Attachment_2_-_Specs.pdf

T1

STRUCTURAL MODIFICATION

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SITE NAME

PROJECT SITE ADDRESS

MODIFICATION PROVISIONS

THE MODIFICATIONS DEPICTED ON THESE DRAWINGS ARE BASED ON THE RECOMMENDATIONS

OUTLINED IN THE STRUCTURAL MODIFICATIONS ANALYSIS REPORT COMPLETED BY ISE INC. JOB #17190 DATED: SEPTEMBER 28, 2021 (REV 0). THIS REPORT IS BASED ON THE SPECIFIC ANTENNA

LOADING AND COAX CONFIGURATION. SEE REPORT FOR THE ANTENNA AND COAX LOADING

INFORMATION. ANY OTHER ANTENNA OF COAX CONFIGURATION REQUIRES REVIEW BY ISE INC.

SATISFACTORY COMPLETION OF THE MODIFICATIONS INDICATED ON THESE DRAWINGS WILL

RESULT IN THE STRUCTURE MEETING THE REQUIREMENTS OF THE SPECIFICATIONS UNDER

WHICH THE STRUCTURAL WAS COMPLETED.

CONTRACTOR SHALL FIELD VERIFY ALL: DRAWINGS, QUANTITIES, PART NUMBERS AND COAX /

ANTENNA PLACEMENTS PRIOR TO: BIDDING, ORDERING MATERIALS, AND CONSTRUCTION.

REFERENCED DOCUMENTS

DOCUMENT REMARKS DATE

CENTERLINE SOLUTIONS

TOWER AND ANTENNA MAPPING REPORT,

#AAI-15-0001

12/28/2015

CENTERLINE SOLUTIONS STRUCTURAL ANALYSIS REPORT, #AA-15-0001 12/27/2015

PROTEX GEOTECHNICAL INVESTIGATION, #11886 8/11/2020

PROTEX TOWER FOUNDATION MAPPING REPORT, #11886 8/5/2021

INDEX OF SHEETS

NUMBER TITLE REV

T1 TITLE SHEET 0

N1 MODIFICATION INSPECTION CHECK LIST AND NOTES 0

N2 PROJECT NOTES 0

S1 FOUNDATION MODIFICATION DETAILS 0

PROJECT TEAM

PROJECT CONTACT:

NAME: ADW

ADDRESS: 14350 N. 87TH ST.

CITY, STATE, ZIP: SCOTTSDALE, AZ 85260

PHONE: (480)-291-6820

TOWER MANUFACTURER:

NAME: --

ADDRESS: --

CITY, STATE, ZIP: --

PHONE: --

ISE INCORPORATED

P.O. BOX 50039

PHOENIX, AZ 85076

602-403-8614

STRUCTURAL ENGINEER:

NAME:

ADDRESS:

CITY, STATE, ZIP:

PHONE:

GEOTECHNICAL ENGINEER:

NAME: PROTEX

ADDRESS: 1102 WEST SOUTHERN AVENUE, SUITE 4

CITY, STATE, ZIP: TEMPE, AZ 85282

PHONE: (602)-272-7892

PROGRESS LOG

SHEET NUMBER

DRAWING DATE

PROGRESS

ISE JOB #: 17190

P.O. Box 50039 Phoenix, AZ 85076

PHONE: 602-403-8614

www.ise-inc.biz

ISE Incorporated Structural Engineers

KYISSUED TO CLIENT09/28/210

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LANDSEND TOWER SITE

GRAND JUNCTION, CO (MESA COUNTY)

LAT: 39° 05' 26.5" LONG: -108° 13' 26.0"

Jan 25, 2022

THE MODIFICATION INSPECTIONS (MI) IS A VISUAL INSPECTION OF TOWER MODIFICATIONS AND REVIEW OF CONSTRUCTION INSPECTIONS AND OTHER REPORTS TO ENSURE THE INSTALLATION WAS CONSTRUCTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, NAMELY

THE MODIFICATION DRAWINGS, AS DESIGNED BY THE ENGINEER OF RECORD (EOR).

THE MI IS TO CONFIRM INSTALLATION CONFIGURATION AND WORKMANSHIP ONLY AND IS NOT A REVIEW OF THE MODIFICATION DESIGN ITSELF, NOR DOES THE MI INSPECTOR TAKE OWNERSHIP OF THE MODIFICATION DESIGN. OWNERSHIP OF THE STRUCTURAL MODIFICATION

DESIGN EFFECTIVENESS AND INTEGRITY RESIDES WITH THE EOR AT ALL TIMES.

ALL MI'S SHALL BE CONDUCTED BY AN OWNER APPROVED ENGINEERING VENDOR THAT IS APPROVED TO PERFORM ELEVATED WORK FOR

THE OWNER.

TO ENSURE THAT THE REQUIREMENTS OF THE MI ARE MET, IT IS VITAL THAT THE GENERAL CONTRACTOR (GC) AND THE MI INSPECTOR BEGIN COMMUNICATING AND COORDINATING AS SOON AS A PO IS RECEIVED. IT IS EXPECTED THAT EACH PARTY WILL BE PROACTIVE IN

REACHING OUT TO THE PROJECT CONTACT LISTED ON SHEET T1.

MODIFICATION CHECKLIST

CONSTRUCTION/INSTALLATION INSPECTIONS AND

TESTING REQUIRED (COMPLETED BY EOR) REPORT ITEM

PRE-CONSTRUCTION

X MODIFICATION INSPECTION CHECKLIST DRAWING

ENGINEER OF RECORD APPROVED SHOP DRAWINGS

FABRICATION INSPECTION

FABRICATOR CERTIFIED WELD INSPECTION

MATERIAL REPORT

FABRICATOR NDE INSPECTION

NDE REPORT OF MONOPOLE PLATE (AS REQUIRED)

N/A PACKING SLIPS

CONSTRUCTION

X CONSTRUCTION INSPECTIONS

X

FOUNDATION INSPECTIONS

X

CONCRETE COMP. STRENGTH AND SLUMP TESTS

X

POST INSTALLED ANCHOR ROD VERIFICATION

EPOXY OR GROUT

BASE PLATE GROUT VERIFICATION

CONTRACTOR'S CERTIFIED WELD INSPECTION

EARTH WORK: LIFT AND DENSITY

X (IF RQD) ONSITE COLD GALVANIZING VERIFICATION

GUY TENSION REPORT

G.C. AS-BUILT DOCUMENTS

POST-CONSTRUCTION

X AS-BUILT RECORD DOCUMENTS (STAMPED)

POST INSTALLED ANCHOR ROD / BOLT

PULL-OUT TESTING

X

PHOTOGRAPHS: COMPLETED PROJECT

X

POST-MODIFICATION REPORT

N1

GENERAL

NOTE: ( X ) DENOTES A DOCUMENT NEEDED

(N/A) DENOTES A DOCUMENT THAT IS NOT NEEDED

MODIFICATION INSPECTION NOTES:

THE MI INSPECTOR IS REQUIRED TO CONTACT THE GC AS SOON AS RECEIVING A PO FOR MI TO, AT A MINIMUM:

· REVIEW THE REQUIREMENTS OF THE MI CHECKLIST

· WORK WITH GC TO DEVELOP A SCHEDULE TO CONDUCT ON-SITE INSPECTIONS, INCLUDING FOUNDATION INSPECTIONS.

THE MI INSPECTOR IS RESPONSIBLE FOR COLLECTING ALL GENERAL CONTRACTOR (GC) INSPECTION AND TEST REPORTS, REVIEWING THE DOCUMENTS FOR ADHERENCE TO THE CONTRACT DOCUMENTS, CONDUCTING THE IN-FIELD INSPECTIONS, AND SUBMITTING THE MI

REPORT TO THE OWNER.

MI INSPECTOR

THE GC IS REQUIRED TO CONTACT THE MI INSPECTOR AS SOON AS RECEIVING A PO FOR THE MODIFICATION INSTALLATION OR TURNKEY

PROJECT TO, AT A MINIMUM:

· REVIEW THE REQUIREMENTS OF THE MI CHECKLIST.

· WORK WITH THE MI INSPECTOR TO DEVELOP A SCHEDULE TO CONDUCT ON-STE MI INSPECTIONS, INCLUDING FOUNDATION

INSPECTIONS.

· BETTER UNDERSTAND ALL INSPECTIONS AND TESTING REQUIREMENTS.

THE GC SHALL PERFORM AND RECORD THE TEST AND INSPECTION RESULTS IN ACCORDANCE WITH THE REQUIREMENTS OF THE MI

CHECKLIST.

GENERAL CONTRACTOR

THE FOLLOWING RECOMMENDATIONS AND SUGGESTIONS ARE OFFERED TO ENHANCE THE EFFICIENCY OF DELIVERING A MI REPORT.

· IT IS SUGGESTED THAT THE GC PROVIDE A MINIMUM OF 5 BUSINESS DAYS NOTICE, PREFERABLY 10, TO THE EMI INSPECTOR AS TO

WHEN THE SITE WILL BE READY FOR THE MI TO BE CONDUCTED.

· THE GC AND MI INSPECTOR COORDINATE CLOSELY THROUGHOUT THE ENTIRE PROJECT.

· WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE SIMULTANEOUSLY FOR AN GUY WIRE TENSIONING

OR RE-TENSIONING OPERATIONS.

· IT MAY BE BENEFICIAL TO INSTALL ALL TOWER MODIFICATIONS PRIOR TO CONDUCTING THE FOUNDATION INSPECTIONS TO ALLOW

FOUNDATION AND MI INSPECTION(S) TO COMMENCE WITH ONE SITE VISIT

· WHEN POSSIBLE, IT IS PREFERRED TO HAVE THE GC AND MI INSPECTOR ON-SITE DURING THE MI TO HAVE ANY DEFICIENCIES CORRECTED DURING THE INITIAL MI. THEREFORE THE GC MAY CHOOSE TO COORDINATE THE MI CAREFULLY TO ENSURE ALL

CONSTRUCTION FACILITIES ARE AT THEIR DISPOSAL WHEN THE MI INSPECTOR IS ON SITE.

RECOMMENDATIONS

IF THE GC AND MI INSPECTOR AGREE TO A DATE ON WHICH THE MI WILL BE CONDUCTED, AND EITHER PARTY CANCELS OR DELAYS, THE OWNER SHALL NOT BE RESPONSIBLE FOR ANY COSTS, FEES, LOST OF DEPOSITS AND/OR OTHER PENALTIES RELATED TO THE CANCELLATION OR DELAY INCURRED BY EITHER PAY FOR ANY TIME (E.G. TRAVEL AND LODGING, COSTS OF KEEPING EQUIPMENT ON-SITE, ETC.) IF THE OWNER CONTACTS DIRECTLY FROM A THIRD PARTY MI, EXCEPTIONS MAY BE MADE IN THE EVENT THAT THE DELAY/CANCELLATION IS CAUSED BY WEATHER OR OTHER CONDITIONS THAT MAY COMPROMISE THE SAFETY OF THE PARTIES INVOLVED.

CANCELLATION OR DELAYS IN SCHEDULED MI

IF THE MODIFICATION INSTALLATION WOULD FAIL THE MI ("FAILED MI"), THE GC SHALL WORK WITH THE OWNER TO COORDINATE A

REMEDIATION PLAN IN ONE OF TWO WAYS

· CORRECT FAILING ISSUES TO COMPLY WITH THE SPECIFICATIONS CONTAINED IN THE ORIGINAL CONTRACT DOCUMENTS AND

COORDINATE A SUPPLEMENT MI.

· OR, WITH THE OWNER'S APPROVAL, THE GC MAY WORK WITH THE EOR TO RE-ANALYIZE THE MODIFICATION / REINFORCEMENT

USING THE AS-BUILT CONDITION.

CORRECTION OF FAILING MI'S

THE OWNER RESERVES THE RIGHT TO CONDUCT A MI VERIFICATION INSPECTION TO VERIFY THE ACCURACY AND COMPLETENESS OF

PREVIOUSLY COMPLETED MI INSPECTION(S).

ALL VERIFICATION INSPECTIONS SHALL BE HELD TO THE SAME SPECIFICATIONS AND REQUIREMENTS IN THE CONTRACT DOCUMENTS.

VERIFICATION INSPECTION MAY BE CONDUCTED BY AN INDEPENDENT INSPECTION FIRM AFTER A MODIFICATION PROJECT IS COMPLETED, AS MARKED BY THE DATE OF AN ACCEPTED "PASSING MI" OR "PASS AS NOTED MI" REPORT FOR THE ORIGINAL PROJECT.

MI VERIFICATION INSPECTIONS

BETWEEN THE GC AND THE MI INSPECTOR THE FOLLOWING PHOTOGRAPHS, AT A MINIMUM, ARE TO BE TAKEN AND INCLUDED IN THE MI

REPORT:

· PRE-CONSTRUCTION GENERAL SITE CONDITION.

· PHOTOGRAPHS DURING THE REINFORCEMENT MODIFICATION CONSTRUCTION / ERECTION AND INSPECTION:

· RAW MATERIALS

· PHOTOS OF ALL CRITICAL DETAILS

· FOUNDATION MODIFICATIONS

· WELD PREPARATION

· BOLT INSTALLATION AND TORQUE

· FINAL INSTALLED CONDITION

· SURFACE COATING REPAIR

· POST CONSTRUCTION PHOTOGRAPHS

· FINAL IN FIELD CONDITION

PHOTO OF ELEVATED MODIFICATIONS TAKEN FROM THE GROUND SHALL BE CONSIDERED INADEQUATE

REQUIRED PHOTOS

PROGRESS LOG

SHEET NUMBER

DRAWING DATE

PROGRESS

ISE JOB #: 17190

P.O. Box 50039 Phoenix, AZ 85076

PHONE: 602-403-8614

www.ise-inc.biz

ISE Incorporated Structural Engineers

KYISSUED TO CLIENT09/28/210

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1. THE FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE AISC SPECIFICATION FOR MANUAL OF STEEL CONTRUCTION, LOAD AND RESISTANCE FACTOR DESIGN, 13th EDITION.

2. UNLESS OTHERWISE NOTED, ALL STRUCTURAL ELEMENTS SHALL CONFORM TO THE FOLLOWING REQUIREMENTS:

STRUCTURAL STEEL:

- ANGLE: ASTM A572-50

- PIPE/TUBE: ASTM A53-B-35

- PLATE: ASTM A36 (SELF SUPPORTING AND GUYED TOWERS)

- PLATE: ASTM A572-65 (MONOPOLE)

A. ALL BOLTS, ASTM A325 TYPE I GALVANIZED HIGH STRENGTH BOLTS.

B. ALL U-BOLTS, ASTM A193 GRADE B7

C. ALL NUTS, ASTM A563 CARBON AND ALLOY STEEL NUTS.

D. ALL WASHERS, ASTM F436 HARDENED STEEL WASHERS.

3. ALL CONNECTIONS NOT FULLY DETAILED ON THESE PLANS SHALL BE DETAILED BY THE FABRICATOR IN ACCORDANCE WITH AISC SPECIFICATION FOR MANUAL OF STEEL CONSTRUCTION, LOAD AND RESISTANCE FACTOR DESIGN, 13th EDITION.

4. HOLES SHALL NOT BE FLAME CUT THRU STEEL UNLESS APPROVED BY THE ENGINEER.

5. HOT-DIP GALVANIZE ALL ITEMS UNLESS OTHERWISE NOTED, AFTER FABRICATION WHERE PRACTIABLE. GALVANIZING: ASTM A123, ASTM, A153/A153M OR ASTM A653, G90, AS APPLICABLE.

6. REPAIR DAMAGED SURFACES WITH GALVANIZING METHOD AND PAINT CONFORMING TO ASTM A780 OR BY APPLICATION OF STICK OR THICK PASTED MATERIAL SPECIFICALLY DESIGNED FOR REPAIR OF GALVANIZING. CLEAN AREAS TO BE REPAIRED AND REMOVE SLAG FROM WELDS. HEAT SURFACES TO WHICH STICK OR PASTE MATERIAL IS APPLIED, WITH A TORCH TO A TEMPERATURE SUFFICIENT TO MELT THE METALLICS IN STICK OR PASTED; SPREAD MOLTEN MATERIAL UNIFORMLY OVER SURFACES TO BE

COATED AND WIPE OFF EXCESS MATERIAL.

7. A NUT LOCKING DEVICE SHALL BE INSTALLED ON ALL PROPOSED AND / OR REPLACED BOLTS.

8. ALL PROPOPSED AND / OR REPLACED BOLTS SHALL BE OF SUFFICIENT LENGTH TO EXCLUDE THE THREADS FORM THE SHEAR

PLANE.

9. ALL PROPOSED AND / OR RELACED BOLTS SHALL BE OF SUFFICIENT LENGTH SUCH THAT TEH END OF THE BOLT BE AT LEAST FLUSH WITH TEH FACE OF THE NUT. IT IS NOT PERMITTED FOR THE BOLT END TO BE BELOW THE FACE OF THE NUT AFTER TIGHTENING IS

COMPLETED.

10. GALVANIZED ASTM A325 BOLTS SHALL NOT BE REUSED.

STRUCTURAL STEEL NOTES

1. TIGHTEN CONNECTION BOLTS BY AISC - "TURN OF THE NUT" METHOD, USING THE CHART BELOW.

BOLT LENGTH UP TO AND INCLUDING FOUR DIA.

2" BOLTS UP TO AND INCLUDING 2.0 INCH LENGTH +1/3 TURN BEYOND SNUG TIGHT

8" BOLTS UP TO AND INCLUDING 2.5 INCH LENGTH +1/3 TURN BEYOND SNUG TIGHT

4" BOLTS UP TO AND INCLUDING 3.0 INCH LENGTH +1/3 TURN BEYOND SNUG TIGHT

8" BOLTS UP TO AND INCLUDING 3.5 INCH LENGTH +1/3 TURN BEYOND SNUG TIGHT

1" BOLTS UP TO AND INCLUDING 4.0 INCH LENGTH +1/3 TURN BEYOND SNUG TIGHT

BOLT LENGTH OVER FOUR DIA. BUT NOT EXCEEDING EIGHT DIA.

2" BOLTS 2.25 TO 4.0 INCH LENGTH +1/2 TURN BEYOND SNUG TIGHT

8" BOLTS 2.75 TO 5.0 INCH LENGTH +1/2 TURN BEYOND SNUG TIGHT

4" BOLTS 3.25 TO 6.0 INCH LENGTH +1/2 TURN BEYOND SNUG TIGHT

8" BOLTS 3.75 TO 7.0 INCH LENGTH +1/2 TURN BEYOND SNUG TIGHT

1" BOLTS 4.25 TO 8.0 INCH LENGTH +1/2 TURN BEYOND SNUG TIGHT

2. CONNECTION BOLTS SUBJECT TO DIRECT TENSION SHALL BE INSTALLED AND TIGHTENED AS PER SECTION 8.2.1 OF THE AISC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS, LOCATED IN THE AISC MANUAL OF STEEL CONSTRUCTION.

THE INSTALLATION PROCEDURE IS PARAPHRASED AS FOLLOWS:

3. FASTENERS SHALL BE INSTALLED IN PROPERLY ALIGNED HOLES AND TIGHTENED BY ON OF THE METHODS DESCRIBED IN

SUBSECTION 8.2.1 THROUGH 8.2.4

8.2.1 TURN-OF-THE-NUT TIGHTENING

BOLTS SHALL BE INSTALLED IN ALL HOLES OF THE CONNECTION AND BROUGHT TO A SNUG TIGHT CONDITION AS DEFINED IN SECTION 8.1, UNTIL ALL THE BOLTS ARE SIMULTANEOUSLY SNUG TIGHT AND THE CONNECTION IS FULLY COMPACTED.

FOLLOWING THIS INITIAL OPERATION ALL BOLTS IN THE CONNECTION SHALL TIGHTENED FURTHER BY THE APPLICABLE AMOUNT OF ROTATION SPECIFIED ABOVE. DURING THE TIGHTENING OPERATION THERE SHALL BE NO ROTATION OF THE PART NOT TURNED BY THE WRENCH. TIGHTENING SHALL PROGRESS SYSTEMATICALLY FROM THE MOST RIGID PART OF THE JOINT IN A MANNER

THAT WILL MINIMIZE RELAXATION OF PREVIOUSLY PRETENSIONED BOLTS.

4. ALL OTHER BOLTED CONNECTIONS SHALL BE BROUGHT TO A SNUG TIGHT CONDITION AS DEFINED IN SECTION 8.1 OF THE

SPECIFICATION.

BOLT TIGHTENING PROCEDURE

NOMINAL HOLE DIMENSIONS

BOLT DIA. STANDARD HOLE SHORT SLOT

16 X 11

16 X 78

16 X 1

16 X 11

1 11 16 11

16 X 15

DIMENSIONS GIVEN IN INCHES

BOLT EDGE AND SPACING

BOLT DIA. MIN. EDGE SPACING

8 11

8 11

8 17

4 11

4 21

8 11

2 25

1 13 4 3

DIMENSIONS GIVEN IN INCHES

MIN.

EDGE DIMENSIONS IN INCHES

SPACING

ALLOWABLE ANGLE COPE

1.5 X L

MAX.

COPED PORTION OF ANGLE

DO NOT COPE BEYOND THIS LINE, TYP.

COPED PORTION OF ANGLE

WORKABLE GAGES

LEG 4" 31

2" 3" 21

2" 2" 13 4"

G 21 2" 2" 13

4" 13 8" 11

8" 1

G

- WORKABLE GAGES GIVEN IN INCHES

- MATCH EXISTING WHEN APPLICABLE

1. ALL REFERENCE TO THE OWNER IN THESE DOCUMENTS SHALL BE CONSIDERED NTUA OR ITS DESIGNATED REPRESENTATIVE.

2. ALL WORK PRESENTED ON THESE DRAWINGS MUST BE COMPLETED BY THE CONTRACTOR UNLESS NOTED OTHERWISE. THE CONTRACTOR MUST HAVE CONSIDERABLE EXPERIENCE IN PERFORMANCE OF WORK SIMILAR TO THAT DESCRIBED HEREIN. BY ACCEPTANCE OF THIS ASSIGNMENT, THE CONTRACTOR IS ATTESTING THAT HE DOES HAVE SUFFICIENT EXPERIENCE AND ABILITY, THAT HE IS KNOWLEDGEABLE OF THE WORK TO BE PERFORMED AND THAT HE IS PROPERLY LICENSED AND REGISTERED TO DO THIS

WORK IN THE APPLICABLE JURISDICTION.

3. WORK SHALL BE COMPLETED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE, 2012 EDITION.

4. UNLESS SHOWN OR NOTED OTHERWISE ON THE CONTRACT DRAWINGS, OR IN THE SPECIFICATIONS, THE FOLLOWING NOTES SHALL APPLY TO THE MATERIALS LISTED HEREIN, AND TO THE PROCEDURES TO BE USED ON THIS PROJECT.

5. ALL HARDWARE ASSEMBLY MANUFACTURE'S INSTRUCTIONS SHALL BE FOLLOWED EXACTLY AND SHALL SUPERSEDE ANY

CONFLICTING NOTES ENCLOSED HEREIN.

6. IT IS THE CONTRACTOR'S RESPONSIBLY TO DETERMINE ERECTION PROCEDURE AND SEQUENCE TO INSURE THE SAFETY OF THE STRUCTURE AND IT'S COMPONENT PARTS DURING ERECTION AND / OR FIELD MODIFICATIONS. THIS INCLUDES, BUT IS NOT LIMITED TO, THE ADDITION OF TEMPORARY BRACING, GUYS OR TIE DOWNS THAT MAY BE NECESSARY. SUCH MATERIAL SHALL BE REMOVED AND SHALL REMAIN THE PROPERTY OF THE CONTRACTOR AFTER THE COMPLETION OF THE PROJECT.

7. ALL DIMENSIONS, ELEVATIONS, AND EXISTING CONDITIONS SHOWN ON THE DRAWINGS SHALL BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO BEGINNING ANY MATERIALS ORDERING, FABRICATION OR CONSTRUCTION WORK ON THIS PROJECT.

CONTRACTOR SHALL NOT SCALE CONTRACT DRAWINGS IN LIEU OF FIELD VERIFICATIONS. ANY DISCREPANCIES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE OWNER AND THE OWNER'S ENGINEER. THE DISCREPANCIES MUST BE RESOLVED BEFORE THE CONTRACTOR IS TO PROCEED WITH THE WORK. THE CONTRACTOR DOCUMENTS DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES. OBSERVATION VISITS TO THE SITE BY THE OWNER AND / OR ENGINEER SHALL NOT INCLUDE INSPECTION OF THE PROTECTIVE MEASURES OR PROCEDURES.

8. ALL MATERIALS AND EQUIPMENT FURNISHED SHALL BE NEW AND OF GOOD QUALITY, FREE FROM FAULTS AND DEFECTS AND IN CONFORMANCE WITH THE CONTRACT DOCUMENTS. ANY AND ALL SUBSTITUTIONS MUST BE PROPERLY APPROVED AND AUTHORIZED IN WRITING BY THE OWNER AND ENGINEER PRIOR TO INSTALLATION. THE CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF THE MATERIALS AND EQUIPMENT BEING SUBSTITUTED.

9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INITIATING, MAINTAINING AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK. THE CONTRACTOR IS RESPONSIBLE FOR ENSURING THAT THIS PROJECT AND RELATED WORK COMPLIES WITH ALL APPLICABLE LOCAL, STATE AND FEDERAL SAFETY CODES AND REGULATIONS GOVERNING THIS

WORK.

10. ACCESS TO THE PROPOSED WORK SITE MAY BE RESTRICTED. THE CONTRACTOR SHALL COORDINATE INTEND CONSTRUCTION ACTIVITY, INCLUDING WORK SCHEDULE AND MATERIAL ACCESS, WITH THE RESIDENT LEASING AGENT FOR APPROVAL.

11. ALL PERMITS THAT MUST BE OBTAINED ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR WILL BE RESPONSIBLE

FOR ABIDING BY ALL CONDITIONS AND REQUIREMENTS OF THE PERMITS.

12. IF APPLICABLE, ALL CONCRETE WORK SHALL COMPLY TO LOCAL CODES AND THE ACI 318-05, " BUILDING REQUIREMENTS FOR

STRUCTURAL CONCRETE".

13. 24 HOURS PRIOR TO THE BEGINNING OF ANY CONSTRUCTION, THE CONTRACTOR MUST NOTIFY THE APPLICABLE JURISDICTIONAL

(STATE, COUNTY OR CITY) ENGINEER.

14. ALL TOWER DIMENSIONS SHALL BE VERIFIED WITH THE PLANS (LATEST REVISION) PRIOR TO COMMENCING CONSTRUCTION. NOTIFY THE ENGINEER IMMEDIATELY IF ANY DISCREPANCIES ARE DISCOVERED. THE OWNER SHALL HAVE A SET OF APPROVED PLANS AVAILABLE AT THE SITE AT ALL TIMES WHILE WORK IS BEING PERFORMED. A DESIGNATED RESPONSIBLE EMPLOYEE SHALL BE

AVAILABLE FOR CONTACT BY GOVERNING AGENCY INSPECTORS.

GENERAL NOTES

PROGRESS LOG

SHEET NUMBER

DRAWING DATE

PROGRESS

ISE JOB #: 17190

P.O. Box 50039 Phoenix, AZ 85076

PHONE: 602-403-8614

www.ise-inc.biz

ISE Incorporated Structural Engineers

KYISSUED TO CLIENT09/28/210

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PROGRESS LOG

SHEET NUMBER

DRAWING DATE

PROGRESS

ISE JOB #: 17190

P.O. Box 50039 Phoenix, AZ 85076

PHONE: 602-403-8614

www.ise-inc.biz

ISE Incorporated Structural Engineers

KYISSUED TO CLIENT09/28/210

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21'-6"

'-0

#8 REBAR, 22" LONG, (3) ROWS

EMBED 6" INTO (E) FOUNDATION

SET W/ HILTI HIT-RE500V3

1'- 6"

1'- 6"

(N) CONCRETE MAT

13'-0"

TOWER CENTER

(E) 5'-0" SQUARE

CONCRETE PIER FOUNDATION

(TYP OF 3)

(22) #8 REBAR

EQUALLY SPACED EACH WAY

TOP & BOTTOM

21'-6"

5'-0"

3" CLR

8"

8"

3'- 0"

FINISH GRADE

13'-0"

6" 1'-4"

6"

1'-

2"

(22) #8 REBAR

EQUALLY SPACED EACH WAY

TOP & BOTTOM

(N) CONCRETE MAT

#5 STIRRUPS AT 16" O.C

AROUND PERIMETER

(EX) FOUNDATION

#8 REBAR, 22" LONG, (3) ROWS

EMBED 6" INTO (EX) FOUNDATION

AT TOP, MIDDLE & BOTTOM OF MAT

(DO NOT DRILL THROUGH REBAR)

EPOXY SET W/ HILTI HIT-RE500V3

3" C

LR

1. FOUNDATION NOTES:

2. THE GEOTECHNICAL ENGINEER (OR THE APPROPRIATE INSPECTOR) SHALL

INSPECT THE EXCAVATION PRIOR TO PLACING REINFORCING STEEL OR

FORMS. THE GEOTECHNICAL ENGINEER (OR INSPECTOR) SHALL PROVIDE A

NOTICE OF INSPECTION FOR THE BUILDING INSPECTOR FOR REVIEW AND

RECORDS PURPOSE.

3. THE CONTRACTOR SHALL DETERMINE THE MEANS AND METHODS TO

SUPPORT THE EXCAVATION DURING CONSTRUCTION. REFER TO THE

GEOTECHNICAL REPORT FOR RECOMMENDATIONS.

4. THE CONTRACTOR SHALL READ THE GEOTECHNICAL REPORT AND SHALL

CONSULT THE GEOTECHNICAL ENGINEER AS NECESSARY PRIOR TO

CONSTRUCTION.

5. FOUNDATION DESIGN PER GEOTECHNICAL REPORT:

PREPARED BY:

PROJECT NO.:

DATE:

6. ALL FOUNDATION CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE

STRENGTH F'c= 4000 PSI AT 28 DAYS. CONCRETE MIX SHALL BE DESIGNED

BY AN APPROVED LABORATORY. CONCRETE SHALL HAVE A MAXIMUM

WATER/CEMENT RATIO OF 0.45. ALL CONCRETE CONSTRUCTION SHALL BE

IN ACCORDANCE WITH ACI 318. “THE BUILDING CODE REQUIREMENTS FOR

REINFORCED CONCRETE”, LATEST EDITION. CEMENT SHALL BE TYPE I/II,

CONFORMING TO ASTM C-150. ALL AGGREGATE USED IN THE CONCRETE

SHALL CONFORM TO ASTM C-33. MAXIMUM AGGREGATE SIZE TO BE 1 1/2”.

SLUMP 4" - 6".

7. 4% to 6% AIR ENTRAINMENT.

8. ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615. ALL

REINFORCING SHALL BE SHALL BE GRADE 60. THE PLACEMENT OF ALL

REINFORCEMENT SHALL CONFORM TO ACI 315, “MANUAL OF STANDARD

PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES”, LATEST

EDITION, UNLESS OTHERWISE DETAILED ON THIS SHEET.

9. ESTIMATED CONCRETE VOLUME =

PIER: EXISTING

MAT : 43.1 CY (NOT INCLUDING WASTE)

10. THE FOUNDATION HAS BEEN DESIGNED TO RESIST THE FOLLOWING

FACTORED LOADS PER LEG:

11. SPECIAL INSPECTION REQUIRED PER TABLE

“SUMMARY OF SPECIAL INSPECTION"

12. EPOXY SYSTEM: HILTI RE500V3. INSTALL DOWELS PER MFG

RECOMMENDATIONS.

MAX TENSION FORCE : 69 KIPS W/ MIN 25" EMBEDMENT

MAX SHEAR FORCE : 148.75 KIPS

PROTEX

11886

AUGUST 11, 2020

CONSTRUCTION NOTES:

1. CLEAN EXISTING EXPOSED CONCRETE SURFACE AND

APPLY SIKKA OR SIMILAR BONDING AGENT TO SURFACE

OF EXISTING PIER PRIOR TO CASTING NEW CONCRETE.

ROUGHEN SURFACE TO 14" AMPLITUDE.

2. DO NOT DRILL THROUGH EXISTING REBAR. STOP DRILLING

IMMEDIATELY IF DRILL BIT COMES IN CONTACT WITH

REBAR. SHIFT HOLE UP OR DOWN AS NECESSARY TO

INSTALL DOWEL.

(EX) FOUNDATION

COMPRESSION = 69 KIPS

UPLIFT = 59 KIPS

SHEAR = 9 KIPS