20110711121329059.pdfEagle Eye Consulting Engineers, P.S.
PO Box 523
Olalla, WA 98359,,,,
hoytjeter@centurytel.net
360 874 0562
Fax 360 874 0591
To: Leif Bjorback
121 5th Ave N
Edmonds WA 98020
Re: GRE Edmonds WA
Edmonds Way & 232'a St.
Edmonds, WA 98020
Plan Review #20110468-20110469
EECE # EDM 11-02
Plan review number 01
Task Number It -02
The above referenced project is in the process of plan review for compliance with
Edynonds ordinances and applicable codes. The following comments,
deficiencies/corrections must be addressed prior to completion of plans review and
subsequent issuance of permits.
Provide revised plans and calculations along with a written response to each of the items
listed below to facilitate a shorter back -check time.
SCOPE OF REVIEW
The scope of this review is for the structural foundations, concrete portions only
requirements of this project.
All features were checked only to the extent allowed by the submittals provided. All
portions of this project are assumed to meet or will meet other departmental requirements,
conditions and concerns before permit approval.
STRUCTURAL. COMMENTS
General
1. The general notes state the corridors are to be designed for 100 psf but the analysis
used 40 psf. Engineer of Record (EOR), please justify the lower design loads used
in the analysis compared to what is noted on the general notes sheet.
2. The design analysis states ACI 318-05 that the post tension slab minimum design
was used but the adopted code is the ACI 318-08. Please submit an analysis for the
concrete sections per the current adopted code. IBC Chapter 35
Page 2 of 5
Plan Review Number 01
EECE#: EDM 11-02
GRE Edmonds Way
2011-0468&0469
3. The design analysis for the footing used ACI318-02 but the adopted code is ACI
318-08. Please modify accordingly. IBC Chapter 35
4. The design analysis for the concrete shear wall uses the IBC 2006 and not the IBC
2009 as adopted by the state of Washington. Please modify accordingly.
5. Please submit a letter from geoteclmical engineer that the retaining wall design and
detail meets the requirements per the geotechnical report retaining wall sections.
This is noted in the report to be reviewed and approved by the geotechnical
engineer.
6. EOR, please provide an analysis for 4-1/2 SOG to resist the restrained retaining
wall sliding force. The force at the base is noted to 2.231 kips for the typical
restrained retaining wall and 4.6 kips for building A.
7. EOR, please clarify how you determined the seismic building weight shall be
4636.55 kips as noted on sheet LC27.
8. EOR, the drawings do not show any construction joint in the slab on grade.
Constriction joints shall be specified on the drawings as required per ACI 6.4
9. EOR, the design analysis submitted for the Decon stud rail used a slab thickness of
7.5" but the drawings note 8" slab shall be used. Please clarify why the smaller
depth was used.
10. EOR, the values of wobble coefficient (K) and post tension curvature coefficient
(Up) shall be specified on the drawings. This shall be for all pre -stress slabs used
for this project. Please add this information to the drawings. ACI 18.6.2.9
11. EOR, please provide a break down for the dead load shown on GC2. Detail shows
4" concrete slab with high-density form. The dead load for concrete topping
assuming light weight concrete was used, the dead load is 110 pcf *4/12 = 37 psf,
which is higher then used in the analysis. Please provide a break down of dead
weight for all levels for vertical and lateral design of the PT slab design.
12. EOR, please provide a key for sheet LC 108 and LC 109 of the analysis. All that is
stated is Building A and then there are wall marks. It was not clear which wall is
where in order to check the drawings.
13. EOR, the design analysis for the parking slab used a floor depth 8" but the
drawings show the slab depth to be 12". Please clarify why a smaller depth was
used in the analysis.
Page 3 of 5
Plan Review Number 01
EECE#: EDM 11-02
GRE Edmonds Way
2011-0468&0469
14. EOR, the seismic analysis dead weight used to calculate the base shear is much
smaller than the drawings show. Please justify the seismic weight noted on sheet
LC2 of 1131.63. kips.
Sheet S 1.0 Structural General Notes
15. Required special inspections items are not listed in the general notes. Please add
this information to the drawings. IBC 1603
Sheet S-2.Oa NW Building Structural Foundations Plan
16. EOR, the design analysis submitted appears not to have the foundations design for
this sheet. Please clarify where in the analysis the foundation for this area is located
in order to complete the review.
Sheet S-2.Ob SE Building & Parking Structural Foundations Plan
17. Column marls 9 in the analysis on page GC 10 (Grid 11-U) requires a larger footing
than specified on the drawings. EOR, please clarify or modify accordingly.
18. EOR, please provide foundation designs for the foundations shown between grid
AA & DD and between grid 8 and grid 2.
19. EOR, please note the concrete shear wall on the plan. Details 3 on sheet 53.2 state
this occurs at the shear walls and to refer to plan for locations. But there are no
shear walls noted. I assume it is all the concrete walls but it is not clear if this is the
case.
20. EOR, please provide a detail for the 10" concrete retaining wall along grid line 2
and grid line AA for the south east parking foundation. The size of the footing is
not clear in order to check the foundation at this location.
Sheet S 2.1 b SE Building Structural Post Tension & Mild Reinforcing Slab Plans
21. EOR, there appears to be a recess shown in the slab that was not accounted for in
the structural analysis submitted. Please clarify how this change in slab profile has
been accounted for in the analysis. ACI 18.12.4
22. EOR, the tendon profile at the opening in the slab has not been specified. Please
clarify the profile on the drawings. ACI 18.12.4
23. EOR, there shall be a minimum of 2 PT strands in each direction at all column
locations. The plan does not reflect these at all locations. For example, see grid line
C distributive direction. Please modify accordingly. ACI 18.12.6
Page 4of5
Plan Review Number Ol
EECE#: EDM 11-02
GRE Edmonds Way
2011-0468&0469
24. EOR, at the opening in the slab at grid R shows locations of the slab without any
reinforcement. There is banded reinforcement in one direction and distributive in
the other but not in this area. Submit an analysis for these locations to support the
design loads. (Another locations is east of grid 4 between grid K and grid L.)
Sheet 5-2.1 c SE Parking Structural Post Tensions & Mild Reinforcing Cone lid plans
25. The design analysis submitted, for strength design states that some of the column
that the member fails. Please clarify why the member failed and new analysis is not
required to show compliance with the minimum code requirements. For example
Grid 3 C.
26. The design analysis for the PT slab for top reinforcement specifies 7# 5 at grid D
for a worst case but the drawings state 695. Please submit an analysis for the
smaller number of bars specified on the drawings.
27. EOR, the design analysis states that 7 # 5 are required at top at grid line 3 A but the
drawings state 6 #5. Please submit an analysis for the one less bar noted on the
drawings.
28. EOR, the analysis states the ion interior column slab mild reinforcement shall be
9#5 but the drawings state 8#5 typical. Why is a smaller number of bars specified
on the drawings as compared to what is required by analysis? Please justify with
analysis. Also please verify all reinforcement specify meets or exceed the analysis
required.
Sheet S3.0 Structural Sections & Details
29. Detail 12: EOR, please provide analysis for the retaining wall. IBC 1806
30. Details 12: EOR, the geotechnical report states 18" minimum of free drainage
backfill shall be provided behind the wall but the detail state 12" to be used. Please
modify the detail to meet the geotechnical report requirements or submit a revised
report to match the details specified.
31. Detail 19: ACI requires ties at every other bar and spacing shall not exceed 6" clear
spacing. It appears this will be exceeded based off the size of the of the concrete
column. ACI 7.10.5.3
32. Detail 14: EOR, please dimension the bottom tie to not exceed V2 the tie spacing.
The top of the colunm is dimensioned but also the bottom must not exceed this
dimension. ACI 7.10.5.4
Page 5 of 5
Plan Review Number 01
EECE#: EDM 11-02
GRE Edmonds Way
2011-0468&0469
Sheet 53.1 Structural Sections & Details
33. Stud rail installations shall be special inspected items. The general notes do not list
this to be special inspected. Please note this on the drawings. IBC 1701 and ESR
2494
34. Stud Rail schedule: EOR, the analysis only has one stud rail design but the
schedule has 6 different types. In order to complete the review, please submit an
analysis for the different stud rails used for this project to support the design loads.
35. Stud Rail schedule: The design analysis submitted has only %2" stud rail shear studs
but the schedule has %" and 5/8". Please submit an analysis for all studs rails
specified.
Sheet 53.2 Structural Sections & Details
36. Detail 7: EOR, please provide an out of plane analysis for the 8" concrete wall
extending above the floor slab. Based off a check analysis, it appears the
reinforcement specified will not support the design loads. I was unable to find in
the submitted analysis where this was done. Please submit an analysis for the stem
concrete wall to support the design loads.
37. Details 3: Please provide vertical boundary elevations shear wall on the drawings.
This is noted in the detail but there are not any shear wall elevations shown on any
other sheets. Please add this information in order to complete the review.
Additional corrections may be required following receipt of corrections and additional
information as requested.
Your plans are being reviewed concurrently with the Building Department, Fire
Department, Zoning Department and Public Works Engineering. Changes, clarifications
or additional corrections may be required subsequent to the Building Department plan
review when comments are received from the other concerned departments.
Should you have any inquiries regarding this letter, please contact Hoyt Jeter at (360) 874-
0562 between 8:00 a.m. and 5:00 p.m.
IC
Hoyt Jeter, P.E.
President
Geotechnical Special Inspection Schedule
Eagle Eye Consulting Engineers
PROJECT: GRE EDMOND8WAY
TESTING AGENCY: EARTH SOLUTIONS PHONE: 425 284-3300
�
��
&�Gemtoohncio|engineers/phone number
The above signed herby certifies that the above Geotechnical Engineers has been engaged to
perform the geotechnical special inspections outlined below. Itiothe responsibility mfthe owner pr
owner's designee ionotify the Geotechnical Special Inspection Agency AND schedule mbuilding
inspection |natimely manner. Copies ofall inspection reports must bmposted onsite and summary
letters submitted to development service department and the registered demingprofeamiono|.
Unresolved nonconformancies must be brought to the immediate attention of the City Building
Inspector. Send summary letters and nonconformance reports tothe Development Services
Department,
If the Geotechnical Engineers named above is different from the one responsible for the
geotechnical designed, please contact the Plans Examiner
Required Geotechnical Inspections
2009 International Building Code;
Sections 1704.7, 1704.8, 1704.9, 1704.10. 1704.11:
Z Observe and monitor excavation Z Soil Bearing Verifications: 8F
Z
Monitor Slope Stability
Z
Vehifying8tructral Fill Material
R
Erosion Control
Z
Verifying Required Compactions
Z
Shoring |nSi8|81|onn&Monitoring
Z
Subsurface Drainage
�l
Tie B8Ch |nat8||8t|Vnu & Required Load Test
|l
P||n |nst8|8tiOnS
Soil Nailing |nGt8URhona
Fl
Pier |nsta|o1i0nS
Monitor Adjacent Building Settlement
R
Ho|iC8| Anchor |natoUekiono
F-1
Preload Monitoring
Z
Retaining wall |nstaUo1iona/BookfiU
R
Vibrations Monitoring
||
Ecology B| ne
F-1
Und8rp|nUng Installations/Monitoring
F
Rockery |nataUo1|ono
F-1
Other inspections as required by the Design Professional or the Building Official (1704.15):
7oNul704 7
Page of nev2/ 5/2011
REQUIRED VERIFICATION AND INSPECTION OF SOIL
Table 1704.8
REQUIRED VERII,1("ATION AND INSPECTION OF DRIVEN DEEP FOUNDATION ELEMENTS
CONTINUOUS DURING
PERIODICALLY
VERIFICATIONS AND INSPECTION TASK
TASK LISTED
DURING TASK LISTED
I. Veriting material below shallow foundations are adequate to
X
achieve the desing hearing capacity
2. Verify excavation are extended to proper depth and have
X
N
reached proper tnaterail
3. Perform classifications and testing of compacted fill
X
X
materials
4. Verify use of proper material, densities and lift thicknesses
X
During placement and compactions of compacted till
5. Prior to placement of compacted fill, observe subgrade and
X
Verify that site has been prepared properly
Table 1704.8
REQUIRED VERII,1("ATION AND INSPECTION OF DRIVEN DEEP FOUNDATION ELEMENTS
'fable 1704.9
REQUIRED VERIFI(`ATlON ANIS INSPE(.'TION OF CAST -IN-PLACE FOUNDATION ELEMENTS
CONTINUOUS DURING
PERIODICALLY
VERIFICATIONS AND INSPECTION TASK
TASK LISTED
DURING TASK LIST
I . Verify elements material, sizes and length comply with the
X
requirments
2. Determine capacities of test elements and conduct additional
X
Load test, as required
3. Obsery driving operations and maintain complete and accurate
X
records for each pile
4. Verify placacement locations and plumbness, confirm type and
N
size of hammer, record number of blows per foot of penetrations,
determine required penetrations to adchieve desing capacity, record tip
and butt elevations and document any damage to foundations element
5. For steel elements, perform addion inspections in accordance with
Sections 1704.3
6. For concrete elements and concrete -filled piles, perform additional
Inspections in accordance with sections 1704.4
7. For specialty elements, perfom additional inspections as determined by
the desing professional in responsible charge
'fable 1704.9
REQUIRED VERIFI(`ATlON ANIS INSPE(.'TION OF CAST -IN-PLACE FOUNDATION ELEMENTS
Page 2 of 2 rev2/15/2011
PERIODICALLY DURING TAS
VERIFICATIONS AND INSPECTION TASK
CONTINUOUS DURING TASK LISTED
LISTED
I. Observe drilling operations and maintain
X
complete accurate records for each element
2. Verify placement locations and plumbness
X
confirm element diameter, bell diameter
(if applicable), lengths, embedment into
bedrock (if applicable) and adequate end
bearing strata capacity.
Record concrete or grout volumes
3. For concrete elements, perform additional
inspections in accordance with Section 1704.4
Page 2 of 2 rev2/15/2011
Special Inspection Schedule
Eagle Eye Consulting Engineers
PROJECT:- GRE EDMONDS WAY PERMIT: 20110 (468-469)
ADDRESS:- EDMONDS WAY & 232ND DATE: JULY 7, 2 11
TESTING AGENCY: PHONE:
0 Structural Observation Required IBC 1710
Structural Observers Name
A PRE -CONSTRUCTION MEETING IS REQUIRED. The City Building Inspector must be contacted in
advance ofany work noted below. |timthe responsibility mfthe owner orowner's designee 0onotify
the Special Inspection Agency AND schedule a building inspection in a timely manner. Copies nfall
inspection reports must be posted on site and summary letters submitted to development service
department and the registered demin0professional. Unresolved npnoonfwrmanciesmust be
brought twthe immediate attention ufthe City Building Inspector. Send summary letters and
nonconformance reports twthe Development Services Department,
Required Special Inspections
2009 International Building Code; Chapter 11
F-1
1.
Structural Steel Welding (1704.3.1)
Fj
12. Helical Pile Foundations (17O410
Fl
2.
Structural Steel Details (1704.32)
F-1
13. Sprayed Fire -Resist. Mtda (170412)
3.
High -Strength Bolting (17U4.3.3)
14. Mastic & Intumescent Uoe-n*obivocoatings (170413
4.
Structural Concrete (1704.4)
15. EFS (170414)
5.
Ron(.steel/ prestressing tendons (1704.4)
10. Smoke Control (170418)
S.
ShNon*te (1704.4)
F1
17. Cont. S| for Strucna| Steel (S|SR 1707.2)
F]
7.
Structural Masonry (17D4.5)
n
18. Structural Wood (S|SR1707.3)
F-1
8�
Wood Constructions (104.G)
[]
18. Cold -Formed Steel Framing (G|SR107.4)
Q.
High Load Diaphragms (Wood 1704.81)
n
20. Stor. Racks and Access F|m. (S|SR 1707.5)
[l
10.
Driven Deep Foundations (17O40
[]
21. Architectural Components (S|SR1707.0)
F-1
11.
Cast |nPlace Deep Foundations (17O4.8)
N
22. Mech. and Elec. Components (S|SR17D7.7)
�]
23.
Metal- Plate -Con noc1odWood Trusses Spanning
6Ofeet orGreater (1704.S.2):
24.
Other inspections as required by the Design Professional or the Building Official (1704.15):
Stud
Rails Installation and Fabrications
Page 1 of 5 rev. February 11, 2011 2009
Table 1704.3
REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION
VERIFICATIONS AND INSPECTION
CONTINUOUS
PERIODIC
REFERENCE STANDARD
IBC
REFERENCE
I. Ntaterial verifications of
High-strength bolts, nuts and
Washer
a. Identifications marking to
AISC 360,
ASTM standards specifications
X
Sections A.3 and applicable ASTM
in the approved construction
Materieral standards
documents
b. Manufacturer's certific of
X
compliance
2. Inspections of high-strength
bolting
a. Snug -tight joints
X
b. Pretension and Slip -critical using
X
turn -of -nut With matchmaking, or
twist -off bolt or direct tension indicator
AISC 360, Sections M2.5
1704.3.3
methods of installations.
C. Pretension and Slip -critical using
X
turn -of --nut without matchmaking or
calibrated wrench methods of instalations
3. Material verifications of
Structural steel and cold form
steel deck
a. For structural identifications marking
X
AISC 360 Section M5.5
to conform to AISC 360
b. For other steel, Idnetifications markings
X
to conform ASTM standards specified in the
Applicable ASTM Material Standards
approved constetions documents
C. Manufactures' certifications
ASTM A 6 or ASTM A 568
Mills test report
4. Material verifications of
Welded fill materials
a. Identifications marking to ASTM
standards specifications
ASTM 360, Section A3.5
in the approved construction
b. Manufactures' certifications
Mills test report
5. Inspections of Welding
a. Structrual steel and cold-tbrmed steel deck
1) Complete and Partial Pentrations
X
Groove welds
AWS D1.1 1704.3.1
2) Multi ass Fillet
X
3) Single -pass filletweld> 5/16"
X
4) Plug and Slot Weld"
X
5) Single -pass fillet weld<= 5/16
X
6) Floor and roof deck welds
X
AWS D1.3
a. Reintbrcino steel
1) Verifications of weldability
X
other than ASTM A706
2) Reinforcing stell-resiting flexural
and axial forces in intermediate and
AWS DIA
special moment frames, & boundry
X
ACI 318: 3.5.2
elements of special reinforced
concrete shear walls & shear
reinforcment
3) Shear reinforcement
X
4) Other reinforcment
X
6. Inspections of steel frame Joint details for compliance With approved constructions documents
a. Details such as bracing & stiffening
X
1704.3.2
b. Member locations
X
Page 2 of 5 rev. February 11, 2011 2009
C. Applications of joint details at each
CONTINUOU
X
REFERENCE STANDARD'
IBC
REFERENCE
concetions
X
ACI 318: 3.5, 7.1-7.7
1913.4
L: Where applicable, see also Sections 1701.1, Special inspections for seismic resistance
'fable 1.704.4
REQUIRED VERIFICATION AND INSPECTION OF C'ONC RETE (:(.)NSTR1"i:" I TON
VERIFICATIONS AND INSPECTION
CONTINUOU
PERIODIC
REFERENCE STANDARD'
IBC
REFERENCE
I. Inspections of reinforcing steel, including
X
ACI 318: 3.5, 7.1-7.7
1913.4
Prestressing tendons, and placement
2. Inspections of reinforcement steel welding
AWS DIA
hi accordance with table 1704.3, item 5b
ACI 318: 3.5.2
3. Inspected bolts to be installed in concrete
prior to and during placement of concrete
X
ACI 318
1911.5
where allowable loads have been increased.
8.1.3, 21.2.8
1912.1
or where strength design is used
4. Inspections of anchors in hardened
X
concrete
ACI 318:
1912.1
3.8.6, 8.1.3, 21.2.8
5. Verifying use of required dosing mix
X
ACI 318: CH. 4, 5.2-5.4
1904.2.2, 1913.2
1913.3
6. At the time fi•esh concrete is sampled to
ASTM C172
fabricatespecimens for strength test, perform
X
ASTM C31
M C318: 1
1913.10
Slump and air content tests, and determine
sl
ACI 5.8
the temperature of the concrete.
7. Inspections of concrete and shoterete
1913.6, 1913.7,
placement for proper applications techniques
X
ACI 318: 5.9, 5.10
1913.8
8. Inspection for maintenance of specified
X
ACI 318: 5.11, 5.13
19139
curing temperature and techniques
9. Inspections ofprestressed concrete
a. Applications of pressing force
X
ACI 318: 18.20
b. Grouting of bonded prestressing tendons
X
ACI 318: 18.18.4
in seismic -force -resiting system
10. Erections of precast concrete members
X
ACI 318: Ch. 16
11. Verifications of in-situ concrete strength,
Prior to stressing of tendons in postensioned
X
ACI 318: 6.2
Concrete and prior to removal of shores and
forms from beams and structural slab
12. Inspect formwork for shapes, location
and dimensions of the concrete member
X
ACI 318: 6. 1.1
being formed
a: Where applicable, see also Sections 1701.1, Special inspections for seismic resistance
Page 3 of 5 rev. February 11, 2011 2009
Table 1.704.5.1
Level I Recudred Verifications Arid Inspections Of Masoary Coiistructioris
a: The specifications standards reference are those listed in chapter 35.
Page 4 of 5 rev. February 11, 2011 2009
Frequency of Inspections
Reference for Criteria
Continuous
Periodically
IBC
TMS 402/
TMS 602
Verifications and Inspections
sections
ACI 530
ACI 530.1
ASCE 5 ''
ASCE 6"'
1. Compliance with required inspections
provisions of the constructions documents and
X
Art 1.5
the ap roavla submittal shall be verified
2. Verifications off',, and PAAC prior to con-
X
shvctions except where specifically exempted
Art 1 AB
by this code
3. Verifications of Slump flow and VSI as
X
Art 1.513
delivered to the site for self -consolidating grout
l .b.3
4. As masonry constructions begins, the following shall be verified to ensure compliance
a. Proportions of site -prepared mortor
X
Art. 2.6A
b. Constructionsofmortorjoint
X
Art. 3.3 B
C. Locations of reinforcement, concetors,
X
Art. 3.4, 3.6A
prestressing tendons and anchorage.
d. Prestressing technique
X
Art. 3.6 B
e. Grade and size of prestressing tendons and
Art. 2.4 B,
anchorage
X
2.4 H
5. The inspections program shall verify:
a. Size and locations of structural elements
X
Art. 3.3 G
b. Type, size and locations of anchors, including
Sec. 1.2.2(e)
other details of anchorage of masonry to
X
2.1.4, 3.1.6
structural members, frames or others construction.
C. Specified size, grade and type of reinforcement
X
Sec. 1.13
Art. 2.4,3.4
d. Welding of reinforcing bars
X
Sec. 2.1.10.7.2
3.3.3.4 (b)
C. Protection of masonry during cold weather
Sec. 2104.3
Art, 1.1 S C,
(temperature below 40 F) or hot weather
X
2104.4
1.8 D
(temperature above 90 F)
f. Applications and measurement of prestressing
X
Art. 3.6 B
force
6. Prior to grouting, the following shall be verified to ensure compliance:
a. Grout space is clean
X
Art. 3.21)
b. Placement of reinforcement and connectors and
X
Sec. 1.13
Art. 3.4
prestressing tendons and anchorages
C. Placement of site -prepared grout and prestressing
X
Art. 2.613
Grout for bonded tendons.
d. Constructions of mortar joints
X
Art. 3.3 B
7. Groat placement shall be verified to ensure
compliance with code and constructions
X
Art 3.5
documents provision
a. Grouting of prestressing bonded tendons
X
Art 3.6C
8. Preparations of any required grout specimens,
X
Sec. 2105.2.2
Art. 1.4
t
mortar specimen and/or prism shall be observed
2105.3
a: The specifications standards reference are those listed in chapter 35.
Page 4 of 5 rev. February 11, 2011 2009
Table 1704.5.3
Level 2 Required Verifications and inspections of Masonry Construction
a: The specifications standards reference are those listed in chapter 35.
Page 5 of 5 rev. February 11, 2011 2009
Reference for Critieria
Verifications and Inspections
Continuous
Periodic
IBC
ACI 530/
ACI 530.1/
sections
ASCE 5
ASCE 6
TMS 402'`
TMS 602
1. Compliance with required inspections
ART. 1.5
provisions of the constructions documents and
X
the approved documents
2. Verifications off ., and f AAA prior to construc-
X
ART. 1.4B
tions and for every 5,000 ft^2 during
construction.
3. Verifications of proportions of material in
X
ART. 1.5B
premised or preb►ended mortar and grout as
delivered to the site
4. Verifications of slump flow and VSI as deliver-
X
ART. 1.5B
ered to the site for self -consolidating grout
l .b.3
5. The following shall be verified to ensure compliance:
a. Proportions of site -prepared mortor, grout and
X
Art. 2.6A
Prestressing grout for bonded tendons
b. Placement of manony Units and constructions
X
Art. 3.3 B
of motar joints
C. Placement of reinforcement, connectors and
Art. 3.4,
Prestressing tendons and anchorage
X
See. 1.15
3.6A
d. Grout space prior to grouting
X
Art. 3.2 D
e. Placement of grout
X
Art. 3.5
f. Placement of prestressing grout
X
Art 3.6C
g. Size and locations of struchnral elements
X
ART. 3.3F
h. Type,size and locations of anchors, including
X
Sec. 1.2.2(e)
other details of anchorage of masonry to structural
1.16.1
members, frames or other constructions
i. Specified size, grade and type of reinforcement,
Y
Sec. 1.15
Art. 2.4, 3.4
anchor bolts, prestressing tendons and anchorage
j. Welding of reinforcing bars.
X
Sec. 2.1.9.7.2,
3.3.3.4 (b)
k. Preparations, construction and protection of
Sec. 2104.3,
Art. 1.8C,
Masonry daring cold weather (temperature below
X
2104.4
Art. 1.8D
40T) or hot weather (temperature above 90°17)
1. Applications and measurement of prestressing
X
Art. 3.6B
force
6. Preparations of any required grout specimens
X
Sections 2105.
Art 1.4
And/o• prism shall be observed:
2105.3
a: The specifications standards reference are those listed in chapter 35.
Page 5 of 5 rev. February 11, 2011 2009