HomeMy WebLinkAbout1015 CHESTNUT AVE; ; 82-230; Structural CalculationsLENDER WORKER'S COMPENSATION DECLARATIONS OWNER/BUILDER= o pi|p.D l|is§fi=g»^ SS5-3S_|5- "pgs'S;, ifSoIif^i;, |sl=l• a^ sssSSgS ^Sg=;s«,S-g-i^" =" = ?;i lii 11 ii?lll!" 1*115 i
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City of Cartebao
REQUEST FOR INSPECTION RECORD
INSPECTOR
OWNER
ADDRESS
REQUESTED B\
TIME:X3/^-i
PHONE NO.
BU
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D REINFORCING STEEL £)'
D MASONRY . p
D GROUT-GUNITE
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D SHEATHING D^BOOF D SHE
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D EXTERIOR/
D INSULATION
D INTERIOR LATH OR DRYWALL
D FINAL
PERSON TAKING REPORT.
ELECTRICAL
D TEMPORARY SERVICE
D UFFER GROUND
D ELECTRIC UNDERGROUND
D ROUGH ELECTRIC
D POOL BONDING
D ELECTRIC SERVICE
D FINAL
PLUMBING
D UNDERGROUND PLUMBING
D SEWER AND PL/CO
^JTOP OUT PLUMBING @*
^O TUB OR SHOWER PAN ""
D GAS TEST
D WATER HEATER
D SOLAR WATER
D FINAL
MISCELLANEOUS
D CONDITIONED AIR SYSTEMS
D SOLAR HEAT
n PATIO
D POOL D SPA
G SIGN
D GRADING
D DRIVEWAY
D FINAL
SPECIAL INSTRUCTIONS.
Ready For InspectiortNjD Monday
Xl A.M. D P.M. /
D Tuesday D Wednesday D Thursday
€itp of Cartefcab
REQUEST FOR INSPECTION RECORD
INSPECTOR (^lUNiKlX PERMIT NO
TIMF-
DATF- ttt\~7jS**l<.
OWNER
ADDRESS JOI? ^ •TT^^K^'N i
REQUESTED BY •• PHONE NO. *Tc?^> / '^P|
PERSON TAKING REPORT GM—
BUILDING
D FOUNDATION
D REINFORCING STEEL
D MASONRY
D GROUT -GUNITE
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D ELECTRIC UNDERGROUND
D ROUGH ELECTRIC
D POOL BONDING
D ELECTRIC SERVICE
D FINAL
PLUMBING
D UNDERGROUND PLUMBING
D SEWER AND PL/CO
D TOP OUT PLUMBING
D TUB OR SHOWER PAN
D GAS TEST
D WATER HEATER
Q SOLAR WATER
D FINAL
MISCELLANEOUS
D CONDITIONED AIR SYSTEMS
D SOLAR HEAT
D PATIO
a POOL a SPA
D SIGN
D GRADING
D DRIVEWAY
D FINAL
SPECIAL INSTRUCTIONS.
Ready For Inspection: D Monday
Vl A.M. D P.M.
D Tuesday D Wednesday ^[Thursday D Friday
€itp of Cartebao
REQUEST FOR INSPECTION RECORD
INSPECTOR PERMIT NO.
f\ TIME- / /
<i?2'~~3^£> nATF. 7>vy/3
OWNER S?/ f . ^-5, '
ADDRESS / O/ ^> (~^fa-isQs&**4*s" ^*T .
REQUESTED BY X^V</o-r-^— X JL/'*"^' PHONE NO ^f / " t/^fr ,
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D FOUNDATION
D REINFORCING STEEL
D MASONRY
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D UNDERGROUND PLUMBING
D SEWER AND PL/CO
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D TUB OR SHOWER PAN
D GAS TEST
D WATER HEATER
D SOLAR WATER
D FINAL
MISCELLANEOUS
D CONDITIONED AIR SYSTEMS
D SOLAR HEAT
D PATIO
a POOL D SPA
D SIGN
D GRADING
D DRIVEWAY
D FINAL
SPECIAL INSTRUCTIONS
For Inspection: D Monday
LA.M. D P.M.
D Friday
Citp of Cartebab
REQUEST FOR INSPECTION RECORD
/" /
INSPECTOR 1 A L'Z?6WS*/i\ jf^S PERMIT NO
(/ \ ~\ ~2 n TIMF:
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REQUESTED BY C~f~ I A^,,, /7>i^f^ PHONE NO. I.J( ~* I "^ / ^X| /VCT-p-u/^7ir-' . ^
/ PERSON TAKING REPORT x»
BUILDING
D FOUNDATION
D REINFORCING STEEL
D MASONRY
D GROUT -GUNITE
D FLOOR AND CEILING SUB FRAME
D SHEATHING D ROOF D SHEAR
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O
PLUMBING
D UNDERGROUND PLUMBING
D SEWER AND PL/CO
D TOP OUT PLUMBING
D TUB OR SHOWER PAN
D GAS TEST
D WATER HEATER
D SOLAR WATER
D FINAL
SPECIAL INSTRUCTIONS.*&**}-
MISCELLANEOUS
D CONDITIONED AIR SYSTEMS
D SOLAR HEAT
D PATIO
D POOL D SPA
D SIGN
D GRADING
D DRIVEWAY
D FINAL
Ready For Inspection: D Monday
D A.M. D P.M.
D Tuesday D Wednesday D Thursday
Citj> of Cartebab
REQUEST FOR INSPECTION RECORD
INSPECTOR
OWNER
PERMIT NO.
TIME:
.DATE:
ADDRESS
PLUMBING
D UNDERGROUND PLUMBING
D SEWER AND PL/CO
D TOP OUT PLUMBING
D TUB OR SHOWER PAN
D GAS TEST
D WATER HEATER
D SOLAR WATER
D FINAL
SPECIAL INSTRUCTIONS.
REQUESTED BY ^£>fe PHONE NO. ^T?^ ^ ^T Z-//T A f '
BUILDING
D FOUNDATION
D REINFORCING STEEL
D MASONRY
D GROUT -GUNITE
D FLOOR AND CEILING SUB FRAME
D SHEATHING D ROOF D SHEAR
D FRAME
D EXTERIOR LATH
D INSULATION
D INTERIOR LATH OR DRYWALL
D FINAL A-0*~~.
PERSON TAKING REPORT M-
|
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D TEMPORARY SERVICE
D UFFER GROUND
D ELECTRIC UNDERGROUND
D ROUGH ELECTRIC
D POOL BONDING
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D FINAL
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MISCELLANEOUS
"K W CONDITION ED AIR SYSTEMS
'SOLAR HEAT
D PATIO
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D SIGN
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D DRIVEWAY
D FINAL
Ready For Inspection: D Monday
D A.M. D P.M.
O Tuesday D Wednesday D Thursday JD Friday
Cttp of
REQUEST FOR INSPECTION RECORD
INSPECTOR (^|Kll^J\ PFRMITNO
TIME:
HATF. b'MrPfc
ADDRESS )O\ \) (^\^3^N\J
REQUESTED BY PHONE NO.
PERSON TAKING REPORT fift-'
BUILDING
D FOUNDATION
D REINFORCING STEEL
D MASONRY
D GROUT -GUNITE
D FLOOR AND CEILING SUB FRAME
D SHEATHING d ROOF d SHEAR
D FRAME
D EXTERIOR LATH
d INSULATION
d INTERIOR LATH OR DRYWALL
d FINAL
ELECTRICAL
D TEMPORARY SERVICE
d UFFER GROUND
d ELECTRIC UNDERGROUND
d ROUGH ELECTRIC
d POOL BONDING
d ELECTRIC SERVICE
d FINAL
PLUMBING
d UNDERGROUND PLUMBING
d SEWER AND PL/CO VU
V) TOP OUT PLUMBING ^'
C TUB OR SHOWER PAN
d GAS TEST
d WATER HEATER
d SOLAR WATER
d FINAL
SPECIAL INSTRUCTIONS.10'
MISCELLANEOUS
d CONDITIONED AIR SYSTEMS
d SOLAR HEAT
d PATIO
d POOL d SPA
d SIGN
d GRADING
d DRIVEWAY
d FINAL
Ready For Inspection: D Monday
D A.M. D P.M.
D Tuesday M Wednesday D Thursday D Friday
Cttp of Cartebab
REQUEST FOR INSPECTION RECORD
INSPECTOR ^-SfS-ib-pY PERMIT NO.
TIMF:
DATF-
OWNER
AnnRFS* /Dl^ Cft^TKlUT
REQUESTED BY PHONE NO.
PERSON TAKING REPORT (H —
BUILDING
D FOUNDATION
D REINFORCING STEEL
D MASONRY
D GROUT -GUNITE
D FLOOR AND CEILING SUB FRAME
D SHEATHING D ROOF D SHEAR
D FRAME
D EXTERIOR LATH
D INSULATION
D INTERIOR LATH OR DRYWALL
D FINAL
•1
ELECTRICAL
D TEMPORARY SERVICE
D UFFER GROUND
D ELECTRIC UNDERGROUND
D ROUGH ELECTRIC
D POOL BONDING
D ELECTRIC SERVICE
D FINAL
PLUMBING
D UNDERGROUND PLUMBING
^ SEWER AND PL/CO
n TOP OUT PLUMBING
D TUB OR SHOWER PAN
D GAS TEST
D WATER HEATER
D SOLAR WATER
D FINAL
SPECIAL INSTRUCTIONS.
MISCELLANEOUS
D CONDITIONED AIR SYSTEMS
D SOLAR HEAT
D PATIO
n POOL n SPA
D SIGN
D GRADING
D DRIVEWAY
D FINAL
Ready For Inspection: D Monday
D A.M. D P.M.
D Tuesday Y] Wednesday D Thursday D Friday
. , City of Cartebab
REQUEST FOR INSPECTION RECORD
</e3fyTs~~^sINSPECTOR / " y PERMIT NO.
TIME: / , J
DATF /WS-*
ADDRESS ^/^^(^^^^ /^c_ /54^<^
r , II £/ **j > j*»* ^**Tt& jt J
REQUESTED BY /pfL?v«^r^/ v PHONE NO. ' **7 ^> 7 0 /
f ^ J f^dffl
PERSON TAKING REPORT /*67(r-~
BUILDING
D FOUNDATION
D REINFORCING STEEL
D MASONRY
D GROUT -GUNITE
D FLOOR AND CEILING SUB FRAME
D SHEATHING D ROOF D SHEAR
D FRAME
D EXTERIOR LATH
D INSULATION
D INTERIOR LATH OR DRYWALL
D FINAL
/
PLUMBING
D UNDERGROUND PLUMBING
D SEWER AND PL/CO
D TOP OUT PLUMBING
D TUB OR SHOWER PAN
D GAS TEST
D WATER HEATER
D SOLAR WATER
D FINAL
n
ut\yw\ /\?,
v/ ELECTRICAL
iZf^TEMPORARY SERVICE ^^T^. \ ^
/D UFFER GROUND ^U LA--
D ELECTRIC UNDERGROUND
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t D POOL BONDING
A D ELECTRIC SERVICE ,^/^p
F 0 FINAL ^-^ C\J&<&
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- D CONDITIONED AIR SYSTEMS
D SOLAR HEAT
D PATIO
D POOL D SPA
n SIGN
D GRADING
D DRIVEWAY
D FINAL
SPECIAL INSTRUCTIONS.
Ready For|ln^'pection:V5 Monday
D A.M. ft P.M. f\ '
D Tuesday D Wednesday D Thursday D Friday
American Engineering Laboratories, Inc.
7574 Trade Street, San Diego, California 92121
Telephone (619) 695-3730
FILE No SUMMARY OF COMPRESSION TEST RESULTS PAGE,
JOB. CHESTNUT PLAZA
1015 Chestnut, Carlsbad
ADDRESS
1983
YEAR , ...
•STORED ft CURED. NOT TESTED
LAB. NO
292
DATE
CAST
MO. DA.
3/16
LOCATION IN STRUCTURE
Elevator Pit Walls. Marked
CP. Gl, G2, G3. 3-.16-83.
Made by ISIS.
MATEWIA
PFJOPORI
ADMIXTUf
L Grout
•IONS/MIX (•,0. D
SPECIFIED ?nnr28 PAY STR.: — tviy>
esign 6
None
?F'
»ec. SLUMP
AGO. SIZE:
ULTIMATE COMPRESSIVE STRENGTH. PSl
SLUMP
IN. .
7. DAY
3030
20 PAY
OTHER
TEST
AGE
RESULTS
) _.._..,
MAILED
r
1-Independcnt Special Inspection Service AMERICAN ENGINEERING LABORATORIES
WILLIAM L. COCHRANE, R.C.E. J^24445
FILE No.SUMMARY OF COMPRESSION TEST RESULTS PAGE.
j«n. f HF^TNIIT PI A7A
1015 Chestnut, Carlsbad
ADDRESS: ' ' • . . '
1983
• YCAIIi ' ' ' ' •..-.•-.- ,
•STORED a CURED. NOT TESTED
LA*. NO.
292
363
397
'•..•••
DATECASTMO. DA.
3/16
4/4
4/11
' -' ' . .
LOCATION IN STRUCTURE
"Elevator 'Pit Walls. Marked
CP. Gl, G2, 63. 3-16-83.
Made by ISIS.
Wall Along Line "4"C, Stf
Corner of First Lift. Marked
A.B.C./ Made by B. Cook.
Foundation Plan; Type I Wall
Along Line 4 "C"; 2nd Lift.
Marked A.B.C.Made by B. Cook
Ticket #349980.
" ' ' • '
1 III VJ • 1...V- ^v^C^^ T• \.f 1 • f*\ rt r^1"^ I fi* * *^ it*--
MATrrtuL Grout ZTZr??-. 2000
PROPORTIONS/MIX f^/ Design 6
None
ULTIMATE COMPRESSIVE STRENGTH. PSI
SLUMP, .IN.
. . ' .
9.
10.
T.DAY
3030
2150
1140
2S.OAV
3450
2570
1350
OTHER
TESTAGE
*Hold
*Hold
RESULTS
60-day
2430
MAILED
APR 21 1981
'• : • .
Wia'V'"oj
• .. ' • •
1-Independent Special Inspection Service AMERICAN ENGINEERING LABORATORIES
C**Jk\
WILLIAM L. COCHRANE, R.C.E. #24445
American Engineering Laboratories, Inc., 7574 Trade Street, San Diego, California 92121; Telephone (619) 695-3730
ISIS
«,P"v
INDEPENDENT SPECIAL INSPECTION SERVICE
A QUALITY ASSURANCE FIRM
Project:
Permit No;
Subject:
Materials;
April 15, 1983
Chestnut Flaaa
1015 Chestnut Avenue
Carlsbad, CA
82 - 230
Special Inspection of
Units: ASTM C90; gr* "N"
Mortar: Type "S" (1800 psi)
Reinf: ASTM A615; gr. 60
Grout: Design #6 (6.5 sk; 2000 psi)
Steel: ASTM A36
Electrodes: E?018 (low-hydrogen)
4/04/83
4/05/83
4/08/83
MASONRY:•
Inspected lay-up of first lift at wall types I, II, and
V to receive Special Inspection. Confirmed, specified
reinforcing steel installation for size, grade, and loca-
tion prior to inspected grout placement and consolidation
at first lift, all walls, entire project.
Cast one set of grout samples for test.
STRUCTURAL STEEL:
Inspected welding, and confirmed detail conformity (i.e.
reference detail 11/37) at all "hcldowns" at Second Floor
framing inclusive of stiffener plate welding, each side of
holdowns, sasc locations-. .
MASONRY:
Inspected second lift masonry lay-up to top-of-wall
tion at west wall lines 4 ("A" to "E").
til sva-
MASONRY:
Inspected lay-up of final lift to finished height at the
balance of walls for entire project and approved .same for
subsequent grout placement.
MASONRY:
Inspected placement and consolidation of grout at final
lift to Second Floor framing at all walls, entire project.
Cast one set of grout samples for test*
P.O. BOX 50007 • SAN DIEGO, CALIF. 92105 • (619)283-8736
Special Inspection of con't*Page two
INDEPENDENT SpECIAl* .INSPECTION SERVICE
Reviewed, by:
. V\
Robert L. Hoffman
Pres,/0perationsj ISIS
1-City of Carlsbad
1-Robert F. Ardent/Arch.
1-Nowak-Meulmester-Allen-Assc«/Eng»
1-Raman Development Company Inc.
ISIS
INDEPENDENT SPECIAL INSPECTION SERVICE
A QUALITY ASSURANCE FIRM
Date if/4/83
Project:
Subject:
Materials;
Chestnut Plaza
1015 Chestnut Avenue
Special Inspection of
Reinf: ASTM A615; gr« 60
Bolts: !l A325
Units; " C90; gr. !!N"
Mortar: Type "S" (1800 psi)
Steel: ASTM A36
Electrodes: E?018 (Low-hydrogen)
Date >/23/83
Date: 3/29/8.!
Date: 3/30/83
WELDING:
Confirmed joint fit-up followed by inspected weld-
ing for process and. procedure at Second Floor
beam-to-beam connection (top and bottom flange)
per detail 9/S?A at lines "E" (2 and 3.75).
HIGH -STRENGTH BOLTS:
Conducted torque testing and verified specified
torque values for respective bolt size (employed
calibrated wrench method) per detail 6/S7A at
Second Floor connection of beam W27 X'161 to
W27 X 9^.
MASONRY: ......'
Inspected unit installation and integral rein-
foTGi:ag steel placement per schedule for- type I
west wall locations froxc. lines l'A" to "E" inclu-
sive or type V walls located at-'.line "D".3
from top-of-footing to +6'~0" elevation*
MASONRY:
Inspected, masonry lay-up per schedule and applic-
able details, in the quantity of eight courses
to +6'-0" elevation at the balance of building
walls not listed in report dated, ,3-29-83.
P.O. BOX 50007 • SAN DIEGO, CALIF. 92105 « (619)283-8736
Special Inspection of / - Page two
INDEPENDENT .SPECIAL INSPECTION SERVICE
Reviewed by:
Robert L. Hoffman
Pres./Operations, ISIS
1-Haman Development
1-Robert Ardent/Architect
1-Nowak-Meulmester and Assc.
1-City of Carlsbad
ISIS
INDEPENDENT SPECIAL INSPECTION SERVICE
REGISTERED INSPECTOR'S WEEKLY REPORT
P.O. Box 50007
(619) 283-8736
San Diego, CA 92105
NO. ^FOR WEEK
ENDING ON
COVERING WORK PERFORMED
WHICH-REQUIRED APPROVAL BY
THE SPECIAL INSPECTOR OF
(~) REINFORCED CONCRETE [~] STRUCT. STEEL ASSEMBLY Q GLUE-LAM. FABRICATION
Q PRE-STRESSED CONCRETE Q REINFORCED GYPSUM Q OTHER
PH REINFORCED MASONRY ("JPILE DRIVING
JOB ADDRESS
\ Q \^> C
3U1LDINO PERMIT NUMBER NUMBER
OWNER OR PROJECT NAME
VjTT \\_
ARCHITECT
ENGINEEROESCRIFE MAT'L. (MIX DESIGN, R E-BAR GRADE & MFGR.. WELD-ROD. ETC.)
. H
GENERAL. CONTRACTOR
V\
CONTR. DOING REPORTED WORK
» •»
LAB. RECEIVING & TESTING CONSTR. MAT'L. SAMPLES
INSP'N.
DATE
LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC.
INCLUDES IN FORMATION ABOUT- AMO UN TS O F MATERIAL PLACED OR WORK PERFORMED; NUMBER, TYPE. & I DENT. NO'S.
OF TEST SAMPLES TAKEN; STRUCT. CONNECTIONS WELDS MADE. H.T. BOLTS TORQUED) CHECKED) ETC.
\—t^V ~
CERTIFICATION OF COMPLIANCE
I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE
REPORTED WORK. UNLESS OTHERWISE NOTED, I HAVE FOUND THIS
WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS, &
APPLICABLE SECTIONS OF THE CITY BUILDING LAWS.
SIGNATURED? REGISTERED Ih
DATE OF REPORT REGISTER NUMBER
ISIS
INDEPENDENT SPECIAL INSPECTION SERVICE
REGISTERED INSPECTOR'S WEEKLY REPORT
P.O. Box 50007
(619) 283-8736
San Diego. CA92105
NO.FOR WEEK
ENDING ON
COVERING WORK PERFORMED
WHICH REQUIRED APPROVAL BY
THE SPECIAL INSPECTOR OF
n REINFORCED CONCRETE jSJ STRUCT. STEEL ASSEMBLY [~] GLUE-LAM. FABRICATION
Q PRE-STRESSED CONCRETE Q REINFORCED GYPSUM G OTHER
O REINFORCED MASONRY Q PILE DRIVING
JOB ADDRESS
^ c
BUIl-DING PERMIT NUMBER PLAN FILE NUMBER
OWNER OR PROJECT NAME ARCHITECT
DESCRIFE MAT'L. (MIX DESIGN, R E-BAR GRADE It MFGR., WEUD-ROD. ETC.)ENGINEER
GENERAL CONTRACTOR
\ U\v_\CONTR. DOING REPORTED WORK
UAB. RECEIVING & TESTING CONSTR. MAT'L. SAMPLES
INSP'N.
DATE
LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC.
INCLUDES INFORMATION ABOUT - AMOUNTS OFMATERIAt. PUACEP OR WORK PERFORMED; NUMBER. TYPE.. & IDENT. NO'S.
OF TEST SAMPLES TAKEN) STRUCT. CONNEC TIONS (WELDS MADE. H.T. BOLTS TORQUED) CHECKED; ETC.
v>\ VA C~» 1
POOL — "VO ~
.^^ACae-^- \
CERTIFICATION OF COMPLIANCE
I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE
REPORTED WORK. UNLESS OTHERWISE NOTED. I HAVE FOUND THIS
WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS, &
APPLICABLE SECTIONS OF THE CITY BUILDING LAWS.
SIGNATUREOF REGISTERS l^SPECTOa
DATE OF REPORT REGISTER NUMBER
MAR 2 8 1983
CITY OF CARLSBAD
Building Department
ISIS
JPENDENT SPECIAL INSPECTION SERVICE
A QUALITY ASSURANCE FIRM
Date 3/21/83
Project:
Subject:
Materials
Chestnut Plaza
1015 Chestnut, Carlsbad, CA
Special Inspection of
Reinf: ASTM A615; gr; 60
Units: ASTM C90; gr. "N"
Grout: Design #6 (6.0 sk; 2000 psi)
Date;3/15/83
Date: 3/16/83
MASONRY:
Witnessed proportioning and mixing of mortar
followed by unit installation and integral
reinforcing steel placement at elevator pit
walls (per schedule) from pit floor to slab-
on-grade elevation.
MASONRY:
Inspected placement and consolidation of grout
at masonry wall locations listed in report
dated 3-15-83.
Cast one set of samples for test.
INDEPENDENT SPECIAL INSPECTION SERVICE
Reviewed by:
oA>^_>\ X .
Robert L. Hoffman
Pres./Operations, ISIS*
1-City of Carlsbad
1-Robert F. Ardent/Arch.
1-Nowak-Meulmester-Allen-Assc./Eng.
1-Haraan Development Company Inc.
P. 0. BOX 50007 • • SAN DIEGO, CALIF. 92105 • (619) 283-8736
SIS
INDEPENDENT SPECIAL INSPECTION SERVICE
REGISTERED INSPECTOR'S WEEKLY REPORT
P.O. Box 50007
(619) 283-8736
San Diego. CA 92105
NO. \FOR WEEK
ENDING ON
COVERING WORK PERFORMED
WHICH REQUIRED APPROVAL BY
THE SPECIAL INSPECTOR OF
REINFORCED CONCRETE Q STRUCT. STEEL ASSEMBLY Q GLUE-LAM. FABRICATION
PRE.STRESSED CONCRETE Q REINFORCED GYPSUM [~] OTHER
REINFORCED MASONRY H PILE DRIVING
JOB ADDRESS
\A\XT
BUILDING PERMIT NUMBER PLAN F1L.EC NUMBER
OWNER OR PROJECT NAME
c
ARCHITECT
OESCRir E MAT'L. (MIX DESIGN, RE-BAR GRADE & MFGR.. WELD-ROD, ETC.)ENGINEER
v\
U
GENERAL CONTRACTOR
VA ^\T"\ AO"\gy»A v->Co-
CONTR. DOING REPORTED WORK
UAB. RECEIVING V TESTING CONSTR. MAT'L.. SAMPLES
INSP'N.
DATE
LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC.
INCLUDES INFORMATION ABOUT _ AMOUNTS OFMATERIAL PLACED OR WORK PERFORMED; NUMBER. TYPE.. & IDENT. NO'S.
OF TEST SAMPLES TAKEN; STRUCT. CONNEC TIONS (WELOS M AOE. H.T. BOLTS TOROUED) CHECKED; ETC.
\
CT>VX?st>\,V.^^t\e>
CERTIFICATION OF COMPLIANCE
I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE
REPORTED WORK. UNLESS OTHERWISE NOTED, I HAVE FOUND THIS
WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS, &
APPLICABLE SECTIONS OF THE .CITY BUILDING LAWS.
SIONATUREOF REGISTERED INsVefe
C-
DATE OF REPORT REGISTER NUMBER
California Contractors
License #375733 (Ml)
Schindler Haughton
ELEVATOR CORPORATION
April 14, 1981
Robert R. Ardent
5850 Avenida Encinas
Carlsbad, CA 92008
Dear Bob:
Per our telephone conversation, please find layouts that meet UBC. As
you will see 7'0" x 5'2" is the minimum platform size to yield 6'8" x
4"3" inside. The enclosed layouts are for right hand, left hand and center
opening doors.
If you have any questions, please do not hesitate to call.
Sincerely,
Schindler Haughton-Elevatgr Corporation
kott H. Sout
Branch Manager
SHS:dls
Enclosure
ard
5231 CUSHMAN PLACE, SUITE 3 • P.O. BOX 82328 • SAN DIEGO, CALIFORNIA 92138 • PHONE (714) 297-0341
PLATFORM WIDTH
Shaded area = not^-iri'sTde platform area£>
Typicalf&)= 8-1/4" fpr l\«ipc-era door
= S)-l/2" for 2 Speed doors
=10-3/4" for 3 Speed doors
Return Panel
Door Pane 1
5"*
5"*
i. i
4
L"
Return Panel
Door Panel
}'.
Door Panel
2 "
* Return panels vary in thickness depending on fixture & fixture
box used. . -
2500H HYDRAULIC ELEVATOR
PRODUCT DESCRIPTION
Capacity
Speed
Car Platform Size
-Number of Openings
Rise
Landing Entrance
Power Unit
Controller
Jack
Guide Shoes
Cab
Cab Flooring
Car Door
Car Door Protection
Landing Entrance Finish
Car Operating Devices and
Signals
Painting
Maintenance
Options
2500 pounds.
100.feet per minute. .
7'-0" widex 5'2" deep.
2 in line.
12 feet. . i '
Single Speed Center Opening, 3'-6" x 7'-0"
Optional: Single Speed Side Slide, Left or Right Hand Opening
3'-6"x7'-0"
Sound Isolated, Unitized Valve with Independent Ride Control
Adjustments.
Sound Isolated, Positive Displacement Hydraulic Pump. i
Sound Isolated Drive Motor.
Heavy Duty Muffler.
Sound Isolation Panels.
Integrally Mounted on the Power Unit.
Selective Collective Operation.
Solid State Timing Circuits.
Low Oil Control.
Phase I Fire Service
Across the Line Motor Starting.
.208 or 230 Volts, 3 Phase, 60 Hertz.
Automatic Oil Return.
Tape Wrapped Corrosion Protection.
Swivel Type with Nylon Inserts.
HC2500 DESIGNER SERIES.
Carpet by Others
Finished in Plastic Laminate of Owner's Selection (See Note).
Safe Edge Full Height of Door.
Hoistway Doors and Frames Will Be Baked Enamel. (See Note)
Car Operating Panel Includes:
Emergency Light and Power Supply.
Alarm Push Button.
Emergency Stop Switch. .
Door Open Push Button. ;
Floor Push Buttons— Illuminate When Call Is Registered. .
Fan Switch. .;
Light Switch. ; ,
Landing Push Buttons — Illuminate When Call Is Registered.
All Exposed Metal Work Furnished By Haughton Under These
Specifications Shall Be Factory Painted by Haughton UNLESS
Otherwise Specif ied.
Three Months Full Maintenance. '
Additional Features Are Available As Options. [ "
NOTE: Special Finishes Are Available At Additional Cost.
ELEVATOR CORPORATION
NAT IONAL
600 THIRD AVENUE.
ELEVATOR
ELEVATOR INDUSTRY, INC.
NEW YORK, N.Y. 10016 (212) 986-1545
ENGINEERING STANDARDS
1979 EDITION HYDRAULIC PASSENGER ELEVATORS
U.S. & S.I. UNITS
RATED SPEEDS 75-200 FEET PER M-IN./0.38-1.02 METERS PER SEC.
SHEET NO. 18
UNITS
U.S.
S.I.
U.S.
5.1.
U.S.
S.I.
y,&^
S.I .
U.S.
S.I.
U.S.
S.I.
U.S.
S.I.
U.S.
S.I.
U.S.
S.I .
U.S.
S.I.
RATED
LOAD
LB/kg
1200
544.3
1500
680.1
2000
907.2
1 134
3000
1360.8
3500
1587.6
3500
1587.6
4000
1814.4
4000
1814.4
5000.
2268
AREA
M
15.6
1.45
18.9
1.76
24.2
2.24
2.70
33.7
3.13
38.0
3.53
38.0
3.53
42.2
3.92
42.2
3.92
50.0
4.65
FE
t A
4-8
1422.4
4-6
1371.6
5-8
1727.2
VWL "rSfT^^
2032
6-8
2032
6-8
2032
7-8
2336.8
• 7-8
2336.8
7-8
2336.8
8-8
2641.6I
DIMENSIONS
ET X, INCHES/MILLIMETERS
t B
3-3
990.6
4-3
1295.4
4-3
1295.4
1295.4
4-7
1397
5-3
1600.2
4-7
1397
5-3
1600.2-
5-3
1600.2
5-1
1549.4
C
6-5
1955.8
6-8
2032
7-4
2235.2
2540
8-4
2540
8-4
2540
9-4
2844.8
9-4
2844.8
9-4
2844.8
10-4
3149.6
D
5-1
1549.4
5-1 1
1803.4
5-11
1803.4
•H 1 ' .*!?.Bf^ra^"" ipsvw
1803.4
6-3
1905
6-11
2108.2
6-6
1981.2
6-1 1
2108.2
7-2
2184.4
7-0
2133.6
E
3-0
914.4
2-8
812.8
3-0
914.4.
5|r •s'^jQiPG
1Q66.8
3-6
1066.8
3-6 '
1066.8
5-0
1524
4-0
1219.2
5-0
1524
6-0'
1828.8
ENTRANCES FT- IN/ mm
TYPE
TWO SPEED
SINGLE SLIDE
it
SINGLE
SLjae^'
JJSUIQE*-
SINGLE
SLIDE*
SINGLE
5L I DE *
CEN.IER""
OPENING
^1QPENir-f
CENTER
OPENING
CENTER
OPENING
2 SPD CTR OPNG
' *
CENTER OPENING
*
2 SPD CTR OPNG*
2 SPD CTR OPNG
*
FCMIN.)
6 1/2
165
5
12l~^*
• 5.
127
5
127
5
127
5
127
6 1/2
165
5
127
6 1/2
165
6 1/2
165 '
* THESE CAR DIMENSIONS AND .ENTRANCE TYPES COMPLY WITH 'SUGGESTED
MINIMUM PASSENGER ELEVATOR REQUIREMENTS FOR THE HAND I CAPPED"-
1500 4 .2000 RATED LOADS ARE FOR WHEELCHAIR ONLY.
MAXIMUM ALLOWABLE INSIDE CAR AREA IN SQ.FT./SD.M.. PER ANSI A17.1. RULE 207.1.
REFER TO HDISTWAY ENTRANCE DETAILS SHEET VJJi FOR INFORMATION ON REQUIRED
HOISTWAY DOOR SILL SUPPORTS,I ETC. ' "
t REFER TO PREFACE, SHEET NO. Hi TO DETERMINE APPROXIMATE
PLATFORM DIMENSIONS.
FOR ADDITIONAL INFORMATION, SEE GENERAL NOTES
NATIONAL .ELEVATOR INDUSTRY. INC.
, 600 THIRD AVENUE. NEW YORK, N.Y. 10016 (212) 986-1545
ELEVATOR ENGINEERING STANDARDS
1979 EDITION HYDRAULIC PASSENGER ELEVATORS
U.S. & S.I. UNITS
RATED SPEEDS 75-200 FEET PER MIN./0.38-1.02 METERS PER SEC.
SHEET NO. 17
CENTER OPENING
ENTRANCE
SINGLE SLIDE
ENTRANCE
R.H. SHOWN
. L.H. AVAILABLE
(TWO SPEED SLIDE
ENTRANCE SIMILAR)
h
— ,
\-
i
- E
NO
_l
H
1
\•~- — ,
ASV-i.
(-
I
PL/
11
E -
(NOTE P
UN VIEW
r
-\
\
\—
iduCD <(Lin c
o:
~e
i
^ 1.
A l-l/T/31.8 mm RECOM.
® PIT LADDER NOT BY
ELEVATOR SUPPLIER.
- •• - if 1
UJ
OD <CLIT) (
Ct
— e
A 1 1 r
.!_
D
I'i))
NOTE 1 "C" DIMENSION DOES NOT INCLUDE ANY ALLOWANCE FOR RAIL BACKING. FOR MAXIMUM
; ALLOWABLE VERTICAL SPACING OF RAIL SUPPORTS WITHOUT BACKING, REFER TO
ANSI-A!7.1, RULE 200.4.
NOTE 2 WITH FRONT AND REAR ENTRANCES. CONSULT ELEVATOR SUPPLIER
FOR ..INCREASED "0" DIMENSIONS.
FOR ADDITIONAL INFORMATION. SEE GENERAL NOTES
ESGIL CORPORATION
932O CHESAPEAKE I>R., SUITE 122
SAX Dll-XiO, CA O212«
(619)
./ ^
%)<Mdr^*~rt--'j
Date Jurisdiction
Prepared byt
P$j>r VALUATION AND PLAN CHECK FEE
\j
PLAN CHECK NO. (^^^^&^ ^
BUILDING ADDRESS Q^f^^^hjjf /^
d Bldg. Dept.
p Esgil
APPLICANT/CONTACT -^ PHONE NO.
BUILDING OCCUPANCY / DESIGNER PHONE
TYPE OF CONSTRUCTION '
BUILDING PORTION
yj^/^y? <^?(Z
&n^f//i>£&?^.
/ SJ^&ZCsfrfs/J
(/
G/7(ZI>1<7&£^
/
Res. Baths (over 3)
Res. rircnl aces (°Tr
Air Cor.aitionine:
Commercial
Residential
Res. or Conun.
Fire Sprinklers
Total Value
BUILDING AREA
^4^5 G(s-/7&f£
^/ /ffefZddJ&A
/PfZ/d/^-rfa
U
/t&rs^ <?Jk%xsL'
^
(^>(?/t
CONTRACTOR
VALUATION
MULTIPLIER
? O/Zstf* .
sjc /~tf/*(2^y'
ffcfa? -^~fc£
'
1 -
^ / /4^
e 2,200
P 1 ,760
PHONE
VALUE
Z&S'fS?
>7<2J .
'/*Z2&te^cx
? /Z?/lS '
/^ / //x^
(--^X >T<^ /^-
/ j,. - ^7) £,^
,,« •) _ ;-, j I
@ 2.40
@ 1.50
^ xv,A/
(7
Building Permit Fee $
Adjustment for State
Mandated Handicapped
Access Regulations
X 1.063. =
8/4/82
ESGIL CORPORATION
O«SO CIIKSAPKAKK J>R., J*
SAN DIKOO, CA
(T14)
!*^t^-f
£ti>a>V
C ^
7
Dates JurisdictionL-££^-
Prepared byt
VALUATION AND PLAN CHECK FEE
Bldg. Dept,
Esgil
BUILDING ADDRESS f'/O /"/&? <& <^- fa^S ~r~Vj J f~~
APPLICANT/CONTACT fcd&l'f' $(2f)&V{J' PHONE NO. t^3<& 3/>6>*4-
BUILDING OCCUPANCY /3~f'fi"'2' DESIGNER PHONE
TYPE OF CONSTRUCTION V/- J(J
BUILDING PORTION
f4&«SIG>/0tf O<
C>/2 / <-•/, /•;#
st-G-o'*,* &.
C>'<L,^ C^^
/£<? (."S^d? cA
&/Zi«,. 7/,i'
,/36-^.S«^ faL
QtZiq 7/.S'
f2>J$<di to,
Res. Baths (over 3)
Res. Fireplaces (°^2er'
Air Conditioning
Commercial
Residential
Res. or Comm.
Fire Snrinklers
Total Value
BUILDING AREA
^ 7/ts7&z.
1 ~7/f^~ '/&t£>i't,
/o/d/'sZ " '
^C~'3^ 7/0-
7 cc' /-h iec*- t vV £/& "2-
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t/^ftt /f/t/ft'2.
^Z'>7fc/e4S
'6/^2 Srin«&at*>
f \J
_,-... -
^*" \
W7 (. v ^ / •
V . Vx^
\ "6Q:L
---a* .
CONTRACTOR
VALUATION
MULTIPLIER
U^/^a^c^
s-&s~& *>
^ £^c) / ^
t/4W
/a 72 $~ a.
f',^7
/JJ,7£b- CF>
^/gsw e,
@ 2,200
@ 1,760
@ ) 2.80
? 2.40
@ 1.50
PHONE
VALUE
7 /
-A ___/ //'i ^* ^ jS?
^ ^*7 ^**^ ^/ ^7/) @ ^2. *^
3*2 35:&3d
/ -* *" ^ ^7 ^7^?^3»
r
I O-^1 1 i^L" \j V^J \
GW5&&
f Building Permit -..,_^Z2£V
Adjustment for State
Mandated Handicapped
Access Regulations
X 1.065 =
lull fhUCk ( L'L> $ // 6? // C'X 1.065
( I, M MINI S:.) f-IT f«
I I APPLICANT COPY
CD PLAN CHECKER COPY
Citpiof Cartebab
JURISDICTION:DATE
PROJECT ADDRESS:
TO..
PLAN CORBECTIOM SHEET
• iti« fl'n* received by jurisdiction
•i«te fl«n» received by plan chicktr
3«:c initial plan check completed .by.
PtEOSC BFAD
ri*n check it limited to technical requirements
contained In the Uniform Building Coda, Uniform
Plumfiing Code. Uniforn Mechanical Code. National
Electrical Code and atate laws regulating energy
conservation, noise attenuation and access for
the ha.-.dicapped. The plan check is based on
regulations enforced by the Building Inspection
Cepartnent. You may have other corrections
based on laws and ordinances enforced by the
Planning Department, Engineering Department
or other departments.
T.Se items circled below need clarification,
rodification or change. All circled items have
tc be satisfied before the plans will be in
confornance with the cited code* and regulations.
Per Sec. 301 (c). 1979 Uniform Building Code,
the approval of the plan* doe* not permit the
violation of any state, county or city law.
Pt ANS
Please nake all correction* on the original
tracings and submit two new seta of print*,
and any original plan sots that may have
been returned to you by the jurisdiction.
?.J) To facilitate rechccking, please identify,
next to each circled item, the sheet of
the plans upon which each correction on
this sheet has been made and return this
check sheet with the revised plans.
/hn
Op
-fo '/90-Z*
/7/e>S
1 o£ S-IT *
£-e'Yvne>c^7<''V7<.
-TUP.
SQC-) .
INTERDEPARTMENXfl INFORMATION SHEET
BUILDING DEPARTMENT
BUILDING ADDRESS:
H ~i .••*>
* twMJ.W.-r»Si>1W«,**«.
R.., Of PAfflaBADBuilding Department
PLANNING DEPARTMENT
-P-c?LOT SIZE LOT WIDTH
FLOWED UNITS PROVIDED
SPACES REQUIRED
GE ALLOWED
CTG
FLOWED
PROVIDED
HEIGHT ALLOWED
SETBACK:
J_
PROVIDED
PROVIDED
PROVIDED
SIDE SETBACK:
INTRUSIONS
LANDSCAPE & IRRIGATION PLAN COMMENTS:
REAR SETBACK:
ENVIRONMENTAL PROTECTION REQ : g)(
ADDITIONAL COMMENTS:
.TO ISSUE: fc?\ DATE_[OK TO FINAL DATE
ENGINEERING DEPARTMENT
R.O.W.INDUSTRIAL WASTE IMPROVEMENTS
SEWER CONNECTION
GRADING PERMIT
LEGAL DESCRIPTION
ASrAjLQNAL C
DRIVEWAY LOCATIONS
EASEMENTS DRAINAGE
^FIRE DEPARTMENT
SPRINKLING SYSTEM
FIRE ALARMS
'FIRE HYDRANTS
ADDITIONAL COMMENTS
k
_FIRE PROTECTION EQUIP
EXITS
LOCATION
OK TO ISSUE:DATE OK TO FINAL DATE
WATER DEPARTMENT
REQUIREMENTS OF APPROPRIATE DISTRICTS MET DATE
*
DEVELOPMENTAL
SERVICES
OFF/C£ OF 7W£ CITY ENGINEER
120° ELM AVENUE
CARLSBAD, CA 92008-1989
(619) 438-5541
Citp of Cartefcafc
Date:
Dave Sauter
Encina Water Pollution Control Facilities
P.O. Box 1005
Carlsbad, CA 92008
INDUSTRIAL WASTE PERMIT APPLICATION NO.
Enclosed is a copy of the application for an Industrial Waste
Discharge Permit from the subject applicant.
Your review and recommendations on this application will be
appreciated prior to the issuance of a waste disposal permit.
RONALD A. BECKMAN
City Engineer
Enclosure: Application No
C: Building Department
Jack Thomas, Dept. of Public Works
Arnie Wing, Dept. of Health Services
RAB:JF:hmj
APPLICATION FORM FOR INDUSTRIAL WASTE DISCHARGE PE
.Application: New
(Check One)
Revised
CITY OF CARLSBAD
- RECEIVED Application No. Z-Q^
Industrial Class 3/
By_
CITY OF CARLSBAD
DEPARTMENT
Date
Signature of City Representative
APPLICATION FOR INDUSTRIAL WASTE DISCHARGE PERMIT
A.GENERAL:
ApplicEnt_6.M£...
(Owner, Lessee, Tena^iT, etc.)
U."t /U S-fe t 3 G&rfefaA.Cfr phone
(Applicant's Address}
Type of Business:
SfeE'3
B. INDUSTRIAL WASTES AND PROCESSING:
General description of chemical and physical characteristics of existing
proposed waste fjQT frfpL\<Cfr&(£ -
General description of process, (If applicable)g\$\
WASTES TO BE DISCHARGED TO SEWER:
Waste Treated
(Check One)
Untreated
Applicant or Representative of Firm
Title /L
Quantity: Average j GPP
(Daily)
Maximum ^ Q GPP
IC> t fr (Qt
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BOTTOM CHORD (
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COMBINED STRESS INDEX COMBINED STRESS INDEX =
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CX-ffN PLATE Allowablt ™ ///O P '•' to the grosi contact area of the joint member.
MEMBER AREA (in2) ALLOWABLE (')ACTUAL (')
"
FILE NO.
DATE:
REF.: •
OIX1ELINE LUMBER CO.
TRUSS DEPARTMENT
3420 HIGHLAND AVE.
NATIONAL CITY, CA 92050
263-6161
. 33 DES. BY:CK. BV:
3850 E. MIRAtOMA AVE.ANAHEIM. CA. 92806 a sionods cnmoanv
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TRUSWAL SYSTEMS WEST ING.
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Q T- PLATE Allowable - p.l.l. to th* gron contact ana of th« joint mtmber
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P-§-'- 'o the groaa contact area of the joint member.
&R-R-500Q PLATE Allowable -
CTfiN PLATE Allowable
MEMBER AREA (in2)ALLOWABLE (')ACTUAL (*)
»
/
DIXIELINE LUMBER CO.
TRUSS DEPARTMENT
3420 HIGHLAND AVE.
NATIONAL CITY. CA 92050
263-6161
FILE NO. //P.
DATE:
REF.:DES. BY:CK. BY:
3850 E. MIRALOMA AVE.ANAHEIM. CA. 92806 a sianode comoanv
H TYPE FRAMING ANCHOR
w/ 4 • 8d NAILS EACH MEMBER
LAP 24" «v/6 • 16d NAILS
ij IMPACT BRIDGING 21 IMPACT BRIDGING
2»4 POST BY MFR.
IMPACT BRIDGING MAY BE
USED IN LIEU OF CONTINUOUS
LATERAL BRACE
2a SOLID BLOCK w/2 - 16d NAILS EACH END
Z - IGd NAILS THRU X BRACING
1
2* X-BRACING W2 • 16d TOE NAILS
TO END OF EACH BRACE
72> CONTINUOUS LATERAL
BRACE w/ 1Ed NAIL EACH
TRUSS
X BRACING (w/2 - led NAILS EACH
END) AT END WALLS AND AT
MAXIMUM 16'o.c-. .,". - .';. *'•
3J X-BRACING END WALL
.1X3 use 2-8d
'2X4 usfe 1-16d
CONTINUOUS LATERAL BRACE
(So< Chart B«low)
BOTTOM CHORD LATERAL BRACING
System.
Floor
Roof
LATERAL BRACING DESIGN
PER ENGINEERING AND'GENERAL
-NOTES
Typ« Braciog-
Impact
Lateral
„—Bracing Size,
2x4 to 24"o.c. - 2x6 to 32" ox.
1 x3 to 24"o.c. - 2x3 to 48"oj^ 1 ff-ff' max
, Spacing
12MT max.
Note: Each line of lateral bracing to be x-bracad at end walls, and at
16'-0" maximum. •
DIXIELINE LUMBER CO.
TRUSS DEPARTMENT
3420 HIGHLAND AVE.
NATIONAL CITY. CA 92050
263-6161
DEI FR-7, FF-7
C.H. Wood & Associates
SOIL & FOUNDATION ENGINEE
Project
February 3* 1983
Haman Development
3030 HardinG
Carlsbad* California 92008
ATTENTION: Bob Haman
SUBJECT: Report of Compacted Fill for tl$e_Chestnut Plaza^Df f ice
Buildins* Chestnut Avenue & Pio PicoDVive* "Carlsbad*
California
Gentlemen:
This is to report the results of soil tests* observations* and
inspection of earthwork construction at the subject site* The
work was performed durine the period between 02/04/83 and
02/09/83. The site is located at the southwest Quadrant of the
intersection of Pio Pico Drive and Chestnut Avenue* Carlsbad*
California.
To briefly summarize our work* we found existing loose native
soils to be recompacted to a minimum of 90% and imported fill
soils to be compacted to a minimum of 90% of laboratory maximum
density.
1. SCOPE
Our function consisted of providinc the soil ensineer ins
services to certify compliance with the current standard
practices resardinG site sradine and earthwork and to determine
the decree of compaction of fill placed on the subject site.
Reference is made to a previous report entitled* "Report of
Preliminary Soils Investication for the Chestnut Plaza Office
Buildine to be located at the corner of Chestnut Avenue and Pio
Pico Drive* Carlsbad* California** dated January 23* 1981* and
prepared by our former firm* Alpha Laboratories. This previous
report covers soil enGineerins work consisting of an
invest is at ion of the subsurface soil conditions of the site*
Pace 1
P.O. Box 85152 MB 193 • San Diego, California 92138 . 619/726-5150 • 619/277-9661
Project
February 8* 1983
Our findincs* conclusions* and recommendations are based on the
premise that the portion of the soils tested are representative
of the entire project* Continuous inspection of the earthwork
construction was neither ordered at the outset of the work nor
required by current standard practices* Therefore* continuous
inspection was not provided.
The approximate location and depth of filled Ground and extent
of GradinG covered by this report is indicated on attached
Plate No* 1 entitled* 'Test Location Sketch'»
The GradinG was performed for the purpose of removal and
recompaction of existinG loose native soils and placement of
imported fill soils*
2* SOIL CONDITIONS
2*1 SOURCE OF FILL SOILS
Soils used in the fills were those Generated from both on-site
excavations and imported from offsite*
2*<* EMBANKMENT & FILLED GROUND
Prior to placement of fill* the areas to receive fill were
scarified* watered* and compacted to 90%. Natural Ground to
receive fill was tested to determine its relative compaction*
Any native soils havin<s a relative compaction of less than 85%
was removed» replaced and compacted to 90%*
Fill soil was placed* watered* and mechanically densified in
the areas indicated on attached Plate No 1 entitled* 'Density
Test Location Sketch". DurinG eradinc* any fill found to have a
relative compaction of less than 90% was reworked until the
proper density of 90% had been achieved.
2.5 SOIL TESTS
To verify compaction* field density tests were performed in
accordance with applicable American Society of Testinc and
Materials (ASTM) test methods. Either test method ASTM D1556
and/or D2922 were used at the locations indicated on attached
Plate No. 1* The results of these tests as well as their
vertical locations are presented in the followins tables.
Pase 2
C.H. Wood & Associates
SOIL & FOUNDATION ENGINEERING
Project 4094
February 8» 1983
Laboratory tests were performed on typical and representative
samples to determine maximum density and optimum moisture
content»
Maximum dry density determinations were performed in accordance
with ASTM D1557. Tables of the laboratory test results are
appended to the followins tables of field density tests
results*
FIELD DENSITY TEST RESULTS
TEST DATE '
NO '83
1 2/4
2
3 "
4
5
6 •
7
8 2/9
9 '
10
11
12
HORIZONTAL VERTICAL
LOCATION LOCATION
See Plan O.G.-l1
. . >
• • •
• • + j •
• • +1 '
•H'
O.G.-l1
FSG
FSG
' ' FSG
FSG
FSG
FIELD
MOIST
(%)
11.1
11.8
4.0
10.5
14.4
12.9
10.4
10.9
11.1
9.8
11.7
11.5
FIELD
DENSITY
(pcf)
119.6
124.7
107.2
119.3
118.0
116.2
113.0
115.4
114.6
113.5
117.0
115.0
SOIL
TYPE
I
I
I
I
I
I
I
II
II
II
II
II
COMPACTION REMARKS
FIELD
(%)
92.7
96.7
83.0
92.0
91.4
90.1
89.1
92.3
91*7
90.8
93.6
92.0
REQ (See
(%) Notes)
85.0
85.0
85.0
90.0
90.0
90.0
85.0
90.0
90.0
90.0
90.0
90.0
LABORATORY TEST RESULTS.
MAXIMUM DENSITY 8 OPTIMUM MOISTURE
Sample & Description
(ASTM D1557 - METH A)
Max Dens Opt Moist
Brown silty sand (native) 129.1 pcf 8.8
Gray-brown silty sand (imported)........... 125.0 pcf 9.5
3. GENERAL SUMMARY AND RECOMMENDATIONS
The final results of our tests and observations indicated that
the filled Ground has been compacted to a minimum of 90
percent. The earthwork has been accomplished in-accordance with
Pace 3
C.H. Wood & Associates
SOIL & FOUNDATION ENGINEERING
Project
February 8» 1983
the cradins specifications and current standard practices*
The followinc General conclusions may be drawn*
1. Compacted fill and natural Ground have adeotuate
strensth to safely support the proposed loads*
2* Continuous footines havins a minimum width of 12
inches and founded a minimum of 12 inches below lowest
adjacent Grade will have an allowable bearinc value
exceedins 2»140 pounds per sctuare foot*
If there are any Questionsi please contact us. This opportunity
to be of service is sincerely appreciated.
Respectfully submitted*
C. H. WOOD & ASSOC* Inc.
C, H. Woodf RCE 10778
CHWtsv
cc* (2) submitted
Pace
C.H. Wood & Associates
SOIL £f FOUNDATION ENGINEERING
o
CL
C..XJ
DENSITY TEST LOCATION SKETCH
oLU
O
OC
0.
JOB NUMBER:C.H. Wood & Associates
SOIL & FOUNDATION ENGINEERING
PLATE NUMBER:
a ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING Project 2933
01/23/81
Robert F» Ardent* Architect
5850 Avenida Encinas
Carlsbad* CA 92008
SUBJECT: REPORT OF PRELIMINARY SOILS INVESTIGATION FOR THECHESTNUT PLAZA OFFICE BUILDING TO BE LOCATED AT
THE CORNER OF CHESTNUT AVENUE AND PIO PICO DRIVE*CARLSBAD, CALIFORNIA.
Gentlemen*
The attached report has been prepared to present the
results of an investiGation of the soil conditions at the
subject site* It was undertaken to provide the information
to make foundation and earthwork recommendations*
In General* we found dense silty sands at the site*
We recommend the use of conventional foundations and
construction details for the proposed structure*
If you have any Questions* please do not hesitate to
contact us* This opportunity to be of service is sincerely
appreciated.
Respectfully submitted*
ALPHA LABORATORIES* INC.
, H* Wood* RCE 10778
TDtdh
cc« (5) submitted
Paae 1
7895 Convoy Court - San Diego - California 92111 - 714/292-0660
Project 2933
01/23/81
REPORT OF SOIL INVESTIGATION
FOR
THE CHESTNUT PLAZA OFFICE BUILDING» CARLSBAD* CALIFORNIA
1, PROJECT DESCRIPTION AND SCOPE:
This report presents the results of our soils investieation
for the office buildine to be located at the subject site*
A brief leoal description of the property is "A portion of
Lot 13 in Block C of the Resubdivision of a portion of
Alles Avocado Acres? in the city of Carlsbad* County of San
Dieao* state of California* accordins to NSSP thereof No.
2027? filed in the office of the county recorder of San
Die<30 County* May 17* 1927,*
It is our understandinc that the proposed structure is to
be a two-story frame/stucco commercial buildins constructed
over a one-story parkins sarace. The parkins earase floor
is to be located approximately 1*5 feet below exterior
finish subsrade. Anticipated loads are in the order 2000
pounds per lineal foot. It is also understood that slab on
Grade type construction is to be utilized.
This investisation was undertaken to*
(A) Determine the physical properties of the
prevailinG soils* includinG their supportine capacities and
settlement characteristics,
CB> Provide desisn information resardinG Gradine* site
preparation* and foundations.
Pace 2
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
Project 2933
01/23/81
2. FINDINGS AND RECOMMENDATIONSJ
2.1 SITE CONDITIONS:
The site is bounded by Pio Pico Drive to the west and
Chestnut Avenue to the north* There are existinc one-story
residential structures to the east and an existinG asphalt
parkins lot to the south*
The site slopes Gently to the south and has a maximum
chance in elevation in the order of two feet* Veeetation on
the site consists of native Grasses* weeds» and several
trees and shrubs.
There are no existinG structures at the site or indications
of previous structures other than a small concrete slab
located near the south side of the property.
2.2 SOIL CONDITIONS:
The site was found to be overlain by loose silty sand
extendinG to a depth of one foot below existinG surface
elevation. These loose soils will reouire recompaction in
accordance with the applicable portions of the attached
GrsdinG Specifications in the parkinG areas and other
locations where structures are planned to be founded near
the existinG surface elevation. The soils below a depth of
one foot were found to be medium dense to dense silty sands
which will provide adeauate support for the proposed
structure in their present condition*
The water table was found to be at ten feet below surface
elevation at the time of our field investication*
Areas of poor drainace* expansive soils* or surficial seeps
were not encountered durina the course of our
investication? therefore* no further considerations need be
Given these characteristics.
Pace 3
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
Project 2933
01/23/81
2.3 FOUNDATIONS!
Conventional spread footines founded a minimum of 12 inches
below lowest adjacent Grade are recommended for foundation
support* Continuous and sauare footinas should have minimum
widths of 12 and 24 inches? respectively.
2.31 ALLOWABLE FOUNDATION BEARING PRESSURES as determined
by soil sheai^ strencth are best presented by the followins
formulas relatins footincs width* lensthy and depth.
Minimum and maximum bear ins values are tabulated with the
formulas* Minimum values are for minimum sized continuous
footinGS while maximum values are determined by the limits
of formula accuracy. Allowable bearinc values are for full
live and dead loads and may be increased 1/3 for wind
and/or seismic loadins.
SOIL CONDITION AND FORMULA LIMITING VALUES <ksf)
MINIMUM
Red/Brown Silty Sand
(undisturbed native) 1.91
a=0*42x(i+.2xB/L)+0,79xD+Q.70xBx(i-.2xB/L>
Brown Silty Sand
(undisturbed native) 2.14
o=0.86x(1 +.2xB/L) + 0.7 0 xD+0,58xBx(1-.2xB/L)
Red/Brown Silty Sand
(recompscted to 90%) 2.23
x(i+»2xB/L)+0.61xD+0.49xBx(l-.2xB/L)
MAXIMUM
17*37
16.00
14.32
Where a = allowable bearins value (kips per souare foot)
D = footine depth below lowest adjacent Grade (feet)
B = footinG width (feet)
L = footinc lencth (feet)
2.32 ECCENTRICALLY LOADED FOOTINGS should use an effective
width (B) instead of actual width (B'> to compute the
allowable bearina value in the previous for'mula(s).
Effective width is a function of eccentricity and may be
computed by the formula*
Pace
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
B = B' - 2xE
Project 2933
01/23/81
Where E = ecccentricita of load with
respect to footine centroid (feet)
2.33 FOOTINGS ON OR ADJACENT TO SLOPES will have an
allowable bearins capacity reduced from those previously
presented for a level Grade surroundinc the foundation* The
reduction is dependent upon slope steepness and the
horizontal distance measured at footins bear ins level
between edae of footins and face of slope* Footine depths
<D> for use in the bearine capacity forwulas should be
determined as indicated in the followine Fitsure 2*33. Full
computed values usins this depth may be used if the
horizontal distance <H> is eoual to or Greater than 8 feet
and zero bear ins capacity if the edae of footins is located
on the face of slope <H=0)« Intermediate values may be
determined by linear interpolation*
2.34 ESTIMATED SETTLEMENT is eaual or less than 1/4 and 1/8
inches for total and differential movements' respectively.
These values assume that the recommendations presented
herein are followed end are believed to be within the
tolerable limits of the structure.
Fl<3. 2.33
FOOTINGS
B/-
OP S/ope face
ADJACENT To SLOPBS
Footing
Pace 5
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
Project 2933
01/23/81
2.4 LATERAL RESISTANCE to horizontal movement may be
provided by allowable soil passive pressure and/or
coefficient of friction of concrete to soil* The allowable
values are presented in. the following table for the
previously defined soil conditions*
SOIL CONDITIONS ALLOWABLE PASSIVE PRESSORE COEFFICIENT
AT SURFACE RATE OF INCREASE OF FRICTION
Red/Brown Silty Sand 50 psf
(undisturbed)
Brown Silty Sand
(undisturbed)
110 psf
Red/Brown Silty Sand 150 psf
(Recompacted)
450 psf/ft,
420 psf/fti
430 psf/ft«
0*43
0*40
0*39
Allowable passive pressures are the values at the surface
and increasiriG at the indicated rate per foot of depth
below adjacent Grade.
Allowable passive pressures have been computed assuminG a
frictionless vertical element* no surcharse and level
adjacent Grade* If these assumptions are incorrecti we
should be contacted for values that reflect the true
conditions. The computed values are for static conditions
and may be increased 1/3 for wind and/or seismic ioadins.
Pace 6
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
Project 2933
01/23/81
2*5 RETAINING STRUCTURES*
Unrestrained* cantilevered* individually supported
retaining walls* capable of slieht movement sway from load
should be desisned to resist active pressures developed by
an equivalent fluid weiehinG fl pounds per cubic foot*
Restrained walls? incapable of movement away from load
without damase such as basement walls? should be desiened
for the trapezoidal pressure distribution indicated in the
followinG Ficsure 2.5. The indicated maximum pressures and
distribution dimensions are a function of retained heieht
and define a conservative envelope of maximum pressure. The
coefficients pM* dB» and dM are 33 pcf> 0.2 and 0*6*
respectively.
These active pressure coefficients assume a vertical *
smooth wall? and a level* drained backfill. If these
condition are not met* we should be contacted for new
values*
FIG. Z.5ACTIVE PRESSURE
RESTFJAIME'D &ALL H
j Grade.
-^Bach-fill Grade
— Active Pressure
Pase 7
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
Project 2933
01/23/81
2,6 EARTHWORK,
2.61 RECOMMENDED SPECIFICATIONS, Any sradiris contemplated
or required for site preparation should be accomplished in
accordance with the attached Recommended Gradinc
Specifications,
2,62 COMPACTION. All embankments* structural fill*
structural backfill* rstainins wall /backfill* trench
backfill* and excessively loose native soil should be
compacted to 90 percent. Pavement subsrade should be
compacted to 95 percent. Natural undisturbed soils havins
an in-situ relative compaction of less than 85 percent
should be removed* replaced* and compacted to 90 percent.
2.63 CUT-FILL TRANSITIONAL AREAS where foundations will
bear partially on cut and partially on fill are not
recommended. Different compression characteristics of soils
in a cut and fill state may result in uneaual support and
conseouential crackinc;. If a transition occurs at footina
bearine level* we recommend that the entire area be
undercut and replaced with compacted fill, Undercuttina
should be carried to s minimum depth eauivalent to the
widest continuous footins below the bottom of footinss.
An alternative to undercuttins for transitional areas is to
reinforce all continuous footines with one No, 4 bar in the
top and one No, 4 bar in the bottom of foundations. The
reinforcins should extend 10 feet each side of the
transition line.
Pace 8
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
Project 2933
01/23/81
3. FIELD EXPLORATION:
Four subsurface explorations were made at, the locations
indicated on attached F'late No* 1 on January 7* 1981* These
explorations consisted of borinas drilled by means of a
rotary-bucket type drill ric* They were directly supervised
b« our personnel* ,
3*1 EXPLORATION LOGS:
The subsurface explorations were carefully leased when
made* These IOGS are presented on attached Plate No's* 2
throueh 5* Soil classification in accordance with the
Unified Soil Classification System is presented on the
IOGS. In addition* a textural descr iption* wet color*
apparent moisture* and density or consistency are Given on
the IOGS* Soil densities for Granular soils are Given as
either very loose? loose* medium dense* dense* or very
dense* Consistency of silty or clayey soils are Given as
either very soft* soft* medium stiff* stiff» or hard*
3*2 SAMPLING:
Representative samples of the typical soils were obtained
and returned to the laboratory for testine* Core samples
were obtained by means of a split tube sampler* driven into
the soil be means of the "kelly bar" of the drill ric. The
eneroy reouired to drive the-sampler is indicated on the
borine loss as the 'penetration resistance"*
Pace 9
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
Project 2933
01/23/81
LABORATORY TESTING?
Laboratory tests were performed in accordance with
Generally accepted American Society for Testina and
Materials (ASTM) test methods and/or suscested procedures*
Representative samples were tested for field moisture* and
density* and for percent passina the number 200 screen*
Results of these tests are presented on the exploration
Iocs.
In additions- tests were performed on typical and
representative samples to determine the parameters of
internal friction? cohesion* maximum density* and optimum
moisture content* The results of these tests are presented
in tabular form on attached Plate No. 7» Consolidation
tests were performed on one sample. The results of the
consolidation test is presented in the for® of a curve on
Plate No* 8.
Pace 10
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
\s
BORING LOCATION
BOR NG LOCATION PLAN
SCALE l=32'
JOB NUMBER:
2933 or
^mfff^mtm
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
PLATE NUMBER:
1
SUBSURFACE EXPLORATION LOG
<<_>o
O_3:
O
U.CC
UJm
o.
UJo
Boring Number 1
UC
SM
\
SM
SM
Description M P-200
Brown, humid, loose, silty sand.
11.1 100.6 5.1 21
Brown, moist, medium dense, silty
sand.
11.1 116.8 5.8 22
Red/Brown, moist, medium dense, silty
sand.
wet § -10'
18.5
Grey, wet, dense, silty sand.
For legend, See Plate Number 6.
JOB NUMBER:
2933
ALPHA LABORATORIES. INC.
SOIL & FOUNDATION ENGINEERING
PLATE NUMBER:
2
4
6
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10
10
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12
14
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18
20
8
SUBSURFACT EXPLORATION LOG
Bori ng Number 2
UC Description M P-200
SM
SM
SM
SM
Red/Brown, humid, medium denset si1tv
sand.
Red/Brown, moist, dense,, silty sand. l8'5 1°7'7 15-9 26
7.4 108. 4 7.3 18
wet @ -10'
Grey, wet, dense, silty sand,14.8 112.7 17.5 14
Grey, wet, very dense, silty sand.
37.0 1.12.9 17.4 .21
For -legend, See Plate Number 6.
JOB NUMBER:
2933 a
•^^^•av
ALPHA LABORATORIES, INC.
SOIL& FOUNDATION ENGINEERING
PLATE NUMBER:
3
SUBSURFACE EXPLORATION L
Boring Number 3
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Description M P-200
Brown, humid, loose, silty sand.
Red/Brown, moist, medium dense, silty
sand.
3-7 108.5 5.0 '20
wet @ -10
11.1 117.2 6.9 24
11.1 114.0 16.8 18
Grey, wet, very dense, sand.40.7
CQ
CX.
LU
O
For legend, See Plate Number 6.
JOB NUMBER: I
2933 I a ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
PLATE NUMBER:
4
SUBSURFACE EXPLORATION LOG
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Description E Y M P-200
Red/Brown, humid, loose, s i 1 ty sand.
Red/Brown, humid, medium dense, s 11 ty 7.^ 106.9 2.6 '21
sand.
Red, Brown, moist, dense, silty sand.
11.1 111.1 5.0 2A
wet @ -10'
1A.8 11^.8 16.5
Grey, wet, very dense, si.lty sand. .-
For legend, See Plate Number 6.
JOB NUMBER:
2933 a ALPHA LABORATORIES, INC.
SOI L& FOUNDATION ENGINEERING
PLATE NUMBER:
5
CATEGORIZATION GROUP
SYMBOL
GRAPH-
IC—
TYPICAL NAMES t DESCRIPTION
2.2w»
-C O
(N
S
a c
GW WELL GRADED GRAVELS, gravel-sand mixtures. Wide range in grain size
£ substantial amounts of all internediate particle sizes.
GP POORLY GRADED GRAVELS, gravel-sand mixtures. Predominately one size
or a rang* of sizes with some intermediate sizes missing.
GM SILTY GRAVELS, gravel-sand-silt mixtures. Appreciable amount
of non-plastic fines.
GC CLAYEY GRAVELS, gravel-sand-clay mixtures. Appreciable amount
of plastic fines.
i- -cIB *J
OU L.
Sfcl
IP.S
SW WELL GRADED SANDS, gravelly sands. Wide range in grain size
S substantial amounts of all Intermediate particle sizes.
SP POORLY GRADED SANDS, gravelly sands. Predominately one lize
or * rang* of sizes with some intermediate sizes missing.
SM SILTY SANDS, sand-silt mixtures. Appreciable amount of
non-plastic fines.
sc CLAYEY SANDS, sand-clay mixtures. Appreciable amount
of plastic fines.
ML
«~- N
<0 —
1.2
JoO
INORGANIC SILTS s Very Fine Sands, Rock Flour, Silty or
Clayey Fine Sands with slight plasticity.
CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, gravelly
clays, sandy clays, silty clays, lean clays.
OL ORGANIC SILTS & ORGANIC SILT CLAYS of low plasticity.
MH INORGANIC SILTS, micaceous or diatomaceous fine sandy
or silty soils, elastic silts.
CH INORGANIC CLAYS OF HIGH PLASTICITY, fat clays.
3 C
-5 OH ORGANIC CLAYS of medium to high plasticity.
HICHIY ORGANIC SOILS PT PEAT & other highly organic soils.
Legend:
P-200 = Percent passing No. 200 screen
DC = Unified Classification
I = Sample location
E » Sampler penetration resistence (ft. kips/ft.)
Y = Natural dry density (pcf)
M = Field moisture content (% dry wt.)
-JL
WT = Approximate location of water table
JOB NUMBER:
2933 a ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
PLATE NUMBER;
6
MAXIMUM DENSITY AND OPTIMUM MOISTURE CONTENT:(ASTM D1557 - METH. )
SAMPLE
B-A@1'-2'
DESCRIPTION
•
Red/Brown silty sand
SOIL
TYPE
I
OPTIMUM
MOIST.
(*)
8.8
MAXIMUM
DENSITY
(PCF)
129.1
DIRECT SHEAR TESTS: (All samples saturated & drained unless noted.)
SAMPLE
B-2@5'-6'
B-361 '-2'
B-4@1 '-2'
DESCRIPTION
*
Red/Brown silty sand (undisturbed)
Brown silty sand (undisturbed)
Red/Brown silty sand (recompacted to 90%)
ANGLE OF
INTERNAL
FRICTION
35°
33°
32°
COHESION
INTERCEPT
(PSF)
50
120
170
EXPANSION TESTS:
SAMPLE CONDITION INITIAL
DENSITY
(PCF)
MOISTURE CONTENTS (%)
INITIAL AIR DRY F 1 NAL
NORMAL
STRESS
(PSF)
EXPANSION
U)
JOB NUMBER:
2933 a
«H«*M
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
PLATE NUMBER:
7
CONSOLIDATION TEST RESULTS
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JOB NUMBER:
2933
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.7.8.91 2 345678910 20 30 40
Pressure ( Kips / Sq. Ft. )
ALPHA LABORATORIES, INC.
SOIL & FOUNDATION ENGINEERING
PLATE NUMBER:
8
RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS
INTENT
The Intent of these specifications is to establish procedures for clearing,
compacting natural ground, preparing areas to receive fill, and the placing
and compacting of fill soil to the lines and grades indicated on the accepted
plans. The recommendations contained in the preliminary soils investigation
report and/or the attached special provisions are a part of the recommended
grading specifications and shall supersede the provisions contained herein-
after in the case of conflict.
INSPECTION & TESTING
A qualified soil engineer shall be employed to inspect and test the earthwork
in accordance with these specifications and the accepted plans. It will be
necessary that the soil engineer or his representative be allowed to provide
adequate inspection so that he may certify that the work was or was not ac-
complished as specified or indicated. It shall be the responsibility of the
contractor to assist the soil engineer and to keep him appraised of work
schedules, changes, new information and dates, and new unforeseen soil con-
ditions so that he may make these certifications.
If substandard conditions (questionable soil, poor moisture control, inade-
quate compaction, adverse weather, etc.) are encountered, the soil engineer
will be empowered to either stop construction until the conditions are re-
medied or recommend rejection of the work.
Soil tests used to determine the degree of compaction will be performed in
accordance with the following American Society for Testing and Materials test
methods:
Maximum Density & Optimum Moisture Content - ASTM D1557-70T
Density of Soil In-Place - ASTM D1556 or ASTM D 2922 and 3017
PREPARATION OF AREAS TO RECEIVE FILL
Vegetation, brush, and debris shall be cleared from the areas to receive fill.
Excessively loose or detrimental soil such as loose topsoil, plowed ground, or
substandard fill should be removed to competent soil as indicated in the pre-
liminary soils investigation report or the special provisions, or as determined
In the field by the soils engineer or his representative.
RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS:
The minimum degree of compaction to be obtained in compacting natural ground
and Fn the compacted fill shall be 90%.
Detrimentally expansive soil is defined as soil which will swell more than
3% against a pressure of 150 pounds per square foot from a condition of
Optimum Moisture Content and 30% Relative Compaction.
Oversized fill material is defined as rocks, old concrete, or lumps over 10
inches in diameter. At least kQ% of the fill soils shall pass through a No.
k U. S. Standard Sieve. Oversized material may be disposed of offsite or in
specially designated non-structural fills specially designated at the time of
grading.