HomeMy WebLinkAboutDRB12045917M IJ,
CcMidMNUN17Y DEVELOPMEN7
Design Review Board
'T'I'N FORM
Depaurtrrment of Community IDevelopment
7'5 'South Furontage Road, V,aiil, Colorado, 81657
tell: 97'0.479.2139 fax: 970.479.2452
web: www.vaiilgov.cormi
Project Name: ]AT RES. DECK SUPPORT REPAIRS DRB Number: DRB120459
Project Description:
REHABILITATE EXISTING DECK STRUCTURAL SUPPORT SYSTEM.
Participants:
OWNER ]AT FAMILY PARTNERSHIP LLLP 09/24/2012
1200 17TH ST STE 1025
DENVER, CO
80202
APPLICANT ]AT FAMILY PARTNERSHIP LLLP 09/24/2012
1200 17TH ST STE 2420
DENVER
CO 80202
Project Address: 223 BEAVER DAM RD VAIL
Location:
Legal Description: Lot: 39 Block: 7 Subdivision: VAIL VILLAGE FILING 1
Parcel Number: 2101 - 071 - 1200 -4
Comments: See conditions
BOARD /STAFF ACTION
Motion By: Action: STAFFAPP
Second By:
Vote: Date of Approval: 09/28/2012
Conditions:
Cond: 8
(PLAN): No changes to these plans may be made without the written consent of Town of
Vail staff and /or the appropriate review committee(s).
Cond: 0
(PLAN): DRB approval does not constitute a permit for building. Please consult with
Town of Vail Building personnel prior to construction activities.
Cond: 201
(PLAN): DRB approval shall not become valid for 20 days following the date of
approval, pursuant to the Vail Town Code, Chapter 12 -3 -3: APPEALS.
Cond:202
(PLAN): Approval of this project shall lapse and become void one (1) year following
the date of final approval, unless a building permit is issued and construction is
commenced and is diligently pursued toward completion.
Cond: CON0012835
The applicant shall match all the new and repaired deck columns and supports to the
existing architectural style, marterials, and colors prior to requesting a final
planning inspection.
Planner: Warren Campbell DRB Fee Paid: $20.00
TOWN OF VA
SEP 21 2012
X,ySpM 3�
TOWN OF VAI
Department of Community Development
75 South Frontage Road
Vail, CO 81657
Tel: 970-479 -2128
www.vailgov.com
Development Review Coordinator
Application for Design Review
Minor Exterior Alteration
General Information: This application is required for all proposals involving minor changes to buildings and site improve-
ments, such as roofing, painting, window additions, landscaping, fences, retaining walls, etc. Applicable Vail Town
Code sections can be found at www.vail-Qov.com under Vail Information — Town Code Online. All projects requiring de-
sign review must receive approval prior to submitting a building permit application An application for Design Review
cannot be accepted until all required information is received by the Community Development Department, as outlined in
the submittal requirements. The project may also need to be reviewed by the Town Council and /or the Planning and
Environmental Commission. Design review approval expires one year from the date of approval, unless a building per-
mit is issued and construction commences.
Fee: $250 for Multi - Family /Commercial
$20 for Single Family /Duplex
Single Family ( Duplex Multi - Family I Commercial
Description of the Request: t X < ��'� �. J ppurt5
Physical Address:
Parcel Number:
Property Owner:
Mailing Address
2Z 3 RICA ✓v L)c-jeyj J�V
L (01 U? 11 L Oo y (Contact Eagle Co. Assessor at 970 - 328 -8640 for parcel no.)
Cam( wcv,15:
Phone: 333
Owner's Signature:.-
Primary Contact/ Owner Representative:
Mailing Address: /Oeof -f ".,7a '10r .V4 a0.?D _ e2r ed 914%?62,
Phone: -T03 Rtom' /00 rJQ
E -Mail: �/��•E�IEtotri.r� . Gv..�Fax:
For Office Use Only:
Cash V/CC: Visa / MC Last 4 CC # Exp. Date: _ Auth It Check #
Fee Paid: 4, c),o Received From:._ —.I IT r 4 Cnw6ilrgD5
Meeting Date: DRB No.: Q � l
Planner: Project No:
Zoning:
Location of the Proposal: Lot:_ 39 Block:
Land Use:
Subdivision:_VP�IL_ 'i/ 1LLIVISVE
RESOLUTION
D E S I G N
9.21.12
Town of Vail
Community Development
75 South Frontage Road
Vail, Colorado 81658
Attn: Mr. Bill Gibson, AICP
Town Planner
Re: The Edwards Residence
223 Beaver Dam Road
Exterior Deck Rehabilitation
Dear Bill,
We are pleased to submit the attached documents describing the work to be completed
on the Edwards Residence located at 223 Beaver Dam Road. As we discussed in our
meeting on Friday, September 14, the proposed work is intended to rehabilitate and
make usable the exterior decks of the home. As such, we are applying to DRB for a
"Minor Exterior Alteration ".
As you can see from the attached documents, the existing deck support structure has
deteriorated to the point that the decks are no longer deemed safe to use. The
proposed work is to make the deck support structure functional and safe for the Owner
and his family. We are neither increasing, nor decreasing the existing size or
configuration of the decks in any way.
Therefore, we are requesting that the work as proposed be approved as soon as
possible by your department. This will allow the documents to be submitted to Town of
Vail Building Department for a construction permit, and the work to be completed prior to
the coming winter months.
Should you have any questions, please feel free to contact me at any time
Regards,
Ronald D. Kirkham
architect / principal
ron@resodes.com
PO Box 5631 Vail, Colorado 81658 970.376.1793
ARCHITECTURE. DESIGN. SOLUTIONS.
Residence at 223 Beaver Dam Road
Exterior Deck Rehabilitation
Photo Descriptions
Note: Photo numbers correspond to numbers on Basement Level Floor Plan
1) Overall view of West elevation showing existing conditions.
2) Stucco clad CMU entry column showing that column has shifted on CMU footing.
3) Stucco clad CMU entry column showing insufficient CMU footing depth.
4) CMU and timber columns have shifted out of plumb.
5) Timber column on CMU footer has shifted on CMU footing of insufficient depth. Timber is not
tied to footing.
6) View of timber columns that have shifted out of plumb.
7) Timber column on CMU base has shifted. Timber is not tied to footing.
8) East deck from below showing sagging deck.
9) Timber column on concrete footing that has shifted. Timber is not tied to footing.
10) Timber column on concrete footing that has shifted /heaved. Timber is not tied to footing and is
shimmed with wood shims.
11) Timber column on concrete footing that has shifted /heaved. Timber is not tied to footing.
12) View of tops of timber columns showing how deck has shifted when footings moved.
13) View of deck looking north indicating substantial deck movement.
PO Box 5631
ARCHITECTURE.
,MANJ�
RESOLUTION
D E S I G N
Vail, Colorado 81658
DESIGN.
970.376.1793
SOLUTIONS.
Residence at 223 Beaver Dam Road
Exterior Deck Rehabilitation
Photo #1: West elevation: overall view
Photo #2: CMU Column Base
Residence at 223 Beaver Dam Road
Exterior Deck Rehabilitation
Photo #3: CMU Column on Footer
Photo #4: Columns & Bases
Residence at 223 Beaver Dam Road
Exterior Deck Rehabilitation
Photo #5: Timber Column on CMU footer
Photo #6: Timber columns on CMU footers
Residence at 223 Beaver Dam Road
Exterior Deck Rehabilitation
Photo #7: Timber columns on CMU footers
Photo #8: East deck from below
Residence at 223 Beaver Dam Road
Exterior Deck Rehabilitation
Photo #9: Timber column on concrete footer #1
Photo #10: Timber column on concrete footer #2
Residence at 223 Beaver Dam Road
Exterior Deck Rehabilitation
Photo #11: Timber column on concrete footer #3
Photo #12: Timber columns tops
Residence at 223 Beaver Dam Road
Exterior Deck Rehabilitation
Photo #12: Looking North at existing deck
rd
RESOLUTION
D E S I G N
PO Box 5631 Vail, Colorado 81658 970.376.1793
ARCHITECTURE. DESIGN. SOLUTIONS.
EXISTING 2X12 WD_
BEAMS TO BE
REPLACED_ RE=
STRUCTURAL
EX15TING (ox5 WC
BEAM TO BE
REPLACED_ RE;
STRUCTURAL
EXISTING 2X6 DE
TO REMAIN TYP_
r
1-05T5 AND r►
KAILING TO RE
EXISTING 2Xta DE
TO REMAIN TYP.
5E OND LEVEL PLAN
A1.0 SCALE; 1/4 "=1 °_o.►
EXISTING CONC. COLUMN
FOOTINGS TO BE
REPLACED A5 --
REQUIRED. RE--
STRUCTURAL
GENERAL NOTES
1_ CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING TEMPORARY SERVICES SUCH AS
POWER, LIGHT, HEAT, ENCLOSURES, WATER, SANITARY FACILITIES, EROSION AND SEDIMENT
CONTROL, TEMPORARY CONSTRUCTION FENCING, TREE AND PLANT PROTECTION, AND TRASH
REMOVAL ADEQUATE TO MEET REQUIREMENTS OF LOCAL ,JURISDICTIONS, MAINTAIN SAFETY OF
THE SITE, AND MAINTAIN QUALITY, FOR THE DURATION OF CONSTRUCTION_
2_ CONTRACTOR SHALL MAINTAIN QUALITY CONTROL OVER SUPPLIES, MANUFACTURERS,
PRODUCTS, SERVICES, SITE CONDITIONS AND WORKMANSHIP TO PRODUCE THE QUALITY LEVEL
SPECIFIED IN ALL CASES_
3, ALL PRODUCTS SHALL BE INSTALLED STRICTLY PER MANUFACTURER'S RECOMMENDATIONS
AND /OR STANDARD TRADE COUNCIL GUIDELINES_
4. COMMENCEMENT OF WORK OVER PREVIOUS WORK INDICATES THAT INSTALLER HAS REVIEWED
THE PREVIOUS WORK AND AGREES IT 15 ACCEPTABLE AS A SUBSTRATE FOR HIS WORK
g. ALL CONTRACTORS ARE RESPONSIBLE FOR REPAIRING OR REPLACING ANY DISTURBED OR
DAMAGED MATERIALS DURING THE SCOPE OF TH15 PROJECT_
1
8 �
EX15TING SX12 WD-
COLUMNS TO BE I
RE -USED
I
I
EX16TINGx DECK I
ABOVE
1
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
(I
f
I
EXISTING DECK I
ABOVE I
I
EXISTING CONC- COLUMN
FOOTINGS TO BE I
REPLACED AS I
REQUIRED. RE=
STRUCTURAL I
EXISTING IOXIO WD,
COLUMNS ♦ BE
.. Mr
I�
I
--------------------- ._.._ - - - --�
I
I
I
i
I
I
I
I
I
I
I
ci M-MMMM
TOWN OF VAIL
2009 INTERNATIONAL RESIDENTIAL CODE
2009 INTERNATIONAL PLUMBING CODE
2005 INTERNATIONAL MECHANICAL
DRAWING L I6T:
A1.0 ARCHITECTURAL FLOOR PLANS
$1.0 STRUCTURAL GENERAL NOTES,
FOUNDATION PLAN d DTLS_
52.0 5TRUCTUAL MAIN LEVEL DECK.
FRAMING PAND d DTI-5,
PHOTO DESCRIPTIONS OF
EXISTING CONDITIONS
------- LEI -----
INDICATES PHOTO
DESCRIPTION
PROVIDED OF
EXISTING CONDITIONS
TYP_
-----------------
P.01 sm1*31
V^ tbLOROb bi
WTA , =A,
Daite. 9.19*12
1 EASEMENT LEVEL PLAN
A1.0 SCALE; 1/4 " =1' -0"
., 0 a ,5
F
t G
z "
4
{ct
Daite. 9.19*12
1 EASEMENT LEVEL PLAN
A1.0 SCALE; 1/4 " =1' -0"
., 0 a ,5
GENERAL NOTES: 223 BEAVER DAM DECK REFURBISH JOB #0109 -12
DESIGN CRITERIA:
DECK LIVE LOAD:
100 PSF
DECK DEAD LOAD:
12 PSF
BASIC WIND SPEED (3 SEC GUST):
90 MPH
WIND EXPOSURE:
B
SEISMIC DESIGN CATEGORY:
C
IBC EDITION:
2009
FOUNDATION DESIGN:
1. THIS FOUNDATION HAS BEEN DESIGNED BASED ON THE RECOMMENDATIONS
SET FORTH IN GEOTECHNICAL REPORT #112 300A BY HP GEOTECH, INC.
CONSTRUCTION OF THIS FOUNDATION SHALL FOLLOW THE REQUIREMENTS
FROM THIS REPORT.
2. DESIGN OF FOOTINGS IS BASED ON A MAXIMUM ALLOWABLE BEARING
PRESSURE OF 2000 PSF.
3. SOIL VALUES AND CONDITIONS SHALL BE VERIFIED BY A REPRESENTATIVE OF
THE GEOTECHNICAL ENGINEER AND ANY REQUIRED SPECIAL INSPECTION FOR
SOILS AS INDICATED IN SECTION 1704.7 OF THE 2009 IBC. REPORT ANY
DISCREPANCIES FROM THE ORIGINAL FINDINGS TO THE STRUCTURAL ENGINEER,
4. FOOTINGS SHALL BE PLACED BELOW FROST DEPTH ON UNDISTURBED SOIL
OR ON STRUCTURAL FILL COMPACTED AS REQUIRED BY THE GEOTECHNICAL
ENGINEER.
5. PROVIDE PERIMETER FOUNDATION DRAINS PER THE GEOTECHNICAL
ENGINEER RECOMMENDATIONS.
STRUCTURAL MASONRY:
1. LOAD BEARING CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90
STANDARDS
2. MORTAR SHALL CONFORM TO ASTM 0270 AND ARTICLES 2.1 AND 2.6 A OF
TMS 602/ACI 530.1 /ASCE 6, EXCEPT FOR MORTARS LISTED IN SECTION
2103.9,2103. 10 AND 2103.11 OF THE 2009 IBC. DO NOT USE ADMIXTURES UNLESS
APPROVED BY STRUCTURAL ENGINEER.
3. GROUT SHALL COMPLYTO ARTICLE 22 OF TMS 602/ACI530.1 /ASCE 6. UNLESS
OTHERWISE REQUIRED, PROPORTION AND MIX GROUT OTHER THAN
SELF - CONSOLIDATING GROUT IN ACCORDANCE WITH THE REQUIREMENTS OF
ASTM C476. MINIMUM GROUT COMPRESSION STRENGTH EQUAL OR EXCEEDS
fm, BUT NOT LESS THAN 2000 PSI.
4. MASONRY SHALL HAVE A MINIMUM 28 DAY COMPRESSION STRENGTH OF
fm =1500 PSI.
5. PROVIDE (2) - #5 BARS EXTENDING A MINIMUM OF 2 FEET BEYOND EDGES OF
OPENINGS (BOTH VERTICAL GROUTED CELLS AND HORIZONTAL GROUTED BOND
BEAMS).
6. MASONRY WALLS SHALL BE GROUTED IN CELLS CONTAINING STEEL
REINFORCING UNLESS AUTHORIZED BY THE STRUCTURAL ENGINEER.
7. STRUCTURAL MASONRY SHALL BE LAID UP RUNNING BOND WITH EXPOSED
JOINTS TOOLED.
REINFORCED CONCRETE:
1. CONCRETE DESIGN IS BASED ON THE MOST CURRENT PUBLICATION OF
"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318).
2. STRUCTURAL CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE
STRENGTH OF 3000 PSI.
3. CONCRETE SHALL BE PROPORTIONED USING TYPE 1 -11 SULFATE RESISTANT
CEMENT. DO NOT USE ADMIXTURES CONTAINING CHLORIDE SALTS.
4. FOR COLD WEATHER CONCRETING PROCEDURES REFER TO THE "ACI MANUAL
OF CONCRETE PRACTICE."
5. EXPANSION ANCHORS SHALL BE LOCATED NO LESS THAN 6 BOLT DIAMETERS
FROM CONCRETE EDGES AND SPACED AT NO LESS THAN 12 BOLT DIAMETERS
UNLESS NOTED OTHERWISE.
6. CONCRETE FLOOR SLABS ON GRADE SHALL HAVE SAWN OR TOOLED
CONTROL JOINTS AT A MAXIMUM SPACING OF 12 FEET IN EACH DIRECTION. IF
POSSIBLE, LOCATE CONTROL JOINTS ALONG COLUMN GRIDLINES.
7. CONCRETE COVERAGE FOR REINFORCING STEEL (ACI 318 -95):
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
CONCRETE EXPOSED TO EARTH OR WEATHER:
#6 BAR THROUGH #18 BAR: 2"
#5 BAR, W31 OR D31 WIRE, AND SMALLER: 1 1/2"
CONCRETE NOT EXPOSED TO WEATHER NOR IN CONTACT WITH GROUND:
a. SLABS, WALLS AND JOISTS ( #11 BAR AND SMALLER):
#14 AND NO 18 BARS: 1112,
#11 BAR AND SMALLER: 3/4"
b. BEAMS AND COLUMNS:
PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS: 11/2,
REINFORCING STEEL:
1. EXCEPT WHERE OTHERWISE NOTED, REINFORCING BARS SHALL BE GRADE 60
EXCEPT TIES, FIELD BENT BARS AND BARS TO BE WELDED WHICH MAY BE GRADE
40. ALL REINFORCING BARS SHALL CONFORM TO ASTM SPEC.
2. FOR BARS #8 AND SMALLER, LAP BARS 36 DIAMETERS AT SPLICES IN
CONCRETE. DO NOT WELD OR USE MECHANICAL SPLICING DEVICES UNLESS
APPROVED BY ENGINEER.
3. HORIZONTAL BARS SHALL BE CONTINUOUS OR LAPPED WITH CORNER BARS
AT CORNERS. PROVIDE (2) - #5 BARS EXTENDING A MINIMUM OF 2 FEET BEYOND
EDGE OF ALL OPENINGS OR STEPS.
4. EXTEND REINFORCING STEEL A MINIMUM OF 2 FEET THROUGH COLD JOINTS.
COORDINATE ALL COLD JOINT LOCATIONS WITH ENGINEER.
5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM SPEC. A -185. LAP WELDED
WIRE FABRIC A MINIMUM OF TWO FULL MESH GRIDS.
STRUCTURAL WOOD FRAMING:
1. EXCEPT WHERE NOTED OTHERWISE, ALL 2" NOMINAL LUMBER EXCEPT STUDS
SHALL BE DOUGLAS FIR -LARCH #2 AND BETTER. ALL SOLID TIMBER POSTS AND
BEAMS 3" NOMINAL AND WIDER SHALL BE DOUGLAS FIR -LARCH #2 UNLESS
NOTED OTHERWISE ON PLAN.
2. BOLTS USED IN FRAMING CONNECTIONS SHALL BE INSTALLED WITH
STANDARD WASHERS AND NUTS.
3. REFER TO THE 2009 IRC TABLE R602.3(1) OR 2009 IBC TABLE 2304.9.1 FOR
MINIMUM FASTENING SCHEDULE. A COPY OF THIS TABLE CAN BE PROVIDED
UPON REQUEST. AS STATED IN SECTION 2304.9.5 OF THE 2009 IBC SECTION
2304.9.5: FASTENERS IN CONTACT WITH PRESERVATIVE - TREATED AND
FIRE - RETARDANT - TREATED WOOD SHALL BE OF HOT- DIPPED ZINC - COATED
GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER.
FASTENINGS FOR WOOD FOUNDATIONS SHALL BE AS REQUIRED IN AF &PA PWF.
4. UNLESS NOTED OTHERWISE, STEEL CONNECTORS SHALL BE USED TO JOIN
RAFTERS, JOISTS AND BEAMS SUCH AS SIMPSON STRONG -TIE CONNECTORS OR
EQUIVALENT. CONNETORS THAT ARE USED IN EXTERIOR APPLICATIONS AND IN
CONTACT WITH PRESERVATIVE - TREATED WOOD SHALL HAVE COATING TYPES
AND WEIGHTS IN ACCORDANCE WITH THE TREATED WOOD OF CONNECTOR
MANUFACTURERS' RECOMMENDATIONS OR IN ACCORDANCE TO IBC SECTION
2304.9.51.
STRUCTURAL STEEL:
1 STRUCTURAL STEEL ROLLED SHAPES SHALL BE ASTM A50. TUBE SHAPES
SHALL BE ASTM A500 GRADE B. PIPES SHALL BE ASTM A53 GRADE B OR ASTM
A501.
2, ALL BOLTS USED IN STEEL FRAMING SHALL CONFORM TO ASTM
SPECIFICATION A325. ANCHOR BOLTS AND BOLTS (INCLUDING LAGS) USED IN
TIMBER CONNECTIONS MAYBE ASTM A307.
3. TORQUE INSPECTION SHALL BE PROVIDED AS REQUIRED BY THE BUILDING
INSPECTOR.
4. ALL WELDING SHALL BE DONE BY AN AWS CERTIFIED WELDER. FIELD WELDS
MAY REQUIRE SPECIAL INSPECTION IN ACCORDANCE TO IBC SECTION 1704.3
AND LOCAL BUILDING OFFICIALS.
BACKFILLING PROCEDURES:
1. VERIFY TYPE OF FILL WITH GEOTECHNICAL ENGINEER.
GROUT:
1. GROUT BENEATH COLUMN BASE PLATES AND STEEL BEAM BEARING PLATES
SHALL BE NON- SHRINK, NOWMETALIC GROUT WITH A MINIMUM COMPRESSIVE
STRENGTH OF 2500 PSI.
GENERAL REQUIREMENTS:
1. CHECK ALL DIMENSIONS AGAINST ARCHITECTURAL DRAWINGS PRIOR TO
CONSTRUCTION. DO NOT SCALE DRAWINGS. CONTACT ENGINEER IF
DISCREPANCIES IN DIMENSIONS ARE DISCOVERED.
2. THE STRUCTURAL DRAWINGS DESCRIBE THE COMPLETED STRUCTURE.
THESE DRAWINGS HAVE BEEN PREPARED FOR THE USE OF A QUALIFIED
CONTRACTOR WITH EXPERIENCE IN THE CONSTRUCTION SYSTEMS AND
TECHNIQUES DESCRIBED. THE CONTRACTOR SHALL PROVIDE ADEQUATE
SHORING AND BRACING IN THE PROPER SEQUENCE, AS MAY BE REQUIRED TO
ACHIEVE THE FINAL COMPLETED STRUCTURE. THE SEQUENCE OF
CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR. CONSULT WITH
THE ENGINEER FOR SHORING DESIGN AND RECOMMENDATIONS (NOT IN
CONTRACT).
3. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS, METHODS SEQUENCES
AND PROCEDURES FOR CONSTRUCTION OF THIS PROJECT. NOTIFY
STRUCTURAL ENGINEER OF ERRORS OR OMISSIONS IN THE CONSTRUCTION
DOCUMENTS IMMEDIATELY. DO NOT PROCEED UNTIL ERRORS OR OMISSIONS
ARE RESOLVED. COORDINATE REQUIREMENTS FOR ALL PENETRATIONS
THROUGH STRUCTURAL MEMBERS WITH STRUCTURAL ENGINEER, JOBSITE
SAFETY IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
4. OBSERVATION VISITS BY THE STRUCTURAL ENGINEER ARE FOR
DETERMINATION OF GENERAL COMPLIANCE WITH THE CONSTRUCTION
DOCUMENTS, THIS OBSERVATION VISIT IS NOT AN INSPECTION. THE
CONTRACTOR SHALL CONTACT THE ENGINEER AT THE APPROPRIATE TIME TO
SCHEDULE THIS VISIT.
5. IF NEW CONSTRUCTION ADJOINS AN EXISTING STRUCTURE, THE
CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING DIMENSIONS,
ELEVATIONS AND ALL EXISTING CONDITIONS, UNDERPINNING AND SHORING OF
EXISTING STRUCTURES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
CONSULT WITH THE ENGINEER FOR SHORING DESIGN AND RECOMMENDATIONS
(NOT IN CONTRACT).
6. WHILE EVERY EFFORT IS MADE TO PROVIDE A COMPLETE AND ACCURATE SET
OF CONSTRUCTION DOCUMENTS, ERRORS OR OMISSIONS MAY OCCUR.
RELEASE OF THESE DRAWINGS ANTICIPATES CONTINUED COOPERATION AND
COMMUNICATION BETWEEN THE CONTRACTOR, ARCHITECT AND ENGINEER TO
PROVIDE THE BEST POSSIBLE STRUCTURE.
A.B.
ANCHOR BOLT
ADJ,
ADJACENT
ALT.
ALTERNATE
ARCH.
ARCHITECT
BD.
BOARD
BLKG.
BLOCKING
BM.
BEAM
BM, PKT.
BEAM POCKET
BRG.
BEARING
CANT.
CANTILEVER
CLR.
CLEAR
CMU
CONCRETE MASONRY UNIT
COL,
COLUMN
CONC.
CONCRETE
CONT.
CONTINUOUS
C.P.
CRIPPLE POST
DWL.
DOWEL
(E)
EXISTING
EA.
EACH
EQ.
EQUAL
EXP.
EXPANSION
EXSTG.
EXISTING
F.D.
FLOOR DRAIN
FTG.
FOOTING
G.L.
GLUED LAMINATED
HDR.
HEADER
HORIZ.
HORIZONTAL
INFO.
INFORMATION
JSTS.
JOISTS .
K.S.
KING STUD
LLV
LONG LEG VERTICAL
LONGIT.
LONGITUDINAL
LTWT.
LIGHTWEIGHT
LVL
LAMINATED VENEER LUMBER
MANF.
MANUFACTURER
(N)
NEW
O.C.
ON CENTER
R
PLATE
REF.
REFERENCE
REINF.
REINFORCING
SCHED.
SCHEDULE
S.I.P.
STRUCTURAL INSULATED PANEL
STL.
STEEL
T.B.
THROUGH BOLT
T &G
TONGUE & GROOVE
TO
TOP OF
TOF
TOP OF FOOTING
TOW
TOP OF WALL
TRANSV.
TRANSVERSE
TRTD.
TREATED
TS
TUBE STEEL
TYP.
TYPICAL
VERT.
VERTICAL
VIF
VERIFY IN FIELD
W.P.
WATERPROOF
W/
WITH
CONNECTION SCHEDULE
®
STL. L SEE 2/S2
�B
I L 6X6x5/16 (SEE 1/S2)
C
1/4" PLATE "T" EA. SIDE OF BM. SEE 1 /S2
.i
SIMPSON ABU88 (SEE 1 /S1)
• • •
VIF CMU COURSE & BM. HT. (SEE 3/S2)
Z
0
c!>
Qlj L � I L_
Q CONN: SIMPSON ABU88 W/
(2) -5/8 "0 x 5" SIMPSON TITEN
HD (THDB62500H)
0
T
-.----.-- -- EXTEND CMU COL.
TO BOT. OF (E)
ROOF BM. ABOVE
F_
DECK
• �p
(N) V -4" x V -4 " FULLY
GROUTED CMU
PIER
(4)45's VERT.
FULL HT. (ONE
EA. CORNER)
STD. WIRE JOINT
REINF. @ 16"
(4) - #5 DWLS. x
6"
REF. SCHEDULE
SHEET S1 FOR
REINF. INFO.
POST PER PLAN
NOTCHED AT BASE IF
REQ'D TO FIT IN BASE
CONN. SIDES (DO NOT
OVERCUT NOTCH)
(2) - #5 DWLS. x �?_
6"
REF, SCHEDULE
SHEET S1 FOR
REINF. INFO.
A'ilf
1
S1
1' -11 z°
9' -421"
L- INDICATES (N) 120 CONC.
PIER ON (N) CONC. SPREAD
FTG. PER SCHED. THIS SHEET
L._ IF
I{ { I INDICATES EXSTG. i L-
E i CMU FOUNDATION L -- - -
{ j WALL (BELOW)
II I INDICATES EXSTG.
{ { CONC. FTG., TYP. { { {
li ij i it li it
i iltq li i i i
li it li it li i�
{ { EXSTG. I j ( EXSTG. SLAB ON ( {
I{ i CRAWLSPACE i GRADE { {
li {� li i� II 11
li II f !I - li ll
it lii ll
I ( { I INDICATES EXSTG.
CMU { { WA BELOW) ION
Ij jl � II li fl
ii I,i II
I{ { INDICATES EXSTG. I{ I I I
CONC, FTG., TYP.
- - _ - _ _.....L i m
i _ ___
LL
NOTE: VERIFY ALL DIMENSION
� --
} WITH EXISTING CONDITIONS
PRIOR TO CONSTRUCTION
o
T
.
ARYL
INDICATES (N) 12 "0 CONC.
PIER ON (N) CONC. SPREAD
FTG. PER SCHED. THIS SHEET
F-1- -7, -
L5 3 �J
9' -1"
li it
(N) 1' -4" x V-4" CMU COL. FULLY { i
GROUTED W/ #5's VERT. FULL HT. @ ( i
EA. CORNER (4 TOTAL) & STD. WIRE
JOINT REINF. @ 16" HORIZ. SPACING
B
II it
F
2 (E) CMU COL. TO REMAIN
S1
L. 8' -6"'
PLAN NOTES:
1. 0 INDICATES CONNECTION TYPE, REFERENCE SCHEDULE SHEET S1
2. NEW CONSTRUCTION INDICATED( ), EXISTING CONSTRUCTION INDICATED ( -}
3. DO NOT SCALE DRAWINGS. VERIFY ALL DIMENSIONS WITH ARCHITECT AND EXISTING CONDITIONS
• r •• "s leffloyfflilem
�I
•
-are] 11
s
.i
! M!
• • •
D
o� A
>E
a►
.r
NON
4
s
.i
•
i
.s
•
.r
D
o� A
>E
NON
4
s
.i
i
D
o� A
>E
i�
rn �
• ' i E •
NON
4
i�
rn �
• ' i E •
4
i
1i
i�
rn �
• ' i E •
(E) EXTERIOR WALL
(E) FLOOR /DECK JOISTS
_A_
7i
(E) FLR. BM
(E) CMU WALL
m
(E) 2x8 DECK JOISTS
ftin n n of vn MAKi -t n
1, .f -T.. t v ...t.., � �t ��v '
SIDE OF (E) DECK BM. W/
TWO ROWS 5/8 10 T.B.'s @
16" (8 MIN.)
Z
uG
G
C
t
U
DECK FRAM NQT
SHOWN FOR CLARITY
(E) CMU WALL F
cv
LLB d Go
Y�
�� 2
t, '
(E) DECKING
(E) 2x8 DECK JOISTS
(N) 2x8 BLKG. PANEL
�: :'
(N) DBL. 4x10 PER
ffi��il
(E) POST PER PLAN
(E) POST PER PLAN
(BEYOND)
V -4" x 1' -4" FULLY
TOUTED CMU
R (SEE 2/S1)
10x10 DECK BM.
CONN: BRG. L SIM TOD
:RIFY CMU COURSE LAYOUT
I EXACT BM. HT. AND
)NTACT ENG. FOR STL.
)NN.
ms
6x10 BM. PER PLAN
0 CONN:
SIDE: L 4x4x1/4x0' -11 1/2 W/ (2) -5/8"
O x 4" TITED HD & (1) -1/2 "O x 4" LAG
BAT: L 4x4x1/4x0' -5 1/2 W/ (1) -5/8 "0
x 4" TITED HD & (1) -1/2 "0 x 4" LAG
411
atl
T
VERIFY ALL EDGE DISTANCES
•
�
FROM CENTER OF BOLT TO
EDGE OF BLOCK AND
�1
CONTACT ENG. IF DIFFERENT
s
THAN THAT SHOWN
an
(N) L 6x6x5/16 x 0' -4 EA. SIDE
OF BM. W/ (1) -1/2 "O T.B. &
(1) -1/2 "0 x 4" LAG (2 TOT.)
1,11 vr.3" .. 72"' .3" J 141"
NI
t
Q CONN: 1/4" I}' x DIM's
SHOWN W/ (6) -3/4 "0 T.B.'s
2" L L 2" *'-�
— SOLID BLKG. BTWN. (N)
DBL. 4x10 @ BRG.
(N) L 6x6x5/16 x 0' -4 EA. SIDE
OF BM. W/ (1) -1/2 "O T. B. &
(1) -1/2 "0 x 4" LAG (2 TOT.)
9 CONN: 1/4" I_x DIM's
SHOWN W/ (6) -3/4 "0 T.B.'s
SCALE:
=1
°v
REUSE EXSTG.
COL.'s
SISTER (N) 4x10 TO EA. SIDE
OF (E) 6x8 W/ (2) -5/8 "0 T.B.'s
@ 16" (8 MIN.), TYP.
INDICATES EXSTG.
CANT. 6x8
S2 w Q I INDICATES EXSTG.
I FLOOR JOIST, TYP.
f �
INDICATES EXSTG. TO PLYWD. _ _ 4
�.` _.. ��. � . .�. -i41 GMU FOUNDATION
I ff
WALL (BELOW)
} L Illjl_xf
I�
�Q /X� ®_____
f
co
Lu
INDICATES EXSTG.
INTERIOR WALLS
I f l NOTE: NOT ALL INTERIOR i► f I
____1 T_ WALLS AND- STRIMTURE
ARE SHOWN ON THIS PLAN (f ( f
II f i i I 1 1
I I I II _VIF ___ f l
§ f I I TO PLYWD. f f
._i L ------ ........... _......._.. __-_ ._. - _._. _... _. 11 -------- Y.......... - ......._ .......... .........._. _ _._....._.. _ ._......._..........._.. _ ._... _.... _ J i
- --i f I --4
F— w- SISTER (N) 2x8 TO (E) 2x8
I -- — - -- — - -- 1 w L JOIST W/ (3) -10d NAILS @ 16"
— 1
U z w -- —�- VIF f
w �� _ TO DECKING
INDICATES EXSTG. _._W w
10x10 BM. TO �� ¢
(u REMAIN, TYPE °D Ui w®
tr
W ,- 0 0
REUSE EXSTG. BM's. �r�,o NOI-110
NO & COL.'s �, ff, (N) 16" x 16" CMU COL. FULLY (E) CMU COL. TO REMAIN
j GROUTED W/ #5's VERT. @ EA.
CORNER (4 TOTAL) & STD.
WIRE JOINT REINF. # 24 "'
MAIN LEVEL DECK FRAMING PLAN _ SCALE. 1/4" =V_0
PLAN NOTES:
1. NEW DECK BEAMS ARE DROPPED UNLESS NOTED "FLUSH"
2. EXSTG. POSTS CONTINUOUS BELOW ARE INDICATED: F EXSTG. POSTS FROM ABOVE NOT CONTINUOUS BELOW ARE INDICATED: rl
3. Q INDICATES CONNECTION TYPE. REFERENCE SCHEDULE SHEET S1
4. NEW CONSTRUCTION INDICATED( }, EXISTING CONSTRUCTION INDICATED
5. DO NOT SCALE DRAWINGS.
•
0
i
.0
a.
-
•
�
•r
�1
s
r
•
it
•
0
i
t
•
-
t
�
t
�1
s
•
0
i
PROJECT: 010•
DRAWN BY: TFA
REVIEWED BY: JPL
w w 0•
Nme Bi 1
t
�1
PROJECT: 010•
DRAWN BY: TFA
REVIEWED BY: JPL
w w 0•
Nme Bi 1
�1
PROJECT: 010•
DRAWN BY: TFA
REVIEWED BY: JPL
w w 0•
Nme Bi 1