HomeMy WebLinkAboutPush Pier DetailDL ENGINEERING ING.
9IOO W. JEWELL AVENUE
LAKEWOOD, GO 40.232
72o,-44o.945lJ
WWW.DLENGINEER.COM
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FOUNDATION sTABlLlzATloN nr DAI3O E VISTA DR.
slLT, co 81652 Le
OWNER: BRIELS
DArE: zo1t22 REV,
DATE:
BY: BR
JOB #:PAGE:CHECKED BY:
20.22-1099A Sl-l or I DL
BUILDER INFORMATION
Foundation Repair of Western
Colorado
2575 U.S. 6 & 50, Unit A
Grand Junction, Co 81501
970-243-2022
SCOPE OF WORK
7. lnstall (6) new push piers along the southwest and southeast foundation walls to help mitigate
vertical movement in these areas.
2. lnstall (10) new push piers along southwest, northeast, and southeast foundation walls inside of
the crawlspace to help mitigate vertical movement in these areas.
INDEX OF SHEETS
s1-1
s1-2
s1-3
s1-4
s2-1
s3-1
s3-2
s3-3
LEGEND:
GENERAL NOTES / LEGEND
GENERAL NOTES
GENERAL NOTES
GENERAL NOTES
FOUNDATION LAYOUT
TYP. PUSH PIER DETAIL
ryP. PUSH PIER DETAIL CRAWLSPACE
ALT. DETAIL
ACRONYMS:
M.P. & H.P. #x MONOPOST & HELICAL PIER #
LOAD ON PIER
(E)
(N)
EXISTING
NEW
HELICAL PIER
MONOPOST
PUSH PIER
WALL ANCHOR
WALL BRACE
CARBON FIBER
(xxxx#)
H.P. #x HELICAL PIER #
LOAD ON PIER
P.P. #x
(xxxx#)(xxxx#)
M.P. #x MONOPOST # W.B. #x
PUSH PIER #
LOAD ON PIER
WALL BRACE #
H.P =
M.P. =P.P =
W.A. =
W.B. =
C.F. =
Design Criteria
Building
Code
2015 r8C,2015lRC
with Garfleld County Amendments
Load Type Load Subcategory Load (psfl
Dead Loads
Floor 12
Roof 20
Walls 10
Live Loads
Floor, Residential 40
Roof 20
Snow Loads
Ground 40
Roof 40
Additional Desisn Crite¡ia
Load Type Load Subcategory Value
Wnd Loads
Risk Category 2
Exposure Category c
Ultimate Wind Speed 115 mph
Seismic
Loads
Seismic Design Category B
Site Class (per USGS)D
Earth Load Soil Bearing Capacity (assumed)1,500 psf
W.A. #x WALL ANCHOR # C.F. #x CARBON FIBER #
FOUNDATION STABILIZATION AT
I3O E VISTA DR.
slLT, GO 8,1652
OWNER: BRIELS
DA'E: 2to1t22 REV.
DATE:
BY: BR
35393DL ENGINEERING ING.
9IOO w' JEWELL AVENUE
LAKEWOOD, GO 40.232
720,-440'945l¡
wl'UW.DLENGINEER.COM JOB #:
20.22-10998,
PAGE:
Sl-2 or I
CHECKED BY:
DL
General Notes
1. Construction documents are valid for a single use at the project location and shall not be reused, copied, or reproduced without
written approval of the registered design professional in reasonable charge.
2. fhe contractor is responsible for the methods, means and sequence of all structural erection except when specifìcally noted
otherwise in the construction documents. The contractor shall provide temporary shoring and bracing, providing adequate
vertical and lateral support during erection. Shoring and bracing shall remain in place until all permanent members are placed
and all final connections are completed.
3. The contractor agrees that, in accordance with generally accepted construction practices, the contractor will be required to
assume sole and complete responsibility for job site conditions during the course of construction of the project, including safety
of all persons and property. This requirement shall be made to apply continuously and not be limited to normal working hours.
The contractor further agrees to defend, indemniff and hold owner and engineer harmless from any and all liability, real or
alleged, in connection with the performance of work on this project, exempting liability arising from the sole negligence of
engineer.
4. All existing sizes, dimensions and foundation damage shall be field verified by the contractor and owner prior to construction.
Discrepancies with the construction documents shall be reported to the structural engineer for additional recommendations (if
any).
5. Per the owner's request, the contractor shall stabilize the structure only. No attempt shall be made to lift or plumb the
foundation wall without approval for the owner and structural engineer.
Field Verification:
1. Contractor and Owner shall thoroughly inspect and survey existing structure to veriff dimensions, elevations, framing, etc.
which affect the work shown on the drawings.
2. Report any variation or discrepancies to the structural engineer before work proceeding.
Foundation Desiqn
1. Soil conditions and types shall be verifìed by a Engineer during excavation.
2. All helical piles, push piers, helical anchor tiebacks, wall anchor tiebacks and connection hardware shall be designed and
installed by supplier, such that they provide the minimum allowable capacities as indicated on the drawings. All capacities
shown on the drawings are unfactored service loads and have not been reduced for live load reductions.
3. Design of individual and continuous footings is based on an assumed maximum allowable bearing pressure of 1500 lbs. per
square foot (dead load plus full live load), placed on the natural undisturbed soil, or compacted structural fill below frost depth.
Steel Helical Piers:
1. Grip Tlte: Model GTRDS2875-0203 (round shaft) Helical Pier with FP3BA Retrofit Bracket
2. lnstall with Pro-Dig X9 torque head to a maximum of 4,800 ft-lbs torque.
3. Pier depth is dependent on depth of bearing soil adequate to provide the specifled torque resistance, therefore, depth is not
specified. Pier to be advanced until torque is attained.
4. lnstallation torque serves as empirical verifications of pier capacity, yielding an onsite load test for each pier. Therefore, soils
testing is not necessary Íor generating a theoretical capacity.
5. Piers shall be 8" minimum helical piers, installed at locations shown on the plans.
6. lt is assumed the each new pier will achieve penetration into bedrock or competent soil, and can be installed to the specified
capacity. Should bedrock or competent soil not be reached within reasonable depth this office should be notified for further
instructions.
7. Contractor is to maintain accurate pier depth and pressure / torque charts for each pier, showing depth and pressure / torque
at each shaft section. Charts shall be filled out in real time during installation, and maintained onsite for engineer review during
inspection. Charts shall be provided to engineer in final form upon completion.
Special lnspections:
1. Special inspections shall be provided per the requirements in the UES Evaluation Report #391 , Section 3.3 as well as the
requirements of the 2018lBC Section 1705.9.
FOUNDATION STABILIZATION AT
I3O E VISTA DR.
stLT, GO 81652
OWNER: BRIELS
REV.
DATE
t"' BRDArE: zoltz2
35393
CHECKED BY:JOB #:
20.22-,10.998,
PAGE:
DLSl-3 oe 8
DL ENGINEERING ING.
9IOO W. JEWELL AVENUE
LAKEWOOD, GO AO232
720.440,-945fJ
WWW.DLENGINEER.GOM
Steel Push Piers:
1. Grip Tite: Push Pier with sleeve and bearing cap and with FP3BA Retrofit Bracket
2. lnstall with a calibrated hydraulic ram with known pressure-to-axial-force ratio.
3.. Pier depth is dependent on depth of bearing soil adequate to provide the specified pressure resistance, therefore, depth is
not specified. Pier to be advanced until refusal is attained.
4. lnstallation pressure serves as empirical verifications of pier capacity, yielding an onsite load test for each pier. Therefore,
soils testing is not necessary for generating a theoretical capacity.
5. Piers shall be push piers, installed at locations shown on the plans.
6. lt is assumed the each new pier will achieve penetration into bedrock or competent soil, and can be installed to the specified
capacity. Should bedrock or competent soil not be reached within reasonable depth this office should be notifled for further
instructions.
7. Contractor is to maintain accurate pier depth and pressure / torque charts for each pier, showing depth and pressure / torque
at each shaft section. Charts shall be filled out in real time during installation, and maintained onsite for engineer review during
inspection. Charts shall be provided to engineer in final form upon completion.
Cast-in-Place Concrete:
1. Allconcrete design is based on the "Building Code requirements for Reinforced Concrete" (ACl318-05/318R-05)
All structural concrete shall have a minimum 28-day compressive strength as follows:
1.1 Footings: 3,000psi
'l.2 Slab on Grade: 3,500psi
1.3 Foundation walls: 3,000psi
2. Concrete shall be placed on proportioned utilizing Type 1 cement except, concrete exposed directly to soil shall use Type 2
cement. Concrete susceptible to freeze shall be formulated or maximum frost resistance in accordance with the ACI manual of
Concrete Practice.
3. Cold weather and or hot weather placing procedures shall be provided, if conditions warrant, as recommended in the ACI
manual of Concrete practice.
Reinforcino Steel
L All detailing, fabrication, and placement of reinforcing steel shall be in accordance with the ACI Manual of Concrete Practice.
2. Reinforcing bars shallconform to ASTM A615-79 and shallbe grade 60.
3. Except as noted on the drawings, minimum concrete protection for reinforcing shall be in accordance with ACI 18-05/318R-05.
4. No. 5 or larger reinforcing bars shall not be re-bent.
5. Welding of rebar is not permitted unless procedure is approved by the Structural Engineer.
Structural Steel
1. Structural Steel shall be detailed, fabricated and erected in accordance with 2010 AISC Specification for Structural Steel
Buildings, and "Code of Standard Practices" 2005.
2. Structural Steel shall be confirmed to the following grades:
2.1 W- & WT- Shapes:ASTM 436, 4992
2.2 Plates & Angles: 436
2.3 HSS:ASTM 4500 gr B
2.4 Steel Pipe: ASTM A53 gr B
3. All bolts shall conform to the ASTM 4325 except anchor bolts which shall conform to ASTM A307. Bolt Size shall be %",
unless noted othenvise on the drawings.
4. All welding shall be by a certifled welder in accordance with ACIS and AWS specifications and recommendation.
Structural Wood framing:
1. Except where noted otherwise, all 2" members shall be Hem-Fir No. 2 and better
FOUNDATION STABILIZATION AT
I3O E VISTA DR.
slLT, GO 81652
OWNER: BRIELS
DArE: 2ß1r22 REV.
DATE:
BY:BR
CHECKED BY:JOB #:
20.22-10994 DL
PAGE:
Sl-4 or E
35393DL ENGINEERING ING.
9IOO W. JEWELL AVENUE
LAKEWOOD, GO 40232
720.440,-9450
WWW.DLENG¡NEER.COM
2. Except as noted otherwise, min¡mum nailing shall be provided as specified in Table No 2304.9.1 "Fastening Schedule" of the
lBC. All nails shall be common type, unless noted otherwise.
3. Unless noted otherwise, steel connectors such as those manufactured by Simpson Company, shall be used to join rafters,
trusses, joists, or beams to other members at flush-framed conditions. Use maximum number and size of nails indicated in
manufactures tables U.N.O. all nails holes shall be fllled.
4. All multiple members shall be glued & nailed together.
5. All wood in contact with concrete or exposed to weather, shall be pressure treated Douglas Fir-Larch No. 2 or equal.
6. Structural members shall not be cut for pipes, etc. Unless specifìcally noted or detailed.
Periodic surveys:
1. Periodic surveys of the supported structures should be conducted to assure project success. The Owner should be
responsible for annual surveys certiffing project success. We would suggest that a baseline survey be conducted immediately.
The owner shall submit all findings and reports to the Structural Engineer.
2. lf vertical movement of the piers is discovered, the piers should be re-pressured. A representative of the Geotechnical
Engineer should be present to observe the re-pressuring. A final report should be provided by the Geotechnical Engineer after
observing the re-pressuring.
Foundation Stabilization :
l. Although observed foundation damage typically does not pose an immediate health and hazard risk, delaying mitigation will
likely make future repairs more difficult and costly. Furthermore, it has been our experience that once a structure begins
moving, it will likely continue to so (unless action is taken) resulting in further settling, heaving, unsightly cracks, doorsÁ¡ridows
not functioning properly and possible foundation wall collapse. The extent and aggressiveness of the foundation repairs should
be carefully considered by the Owner and will depend on their tolerance for risk, the possibility of future damage, and cost.
2. lf lhe owner chooses to do so the foundation could be stabilized only at visibly damaged locations and areas where movement
is concentrated. Although this will address specific situations, it is possible that foundation movements will occur elsewhere.
3. lf the Owner chooses to do so, the entire foundation could be mitigated. A general system repair, although more costly, would
greatly reduce the risk of future foundation damage and movement. lt is our understanding that the Owner would not like to
pursue this repair option.
Site Drainaqe:
1. We believe that the moisture around foundation elements must be controlled for the useful life of the building. Lack of proper
drainage is often a contributing factor to foundation damage observed. lt is our opinion that site drainage around the structure
must be maintained such that precipitations will quickly drain away. The use of proper slope slabs-on-grade, moisture barriers,
swales and surface/subsurface drainage systems are strongly recommended. Extension should be attached to properly
function downspouts and roof drains discharge a minimum of 10 feet away from the structure.
Site vegetation:
1. We believe that vegetation around the perimeter of structures can eventually lead to foundation movements. Vegetation can
hold moisture in soil and create excessive pressure on the foundation system. ln order to reduce the risk, bushes, shrubs and
trees should be carefully removed by an experienced professional. Care should be taken to not further disturb or damage the
existing foundation system.
2. Planters and other surface features which could retain water should be eliminated and properly graded to reduce the possibility
of moisture infiltrating around the foundation. lrrigation systems and excessive moisture adjacent to structures can introduce
unwanted moisture, possibly resulting in settling and or heaving. The Owner should consider removing irrigation systems or
simply not use them.
Disclaimer:
1. ln as much as the site review of an existing structure for the purpose of observing the structure conditions requires that certain
assumptions be made regarding existing conditions and because some of these assumptions may not be verifiable without
expending additional sums of money or destroying othenrvise adequate or serviceable portions of the building, the Client
agrees that , except for negligence on the part of the Engineer, the Client will hold harmless, indemnify and defend Engineer
from and against any and all claims arising out of the professional services we have provided.
FOUNDATION STABILIZATION AT
I3O E VISTA DR.
slLT, GO 81652
OWNER: BRIELS
REV.
DATE:
BY: BRDA'E: 2ß,1t22
35393
JOB #:
2022J,0998,
PAGE:
S2-l or E
CHECKED BY:
DL
DL ENGINEERING ING.
9IOO W. JEWELL AVENUE
LAKEWOOD, GO 40.232
720-440-945f¡
WWW.DLENGINEER.COM
0'8',q
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T
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r----
FRONT OF
HOUSE
oIN
- 2'-0"
8'-0'8'-0'
FOUNDATION LAYOUT
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P.P.#12 c{
P.P.#2
P.P. #3
P.P, #5
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IoIN
oIs
(E) PATIO & ENTRY
P.P. #13
(E) SLAB
ON GRADE
SHED
NOTES:1. SEE
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4
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SHEETS SI-1 THROUGH 51.4 FOR GENERAL NOTES
(E) HOUSE /
BASEMENT
(16.6k)
P.P. #9
(s.6k)
P.P.#4
6.6k)
P.P. #10 (E) HOUSE /
BASEMENT
l'-0'
4',- 1 1 "-l
8'-0"8'-0"
2'-0u æ:tÈ
4È
z
¡rlt
4
o_
-0'
.Yq
(o
(oIt
4À
(E) HOUSE /
CRAWLSPACE
/
1
2. EPOXY INJECT ALL CRACKS
1/8" = 1 '-0"
E =P.P
FOUNDATION SÎABILIZATION AT
I3O E VISTA DR.
slLT, GO 81652
OWNER: BRIELS
DArE: 2ß1t22 REV.
DATE:
BY: BR
DL ENGINEERING ING.
9IOO I'U. JEWELL AVENUE
LAKEWOOD, CO 8,0.232
720,-440-945l¡
WWW.DLENGINEER.GOM JOB #:CHECKED BY:
20.22.10994 DL
PAGE:
S3-l or E
35393
0'
PP BRACKET
(E) BASEMENT
(E) FOUNDATTON WALL
(E) SLAB FLOOR
FIELD VERIFY z.h'
B.O. (E) FOOTTNG q-/
(N) PUSH P|ER,
SLEEVE AND BEARING CAP
P/N: IMG PP21617-34
(E)
1
TYP. PUSH PIER DETAIL
1" = 1'-0"
FOUNDATION STABILIZATTON AT
I3O E VISTA DR.
slLT, GO 81652
OWNER: BRIELS
BY: BRDArE: 2tolt22 REV-
DATE:
CHECKED BY:JOB #:
2022-'lO99A
PAGE:
DLS3-2 or I
35393DL ENG¡NEERING ING.
9IOO W. JEWELL AVENUE
LAKEWOOD, CO AO232
720,-440,-945l¡
WWW.DLENGINEER.COM
tl 1t
(E) RrM JO|ST
(E) 2x PT SILL PLATE
(E) FOOTTNG
(N) PUSH PIER,
SLEEVE AND BEARING CAP
P/N:lMG PP21617-34
TYP. PUSH PIER DETAIL CRAWLSP
(E) CRAWLSPACE
(E) FOUNDATTON WALL
PP BRACKET
FIELD VERIFY
(E) JOTSTS
/h
B.O. (E) FOOTING q-/
A
E
1 1" = 1'-0"
FOUNDATION STABILIZATION AT
I3O E VISTA DR.
slLT, GO 81652
OWNER: BRIELS
REV.
DATE:
t"' BRDArE: 2ß1t22
CHECKED BY:JOB #i
2022-',O99A DL
PAGE:
S3-3 o¡ I
35393DL ENGINEERING INC.
9IOO W. JEWELL AVENUE
LAKEWOOD, GO AO232
720,-440.9,45fJ
WWW.DLENGINEER.GOM
0'
(E) FOOTTNG
CONCRETE POUR CHUTE
r----r
(E) CRAWLSPACE
(E) FOUNDATTON WALL
FIELD VERIFY
B.O. (E) FOOTING
(3) #4 REBAR WTH 4" EMBEDMENT
INTO FOOTER AND ROCK
8" Ø OR 8" S.Q.
1" ='1'-0"
--,ilr-, ,¡Iç
(E) ROCK
EXCAVATION
ALT. DETAIL
NOTE:
IF ROCK IS LESS THAN 4 FT BELOWTHE FOOTER AND PIERS CANNOT BE
TNSTALLED THAN BUTLD A CONCRETE COLUMN AND ADD (3) #4 REBAR WITH 4"
EMBEDMENT TO CONNECT lT TO THE (E) ROCK
1