Strength Wood Diaphragms Nailing prior to cover
Wood Shear Walls &
Lateral Connections
Nailing prior to cover
Steel Moment Frames Connections, drags and transfer prior to cover
Steel Braced Frames Connections, drags and transfer prior to cover
URM Strengthening Wood diaphragm nailing prior to cover, drilled
anchorage, steel kicker & bracing connections
prior to cover
4
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGER CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&E N N E EG INI GR NIC.,C I V I L S T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.comGENERAL NOTES
1.The following notes, details, schedules & specifications shall apply to all phases of this project unless specifically
noted otherwise. Notes and details on the structural plans shall take precedence over general notes and typical
details. Where no details are given, construction shall be as shown for similar work.
2.All drawings are considered to be part of the contract documents. The Contractor shall be responsible for the review
and coordination of all drawings and specifications prior to the start of construction. Any discrepancies shall be
brought to the attention of the Engineer prior to the start of construction so that a clarification can be issued. Any
work performed in conflict with the contract documents or any applicable code requirements shall be corrected by
the Contractor at no expense to the Owner or Engineer.
3.All information on existing conditions shown on the structural plans are based on best present knowledge available,
but without guarantee of accuracy. The Contractor shall be responsible for the verifications of all dimension and
conditions at the site. Any discrepancies between actual site conditions and information shown on the drawings or in
the specifications shall be brought to the attention of the Engineer prior to the start of construction.
4. Refer to the Architectural plans for the following:
(a)Dimensions
(b) Size and location of all interior and exterior wall locations.
(c) Size and location of all floor, roof and wall openings
(d) Size and location of all drains, slopes, depressions, steps, etc.
(e) Specification of all finishes & waterproofing
(f) All other non-structural elements
5. Refer to the mechanical, electrical and plumbing plans for the following:
(a) Size and location of all equipment
(b) Pipe runs, sleeves, hangers and trenches
(c) All other mechanical, electrical or plumbing related elements
6. Do not scale structural plans. Contractor shall use all written dimensions on Architectural plans.
7. Construction materials shall be uniformly spread out if placed on floor or roof so as to not overload the framing.
Load shall not exceed the design live load per square foot. It is the Contractor's responsibility to provide adequate
shoring and/or bracing as required.
8.Specifications and detailing of all waterproofing and drainage items, while sometimes shown on the structural plans
for general information purposes only, are solely the design responsibility of others.
9.The Engineer will not be responsible for and will not have control or charge of construction means, methods,
techniques, sequences or procedures, or for safety precautions and programs in connection with the construction
delineated by these plans. It should be understood that the Contractor or his/her agent(s) shall supervise and direct
all work and shall be solely and completely responsible for all construction means, methods, techniques, sequences,
procedures and conditions on the job site, including safety of all persons and property during the entire period of
construction. Periodic observations by the Engineer, his staff or representatives are not intended to include
verification of dimensions or review the adequacy of the Contractor's safety measures on or near the construction
site.
10.Modifications of the plans, notes, details and specifications shall not be permitted without prior approval from the
Engineer.
11.All workmanship shall conform to the best practice prevailing in the various trades performing the work. The
Contractor shall be responsible for coordinating the work of all trades.
12.It is the Contractor's responsibility to ensure that only approved structural plans are used during the course of
construction. The use of unapproved documents shall be at the contractor's own risk. Corrections of all work based
on such documents shall be performed at the Contractor's expense.
13.These plans and specifications represent the structural design only. No information nor warranty is provided for the
work of any other Consultant (Architect, Mechanical, Electrical, etc.). This includes, but is not limited to,
waterproofing, drainage, ventilation, accessibility, or dimensions.
CONCRETE
1.All concrete shall have:
(a) an ultimate compressive strength (f'c) of 2500 psi at 28 days (UNO).
(b) a maximum slump of 5" at point of placement.
(c) a W/C ratio of 0.55 or less for all slabs, walls, and columns, and 0.60 or less for all foundations.
(d) a normal dry-weight density (UNO).
2.Special inspection is NOT required, except where specified herein, on the structural plans, or by the Building
Department.
As a minimum, special inspection is always required on:
(a) structural slabs, flat plates
(b) walls, columns, beams
(c) piles, caissons
(d) welding of reinforcement, installation of mechanical bar splice devices, epoxy applications
When required or specified, special inspection services shall conform to CBC Chapter 17 and shall be provided by
an ICC certified inspector or Building Department approved engineer.
The Building Department reserves the right to waive or require the special inspection requirements [CBC 1704.1
and 1704.4] . Nothing in these plans waives the Building Department right to require special inspection on at any
point and on any material.
3.Testing of materials used in concrete construction must be performed as noted on structural plans or at the request
of the Building Department to determine if materials are quality specified. Tests of materials and of concrete shall be
made by an approved agency and at the expense of the contractor; such tests shall be made in accordance with the
standards listed in CBC Table 1704.4.
When testing of concrete is required, four (4) test cylinders shall be taken from each 150 yards, or fraction thereof,
poured in any one day. One (1) cylinder shall be tested at seven (7) days; two (2) at 28 days; one (1) shall be held
in reserve. If Contractor elects to have additional tests performed for "early-break" results, additional test cylinders
must be taken. At no time shall the Contractor instruct the testing agency to perform tests on a schedule different
than above without the prior authorization of the Engineer.
Contractor is responsible for complying with applicable testing requirements of the Building Department. Copies of
all test reports shall be provided to Engineer and Building Department for review in a timely manner.
4.The Contractor shall remove and replace any concrete which fails to attain specified 28 day compressive strength if
so directed by the Engineer. Any defects in the hardened concrete shall be repaired to the satisfaction of the
Engineer and/or Architect or the hardened concrete shall be replaced at the Contractor's expense.
5.All concrete work shall conform with CBC Chapter 19.
6.All cement shall be Portland Cement Type I or II and shall conform to ASTM C 150.
7.All aggregates shall conform to ASTM C33. Maximum aggregate sizes:
(a) Footings:
i.Maximum 1-1/2"
ii.Minimum 1"
(b) All other work:
i.Maximum 1"
ii.Minimum 3/4"
8.Where not specifically detailed, the minimum concrete cover on reinforcing steel shall be:
(a) Permanently exposed to earth or weather
i. Cast against earth:3"
ii. Cast against forms:2"
(b) Not exposed to earth or weather
i.Slabs, walls, joists: 3/4"
ii.Beams, girders, columns: 1-1/2"
9.Minimum lap splice length for all reinforcing steel shall be 40 bar diameter unless specifically noted otherwise onthe
structural plans and/or details. All lap splices to be staggered.
10.All anchor bolts used in concrete construction shall have a minimum total embedment as follows (UNO) :
(a) 5/8" dia.: 7"
(b) 3/4" dia.: 8"
(c) 7/8" dia.: 9"
(d)1" dia.: 10"
Overall length of anchor bolts shall be coordinated with sill plate requirements as indicated elsewhere in these
specifications. All anchor bolts in contact with preservative-treated wood shall be hot dipped zinc galvanized or
stainless steel.
11.All reinforcing steel, anchor bolts, dowels, inserts, and any other hardware to be cast in concrete shall be well
secured in position prior to foundation inspection. All hardware to be installed in accordance with respective
manufacturer's specifications. Refer to architectural and structural plans for locations of embedded items.
12.Locations of all construction joints, other than specified on the structural plans, shall be approved by the Architect
and Engineer prior to forming. Construction joints shall be thoroughly air and water cleaned and heavily roughened
so as to expose coarse aggregates. All surfaces to receive fresh concrete shall be maintained continuously wet at
least three (3) hours in advance of concrete placement.
Unless specifically detailed or otherwise noted, construction and control joints shall be provided in all concrete
slabs-on-grade. Joints shall be located such that the area does not exceed 400 sq. feet.
13.The Architect, Engineer and appropriate inspectors shall be notified in a timely manner for a reinforcement
inspection prior to the placement of any concrete.
14.The Contractor shall obtain approval from the Architect and the Engineer prior to placing sleeves, pipes, ducts,
chases, coring and opening on or through structural concrete beams, walls, floors, and roof slabs unless
specifically detailed or noted on the plans. All piles or conduits passing through concrete members shall be sleeved
with standard steel pipe sections.
15.The Contractor is responsible for design, installation, maintenance and removal of all formwork. Forms shall be
properly constructed, sufficiently tight to prevent leakage, sufficiently strong, and braced to maintain their shape and
alignment until no longer needed for concrete support. Joints in formwork shall be tightly fitted and blocked, and shall
produce a finished concrete surface that is true and free from blemishes. Forms for exposed concrete shall be
pre-approved by the Architect to ensure conformance with design intent.
16.Remove form work in accordance with the following schedule:
(a) Forms at slab edge:1 day
(b) Side forms at footings: 2 days
(c) All other vertical surfaces: 7 days
(d) Beams, columns, girders: 15 days
(e) Elevated slabs:28 days
Engineer reserves the right to modify removal schedule above based on field observations, concrete conditions,
and/or concrete test results.
17.All concrete (except slabs-on-grade 6" or less) shall be mechanically vibrated as it is placed. Vibrator to be operated
by experienced personnel. The vibrator shall be used to consolidate the concrete. The vibrator shall not be used
to convey concrete, nor shall it be placed on reinforcing and/or forms.
18.Concrete shall be maintained in a moist condition for a minimum of five (5) days after placement.
19.Concrete shall not be permitted to free fall more than six (6) feet. For heights greater than six (6) feet, use tremie,
pump or other method consistent with applicable standards.
20.When specified ultimate compressive strength is greater than 2500 psi, Contractor shall submit mix designs to
Architect and Engineer for approval seven (7) days prior to placement. Mix designs shall be prepared by an
approved testing laboratory. Sufficient data must be provided for all admixtures.
21.Refer to Architectural plans for locations of all dimensions, slab depressions, slopes, drains, curbs, and control
joints.
TIMBER / LUMBER
1.All structural lumber shall be Douglas Fir-Larch, S4S and shall conform to CBC Section 2303.1.1.
2.The minimum lumber grade of each member shall be as follows (unless specifically noted otherwise on plans and
details) :
(a) 2x studs, blocking, plates:Stud
(b) 2x joists #2 or better
(c) 4x4, 4x6, or 6x6 beams or posts #2 or better
(d) 4x8, 6x8, or larger beams or posts #1 or better
It is recommended (but not required) that all exposed members be Select Structural or better and free of heart
center due to visual characteristics.
3.All lumber in contact with concrete or masonry shall be pressure treated Douglas Fir. Whenever it is necessary to
cut, notch, bore or splice pressure treated material, all newly cut surfaces shall be thoroughly painted with the same
preservative.
4.Maximum moisture content for all structural members shall not exceed 19%.
5.All plywood sheathing shall be CDX grade (or better) Douglas Fir with exterior glue. All sheathing shall conform to
CBC Standard 23-2 and grade-marked by the American Plywood Association (APA) . Panel index to be 40/20 for
floors and 24/0 for roofs unless specifically noted otherwise on the plans and details.
STRUCTURAL STEEL
1.All structural steel and connections shall be fabricated and erected in accordance with AISC specifications, Seismic
Provisions Supplements No. 1 and 2, and Code of Standard Practice as amended to date.
2.Steel fabrication shop drawings shall be submitted for review by the Architect and Engineer prior to fabrication.
3.Special Inspection: Continuous special inspection of structural welding is required by an inspector pre-qualified by the
Building Department. The following exceptions are permitted for welds not in Special Moment-Resisting Frames:
(a) Welding performed in an approved fabricator's shop in accordance with 2013 CBC Section 1704.2.
(b) The inspector need not be continuously present during welding of the following items, provided the materials,
welding procedures, and welders qualifications are verified prior to the start of work; Periodic inspections are
made of work in progress; and visual inspection of all completed welds is made prior to shipment:
i.Single-pass fillet welds not exceeding 5/16"
ii.Floor and roof steel deck welding
iii.Welded studs (for nailers, diaphragms or composite deck systems)
iv.Welded light gauge cold-formed framing members (studs, joists, etc.)
v.Welding of stairs and railing systems
4.Testing Procedures: All complete joint penetration welds (aka full penetration, FP, or CJP) groove or butt welded
joints and splices in Special Moment-Resisting Frames shall be tested 100 percent in accordance with AISC
Seismic Part I, Section 16 by either ultrasonic testing ("UT") or radiography (x-ray). The following exceptions are
permitted:
(a) Ultrasonic or radiographic testing is not required for all complete joint penetration welds on material less than
5/16" thick; continuous visual inspection is required.
(b) At the discretion of the Building Official, the ultrasonic or radiographic testing rate for an individual welder may
be reduced to 25% provided the reject rate is no more than 5% for all welds tested for that individual welder.
(c) At the discretion of the Building Official, the ultrasonic or radiographic testing may be performed in the shop
of an approved fabricator by a qualified inspector of his employ.
(d) It is the responsibility of the Contractor to verify all the testing requirements of the local Building Department
as the requirements vary with each governing agency.
The testing procedures outlined above apply on to those complete joint penetration welds specified in Special
Moment-Resisting Frames only; Ordinary Moment-Resisting Frames are exempt.
5.Materials:
(a) Wideflange (or "W") sections shall conform to either ASTM A572 Gr. 50 or ASTM A992 except in moment
frames.
(b) Wideflange sections in moment frames shall conform to ASTM A992.
(c) Tube sections ("TS" or "HSS") shall conform to ASTM A500 Gr. B.
(d) Pipe sections shall be welded seamless pipe conforming to ASTM A53 Gr. B or ASTM A501.
i. STD indicates Standard Wall
ii. EXT indicates Extra Strong
iii.DBL indicates Double Extra Strong
(e) All other material(plate, bars, etc.) shall conform to ASTM A36 unless specifically noted otherwise.
(f) All plate material specified in steel moment frame connections shall conform to ASTM A57 Gr. 50 or ASTM
A992.
6.Bolts:
(a) All bolts shall be ASTM A307 unless specifically noted otherwise on the structural plans.
(b) High strength bolts complying with ASTM A325 and A490, when specified, shall require special inspection in
accordance with CBC Section 1704.3.3.
(c) Threaded rod, where specified, shall conform with ASTM A307 unless specifically noted otherwise on the
structural plans.
(d) Bolt holes shall be drilled 1/32" to 1/16" larger than the specified bolt diameter.
7.Welding:
(a) All welding shall be performed using SMAW, GMAW or FCAW processes.
(b) All welded connections to be welded in accordance with the latest edition of the AWS D1.1.
(c) All welding shall be performed by certified welders.
(d) All welding shall be performed with E70XX electrodes with a minimum CVN toughness of 20 ft-lb at -20oF.
(e) Weld lengths specified on the plans are the net effective length required. Where fillet weld symbol is given
without indication of size, use the minimum size welds as specified in section 1.17.2 of the AISC Manual of
Steel Construction 9th Edition.
(f) No field welding shall be permitted unless specifically noted on the plans or details.
8.No holes other than those specifically detailed shall be allowed through structural steel members. Burning or
torching of holes is not permitted under any circumstances.
9.All structural steel shall be painted one shop coat and touched-up in the field with read lead (or approved zinc
chromate primer) as necessary.
10.Any steel member interfacing with wood framing shall have 1/2" diameter studs welded at 24" o.c. for attachment
of wood nailers. Thru-bolting of nailers shall not be permitted unless specifically noted on the plans or details.
11.Provide hot dip galvanizing or 3" minimum concrete cover around all structural steel below grade.
12.Contractor to allow for additional 2,500 lbs. of plate, angle, channel, etc. (plus time, labor, and associated materials)
to be placed at Engineer's discretion.
MASONRY
1.Special inspection is NOT required, except where specified herein, on the structural plans, or by the Building
Department.
2.Concrete Masonry Units:
(a) shall have a minimum compressive strength of 1500 psi.
(b) shall conform to ASTM C90, Grade N, Type I, medium-weight aggregate
(c) shall conform to CBC Table 2105.2.2.1.2
3.Mortar:
(a) shall have a minimum compressive strength of 1800 psi.
(b) shall be Type M or Type S
(c) shall be proportioned in conformance with ACI 530.1-08 Table SC-1
(d) shall be prepared with potable water that is free from deleterious amounts of acids, salts, alkali and
organic materials.
4.Grout:
(a) shall have a minimum 28 day compressive strength of 2000 psi.
(b) shall be proportioned in conformance with Article 2.2 of ACI 530.1-08
(c) shall be prepared with potable water that is free from deleterious amounts of acids, salts, alkali and
organic materials.
5.Admixtures:
(a)shall be submitted to Engineer for review and approval prior to use.
6.Construction:
(a) Masonry units shall be laid in a running bond pattern. Stack bond or mechanical anchorage shall not be
used unless specifically detailed on the plans.
(b) All masonry units shall be free of excessive dirt and dust.
(c) All cells shall be filled solidly with grout. Grout shall be a workable mix suitable for pumping without
segregation and shall be throughly mixed. Grout shall be placed by pumping and shall be placed before
initial set or hardening occurs. Grout shall be consolidated by mechanical vibration during placing and
reconsolidated after excess moisture has been absorbed but before workability has been lost. The grouting
of any wall section shall be completed in one day with no interruptions greater than one hour.
(d) Maximum grout height and use of clean-outs shall conform to ACI 530.1-05 3.5D. When required,
clean-outs shall be provided by openings in the face shells in the bottom course of each cell to be grouted.
The clean-outs shall be sealed after inspection and before grouting.
(e) When grouting is stopped for more than one hour, horizontal construction joints shall be formed by
stopping the grout pour approximately 1-1/2" above or below a bed joint.
7.Reinforcement:
(a)Refer to Reinforcement section for material specifications.
(b) All openings exceeding 24" shall have a minimum of (2) #5 bars directly above, below, and on both
sides. Bars shall extend a minimum of 24" past edge of opening.
(c)At the end of all walls, provide a minimum of (2) #5 bars vertically from foundation to top of wall.
(d) At the top of all walls, provide a minimum of (2) #4 bars horizontally along entire length of wall.
(e) Walls shall have a minimum of #4 bars @ 24" o.c. horizontally and vertically unless specifically noted
otherwise noted on the plans.
(f) All wall corners, intersections, ends and jambs shall have (2) #5 bars vertically unless specifically noted
otherwise on the plans.
(g) All jamb reinforcement shall dowel into foundations below with lap bars of the same diameter.
(h) All lap splices shall be a minimum of 40 bar diameters unless specifically noted otherwise on the plans. All
lap splices are to be staggered.
(i) All reinforcement shall be in place and secured prior to placement of grout. Reinforcement shall be placed
in accordance with ACI 530.1-05 3.4.
(j) Reinforcement to have grout coverage of at least one bar diameter from inside face of shell. The clear
distance from the outside face of masonry to the reinforcement shall not be less than 2" when unit is exposed
to soil.
8.Unless specifically noted otherwise on the architectural or structural plans, vertical control joints shall be provided in
all concrete masonry walls and spaced at a maximum distance of 32 feet o.c. Control joints shall extend the full
height of the wall. Control joints are not required when the wall length does not exceed 1.5 times the wall height.
9.Waterproofing shall be provided for all walls exposed to earth. Refer to architectural plans and specifications for
waterproofing requirements.
10.Concrete masonry retaining walls shall not be backfilled until grout has set a minimum of 14 days. Refer to
structural plans for slab and/or framing installation sequencing.
11.The Contractor is responsible for the design, installation, maintenance and removal of all bracing and shoring
that may be required during the course of construction.
12. Masonry block to be provided by Air-Vol Block, Inc. or approved equivalent. Contact Erik Geil. 1 Suburban Rd., San
Luis Obispo, CA 805-543-1314.
ENGINEERED LUMBER
1.Glu-laminated Beams
(a) shall be 24F-V4 for simple single spans and 24F-V8 for beams that are cantilevered and/or continuous over
interior supports. They shall have the following minimum properties:
i.Fb = 2400 psi
ii.Fv = 265 psi
iii.Fc = 650 psi
iv.E = 1800 ksi
(b) shall not be notched, cut or drilled without prior approval from the Engineer
(c) shall have exterior glue and weather-treatment prior to installation
(d) shall be fabricated by an approved manufacturer. An A.I.T.C. Certificate of Compliance shall be given to the
building inspector prior to installation
(e) shall have factory standard camber, except where noted otherwise on the plans
2. Laminated Veneer Lumber (LVL) :
(a) shall be 1-3/4" minimum thickness with the following minimum properties:
i. E = 1900 ksi
ii.Fb = 2600 psi
iii. Fv = 285 psi
iv.Fc (parallel) = 2500 psi
v. Fc (perp.) = 750 psi
vi.Ft (parallel) = 1500 psi
vii.Specific Gravity = 0.50
(b)shall be fabricated by an approved manufacturer
(c) shall bear a minimum of 3-1/2" on specified supports. Provide full depth solid blocking at all bearing points
(d) shall be nailed in accordance with manufacturer's specifications. Unless otherwise approved, nailing into the
top edge shall not be spaced any closer than:
i. 16d 6"
ii. 10d 4"
iii. 8d 3"
iv.When nailing must be reduced, stagger rows a minimum of 1/2" apart while maintaining proper edge
distances
(e) shall be, when comprised of multiple members, connected with 16d nail, 1/2" bolts or 1/4" lag screws in
accordance with manufacturer's specifications.
(f) shall not be cut, notched or drilled without specific written approval of the Engineer.
3. Laminated Strand Lumber (LSL) :
(a) shall be 1-3/4" minimum thickness with the following minimum properties:
i. E = 1550 ksi
ii.Fb = 2325 psi
iii. Fv = 310 psi
iv.Fc (parallel) = 2500 psi
v. Fc (perp.) = 800 psi
vi.Ft (parallel) = 1070 psi
vii.Specific Gravity = 0.50
(b) shall be fabricated by an approved manufacturer
(c) shall bear a minimum of 3-1/2" on specified supports. Provide full depth solid blocking at all bearing points
(d) shall be nailed in accordance with manufacturer's specifications. Unless otherwise approved, nailing into the
top edge shall not be spaced any closer than:
i. 16d 6"
ii.10d 4"
iii. 8d 3"
iv.When nailing must be reduced, stagger rows a minimum of 1/2" apart while maintaining proper edge
distances
(e) shall be, when comprised of multiple members, connected with 16d nail, 1/2" bolts or 1/4" lag screws in
accordance with manufacturer's specifications.
(f) shall not be cut, notched or drilled without specific written approval of the Engineer.
4. Parallel Strand Lumber (PSL) :
(a) shall be 2-1/2" minimum thickness with the following minimum properties:
i.E = 2000 ksi
ii.Fb = 2900 psi
iii.Fv = 290 psi
iv.Fc (parallel) = 2900 psi
v.Fc (perp.) = 750 psi
vi.Ft (parallel) = 2025 psi
vii.Specific Gravity = 0.50
(b) shall be fabricated by an approved manufacturer
(c) shall bear a minimum of 3-1/2" on specified supports. Provide full depth solid blocking at all bearing points
(d)shall be nailed in accordance with manufacturer's specifications. Unless otherwise approved, nailing shall not
be spaced any closer than:
i. Narrow face:6" for 16d common, 4" for 10d common, and 3" for 8d common
ii.Wide Face: 8" for 16d common, 6" for 10d & 8d common
iii.When nailing must be reduced, stagger rows a minimum of 1/2" apart while maintaining proper edge
distances
(e) shall not be cut, notched or drilled without specific written approval of the Engineer.
5. Plywood I Joists:
(a) type and manufacturer shall be clearly noted on the plans. Substitutions shall not be permitted without prior
approval of the Engineer.
(b) shall be installed in accordance with applicable code approvals and manufacturer's specifications.
(c) shall bear a minimum of 1-3/4" at all end supports, and 3-1/2" at intermediate supports. Provide full depth solid
blocking at all bearing points.
(d) shall be installed with intermediate blocking or bridging as specified by the manufacturer. Only omit
intermediate blocking when specifically allowed by the manufacturer.
(e) shall not be cut, notched or drilled without specific written approval of the Engineer.
REINFORCEMENT
1.Reinforcing steel shall be to deformed, clean, free of rust, grease or any other material likely to impair concrete bond.
2.All bars shall conform to ASTM A615, Grade 60 minimum (UNO on structural plans), except that #3 & #4 bars may
be Grade 40. All weld wire fabric (WWF) shall conform to ASTM A185.
3.Reinforcing steel that is to be welded shall conform to ASTM A706. All welding of reinforcement shall be subject to
special inspection.
4.Contractor shall take necessary steps (standard ties, anchorage devices, etc.) to secure all reinforcing steel in their
true position and prevent displacement during concrete placement.
5.Fabrication, placement and installation of reinforcing steel shall conform to:
(a) Concrete Reinforcing Steel Institute (CRSI) Manual of Standard Practice
(b) CBC Section 1907.
6.Shop drawings for fabrication of reinforcing steel shall be approved by the Contractor and submitted to the
Architect and Engineer for review and approval prior to fabrication. Shop drawings are not required for
slabs-on-grade or foundations unless specifically noted on the structural plans.
7.Heating of reinforcing steel to aid in bending and shaping of bars is not permitted. All bends in reinforcing steel
are to be made cold. All bend radii shall conform to CRSI Manual of Standard Practice.
8.Refer to Concrete and Masonry notes for specific minimum splice length and splice staggering requirements. Lap
welded wire fabric (WWF) reinforcement two (2) modules minimum (UNO). All splices are to be staggered.
9.Contractor to allow for additional 9,000 lbs. of #5 rebar (plus time, labor, and associated materials) to be placed at
Engineer's discretion at the podium deck level.
10.Contractor to allow for additional 11,500 lbs. of #7 rebar (plus time, labor, and associated materials) to be placed at
Engineer's discretion at the mat foundation level.
MANUFACTURED SHEARWALLS
1. Hardy Frames:
(a) shall be fabricated by Hardy Frames, Inc. No substitutions shall be permitted without prior approval of the
Engineer.
(b) shall be located per structural plans
(c) shall be installed in accordance with applicable code approvals and manufacturer's specifications.
COLD-FORMED METAL FRAMING
A. GENERAL
1. Submittals are required for:
a) Product Data: Specifications and installation instructions for steel studs, fasteners, and accessories.
b) Shop Drawings: Show layout, spacings, sizes, thicknesses, and types
of cold-formed metal framing; fabrication; and fastening and anchorage details, including mechanical fasteners.
c) Installer's Qualifications: Provide documentation that the installermeets the specified qualifications.
2. Installation shall be performed only by workers thoroughly skilled and specially trained in metal fabrications and who
are completely familiar with the published recommendations of the manufacturer of the metal materials and systems
specified.
3. Product Tests: Mill certificates or data from a qualified independent testing agency indicating steel sheet complies
with requirements.
4. Welding: Qualify procedures and personnel according to AW S D1.3, "Structural Welding Code--Sheet Steel."
5. Comply with fire-resistance ratings as indicated and as required by governing authorities and codes.
6. AISI Specifications and Standards: Comply with AISI's "North American Specification for the Design of Cold-Formed
Steel Structural Members" and its "Standard for Cold-Formed Steel Framing - General Provisions." Comply with
AISI's "Standard for Cold-Formed Steel Framing - Header Design."
7. 2013 California Building Code (CBC), based on the 2012 International Building Code (ICC), with Building Standard
Commission (BSC) Amendments.
B. MATERIALS
1. Identification: Cold-formed steel shall be identified by the mill in accordance with approved national standards. Where
cold formed steel structural members are furnished to a specified minimum yield strength greater than 33ksi, the
grade and the ASTM specification number shall be indicated by painting, decal, tagging or other suitable means on
each lift or bundle of fabricated elements. Identification shall conform to applicable sections of ASTM A1003.
2. Sheet Steel & Straps: Sheet & strap steel shall conform to ASTM A1003, Structural Grade, Type H, metallic coated.
Structural sheet material shall be 20 gage (0.033" min. base thickness) or thicker. Use thicker material where required
in the structural plans.
3. Steel Track: Steel track shall conform to ASTM A1003, Structural Grade, Type H, metallic coated. Top and bottom
tracks at shearwalls must be 18 gage (0.0428" min. base thickness) or thicker. 20 gage tracks may be used
elsewhere. Track flanges shall be 1 1/2" minimum UNO.
4. Framing Angles & Accessories:
a) Fabricate steel-framing accessories from steel sheet, ASTM A1003, Structural Grade, Type H, metallic coated, of
same grade and coating weight used for framing members, unless otherwise indicated. Angle flanges shall be 1
1/2" minimum UNO.
b) Anchor Bolts: See Concrete & Foundations Section
c) Expansion Anchors: Must be approved by Ashley & Vance Engineering and the governing building department
prior to installation.
d) Concrete Screws: Shall be Simpson Titen Hex-head Screws or approved equal UNO. Install per ICC ESR-2236
(or approved equal).
e) Heavy Duty Concrete Screw Anchors: Shall be Simpson Titen HD Screw Anchors or approved equal. Install per
ICC ESR-2713 (or approved equal).
f)Powder-Actuated or Power-Driven Fasteners (or "Shot Pins"):
i)Shall be by ITW Ramset, Hilti Inc., Simpson Strong-Tie or approved equal. Product and installation
shall be per the manufacturer's respective ICC report: ICC ESR-1799 (Ramjet), ESR-1663 (Hilti), ER-4546
(Simpson), or per approved equal.
ii)Shank diameter of shot-pins shall be 0.145" min., with a min. 3/4" diameter washer and 1 1/4" embedment
UNO.
iii)Shotpins may be used for attachment of miscellaneous furring,framing, and non-shearwalls to concrete or
masonry. (Anchor bolts or other connectors must be used for sill plates in shearwalls.)
g)Mechanical Fasteners:
i)Sheet Metal Screws (SMS):
a. Use ASTM C1513, corrosion-resistant-coated, self-drilling, self-tapping steel drill screws.
b. Use low-profile head beneath sheathing, manufacturer's standard head elsewhere.
c. Screw length must be such that the entire pointed end extends beyond the interior face of the innermost
member connected, with a minimum of three (3) threads exposed.
d. Minimum end, edge, & spacing distances in steel members shall be as follows :
i. #8 SMS = 1/2"
ii. #10 SMS = 5/8"
iii. #12 SMS = 3/4"
C. EXECUTION
1. Preparation: Install load bearing shims or grout between the underside of wall bottom track or rim track and the top of
foundation wall or slab at stud or joist locations as needed to ensure a uniform bearing surface on supporting
concrete or masonry construction.
2. Install cold-formed metal framing according to AISI's "Standard for Cold-Formed Steel Framing - General Provisions"
and to manufacturer's written instructions unless more stringent requirements are indicated.
3. Install panels, cold-formed metal framing and accessories plumb, square, and true to line, and with connections
securely fastened.
4. Erection Tolerances: Install cold-formed metal framing level, plumb, and true to line to a maximum allowable
tolerance variation of 1/8 inch in 10 feet. Space individual framing members no more than plus or minus 1/8 inch from
plan location, except that there is zero tolerance for infringing into elevator hoistways. Cumulative error shall not be of
an amount to affect minimum fastening requirements of sheathing or other finishing materials.
5. Install framing members in one-piece lengths.
6. Install temporary bracing and supports to secure framing and support loads comparable in intensity to those for which
structure was designed. Maintain braces and supports in place, undisturbed, until entire integrated supporting
structure has been completed and permanent connections to framing are secured.
7.Wall Installation:
a) Install continuous top and bottom tracks sized to match wall. Align tracks accurately and securely anchor at
corners and ends, and at spacing matching stud spacing.
b) Squarely seat wall against top and bottom tracks with gap not exceeding 1/8 inch between the end of wall
framing member and the web of track. Fasten all studs to top and bottom tracks. Space tube studs as indicated
on the drawings, however spacing shall not be greater than 24" on-center.
c) Set walls plumb, except as required for nonplumb walls, warped surfaces, and similar configurations.
e) Fill joints between adjacent wall panels with Dow Great Stuff construction adhesive prior to the installation of any
roof or floor framing which would surcharge those walls.
f)Install headers per plan over wall openings wider than stud spacing. Locate headers above openings as
indicated. Where indicated, fabricate headers using light gage elements to transfer load to supporting studs,
complete withclip-angle connectors, web stiffeners, and/or gusset plates.
g)Install runner tracks and jack studs above and below wall openings. Anchor tracks to jamb studs with screws, clip
angles, or by welding. Space jack studs to match full-height wall studs.
h) Align floor and roof framing over studs. Where framing cannot be aligned, continuously reinforce track to transfer
loads.
i)Anchor studs abutting structural columns or walls, including masonry walls, to supporting structure as indicated.
j)Install supplementary framing, blocking, and bracing in stud framing indicated to support fixtures, equipment,
services, casework, heavy trim, furnishings, and similar work requiring attachment to framing.
k) If type of supplementary support is not indicated, comply with stud manufacturer's written recommendations and
industry standards in each case, considering weight or load resulting from item supported.
l)Install miscellaneous framing and connections, including supplementary framing, web stiffeners, clip angles,
continuous angles, anchors, and fasteners, to provide a complete and stable wall-framing system.
m)Expansion Anchors: Use only where specifically detailed on the drawings or approved by the Owner or Owner's
representative. Refer to the manufacturer's ICC Evaluation Report for materials and installation requirements.
8. Field Quality Control
a) Field and shop welds shall be subject to special inspection.
b) Remove and replace work where test results indicate that it does not comply with specified requirements.
c) Provide final protection and maintain conditions, in a manner acceptable to Manufacturer and Installer, that
ensure that cold-formed metal framing is without damage or deterioration at time of substantial completion.
FASTENERS
1. Nails:
(a) shall be with "common" nails unless noted otherwise.
(b) shall not be driven closer than ½ their length nor closer than ¼ of their length to the edge or end of a
member, except for sheathing.
(c) shall be installed in pre-drilled lead holes if necessary to avoid splitting.
(d) shall be hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze, or copper when in contact
with preservative-treated wood.
i.When used in exterior applications, nails shall have coating types and weights in accordance with the
treated wood or bolt manufacturer's recommendations. A minimum of ASTM A653, type G185
zinc-coated galvanized steel (or equivalent) shall be used.
ii.When used in an interior, dry environment in SBX/DOT or zinc borate preservative-treated wood, plain
carbon nails shall be permitted.
(e) All nailing conform to 2013 CBC Table 2304.9.1.
2. Lag screws:
(a) shall be installed into pre-drilled lead holes. Lubricant (or soap) shall be used to facilitate installation and
prevent damage to the screws.
(b) shall be hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze, or copper when in contact
with preservative-treated wood.
i.When used in exterior applications, screws shall have coating types and weights in accordance with the
treated wood or bolt manufacturer's recommendations. A minimum of ASTM A653, type G185
zinc-coated galvanized steel (or equivalent) shall be used.
ii.When used in an interior, dry environment in SBX/DOT or zinc borate preservative-treated wood, plain
carbon screws, including nuts and washers, shall be permitted.
3.Bolts:
(a) shall conform to ASTM A307 unless specifically noted otherwise on plans and details.
(b) shall be installed in pre-drilled holes a maximum of 1/16" larger than the specified bolt diameter.
(c) when installed against wood surfaces, shall have standard washers under the heads and nuts.
(d) shall be hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze, or copper when in contact
with preservative-treated wood.
i.When used in exterior applications, bolts shall have coating types and weights in accordance with the
treated wood or bolt manufacturer's recommendations. A minimum of ASTM A653, type G185
zinc-coated galvanized steel (or equivalent) shall be used.
ii.When used in an interior, dry environment in SBX/DOT or zinc borate preservative-treated wood, plain
carbon bolts, including nuts and washers, shall be permitted.
4.Anchor Bolts:
(a) shall be installed at all exterior walls and all interior shear and/or bearing walls.
(b)shall be 5/8" diameter with 3x3x0.229" steel plate washers at shearwalls.
(c) shall be 5/8" diameter with 2x2x3/16" steel plate washers at non-shearwalls.
(d) shall have 7" minimum embedment. (Contractor to coordinate length of bolts with sill plate thicknesses)
(e) shall conform to ASTM A307
(f) shall be hot-dipped zinc-coated galvanized steel, stainless steel, silicon bronze, or copper when in contact
with preservative-treated wood.
i.When used in exterior applications, bolts shall have coating types and weights in accordance with the
treated wood or bolt manufacturer's recommendations. A minimum of ASTM A653, type G185
zinc-coated galvanized steel (or equivalent) shall be used.
ii.When used in an interior, dry environment in SBX/DOT or zinc borate preservative-treated wood, plain
carbon bolts, including nuts and washers, shall be permitted.
(g) shall not be spaced greater than 72" o.c. Refer to shearwall schedule for specific anchor bolt spacing
requirements.
(h) shall be placed a maximum of 12" from wall corners, wall ends, and sill plate splices (but not less than 7
diameters) , and a minimum of two bolts per piece of sill plate is required.
(i) shall be secured in place prior to foundation inspection
ROUGH CARPENTRY
1. Refer to 2013 CBC Table 2304.9.1. for all minimum nailing requirements.
2. Refer to individual sections for applicable material specifications.
3.Fabricate, size, install, connect, fasten, bore, notch, and cut wood and plywood with joints true, tight, and well-nailed,
screwed or bolted as required, all members to have solid bearing without being shimmed, unless noted otherwise.
Set horizontal members subject to bending with the crown up. Install framing plumb, square, true and cut for full
bearing. Splices are not permitted between bearings. Use full lengths unless otherwise specified.
4. Metal framing angles, anchor, clips, straps, ties, holdowns, etc. shall be manufactured by Simpson Strong-Tie Co.
No substitutions shall be permitted without prior approval of the Engineer.
5.All walls are to have continuous double 2x top plates spliced as followings unless specifically noted otherwise on the
plans and details.
6.Wall Studs:
(a)Unless specifically noted on the plan and details, use the following guidelines for wall framing:
i. Use 2x4 studs at 16" o.c. for walls less than 9'-0" tall.
ii.Walls 9'-0" to 16'-0" tall shall be constructed of 2x6 studs at 16" o.c.
iii. Request specifically engineered wall details for walls greater that 16'-0" tall.
7.Blocking:
(a) Provide min. one row of nominal 2" thick blocking of same width as stud, fitted snugly and spiked into studs
at mid-height of partitions or walls over eight feet high.
(b) All cripple walls (or "pony walls") less than 14" in height shall be solid blocking.
(c) Refer to shearwall section for additional blocking requirements.
8. Notching:
(a) Is not permitted of any structural member without prior approval
(b) In exterior and bearing walls, notches shall not exceed 25% of the stud depth.
(c) Non-bearing partition walls, notches shall not exceed 40% of the stud depth.
(d) Successive notches in the same member shall be spaced a minimum of 18" apart.
9.Boring:
(a) Is not permitted of any structural member without prior approval
(b) In exterior and bearing walls, holes shall not exceed 40% of the stud depth.
(c) Non-bearing partition walls, may be drilled not greater than 60% of the stud depth.
(d) Successive holes in the same member shall be spaced a minimum of 18" apart.
10.Bearing:
(a) Provide a minimum of 1½" of bearing for all 2x joists and all 4x10 / 6x8 headers & smaller.
(b) Provide a minimum of 3" of bearing for all beams and headers 4x12 / 6x10 & larger, unless noted otherwise
on plans.
(c) Members bearing on prefabricated hangers are to have full bearing and nailing per manufacturer's
specifications.
11.Posts:
(a) Posts inside walls shall bear on sill plates and shall be continuous between top and bottom plates, unless
specifically noted otherwise.
(b) Provide posts under all beams, girders or double joists equal to the width of the supported member.
(c) Posts on upper levels are to be stacked on posts of equal size at levels below, unless a larger post is
specified on the plans.
(d) Vertical blocking ("squash blocks") shall be used to fully transfer the post area through floors to foundation.
Vertical blocking shall be equal to floor thickness plus 1/16".
(e) Headers framing into continuous posts without trimmer studs shall be supported in Simpson HUC hangers
unless noted otherwise on the plans.
(f) Posts when isolated, shall be seated in Simpson post or column bases, unless noted otherwise on the plans
12.Roof Framing:
(a) Provide wood joists, as specified, laid with the crown up and spaced as indicated.
(b) Provide a minimum of 1½" end bearing unless otherwise shown.
(c) Provide full depth solid 2x blocking or cross-bridging between the joists at 8'-0" o.c. max.
(d) Provide all cricket framing required to achieve positive drainage per Architecturals.
(e) Install plywood panels with the face grain across the framing and close joints and nail at each support. Fully
nail with common nails per the plans.
(f) Provide Simpson "PSCL" clips at all plywood joints perpendicular to framing. Provide clips midway between
framing members at the unsupported edges of plywood when members are spaced at 24" o.c. or greater. If
clips are not used, provide solid blocking for joints perpendicular to framing.
13.Floor Framing:
(a) Provide wood joists, as specified, laid with the crown up and spaced as indicated.
(b) Provide a minimum of 1½" end bearing unless otherwise shown.
(c) Provide full depth solid 2x blocking or cross-bridging between the joists at 8'-0" o.c. max. For floors framed
with I joists, refer to the manufacturer's specifications for blocking requirements.
(d) Provide full depth solid 2x blocking between the joists under all walls and partitions where the wall or partition
is perpendicular to the floor framing (including floors framed with I joists)
(e) Install plywood sheathing with the face grain across supports, end supports staggered, and the edges of
sheets centered over supports. If T&G plywood is used, blocking need not be provided at all plywood edges
(UNO per plan). If T&G plywood is not used, blocking shall be provided at all plywood edges. Glue plywood
to joists and fully nail with common nails per the plans.
14.Shearwalls:
(a)Refer to plans for all shearwall locations, length type and nailing.
(b) Refer to Shearwall Schedule on title sheet for additional information.
(c) Shearwall lengths specified on plans are minimum required.
(d) Shearwalls to be nailed with common nails. All nails to have minimum 3/8" edge distance to panel or framing
member.
(e) If 3x framing is required, stagger edge nailing. 3x framing is required at:
i. all panel joints
ii.all sill plates on concrete or masonry
iii. all sill plates at double-sided shearwalls
(f) OSB may be used in lieu of plywood.
FOUNDATIONS
1.Refer to Structural Design Parameters section on sheet S-0.1 for all soil design values used in calculations.
2.Soils values per geologic/geotechnical reports (or "soils report") by Earth Systems Pacific, Inc., File No. SL-14760-SB
dated September 25, 2014. These report and all recommendations contained therein are to be considered a part of
these plans.
3.It is the Contractor's responsibility to obtain a copy of the soils report from the Owner. A copy of the soils report shall
be on the job site during the course of construction.
4.Unexpected Soil Conditions: Allowable values and subsequent foundation designs are based on soil conditions which
are shown by test borings. Actual soil conditions which deviate appreciably from that shown in the test borings shall
be reported to the Engineer immediately.
5.All compaction, fill, backfilling and site preparation shall be performed in accordance with project soils report or CBC
Chapter 18 & Appendix J. All such work shall be performed per the recommendations of the project soils engineer.
6.Excavate to required depths and dimensions (as indicated in the drawings), cut square and smooth with firm level
bottoms. Care shall be taken not to over-excavate foundation at lower elevation and prevent disturbance of soils
around high elevation.
7.Foundations shall be poured in neat excavations.
8.Excavate all foundations to required depths into compacted fill or natural soil (as per plans and details) and as verified
by the building official and/or soils engineer.
9.All foundation excavations shall be inspected and approved by the appropriate building official and/or the soils
engineer prior to forming and placement of reinforcing or concrete.
10.Foundations shall not be poured until all required reinforcing steel, framing hardware, sleeves, inserts, conduits,
pipes, etc. and formwork is properly placed and inspected by the appropriate building official/inspector(s) .
11.It is the responsibility of the contractor to properly position all holdown bolts, anchor bolts, column bases, and all other
cast-in-place hardware. Refer to typical details. All hardware to be secured prior to foundation inspections.
12.The sides and bottoms of dry excavations shall be moistened just prior to placing concrete; Conversely, de-water
footings as required to remove standing water and to maintain optimum working conditions.
13.The Contractor shall be solely responsible for all excavation procedures including lagging, shoring, and the protection
of adjacent property, structures, streets, and utilities in accordance with all federal, state and local safety ordinances.
The Contractor shall provide for the design and installation of all cribbing, bracing and shoring required.
UNREINFORCED MASONRY (URM) WALLS
1.Refer to 2010 California Existing Building Code for General, Materials and Quality Control Requirements.
2.Pointing:
Preparation and mortar pointing shall be performed with special inspection.
Exception: At the discretion of the building official, incidental pointing may be performed without special inspection.
3.Masonry Shear Tests:
(a) In-place masonry shear tests shall comply with Section A106.3.3.1 of the California Existing Building Code.
(b) Testing of masonry for determination of tensile-splitting strength shall comply with Section A106.3.3.2 California
Existing Building Code.
4.Existing Wall Anchors:
Existing wall anchors used as all or part of the required tension anchors shall be tested in pullout according to UBC
Standard 21-7. The minimum number of anchors tested shall be four per floor, with two tests at walls with joists
framing into the wall and two tests at walls with joists parallel to the wall, but not less than 10 percent of the total
number of existing tension anchors at each level.
5.New Bolts:
(a) All new embedded bolts shall be subject to periodic special inspection in accordance with the building code, prior
to placement of the bolt and grout or adhesive in the drilled hole.
(b)Five percent of all bolts that do not extend through the wall shall be subject to a direct-tension test, and an
additional 20 percent shall be tested using a calibrated torque wrench. Testing shall be performed in accordance
with UBC Standard 21-7.
(c) New bolts that extend through the wall with steel plates on the far side of the wall need not be tested.
Exception: Special inspection in accordance with the building code may be provided during installation of new anchors
in lieu of testing.
(d) All new embedded bolts resisting tension forces or a combination of tension and shear forces shall be subject to
periodic special inspection in accordance with the building code, prior to placement of the bolt and grout or
adhesive in the drilled hole.
(e) Five percent of all bolts resisting tension forces shall be subject to a direct-tension test, and an additional 20
percent shall be tested using a calibrated torque wrench. Testing shall be performed in accordance with UBC
Standards 21-7.
(e) New through-bolts need not be tested.
6. Equipment:
(a) No rotary hammer drilling shall be permitted.
NTS
S-0.2
STRUCTURAL
SPECIFICATIONS
FIRE-RETARDANT WOOD TREATMENT
1.Where fire treatment is required for wood framing and sheathing, treatment shall be per one of the following:
(b) Arch Treatment Technologies: Dricon Fire-Retardant-Treated Wood (ESR-1626)
(c) Hoover Treated Wood Products: Pyro-Guard Fire-Retardant-Treated Wood (ESR-1791)
2. Handle and install all FRT wood per manufacture's reccomendations.
(a) Fasteners must be galvanized steel, stainless steel, silicon bronze, or copper, in accordance with Section
2304.9.5 or the 2012 IBC.
HELICAL PIER SPECIFICATIONS
1. Helical steel piers shall be installed by authorized A.B. CHANCE dealers and in conformance with
ICCESR-2794. Dealers shall have satisfied the certification requirements relating to the technical aspects of
the product and the ascribed installation techniques.
2.It is the responsibility of the dealer and Contractor to determine the location of under ground utilities before
starting construction.
3. Helical piers should be installed as shown on plan.
4.The size, number of helices, and depth of pier shall be as shown on the plans required to get minimum load
resistance.
5.Installation units shall consist of a rotary type torque motor with forward and reverse capabilities. These
units shall be either electrically or hydraulically powered.
6.These units shall be capable of developing the minimum torque as required by project.
7.These units shall be capable of positioning the helical pier at the proper installation angle, which varies from
0 degrees (vertical) to 5 degrees.
8.The torque being applied by the installation units shall be monitored throughout the installation process.
9.Torque monitoring devices shall be either a part of the installing unit or an independent device in line with
the installing unit. Calibration data for either unit shall be available for review by the owner or their
representative.
10.The helical pier shall be positioned as shown on the plan. Proper angular alignment shall be established at
the start of installation.
11.The helical pier shall be installed in a smooth, continuous manner. The rate of pier rotation shall be in the
range of 5 to 20 revolutions per minute.
12.Sufficient down pressure shall be applied to advance the pier.
13.Plain extension material may be required to position the pier at the dept h required by the plan.
Extensions shall be coupled to the helical pier using high strength structural bolts. These bolts shall be
installed and tightened to approximately 40 - ft. lbs. of torque.
14.If underground obstructions are encountered during installation, the contactor shall have the option of
removing the obstruction, if possible, or relocating the helical pier. This latter option may require the
relocation of the adjacent piers.
15.The minimum depth of installation shall be based on the ultimate compression shown on the plans.
Additionally, the top of the helix shall be located at least five (5) feet below the surface. If the installer
cannot achieve the depth, the engineer shall be contacted before proceeding further.
16.If the maximum torque rating of the pier and/or installing unit has been reached prior to satisfying the
minimum depth requirement, the contractor shall have the following options:
a. Terminate the installation as the depth obtained with the approval of the engineer.
b.Remove the existing pier and install a pier with smaller and/or fewer helices. This revised pier shall be
installed at least three (3) feet beyond the termination depths of the original pier.
17.Helical piers shall be installed to the minimum torque value as shown on the plan.
18.The pier installation may be terminated provided the minimum installation torque and minimum depth
requirements have both been satisfied.
19.Installation torque shall be monitored throughout the installations process.
20.During the lifting/raising operation, the contractor is to maintain a constant watch for re-alignment of the
existing floor, roof, and wall framing elements.
STRUCTURAL STEEL DECKING
MATERIALS
1.Structural steel decking (Steel pan deck) shall be provided by Verco Decking, Inc. or approved equal. Install per
ICC-ES ESR-1735P
2. Cold rolled steel to be ASTM A 1008 or ASTM A 1039, SS Grade 50.
FABRICATION
1.Form deck units in lengths to span 3 or more supports (double span), with butted end laps and interlocking side laps
formed with standing seam allowing connection for side lap connection.
2.See plans for decking type and gage. At a minimum, the decking shall have the following properties:
a) 18 gage
b) +Seff = 0.471 in3/ft
c) -Seff = 0.481 in3/ft
INSTALLATION
1.Install floor deck units and accessories in accordance with approved shop drawings.
2.Special inspections are required. Refer to Statement of Special Inspections
3.Surfaces to receive decking are to be clear of debris.
2.Placing of deck units:
a)Position on supporting framework and/or walls and adjust to final position with ends bearing a minimum of 2".
b)Place units end to end before permanently fastening.
c)Align ribs over the entire length of the run.
3.Fastening of Deck Units: Secure supporting members with 1/2" effective diameter arc spot welds spaced per plan
(12" o.c. Max. UNO). If studs are welded through the deck to structural steel, stud welds can replace arc spot welds.
4.Side lap connections to be either PunchLok (provided by Verco), button punch, 1-1/2" top seam welds, or screws
spaced at 24" on center maximum.
PROTECTION
1. Do not use decking for storage or working platforms until permanently secured on position.
2. Construction loads must not exceed flexural strength and serviceability requirements of deck.
3. Concrete must be placed with care, avoiding impacts by dropping or dumping. Runways must be planked if using
buggies. Heavy concentrated loads of concrete or crews and uniform loads exceeding 20 psf require special
consideration. Contact Ashley & Vance for specific instructions for these conditions.
4. Calcium chloride and concrete admixtures containing chloride salts shall note be used with the decking.
4
S-0.2 - STRUCTURAL SPECIFICATIONS
Strip and reshore
podium per RFI 159
Verify at URM's
See page S-3.1b for further
notes regarding FRT wood.
Curing for Standing
Steel Columns RFI 175
See RFI 161 Rev01 for
modified helical pier secs
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGER CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&E N N E EG INI GR NIC.,C I V I L S T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.comSCHEDULE OF TESTING AGENCIES & SPECIAL INSPECTORS
The following are the testing agencies and special inspectors that will be retained to conduct tests and inspection
on this project
Responsibility Firm Address, Telephone, Email
1. Special Inspection
2. Materials Testing
3. Geotechnical Inspections
(except for Geotechnical)
*Additional inspections may be required at the discretion of the Building Official.
*
SEISMIC REQUIREMENTS (Section 1705.11)
Description of seismic-force-resisting system and designated seismic systems subject to special inspections per
Section 1705.11:
The extent of the seismic-force-resisting system is defined in more detail in the construction documents.
WIND REQUIREMENTS (Section 1705.10)
Description of main wind-force-resisting system and designated seismic systems subject to special inspections
per Section 1705.10:
Light-framed walls sheathed with wood structural panels rated for shear resistance or steel sheets
(ASCE Table 7-10 12.2-1, Line A.15)
Not Applicable
The extent of the main wind-force-resisting system is defined in more detail in the construction documents.
SCHEDULE OF SPECIAL INSPECTIONS
Column Header Notation Used in Table:
C Indicates continuous inspection is required.
P Indicates periodic inspections are required. The notes and/or contract documents should clarify.
Box Entry Notation Used in Table:
X Is placed in the appropriate column to denote either "C" continuous or "P" periodic inspections.
--- Denotes a one-time activitiy or one whose frequency is defined in some other manner.
Additional details regarding inspections are provided in the project specifications or notes on the drawings.
1705.2 - Steel
1. Material verification of high-strength bolts, nuts, and washers.
a. Identification markings to conform to ASTM standards
specified in the approved construction documents.X
b. Manufacturer's certificate of compliance required.X
2. Inspection of high-strength bolting:
a. Bearing-type connections.X
b. Slip-critical connections.X
3. Material verification of structural steel:
a. Identification markings to conform to ASTM standards
specified in the approved construction documents.---
b. Manufacturer's mill test reports.---
---
---
4. Material verification of weld filler materials:
a. Identification markings to conform to AWS designation listed in
the WPS ---
---
---
---b. Manufacturer's certificate of compliance required.
5. Inspection of Welding:
a. Structural Steel
1) Complete and partial penetration groove welds X
2) Multi-pass fillet welds X
3) Single-pass fillet welds > 5/16"X
4) Single-pass fillet welds < 5/16"X
5) Floor and roof deck welds X
b. Reinforcing Steel
1) Verification of weldability of reinforcing steel other than
ASTM A706.X
2) Reinforcing steel resisting flexural and axial forces in
intermediate and special moment frames, and boundary
elements of special reinforced concrete shear walls, and
shear reinforcement.
X
3) Shear reinforcement X
X4) Other reinforcing steel
6. Inspection of steel frame joint details for compliance with approved
construction documents (bracing & stiffening, member locations,
applicaiton of joint details at each connection, etc.)
X
8. Welding of cold formed sheet steel framing members
X
9. Welding of stairs and railing systems
7. Welded studs when used for structural diaphragms
X
X
Verification & Inspection NotesPC
1705.3 - Concrete
1. Inspection of reinforcing steel, including prestressing tendons and
placement.
X
2. Inspection of reinforcing steel welding in accordance with Table
1704.3 Item 5b.
------
3. Inspect bolts to be installed in concrete prior to and during placement
of concrete where allowable loads have been increased.
X
4. Verifying use of required design mix X
5. At time fresh concrete is sampled to fabricate specimens for
strength tests, perform slump and air content tests and determine
the temperature of the concrete.
X
6. Inspection of concrete and shotcrete placement for proper
application techniques.
X
7. Inspection for maintenance of specified curing temperature
and techniques.
X
8. Verification of in-situ concrete strength, prior to stressing of tendons
in postensioned concrete and prior to removal of shores and forms
from beams and structural slabs.
X
9. Inspect formwork for shape, location, and dimensions of the
concrete member being formed.
X
Verification & Inspection NotesPC
1705.4 - Level 1 Masonry
1. At the start of masonry construction, verify the following to ensure
compliance:
a. Proportions of site-prepared mortar X
b. Construction of mortar joints X
c. Location of reinforcement, connectors, prestressing tendons,
and anchorages.
X
2. Verify:
a. Size and location of structural elements X
b. Type, size, and location of anchors, including other details of
anchorage of masonry to structural members, frames or other
construction.
X
c. Specified size, grade, and type of reinforcement X
d. Welding of reinforcing bars X
e. Protection of masonry during cold weather (temperature below
40°F) or hot weather (temperature above 90°F)
X
3. Prior to grouting, verify the following to ensure compliance:
a. Grout space is clean X
b. Placement of reinforcement, connectors, prestressing tendons,
and anchorages.
X
c. Proportions of site-prepared grout and prestressing grout for
bonded tendons
X
d. Construction of mortar joints X
4. Verify grout placement to ensure compliance with code and
construction document provisions.
X
X
5. Observe preparation of required grout specimens, mortar specimens,
and/or prisms.
6. Verify compliance with required inspection provisions of the
construction documents and the approved submittals.
Verification & Inspection NotesPC
1705.5 - Wood
1. Inspect prefabricated wood structural elements and assemblies in
accordance with Section 1704.2 ------
2. Inspect site-built assemblies ------
3. Inspect high-load diaphragms:
------a. Verify grade and thickness of sheathing
------b. Verify nominal size of framing members at adjoining panel edges
------c. Verify:
1) Nail (or staple) diameter and length
2) Number of fastener lines
3) Spacing between fasteners in each line and at edge margins
Verification & Inspection NotesPC
1705.6 - Soils
1. Verify materials below footings are adequate to achieve the desired
bearing capacity.X
2. Verify excavations are extended to proper depth and have reached
proper material.X
3. Perform classification and testing of controlled fill materials X
4. Verify use of proper materials, densities, and lift thicknesses during
placement and compaction of controlled fill.X
5. Prior to placement of controlled fill, observe subgrade and verify that
site has been prepared properly.X
Verification & Inspection NotesPC
1705.11 - Special Inspections for Seismic Resistance
Verification & Inspection NotesPC
1705.11.1 - Structural Steel
Verification & Inspection NotesPC
1. Special inspection for welding in accordance with AISC 341.X
1705.11.2 - Structural Wood
Verification & Inspection NotesPC
1. Inspect field gluing operations of elements of the seismic-force-
resisting system.
X
2. Inspect nailing, bolting, anchoring, and other fastening of
components within the seismic-force-resisting system, including:
a. wood shear walls,
b. wood diaphragms,
c. drag struts, braces,
d. shear panels,
e. hold-downs.
X Inspection of walls and
diaphragms with fasteners
spaced greater than 4” o.c. is
not required.
1705.11.5 - Architectural Components
Verification & Inspection NotesPC
1. Inspect erection and fastening of exterior cladding weighing more
than 5 psf.
X
2. Inspect erection and fastening of interior and exterior non-bearing
walls weighing more than 15 psf.
X
3. Inspect erection and fastening of interior and exterior veneer
weighing more than 5 psf.
X
1705.12.1 - Obtain mill certificates for reinforcing steel, verify
compliance with approved construction documents, and
verify steel supplied corresponds to certificate.
------
1705.12.2 - Structural Steel: Invoke the QAP Quality Assurance
requirements in AISC 341.
------
STATEMENT OF SPECIAL INSPECTIONS, 2013 CBC
The owner shall employ the Engineer or Architect registered/licensed in the State of California who is responsible
for the structural design to do structural observation.
Project:Hotel Serra
Location:Garden St. & Marsh St., San Luis Obispo, California
1.This Statement of Special Inspection is submitted in fulfillment of the requirements of CBC section 1704 and
1705.
2.Special Inspections and Testings will be preformed in accordance with the approved plans and specifications,
this statement and CBC Sections 1704 , 1705 , 1707 , and 1708.
3.The schedule of Special Inspections summarizes the Special Inspections and tests required. Special
Inspectors will refer to the approved plans and specifications for detailed special inspection requirements. Any
additional tests and inspections required by the approved plans and specifications will also be performed.
4.Interim reports will be submitted to the Building Official and the Registered Design Professional in
Responsible Charge in accordance with CBC Section 1704.2.4.
5.A Final Report of Special Inspections documenting required Special Inspections, testing and correction of any
discrepancies noted in the inspections shall be submitted prior to issuance of a Certificate of Use and
Occupancy (Section 1704.2.4). The Final Report will document:
•Required special inspections.
•Correction of discrepancies noted in inspections.
6.The Owner recognizes his or her obligation to ensure that the construction complies with the approved permit
documents and to implement this program of special inspections. In partial fulfillment of these obligations, the
Owner will retain and directly pay for the Special Inspections as required in CBC Section 1704.2.
7. 1704.4 Contractor responsibility. Each contractor responsible for the construction of a main wind- or
seismic-force-resisting system, designated seismic system or a wind- or seismic-resisting component listed in
the statement of special inspections shall submit a written statement of responsibility to the building official
and the owner prior to the commencement of work on the system or component. The contractor's statement
of responsibility shall contain acknowledgement of awareness of the special requirements contained in the
statement of special inspection.
Prepared by:
Ian Shoebridge, S.E., S6293 Project Engineer
Registered Design Professional in Responsible Charge:
Charles R. Ashley Jr., S.E., C5258 Principal Engineer
1704.2.5 - Inspect fabricator's fabrication and quality control procedures.------
Verification & Inspection NotesPC
1705.12 - Testing and Qualification for Seismic Resistance
Verification & Inspection NotesPC
Special reinforced masonry shear walls (ASCE Table 7-10 12.2-1, Line A.7)
Intermediate steel moment frames (ASCE Table 7-10 12.2-1, Line C.3)
Ordinary steel concentrically braced frames (ASCE Table 7-10 12.2-1, Line B.3)
1705.11 - Masonry Testing for Seismic Resistance
Verification & Inspection NotesPC
1. Verify certificates of compliance prior to construction.---
2. Verification of f'm & f'AAC prior to construction.---
---
---
Additional
1. New bolts. Prior to placement of the bolt and grout or adhesive in
the drilled hole.*X
Verification & Inspection NotesPC
California Existing Building Code
A107.4
* See structural specifications sheet S-0.2 for additional URM testing and requirements.
1. Special inspections to be performed in accordance with Section
1705.9 and ESR-2794.X
Helical Anchors
Earth Systems Pacific, Inc.4378 Old Santa Fe Road
San Luis Obispo, CA 93401
(805) 544-3276
Earth Systems Pacific, Inc.4378 Old Santa Fe Road
San Luis Obispo, CA 93401
(805) 544-3276
Earth Systems Pacific, Inc.4378 Old Santa Fe Road
San Luis Obispo, CA 93401
(805) 544-3276
NTS
S-0.3
SPECIAL
INSPECTIONS
4
S-0.3 - SPECIAL INSPECTIONS
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGE
R CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com1/8" = 1'-0"
S-1.1a
FOUNDATION PLAN
N/S REINF.
- AREA A
A B C
1
2
3
4
5
9'-4"15'-4"15'-6"16'-6"15'-0"Provide #6 @ 12" o.c.Top & Bot., Typ. Thru OutProvide #6 @ 12" o.c.Top & Bot., Typ. Thru Out(3) #8 Top(1) #8 Top (18'-0")3'-0"4'-0"5'-0"(3) #8 Bot. (17'-0")(4) #8 Bot. (16'-0")(2) #8 Bot. (13'-0")(5) #8 Top(2) #8 Top (81'-0")1'-6"(3) #8 Bot. (23'-0")(2) #8 Bot. (10'-0")(6) #8 Bot. (19'-0")5'-3"(2) #8 Bot. (32'-0")(4) #8 Bot. (18'-0")4'-3"(5) #8 Bot. (10'-0")(5) #8 Top(5) #8 Top (12'-0")(6) #8 Top (11'-0")1'-4"(1) #8 Top (10'-0")3'-9"(7) #8 Bot. (20'-0")7'-6"(6) #8 Bot. (14'-0")5'-0"(6) #8 Bot. (32'-0")(2) #8 Bot. (18'-0")(10) #8 Top (12'-0")(3) #8 Top (81'-0")(3) #8 Top (24'-0")(3) #8 Top (27'-0")2'-6"(3) #8 Top (19'-0")(3) #8 Bot.(6) #8 Bot. (27'-0")(3) #8 Bot. (14'-0")5'-0"(4) #8 Bot. (20'-0")7'-0"(2) #8 Bot. (10'-0")(3) #8 Top (12'-0")(2) #8 Top (21'-0")(2) #8 Top (12'-0")3'-0"(2) #8 Top (15'-0")(2) #8 Bot.(7) #8 Bot. (21'-0")(2) #8 Bot. (19'-0")5'-3"S-1.1
LEVEL KEY
The elevations of foundation forms shall be certified by a licensed
surveyor or engineer for compliance with the approved building
plans and city ordinances prior to foundation inspection approvals.
Please see Soils Report for additional specifications and
recommendations. It is the contractor's responsibility to obtain a
copy of the soils report from the owner or owners representative.
GENERAL FOUNDATION NOTES
Building pad was prepared in accordance with soils report
Prior to the contractor requesting a Building Department foundation
inspection, the Soils Engineer shall advise the building inspector in
writing that:
a)
Utility trenches have been properly backfilled and compacted,
and
c)
b)
Foundation excavations, the soil's expansive characteristics and
bearing capacity conform to the soils report.
Denotes step in slab.
Step per Architecturals
Concrete Column,
Size per Schedule
Full Height CMU Wall
Size & Reinf. per Schedule
20" Mat Slab, Reinforcing
per Plan & Details
C-A
C-B
C-C
See General Notes & Specifications for additional requirements
and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural plans PRIOR
to commencement of construction.
NOTE TO CONTRACTOR
30" Mat Slab, Reinforcing
per Plan & Details
CMU WALL SCHEDULE
Wall Type Vertical BarsThickness Horizontal Bars Jamb Bars
(1) Curtains
#5 @ 16" o.c.8"(1) Curtains
#5 @ 16" o.c.(8) #5
(2) Curtains
#5 @ 16" o.c.12"(2) Curtain
#5 @ 16" o.c.(8) #5
---
----
f'c = 4000 psi
See Details 1/S-6.3 & 7/S-6.3 for more information.
----
-
M1
M2
-
-
-
CONCRETE COLUMN SCHEDULE
Column Type Vertical BarsDimensions "A" Ties
& Cross Ties
(6) #816" x 20"#4 @ 3" o.c.
(12) #818" x 18"#4 @ 3" o.c.
(4) #816" x 16"#4 @ 3" o.c.
C-A
C-B
C-C
---
"B" Ties
& Cross Ties
#4 @ 4" o.c.
#4 @ 4" o.c.
#4 @ 4" o.c.
-
f'c = 4000 psi
fy = 60000 psi
----
-
-
See Details 5/S-6.3 & 8/S-6.3 for more information.CONCRETE STRENGTH
All concrete shall havean ultimate compressive
strength (f'c) at 28 days per below (UNO):
i.Slab-on-Grade 2500 psi
ii.Footings 3000 psi
iii.Grade Beams 3000 psi
iv.Columns 4000 psi
v.Podium Deck 4000 psi
vi.Mat Foundation 4000 psi
TENSION LAP SPLICES
Ls
1 1/2" Min. Clear Spacing
Bar
Size
#3
#4
#5
#6
#7
#8
Class "A"Hooked
Ldh
6"
6"
12"
14"
17"
19"
12"
12"
22"
30"
49"
62"
Class "B"
16"
16"
29"
39"
64"
80"
Ld
12"
12"
22"
30"
49"
62"
DEVELOPMENT & SPLICE LENGTH
CONCRETE MAT SLAB LEGEND
Req'd Bar Size
Min. Length of Bars
(10) #5 Top (20'-6")
Req'd No. of Bars
Concentrated Reinforcement, Spaced Evenly Between
Strip Layout Lines (or Edge of Deck Where Occurs)
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Strip Layout Line
Bottom Reinforcement Terminating at a Wall Must Extend 6" into
Wall w/ a Standard 90o Hook.
Top Reinforcement Terminating at a Wall Must Extend into Wall
a Minimum of 6" (UNO).
At Columns, a Minimum of Two (2) Continuous Top Bars Must
Pass through the Column Core and be Anchored at Exterior
Supports w/ a Standard 90o Hook.
Continuous Top Steel Spliced in End 1/3 of Spans.
Continous Bottom Steel Spliced in Middle 1/3 of Spans.
If Splices Result in Clear Spacing less than Code Minimums Shown
Above, Provide BAR LOCK R Connectors per Specifications.
Location
Bottom Reinforcement is to be Centered over Interior Supports (UNO)
All Splices to be Class B, Except in Regions Indicated Below:
S-1.1a - FOUNDATION PLAN N_S REINF. - AREA A
See RFI 058 for
Elevator Construction
Joint
1
2
3
4
7
8
C D
H
5
GE
6
F I KJ
C D HGEF I KJ
7
8
6
15'-0"14'-4"14'-0"14'-4"18'-0"15'-4"17'-0"16'-8"
15'-6"33'-0"6'-1"Provide #6 @ 12" o.c.Top & Bot., Typ. Thru OutProvide #6 @ 12" o.c.Top & Bot., Typ. Thru OutProvide #6 @ 12" o.c.Top & Bot., Typ. Thru OutProvide #6 @ 12" o.c.Top & Bot., Typ. Thru OutProvide #6 @ 12" o.c.Top & Bot., Typ. Thru OutProvide #6 @ 12" o.c.Top & Bot., Typ. Thru Out(2) #8 Top (12'-0")3'-0"(2) #8 Bot.(7) #8 Bot. (21'-0")(2) #8 Bot. (19'-0")(3) #8 Top(3) #8 Top (16'-0")(4) #8 Bot. (17'-0")8'-6"8'-6"(1) #8 Bot. (17'-0")(2) #8 Bot. (13'-0")6'-6"(2) #8 Top(3) #8 Top (16'-0")(3) #8 Bot. (14'-0")7'-0"(6) #8 Bot. (14'-0")7'-0"(1) #8 Bot. (32'-0")(1) #8 Bot. (13'-0")6'-6"(2) #8 Top (48'-0")(5) #8 Top (16'-0")(2) #8 Top (22'-0")2'-6"(2) #8 Top (25'-0")2'-3"(6) #8 Top (16'-0")(2) #8 Bot. (17'-0")8'-6"(2) #8 Bot. (17'-0")8'-6"(2) #8 Bot. (21'-0")6'-9"(5) #8 Bot. (10'-0")(2) #8 Top (16'-0")(3) #8 Top (72'-0")(6) #8 Top (23'-0")2'-6"(10) #8 Top (18'-0")(2) #8 Top (95'-0")(3) #8 Bot. (23'-0")9'-0"(6) #8 Bot. (14'-0")7'-0"(4) #8 Bot. (14'-0")7'-0"(5) #8 Bot. (10'-0")(2) #8 Bot. (11'-0")4'-9"(2) #8 Bot. (46'-0")1'-6"(4) #8 Top (122'-0")(1) #8 Top (10'-0")(2) #8 Top (50'-0")13'-3"(2) #8 Top (24'-0")(1) #8 Top (12'-0")1'-6"3'-0"(7) #8 Top (22'-0")(2) #8 Bot. (54'-0")(24) #8 Bot. (10'-0")(4) #8 Bot. (19'-0")4'-6"(7) #8 Bot. (14'-0")4'-0"(4) #8 Bot. (17'-0")8'-6"(4) #8 Bot. (27'-0")8'-6"(2) #8 Bot. (16'-0")5'-6"(4) #8 Bot. (10'-0")(2) #8 Top (51'-0")(3) #8 Top (12'-0")2'-0"(4) #8 Top (14'-0")4'-3"(2) #8 Top (82'-0")(2) #8 Top (54'-0")(1) #8 Top (14'-0")3'-9"(4) #8 Top (18'-0")(4) #8 Bot. (82'-0")(2) #8 Bot. (55'-0")(2) #8 Bot. (27'-0")3'-6"(1) #8 Bot. (43'-0")(3) #8 Bot. (13'-0")6'-9"(3) #8 Bot. (11'-0")6"(3) #8 Bot. (10'-0")(6) #8 Top (93'-0")(2) #8 Top (70'-0")(1) #8 Top (10'-0")(1) #8 Top (10'-0")3'-6"(2) #8 Top (29'-0")2'-0"(12) #8 Top (41'-0")(4) #8 Bot. (12'-0")6'-0"(4) #8 Bot. (14'-0")4'-0"(4) #8 Bot. (17'-0")8'-6"(1) #8 Bot. (50'-0")(4) #8 Bot. (40'-0")8'-6"(3) #8 Top (51'-0")(1) #8 Top (15'-0")(3) #8 Top (71'-0")(1) #8 Top (24'-0")(4) #8 Bot. (62'-0")7'-3"(4) #8 Bot. (16'-0")7'-9"(4) #8 Bot. (18'-0")(7) #8 Top(5) #8 Bot.(4) #8 Top(1) #8 Bot.Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGE
R CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.comFOUNDATION PLAN
N/S REINF.
- AREA B
1/8" = 1'-0"
S-1.1b
S-1.1
LEVEL KEY
CMU WALL SCHEDULE
Wall Type Vertical BarsThickness Horizontal Bars Jamb Bars
(1) Curtains
#5 @ 16" o.c.8"(1) Curtains
#5 @ 16" o.c.(8) #5
(2) Curtains
#5 @ 16" o.c.12"(2) Curtain
#5 @ 16" o.c.(8) #5
---
----
f'c = 4000 psi
See Details 1/S-6.3 & 7/S-6.3 for more information.
----
-
M1
M2
-
-
-
CONCRETE COLUMN SCHEDULE
Column Type Vertical BarsDimensions "A" Ties
& Cross Ties
(6) #816" x 20"#4 @ 3" o.c.
(12) #818" x 18"#4 @ 3" o.c.
(4) #816" x 16"#4 @ 3" o.c.
C-A
C-B
C-C
---
"B" Ties
& Cross Ties
#4 @ 4" o.c.
#4 @ 4" o.c.
#4 @ 4" o.c.
-
f'c = 4000 psi
fy = 60000 psi
----
-
-
See Details 5/S-6.3 & 8/S-6.3 for more information.CONCRETE STRENGTH
All concrete shall havean ultimate compressive
strength (f'c) at 28 days per below (UNO):
i.Slab-on-Grade 2500 psi
ii.Footings 3000 psi
iii.Grade Beams 3000 psi
iv.Columns 4000 psi
v.Podium Deck 4000 psi
vi.Mat Foundation 4000 psi
TENSION LAP SPLICES
Ls
1 1/2" Min. Clear Spacing
Bar
Size
#3
#4
#5
#6
#7
#8
Class "A"Hooked
Ldh
6"
6"
12"
14"
17"
19"
12"
12"
22"
30"
49"
62"
Class "B"
16"
16"
29"
39"
64"
80"
Ld
12"
12"
22"
30"
49"
62"
DEVELOPMENT & SPLICE LENGTH
CONCRETE MAT SLAB LEGEND
Req'd Bar Size
Min. Length of Bars
(10) #5 Top (20'-6")
Req'd No. of Bars
Concentrated Reinforcement, Spaced Evenly Between
Strip Layout Lines (or Edge of Deck Where Occurs)
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Strip Layout Line
Bottom Reinforcement Terminating at a Wall Must Extend 6" into
Wall w/ a Standard 90o Hook.
Top Reinforcement Terminating at a Wall Must Extend into Wall
a Minimum of 6" (UNO).
At Columns, a Minimum of Two (2) Continuous Top Bars Must
Pass through the Column Core and be Anchored at Exterior
Supports w/ a Standard 90o Hook.
Continuous Top Steel Spliced in End 1/3 of Spans.
Continous Bottom Steel Spliced in Middle 1/3 of Spans.
If Splices Result in Clear Spacing less than Code Minimums Shown
Above, Provide BAR LOCK R Connectors per Specifications.
Location
Bottom Reinforcement is to be Centered over Interior Supports (UNO)
All Splices to be Class B, Except in Regions Indicated Below:
The elevations of foundation forms shall be certified by a licensed
surveyor or engineer for compliance with the approved building
plans and city ordinances prior to foundation inspection approvals.
Please see Soils Report for additional specifications and
recommendations. It is the contractor's responsibility to obtain a
copy of the soils report from the owner or owners representative.
GENERAL FOUNDATION NOTES
Building pad was prepared in accordance with soils report
Prior to the contractor requesting a Building Department foundation
inspection, the Soils Engineer shall advise the building inspector in
writing that:
a)
Utility trenches have been properly backfilled and compacted,
and
c)
b)
Foundation excavations, the soil's expansive characteristics and
bearing capacity conform to the soils report.
Denotes step in slab.
Step per Architecturals
Concrete Column,
Size per Schedule
Full Height CMU Wall
Size & Reinf. per Schedule
30" Mat Slab, Reinforcing
per Plan & Details
C-A
C-B
C-C
See General Notes & Specifications for additional requirements
and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural plans PRIOR
to commencement of construction.
NOTE TO CONTRACTOR
20" Mat Slab, Reinforcing
per Plan & Details
4
S-1.1b - FOUNDATION PLAN N_S REINF. - AREA B
Trench Drain - RFI 09-Rev 01
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGE
R CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.comFOUNDATION PLAN
E/W REINF.
- AREA A
1/8" = 1'-0"
S-1.2a
A B C
1
2
3
4
5
(4) #8 Top (30'-0")14'-10"16'-8"12'-4"14'-0"14'-7"11'-10"13'-4"7'-6"
(4) #8 Top (22'-0")
(2) #8 Bot. (10'-0")
(3) #8 Top (27'-0")
(4) #8 Bot. (72'-0")
(2) #8 Bot. (72'-0")
(4) #8 Top (27'-0")
(6) #8 Bot. (10'-0")
(5) #8 Top (29'-0")
(5) #8 Bot. (48'-0")
(3) #8 Bot. (18'-0")(2) #8 Bot. (10'-0")
(4) #8 Top (35'-0")
(4) #8 Bot. (10'-0")
(2) #8 Top (29'-0")
Provide #6 @ 12" o.c.
Top & Bot., Typ. Thru Out
Provide #6 @ 12" o.c.
Top & Bot., Typ. Thru Out
(2) #8 Top (25'-0")
9"
(5) #8 Bot. (60'-0")
10'-9"
(4) #8 Bot. (14'-0")
4"
(3) #8 Bot. (29'-0")
8'-0"
(4) #8 Top (123'-0")
(2) #8 Top (55'-0")
4'-6"
(1) #8 Bot. (39'-0")
1'-4"
(3) #8 Top (61'-0")
(6) #8 Top (29'-0")(3) #8 Top (24'-0")
5'-0"
(3) #8 Bot. (18'-0")
7'-6"
(3) #8 Bot. (10'-0")
1'-0"
(3) #8 Top (65'-0")
(6) #8 Bot. (15'-0")
6'-9"
(4) #8 Bot. (17'-0")
8'-9"
(2) #8 Top (53'-0")
4'-9"
1'-0"
(4) #8 Bot. (45'-0")
6'-0"(4) #8 Bot. (19'-0")
1'-0"
(4) #8 Top (21'-0")
(1) #8 Top (19'-0")
9"
(4) #8 Bot. (32'-0")(1) #8 Bot. (10'-0")
15'-0"
6'-9"2'-0"
S-1.1
LEVEL KEY
CMU WALL SCHEDULE
Wall Type Vertical BarsThickness Horizontal Bars Jamb Bars
(1) Curtains
#5 @ 16" o.c.8"(1) Curtains
#5 @ 16" o.c.(8) #5
(2) Curtains
#5 @ 16" o.c.12"(2) Curtain
#5 @ 16" o.c.(8) #5
---
----
f'c = 4000 psi
See Details 1/S-6.3 & 7/S-6.3 for more information.
----
-
M1
M2
-
-
-
CONCRETE COLUMN SCHEDULE
Column Type Vertical BarsDimensions "A" Ties
& Cross Ties
(6) #816" x 20"#4 @ 3" o.c.
(12) #818" x 18"#4 @ 3" o.c.
(4) #816" x 16"#4 @ 3" o.c.
C-A
C-B
C-C
---
"B" Ties
& Cross Ties
#4 @ 4" o.c.
#4 @ 4" o.c.
#4 @ 4" o.c.
-
f'c = 4000 psi
fy = 60000 psi
----
-
-
See Details 5/S-6.3 & 8/S-6.3 for more information.CONCRETE STRENGTH
All concrete shall havean ultimate compressive
strength (f'c) at 28 days per below (UNO):
i.Slab-on-Grade 2500 psi
ii.Footings 3000 psi
iii.Grade Beams 3000 psi
iv.Columns 4000 psi
v.Podium Deck 4000 psi
vi.Mat Foundation 4000 psi
TENSION LAP SPLICES
Ls
1 1/2" Min. Clear Spacing
Bar
Size
#3
#4
#5
#6
#7
#8
Class "A"Hooked
Ldh
6"
6"
12"
14"
17"
19"
12"
12"
22"
30"
49"
62"
Class "B"
16"
16"
29"
39"
64"
80"
Ld
12"
12"
22"
30"
49"
62"
DEVELOPMENT & SPLICE LENGTH
CONCRETE MAT SLAB LEGEND
Req'd Bar Size
Min. Length of Bars
(10) #5 Top (20'-6")
Req'd No. of Bars
Concentrated Reinforcement, Spaced Evenly Between
Strip Layout Lines (or Edge of Deck Where Occurs)
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Strip Layout Line
Bottom Reinforcement Terminating at a Wall Must Extend 6" into
Wall w/ a Standard 90o Hook.
Top Reinforcement Terminating at a Wall Must Extend into Wall
a Minimum of 6" (UNO).
At Columns, a Minimum of Two (2) Continuous Top Bars Must
Pass through the Column Core and be Anchored at Exterior
Supports w/ a Standard 90o Hook.
Continuous Top Steel Spliced in End 1/3 of Spans.
Continous Bottom Steel Spliced in Middle 1/3 of Spans.
If Splices Result in Clear Spacing less than Code Minimums Shown
Above, Provide BAR LOCK R Connectors per Specifications.
Location
Bottom Reinforcement is to be Centered over Interior Supports (UNO)
All Splices to be Class B, Except in Regions Indicated Below:
The elevations of foundation forms shall be certified by a licensed
surveyor or engineer for compliance with the approved building
plans and city ordinances prior to foundation inspection approvals.
Please see Soils Report for additional specifications and
recommendations. It is the contractor's responsibility to obtain a
copy of the soils report from the owner or owners representative.
GENERAL FOUNDATION NOTES
Building pad was prepared in accordance with soils report
Prior to the contractor requesting a Building Department foundation
inspection, the Soils Engineer shall advise the building inspector in
writing that:
a)
Utility trenches have been properly backfilled and compacted,
and
c)
b)
Foundation excavations, the soil's expansive characteristics and
bearing capacity conform to the soils report.
Denotes step in slab.
Step per Architecturals
Concrete Column,
Size per Schedule
Full Height CMU Wall
Size & Reinf. per Schedule
20" Mat Slab, Reinforcing
per Plan & Details
C-A
C-B
C-C
See General Notes & Specifications for additional requirements
and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural plans PRIOR
to commencement of construction.
NOTE TO CONTRACTOR
30" Mat Slab, Reinforcing
per Plan & Details
S-1.2a - FOUNDATION PLAN E_W REINF. - AREA A
See RFI 058 for
Elevator Construction
Joint
Revised reinforcing
per RFI 111
1
2
3
4
7
8
C D
H
5
GE
6
F I KJ
C D HGEF I KJ
7
8
614'-0"15'-11"11'-9"33'-1"15'-2"9'-5"6'-1"5'-6"
8'-6"
(17) #8 Bot. (17'-0")
(2) #8 Top
(3) #8 Top (22'-0")
Bot. (10'-0")
(4) #8 Bot. (19'-0")
(3) #8 Bot. (118'-0")
(7) #8 Top
(10) #8 Top (27'-0")(8) #8 Top (34'-0")
(26) #8 Bot. (14'-0")(14) #8 Bot. (14'-0")
Provide #6 @ 12" o.c.
Top & Bot., Typ. Thru Out
Provide #6 @ 12" o.c.
Top & Bot., Typ. Thru Out
Provide #6 @ 12" o.c.
Top & Bot., Typ. Thru Out
Provide #6 @ 12" o.c.
Top & Bot., Typ. Thru Out
Provide #6 @ 12" o.c.
Top & Bot., Typ. Thru Out
Provide #6 @ 12" o.c.
Top & Bot., Typ. Thru Out
Provide #6 @ 12" o.c.
Top & Bot., Typ. Thru Out
Provide #6 @ 12" o.c.
Top & Bot., Typ. Thru Out
(3) #8 Top
9"
(1) #8 Top (21'-0")
3'-3"
(2) #8 Top (74'-0")
(1) #8 Top (21'-0")
10'-9"
(29'-0")
8'-0"
(4) #8 Bot. (48'-0")
12'-9"
(1) #8 Bot. (14'-0")
7'-0"
(1) #8 Bot. (13'-0")
4"
(2) #8 Bot. (22'-0")
#8 Top (123'-0")
(2) #8 Top (49'-0")
6"
(5) #8 Top (28'-0")
(2) #8 Top (18'-0")
1'-4"
(4) #8 Bot. (16'-0")
7'-6"
(5) #8 Bot. (70'-0")
(2) #8 Bot. (28'-0")
7'-3"
(4) #8 Top (24'-0")(1) #8 Top (85'-0")
(1) #8 Top (24'-0")
3'-6"
(1) #8 Top (10'-0")
7'-0"
(7) #8 Top (20'-0")
(3) #8 Top (10'-0")
Bot. (10'-0")
1'-0"
(2) #8 Bot. (16'-0")
7'-9"
(3) #8 Bot. (17'-0")
7'-9"
(4) #8 Bot. (37'-0")
(1) #8 Bot. (10'-0")
7'-0"
(1) #8 Bot. (17'-0")
1'-0"(2) #8 Bot. (27'-0")(1) #8 Bot. (10'-0")
6'-9"
(2) #8 Top (28'-0")
(2) #8 Top (42'-0")
(2) #8 Top (27'-0")
(3) #8 Top (26'-0")
12'-0"3'-6"
(4) #8 Bot. (17'-0")
8'-9"
(5) #8 Bot. (14'-0")
6'-0"
(6) #8 Bot. (17'-0")
7'-9"
(8) #8 Bot. (20'-0")
8'-0"
(2) #8 Bot. (17'-0")
1'-0"
(2) #8 Top (53'-0")(2) #8 Top (23'-0")(2) #8 Top (26'-0")
3'-6"5'-6"
(4) #8 Top (29'-0")
5'-0"
1'-0"
(4) #8 Bot. (16'-0")
7'-9"
(4) #8 Bot. (17'-0")
7'-9"
(2) #8 Bot. (17'-0")
7'-9"
(3) #8 Top (132'-0")
1'-0"
(3) #8 Bot. (13'-0")
5'-9"
(4) #8 Bot. (17'-0")
7'-9"
(6) #8 Bot. (17'-0")
7'-9"
(2) #8 Bot. (15'-0")
(1) #8 Top (21'-0")(1) #8 Top (23'-0")(4) #8 Top (26'-0")
9"3'-0"1'-9"3'-9"
(2) #8 Top (30'-0")
2'-6"
#8 Bot. (10'-0")
(4) #8 Bot. (27'-0")
(3) #8 Bot. (17'-0")
(2) #8 Bot. (15'-0")
2'-0"
7'-6"
(5) #8 Top
(4) #8 Bot. (10'-0")(4) #8 Bot. (16'-0")
7'-0"
(4) #8 Bot. (14'-0")
(4) #8 Top
(4) #8 Top (27'-0")(2) #8 Top (34'-0")
8'-6"
(11) #8 Bot. (17'-0")(6) #8 Bot. (14'-0")
(3) #8 Top (27'-0")(4) #8 Top (34'-0")
8'-6"
(7) #8 Bot. (17'-0")(4) #8 Bot. (10'-0")
(3) #8 Top
10'-6"
(6) #8 Bot. (24'-0")(3) #8 Bot. (12'-0")(1) #8 Bot. (10'-0")
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGE
R CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.comFOUNDATION PLAN
E/W REINF.
- AREA B
1/8" = 1'-0"
S-1.2b
S-1.1
LEVEL KEY
CMU WALL SCHEDULE
Wall Type Vertical BarsThickness Horizontal Bars Jamb Bars
(1) Curtains
#5 @ 16" o.c.8"(1) Curtains
#5 @ 16" o.c.(8) #5
(2) Curtains
#5 @ 16" o.c.12"(2) Curtain
#5 @ 16" o.c.(8) #5
---
----
f'c = 4000 psi
See Details 1/S-6.3 & 7/S-6.3 for more information.
----
-
M1
M2
-
-
-
CONCRETE COLUMN SCHEDULE
Column Type Vertical BarsDimensions "A" Ties
& Cross Ties
(6) #816" x 20"#4 @ 3" o.c.
(12) #818" x 18"#4 @ 3" o.c.
(4) #816" x 16"#4 @ 3" o.c.
C-A
C-B
C-C
---
"B" Ties
& Cross Ties
#4 @ 4" o.c.
#4 @ 4" o.c.
#4 @ 4" o.c.
-
f'c = 4000 psi
fy = 60000 psi
----
-
-
See Details 5/S-6.3 & 8/S-6.3 for more information.CONCRETE STRENGTH
All concrete shall havean ultimate compressive
strength (f'c) at 28 days per below (UNO):
i.Slab-on-Grade 2500 psi
ii.Footings 3000 psi
iii.Grade Beams 3000 psi
iv.Columns 4000 psi
v.Podium Deck 4000 psi
vi.Mat Foundation 4000 psi
TENSION LAP SPLICES
Ls
1 1/2" Min. Clear Spacing
Bar
Size
#3
#4
#5
#6
#7
#8
Class "A"Hooked
Ldh
6"
6"
12"
14"
17"
19"
12"
12"
22"
30"
49"
62"
Class "B"
16"
16"
29"
39"
64"
80"
Ld
12"
12"
22"
30"
49"
62"
DEVELOPMENT & SPLICE LENGTH
CONCRETE MAT SLAB LEGEND
Req'd Bar Size
Min. Length of Bars
(10) #5 Top (20'-6")
Req'd No. of Bars
Concentrated Reinforcement, Spaced Evenly Between
Strip Layout Lines (or Edge of Deck Where Occurs)
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Strip Layout Line
Bottom Reinforcement Terminating at a Wall Must Extend 6" into
Wall w/ a Standard 90o Hook.
Top Reinforcement Terminating at a Wall Must Extend into Wall
a Minimum of 6" (UNO).
At Columns, a Minimum of Two (2) Continuous Top Bars Must
Pass through the Column Core and be Anchored at Exterior
Supports w/ a Standard 90o Hook.
Continuous Top Steel Spliced in End 1/3 of Spans.
Continous Bottom Steel Spliced in Middle 1/3 of Spans.
If Splices Result in Clear Spacing less than Code Minimums Shown
Above, Provide BAR LOCK R Connectors per Specifications.
Location
Bottom Reinforcement is to be Centered over Interior Supports (UNO)
All Splices to be Class B, Except in Regions Indicated Below:
The elevations of foundation forms shall be certified by a licensed
surveyor or engineer for compliance with the approved building
plans and city ordinances prior to foundation inspection approvals.
Please see Soils Report for additional specifications and
recommendations. It is the contractor's responsibility to obtain a
copy of the soils report from the owner or owners representative.
GENERAL FOUNDATION NOTES
Building pad was prepared in accordance with soils report
Prior to the contractor requesting a Building Department foundation
inspection, the Soils Engineer shall advise the building inspector in
writing that:
a)
Utility trenches have been properly backfilled and compacted,
and
c)
b)
Foundation excavations, the soil's expansive characteristics and
bearing capacity conform to the soils report.
Denotes step in slab.
Step per Architecturals
Concrete Column,
Size per Schedule
Full Height CMU Wall
Size & Reinf. per Schedule
20" Mat Slab, Reinforcing
per Plan & Details
C-A
C-B
C-C
See General Notes & Specifications for additional requirements
and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural plans PRIOR
to commencement of construction.
NOTE TO CONTRACTOR
30" Mat Slab, Reinforcing
per Plan & Details
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGE
R CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.comFOUNDATION PLAN
DEPRESSION PLAN
- AREA A
1/8" = 1'-0"
S-1.3a
A B C
1
2
3
4
5 M2M2M2 M2
M2 M1M1M1M1
M1
M1
M1M1M1
M1 M1M1M2M2
115
SPA
RECEPT/RETAIL
105
TRASH
104
ELEC
103
FD ROOM
182ELEV MECH110
RESIDENTIAL
LOBBY
102
BROAD ST.
RETAIL
122
SPA BOH
123
SINGLE
TREATMENT
124
SINGLE
TREATMENT
125
SINGLE
TREATMENT
126
WET
TREATMENT
127
WET
TREATMENT
121
DOUBLE
TREATMENT
120
QUIET
ROOM
129
WOMEN
129C
STEAM
129B
TOILET
129D
SHOWER
129E
CHANGING
128
MEN
128D
SHOWER
128B
STEAM
128C
TOILET
102A
RESTROOM
112A
RESTROOM
180
STAIR 181MTCEOFFICE129A
LAVATORY
129F
LOCKERS
128A
LAVATORY
128E
LOCKERS
2
S-6.2
2
S-6.2
3
S-6.2Typ.
7
S-6.2
4
S-6.2Typ.
4
S-6.2 Typ.
4
S-6.2Typ.
4
S-6.2Typ.
MC12x31 Landing
Beams & Stringers
See detail 21/S-6.1
22
S-6.1 Typ.
S-1.1
LEVEL KEY
CMU WALL SCHEDULE
Wall Type Vertical BarsThickness Horizontal Bars Jamb Bars
(1) Curtains
#5 @ 16" o.c.8"(1) Curtains
#5 @ 16" o.c.(8) #5
(2) Curtains
#5 @ 16" o.c.12"(2) Curtain
#5 @ 16" o.c.(8) #5
---
----
f'c = 4000 psi
See Details 1/S-6.3 & 7/S-6.3 for more information.
----
-
M1
M2
-
-
-
CONCRETE COLUMN SCHEDULE
Column Type Vertical BarsDimensions "A" Ties
& Cross Ties
(6) #816" x 20"#4 @ 3" o.c.
(12) #818" x 18"#4 @ 3" o.c.
(4) #816" x 16"#4 @ 3" o.c.
C-A
C-B
C-C
---
"B" Ties
& Cross Ties
#4 @ 4" o.c.
#4 @ 4" o.c.
#4 @ 4" o.c.
-
f'c = 4000 psi
fy = 60000 psi
----
-
-
See Details 5/S-6.3 & 8/S-6.3 for more information.
CONCRETE STRENGTH
All concrete shall havean ultimate compressive
strength (f'c) at 28 days per below (UNO):
i.Slab-on-Grade 2500 psi
ii.Footings 3000 psi
iii.Grade Beams 3000 psi
iv.Columns 4000 psi
v.Podium Deck 4000 psi
vi.Mat Foundation 4000 psi
TENSION LAP SPLICES
Ls
1 1/2" Min. Clear Spacing
Bar
Size
#3
#4
#5
#6
#7
#8
Class "A"Hooked
Ldh
6"
6"
12"
14"
17"
19"
12"
12"
22"
30"
49"
62"
Class "B"
16"
16"
29"
39"
64"
80"
Ld
12"
12"
22"
30"
49"
62"
DEVELOPMENT & SPLICE LENGTH
GENERAL NOTES
Wood-Framed or Steel Stud Wall Above
The elevations of foundation forms shall be certified by a licensed
surveyor or engineer for compliance with the approved building
plans and city ordinances prior to foundation inspection approvals.
Please see Soils Report for additional specifications and
recommendations. It is the contractor's responsibility to obtain a
copy of the soils report from the owner or owners representative.
GENERAL FOUNDATION NOTES
Building pad was prepared in accordance with soils report
Prior to the contractor requesting a Building Department foundation
inspection, the Soils Engineer shall advise the building inspector in
writing that:
a)
Utility trenches have been properly backfilled and compacted,
and
c)
b)
Foundation excavations, the soil's expansive characteristics and
bearing capacity conform to the soils report.
Denotes step in slab.
Step per Architecturals
Concrete Column,
Size per Schedule
Full Height CMU Wall
Size & Reinf. per Schedule
20" Mat Slab, Reinforcing
per Plan & Details
C-A
C-B
C-C
See General Notes & Specifications for additional requirements
and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural plans PRIOR
to commencement of construction.
NOTE TO CONTRACTOR
30" Mat Slab, Reinforcing
per Plan & Details
STEEL STAIR NOTES
Submit Steel Stair Shop Drawings to EOR for
Review and Approval
4
S-1.3a - FOUNDATION PLAN DEPRESSION PLAN - AREA A
1
2
3
4
7
8
C D
H
5
GE
6
F I J
C D HGEF I J
7
8
6
K K'
K K'
4'-0"
Square
Min. Typ.
(VIF)M1M1M2M2M2M2M2M2M2
M1 M1M1M1M1M1 M1 M1 M1M1M1M1M1M2M2M2M2M2M2M1 M1M1M1M1
M2M2
M2M1M2M1 M1M1
M2M1
(E) Flr. Framingto be Removed, Typ.(E) Flr. Framingto be Removed, Typ.1'-0"
1'-0"
Width:36" Min.
Top Reinf:(7) #6 Bars
Stirrups:#4 @ 18" o.c.
#4 @ 6" o.c. for
8'-0" Centered Under All Columns
Depth:42" Min.
Bot. Reinf:(7) #6 Bars
Typ. Grade Beam
783 SF
175
MARSH
RETAIL
130
RESTAURANT
140
LOBBY
182145A
MEN
152
ELEV MECH
151
B.O.H.
136
COOLER
136A
FREEZER135
DRY
STORAGE
130CCAFE BAR
141
LOBBY
RETAIL
134
HR OFFICE
139
CHEF/ FB
MANAGER
130B
BAR
130B
BAR BACK
138
DISHWASH
137
PANTRY
139A
FB
STORAGE
133
B.O.H.
132
KITCHEN
130A
WOOD FIRE
GRILL
145
RESTROOM
LOBBY
144
FRONT
OFFICE &
RESERVATIONS
144A
FINANCE
OFFICE
143
ROOMS
DIVISION
MGR
145B
WOMEN
131
B.O.H.
128C
TOILET
142
PRIVATE
DINING
181107
ELEC
153
SOILED
LAUNDRY154JAN
82 SF
667
STORAGE
150
STAIR 3160STAIR 2106
TRANSFORMER
109
EMPLOYEE
BREAK
108
EMPLOYEE
LOCKERS
469C
LUGGAGE
STOR
469D
TRASH
469E
LAUNDRY
469F
MTCE STOR
469G
MEN
469H
WOMEN
56 SF
175B
RESTROOM
36 SF
175C
STOR
238 SF
175A
B.O.H.
259 SF
469I
MECHANICAL
STAIR 4
1'-0"
1
S-6.1Typ.
2
S-6.1
Typ. @ All
Moment Frame
Columns
3
S-6.1
3
S-6.1
1
S-6.1Typ.
2
S-6.1
Typ. @ All
Moment Frame
Columns
2
S-6.1
Typ. @ All
Moment Frame
Columns
2
S-6.1
Typ. @ All
Moment Frame
Columns
24" Sq. Pad x Depth to Match
(E) @ Steel Columns, Typ.
Drill & Epoxy (N) to (E)
Increase Grade Beam
Dimensions 12" Min. Beyond
Adjacent Steel Columns, Typ.
Width:5'-6" Min. Square (UNO)
Bot. Reinf:#5 @ 12 o.c. E.W.
Depth:42" Min.
Center Pad Under Post Abv.
Typ. Pad Foundation
Width:24" Min.
Top Reinf:(3) #5 Bars
Stirrups:#4 @ 9" o.c. for
4'-0" Centered Under
All Columns
Depth:42" Min.
Bot. Reinf:(3) #5 Bars
Typ. Cont. Foundation
4
S-6.1
Typ. ALL Braced Frames
5
S-6.1 Typ.
5
S-6.1
Typ.
6
S-6.1 Typ.6
S-6.1 Typ.
Cut & Relocate (E) Post to F.F. (N) Concrete
Infill As Req'd. Decorative Post Base By
Others, Submit to EOR for Approval
Underpin (E) Foundation 12"
Min. (2) #5 Bars. #3 Dowels
Drilled & Epoxied @ 24" o.c.
2
S-6.2
2
S-6.2
2
S-6.2
3
S-6.2 Typ.3
S-6.2Typ.
3
S-6.2
3
S-6.2
3
S-6.2
9
S-6.2
3
S-6.2
9
S-6.2
7
S-6.2
4
S-6.2Typ.
4
S-6.2Typ.
4
S-6.2Typ.
4
S-6.2Typ.
4
S-6.2Typ.
4
S-6.2
Typ.
4
S-6.2Typ.
4
S-6.2Typ.
9
S-6.2
3
S-6.2
3
S-6.2 Typ.
8
S-6.1Typ.
3
S-6.1Typ.
10
S-6.2
Extend Slab to Support Fireplace Abv.
(Where Occurs)
20
S-6.6
MC12x31 Stringers
MC12x31
Stringers
MC12x31
Stringers
22
S-6.1
Typ.
22
S-6.1
Typ.
22
S-6.1
Typ.
23
S-6.1
Coordinate Exact Location w/ EOR PRIOR to
Placement of Reinf. & Mat Slab
Approx. Line of Depression for
Floor Finish. See Typ. Step in
Slab Detail & Architectural Plans
Coordinate Exact Location w/
EOR PRIOR to Placement of
Reinf. & Mat Slab
Align (2) Add'l. Full Height Vert.
Bars & (1) 5'-0" Horizontal @ Ea.
Pulling Eye (Where Occurs). Bar
Size To Match Wall Steel
7
S-6.1Typ.
7
S-6.1Typ.Verify Size, Shape &
Intergrity of (E) Fdn., Typ.
Mechanical Housekeeping Pad
By Others (see detail 9/S-6.1)
3'-0"1'-0"
1'-0"
3'-0"
3'-0"
3'-6"
Width:18" Min.
Top Reinf:(5) #6 Bars
Stirrups:#4 @ 12" o.c.
Depth:27" Min.
Bot. Reinf:(5) #6 Bars
Typ. Grade Beam
10
S-6.1
Width:18" Min.
Top Reinf:(5) #6 Bars
Stirrups:#4 @ 12" o.c.
Depth:26" Min.
Bot. Reinf:(5) #6 Bars
Typ. Grade Beam
8'-0" o.c.Max (Typ.)Align w/ Step & Deepen As Req'd.
Add'l. #4 bars Ea. Face @ 18" o.c.6'-0"6'-0"11
S-6.1
13
S-6.1
Where
Occurs
12
S-6.1
or
13
S-6.1
Where
Occurs
12
S-6.1
or
14
S-6.1Typ.
19
S-6.1Typ.
14
S-6.1Typ.4'-0"4'-0"2
S-6.11
4
S-6.11
42" Sq. Pad x Depth to Match
(E) @ Steel Columns, Drill &
Epoxy (N) to (E)
5
S-6.1
Sim.
Typ.12
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGE
R CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
FOUNDATION PLAN
DEPRESSION PLAN
- AREA B
1/8" = 1'-0"
S-1.3b
S-1.1
LEVEL KEY
CMU WALL SCHEDULE
Wall Type Vertical BarsThickness Horizontal Bars Jamb Bars
(1) Curtains
#5 @ 16" o.c.8"(1) Curtains
#5 @ 16" o.c.(8) #5
(2) Curtains
#5 @ 16" o.c.12"(2) Curtain
#5 @ 16" o.c.(8) #5
---
----
f'c = 4000 psi
See Details 1/S-6.3 & 7/S-6.3 for more information.
----
-
M1
M2
-
-
-
CONCRETE COLUMN SCHEDULE
Column Type Vertical BarsDimensions "A" Ties
& Cross Ties
(6) #816" x 20"#4 @ 3" o.c.
(12) #818" x 18"#4 @ 3" o.c.
(4) #816" x 16"#4 @ 3" o.c.
C-A
C-B
C-C
---
"B" Ties
& Cross Ties
#4 @ 4" o.c.
#4 @ 4" o.c.
#4 @ 4" o.c.
-
f'c = 4000 psi
fy = 60000 psi
----
-
-
See Details 5/S-6.3 & 8/S-6.3 for more information.
CONCRETE STRENGTH
All concrete shall havean ultimate compressive
strength (f'c) at 28 days per below (UNO):
i.Slab-on-Grade 2500 psi
ii.Footings 3000 psi
iii.Grade Beams 3000 psi
iv.Columns 4000 psi
v.Podium Deck 4000 psi
vi.Mat Foundation 4000 psi
TENSION LAP SPLICES
Ls
1 1/2" Min. Clear Spacing
Bar
Size
#3
#4
#5
#6
#7
#8
Class "A"Hooked
Ldh
6"
6"
12"
14"
17"
19"
12"
12"
22"
30"
49"
62"
Class "B"
16"
16"
29"
39"
64"
80"
Ld
12"
12"
22"
30"
49"
62"
DEVELOPMENT & SPLICE LENGTH
GENERAL NOTES
Wood-Framed or Steel Stud Wall Above
Masonry Wall Above
Foundation per Details
Helical Steel Pier w/
55 kip Working Capacity
(A.B. Chance or Equiv.)
Grade Beam per Plan
Slab on Grade
per Details
Existing Foundation to Remain (UNO)
The elevations of foundation forms shall be certified by a licensed
surveyor or engineer for compliance with the approved building
plans and city ordinances prior to foundation inspection approvals.
Please see Soils Report for additional specifications and
recommendations. It is the contractor's responsibility to obtain a
copy of the soils report from the owner or owners representative.
GENERAL FOUNDATION NOTES
Building pad was prepared in accordance with soils report
Prior to the contractor requesting a Building Department foundation
inspection, the Soils Engineer shall advise the building inspector in
writing that:
a)
Utility trenches have been properly backfilled and compacted,
and
c)
b)
Foundation excavations, the soil's expansive characteristics and
bearing capacity conform to the soils report.
Denotes step in slab.
Step per Architecturals
Concrete Column,
Size per Schedule
Full Height CMU Wall
Size & Reinf. per Schedule
20" Mat Slab, Reinforcing
per Plan & Details
C-A
C-B
C-C
See General Notes & Specifications for additional requirements
and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural plans PRIOR
to commencement of construction.
NOTE TO CONTRACTOR
30" Mat Slab, Reinforcing
per Plan & Details
STEEL STAIR NOTES
Submit Steel Stair Shop Drawings to EOR for
Review and Approval
12
IGERProject Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGE
R CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY
JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
PODIUM DECK
N/S REINF.
- AREA A
1/8" = 1'-0"
S-2.1a
A B C
A B C
1
2
3
4
5 7'-0"9'-0"7'-6"(9) #5 Bot(17) #5 Top (32'-0")(19) #5 Top (33'-0")(32) #5 Top (32'-0")9'-3"15'-4"15'-6"16'-5"15'-0"(28) #5 Bot(9) #5 Top (12'-0")5'-0"(5) #5 Bot (18'-0")(8) #5 Bot (26'-0")5'-0"(20) #5 Top (24'-0")8'-0"(13) #5 Top(16'-0")6'-0"(14) #5 Top (27'-0")(6) #5 Top(8) #5 Bot.(8) #5 Bot. (12'-0")(8) #5 Bot. (30'-0")(14) #5 Bot. (28'-0")(5) #5 Top (8'-0")2'-0"(37) #5 Top (20'-0")(17) #5 Bot. (53'-0")(27) #5 Top (25'-0")(15) #5 Top (20'-0")(7) #5 Bot. (11'-0")(14) #5 Top (26'-0")(10) #5 Bot. (56'-0")(10) #5 Top (26'-0")7'-6"(10) #5 Top (23'-0")(12) #5 Bot. (18'-0")(15) #5 Top (20'-0")(9) #5 Bot.(12) #5 Top(12) #5 Top(3) #5 Top (25'-0")(9) #5 Bot. (25'-0")(6) #5 Bot. (18'-0")(6) #5 Top(4) #5 Bot. (12'-0")9'-8"1'-0"(2) #8 x 20'-0" Top & Bot. Align w/ WallEq.Eq.(2) #8 x 20'-0" Top & Bot. Align w/ Wall18" x 30" Max. Opening.
See detail 8/S-6.4 for
Reinf. Req's.
18" x 30" Max. Opening.
See detail 8/S-6.4 for
Reinf. Req's.
18" x 36" Max. Opening.
See detail 8/S-6.4 for
Reinf. Req's.
7
CONCRETE DECK LEGEND
Req'd Bar Size
Min. Length of Bars
(10) #5 Top (20'-6")
Req'd No. of Bars
Concentrated Reinforcement, Spaced Evenly Between
Strip Layout Lines (or Edge of Deck Where Occurs)
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Strip Layout Line
Top Reinforcement Terminating at a Wall Must Extend 6" into Wall w/
a Standard 90o Hook.
Bottom Reinforcement Terminating at a Wall Must Extend into Wall
a Minimum of 6" (UNO).
At Columns, a Minimum of Two (2) Continuous Bottom Bars Must
Pass through the Column Core and be Anchored at Exterior
Supports w/ a Standard 90o Hook.
Continuous Bottom Steel Spliced in End 1/3 of Spans.
Continous Top Steel Spliced in Middle 1/3 of Spans.
If Splices Result in Clear Spacing less than Code Minimums Shown
Above, Provide BAR LOCK R Connectors per Specifications.
Location
Top Reinforcement is to be Centered over Interior Supports (UNO)
All Splices to be Class B, Except in Regions Indicated Below:
S-2.1
LEVEL KEY
GENERAL NOTES
Denotes step in deck.
Step per Architecturals
Concrete Column,
Size per Schedule
Non-Structural Infill Wall
Wall Type & Thickness per Arch.
Min. 2x4 D.F. Stud @ 16" o.c.
or 350S162-33 @ 16" o.c.
Full Height CMU Wall
Size & Reinf. per Schedule
15" Elevated Concrete
Deck per Details
C-A
C-B
C-C
Outline of Drop Panel
7-1/4" Below Deck
(Dim's per Plan. See S-2.3a & S-2.3b)
#5 @ 8" o.c. Each Way
Outline of Column Capital
11-1/4" Below Drop Panel
11-1/4" Beyond Column All Sides
#5 @ 8" o.c. Each Way
Stud wall locations per Architecturals.
Walls Above
(Shown for Clarity)
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Waterproofing, flashing, & finish details per
Architecturals.
CMU WALL SCHEDULE
Wall Type Vertical BarsThickness Horizontal Bars Jamb Bars
(1) Curtains
#5 @ 16" o.c.8"(1) Curtains
#5 @ 16" o.c.(8) #5
(2) Curtains
#5 @ 16" o.c.12"(2) Curtain
#5 @ 16" o.c.(8) #5
---
----
f'c = 4000 psi
See Details 1/S-6.3 & 7/S-6.3 for more information.
----
-
M1
M2
-
-
-
CONCRETE COLUMN SCHEDULE
Column Type Vertical BarsDimensions "A" Ties
& Cross Ties
(6) #816" x 20"#4 @ 3" o.c.
(12) #818" x 18"#4 @ 3" o.c.
(4) #816" x 16"#4 @ 3" o.c.
C-A
C-B
C-C
---
"B" Ties
& Cross Ties
#4 @ 4" o.c.
#4 @ 4" o.c.
#4 @ 4" o.c.
-
f'c = 4000 psi
fy = 60000 psi
----
-
-
See Details 5/S-6.3 & 8/S-6.3 for more information.CONCRETE STRENGTH
All concrete shall have an ultimate compressive
strength (f'c) at 28 days per below (UNO):
i.Slab-on-Grade 2500 psi
ii.Footings 3000 psi
iii.Grade Beams 3000 psi
iv.Columns 4000 psi
v.Podium Deck 4000 psi
vi.Mat Foundation 4000 psi
TENSION LAP SPLICES
Ls
1 1/2" Min. Clear Spacing
Bar
Size
#3
#4
#5
#6
#7
#8
Class "A"Hooked
Ldh
6"
6"
12"
14"
17"
19"
12"
12"
22"
30"
49"
62"
Class "B"
16"
16"
29"
39"
64"
80"
Ld
12"
12"
22"
30"
49"
62"
DEVELOPMENT & SPLICE LENGTH
7
IGERProject Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGE
R CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY
JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
PODIUM DECK
N/S REINF.
- AREA B
1/8" = 1'-0"
S-2.1b
1
2
3
4
7
8
C D
H
5
GE
6
F I KJ
C D HGEF I KJ
7
8
6(2) #8 x 20'-0"Top & Bot. Align w/ Wall& Center on Corner7'-0"11'-0"11'-0"10'-6"10'-0"8'-0"10'-0"6'-6"8'-6"7'-6"15'-0"7'-2"14'-0"14'-4"18'-0"15'-4"17'-0"16'-8"
5'-6"33'-0"16'-0"(12) #5 Top(3) #5 Top (25'-0")(9) #5 Bot. (25'-0")(6) #5 Bot. (18'-0")(6) #5 Top(4) #5 Bot. (12'-0")7'-2"(14) #5 Bot.(8) #5 Top (60'-0")(5) #5 Top(8'-0")(9) #5 Bot.9'-8"(9) #5 Top (18'-0")(11) #5 Top (15'-0")(14) #5 Top (18'-0")(11) #5 Bot. (18'-0")(16) #5 Bot. (31'-0")(14) #5 Bot. (27'-0")(9) #5 Bot.(21) #5 Top (28'-0")(29) #5 Top (20'-0")(19) #5 Top (35'-0")(17) #5 Bot.(22) #5 Top (26'-0")(18) #5 Top (18'-0")(3) #5 Bot. (58'-0")1'-4"(9) #5 Top (24'-0")6'-6"(12) #5 Top (30'-0")(10) #5 Top(6) #5 Bot.(10) #5 Top (103'-0")(6) #5 Bot. (96'-0")(10) #5 Top (50'-0")(6) #5 Bot. (40'-0")(18) #5 Top (28'-0")(10 #5 Bot. (18'-0")(23) #5 Bot. (81'-0")(24) #5 Bot. (57'-0")9"(27) #5 Top (28'-0")(19) #5 Top (28'-0")(9) #5 Top (46'-0")8'-0"(6) #5 Top(8'-0")(12) #5 Top (107'-0")(10) #5 Bot. (18'-0")(10) #5 Top (20'-0")6'-0"(14) #5 Top(8'-0")(20) #5 Top(8'-0")1'-4"(13) #5 Bot. (57'-0")1'-6"(4) #5 Top (25'-0")11'-0"(10) #5 Bot. (81'-0")(9) #5 Bot. (21'-0")(20) #5 Top (60'-0")(4) #5 Top (8'-0")(14) #5 Top (162'-0")(8) #5 Top (32'-0")(16) #5 Top (22'-0")(14) #5 Bot.(6) #5 Bot. (81'-0")(16) #5 Top (22'-0")(5) #5 Top (28'-0")(8) #5 Top (28'-0")(15) #5 Bot. (128'-0")(9) #5 Top (24'-0")1'-4"(20) #5 Top (22'-0")(15) #5 Bot. (81'-0")(10) #5 Top (18'-0")(6) #5 Bot. (10'-0")(25) #5 Top (30'-0")10'-6"(10) #5 Top (26'-0")11'-0"(7) #5 Top(7) #5 Bot.(14) #5 Top (106'-0")(8) #5 Top (16'-0")(9) #5 Top (16'-0")1'-4"(19) #5 Top (16'-0")(14) #5 Bot.(6) #5 Bot. (32'-0")(15) #5 Bot. (32'-0")(34) #5 Top (20'-0")(7) #5 Bot.(10'-0")(4) #5 Top(4) #5 Bot.(15) #5 Top(15) #5 Bot.(18) #5 Top(18) #5 Bot.(18) #5 Top(8) #5 Bot.(14) #5 Top(14) #5 Bot.(4) #8 x 40'-0" Top & Bot.Align w/ Wall & Center on Corner(2) #8 x 20'-0" Top & Bot.Align w/ Wall & Center on Corner(3) #5 Top & Bot. (35'-6")w/ in 1'-0" of Slab Edge10'-0"10'-0"#4 Stirrupsw/ (4) Legs@ 5" o.c.6'-0"2"6'-0"30" x 48" Max. Opening.
See detail 8/S-6.4 for
Reinf. Req's.
28" x 28" Max. Opening.
See detail 8/S-6.4 for
Reinf. Req's.
CONCRETE DECK LEGEND
Req'd Bar Size
Min. Length of Bars
(10) #5 Top (20'-6")
Req'd No. of Bars
Concentrated Reinforcement, Spaced Evenly Between
Strip Layout Lines (or Edge of Deck Where Occurs)
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Strip Layout Line
Top Reinforcement Terminating at a Wall Must Extend 6" into Wall w/
a Standard 90o Hook.
Bottom Reinforcement Terminating at a Wall Must Extend into Wall
a Minimum of 6" (UNO).
At Columns, a Minimum of Two (2) Continuous Bottom Bars Must
Pass through the Column Core and be Anchored at Exterior
Supports w/ a Standard 90o Hook.
Continuous Bottom Steel Spliced in End 1/3 of Spans.
Continous Top Steel Spliced in Middle 1/3 of Spans.
If Splices Result in Clear Spacing less than Code Minimums Shown
Above, Provide BAR LOCK R Connectors per Specifications.
Location
Top Reinforcement is to be Centered over Interior Supports (UNO)
All Splices to be Class B, Except in Regions Indicated Below:
S-2.1
LEVEL KEY
GENERAL NOTES
Denotes step in deck.
Step per Architecturals
Concrete Column,
Size per Schedule
Non-Structural Infill Wall
Wall Type & Thickness per Arch.
Min. 2x4 D.F. Stud @ 16" o.c.
or 350S162-33 @ 16" o.c.
Full Height CMU Wall
Size & Reinf. per Schedule
15" Elevated Concrete
Deck per Details
C-A
C-B
C-C
Stud wall locations per Architecturals.
Walls Above
(Shown for Clarity)
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Waterproofing, flashing, & finish details per
Architecturals.
Outline of Drop Panel
7-1/4" Below Deck
(Dim's per Plan. See S-2.3a & S-2.3b)
#5 @ 8" o.c. Each Way
Outline of Column Capital
11-1/4" Below Drop Panel
11-1/4" Beyond Column All Sides
#5 @ 8" o.c. Each Way
CMU WALL SCHEDULE
Wall Type Vertical BarsThickness Horizontal Bars Jamb Bars
(1) Curtains
#5 @ 16" o.c.8"(1) Curtains
#5 @ 16" o.c.(8) #5
(2) Curtains
#5 @ 16" o.c.12"(2) Curtain
#5 @ 16" o.c.(8) #5
---
----
f'c = 4000 psi
See Details 1/S-6.3 & 7/S-6.3 for more information.
----
-
M1
M2
-
-
-
CONCRETE COLUMN SCHEDULE
Column Type Vertical BarsDimensions "A" Ties
& Cross Ties
(6) #816" x 20"#4 @ 3" o.c.
(12) #818" x 18"#4 @ 3" o.c.
(4) #816" x 16"#4 @ 3" o.c.
C-A
C-B
C-C
---
"B" Ties
& Cross Ties
#4 @ 4" o.c.
#4 @ 4" o.c.
#4 @ 4" o.c.
-
f'c = 4000 psi
fy = 60000 psi
----
-
-
See Details 5/S-6.3 & 8/S-6.3 for more information.CONCRETE STRENGTH
All concrete shall have an ultimate compressive
strength (f'c) at 28 days per below (UNO):
i.Slab-on-Grade 2500 psi
ii.Footings 3000 psi
iii.Grade Beams 3000 psi
iv.Columns 4000 psi
v.Podium Deck 4000 psi
vi.Mat Foundation 4000 psi
TENSION LAP SPLICES
Ls
1 1/2" Min. Clear Spacing
Bar
Size
#3
#4
#5
#6
#7
#8
Class "A"Hooked
Ldh
6"
6"
12"
14"
17"
19"
12"
12"
22"
30"
49"
62"
Class "B"
16"
16"
29"
39"
64"
80"
Ld
12"
12"
22"
30"
49"
62"
DEVELOPMENT & SPLICE LENGTH
7
IGERProject Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGE
R CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY
JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
PODIUM DECK
E/W REINF.
- AREA A
1/8" = 1'-0"
S-2.2a
A B C
A B C
1
2
3
4
5
(3) #5 Top
(8) #5 Bot.
10'-6"11'-0"
8'-0"
9'-6"13'-0"
(10) #5 Top (32'-0")14'-8"16'-8"12'-4"14'-0"14'-7"11'-10"13'-3"(19) #5 Top (19'-0")(10) #5 Top (10'-0")
(5) #5 Top (8'-0")(18) #5 Top (57'-0")
(3) #5 Top (30'-0")15'-4"
6'-6"
9'-6"5'-0"
(27) #5 Top (28'-0")
(17) #5 Top (10'-0")
(16) #5 Bot. (33'-0")
(25) #5 Top (20'-0")
(17) #5 Top (19'-0")
8'-6"
(29) #5 Top (16'-0")
(14) #5 Bot. (33'-0")(4) #5 Bot. (34'-0")
9"
10"
(42) #5 Top (23'-0")
(27) #5 Top (12'-0")
(26) #5 Top (20'-0")
(18) #5 Bot. (33'-0")
(17) #5 Top (48'-0")
(10) #5 Top (18'-0")
8'-0"
7'-6"
(13) #5 Bot. (33'-0")
10"
(17) #5 Top (14'-0")(18) #5 Top (51'-0")
10'-0"
(4) #5 Top (8'-0")
(9) #5 Bot.
(13) #5 Bot. (33'-0")
(3) #5 Top
(3) #5 Bot.
(8) #5 Top (15'-0")
(8) #5 Bot. (27'-0")(13) #5 Bot. (33'-0")
1'-6"2'-6"
(5) #5 Top (8'-0")
(3) #5 Bot.
(12) #5 Bot.
(7) #5 Bot. (18'-0")
(9) #5 Top (41'-0")
(14) #5 Top (27'-0")
(2) #8 x 20'-0" Top &
Bot., Align w/ Wall
10'-0"
(2) #8 x 20'-0" Top &
Bot., Align w/ Wall
10'-0"
(2) #8 x 20'-0" Top &
Bot., Align w/ Wall
(2) #8 x 20'-0" Top &
Bot., Align w/ Wall
#4 Stirrups
w/ (4) Legs
@ 5" o.c.
2"6'-0"
18" x 30" Max. Opening.
See detail 8/S-6.4 for
Reinf. Req's.
18" x 30" Max. Opening.
See detail 8/S-6.4 for
Reinf. Req's.
18" x 36" Max. Opening.
See detail 8/S-6.4 for
Reinf. Req's.
7
CONCRETE DECK LEGEND
Req'd Bar Size
Min. Length of Bars
(10) #5 Top (20'-6")
Req'd No. of Bars
Concentrated Reinforcement, Spaced Evenly Between
Strip Layout Lines (or Edge of Deck Where Occurs)
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Strip Layout Line
Top Reinforcement Terminating at a Wall Must Extend 6" into Wall w/
a Standard 90o Hook.
Bottom Reinforcement Terminating at a Wall Must Extend into Wall
a Minimum of 6" (UNO).
At Columns, a Minimum of Two (2) Continuous Bottom Bars Must
Pass through the Column Core and be Anchored at Exterior
Supports w/ a Standard 90o Hook.
Continuous Bottom Steel Spliced in End 1/3 of Spans.
Continous Top Steel Spliced in Middle 1/3 of Spans.
If Splices Result in Clear Spacing less than Code Minimums Shown
Above, Provide BAR LOCK R Connectors per Specifications.
Location
Top Reinforcement is to be Centered over Interior Supports (UNO)
All Splices to be Class B, Except in Regions Indicated Below:
S-2.1
LEVEL KEY
GENERAL NOTES
Denotes step in deck.
Step per Architecturals
Concrete Column,
Size per Schedule
Non-Structural Infill Wall
Wall Type & Thickness per Arch.
Min. 2x4 D.F. Stud @ 16" o.c.
or 350S162-33 @ 16" o.c.
Full Height CMU Wall
Size & Reinf. per Schedule
15" Elevated Concrete
Deck per Details
C-A
C-B
C-C
Stud wall locations per Architecturals.
Walls Above
(Shown for Clarity)
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Waterproofing, flashing, & finish details per
Architecturals.
Outline of Drop Panel
7-1/4" Below Deck
(Dim's per Plan. See S-2.3a & S-2.3b)
#5 @ 8" o.c. Each Way
Outline of Column Capital
11-1/4" Below Drop Panel
11-1/4" Beyond Column All Sides
#5 @ 8" o.c. Each Way
CMU WALL SCHEDULE
Wall Type Vertical BarsThickness Horizontal Bars Jamb Bars
(1) Curtains
#5 @ 16" o.c.8"(1) Curtains
#5 @ 16" o.c.(8) #5
(2) Curtains
#5 @ 16" o.c.12"(2) Curtain
#5 @ 16" o.c.(8) #5
---
----
f'c = 4000 psi
See Details 1/S-6.3 & 7/S-6.3 for more information.
----
-
M1
M2
-
-
-
CONCRETE COLUMN SCHEDULE
Column Type Vertical BarsDimensions "A" Ties
& Cross Ties
(6) #816" x 20"#4 @ 3" o.c.
(12) #818" x 18"#4 @ 3" o.c.
(4) #816" x 16"#4 @ 3" o.c.
C-A
C-B
C-C
---
"B" Ties
& Cross Ties
#4 @ 4" o.c.
#4 @ 4" o.c.
#4 @ 4" o.c.
-
f'c = 4000 psi
fy = 60000 psi
----
-
-
See Details 5/S-6.3 & 8/S-6.3 for more information.CONCRETE STRENGTH
All concrete shall have an ultimate compressive
strength (f'c) at 28 days per below (UNO):
i.Slab-on-Grade 2500 psi
ii.Footings 3000 psi
iii.Grade Beams 3000 psi
iv.Columns 4000 psi
v.Podium Deck 4000 psi
vi.Mat Foundation 4000 psi
TENSION LAP SPLICES
Ls
1 1/2" Min. Clear Spacing
Bar
Size
#3
#4
#5
#6
#7
#8
Class "A"Hooked
Ldh
6"
6"
12"
14"
17"
19"
12"
12"
22"
30"
49"
62"
Class "B"
16"
16"
29"
39"
64"
80"
Ld
12"
12"
22"
30"
49"
62"
DEVELOPMENT & SPLICE LENGTH
7
IGERProject Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGE
R CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY
JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
PODIUM DECK
E/W REINF.
- AREA B
1/8" = 1'-0"
S-2.2b
1
2
3
4
7
8
C D
H
5
GE
6
F I KJ
C D HGEF I KJ
7
8
6
(7) #5 Top (52'-0")
10'-6"
13'-6"
10'-0"
11'-0"10'-0"8'-0"
11'-6"9'-6"
10'-6"
(6) #5 Top (10'-0")
8'-6"7'-6"
9'-6"5'-10"11'-9"7'-8"15'-3"14'-0"11'-8"9'-5"16'-1"(17) #5 Bot.
(7) #5 Bot. (140'-0")
(19) #5 Top (19'-0")
(3) #5 Top (30'-0")
6'-6"
(24) #5 Top (54'-0")(18) #5 Top (27'-0")
(3) #5 Top (66'-0")
9'-6"10'-0"
(16) #5 Bot. (33'-0")
(4) #5 Bot. (14'-0")
(25) #5 Top (20'-0")(22) #5 Top (27'-0")
9'-0"
(7) #5 Top (69'-0")
(18) #5 Top (41'-0")(11) #5 Top (17'-0")
8'-6"
(29) #5 Top (16'-0")(14) #5 Top (15'-0")(15) #5 Top (18'-0")
(9) #5 Top (39'-0")
(3) #5 Top (10'-0")
(14) #5 Bot. (152'-0")
(4) #5 Bot. (30'-0")
10"
(2) #5 Bot. (30'-0")
10"
(4) #5 Bot. (25'-0")
(6) #5 Top (30'-0")
(26) #5 Top (20'-0")
(27) #5 Top (20'-0")(29) #5 Top (23'-0")
(5) #5 Top (45'-0")
(15) #5 Top (20'-0")
8'-0"
(14) #5 Top (58'-0")
(7) #5 Top (25'-0")
10'-0"
(10) #5 Top (23'-0")
(9) #5 Top
(9) #5 Bot.
(15) #5 Bot. (189'-0")
(2) #5 Bot. (33'-0")
5"
(11) #5 Bot. (47'-0")
(10) #5 Top (18'-0")
7'-6"
(18) #5 Top (16'-0")(18) #5 Top (19'-0")(19) #5 Top (22'-0")
(8) #5 Top (23'-0")
(8) #5 Bot. (23'-0")
(9) #5 Top (23'-0")
5'-6"
(16) #5 Bot.
(4) #5 Bot. (30'-0")
10"
(2) #5 Bot. (30'-0")
10"
(4) #5 Bot. (37'-0")
10"
(6) #5 Bot. (39'-0")
(15) #5 Top (14'-0")
(8) #5 Top (15'-0")
(13) #5 Bot. (33'-0")
1'-6"
(17) #5 Bot.
(23) #5 Top (20'-0")
11'-6"
(28) #5 Top (23'-0")
13'-6"
(54) #5 Top (25'-0")(24) #5 Top (16'-0")
(11) #5 Bot. (37'-0")(26) #5 Bot. (39'-0")
10"
(19) #5 Top (78'-0")
(8) #5 Bot. (68-0")
(26) #5 Top (25'-0")
(17) #5 Bot.
(4) #5 Bot. (39'-0")
(13) #5 Top (10'-0")
(18) #5 Bot.
(25) #5 Bot. (50'-0")
13'-6"
(43) #5 Top (25'-0")
(8) #5 Top (14'-0")
(23) #5 Top (16'-0")
(12) #5 Top (14'-0")
12'-6"
(24) #5 Top (21'-0")(17) #5 Top (16'-0")
(13) #5 Bot. (14'-0")
(19) #5 Bot. (39'-0")14'-1"11'-3"(70) #5 Top (21'-0")(10) #5 Top (10'-0")
(18) #5 Top (21'-0")(14) #5 Top (38'-0")
(32) #5 Bot.
(26) #5 Bot. (39'-0")
(9) #5 Top (43'-0")
(9) #5 Top (16'-0")(57) #5 Top (21'-0")
10'-6"
(13) #5 Top (16'-0")
(23) #5 Bot.
(45) #5 Bot. (39'-0")
(29) #5 Top (45'-0")(28) #5 Top (16'-0")
(51) #5 Top (21'-0")
10'-6"
(21) #5 Bot.
(87) #5 Bot. (39'-0")
(16) #5 Top (44'-0")
(33) #5 Top (19'-0")
11'-0"
(16) #5 Top (10'-0")
(19) #5 Bot.
(33) #5 Bot. (39'-0")
(8) #5 Top (46'-0")
(28) #5 Top
(18'-0")
6'-0"
(10) #5 Top (14'-0")
(9) #5 Bot.
(24) #5 Bot. (39'-0")
(2) #8 x 20'-0" Top &
Bot., Align w/ Wall
10'-0"(2) #8 x 20'-0" Top &
Bot., Align w/ Wall10'-0"
(2) #8 x 20'-0" Top &
Bot., Align w/ Wall 10'-0"
(2) #8 x 20'-0" Top &
Bot., Align w/ Wall
10'-0"
(2) #8 x 20'-0" Top &
Bot., Align w/ Wall10'-0"
(4) #8 x 40'-0" Top & Bot., Align w/ Wall
20'-0"
(4) #8 x 40'-0" Top & Bot., Align w/ Wall
20'-0"
(4) #8 x 40'-0" Top & Bot., Align w/ Wall
20'-0"
(3) #5 Top & Bot. (35'-6")
w/ in 1'-0" of Slab Edge
(3) #5 Top & Bot. (35'-6")
w/ in 1'-0" of Slab Edge
#4 Stirrups
w/ (4) Legs
@ 5" o.c.
#4 Stirrups
w/ (4) Legs
@ 5" o.c.4'-6"2"6'-0"
#4 Stirrups
w/ (4) Legs
@ 5" o.c.4'-0"2"
Typ.
4'-0"
#4 Stirrups
w/ (4) Legs
@ 5" o.c.4'-0"2"
Typ.
2'-3"
#4 Stirrups
w/ (4) Legs
@ 5" o.c.4'-0"2"
Typ.
2'-3"
#4 Stirrups
w/ (4) Legs
@ 5" o.c.4'-0"3'-6"
#4 Stirrups
w/ (4) Legs
@ 5" o.c.4'-0"#4 Stirrups
w/ (4) Legs
@ 5" o.c.4'-0"2'-3"
3'-1"
#4 Stirrups
w/ (4) Legs
@ 5" o.c.4'-0"#4 Stirrups
w/ (4) Legs
@ 5" o.c.4'-0"6'-0"
#4 Stirrups
w/ (4) Legs
@ 5" o.c.4'-0"2'-3"2"
Typ.4'-0"6'-0"
#4 Stirrups
w/ (4) Legs
@ 5" o.c.4'-0"6'-0"
30" x 48" Max. Opening.
See detail 8/S-6.4 for
Reinf. Req's.
28" x 28" Max. Opening.
See detail 8/S-6.4 for
Reinf. Req's.
CONCRETE DECK LEGEND
Req'd Bar Size
Min. Length of Bars
(10) #5 Top (20'-6")
Req'd No. of Bars
Concentrated Reinforcement, Spaced Evenly Between
Strip Layout Lines (or Edge of Deck Where Occurs)
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Strip Layout Line
Top Reinforcement Terminating at a Wall Must Extend 6" into Wall w/
a Standard 90o Hook.
Bottom Reinforcement Terminating at a Wall Must Extend into Wall
a Minimum of 6" (UNO).
At Columns, a Minimum of Two (2) Continuous Bottom Bars Must
Pass through the Column Core and be Anchored at Exterior
Supports w/ a Standard 90o Hook.
Continuous Bottom Steel Spliced in End 1/3 of Spans.
Continous Top Steel Spliced in Middle 1/3 of Spans.
If Splices Result in Clear Spacing less than Code Minimums Shown
Above, Provide BAR LOCK R Connectors per Specifications.
Location
Top Reinforcement is to be Centered over Interior Supports (UNO)
All Splices to be Class B, Except in Regions Indicated Below:
S-2.1
LEVEL KEY
GENERAL NOTES
Denotes step in deck.
Step per Architecturals
Concrete Column,
Size per Schedule
Non-Structural Infill Wall
Wall Type & Thickness per Arch.
Min. 2x4 D.F. Stud @ 16" o.c.
or 350S162-33 @ 16" o.c.
Full Height CMU Wall
Size & Reinf. per Schedule
15" Elevated Concrete
Deck per Details
C-A
C-B
C-C
Stud wall locations per Architecturals.
Walls Above
(Shown for Clarity)
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Waterproofing, flashing, & finish details per
Architecturals.
Outline of Drop Panel
7-1/4" Below Deck
(Dim's per Plan. See S-2.3a & S-2.3b)
#5 @ 8" o.c. Each Way
Outline of Column Capital
11-1/4" Below Drop Panel
11-1/4" Beyond Column All Sides
#5 @ 8" o.c. Each Way
CMU WALL SCHEDULE
Wall Type Vertical BarsThickness Horizontal Bars Jamb Bars
(1) Curtains
#5 @ 16" o.c.8"(1) Curtains
#5 @ 16" o.c.(8) #5
(2) Curtains
#5 @ 16" o.c.12"(2) Curtain
#5 @ 16" o.c.(8) #5
---
----
f'c = 4000 psi
See Details 1/S-6.3 & 7/S-6.3 for more information.
----
-
M1
M2
-
-
-
CONCRETE COLUMN SCHEDULE
Column Type Vertical BarsDimensions "A" Ties
& Cross Ties
(6) #816" x 20"#4 @ 3" o.c.
(12) #818" x 18"#4 @ 3" o.c.
(4) #816" x 16"#4 @ 3" o.c.
C-A
C-B
C-C
---
"B" Ties
& Cross Ties
#4 @ 4" o.c.
#4 @ 4" o.c.
#4 @ 4" o.c.
-
f'c = 4000 psi
fy = 60000 psi
----
-
-
See Details 5/S-6.3 & 8/S-6.3 for more information.CONCRETE STRENGTH
All concrete shall have an ultimate compressive
strength (f'c) at 28 days per below (UNO):
i.Slab-on-Grade 2500 psi
ii.Footings 3000 psi
iii.Grade Beams 3000 psi
iv.Columns 4000 psi
v.Podium Deck 4000 psi
vi.Mat Foundation 4000 psi
TENSION LAP SPLICES
Ls
1 1/2" Min. Clear Spacing
Bar
Size
#3
#4
#5
#6
#7
#8
Class "A"Hooked
Ldh
6"
6"
12"
14"
17"
19"
12"
12"
22"
30"
49"
62"
Class "B"
16"
16"
29"
39"
64"
80"
Ld
12"
12"
22"
30"
49"
62"
DEVELOPMENT & SPLICE LENGTH
7
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGE
R CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
PODIUM DECK
DEPRESSION PLAN
- AREA A
1/8" = 1'-0"
S-2.3a
A B C
1
2
3
4
5
115
SPA
RECEPT/RETAIL
105
TRASH
104
ELEC
103
FD
ROOM
182ELEV MECH110
RESIDENTIAL
LOBBY
102
BROAD ST.
RETAIL
122
SPA BOH
123
SINGLE
TREATMENT
124
SINGLE
TREATMENT
125
SINGLE
TREATMENT
126
WET
TREATMENT
127
WET
TREATMENT
121
DOUBLE
TREATMENT
120
QUIET
ROOM
129
WOMEN
129C
STEAM
129B
TOILET
129D
SHOWER
129E
CHANGING
128
MEN
128D
SHOWER
128B
STEAM
128C
TOILET
102A
RESTROOM
112A
RESTROOM
1
STAIR 181MTCEOFFICE129A
LAVATORY
129F
LOCKERS
128A
LAVATORY
128E
LOCKERS
5'-4"5'-4"4'-3"4'-3"5'-3"4'-3"6'-0"6'-0"4'-3"4x4 4x4 4x8 4x8 4x8 6
x
8
6x8 6x6 HSS6x3x3/8 HSS6x3x3/8
HSS6x3x3/8 HSS6x3x3/8 HS
S
6
x
3
x3/8
HSS6x3x3/8 6x6
HSS6 x3 x3 /8 4 x8 4x8 4x8 HSS 5 x5 x3 /8
6 x8 4x8 4 x8 4x8 6x8
4x8
4x8
6x8 4x8
4x8
4 x8 4x8
6x6 6 x8 6
x6
6x6 6x6 6
x6
6
x8
MC12x31
Stringers &
Landing, Typ.
See 21/S-6.1
1-3/4" x 14" LSL
Stringers ((4)M2M2M2
M2
M2 M1M1M1M1
M1
M1
M1M1M1
M1 M1M1M2M2
227'0"22A323'0"25
S-6.6
23
S-6.1
3
11
3
20'0"2 2
3
40'0"2 2
22
9'6"33
22
3'0"55
22
4'0"66 22
4'0"66
310'0"55327'0"22229'6"552210'6"55224'0"44224'0"44224'0"44223'0"44225'0"44222'9"55619'0"48'6"444
9'0"22
3
9'0"2
22
6'6"55 22
7'6"44
22
4'0"55
13'0"5
69'6"224
9'0"1
6
9'0"1222'9"55223'0"425
S-6.1
23
S-6.13228'6"3A32223'0"CC44224'6"DD44226'0"CC443 1/2" x 7"
PSL
3 1/2" x 7"
PS
L
20
S-6.2
Typ.
H
S
S
4
x
4
x
1/4
T
y
p
.
A A
2 22
33'6"
A A
2 22
33'6"11427'6"D14427'6"FOOTNOTES:
DESCRIPTION
HOLDOWNTYPE MIN. POST
CMST14
CMSTC16
CS14 2-2x
HTT5
HDU11
N/A
HDU8
2-2x
4x6
2-2x
3-2x
6x6
6x6
N/A
N/A
SSTB24 /
21" Min.
SB1x30 /
24" Min.
A
B
C
1
2
3
4
N/AD
1
(2) CMST14 4x8 N/AE
DETAILS
3/S-6.6,
UNO
3/S-6.6,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
3/S-6.6,
UNO
3/S-6.6,
UNO
3/S-6.6,
UNOCMST124x6
1 Shared holdowns to be installed per Typ. Shearwall Intersections
detail on S-0.1 (UNO)
HOLDOWN SCHEDULE
HDU14 1" Ø
All-thread
ANCHOR /
EMBEDMENT
SSTB28L /
25" Min.
HD19 6x6
4x6
Ea. Side
1-1/4" Ø
All-thread5
6
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNOT2-48S 1-1/8" Ø
All-thread
Reserved ----F --
Reserved ----G --
MSTC66B3**2-2x N/AH 13 & 14/S-6.6,
UNO
(2)
MSTC66B3**4x8 N/AJ 13 & 14/S-6.6,
UNO
Provide Inverted MSTC to Match at Each End of
Supporting Framing Below. See detail 14/S-6.6
**
FOOTNOTES:
1 All nails to be COMMONS. Do NOT use box type nails. All "field" nailing to be 12" o.c., U.N.O.
2
3 Simpson SDS 1/4"x4-1/2" Screws through 2x sill, or SDS 1/4"x6" Screws through 3x sill or double plates. [ICC ER-5268]
5
6
7
4
8
2x 2x
SHEARWALL SCHEDULE
NAILING
SIZE SPACING
TRANSFERS
A-35 /
LTP4 / LTP5
(356#)(536#)(2x - 1488#)
2
4
6 6
2"10d
10d 4"
10d 6"
B'DRY
3x
3x
All Values Conforming to the 2013 CBC
6
5/8" dia.
AB
SDS
Screw
(282#)
3
6
2"10d
4"10d3x
3x
(3x - 1888#)
RBC 16d
5
(139#)
7
DESCRIPTION
MATERIALSNo.2 SIDES
N15/32" STRUC I PLY
15/32" STRUC I PLY N
2
4
15/32" STRUC I PLY N6
SILL
PLATE
2x
2x
Y15/32" STRUC I PLY22
Y15/32" STRUC I PLY44 3x
3x
1
8,9
8
8
20"7"
35"12"
48"18"
3"
6"
9"
13"-
22"6"3"
1"
-
4"
-
-
-
8"
12"
-
-
3"
3"10d3xY15/32" STRUC I PLY33 3x 8,917"-2"--
3"10d3xN15/32" STRUC I PLY3 2x 8
26"9"5"-6"
9
All shearwalls to have 5/8" AB's with 3" x 3" x .229" thick plate washers, minimum. Washers shall be slotted (slot length not to
exceed 1-3/4") w/ standard cut washer placed between nut and plate washer. Washers shall extend within 1/2" of the edge of
the bottom plate on the sheathed side. At walls sheathed on 2 sides, plate washers shall be alternated to each side of plate.
[CBC 2308.12.8 & 2308.12.9] [AF&PA SDPWS 4.3.6.4.3]
Capacity reduced by plan irregularity factor(ASCE 12.3.3.4).
All transfers to be installed into min. 1-1/2" thick members, UNO. Where clips are spaced less than 6" o.c., stagger clips on
each side of wall.
16d common nails through the sill plate to rim member or blocking.
See details for permitted transfer clip types and locations.
Install screws into 3-1/2" wide continuous member, staggered 1-1/2" apart.
Install screws into Glulams or solid sawn member, LSL, LVL, or PSL members are NOT acceptable, UNO.
S-2.1
LEVEL KEY
GENERAL NOTES
Denotes step in deck.
Step per Architecturals
Concrete Column,
Size per Schedule
Non-Structural Infill Wall
(Not Shown for Clarity, See Architectural Plans)
Wall Type & Thickness per Arch.
Min. 2x4 D.F. Stud @ 16" o.c.
or 350S162-33 @ 16" o.c.
Full Height CMU Wall
Size & Reinf. per Schedule
15" Elevated Concrete
Deck per Details
C-A
C-B
C-C
Stud wall locations per Architecturals.
Walls Above
(Shown for Clarity)
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Waterproofing, flashing, & finish details per
Architecturals.
Outline of Drop Panel
7-1/4" Below Deck
(Dim's per Plan)
#5 @ 8" o.c. Each Way
Outline of Column Capital
11-1/4" Below Drop Panel
11-1/4" Beyond Column All Sides
#5 @ 8" o.c. Each Way
CMU WALL SCHEDULE
Wall Type Vertical BarsThickness Horizontal Bars Jamb Bars
(1) Curtains
#5 @ 16" o.c.8"(1) Curtains
#5 @ 16" o.c.(8) #5
(2) Curtains
#5 @ 16" o.c.12"(2) Curtain
#5 @ 16" o.c.(8) #5
---
----
f'c = 4000 psi
See Details 1/S-6.3 & 7/S-6.3 for more information.
----
-
M1
M2
-
-
-
CONCRETE COLUMN SCHEDULE
Column Type Vertical BarsDimensions "A" Ties
& Cross Ties
(6) #816" x 20"#4 @ 3" o.c.
(12) #818" x 18"#4 @ 3" o.c.
(4) #816" x 16"#4 @ 3" o.c.
C-A
C-B
C-C
---
"B" Ties
& Cross Ties
#4 @ 4" o.c.
#4 @ 4" o.c.
#4 @ 4" o.c.
-
f'c = 4000 psi
fy = 60000 psi
----
-
-
See Details 5/S-6.3 & 8/S-6.3 for more information.
CONCRETE STRENGTH
All concrete shall havean ultimate compressive
strength (f'c) at 28 days per below (UNO):
i.Slab-on-Grade 2500 psi
ii.Footings 3000 psi
iii.Grade Beams 3000 psi
iv.Columns 4000 psi
v.Podium Deck 4000 psi
vi.Mat Foundation 4000 psi
STEEL STAIR NOTES
Submit Steel Stair Shop Drawings to EOR for
Review and Approval
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGE
R CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
PODIUM DECK
DEPRESSION PLAN
- AREA B
1/8" = 1'-0"
S-2.3b
1
2
3
4
7
8
C D
H
5
GE
6
F I J
C D HGEF I J
7
8
6
K K'
K K'
783 SF
175
MARSH
RETAIL
130
RESTAURANT
140
LOBBY
182145A
MEN
152
ELEV MECH
151
B.O.H.
136
COOLER
136A
FREEZER135
DRY
STORAGE
130C
CAFE BAR
141
LOBBY
RETAIL
134
HR OFFICE
139
CHEF/ FB
MANAGER
130B
BAR
130B
BAR BACK
138
DISHWASH137
PANTRY
139A
FB
STORAGE
133
B.O.H.
132
KITCHEN
130A
WOOD FIRE
GRILL
145
RESTROOM
LOBBY
144
FRONT
OFFICE &
RESERVATIONS
144A
FINANCE
OFFICE
143
ROOMS
DIVISION
MGR
145B
WOMEN
131
B.O.H.
TREATMENT
128C
TOILET
142
PRIVATE
DINING
181107
ELEC
153
SOILED
LAUNDRY154JAN
82 SF
667
STORAGE
150
STAIR 3160STAIR 2106
TRANSFORMER
109
EMPLOYEE
BREAK
108
EMPLOYEE
LOCKERS
469C
LUGGAGE
STOR
469D
TRASH
469E
LAUNDRY
469F
MTCE STOR
469G
MEN
469H
WOMEN
56 SF
175B
RESTROOM
36 SF
175C
STOR
238 SF
175A
B.O.H.
259 SF
469I
MECHANICAL
STAIR 44'-8"5'-0"4'-9"6'-0"5'-0"4'-4"4'-4"4'-4"4'-9"4'-9"
6'-0"5'-4"5'-4"4'-3"4'-8"8'-3"8'-3"4'-3"4'-3"4'-8"3'-9"
7'-6"4'-0"7'-6"(E) Post Relocated(E) Post Relocated(E) Post Relocated(E) PostRelocated(E) P ost Reloc
a ted (E) PostRelocated(E) Post RelocatedHSS6x6x3/8K.P.HSS6x6x3/8Typ.HSS8x8x5/8 HSS8x8x5/8 HSS8x8x5/8 HSS8x8x5/8 HSS8x8x5/8 W 14x211 W14x211 W14x159
W 14x159 W14x15
9
W 14x159 W 1 4 x1 59
W 14x159 W 14x159 W14x159 W 1 4 x 1 59
W 1 4 x159 HSS8x8x5/8 HSS8x8x5/8 HSS9x3x3/8 HSS9x3x3/8 HSS9x3x3/8 HSS9 x3 x3 /8 HSS9x3x3/8 HSS9x3x3/8 HSS8x8x3/8Typ.HSS8x8x3/8Typ.HSS4x4x3/16Typ.W 1 4 x1 59
W 14x159 W 14x159 W14x159 4x12 4x12 HSS4x4x3/16Typ.7x7 PSLAbvHSS5x5x1/2 HSS5x5x1/2 HSS5x5x1/2
HSS5x5x1/2 HSS5x5
x
1/2
HSS5x5x1/2 HSS5x5x1/2 HSS6x6x1/2 HSS6x6x1/2 HSS6x6x1/2 HSS6x6x1/2 HSS6x6x1/2 HSS5x5x1/2 HSS5x5x1/2 HSS5x
5x
1/2
HSS5x5x1/2 HSS5x5x1/2 HSS5x5x1/2 HSS5x5x1/2 HSS5x5x1/2 HSS5x5x1/2 HSS5x5x1/2
HSS5x5x1/2Typ. This LineHSS 5 x5 x1 /2
H S S 5 x 5 x 1 /2
H S S 5 x 5 x 1 /2
H S S 5 x 5 x 1 /2
6x6
6 x8
6x8
H
S
S
5
x
5
x
1/2
HSS5x5x1/2 H S S 5 x 5 x 1 /2
7x7 PSLAbv
7x7 PSLAbv7x7 PSLAbv7x7 PSLAbvHSS8x3x3/8Typ.HSS9x3x3/8 Typ.4 x4
4x
4
4 x10 HS
S
8
x
8
x5/8
HSS6x6x3/8Typ.6x8
6x6
6x6 6
x
6
6x8
6x6
4x6
(N) 5-1/4" x 14" PSL
Flush & B.N.3-1/2" PSL & B.N. Aligned w/ Wall Abv.Depth to Match (E) Framing, Typ.3-1/2" PSL & B.N. Aligned w/ Wall Abv.Depth to Match (E) Framing, Typ.3-1/2" PSL & B.N.3-1/2" PSL & B.N.3-1/2" PSL & B.N.3-1/2" PSL & B.N.3-1/2" PSL & B.N.3-1/2" PSL & B.N.3-1/2" PSL & B.N.3-1/2" PSL & B.N.3-1/2" PSL & B.N.3-1/2" PSL & B.N.3-1/2" PSL & B.N.3-1/2" PSL & B.N.3-1/2" PSL & B.N.3-1/2" PSL & B.N.7" x 14"
PSL & B.N.
HSS6x6x1/2 Braced Frame
HSS6x6x1/2
Braced Frame
HSS6x6x1/2
Braced Frame
HSS6x6x1/2
Braced Frame W21x111W16x77W16x77W16x77W21x111W16x89HSS9x3x3/8HSS9x3x3/8HSS8x6x1/2 Flat Lo
Both Sides
Full Length of Bldg., Typ.
7"x16" PSL
Aligned w/ Post Abv.
7"x16" PSL
Aligned w/
Post Abv.MC12x31 Landing
Bm. & Stringers
See 21/S-6.1, Typ.
1-3/4" x 14" LSL
Stringers ((4) Min.)
HSS
8x3x3/8
Flat
MC12x31
Landing Bm. &
Stringers
See 21/S-6.1
MC12x31
Stringers &
Landing, Typ.
See 21/S-6.1
1-3/4" x 14" LSL
Stringers ((4) Min.)HSS9x3x3/84x12 & B.N.(N) 5-1/4" x 14" PSL
Flush & B.N.
(N) 5-1/4" x 14" PSL
Flush & B.N.
(N) 5-1/4" x 14" PSL
Flush & B.N.
(N) 5-1/4" x 14" PSL
Flush & B.N.
7" x 14"
PSL & B.N.
(N) 5-1/4" x 14" PSL
Flush & B.N.(N) 14" TJI 360 @ 16" o.c.in ITS Hangers, Typ.(E) Flr. Framingto Be Removed, Typ.3-1/2" x 16"
PSL @ 16" o.c.
3-1/2" x 16" PSL @ 16" o.c.24" From Faceof Col. (Typ.)Equal (20'-0" Max.), Typ.17" Min.(24" Max.)From Faceof Col. (Typ.)Equal (20'-0" Max.), Typ.Align 5-1/4"
PSL
Align
5-1/4"
PSL
Align
5-1/4"
PSLAlign4x & B.N.Align4x& B.N.(N) 14" TJI 360 @
16" o.c., Typ.(N) 14" TJI 360 @ 16" o.c.in ITS Hangers, Typ.M1M2M2M2M2M2 M2 M2
M1 M1M1M1M1M1 M1 M1 M1M1M1M1M1M2M2M2M2M2M2M1 M1M1M1M1
M2M2
M2M1M2M1 M1M1
M1
M2M1
(N) CDX Ply
o/ (N) Frmg.
In-place masonry shear
tests to be performed this
wall line
In-place masonry
shear tests to be
performed this
wall line
In-place masonry shear tests to
be performed this wall line
3326'6"553327'6"553330'6"443326'6"4422
29'6"55
44
30'6"22
22
6'0"5A323'0"2Approx. Location of (E)
Bearing Wall to Be
Removed
2'-0" Max.
2'-0" Max.8'-0" Min.18"2'-0" Max.2'-0" Max.8'-0" Min.Max.
H
U
4
1
6
,
T
y
p
.
M
a
x
.
N
aili
n
g
18"
Max.18"Max.18"Max.30"
Max.30"Max.30"Max.Alt. Sides30"
Max.
HU61
6
,
Ty
p
.
Ma
x. Na
i
lingHHUS7.25/10 HG
US7.25/
1
4
12'-0"LUSTyp.H
U
M
a
x
N
a
il.
T
y
p
.HUSCTyp.CMST14(5
'
-0"
)Typ.HGUTyp.H
U
M
a
x
N
a
il.
14
S-6.9
14
S-6.10
7
S-6.9
16
S-6.9
Typ.
Where Occurs
5
S-6.9
17
S-6.9
7
S-6.9
18
S-6.9
Typ. Where Occurs
14
S-6.9
7
S-6.9
16
S-6.9
Typ. Where
Occurs
15
S-6.9
19
S-6.9
17
S-6.9
15
S-6.10
15
S-6.10
25
S-6.9
25
S-6.9
25
S-6.9
25
S-6.9
25
S-6.9
25
S-6.9
(E) Steel Beam
and Columns to
Remain (Where
Occurs)
17
S-6.9
Typ.
17
S-6.9Typ.
In-place masonry
shear tests to be
performed this
wall line
8
S-6.10
8
S-6.10
8
S-6.10
8
S-6.10
8
S-6.10
9
S-6.10
9
S-6.10
9
S-6.10(E) Post Size, Height &
Integrity VIF (9.5" x 9.5"
Min.) Typ. This Line
11
S-6.10
Typ.
11
S-6.10
Typ.
6
S-6.10
Typ.7
S-6.10
Typ.
6
S-6.10
Typ.
7
S-6.10
Typ.
6" Min. Seismic Separation
Between Adjacent Buildings, Typ.
25
S-6.9
25
S-6.9
25
S-6.9 Typ.25
S-6.9 Typ.
13
S-6.10
12
S-6.10
Typ. ALL Braced Frames
18
S-6.10
22
S-6.10
6" Min. Seismic Separation
Between Adjacent Buildings, Typ.
5
S-6.6
23
S-6.1
8
S-6.6
23
S-6.1 Typ.
16
S-6.10Typ. (3)
Locations
Cont. CMST14 & Full
Depth 5-1/4" LSL Blkg.
(Typ. (3) Locations)
Cont. CMST14 & Full
Depth 5-1/4" LSL Blkg.
16
S-6.10 Typ. (3)
Locations
16
S-6.10
16
S-6.10
16
S-6.10
16
S-6.10
B.N. into Cont. 4x Blkg. Cont.
L6x6x5/16 w/ SDS Screws @
4" o.c. into Blkg. Full Perimeter
of Bldg., Typ. See 17/S-6.10
See sheet S-1.3b for
Req's. @ Pulling Eye
(Where Occurs)
3 22 22
22
3 3
321 1 4416'0"45335'6"4522
6'6"5 5 22
5'6"5 3 22
6'0"3 5 22
3'0"4 4 22
3'0"4 4 22
6'0"5 5
44
18'6"44 44
9'6"44 44
8'6"55
33
29'0"5 5
3
5'6"5 5
4
9'6"22
22
29'6"5 5
44
30'6"2 2
22
4'6"6 6
22
6'0"4 6
22
4'6"6 4
22
3'6"4 4
22
6'0"6 6
44
18'0"44 44
18'0"22 44
18'0"2244
17'0"2
44
10'0"5 5 44
19'6"5 5 44
19'6"5 5 44
9'6"5 5
22
3'0"55 22
8'0"55
22
6'6"55 22
6'6"55 22
3'6"55
22
3'6"55 22
6'6"55 22
4'0"55
6
4426'6"223327'6"55388'6"113317'6"553318'0"553330'6"44621'0"621'0"48'6"248'0"22334'6"55338'0"44338'6"55310'0"5532244
25'0"4 2
3326'6"553326'6"4444
19'6"4 4
44
9'0"55
22
3'6"55
22
4'0"6 6
22
13'0"5 5
22
4'6"5 5 22
4'6"5 5
Non-structural Wall By
Others. Size & Material
per Arch
19
S-6.10
Typ. ALL New Openings
(Where Occurs)
16
S-6.10
Typ. (3)
Locations
HDU4 @
PSL to Steel
Bm. Typ. (3)
Locations
Canopy/Awning per Arch.
Coordinate Spacing of
Attachments w/ EOR. See
detail 18/S-6.7 for Typ.
Attachment
23
S-6.1
23
S-6.1
Sim.
20
S-6.1 Typ.
8
S-6.6
Typ.
Jamb Bars & Hooks @
End of Full Ht. Wall
21
S-6.10
Typ.
12" x 24" CMU Lintel (26'-0" Max Span) w/ (6)
#5 (see detail 1/S-6.3). This Opening Only
CMST14 to 4x4 Blkg.
(B.N. Not Req'd
Where Strap over
Sheathing)
24
S-6.10
Typ.
24
S-6.10
Coordinate Deck Edge &
Wall Abv. Steel Bm. May
Be Req'd. Contact EOR
22
30'6"D D
6 6
3310'6"DD666
x
6
6x6 HSS8x4x5/16Divider BeamB.N. into Cont. 4x Blkg.
Cont. L6x6x5/16 w/ SDS
Screws @ 4" o.c. into Blkg.
Full Length of Bldg., Typ.
20
S-6.2
Typ.
20
S-6.2
Typ.
20
S-6.2
Typ.
23
S-6.2
Typ.
Coordinate Deck Edge &
Wall Abv. Steel Bm. May
Be Req'd. Contact EOR
(N) CDX Ply
o/ (N) Frmg.
6
S-6.11
19
S-6.9
17
S-6.9
412'0"219
S-6.9
Sim.
to Top of
Wall @ 72"
o.c. Max.
2
S-6.11
4
S-6.11
5
S-6.11
5
S-6.11AA11426'0"AA11427'0"AA11426'0"AA11426'0"AA11428'0"AA11427'0"AA11427'0"11428'6"11326'6"11426'0"11428'6"11426'0"BC44230'6"BC231'6"4413
S-6.5
Sim.
24
S-6.10
12
12
12
12
FOOTNOTES:
DESCRIPTION
HOLDOWNTYPE MIN. POST
CMST14
CMSTC16
CS14 2-2x
HTT5
HDU11
N/A
HDU8
2-2x
4x6
2-2x
3-2x
6x6
6x6
N/A
N/A
SSTB24 /
21" Min.
SB1x30 /
24" Min.
A
B
C
1
2
3
4
N/AD
1
(2) CMST14 4x8 N/AE
DETAILS
3/S-6.6,
UNO
3/S-6.6,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
3/S-6.6,
UNO
3/S-6.6,
UNO
3/S-6.6,
UNOCMST124x6
1 Shared holdowns to be installed per Typ. Shearwall Intersections
detail on S-0.1 (UNO)
HOLDOWN SCHEDULE
HDU14 1" Ø
All-thread
ANCHOR /
EMBEDMENT
SSTB28L /
25" Min.
HD19 6x6
4x6
Ea. Side
1-1/4" Ø
All-thread5
6
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNOT2-48S 1-1/8" Ø
All-thread
Reserved ----F --
Reserved ----G --
MSTC66B3**2-2x N/AH 13 & 14/S-6.6,
UNO
(2)
MSTC66B3**4x8 N/AJ 13 & 14/S-6.6,
UNO
Provide Inverted MSTC to Match at Each End of
Supporting Framing Below. See detail 14/S-6.6
**
FOOTNOTES:
1 All nails to be COMMONS. Do NOT use box type nails. All "field" nailing to be 12" o.c., U.N.O.
2
3 Simpson SDS 1/4"x4-1/2" Screws through 2x sill, or SDS 1/4"x6" Screws through 3x sill or double plates. [ICC ER-5268]
5
6
7
4
8
2x 2x
SHEARWALL SCHEDULE
NAILING
SIZE SPACING
TRANSFERS
A-35 /
LTP4 / LTP5
(356#)(536#)(2x - 1488#)
2
4
6 6
2"10d
10d 4"
10d 6"
B'DRY
3x
3x
All Values Conforming to the 2013 CBC
6
5/8" dia.
AB
SDS
Screw
(282#)
3
6
2"10d
4"10d3x
3x
(3x - 1888#)
RBC 16d
5
(139#)
7
DESCRIPTION
MATERIALSNo.2 SIDES
N15/32" STRUC I PLY
15/32" STRUC I PLY N
2
4
15/32" STRUC I PLY N6
SILL
PLATE
2x
2x
Y15/32" STRUC I PLY22
Y15/32" STRUC I PLY44 3x
3x
1
8,9
8
8
20"7"
35"12"
48"18"
3"
6"
9"
13"-
22"6"3"
1"
-
4"
-
-
-
8"
12"
-
-
3"
3"10d3xY15/32" STRUC I PLY33 3x 8,917"-2"--
3"10d3xN15/32" STRUC I PLY3 2x 8
26"9"5"-6"
9
All shearwalls to have 5/8" AB's with 3" x 3" x .229" thick plate washers, minimum. Washers shall be slotted (slot length not to
exceed 1-3/4") w/ standard cut washer placed between nut and plate washer. Washers shall extend within 1/2" of the edge of
the bottom plate on the sheathed side. At walls sheathed on 2 sides, plate washers shall be alternated to each side of plate.
[CBC 2308.12.8 & 2308.12.9] [AF&PA SDPWS 4.3.6.4.3]
Capacity reduced by plan irregularity factor(ASCE 12.3.3.4).
All transfers to be installed into min. 1-1/2" thick members, UNO. Where clips are spaced less than 6" o.c., stagger clips on
each side of wall.
16d common nails through the sill plate to rim member or blocking.
See details for permitted transfer clip types and locations.
Install screws into 3-1/2" wide continuous member, staggered 1-1/2" apart.
Install screws into Glulams or solid sawn member, LSL, LVL, or PSL members are NOT acceptable, UNO.
S-2.1
LEVEL KEY
GENERAL NOTES
Denotes step in deck.
Step per Architecturals
Concrete Column,
Size per Schedule
Non-Structural Infill Wall
Wall Type & Thickness per Arch.
Min. 2x4 D.F. Stud @ 16" o.c.
or 350S162-33 @ 16" o.c.
Full Height CMU Wall
Size & Reinf. per Schedule
15" Elevated Concrete
Deck per Details
C-A
C-B
C-C
Stud wall locations per Architecturals.
Walls Above
(Shown for Clarity)
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Waterproofing, flashing, & finish details per
Architecturals.
Outline of Drop Panel
7-1/4" Below Deck
(Dim's per Plan)
#5 @ 8" o.c. Each Way
Outline of Column Capital
11-1/4" Below Drop Panel
11-1/4" Beyond Column All Sides
#5 @ 8" o.c. Each Way
CMU WALL SCHEDULE
Wall Type Vertical BarsThickness Horizontal Bars Jamb Bars
(1) Curtains
#5 @ 16" o.c.8"(1) Curtains
#5 @ 16" o.c.(8) #5
(2) Curtains
#5 @ 16" o.c.12"(2) Curtain
#5 @ 16" o.c.(8) #5
---
----
f'c = 4000 psi
See Details 1/S-6.3 & 7/S-6.3 for more information.
----
-
M1
M2
-
-
-
CONCRETE COLUMN SCHEDULE
Column Type Vertical BarsDimensions "A" Ties
& Cross Ties
(6) #816" x 20"#4 @ 3" o.c.
(12) #818" x 18"#4 @ 3" o.c.
(4) #816" x 16"#4 @ 3" o.c.
C-A
C-B
C-C
---
"B" Ties
& Cross Ties
#4 @ 4" o.c.
#4 @ 4" o.c.
#4 @ 4" o.c.
-
f'c = 4000 psi
fy = 60000 psi
----
-
-
See Details 5/S-6.3 & 8/S-6.3 for more information.
CONCRETE STRENGTH
All concrete shall havean ultimate compressive
strength (f'c) at 28 days per below (UNO):
i.Slab-on-Grade 2500 psi
ii.Footings 3000 psi
iii.Grade Beams 3000 psi
iv.Columns 4000 psi
v.Podium Deck 4000 psi
vi.Mat Foundation 4000 psi
Beams (per Call-out)
Floor Joists -- 5-1/4"x16" PSL @ 16" o.c.
in Simpson HUS Hangers, Typ. (UNO)
All Beams to Bear on Plates w/ Indicated
Post or Doubler Below Unless Noted Otherwise
All Lumber 4x6,6x6 and Smaller to be DF #2 UNO
All Lumber 4x8, 6x8 and Larger to be DF #1 UNO
All Walls to have Continuous Double Top Plates,
All Splices to be per Details on Sheet S-1.1
GENERAL FRAMING NOTES
(E) Beams To Remain (UNO)
(E) Floor Framing -- Where Occurs.
See plan for Add'l. Info.
GENERAL URM NOTES
Install floor sheathing over existing diagonal
sheathing. Floor sheathing to be 3/4" plywood
or OSB, PI 40/20, nailed w/ 10d commons at
6", 6", 12". All (E) flooring material to
removed & replaced like & kind.
Coordinate All (N) Openings in Existing Brick
w/ EOR Prior to Installation.
STEEL STAIR NOTES
Submit Steel Stair Shop Drawings to EOR for
Review and Approval
12
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGE
R CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
THIRD FLOOR
FRAMING PLAN
- AREA A
1/8" = 1'-0"
S-3.1a
A B C
1
2
3
4
5
FLAT 02
218
FLAT 01
219
HOTEL ROOM
SINGLE QUEEN
215
FLAT 04
216
FLAT 03
217
LOCKERS
281
F3 F2 F1
F4
STAIR 1
280
3
20'0"A A
2 2
3
40'0"A A
2 2
22
9'6"AA
33
22
3'0"4E
55
22
4'0"EE
66 22
4'0"EE
66
310'0"DD55327'0"AA22229'6"2D552210'6"DD55223'0"DD44224'0"CC44224'0"CC44224'6"DD44224'0"CC44223'0"CC44225'0"CC44222'9"DD55619'0"48'6"CC444
9'0"BB
22
3
9'0"B
2
22
6'6"DD
55 22
7'6"DD44
22
4'0"JD
55
13'0"D
54x4 4x4 4x8 4x8 4x8 6
x
8
6x8 6x6 HSS6x3x3/8 HSS6x3x3/8
HSS6x3x3/8 HSS6x3x3/8 HS
S
6
x
3
x3/8
HSS6x3x3/8 6x6
HSS6 x3 x3 /8 4x8
4x8
4x8 4x8 HSS 5 x5 x3 /8
4x8 4 x8 4x8 6 x8 4x8
HU
3 1/2" x 7"
PSL
3 1/2" x 7"
PS
L
4x8
E GQ E
G
Q
HU
Ma
x
Nailing
6x8
4x8
4 x8 4x8
6x6 HUC
3 1/2" x 7"
PS
L
6x6
6x6
6x6 6x8 6x8 6x6 6 x6 8'-0"
6x8 Hdr
6x6 Hdr
6x6 Hdr6x6 Hdr6x10
Hdr6x6 Hdr6x8 Hdr6x6 Hdr6x8Hdr6x10 Hdr6x10 Hdr6x6 Hdr6x6 Hdr6x10 Hdr6x8 Hdr6x8 Hdr6x6
Hdr 6x8
Hdr
5-1/2" x 9"
GLB Hdr*
6x6 Hdr
6x6 HdrW12x45
Bot. Flush6x6Hdr6x6Hdr
(2) 14"
LVL6x6 Hdr6x6 Hdr
(2) LVL Rim*
3-1/2" x 13-1/2"
GLB Flush
3-1/2" x 13-1/2"
GLB Flush
1-3/4" x 14" LSL
Stringers ((4) Min.)
(3) 11-7/8"
LVL Rim*3-1/2" x 14"PSL Flush4x8
4x8
Rim7" x 14" PSLRipped & Notched2-1/2" Max.5-1/4" x 14" PSLW8x21HdrW8x21Hdr(2) 14" LVL
HSS
9x5x5/8
Hdr
5-1/2" x 13-1/2"GLB Flush4x8 Hdr 7" x 14" PSL4x8 Hdr
4x8 Hdr
7" x 14" PSL4x10 Hdr7" x 14" PSL7" x 14"
PSL Flush7"x14" PSL FlushAlign w/ Post Abv7" x 14" PSL FlushAlign w/ Post Abv7" x 14"
PSL Flush13'-0"7" x 14" PSLRipped & Notched2-1/2" Max.(3) 11-7/8"
LVL Rim*
4x8 Hdr5-1/4"x14" PSL FlushAlign w/ Wall Abv.5-1/4"x14" PSL FlushAlign w/ Wall Abv.7"x14"
Flush
(2) 14" LVL
Flush
5-1/2" x 12"*GLB Hdr2x D.F. #2 D.J. @ 16" o.c., Typ.
Notch & Slope to Drain as
Req'd. (5-1/2" Min. Depth)
CMS T C16
3'-8"
C
M
S
T
C
1
6
3'
-
8"CMSTC163'-8
"CMSTC163'-8"CMS T C16
3'-8"
CMS T C16
3'-8"Align Jst. & B.N.CMS T C16
3'-8"
CM
S
T
C
1
6
3'-8"CMST123
'
-8
"CMST123
'
-8
"
CMSTC16
(3'-8") &
B.N. TOP to
Aligned Jst.
or Blkg, Typ.
Align Jst. & B.N.
Align Jst. & B.N.
Full
Depth
Blkg.
& B.N.
14" TJI 230
@ 12" o.c.14" TJI 230@ 16" o.c.14" LVL
@ 16" o.c.Align Jst. & B.N.CMSTC16 (3'-4")Centered Ea. Jst.Typ. This LineAlign Jst. & B.N.CMS T C16
3'-8"
14" LVL
@ 12" o.c.A27'0"22A323'0"2228'6"3A3U
U
HUC
Typ.
16
S-6.5Sim.
2
S-6.5
2
S-6.5
1
S-6.5
1
S-6.5 1
S-6.5
10
S-6.5
10
S-6.5
11
S-6.5
10
S-6.5
2
S-6.5
10
S-6.5
1
S-6.5
1
S-6.5
10
S-6.5
1
S-6.5
10
S-6.5
1
S-6.5
16
S-6.5 Sim.
16
S-6.5 Sim.
12
S-6.5Sim.
10
S-6.5
10
S-6.5
10
S-6.5
10
S-6.5
10
S-6.5
10
S-6.5
10
S-6.5
10
S-6.5
See Wall Schedule
Wood Screen Attachment
per 6/S-6.6, Typ.
(Where Occurs)
10
S-6.6
Spiral Staircase By
Others, Typ. Submit
Shop Drawings to
EOR for Approval
Prior to Installation.
9
S-6.8
Weld Strap to
Beam, Typ.
21
S-6.5
Typ.69'6"BB224
9'0"A
1
6
9'0"A
1
20
S-6.5 Typ.222'9"DD55223'0"C48
S-6.7
Cont. Top Plate
Req'd. This Line
Full Width D.F. FRT
Rim/Blkg. Rip to
Match Floor Depth
This Line Only
20
S-6.5
Typ.
DD3B
4
3
BB
11
5
S-6.6
19
S-6.7Typ.
10
S-6.5A2
226'0"DD557" x 14"PSL Flush5¼" PSL Rim,
Typ @ Elev.20
S-6.2
Typ.
A A
2 22
33'6"
A A
2 22
33'6"11427'6"D14427'6"25
S-6.7
Sim.
20
S-6.5
Typ.
10
S-6.5
FOOTNOTES:
DESCRIPTION
HOLDOWNTYPE MIN. POST
CMST14
CMSTC16
CS14 2-2x
HTT5
HDU11
N/A
HDU8
2-2x
4x6
2-2x
3-2x
6x6
6x6
N/A
N/A
SSTB24 /
21" Min.
SB1x30 /
24" Min.
A
B
C
1
2
3
4
N/AD
1
(2) CMST14 4x8 N/AE
DETAILS
3/S-6.6,
UNO
3/S-6.6,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
3/S-6.6,
UNO
3/S-6.6,
UNO
3/S-6.6,
UNOCMST124x6
1 Shared holdowns to be installed per Typ. Shearwall Intersections
detail on S-0.1 (UNO)
HOLDOWN SCHEDULE
HDU14 1" Ø
All-thread
ANCHOR /
EMBEDMENT
SSTB28L /
25" Min.
HD19 6x6
4x6
Ea. Side
1-1/4" Ø
All-thread5
6
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNOT2-48S 1-1/8" Ø
All-thread
Reserved ----F --
Reserved ----G --
MSTC66B3**2-2x N/AH 13 & 14/S-6.6,
UNO
(2)
MSTC66B3**4x8 N/AJ 13 & 14/S-6.6,
UNO
Provide Inverted MSTC to Match at Each End of
Supporting Framing Below. See detail 14/S-6.6
**
FOOTNOTES:
1 All nails to be COMMONS. Do NOT use box type nails. All "field" nailing to be 12" o.c., U.N.O.
2
3 Simpson SDS 1/4"x4-1/2" Screws through 2x sill, or SDS 1/4"x6" Screws through 3x sill or double plates. [ICC ER-5268]
5
6
7
4
8
2x 2x
SHEARWALL SCHEDULE
NAILING
SIZE SPACING
TRANSFERS
A-35 /
LTP4 / LTP5
(356#)(536#)(2x - 1488#)
2
4
6 6
2"10d
10d 4"
10d 6"
B'DRY
3x
3x
All Values Conforming to the 2013 CBC
6
5/8" dia.
AB
SDS
Screw
(282#)
3
6
2"10d
4"10d3x
3x
(3x - 1888#)
RBC 16d
5
(139#)
7
DESCRIPTION
MATERIALSNo.2 SIDES
N15/32" STRUC I PLY
15/32" STRUC I PLY N
2
4
15/32" STRUC I PLY N6
SILL
PLATE
2x
2x
Y15/32" STRUC I PLY22
Y15/32" STRUC I PLY44 3x
3x
1
8,9
8
8
20"7"
35"12"
48"18"
3"
6"
9"
13"-
22"6"3"
1"
-
4"
-
-
-
8"
12"
-
-
3"
3"10d3xY15/32" STRUC I PLY33 3x 8,917"-2"--
3"10d3xN15/32" STRUC I PLY3 2x 8
26"9"5"-6"
9
All shearwalls to have 5/8" AB's with 3" x 3" x .229" thick plate washers, minimum. Washers shall be slotted (slot length not to
exceed 1-3/4") w/ standard cut washer placed between nut and plate washer. Washers shall extend within 1/2" of the edge of
the bottom plate on the sheathed side. At walls sheathed on 2 sides, plate washers shall be alternated to each side of plate.
[CBC 2308.12.8 & 2308.12.9] [AF&PA SDPWS 4.3.6.4.3]
Capacity reduced by plan irregularity factor(ASCE 12.3.3.4).
All transfers to be installed into min. 1-1/2" thick members, UNO. Where clips are spaced less than 6" o.c., stagger clips on
each side of wall.
16d common nails through the sill plate to rim member or blocking.
See details for permitted transfer clip types and locations.
Install screws into 3-1/2" wide continuous member, staggered 1-1/2" apart.
Install screws into Glulams or solid sawn member, LSL, LVL, or PSL members are NOT acceptable, UNO.
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Beams (per Call-out)
Floor Joists -- 14" TJI 230 @ 16" o.c.
in Simpson IUS Hangers (Max. Nailing), Typ. (UNO)
Floor Joists -- 14" LVL @ 16" o.c.
in Simpson LUS Hangers, Typ. (UNO)
Floor sheathing to be 1-1/8" plywood or OSB, PI 60/32,
nailed w/ 10d commons at 2-1/2", 4", 12". Block Diaphragm
w/ 2x4 Flat Min. at All Panel Joints.
Waterproofing, flashing, & finish details per Architecturals.
All Beams to Bear on Plates w/ Indicated
Post or Doubler Below Unless Noted Otherwise
All Lumber 4x6,6x6 and Smaller to be DF #2 UNO
All Lumber 4x8, 6x8 and Larger to be DF #1 UNO
All Walls to have Continuous Double Top Plates,
All Splices to be per Details on Sheet S-1.1
GENERAL FRAMING NOTES
All wood framing in exterior walls shall be FRT.
See S-0.2 and Arch'l plans for more Info.
WALL SCHEDULE
Stud wall locations per Architecturals.
Wood-Framed Party Wall
2x4 D.F. #1 @ 16" o.c.
Wood-Framed Wall
2x6 D.F. #1 @ 16" o.c.
2x4 D.F. #1 @ 16" o.c.
Provide wall length continuous full depth solid
blocking (where floor joists perpendicular) or double
floor joist (where joists parallel) for all walls above.
Walls above
(shown for clarity)
Denotes step in framing.
Step per Architecturals
Wood-Framed Wall
4x6 D.F. #1 @ 16" o.c.
S-3.1
LEVEL KEY
See General Notes & Specifications for additional
requirements and material specifications.
ADDITIONAL FRT NOTES
All rim joists in exterior walls to be Pyro-Guard fire
retardant treated (FRT) Versa-Lam. See S-0.2 and Arch'l
plans for more Info.
A 4'-0" section of roof and floor sheathing to be fire retardant
treated (FRT) from the exterior walls.
All framing members within exterior bearing walls: studs,
posts, plates, beams and headers shall be FRT as well.
Beams denoted with * May Require FRT Treatment. Verify
with Architect. Alternate Beam Size & Material May Be
Req'd.
ADD'L. FRAMING NOTES
Shade Indicates Areas w/
Additional Framing
Requirements
Floor sheathing to be 1-1/8" plywood or OSB, PI 60/32,
nailed w/ 10d commons at 2", 3", 12". Block Diaphragm w/
2x4 Flat Min. at All Panel Joints.
Floor Joists -- 14" TJI 560 @ 16" o.c.
in Simpson IUS Hangers (Max. Nailing), Typ. (UNO)
Full Width Rim/Blkg. at Boundaries Req'd. Where Multiple
Blocks are Used to Achieve Full Width, Fasten With (4)
Simpson SDWS Ea. Bay
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGE
R CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
THIRD FLOOR
FRAMING PLAN
- AREA B
1/8" = 1'-0"
S-3.1b
1
2
3
4
7
8
C D
H
5
GE
6
F I J
C D HGEF I J
7
8
6
K K'
K K'
HOTEL ROOM -
DOUBLE QUEEN
227
HOTEL ROOM -
SINGLE QUEEN
215
HOTEL ROOM -
SINGLE QUEEN
201
HOTEL ROOM -
SUITE
202
HOTEL ROOM -
DOUBLE QUEEN
225
HOTEL ROOM -
SINGLE QUEEN
209
HOTEL ROOM -
SINGLE QUEEN
207
HOTEL ROOM -
SINGLE QUEEN
203
HOTEL ROOM
- SUITE
204
HOTEL ROOM -
SUITE
208
HOTEL ROOM -
DOUBLE QUEEN
226
HOTEL ROOM -
SUITE
206
HOTEL ROOM -
SINGLE QUEEN
205
HOTEL ROOM -
DOUBLE QUEEN
224
HSKP'G
256
FUNCTION / MEETING
SPACE
240
HOTEL ROOM -
SINGLE QUEEN
200
HOTEL ROOM -
SINGLE KING
235
HOTEL ROOM - EXEC
SUITE
230
ICE & FILTER WATER
258
HOTEL ROOM -
DOUBLE QUEEN
228
HOTEL ROOM -
SINGLE QUEEN
211
HSKP'G STOR &
SUPPLY
257
STAIR 2
260
WOMEN
251FUNCTION ROOMSTORAGE253MECH
MECH
HOTEL ROOM -
SINGLE KING
232
ELEC
259
MEN
252
PANTRY
241
HOTEL ROOM - SUITE
221
HOTEL
ROOM - SUITE
222
HOTEL ROOM - SUITE
223
CORRIDOR
CORRIDOR
CORRIDOR
SERVICE ELEV. LOBBY
254
GUEST ELEV. LOBBY
255
CORRIDOR
CORRIDOR
CORRIDOR
STAIR 3
250
HOTEL ROOM -
SINGLE KING
233
HOTEL ROOM -
SINGLE KING
234
HOTEL ROOM -
SINGLE KING
231
CORRIDOR
STAIR 4
270
CORRIDORCORRIDOR
4416'0"CE45335'6"C4522
6'6"E E
5 5 22
5'6"D
5 3 22
6'0"D
3 5 22
3'0"4 4 22
3'0"4 4 22
6'0"E E
5 5
44
18'6"CC
44 44
9'6"DD
44 44
8'6"DD
55
33
29'0"D D
5 5
3
5'6"D D
5 5
4
9'6"BB
22
22
29'6"D D
5 5
44
30'6"2 2
22
4'6"E E
6 6
22
6'0"
4
4 6
22
4'6"E
6 4
22
3'6"4 4
22
6'0"E E
6 6
22
30'6"D D
6 6
44
18'0"CC
44 44
18'0"22 44
18'0"2244
17'0"2
44
10'0"D D
5 5 44
19'6"D D
5 5 44
19'6"D D
5 5 44
9'6"D D
5 5
22
3'0"4E
55 22
8'0"DD
55
22
6'6"DD
55 22
6'6"DD
55 22
3'6"DD
55
22
3'6"DD
55 22
6'6"DD
55 22
4'0"EE
55
E
6
4426'6"AA223327'6"DD55388'6"113310'6"DD663317'6"DD553318'0"DD553330'6"CC44621'0"621'0"48'6"B248'0"BB22334'6"DD55338'0"44338'6"DD55310'0"DD5532244
25'0"D
4 2
3326'6"EE553326'6"CC4444
19'6"D D
4 4
44
9'0"DD
55
22
3'6"DD
55
22
4'0"
E E66
22
13'0"D D
5 5
22
4'6"E E
5 5 22
4'6"E E
5 5 7x7 PSL K.P.(1.8E) CCQHSS8x8x3/8Typ.HSS4x4x3/16Typ.W 1 4 x1 59
W 14x159 W 14x159 W14x159 W 14x211 W14x211 4x12 4x12 HSS4x4x3/16Typ.7x7 PSL K.P.(1.8E) CCQ7x7 PSL K.P.(1.8E) CCQ7x7 PSL K.P.(1.8E) CCQHSS5x5x1/2 HSS5x5x1/2 HSS5x5
x
1/2
HSS5x5x1/2 HSS6x6x1/2 HSS6x6x1/2 HSS6x6x1/2 HSS6x6x1/2 HSS5x5x1/2 HSS5x5x1/2 HSS5x
5x
1/2
HSS5x5x1/2 HSS5x5x1/2 HSS5x5x1/2 HSS5x5x1/2 HSS5x5x1/2 HSS5x5x1/2 HSS5x5x1/2
HSS5x5x1/2Typ. This LineHSS 5 x5 x1 /2
H S S 5 x 5 x 1 /2
H S S 5 x 5 x 1 /2
H S S 5 x 5 x 1 /2
6x6
6 x8
6x8
H
S
S
5
x
5
x
1/2
HSS5x5x1/2 7x7 PS
L
K.P
.
(1.8
E
)
CCQ
H S S 5 x 5 x 1 /2
6 x6
A bv
6x6
Abv HSS8x8x3/8Typ.HSS5x5x1/2 HSS5x5x1/2 HSS 6 x6 x1 /2
HSS5x
5
x
1/2
HU
T y p.
HU
Typ.
HU
Typ.
6x8
6x6 6x6 6x6 6x6 6x8 10'-0"9'-0"5-1/4" x 14"
PSL Flush
6x8 Hdr 6x6 Hdr 6x6 Hdr 6x6
Hdr 6x6 Hdr 6x6
Hdr 6x6 Hdr 6x8 Hdr 6x8 Hdr
6x6 Hdr
6x6 Hdr6x6 Hdr6x6 Hdr6x6 Hdr6x6 Hdr6x6 Hdr(2) 14"
LVL
(2) 14" LVL
Flush
(2) 14" LVL
Flush
(2) 14"
LVL
(2) 14" LVL
Flush
W12x50
(2) 14" LVL
Flush
(2) 14"
LVL
Flush
(2) 14" LVL
Flush
W12x50 Bot. FlushW12x50 Bot. FlushW12x50W12x50W12x50 Bot. FlushW12x50 Bot. FlushW12x50 Bot. FlushW12x50 Bot. Flush5-1/4" x 14" PSL Flush 5-1/4" x 14" PSL Flush
HSS
9x5x5/8
Hdr
HSS
9x5x5/8
Hdr
HSS
9x5x5/8
Hdr
(2) 14" LVLFlush(2) 14" LVLFlush(2) 14"LVLFlushW12x50(2) 14"LVL Flush(2) 14"LVLFlushW12x50
W12x50 Bot. Flush
W12x50W12x50 Bot. Flush
W12x50
6x8 HdrW12x50
Bot. Flush
6x8 Hdr 6x8 Hdr6x6 Hdr
6x8 Hdr 6x8 Hdr 6x8 Hdr
6x8 Hdr
6x8 Hdr
HSS9x5x5/8 Hdr 6x8 Hdr6x6 Hdr
HSS9x5x5/8Hdr6x6 Hdr (E) Rf. Trusses to Remain (UNO)(Where Occurs)(E) Rf. Trusses to Remain (UNO)(Where Occurs)(E) Rf. Trusses to
Remain (UNO)
(Where Occurs)
6x6
Hdr6x6 Hdr
5-1/2" x 13-1/2" GLB Ridge & B.N.
Run Abv. (E) Trusses &
Align w/ (E) Bm. Line Below, Typ.
5-1/2" x 13-1/2" GLB Ridge 5-1/2" x 13-1/2" GLB Ridge 5-1/2" x 13-1/2" GLB Ridge5-1/2" x 13-1/2" GLB Ridge & B.N.
HSS6x6x1/2 Braced Frame
HSS6x6x1/2
Braced Frame
HSS6x6x1/2
Braced Frame
HSS6x6x1/2
Braced Frame
W16x77W16x77HSS12x10x1/2W18x97HSS8x6x1/2 Flat Lo
Full Length of Bldg., Typ.
HSS8x6x1/2 Flat Lo
Full Length of Bldg., Typ.HSS8x6x1/2 Flat LoFull Length of Bldg., Typ.1-3/4" x 14" LSL
Stringers ((4) Min.)
(2) LVL
Rim*
3-1/2" x
13-1/2" GLB Flush
3-1/2" x 13-1/2"
GLB Flush
1-3/4" x 14" LSL
Stringers ((4) Min.)
4x8 Rim
4x8 Rim
4x8 Rim
4x8 Rim 4x8 Rim
4x8
Rim 4x8
Rim
4x8
Rim
4x8
Rim
4x8
Rim
Ok to Notch & Rip to Slope
As Req'd. (4-1/2" Max.) Typ.
4x8 Rim 4x8 Rim 4x8 Rim 4x8 Rim
4x8
Rim
4x8
Rim
4x8
Rim
4x8
Rim 4x8
Rim
4x8 Rim
4x8
Rim
4x8 Rim
(2) 7-1/4"
LVL Flush
(2) 7-1/4"
LVL Flush
& B.N.(2) 7-1/4"LVL Flush& B.N.(2) 14"LVL Flush& B.N.(2) 7-1/4"
LVL Flush
4x8 Rim
4x8
Rim
5-1/4" x 14" PSL 5-1/4" x 14"
PSL
5-1/4" x 14"
PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSLW12x50
W12x50 Bot. FlushW12x504x8 Rim4x8 Rim4x8 Rim4x8 Rim4x8 Rim4x8Rim4x8 Rim4x8 Rim5-1/4" x 14" PSL
5-1/4" x 14" PSL
5-1/4" x 14" PSL
5-1/4" x 14" PSL
5-1/4" x 14" PSL
5-1/4" x 14" PSL
5-1/4" x 14" PSL
5-1/4" x 14" PSLW12x50W12x50 (2) 14"LVL3-1/2" x 13-1/2"GLB Flush3-1/2" x 13-1/2" GLB Flush1-3/4" x 14" LSL
Stringers ((4) Min.)
3-1/2" x
13-1/2"
GLB Flush
3-1/2" x 13-1/2"
GLB Flush
6x6
Hdr
(2) 14" LVL (2) 14" LVL (2) 14" LVL (2) 14" LVL
(2) 14"
LVL
(2) 14"
LVL
(2) 14"
LVL
(2) 14"
LVL
(2) 14" LVL(2) 14" LVL(2) 14"
LVL(2) 14" LVL(2) 14" LVL
6x6 Hdr
Align 7"
PSL w/ Wall
Abv.
Align 7"
PSL w/ Wall
Abv.
HSS
9x5x5/8
Hdr
HSS9x5x5/8HdrHSS9x5x5/8Hdr6x6 Hdr 6x6 Hdr 6x6
Hdr
HSS
9x5x5/8
Hdr
(2) 14"
LVL
HSS8x6x5/8
Flat HSS8x6x5/8 Flat HSS8x6x5/8
Flat
HSS
8x6x5/8 Flat
HSS8x3x1/4
Flat
6x8 HdrDbl. Jst & B.N.Dbl. Jst & B.N.Dbl. Jst
5-1/4" x 14"
PSL Flush
2:1 Backspan8'-0" Min.5-1/4" x 14"
PSL Flush
6x8 Hdr 6x8 Hdr6x8 Hdr 5-1/4" x 14" PSLDbl Jst
Align w/ Mechanical Equip., Typ.
Dbl Jst
Dbl Jst
Dbl Jst
Dbl Jst
Dbl Jst
1-3/4" x 14" LSL
Stringers ((4) Min.)
Dbl Jst
Dbl JstDbl JstDbl JstDbl JstDbl JstDbl JstDbl JstDbl JstDbl JstDbl JstDbl Jst
Dbl Jst
Dbl Jst
HSS8x6x5/8 Flat
5-1/4"x14"PSL(2) 14" LVL
Flush
(2) 14" LVL
Flush(2) 14"
LVL
6x8
Hdr
14" TJI 230
@ 16" o.c.2x8 D.F. #2@ 16" o.c.14" TJI 560
@ 16" o.c.
14" TJI 230
@ 16" o.c.
(E) Roof Framing
to Be Removed, Typ.
(Where Occurs)2x12 R.R. @ 24" o.c.2x12 R.R.@ 24" o.c.14" LVL @ 24" o.c.2x8 R.R.@ 24" o.c.Align Jst. w/ Vert. Brace
Align 5-1/4" PSL
Align w/ Vert Brace
Align Jst. w/ Vert. BraceAlign Rafter w/ SW Below &B.N. Typ. All LocationsAlign Rafter w/ SW Below &B.N. Typ. All Locations14" TJI 560@ 16" o.c.19" Min.(28" Max.)From Faceof Col. (Typ.)CMST14 &
Blkg. 16ft Min.
(Typ. (4) Locations)
C
M
S
T
C
1
6
3'
-
8"CMST123
'
-8
"
CM
S
T
C
1
6
3'-8"
CM
S
T
C
1
6
3'-8"CMSTC163'-8"Align Jst.
& B.N.CS142'-8"Align Jst. & B.N.
CMS T C16
3'-8"CMSTC163'-8"CM
S
T
C
1
6
3'-8"
CMSTC16 (3'-8")
Typ. this Line
CMS T C 16 (3 '-8 ")T yp. th is Li ne
CMSTC16 (3'-8")Typ. this LineCMSTC16 (3'-8")Typ. this LineCMSTC16 CMSTC163'-8"CMSTC163
'-8
"CMSTC163'-8"CMSTC163'-8"1-3/4"x7-1/4" LVL@ 16" o.c.2x8 D.F. #2
@ 16" o.c.2x8 D.F. #2@ 16" o.c.2x8 D.F. #2
@ 16" o.c.2x8 D.F. #2@ 16" o.c.CMSTC16
3'-8"CMSTC163'-8"Full
Depth
Blkg.
& B.N.
1'-10"
CMS T 12
7'-3"Equal17" Min.(24" Max.)From Faceof Col. (Typ.)Equal (20'-0" Max.), Typ.Align
5-1/4"
PSL
Align
5-1/4"
PSL21'-6" Max.EqualAlign R.R.& B.N.Align R.R.& B.N.(N) 2x10 R.R. @ 24" o.c.KEF-61 KEF-87KMUA-87
A1-G10
KMUA-61
A2-G12
MOHO08X62MOHO10X62MOHO14L62MOHO10X62(E) Building Out of Project Scope(E) Building Out of Project Scope
(E) Roof Material to Be
Removed, Typ.
Outline of Terrace Below
(N) CDX Ply
o/ (N) Frmg.
(N) CDX Ply
o/ (N) Frmg.
o/ (E) Frmg.432'0"432'0"432'0"413'0"47'0"EE3326'6"55DD3327'6"55CC3330'6"443326'6"C4C4DD
22
29'6"55
44
30'6"22
E
22
6'0"5A323'0"2LUS 30" Max.
2'-0" Max.2'-0" Max.7'-0" Min.30" Max.2'-0" Max.2'-0" Max.7'-0" Min.60" Max.46" Max.7'-0" Min.2'-0" Max.23" Max.Alt. Sides7'-0" Min.2'-0" Max.HUC
Typ.HUCTyp.HUCTyp.HUCTyp.HUCTyp.HUCTyp.HUCTyp.HUCTyp.HUCTyp.HUCTyp.HUCTyp.H
B
T
y
p
.
8'-0"
1'-8"LUSTyp.U
T
y
p
.UTyp.5'-0"
+/- 9'-4" Typ.10'-0" Max. (Typ.)10'-0" Max. (Typ.)2
S-6.9
3
S-6.9Typ.
7
S-6.11
4
S-6.9
5
S-6.9
7
S-6.9
6
S-6.9
Typ.Typ.
5
S-6.9
12
S-6.9
7
S-6.11
7
S-6.9
13
S-6.9
Typ.Typ.
7
S-6.11
4
S-6.97
S-6.9
6
S-6.9
Typ.Typ.
25
S-6.9
25
S-6.9
25
S-6.9
25
S-6.9
4
S-6.9
20
S-6.9
Sim.
1
S-6.10Typ.
3
S-6.10
2
S-6.10
Typ.Typ.
21
S-6.9
Sim.
4
S-6.10
4
S-6.10
4
S-6.10
4
S-6.10
4
S-6.10
5
S-6.10
4
S-6.10
Align Rafter w/ Moment
Frame Below & B.N.
Sheathe & Nail Cripple
Wall Full Length of Frame
7
S-6.10
Typ.
6
S-6.10
Typ.
7
S-6.10
Typ.
25
S-6.9
25
S-6.9
13
S-6.10
12
S-6.10
Typ. ALL Braced Frames
22
S-6.10
1
S-6.5
2
S-6.6
4
S-6.5
11
S-6.5
11
S-6.5
11
S-6.5
11
S-6.5
11
S-6.5
11
S-6.5
11
S-6.5
10
S-6.5
10
S-6.5
1
S-6.5
1
S-6.5
1
S-6.5
1
S-6.5
1
S-6.5
5
S-6.11
2
S-6.5
2
S-6.5
2
S-6.5
2
S-6.5
12
S-6.5
4
S-6.5
4
S-6.5 4
S-6.5
14
S-6.5
14
S-6.5
14
S-6.5
14
S-6.5
10
S-6.5
2
S-6.6
12
S-6.5
1
S-6.5
1
S-6.5
1
S-6.5
1
S-6.5
1
S-6.5
14
S-6.5
4
S-6.5
2
S-6.6
24
S-6.5
15
S-6.5
15
S-6.5
1
S-6.5
4
S-6.5 4
S-6.5
10
S-6.5
10
S-6.5
1
S-6.5
10
S-6.5
1
S-6.5
10
S-6.5
10
S-6.5
11
S-6.5
Sim.
22
S-6.6
1
S-6.5
1
S-6.5
17
S-6.5
10
S-6.5
1
S-6.5
11
S-6.5
Sim.
22
S-6.6
2
S-6.6
12
S-6.5 12
S-6.5
12
S-6.5
11
S-6.5 Sim.
1
S-6.5
2
S-6.6
2
S-6.6
18
S-6.5
4
S-6.5
4
S-6.5
4
S-6.5
15
S-6.5
15
S-6.5
4
S-6.5
4
S-6.5
4
S-6.5
6" Min. Seismic Separation
Between Adjacent Buildings, Typ.
6" Min. Seismic Separation
Between Adjacent Buildings, Typ.
10
S-6.6
10
S-6.6
10
S-6.6
16
S-6.10
Typ. (4)
Locations
23
S-6.10
Typ. (4)
Locations
See detail 11/S-6.6 where
Holdown Abv. Aligns w/ Steel
Beam, Typ.
16
S-6.6
16
S-6.6
16
S-6.6
16
S-6.6
12
S-6.6
Typ.
12
S-6.6
Typ.
12
S-6.6
16
S-6.6 Typ.
17
S-6.6 Typ.
B.N. into Cont. 4x Blkg. Cont.
L6x6x5/16 w/ SDS Screws @
4" o.c. into Blkg. Full Perimeter
of Bldg., Typ. See 2/S-6.10
Verify Structural Wall Continues &
Aligns w/ Wall Abv. Structural
Header May Be Req'd.
Shearwall Cont. Behind False
Windows, Typ. this Line. Typ. Frmg.
@ False Window: 2-2x6 Ea. Side w/
(2) A35s T&B. 4x Rim 12" Past &
Cont. Over False Window
8
S-6.7
11
S-6.5
Sim.
22
S-6.6
11
S-6.5Sim.
22
S-6.6
11
S-6.5
Sim.
22
S-6.6
11
S-6.5
Sim.
22
S-6.6
11
S-6.5
Sim.
22
S-6.6
11
S-6.5
Sim.
22
S-6.6
11
S-6.5
Sim.
22
S-6.6
See detail 23/S-6.6 for
Typ. Connection
See detail 23/S-6.6 for
Typ. Connection
24
S-6.6Typ.
24
S-6.6Typ.
Full Width D.F. FRT
Rim/Blkg. Rip to
Match Floor Depth
This Line Only
17
S-6.6
Typ.
CC
DD D
B
4
D
3
CC
22
CC
22
1111A
J 22
3 3
A
4
A A
4 4 A
4
1 1
11
22
2 222
23244
44
A A AC2H1 1
Nail Strap to Outer Face of Upper
Wall, Inner Face of Lower WallNail Strap to Outer Face of Upper
Wall, Inner Face of Lower Wall
19
S-6.10
Typ. ALL New Openings
(Where Occurs)
Infill (E) Openings per Detail
20/S-6.10 (Where Occurs), Typ.
Transfer per Shearwall Type 22. Double
Row of Floor B.N. at Ea. Shearwall Abv.
Typ. All Shaded Areas
Transfer per Shearwall Type 22. Double
Row of Floor B.N. at Ea. Shearwall Typ.
All Shaded Areas
Transfer per Shearwall Type 22. Double
Row of Floor B.N. at Ea. Shearwall Typ.
All Shaded Areas
Transfer per Shearwall Type 22. Double
Row of Floor B.N. at Ea. Shearwall Abv.
Typ. All Shaded Areas
19
S-6.10
Typ. ALL New
Openings
(Where Occurs)
16
S-6.10
Typ. (3)
Locations
HDU4 @ PSL to Steel
Bm. Typ. (6) Locations
16
S-6.6
Typ.
16
S-6.6
5
S-6.6
9
S-6.8
Typ.
9
S-6.8Typ.
19
S-6.7 Typ.
19
S-6.7
10
S-6.5
1
S-6.5
14" LVL @ 16" o.c. OK to
Notch and Slope As Req'd.
(12" Min. Depth), Typ. @
Balconies Along Line 8
CMSTC16 to 2x4 Flat
Blkg. (B.N. Not Req'd
Where Strap over
Sheathing)
CMSTC16
15
S-6.5
6
x
6
6x6 20
S-6.2Typ.
20
S-6.2Typ.HSS8x4x5/16Divider BeamB.N. into Cont. 4x Blkg.
Cont. L6x6x5/16 w/ SDS
Screws @ 4" o.c. into Blkg.
Full Length of Bldg., Typ.
6
S-6.10
Typ.
12
S-6.9
21
S-6.9
Sim.4
S-6.9
412'0"C213
S-6.10
2
S-6.10
Typ.Typ.
21
S-6.9
Sim.
2
S-6.11
4
S-6.11AA11426'0"AA11427'0"AA11426'0"AA11426'0"AA11428'0"AA11427'0"AA11427'0"11428'6"11326'6"11426'0"11428'6"11426'0"BC44230'6"BC231'6"4425
S-6.7
Typ.
5¼" PSL
Rim, Typ
21
S-6.2
Typ.
5
S-6.11 HSS6x6x3/8K.P.H
S
S
6
x
6
x
3/
8
K
.
P
.
20
S-6.8
20
S-6.8
20
S-6.8
12
12
12
11
S-6.10
Sim.
11
S-6.10
Sim.12
12
FOOTNOTES:
DESCRIPTION
HOLDOWNTYPE MIN. POST
CMST14
CMSTC16
CS14 2-2x
HTT5
HDU11
N/A
HDU8
2-2x
4x6
2-2x
3-2x
6x6
6x6
N/A
N/A
SSTB24 /
21" Min.
SB1x30 /
24" Min.
A
B
C
1
2
3
4
N/AD
1
(2) CMST14 4x8 N/AE
DETAILS
3/S-6.6,
UNO
3/S-6.6,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
3/S-6.6,
UNO
3/S-6.6,
UNO
3/S-6.6,
UNOCMST124x6
1 Shared holdowns to be installed per Typ. Shearwall Intersections
detail on S-0.1 (UNO)
HOLDOWN SCHEDULE
HDU14 1" Ø
All-thread
ANCHOR /
EMBEDMENT
SSTB28L /
25" Min.
HD19 6x6
4x6
Ea. Side
1-1/4" Ø
All-thread5
6
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNOT2-48S 1-1/8" Ø
All-thread
Reserved ----F --
Reserved ----G --
MSTC66B3**2-2x N/AH 13 & 14/S-6.6,
UNO
(2)
MSTC66B3**4x8 N/AJ 13 & 14/S-6.6,
UNO
Provide Inverted MSTC to Match at Each End of
Supporting Framing Below. See detail 14/S-6.6
**
FOOTNOTES:
1 All nails to be COMMONS. Do NOT use box type nails. All "field" nailing to be 12" o.c., U.N.O.
2
3 Simpson SDS 1/4"x4-1/2" Screws through 2x sill, or SDS 1/4"x6" Screws through 3x sill or double plates. [ICC ER-5268]
5
6
7
4
8
2x 2x
SHEARWALL SCHEDULE
NAILING
SIZE SPACING
TRANSFERS
A-35 /
LTP4 / LTP5
(356#)(536#)(2x - 1488#)
2
4
6 6
2"10d
10d 4"
10d 6"
B'DRY
3x
3x
All Values Conforming to the 2013 CBC
6
5/8" dia.
AB
SDS
Screw
(282#)
3
6
2"10d
4"10d3x
3x
(3x - 1888#)
RBC 16d
5
(139#)
7
DESCRIPTION
MATERIALSNo.2 SIDES
N15/32" STRUC I PLY
15/32" STRUC I PLY N
2
4
15/32" STRUC I PLY N6
SILL
PLATE
2x
2x
Y15/32" STRUC I PLY22
Y15/32" STRUC I PLY44 3x
3x
1
8,9
8
8
20"7"
35"12"
48"18"
3"
6"
9"
13"-
22"6"3"
1"
-
4"
-
-
-
8"
12"
-
-
3"
3"10d3xY15/32" STRUC I PLY33 3x 8,917"-2"--
3"10d3xN15/32" STRUC I PLY3 2x 8
26"9"5"-6"
9
All shearwalls to have 5/8" AB's with 3" x 3" x .229" thick plate washers, minimum. Washers shall be slotted (slot length not to
exceed 1-3/4") w/ standard cut washer placed between nut and plate washer. Washers shall extend within 1/2" of the edge of
the bottom plate on the sheathed side. At walls sheathed on 2 sides, plate washers shall be alternated to each side of plate.
[CBC 2308.12.8 & 2308.12.9] [AF&PA SDPWS 4.3.6.4.3]
Capacity reduced by plan irregularity factor(ASCE 12.3.3.4).
All transfers to be installed into min. 1-1/2" thick members, UNO. Where clips are spaced less than 6" o.c., stagger clips on
each side of wall.
16d common nails through the sill plate to rim member or blocking.
See details for permitted transfer clip types and locations.
Install screws into 3-1/2" wide continuous member, staggered 1-1/2" apart.
Install screws into Glulams or solid sawn member, LSL, LVL, or PSL members are NOT acceptable, UNO.
Beams (per Call-out)
Floor Joists -- 14" TJI 230 @ 16" o.c.
in Simpson IUS Hangers (Max. Nailing), Typ. (UNO)
Floor Joists -- 14" LVL @ 16" o.c.
in Simpson LUS Hangers, Typ. (UNO)
Floor sheathing to be 1-1/8" plywood or OSB, PI 60/32,
nailed w/ 10d commons at 2-1/2", 4", 12". Block Diaphragm
w/ 2x4 Flat Min. at All Panel Joints.
All Beams to Bear on Plates w/ Indicated
Post or Doubler Below Unless Noted Otherwise
All Lumber 4x6,6x6 and Smaller to be DF #2 UNO
All Lumber 4x8, 6x8 and Larger to be DF #1 UNO
All Walls to have Continuous Double Top Plates,
All Splices to be per Details on Sheet S-1.1
GENERAL FRAMING NOTES
(E) Roof Framing -- Where Occurs.
See plan for Add'l. Info.
Roof Rafters -- Per Plan
in Simpson LUS Hangers, Typ. (UNO)
Floor Joists at Corridor -- Varies. See Plan
DF in Simpson JB Hangers, Typ. (UNO)
LVL in Simpson BA Hangers, Typ. (UNO)
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Waterproofing, flashing, & finish details per Architecturals.
All wood framing in exterior walls shall be FRT.
See S-0.2 and Arch'l plans for more Info.
WALL SCHEDULE
Stud wall locations per Architecturals.
Wood-Framed Party Wall
2x4 D.F. #1 @ 16" o.c.
Wood-Framed Wall
2x6 D.F. #1 @ 16" o.c.
2x4 D.F. #1 @ 16" o.c.
Provide wall length continuous full depth solid
blocking (where floor joists perpendicular) or double
floor joist (where joists parallel) for all walls above.
Walls above
(shown for clarity)
Denotes step in framing.
Step per Architecturals
(E) CMU Wall to Remain (UNO)
+/- 13" Thick V.I.F.
S-3.1
LEVEL KEY
GENERAL URM NOTES
Install roof sheathing over existing diagonal
sheathing (where occurs). Roof sheathing to be
1/2" plywood or OSB, PI 24/0, nailed w/ 10d
commons at 6", 6", 12". All (E) roofing material to
removed & replaced like & kind (UNO).
Coordinate All (N) Openings in Existing Brick
w/ EOR Prior to Installation.
See General Notes & Specifications for additional
requirements and material specifications.
ADDITIONAL FRT NOTES
All rim joists in exterior walls to be Pyro-Guard fire
retardant treated (FRT) Versa-Lam. See S-0.2 and Arch'l
plans for more Info.
A 4'-0" section of roof and floor sheathing to be fire retardant
treated (FRT) from the exterior walls.
All framing members within exterior bearing walls: studs,
posts, plates, beams and headers shall be FRT as well.
Beams denoted with * May Require FRT Treatment. Verify
with Architect. Alternate Beam Size & Material May Be
Req'd.
ADD'L. FRAMING NOTES
Shade Indicates Areas w/
Additional Framing
Requirements
Floor sheathing to be 1-1/8" plywood or OSB, PI 60/32,
nailed w/ 10d commons at 2", 3", 12". Block Diaphragm w/
2x4 Flat Min. at All Panel Joints.
Floor Joists -- 14" TJI 560 @ 16" o.c.
in Simpson IUS Hangers (Max. Nailing), Typ. (UNO)
Full Width Rim/Blkg. at Boundaries Req'd. Where Multiple
Blocks are Used to Achieve Full Width, Fasten With (4)
Simpson SDWS Ea. Bay
12
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGE
R CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
FOURTH FLOOR
FRAMING PLAN
- AREA A
1/8" = 1'-0"
S-4.1a
A B C
1
2
3
4
5
FLAT 07
317
FLAT 8
316
FLAT 06
318
FLAT 05
319
LOCKERS
381
F8 F7 F6
F5
STAIR 1
380
HOTEL ROOM
SINGLE QUEEN
315
33
3'6"D D449'6"2D4410'6"DD4412'0"ADD334'0"CC334'0"CC334'0"CC333'0"CC335'0"CC332'9"DD4
40'0"A A
4
20'0"A A
11'0"
44
4'6"BB
4E
44
4'0"BB
EE 44
4'0"BB
EE
310'0"DD327'0"AA619'0"68'6"AACC6
9'0"AA
BB
4
9'0"A
B
44
6'6"DD 44
7'6"DD
44
4'0"JD
6x6
6x10
6x6
4 x8 4 x8 4x8
4x8 4 x8 6x6 6x6 HS
S
6
x
3
x3/8
HSS6x3x3/8 H
S
S
6
x
3
x
3/8
H
S
S
6
x
3
x
3/8
HSS6 x3 x3 /8 HSS6x
3x
3/8
H
S
S
6
x
3
x
3/8
4x
8K.P.
4 x8 4 x8 6x6 6x6 6x6 6x6 6x6
6x6 6x8
U
T
y
p
.UTyp.U
Typ
.
HUC
Typ.HUSTyp.BA HUTyp.GLTVWeldedHGLTVW eldedAlign w/ Wall Abv (14'-0" Min.)
W12x45
Bot. Flush
6x8 Hdr6x6Hdr6x6 Hdr6x10 Hdr(2) 14" LVL Flush6x8 Hdr6x6 Hdr 6x6 Hdr6x6 Hdr6x6 Hdr6x6 Hdr(2) 14" LVL Flush6x8 Hdr6x8
Hdr 6x6 Hdr
6x6 Hdr
6x6 Hdr6x6 Hdr(2)
LVL
&
6x8
(2) 14"
LVL Flush
(2) 14"
LVL Flush
6x8
Hdr
(2) LVL Rim*
3-1/2" x 13-1/2"
GLB Flush
3-1/2" x 13-1/2"
GLB Flush
1-3/4" x 14" LSL
Stringers ((4) Min.)Dbl. Jst.(2) 14"
LVL Flush 13'-0"6x6 Hdr5-1/2" x 12"*GLB Hdr5-1/2" x 12"*GLB Hdr(2) 14" LVL Flush(3) 11-7/8"
LVL Rim*7" x 14" PSLRipped & Notched2-1/2" Max.7" x 14" PSLRipped & Notched2-1/2" Max.6x6 Hdr6x6 Hdr(2) 14" LVL FlushAlign w/ HD Abv.4x10Hdr(2) 14" LVL Flush4x8
Hdr 7" x 14" PSL Flush(2) 14" LVL Flush(2) 14"
LVL Flush W12x35 Flush(2) 11-7/8"
LVL Hdr 7" x 14" PSL Flush(2) 14" LVL Flush(2) 14" LVL FlushW12x35FlushW12x35 FlushW12x120 Flush & B.N.(2) 14" LVL Flush7" x 14" PSLFlush7" x 14" PSL Flush
7 x 14"
PSL Flush
6x8
Hdr
(3) 11-7/8"*
LVL Rim
6x8 Hdr
(2) 14" LVL
5-1/2" x 12"*GLB Hdr14" TJI 230
@ 12" o.c.
3-1/2"x14"
PSL
@ 16" o.c.
2x8 R.R.
@ 16" o.c.14" TJI 230@ 12" o.c.2x D.F. #2 D.J. @ 16" o.c., Typ.
Notch & Slope to Drain as
Req'd. (5-1/2" Min. Depth)Align Full Depth LSLBlkg. Below Wall Abv.,Typ. (Where Occurs)Align Jst. & B.N.
Align Jst. & B.N.
CMS T C16
3'-8"
C
M
S
T
C
1
6
3'
-
8"
Do Not Notch or
Rip to Slope
14" TJI
230 @
12" o.c.
CMS T C16
3'-8"
CMS T C16
3'-8"
CM
S
T
C
1
6
3'-8"
CM
S
T
C
1
6
3'-8"CMSTC163'-8
"
CM
S
T
C
1
6
3'-8"CMS T C16
3'-8"CMST123
'
-8
"CMST123
'
-8
"
C
M
S
T
C
1
6
Align Jst. & B.N.
CMSTC16
(3'-8") &
B.N. TOP to
Aligned Jst.
or Blkg, Typ.
CMST12 to 4x
Blkg. w/ (16)
Add'l. A35 or
LTP4 to TOP
Align Jst. & B.N.
CMSTC16 (3'-4") Centered
Ea. Jst. Typ. This Line
Align 14" LVL w/ Elev. Equip.
Align 14" LVL
w/ Elev.Equip.
3-1/2"x14" PSL
@ 12" o.c.
14" TJI 230
@ 12" o.c.
3
S-6.5327'6"AA323'0"A5
S-6.5
5
S-6.5
Sheathe & Nail Cripple Wall per
Delta 6 of SW Sched. Typ.
6
S-6.5
7
S-6.5
6
S-6.5
7
S-6.5
6
S-6.5
8
S-6.5
5
S-6.5
5
S-6.5
5
S-6.5
5
S-6.5
2
S-6.5
2
S-6.5
9
S-6.5
9
S-6.5 10
S-6.5
10
S-6.5
10
S-6.5
11
S-6.5
10
S-6.5
2
S-6.5
1
S-6.5
10
S-6.5
8
S-6.5
1
S-6.5
10
S-6.5
1
S-6.5
10
S-6.5
10
S-6.5
1
S-6.5
16
S-6.5 Sim.
16
S-6.5 Sim.
1
S-6.6
1
S-6.6
1
S-6.6
1
S-6.6
See Wall Schedule
Wood Screen Attachment
per 6/S-6.6, Typ.
(Where Occurs)
10
S-6.6
Spiral Staircase By
Others, Typ. Submit
Shop Drawings to
EOR for Approval
Prior to Installation.
9
S-6.8
9
S-6.8
9
S-6.8
See detail 11/S-6.6 where
Holdown Abv. Aligns w/
Steel Beam, Typ.
20
S-6.5 Typ.
Weld Strap to
Beam, Typ.Studs @ 12" o.c.1'-8"69'6"AABB6
9'0"A
A
6
9'0"A
If Hdr Breaks Plates, Add
CMST12 Strap Ea. Side
Contact EOR for Add'l.
Info. Typ. This Line332'9"DD333'0"CCont. Top Plate
for SW
8
S-6.7
Cont. Top Plate
Req'd. This Line
Full Width D.F. FRT
Rim/Blkg. Rip to
Match Floor Depth
This Line Only
BBHHHHH 1AA
HH
H H
BB
17
S-6.5
Typ.
9
S-6.8334'6"DD336'0"DD333'0"DD5¼" PSL Rim,
Typ @ Elev.20
S-6.2
Typ.
A A4
33'6"
A A4
33'6"
25
S-6.7
Sim.
Floor Supported Elevator Equip:
Max Wt of Transformer 220#
Max Wt of Controller 400#12
FOOTNOTES:
DESCRIPTION
HOLDOWNTYPE MIN. POST
CMST14
CMSTC16
CS14 2-2x
HTT5
HDU11
N/A
HDU8
2-2x
4x6
2-2x
3-2x
6x6
6x6
N/A
N/A
SSTB24 /
21" Min.
SB1x30 /
24" Min.
A
B
C
1
2
3
4
N/AD
1
(2) CMST14 4x8 N/AE
DETAILS
3/S-6.6,
UNO
3/S-6.6,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
3/S-6.6,
UNO
3/S-6.6,
UNO
3/S-6.6,
UNOCMST124x6
1 Shared holdowns to be installed per Typ. Shearwall Intersections
detail on S-0.1 (UNO)
HOLDOWN SCHEDULE
HDU14 1" Ø
All-thread
ANCHOR /
EMBEDMENT
SSTB28L /
25" Min.
HD19 6x6
4x6
Ea. Side
1-1/4" Ø
All-thread5
6
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNOT2-48S 1-1/8" Ø
All-thread
Reserved ----F --
Reserved ----G --
MSTC66B3**2-2x N/AH 13 & 14/S-6.6,
UNO
(2)
MSTC66B3**4x8 N/AJ 13 & 14/S-6.6,
UNO
Provide Inverted MSTC to Match at Each End of
Supporting Framing Below. See detail 14/S-6.6
**
FOOTNOTES:
1 All nails to be COMMONS. Do NOT use box type nails. All "field" nailing to be 12" o.c., U.N.O.
2
3 Simpson SDS 1/4"x4-1/2" Screws through 2x sill, or SDS 1/4"x6" Screws through 3x sill or double plates. [ICC ER-5268]
5
6
7
4
8
2x 2x
SHEARWALL SCHEDULE
NAILING
SIZE SPACING
TRANSFERS
A-35 /
LTP4 / LTP5
(356#)(536#)(2x - 1488#)
2
4
6 6
2"10d
10d 4"
10d 6"
B'DRY
3x
3x
All Values Conforming to the 2013 CBC
6
5/8" dia.
AB
SDS
Screw
(282#)
3
6
2"10d
4"10d3x
3x
(3x - 1888#)
RBC 16d
5
(139#)
7
DESCRIPTION
MATERIALSNo.2 SIDES
N15/32" STRUC I PLY
15/32" STRUC I PLY N
2
4
15/32" STRUC I PLY N6
SILL
PLATE
2x
2x
Y15/32" STRUC I PLY22
Y15/32" STRUC I PLY44 3x
3x
1
8,9
8
8
20"7"
35"12"
48"18"
3"
6"
9"
13"-
22"6"3"
1"
-
4"
-
-
-
8"
12"
-
-
3"
3"10d3xY15/32" STRUC I PLY33 3x 8,917"-2"--
3"10d3xN15/32" STRUC I PLY3 2x 8
26"9"5"-6"
9
All shearwalls to have 5/8" AB's with 3" x 3" x .229" thick plate washers, minimum. Washers shall be slotted (slot length not to
exceed 1-3/4") w/ standard cut washer placed between nut and plate washer. Washers shall extend within 1/2" of the edge of
the bottom plate on the sheathed side. At walls sheathed on 2 sides, plate washers shall be alternated to each side of plate.
[CBC 2308.12.8 & 2308.12.9] [AF&PA SDPWS 4.3.6.4.3]
Capacity reduced by plan irregularity factor(ASCE 12.3.3.4).
All transfers to be installed into min. 1-1/2" thick members, UNO. Where clips are spaced less than 6" o.c., stagger clips on
each side of wall.
16d common nails through the sill plate to rim member or blocking.
See details for permitted transfer clip types and locations.
Install screws into 3-1/2" wide continuous member, staggered 1-1/2" apart.
Install screws into Glulams or solid sawn member, LSL, LVL, or PSL members are NOT acceptable, UNO.
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Beams (per Call-out)
Floor Joists -- 14" TJI 230 @ 16" o.c.
in Simpson IUS Hangers (Max. Nailing), Typ. (UNO)
Size & Spacing May Vary. See Plan
Deck & Roof Joists -- 2x D.F. #2
(Depth & Spacing per Plan)
in Simpson LUS Hangers, Typ. (UNO)
Floor sheathing to be 1-1/8" plywood or OSB, PI 60/32,
nailed w/ 10d commons at 4", 6", 12". Block Diaphragm w/
2x4 Flat Min. at All Panel Joints.
Waterproofing, flashing, & finish details per Architecturals.
All Beams to Bear on Plates w/ Indicated
Post or Doubler Below Unless Noted Otherwise
All Lumber 4x6,6x6 and Smaller to be DF #2 UNO
All Lumber 4x8, 6x8 and Larger to be DF #1 UNO
All Walls to have Continuous Double Top Plates,
All Splices to be per Details on Sheet S-1.1
GENERAL FRAMING NOTES
Deck Joists -- 3-1/2" x 14" PSL @ 16" o.c.
in Simpson HUS Hangers, Typ. (UNO)
All wood framing in exterior walls shall be FRT.
See S-0.2 and Arch'l plans for more Info.
WALL SCHEDULE
Stud wall locations per Architecturals.
Wood-Framed Party Wall
2x4 D.F. #2 @ 16" o.c.
Wood-Framed Wall
4x6 D.F. #1 @ 16" o.c.
2x4 D.F. #2 @ 16" o.c.
Provide wall length continuous full depth solid
blocking (where floor joists perpendicular) or double
floor joist (where joists parallel) for all walls above.
Walls above
(shown for clarity)
Denotes step in framing.
Step per Architecturals
Wood-Framed Wall
2x6 D.F. #2 @ 16" o.c.
S-4.1
LEVEL KEY
See General Notes & Specifications for additional
requirements and material specifications.
ADDITIONAL FRT NOTES
All rim joists in exterior walls to be Pyro-Guard fire
retardant treated (FRT) Versa-Lam. See S-0.2 and Arch'l
plans for more Info.
A 4'-0" section of roof and floor sheathing to be fire retardant
treated (FRT) from the exterior walls.
All framing members within exterior bearing walls: studs,
posts, plates, beams and headers shall be FRT as well.
Beams denoted with * May Require FRT Treatment. Verify
with Architect. Alternate Beam Size & Material May Be
Req'd.
12
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGE
R CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
FOURTH FLOOR
FRAMING PLAN
- AREA B
1/8" = 1'-0"
S-4.1b
1
2
3
4
7
8
C D
H
5
GE
6
F I J
C D HGEF I J
7
8
6
K K'
K K'
HSKP'G & HK OFFICE
356
HOTEL ROOM -
DOUBLE QUEEN
328
HOTEL ROOM -
DOUBLE QUEEN
326
HOTEL ROOM -
SINGLE QUEEN
320
HOTEL ROOM -
DOUBLE QUEEN
325
HOTEL ROOM -
DOUBLE QUEEN
324
HOTEL ROOM -
DOUBLE QUEEN
327
STAIR 2
360
HSKP'G STOR &
SUPPLY
357
ICE & FILTER
WATER
358
HOTEL ROOM -
SINGLE QUEEN
321
SERVER
353
MECH
ELEC
359
HOTEL ROOM -
SINGLE QUEEN
322
EXEC OFFICE
351
CORRIDOR
CORRIDORCORRIDOR
CORRIDOR
CORRIDORCORRIDOR
GUEST ELEV. LOBBY
355
SERVICE ELEV.
LOBBY
354
STAIR 4
370
STAIR 1
350
HOTEL ROOM -
SINGLE QUEEN
323
ADMIN / MKTG
STOR
373
EVENT & SALES
MKTG OFFICE
372MECH
HOTEL ROOM -
SINGLE QUEEN
315
HOTEL ROOM -
SINGLE QUEEN
301
HOTEL ROOM -
SINGLE QUEEN
309
HOTEL ROOM -
SINGLE QUEEN
307
HOTEL ROOM -
SINGLE QUEEN
303
HOTEL ROOM -
SINGLE QUEEN
304
HOTEL ROOM -
SINGLE QUEEN
302
HOTEL ROOM -
SINGLE QUEEN
305
HOTEL ROOM -
SINGLE QUEEN
312
HOTEL ROOM -
SINGLE QUEEN
300
HOTEL ROOM -
SINGLE QUEEN
310
HOTEL ROOM -
SINGLE QUEEN
308 HOTEL ROOM -
SINGLE QUEEN
306
HOTEL ROOM -
SINGLE QUEEN
311
33
5'0"A
3 4
33
6'0"A A
E E 33
4'6"A A
E E 33
4'0"A A
E E
33
4'6"A A
4 4
33
8'0"A A
E 4
33
3'6"D D 33
3'6"D D 4416'0"CCE410'6"AC488'0"44
18'6"CC 44
9'6"DD 44
9'0"DD44
9'0"DD 444'6"DD449'0"2C447'6"D233
6'0"E E 33
11'6"D 3 33
5'0"E E
6
9'6"AA
BB
4
5'6"A A
D D
33
29'0"D D
44
29'6"D D
44
30'6"2 2
6
29'6"1 1
44
30'6"D D
3
11'0"A
D 3
18'0"AA
CC 3
19'6"AA
CC 3
18'6"AA
CC
44
10'0"A A
D D 44
19'6"A A
D D 44
19'6"A A
D D 44
10'0"A A
D D
44
4'0"BB
EE44
4'6"BB
4E 44
8'0"AA
DD
44
6'6"BB
DD 44
6'6"BB
DD 44
3'6"BB
DD
44
3'6"BB
DD 44
6'6"BB
DD
B
E
621'0"621'0"449'0"DD68'0"BB68'6"B3326'6"CC3330'6"CC3326'6"EE3327'6"DD3317'6"DD3317'6"DD3310'6"DD426'6"AA328'0"11329'6"11310'0"DD3AA44
19'6"A A
D D
44
3'6"BB
DD
33
5'0"E E 33
4'6"E E
44
10'0"A
D C6x6 6 x12 4 x12 4x12
4 x12 4x12
4 x12 4x12
6 x6 6 x6 6x6
6x6
6x8
6x6 6x6 6
x
6
6x6 6x8 2 -2 x6 2 -2 x6 HUCQ HUCQ HUCQ H
U
C
Q
H
U
C
Q
H
U
C
Q
HUC
Typ.HUCTy
p.HUCTyp.HUCTyp.HUCTyp.HUCTyp.HUCTyp.HUCTyp.HUCTyp.HUCTyp.HUCTyp.HUTyp.HUTyp.HUTyp.HUTyp.HUTyp.HUS
Typ.
HUS
Typ.
HUS
Typ.
H US
T yp.HUSTyp.HUSTyp.H
U
S 7'-0" Typ.6x6 Hdr10'-0"10'-0"9'-0"15'-0"
3-1/2" x 14" PSL Flush
3-1/2" x 14" PSL Flush
3-1/2" x 14" PSL Flush
3-1/2" x 14" PSL Flush
3-1/2" x 14" PSL Flush
3-1/2" x 14" PSL Flush
3-1/2" x 14"PSL Rim3-1/2" x 14"PSL Rim3-1/2" x 14"PSL Rim3-1/2" x 14"PSL Rim12-1/4"x 13-1/2"GLB FlushW10x77W10x77W10x775-1/4" x 14"
PSL 5-1/4" x 14" PSL
5-1/4" x 14"
PSL
5-1/4" x 14"
PSL
5-1/4" x 14"
PSL Flush
(2) 11-7/8" LVL Rim*(2) 14" LVL6x6 Hdr
6x8 Hdr
6x6
Hdr 6x8 Hdr 6x8 Hdr
6x6 Hdr
(2) 7-1/4"
LVL Flush
5-1/4" x 14" PSL 5-1/4" x 14" PSL 5-1/4" x 14" PSL 5-1/4" x 14" PSL 5-1/4" x 14" PSL6x6 Hdr(2) 14"
LVL Flush
& B.N.
6x8 Hdr
6x8
Hdr
6x8
Hdr 6x8 Hdr
6x8
Hdr
(2) 14"
LVL Flush
12-1/4" x 13-1/2" GLB Flush12-1/4" x 13-1/2" GLB Flush12-1/4"x 13-1/2"GLB Flush(2) 7-1/4"
LVL Flush6x6 Hdr6x6 Hdr6x6 Hdr6x6 Hdr6x6Hdr(2) 7-1/4"LVL Flush(2) 14"LVL FlushHSS9x5x1/2 Hdr
5-1/2" x 9"*GLB Hdr5-1/2" x 9"*GLBHdr5-1/2" x 9"*GLB Hdr4x8 Hdr
6x8 Hdr 6x8 Hdr6x6 Hdr 6x6Hdr6x6
Hdr
6x8 Hdr 6x8 Hdr
5-1/2" x 15" GLB Hdr*5-1/2" x 13-1/2"
GLB Flush*
6x8 Hdr
6x8 Hdr
6x8 Hdr
W10x60
Typ. All Pool
Support Purlins
Align Bm. w/
Wall Below
Align Bm. w/ Wall Below
Align Bm. w/
Wall Below
Align Bm. w/
Wall Below
1-3/4" x 14" LSL
Stringers ((4) Min.)
(2) LVL Rim*
3-1/2" x
13-1/2"
GLB Flush
3-1/2" x 13-1/2"
GLB Flush
1-3/4" x 14" LSL
Stringers ((4) Min.)
(2) 7-1/4"
LVL Flush
(2) 7-1/4"
LVL Flush
5-1/4" x 14" PSL
4x8 Rim 4x8 Rim 4x8 Rim 4x8 Rim 4x8 Rim
4x8
Rim
4x8
Rim
4x8
Rim
4x8
Rim 4x8
Rim
(2) 11-7/8"
LVL Rim*
4x8 Rim
4x8 Rim
4x8 Rim
4x8 Rim 4x8 Rim
4x8 Rim
4x8
Rim
4x8
Rim
4x8
Rim
4x8
Rim5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSL5-1/4" x 14" PSLOk to Notch & Rip to Slope
As Req'd. (4-1/2" Max.) Typ.
3-1/2" x
13-1/2"
GLB Flush
3-1/2" x 13-1/2"
GLB Flush
1-3/4" x 14" LSL
Stringers ((4) Min.)
W10x77 3-1/2" x 13-1/2"GLB Flush3-1/2" x 13-1/2"GLB Flush1-3/4" x 14" LSL
Stringers ((4) Min.)
(2) 14" LVL (2) 14" LVL (2) 14" LVL (2) 14" LVL
(2) 14" LVL(2) 14" LVL(2) 14" LVL
(2) 14" LVL(2) 14" LVL(2) 14" LVL
(2) 14"
LVL(2) 14" LVL
6x8 Hdr
(2)7-1/4"LVL(2)7-1/4"LVL(2) 7-1/4"LVL Flush(2)7-1/4"LVL(2) 7-1/4"LVL6x8 Hdr6x8
Hdr 6x6Hdr6x6
Hdr
6x6
Hdr
6x6
Hdr
6x6
Hdr
6x6
Hdr
3-1/2" x 14" PSL
Align w/ HD Abv.6x8 HdrOk to Notch & Rip to Slope
As Req'd. (4-1/2" Max.) Typ.
W6x25
7" x 14" PSL Flush
in HU414-2 Hgrs
HSS9x5x5/8HdrAlign 14" LVL w/
Elev. Equip. Beam
Abv., Typ. (4 Beams)6x10Hdr14" LVL @ 12" o.c.2x8 D.F. #2@ 16" o.c.14" TJI 230
@ 16" o.c.
14" TJI 230
@ 16" o.c.14" LVL@ 12" o.c.14" LVL Hi
@ 12" o.c.
2x D.F. #2 D.J. @ 16" o.c., Typ.
Notch @ Slope to Drain as
Req'd. (5-1/2" Min. Depth)
C
M
S
T
C
1
6
3'
-
8"
Full Depth
Blocking, Typ.
Full Depth
Blocking, Typ.
CMST12 & 4x
Blkg. Every 3rd
Hole Nailed
CMST12 & 4x
Blkg. Every 3rd
Hole Nailed
CMST12 & 4x
Blkg. Every 3rd
Hole Nailed
CMST12 & 4x
Blkg. Every 3rd
Hole Nailed
CMST12 & 4x
Blkg. Every 3rd
Hole NailedCMST123
'
-8
"
C
M
S
T
C
1
6
C
M
S
T
C
1
6
(3
'
-
8
"
)
T
y
p
.
t
his Lin
e
CM S TC 16 (3'-8")
Typ. th is Li ne CMSTC163'-8"Align Jst. & B.N.
CMS T C16
3'-8"CMSTC163'-8"CMSTC163'-8"CMSTC163'-8"CMSTC163'-8"CMSTC163'-8"CMSTC163
'-8
"CMSTC163'-8"CMSTC163'-8"CMSTC163'-8"
CM
S
T
C
1
6
3'-8"CMSTC16 (3'-8")Typ. this LineCMSTC163'-8"CMST127'-3"CMST127'-3"2x8 D.F. #2
@ 16" o.c.
1-3/4"x
7-1/4" LVL
@ 16" o.c.1-3/4"x7-1/4" LVL@ 16" o.c.1-3/4"x7-1/4" LVL@ 16" o.c.1-3/4"x7-1/4" LVL@ 16" o.c.CMST127'-3"CMSTC16 (3'-8")Typ. this Line14" TJI 230 Lo
@ 16" o.c.
14" TJI 230 Lo
@ 16" o.c.
14" LVL Hi
@ 12" o.c.
14" LVL
@ 12" o.c.14" LVL @16" o.c.14" LVL
@ 12" o.c.
HS
S
6
x
6
x5/8
Typ.
HS
S6x6x5/8
HSS 6 x6 x5 /8
Typ.HSS6x6x5/8 HSS6x6x5/8Typ.HSS6x
6
x
5/8Ty
p.
Outline of Building Below
Outline of Building Below
1
S-6.5
2
S-6.5
3
S-6.5
4
S-6.5
4'-0" Max.POOL STRUCTURE
Concrete Pan Deck to be Poured and Cured 7 Days (Min.) Prior to
Attachment of Adjacent Wood Framing.
Pool Structure
Not To Extend
Past Beam
Outline of Pool
Typ.ALL Pool Columns to
Be Cont. Full Ht.
Pool Deck to Podium
Below (Typ.)3326'6"EE3327'6"DD3330'6"CC3326'6"CC44
29'6"DD
44
30'6"22
6
29'6"
11
33
6'0"E
44
30'6"44
44
30'6"44323'0"A3'-0"4
S-6.8 Typ.9
S-6.8
5
S-6.8
5
S-6.8
9
S-6.8Typ.
11
S-6.5
11
S-6.5
11
S-6.5
11
S-6.5
11
S-6.5
11
S-6.5
11
S-6.5
10
S-6.5
10
S-6.5
1
S-6.5
1
S-6.5
1
S-6.5
1
S-6.5
1
S-6.5
1
S-6.5
1
S-6.5
2
S-6.5
2
S-6.5
2
S-6.5
2
S-6.5
12
S-6.5
4
S-6.5
4
S-6.5 4
S-6.5
4
S-6.5
4
S-6.5
4
S-6.5
4
S-6.5
1
S-6.5
12
S-6.5
2
S-6.5
12
S-6.5
2
S-6.5
12
S-6.5
10
S-6.5
10
S-6.5
8
S-6.5
10
S-6.5 1
S-6.5
1
S-6.5
1
S-6.5
1
S-6.5
14
S-6.5
8
S-6.5
14
S-6.5
4
S-6.5
8
S-6.5
15
S-6.5
15
S-6.5
15
S-6.5
18
S-6.5
25
S-6.5 15
S-6.5
1
S-6.5
4
S-6.5
4
S-6.5
8
S-6.5
10
S-6.5
10
S-6.5
1
S-6.5
10
S-6.5
1
S-6.5
10
S-6.5
10
S-6.5
16
S-6.5
16
S-6.5
16
S-6.5
16
S-6.5
1
S-6.5
1
S-6.5
17
S-6.5
10
S-6.5
1
S-6.5
11
S-6.5 11
S-6.5
11
S-6.5 11
S-6.5
11
S-6.5
22
S-6.5
22
S-6.5
4
S-6.5
12
S-6.8 10
S-6.8Sim.
12
S-6.8
Sim.
Wood Screen Attachment
per 6/S-6.6, Typ.
(Where Occurs)
10
S-6.6
10
S-6.6
10
S-6.6
See detail 13/S-6.6 where
Holdown Abv. Aligns w/
Wood Beam, Typ.
10
S-6.8
Sim.
10
S-6.8Sim.
10
S-6.8
Sim.
Connect Wood Bm. to Steel
Bm. w/ 3/8" A36 Plate Steel
Bucket. All Fillet Welds to be
3/16". Weld Bucket to Beam.
Provide Shop Drawings to
EOR for Approval.
18
S-6.6
8
S-6.51'-8"Verify Structural Wall Continues &
Aligns w/ Wall Abv. Structural
Header May Be Req'd.
Shearwall Cont. Behind False
Windows, Typ. this Line. Typ. Frmg. @
False Window: 2-2x6 Ea. Side w/ (2)
A35s T&B. 4x Rim 12" Past & Cont.
Over False Window
44
15'0"A
J C
8
S-6.7
Cont. Top
Plate for
SW
8
S-6.7
8
S-6.7
ST18 Straps ea. Face of
Beam to 4x Post Below,
Boundary Nail Post Full Height.
A A ACHHCAH
A A
HH HH
Full Width D.F. FRT
Rim/Blkg. Rip to
Match Floor Depth
This Line Only
Concrete Deck Thickness May
Be Increased As Req'd. To
Provide Slope. Contact EOR for
Acceptable Thickness PRIOR to
Installation
Coordinate Drain Location w/
EOR (Where Occurs)
19
S-6.7 Typ.
19
S-6.7Typ.
Hatch Indicates Area Where
Framing May Be Depressed As
Req'd. for Drainage. See detail
13/S-6.5 for Sim. Condition
Hatch Indicates Area Where Framing May Be Depressed
or Reduced As Req'd. for Drainage (11-1/4" Min. Depth).
PSL & GLB Beams May NOT be Reduced UNO. See
detail 13/S-6.5 for Sim. Condition
Beam Depth May Be Reduced to
11-1/4" Min. As Req'd. for Drainage
Beam Depth May Be Reduced to
11-1/4" Min. As Req'd. for Drainage
For Width of Walkway Only
5/8" Dia. Studs @ 8" o.c. &
3x Nailer Full Ht . Col. SW
B.N. @ Nailer
20
S-6.2 Typ.
20
S-6.2Typ.HSS8x4x5/16Divider Beam18
S-6.5
15
S-6.6
24
S-6.7
18
S-6.5AA626'0"AA627'0"AA626'0"AA628'0"AA627'0"AA627'0"AA626'0"BC430'6"431'6"BCSee detail 23/S-6.6 (Sim.)
for Typ. Connection to Wall,
See Detail 20/S-6.5 (Sim.) for
Typ. Beam to Post Connection
24
S-6.6448'6"225¼" PSL Rim
21
S-6.2Typ.
19
S-6.8
12
12
12
FOOTNOTES:
DESCRIPTION
HOLDOWNTYPE MIN. POST
CMST14
CMSTC16
CS14 2-2x
HTT5
HDU11
N/A
HDU8
2-2x
4x6
2-2x
3-2x
6x6
6x6
N/A
N/A
SSTB24 /
21" Min.
SB1x30 /
24" Min.
A
B
C
1
2
3
4
N/AD
1
(2) CMST14 4x8 N/AE
DETAILS
3/S-6.6,
UNO
3/S-6.6,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
3/S-6.6,
UNO
3/S-6.6,
UNO
3/S-6.6,
UNOCMST124x6
1 Shared holdowns to be installed per Typ. Shearwall Intersections
detail on S-0.1 (UNO)
HOLDOWN SCHEDULE
HDU14 1" Ø
All-thread
ANCHOR /
EMBEDMENT
SSTB28L /
25" Min.
HD19 6x6
4x6
Ea. Side
1-1/4" Ø
All-thread5
6
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNOT2-48S 1-1/8" Ø
All-thread
Reserved ----F --
Reserved ----G --
MSTC66B3**2-2x N/AH 13 & 14/S-6.6,
UNO
(2)
MSTC66B3**4x8 N/AJ 13 & 14/S-6.6,
UNO
Provide Inverted MSTC to Match at Each End of
Supporting Framing Below. See detail 14/S-6.6
**
FOOTNOTES:
1 All nails to be COMMONS. Do NOT use box type nails. All "field" nailing to be 12" o.c., U.N.O.
2
3 Simpson SDS 1/4"x4-1/2" Screws through 2x sill, or SDS 1/4"x6" Screws through 3x sill or double plates. [ICC ER-5268]
5
6
7
4
8
2x 2x
SHEARWALL SCHEDULE
NAILING
SIZE SPACING
TRANSFERS
A-35 /
LTP4 / LTP5
(356#)(536#)(2x - 1488#)
2
4
6 6
2"10d
10d 4"
10d 6"
B'DRY
3x
3x
All Values Conforming to the 2013 CBC
6
5/8" dia.
AB
SDS
Screw
(282#)
3
6
2"10d
4"10d3x
3x
(3x - 1888#)
RBC 16d
5
(139#)
7
DESCRIPTION
MATERIALSNo.2 SIDES
N15/32" STRUC I PLY
15/32" STRUC I PLY N
2
4
15/32" STRUC I PLY N6
SILL
PLATE
2x
2x
Y15/32" STRUC I PLY22
Y15/32" STRUC I PLY44 3x
3x
1
8,9
8
8
20"7"
35"12"
48"18"
3"
6"
9"
13"-
22"6"3"
1"
-
4"
-
-
-
8"
12"
-
-
3"
3"10d3xY15/32" STRUC I PLY33 3x 8,917"-2"--
3"10d3xN15/32" STRUC I PLY3 2x 8
26"9"5"-6"
9
All shearwalls to have 5/8" AB's with 3" x 3" x .229" thick plate washers, minimum. Washers shall be slotted (slot length not to
exceed 1-3/4") w/ standard cut washer placed between nut and plate washer. Washers shall extend within 1/2" of the edge of
the bottom plate on the sheathed side. At walls sheathed on 2 sides, plate washers shall be alternated to each side of plate.
[CBC 2308.12.8 & 2308.12.9] [AF&PA SDPWS 4.3.6.4.3]
Capacity reduced by plan irregularity factor(ASCE 12.3.3.4).
All transfers to be installed into min. 1-1/2" thick members, UNO. Where clips are spaced less than 6" o.c., stagger clips on
each side of wall.
16d common nails through the sill plate to rim member or blocking.
See details for permitted transfer clip types and locations.
Install screws into 3-1/2" wide continuous member, staggered 1-1/2" apart.
Install screws into Glulams or solid sawn member, LSL, LVL, or PSL members are NOT acceptable, UNO.
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Beams (per Call-out)
Floor Joists -- 14" TJI 230 @ 16" o.c.
in Simpson IUS Hangers (Max. Nailing), Typ. (UNO)
Size & Spacing May Vary. See Plan
Floor Joists -- 14" LVL @ 16" o.c.
in Simpson LUS Hangers, Typ. (UNO)
Floor sheathing to be 1-1/8" plywood or OSB, PI 60/32,
nailed w/ 10d commons at 4", 6", 12". Block Diaphragm w/
2x4 Flat Min. at All Panel Joints.
Waterproofing, flashing, & finish details per Architecturals.
All Beams to Bear on Plates w/ Indicated
Post or Doubler Below Unless Noted Otherwise
All Lumber 4x6,6x6 and Smaller to be DF #2 UNO
All Lumber 4x8, 6x8 and Larger to be DF #1 UNO
All Walls to have Continuous Double Top Plates,
All Splices to be per Details on Sheet S-1.1
GENERAL FRAMING NOTES
Deck Joists -- 2x D.F. #2
(Depth & Spacing per Plan)
in Simpson LUS Hangers, Typ. (UNO)
Floor Joists at Corridor -- Varies. See Plan
DF in Simpson JB Hangers, Typ. (UNO)
LVL in Simpson BA Hangers, Typ. (UNO)
All wood framing in exterior walls shall be FRT.
See S-0.2 and Arch'l plans for more Info.
WALL SCHEDULE
Stud wall locations per Architecturals.
Wood-Framed Party Wall
2x4 D.F. #2 @ 16" o.c.
Wood-Framed Wall
2x6 D.F. #2 @ 16" o.c.
2x4 D.F. #2 @ 16" o.c.
Provide wall length continuous full depth solid
blocking (where floor joists perpendicular) or double
floor joist (where joists parallel) for all walls above.
Walls above
(shown for clarity)
Denotes step in framing.
Step per Architecturals
S-4.1
LEVEL KEY
ADDITIONAL NOTES - POOL AREA
Denotes Approximate Areas of Pool Deck Framing.
See Detail 25/S-6.11 for Framing Information.
Steel Floor Deck
Steel Floor Deck to be Steel Pan Deck w/ Concrete Top Slab
(Where Occurs). Deck to be 18 ga. Verco W2 Formlok Floor
Deck (7'-0" Max. Span UNO), Double Span Min., 36/4 Weld
Pattern @ Supports (6" o.c. @ Any Steel Member Parallel to
Rib). Use Weld Washer As Req'd. Shoring is Not Req'd. Topping
Slab to be 4-1/2" Total Thickness, f'c = 4000psi Light Weight
Concrete (4 to 7 percent entrained air). Reinforce w/ #3 @ 12"
o.c. (3/4" Min. Clear Cover)
Waterproofing, flashing, & finish details per Architecturals.
Beams (per Call-out) [#] [#"]
Number of Studs to be Evenly Spaced
Along Length of Beam.
Spacing of Studs Along Length of
Beam.
All Studs to be 3/4" Dia. x 3-1/2" Long. Where Not on the
Plans, Provide Studs @ 12" o.c. Min. See detail 8/S-6.8.
All wide-flange purlins spaced as noted per plan
(4'-0" typ UNO).
POOL DRAWINGS
Manufacturer provided drawings are required for the rooftop pool
and supporting structure. Drawings must be received by the
architect in time to ensure adequate coordination with structural
engineer. Refer to the Structural Plans for additional requirements
& specifications. Drawings shall include design loads. The owner
agrees to hold the architect & the engineer harmless for omissions
due to delayed receipt of pool drawings.
See General Notes & Specifications for additional
requirements and material specifications.
ADDITIONAL FRT NOTES
All rim joists in exterior walls to be Pyro-Guard fire
retardant treated (FRT) Versa-Lam. See S-0.2 and Arch'l
plans for more Info.
A 4'-0" section of roof and floor sheathing to be fire retardant
treated (FRT) from the exterior walls.
All framing members within exterior bearing walls: studs,
posts, plates, beams and headers shall be FRT as well.
Beams denoted with * May Require FRT Treatment. Verify
with Architect. Alternate Beam Size & Material May Be
Req'd.
12
12
12
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGE
R CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
ROOF FRAMING
PLAN - AREA A
1/8" = 1'-0"
S-5.1a
A B C
1
2
3
4
5
HOTEL ROOM -
SINGLE QUEEN
416
FLAT 07 UPPER
417
FLAT 06 UPPER
418
FLAT 05 UPPER
419
HOTEL ROOM -
SINGLE QUEEN
417
HOTEL ROOM
SINGLE QUEEN
415
628'6"618'6"A1619'0"68'6"AA69'6"AA11'0"
4
9'0"AA
4
4'6"BB
627'0"65'0"H66'6"HH66'0"H69'6"H6
8'0"HH
614'6"615'6"6
4'6"B B
6
16'6"
6
6'6"H H
4
4'0"BB 4
4'6"BB
6
9'0"AA
6
9'0"A
6
9'0"A
6
16'0"
HS
S
8
x
4
x1/4
Verif
y
w/
Elev. Mfr
.HSS4x4x1/4Typ.14" TJI 210
@ 24" o.c.
Align Jst. & B.N.
Align Jst. & B.N.
C
M
S
T
C
1
6
3'
-
8"
C
M
S
T
C
1
6
3'
-
8"
CM
S
T
C
1
6
3'-8"
CS
1
4
2'-8"1-3/4" x 14"LVL @ 24" o.c.4MXS32GVJU3MXS24JVJU3MXS24JVJURXS09LVJUCU-F7
168lbs Max.
VRV-1.1
703lbs Max.
CU-F8
75lbs Max.
CU-F6
168lbs Max.
CU-F5
168lbs Max.
Outline of Roof Below
11'-0"1
S-6.7
1
S-6.7
1
S-6.7
1
S-6.7
1
S-6.7
1
S-6.7
Sim.
1
S-6.7
Sim.
1
S-6.71
S-6.7
2
S-6.7
Sim.
2
S-6.7
2
S-6.7
2
S-6.7
2
S-6.7
2
S-6.7
3
S-6.7
2
S-6.7
2
S-6.7
2
S-6.7
2
S-6.7
1
S-6.7
1
S-6.7
1
S-6.7
8
S-6.7
5
S-6.7
16
S-6.7
5
S-6.7
4
S-6.7
17
S-6.7 627'6"Nail Strap to Inner Face of Upper
Wall, Outer Face of Lower Wall
19
S-6.7Typ.
20
S-6.2
Typ.
22
S-6.2
5¼" PSL Rim,
Typ @ Elev.
22
S-6.2
Outline of Non-structural
Trellis Framing By Others,
Typ. See details 21-24/S-6.8
for Typical Connections
(Where Occurs)W6x96x6 Hdr6x6 Hdr6x6 Hdr6x6 Hdr6x6 Hdr6x6Hdr6x6 Hdr6x6 Hdr6x6 Hdr
5-1/2" x 13-1/2"
GLB
3-1/2" x 13-1/2"
6x6
6x10 Hdr
6x6 Hdr
6x6 Hdr
6x6 Hdr
6x6 Hdr6x6 Top Plate Hi6x6 Hdr Lo6x6 Hdr6x6
Hdr
(2) 14" LVL Flush
(2) 14"
LVL Flush
6x6 Hdr6x6 Hdr
6x6 Hdr6x8 HdrFOOTNOTES:
DESCRIPTION
HOLDOWNTYPE MIN. POST
CMST14
CMSTC16
CS14 2-2x
HTT5
HDU11
N/A
HDU8
2-2x
4x6
2-2x
3-2x
6x6
6x6
N/A
N/A
SSTB24 /
21" Min.
SB1x30 /
24" Min.
A
B
C
1
2
3
4
N/AD
1
(2) CMST14 4x8 N/AE
DETAILS
3/S-6.6,
UNO
3/S-6.6,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
3/S-6.6,
UNO
3/S-6.6,
UNO
3/S-6.6,
UNOCMST124x6
1 Shared holdowns to be installed per Typ. Shearwall Intersections
detail on S-0.1 (UNO)
HOLDOWN SCHEDULE
HDU14 1" Ø
All-thread
ANCHOR /
EMBEDMENT
SSTB28L /
25" Min.
HD19 6x6
4x6
Ea. Side
1-1/4" Ø
All-thread5
6
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNOT2-48S 1-1/8" Ø
All-thread
Reserved ----F --
Reserved ----G --
MSTC66B3**2-2x N/AH 13 & 14/S-6.6,
UNO
(2)
MSTC66B3**4x8 N/AJ 13 & 14/S-6.6,
UNO
Provide Inverted MSTC to Match at Each End of
Supporting Framing Below. See detail 14/S-6.6
**
FOOTNOTES:
1 All nails to be COMMONS. Do NOT use box type nails. All "field" nailing to be 12" o.c., U.N.O.
2
3 Simpson SDS 1/4"x4-1/2" Screws through 2x sill, or SDS 1/4"x6" Screws through 3x sill or double plates. [ICC ER-5268]
5
6
7
4
8
2x 2x
SHEARWALL SCHEDULE
NAILING
SIZE SPACING
TRANSFERS
A-35 /
LTP4 / LTP5
(356#)(536#)(2x - 1488#)
2
4
6 6
2"10d
10d 4"
10d 6"
B'DRY
3x
3x
All Values Conforming to the 2013 CBC
6
5/8" dia.
AB
SDS
Screw
(282#)
3
6
2"10d
4"10d3x
3x
(3x - 1888#)
RBC 16d
5
(139#)
7
DESCRIPTION
MATERIALSNo.2 SIDES
N15/32" STRUC I PLY
15/32" STRUC I PLY N
2
4
15/32" STRUC I PLY N6
SILL
PLATE
2x
2x
Y15/32" STRUC I PLY22
Y15/32" STRUC I PLY44 3x
3x
1
8,9
8
8
20"7"
35"12"
48"18"
3"
6"
9"
13"-
22"6"3"
1"
-
4"
-
-
-
8"
12"
-
-
3"
3"10d3xY15/32" STRUC I PLY33 3x 8,917"-2"--
3"10d3xN15/32" STRUC I PLY3 2x 8
26"9"5"-6"
9
All shearwalls to have 5/8" AB's with 3" x 3" x .229" thick plate washers, minimum. Washers shall be slotted (slot length not to
exceed 1-3/4") w/ standard cut washer placed between nut and plate washer. Washers shall extend within 1/2" of the edge of
the bottom plate on the sheathed side. At walls sheathed on 2 sides, plate washers shall be alternated to each side of plate.
[CBC 2308.12.8 & 2308.12.9] [AF&PA SDPWS 4.3.6.4.3]
Capacity reduced by plan irregularity factor(ASCE 12.3.3.4).
All transfers to be installed into min. 1-1/2" thick members, UNO. Where clips are spaced less than 6" o.c., stagger clips on
each side of wall.
16d common nails through the sill plate to rim member or blocking.
See details for permitted transfer clip types and locations.
Install screws into 3-1/2" wide continuous member, staggered 1-1/2" apart.
Install screws into Glulams or solid sawn member, LSL, LVL, or PSL members are NOT acceptable, UNO.
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Beams (per Call-out)
Roof Rafters -- 14" TJI 210 @ 24" o.c.
(22'-0" Max. Span)
in Simpson IUS Hangers, Typ. (UNO)
See Plan for FRT Req'd. Framing
Roof sheathing to be 5/8" plywood or OSB, PI 32/16, nailed
w/ 10d commons at 6", 6", 12". Block Diaphragm w/ 2x4 Flat
Min. at All Panel Joints.
Waterproofing, flashing, & finish details per Architecturals.
All Beams to Bear on Plates w/ Indicated
Post or Doubler Below Unless Noted Otherwise
All Lumber 4x6,6x6 and Smaller to be DF #2 UNO
All Lumber 4x8, 6x8 and Larger to be DF #1 UNO
All Walls to have Continuous Double Top Plates,
All Splices to be per Details on Sheet S-1.1
GENERAL FRAMING NOTES
Roof Rafters -- 2x8 D.F. #2 @ 24" o.c.
in Simpson LUS Hangers. (UNO)
All wood framing in exterior walls shall be FRT.
See S-0.2 and Arch'l plans for more Info.
WALL SCHEDULE
Stud wall locations per Architecturals.
Wood-Framed Party Wall
2x4 D.F. Studs @ 16" o.c.
Wood-Framed Wall
2x6 D.F. #2 @ 16" o.c.
2x4 D.F. Studs @ 16" o.c.
Low Walls
(See Framing Level Below)
Denotes step in framing.
Step per Architecturals
S-5.1
LEVEL KEY
See General Notes & Specifications for additional
requirements and material specifications.
ADDITIONAL FRT NOTES
All rim joists in exterior walls to be Pyro-Guard fire
retardant treated (FRT) Versa-Lam. See S-0.2 and Arch'l
plans for more Info.
A 4'-0" section of roof and floor sheathing to be fire retardant
treated (FRT) from the exterior walls.
All framing members within exterior bearing walls: studs,
posts, plates, beams and headers shall be FRT as well.
Beams denoted with * May Require FRT Treatment. Verify
with Architect. Alternate Beam Size & Material May Be
Req'd.
ELEVATORS
Elevator Framing (Hoist Beam, Rail Supports,
etc.) have NOT Been Shown. Elevator Shop
Drawings Shall be Provided by the Contractor
to the Engineer of Record for Review &
Coordination Prior to Installation. Building
Department Approval Required Prior to
Installation.
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGE
R CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
ROOF FRAMING
PLAN - AREA B
1/8" = 1'-0"
S-5.1b
1
2
3
4
7
8
C D
H
5
GE
6
F I J
C D HGEF I J
7
8
6
K K'
K K'
Typ. Upper Penthouse Framing (UNO):
Sheathe, Nail & Transfer per Delta 6 of
SW Schedule, Align Full Depth Blkg.
Below All Walls
6x6 Hdr 6x6 Hdr
Upper Penthouse Framing Plan
+/- 10'-6"HSKP'G
456
GYM
469
ICE & FILTER
WATER
458
BAR B.O.H.
463
BAR
464
MEN
461
WOMEN
462
GYM STOR
469A
POOL EQUIP.
469B
STAIR 2
460
HSKP'G STOR &
SUPPLY
453 POOL FUNC STOR
451
ELEC
459
CORRIDOR
CORRIDORCORRIDOR
GUEST ELEV.
LOBBY
455
SERVIC ELEV.
LOBBY
454
CORRIDOR
STAIR 1
450
STAIR 4
470
HOTEL ROOM -
SINGLE QUEEN
404
HOTEL ROOM -
SINGLE QUEEN
402
HOTEL ROOM -
SINGLE QUEEN
412
HOTEL ROOM -
SINGLE QUEEN
410 HOTEL ROOM -
SINGLE QUEEN
408
HOTEL ROOM -
SINGLE QUEEN
406
HOTEL ROOM -
SINGLE QUEEN
415
HOTEL ROOM -
SINGLE QUEEN
401
HOTEL ROOM -
SINGLE QUEEN
409
HOTEL ROOM -
SINGLE QUEEN
407 HOTEL ROOM -
SINGLE QUEEN
403
HOTEL ROOM -
SINGLE QUEEN
405
HOTEL ROOM -
SINGLE QUEEN
400
HOTEL ROOM -
SINGLE QUEEN
411
48'6"CC68'0"AA633'0"633'0"621'0"621'0"626'6"619'6"HH633'0"627'0"AA628'6"629'6"627'6"6
28'0"
6
7'6"HH
A
HFX
A
HFX
6
25'0"AA
6
19'6"AA 6
18'6"AA6
11'0"A 6
18'0"AA
6
19'6"A A
6
10'0"A A 6
19'6"A A 6
19'6"A A 6
10'0"A A
4
4'6"BB 4
8'0"AA
6
6'6"BB 6
6'6"BB 4
3'6"BB
4
3'6"BB 4
6'6"BB 4
4'0"BB
4
3'6"BB
627'0"628'0"626'0"6B
6
8'6"H A
6
6'0"A A 6
4'6"A A 6
4'0"A A
6
4'6"A A
6
8'0"A A
6
5'6"A A
6
9'6"AA
6
6'0"A A
6 x8 K .P.
C CQ 6x6 6x8 K.
P
.
CCQ 6x6ECCL5.2
5
"x7"
PS
L, Ty
p.HSS9x
5x
3/8
HS
S
9
x
5
x3/8
HSS9x
5x
3/8
HS
S
9
x
5
x3/8
HSS4x4x1/4Typ.H
S
S
4
x
4
x
1
/
4
T
y
p
.
14" TJI 210
@ 24" o.c.
14" TJI 210
@ 24" o.c.
3-1/2" x 7" LVL
@ 12" o.c.2x8 R.R.@ 24" o.c.Align Jst. & B.N.Align Jst. & B.N.
C
M
S
T
C
1
6
3'
-
8"
Align Jst. & B.N.Align Jst. & B.N.Align Jst. & B.N.
Align Jst. & B.N. CS14 (2'-8")
Centered Ea. Jst. Typ. This Line
CMSTC16 (3'-4")Typ. this LineCMSTC16
(3'-4"
)
Typ.
this Line
CMSTC163
'-8
"CMSTC16 CMSTC16 CMSTC16 CMSTC163'-8"CMSTC163'-8"CMS T C 16
3'-8"
C
S
1
4
2'
-
8"CS142'-8"1-3/4" x 14"LVL @ 24" o.c.2x8 R.R.
@ 24" o.c.CMSTC163'-8"Align Jst. (or Solid Blkg.) & B.N.
CS14 (2'-8") Centered Ea. Jst.
Typ. This Line
1'-8"1'-8"
11-7/8" TJI 210
@ 16" o.c.2x8 R.R.@ 24" o.c.VRV-3
1483lbs Max.
VRV-2.2
1483lbs Max.
HPC-4.1
283lbs Max.
VRV-2.1
703lbs Max.
VRV-4
1210lbs Max.
HPC-4.2
168lbs Max.4'-0"4'-0"1
S-6.7
2
S-6.7
3
S-6.7
1
S-6.7
4
S-6.7
1
S-6.7
1
S-6.71
S-6.7
2
S-6.7
2
S-6.7
2
S-6.7
2
S-6.7
2
S-6.7
2
S-6.7
2
S-6.7 2
S-6.7
3
S-6.7
3
S-6.7Sim.
3
S-6.7
3
S-6.7
3
S-6.7
3
S-6.7
L
U
S
Blocking & CS14 Strap Fully Nailed Abv. &
Below Openings. Install over Sheathing.
Extend 16" Min. Beyond Last Opening
(Where Occurs)
8
S-6.7
5
S-6.7
5
S-6.7
5
S-6.7
5
S-6.7 2
S-6.7
4
S-6.7
4
S-6.7
4
S-6.7
4
S-6.7
4
S-6.7
4
S-6.7
4
S-6.7
4
S-6.7
5
S-6.7
5
S-6.7 2
S-6.7
9
S-6.7
16
S-6.7
Typ.
1
S-6.7
10
S-6.7
10
S-6.7
8
S-6.7
8
S-6.7
11
S-6.7
12
S-6.7
12
S-6.7
13
S-6.7
8
S-6.7
1
S-6.5Sim.
2
S-6.7
2
S-6.7
9
S-6.7
13
S-6.7
14
S-6.7
14
S-6.7
20
S-6.7
Typ.
20
S-6.7
Typ.
20
S-6.7
Typ.
20
S-6.7
Typ.
Solar Tubes (Where Occurs) per
Arch. Locate Between Framing
Wood Screen Attachment
per 6/S-6.6, Typ.
(Where Occurs)
16
S-6.7
16
S-6.7
Typ.
4
S-6.7
6
7'0"HH
13
S-6.7
17
S-6.7
Outline of Non-structural
Trellis Framing By Others,
Typ. See details 21-24/S-6.8
for Typical Connections
(Where Occurs)
Sheathe, Nail & Transfers
Full Length of Wall per
Type 6 of SW Sched.
Cont. Top Plate This Line
8
S-6.7
19
S-6.7Typ.
1
S-6.7
21
S-6.7
(4) Post
Min.+/- 3'-0"+/- 2'-9"Coordinate Post
Placement w/ Arch.
Elevations
17
S-6.8
1
S-6.7Typ.1
S-6.7Typ.
W6x9
25
S-6.2
20
S-6.2
20
S-6.2
25
S-6.2
22
S-6.2626'0"627'0"626'0"620'6"621'6"25
S-6.2
6'-0"6x6 Hdr
3-1/2" x 13-1/2" GLB 3-1/2" x 13-1/2" GLB 3-1/2" x 13-1/2" GLB
3-1/2" x 13-1/2" GLB
3-1/2" x
13-1/2" GLB
3-1/2" x 13-1/2"
GLB
6x6 Hdr 6x6 Hdr
6x10 Hdr
6x6 Hdr
6x6
Hdr 6x6 Hdr
6x8 Hdr
6x6Hdr6x6 Hdr3-1/2" x 9-1/4" PSL Flush & B.N.
6x8 Hdr
6-3/4" x 22-1/2" GLB Top Flush
6x6 Hdr 6x8 Hdr 6x8 Hdr 6x8 Hdr
6x10 Hdr 6x6 Hdr
4x8 Flush
6x6 Hdr6x6 Hdr6x6 Hdr(2) 14"LVL Flush4x8 Flush (2) 14"
LVL Flush6x6 Hdr6x6 Hdr 6x6 Hdr6x6 Hdr Flush
(2) LVL
Flush
4x8 Flush
6x6
Hdr
6x6
Hdr
6x6
Hdr
6x6
Hdr
6x6
Hdr
6x6
Hdr
6x6 Hdr 6x10 Hdr 6x10Hdr(2) 14" LVL (2) 14" LVL (2) 14" LVL (2) 14" LVL
(2) 14" LVL(2) 14" LVL(2) 14" LVL
Hdr
6x6 Hdr6x6 Hdr
6x6 Hdr
6x6 Hdr
6x6 Hdr6x6 Hdr 6x10 Hdr(2) LVL
Flush
Full Width Rim per Details
5¼" PSL Rim
HSS8x4x5/16Divider Beam(Where Occurs)5¼" PSL Rim5¼" PSLRim5¼" PSL
Rim, Typ.6x6Hdr4x8FlushAlign 14" LVL w/ Elev. Equip.Align 14" LVL w/ Elev. Equip.Align 14" LVL w/ Elev. Equip.Align 14" LVL w/ Elev. Equip.22
S-6.2
HSS 3-1/2 Sq. x 1/4"
Connect to beams w/ 3/8"
Plate & (4) 1/2" Bolts T&B
25
S-6.2
20
S-6.2 Typ.HSS8x4x5/16Divider Beam(Where Occurs)15
S-6.8
Floor Supported Elevator Equip:
Max Wt of Transformer 220#
Max Wt of Controller 400#
12
FOOTNOTES:
DESCRIPTION
HOLDOWNTYPE MIN. POST
CMST14
CMSTC16
CS14 2-2x
HTT5
HDU11
N/A
HDU8
2-2x
4x6
2-2x
3-2x
6x6
6x6
N/A
N/A
SSTB24 /
21" Min.
SB1x30 /
24" Min.
A
B
C
1
2
3
4
N/AD
1
(2) CMST14 4x8 N/AE
DETAILS
3/S-6.6,
UNO
3/S-6.6,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNO
3/S-6.6,
UNO
3/S-6.6,
UNO
3/S-6.6,
UNOCMST124x6
1 Shared holdowns to be installed per Typ. Shearwall Intersections
detail on S-0.1 (UNO)
HOLDOWN SCHEDULE
HDU14 1" Ø
All-thread
ANCHOR /
EMBEDMENT
SSTB28L /
25" Min.
HD19 6x6
4x6
Ea. Side
1-1/4" Ø
All-thread5
6
16 & 17/S-6.4,
UNO
16 & 17/S-6.4,
UNOT2-48S 1-1/8" Ø
All-thread
Reserved ----F --
Reserved ----G --
MSTC66B3**2-2x N/AH 13 & 14/S-6.6,
UNO
(2)
MSTC66B3**4x8 N/AJ 13 & 14/S-6.6,
UNO
Provide Inverted MSTC to Match at Each End of
Supporting Framing Below. See detail 14/S-6.6
**
FOOTNOTES:
1 All nails to be COMMONS. Do NOT use box type nails. All "field" nailing to be 12" o.c., U.N.O.
2
3 Simpson SDS 1/4"x4-1/2" Screws through 2x sill, or SDS 1/4"x6" Screws through 3x sill or double plates. [ICC ER-5268]
5
6
7
4
8
2x 2x
SHEARWALL SCHEDULE
NAILING
SIZE SPACING
TRANSFERS
A-35 /
LTP4 / LTP5
(356#)(536#)(2x - 1488#)
2
4
6 6
2"10d
10d 4"
10d 6"
B'DRY
3x
3x
All Values Conforming to the 2013 CBC
6
5/8" dia.
AB
SDS
Screw
(282#)
3
6
2"10d
4"10d3x
3x
(3x - 1888#)
RBC 16d
5
(139#)
7
DESCRIPTION
MATERIALSNo.2 SIDES
N15/32" STRUC I PLY
15/32" STRUC I PLY N
2
4
15/32" STRUC I PLY N6
SILL
PLATE
2x
2x
Y15/32" STRUC I PLY22
Y15/32" STRUC I PLY44 3x
3x
1
8,9
8
8
20"7"
35"12"
48"18"
3"
6"
9"
13"-
22"6"3"
1"
-
4"
-
-
-
8"
12"
-
-
3"
3"10d3xY15/32" STRUC I PLY33 3x 8,917"-2"--
3"10d3xN15/32" STRUC I PLY3 2x 8
26"9"5"-6"
9
All shearwalls to have 5/8" AB's with 3" x 3" x .229" thick plate washers, minimum. Washers shall be slotted (slot length not to
exceed 1-3/4") w/ standard cut washer placed between nut and plate washer. Washers shall extend within 1/2" of the edge of
the bottom plate on the sheathed side. At walls sheathed on 2 sides, plate washers shall be alternated to each side of plate.
[CBC 2308.12.8 & 2308.12.9] [AF&PA SDPWS 4.3.6.4.3]
Capacity reduced by plan irregularity factor(ASCE 12.3.3.4).
All transfers to be installed into min. 1-1/2" thick members, UNO. Where clips are spaced less than 6" o.c., stagger clips on
each side of wall.
16d common nails through the sill plate to rim member or blocking.
See details for permitted transfer clip types and locations.
Install screws into 3-1/2" wide continuous member, staggered 1-1/2" apart.
Install screws into Glulams or solid sawn member, LSL, LVL, or PSL members are NOT acceptable, UNO.
A
HFX Hardy Frame HFX Series Panel
HFX-18x13 w/ 1-1/8" STD
Install per Mfr. Specs. and ICC-ES ESR-2089
HARDY FRAME STEEL PANEL
See General Notes & Specifications for additional
requirements and material specifications.
All dimensions per Architectural plans
Contractor to VERIFY all dimensions w/ Architectural
plans PRIOR to commencement of construction.
Beams (per Call-out)
Roof Rafters -- 14" TJI 210
(22'-0" Max. Span)
in Simpson IUS Hangers, Typ. (UNO)
See Plan for FRT Req'd. Framing
Roof sheathing to be 5/8" plywood or OSB, PI 32/16, nailed
w/ 10d commons at 6", 6", 12". Block Diaphragm w/ 2x4 Flat
Min. at All Panel Joints.
Waterproofing, flashing, & finish details per Architecturals.
All Beams to Bear on Plates w/ Indicated
Post or Doubler Below Unless Noted Otherwise
All Lumber 4x6,6x6 and Smaller to be DF #2 UNO
All Lumber 4x8, 6x8 and Larger to be DF #1 UNO
All Walls to have Continuous Double Top Plates,
All Splices to be per Details on Sheet S-1.1
GENERAL FRAMING NOTES
Roof Rafters -- 2x8 D.F. #2 @ 24" o.c.
in Simpson LUS Hangers. (UNO)
Roof Rafters -- 1-3/4"x9-1/4" LVL @ 12" o.c.
w/ Simpson LBV Hangers to Fit (UNO)
All wood framing in exterior walls shall be FRT.
See S-0.2 and Arch'l plans for more Info.
Roof Rafters -- 1-3/4"x14" LVL @ 24" o.c.
w/ Simpson LSSUI Hangers to Fit (UNO)
All Hangers Shall Be Largest Available Size for Supported
Member. Max. Nailing Req'd. UNO
WALL SCHEDULE
Stud wall locations per Architecturals.
Wood-Framed Party Wall
2x4 D.F. Studs @ 16" o.c.
Wood-Framed Wall
2x6 D.F. #2 @ 16" o.c.
2x4 D.F. Studs @ 16" o.c.
Low Walls
(See Framing Level Below)
Denotes step in framing.
Step per Architecturals
S-5.1
LEVEL KEY
See General Notes & Specifications for additional
requirements and material specifications.
ADDITIONAL FRT NOTES
All rim joists in exterior walls to be Pyro-Guard fire
retardant treated (FRT) Versa-Lam. See S-0.2 and Arch'l
plans for more Info.
A 4'-0" section of roof and floor sheathing to be fire retardant
treated (FRT) from the exterior walls.
All framing members within exterior bearing walls: studs,
posts, plates, beams and headers shall be FRT as well.
Beams denoted with * May Require FRT Treatment. Verify
with Architect. Alternate Beam Size & Material May Be
Req'd.
ELEVATORS
Elevator Framing (Hoist Beam, Rail Supports,
etc.) have NOT Been Shown. Elevator Shop
Drawings Shall be Provided by the Contractor
to the Engineer of Record for Review &
Coordination Prior to Installation. Building
Department Approval Required Prior to
Installation.
12
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGER CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
GRADE BEAM INTERSECTION AT FRAME
A.T. per Detail 2/S-6.1
Bars to Match Grade Beam
Reinforcing per Plan
Grade Beam Reinforcing
per Plan
Stirrups Per Plan
#8x24"x24" Hook Bars (90°)
Top & Bot.
Helicals per Plan & Details
Moment Frame Column
per Plan
OK to Terminate Bars @
Face of Column Stirrups to Match Grade Beam
Reinforcing, Full Length (6" o.c. Max)Plan View
TIE BEAMS AT MAT4"1'-0"Max.Segment
Per Soils
Engineer
(E) Foundation
(N) Foundation
Perp. Grade Beam
@ Ea. Segment
Partial Plan View
24" x 24" Hooks. Size Per Largest Bars
Class A
per Schedule
Class A
per ScheduleGrade Beam &
Reinf. per Plan
(E) Wall & Fdn.
(Where Occurs)
8" Wide Curb w/ #4 Cont.
Horiz. #4 @ 18" o.c. Vert.
w/ Std. 90° Hook
Indicates Dbl. Ties
Mat Slab per
Plan & Details
Slab on Grade Not
Shown for Clarity. See
Plan & Details
STEEL STAIR FRAMING
CMU Wall per Plan
Steel Stair & Landing
Framing per Plan
Plan View
24
S-6.1
24
S-6.1
23
S-6.1
12
1/42"Column to
Steel Plate
(Fy = 50ksi)
1'-0"
8"2"6"Min.Per DetailsOutline of Blockout
(8) Simpson SB1x30 Anchor Bolts.
Extend into Grade Beam w/
Dbl Nut & Washer. Refer to Mfr. Spec's. for
Edge Distance Req. & Installation Instructions
Column per plan & Details
1'-3" Min.Grade Beam per Plan & Details
1" Thick Base Plate
Blockout for Plate as Shown
High-Strength, Non-Shrink Grout
(4000psi Min.)8"8"
8" Max. (Typ.)
COLUMN TO FOUNDATION
BASE PLATE AT EXT. WALL
Per Plan Per Plan(E) Wall
Steel Column Per
Plan
Slab on Grade
per Details
24"x24"x#3 Dowels
@ 18" o.c.
#4 Drill & Epoxy @ 18" o.c.
Stagger 12". Epoxy to Be
Simpson SET-XP. Install per
Mfr. Spec's. & ESR-2508
(E) Ftg. Cut
Back As Req'd.
Grade Beam &
Reinf. per Plan
6"12" Min.Base Plate 1 1/2"Typ.5"Min.1 1/2"
1/2" Steel Base
Plate
3/16"
3/16"
(2) 3/4" Dia. AT
FDN. UNDERPINNING
Per Plan
18" o.c. Max.
(E) Wall
Per Plan(E) Ftg.
Fdn. & Reinf. per Plan.
Increase Number of
Bars As Req'd.
#5 @ 18" o.c.
Drill & Epoxy (Size &
Spacing per Plan) Ea.
Side Staggered, Extend
to Bars Below as Shown.
Epoxy to Be Simpson
SET-XP. Install per Mfr.
Spec's. & ESR-2508
6"
ANGLE LINTEL & JAMB TO BRICK WALL
(N) Steel Angle Ea. Side
per Plan w/ 1/2" Dia. Thru
Bolts @ 24" o.c.
(E) Brick wall 1 1/2"A: SECTION VIEW
(Header)
B: PLAN VIEW
(Jamb)1 1/2"(E) Brick wall
BRACE FRAME COLUMN TO FOUNDATION
Per Plan Per Plan(E) Wall
Steel Column Per
Plan
#4 Drill & Epoxy @ 18" o.c.
Stagger 12". Epoxy to Be
Simpson SET-XP. Install per
Mfr. Spec's. & ESR-2508
(E) Ftg. Cut
Back As Req'd.
Grade Beam &
Reinf. per Plan
6"
1/42"Column to
Steel Plate
(Fy = 50ksi)
1'-0"
8"2"6"Min.Per DetailsOutline of Blockout
8" Max. (Typ.)
2"
Min.14" Min.1" Thick Base Plate
Blockout for Plate as Shown
Grade Beam per Plan & Details
(8) Simpson PAB8H Anchor Bolts.
Extend into Grade Beam w/
Dbl Nut & Washer. Refer to Mfr. Spec's. for
Edge Distance Req. & Installation Instructions
High-Strength, Non-Shrink Grout
(4000psi Min.)
(14) Add'l #5 Ties
Drill & Epoxy (14) Add'l #5
Bars into (E) Ftg, Hook into
(N) Grade Beam w/ Std Hook
Epoxy to Be Simpson
SET-XP. Install per Mfr.
Spec's. & ESR-2508
STRUCTURAL
DETAILS
NTS
S-6.1
21 1
2
3
6
7
8
11
12
13
14
17
19
22
23
24
16
10152025
49
5NOT USED
TYP. GRADE BEAM
Top & Bot. per
Plan
Ties Size &
Spacing per
Plan 2" Clr.3" Clr.Per Plan3" Clr.
Per Plan
3"
STEEL COLUMN TO GRADE BEAM
(3) #9 x 10'-0" Long Bars (Grade 60) Top &
Bot. Welded to Column*. 3" Clr. Btwn. Bars
Increase Tie Spacing to 4" o.c.
Between Anchors and for 12" Min.
Beyond Ea. Side. Size per Plan
Double Ties Typical
Steel Column
per Plan
12" Sq. x 6" Deep Non Structural
Leveling Pad as Req'd by
Contractor for Installation Only
Rebar per Plan
Provide 8" Hooks
Grade Beam
per Plan
3" Typ.Per Plan3/16"
12"x12"x1/2"
Steel Plate
*Weldable Couplers May Be Used. Provide Mfr.
Spec's. to EOR for Approval Prior to Installation
4 1/2"
1'-0"1'-2"Helical Anchors per Plan
1/4"
Plate to Anchor
Shaft, Typ.
1/4"
3/4" Plate w/ (9) 3/4" x
3" Studs Eq. Spaced.
C Plate = C Grade Bm.L L
3/4" x 3" Studs @
9" o.c. Ea. Side Full
Depth of Grade Bm.
((6) Total Min.)
Min.
TYP. PAD IN SLAB
Post per Plan
Cut and Raise as Required
Simpson CBSQ to Fit Post UNO
Decorative Finish (As Req'd.) per Arch
Slab per Plan (Reinf.
Not Shown for Clarity)
Reinf. E.W. Per
Plan 3" Clr.Per Plan Depth per Plan. Embed.Into Competent Materialper Soils ReportSTAIR STRINGER TO FOUNDATION
1/4" Plate
Stair Tread
3/16"
2" Min.1/2" Plate Stair Stringer
3"x3"x1/4" Angle
6"
(2) 5/8" Threaded Rod
Installed w/ Simpson
SET-XP per Mfr. Spec's.
Foundation per
Plan & Details6" Min.3/16"Typ
2" Concrete
Tread, Typ.
1
2
"Mi
n
.
3"
Per
Arch.
L2x2x1/4 x 8"
Tread Seat
3/16"
STAIR STRINGER TO LANDING
AA
Plan A-A
Landing Framing per Plan, Align
Stiffener Plate w/ Ea. Stringer
1/2" Plate Stair Stringer
1/4" Steel Pan & Concrete
Wearing Surface
(2" Concrete Max.)
3/16"
3/8" Steel
Plate
3/16"
3/16"
3/8" x 8"
Steel Plate
3/16"
3"8"3"
Fasteners per
Details
Angle Connection
per Details
See detail 24 this sheet
for Add'l. Info. Not Shown
STAIR STRINGER TO LANDING
Landing Framing per Plan
1/4" Steel Pan &
Concrete Wearing
Surface (2" Max.)3/16"3/8" Stiffener3/16"
HU/HUC Hanger to Fit, Max. Size to Fit &
Max. Welding to Framing per Mfr. Spec's.
Stair Stringer per
Plan & Details
FRAMING TO CMU WALL
Stringer per Plan & Details
Landing Framing per Plan
3/4" Dia. TitenHD @ 12" o.c. &
Stagger. Install per Mfr. Spec's. (Typ.)
5-1/2" Min. Embed.
All Landing Framing & Stringers
Adjacent CMU Wall
3/16"8" x L3x3x1/4
6" Min.(2) 3/4" Dia. TitenHD
@ Ends (Typ.)
See detail 23 this sheet for
Add'l. Info. Not Shown
LANDING TO TOP OF WALL
3/16"
3/8" x 3" x 8"
Steel Plate
3/16"
Landing Framing per Plan, Align
Stiffener Plate w/ Ea. Stringer
L3x3x1/43/16"
3/4" AB w/ 8" Embed. Ea. Side w/
1-1/2" Dry Pack Max.
CMU Wall per Plan & Details
Topping per Details
3/16"3/8" Stiffener3/16"
Channel Blocking, Depth to Match.
Notch As Req'd.
MECHANICAL HOUSEKEEPING PAD 18" Max.1 1/2"Clr.Typ.#3 Dowel w/ 8" hook. Drill &
Epoxy w/ SET-XP. 24" x 24"
Grid. Install per Mfr. Spec's4"Mat Slab per Plan &
Details
#3 @ 18" o.c. E.W.
Top & Bot.
Mechanical Unit By
Others
Concrete Housekeeping Pad.
Size per Mechanical
Drawings. f'c = 2500psi
SHOVEL FOUNDATION WITH STEP
6 Min.
1
#4 Cont. Top and Bottom
Subgrade per Plan
Step per Arch.
Reinforcement per Plan
Slab Thickness and
Reinforcement per Plan
6"1'-0"
#3 Vertical @ 24" o.c.1 1/2"16" Max.EXTERIOR SLAB TO FOUNDATION
(1) #4 Cont.
Top & Bot.
Subgrade per Soils Report
Slab on Grade
per Plan
Optional Cold Joint
#3 Dowels @ 18" o.c.
(Not Req'd if Poured
Monolithically)
12"3" Clr.#4 Cont.12"12"
#3 Dowels
@ 18" o.c.
12"Depth toRebarExterior Slab
CMU Wall (Where Occurs)
3'-0" Max. w/ #4 @ 24" o.c. E.W.
Vert. to Have Std. 90° Hook As Shown
12" Min. Embed. intoUniform CompetentMaterial perSoils ReportEq.Eq.
EXTERIOR SLAB AT GRADE BEAM
Grade Beam per Plan & Details
Subgrade per Soils Report
Slab on Grade
per Plan
#3 Dowels @ 18" o.c.
#4 Cont.12"12"#3 Dowels
@ 18" o.c.
12"12" IntoGradeBeamExterior Slab
CMU Wall (Where Occurs)
See detail 12 this sheet for Add'l. Info.
Eq.Eq.12" Min.SLAB EDGE AT WALL
Slab on Grade Per Details
Subgrade per
Soils Report
#4 Bar Cont. w/ 3" Cover
Wall or Foundation Stem per Plan
#3 Dowels @ 18" o.c.
8"8"4"
Extend Dowels 18"
into Slab
Sikaflex over Expansive Material
Install Dowels per Detail
9/S-6.9 @ Brick Wall
NEW OPENING IN BRICK WALL
17A
S-6.1
17B
S-6.1
17B
S-6.1
(E) Brick Wall to Remain
Steel Angle to (E) Wall
per Detail 17/S-6.1 (Typ).
Ea. Side of Wall
3/16"3/16"
Sim.17A
S-6.1
N OT U S ED
12
12
12
12
TYP. SLAB ON GRADE
#4 @ 18" o.c. Each Way
at Mid-Depth of Slab 4" Concrete Slab
2" Min. Clean Sand
Class A* Vapor Retarder Placed
Directly on Nonexpansive Material
at Pad Grade
The subgrade soils and clean sand shall be moistened as
recommended in soils engineering report.
Refer to Soils Report for
Additional Requirements
& Recommendations
Subgrade per Soils Report
and Project Specifications
*Refer to Soils Report for
Add'l. Recommendations
if Class B or C vapor
retarder is used.
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGER CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
D
DD 18"
Masonry wall per plan
Reinforcement per plan.
Embed vert bars into
foundation 60 db min.
(2) #5 angled stirrups - 12" apart.
Stirrups shall be spaced 12" o.c. in plan.
T&B mat reinforcement per plan.
Terminate bars w/ 90 hooks typ.DTenant slab per plan
Cont. 2x6 keyway
#5 horiz. bars @
12" o.c. ea. face
Vertical bars size & spacing to
match T&B mat reinforcement
across step. Terminate in 90
deg. hook typ.
1
1
1
1
STEP IN MAT SLAB
Masonry wall per plan
Reinforcement per plan.
Embed vert bars into
foundation w/ 90 deg hook
T&B mat reinforcement per plan.
Terminate bars w/ 90 hooks typ.
1
118" min.2
1
(2) #5 angled stirrups - 12" apart.
Stirrups shall be spaced
12" o.c. in plan.
TAPERED MAT SLAB EDGEMAT SLAB AT TRANSFORMER TROUGH Coordinate w/Soils Engineer*8" Typ.
Mat Slab per Plan
& Details
Terminate Mat Bars
per Plan & Details
Grating By Others
#4 @ 12" o.c. E.W.
#4 Bars w/ 12" Hook
Spaced to Match.
Epoxy w/ SET-XP & 4"
Embed.
Eq.Eq.
By OthersBy Others#4 Bars w/ 12" Hook
Into Wall @ 12" o.c.
Epoxy w/ SET-XP & 4"
Embed.
*Depth Below Mat Slab to
Be Coordinated w/ Soils
Engineer to Avoid
Damage to Conduit
Conduit By Others
CONDUIT OPENINGS AT TROUGH WALL
Trough Wall
Reinf. per Detail 13
this sheet. Reduce
Spacing as Required
Locate Bars Ea. Side
and Between Conduit
Openings as Shown
Place Bars Abv. &
Below Conduit
Openings as Shown
Conduit Openings By
Others
56" Lap
for #6 Bars
CONSTRUCTION JOINT AT GRADE BM.8"Typ.Reinf. per Plan
Dbl. Ties Ea. Side
(2) 2x8 Keyway
Eq. Spaced
Slot Cut Dimensions
per Soils Engineer
Grade Beam
per Plan
Plan View 2" Min.Typ.Notes
1. Non-staggered Laps permitted.
2. Couplers Capable of Meeting the
Same Strength of Bars May be
Used in Lieu of Laps.
3. Min. Clear Dimension Required
between Laps and/or Couplers.
4. Joint May NOT Occur within Close
Proximity to Helical Anchors,
Moment Frame Cols. or Brace
Frame Cols. Coord. Location w/
EOR.Per DetailsTyp.4'-0" Min.
Helical Anchor
(Where Occurs)
SLURRY EXTENSION AT SLAB EDGE
2'-0" Min.
3'-0" Min.
Mat Slab per
Plan & Details
Wall per Plan & Details
(Where Occurs)
3 Sack Slurry Mix. Extend to
Bottom of Adjacent (E)
Foundation as Shown. Reinf.
Not Req'd. OK to place in
sections per Soils Engineer
(E) Wall &
Foundation
SLAB EDGE ADJACENT (E) FDN.
1/2" Compressible Foam Material
Wall per Plan & Details
(Where Occurs)
See detail 9
this sheet
(E) Wall &
Foundation
Mat Slab per
Plan & Details
12" Min.Per Plan14" Max.*
1
1
Z Bar, Size, Spacing & Hook to
Match Mat Reinf.
Class A
Lap
*(E) Foundation to Remain.
Notify EOR if (E) Conditions
Exceed those Shown
COLUMN AT STEP IN MAT SLAB
Increase to Match
Column Abv.See Detail 5/S-6.3Column per Plan
Vertical Bars per Plan & Details
Concrete Mat Slab per Plan
Reinf. Not Shown for Clarity
Ties & Cross Ties per Details
Dowels per Details
All Step Locations,
Configuration, and
Slopes per Architect.
See details 7/S-6.2
& 5/S-6.3 for Add'l.
Info. Not Shown
Line of Step Face Beyond
TRENCH DRAIN IN MAT SLAB1'-0"Max.2'-0" Max.Upper Bars per Plan.
Terminate in 90° or 180° Hook
Shaped Bars, Size & Spacing to
Match Upper Bars
#5 "U" Bars @ 12" o.c.
Lower Bars per Plan.
Terminate in 90° or 180° Hook
Terminate Shaped Bars
in 90° or 180° Hook
See details this
Sheet for Add'l. Info.
Not Shown
Class B
Lap
Long Direction
Class B
Lap
Upper Bars per Plan.
Terminate in 90° or 180° Hook
Shaped Bars, Size & Spacing to
Match Upper Bars
21 1
2
3
4
6
7
8
9
11
12
13
14
22
23
24
510152025
NOT USED
STRUCTURAL
DETAILS
NTS
S-6.2
TYP. MAT SLAB EDGE AT CMU WALL
Mat Slab per Plan and
Details
Finish Grade
Exterior Flat
Work/Pavers as
Occurs by Others
24" Min. Lap
Foundation Dowel to Match
CMU Wall Vert. Reinf. w/
90° Hook as Shown
40 Bar Diameter
Lap (24" Min.)
CMU Wall per Plan, Reinf
per Sched.Place Reinf in
Center of CMU Wall
Terminate Mat Slab Bars w/
90° or 180° Hook
Add'l. #5 Bar Cont.
INTERIOR SHEAR &/OR BEARING WALL
Mat Slab per Plan and
Details
24" Min. Lap
Foundation Dowel to Match
CMU Wall Vert. Reinf. w/
90° Hook as Shown
40 Bar Diameter
Lap (24" Min.)
CMU Wall per Plan, Reinf
per Sched.Place Reinf in
Center of CMU Wall
Add'l. #5 Bar. Cont.
Class B
Lap Splice
STEP IN MAT SLAB d24"Max.StepMatch StepAboveAs Req'd to Achieve
6:1 Slope of Reinf.
Mat Slab per Plan and
Details
All Step Locations,
Configuration, and
Slopes per Architect.
CMU Wall per Plan &
Sched.
#4 @ 18"o.c & Nose Bar*
#4 Hooked Bars, Spaced to Match*
*Not Required for d less
than or Equal to 6"
Class "A" Vapor Retarder
Placed directly Below Slab
MAT SLAB ON GRADE
Refer to Soils Report for
Additional Requirements
& Recommendations
Rough Grade Preparation
per Soils Report and Project
Specifications
The soil beneath vapor retarder shall be premoistened to a minimum depth and % of
optimum moisture content specified by the soil engineer, who shall test and approve prior
to slab construction.
Pad Grade Preparation
per Soils Report**Per PlanPer SoilsReportInner Layers in North-South DirectionBot. Reinforcing per Plan
Top Reinforcing per Plan
Concrete Mat Slab per Plan
Outter Layers in East-West Direction
3"1 1/2"Clr.Clr.**A Min. of 12" of Nonexpansive Material Shall be Placed Under Mat Slab per Soils Report
Note: Perimeter of Mat
Foundation To Embed. a
Minimum of 24" Below
Lowest Adjacent Grade Per
Soils Report
MAT SLAB THICKNESS TRANSITION
2
1
Extend Lower Reinf. of Thin
Mat Slab into Thick Mat
Slab as Shown
Run Upper Reinf. Cont.
Across Thin/Thick Mat Slab
Boundary
Thick Mat Slab
per Plan
Thin Mat Slab
per Plan
Class "B" Lap Splice per Plan
Terminate Lower Reinf. of
Thick Mat Slab w/ 90º Hook
@ Thick Slab Boundary
Provide Adnl. Cont. Bar @
Thin/Thick Mat Slab
Boundary
Max. Slope @ Transition
N OT U S ED
ELEVATOR DIVIDER BEAM CONNECTIONS
Column per Plan
Column Connection per 20/S-6.2
Section B-B
Beam per Plan
L4x3x3/8 x Length Req'd,
Ea. Side Steel Beam w/ (2)
5/8"ø Through Bolts to Rim
& Steel Beam, (6) Total
Angle per Below, Orientation as
Shown.
Cont. Rim per Plan
(5¼" Wide PSL Min.)
Beam per Plan, Locate per Elev.
Mfr.Full Depth LSL or LVL Blk. @ 48"o.c.
per Other Details. Double Blkg. &
Extend Full Length of Strap, (Where
Strap Occurs)
MSTC66B3 Top & Bot. Ea. Side
of Bracket to Blkg., Typ.1 1/2" Min.Typ.1 1/2"
Typ.4"3"AA
Section A-A
3" Min.ELEVATOR HOIST BEAM CONNECTIONS
1/4" PL w/ (2) 5/8"ø
A325N Bolts
Steel Beam per
Plan
Steel Channel per Plan
1/4" PL w/ (2) 5/8"ø
A325N Bolts
Steel Column per
Plan
Steel Channel or Wide
Flange per Plan
Steel Column per
Plan
Steel Channel per Plan
Steel Beam per
Plan
Plan View
A ABB Section B-BSection A-A1 1/4"Typ.2 1/2"1 1/2"1 1/2"1 1/2"Typ.3"1 1/2"1 1/2"
3/16"
Typ.
3/16"Typ.
3/16"
Typ.
BEAM TO MASONRY WALL
Steel Bm. per Plan
3/16"1 1/2"1 1/2" Typ.Masonry Wall per Plan
3/8" PL. w/ (4) 5/8"x6"
Titen HD
Stl Bm. Per Plan,
Locate per Elev. Mfr.6" Min.8" Min.ELEVATOR HOIST BEAM CONNECTION
Column per Plan
Beam per Plan
L4x3x3/8 x Length Req'd, w/
(2) 5/8"ø Through Bolts to
Post & Steel Beam, (4)
Total
Angle per Below, Orientation
as Shown.
Column per Plan
Beam per Plan, Locate
per Elev. Mfr.
Column Connection per 20/S-6.2
Section B-B
C Beam Eq. C Col.L L
1 1/2" Min.Typ.1 1/2"
Typ.2 1/2"AA
Plan View
2 1/2"Elevation View2-1/2"Min.ELEVATOR RAIL SUPPORT DETAILS
Section A-A
Column to Podium Deck
Column per Plan & Details
PT Sill plate
(Anchorage not Shown for Clarity)
Edge of Podium Deck
Section View
BB
BB
AA
BB
Podium Deck per Plan
CC
CC
Column per Plan
(Where Occurs)
Column per Plan
(Where Occurs)
A35 Ea. Side of Post Top &
Bottom ((4) Total per Post)
Cont. Rim per Plan
(5¼" Wide PSL Min.)
Cont. Rim per Plan
(5¼" Wide PSL Min.)
Cont. Rim per Plan
(5¼" Wide PSL Min.)
Full Depth LSL or LVL Blk. @ 48"o.c.
per Other Details. Double Blkg. &
Extend Full Length of Strap,
(Where Strap Occurs)
Floor B.N. Full
Length of Strap
MSTC66B3 Top & Bot. Ea. Side
of Bracket to Blkg., Typ.
Full Depth LSL or LVL Blk. @ 48"o.c.
per Other Details. Double Blkg. &
Extend Full Length of Strap,
(Where Strap Occurs)
Floor B.N. Full
Length of Strap
Roof B.N. Full
Length of Strap
A35 Ea. Side of Post Top &
Bottom ((4) Total per Post)
Sheathe & Transfer Elevator
Walls per Plan (Delta 6 Min.)
Full Height
Column per Plan
Connector Plate per Section D-D
Locate per Elev. Mfr.
(Where Occurs/As Req'd)
MSTC66B3 Top & Bot. Ea. Side
of Bracket to Blkg., Typ.
MSTC66B3 Top & Bot. Ea. Side
of Bracket to Blkg., Typ.
Section B-B
Wood Post to Plates
Column per Plan & Details
Edge of Beam
Section C-C
Column to Cont. Rim Bm.
4 1/2"
1 1/4"
Column per Plan & Details
Edge of Beam(8) SDS x 6" Long to
Cont. Rim
3/16"
S1.75S1.75S1.75S1.75S1.75S1.75
S1.75S1.75S1.75S1.75S1.75S1.75
S1.75S1.75S1.75S1.75S1.75S1.75
S1.75S1.75S1.75S1.75S1.75S1.75
3"1"1"1/2" Base Plate
Section D-D
Connector Plate to Columns
Column per Plan & Details
¾" x 10" x Length Req'd.
Connector Plate
3/16"
T&B PL.
Typ.
STEEL DIVIDER BEAM TO STEEL COLUMN
Column Connection
per 20/S-6.2
Section C-C
3/8 Plate Ea. Side Steel Beam
w/ (2) 5/8"ø Through Bolts
Steel Column per Plan
Beam per Plan,
Locate per Elev. Mfr.
Beam per Plan
3/8" Steel Tab
3/16"
Plate To
Column, Typ.
Column per Plan
1 1/2" Min.Typ.1 1/2"
Typ.
AA
Section A-A
3" Min.N OT U S ED
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGER CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.comOPENING IN CMU WALL
Jamb Reinf. per
Plan, Typ Wall Reinf.
per Plan
Reinf. per
Below
Opening
per Plan
Verts. To Match Wall Reinf. w/ Std. 180° Hook
32"*32"*Depth Per BelowHoriz. Reinf. Cont. Through Lintel (2) #5 Cont. at Top of Wall, Typ.
Opening Width Lintel Depth Reinf.
8ft Max.24" Min.(2) #5
16ft Max.24" Min.(4) #5
24ft Max.48" Min.(6) #5 2'-0" Min. UNOPer Plan
Per Plan 4'-0" Min. UNO3" Typ.Typ. Sections
*Hook into Wall Below Where
Adjacent Wall Panel is Not Long
Enough for Development Length
Column per Plan
Drop Panel per
Plan Where Occurs
Vertical Bars per
Column Schedule
Concrete Mat Slab per Plan
TYP. CONCRETE COLUMN Max of H/6,Column Depthor 18"TensionSpliceLengthper SpecsH = Height Measured fromBottom of Deck or Bottomof Cap (Where Occurs)Type "B" Ties & Cross Ties
Type "A" Ties & Cross Ties
Continue Through Beam & Deck
Type "A" Ties & Cross Ties
Continue Through Mat Slab
Dowels to Match Vertical Bars
Into Fdn. w/ 90° Hook, See Below
for Spread Pattern 7"Depth of Drop Capper PlanCol. Capital per
Plan Where Occurs
Hook Vert. Ends of Drop
Panel Reinf. as Shown
6"Max of H/6,Column Depthor 18"Splice OK WithinCenter Half (H/2)TensionSpliceLengthper SpecsDepth of Capitalper PlanPlan
Rectangular
Column
Plan
Square
Column
Terminate All column Bars w/ 90° Hook,
See Below for Spread Pattern
Column per Plan
Drop Panel per
Plan Where Occurs
Vertical Bars per
Column Schedule
TYP. CONCRETE COLUMN AT STEP
Ties & Cross Ties per Details Depth of Drop Capper PlanCol. Capital per
Plan Where Occurs
Extend Hooks to Upper Reinf. As Shown
Depth of Capitalper PlanTerminate All column Bars per Details
Step per ArchSee details 5/S-6.3 & 15/S-6.4
for Add'l. Info. Not Shown
Column per Plan
Drop Panel per
Plan Where Occurs
Vertical Bars per
Column Schedule
TYP. DROP PANEL ADJ. OPENING
Ties & Cross Ties per Details Depth of Drop Capper PlanCol. Capital per
Plan Where Occurs
Turn Hook Back In As Shown
Where Adj. to Opening
Depth of Capitalper PlanTerminate All column
Bars per Details
Terminate Podium Bars per
Details (Free Edge or Into Wall
Below - As Applicable)
See details on Sheets S-6.3 &
S-6.4 for Add'l. Info. Not Shown
Drop Panel per
Plan Where Occurs
CMU WALL AT CONCRETE COLUMN
Col. Capital per
Plan Where Occurs
Column per Plan
Dowels to Match Wall Reinf.
Not Req'd. at Drop or Capital
See details on Sheets S-6.3 &
S-6.4 for Add'l. Info. Not Shown
64db
Continue Hooked Dowels per detail
6/S-6.3 through Column Capital and Drop
Panel. Increase Dowel Length As Req'd.
Provide (1) #5 (8" Wall) or (2) #5
(12" Wall) Vert. In Ea. Cell
Adjacent Ea. Step in Wall
Continue Hooked Dowels per
detail 6/S-6.3 through Column
Capital and Drop Panel. Increase
Dowel Length As Req'd.
Section A-A
A
A PerDetailsPer
Details
21 16
7
8
9
11
12
13
14
17
18
19
22
23
24
16
510152025
NOT USED
NOT USED
NOT USED
NOT USED NOT USED
NOT USED NOT USED
NOT USED
NOT USED
NOT USED
STRUCTURAL
DETAILS
NTS
S-6.3
1 1/2" Clr
CONCRETE COLUMN SCHEDULE
Column Type Vertical BarsDimensions "A" Ties
& Cross Ties
(6) #816" x 20"#4 @ 3" o.c.
(12) #818" x 18"#4 @ 3" o.c.
(4) #816" x 16"#4 @ 3" o.c.
C-A
C-B
C-C
---
"B" Ties
& Cross Ties
#4 @ 4" o.c.
#4 @ 4" o.c.
#4 @ 4" o.c.
-
f'c = 4000 psi
fy = 60000 psi
----
-
-
See Details 5/S-6.3 & 8/S-6.3 for more information.
C-A 1 1/2" Clr1 1/2" Clr
1 1/2" Clr
C-C
Vertical Bars per Schedule
(1) Cross Tie per Schedule
Alternate Sides of 135° Hook
Ties per Schedule
CONCRETE COLUMN SECTIONS
C-B
Vertical Bars per Schedule
(1) Cross Tie Each Way per Schedule
Alternate Sides of 135° Hook
Ties per Schedule
CMU WALL SCHEDULE
Wall Type Vertical BarsThickness Horizontal Bars Jamb Bars
(1) Curtains
#5 @ 16" o.c.8"(1) Curtains
#5 @ 16" o.c.(8) #5
(2) Curtains
#5 @ 16" o.c.12"(2) Curtain
#5 @ 16" o.c.(8) #5
---
----
f'c = 4000 psi
See Details 1/S-6.3 & 7/S-6.3 for more information.
----
-
M1
M2
-
-
-
1" Clr
15"Eq.Eq.Vertical Reinf. per Schedule
Horiz. Reinf. per Schedule
Terminate w/ 900 Hooks in Jamb Area
Jamb Reinf. per Schedule
#4 Ties @ 2-1/2" o.c.
Vertical Reinf. per Schedule
on Centerline of Wall
Horiz. Reinf. per Schedule
Terminate w/ 1800 Hooks Around Jambs
CMU WALL SECTIONS Eq.Eq.M2
M1
DOUBLE DEFLECTION TRACK ASSEMBLY Deflection GapGap - TrackLeg to Screw#10-16 Screw Stud to Track Ea. Side
Attachment to Pan Deck or Podium, Use 3/16" Dia. Titen
Concrete Screws @ 12" o.c. (1" Min. Embed.)
Attachment to Steel Beam, #10 Screws @ 18" o.c.
(Predrill Beam Flange).
Attachment to Wood Framing, 1/4" SDWS Screws
@ 16" o.c.2" Min.Deflection Track
(14 ga Min. @ Full Ht. Curtain Walls)
Top Track. Size & Gauge to
Match Studs
Studs per Plan
Supplier May Submit
Alternate Details to EOR for
Approval
STUD ATTACHMENT DETAIL
"Indexed Ends"
For Punch-out
Alignment
(1) #10 Screw
Thru Flanges
Both Sides
Note:
Load Bearing
Studs Must Be
Seated Tight To
Track Web (max.
Gap Of 1/16")
"Indexed Ends"
For Punch-out
Alignment
Each
Stud 1/8"1"
OR Each
Stud 1/8"1"
Bottom Track (14 ga Min. @ Full Ht.
Curtain Walls) Attach to Slab w/ 3/16"
Dia. Titen Concrete Screws @ 12" o.c.
(1" Min. Embed.)
Supplier May Submit
Alternate Details to EOR for
Approval
4
Vertical Reinf. per Plan
(Place (1) #5 Min. w/ in 8"
of Joint Ea. Side)
Horiz. Reinf. per Plan
Cont. Through Joint
Backer Rod
TYPICAL CMU CONTROL JOINT
See specifications for control joint spacing
Joint Sealant
Control Joint
5
5
5
5
5
NON-STACKING WALLS
CMU/Concrete Wall per Plan
Concrete Deck per Plan
Class ASplice4" TypDowels to Match Vertical Wall Reinf.
Ld
Edge of Deck Where Occurs
CMU WALL TO CONCRETE DECK
TYP. SOFFIT FRAMING CONNECTIONS
Steel Stud Soffit Framing per
Architectural Details, Typ.
Wood Framing
Concrete Podium
Pan Deck
Simpson FCB Clip (Or Equal) @ Ea. Stud
w/ SDWS Screws Into Framing Abv.
Wood Framing & Blkg. w/ U
Hangers to Fit (As Req'd.)
Simpson FCB Clip (Or Equal) @ Ea.
Stud w/ 1/4" x 1-3/4" Titen Hex-Head
Screws Into Concrete Abv.
Simpson FCB Clip (Or Equal) @ Ea.
Stud w/ 1/4" x 1-3/4" Titen Hex-Head
Screws Into Pan Deck Abv.
Ea. Clip to Use Max. Number
of Fasteners, Typ.
Supplier May Submit Alternate
Details to EOR for Approval
S-6.3 - STRUCTURAL DETAILS
See RFI 031 for
column splice area
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGER CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
Line of Capital (Where Occurs)
No Penetrations Allowed
Within Capitals or Columns
Column Per Plan
Penetrations in Critical Zone to be
Spaced as Shown. No More than
(2) Penetrations in Critical Zone
without Prior Approval by EOR.
Max Diameter = 4"
D 3D
D 2D
Penetrations Outside Critical Zone
to be Spaced as Shown.
Max Diameter = 6"
PENETRATIONS AT COLUMN
10T 10T
10T10TLn L2L1
COLUMNWALLD
12"12"
Ln/6 + 18"
4'-0" Min
Ln/6 + 18"
4'-0" Min
D
12"12"
Ln/6 + 18"Ln/6 + 18"
Equal
Ln/3 + 18"
Equal
Ln/3 + 18"
Top Bars at Exterior Support:
Terminate with 900 Hooks
Top Bar Over Support
Add Bottom Bars Where Occurs per Plan
(Extend 1/3rd of Interior Span Bars & 1/2
of Exterior Span Bars Cont. to Column or
Supports. Ln = Max of L, L1, L2
1.
2.
3.
4.
5.
See plan for rebar size, number and length.
Place additional bottom bars in banded tendon
direction within 3 x Slab T + Col. D.
Place additional bottom bars in distributed
tendon direction uniformly.
Stagger bars 12" UNO. Where space is
insufficient, field adjust to less stagger.
End of top bars to have chaired support w/ #4
cont. bar along full width.
ARRANGEMENT OF BARS IN SLAB
Note: Steel Shown in Detail is in addition to concentrated steel
shown on podium deck reinforcing plans.
TYP. OUTSIDE CORNER 2'-0"Line of Wall Below
(Where Occurs)
(3) #5 @ 12" o.c.
Add'l Bot. Steel
(3) #5 @ 12" o.c.
Add'l Top Steel
12"12"12"1
2
"
TYP. REINF. AT CORNER
Line of Wall Below
(Where Occurs)
(2) #5 x 4'-0"
T&B (UNO)1'-0"3" Clr., Typ12 Min1
12 Min1
2" Clr., Typ12" Min
Each Side
#4 Bars Each Side
Top & Bottom
#4 Bars Each Side
Top & Bottom
TYP. REINF. AT SLAB OPENINGS24" Max24" MaxShearwall per Plan
Holdown per Plan
2.75" Min
Concrete Deck Cont.
Where Occurs per Plan
5-1/2" Sq. x 1" Thick Plate Washer
to Underside of Deck
2" Diameter Sleeve Through Deck
to Allow for Installation of
Holdowns After Pouring of Deck
30°18"
1 8"
#4 Hairpins Around Holdown Rod
Typical Top & Bottom
Edge of Deck Where Occurs
HOLDOWN TO CONCRETE DECK
#4 Stirrups at Holdown Rod
Typical Ea. Side
Edge of Deck
Conditions
8"
16"InsideMat45°
24"
24"
#4 U Bars Ea. Side
Detail May Not Be Used for
T2-48S at Corner
Conditions
Edge of Deck
Where Occurs
Corner of Deck
Conditions
24"
Typ.
#4 U Bars Ea. Side
both Ways
#4 Hairpins Around
Holdown Rod
Typical Top & Bottom
Shearwall per Plan
Holdown per Plan
HOLDOWN TO CONCRETE WALL
8" MinEq.Eq.L, See Schedule*Hairpins Around HD Rod
See Detail 16/S-6.4 for More Info
CMU Wall per Plan
Holdown Posts per Plan
Jamb Reinf. per Plan
*Class "B" Splice @ Concrete Walls (Where Occurs)
Anchor
Diameter
(in)
Embed
Length, L
(in)
5/8"16"
7/8"40"
1"60"
1 1/8"76"
1 1/4"94"
Embed. Length for
F1554 Gr. 36. Notify
EOR if Higher Strength
Rod is Used
TYPICAL STEP IN DECK Step per Arch8" Max1" Clr.1" Clr.
1
6 Min
18" Min
Bottom Reinf. per Plan
Additional #4 @ 18" o.c. Max
Not Required for Steps < 2"
Additional #4 @ 12" o.c.
Cont. Along Step
Not Required for Steps < 2"
Top Reinf. per Plan per Plan6" MinOK to Square off Soffit.
Provide Additional Reinf.
Similar to Reinf. at Top Step
Shearwall (Where Occurs). Shear
Transfer per Detail 11 this Sheet
"d""d"Shearwall per Plan
Holdown per Plan
2.75" Min
Concrete Deck Edge
5-1/2" Sq. x 1" Thick Plate Washer
to Underside of Deck
2" Diameter Sleeve Through Deck
Sleeve and Anchor to Be Cast w/ Deck
HOLDOWN TO CONCRETE DECK AT WALL
CJP
Rod to
Plate
Wall per Plan
Reinf. Not shown
for Clarity
See detail 16/S-6.4 for Add'l. Reinf. Req's. at
Edge of Deck Condtions
Detail May Not Be Used for T2-48S at Corner Conditions
21 1
2
3
4
6
7
8
9
11
12
13
14
17
18
19
22
23
24
16
510152025
NOT USED
NOT USED
NOT USED
NOT USED
STRUCTURAL
DETAILS
NTS
S-6.4T, Deck ThicknessD, Diameter of Conduit
D < T/4
Minimum Clear Spacing = 2D
Podium Deck Per Plan
TYP. CONDUITS EMBEDED IN SLAB
(2" Max for 8" Deck)
(3-1/2" Max for 14" Deck)
1.
2.
3.
4.
5.
6.
Conduits shall not be spaced closer than three diameters on center.
Under no circumstances shall aluminum conduits be embedded in structural concrete.
Conduits shall be placed between top and bottom slab reinforcement and shall be
located within the middle third of the slab depth.
Provide at least 1" clear between reinforcement and conduit.
Conduits shall not be tied to structural reinforcement and shall be placed to not inhibit
reinforcing clear cover.
Conduits crossing over or under banded tendons shall do so at a 450 to 900 angle to
the banded direction.
CONCRETE DECK REINF. LAYOUT
Rebar per Plan &
Specifications
Concrete Deck per Plan1" Clr.1-1/2" Clr.per PlanOutter Layers in East-West Direction
Inner Layers in North-South Direction
Slope deck per arch (maintain minimum deck thickness per plan).
Waterproofing at exterior areas by others.
DD Stirrups per Plan
Hooked Around Bars as Shown
Width of Stirrup to Match Depth of Deck
Deck per Plan
TYPICAL STIRRUP
Concrete Deck per Plan
Shearwall Boundary Nailing
3x PT Sill Plate w/
Anchor Bolts per SW Schedule
Shearwall per Plan
SHEARWALL TO CONCRETE DECK
CONCRETE RAILING WALL AT EXTERIOR
Reinf. at Edge per
Detail 10 this Sheet
CMU Wall per
Plan & Details
Podium Deck per Plan & DetailsPer Arch(48" Max.)Width per Arch
(8" Min. / 10" Max.)
Eq.Eq.
Add 1 1/4" x 1 1/4" Crack
Control Joints @ 8'-0" o.c.
Connection to Conc. Wall Below
per Detail 13 this Sheet
#4 @ 12" o.c. Ea. Way,
Terminate Vert Bars into
Deck w/ Standard Hook
FREE EDGE AT DECK
SW Boundary
Nailing (Where Occurs)
PT Sill Plate & Anchorage
per Spec's & SW Sched.
Shearwall Per Plan
(2) Bars T&B to Match Typ.
Deck Reinf. (#5 Min.)
6" Max
Podium Deck Per Plan
1'-0"1" Clr.1" Clr.#5 "U" Bars -- Extend 36" into Deck &
Match Spacing of Deck Reinforcment
DECK TO EXTERIOR CONCRETE WALL
SW Boundary
Nailing (Where Occurs)
PT Sill Plate & Anchorage
per Spec's & SW Sched.
Shearwall Per Plan
(2) Bars T&B to Match
Typ. Deck Reinforcment
CMU Shearwall per Plan
Reinforcement per Schedule
1 1/2" x 3 1/2"
Keyway, Typ.
Per SW Sched.
2" Min.
Clr. Typ.
6" Max
Podium Deck Per Plan
6"Min.#5 Dowels, 31" Min. Lap Splice
Spaced to Match Deck Steel
1" Clr.1" Clr.1'-0" Min.STEEL POST TO PODIUM DECK
SECTION A-A TYP.
(2) 5/8" AB's
Post per Plan
3/16"
Steel Plate to
Bot. of Post
A A
7"1 1/2"Max.Non-Shrink Grout
Nailer per Plan
1 1/2" Typ.
SECTION A-A @ HSS 6x6x5/8
COLUMNS SUPPORTING POOL
10 1/2"10 1/2"3/4" A36 Steel Plate
Varies
1 1/2" Typ.1/2" A36 Steel Plate
Match Width of
Stud Wall
(4) 3/4" AB's
1/4"
Steel Plate to
Bot. of Post
ALT. PODIUM DECK ANCHORAGE
Eq.11"Holdown PAB
HTT5 PAB5H
HDU8 PAB7
HDU11 PAB8
HDU14 PAB8H
HD19 PAB10H
Shearwall per Plan
Holdown per Plan
Simpson PAB per Schedule
Podium Deck & Reinf. per Plan
Additional #3 Stirrups w/ Std. 90° Hook
A-A (Plan View)
Stirrup Bars 6"Typ.6"Typ.HTT5
(4) Bars Total
HDU8, HDU11,
HDU14, HD19
(8) Bars Total
A A
Stirrups Both
Directions, Ea. Side
Eq.
Deck Reinf. per
Plan & Details
T, Deck Thickness1.5xT Min.
Typ. All Sides
Detail May Not Be
Used for T2-48S
DECK COLD JOINT AT INTERIOR WALL
(2) Bars T&B to Match
Typ. Deck Reinforcment
CMU Shearwall per Plan
Reinforcement per Schedule
1 1/2" x 3 1/2"
Keyway, Typ.
Per SW Sched.
2" Min.
Clr. Typ.
6" Max
Podium Deck Per Plan
6"Min.#5 Dowels, 31" Min. Lap Splice
Spaced to Match Deck Steel
1" Clr.1" Clr.1'-0" Min.BALCONY RAILING AT DECK EDGE
See detail 19/S-6.5
6" Min.
Podium Deck Per Plan
Reinf. Not Shown for Clarity
3"Typ.(4) 5/8" Dia. Hex Head Anchors
(F1554 Gr. 36). Req'd @ Every
Vertical
8"
Elevation A-A
Eq.Eq.6"2" Typ.
A
A
8"Elevation A-A
Alt. Post Configuration
Eq.Eq.6"Notes:
1.Simpson TitenHD Anchors w/ Eq.
Diameter and Embed. may be used
in Lieu of Hex Head Anchors.
2. Install per Mfr. Spec's. & ESR-2713
3. Care to be Taken to Avoid Podium
Reinf.
3/16"
3/16"
FLUSH STEEL BEAM FRAMING
Floor Frmg. &
Hanger per Plan
Steel Beam per Plan
Ledger Cut to Tight Fit
Welded Stud Size & Spcg.
per Plan and Details
2x Blkg. w/ 16d @ 3"
o.c. to Ledger
Boundary Nailing
Where Frmg. Parallel w/ Steel Beam,
Provide Solid Blkg. @ 48" o.c.
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGER CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
FRAMING STEP AT SHOWER
Plan View
Detail 1 Detail 2
Full Depth 1-3/4" LSL Blkg.
w/ (2) 16d @ 6" o.c.
Floor Boundary Nailing, Typ.
Floor Framing per Plan, Typ.
Jst. Per Plan w/ Web
Filler per Mfr. Spec's. &
(2) 16d @ 6" o.c.
Floor Boundary
Nailing
Step & Waterproofing
per Arch.
1
-
2
-
1
-
2
-
21 1
2
3
4
6
7
8
9
11
12
13
14
17
18
19
22
23
24
16
510152025
STRUCTURAL
DETAILS
NTS
S-6.5
5/8" MB
w/ Washers
Pre-drill & Glue
Solid LSL Block w/ HUS Hangers
Floor Framing
per Plan
SECTION
PLAN VIEW
JOISTS PARALLEL TO RAILING
4x4 Posts @ 36" o.c. Max.
RAILING CONNECTION
L90 Typ.2"6" Min.Web Filler per Mfr. Specs.
TYP. DECK FRAMING AT POOL
Upper Shearwall per
Plan (Where Occurs)
Floor Framing & Hangers per Plan
Beam per Plan
Floor Boundary Nailing
Transfer per SW Schedule
for Upper Shearwall
LTP4 on Either Side per SW
Schedule for Lower SW
SW Boundary Nailing, Typ.
Lower Shearwall per Plan
Where Occurs
All Steps, Slope, and
Waterproofing Per Arch
SW Boundary Nailing, Typ.
Rim per Plan
Deck Framing & Hangers
per Plan
Versa-Lam FRT Solid Blkg,
Typ. (Full Width
Member Req'd)
Transfer Spacing Specified in SW Sched. shall
be Reduced to Next Lower SW Type for All
Transfers into Versa-Lam Rim/Blkg. (Where
Occurs), Typ. SDS Screws, A-35, LTP4, LTP5,
RBC Clips, 16d & B.N. (e.g. Type 6 Wall w/
Versa-lam Rim uses Type 4 Transfers)
SHEAR TRANSFER AT LOW PARAPET
Upper SW per Plan
SW Boundary Nailing for
Lower Shearwall
A34 Ea. Side
4x4 Post @ 48" o.c.
Attach to Floor Framing w/ (4)
SDS Screws Eq. Spaced
16d or SDS Screws per SW
Schedule for Upper SW
(Staggered Where Req'd.)
Floor Boundary Nailing, Typ.
SW Boundary Nailing, Typ.
Floor Boundary Nailing, Typ.
Versa-Lam FRT Solid
Rim/Blkg, Typ. (1-1/2" Min.,
3-1/2" Member where Req'd
by SW Schedule)
SW Boundary Nailing, Typ.
A35 (or LTP4 on Other Side) per
SW Schedule for Lower Shearwall*
Ok to Use 1-1/4" LSL Rim Joist
at Non-Shearwall Locations
Install Clips @ 48"
o.c. at Non-SW's
*
Lower SW per Plan
Floor Framing per Plan
Web Filler per Mfr. Spec's
(As Req'd.)
Gypcrete per Arch
Full Depth 3-1/2" Blkg
Add'l. Versa-Lam FRT Solid
Blkg Full Width of Wall, Typ.
Transfer Spacing Specified in SW Sched. shall
be Reduced to Next Lower SW Type for All
Transfers into Versa-Lam Rim/Blkg. (Where
Occurs), Typ. SDS Screws, A-35, LTP4, LTP5,
RBC Clips, 16d & B.N. (e.g. Type 6 Wall w/
Versa-lam Rim uses Type 4 Transfers)
Roof Sheathing
Roof Framing per Plan
SHEAR TRANSFER AT SETBACK
LTP4 or A35 on
Other Side per
SW Schedule
Floor Sheathing
Cont. to Ext. Wall
Joist, Beam or Cont. Blocking
Floor Boundary Nailing
Min. (3) 16d
Each Rafter to Stud
Roof Boundary Nailing
Note: All Shearwalls
per Plan
Eave & Fascia
per Arch.
SW Boundary Nailing
SW Boundary
Nailing
Floor
Boundary
Nailing SW or Cripple Wall
(Where Occurs) per
Plan, Typ.
Transfer per SW
Schedule
Roof Boundary
Nailing
16d @ 12" o.c. Into
Blkg.
Add'l. Versa-Lam FRT Solid Blkg Full Width of Wall, Typ.Transfer Spacing Specified in SW Sched. shall
be Reduced to Next Lower SW Type for All
Transfers into Versa-Lam Rim/Blkg. (Where
Occurs), Typ. SDS Screws, A-35, LTP4, LTP5,
RBC Clips, 16d & B.N. (e.g. Type 6 Wall w/
Versa-lam Rim uses Type 4 Transfers)
Versa-Lam FRT Solid Rim, Typ.
(1-1/2" Min.)
SHEAR TRANSFER AT PARAPET - JSTS. PAR.
Floor Boundary Nailing
16d @ 12" o.c. into Fire
BlockingSW Boundary
Nailing into Fire
Blocking
Balloon Frame Shearwall
(Where Occurs) per Plan
SW Boundary Nailing
Floor
Framing
per Plan
LTS12 Strap @ 48" o.c.
Full Depth LSL
Blkg @ 48" o.c.
1-3/4" LSL Ledger w/ (4) 16d
@ Ea. Stud (16" o.c. Max.)1"Min. Typ.24" Max.24" Min.
SHEAR TRANSFER AT GABLE END
Roof Boundary
Nailing
(2) 16d
2x4 Flat
@ 32" o.c.
Finish Eave and
Fascia Per Arch
LTP4 or A35 on Other Side per
SW Schedule (48" o.c. Max.)
Shearwall Boundary
Nailing at SW Where
Occurs
Balloon Frame Shearwall
(Where Occurs) per Plan
Full Depth LSL Blkg. @ 48" o.c.
Shearwall Boundary
Nailing at SW Where
Occurs
1-3/4" LSL Ledger w/ (4) 16d
@ Ea. Stud (16" o.c. Max.)
Full Depth LSL Blkg @ 48" o.c.
16d @ 6" o.c. into Blocking
LTS12 Strap @ 48" o.c.
Floor Boundary Nailing
Floor Framing per Plan1"Min.Typ.Add'l. Versa-Lam FRT Solid Blkg
Full Width of Wall, Typ.
Versa-Lam FRT Solid Rim, Typ. (1-1/2" Min.)
Transfer Spacing Specified in SW Sched. shall
be Reduced to Next Lower SW Type for All
Transfers into Versa-Lam Rim/Blkg. (Where
Occurs), Typ. SDS Screws, A-35, LTP4, LTP5,
RBC Clips, 16d & B.N. (e.g. Type 6 Wall w/
Versa-lam Rim uses Type 4 Transfers)
TYP. BALCONY FRAMING Per PlanUpper Shearwall per
Plan (Where Occurs)
Floor Framing per Plan
Beam per Plan
Floor Boundary Nailing
Transfer per SW Schedule
for Upper Shearwall
A35 or LPT4 on Other Side per
SW Schedule for Lower SW
SW Boundary Nailing, Typ.
Lower Shearwall per Plan
Where Occurs
All Steps, Slope,
and Waterproofing
Per Arch
SW Boundary Nailing, Typ.
Rim per Plan
Deck Framing & Hangers
per Plan
2x Blkg. Around Deck Drain
(Drain per Arch)
Versa-Lam FRT Solid
Rim/Blkg, Typ. (1-1/2" Min.,
3-1/2" Member where Req'd by
SW Schedule)
See 19/S-6.5 for
Typ. Guardrail
Information
Floor B.N., Typ.
A35 @ 48" o.c. ((2) Clips Min.)
Transfer Spacing Specified in SW Sched. shall
be Reduced to Next Lower SW Type for All
Transfers into Versa-Lam Rim/Blkg. (Where
Occurs), Typ. SDS Screws, A-35, LTP4, LTP5,
RBC Clips, 16d & B.N. (e.g. Type 6 Wall w/
Versa-lam Rim uses Type 4 Transfers)
Add'l. Versa-Lam FRT Solid Blkg
Full Width of Wall, Typ.
SHEAR TRANSFER AT OVERBUILD
See Detail 15 This
Sheet for Add'l.
Info. Not Shown
Floor sheathing to be 1-1/8"
plywood or OSB, PI 60/32,
nailed w/ 10d commons at 6",
6", 12".
Topping per Arch
Floor B.N.
Cripple Wall. Sheathing,
Fasteners, Clips, etc. to
Match Shearwall Below
"Hi" Framing per Plan
"Lo" Framing per Plan
Floor Sheathing & Nailing per
Plan
4x Blkg.
Fasteners,
Clips, etc. to
Match
Shearwall
Below
3x Sleeper w/
1/4" x 6" SDWS
(Washer Head).
Spacing to
Match SDS per
SW Sched. For
Wall Below
Replace Cripple Wall
w/ Solid Blocking
When < 14" in Height
Solid Blocking Cripple Wall
(2) 1/2" MB w/ Washers Top
& Bot @ Rail Post, Typ.
(4 Total)
Pre-drill & Glue As Req'd.2" Square Washer
Min., Typ.
Floor Framing
per Plan
Plan View
48" Max.3/16" Steel Plate
By Others
5/16" x 3" Steel
Top Rail. Weld
to Support Below
L2-1/2"x2-1/12"x5/16"
at 48" o.c. Max.
Bent CS14 Strap Nailed
to Top & Bot of Joist
3/16"
3/16"
See Architectural Plans
and Details for Additional
Info. Not Shown
5"16" Min.
3/16"
3/16"
HSS Spacer By Others, Provide
at all Bolts (Weld to Plate)
Note: Waterproofing
by Others
Single Row 1/2" MB @ 12" o.c.
Staggered Full Perimeter of Balcony
Rim per Plan
(3-1/2" Wide Min.)
Provide Bent Strap
to Joist Ea. Side of
Rail Post, Typ.1 1/8"Typ.TYP. GUARDRAIL4" MaxTyp.At Steel Beam 2" Min.Typ.(2) 1/2" Lag Screws
Top & Bot. (4 Total)
(3" Min. Embed)
Strap per Details
Beam per Plan
& Details
Joist & Hgr
per plan
6"Side Nailer, Cut
to Tight Fit, Typ.
DOUBLE SHEARWALL AT PARTY WALL
OR
LTP4 per SW Schedule
for Lower Shearwall*
SW Boundary Nailing, Typ.
Floor Boundary
Nailing, Typ.
A35 (or LTP4 on
Other Side) per
SW Schedule for
Lower Shearwall*
Nails thru Sill Plate
(or LTP4) per
SW Schedule for
Upper Shearwall
TimberStrand LSL or
Other Solid Rim/Blkg,
Typ. (1-1/2" Min., 3-1/2"
Member where Req'd
by SW Schedule)
Ok to Use 1-1/4" LSL Rim Joist
at Non-Shearwall Locations
SDS Screws per SW
Schedule for Upper SW
(Staggered where Req'd)
SW (Where Occurs)
per Plan, Typ.
Floor Framing
per Plan, Typ.
Install Clips @ 48"
o.c. at Non-SW's
*
Gypcrete per
Arch
TYP. SHEAR TRANSFER AT PARTY WALL
OR
LTP4 per SW Schedule
for Lower Shearwall*
SW Boundary Nailing, Typ.
Floor Boundary
Nailing, Typ.
A35 (or LTP4 on
Other Side) per
SW Schedule for
Lower Shearwall*
Nails thru Sill Plate
(or LTP4) per
SW Schedule for
Upper Shearwall
TimberStrand LSL or
Other Solid Rim/Blkg,
Typ. (1-1/2" Min., 3-1/2"
Member where Req'd
by SW Schedule)
Ok to Use 1-1/4" LSL Rim Joist
at Non-Shearwall Locations
SDS Screws per SW
Schedule for Upper SW
(Staggered where Req'd)
SW (Where Occurs)
per Plan, Typ.
Floor Framing
per Plan, Typ.
Install Clips @ 48"
o.c. at Non-SW's
*
Gypcrete per
Arch
TYP. SHEAR TRANSFER AT HALLWAY
SW Boundary Nailing, Typ.
Floor Boundary
Nailing, Typ.
LTP4 (or A35 on
Other Side) per
SW Schedule for
Lower Shearwall*
OK to Omit Clips where
Sheathing is Boundary
Nailed to Rim Board
& Top Plates.
TimberStrand LSL or Other Solid Rim,
Typ. (1-1/2" Min., 3-1/2" Member
where Req'd by SW Schedule)
Floor Framing
per Plan, Typ.
LSL Blkg @ 48" o.c.
16d or SDS Screws per SW
Schedule for Upper SW
(Staggered where Req'd)
Ok to Use 1-1/4" LSL Rim Joist
at Non-Shearwall Locations
Install Clips @ 48"
o.c. at Non-SW's
*
Floor Framing &
Hangers per Plan
Gypcrete per Arch
SW (Where Occurs)
per Plan, Typ.
TYP. SHEAR TRANSFER
16d per
SW Schedule
SDS Screws per
SW Schedule
SW Boundary
Nailing, Typ.
Shearwall per Plan
Beam or Solid
Blocking Per Plan
Floor Boundary
Nailing, Typ.
OR
TYP. SHEAR TRANSFER AT PARTY WALL
OR
SW Boundary Nailing, Typ.
Floor Boundary
Nailing, Typ.
OK to Omit Clips where
Sheathing is Boundary Nailed to
Rim Board & Top Plates.
TimberStrand LSL or
Other Solid Rim, Typ.
(1-1/2" Min., 3-1/2"
Member where Req'd
by SW Schedule)
SDS Screws per SW
Schedule for Upper SW
(Staggered where Req'd)
SW (Where Occurs)
per Plan, Typ.
Floor Framing
per Plan, Typ.
LSL Blkg @ 48" o.c.
LTP4 per SW Schedule
for Lower Shearwall*
Transfer per SW Schedule
for Upper Shearwall
Ok to Use 1-1/4" LSL Rim Joist
at Non-Shearwall Locations
Install Clips @ 48"
o.c. at Non-SW's
*
Gypcrete per Arch
A35 (or LTP4 on Other
Side) per SW Schedule
for Lower Shearwall*
SHEAR TRANSFER AT HALLWAY - JSTS. PERP.
SW Boundary Nailing, Typ.
Floor Boundary
Nailing, Typ.
LTP4 (or A35 on
Other Side) per
SW Schedule for
Lower Shearwall*
OK to Omit Clips where
Sheathing is Boundary
Nailed to Rim Board
& Top Plates.
TimberStrand LSL or Other Solid
Rim/Blkg, Typ. (1-1/2" Min., 3-1/2"
Member where Req'd by SW Schedule)
Floor Framing
per Plan, Typ.
16d or SDS Screws per SW
Schedule for Upper SW
(Staggered where Req'd)
Ok to Use 1-1/4" LSL Rim Joist
at Non-Shearwall Locations
Install Clips @ 48"
o.c. at Non-SW's
*
Floor Framing &
Hangers per Plan
Gypcrete per Arch
SW (Where Occurs)
per Plan, Typ.
DOUBLE SHEARWALL AT PARTY WALL
OR
SW Boundary Nailing, Typ.
Floor Boundary
Nailing, Typ.
OK to Omit Clips where
Sheathing is Boundary Nailed to
Rim Board & Top Plates.
TimberStrand LSL or
Other Solid Rim, Typ.
(1-1/2" Min., 3-1/2"
Member where Req'd
by SW Schedule)
SDS Screws per SW
Schedule for Upper SW
(Staggered where Req'd)
SW (Where Occurs)
per Plan, Typ.
Floor Framing
per Plan, Typ.
LSL Blkg @ 48" o.c.
LTP4 per SW Schedule
for Lower Shearwall*
Transfer per SW Schedule
for Upper Shearwall
Ok to Use 1-1/4" LSL Rim Joist
at Non-Shearwall Locations
Install Clips @ 48"
o.c. at Non-SW's
*
Gypcrete per Arch
A35 (or LTP4 on Other
Side) per SW Schedule
for Lower Shearwall*
TYP. SHEAR TRANSFER
OR
LTP4 per SW Schedule
for Lower Shearwall*
SW Boundary Nailing, Typ.
Floor Boundary
Nailing, Typ.
LTP4 (or A35 on
Other Side) per
SW Schedule for
Lower Shearwall*
SDS Screws (or Nails)
thru Sill Plate per
SW Schedule for
Upper Shearwall
TimberStrand LSL or
Other Solid Blkg/Rim,
Typ. (1-1/2" Min., 3-1/2"
Member where Req'd
by SW Schedule)
SDS Screws per SW
Schedule for Upper SW
(Staggered where Req'd)
SW (Where Occurs)
per Plan, Typ.
Floor Framing
per Plan, Typ.
Ok to Use 1-1/4" LSL Rim Joist
at Non-Shearwall Locations
Install Clips @ 48"
o.c. at Non-SW's
*
Gypcrete per Arch
(2) 5/8" MB
Post per Plan
Tabs May be Oriented in Either Direction Around Post
Steel Beam
per Plan
STEEL BEAM TO WOOD POST
3/16"
8 1/2" x 2" x 1/4"
Steel Tabs
1/4" Plates3/16"
STEEL HEADER
2x Nailer w/ 1/2" Studs @
24" o.c. - Cut to Fit.
Counter Bore 3/4" Max.
Beam per Plan
2x Nailer w/ 1/2" Studs @
24" o.c. - Cut to Fit
Cont. Double Top Plate
OFFSET SHEAR TRANSFER AT HALLWAY
SW Boundary Nailing, Typ.
Floor Boundary
Nailing, Typ.
LTP4 (or A35 on
Other Side) per
SW Schedule for
Lower Shearwall*
OK to Omit Clips where
Sheathing is Boundary
Nailed to Rim Board
& Top Plates.
TimberStrand LSL or Other Solid Rim,
Typ. (1-1/2" Min., 3-1/2" Member
where Req'd by SW Schedule)
Floor Framing
per Plan, Typ.
LSL Blkg @ 48" o.c.
16d or SDS Screws per SW
Schedule for Upper SW
(Staggered where Req'd)
Ok to Use 1-1/4" LSL Rim Joist
at Non-Shearwall Locations
Install Clips @ 48"
o.c. at Non-SW's
*
Floor Framing &
Hangers per Plan
Gypcrete per Arch
SW (Where Occurs)
per Plan, Typ.
Full Depth 3-1/2" Blkg.
Floor Boundary Nailing, Typ.
TYP. SHEAR TRANSFER
OR
LTP4 per SW Schedule
for Lower Shearwall*
SW Boundary Nailing, Typ.
Floor Boundary
Nailing, Typ.
LTP4 (or A35 on
Other Side) per
SW Schedule for
Lower Shearwall*
OK to Omit Clips where
Sheathing is Boundary
Nailed to Rim Board
& Top Plates.
LTP4 (or Nails thru
Sill Plate) per
SW Schedule for
Upper Shearwall
Versa-Lam FRT
Solid Rim/Blkg,
Typ. (1-1/2" Min., 3-1/2"
Member where Req'd
by SW Schedule)
Full Wall Width Req'd.
SDS Screws per SW
Schedule for Upper SW
(Staggered where Req'd)
SW (Where Occurs)
per Plan, Typ.
Floor Framing
per Plan, Typ.
Install Clips @ 48"
o.c. at Non-SW's
*
Gypcrete per
Arch
Transfer Spacing Specified in SW Sched. shall
be Reduced to Next Lower SW Type for All
Transfers into Versa-Lam Rim/Blkg. (Where
Occurs), Typ. SDS Screws, A-35, LTP4, LTP5,
RBC Clips, 16d & B.N. (e.g. Type 6 Wall w/
Versa-lam Rim uses Type 4 Transfers)
TYP. SHEAR TRANSFER
OR
SW Boundary Nailing, Typ.
Floor Boundary
Nailing, Typ.
LTP4 (or A35 on
Other Side) per
SW Schedule for
Lower Shearwall*
OK to Omit Clips where
Sheathing is Boundary
Nailed to Rim Board
& Top Plates.
Versa-Lam
FRT Rim, Typ.
(1-1/2" Min., 3-1/2"
Member where Req'd
by SW Schedule)
SDS Screws per SW Schedule for
Upper SW (Staggered where Req'd)
SW (Where Occurs)
per Plan, Typ.
Floor Framing
per Plan, Typ.
LSL Blkg @ 48" o.c.
LTP4 per SW Schedule
for Lower Shearwall*
LTP4 (or Nails thru
Sill Plate) per
SW Schedule for
Upper Shearwall
Install Clips @ 48"
o.c. at Non-SW's
*
Gypcrete per Arch
Add'l. Versa-Lam FRT Solid
Blkg Full Width of Wall, Typ.Transfer Spacing Specified in SW Sched. shall
be Reduced to Next Lower SW Type for All
Transfers into Versa-Lam Rim/Blkg. (Where
Occurs), Typ. SDS Screws, A-35, LTP4, LTP5,
RBC Clips, 16d & B.N. (e.g. Type 6 Wall w/
Versa-lam Rim uses Type 4 Transfers)
DOUBLE SHEARWALL AT OFFSET PARTY WALL
Floor Boundary
Nailing, Typ.
OK to Omit Clips where Sheathing is
Boundary Nailed to Rim Board & Top Plates.
SW (Where Occurs) per Plan, Typ.
Floor Framing
per Plan, Typ.
LSL Blkg @ 48" o.c.
Transfer per SW Schedule
for Upper Shearwall
Ok to Use 1-1/4" LSL Rim Joist
at Non-Shearwall Locations
Install Clips @ 48"
o.c. at Non-SW's
*
A35 (or LTP4 on Other
Side) per SW Schedule
for Lower Shearwall*
Gypcrete per Arch
TimberStrand LSL or
Other Solid Rim, Typ.
(1-1/2" Min., 3-1/2"
Member where Req'd
by SW Schedule)
Steel Beam per
Plan 2x Nailers
w/ 1/2" Studs
@ 24" o.c.,
Staggered 1"
SW Boundary Nailing, Typ.
See detail 18 this sheet for
Add'l. Info Not Shown
Floor B.N.
DOUBLE SHEARWALL AT PARTY WALL
SW Boundary Nailing, Typ.
Floor Boundary Nailing (Double
Rows As Req'd. per Plan), Typ.
Sheathing is to be Boundary Nailed to Rim Board &
Top Plates. OK to Omit Clips
PSL, Glulam or Solid Sawn Rim,
Typ. (3-1/2" Min. Member Req'd)
Transfer per SW Schedule
for Upper Shearwall
(Staggered where Req'd)
Floor Framing
per Plan, Typ.
LSL Blkg @ 48" o.c.
Gypcrete per Arch
SW (Where Occurs)
per Plan, Typ.
SW Boundary Nailing
Into Rim, Typ.
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGER CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
OUTDOOR FIREPLACE FRAMING
Fireplace
Opening
6x8 Header Typ.
All Openings
HUCQ Typ.
All Headers
6x8 K.P. Typ. All Corners &
Openings
Anchor Bolts. Size & Spacing Per
Spec's. & SW Sched.
Simpson HTT4 & SSTB16
@ All Corners
Sheathe & Nail All
Faces per of
SW Schedule,
Typ.*
6
4x Blkg, B.N. & MSCT48B3
Strap (OK To Cut to Fit)
Ea. Side of Fireplace
King Post (K.P.)
Per Notes this
Detail
Holdown Per
Notes this
Detail
4x Blkg., B.N.
& CMSTC16
Full Length
Typ. All
Openings
B.N. Full Ht. K.P.
Sheathe & Nail Top of Fireplace
Sim. to Roof Sheathing per
GENERAL FRAMING NOTES
* All Clips, Transfers, Nailing,
etc. per SW Sched. (As Req'd.)
Provide Veneer Weight (Where Occurs) to
EOR for Approval prior to Installation.
Fireplace
Support (4x6
Min.) & HUCQ
Hangers
(Where Occurs)
Refer to Mfr. Framing and Installation
Instructions for Add'l. Info. Not Shown
Align 6x6 Post
in Adjacent
Wall
1/2" Lag,
Pre-Drill &
Glue @ 24"
o.c. Vert. (4"
Min. Embed.)
A35 Ea. Side
Top & Bot, Typ.
Sheathe & Nail All
Faces per of SW
Schedule, Typ.*
OUTDOOR FIREPLACE FRAMING
Fireplace
Opening
4x6 Header Typ. All Openings
HUCQ Typ. All Headers
2-2x K.P. Typ. All
Corners & Openings Anchor Bolts. Size & Spacing Per
Spec's. & SW Sched.
Simpson HTT4 &
SSTB16 @ All Corners
6
Fireplace Support (4x6 Min.) &
HUCQ Hangers (Where Occurs)
B.N. Full Ht. K.P.
Sheathe & Nail Top of Fireplace
Sim. to Roof Sheathing per
GENERAL FRAMING NOTES
* All Clips, Transfers, Nailing, etc.
per SW Sched. (As Req'd.)
Provide Veneer Weight (Where Occurs) to
EOR for Approval prior to Installation.
Refer to Mfr. Framing and Installation
Instructions for Add'l. Info. Not Shown2x Blkg., B.N. & CS14 Full Length
Typ. All Openings
21 1
2
3
6
7
8
9
11
12
13
14
17
18
19
22
23
24
16
510152025
STRUCTURAL
DETAILS
NTS
S-6.6
SHEAR TRANSFER TO FLOOR AT DBL. WALL
Shearwall per Plan (Where Occurs)
Floor Boundary Nailing
At Non-Shearwalls, SDS Screws @
12" o.c. Into Nailer May Be Used in
Lieu of Studs
Upper Wall SW Boundary Nailing
LSL Blocking @ 48" o.c. Ea.
Side in BA Hangers to Fit
Steel Beam per Plan
Floor Framing per Plan w/ Web
Filler per Mfr. Spec's.
Wood Nailer Cut to Fit (2x min.) w/ 5/8"
Studs Spaced per SW Schedule Welded
to Beam Center Under SW Abv.
Gypcrete Overlay by Others
SHEAR TRANSFER TO FLOOR
Shearwall per Plan
5/8" Studs Spaced per
SW Schedule Welded to Beam
Upper Wall SW Boundary Nailing
Floor Framing & Hangers per Plan
Cont. Nailer Cut to Fit Attached w/ 3/4"
Studs @ 9" o.c., Staggered
*Nailer to Bear on Bot. Flange
2 1/2" Min.
Gypcrete Overlay by Others
LSL Blocking @ 48" o.c. in
BA Hangers to Fit
Steel Beam per Plan
Floor Framing per Plan w/ Web
Filler per Mfr. Spec's.
Floor Boundary Nailing
Step, Slope & Flashing
Details per Architecturals
End Length, LInto Post Min.End Length, LInto Post Min.Post per Plan
Simpson Coiled Strap Holdown
per Plan
Floor Framing
per Plan
Squash Block To Match
Post Size Abv.CS14
CMSTC16
CMST14
Min. L
22"
18"10d
33"
16d Sinker
Nail Type
10d
NOTES:
1.) All Straps by Simpson, See
Catalogue for Additional Detail.
2.) Use Minimum End Length Per
Table Below Unless Marked On
Plan.
3.) All Straps Fully Nailed into Post.
Post per Plan (Match
Post Above, Min.)
Shearwall per Plan Where Occurs
Floor Boundary Nailing, Typ.
CMST12 43"10d
COILED STRAP HOLDOWN TO BELOW
Model No.
TYP. SCREEN ATTACHMENT
Wood Screen. Size & Spacing By Others.
1/4" Lags, SDS Screw or Equivalent. Predrill & Glue (2" min. embed.)
Wood Screen. Size & Spacing By Others. (48" o.c. Max.)
4x6 Blkg Min. (48" o.c. Max.) w/ A34 Top & Bot.
Stud Wall Per Plan
Framing & Rim per Plan & Details
Wood Screen. Size & Spacing By Others.
1/4" Lags, SDS Screw or Equivalent.
Predrill & Glue. (2" min. embed.) Typ.
Horiz. Screen
Vert. Screen
CS14 Strap Every Other Jst. Fully Nailed
12"
Tread Rise & Run
per Arch.
3/4" Ply, Index 40/20
Use Exterior Grade at
Exterior Conditions
LSL Stringers Size &
Number per Plan
A35 Stringer to Plate Typ.
.145" Dia. x 3" Shot Pins
@ 16" o.c. Max.
3 Pins Min. to Concrete
Where Occurs
Pressure Treated
Sill Plate
Add B (3) #5
WM Hanger
Concrete Slab
per Plan
TYP. WOOD STAIR CONSTRUCTION
1" or Per Arch.
Simpson HU Hanger
to Beam per Plan
or Solid Rim Joist
Tread Rise & Run
per Arch.
Solid 2x Material or
3/4" Plywood, Index 40/20
Use Exterior Grade at
Exterior Conditions
LSL Stringers Size &
Number per Plan
A35 to Plate
Each Side Typ.
TYP. WOOD STAIR
16d @ 16" o.c.
Double Joist or
Beam per Plan
Blocking at
Stringers 6"
M
i
n
.
1" or per Arch.
Alternate
As Req'd. See Arch
Stair 3 Notes. Where Landing Framing Depth is to
be Reduced (Per Arch), see Alternates Below:
Original Alternate
14" TJI 11-1/4" LVL @ 16" o.c. (10'-0" Max Span)
3-1/2" x 13-1/2" GLB 5-1/4" x 11-1/4" PSL (10'-0" Max Span)
TYP. WOOD STAIR CONSTRUCTION
Simpson HU Hanger
to Beam per Plan
or Solid Rim Joist
Tread Rise & Run
per Arch.
3/4" Ply, Index 40/20
Use Exterior Grade at
Exterior Conditions
LSL Stringers Size &
Number per Plan
A35 Stringer to Plate Typ.
.145" Dia. x 3" Shot Pins
@ 16" o.c. Max.
3 Pins Min. to Concrete
Where Occurs
PT Pl. When
on Concrete
1" or Per Arch.6"
M
i
n.
Post per Plan
(2) 2x Min.
Simpson Holdown
per Plan Install per
Mfr. Specs.
Steel Beam per Plan
HOLDOWN TO STEEL BEAM
Holdown Bolt per
Mfr. Specs. Through
Top Flange*
3/8" Stiffener
Plate Ea. Side
3/16"
3/16"
*OK to Weld Bolt to Beam. Contact
EOR for Req's. Thru Bolt Not
Permitted At HSS
SW Above
Per Plan
Header
Per Plan
Strap
Above per
Plan
MSTC66B3
SHEARWALL STRAP TO HDR.
See detail 13 this sheet for
Add'l. Info Not Shown
HFX HOLDOWN BOLT THROUGH BEAM
Beam per Plan
HD Bolt per Mfr. Specs. w/ Malleable
Washer Against Wood Center Bolt on
Beam Counterbore 1/2" Max.
Hardy Frame HFX
Panel per Plan
1/4" x 4 1/2" Screws
per Mfr. Spec's.
3/4" Thick Steel Plate
Washer per Mfr. Spec's.
See Mfr. Details &
ESR Report for Add'l.
Info. Not Shown
MSTC66B3 Req'd. @ Next
Adjacent Support Ea. Side of
Panel. See detail 14 this Sheet
BEAM TO COLUMN CONNECTIONSectionElevation
Section
HDU5 Ea. Side. Stud or All-Thread
Welded to Face of Col.
(4) 3/4" A325 Studs welded
to Cap Plate
1/4"
3/8" Plate
Typ.
Column per Plan
Beam per Plan
3/16"
1/2" Plate
Match Bm. Width
1 1/4"
Typ.
(2) 5/8" MB
w/ Washers
Solid Block w/ LUS Hangers
Floor Framing
per Plan
SECTION
PLAN VIEW
Trellis Post per Plan
TRELLIS POST IN FLOOR
A35 Typ.2"5" Min.2x Block (or Thicker
As Req. For Fit), 18" Long
(3) Rows of (5)-10d Nails
(15 Total Nails)
Ea. Side
2x Blk.
Backnail w/ (3)16d
S1.75S1.75S1.75S1.75S1.75S1.75
1" Typ.
8"3 1/2"SHEAR TRANSFER STEEL HEADER
Shearwall Where Occurs
See Detail 11/S-6.5 For Info
Deck Where Occurs,
See Detail 11/S-6.5 For Info
Steel Header per Plan
Steel Tab To Rim @ 16"o.c.
See Above
3/16"
1/4" TAB
Top of Hdr
S1.75S1.75S1.75
3"
SHEAR TRANSFER TO FLOOR
3" Typ
3"1 1/2"1 1/2"1" Typ.1"
Nailer for Finishes Where
Req. Fasten to Column w/ (3)
5/8"Ø M.B., Spaced Evenly
Floor Framing per Plan
Beam per Plan
(2) 5/8"Ø Threaded Studs,
Center on Cap Plate Strap Plate, See Abv
3/8" Thick Cap Plate
Width to Match Beam Width
Column Width + 1/2" Min Width
1 1/2"3"1 1/2"
Column per Plan
(16) SDS1/4x3"
1/4" Plate
1/4"4"
3/16"
Strap Plate Plan
STEEL BEAM TO STEEL HEADER
1/4" Webstiffener Ea. Side
Steel Header per Plan
(2) 5/8"Ø Threaded Studs
Center on Steel Header
Elevation
1 1/2" Typ.
3/16"
Flanges
and Web
Section
Top of Hdr
STRAP HOLDOWN TO BELOW
MSTC66B3
Min. F
11 1/4"10d
Nail Type
NOTES:
1.) All Straps by Simpson, See
Catalogue for Additional Detail.
2.) Use Minimum End Length Per
Table Below Unless Marked On
Plan.
3.) All Straps Fully Nailed into Post & Beam.Face NailingLength, F IntoBeam Min.MSTC Strap per Plan
Beam per Plan
Post per Plan
(2-2x Min.)End Length, LInto Post Min.1 1/2"Min. L
23"
See Plan For Holdowns @ Ends of Beams.
Use MSTC66B3 Each Side, Min. See detail
14 this sheet for Add'l. Info.(2) MSTC Strap
per Plan
Double Strap
(Where Occurs)
4x8 Min.
N OT U S ED
#4 Cont. @ 18" o.c. Max.
Slab Reinf. per Plan & Details
Subgrade per Soils Report
TYP. INTERIOR FOUNDATION
12"3"Clr.800 S 162-43 @ 8" o.c.
Track to be 1ga. Thicker than Studs
Bubble Wall per Arch
Plan View Wall
Footing
Track to be 1ga. Thicker than Studs Note: Provide Triple King Stud Ea.
Side of Opening. Studs to be
Stiched Together.
Mat Slab per Plan
Align Squash Block Under
Steel Beam Size as Req'd
Shearwalls per Plan.
See Plan for Typ. Shear
Transfer Details.
Floor Framing per Plan in LBV Hangers
1/4" x 3" Wide Steel Strap @ Ea.
End of Steel Beam to Post Below
w/ (10) 3" SDS Screws Min.,
(20 Screws Total),
Center Strap & Screws on Post
Align Post in Wall to
Match Width of Beam
Abv. BN Full Ht of Post.
Strap Post to Matching Post
& BN Below w/ CMSTC16
HARDY FRAME AT STEEL FLOOR BEAM
3/16"
3/16"Plate to
Beam, Typ.
HD Bolt per Mfr. Specs. w/
Malleable Washer Against Wood,
Center Bolt on Top Plates
Hardy Frame HFX Panel per Plan
Bearing Plate w/ 1/4" USP-WS
Screws per Mfr. Spec's.
See Mfr. Details &
ESR Report for Add'l.
Info. Not Shown
Ok to Break Top Plate at Beam,
Splice Ea. Side per Typ. Detail
2x Nailer w/ 5/8" Welded Studs
@ 12" o.c. (4 Studs Min.)
Anchor to
Beam, Typ.CJP
3/8" Stiffener Plate Ea. Side @ Ea.
Anchor, Center on Anchor, Typ.3"Typ.3"Min.3"Min.Plate to
Beam, Typ.3/16"
3/16"Beam per Plan
12
12
12
TYP. TRELLIS CONNECTIONS
Dap Post 1/2" for
Beam (Optional)
Post per Plan
(and/or Arch.)
1/2" Lag, Joist to Beam,
Predrill and Glue
5/8" Lag, Beam to
Post, Predrill and Glue
Beam per Plan
(and/or Arch.)
Countersink and
Plug per Arch., Typ.
Verify Beam, Joist, and Post
Sizes and Configurations w/ Arch.
All Finishes per Arch.
Joist per Plan
(and/or Arch.)
Beam per Plan
(and/or Arch.)4"6"BEAM TO BEAM CONNECTION
3/8" Stiffener Plates,
Each Side UNO
(3) 3/4" A325 Thru Bolts
Beam per Plan
1/41 1/2"3"3" Min.1 1/4"Typ.Typ.Typ.
1 1/2"
Beam per Plan
3/8" Shear Tab (A572 Gr. 50)
1/4 Typ1/4
W12 to W12 Connections
BEAM TO BEAM AT COLUMN CONNECTION
3/8" Stiffener Plates,
Each Side UNO
1/41 1/2"3"3" Min.1 1/4"Typ.Typ.Typ.
1 1/2"
Beam per Plan, Typ.
3/8" Shear Tab (A572 Gr. 50)
1/4 Typ1/4
W12 to W12 Connections
(3) 3/4" A325 Thru Bolts
1/2" Cap Plate w/ (2) 3/4"
Welded Studs (One Ea. Side)1/4Typ
Column Per Plan
TYP. SCREEN ATTACHMENT
Metal Screen By Others.
#8 Wood Screw w/ 1" Min.
Embed. Into Wood Backing @
36" o.c. Horiz. & Vert.
Simpson SDW w/ 2" Min.
Embed. Backing to Every Stud
(16" o.c. Max.)
Stud Wall Per Plan
Elevation View
NOT U S ED
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGER CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
WALL BRACING AT POOL DECK
6x12 Top Plate, Typ.
Level 3
Level 4
Top of Wall
per Arch
10'-6" Max.13'-0" Max.1/4" SDWS Screws @ 16" o.c.
CMSTC16 (48" Min.) Centered
on Post Ea. Side (2 Total)
Simpson HUCQ.
Max. Size To Fit
2x Infill Studs @ 16" o.c.
(2) 16d Toenail T&B
1/4" SDWS Screws @ 16" o.c.
A35 Ea. Side
Typ. Wall Framing per Plan &
Details
CMSTC16 (48" Min.) Centered
on Post Ea. Side (2 Total)
Continuous Post
(Size per Plan) &
Max. Spacing Per Plan
A35 Ea. Side
HDR AT STEEL PANEL
Hdr. Ht.
per Arch Hdr per Plan
LTP4 Filler to
Trimmer
Hardy Frame Panel per Plan
Install per Mfr. Specs.
& ICC-ES ESR-2089
(3) LTP4 Filler to Hdr
Straps Welded to Panel
per Mfr. Spec's.
SDS Screws Into 4x Filler
per Mfr. Specs.
Trimmer
Parapet Ht.
per Arch
Section A-A
Built-up Parapet
Roof Boundary Nailing
6" Max.A
A
Full Depth LSL Blkg @
48" o.c.8"Max.21 1
2
3
4
8
9
11
12
13
14
17
18
19
22
23
24
16
5102025
STRUCTURAL
DETAILS
NTS
S-6.7
SHEAR TRANSFER AT PARTY WALLS
Roof Boundary Nailing
1-3/4" LSL Rim
A35 per SW Schedule
SW Boundary Nailing
Shearwall per Plan
(Where Occurs)
SHEAR TRANSFER AT CORRIDOR
Roof Boundary Nailing
Hangers per Plan
Roof Framing per Plan
1-3/4" LSL Rim
Roof Framing per Plan
Full Depth LSL Blkg @ 48" o.c.
LTP4 (or A35 Other Side) per
SW Schedule
SW Boundary Nailing
Shearwall per Plan (Where Occurs)
OPENING IN SHEARWALL
Post & Holdown
per Plan, Typ.Shearwall
per Plan
Block & B.N. Full
Length of Wall
Header per Plan
BN @ King
Stud Typ.
Note: SW Overall Length per Plan. Window Layout per Arch Plans
Window
Opening 12" MinimumCS14 Strap & Blocking Full
Length of SW. Top and
Bottom of Window Openings
MULTIPLE OPENINGS IN SW
Note: SW Overall Length per Plan. Window Layout per Arch Plans
Post & Holdown
per Plan, Typ.Shearwall per Plan
Double Blocks Typ.
Headers per Plan
Window
Opening per ArchWindow
Opening per Arch
4'-0" Lap at Strap
Step (Where Occur)
CS14 Strap, B.N. & Blocking Full
Length of SW. Top and
Bottom of Window Openings12" Min. Typ.MULTIPLE OPENINGS IN SW
Block & B.N. Full Length of Wall
Note: SW Overall Length per Plan. Window Layout per Arch Plans
Window
Opening
Post & Holdown
per Plan, Typ.
BN @ King
Stud Typ.
Headers per Plan
2'-1" Min.
Window
Opening
CS14 Strap & Blocking Full
Length of SW. Top and
Bottom of Window Openings
24" Max.24" Min.
SHEAR TRANSFER AT GABLE END
Roof Boundary
Nailing
(2) 16d
2x4 Flat
@ 32" o.c.
Finish Eave and
Fascia Per Arch
Versa-Lam FRT Rim, Typ.
(Full Width Member Req'd)
Shearwall Boundary
Nailing at SW Where
Occurs
Shearwall per Plan
Balloon Framed
Full Depth LSL
Blkg. @ 48" o.c.
LTP4 per SW
Schedule (48" o.c.
Max.)
Transfer Spacing Specified in SW Sched. shall
be Reduced to Next Lower SW Type for All
Transfers into Versa-Lam Rim/Blkg. (Where
Occurs), Typ. SDS Screws, A-35, LTP4, LTP5,
RBC Clips, 16d & B.N. (e.g. Type 6 Wall w/
Versa-lam Rim uses Type 4 Transfers)
E Q.
E Q.
SHEAR TRANSFER AT ROOF EAVE
Roof Boundary Nailing
LTP4 per SW Schedule Max. 32"
o.c. Spacing (or A35 Other Side)
1x6 T&G per Arch.Eave, Fascia & Gutter
Detailing per Arch.
SW Boundary Nailing
Outlooker RR Tails per Arch., Spiked to
Rafters w/ (2) 16d @ 8" o.c.
Shearwall per Plan (Where Occurs)
Versa-Lam FRT Rim/Blkg, Typ.
(Full Width Member Req'd)
Transfer Spacing Specified in SW Sched. shall
be Reduced to Next Lower SW Type for All
Transfers into Versa-Lam Rim/Blkg. (Where
Occurs), Typ. SDS Screws, A-35, LTP4, LTP5,
RBC Clips, 16d & B.N. (e.g. Type 6 Wall w/
Versa-lam Rim uses Type 4 Transfers)
Simpson ST18 Strap @ 48" o.c.
Roof Rafters per Plan
Hangers per Plan
RAFTER TO RIDGE BEAM
Wood Chamfer Strip
as Required
Ridge Beam per Plan
SHEAR TRANSFER AT PARTY WALLS
Roof Boundary Nailing
1-3/4" LSL Rim
A35 per SW Schedule
SW Boundary Nailing
Shearwall per Plan
(Where Occurs)
Full Depth LSL Blkg @ 48" o.c.
Section B-B
B
B
A
A
2x Rip Strip
4 1/2" Max.8dx2-1/2" Toenails @
12" o.c. Alternating
Sides w/ Subfloor
Adhesive
TYP. RIP STRIP ATTACHMENT REQUIREMENTS
2x Rip Strip
9 1/4" Max.Elevation View
2x4 Blocking @
24" o.c. Every
Other Joist Bay8dx2-1/2" Toenails @
12" o.c. Alternating
Sides w/ Subfloor
Adhesive
Section A-A
HVAC CURB CONNECTION
4x8 Block in Floor w/ (2) A35 Ea. Side to
Adjacent Roof Joists (Align w/ Ea.
Mounting Foot Location)
Mechanical Unit per
Mechanical Plans.
(Max. Weight per Plan)
Platform on Roof. Frame w/ 2x8
D.F. Sleepers @ 16" o.c. Align
Perp. to Roof Joists Below.
Ripped as Req'd to Set Unit Level
(3 1/2" Min Depth)
Roof Joists per Plan
1/2" Lag to 4x4 Blocking in
Platform (At Ea. Mounting
Foot On Unit)
4x4 Blocking in Platform for
Equipment Anchors w/ (2) A35
Ea. Side to Platform Framing
Roof Sheathing
per Plan
3/4" Plywood
*Verify Detail w/
Mechanical Plans
3" MinA24 or Equivalent (2 per
side evenly spaced)
STEP IN ROOF DIAPHRAGM
Roof Boundary Nailing, Typ. Hi & Lo Rf.
16d @ 12" o.c. into Fire
Blocking, Typ. Hi & Lo Rf.SW Boundary
Nailing into Fire
Blocking, Typ. Hi
& Lo Rf.
Balloon Frame Shearwall
(Where Occurs) per Plan
SW Boundary Nailing
Roof Framing
per Plan
LTS12 Strap @ 48" o.c., Typ. Hi & Lo Rf.
Hangers per Plan
Size to Fit, Typ. Hi & Lo Rf.
Ledger & Fasteners per detail 1 this sheet
"Hi Roof"
"Lo Roof"
SHEAR TRANSFER AT PARAPET
Roof Boundary Nailing
16d @ 12" o.c. into Fire
BlockingSW Boundary
Nailing into Fire
Blocking
Balloon Frame Shearwall
(Where Occurs) per Plan
SW Boundary Nailing
Roof Framing
per Plan
LTS12 Strap @ 48" o.c.
Hangers per Plan
Size to Fit
1-3/4" LSL Ledger w/ (3) SDS Screws (2" Min.
Embed.) @ Ea. Stud (16" o.c. Max.)3"1-1/2"Min.Typ.Min.Typ.SHEAR TRANSFER AT PARAPET - JSTS. PAR.
Roof Boundary Nailing
16d @ 12" o.c. into Fire
BlockingSW Boundary
Nailing into Fire
Blocking
Balloon Frame Shearwall
(Where Occurs) per Plan
SW Boundary Nailing
Roof Framing
per Plan
LTS12 Strap @ 48" o.c.
Full Depth LSL
Blkg @ 48" o.c.
1-3/4" LSL Ledger w/ (4) 16d
@ Ea. Stud (16" o.c. Max.)1"Min. Typ.SHEAR TRANSFER AT PARAPET CANTILEVER24" Max.A35 @ 48" o.c.
SW Boundary Nailing, Typ.
2x6 Vert. @ Ea. Jst.
Notched for Rim
Sheathe Parapet per
of SW Schedule6
Web Filler Per Mfr. Spec's.
Roof Boundary Nailing
(3) 16d Vert. to Jsts.
Full Depth Pressure
Blocking
Roof Boundary Nailing
LTP4 (or A35 on Other
Side) per SW Schedule
Web Filler Full Length
of Cantilever
SW Boundary Nailing
Roof Jsts. per Plan
SW (Where Occurs) Per
Plan, Typ.
Transfer Spacing Specified in SW Sched. shall
be Reduced to Next Lower SW Type for All
Transfers into Versa-Lam Rim/Blkg. (Where
Occurs), Typ. SDS Screws, A-35, LTP4, LTP5,
RBC Clips, 16d & B.N. (e.g. Type 6 Wall w/
Versa-lam Rim uses Type 4 Transfers)
Versa-Lam FRT
Rim/Blkg, Typ.
(Full Width
Member Req'd)
SHEAR TRANSFER AT PARAPET STEP
Roof Boundary Nailing
16d @ 6" o.c. into Fire
BlockingSW Boundary
Nailing into Fire
Blocking
Balloon Frame Shearwall
(Where Occurs) per Plan
SW Boundary Nailing
Roof Framing
per Plan
LTS12 Strap @ 48" o.c.
Full Depth LSL
Blkg @ 48" o.c.
1-3/4" LSL Ledger w/ (4) 16d
@ Ea. Stud (16" o.c. Max.)
2x Ledger w/ (3) 16d @ Ea.
Stud (16" o.c. Max.)
SW Boundary Nailing
Into 3x Blkg
Roof Boundary Nailing
Roof Framing per Plan
16d @ 12" o.c. into Blocking
Hangers to Fit per Plan1"Min.Typ.CANOPY SUPPORT AT WALL
Masonry Wall
1/2" Plate, Typ. Shape per Arch.
(4) 1/2" Dia.
TitenHD
Canopy By Others
3/16"
3/16"8"3 1/2"
Min.8"L4x4x1/4
Canopy By Others
(2) 1/2" Dia. TitenHD
3/16"
Plate to
Beam
A
A
Shop Drawings to Be Provided to EOR for
Review & Approval Prior to Installation.
3 1/2"
Min.
3/16"
3/16"1/2"
Plate
12" Max.
+/- 6 0°
4"
2" Typ.
A-A
2" Min.
2" Min.
1 1/2"
5"
A-A: Wood Alternate
(4) 1/2" Dia. MB
Predrill & Glue
6x Post Min. w/ A35
Ea. Side, Top & Bot.
Min. End Length and
Nailing per Schedule
DRAG STRAP TO WALL
Floor Framing per Plan
(Blocking, Joist, Beam, etc.)
Shearwall per Plan
Lap on to Wall
Floor Boundary Nailing Over Blkg.
Entire Length of Strap
CS Strap per Plan Nailed to Wall
& Blocking per Plan
CS14
Length
16"
Nails
CMSTC16
CMST14
CMST12
20"
30"
40"
(15) 10d
(25) 16 Sinker
(33) 10d
(43) 10d
Blkg.
2x
(2) 2x
4x
4x
STEP IN SHEARWALL
Plan View
Shearwall per Plan
6
SW
No.
SDWS
Spacing
20"
4 12"
3 10"
44 6"
33 5"
22 4"
Shearwall ID per Plan
4x6 Post
4x4 Post
Shearwall Boundary Nailing
per Plan & SW Sched.
Shearwall ID per Plan
0.220" x 6" SDWS Spaced
per Schedule
A
A
6"Min.8"Min.Eq.Eq.
Section A-A
Single Row Fasteners
1 7/16"
Edge Dist.
5/8"
Btwn Rows
Section A-A
Multiple Row Fasteners
Req'd. @ All Dbl. Sided SW's8"Min.8"Min.6"Min.3x4 D.F. #1 @ 16" o.c.*
2x6 Studs
per Plan
*Typical of ALL exterior
3-1/2" Walls
TYP. BEAM PENETRATION ht
h/3h/3h/3OK toPenetrated max[h,3d]
Clr.WorkableFlat, KK - 1"Section A-A
A
A
Elevation Penetration**. Diameter
not to Exceed 3" or h/2
Doubler Plate to Match
Beam Grade. Plate
Thickness = t***
Beam per Plan
1/4"*
Dbl. Plate
to Bm.
*Weld Not to Exceed
t - 1/16"
1/4"
Stiffener Pl.
to Bm. Typ.
1/4"
3/8" Horiz. Stiffener Plate
x Full Length of Dbl. Plate.
Stiffener Plate to Match
Beam Grade.
**No More than (2)
Penetrations per Beam
***(2) Doubler Plates May
Be Used. t/2 Each Side
Notes:
1. Notify EOR Prior to Install if
Holdown, Post or Perpendicular Beam
Occur within h of the Opening.
2. Do Not Overcut.
3. No torching.
4. Submit Shop Drawings for Review.
GEOFOAM INFILL
Floor Framing
per Plan
Note: Framing, Transfers, and
Nailing per Plan & Specs.
Raised Floor Framing
per Plan
Wall per Plan (Where Occurs),
at Hardy Frames Cont. Frame
to Lower Framing.
Geofoam Infill per Plan
Cripple Wall w/ Cont. (2) 2x Top
Plates, Sheathe & Transfer to
Match Wall Abv. per SW Sched.
(Delta 6 Min.)
(Solid Blocking when < 14")
Refer to Detail 25/S-6.5 As Req'd
FRAMING TO STEEL BEAM
Frmg. & Hanger per Plan
Steel Beam per Plan
Ledger Cut to Fit. Ledger to
Bear on Bot. Flange, Typ.
Roof Boundary Nailing
Where Frmg. Parallel w/ Steel Beam,
Provide Solid Blkg. ea. Side @ 48" o.c.
2x Top Nailer w/ 1/2" Welded
Stud @ 24" o.c. (3 Studs Min.)
1/2" Welded Studs @ 24" o.c.
(3 Studs Min.), Typ.
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGER CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
TYP. POOL SUPPORT WALL
Pool Topping Deck per Arch
2-1/2" Gypcrete Max.
Deck Framing, See
Detail 25/S-6.11
Pool Enclosure By Others
10
S-6.8
TYP. PARAPET WALL SUPPORT
45°
Pool Topping Deck
(Where Occurs)
A35 @ Every Stud T&B
60" Max.2x6 Kicker @ Every Stud.
Fasten w/ (3) 3" SDS
Screws
Deck Framing, See
Detail 25/S-6.11
HGA10 @ Ea. Kicker
Cont. 2x8 Sleeper w/
(2) SDS per Block
(3" Min. Embed.)
Cont. 4x Blkg in HUS
Hangers to Fit
Floor Framing per Plan &
Web Filler per Mfr.
Spec's (As Req'd.)
Wall Below per Plan
See Plan & Typ. Details
for Additional Info. Not
Shown
3x6 DF #1
@ 12" o.c.
Shearwall per
Plan or to Match
Wall Below32" Min.RAMP WALL
Deck Framing See Detail
25/S-6.11
See Plan & Typ. Details for
Additional Info. Not Shown
Pool Topping Deck per Arch
2-1/2" Gypcrete Max.
HSS4x4x3/8 Post
@ 4'-0" o.c. Max.
12"
Min.
Cont. Full Depth 6x Blkg
in HU Hangers to Fit
Floor Framing per Plan
3/8" Gusset Plate
3/8" Cap Plate w/ (4) 1/4"
Lags to 3x Top Rail
1"1"
Coordinate Wood Slat and
Attachment w/ Architect
A
A 12"1
1
6"1"1"
3/8" Base Plate w/
1/2" Lags to Blocking
(4 Lags Total)
5/16
Section A-A
3"1"
Min.
1"
Min.10'-4" Max.1/4
TRELLIS POST @ POOL DECK
Deck Framing See Detail
25/S-6.11
Pool Topping Deck per Arch
2-1/2" Gypcrete Max.
10x10x1/2" Base Plate
w/ 1/2" Lags to Blocking
(4 Lags Total)
Section A-A
Steel Column per Arch
HSS 4x4x3/8 Min.
1 1/2"
Typ.
Floor Framing per Plan
Cont. Full Depth 6x Blkg
in HUC Hangers to Fit
1/4
See Plan & Typ.
Details for Additional
Info. Not Shown
See detail 25/S-6.6 for
Post at Wood Framing
Condition
See Detail 19 This
Sheet for Railing Wall
Condition
A
A
21
4
8
9
12
13
14
17
19
22
23
24
510152025NOT USED
STRUCTURAL
DETAILS
NTS
S-6.8
CL Beam
Condition One: Perp. Cont. Deck
Beam End (Connection Varies
- Actual Cond. Not Shown)
Shear Studs Spaced per Plan
Shaded Area Indicates High
Flute of Metal Deck
Per Plan
CL Beam Span
Equal Number StudsEqual Number Studs Steel Beam per Plan
Puddle Weld. Attachment
Pattern per Plan
Steel Beam
per Plan
CL Beam = CL Stud
A
A
Section A-A
General Notes:
1.Stud size, spacing & stud length per plan.
2.Puddle weld attachment pattern per Plan.
3.Deck rib valley to be centered over beam where possible or deck must
split full length of beam to provide conc. haunch w/ min. width = rib
width.
4.Notify EOR for minimum transverse spacing and minimum edge distance
if multiple studs are required in one flute
5.The minimum center-to-center spacing of stud connectors shall be
six diameters along longitudinal axis of supporting beam.
CL Beam
Condition Two: Par. Cont. Deck
Beam End (Connection Varies
- Actual Cond. Not Shown)
Shear Studs Spaced per Plan
Shaded Area Indicates High
Flute of Metal Deck
Per Plan
CL Beam Span
Equal Number StudsEqual Number Studs Steel Beam per Plan
Puddle Weld. Attachment
Pattern per Plan
Steel Beam
per Plan
CL Beam = CL Stud =CLRib Valley
B
B
Section B-B
Beam End
Beam End
CL Beam = Change in
Span Direction
Condition Three: Change in Deck Span Direction
Beam End (Connection Varies
- Actual Cond. Not Shown)
Shear Studs Spaced per Plan
Shaded Area Indicates High
Flute of Metal Deck
Per Plan
CL Beam Span
Equal Number StudsEqual Number Studs Steel Beam per Plan
Puddle Weld. Attachment
Pattern per Plan
Steel Beam
per Plan
CL Beam = CL Stud = CL Closure Strip/Change
in Pan Direction
C
C
Section C-C
Beam End
End Closure per Mfr. Spec's.
End Closure
per Mfr.
Cont. Concrete &
Reinf. Thru
TYP. METAL DECK AND SHEAR STUDS
SHEAR TRANSFER AT STEEL BEAM12" Max.1'-0"
Deck Framing, See
Detail 25/S-6.11
6" Concrete Curb w/ #4 Bar Cont.
#3 Dowels @ 24" o.c.
Floor B.N. Into 1-3/4" LSL Ledger
Topping Slab
Framing per Plan. Install Web
Stiffeners per Mfr. Spec's. As Req'd.
Hangers per Plan to Fit
SDS Screws at 6" o.c. Staggered 3"
(3" Min. Embed.)
Wood Nailer w/ 5/8" Dia. Studs @
12" o.c. OK to Counter-bore
3 1/2"
Shearwall Boundary Nailing
5/8" Dia. Studs @ 12" o.c. Ea. Wall
Shearwall per Plan (Where Occurs)
Concrete Pan Deck
per Plan & Details
Steel Framing &
Connections per Plan
and Details
Pool Support Structure per
Plan & Details
STEEL BEAM TO STEEL COLUMN
1 3/4"
1 1/4"
Min.
Min.
1/2"
Typ.
1 1/4"
Min.
1/2"
Min.
1"
Min.
1/2" Max.
Overhang
Section ViewElevation View
Steel Col. per PlanSteel Col. per Plan
Steel Beam per
Plan
Cap Plate 1" x Size
Req'd.
(2) ¾"Ø A307 Bolts
Where Beam Ends,
(4) ¾"Ø A307 Bolts
Where Beam Cont.
Cap Plate 1" x Size
Req'd.
Stiffener Plate ⅜"x Full
Depth, ea. Side Abv.
Col.
1/4"
Column to
Cap Plate
3/16"
Stiffener
Plate to
Beam
Stiffener Plate ⅜"x Full
Depth, ea. Side Abv.
Col.
Steel Beam per
Plan
Steel Beam Cont. Over
Column as Occurs per Plan
PONY WALL @ EDGE OF DECK
Bm. per Plan
Sheathe Full Length of
Wall per Delta of SW
Sched.Per Arch.72" Max.6x6 Posts @ 48" o.c. Max.
w/ A35 to Top Plate
2x Blocking or Cont. Sill 3"
1 1/2"
(6) ¼x8 SDWS Screws
3" Min. Embed.
5/8" Typ.
3"
5/8"
Typ.
CS14 @ 48"
o.c. Fully
NailedA
A
1 1/2" Min.
Typ.
Deck Slope, Finish, and
Waterproofing per Arch
6 3/4" Min.
Deck Frmg.
per Plan
16"
Elevation A-A
TRELLIS CONNECTIONS
Verify Beam, Joist, and Post
Sizes and Configurations w/ Arch.
All Finishes per Arch.
Joist per Arch, 1x6
D.F.#2 @ 24" o.c. Min.,
10'-0" Span Max.
2"x2"x1/4" tab w/
.25"x1.5" SDS screw
3/16"Typ.
Steel Beam per Detail
23/S-6.8
SHEAR TRANSFER ROOF STEP
Roof Boundary Nailing
Roof Framing per Plan
Roof Framing per Plan
Full Depth LSL Blkg @ 48" o.c.
LVL Ledger w/ 4"
SDWS Timber Screw
@ 16" o.c. Staggered
Full Depth LSL Blkg @ 48" o.c.1 1/2"1-1/2" Min.Typ.12
GUARD POST @ DECK
4x4 Posts @ 48" o.c. Max.
¼x8 SDWS Screws
From Rim to Post or Joist
Deck Slope, Finish, and
Waterproofing per Arch
Deck Framing per Plan
A A
B
B
2"2"1 3/4"1 3/4"¼x6 SDWS Screws From
Joist to Blocking
Elevation A-A Section B-B 10" Min.12
12
12
12
12
12
12
12
BEAM TO BEAM CONNECTION
Beam per Plan
(2) 3/4" A325N Thru Bolts
1/4" Stiffener Plates,
Each Side
5/161 1/2"3"3" Min.1 1/4"Typ.Typ.Typ.
1 1/2"
Beam per Plan
7/16" Shear Tab (A572 Gr. 50)
3/16 Typ
GIRDER TO BEAM CONNECTION
Beam per Plan
(2) 1" A325N Thru Bolts
1/2" Stiffener Plates,
Each Side
5/162"3"3" Min.1 3/4"Typ.Typ.Typ.
2"
Beam per Plan
1/2" Shear Tab (A572 Gr. 50)
5/16 Typ
KINETICSR
TYP. TIE-WIRE ANCHOR
1/4" Dia. Simpson Tie-Wire Anchor (or Equal)
Install per Mfr. Spec's. Into Lower Flute Only 1 1/2" Min.1 1/2" Min.
Concrete Pan Deck per Plan & Details
4 1/2" Min.
4 1/2" Min.
Isolation Hanger By Others
Max. Allowable Tie-Wire Anchor Load
= 290lbs Vertical, 115lbs Horiz.
Verify Loads w/ Hanger Mfr.
Lower Flute
Upper Flute
Min. Embed. = 1-1/2"
Critical End Distance = 2-1/2"
Critical Spacing = 5"
Typ.
Steel Beam per Arch
HSS 4x6x3/8 Min.
20'-0" Span Max.
Steel Column per Arch
4x4x3/8 Min.
End Cap (Same Gauge as Col.)
TUBE TO COLUMN
3/16"Typ.
Per Arch.
9'-0" Max.
TUBE TO TUBE
3/16"Typ.
Steel Beam per Detail
23/S-6.8
End Cap (Same Gauge as Col.)
Steel Beam per Plan
HSS 4x6x3/8 Min.
20'-0" Span Max. @ 15'-0"
o.c. Max.
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGER CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
21 1
2
3
4
6
7
8
9
11
12
13
14
17
18
19
22
23
16
510152025
STRUCTURAL
DETAILS
NTS
S-6.9
WALL ANCHORAGE AT ROOF
(N) Rf. Ht.
Per Arch
Note:
Core Drill Hole, Do Not
use Impact Hammer.
Through bolt Connection per detail 11 this
sheet (Drilled Alternate per detail 9 this sheet)
Roof B.N. per Plan
3/4" Dia. Threaded Rod w/ Bearing Plate @
Ea. End Spaced per Plan
Roof B.N. per Plan
Roof Framing per Plan
Coupler Nut (As Req'd.)
Full Depth 2x Blkg w/
in 2" of Rod
Per Plan
Nut & Washer
Cripple Wall or Solid Blocking
When < 14" in Height
(E) Brick Wall to Remain
(UNO)
1/2" Dia. A.T. w/ Nut and
Washer @ 48" o.c. Into
2x4 Pressure Blkg
Screen Tube & Simpson
SET Epoxy per Mfr.
Spec's.
8"6"WALL BRACE AT ROOF
3/4" Dia. Threaded Rod Ea.
Side w/ 4" Sq. Bearing Plate
Coupler Nut (As Req'd.)
Full Depth 4x Blkg
6'-0" Min.
Nut & Washer
Steel Brace per Plan
(E) Brick Wall to Remain
(UNO)
Roof B.N. per Plan
Roof Framing per Plan
6"1 1/2"Eq.Eq.6"
6"
3/16"1/4" PlatePlan View
Column Cap
3/16"1/4" Plate
(2) 3/4" M.B. w/
Nut & Washer
DRILLED ANCHORAGE - TENSION & SHEAR 22.5°3/4" Dia. A.T. (Prebent) w/
Nut & 2-1/2" Dia. Round
Plate, Embed. 8" Min. or 1"
Clr. (Use Greater Embed)
Spaced per Plan & Details
Framing per Plan & Details
(E) Masonry Wall
2-1/2" Dia. Hole Filled w/
Non-shrink Grout or
Drypack
Note:
Core Drill Hole, Do Not
use Impact Hammer.
1" Clear
THROUGH BOLT ANCHORAGE - TENSION & SHEAR
3/4" Dia. A.T. w/ Nut and Washer
Spaced per Plan & Details
Framing per Plan & Details
(E) Masonry Wall
2-1/2" Dia. Hole x 9" Deep
Filled w/ Non-shrink Grout
or Drypack
Note:
Core Drill Hole, Do Not
use Impact Hammer.
Bearing Plate per detail 1
this sheet
DRILLED ANCHORAGE - SHEAR ONLY
3/4" Dia. Anchor Bolt w/ Nut
@ End, Embed 8" Min.
Spaced per Plan & Details
Framing per Plan and Details
(E) Masonry Wall
2-1/2" Dia. Hole x 9" Deep
Filled w/ Non-shrink Grout
or Drypack
Note:
Core Drill Hole, Do Not
use Impact Hammer.
WALL ANCHORAGE AT ROOF
(N) Rf. Ht.
Per Arch
Note:
Core Drill Hole, Do Not
use Impact Hammer.
Through bolt Connection per detail 11 this
sheet (Drilled Alternate per detail 9 this sheet)
Roof B.N. per Plan Into Full Depth Cont. Blkg.
3/4" Dia. Threaded Rod Spaced per Plan
Roof B.N. per Plan. 4'-0" Min. Both
Jsts. Ea. Side Blkg.
Roof Framing per Plan
Full Depth 3-1/2" Min. Blkg.
Full Depth 2x Blkg x 2'-0" Ea. End of
3-1/2" Blkg. Nailed w/ (8) 10d to Jsts.
Nut & Washer
Cripple Wall or Solid Blocking
When < 14" in Height
(E) Brick Wall to Remain
(UNO)
4" Sq. Bearing
Plate1/2" Dia. A.T. w/ Nut and
Washer @ 48" o.c. Into
2x4 Pressure Blkg
Screen Tube & Simpson
SET Epoxy per Mfr.
Spec's.
8"6"WALL BRACE AT ROOF
3/4" Dia. Threaded Rod Ea. Side w/
4" Sq. Bearing Plate
Nut & Washer
Steel Brace per Plan
(E) Brick Wall to Remain
(UNO)
6"1 1/2"Eq.Eq.6"
3/16"1/4" Plate
Plan View
Column Cap
3/16"1/4" Plate
Roof B.N. per Plan. 4'-0" Min.
Both Jsts. Ea. Side Blkg.
Roof Framing per Plan
Full Depth 3-1/2" Min. Blkg.
Full Depth 2x Blkg x 2'-0" Ea.
End of 3-1/2" Blkg. Nailed w/
(8) 10d to Jsts.
(2) 3/4" M.B. w/
Nut & Washer
WALL ANCHORAGE AT FLOOR
Flr. Ht.
Per Arch
Note:
Core Drill Hole, Do Not
use Impact Hammer.
Through bolt Connection per detail 11 this
sheet (Drilled Alternate per detail 9 this sheet)
Floor B.N. per Plan
3/4" Dia. Threaded Rod w/ Bearing Plate @
Ea. End Spaced per Plan
Floor B.N. per Plan
Floor Framing per Plan
(At TJI Joists, Solid Web Filler Req'd)
Coupler Nut (As Req'd.)
Full Depth 2x Blkg w/
in 2" of Rod
Per Plan
Nut & Washer
(E) Brick Wall to Remain
(UNO)
THROUGH BOLT ANCHORAGE - TENSION ONLY
3/4" Dia. A.T. w/ Nut and Washer
Spaced per Plan & Details
Framing per Plan & Details
(E) Masonry Wall
Note:
Core Drill Hole, Do Not
use Impact Hammer.
Bearing Plate per detail 1
this sheet
WALL BRACE AT FLOOR
3/4" Dia. Threaded Rod Ea.
Side w/ 4" Sq. Bearing Plate
Coupler Nut (As Req'd.)
Full Depth 4x Blkg
6'-0" Min.
Nut & Washer
Steel Brace per Plan
(E) Brick Wall to Remain
(UNO)
Floor B.N. per Plan
Floor Framing per Plan
(At TJI Joists, Solid Web Filler Req'd)
Eq.3" Typ.Eq.
6"
3/16"1/4" Plate
Plan View
Column Cap
3/16"1/4" Plate
(2) 3/4" M.B. w/
Nut & Washer
1-1/2"
Full Depth 2x Blkg x 2'-0" Ea.
End of 3-1/2" Blkg. Nailed w/
(8) 10d to Jsts. (At TJI Joists,
Solid Web Filler Req'd)
WALL BRACE AT FLOOR
3/4" Dia. Threaded Rod Ea. Side w/
4" Sq. Bearing Plate
Nut & Washer
Steel Brace per Plan
(E) Brick Wall to Remain
(UNO)
6"1 1/2"Eq.Eq.3/16"1/4" Plate
Plan View
Column Cap
3/16"1/4" Plate
Floor B.N. per Plan. 4'-0" Min.
Both Jsts. Ea. Side Blkg.
Floor Framing per Plan
Full Depth 3-1/2" Min. Blkg.
(2) 3/4" M.B. w/
Nut & Washer
6"
WALL ANCHORAGE AT FLOOR
Flr. Ht.
Per Arch
Note:
Core Drill Hole, Do Not
use Impact Hammer.
Through bolt Connection per detail 11 this
sheet (Drilled Alternate per detail 9 this sheet)
Floor B.N. per Plan Into Full Depth Cont. Blkg.
3/4" Dia. Threaded Rod Spaced per Plan
Floor B.N. per Plan. 6'-0" Min. Both
Jsts. Ea. Side Blkg.
Floor Framing per Plan
Full Depth 3-1/2" Min. Blkg.
Full Depth 2x Blkg x 2'-0" Ea. End of
3-1/2" Blkg. Nailed w/ (18) 10d to Jsts.
(At TJI Joists, Solid Web Filler Req'd)
Nut & Washer
(E) Brick Wall to Remain
(UNO)
4" Sq. Bearing
Plate
FLOOR LEDGER
Flr. Ht.
Per Arch
Note:
Core Drill Hole, Do Not
use Impact Hammer.
Shear bolt Connection per detail 8 this sheet @
16" o.c. (Not Req'd. Where Floor Anchorage
Installed per detail 9 or 11 this sheet)
Floor B.N. per Plan Into Full Depth Cont. Blkg.
3-1/2" PSL Ledger. Depth to Match Framing
(E) Parapet to Be Removed (Where Occurs)
Floor Framing per Plan
Hangers per Plan to Fit
(E) Brick Wall to Remain (UNO)1'-1 1/2" Max.1'-0" Min.PARAPET BRACING
(N) Rf. Ht.
Per Arch
Note:
Core Drill Hole, Do Not
use Impact Hammer.
Through bolt Connection per detail 10 this
sheet @ 6'-0" o.c. (Drilled Alternate per
detail 9 this sheet)
Continuous Steel Angle Waler and 1/4" Plate
L3.5x3.5x1/4 @ 6'-0" o.c. 5/8" Dia.
MB @ Ea. End
12" L6x3.5x5/16 w/ (2) 3/4" MB
4x10 Blocking
HUS Hangers to Fit
Roof Framing per Plan
Roof Anchorage Beyond
(Where Occurs) per details
(E) Brick Wall to Remain
(UNO)1'-1 1/2" Max.1'-0"Min.2
1
See detail 4 this sheet fot
Additional Info. Not shown
PARAPET BRACING - FRMG. PERP. TO WALL
(N) Rf. Ht.
Per Arch
Note:
Core Drill Hole, Do Not
use Impact Hammer.
Through bolt Connection per detail 10 this
sheet @ 6'-0" o.c. (Drilled Alternate per
detail 9 this sheet)
Continuous Steel Angle Waler and 1/4" Plate
L3.5x3.5x1/4 @ 6'-0" o.c. 5/8" Dia.
MB @ Ea. End
1/4" Plate & C12x20.7x12" w/ (2) 3/4" MB
4x10 Blocking
HUS Hangers to Fit
Roof Framing per Plan
Roof Anchorage Beyond
(Where Occurs) per details
(E) Brick Wall to Remain
(UNO)
2
1
See detail 12 this sheet fot
Additional Info. Not shown
1'-1 1/2" Max.1'-0"Min.Steel Beam per Plan
MOMENT FRAME CONNECTION SCHEDULE
Column per Plan
Continuity Pl.
per Schedule
Continuity Pl.
per Schedule Shear Plate per Schedule
Beam
W14x159
Column
W16x77
Doubler Plate(s)
No.
2
Thk.
7/8"
W1*
CJP
W2*
CJP
Continuity
Plates
Thk.
3/8"
W3*
CJP
Shear Plate
Thk.
1/2"
Weld
Access
Hole
C
W14x159W21x111 2 1-3/4"CJP CJP 1/2"CJP 5/8"C
FRAME
W14x159W16x89 2 1"CJP CJP 1/2"CJP 5/8"C
W14x211W18x97 2 1-1/8"CJP CJP 3/8"CJP 5/8"C
W4*Shear Plate Thickness Minus1/16"W14x211W21x111 2 1-5/8"CJP CJP 1/2"CJP 5/8"C
Beam per
Plan
CJP
Top & Bottom
Flange
CJP
Cont. Plate to
Col. Flange, Typ.
W3, Cont. Plate
to Col. Web & Flange or
Shear Plate
to ColumnCJP
Continue Column
Where Occurs per Plan
Doubler Pl.
per Schedule
W1, Doubler
to Cont. Plate or
W2, Doubler
to Col. Flange or
- All Plates to be Installed Each Side of Connection (Except Shear Plate)
- All Continuity Plates to Extend From Flange to Flange
- See detail 22 this sheet for Typ. Shear Plate configuration
- All Plate Material to be 50 ksi
- Shear Plate Thickness to be at least equal to that of the Beam Web
- All Welds to be E70XX, UNO
- Two (2) 5/8" Dia. A307 May be Used for Temporary Erection Bolts
- See Specifications for All Testing and Inspection Requirements
- Nailers Not Shown for Clarity
- See Detail 23 this sheet for Weld Access Hole Dimensions
- See AISC 358-10 Ch. 8 for Add'l. Welding Requirements
L = Length
t = Plate Thickness
Dblr. = Doubler
Cont. = Continuity
Welds with a number value shall use a
fillet weld with that thickness. Welds
labeled with "CJP" shall be a complete
joint penetration bevel weld.
*
Demand Critical Welds:
- CJP Welds of Beam Flanges
and Beam Webs to Columns
CJP
Beam Web to
Column Flange Web
PROTECTED ZONE:
NO STUDS, BOLTS,
PENETRATIONS OR
OTHER FASTENERS IN
THIS ZONE
d dWUF-W (Intermediate Moment Frame)
Welded Unreinforced Flange-Welded Web
Moment Connection
Shear Plate per Schedule
(w/ temporary erection
bolts shown)
W4, Shear Plate to
Beam Web
Steel Hdr. per Plan
3x Nailer w/ 1/2" Studs @
24" o.c. - Cut to Fit
Nailer & Studs By Others As
Req'd for Door Attachment
Door & Attachment by Others
SHEAR TRANSFER AT WOOD FRAMED WALL24" Max.Sheathe Parapet per
Delta 6 of SW Sched.
(4) SDWS Screws Eq. Spaced,
Parapet to Rf. Frmg.
Roof B.N.
16d @ 6" o.c. Into Full Width Blkg
Shearwall B.N.
Shearwall B.N.
A34 w/ SD Screws
@ Every Jst.
12
12
TYP. BEARING PLATES
5 1/2"5 1/2"6 1/4"6"6"
All Bearing Plates to Be 3/8" Plate Steel
Add'l. Shapes to Be Submitted to EOR for
Review and Approval
Proprietary Bearing Plates
(Simpson RP6 or Equivalent) May Be Used
Hole to Be 1/16" (Max.) Larger than
Anchor Rod Else Add'l. Std. Cut
Washer Req'd. Under Nut
45°JOIST TO STEEL BEAM
Boundary Nailing
Sheathing per Plan
2x Nailer w/ 1/2" Studs
@ 12" o.c. - Cut to Fit
Beam per Plan
Framing per Plan
LTP4 @ 12" o.c.
STEEL BEAM TO WOOD POST
3/16"
2" x 1/4"
Steel Tabs
Steel Beam
per Plan
1/4" Cap Plate Welded
to Beam
4"3 1/2"1 1/2"(2) 5/8" MB
Post per Plan
TYP. WALL BRACE CONNECTION
3/4" Dia. Tension Bolt
@ 1/4 Points. See
Detail 10 this sheet
Steel Brace per Plan
Bearing plate per Detail 1 this sheet
(E) Masonry Wall
Plan View
JOIST TO STEEL FLOOR BEAM
Floor Boundary Nailing
3 1/2"6" Min.3 1/2"3 1/2"
Sheathing per Plan
Cont. 2x4 Blkg. w/ 16d
@ 6" o.c. into Ledger
Floor Framing per Plan
(2) 7/8" Dia. Studs @ 8" o.c.
Ok to Counterbore As Req'd.
Hangers per Plan
6x Ledger
Beam per Plan
Min.
Elevation Location OK for
Break in Ledger
1 1/2" Min.
1
1
2
2
3
3
tbf
tbf
3/4" Min
4
45
5
Access
Hole Type
1
degrees
2
in.
3
in.
4
in.
5
in.
WELD ACCESS HOLE
30 3/4 1 1/2 2 1/2C
MOMENT FRAME SHEAR TABa a = 1/4" Min., 1/2" Max.
b = 1" Min.
c = 30° (+/- 10°)
d = 2" Min.
e = 1/2" Min., 1" Max.
distance from end of fillet
weld to edge of access hole
ab cd
d
b
eeShear Tab per Details
Beam per Plan
Column per Plan
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGER CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
GUSSET PLATE AT BEAM/COLUMN
1/4"
1/4"
HSS Column per Plan3/4" Gusset Plate
HSS Brace per Details
HSS Beam
per Plan
Brace & Column Abv.
Where Occurs
5/16"
5/16"
5/16"
5/16"12"1/4"
1/4"1/2" Pl. Ea.
Side Column
9"9"Min.1/2"x3" Cover
Plate Ea. Side
6"
Slot Beam for Gusset Plate
TYP. SPLICE DETAIL
1/4"
1/4"
1/2"x8" PL
HSS Brace per Details
Elevation
Section A-A
AA1 2" M in.
Ty p.
BEAM BRACING
Moment frame beam
per plan
(N) floor sheathing per plan
(E) floor framing to remain
1/4"
2 rows of 16d @ 4" o.c. along
entire length(N) 5-1/4 xFull Depth LSL blk'g
4x4x1/2" angle typ.
1/4"
(E) 1x floor sheathing to remain
3/8" tab
(40) Simpson SDS screws
ea. leg 30°1/4"
2x2x1/2" angle
FLOOR COLLECTOR TO BRACED FRAME
CJP
Both Legs
Angle per Plan
Braced Frame per Details
BEAM CONNECTION AT MF1'-3"6"3"Plate: 3/8" A36, Typ.
Welds: 1/4" Fillet, Typ.
Provide Shop Drawings to EOR for Approval
MF Column per Plan
Steel Plate Hanger
Wood Beam per Plan
1 1/4"3"(2) 3/4" Dia. MB
BEAM BRACING AT CRIPPLE WALL
Moment frame beam
per plan
2 rows of 16d @ 4" o.c. along
entire length(N) 5-1/4 xFull Depth LSL blk'g
6x6x1/2" angle typ.
(50) Simpson SDS screws
ea. side of beam (100 total)30°Typ.See detail 16/S-6.10 for
Add'l. Info. Not Shown
1/4"
CMST12 Fully Nailed Into 6x6 Blkg.
Extend 39" Min. Past Plate Break
(Ea. Side). B.N. Not Req'd. Where
Strap Installed over Sheathing
1/4"
Typ.1/4"
1/4"
3/8" Stiffener, Typ.1/4"
TYP. BEAM HANGER AT CONCRETE WALL
3/16"Typ
3/16"
1/4" Plate
Typ.
Beam per Plan
(E) Concrete Wall
3"6"
3"
3/4" Dia. MB &
Washers
(4) 3/4" Dia. Thru
Bolts w/ Solid Grout or
Epoxy Fill
8"1 1/2"1 1/2"
2"Typ.Plate Elevation
8"8"Min.
VIF
N OT U SED
21 1
2
3
4
6
7
8
9
11
12
13
14
17
18
19
22
23
24
16
510152025NOT USED
STRUCTURAL
DETAILS
NTS
S-6.10
Simpson ST18 Strap @ 48" o.c.
A35 @ Every Rafter
Roof Rafters per Plan
Ridge Beam per Plan
RAFTER TO RIDGE BEAM
Wood Chamfer Strip
as Required
2x10 Pressure Blkg Every Other Bay
(E) Roof Framing to Remain
WALL ANCHORAGE AT SLOPED ROOF
Through bolt Connection per detail 11/S-6.9
(Drilled Alternate per detail 9/S-6.9)
Roof B.N. Into Ledger per Details
3/4" Dia. Threaded Rod@ 48" o.c.
Roof B.N. per Plan. 8'-0" Min.
Roof Sheathing & Framing per Plan
(E) Roof Framing to Remain (Where Occurs)
(E) Brick Wall to Remain (UNO)
Note:
Core Drill Hole, Do Not
use Impact Hammer.
(N) Rf. Ht.
Per Arch
1/4" x 3" Steel Plate Bracket w/ (4)
3/4" M.B.
3"2"
6"3"Note: Where Drilled Alternate is Used @
2 Wythes, Reduce Spacing to 24" o.c.
SHEAR TRANSFER AT INTERIOR SW
Roof Boundary
Nailing
Shearwall
Boundary Nailing at
SW Where Occurs
A35 or LPT4 on Other
Side per SW Schedule
(48" o.c. Max.)
Shearwall per Plan
Balloon Framed
Full Depth Blkg. @
48" o.c. Ea. Side
Rf. Framing per Plan
MID-HEIGHT BEAM CONNECTION3"1 1/2"1 1/2"
Steel Post Per Plan
3/16"
Angle to
Post
Steel Beam Per Plan
Plan View
Angle Connection
(2) A325 MB
Drilled Connection per detail
9/S-6.9 ((2) Ea. Angle)
(E) Brick Wall to Remain (UNO)
L4x4x1/4
9"BRICK OPENING STRENGTHENING
Section View
Header
Plan View
Jamb
Elevation View
Header to Jamb Connections
3/16"Typ.
2-1/2" Dia. Hole x 5" Deep
Filled w/ Non-shrink Grout or Drypack
Steel Jamb per Plan
(E) Brick
Wall
Steel Jamb
per Plan
Steel Hdr per Plan
w/ 1/4" Cap Plates
3/4" Dia. Anchor Bolt w/ Nut @ End,
Embed 4" Min. @ 24" o.c.
Steel Hdr per Plan. Ok to Drill 2-1/4" Max.
to Allow Bolt & Washer Thru
WALL LEDGER AT SLOPED ROOF
Shear bolt Connection per detail 8/S-6.9 @ 24"
o.c. (Not Req'd. Where Roof Anchorage
Installed per detail 9 or 11/S-6.9)
Roof B.N. Into 4x Ledger
OK to break Ledger @ (E) Truss, Provide
Simpson CMST12 Strap Over Break in Ledger,
33" Min. End Length to Ledger
Roof Sheathing & Framing per Plan
(E) Brick Wall to Remain (UNO)
Note:
Core Drill Hole, Do Not
use Impact Hammer.
(N) Rf. Ht.
Per Arch
Angle per Plan
Screws per Plan (2 1/2" Min. Length)
Center Screw in 4x Blkg
Hanger per Plan
(E) Roof Truss to Remain (Where Occurs)
FLOOR COLLECTOR AT (E) BRICK WALL
Floor B.N. per Plan
Into Full Depth Cont. Blkg. per Plan
(N) or (E) Floor Framing, See Plans
(E) Brick Wall to Remain (UNO)
Angle per Plan
Screws per Plan (2 1/2" Min. Length)
Center Screw in 4x Blkg
Section A-A
(N) OPENING IN (E) BRICK WALL
Contact EOR if Any (E) Conditions
Vary from those shown.
CL
Opp Hand
Mirrored
3/16"
BB
(N) Steel Tube
per Plan or
Schedule
3/16"
(E) Masonry
Wall
CL
(N) 5/8" Threaded Rod @
12" o.c. Epoxied w/ SET
Epoxy to the (E) Masonry
Wall. Install per Mfr. Specs.
(N) 1/2" plate over tube
3/16"
1/2" plate
to tube
Section B-B
(E) Masonry
Wall
4 1/2"Min.CL
Access hole to
permit installation
of anchorsAASteel Section
(UNO)
Max.
Span (ft)
HSS8x3x1/4 6'-0"
HSS8x6x5/8 12'-0"
Roof Abv.
HSS8x3x1/4 4'-0"
HSS8x6x5/8 8'-0"
Roof & Flr. Abv.
See Plan for Add'l. Shapes
(N) Vertical
8x3x1/4"
Steel Tube (UNO)
See Section B-B
**Opp Hand
Mirrored
**At Sill Provide Plate w/ Anchors
as Shown, OK to Omit Steel Tube
(Use 1/2" Sill Plate @ Windows,
1/4" Min. Sill Plate @ Doors)
BRICK INFILL AT (E) OPENING
Opening
Width
OpeningHeightBrick Infill (2 Wythes Min.).
Let in Every Other Course
(E) Brick Wall w/ Opening
BRACED FRAME BEAM AT FRAMING
B.N. per Plan
Into Full Depth Cont. Blkg. per Plan
(N) or (E) Framing, See Plans
(E) Brick Wall to Remain (UNO)
1/4" x 3" Tabs
Screws per Plan (2 1/2" Min. Length)1 1/2" Min.Braced Frame Beam per Plan
3/16"Typ.3/16"
FLOOR K.P. AT (E) BRICK WALL
(N) Floor Beam, See Plans
(E) Brick Wall to Remain (UNO)
K.P. per Plan
See Plan & Details for
Add'l. Info Not Shown
Steel Angle to Be
Continuous, Do Not Break
at Steel Tabs
3/16"1/4" Pl.
Typ.3/16"
12
12
12
12
12
12
12
12JOIST TO STEEL BEAM
4x Nailer w/ 1/2" Studs @
16" o.c. Ok to Counterbore
1" Max. for Studs
Beam per Plan
SW Boundary Nailing
Sheathe Cripple Wall Abv. Moment
Frame per of SW Schedule 2
MID-HEIGHT WALL ANCHORAGE
3/4" Dia. Tension Bolt @ 48" o.c.
See Detail 10/S-6.9 (Drilled
Alternate per detail 9/S-6.9)
Steel Beam per Plan
Bearing plate per Detail 1/S-6.9
(E) Masonry Wall
+9'-9" Abv.
Anchor Below
Coordinate Beam
Location w/ Window
Openings
TYP. SHEAR TRANSFER
SW Boundary Nailing, Typ.
16d per
SW Schedule for
Upper Shearwall
3/8" Lags or SDS Screws per SW
Schedule for Upper Shearwall
Floor Boundary
Nailing, Typ.
Note: All Shearwalls
per Plan
Beam per Plan
Non-Structural Wall
(where occurs)
Gypcrete per Arch
Sheathing May Be
Placed On Either
Side of Wall
Non-Structural Wall
(where occurs)
FLOOR JOIST TO STEEL BEAM
Align Joist w/ Beam Below
Sheathing per Plan
2x Nailer w/ 1/2" Studs
@ 12" o.c. - Cut to Fit
Beam per Plan
Full Depth Blkg @ 16" o.c.
Ea. Side Staggered
LTP4 @ 12" o.c.
Boundary Nailing
WOOD BEAM TO STEEL COLUMN
Steel Column
per Plan
Wood Beam
per Plan
Use Simpson "ECC" or 1/4" Plate
10 1/2"
9 1/4"1 1/4"1 1/4"3"8"3/16"
Beam per Plan
Full Depth Filler Block. Length to Match Post Cap
JOIST TO STEEL FLOOR BEAM AT STEP
Floor Boundary Nailing
3 1/2"6" Min.3 1/2"3 1/2"
Sheathing per Plan
Cont. 2x4 Blkg. w/ 16d
@ 6" o.c. into Ledger
Floor Framing per Plan
(2) 7/8" Dia. Studs @ 8" o.c.
Ok to Counterbore As Req'd.
Hangers per Plan
6x Ledger
Beam per Plan
Min.
Elevation Location OK for
Break in Ledger
1 1/2" Min.Step per Arch
Project Title
NO.
REVISION
DATE
A&V Job No.:
Date:
Sheet Number
February 16, 2015
Engineer of Record
1 3 0 6 JOHNSON AVENUE
SAN LUIS OBISPO, CA 93401
805/547.2240 805/547.2241P:F:
THOMAS E. JESS ARCHITECT #C27068
STEPHEN F. RIGOR #C33672
DESCRIPTION
Sheet Title
HOTEL SERRA
SAN LUIS OBISPO
1119, 1125 GARDEN STREET,
736 MARSH STREET,
& 1110, 1120, 1130
(SUITES 201-204 & 301-304)
BROAD STREET
SAN LUIS OBISPO, CA 93401
The use of these plans and specifications
shall be restricted to the original site for
which they were prepared and publication
thereof is expressly limited to such use.
Reproduction or publication by any
method, in whole or in part, is prohibited.
Title to these plans and specifications
remain with Ashley & Vance Engineering,
Inc. without prejudice. Visual contact with
these plans and specifications shall
constitute prima facie evidence of the
acceptance of these restrictions.
ESSIONA
L
E
NGI
NEERFORPDERETSIGER CUTR
S
U AR LT
CA L I F O R NIAFO
T
A
T
S
E
S 5258CHARLES R. ASHL
EY JR. 7/9/15 1st Plan Check
Re-Submittal
9/21/15 2nd Plan Check
Re-Submittal
11/23/15 Plan Check - 03
Revisions3
04/26/16 4th Plan Check
Re-Submittal4
XX/XX/XX OPEN
5
Scale:
Proj. Engr.:I. Shoebridge
Proj. Mngr.:C. Ashley
13496
DO NOT SCALE THESE DRAWINGS.
Refer to Architectural plans for all
dimensions.AshleyVance&ENNEEGINIGRNIC.,C I V I LS T R U C T U R A L1413 Monterey StreetSan Luis Obispo, CA 93401(805) 545-0010www.ashleyvance.com06/24/16 5th Plan Check
Re-Submittal5
5 08/31/16 6th Plan Check
Re-Submittal6
5 11/10/16 7th Plan Check
Resubmittal7
02/15/17 8th Plan Check
Re-Submittal8
03/07/17 Construction
Layout9
03/09/17 URM Updates10
06/14/17 Plan Revision 211
08/04/17 Plan Revision 2
Rev. 112
2
4914
17
18
19
16
510152025
5
6
7
STRUCTURAL
DETAILS
NTS
S-6.11
NOT USED
NOT USED
NOT USED
NOT USED
NOT USED
NOT USED
NOT USED
NOT USED
NOT USED
SHOTCRETE SHEARWALL TO (E) WALL
** All Loose & Damaged Plaster to Be Removed, Typ. **
Install Anchors Per Section
4'-0" Max. x 4'-0" Max. Grid (Typ.)
Shotcrete Wall per Plan & Details
Drill & Epoxy #4 bars Using SET
XP Epoxy (4" Embed)
(N) Shotcrete Wall
per Plan & Details
(E) Conc. Wall
to Remain
Framing per Plan
3x PT Ledger w/
3/4" Titen HD @ 16" o.c.
Staggered 3"
TYP TRANSFER TO WALL
Boundary Nailing
per Plan
Where Joists are Parallel, OK to
Increase Titen Spacing to 32" o.c.
4-5/8"
(E) Conc. Wall
to Remain
Framing per Plan
Shaped PT Ledger (3x Min.) w/
3/4" Titen HD @ 16" o.c.
Staggered 3"
TYP TRANSFER TO WALL AT STEP
Boundary Nailing
per Plan
Where Joists are Parallel, OK to
Increase Titen Spacing to 32" o.c.
4-5/8"
Level 1 - Lobby
200' - 10 3/4"
Level 2 - SLO Brew
216' - 6"
Level 1 - Lobby
200' - 10 3/4"
Level 2 - SLO Brew
216' - 6"
#4 @ 12" o.c.
Horiz., Typ.
Add'l (2) #5 Abv.
Opening., Full Length
of Wall, Typ.
Infill (E) Openings, Typ.
Add'l (2) #5 Abv.
Opening., Full Length
of Wall, Typ.
NORTH SHOTCRETE WALL ELEVATION
SOUTH SHOTCRETE WALL ELEVATION
Add'l (2) #5 @ Jambs,
Full Height, Typ.
#4 @ 12" o.c.
Verts., Typ.
#4 Std. Bent Bar at
Corner of Openings Typ.
(45° Where Allowed)
Epoxy Reinf. Into (E) CIP wall
w/ Simpson SET-XP Epoxy
(4" Min. Embed, Typ.)
Install per Mfr Specs.Class BLap, Typ.#4 @ 12" o.c.
Horiz., Typ.
Class B
Lap, Typ.
Install Anchors into (E) CIP
Wall per Detail 5 This Page
Install Anchors into (E) CIP
Wall per Detail 5 This Page
Epoxy Reinf. Into (E) CIP wall
w/ Simpson SET-XP Epoxy
(4" Min. Embed, Typ.)
Install per Mfr Specs.
#4 @ 12" o.c.
Verts., Typ.
Class B
Lap, Typ.Class BLap, Typ.Add'l (2) #5 @ Jambs,
Full Height, Typ.
#4 Std. Bent Bar at
Corner of Openings Typ.
(45° Where Allowed)
Note: Cut (N) Openings After
Concrete Infilling is Complete
Note: Cut (N) Openings After
Concrete Infilling is Complete
Steel Frame per Details
Req'd This (N) Opening
PARAPET BRACING - LOW WALL
(N) Rf. Ht.
Per Arch
Note:
Core Drill Hole, Do Not
use Impact Hammer.
Through bolt Connection per detail
10/S-6.9 @ 6'-0" o.c. (Drilled
Alternate per detail 9/S-6.9)
Stagger w/ Roof Anchorage Below
Roof Framing per Plan
Roof Anchorage Beyond
(Where Occurs) per details
(E) Brick Wall to Remain
(UNO)
See detail 12/S-6.9 for
Additional Info. Not shown
1'-1 1/2" Max.1'-0"Min.Align 1/4" x 3" Wide Steel Strap w/
Jst or Blkg Below @ 4'-0" o.c..
Extend Strap 4'-0" Into Diaphragm
SDWS Screws @ 4" o.c, (12
screws Min.)
3/16"Strap to Angle
Continuous L6x3.5x5/16 Waler
SHOTCRETE
MATERIALS
1. Course aggregate shall not exceed 3/4". The maximum size of reinforcement shall be 5/8" UNO on plans
PLACEMENT of REINFORCEMENT
1. When #5 or smaller bars are used, provide a minimum clearance between parallel bars of 2-1/2". When bars larger
than #5 are permitted, there shall be a minimum clearance between parallel bars equal to six (6) diameters of the bars
used.
2. When two curtains of steel are provided, the curtain nearest the nozzle shall have a minimum spacing equal to 12 bar
diameters and the remaining curtain shall have a minimum spacing of 6 bar diameters.
3. Lap splices in reinforcing bars shall be by the non-contact lap splice method with at least 2" clearance between bars.
Lengths of splices shall be 40 bar diameters mininum, UNO.
PREPARATION OF SURFACES
1. Surfaces to receive shotcrete shall be dampened.
2. All unsound and loose materials shall be removed by sandblasting, grinding, or high-pressure water jets before
applying shotcrete. Any area to be repaired shall be chipped off or scarified to remove offsets which would
cause an abrupt change in thickness without suitable reinforcement. Edges shall be tapered to leave no square
shoulders at the perimeter of a cavity. The surface shall be dampened but without visible free water.
3. Rock surfaces shall be cleaned to remove loose or drummy material, mud, running water, and other foreign matter that
will prevent bond of the shotcrete. The rock surface shall be dampened prior to placement of shotcrete.
4. When a layer of shotcrete is to be covered by a succeeding layer at a later time, it shall first be allowed to develop its
initial set. Then all laitance, loose material, and rebound shall be removed by brooming or scraping. Hardened laitance
set shall be removed by sandblasting and the surface thoroughly cleaned.
5. Construction Joints-- unless otherwise specified, construction joints shall be tapered to a shallow edge form, about 1"
thick. If nontapered joints are specified, special care shall be taken to avoid or remove trapped rebound
at the joint. The entire joint shall be thoroughly cleaned and wetted prior to the application of additional shotcrete.
PLACEMENT OF SHOTCRETE
1. Shotcrete shall be placed using suitable delivery equipment and procedures. The area to which shotcrete is to be
applied shall be clean and free of rebound or overspray.
2. Thickness, method of support, air pressure, and water content of shotcrete shal1,be controlled to preclude sagging or
sloughing off. Shotcreting shall be discontinued or suitable means shall be provided to screen the nozzle stream if
wind.or air currents cause separation of the nozzle stream during placement.
3. Horizontal and vertical corners and any area where rebound cannot escape or be blown free shall be filled first.
4. The nozzle shall be held at such distance and angle to place material behind reinforcement before any material is
allowed to accumulate on the face of the reinforcement. In the dry-mix process, additional water may be added to the
mixture when encasing reinforcement to facilitate a smooth flow of material behind the bars. Shotcrete shall not be
placed through more than one layer of reinforcing steel rods or mesh in one application unless demonstrated by
preconstruction tests that steel is properly encased.
5. Placement Precautions
a. Placement shall be stopped if drying or stiffening of the mixture
takes place at any time prior to delivery to the nozzle.
b. Rebound or previously expended material shall not be used in the
shotcrete mixture.
REPAIR OF DEFECTS
1. Defective areas larger than 48" square inches deep shall be removed and replaced with fresh shotcrete. These
defects include honeycombing, lamination, dry patches, voids, or sand pockets. Defective areas shall be removed in
accordance with the procedures described in paragraph EXISTING CONCRETE and replaced with fresh shotcrete.
2. All repairs shall be made within 1 week of the time the deficiency is discovered. All unacceptable materials shall be
removed and repaired by the procedures described in the following two paragraphs. Voids and holes left by the removal
of tie rods in all permanently exposed surfaces not to be backfilled and in surfaces to be exposed to water shall be
reamed and completely filled with dry-patching mortar as specified below.
3. Minor patching may be accomplished with a dry-pack mixture. Patches that exceed 0.1 cubic foot in volume shall
receive a brush coat of approved epoxy resin meeting ASTM C 881/C 881N Type 11, as a prime coat.
Care shall be taken not to spill or overcoat the repair surface so that the epoxy runs or is squeezed out onto the surface
which will remain exposed to view. Epoxy resin shall be used in strict conformance with
manufacturer's recommendations with special attention paid to pot life, safety, and thin film tack time.
4.Core holes shall not be repaired with shotcrete. Instead, they shall be filled solid with a dry-pack mixture after being
cleaned and thoroughlydampened.
5. Initial Curing - Immediately after finishing, shotcrete shall be kept continuously moist for at least 3 days. One of the
following materials or methods shall be used:
a. Ponding or continuous sprinkling.
b. Absorptive mat or fabric, sand, or other covering kept continuously wet.
6. Final Curing - Additional curing shall be provided immediately following the initial curing and before the shotcrete has
dried. One of the following materials or methods shall be used:
a. Continue the method used in initial curing.
7. If forms are to be removed during curing period, one of the curing materials or methods listed for Initial Curing shall be
used immediately. Such curing shall be continued for the remainder of the curing period.
8. Duration of Curing
Curing shall be continued for the first 7 days after shotcreting or until the specified [compressive] [flexural] strength of the
in-place shotcrete as determined by specimens obtained.
9. Temperature Considerations
The air temperature in contact with the shotcrete shall be continuously maintained at a temperature above 40 degrees F
for at least 3 days after placement. No shotcrete shall be applied when the concrete surface or air in
contact with the concrete surface is below 40 degrees F.
TYP. WOOD FRAMING - POOL BAR & DECK
Line of
Wall Below
Line of
Wall Below
Line of
Wall Below
14" LVL @12" o.c.14" LVL @12" o.c.Sheathe, Nail & Transfer
Full Perimeter per SW
Abv. (Delta 6 Min. of SW
Schedule)2x8 DF @12" o.c.4'-0" Max.6
9'0"
6
6
9'0"
6
6
9'0"
6
6
9'0"
6
6
9'0"
6
6
9'0"
6
6
9'0"
6
6
9'0"
6
2" Min.Typ.3"Typ.1 1/2"Typ.Floor B.N. Typ.
Framing per This Detail in LUS
Hangers to Fit
Shearwall per Plan & Details
Blkg w/ SW B.N. & 16d @ 6" o.c.
Full Depth 1-3/4" Ledger w/ (4)
SDWS Screws Ea. Stud.
(16" o.c. Max.)
Shearwall B.N.
Floor B.N.
Sill Plate & Transfer per SW
Schedule
Full Depth Blkg or Beam Below
Wall Below
Full Depth Blkg
2x4 Cripple Wall.
Replace w/ Solid Blkg
when Less than 14"
Tall
Floor B.N. Typ.
Blkg w/ SW B.N. & 16d @ 6" o.c.
Full Dpeth Blkg @ 48" o.c.
Shearwall B.N.
Floor B.N.
Sill Plate & Transfer per SW
Schedule
Full Depth Blkg or Beam Below
1 Typ. Detail
2 Typ. Detail
3 Typ. Detail
4 Typ. Detail
Floor B.N. Typ.
Framing per This Detail in LUS
Hangers to Fit
Shearwall per Plan & Details
Blkg w/ SW B.N. & 16d @ 6" o.c.
Full Depth 2x Ledger w/ (2) SDWS
Screws Ea. Stud. (16" o.c. Max.)
Shearwall B.N.
Floor B.N.
Sill Plate & Transfer per SW
Schedule
Full Depth Blkg or Beam Below
1-3/4" Min. at Shear Transfer
5-1/2" Min at Holdowns
2
-
1
-
3
-
3
-
4
-EqualCS14 &
Full Depth
Blkg.
2'-0"EqualEqualFloor B.N. Typ.
Pool Structure
By Others
Angle Seat per
Pool Mfr.
1'-8"
Max.
Floor B.N. Typ.
Framing per This Detail in LUS
Hangers to Fit, Typ.
Shearwall B.N., Typ.
Shearwall B.N., Typ.
Floor B.N., Typ.
Full Depth Blkg or Beam Below
(1-3/4" Min. Width)
Sill Plate & Transfer per SW
Schedule, Typ.
2x4 Cripple Wall Sheathed per
Plan & Details, Typ.
Transfer per SW Schedule, Typ.
0.145"x1-7/16" Shot
Pins @ 16" o.c.
Concrete Pan Deck per
Plan & Details
4
-
6 9'0"669'0"6Plan View
Scale: NTS
12
12
REVISIONS DATE
HFX-Series Panels Typical Framing DetailsDATE:
HFX2
FRMGTHIS DETAIL SHEET IS NOT PROPRIETARY AND IS NOT REQUIREDFOR PLAN SUBMITTAL WITH HARDY FRAME PRODUCTS®BALLOON WALL INSTALLATION
ATTACHMENTS MAY BE MADE AT
SCREW HOLES PROVIDED OR
WITH SELF TAPPING SCREWS
(#12 AT EDGES, #10 AT FACE).
6x HEADER ABOVE-SECTION 3
BACK TO BACK INSTALLATION 11
RAISED FLOOR HEAD-OUT 9
10
7
TOP CONNECTION W/ 4x FILLER
1INSTALLATION ON CURB
BALLOON WALL
APPLICATIONS REQUIRE HIGH
STRENGTH ANCHORAGE. SEE
FOUNDATION PLAN AND
ANCHORAGE TABLES ON
SHEET HFX-1
OUT OF PLANE FORCES TO BE
RESISTED BY OTHER FRAMING
MEMBERS PER THE BUILDING
DESIGN PROFESSIONAL.
NOTES:
A)
B)
A
B
SECTION B
SECTION A
HFBX
8 INSTALLATION ON NUTS&WASHERS 4INSTALLATION ON 2x PLATE
#12 SELF-TAPPING SCREWS
AT FACE OF PANEL.
(BUGLE HEAD WITH SELF
DRILLING TIP SHOWN)
#12 SELF-TAPPING SCREWS
AT EDGE OF PANEL.
(BUGLE HEAD WITH SELF
DRILLING WING TIP SHOWN)
BUGLE HEAD WAFER HEAD FLAT TRUSS MODIFIED TRUSS HEX HEAD
SELF DRILLING TIP SELF DRILLING WING TIP
#10 SELF-TAPPING SCREWS
AT FACE OF PANEL.
(HEX HEAD WITH SELF
DRILLING TIP SHOWN)
NOTES:
1) SURFACE FINISHES, CONNECTORS AND FIXTURES ARE ATTACHED TO THE PANEL
FACE WITH # 10 SELF-TAPPING SCREWS SPACED NO LESS THAN 2-1/4" OC.
2) ATTACHMENTS TO THE PANEL EDGES ARE MADE WITH # 12 SELF-TAPPING SCREWS.
3) STRUCTURAL CONNECTIONS ARE TO BE DESIGNED BY THE DESIGN PROFESSIONAL.
4) STRUCTURAL HARDWARE USED TO TRANSFER LOADS SHOULD NOT EXCEED 12 GAGE.
21" PANEL 24" PANEL 18" PANEL
9" PANEL 12" PANEL 15" PANEL
OPTIONAL INSTALLATION
WITH HFBX BASE EXTENSION
FOR ADJACENT FRAMING
15" Width = 8
6
3-1/2
HFX-15,18,21 & 24x14 164-1/4
1-1/8
HFX-15,18,21 & 24x15
HFX-15,18,21 & 24x16
HFX-15,18,21 & 24x17
176-1/4
188-1/4
200-1/4
Top
Screw Qty
(ea)
18" Width = 10
21" Width = 12
24" Width = 14
1
Hold Down
Diameter
(in)
HFX-15,18,21 & 24x18
HFX-15,18,21 & 24x19
HFX-15,18,21 & 24x20
212-1/4
224-1/4
236-1/4
Screw Qty
Available at
Edges (ea)
7
8
BALLOON PANELS
4
3-1/2
92-1/4
1-1/8
HFX-12,15,18,21 & 24x9
HFX-12,15,18,21 & 24x10
HFX-15,18,21 & 24x11
104-1/4
116-1/4
128-1/4
Model
Number
Net
Height
(in)
Depth
(in)
1
Hold Down
Diameter
(in)
HFX-15,18,21 & 24x12
HFX-15,18,21 & 24x13
140-1/4
152-1/4
Screw Qty
Available at
Edges (ea)
5
6
HFX-12,15,18,21 & 24x78 78
HFX-9x79.5 79-1/2
Top
Screw Qty
(ea)
HFX-SERIES 78 IN. THRU 13 FOOT
Model
Number
Net
Height
(in)
Depth
(in)
2
3
2
3
PANCAKE FIXTURE
AS NEEDED
INSTALLATION INSTRUCTIONS
When installing directly on concrete, place Panel over bolts and connect
with (1 ea) Hardened Round, (2 ea) Round-Flat or (2 ea) SAE Washers
below (1 ea) Grade 8 or 2H Heavy Hex Nut. Secure with a deep socket
(recommended) until "Snug Tight".
If bottom connection is not detailed on plans, confirm with Design
Professional before installing on Nuts & Washers or on a Mudsill.
Use 1/4"x4-1/2" USP-WS Series screws (or equal) at top connections
with a 2x filler. If the top of Panel is in direct contact with the collector
above (top plates, header, beam, etc.) use1/4 x 3" (minimum)
For installations with a 4x filler above 1/4" diameter screws are required
at the Panel edges to brace for the out-of-plane hinge or when they are
specified by the Design Professional.
C)
D)
Hold down bolts connect to the Panel base with (1 ea) Hardened Round,
(2 ea) Round-Flat or (2 ea) SAE Washers below (1 ea) Grade 8 Hex Nut
on each rod or as specified by the Building Design Professional.
1/4" diameter USP-WS Series screws (or equal). Length is 3" (minimum)
when attached directly to the collector and 4-1/2" (minimum) when
installing a 2x filler above the Panel.
Adjacent framing with 1/4" diameter screws is required at the edges
when installing a 4X filler above or when specified by the Design
Professional.
1)
2)
3)
A)
B)
5INSTALLATION ON FOUNDATION
HFX-9x8 93-3/4
2TOP CONNECTION TO HEADER
TRIMMERS PER
DESIGN PROFESSIONAL
OPTIONAL
SOFFIT
4"
4"
4"
1A. WELDED STRAPS ARE AVAILABLE FROM MANUFACTURER WHEN REQUIRED BY THE DESIGN
PROFESSIONAL.
1B. WHEN STRAPS ARE FIELD INSTALLED THE DESIGN AND CONNECTION IS BY THE DESIGN
PROFESSIONAL. CONNECTION TO PANEL WITH SELF TAPPING SCREWS IS PERMITTED.
2. A 2x WOOD FILLER WITH 1/4"x4-1/2" (MIN.) USP "WS" SERIES SCREWS OR EQUAL IS PERMITTED.
3. WHEN CRIPPLE STUDS OCCUR, SHEAR TRANSFER DESIGN TO BE PER THE
DESIGN PROFESSIONAL.
4A. THERE IS NO "INSIDE" OR "OUTSIDE" FACE OF PANEL. TO PREVENT THE NEED FOR ADDITIONAL
HOLES ORIENT THE PANEL CAVITY TOWARD THE FIXTURE BEING INSTALLED.
4B. A 1" DIA. HOLE MAY BE ADDED IN THE PANEL FACE WHEN IT IS LOCATED IN THE UPPER HALF OF
THE PANEL HEIGHT AND IS 4" MIN. FROM ANY EDGE. FOR PANELS MORE THAN 12" WIDE,
ADDITIONAL HOLES MUST ALSO BE 1" MINIMUM ABOVE AND BELOW THE 3" DIA. HOLE PROVIDED.
4C. FOR HOLES LARGER THAN 1" DIA. OR TO ADD MORE THAN ONE HOLE
CONTACT HARDY FRAMES, INC.
3
1B
2
1A
4
1
1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN
PANEL BASE AND CONCRETE.
2. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT WASHERS AND
1 EA. GRADE 8 HEX NUT. SEE HFX1 FOR ANCHORAGE.
3. ADJACENT FRAMING OPTIONAL U.N.O. BY BUILDING DESIGN PROFESSIONAL.
3
2
1. TRIMMERS PROVIDE FULL BEARING FOR HEADER ABOVE, DESIGN AND
CONNECTIONS BY OTHERS.
2. 6x HEADER.
3. WOOD MEMBERS MAY BE INSERTED VERTICALLY OR HORIZONALLY
IN CAVITY FOR BACKING AS NEEDED.
1
1
2
4
3
1
1. PLUS OR MINUS 1-1/2" GAP TO BE FILLED WITH MIN 5,000 PSI STRENGTH
NON-SHRINK GROUT.
2. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT WASHERS AND
1 EA. GRADE 8 HEX NUT. SEE HFX1 FOR ANCHORAGE.
1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN
PANEL BASE AND CONCRETE.
2. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT WASHERS AND
1 EA. GRADE 8 HEX NUT AT BOTH ENDS. SEE HFX1 FOR ANCHORAGE.
1
2
1. 15# FELT OR EQUIVALENT MOISTURE BARRIER
RECOMMENDED BETWEEN PANEL BASE AND
CONCRETE.
2. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA.
ROUND-FLAT WASHERS AND 1 EA. GRADE 8 HEX NUT.
SEE HFX1 FOR ANCHORAGE.
3. WELDED CONNECTION BY HARDY FRAMES, INC. (NO
FIELD CONNECTION REQUIRED).
4. A 2x FILLER WITH 1/4" x 4-1/2" MIN USP-WS SCREWS
(OR EQUAL) IS PERMITTED.
5. WHEN REQUIRED BY THE BUILDING DESIGN
PROFESSIONAL ATTACH ADJACENT WOOD MEMBERS
TO PANEL WITH 1/4" USP-WS SCREWS (OR EQUAL)
THROUGH THE PANEL EDGE INTO THE WOOD
MEMBER.
2
1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN
PANEL BASE AND CONCRETE.
2. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT WASHERS AND
1 EA. GRADE 8 HEX NUT. SEE HFX1 FOR ANCHORAGE.
2
1
1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN
PANEL BASE AND CONCRETE.
2. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT WASHERS AND
1 EA. GRADE 8 HEX NUT AT BOTH ENDS. SEE HFX1 FOR ANCHORAGE.
3. ADACCENT FRAMING WITH 1/4" DIAMETER SCREWS IS INSTALLED AT THE
EDGES WHEN INSTALLING A 4x FILLER ABOVE OR WHEN SPECIFIED BY DESIGN
PROFESSIONAL.
2
1
3
1. 4x WOOD FILLER WITH USP MP4-F CONNECTORS (OR EQUAL) BY BUILDING
DESIGN PROFESSIONAL.
2. 1/4" x 3" (MIN) USP "WS-SERIES" SCREWS (OR EQUAL). QUANTITY PER TABLES
3. ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS IS INSTALLED AT THE EDGES
WHEN INSTALLING A 4x FILLER ABOVE OR WHEN SPECIFIED BY DESIGN
PROFESSIONAL.
4. OPTIONAL LEDGER PRE-DRILL 3/16" DIA. HOLES, EVENLY SPACED IN FACE OF
PANEL AND INSTALL 1/4" DIA. WOOD SCREWS INTO 2x (MIN.) WOOD
LEDGER LOCATED IN PANEL CAVITY.
5. CONNECTOR AND ATTACHMENT BY BUILDING DESIGN PROFESSIONAL.
4
5
3
1
2
1. CAVITY ORIENTED FOR CONNECTION ACCESS.
2. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA.
ROUND-FLAT WASHERS AND 1 EA. GRADE 8 HEX
NUT AT BOTH ENDS. SEE HFX1 FOR
ANCHORAGE.
3. 8 INCH FRAMING ABOVE (MIN).
4. A 2x FILLER WITH 1/4" x 4-1/2" MIN USP-WS
SCREWS (OR EQUAL) IS PERMITTED.
5. WOOD BACKING FIELD INSTALLED AS NEEDED.
SECTION A 4
1 2
5
3
5
1
A
4 3
2
NOTES:
9" Width = 5
12" Width = 6
15" Width = 8
18" Width = 10
21" Width = 12
24" Width = 14
TOP PLATE CONNECTIONS 6
6a 6b
21
1. 1/4" x 3" (MIN) USP "WS-SERIES" SCREWS (OR EQUAL). QUANTITY PER TABLES
2. 1/4" x 4-1/2" (MIN) USP "WS-SERIES" SCREWS (OR EQUAL). QUANTITY PER TABLES
3. 2x WOOD FILLER.
3
HFX-12,15,18,21 & 24x8
B
D
C
A
4-1-2014
Refer to Manufacturer Specifications, Details and ESR Report for Additional Requirements
Review is only for general conformance with the design concept of
the project and general compliance with the information included in
the Contract Documents. Any action shown is subject to the
requirements of the drawings and specifications. Contractor is
responsible for correlating and confirming dimensions at the job site;
choice of fabrication processes and techniques of construction;
coordination of all work of this Submittal with that of other trades;
and performing the work in a safe and satisfactory manner.
Date:By:
NO EXCEPTIONS TAKEN
REJECTED
REVISE & RESUBMIT
MAKE CORRECTIONS NOTED
- DO NOT RESUBMIT
Ashley Vance&
EN NEEGI NI GR NIC.,
6/9/16
S-6.11 - HFX2-FRMG
Refer to Manufacturer Specifications, Details and ESR Report for Additional Requirements
REVISIONS DATE
HFX3
DATE:HFX-Series Panels at Typical Floor System DetailsFLRS
PANEL WIDTH
HD HOLE
3"3"
3 1/2"
TRUSS DESIGN AND
CONNECTIONS BY
TRUSS DESIGN
PROFESSIONAL
NOTE:
A. INSTALLATION WITHOUT HARDY FRAME BEARING PLATE (HFXBP)
INCREASES DEFLECTION AND MAY RESULT IN A DECREASE OF
ALLOWABLE SHEAR VALUES BUILDING DESIGN PROFESSIONAL MUST
ANALYZE EFFECTS.
B. TRUSS DESIGN PROFESSION TO CHECK LATERAL SHEAR AND
OVERTURNING MOMENT OF TRUSS SYSTEM.
C. END BLOCK CONFIGURATION MAY CHANGE TO ACCOMMODATE
SPECIFIC JOB CONDITIONS.
®
STEEL BEAM BY
BUILDING
DESIGN
PROFESSIONAL
BUILDING DESIGN PROFESSIONAL TO DESIGN
A. LOAD PATH FROM BEAM TO FOUNDATION.
B. INSTALLATION WITHOUT HARDY FRAME BEARING PLATE (HFXBP) INCREASES
PANEL DEFLECTION AND MAY RESULT IN A DECREASE OF ALLOWABLE SHEAR
VALUES. BUILDING DESIGN PROFESSIONAL MUST ANALYZE EFFECTS.
C. BEAM DEFLECTION MAY INCREASE TOTAL DRIFT OF PANEL. BUILDING DESIGN
PROFESSIONAL MUST ANALYZE EFFECTS.
®
RAISED STEM WALL
HFXBP24
HFXBP1
8
HFXBP12
PANEL WIDTH PANEL WIDTH
PANEL WIDTH
3"
®NOTE:
INSTALLATION WITHOUT HARDY FRAME BEARING PLATE
(HFXBP) MAY INCREASE DEFLECTION AND RESULT IN A
DECREASE OF ALLOWABLE SHEAR VALUE. BUILDING DESIGN
PROFESSIONAL MUST ANALYZE EFFECTS
NOTE:
INSTALLATION WITHOUT HARDY FRAME BEARING PLATE (HFXBP) RESULTS IN
A DECREASE OF ALLOWABLE SHEAR VALUE. BUILDING DESIGN
PROFESSIONAL MUST ANALYZE EFFECTS
®
NOTE:
COUPLING NUTS MAY BE USED WHEN THREADED ROD IS SUBJECT TO
TENSION LOADS ONLY.
NOTE: COUPLING NUTS MAY BE USED WHEN THREADED ROD
IS SUBJECT TO TENSION LOADS ONLY.THIS DETAIL SHEET IS NOT PROPRIETARY AND IS NOT REQUIREDFOR PLAN SUBMITTAL WITH HARDY FRAME PRODUCTS®POST ON DBL. NUT RAISED-BEARING PL RAISED-OS CORNER
STACK @ OS CORNER PYRAMID STACK
STAGGERED-THRU BOLTPOSTS BELOW STAGGERED TO POSTWOOD BM THRU BOLT STEEL BM-WELDED HDOPEN WEB TRUSS
1234
78
91011121314
BUILDING DESIGN PROFESSIONAL TO DESIGN
A. LOAD PATH FROM BEAM TO FOUNDATION.
B. INSTALLATION WITHOUT HARDY FRAME BEARING PLATE (HFXBP) INCREASES
PANEL DEFLECTION AND MAY RESULT IN A DECREASE OF ALLOWABLE SHEAR
VALUES. BUILDING DESIGN PROFESSIONAL MUST ANALYZE EFFECTS.
C. BEAM DEFLECTION MAY INCREASE TOTAL DRIFT OF PANEL. BUILDING DESIGN
PROFESSIONAL MUST ANALYZE EFFECTS.
HFXBP2
1
HFXBP15
PANEL WIDTH
PANEL WIDTH
NOTE: HARDY FRAME "STK" WASHERS ARE REQUIRED IN THE TOP OF PANELS WHEN
CONNECTING TO A HOLD DOWN ROD FROM ABOVE. HARDY FRAME "STK PANELS" INCLUDE
STK WASHERS PRE-WELDED IN THE TOP CHANNEL.
Hold down bolts specified as Standard Grade (STD) must comply with ASTM F1554 Grade 36 (or equal)
Hold down bolts specified as High Strength (HS) must comply with ASTM A 193 Grade B7 (or equal).
HD bolts (both grades) connect to the base of the Panel above with one Hardened Round, two Flat or
two SAE Washers and a Grade 8 Hex Nut (or equal).
HD bolts (both grades) connect to the top channel of the Panel below with a Hardy Frame Stacking
(STK) Washer (may be pre-welded in a Hardy Frame "STK" Panel), one Hardened Round, two Flat or
two SAE Washers and a Grade 8 Hex Nut (or equal).
1/4" diameter USP-WS Series screws (or equal). Length is 3" (minimum) when attaching directly to the
collector and 4-1/2" (minimum) when installing a 2x filler above the Panel.
1/4" diameter USP-WS Series screws (or equal). Length is 4-1/2" (minimum) through base of Panel and
3" (minimum) at Hardy Frame Bearing Plate (HFXBP).
1/4" diameter screws are required at the edges when installing a 4x filler above or when specified by the
Design Professional.
2
)
3
)
1
)
INSTALLATION ON FLOOR SYSTEMS WITH HARDY FRAME BEARING PLATE (HFXBP)
A) Install a solid 4x (min) rim in floor system below Panel. Table values assume Engineered Wood Product
(EWP).
B) Notch floor sheathing and screw ends of HFXBP to rim with 1/4"x3" (min) USP "WS" Series Screws
(or equal).
C) Install Panel on HFXBP, connect with threaded rod grade specified on plans and secure base of Panel with
Hardened Round Washer and Grade 8 Nut (or equal). Nuts to be snug tight.
D) When stacking to a Panel below, "STK" Panels include "STK Washers" pre-welded in the top channel,
or field install "STK" Washer, Hardened Round Washer and a Grade 8 Nut in the top channel of the Panel
below.
E) When more than 12 screws are required for minimum bottom screw quantity, install 1/4"x4-1/2" Screws
through Panel base and HFXBP into rim.
F) For standard wall heights, install a 2x filler above Panel (Dtl 6/HFX2). For larger fillers see Dtl 10/HFX2.
NOTE: Installations may vary with specific job conditions and/or specifications by the Design Professional.
®
®
®
®
®
®
± 1 1/2"
4
)
1. 1/4" x 4-1/2" (MIN) USP-WS SCREWS (OR EQUAL) PER TABLE.
2. HARDY FRAME "STK WASHER" AT TOP OF PANEL WHEN CONNECTING TO
HOLD DOWN ABOVE.
3. ALL THREAD ROD PER PLANS.
4. 4x (MIN) RIM, TABLES SPECIFY ENGINEERED WOOD PRODUCT.
5. FLOOR SHEATHING NOTCHED FOR BEARING PLATE (HFXBP).
6. HARDY FRAME BEARING PLATE (HFXBP) WITH 6 EA.1/4" DIA. x 3" (MIN)
USP-WS SCREWS (OR EQUAL) AT EACH END. WHEN MORE THAN 12 EA.
SCREWS ARE REQUIRED INSTALL 1/4" x 4-1/2" (MIN) SCREWS THROUGH
BASE OF PANEL.
7. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT WASHERS AND
1 EA. GRADE 8 HEX NUT AT BOTH ENDS.
8. USP MP4 F CONNECTORS OR EQUAL BY BUILDING DESIGN PROFESSIONAL.
®
®
1
2
3
45
7
8
7
6
5
4
1
2
38
1. 1/4" x 4-1/2" (MIN) USP-WS SCREWS (OR EQUAL) PER TABLE.
2. HARDY FRAME "STK WASHER" AT TOP OF PANEL WHEN CONNECTING TO
HOLD DOWN ABOVE.
3. ALL THREAD ROD HOLD DOWN WITH PLATE WASHER AS DETERMINED BY THE
BUILDING DESIGN PROFESSIONAL AT UNDERSIDE OF BEAM PER PLANS.
4. 4x (MIN) RIM, TABLES SPECIFY ENGINEERED WOOD PRODUCT.
5. FLOOR SHEATHING NOTCHED FOR BEARING PLATE (HFXBP).
6. HARDY FRAME BEARING PLATE (HFXBP) WITH 6 EA.1/4" DIA. x 3" (MIN)
USP-WS SCREWS (OR EQUAL) AT EACH END. WHEN MORE THAN 12 EA.
SCREWS ARE REQUIRED INSTALL 1/4" x 4-1/2" (MIN) SCREWS THROUGH
BASE OF PANEL.
7. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT WASHERS AND
1 EA. GRADE 8 HEX NUT AT BOTH ENDS.
8. USP MP4 F CONNECTORS OR EQUAL BY BUILDING DESIGN PROFESSIONAL.
®
®
®
1. 4x (MIN) RIM, TABLES SPECIFY ENGINEERED WOOD PRODUCT.
2. FLOOR SHEATHING NOTCHED FOR BEARING PLATE.
3. HARDY FRAME BEARING PLATE (HFXBP) WITH 6 EA.1/4" DIA. x 3" (MIN)
USP-WS SCREWS (OR EQUAL) AT EACH END. WHEN MORE THAN 12 EA.
SCREWS ARE REQUIRED INSTALL 1/4" x 4-1/2" (MIN) SCREWS THROUGH
BASE OF PANEL.
4. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT WASHERS AND
1 EA. GRADE 8 HEX NUT AT BOTH ENDS.
5. USP MP4 F CONNECTORS OR EQUAL BY BUILDING DESIGN PROFESSIONAL.
5
2 1
3
1. 1/4" x 4-1/2" (MIN) USP-WS SCREWS (OR EQUAL) PER TABLE.
2. HARDY FRAME "STK WASHER" AT TOP OF PANEL WHEN CONNECTING TO
HOLD DOWN ABOVE.
3. ALL THREAD ROD PER PLANS.
4. 4x (MIN) RIM, TABLES SPECIFY ENGINEERED WOOD PRODUCT.
5. FLOOR SHEATHING NOTCHED INSTALL PANEL DIRECTLY ON RIM.
6. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT WASHERS AND
1 EA. GRADE 8 HEX NUT AT BOTH ENDS.
7. 1/4" x 4 1/2 (MIN) USP-WS SCREWS (OR EQUAL) THROUGH BOTTOM OF PANEL
MIN QUANTITY PER TABLE.
2
1
5
7
6
1. 1/4" x 4 1/2" (MIN) USP-WS SCREWS (OR EQUAL) PER TABLE.
2. HARDY FRAME "STK WASHER" AT TOP OF PANEL WHEN CONNECTING TO
HOLD DOWN ABOVE.
3. 4x (MIN) RIM, TABLES SPECIFY ENGINEERED WOOD PRODUCT.
4. ALL THREAD ROD PER PLANS.
5. FLOOR SHEATHING NOTCHED FOR BEARING PLATE.
6. HARDY FRAME BEARING PLATE (HFXBP) WITH 6 EA.1/4" DIA. x 3" (MIN)
USP-WS SCREWS (OR EQUAL) AT EACH END. WHEN MORE THAN 12 EA.
SCREWS ARE REQUIRED INSTALL 1/4" x 4-1/2" (MIN) SCREWS THROUGH
BASE OF PANEL.
7. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT WASHERS AND
1 EA. GRADE 8 HEX NUT AT BOTH ENDS.
4
21
5 7
®
®
3
4
NOTE
INSTALLATION WITHOUT HARDY FRAME BEARING PLATE (HFXBP) MAY INCREASE
DEFLECTION AND RESULT IN A DECRESE OF ALLOWABLE SHEAR VALUE,
BUILDING DESIGN PROFESSIONAL MUST ANALYZE EFFECTS.
3
®
®
1. ACCESS HOLE LOCATED AT EDGE OF POST.
2. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT WASHERS AND
1 EA. GRADE 8 HEX NUT. SEE HFX1 FOR ANCHORAGE.
3. PLUS OR MINUS 1-1/2" GAP TO BE FILLED WITH MINIMUM 5,000 PSI
STRENGTH NON-SHRJNK GROUT.
1 2
3
1. FLOOR SHEATHING NOTCHED FOR BEARING PLATE (HFXBP).
2. HARDY FRAME BEARING PLATE (HFXBP) WITH 6 EA.1/4" DIA. x 3" (MIN)
USP-WS SCREWS (OR EQUAL) AT EACH END. WHEN MORE THAN 12 EA.
SCREWS ARE REQUIRED INSTALL 1/4" x 4-1/2" (MIN) SCREWS THROUGH
BASE OF PANEL.
3. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT WASHERS AND
1 EA. GRADE 8 HEX NUT. SEE HFX1 FOR ANCHORAGE.
1
3
2
1. 4x (MIN) RIM, TABLES SPECIFY ENGINEERED WOOD PRODUCT.
2. FLOOR SHEATHING NOTCHED FOR BEARING PLATE (HFXBP).
3. HARDY FRAME BEARING PLATE (HFXBP) WITH 6 EA.1/4" DIA. x 3" (MIN)
USP-WS SCREWS (OR EQUAL) AT EACH END. WHEN MORE THAN 12 EA.
SCREWS ARE REQUIRED INSTALL 1/4" x 4-1/2" (MIN) SCREWS THROUGH
BASE OF PANEL.
4. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT WASHERS AND
1 EA. GRADE 8 HEX NUT. SEE HFX1 FOR ANCHORAGE.
5. USP MP4 F CONNECTORS OR EQUAL BY BUILDING DESIGN PROFESSIONAL.
®
5
1
2 3
4
1. 4x (MIN) RIM, TABLES SPECIFY ENGINEERED WOOD PRODUCT.
2. FLOOR SHEATHING NOTCHED FOR BEARING PLATE (HFXBP).
3. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT WASHERS AND
1 EA. GRADE 8 HEX NUT. SEE HFX1 FOR ANCHORAGE.
4. 1/4" x 4 1/2 (MIN) USP-WS SCREWS (OR EQUAL) THROUGH BOTTOM OF
PANEL MIN QUANTITY PER TABLE.
5. USP MP4 F CONNECTORS OR EQUAL BY BUILDING DESIGN PROFESSIONAL.
1
2
5
3
4
1. WOOD BEAM PER PLAN.
2. ALL THREAD HOLD DOWN WITH PLATE WASHER AS DETERMINED BY THE
BUILDING DESIGN PROFESSIONAL AT UNDERSIDE OF BEAM PER PLAN.
3. FLOOR SHEATHING NOTCHED FOR BEARING PLATE.
4. HARDY FRAME BEARING PLATE (HFXBP) WITH 6 EA.1/4" DIA. x 3" (MIN)
USP-WS SCREWS (OR EQUAL) AT EACH END. WHEN MORE THAN 12 EA.
SCREWS ARE REQUIRED INSTALL 1/4" x 4-1/2" (MIN) SCREWS THROUGH
BASE OF PANEL.
5. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT WASHERS AND
1 EA. GRADE 8 HEX NUT.
2
1
3
5
®
4
1. HOLD DOWN ALL THREAD RODS WELDED TO STEEL BEAM BY BUILDING
DESIGN PROFESSIONAL.
2. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT WASHERS AND
1 EA. GRADE 8 HEX NUT.
3. 1/4" MIN USP-WS SCREWS (OR EQUAL)MAY BE INSTALLED FOR ADDITIONAL
SHEAR TRANSFER.
1
23
1. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT WASHERS AND
1 EA. GRADE 8 HEX NUT AT BOTH ENDS.
2. 1/4" MIN USP-WS SCREWS (OR EQUAL) WITH FULL PENETRATION INTO TOP
CHORD OF BLOCK.
2
1
3"
3"
3"
3" 3" 3" 3"
3" 3"
STRAIGHT STACK 6
3"
1. 1/4" x 4-1/2" (MIN) USP-WS SCREWS (OR EQUAL) PER TABLE.
2. HARDY FRAME "STK WASHER" AT TOP OF PANEL WHEN CONNECTING TO
HOLD DOWN ABOVE.
3. 4x (MIN) RIM, TABLES SPECIFY ENGINEERED WOOD PRODUCT.
4. ALL THREAD ROD PER PLANS.
5. FLOOR SHEATHING NOTCHED FOR BEARING PLATE (HFXBP).
6. HARDY FRAME BEARING PLATE (HFXBP) WITH 6 EA.1/4" DIA. x 3" (MIN)
USP-WS SCREWS (OR EQUAL) AT EACH END. WHEN MORE THAN 12 EA.
SCREWS ARE REQUIRED INSTALL 1/4" x 4-1/2" (MIN) SCREWS THROUGH
BASE OF PANEL.
7. 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT WASHERS AND
1 EA. GRADE 8 HEX NUT.
8. USP MP4 F CONNECTORS OR EQUAL BY BUILDING DESIGN PROFESSIONAL.
1
3
4
6
7
5
8
®
®
2
6
CRIPPLE WALL 5
1) USP POST BASE BY THE DESIGN PROFESSIONAL
2) USP POST CAP BY THE DESIGN PROFESSIONAL
3) 4x (MIN) RIM AND STRUCTURAL FRAMING BY THE DESIGN
PROFESSIONAL
4) FLOOR SHEATHING NOTCHED FOR BEARING PLATE.
5) HARDY FRAME BEARING PLATE (HFXBP) WITH 6 EA.1/4" DIA. x 3"
(MIN) USP-WS SCREWS (OR EQUAL) AT EACH END. WHEN MORE
THAN 12 EA. SCREWS ARE REQUIRED INSTALL 1/4" x 4-1/2" (MIN)
SCREWS THROUGH BASE OF PANEL.
6) 1 EA. HARDENED ROUND, 2 EA. SAE OR 2 EA. ROUND-FLAT
WASHERS AND 1 EA. GRADE 8 HEX NUT. SEE HFX1 FOR
ANCHORAGE.
4
1
6
5
®
6
2
3
®
4
4
3-1/2
HFX-12,15,18,21 & 24x8 92-1/4
1-1/8
HFX-12,15,18,21 & 24x9
HFX-12,15,18,21 & 24x10
HFX-15,18,21 & 24x11
104-1/4
116-1/4
128-1/4
HFX-15,18,21 & 24x12
HFX-15,18,21 & 24x13
140-1/4
152-1/4
5
6
Screw Quantity
12" Width 6
15" Width 8
18" Width 10
21" Width 12
24" Width 14
Top
(ea)
6
8
10
12
14
Bott
(ea)
Model
Number
Net
Height
(in)
Depth
(in)
1
Hold Down
Diameter
(in)
Screw Qty
Available at
Edges (ea)
2 3
4
Panel
POST
POSTHARDY FRAME
®HARDY FRAME
®HARDY FRAME ®
POST
C
B
A
4-1-2014
Review is only for general conformance with the design concept of
the project and general compliance with the information included in
the Contract Documents. Any action shown is subject to the
requirements of the drawings and specifications. Contractor is
responsible for correlating and confirming dimensions at the job site;
choice of fabrication processes and techniques of construction;
coordination of all work of this Submittal with that of other trades;
and performing the work in a safe and satisfactory manner.
Date:By:
NO EXCEPTIONS TAKEN
REJECTED
REVISE & RESUBMIT
MAKE CORRECTIONS NOTED
- DO NOT RESUBMIT
Ashley Vance&
EN NEEGI NI GR NIC.,
6/9/16