PUBLIC NOTICE - Tacoma Permits

Per SEPA, WAC 197-11-800 and TMC Chapter 13.12, the Environmental Official has reviewed this project and determined the project is exemptfrom SEPA provisions.

Environmental Review:

PUBLIC NOTICE

3/3/2016Date of Notification:

2/19/2016Application Received:

2/19/2016Application Complete:

To request this information in an alternative format or a reasonable accommodation, please call 253-591-5030 (voice). TTY or STS users please dial 711 to connect to Washington Relay Services.

Charla Kinlow, Associate Planner, 747 Market St, Room 345, (253) 594-7971, [email protected] Contact:

A final decision on the proposal will be made following the comment period. A summary of the final decision will be sent to those parties who receive this notice. A complete copy of the final decision will be mailed to those parties who request a copy or to those who have commented on the project. Appeal provisions will be included with both the summary and the complete copy of the final decision.

Public Meeting: A public meeting may be requested by the area neighborhood council, a qualified neighborhood group, or by written request of the owners of five or more properties who receive this notice.

Tacoma Municipal Code and Comprehensive PlanDocuments to Evaluate the Proposal:

Traffic Memo and Lighting PlanStudies Requested:D.A. Hogan and AssociatesApplicant:

2112 South Tyler Street, Parcel 0220122012Location:

LU16-0029Application No:

A Conditional Use Permit Major Modification for installation of athletic field lighting and ascoreboard at Foss High School.

Proposal:

Building PermitsOther Required Permits:

TMC 13.06 ZoningApplicable Regulations of the Tacoma Municipal Code:

For further information regarding the proposal, log onto the website at http://tacomapermits.org and select "Message Board". The case file may be viewed in Planning and Development Services, 747 Market Street, Room 345.

3/17/2016Comments Due:

City of TacomaPlanning and Development Services Department747 Market St, Room 345Tacoma, WA 98402

City of TacomaPlanning and Development Services Department747 Market St, Room 345Tacoma, WA 98402

NOTICE OF LAND USE APPLICATION

Table of Contents

Applicant’s Response to Criteria

Page 4

Site Plan and Electrical Details

Page 5

Lighting Plan (Demonstrating Light Spill)

Page 12

Traffic Memo

Page 13

Geotech

Page 14

Structural Plans

Page 44

Lighting Calculations

Page 46

Previously Approved Special Use Permit (1972)

Page 84

CKinlow

Text Box

85

A conditional use permit shall be subject to the following criteria: 1. There shall be a demonstrated need for the use within the community at large which shall not be contrary to the public interest. The proposal would provide the school district the opportunity to increase activities for its students. More available hours would be provided to enhance the availability of the all-weather synthetic fields that were constructed in 2015. 2. The use shall be consistent with the goals and policies of the comprehensive plan and applicable ordinances of the City of Tacoma. Lighted playfields are consistent with City of Tacoma ordinances and the proposed lighting system will be in compliance with the code with regards to setbacks, light dispersal, and height. 3. The use shall be located, planned, and developed in such a manner that it is not inconsistent with the health, safety, convenience, or general welfare of persons residing or working in the community. The following shall be considered in making a decision on a conditional property use: a. The generation of noise, noxious or offensive emissions, or other nuisances which may be injurious or to the detriment of a significant portion of the community. Floodlight poles will be installed as outside fencing on each field but as close to the field as possible so as to not compromise the safety of the spectators and to allow for pedestrian access. b. Availability of public services which may be necessary or desirable for the support of the use. These may include, but shall not be limited to, availability of utilities, transportation systems (including vehicular, pedestrian, and public transportation systems), education, police and fire facilities, and social and health services. All services currently available to the school will be maintained. New electrical distribution circuits will be provided from an existing electrical switchboard located inside the school. The increased availability of the fields during the evening hours may increase the need for medical services. c. The adequacy of landscaping, screening, yard setbacks, open spaces, or other development characteristics necessary to mitigate the impact of the use upon neighboring properties. Floodlights will utilize the latest technology in reflector and shielding design for metal halide floodlights used in lighting athletic fields. Floodlights are designed to reduce the amount of spill light and glare produced.

COM

MO

NFI

NIS

H

100

M S

TART

110

M S

TART

370'

414'

GENERAL NOTES:LEGEND: FLAG NOTES:

ELECTRICAL SITE PLAN - DEMO

ELECTRICALSITE

PLAN-DEMO

E-1.0

NORTH

0SCALE: 1" = 30'

DATE

DRAWN

CHECKED

SCALE

SHEET

REVISION DATE

COPYRIGHT c D.A. HOGAN & ASSOCIATES

119 1st Avenue South, Suite 110Seattle, Washington 98104

p. 206.285.0400f. 206.285.0480

2016

FOSSHIGH SCHOOL

FIELD LIGHTING

4100 194th Street SW Suite 400Lynnwood Washington 98036-4613

(206) 677-0555

CHRI S

TOPHER B. FOTE

01/13/16

1" = 30'

CJS

CBF

30' 60'

PERMIT SET

COM

MO

NFI

NIS

H

100

M S

TART

110

M S

TART

370'

414'COM

MO

NFI

NIS

H

100

M S

TART

110

M S

TART

370'

414'

ELECTRICAL SITE PLAN

MATCHLINE

POLE AND FLOOD LIGHT

SCHEDULE

GENERAL NOTES:LEGEND: FLAG NOTES:

ELECTRICALSITE

PLAN

E-1.1

NORTH

0SCALE: 1" = 30'

DATE

DRAWN

CHECKED

SCALE

SHEET

REVISION DATE



p. 206.285.0400f. 206.285.0480

2016

FOSSHIGH SCHOOL

FIELD LIGHTING


(206) 677-0555

CHRI S

TOPHER B. FOTE

01/13/16

1" = 30'

CJS

CBF

30' 60'

PERMIT SET

330'

305' 330'

305'

LEGEND:

MATCHLINE

FLAG NOTES:

ELECTRICAL SITE PLAN

POLE AND FLOOD LIGHT

SCHEDULE

GENERAL NOTES:

ELECTRICALSITE

PLAN

E-1.2

NORTH

0SCALE: 1" = 30'

DATE

DRAWN

CHECKED

SCALE

SHEET

REVISION DATE



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2016

FOSSHIGH SCHOOL

FIELD LIGHTING


(206) 677-0555

CHRI S

TOPHER B. FOTE

01/13/16

1" = 30'

CJS

CBF

30' 60'

PERMIT SET

FLOODLIGHT POLE DETAIL

FLAG NOTES:

LED FLOODLIGHT POLE DETAIL

FIELD HOUSE PANEL SCHEDULE - NEW

FIELD HOUSE PANEL SCHEDULE - EXISTING ELECTRICALDETAILS

E-2.1

NORTH

0SCALE: 1" = 30'

DATE

DRAWN

CHECKED

SCALE

SHEET

REVISION DATE



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2016

FOSSHIGH SCHOOL

FIELD LIGHTING


(206) 677-0555

CHRI S

TOPHER B. FOTE

01/13/16

1" = 30'

CJS

CBF

30' 60'

PERMIT SET

FIELD HOUSE PLAN

SCHOOL ELECTRICAL/STORAGE ROOM

FLAG NOTES:

LEGEND

PARTIAL ONE-LINE DIAGRAM

FOOTBALL LIGHTING CONTROL LOGIC

ELECTRICALDETAILS

E-2.2

NORTH

0SCALE: 1" = 30'

DATE

DRAWN

CHECKED

SCALE

SHEET

REVISION DATE



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2016

FOSSHIGH SCHOOL

FIELD LIGHTING


(206) 677-0555

CHRI S

TOPHER B. FOTE

01/13/16

1" = 30'

CJS

CBF

30' 60'

PERMIT SET

BASEBOLD FIELD PEDESTAL PANEL

LEGEND:

BASEBALL FIELD CONTROL LOGIC

SCOREBOARD DETAIL

BASEBALL FIELD CONTROL LOGIC

ELECTRICALDETAILS

E-2.3

NORTH

0SCALE: 1" = 30'

DATE

DRAWN

CHECKED

SCALE

SHEET

REVISION DATE



p. 206.285.0400f. 206.285.0480

2016

FOSSHIGH SCHOOL

FIELD LIGHTING


(206) 677-0555

CHRI S

TOPHER B. FOTE

01/13/16

1" = 30'

CJS

CBF

30' 60'

PERMIT SET

EXISTING ONE-LINE DIAGRAM

FLAG NOTES:

ONE-LINE

SCHOOL

E-2.4

NORTH

0SCALE: 1" = 30'

DATE

DRAWN

CHECKED

SCALE

SHEET

REVISION DATE



p. 206.285.0400f. 206.285.0480

2016

FOSSHIGH SCHOOL

FIELD LIGHTING


(206) 677-0555

CHRI S

TOPHER B. FOTE

01/13/16

1" = 30'

CJS

CBF

30' 60'

PERMIT SET

SCHOOLELECTRICAL

SPILLLIGHTPLAN

SPL-1.1

NORTH

0SCALE: 1" = 30'

DATE

DRAWN

CHECKED

SCALE

SHEET

REVISION DATE



p. 206.285.0400f. 206.285.0480

2016

FOSSHIGH SCHOOL

FIELD LIGHTING


(206) 677-0555

02/10/16

1" = 50'

CJS

CBF

30' 60'

PERMIT SET

Foss High School Field Lighting

Page 1 of 1

MEMORANDUM

Date: February 17, 2016

To: City of Tacoma, Planning and Development Services

From: Jeff Burke

Re: Foss High School Field Lighting - Traffic Memo The Tacoma School district is proposing to install athletic field lighting to extend the useable hours available on the synthetic turf fields. The lighting systems would be installed on the track and field area and also at the baseball field. There would not be any change in the peak number of vehicle trips generated during the day, however field availability during evening hours and the improved reliability of the facility during wet weather may result in more frequent use. During school hours there are no trips generated as the facility is not open to the public and only utilized by the school. Peak volumes are between 7:30am-8:00am and 2:00pm-2:30pm. The majority of new trips created by these proposed improvements would not be happening during the typical peak traffic hours that occur on weekday afternoons. Events such as boys and girls soccer, boys and girls lacrosse, and junior varsity football all happen after the peak afternoon school traffic volumes. The increased traffic levels associated with these events is much lower than the normal school traffic that occurs during the day, however the additional volume is considered new to the adjacent streets. Given the smaller level of traffic with these events, increased congestion is not expected since the roadway system already handles larger peak volumes in the morning and afternoons. The parking requirements for these events occurring later in the day would be accommodated by existing parking stalls already serving the school site, therefore an increase in parking is not required and the existing system has already been adequately serving the athletic fields. There are not any bleachers adjacent to the field and track area and approximately only 250 existing seats at the baseball backstop area. Crowd sizes are expected to remain at current levels and not increase however there may be crowds later into the evening hours as a result of the lighting system. The school district is seeking approval of this proposal in order to increase the opportunity for more activities its students.

Jeffrey Burke, PE

FIGURE 1

DATE 7/13

PROJ. NO. TE130258A

FEET

1000 20000

VICINITY MAPHENRY FOSS HIGH SCHOOL FIELDS

TACOMA, WASHINGTON

130258

Henry

Foss

HS

Fie

lds

\130258

Vic

inity.

cdr

REFERENCE: USGS TOPO!

Associated Earth Sciences, Inc.

NOTE: BLACK AND WHITE REPRODUCTION OF THIS COLOR ORIGINAL MAYREDUCE ITS EFFECTIVENESS AND LEAD TO INCORRECT INTERPRETATION.

SITE

APPROXIMATE LOCATION

OF EXPLORATION BORING

2001

EB-5

EB-12

EB-11

EB-14

EB-13

FIGURE 2

DATE 7/13

PROJ. NO. TE130258A

SITE AND EXPLORATION PLANHENRY FOSS HIGH SCHOOL FIELDS

TACOMA, WASHINGTON

130258

Henry

Foss

HS

Fie

lds

\130258

Site

and

Explr.c

dr

REFERENCE: DA HOGAN

Associated Earth Sciences, Inc.

FEET

40 800

APPROXIMATE LOCATION

OF EXPLORATION BORING

TYP

Casing may be necessary to prevent soil flow. The Contractor shall take necessaryprecautions to prevent excessive soil movement during excavation and shall be preparedto immediately case the foundation excavations if excessive soil movement is observed.

Soft or organic soils shall not be used as bearing surface. Overexcavation may berequired to reach competent soil noted in the Geotechnical Report. Length offoundation shaft noted on the drawings must bear on and against undisturbed andcompetent soils. Existing soil borings indicate lodgement till which may containboulders and cobbles requiring light pole locations to be modified if encountered.Coordinate with lighting consultant prior to relocation if location is to be modified.

REINFORCING STEELDeformed Bars

DESIGN LOADS

GENERAL NOTES

CONCRETE

2

ASTM A 615, Grade 60

SUBMITTALS: Shop drawings shall be submitted to the Engineer of Record prior toany fabrication or construction for all foundation items.

If the shop drawings differ from or add to the design of the structural drawings,they shall bear the seal and signature of the Washington State RegisteredProfessional Engineer who is responsible for the design.

DEFERRED SUBMITTALS: Per IBC Section 107.3.4.2, drawings and calculations for thedesign and fabrication of items that are designed by others shall bear the seal andsignature of the Washington State Registered Professional Engineer who is responsible forthe design and shall be submitted to the Engineer of Record and the building departmentfor review prior to fabrication. Submitted calculations are for cursory review only and willgenerally not be returned. Deferred submittals include but are not limited to the following:

INSPECTION: Special inspection per IBC Chapter 17 shall be performed by anapproved testing agency as outlined in the Special Inspection Schedule and as indicatedin the project specifications. All prepared soil-bearing surfaces shall be inspected by theGeotechnical Engineer prior to placement of reinforcing steel. Soils compaction shall besupervised by an approved testing agency or Geotechnical Engineer.

SPECIAL CONDITIONS: Contractor shall verify all levels, dimensions, and existingconditions in the field before proceeding. Contractor shall notify the Engineer ofRecord of any discrepancies or field changes prior to installation or fabrication. Incase of discrepancies between the existing conditions and the drawings, theContractor shall obtain direction from the Engineer of Record before proceeding.Dimensions noted as plus or minus (Ñ) indicate unverified dimensions and areapproximate. Notify Engineer of Record immediately of conflicts or excessivevariations from indicated dimensions. Noted dimensions take precedence overscaled dimensions--DO NOT SCALE DRAWINGS. Dimensions of existing conditionsmay be based on record drawings and are to be field-verified by the Contractor.

Contractor shall verify all existing conditions before commencing any demolition.Contractor shall provide adequate shoring and bracing of all structural members,existing construction and soil excavations, as required, and in a manner suitable tothe work sequence. Temporary shoring and bracing shall not be removed until allfinal connections have been completed in accordance with the drawings and materialshave achieved design strength. No reinforcing bars in existing construction shall becut unless directed to by the Engineer of Record or as shown on the drawings.

Contractor shall be responsible for all safety precautions and the methods,techniques, sequences or procedures required to perform the work.

SOILS: See the Geotechnical Letter by Associated Earth Sciences, Inc., dated March10, 2014, for more complete information. Earthwork material, backfill and compactionshall be in accordance with the recommendations of the Geotechnical Report. Alltopsoil organics and loose soil shall be removed.

Concrete work shall conform to all requirements of Chapter 19 of the InternationalBuilding Code.

CONCRETE MIXES: Concrete mixes shall conform to the following requirements:

Water-reducing admixtures may be incorporated in concrete mix designs, but shallconform to ASTM C 494, and be used in strict accordance with the manufacturer'srecommendations. CaCl or other water-soluble chloride admixtures shall not be used.

Water/cement ratio shall be measured by weight and shall be based on the totalcementitious material. Water/cement ratio and water content shall be determined bythe supplier based on strength requirements and shall not exceed the maximumwater/cement ratio and/or water content if shown above.

Field-measured slump shall conform to the submitted concrete mix design.Tolerance of slump shall conform to ASTM C 94.

An air-entraining agent conforming to ASTM C 260 shall be used in all concrete mixes.The amount of entrained air shall be 5 percent Ñ1 1/2 percent by volume. The amountof entrained air shall be measured in the field at the discharge from the truck.

The Contractor shall submit concrete mix designs for approval 2 weeks prior toplacing any concrete. The mix design shall be in conformance with IBC 1905. Thesubmittal shall indicate where each concrete mix is to be used on the project, as wellas the maximum aggregate size of each mix.

Reinforcing shall be supported as specified by the CRSI Manual of StandardPractice, 28th Edition. Reinforcing steel shall be detailed in accordance with ACIstandard of practice as outlined in "Details and Detailing of ConcreteReinforcement, ACI 315."

V

Exposure Category C

Allowable Lateral Soil-Bearing Pressure

All design and construction shall conform to the requirements of theInternational Building Code, 2012 Edition, as amended by the City of Tacoma.

SEISMIC LOADS: Earthquake design is based on the equivalent lateral forceprocedure in ASCE 7-10 Chapter 12.8 with the following factors:

WIND LOADS: Wind load is determined using Chapter 26-31 of ASCE7-10 in accordance with IBC Section 1609 with the following factors:

Design wind pressures for determining forces on components shall be determinedusing Chapter 30 of ASCE 7-10 in accordance with IBC Section 1609 by theWashington State Registered Professional Engineer who is responsible for thedesign of such elements, unless noted otherwise on the drawings.

S gs = 1.30S1 = g0.51SDS = g0.87

= 1.0IE

SD1 = g0.51=Cs

= Base Shear =

= 1.00I wV3S =

pcf 265

= 0.95Kd

SOIL LOADS:

110 mph

R = 1.5

Kzt = 1.0

Prestressed/Precast Concrete Pole BasesEquipment Anchorage

T = 6 secondsL

Steel Poles

(70ft pole)0.17

0.3k (70ft and 80 ft poles), 0.94k (Scoreboard)

= 2.28 seconds (80ft pole)

FOUNDATION NOTES

FLOODLIGHTS(METAL HALIDEOR LED) ANDBRACKETS

REMOTE BALLASTENCLOSURE

1

S-1.1

2

V M P

3.4k 190.6k-ft -

0.3k 13.7k-ft 0.6k

- - 3.5k

1

P

M

V

70'-0" POLE

2

2

2

1

2

3

0

S-1.1

2

3

GROUNDWATER TABLE - CONCRETESHALL BE PLACED BY TREMIE METHODWHERE STANDING WATERTABLE ISABOVE BOTTOM OF FOUNDATION

NOTES:1. EMBEDMENT DEPTH SHALL BE MEASURED FROM LOWEST ADJACENT GRADE. AT LOCATIONS ADJACENT TO SLOPES

(WITHIN THE LENGTH OF EMBEDMENT) LESS THAN OR EQUAL TO 2H:1V, THIS SHALL BE MEASURED AT A DISTANCEOF THE EMBEDMENT DEPTH FROM THE FOUNDATION ON THE SLOPE. AT VERTICAL GRADE STEPS THIS SHALL BEMEASURED AT THE LOWER GRADE UNLESS APPROVED BY THE GEOTECHNICAL ENGINEER.

Foundations are precast concrete pole or steel post foundations installed inconcrete filled shaft excavations.

Allowable Compressive Soil-Bearing Pressure psf 4,000

= (Scoreboard)0.35

= 0.26 seconds (Scoreboard)

AREA LIGHT

NOTE:70'-0" POLE SHALL HAVE NO MORE THAN (8) METALHALIDE FLOODLIGHTS AT 70' OR (12) LED FLOODLIGHTSAT 70' W/ (2) LED UPLIGHTS AT 15' AND (1) AREA LIGHTAT 30'

4 MINIMUM EMBEDMENT DEPTH SHOWN. COORDINATE WITH POLESUPPLIER AS ADDITIONAL DEPTH MAY BE REQUIRED FOR PRECAST BASE.

4

STRUCTURAL STEEL

STEEL MATERIALS

Lap all reinforcing bars as noted on the drawings.

AISC 360 - Specification for StructuralSteel Buildings

Structural steel design, fabrication and erection shall conform to the requirements ofIBC Chapter 22. All members are to be erected with natural mill camber or inducedcamber up, unless otherwise noted on the plans. Substitution of member sizes orsteel grade will not be allowed without prior approval.

The Contractor shall be responsible for all erection aids and joint preparations thatinclude, but are not limited to, erection angles, lift holes and other aids, weldingprocedures, required root openings, root face dimensions, groove angles, backingbars, copes, surface roughness values, and unequal parts.

WELDING: All welding shall be in conformance with AISC and AWS Standards, andshall be performed by AWS-WABO-certified welders using 70 ksi electrodes and lowhydrogen processes. Only welds that are prequalified, as defined by AWS, orqualified by testing shall be used. Shop drawings shall show all welding with AWSA2.4 symbols. Welds shown on the drawings are minimum sizes. Increase weld sizeto AWS minimum sizes based on thickness. Minimum weld size shall be 3/16-inch,unless noted otherwise. The welds shown are for the final connections. Field weldsymbols are shown where field welds are required by the structural design. Wherefield weld is not indicated, the Contractor is responsible for determining if a weldshould be shop- or field-welded in order to facilitate the structural steel erection.Where field welds are used, any damaged protective coatings shall be repaired.

WIND

SEISMIC

DEAD

GOVERNING UNFACTORED FOUNDATION DESIGN LOADS

SEE LOAD SCHEDULE.

STRUCTURAL DESIGN BY OTHERS. SEE DEFERREDSUBMITTAL REQUIREMENTS IN GENERAL NOTES

THE CONTRACTOR SHALL BE PREPARED TO IMMEDIATELY CASE THEFOUNDATION EXCAVATION IF EXCESSIVE SOIL MOVEMENT IS OBSERVED.

70'-0" OR 80'-0"POLE PER

ELECTRICAL

30'-0"

STEEL TO PRECASTCONCRETE SPLICE

LOCATION

3"

12'-0"SEE NOTE 1

EX

PE

CTE

D D

EP

TH P

ER

GE

OTE

CH

,V

AR

IES

SE

AS

ON

ALL

Y

SLOPE AWAYFROM POLE

30"ÏMIN

PRECAST CONCRETEPOLE FOUNDATION,CENTER INCONCRETE SHAFT

CONCRETE

GALVANIZEDSTEEL POLE

Site Class DRisk Category IISeismic Design Category D

Reinforcing steel shall have protection as follows, unless noted otherwise:

AWS D1.1, typicalAWS prequalified joint details

American Welding Society (AWS)Washington Association of BuildingOfficials (WABO)

Connection material, embeddeditems, channels, angles, baseplates, and misc. steel

ASTM A 36, unless noted otherwiseASTM A 992Structural Steel

Welding Electrodes 70 ksi, low hydrogen, typical

f'c(psi)

Test Age(days) Use

3,000 28 Drilled Pier Foundations

Use Cover3"Pile Bars:

REFERENCE SPECIFICATIONS

Structural Steel

Welding

Welder Certification

Soil bearing acts across two pier diameter widths. The uppermost 2'-0" of soilisneglected regarding lateral bearing resistance.

DRILLED PIERS

Concrete work shall be placed in one continuous operation with no cold orconstruction joints. Water shall be removed from place of deposit before theconcrete is placed unless a tremie is to be used. Prevent concrete or tremie tubefrom hitting sides of excavation and loosening soil. Place concrete immediatelyafter excavation and geotechnical inspections. Do not leave excavationunprotected or open.

Notify engineer and Geotechnical Engineer if foundations are near any retainingwalls or within or near any slopes greater than 2H:1V for additional direction priorto fabrication and installation as additional foundation embedment may berequired.

Max. Agg.Size (in.)

1 0.45

Max. w/cRatio

V M P

3.4k 193k-ft -

0.3k 18.6k-ft 0.7k

- - 3.8k

80'-0" POLE

NOTE:80'-0" POLE SHALL HAVE NO MORE THAN (8) METALHALIDE FLOODLIGHTS AT 80' OR (13) LED FLOODLIGHTSAT 80' W/ (2) LED UPLIGHTS AT 15' AND (1) AREA LIGHTAT 30'

WIND

SEISMIC

DEAD

GOVERNING UNFACTORED FOUNDATION DESIGN LOADS

LED UPLIGHT(LED OPTIONONLY)

15'-0"

T = 1.89 seconds (70ft pole)

= (80ft pole)0.14

3

S-1.1

30"Ï DRILLED PIER

(3) #3 HOOPS - AT 6"SPACING, LOCATE FIRSTHOOP 3" FROM T/CONC

3"CLR

PLA

NE

OF

SC

OR

EB

OA

RD

AB

OV

E

EMBEDDED POSTPER ELEVATION

LAP 21

" MIN

25'-0", NOTE 3

8'-0

" MA

X, N

OTE

312

'-0"

9'-0

" MIN

14'-0" MIN, 16'-0" MAXNOTE 3

EQEQ

SCOREBOARD PERELECTRICAL(25'-0"Lx8'-0"H MAXPROJECTED AREA).MAX WT: 1100 LBS

W12x40 POST, TYPSTRONG AXIS PERPTO SCOREBOARD

EX

PE

CTE

D D

EP

TH P

ER

GE

OTE

CH

, VA

RIE

S S

EA

SO

NA

LLY

3/S-1.1TYP

FINISHED GRADE,NOTE 5

30"Ï DRILLED CONCRETEPOST FOUNDATION,CONTRACTOR SHALLPROVIDE CASING ASNECESSARY PER THEGEOTECHNICAL ENGINEER

NOTES:1. ALL STEEL MEMBERS TO BE PRIME COATED AND PAINTED.2. PROVIDE 5/16" CAP PLATE AT TOP OF COLUMN.3. VERIFY DIMENSIONS WITH DISPLAY PRIOR TO FABRICATION.4. ATTACHMENT OF DISPLAY TO POSTS IS PER SCOREBOARD INSTALLER.5. ACCEPTABLE TO PROVIDE MOW STRIP OR CONCRETE SLAB ABOVE TOP OF FOUNDATION.6. PROVIDE ADEQUATE POST LENGTH TO ACCOUNT FOR DIFFERING GRADE ELEVATIONS.

6" TYP

SLOPE TOP OFCONCRETE 1/4"/FT MINAWAY FROM POST

2

S-1.1

GROUNDWATER TABLE-CONCRETE SHALL BE PLACED BY TREMIE METHODWHERE STANDING WATERTABLE IS ABOVE BOTTOM OF FOUNDATION

1'-0

" MA

X

S-1.1

DRAWING INDEX

S-1.1 SCOREBOARD AND FIELD LIGHTING STRUCTURAL NOTES AND DETAILSS-1.2 STATEMENT OF SPECIAL INSPECTIONS AND TESTING

STRUCTURAL

AND DETAILSNOTES

SCOREBOARD ANDFIELD LIGHTING

DATE

DRAWN

CHECKED

SCALE

SHEET

REVISION DATE



p. 206.285.0400f. 206.285.0480

2016

FOSSHIGH SCHOOL

FIELD LIGHTING

02/12/16

KSA

TSW

PERMIT SET 1601 5th Avenue, Suite 1600Seattle, WA 98101206.622.5822www.kpff.com

STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING (2012)

TABLE 1 - REQUIRED GEOTECHNICAL SPECIAL INSPECTIONS

SYSTEM or MATERIAL

INSPECTION

REMARKS

IBC CODE

REFERENCE

CODE or STANDARD

REFERENCE

FREQUENCY (NOTE 5)

CONTINUOUS PERIODIC

SOILS

TB 1705.6

1705.6

GEOTECHNICAL

REPORT

BY THE GEOTECHNICAL ENGINEER

VERIFY EXCAVATIONS ARE EXTENDED TO PROPER

DEPTH AND HAVE REACHED PROPER MATERIAL.

X

CAST-IN-PLACE DEEP FOUNDATION ELEMENTS

OBSERVE DRILLING OPERATIONS AND MAINTAIN

COMPLETE AND ACCURATE RECORDS FOR EACH ELEMENT.

TB 1705.8

1705.8

GEOTECHNICAL

REPORT

X

VERIFY PLACEMENT LOCATIONS AND PLUMBNESS,

CONFIRM ELEMENT DIAMETERS, BELL DIAMETERS (IF

APPLICABLE), LENGTHS, EMBEDMENT INTO BEDROCK

(IF APPLICABLE) AND ADEQUATE END BEARING STRATA

CAPACITY. RECORD CONCRETE OR GROUT VOLUMES.

X BY THE GEOTECHNICAL ENGINEER

FOR CONCRETE ELEMENTS, PERFORM ADDITIONAL

INSPECTIONS.

1705.3

REFER TO TABLE 2 - CONCRETE FOR ADDITIONAL MATERIALS RELATED

SPECIAL INSPECTIONS AND TABLE 3 FOR TESTING BY SPECIAL INSPECTOR

TABLE 2 - REQUIRED STRUCTURAL SPECIAL INSPECTIONS

SYSTEM or MATERIAL

INSPECTION

REMARKS

IBC CODE

REFERENCE

CODE or STANDARD

REFERENCE

FREQUENCY (NOTE 5)

CONTINUOUS PERIODIC

FABRICATION

INSPECTION IN FABRICATION SHOP 1704.2.5

WHERE FABRICATION OF STRUCTURAL LOAD-BEARING MEMBERS AND ASSEMBLIES

IS BEING PERFORMED ON THE PREMISES OF A FABRICATOR'S SHOP, SPECIAL

INSPECTION OF THE FABRICATED ITEMS SHALL BE AS REQUIRED BY TABLE 2 AND

AS REQUIRED ELSEWHERE IN THE STATEMENT OF SPECIAL INSPECTIONS.

REFERENCE SECTION 1704.2.5.2 FOR APPROVED FABRICATOR EXCEPTION.

CONCRETE

INSPECTION OF REINFORCING STEEL AND PLACEMENT.

TB 1705.3(1)

1705.3

1910.4

ACI 318 1.3.2

ACI 318 3.5

ACI 318 7.1-7.7

X TOLERANCE AND REINFORCING PLACEMENT PER ACI 318 7.5

VERIFYING USE OF REQUIRED DESIGN MIX.

TB 1705.3(5)

1705.3

1904

1910.2

1910.3

ACI 318 1.3.2

ACI 318 4

ACI 318 5.2-5.4

X

AT THE TIME FRESH CONCRETE IS SAMPLED TO

FABRICATE SPECIMENS FOR STRENGTH TEST,

PERFORM SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF THE CONCRETE.

TB 1705.3(6)

1910.10

ASTM C 172

ASTM C 31

ACI 318 5.6,5.8

X

INSPECTION OF CONCRETE PLACEMENT FOR

PROPER APPLICATION TECHNIQUES.

TB 1705.3(7)

1705.3

1910.6-8

X

TABLE 2 CONTINUED - REQUIRED STRUCTURAL SPECIAL INSPECTIONS

SYSTEM or MATERIAL

INSPECTION

REMARKS

IBC CODE

REFERENCE

CODE or STANDARD

REFERENCE

ACI 318 5.9-5.10

STEEL

SYSTEM or MATERIAL

INSPECTION

REMARKS

IBC CODE

REFERENCE

CODE or STANDARD

REFERENCE

FREQUENCY (NOTE 7)

OBSERVE PERFORM

INSPECTION TASKS PRIOR TO WELDING:

WELDING PROCEDURE SPECIFICATIONS (WPSs)

AVAILABLE

AISC 360: TB N5.4-1 X

1705.2

MANUFACTURER CERTIFICATIONS FOR WELDING

CONSUMABLES AVAILABLE

AISC 360: TB N5.4-1 X

MATERIAL IDENTIFICATION (TYPE/GRADE)

AISC 360: TB N5.4-1 X

WELDER IDENTIFICATION SYSTEM AISC 360: TB N5.4-1 X

FIT-UP OF GROOVE WELDS (INCLUDING JOINT

GEOMETRY): JOINT PREPARATION, DIMENSIONS

(ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL),

CLEANLINESS (CONDITION OF STEEL SURFACES),

TACKING (TACK WELD QUALITY AND LOCATION),

BACKING TYPE AND FIT (IF APPLICABLE)

AISC 360: TB N5.4-1 X

CONFIGURATION AND FINISH OF ACCESS HOLES AISC 360: TB N5.4-1 X

FIT-UP OF FILLET WELDS: DIMENSIONS

(ALIGNMENT, GAPS AT ROOT), CLEANLINESS

(CONDITION OF STEEL SURFACES), TACKING (TACK

WELD QUALITY AND LOCATION), BACKING TYPE

AND FIT (IF APPLICABLE)

AISC 360: TB N5.4-1 X

CHECK WELDING EQUIPMENT AISC 360: TB N5.4-1

INSPECTION TASKS PRIOR TO BOLTING:

MANUFACTURER'S CERTIFICATIONS AVAILABLE

FOR FASTENER MATERIALS

AISC 360: TB N5.6-1 X

FASTENERS MARKED IN ACCORDANCE WITH ASTM

REQUIREMENTS

AISC 360: TB N5.6-1 X

PROPER FASTENERS SELECTED FOR THE JOINT

DETAIL (GRADE, TYPE, BOLT LENGTH IF THREADS

ARE TO BE EXCLUDED FROM SHEAR PLANE)

AISC 360: TB N5.6-1 X

PROPER BOLTING PROCEDURE FOR JOINT DETAIL AISC 360: TB N5.6-1X

CONNECTING ELEMENTS, INCLUDING THE

APPROPRIATE FAYING SURFACE CONDITION AND

HOLE PREPARATION, IF SPECIFIED, MEET

APPLICABLE REQUIREMENTS

AISC 360: TB N5.6-1 X

PRE-INSTALLATION VERIFICATION TESTING BY

INSTALLATION PERSONNEL OBSERVED AND

DOCUMENTED FOR FASTENER ASSEMBLIES AND

METHODS USED

AISC 360: TB N5.6-1 X

PROPER STORAGE PROVIDED FOR BOLTS, NUTS,

WASHERS AND OTHER FASTENER COMPONENTS

AISC 360: TB N5.6-1 X

1705.2

INSPECTION TASKS DURING BOLTING:

FASTENER ASSEMBLIES, OF SUITABLE CONDITION,

PLACED IN ALL HOLES AND WASHERS (IF

REQUIRED) ARE POSITIONED AS REQUIRED

AISC 360: TB N5.6-2 X1705.2

INSPECTION TASKS AFTER BOLTING:

DOCUMENT ACCEPTANCE OR REJECTION OF

BOLTED CONNECTIONS

AISC 360: TB N5.6-3 X1705.2

FREQUENCY (NOTE 7)

OBSERVE PERFORM

STATEMENT OF SPECIAL INSPECTION AND TESTING NOTES:

1. SPECIAL INSPECTIONS SHALL CONFORM TO CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE (IBC). REFER TO TABLES 1 AND 2 FOR

SPECIAL INSPECTION AND TABLE 3 FOR TESTING REQUIREMENTS.

2. REFERENCE CODES AND STANDARDS ARE AS FOLLOWS:

IBC - 2012

ACI - 318-11

AWS - CURRENT EDITION

ASTM - CURRENT EDITION

AISC - 360-10

- 341-10

RCSC - 2009

TMS - 402-11, 602-11

3. SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN APPROVED ACCREDITED INDEPENDENT AGENCY

MEETING THE REQUIREMENTS OF ASTM E329 (MATERIALS), ASTM D3740 (SOILS), ASTM C1077 (CONCRETE), ASTM A880 (STEEL), AND

ASTM E543 (NON-DESTRUCTIVE). THE INSPECTION AND TESTING AGENCY SHALL FURNISH TO THE STRUCTURAL ENGINEER A COPY OF

THEIR SCOPE OF ACCREDITATION. SPECIAL INSPECTORS SHALL BE CERTIFIED BY THE BUILDING OFFICIAL. WELDING INSPECTORS

SHALL BE QUALIFIED PER SECTION 6.1.4.1.1 OF AWS D1.1. WABO.

4. THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS.

ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND NOTED IN THE INSPECTION

REPORTS. ISSUES REQUIRING IMMEDIATE CORRECTIVE ACTIONS OR ENGINEERING INPUT ARE TO BE BROUGHT TO THE ENGINEER'S

ATTENTION IMMEDIATELY UPON DISCOVERY.

5. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL, STRUCTURAL

ENGINEER, CONTRACTOR, AND OWNER. THE SPECIAL INSPECTION AGENCY SHALL SUBMIT A FINAL REPORT STATING THAT THE WORK

REQUIRING SPECIAL INSPECTION WAS INSPECTED AND IS IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND

THAT ALL DISCREPANCIES NOTED IN THE INSPECTION REPORTS HAVE BEEN CORRECTED.

6. CONTINUOUS SPECIAL INSPECTION: SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT WHEN AND WHERE THE WORK

TO BE INSPECTED IS BEING PERFORMED. PERIODIC SPECIAL INSPECTION: SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS

INTERMITTENTLY PRESENT WHERE THE WORK TO BE INSPECTED HAS BEEN OR IS BEING PERFORMED.

7. OBSERVE: OBSERVE THESE ITEMS ON A RANDOM BASIS.

OPERATIONS NEED NOT BE DELAYED PENDING THESE INSPECTIONS.

PERFORM: PERFORM THESE TASKS FOR EACH ELEMENT.

TABLE 3 - REQUIRED STRUCTURAL TESTING

SYSTEM or MATERIAL

TESTING

REMARKS

IBC CODE

REFERENCE

CODE or STANDARD

REFERENCE

FREQUENCY

CONTINUOUS PERIODIC

CONCRETE

CONCRETE STRENGTH

1903

1705.3

ASTM C39

CONCRETE SLUMP

ASTM C143

CONCRETE AIR CONTENT

ASTM C231

CONCRETE TEMPERATURE

ASTM C1064

STEEL

RADIOGRAPHIC (RT)

MAGNETIC PARTICLE (MT) AND

ULTRASONIC (UT) TESTING OF WELDS

RT- AWS D1.1 6.16

MT- AWS D1.1 6.14.4

UT- AWS D1.1 6.13 & 6.14.3

PER DRAWINGS ALL CJP WELDS REQUIRE UT TESTING

COMPOSITE SAMPLES

ASTM C172

ACI 318 6.6

EA 150 CY

ONE SET PER DAY MIN

OBTAIN WHEN FRESH CONCRETE IS PLACED FOR EACH MIX

DESIGN USED

2 CYL - 7 DAYS

2 CYL - 28 DAYS

ONE TEST PER

COMPOSITE SAMPLE

AT POINT OF PLACEMENT

ONE TEST PER

COMPOSITE SAMPLE

MIN ONE PER DAY

ONE TEST PER

COMPOSITE SAMPLE

ONE TEST PER HOUR WHEN AIR TEMP IS BELOW 40 DEG F OR

ABOVE 80 DEG F

AISC 360 5.0

TESTING

INSPECTION TASKS DURING WELDING:

USE OF QUALIFIED WELDERS AISC 360: TB N5.4-2

1705.2

X

CONTROL AND HANDLING OF WELDING

CONSUMABLES: PACKAGING, EXPOSURE CONTROL

AISC 360: TB N5.4-2 X

NO WELDING OVER CRACKED TACK WELDS AISC 360: TB N5.4-2 X

ENVIRONMENTAL CONDITIONS: WIND SPEED

WITHIN LIMITS, PRECIPITATION AND TEMPERATURE

AISC 360: TB N5.4-2 X

WPS FOLLOWED: SETTINGS ON WELDING EQUIPMENT,

TRAVEL SPEED, SELECTED WELDING MATERIALS,

SHIELDING GAS TYPE/FLOW RATE, PREHEAT APPLIED,

INTERPASS TEMPERATURE MAINTAINED (MIN./MAX.),

PROPER POSITION (F, V, H, OH)

AISC 360: TB N5.4-2 X

WELDING TECHNIQUES: INTERPASS AND FINAL

CLEANING, EACH PASS WITHIN PROFILE LIMITATIONS,

EACH PASS MEETS QUALITY REQUIREMENTS

AISC 360: TB N5.4-2 X

INSPECTION TASKS AFTER WELDING:

ARC STRIKES AISC 360: TB N5.4-3 X

K-AREA AISC 360: TB N5.4-3 X

REPAIR ACTIVITIES AISC 360: TB N5.4-3 X

DOCUMENT ACCEPTANCE OR REJECTION OF

WELDED JOINT OR MEMBER

AISC 360: TB N5.4-3 X

1705.2

INSPECTION TASKS AFTER WELDING:

WELDS CLEANED AISC 360: TB N5.4-3 X

SIZE, LENGTH AND LOCATION OF WELDSAISC 360: TB N5.4-3 X

WELDS MEET VISUAL ACCEPTANCE CRITERIA:

CRACK PROHIBITION, WELD/BASE-METAL FUSION,

CRATER CROSS SECTION, WELD PROFILES, WELD

SIZE, UNDERCUT, POROSITY

AISC 360: TB N5.4-3

X

1705.2

AND TESTING

S-1.2

SPECIALSTATEMENT OF

INSPECTIONS

DATE

DRAWN

CHECKED

SCALE

SHEET

REVISION DATE



p. 206.285.0400f. 206.285.0480

2016

FOSSHIGH SCHOOL

FIELD LIGHTING

02/12/16

KSA

TSW

PERMIT SET 1601 5th Avenue, Suite 1600Seattle, WA 98101206.622.5822www.kpff.com

Stantec

Foss High School Field Lighting Tacoma, Washington

Structural Calculations

CALCULATIONS INCLUDED:

Pages 1 through 38

These Calculations cover the design of the light pole foundations and the scoreboard foundations. The light

pole design is provided per the light pole supplier.

1601 Fifth Avenue, Suite 1600 Seattle, WA 98101

KPFF Project No. 160038.10

February 12, 2016

Foss High School BML

02/01/16

Scoreboard 16038

Seismic Base Shear Calculation

2012 IBC (Ch. 16) & ASCE 7-10 (Ch. 11, 12, 15, & 22)

Lateral System

Occupancy Category II [Tab. 1604.5]

Site Class D [Tab. 1613.5.2]

Design Category D [Sec. 1613.5.6; Tab. 16.13.5.6(1) & (2)]

Ss 1.303 [Geotechnical Report]

S1 0.511 [Geotechnical Report]

Fa 1.00 [Tab. 1613.5.3(1)]

Fv 1.37 [Tab. 1613.5.3(2)]

SMS 1.30 [Eqn. 16-37]

SM1 0.70 [Eqn. 16-38]

SDS 0.87 [Eqn. 16-39]

SD1 0.47 [Eqn. 16-40]

I 1.00 [Tab. 11.5-1] T 0.26 sec [Eqn. 15.4-6]

R 2.5 [Tab. 15.4-2] TL 6 sec [Fig. 22-15]

t

Scoreboard

Pole: Steel

project

location

client

by

date

sheet no.

job no.

t

SDS / (R/I) = Cs 0.347 [Eqn. 12.8-2]

SD1 / T (R/I) = Cs 0.719 [Eqn. 12.8-3]

SD1 TL / T2 (R/I) = Cs N/A [Eqn. 12.8-4]

Cs (min) 0.030 [Eqn. 15.4-1]

0.5S1 / (R/I) = Cs N/A [Eqn. 12.8-6]

Cs (design) 0.347

Vertical Distribution of Forces

ASCE 7-10, Sec. 12.8.3

exponent related to structural period

k 1

Mass Name Weight, wi Height, hi wihik

Fi Vi Mi

Scoreboard 1 1100 lb 16 ft 17600 lb-ft 491 lb 491 lb 7863 lb-ft

Steel Pole 2 1600 lb 10 ft 16000 lb-ft 447 lb 938 lb 4467 lb-ft0 lb 0 ft 0 lb-ft 0 lb 938 lb 0 lb-ft Centroid

2700 lb 33600 lb-ft 938 lb 12330 lb-ft 13.1 ft

Load Combination Using Allowable Stress Design

IBC 2012, Sec. 1605.3.1

applied lateral force P 657 lb [Eqn. 16-12]

centroid of force h 13.1 ft

Note: Wind forces govern over seismic forces.

3

7

BryceL

Image

BryceL

Image

BryceL

Rectangle

BryceL

Highlight

BryceL

Highlight

BryceL

Highlight

BryceL

Rectangle

BryceL

Highlight

BryceL

Highlight

project Foss High School by BML sheet no.

location Tacoma, WA date 2/12/16

client job no.

Nonconstrained Pole Foundation 16038

Foundation Design Employing Lateral Bearing

IBC 2012 (Per Geotech Recommendation)

Depth of top soil to be ignored

Nonconstrained for passive resistance = 2.0 ft

Sec. 1807.3.2.1 Limit for Passive Pressure = 8.0 ft

allowable lateral passive resistance1

Sa 530 psf/ft

applied lateral force (allowable) P 2973 lb Pw (nominal) 4955 lb lbs


diameter of footing b 2.5 ft

d 6.8 ft

soil-bearing pressure at d/32 S1 1546 psf

point of max pressure A 1.8 ft

minimum embedment (Eq. 18-1) dmin 6.6 ft [Eqn. 18-1]

d > dmin TRUE

Total Depth 8.8 ft

1. Pressure per geotech recommendation

2. pressure profile S1 is limited to 8' per geotech recomentation

3. Assumes passive pressure acts on 2x the diameter of the pile

Foundation Design Vertical Bearing

Applied Vertical Stress

Scoreboard 1100 lb

W12x40 (h=20') 800 lb

Base Plate 0 lb

Weight of Foundation (150 pcf) 6657 lb 761 lbs/ft

Total 8557 lb

Bearing Capacity

Allowable vertical unit end bearing resistance 4000 psf

Foundation cross-sectional area 4.91 sf

Allowable vertical shaft resistance 250 psf

Foundation surface area 53 sf

Total 32889 lb

Demand / Capacity 0.26 < 1 OK

Pile Demand CapacityMu = 100.3 k-ft Beam Size = W12x40

φMn = 193.125 k-ft S = 51.5 in3

I = 307.0 in4

∆ = 0.197 in

∆max = 0.533 in = L/360

Post Size OK

W12x40 adequate for post

8

Foss High School Field BMLTacoma, WA 2/10/16

70 ft. Pole (Halide Floodlights) 16038

Wind LoadsASCE 7-10, Chapters 26,29

Directional Procedure

Sec. 29.1.1 , Table 29.1-1

Basic Wind Speed Topographic Effects

Sec. 26.5.1 Sec. 26.8

basic wind speedV 110 mph (Fig. 26.5-1)

wind directionality factor height of hill or excarpmentKd 0.95 (Tab. 26.6-1) H 0 ft

distance from crest to half-way downExposure Lh -Sec. 26.7.3 distance from crest to siteexposure category x -

C topographic shape factorK1 0.00 (Fig. 26.8-1)

Velocity pressure exposure coeficient distance to crest factor

mean roof height K2 0.00 (Fig. 26.8-1)

h 70.0 ft height above terrain factorKh 1.17 (Table 29.3-1) K3 1.00 (Fig. 26.8-1)

topographic factorKzt 1.00

none

project

location

client

by

date

sheet no.

job no.

topo effects only occur when H>15 ft

Gust Effect Factor background responseSec. 26.9 Q 0.921 (Eq. 26.9-8)

fundamental period from seismic analysis terrain exposure constants from Tab. 26.9-1T 1.987 sec (Eq. 15.4-6) zmin 15 ft

natural frequency c 0.2n1 0.50 Hz l 500 ft

critical damping ratio epsilonbar 1/5.0

β 1.5% bbar 0.65equivalent height alphabar 1/6.5

42.0 ft 0.6h > z min peak factor for wind response

building width normal to wind gR 4.0 (Eq. 26.9-11)

B 0.78 ft mean hourly windspeed at zbuilding length parallel to wind 109 mph (Eq. 26.9-16)

L 0.78 ft reduced frequencypeak factors N1 2.426 (Eq. 26.9-14)

gQ, gv 3.4 resonant response factors

turbulence intensity Rn 0.079 (Eq. 26.9-13)

0.192 (Eq. 26.9-7) Rh 0.458 (Eq. 26.9-15)

integral length scale of turbulence RB 0.989 (Eq. 26.9-15)

525 ft (Eq. 26.9-9) RL 0.964 (Eq. 26.9-15)

R 1.535 (Eq. 26.9-12)

z

∈

zL

zI

b

α

zV

9


0 70 ft. Pole (Halide Floodlights)

gust effect factor, rigid structures gust effect factor, flexible structuresG 0.887 (Eq. 26.9-7) Gf 1.429 (Eq. 26.9-10)

structure defined as flexible per Sec. 26.2

governing gust effect factorG 1.429

Velocity Pressure Pressure and Force Coefficients

Sec. 29.3.2 Sec. 29.5

velocity pressure at h (70. ft) cross-section, surfaceqh 34.5 psf (Eq. 29.3-1) round, smooth (Fig. 6-21)

height to diameterh/D see below (Fig. 6-21)

net force coefficientCf see below (Fig. 6-21)

design wind forceF/Af see below [G*q h *C f ]

pole dia. (Tab 29.3-1) (Eq. 29.3-1) (Fig. 29.5-1) (Eqn. 6-28)

z D h/D Kz qz D√(qz) Cf F/Af

70 ft 5.00 in 168.0 1.17 34.5 psf 2.4 1.20 59.3 psf67.2 ft 5.3 in 157.0 1.16 34.3 psf 2.6 0.70 34.3 psf

64.4 ft 5.7 in 147.4 1.15 33.9 psf 2.8 0.70 34.0 psf

project

location

client

by

date

sheet no.

job no.

61.6 ft 6.0 in 138.9 1.14 33.6 psf 2.9 0.70 33.7 psf58.8 ft 6.4 in 131.3 1.13 33.3 psf 3.1 0.70 33.3 psf56.0 ft 6.7 in 124.5 1.12 33.0 psf 3.2 0.70 33.0 psf53.2 ft 7.1 in 118.3 1.11 32.6 psf 3.4 0.70 32.6 psf50.4 ft 7.4 in 112.8 1.10 32.2 psf 3.5 0.70 32.3 psf47.6 ft 7.8 in 107.7 1.08 31.9 psf 3.7 0.70 31.9 psf44.8 ft 8.1 in 103.1 1.07 31.5 psf 3.8 0.70 31.5 psf42.0 ft 8.5 in 98.9 1.05 31.0 psf 3.9 0.70 31.0 psf39.2 ft 8.8 in 95.0 1.04 30.6 psf 4.1 0.70 30.6 psf36.4 ft 9.2 in 91.4 1.02 30.1 psf 4.2 0.70 30.1 psf33.6 ft 9.5 in 88.0 1.01 29.6 psf 4.3 0.70 29.6 psf30.8 ft 9.9 in 84.9 0.99 29.1 psf 4.4 0.70 29.1 psf28.0 ft 10.2 in 82.0 0.97 28.5 psf 4.6 0.70 28.5 psf25.2 ft 10.6 in 79.3 0.95 27.9 psf 4.7 0.70 27.9 psf22.4 ft 10.9 in 76.8 0.92 27.2 psf 4.8 0.70 27.2 psf19.6 ft 11.3 in 74.4 0.90 26.4 psf 4.8 0.70 26.4 psf16.8 ft 11.6 in 72.2 0.87 25.6 psf 4.9 0.70 25.6 psf14.0 ft 12.0 in 70.0 0.85 25.0 psf 5.0 0.70 25.0 psf11.2 ft 12.3 in 68.1 0.85 25.0 psf 5.1 0.70 25.0 psf8.4 ft 12.7 in 66.2 0.85 25.0 psf 5.3 0.70 25.0 psf5.6 ft 13.0 in 64.4 0.85 25.0 psf 5.4 0.70 25.0 psf2.8 ft 13.4 in 62.7 0.85 25.0 psf 5.6 0.70 25.0 psf0.0 ft 13.74 in 61.1 0.85 25.0 psf 5.7 0.70 25.0 psf

10


location Tacoma, WA date 2/10/16

client job no.

70' Poles Halide

Loadingpole Af

z Kz qz Cf F/Af Af pole zn-zm luminaries EPA luminaries F M

70.0 ft 1.17 34.5 psf 1.20 59.3 psf 0.417 2.8 ft 8 2.8 sf 22 sf 1396.7 lb 97769 lb-ft

67.2 ft 1.16 34.3 psf 0.70 34.3 psf 0.446 2.8 ft 42.8 lb 2875 lb-ft













30.8 ft 0.99 29.1 psf 0.70 29.1 psf 0.825 2.8 ft 1 ft 2 sf 2 sf 125.3 lb 3860 lb-ft








8.4 ft 0.85 25.0 psf 0.70 25.0 psf 1.058 2.8 ft 74.0 lb 622 lb-ft8.4 ft 0.85 25.0 psf 0.70 25.0 psf 1.058 2.8 ft 74.0 lb 622 lb-ft



0.0 ft 0.85 25.0 psf 0.70 25.0 psf 1.145 0.0 ft 0.0 lb 0 lb-ft Centroid

Sum: 9 5 sf 24 sf 2958 lb 147730 lb-ft 49.9 ft

Foundation Designs Employing Lateral BearingIBC 2012

Nonconstrained

Sec. 1807.3.2.1

Soil Profile Limits

Soil Depth Limit for Passive Pressure 8.0 ft

Soil Depth to neglect at top of pole 2.0 ft

Embedded Pole Calculation

applied lateral force P 1775 lb ASD Load (0.6*P)



depth of footing d 8.00 ft


allowable soil bearing pressure1

Sa 530 psf/ft


minimum embedment (Eq. 18-1) dmin 7.64 ft

d > dmin TRUE

dpole 9.64 ft minimum

1. Assumes soil load acts over two times the pile diameter. 2. The maximum

allowable soil bearing pressure is limited to 8' per the Geotechnical Report. 3. The

upper 2' of soil is neglected as providing passive resistance but is included in

allowable soil pressure profile.

11

70 ft. Pole (Halide Floodlights)

Seismic Massing and Periods

Seismic Weights

Per Musco MFR:40 per floodlight16 lightpole averaged weight

Floodlight Assembly# Lights wt/light total wt total mass

8 x 40 lb = 320 lb 8.282E-04 kip-sec^2/in

Steel Lightpole Sections

SAP Approximation of Musco MFR Data

70 ft Pole Height

Foss High School

Tacoma, WA

project by BML

location

client

date 2/10/2016

sheet no.

job no.

Steel Cross Sections

Periods

Calculated per SAP Modal Analysis -- See Attached Output

Seismic Massing and Periods.xlsx Page 1 of 112

MU

SC

O 7

0

8.282E-048.282E-04

XY XZY Z

70ft Pole Halide Modal Analysis.sdb 2/10/2016

SAP2000 17.3.0 Joint Masses Kip, in, F13

XY XZY Z


SAP2000 17.3.0 Deformed Shape (MODAL) - Mode 1; T = 1.97814; f = 0.50552 lb, ft, F14

BryceL

Rectangle


02/10/16

Pole Type: 70' Steel Halide 16038


2012 IBC (Ch. 16) & ASCE 7-10 (Ch. 11, 12, 15, & 22)

Lateral System






Fa 1.00 [Tab. 1613.5.3(1)]

Fv 1.37 [Tab. 1613.5.3(2)]

SMS 1.30 [Eqn. 16-37]

SM1 0.70 [Eqn. 16-38]

SDS 0.87 [Eqn. 16-39]

SD1 0.47 [Eqn. 16-40]

I 1.00 [Tab. 11.5-1] T 1.89 sec [Eqn. 15.4-6]

R 1.5 [Tab. 15.4-2] TL 6 sec [Fig. 22-15]

Towers

Pole: Steel

project

location

client

by

date

sheet no.

job no.

SDS / (R/I) = Cs 0.579 [Eqn. 12.8-2]

SD1 / T (R/I) = Cs 0.165 [Eqn. 12.8-3]

SD1 TL / T2 (R/I) = Cs N/A [Eqn. 12.8-4]

Cs (min) 0.030 [Eqn. 15.4-1]

0.5S1 / (R/I) = Cs N/A [Eqn. 12.8-6]

Cs (design) 0.165


ASCE 7-10, Sec. 12.8.3


k 1.695


Fi Vi Mi

Lighting 1 320 lb 70 ft 429132 lb-ft 115 lb 115 lb 8058 lb-ft

Steel Pole 3 1045 lb 35 ft 432824 lb-ft 116 lb 231 lb 4064 lb-ft

Lighting 4 80 lb 30 ft 25516 lb-ft 7 lb 238 lb 205 lb-ft Centroid

1445 lb 887472 lb-ft 238 lb 12327 lb-ft 51.8 ft


IBC 2012, Sec. 1605.3.1




15


70 ft. Pole (LED Floodlights) 16038



Sec. 29.1.1 , Table 29.1-1


Sec. 26.5.1 Sec. 26.8




C topographic shape factorK1 0.00 (Fig. 26.8-1)





none

project

location

client

by

date

sheet no.

job no.













0.192 (Eq. 26.9-7) Rh 0.500 (Eq. 26.9-15)


525 ft (Eq. 26.9-9) RL 0.969 (Eq. 26.9-15)

R 1.682 (Eq. 26.9-12)

z

∈

zL

zI

b

α

zV

16


0





Sec. 29.3.2 Sec. 29.5








64.4 ft 5.7 in 147.4 1.15 33.9 psf 2.8 0.70 35.6 psf

project

location

client

by

date

sheet no.

job no.


17


location Tacome, WA date 2/10/16

client job no.

70' Poles LED

Loadingpole Af





















16.8 ft 0.87 25.6 psf 0.70 26.8 psf 0.970 2.8 ft 2 3 sf 6 sf 244.4 lb 4106 lb-ft









Nonconstrained

Sec. 1807.3.2.1

Soil Profile Limits










Sa 530 psf/ft



d > dmin TRUE






18

70 ft. Pole (LED Floodlights)


Seismic Weights



12 x 50 lb = 600 lb 1.553E-03 kip-sec^2/in @ full height2 x 50 lb = 100 lb 2.588E-04 kip-sec^2/in @ 15'



70 ft Pole Height

Foss High School

Tacoma, WA

project by BML

location

client

date 2/10/2016

sheet no.

job no.


Periods



2.588E-0

42.588E-04

MU

SC

O 7

0

1.553E-031.553E-03

XY XZY Z

70ft Pole LED Modal Analysis.sdb 2/10/2016


XY XZY Z


SAP2000 17.3.0 Deformed Shape (MODAL) - Mode 1; T = 2.31063; f = 0.43278 Kip, in, F21


02/10/16

Pole Type: 70' Steel LED 16038


2012 IBC (Ch. 16) & ASCE 7-10 (Ch. 11, 12, 15, & 22)

Lateral System






Fa 1.00 [Tab. 1613.5.3(1)]

Fv 1.37 [Tab. 1613.5.3(2)]

SMS 1.30 [Eqn. 16-37]

SM1 0.70 [Eqn. 16-38]

SDS 0.87 [Eqn. 16-39]

SD1 0.47 [Eqn. 16-40]

I 1.00 [Tab. 11.5-1] T 2.31 sec [Eqn. 15.4-6]

R 1.5 [Tab. 15.4-2] TL 6 sec [Fig. 22-15]

Towers

Pole: Steel

project

location

client

by

date

sheet no.

job no.

SDS / (R/I) = Cs 0.579 [Eqn. 12.8-2]

SD1 / T (R/I) = Cs 0.135 [Eqn. 12.8-3]

SD1 TL / T2 (R/I) = Cs N/A [Eqn. 12.8-4]

Cs (min) 0.030 [Eqn. 15.4-1]

0.5S1 / (R/I) = Cs N/A [Eqn. 12.8-6]

Cs (design) 0.135


ASCE 7-10, Sec. 12.8.3


k 1.9055


Fi Vi Mi




1745 lb 2947907 lb-ft 235 lb 13696 lb-ft 58.3 ft


IBC 2012, Sec. 1605.3.1




22


80 ft. Pole (Halide Floodlights) 16038



Sec. 29.1.1 , Table 29.1-1


Sec. 26.5.1 Sec. 26.8




B topographic shape factorK1 0.00 (Fig. 26.8-1)





none

project

location

client

by

date

sheet no.

job no.













0.282 (Eq. 26.9-7) Rh 0.374 (Eq. 26.9-15)


363 ft (Eq. 26.9-9) RL 0.951 (Eq. 26.9-15)

R 1.462 (Eq. 26.9-12)

z

∈

zL

zI

b

α

zV

23


0 80 ft. Pole (Halide Floodlights) 16038





Sec. 29.3.2 Sec. 29.5








73.6 ft 6.3 in 151.4 0.91 26.6 psf 2.7 0.70 27.2 psf

project

location

client

by

date

sheet no.

job no.


24



client job no.

80' Poles Halide

Loadingpole Af






























Nonconstrained

Sec. 1807.3.2.1

Soil Profile Limits










Sa 530 psf/ft



d > dmin TRUE






25

80 ft. Pole (Halide Floodlights)


Seismic Weights



9 x 40 lb = 360 lb 9.317E-04 kip-sec^2/in



80 ft Pole Height

Foss High School

Tacoma, WA

project by BML

location

client

date 2/10/2016

sheet no.

job no.


Periods



MU

SC

O 8

0

9.317E-049.317E-04

XY XZY Z



XY XZY Z




02/10/16

Pole Type: 80' Steel Halide 16038


2012 IBC (Ch. 16) & ASCE 7-10 (Ch. 11, 12, 15, & 22)

Lateral System






Fa 1.00 [Tab. 1613.5.3(1)]

Fv 1.37 [Tab. 1613.5.3(2)]

SMS 1.30 [Eqn. 16-37]

SM1 0.70 [Eqn. 16-38]

SDS 0.87 [Eqn. 16-39]

SD1 0.47 [Eqn. 16-40]

I 1.00 [Tab. 11.5-1] T 2.28 sec [Eqn. 15.4-6]

R 1.5 [Tab. 15.4-2] TL 6 sec [Fig. 22-15]

Towers

Pole: Steel

project

location

client

by

date

sheet no.

job no.

SDS / (R/I) = Cs 0.579 [Eqn. 12.8-2]

SD1 / T (R/I) = Cs 0.137 [Eqn. 12.8-3]

SD1 TL / T2 (R/I) = Cs N/A [Eqn. 12.8-4]

Cs (min) 0.030 [Eqn. 15.4-1]

0.5S1 / (R/I) = Cs N/A [Eqn. 12.8-6]

Cs (design) 0.137


ASCE 7-10, Sec. 12.8.3


k 1.8875


Fi Vi Mi




1930 lb 3030655 lb-ft 264 lb 15430 lb-ft 58.4 ft


IBC 2012, Sec. 1605.3.1




29


80 ft. Pole (LED Floodlights) 16038



Sec. 29.1.1 , Table 29.1-1


Sec. 26.5.1 Sec. 26.8




B topographic shape factorK1 0.00 (Fig. 26.8-1)





none

project

location

client

by

date

sheet no.

job no.













0.282 (Eq. 26.9-7) Rh 0.391 (Eq. 26.9-15)


363 ft (Eq. 26.9-9) RL 0.954 (Eq. 26.9-15)

R 1.527 (Eq. 26.9-12)

z

∈

zL

zI

b

α

zV

30


0 80 ft. Pole (LED Floodlights)





Sec. 29.3.2 Sec. 29.5








73.6 ft 6.3 in 151.4 0.91 26.6 psf 2.7 0.70 27.9 psf

project

location

client

by

date

sheet no.

job no.


31



client job no.

80' Poles LED

Loadingpole Af






















16.0 ft 0.59 17.2 psf 0.70 18.0 psf 1.160 3.2 ft 2 3 sf 6 sf 182.4 lb 2919 lb-ft








Nonconstrained

Sec. 1807.3.2.1

Soil Profile Limits










Sa 530 psf/ft



d > dmin TRUE






32

80 ft. Pole (LED Floodlights)


Seismic Weights



13 x 50 lb = 650 lb 1.682E-03 kip-sec^2/in @ full height2 x 50 lb = 100 lb 2.588E-04 kip-sec^2/in @ 15'



80 ft Pole Height

Foss High School

Tacoma, WA

project by BML

location

client

date 2/10/2016

sheet no.

job no.


Periods



2.588E-0

42.588E-04

MU

SC

O 8

0

1.682E-031.682E-03

XY XZY Z



XY XZY Z




02/10/16

Pole Type: 80' Steel LED 16038


2012 IBC (Ch. 16) & ASCE 7-10 (Ch. 11, 12, 15, & 22)

Lateral System






Fa 1.00 [Tab. 1613.5.3(1)]

Fv 1.37 [Tab. 1613.5.3(2)]

SMS 1.30 [Eqn. 16-37]

SM1 0.70 [Eqn. 16-38]

SDS 0.87 [Eqn. 16-39]

SD1 0.47 [Eqn. 16-40]

I 1.00 [Tab. 11.5-1] T 2.43 sec [Eqn. 15.4-6]

R 1.5 [Tab. 15.4-2] TL 6 sec [Fig. 22-15]

Towers

Pole: Steel

project

location

client

by

date

sheet no.

job no.

SDS / (R/I) = Cs 0.579 [Eqn. 12.8-2]

SD1 / T (R/I) = Cs 0.128 [Eqn. 12.8-3]

SD1 TL / T2 (R/I) = Cs N/A [Eqn. 12.8-4]

Cs (min) 0.030 [Eqn. 15.4-1]

0.5S1 / (R/I) = Cs N/A [Eqn. 12.8-6]

Cs (design) 0.128


ASCE 7-10, Sec. 12.8.3


k 1.965


Fi Vi Mi




2240 lb 5743637 lb-ft 287 lb 18574 lb-ft 64.7 ft


IBC 2012, Sec. 1605.3.1




36

PUBLIC NOTICE - Tacoma Permits

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