SCOPE Attachment 1 NWWW40002300088.pdf

PDF 5 MB Posted Jul 10, 2023

Attached to: NONPERSONAL SERVICES TO PROVIDE ALL EQUIPMENT, LABOR, AND MATERIALS (UNLESS OTHERWISE PROVIDED HEREIN) NECESSARY TO PROVIDE A SURVEY MAP, CONSTRUCTION DRAWINGS, AND SPECIFICATIONS FOR A NEW HYDROLOGICAL SURFACE OBSERVATION INSTRUMENTATION SYSTEM (HSOIS) DA
Solicitation number: NWWW40002300088SRG
Issued by: Department of Commerce National Oceanic and Atmospheric Administration

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Written by GovTribe AI · Dec 20, 2023

This document package provides construction drawings, specifications, and calculations for foundation retrofits for various National Oceanic and Atmospheric Administration weather tower sites in Hawaii. The drawings depict existing and proposed concrete foundations and anchorage details for 30-foot tilt-down sensor towers. The specifications establish requirements for concrete mix designs, reinforcement, formwork, and other structural elements. Accompanying calculations demonstrate the capacity of proposed anchor bolts, epoxy anchors, and concrete foundations to resist gravity, wind, and seismic loads according to building code standards.

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File	Type	Posted
23-00088 amd 0002 SAM.GOV sbc surveyor.docx	DOCX document	Jul 20, 2023
RFQ (3) ATTACHEMENT 637074366514600000 NWWW40002300088SRG.pdf	PDF	Jul 19, 2023
23-00088 amd 0001 SAM.GOV sbc surveyor.docx	DOCX document	Jul 19, 2023
RFQ (4) ATTACHEMENT HSOIS - South Point NWWW40002300088SRG.pdf	PDF	Jul 19, 2023
RFQ (1) posting verbiage NWWW40002300088.docx	DOCX document	Jul 9, 2023

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SOW Attachment 1

HSOIS DCP requirements and typical photos

Figure 1. Typical HSOIS DCP (side view).

Figure 2. Typical HSOIS DCP (front view).

SOW Attachment 2

30-ft tilt-down tower “hinged sensor pole” drawings and specifications

SOW Attachment 3

Typical foundation plans and details for 30-ft tilt-down tower

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STRUCTURAL GENERAL NOTES CONCRETE NOTES REINFORCING STEEL NOTES

ANCHORS

FOUNDATION NOTES

SPECIAL INSPECTION NOTES

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AutoCAD SHX Text M:\EO PROJECTS\2022 PROJECTS\13003-22-01 TOWER FOUNDATION RETROFIT DESIGN\4-DWG\STRUCTURAL\S-X NOAA.DWG

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SHEET NO. OF 2

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JOB NO.

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DWG. NO.

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DRAWN BY:

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CHECKED BY:

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QC'D BY:

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AutoCAD SHX Text 455 E. Lanikaula St. Hilo Hawai`i 96720 Main (808) 933-7900 www.epinc.pro Hawai`i Las Vegas

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SEPT 2022

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SIGNATURE

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WILL BE UNDER MY OBSERVATION.

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CONSTRUCTION OF THIS PROJECT

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ME OR UNDER MY SUPERVISION,

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THIS WORK WAS PREPARED BY

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LICENSED PROFESSIONAL ENGINEER

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1. ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR WEIGHT HARD ROCK ALL CONCRETE UNLESS OTHERWISE NOTED SHALL BE REGULAR WEIGHT HARD ROCK TYPE (150#/CU.FT.). 2. ALL PHASES OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL CONFORM ALL PHASES OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL CONFORM TO THE "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318-14) WITH MODIFICATIONS AS NOTED IN THE DRAWINGS OR SPECIFICATIONS. 3. SCHEDULE OF STRUCTURAL CONCRETE 28-DAY STRENGTH AND TYPES: SCHEDULE OF STRUCTURAL CONCRETE 28-DAY STRENGTH AND TYPES: LOCATION OF STRUCTURE STRENGTH STRENGTH FOOTINGS 3000 PSI 3000 PSI 4. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150 TYPE II. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150 TYPE II. 5. AGGREGATE FOR HARDROCK CONCRETE SHALL CONFORM TO ALL REQUIREMENTS AND AGGREGATE FOR HARDROCK CONCRETE SHALL CONFORM TO ALL REQUIREMENTS AND TESTS OF ASTM C-33 AND PROJECT SPECIFICATIONS. 6. CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY AND CONCRETE MIXES SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY AND SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR HIS REVIEW 2 WEEKS PRIOR TO POUR. 7. CONCRETE MIXING OPERATION, ETC. SHALL CONFORM TO ASTM C-94. CONCRETE MIXING OPERATION, ETC. SHALL CONFORM TO ASTM C-94. 8. PLACEMENT OF CONCRETE SHALL CONFORM TO ACI STANDARD 301 AND PROJECT PLACEMENT OF CONCRETE SHALL CONFORM TO ACI STANDARD 301 AND PROJECT SPECIFICATIONS. 9. UNLESS OTHERWISE NOTED ON THE PLANS, MINIMUM CLEAR COVERAGE OF NEW UNLESS OTHERWISE NOTED ON THE PLANS, MINIMUM CLEAR COVERAGE OF NEW CONCRETE OVER OUTER REINFORCING BARS SHALL BE AS FOLLOWS: A. CONCRETE POURED DIRECTLY CONCRETE POURED DIRECTLY AGAINST EARTH.........................................3" CLEAR TO REINFORCING B. WALL FACES: WALL FACES: EXPOSED TO EARTH WITH FORMED SURFACES OR EXPOSED TO WEATHER.............................1-1/2" CLEAR FOR #5 BAR & SMALLER 2" CLEAR FOR #6 BARS & LARGER 10. ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE ALL REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE. 11. PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, EQUIPMENT PADS, ETC., SHALL PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, EQUIPMENT PADS, ETC., SHALL BE FORMED WITH 3/4" CHAMFER, UNLESS OTHERWISE NOTED ON ARCHITECTURAL DRAWINGS. 12. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL OPENINGS IN CONCRETE BEFORE PLACING. DO NOT CUT ANY REINFORCING WHICH MAY CONFLICT. CORING IN CONCRETE IS NOT PERMITTED EXCEPT AS SHOWN. NOTIFY THE STRUCTURAL ENGINEER IN ADVANCE OF CONDITIONS NOT SHOWN ON THE DRAWINGS. 13. CONDUIT OR PIPE SIZE (O.D.) THAT IS BURIED IN ANY CONCRETE SLABS SHALL NOT CONDUIT OR PIPE SIZE (O.D.) THAT IS BURIED IN ANY CONCRETE SLABS SHALL NOT EXCEED 25 PERCENT OF SLAB THICKNESS AND SHALL BE PLACED BETWEEN THE TOP AND BOTTOM REINFORCING UNLESS SPECIFICALLY DETAILED OTHERWISE. CONCENTRATIONS OF CONDUITS OR PIPES SHALL BE AVOIDED EXCEPT WHERE DETAILED OPENINGS ARE PROVIDED. 14. DO NOT USE CONCRETE ADMIXTURES CONTAINING CHLORIDE OR CHLORIDE SALTS. DO NOT USE CONCRETE ADMIXTURES CONTAINING CHLORIDE OR CHLORIDE SALTS. 15. ALL ROUGHENED SURFACES IN CONCRETE SHALL BE MADE WITH A MINIMUM ALL ROUGHENED SURFACES IN CONCRETE SHALL BE MADE WITH A MINIMUM AMPLITUDE OF 1/4" 16. NO ADDITIONAL WATER IS ALLOWED IN THE CONCRETE MIX AT THE SITE. NO ADDITIONAL WATER IS ALLOWED IN THE CONCRETE MIX AT THE SITE. 17. READY-MIX CONCRETE SUPPLIER SHALL INCLUDE WATER REDUCER, RETARDER, READY-MIX CONCRETE SUPPLIER SHALL INCLUDE WATER REDUCER, RETARDER, SUPERPLASTICIZER AND/OR OTHER CONCRETE ADMIXTURES TO ACHIEVE THE SPECIFICATION AND WORKABILITY AT THE JOB SITE. 18. CONTRACTOR AND READY-MIX CONCRETE SUPPLIER SHALL FOLLOW THE CONTRACTOR AND READY-MIX CONCRETE SUPPLIER SHALL FOLLOW THE ADMIXTURE MANUFACTURERS' RECOMMENDATIONS FOR MIXING, DOSAGE, HANDLING, PROCESSING OF THE ADMIXTURES AND FRESH CONCRETE.

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1. REINFORCING STEEL DRILLED AND EXPOXIED INTO EXISTING CONCRETE AS DETAILED ON REINFORCING STEEL DRILLED AND EXPOXIED INTO EXISTING CONCRETE AS DETAILED ON THE DRAWINGS SHALL BE ONE OF THE FOLLOWING OR APPROVED EQUIVALENT: A. SIMPSON 'SET-XP' ICC REPORT ESR-2508 SIMPSON 'SET-XP' ICC REPORT ESR-2508 ICC REPORT ESR-2508 B. HILTI 'RE-500 V3' ICC REPORT ESR-2322 HILTI 'RE-500 V3' ICC REPORT ESR-2322 ICC REPORT ESR-2322 C. DEWALT 'PURE 110+' ICC REPORT ESR-3298 DEWALT 'PURE 110+' ICC REPORT ESR-3298 ICC REPORT ESR-3298 2. INSTALLATION OF EPOXIED DOWELS SHALL FOLLOW THE STRICT RECOMMENDATIONS OF INSTALLATION OF EPOXIED DOWELS SHALL FOLLOW THE STRICT RECOMMENDATIONS OF THE MANUFACTURER AND THE APPLICABLE ICC REPORT AND HAVE A MINIMUM OF 9 DIAMETERS EMBEDMENT. 3. INSTALLATION SHALL FOLLOW THE STRICT RECOMMENDATIONS OF THE MANUFACTURER INSTALLATION SHALL FOLLOW THE STRICT RECOMMENDATIONS OF THE MANUFACTURER AND THE APPLICABLE ICC ER REPORT. CONTRACTOR SHALL HAVE APPROPRIATE ICC ER REPORT ON-SITE DURING ALL INSTALLATIONS. 4. ANY ENGINEERING DESIGN PROVIDED BY CONTRACTOR OR OTHERS SHALL BE ANY ENGINEERING DESIGN PROVIDED BY CONTRACTOR OR OTHERS SHALL BE SUBMITTED FOR REVIEW BY THE INSURED AND REGISTERED STRUCTURAL ENGINEER WITH CONTINUOUS FIVE YEARS OF EXPERIENCE IN THE TYPE OF DESIGN SUBMITTED.

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1. ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE WITH THE ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN CONFORMANCE WITH THE "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" (ACI 318-14), THE CRSI "MANUAL OF STANDARD PRACTICE," AND THE "ACI DETAILING MANUAL (SP-66) AS MODIFIED BY THE PROJECT DRAWINGS AND SPECIFICATIONS. 2. REINFORCING BARS SHALL CONFORM TO ASTM A-615 GRADE 60 REQUIREMENTS. #4 REINFORCING BARS SHALL CONFORM TO ASTM A-615 GRADE 60 REQUIREMENTS. #4 AND SMALLER BARS MAY BE GRADE 40. 3. ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS ARE TO BE SECURELY TIED IN ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED ITEMS ARE TO BE SECURELY TIED IN PLACE BEFORE CONCRETE IS POURED. 4. ALL REINFORCING BAR BENDS SHALL BE MADE COLD. ALL REINFORCING BAR BENDS SHALL BE MADE COLD. 5. REINFORCING SPLICES SHALL BE MADE ONLY WHERE INDICATED ON THE DRAWINGS. REINFORCING SPLICES SHALL BE MADE ONLY WHERE INDICATED ON THE DRAWINGS. 6. DOWELS BETWEEN FOOTING AND WALL OR COLUMNS SHALL BE THE SAME GRADE, SIZE, DOWELS BETWEEN FOOTING AND WALL OR COLUMNS SHALL BE THE SAME GRADE, SIZE, SPACING, AND NUMBER AS THE VERTICAL REINFORCING RESPECTIVELY, U.O.N. 7. WELDING OF REINFORCING STEEL IS NOT PERMITTED UNLESS OTHERWISE SHOWN ON WELDING OF REINFORCING STEEL IS NOT PERMITTED UNLESS OTHERWISE SHOWN ON THE DRAWINGS. 8. CONTRACTOR SHALL SUBMIT REINFORCING BAR LAYOUTS AND DETAILS FOR ARCHITECT'S CONTRACTOR SHALL SUBMIT REINFORCING BAR LAYOUTS AND DETAILS FOR ARCHITECT'S REVIEW PRIOR TO FABRICATION. FABRICATE FROM REVIEWED DRAWINGS ONLY. FABRICATE FROM REVIEWED DRAWINGS ONLY. . 9. REINFORCING BARS SHALL BE AS LONG AS PRACTICABLE AND AS DETAILED AND SHALL REINFORCING BARS SHALL BE AS LONG AS PRACTICABLE AND AS DETAILED AND SHALL BE LAPPED AT SPLICES AND CORNERS NOT LESS THAN 32 BAR DIAMETER (24" MINIMUM), UNLESS OTHERWISE SHOWN. STAGGER HORIZONTAL WALL BAR SPLICES. IN GENERAL, BAR SPLICES SHALL BE MADE AT POINTS OF MINIMUM STRESS. IN BEAMS AND SLABS, SPLICE TOP BARS AT MID-SPAN, BOTTOM BARS OVER SUPPORTS, UNLESS OTHERWISE SHOWN. 10. EMBEDDED METAL COMPONENTS MADE UP OF ALLOYS THAT ARE DIS-SIMILAR TO THAT EMBEDDED METAL COMPONENTS MADE UP OF ALLOYS THAT ARE DIS-SIMILAR TO THAT OF THE REINFORCING STEEL SHALL NOT BE ATTACHED DIRECTLY TO REINFORCING. MEASURES SHALL BE TAKEN TO ELECTRICALLY ISOLATE SAID COMPONENTS FROM ANY REINFORCING TO PREVENT CATHODIC EFFECTS. 11. REINFORCING STEEL PLACED BELOW THE WATER TABLE SHALL BE EPOXY COATED PER REINFORCING STEEL PLACED BELOW THE WATER TABLE SHALL BE EPOXY COATED PER ASTM A775. ANY DAMAGES OR DEFFECTS OF EPOXY COATING SHALL BE REPAIRED WITH PATCHING MATERIAL PER MANUFACTURER'S INSTRUCTIONS. BARS WITH MORE THAN 1% DAMAGED AREA PER FOOT SHALL BE DISCARDED.

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1. THE FOUNDATION DESIGN WAS BASED ON THE ASSUMPTIONS PRESENTED BELOW IN THE THE FOUNDATION DESIGN WAS BASED ON THE ASSUMPTIONS PRESENTED BELOW IN THE ABSENCE OF A SOILS REPORT: ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF = 2000 PSF ALLOWABLE PASSIVE EARTH RESISTANCE = 150 PCF = 150 PCF FRICTIONAL RESISTANCE = 0.4 X DEAD LOAD = 0.4 X DEAD LOAD 2. FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN THE BUILDING AREA SHALL BE FOOTING BACKFILL AND UTILITY TRENCH BACKFILL WITHIN THE BUILDING AREA SHALL BE MECHANICALLY COMPACTED IN LAYERS. FLOODING IS PROHIBITED. 3. CONTRACTOR SHALL PROVIDE FOR DE-WATERING OF EXCAVATIONS FROM EITHER CONTRACTOR SHALL PROVIDE FOR DE-WATERING OF EXCAVATIONS FROM EITHER SURFACE WATER, GROUND WATER, OR SEEPAGE. 4. IF THE CONTRACTOR DISCOVERS UNCOMPACTED FILL OR UNSUITABLE MATERIAL IN THE IF THE CONTRACTOR DISCOVERS UNCOMPACTED FILL OR UNSUITABLE MATERIAL IN THE EXCAVATION, ALL UNCOMPACTED FILL AND/OR UNSUITABLE MATERIAL WITHIN THE FOOTING SHALL BE REMOVED AND BACKFILLED WITH SUITABLE STRUCTURAL FILL. 5. UNSUITABLE MATERIALS ARE ORGANIC MATTERS I.E. GREEN WASTE, BAGASSE, ROOTS, STUMPS, UNSUITABLE MATERIALS ARE ORGANIC MATTERS I.E. GREEN WASTE, BAGASSE, ROOTS, STUMPS, CONSTRUCTION LUMBER, RUBBISH I.E. PLASTIC, METAL, DOMESTIC AND CONSTRUCTION WASTE, UNPROCESSED CONCRETE PARTICLES LARGER THAN 3 INCH DIAMETER, NATIVE VOLCANIC ASH SOIL AND CINDERS, MUCK, MUD AND ANY HAZARDOUS MATERIAL I.E. ASBESTOS, CONTAMINATED SOIL. 6. ALL BUILDING FOUNDATION AND SLAB SHALL BEAR ON FIRM SUBGRADE I.E. SOLID BASALT ROCK, ALL BUILDING FOUNDATION AND SLAB SHALL BEAR ON FIRM SUBGRADE I.E. SOLID BASALT ROCK, SCARIFIED AND RE-COMPACTED NATIVE FRACTURED ROCK / GRANULAR MATERIAL, OR COMPACTED STRUCTURAL BACKFILL OVER COMPACTED SUBGRADE. ALL COMPACTION EFFORT FOR BUILDING PAD SHALL BE MINIMUM 95% COMPACTION. 7. WHERE ROCK-SOIL (VOLCANIC ASH) MIX IS FOUND TO HAVE SOIL CONTENT MORE WHERE ROCK-SOIL (VOLCANIC ASH) MIX IS FOUND TO HAVE SOIL CONTENT MORE THAN 30% BY VOLUME, THE FOOTING SHALL BE OVER-EXCAVATED 2 FEET BELOW THE FOOTING, LAY DOWN MIRAFI HP 370 GEOTEXTILE AND BACKFILL WITH 3” MINUS COMPACTED MINUS COMPACTED STRUCTURAL FILL.

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1. ALL WORK SHALL CONFORM TO THE 2018 INTERNATIONAL BUILDING CODE AS AMENDED ALL WORK SHALL CONFORM TO THE 2018 INTERNATIONAL BUILDING CODE AS AMENDED BY THE COUNTY OF HAWAII. 2. STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE, AND DO NOT SPECIFY STRUCTURAL DRAWINGS REPRESENT THE FINISHED STRUCTURE, AND DO NOT SPECIFY THE MEANS AND METHODS OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEANS NECESSARY TO PROTECT THE STRUCTURE, AND ANY ADJACENT NEW OR EXISTING STRUCTURES DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO BRACING AND SHORING FOR LOADS ACTING ON THE STRUCTURE DURING CONSTRUCTION. OBSERVATION BY THE STRUCTURAL ENGINEER DURING CONSTRUCTION WILL NOT INCLUDE INSPECTION OF AFOREMENTIONED BRACING AND SHORING. 3. EXISTING CONDITIONS ARE SHOWN TO THE BEST OF OUR KNOWLEDGE. DISCREPANCIES EXISTING CONDITIONS ARE SHOWN TO THE BEST OF OUR KNOWLEDGE. DISCREPANCIES SHALL PROMPTLY BE REPORTED TO THE ENGINEER AND BE RESOLVED BEFORE PROCEEDING WITH THE WORK. 4. PRIOR TO COMMENCEMENT OF CONSTRUCTION, THE CONTRACTOR SHALL VERIFY THE PRIOR TO COMMENCEMENT OF CONSTRUCTION, THE CONTRACTOR SHALL VERIFY THE LOCATIONS OF ALL UTILITIES, WHICH MAY BE AFFECTED BY ITS WORK. INTERFERENCES WITH THE STRUCTURE SHALL PROMPTLY BE REPORTED TO THE ENGINEER AND BE RESOLVED BEFORE PROCEEDING WITH THE WORK. 5. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR COORDINATING THE WORK OF THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND VERIFYING ALL DIMENSIONS. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ALL STRUCTURAL DISCREPANCIES, AND THESE DISCREPANCIES SHALL BE RESOLVED PRIOR TO PROCEEDING WITH THE WORK. 6. SHOULD A DISCREPANCY OCCUR ON THE DRAWINGS BETWEEN ANY PROJECT SPECIAL SHOULD A DISCREPANCY OCCUR ON THE DRAWINGS BETWEEN ANY PROJECT SPECIAL NOTES/SPECIAL DETAILS, AND THE TYPICAL SPECS/TYPICAL DETAILS, SAID SPECIAL NOTES/SPECIAL DETAILS SHALL TAKE PRECEDENCE. DETAILS NOTED AS TYPICAL SHALL APPLY IN ALL CONDITIONS UNLESS SPECIFICALLY SHOWN OR NOTED. 7. PENETRATIONS AND OPENINGS WITH ANY DIMENSION GREATER THAN 2" THAT ARE NOT PENETRATIONS AND OPENINGS WITH ANY DIMENSION GREATER THAN 2" THAT ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS ARE PROHIBITED UNLESS APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. NO PENETRATION SHALL BE ALLOWED THROUGH ANY STRUCTURAL MEMBER WITHOUT THE APPROVAL OF THE ENGINEER. 8. DESIGN CRITERIA - DESIGN CRITERIA - A. DESIGN DEAD LOADS DESIGN DEAD LOADS 1. SELF WEIGHT WITH ATTACHMENTS = 300 LB = 300 LB B. WIND WIND BASIC WIND SPEED 144 MPH 144 MPH Veff - ASD 112 MPH 112 MPH RISK CATEGORY III III EXPOSURE CATEGORY D D C. SEISMIC SEISMIC OCCUPANCY CATEGORY III III SITE CLASS D D Cs 1.0 1.0 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF THE ADJACENT THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF THE ADJACENT PROPERTIES, STRUCTURES, STREETS AND UTILITIES DURING THE CONSTRUCTION PERIOD. 10. THE GENERAL CONTRACTOR AND ITS SUBCONTRACTORS MUST SUBMIT IN WRITING ANY THE GENERAL CONTRACTOR AND ITS SUBCONTRACTORS MUST SUBMIT IN WRITING ANY REQUESTS FOR MODIFICATIONS TO THE PLANS AND SPECIFICATIONS.

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1. CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING THAT SPECIAL INSPECTION OF CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING THAT SPECIAL INSPECTION OF PORTIONS OF THE WORK , AS REQUIRED BY THE BUILDING CODE OF THE COUNTY OF HAWAII, BE MADE AT THE APPROPRIATE TIME. THE CONTRACTOR SHALL GIVE TIMELY NOTICE OF WHEN AND WHERE INSPECTIONS ARE TO BE MADE AND PROVIDE ACCESS FOR THE INSPECTOR. THE CONTRACTOR SHALL CORRECT DEFECTIVE WORK AT NO ADDITIONAL COST TO THE OWNER AND THE CONTRACTOR SHALL PAY FOR RE-INSPECTION. 2. THE FOLLOWING IS A SUMMARY OF THE SPECIAL INSPECTION REQUIREMENTS: THE FOLLOWING IS A SUMMARY OF THE SPECIAL INSPECTION REQUIREMENTS: CONCRETE REINFORCING STEEL & FORMWORK YES, PER IBC TABLE 1705.3 YES, PER IBC TABLE 1705.3 ANCHOR BOLTS (RODS) IN CONCRETE YES, PER IBC TABLE 1705.3 YES, PER IBC TABLE 1705.3 CONCRETE POUR YES, PER IBC TABLE 1705.3 YES, PER IBC TABLE 1705.3 CONCRETE CYLINDER TEST YES, PER IBC TABLE 1705.3 YES, PER IBC TABLE 1705.3 PERIODIC SPECIAL CASES YES, EPOXY ANCHORS & DOWELSYES, EPOXY ANCHORS & DOWELS

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5 BOLT RETROFIT FOUNDATION REPAIR 4 EPOXY ANCHOR FOUNDATION REPAIR 3 NEW 30' TILT TOWER FOUNDATION S02

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NO SCALE

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#4 LAP 2'-0" #5 LAP 2'-6" #6 LAP 3'-0"

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(E) FOUNDATION

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(N) CONCRETE FOUNDATION

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(N) ANCHOR RODS ON SIMPSON HSCNW1 ZINC PLATED HIGH STRENGTH NUT COUPLER. THREAD EXISTING ROD IN PLACE AS REQUIRED TO INSTALL NUT COUPLER BELOW BASE PLATE.

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90 DEGREE CUT BY 1" DEEP MINIMUM TYPICAL

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(E) FOUNDATION

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AutoCAD SHX Text M:\EO PROJECTS\2022 PROJECTS\13003-22-01 TOWER FOUNDATION RETROFIT DESIGN\4-DWG\STRUCTURAL\S-X NOAA.DWG

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JOB NO.

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DRAWN BY:

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CHECKED BY:

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QC'D BY:

AutoCAD SHX Text 13003-22-01

AutoCAD SHX Text 455 E. Lanikaula St. Hilo Hawai`i 96720 Main (808) 933-7900 www.epinc.pro Hawai`i Las Vegas

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SEPT 2022

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SIGNATURE

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WILL BE UNDER MY OBSERVATION.

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CONSTRUCTION OF THIS PROJECT

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ME OR UNDER MY SUPERVISION,

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THIS WORK WAS PREPARED BY

AutoCAD SHX Text Exp. 04/30/24

AutoCAD SHX Text No. 9361-S

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LICENSED PROFESSIONAL ENGINEER

SOW Attachment 4

Typical structural calculations for 30-ft tilt-down tower

EPI JOB #:

CALCS BY:

DATE:

Table of Contents

Design Code Search

1 Gravity Loads

Dead & Live Loads

2 Wind Load Analysis

Wind Load Data - 125 Knots 3-second gust = 144 mph IBC Basic Wind Speed

3 Foundation and Anchor Calculations

Foundation Calculation - Existing Fdns N.G. - 5' sq x 4' thick Req'd

Cast-in-Place Anchor Calculation - J bolt OK by inspection - Use Nut Coupler

Epoxy Anchor Calculation - 1" Hilti HAS steel rod & HIT-RE 500 V3 - 8" embed

4 Submittals

Nut Coupler Submittal -Simpson HSCNW1

Epoxy Anchor Submittal - 1 Hilti HAS Carbon steel rod & HIT-RE 500 V3

21-29

Description

Permit Submittal9/21/2022

DateRevision

Page

Various

Engineering PartnersNOAA Tower Fdn Retrofit 13003-22-01

MAF

9/21/2022

Structural Calculations For

NOAA Tower Fdn Retrofit

455 E. Lanikaula St.

Hilo, Hawaii 96720

(808) 933-7900

TMK:

E N

I ,I

SIGNATURE

WILL BE UNDER MY OBSERVATION.

CONSTRUCTION OF THIS PROJECT

ME OR UNDER MY SUPERVISION,

THIS WORK WAS PREPARED BY

Exp. 04/30/24

No. 9361-S

LICENSED

PROFESSIONAL

ENGINEER

DATE:

DESIGN CODE SEARCH

Building Code: IBC

Project Address: Various

TMK: Various

Intended Use of Structure: Commercial

Fire Resistance Requirements: Non-Combustible

GRAVITY LOADS

Live Loads:

Dead Loads:

Sensor 20 lb Weight of 8" Al Pipe 10 lb/ft

Lights 15 lb Length of Straight Pipe ft

Cable 8 lb Weight of 4" Al Pipe 4 lb/ft

Length of Taper Pipe ft

Weight

Attach 43 lb Weight of Pole lb

Total Weight of Pole kip

7.5

22.5

0.3

None

9/21/2022 (808) 933-7900

NOAA Tower Fdn Retrofit Engineering Partners

13003-22-01 455 E. Lanikaula St.

MAF Hilo, Hawaii 96720

DATE:

Input Value

WIND LOAD ANALYSIS CODE: ASCE 7-16 Computed Ultimate Values

Computed ASD Values

V= mph Basic Wind Speed (Per Maps)

Veff-asd= mph Effective Allowable Stress Design Wind Speed [V * sqrt (.625)]

Risk Cat=

Exposure= From Hawaii Wind Maps

Gcpi = ± [ See ASCE 7-16 Table 26.13-1 ]

Height, h= ft

Kd=

Kzt=

Kz=

Ke=

G= qh=qi=q= PSF = [ 0.00256*V^2*Kzt*Kd*Kz*Ke ] q-asd= PSF

F=qGCfAf ASCE 7-16 29.4-1

Cf=

Area of Attachments

Aa= sq in

Aa= sq ft

Wind Load At Top of Pole

Fw= kip

Dist Wind Load on Pole dws= kip/ft dwt= kip/ft Wind Load Governs. Distributed Wind Load is >2x the self-weight.

Total Wind Reactions at Base

Vw= kip

Mw= ft-kip in-kip217.9

1.2

2.0

0.12

0.04

1.0

18.16

0.02

1.16

61.58

36.95

9/21/2022 (808) 933-7900

0.85

NOAA Tower Fdn Retrofit Engineering Partners

13003-22-01 455 E. Lanikaula St.

MAF Hilo, Hawaii 96720

III

0.18

Enclosed

General Footing LIC# : KW-06015905, Build:20.22.8.17 ENGINEERING PARTNERS LLC (c) ENERCALC INC 1983-2022

DESCRIPTION: Tilt-Tower Fdn

Project File: 13003-22-01.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16

General Information Material Properties Soil Design Values

2.0

Analysis Settings

250.0 ksi No ksfAllowable Soil Bearing =

3.0 60.0

3,122.02 145.0

= 0.30Flexure = 0.90 Shear =

Values

0.00090

Soil Passive Resistance (for Sliding)

1.0

Increases based on footing plan dimension

Add Pedestal Wt for Soil Pressure No:

Use Pedestal wt for stability, mom & shear No:

Allowable pressure increase per foot of depth = ksf when max. length or width is greater than = ft

Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight

= pcf

Min. Overturning Safety Factor

: 1

Increases based on footing Depth0.750

Soil/Concrete Friction Coeff.

Ec : Concrete Elastic Modulus

Footing base depth below soil surface ft

=Allow press. increase per foot of depth ksf

: 11.0Min. Sliding Safety Factor =

Concrete Density

Min Allow % Temp Reinf.

ksif'c : Concrete 28 day strength fy : Rebar Yield ksi

Min Steel % Bending Reinf.

Soil Density = 110.0 pcf

Dimensions Width parallel to X-X Axis 5.0 ft Length parallel to Z-Z Axis

5.0 ft

Pedestal dimensions...

px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height = in

Footing Thickness

48.0 in=

Rebar Centerline to Edge of Concrete...

= inat Bottom of footing 3.0

Reinforcing

Bars parallel to X-X Axis

Reinforcing Bar Size

Number of Bars

5.0

Bars parallel to Z-Z Axis

Reinforcing Bar Size = 7 Number of Bars = 5.0

Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a

Applied Loads

0.30 D Lr

ksf

L S P : Column Load OB : Overburden = k W E

M-zz V-x

= 1.0 k

V-z k

M-xx =

18.20 k-ft= k-ft

DESCRIPTION: Tilt-Tower Fdn

Project File: 13003-22-01.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

PASS 4.440 Sliding - X-X 1.0 k 4.440 k D Only PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding

DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity

PASS 0.9785 Soil Bearing 1.957 ksf 2.0 ksf D Only about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.667 Overturning - Z-Z 22.20 k-ft 37.0 k-ft D Only

PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.03083 Z Flexure (+X) 3.697 k-ft/ft 119.912 k-ft/ft +1.40D PASS 0.0210 Z Flexure (-X) 2.518 k-ft/ft 119.912 k-ft/ft +1.40D PASS 0.000438 X Flexure (+Z) 0.05250 k-ft/ft 119.912 k-ft/ft +1.40D PASS 0.000438 X Flexure (-Z) 0.05250 k-ft/ft 119.912 k-ft/ft +1.40D PASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 82.158 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 0.2627 psi 82.158 psi +1.40D

Detailed Results

Rotation Axis & ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing

(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...

X-X, D Only 2.0 n/a0.5920 0.5920 n/a 0.2960.0n/a X-X, +0.60D 2.0 n/a0.3552 0.3552 n/a 0.1780.0n/a Z-Z, D Only 2.0 0.0n/a n/a 1.957 0.979n/a18.0 Z-Z, +0.60D 2.0 0.0n/a n/a 1.174 0.587n/a18.0

Rotation Axis & Overturning Stability

Load Combination... StatusOverturning Moment Resisting Moment Stability Ratio X-X, D Only None 0.0 k-ft Infinity OK X-X, +0.60D None 0.0 k-ft Infinity OK Z-Z, D Only 22.20 k-ft 37.0 k-ft 1.667 OK Z-Z, +0.60D 13.320 k-ft 22.20 k-ft 1.667 OK

Force Application Axis

Sliding Stability All units k

Load Combination... StatusSliding Force Resisting Force Stability Ratio X-X, D Only 1.0 k 4.440 k 4.440 OK X-X, +0.60D 0.60 k 2.664 k 4.440 OK Z-Z, D Only 0.0 k 4.440 k No Sliding OK Z-Z, +0.60D 0.0 k 2.664 k No Sliding OK

Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd

Footing Flexure Tension k-ft Actual As StatusMu Side

Surface Gvrn. As Phi*Mn

X-X, +1.40D 0.05250 +Z Bottom 0.5184 AsMin 0.60 119.912 OK X-X, +1.40D 0.05250 -Z Bottom 0.5184 AsMin 0.60 119.912 OK X-X, +1.20D 0.0450 +Z Bottom 0.5184 AsMin 0.60 119.912 OK X-X, +1.20D 0.0450 -Z Bottom 0.5184 AsMin 0.60 119.912 OK X-X, +0.90D 0.03375 +Z Bottom 0.5184 AsMin 0.60 119.912 OK X-X, +0.90D 0.03375 -Z Bottom 0.5184 AsMin 0.60 119.912 OK Z-Z, +1.40D 2.518 -X Top 0.5184 AsMin 0.60 119.912 OK Z-Z, +1.40D 3.697 +X Bottom 0.5184 AsMin 0.60 119.912 OK Z-Z, +1.20D 2.158 -X Top 0.5184 AsMin 0.60 119.912 OK Z-Z, +1.20D 3.169 +X Bottom 0.5184 AsMin 0.60 119.912 OK Z-Z, +0.90D 1.619 -X Top 0.5184 AsMin 0.60 119.912 OK Z-Z, +0.90D 2.377 +X Bottom 0.5184 AsMin 0.60 119.912 OK

DESCRIPTION: Tilt-Tower Fdn

Project File: 13003-22-01.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

One Way Shear Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status

+1.40D 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +0.90D 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK

Vu / Phi*Vn Two-Way "Punching" Shear All units k

StatusVu Phi*VnLoad Combination...

+1.40D 0.26 164.32 0.001599 OKpsipsi +1.20D 0.23 164.32 0.00137 OKpsipsi +0.90D 0.17 164.32 0.001028 OKpsipsi www.hilti.com Profis Anchor 2.9.4

Input data and results must be checked for agreement with the existing conditions and for plausibility!

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Engineering Partners Matthew Fisk 455 E Lanikaula St. Hilo, Hawii 96720 808-930-7824 | matthew.fisk@epinc.pro

Page:

Project:

Sub-Project I Pos. No.:

Date:

9/21/2022

Specifier's comments:

1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 55 1

Effective embedment depth: hef = 25.000 in.

Material: ASTM F 1554

Proof: Design method ACI 318-08 / CIP

Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.

Anchor plate: lx x ly x t = 24.000 in. x 24.000 in. x 0.500 in.; (Recommended plate thickness: not calculated

Profile: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x 4.000 in. x 0.250 in.

Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 48.000 in.

Reinforcement: tension: condition B, shear: condition B;

edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no

R - The anchor calculation is based on a rigid anchor plate assumption.

Geometry [in.] & Loading [lb, in.lb]

Existing J bolts embedded 36" www.hilti.com

Input data and results must be checked for agreement with the existing conditions and for plausibility!

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Engineering Partners Matthew Fisk 455 E Lanikaula St. Hilo, Hawii 96720 808-930-7824 | matthew.fisk@epinc.pro

Page:

Project:

2 Load case/Resulting anchor forces Load case: Design loads

Anchor reactions [lb] Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y 1 5,281 250 250 0

2 0 250 250 0 3 5,281 250 250 0 4 0 250 250 0 max. concrete compressive strain: 0.06 [‰] max. concrete compressive stress: 257 [psi] resulting tension force in (x/y)=(-9.500/0.000): 10,562 [lb] resulting compression force in (x/y)=(10.824/0.000): 10,862 [lb]

Anchor forces are calculated based on the assumption of a rigid anchor plate.

Tension Compression

1 2

3 4 x y

3 Tension load Load Nua [lb] Capacity f f f f Nn [lb] Utilization bbbbN = Nua/f f f f Nn Status

Steel Strength* 5,281 34,087 16 OK

Pullout Strength* 5,281 19,538 28 OK

Concrete Breakout Strength** 10,562 35,819 30 OK

Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A

* anchor having the highest loading **anchor group (anchors in tension)

3.1 Steel Strength

Nsa = Ase,N futa ACI 318-08 Eq. (D-3) f Nsa ³ Nua ACI 318-08 Eq. (D-1)

Variables

Ase,N [in.2] futa [psi]

0.61 75,000

Calculations

Nsa [lb] 45,450

Results

Nsa [lb] f steel f Nsa [lb] Nua [lb] 45,450 0.750 34,087 5,281

Input data and results must be checked for agreement with the existing conditions and for plausibility!

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Engineering Partners Matthew Fisk 455 E Lanikaula St. Hilo, Hawii 96720 808-930-7824 | matthew.fisk@epinc.pro

Page:

Project:

3.2 Pullout Strength

NpN = y c,p Np ACI 318-08 Eq. (D-14) Np = 8 Abrg f'c ACI 318-08 Eq. (D-15) f NpN ³ Nua ACI 318-08 Eq. (D-1)

Variables y c,p Abrg [in.2] f'c [psi]

1.000 1.16 3,000

Calculations

Np [lb] 27,912

Results

Npn [lb] f concrete f Npn [lb] Nua [lb] 27,912 0.700 19,538 5,281

3.3 Concrete Breakout Strength

Ncbg = (ANc ANc0

) y ec,N y ed,N y c,N y cp,N Nb ACI 318-08 Eq. (D-5) f Ncbg ³ Nua ACI 318-08 Eq. (D-1) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANc0 = 9 h2 ef ACI 318-08 Eq. (D-6) y ec,N = ( 1

1 + 2 e' N

3 hef ) £ 1.0 ACI 318-08 Eq. (D-9) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef

) £ 1.0 ACI 318-08 Eq. (D-11) y cp,N = MAX(ca,min cac

, 1.5hef cac

) £ 1.0 ACI 318-08 Eq. (D-13)

Nb = 16 l √f'c h5/3 ef ACI 318-08 Eq. (D-8)

Variables hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] y c,N

20.333 0.000 0.000 11.500 1.000 cac [in.] kc l f'c [psi]

0.000 16 1 3,000

Calculations

ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 1,764.00 3,721.00 1.000 1.000 0.813 1.000 132,748

Results

Ncbg [lb] f concrete f Ncbg [lb] Nua [lb] 51,170 0.700 35,819 10,562

Input data and results must be checked for agreement with the existing conditions and for plausibility!

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Engineering Partners Matthew Fisk 455 E Lanikaula St. Hilo, Hawii 96720 808-930-7824 | matthew.fisk@epinc.pro

Page:

Project:

4 Shear load Load Vua [lb] Capacity f f f f Vn [lb] Utilization bbbbV = Vua/f f f f Vn Status

Steel Strength* 250 17,725 2 OK

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength** 1,000 130,272 1 OK

Concrete edge failure in direction x+** 1,000 17,382 6 OK

* anchor having the highest loading **anchor group (relevant anchors)

4.1 Steel Strength

Vsa = 0.6 Ase,V futa ACI 318-08 Eq. (D-20) f Vsteel ³ Vua ACI 318-08 Eq. (D-2)

Variables

Ase,V [in.2] futa [psi]

0.61 75,000

Calculations

Vsa [lb] 27,270

Results

Vsa [lb] f steel f Vsa [lb] Vua [lb] 27,270 0.650 17,725 250

4.2 Pryout Strength

Vcpg = kcp [(ANc ANc0

) y ec,N y ed,N y c,N y cp,N Nb] ACI 318-08 Eq. (D-31) f Vcpg ³ Vua ACI 318-08 Eq. (D-2) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANc0 = 9 h2 ef ACI 318-08 Eq. (D-6) y ec,N = ( 1

1 + 2 e' N

3 hef ) £ 1.0 ACI 318-08 Eq. (D-9) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef

) £ 1.0 ACI 318-08 Eq. (D-11) y cp,N = MAX(ca,min cac

, 1.5hef cac

) £ 1.0 ACI 318-08 Eq. (D-13)

Nb = kc l √f'c h1.5 ef ACI 318-08 Eq. (D-7)

Variables kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] 2 7.667 0.000 0.000 11.500 y c,N cac [in.] kc l f'c [psi]

1.000 - 24 1 3,000

Calculations

ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 1,764.00 529.00 1.000 1.000 1.000 1.000 27,905

Results

Vcpg [lb] f concrete f Vcpg [lb] Vua [lb] 186,103 0.700 130,272 1,000

Input data and results must be checked for agreement with the existing conditions and for plausibility!

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Engineering Partners Matthew Fisk 455 E Lanikaula St. Hilo, Hawii 96720 808-930-7824 | matthew.fisk@epinc.pro

Page:

Project:

4.3 Concrete edge failure in direction x+

Vcbg = (AVc AVc0

) y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-08 Eq. (D-22) f Vcbg ³ Vua ACI 318-08 Eq. (D-2) AVc see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-08 Eq. (D-23) y ec,V = ( 1

1 + 2e' v

3ca1 ) £ 1.0 ACI 318-08 Eq. (D-26) y ed,V = 0.7 + 0.3( ca2 1.5ca1

) £ 1.0 ACI 318-08 Eq. (D-28) y h,V = √1.5ca1 ha

³ 1.0 ACI 318-08 Eq. (D-29)

Vb = (7 ( le da )0.2

√da) l √f'c c1.5 a1 ACI 318-08 Eq. (D-24)

Variables ca1 [in.] ca2 [in.] ecV [in.] y c,V ha [in.]

11.500 11.500 0.000 1.000 48.000 le [in.] l da [in.] f'c [psi] y parallel,V

8.000 1.000 1.000 3,000 1.000

Calculations

AVc [in.2] AVc0 [in.2] y ec,V y ed,V y h,V Vb [lb]

724.50 595.13 1.000 0.900 1.000 22,663

Results

Vcbg [lb] f concrete f Vcbg [lb] Vua [lb] 24,831 0.700 17,382 1,000

5 Combined tension and shear loads bN bV z Utilization bN,V [%] Status

0.295 0.058 5/3 14 OK

bNV = bz N + bz

V <= 1

6 Warnings

• The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility!

• Condition A applies when supplementary reinforcement is used. The Φ factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard.

• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard!

Fastening meets the design criteria!

J bolt OK by inspection

Input data and results must be checked for agreement with the existing conditions and for plausibility!

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Engineering Partners Matthew Fisk 455 E Lanikaula St. Hilo, Hawii 96720 808-930-7824 | matthew.fisk@epinc.pro

Page:

Project:

Coordinates Anchor in.

Anchor x y c-x c+x c-y c+y

1 -9.500 -9.500 11.500 30.500 11.500 30.500

2 9.500 -9.500 30.500 11.500 11.500 30.500 3 -9.500 9.500 11.500 30.500 30.500 11.500 4 9.500 9.500 30.500 11.500 30.500 11.500

7 Installation data Anchor plate, steel: -

Anchor type and diameter: Hex Head ASTM F 1554 GR. 55 1

Profile: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x

4.000 in. x 0.250 in.

Maximum installation torque: -

Hole diameter in the fixture: df = 1.063 in. Hole diameter in the base material: - in.

Plate thickness (input): 0.500 in. Hole depth in the base material: 25.000 in.

Recommended plate thickness: not calculated

Minimum thickness of the base material: 26.172 in.

2.500 19.000 2.500

x y

12.000 12.000

Input data and results must be checked for agreement with the existing conditions and for plausibility!

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Engineering Partners Matthew Fisk 455 E Lanikaula St. Hilo, Hawii 96720 808-930-7824 | matthew.fisk@epinc.pro

Page:

Project:

Specifier's comments:

1 Input data Anchor type and diameter: HIT-RE 500 V3 + HAS-E 1

Effective embedment depth: hef,act = 8.000 in. (hef,limit = - in.)

Material: 5.8

Evaluation Service Report: ESR-3814

Issued I Valid: 3/1/2021 | 1/1/2023

Proof: Design method ACI 318-08 / Chem

Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.

Anchor plate: lx x ly x t = 24.000 in. x 24.000 in. x 0.500 in.; (Recommended plate thickness: not calculated

Profile: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x 4.000 in. x 0.250 in.

Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 48.000 in., Temp. short/long: 32/32 °F

Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no

R - The anchor calculation is based on a rigid anchor plate assumption.

Geometry [in.] & Loading [lb, in.lb]

Input data and results must be checked for agreement with the existing conditions and for plausibility!

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Engineering Partners Matthew Fisk 455 E Lanikaula St. Hilo, Hawii 96720 808-930-7824 | matthew.fisk@epinc.pro

Page:

Project:

2 Load case/Resulting anchor forces Load case: Design loads

Anchor reactions [lb] Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y 1 5,281 250 250 0

2 0 250 250 0 3 5,281 250 250 0 4 0 250 250 0 max. concrete compressive strain: 0.06 [‰] max. concrete compressive stress: 257 [psi] resulting tension force in (x/y)=(-9.500/0.000): 10,561 [lb] resulting compression force in (x/y)=(10.824/0.000): 10,861 [lb]

Anchor forces are calculated based on the assumption of a rigid anchor plate.

Tension Compression x y

3 Tension load Load Nua [lb] Capacity f f f f Nn [lb] Utilization bbbbN = Nua/f f f f Nn Status

Steel Strength* 5,281 28,541 19 OK

Bond Strength** 10,561 28,310 38 OK

Sustained Tension Load Bond Strength* N/A N/A N/A N/A

Concrete Breakout Strength** 10,561 23,461 46 OK

* anchor having the highest loading **anchor group (anchors in tension)

3.1 Steel Strength

Nsa = ESR value refer to ICC-ES ESR-3814 f Nsa ³ Nua ACI 318-08 Eq. (D-1)

Variables

Ase,N [in.2] futa [psi]

0.61 72,500

Calculations

Nsa [lb] 43,910

Results

Nsa [lb] f steel f Nsa [lb] Nua [lb] 43,910 0.650 28,541 5,281

Input data and results must be checked for agreement with the existing conditions and for plausibility!

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Engineering Partners Matthew Fisk 455 E Lanikaula St. Hilo, Hawii 96720 808-930-7824 | matthew.fisk@epinc.pro

Page:

Project:

3.2 Bond Strength

Nag = (ANa ANa0

) y ec1,Na y ec2,Na y ed,Na y cp,Na Nba ACI 318-11 Eq. (D-19) f Nag ³ Nua ACI 318-11 Table D.4.1.1 ANa = see ACI 318-11, Part D.5.5.1, Fig. RD.5.5.1(b) ANa0 = (2 cNa)2 ACI 318-11 Eq. (D-20) cNa = 10 da √t uncr 1100 ACI 318-11 Eq. (D-21) y ec,Na = ( 1

1 + e' N cNa ) £ 1.0 ACI 318-11 Eq. (D-23) y ed,Na = 0.7 + 0.3 (ca,min cNa

) £ 1.0 ACI 318-11 Eq. (D-25) y cp,Na = MAX(ca,min cac

, cNa cac

) £ 1.0 ACI 318-11 Eq. (D-27)

Nba = l a · t k,c · p · da · hef ACI 318-11 Eq. (D-22)

Variables t k,c,uncr [psi] da [in.] hef [in.] ca,min [in.] aoverhead t k,c [psi] 2,051 1.000 8.000 11.500 1.000 1,274 ec1,N [in.] ec2,N [in.] cac [in.] l a

0.000 0.000 11.290 1.000

Calculations cNa [in.] ANa [in.2] ANa0 [in.2] y ed,Na

13.595 1,053.97 739.25 0.954 y ec1,Na y ec2,Na y cp,Na Nba [lb]

1.000 1.000 1.000 32,029

Results

Nag [lb] f bond f Nag [lb] Nua [lb] 43,554 0.650 28,310 10,561

Input data and results must be checked for agreement with the existing conditions and for plausibility!

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Engineering Partners Matthew Fisk 455 E Lanikaula St. Hilo, Hawii 96720 808-930-7824 | matthew.fisk@epinc.pro

Page:

Project:

3.3 Concrete Breakout Strength

Ncbg = (ANc ANc0

) y ec,N y ed,N y c,N y cp,N Nb ACI 318-08 Eq. (D-5) f Ncbg ³ Nua ACI 318-08 Eq. (D-1) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANc0 = 9 h2 ef ACI 318-08 Eq. (D-6) y ec,N = ( 1

1 + 2 e' N

3 hef ) £ 1.0 ACI 318-08 Eq. (D-9) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef

) £ 1.0 ACI 318-08 Eq. (D-11) y cp,N = MAX(ca,min cac

, 1.5hef cac

) £ 1.0 ACI 318-08 Eq. (D-13)

Nb = kc l √f'c h1.5 ef ACI 318-08 Eq. (D-7)

Variables hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] y c,N

7.667 0.000 0.000 11.500 1.000 cac [in.] kc l f'c [psi]

11.290 17 1 3,000

Calculations

ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb]

966.00 529.00 1.000 1.000 1.000 1.000 19,766

Results

Ncbg [lb] f concrete f Ncbg [lb] Nua [lb] 36,094 0.650 23,461 10,561

Input data and results must be checked for agreement with the existing conditions and for plausibility!

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Engineering Partners Matthew Fisk 455 E Lanikaula St. Hilo, Hawii 96720 808-930-7824 | matthew.fisk@epinc.pro

Page:

Project:

4 Shear load Load Vua [lb] Capacity f f f f Vn [lb] Utilization bbbbV = Vua/f f f f Vn Status

Steel Strength* 250 15,807 2 OK

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength (Concrete Breakout Strength controls)**

1,000 92,276 2 OK

Concrete edge failure in direction x+** 1,000 17,382 6 OK

* anchor having the highest loading **anchor group (relevant anchors)

4.1 Steel Strength

Vsa = ESR value refer to ICC-ES ESR-3814 f Vsteel ³ Vua ACI 318-08 Eq. (D-2)

Variables

Ase,V [in.2] futa [psi] aV,seis

0.61 72,500 1.000

Calculations

Vsa [lb] 26,345

Results

Vsa [lb] f steel f Vsa [lb] Vua [lb] 26,345 0.600 15,807 250

4.2 Pryout Strength (Concrete Breakout Strength controls)

Vcpg = kcp [(ANc ANc0

) y ec,N y ed,N y c,N y cp,N Nb] ACI 318-08 Eq. (D-31) f Vcpg ³ Vua ACI 318-08 Eq. (D-2) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANc0 = 9 h2 ef ACI 318-08 Eq. (D-6) y ec,N = ( 1

1 + 2 e' N

3 hef ) £ 1.0 ACI 318-08 Eq. (D-9) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef

) £ 1.0 ACI 318-08 Eq. (D-11) y cp,N = MAX(ca,min cac

, 1.5hef cac

) £ 1.0 ACI 318-08 Eq. (D-13)

Nb = kc l √f'c h1.5 ef ACI 318-08 Eq. (D-7)

Variables kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] 2 7.667 0.000 0.000 11.500 y c,N cac [in.] kc l f'c [psi]

1.000 11.290 17 1 3,000

Calculations

ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 1,764.00 529.00 1.000 1.000 1.000 1.000 19,766

Results

Vcpg [lb] f concrete f Vcpg [lb] Vua [lb] 131,823 0.700 92,276 1,000

Input data and results must be checked for agreement with the existing conditions and for plausibility!

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Engineering Partners Matthew Fisk 455 E Lanikaula St. Hilo, Hawii 96720 808-930-7824 | matthew.fisk@epinc.pro

Page:

Project:

4.3 Concrete edge failure in direction x+

Vcbg = (AVc AVc0

1 + 2e' v

3ca1 ) £ 1.0 ACI 318-08 Eq. (D-26) y ed,V = 0.7 + 0.3( ca2 1.5ca1

) £ 1.0 ACI 318-08 Eq. (D-28) y h,V = √1.5ca1 ha

³ 1.0 ACI 318-08 Eq. (D-29)

Vb = (7 ( le da )0.2

√da) l √f'c c1.5 a1 ACI 318-08 Eq. (D-24)

Variables ca1 [in.] ca2 [in.] ecV [in.] y c,V ha [in.]

11.500 11.500 0.000 1.000 48.000 le [in.] l da [in.] f'c [psi] y parallel,V

8.000 1.000 1.000 3,000 1.000

Calculations

AVc [in.2] AVc0 [in.2] y ec,V y ed,V y h,V Vb [lb]

724.50 595.13 1.000 0.900 1.000 22,663

Results

Vcbg [lb] f concrete f Vcbg [lb] Vua [lb] 24,831 0.700 17,382 1,000

5 Combined tension and shear loads bN bV z Utilization bN,V [%] Status

0.450 0.058 5/3 28 OK

bNV = bz N + bz

V <= 1

6 Warnings

• Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions

• The ACI 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications.

• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard!

Fastening meets the design criteria!

Input data and results must be checked for agreement with the existing conditions and for plausibility!

PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Specifier:

Address:

Phone I Fax:

E-Mail:

Engineering Partners Matthew Fisk 455 E Lanikaula St. Hilo, Hawii 96720 808-930-7824 | matthew.fisk@epinc.pro

Page:

Project:

Coordinates Anchor in.

Anchor x y c-x c+x c-y c+y

1 -9.500 -9.500 11.500 30.500 11.500 30.500

2 9.500 -9.500 30.500 11.500 11.500 30.500 3 -9.500 9.500 11.500 30.500 30.500 11.500 4 9.500 9.500 30.500 11.500 30.500 11.500

7 Installation data Anchor plate, steel: -

Anchor type and diameter: HIT-RE 500 V3 + HAS-E 1

Profile: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x

4.000 in. x 0.250 in.

Maximum installation torque: 1,800.000 in.lb

Hole diameter in the fixture: df = 1.125 in. Hole diameter in the base material: 1.125 in.

Plate thickness (input): 0.500 in. Hole depth in the base material: 8.000 in.

Recommended plate thickness: not calculated

Minimum thickness of the base material: 10.250 in.

Drilling method: Hammer drilled

Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required

7.1 Recommended accessories

Drilling Cleaning Setting

• Suitable Rotary Hammer

• Properly sized drill bit

• Compressed air with required accessories to blow from the bottom of the hole

• Proper diameter wire brush

• Dispenser…

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