BLD20181281ov, E JD -Af
C
TY OF EDMONDS
121 5TH A VENUE NORTH - EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
/)C. I
STATUS: ISSUED 11/01/2 Penwt#: BLD20181281
Expiration Date: 11/01/2019 Project Address: 100 2ND AVE S, EDMONDS
Parcel No: 00454800200901
FLUIOP-t-ITY OWNER
APPLICANT
CONTRACTOR
SPRINT
SPRINT
SAC WIRELESS LLC
CIO LLC HASSHIB
C/O LORELEI FORONDA
C/O JOSEPH (JOSE) SANZO
3727 S 194TH ST
10590 WEST OCEAN AIR DR. STE 300
540 MADISON STREET
SEATAC, WA 98188
SAN DIEGO, CA 92130
16TH FLOOR
CHICAGO, IL 60661
(8 5 8) 754-2 15 1
(847) 944-1600
LICENSE 4: SACWIWL852J2 EXP:07/01/2019
is lo
MODIFYROOFTOP MOUNT TO REMOVE/REPLACE 3 PANEL ANTENNA S-F.NSTALL RRUs/FILTERS
VALUATION: $25,000
PERMIT TYPE: Commercial
PERMIT GROUP: 61 - Satellite Antenna/Radio ToNwr
GRADING: N CYDS: 0
TYPE OF CONSTRUCTION: HIA
RETAINING WALL ROCKERY
OCCUPANT GROUP- B
OCCUPANT LOAD:
FENCE: 0 X 0 FT.)
CODE: 2015 IEBC/H3C
[OTHER ------- OTHER DESC
IZONE:
INUMBPER OF STORIES: 0
1 VESTED DATE:
INUMBER OF DWELLING UNITS: 0
ILOT 4-
INISTING AREA
IBASEMENT 0 1 ST FLOOk 0 2ND FLOOR: 0
PRO POSED AREA
7X97vn7T— 0 1 ST FLOOR: 0 2ND FLOOR 0
13 RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0
3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER 0
1BEDROOMS: 0 BATHROOMS: 0
BEDROOMS: 0 BATHROOMS: 0
FRONT S EI'BACK SIDESETBAC'K REAR SErBACK
F-h-QUIRED: PROPOSED: — �77777R—ED PROPOSED: IREQUIRED: PROPOSED
HEJGHT ALLOWED 0 PROPOSED 0 IREQUIRED: PROPOSED:
SETBACK NOTE&
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO
PERSON WILL BE EMPLOY ED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION
INSURANCE AND RCW 18:27.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID.
Print Name Date
Released By
Date
ATTENTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL ORA CERTIFICATE OF
OCCUPANCY HAS BEEN GPANTED.UBC109/IBC]IO/IRC I 10�
= FIRE = APPLICANT = ASSESSOR = CITY
07
0r)
"%b
STATUS: ISSUED BLD20181281
CONDITIONS I
• Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309
• Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of
the building or structure. Check the job card for all required City inspections including final project approval and final
occupancy inspections.
• Any request for alternate design, modification, variance or other administrative deviation (h cre in after "varian ce") ftom
adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing
fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable.
Approval of any plat or plan containing provisions which do not comply with city code and forwhich a variance has not been
specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision
of city code or state law does not approve any items not to code specification.
Sound/Noise originating from temporary construction s ites as a result of construction activity are exerript ftom the noise limits
of ECC Cbapter 5.30 only during the hours of 7:00arn to 6:00prn on weekdays and 10:00arn and 6:00pm on Saturdays, excluding
Sundays and Federal Holidays. At all other times the noise originating from construction sites /activities must comply with the
noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120.
Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold
liarrnless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of
whatever nature, arising directly or indirectly fi-orn the issuance for this permit. Issuance of this permit shall not be deemed to
modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance
provision.
Nothing in this pen -nit approval process shall be interpreted as allowing or permitting the maintenance of any currently existing
illegal, nonconforming or unpermitted building, structure or site condition which is outside the scope of the pen -nit application,
regardless of whether such building, structure or condition is shown on the site plan or drawing. Such building, structure or
condition may be the subject of a separate enforcement action.
THIS PERMITAUTHIORIZ_ES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY
CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) OALL REQUIRE SEPARATE PERMISSION. PERMIT
TIME LIMIT: SEE ECDC 19.00.005(A)(6)
BUILDING
ENGINEERING (426) 771-0220 EXT. 1326
1. Go to: www.edmondswa.gov
Building Department Inspections
2. Then: SeNces
are now scheduled online. If you
FIRE (425) 775-7720
3. Then: Pemnits/Development
have difficulties, please call the
4. Then: Online Permit Info
Building Department front desk for
PUBLIC WORKS (426) 771-0235
5-1 If you don't haw one already, create a
assistance during office hours.
login (upper right hand corner)
(425) 771-0220
RECYCLING (425) 275-4801
6: Schedule your inspection
When calling for an inspection please lea\e the following information: Permit Number, Job Site Address, Type of Inspection
being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon.
B-Preconstruction meeting
B-Antenna Roof Anchorage
B-Building Final
. Am- —
BUILDING PERMIT
APPLICATION
Development Services
Building Division
121 5th Ave N / Edmonds, WA 98020
425.771.0220
For handouts, submittal requirements, permit status and inspection
scheduling information go to: http://www.edmondswa.gov/
JOB SITE INFORMATION/LOCATION: (Where the work is taking place)
Job Site Address: 100 2nd Ave. South, Edmonds, WA 98020
Parcel: 00454800200901
Lot /Unit/Suite #: Subdivision:
PROPERTY OWNER:
Name: Hasshb LLC
Mailing Address: 3727 S. 194th St.
City/State/Zip: SeaTac, WA 98188
Phone #:
Email:
OWNER INSTALLATION: *If yes, read and sign*
Will work be performed by the property owner? 0 Yes M No
I own, reside in, or will reside in the completed structure.
This installation is being made on property that I own which is
not intended for sale, lease, rent, or exchange according to
RCW 18.27.090.
Owner Signature:
APPLICANT / CONTACT INFORMATION:
Name of Applicant: Lorelei Foronda
MailingAddress: 10590 West Ocean Air Dr. Ste. 300
City/State/Zip: San Diego, CA 92130
Phone #: 858-754-2151
E-mail: Iforonda@md7.com
GENERAL CONTRACTOR: (if different from applicant)
General Contractor: TBD, out for bid
Mailing Address:
City/State/Zip:
Phone #:
E-mail:
WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE:
CITY OF EDMONDS BUSINESS LICENSE #:
Office Use Only
TYPE OF PERMIT (Provide
El Accessory Structure/
Detached Garage
Details on Page 2)
0 Addition
• Demolition
0 Mechanical
• New Single Family / Duplex
0 Plumbing
• Fire Sprinkler
0 Remodel
• New Commercial/ Mixed Use
0 Re -Roof
• Signs
0 Tank
• Tenant Improvement
0 Other
Remodel Permit fees are based on:
The value of the work performed. Indicate the value (rounded to
the nearest dollar) of all equipment, materials, labor, overhead,
and the profit for the work indicated on this application.
valuation: $25,000
PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION
Basement sq ft: Finished 0 Unfinished El
1st Floor, sq fit:
2nd Floor, sqft:
Garage/Carport:, sq ft:
Deck/Covered Porch/Patio:
Othersq fit:
PROJECT DESCRIPTION
Remove (3) existing 1900 MHz panel antennas.
Install (3) new dual band panel antennas.
Install (3) new 800 MHz RRUs and (3) new 800 MHz
filters.
I certify that the information I have provided on this form/application is true,
correct and complete, and that I am the property owner or duly authorized
agent of the property owner to submit a permit application to the City of
Edmonds.
Print Name: Lorelei Foronda
Signature: —e'fty%— n�za Date 09/25/2018
INFINIGY8
FROM ZERO TO INFINIGY
the solutions are endless
Post -Modification Structural Analysis Report
September 21, 2018
Site Name
Edmonds
Site Number
SE03XC552
Infinigy Job Number
674-001
Client
MD7
Proposed Carrier
Sprint
Site Location
1002 d Avenue South, Edmonds, WA 98020
470 48' 42.149" N NAD83
1220 22' 51.682" W NAD83
Structure Type
Rooftop Sled Mounts
Structural Usage Ratio
91.2%
Overall Result
Pass
Upon reviewing the results of this analysis, it is our opinion that the structures meet the specified
TIA and ASCE code requirements with the modifications listed below installed. The rooftop sled
mounts and their connections are therefore deemed adequate to support the existing and
proposed loading as listed in this report.
Considered new 4x8 wood sleepers connected to existing rooftop with 1/2"0 A307
through bolts and PL 3/16x3xl'-O" long backing plates.
Considered new 1/2"0 lag screws with minimum 3" embedment into 4x8 sleeper.
Considered new L2-1/2x2-1/2x3/16 horizontal reinforcement stitch bolted to existing
horizontal with 1/2"0 A307 bolts @ 12" o/c.
SEP 26 2018
BUILDING
Christopher H. Lee, MS, EIT
Structural Project Manager
INFINIGY9
Post -Modification Structural Analysis Report
September 21, 2018
Contents
Introduction.......................................................................
3
Supporting Documentation .....................................................
3
Analysis Code Requirements ...................................................
3
Conclusion........................................................................
3
Existing Configuration ............................................................
4
Loading To Be Removed .........................................................
4
Proposed Loading .................................................................
4
Final Configuration ...............................................................
5
StructureUsages ..................................................................
5
Connection Reactions ............................................................
5
AnchorReactions ................................................................
6
Assumptions and Limitations ...................................................
6
Calculations....................................................................
Appended
SE03XC552 Page 12
Post -Modification Structural Analysis Report
September 21, 2018
Introduction
Infinigy Engineering has been requested to perform a post -modification structural analysis on the
existing rooftop antenna mounts. All supporting documents have been obtained from the client
and are assumed to be accurate and applicable to this site. Proposed modifications have been
designed by Infinigy Engineering as listed in this report. The structures were analyzed using
RISA-31) Version 17.0.0 analysis software.
Suimortina Documentation
Construction Documents
Infinigy Engineering, PLLC., Site Number: SE03XC552,
dated July 17, 2018
Previous Structural
Infinigy Engineering, PLLC., Site Number: SE03XC552,
Analysis
Dated May 18, 2018
Structural Analysis
CG Engineering, Project No. 09010.225,
dated July 8, 2009
As -Built
Ruhl-Parr & Associates, Job Number: 96-949,
dated October 7, 1997
Photos
Provided by Sprint, dated April 4, 2018
Analysis Code Requirements
Wind Speed
85 mph (3-Second Gust, Vasd) / 110 mph (3-Second Gust, Vuit)
Wind Speed w/ ice
30 mph (3-Second Gust) w/ 0.25" ice
Design Standard
ANSI/TIA-222-G / ASCE 7- 10
Adopted IBC
2015 IBC w/ Washington State Amendments
Structure Class
II
Exposure Category
C
Topographic Category
I
Calculated Crest Height
0 ft
Seismic Design Values
Ss= 1.270, Si= 0.847 g
Site Class
D-Stiff Soil (Assumed)
Conclusion
Upon reviewing the results of this analysis, it is our opinion that the modified structure meets the
specified TIA and ASCE code requirements. The rooftop sled mounts and their connections are
therefore deemed adequate to support the existing and proposed loading as listed in this report.
If you have any questions, require additional information, or actual conditions differ from those
as detailed in this report please contact me via the information below:
Christopher Lee, MS, EIT
Structural Project Manager I INFINIGY
26455 Rancho Parkway South, Lake Forest, CA 92630
(M) (562) 299-3314
Christopher.Lee(a-)infinigy.co I www.infinigy.co
SE03XC552 Page 13
Post -Modification Structural Analysis Report
September 21, 2018
Existiny. Confliwation
Rad Center (ft)
Qty.
Appurtenance
Mount Type
Sector
40.0
I
Sprint 1900 MHz Antenna
Sled Mounts
Alpha
I
Sprint 2500 MHz Antenna
I
Sprint 1900 MHz RRU
1
Sprint 2500 MHz RRU
1
Sprint 1900 MHz Antenna
Beta
1
Sprint 2500 MHz Antenna
I
Sprint 1900 MHz RRU
I
Sprint 2500 MHz RRU
I
Sp 1900 MHz Antenna
Gamma
I
Sp nt 2500 MHz Antenna
I
Sprint 1900 MHz RRU��]
I
Sprint 2500 MHz RRU
Loading To Be Removed
Rad Center (ft)
Qty.
Appurtenance
Mount Type
Sector
40.0
I
Sprint 1900 MHz Antenna
Alpha
1
Sprint 1900 MHz Antenna
Beta
1
Sprint 1900 MHz Antenna
Gamma
Proposed Loadini!
Rad Center (ft)
Qty.
Appurtenance
Mount Type
Sector
40.0
I
Commscope NNVV-65C-R4
Alpha
I
Samsung RFDO I F-26A
1
RFS FIM800CAB-X
I
Commscope NNVV-65C-R4
Beta
1
Samsung RFDO I F-26A
1
RFS FIM800CAB-X
I
Commscope NNVV-65C-R4
Gamma
I
Samsung RFDO I F-26A
I
RFS FIM800CAB-X
SE03XC552 Page 14
Post -Modification Structural Analysis Report
September 21, 2018
Final Conflauration
Rad Center (ft)
Qty.
Appurtenance
Mount Type
Sector
40.0
I
Commscope NNVV-65C-R4
Sled Mounts
Alpha
I
Sprint 2500 MHz Antenna
I
Samsung RFDO I F-26A
I
RFSFIM800CAB-X
I
Sprint 1900 MHz RRU
I
Sprint 2500 MHz RRU
1
Commscope NNVV-65C-R4
Beta
1
Sprint 2500 MHz Antenna
1
Samsung RFDO I F-26A
I
RFS FIM800CAB-X
I
Sprint 1900 MHz RRU
I
Sprint 2500 MHz RRU
I
Commscope NNVV-65C-R4
Gamma
I
Sprint 2500 MHz Antenna
1
Samsung RFDO I F-26A
I
RFS FIM800CAB-X
I
Sprint 1900 MHz RRU
I
Sprint 2500 MHz RRU
Structure Usages
Alpha Sled Mount 57.2% Pass
Beta Sled Mount 91.2% Pass
Gamma Sled Mount 60.0% Pass
Overall 91.2% Pass
Sled to Sleeper Connection Reactions
Reaction Data
Design Capacity*
Analysis Reactions
Result
Tension (lbs.)
1,070.0
501.6
46.9%
Shear (lbs.)
887.0
214.9
24.2%
Combined Tension/Shear (lbs.)
-
-
66.9%
*Assumed (1) 1/2" lag screw w/ minimum 3" embedment, total of (16) for connection to sleepers. Contractor
to field verify anchor diameters prior to proposed installation.
SE03XC552 Page 15
Post -Modification Structural Analysis Report
September 21, 2018
Sleeper to Deck Anchorne Reactions
Reaction Data
Design Capacity*
Analysis Reactions
Result
Tension (lbs.)
1,070.0
341.4
31.9%
Shear (lbs.)
887.0
523.7
59.0%
Combined Tension/Shear (lbs.)
66.9%
*Assumed (1) 1/2" A307 through bolt, total of (16) for sleeper connection to roof deck. Contractor to field
verify anchor diameters prior to proposed installation.
- Connection/anchorage reactions are unacceptable per rigorous structural analysis.
Assumptions and Limitations
Our structural calculations are completed assuming all information provided to Infinigy
Engineering is accurate and applicable to this site. For the purposes of calculations, we assume
an overall structure condition of "like new" and all members and connections to be free of
corrosion and/or structural defects. The structure owner and/or contractor shall verify the
structure's condition prior to installation of any proposed equipment. If actual conditions differ
from those described in this report Infinigy Engineering should be notified immediately to
complete a revised evaluation.
Our evaluation is completed using standard TIA, AISC, ACI, and ASCE methods and
procedures. Our structural results are proprietary and should not be used by others as their own.
Infinigy Engineering is not responsible for decisions made by others that are or are not based on
our supplied assumptions and conclusions.
This report is an evaluation of the rooftop mounted equipment and/or antenna supporting
structures to be proposed or modified as shown in the referenced construction drawings.
Applicable building element adequacy to support these structures is also evaluated when the
applied forces increase significantly based on engineering judgement.
SE03XC552 Page 16
N81
N39 N44 N85
54
N25
0.
N86
J31
9
12
OD
77
9 N87
123 7 130
N80 N 0. 28
121 2
N85A 'N84
124
122 1
4
120
N84A
N82
Envelope Only Solution
Infinigy Engineedng, PLLC Alpha Mount (Wireframe)
CIL Edmonds (Alpha) Sept 21, 2018 at 9:49 AM
674-001 SA03XC552 (Alpha).r3d
Envelope Only Solution
Infinigy Engineering, PLLC
CIL
674-001
Edmonds (Alpha)
Alpha Mount (Rendered)
Sept 21, 2018 at 9:48 AM
SA03XC552 (Alpha).r3d
Site Name:
SE03XC552
Client:
IVID7
Carrier:
SpHnt
Engineer:
CL
Date:
9/21/2018
Site Information Inputs:
Adopted Building Code:
2015 IBC
Structure Load Standard:
ASCE 7-10
Antenna Load Standard:
ASCE 7-10
Structure Risk Category:
1I
Structure Type:
Rooftop
Number of Sectors:
3
Structure Shape 1:
flat
Rooftop Inputs:
Rooftop Wind Speed -Up?:
Wind Loading Inputs:
Design Wind Velocity: 110 mph (ultimate 3-second gust)
Wind Centerline 1 (zj: 40.0 ft
Side Face Angle (6): degrees
Exposure Category: c
Topographic Category: 1
Ice Loading Inputs:
Is Ice Loading Needed?: Yes
Ice Wind Velocity: 30 mph (ultimate 3-second gust)
Base Ice Thickness: 075 ]in
Input Appurtenance Information and Load Placements:
Wind with No Ice
q, (psfl
E9
Gh
FsT (psQ
27.48
0.85
S2.21
INFINIGY8
FROM ZERO TO INFINIGY
the solutlons are endless
INFINIGY WIND LOAD CALCULATOR 3.0.2
Wind with Ice
q, (psq
Gh::[
Fs, (psf)
2.04
0.85
1 S.13
Appurtenance Name
Elevation (ft)
Total
Quantity
Ka
Front
Shape
Side
Shape
qz
(psf)
EPA
(ft)
Fz
(Ibs)
Fx
(Ibs)
Fz(60)
(Ibs)
Fx(30)
(Ibs)
Commscope NNVV-6SC-R4
40.0
1
1.00
Flat
Flat
27.48
17.07
398.74
191.S2
243.32
346.93
2SOO MHz Antenna
40.0
1
1.00
Flat
Flat
27.48
6.68
1S6.10
69.7S
91.34
134.S1
4' Panels (Other Carriers)
40.0
1
1.00
Flat
Flat
27.48
2.87
66.95
48.79
53.33
62.41
4' Panels (Other Carriers)
40.0
1
1.00
Flat
Flat
27.48
4.99
116.64
84.43
92.48
108.59
4' Panels (Other Carriers)
40.0
1
1.00
Flat
Flat
27.48
7.03
164.11
84.43
104.35
144.19
1900 MHz RRH
40.0
1
1.00
Flat
Flat
27.48
2.40
56.11
34.21
39.69
50.64
RFS FIM800CAB-X
40.0
1
1.00
Flat
Flat
27.48
1.22
28.55
15.96
19.11
25.40
Samsung RFDOIF-26A
40.0
1
1.00
Flat
Flat
27.48
1.32
30.8S
18.82
21.83
27.84
2500 MHz RRH
1 40.0
1 1
1 1.00
1 Flat
Flat
1 27.48
1 2.40
1 56.11
1 34.21
1 39.69
1 50.64
OVP Box
1 40.0
1 1
1 1.00
1 Flat
Flat
1 27.48
1 3.79
1 88.57
1 58.66
1 66.14
1
Site Name:
SE03XC552
Client:
MD7
Carrier:
Sprint
Engineer:
CL
Date:
9/21/2018
Site Information Inputs:
Adopted Building Code:
2015 IBC
Structure Load Standard:
ASCE 7-10
Antenna Load Standard:
ASCE 7-10
Structure Risk Category:
11
Site Class:
D - Stiff Soil
Structure Type: I
Rooftop
Number of Sectors:
Seismic
Ss:
SI:
Average Roof Height:
a,:
Rp:
00:
F.:
F,:
SOS:
S":
Loadin
1.270
0.498
36.0
1.0
2.5
1.0
1.000
1.502
0.847
0.499
Input Appurtenance Information and Load Placements:
INFINIGY8
FROM ZERO TO INFINIGY
the solutions are endless I
INFINIGY SEISMIC LOAD CALCULATOR 3.0.2
Appurtenance Name
Attachment
Elevation (ft)
Total
Quantity
Front
Shape
Side
Shape
Weight
(Ibs)
Fp Max
(I b)
Fp Min
(lb)
Fp Design
(lb)
Fz (Ibs)
Fx (lbs)
Commscope NNVV-65C-R4
40.0
1.0
Flat
Flat
99.20
134.38
25.20
43.30
43.30
43.30
2500 MHz Antenna
40.0
1.0
Flat
Flat
36.40
49.31
9.25
15.89
15.89
15.89
4' Panels (Other Carriers)
40.0
1.0
Flat
Flat
40.00
54.19
10.16
17.46
17.46
17.46
4' Panels (Other Carriers)
40.0
1.0
Flat
Flat
50.00
67.73
12.70
21.83
21.83
21.83
4' Panels (Other Carriers)
40.0
1.0
Flat
Flat
50.00
67.73
12.70
21.83
21.83
21.83
1900 MHz RRH
40.0
1.0
Flat
Flat
59.50
80.60
15.11
25.97
25.97
2S.97
RFS FIM800CAB-X
40.0
1.0
Flat
Flat
53.00
71.80
13.46
23.13
23.13
23.13
Samsung RFDOIF-26A
40.0
1.0
Flat
Flat
48.50
65.70
12.32
21.17
21.17
21.17
2500 MHz RRH
40.0
1.0
Flat
Flat
59.50
80.60
15.11
25.97
25.97
25.97
OVID Box
40.0
1.0
Flat
Flat
32.00
43.35
8.13
13.97
13.97
1377
0.0
0.0
Company Infinigy Engineering, PLLC Sept 21, 2018
Designer CL 10:05 AM
111RISAJob Number 674-001 Checked By:
r�cov,,� Model Name Edmonds (Alpha)
Member Primary Data
Label I Joint J Joint K Joint Rotate de SectionfShaDe TvDe Desion List Material Desian Rules
- 1
Mi
N2
N1
270
Anale
HBrace
Single Angle
A36 Gr.36
Typical
2
M2
N1
N12
—
—
270
Vert Angle
Column
Single Angle
A36 Gr.36
TypiCal
3
M3
N2
N11
180
Vert Angle
Column
Single Angle
A36 Gr.36
Typical
-4
M4
N1
N4
—
—
270
Sin le Angle
A36 Gr-36
Typigal
-5
M5
N2
N3
HBrace
Sin le Angle
A36 Gr.36
Tyi)ical
-6
M6
N3
N4
Anale
HBrace
Single Angle
A36 Gr.36
TvDical
7
M7
N8
N10
270
Angle
HBrace
Single Anqle
A36 Gr.36
Typical
8
M8
N5
N6
Angle
Single Angle
A36 Gr.36
Typical
9
M9
N24
N79
Angle
-HBrace
HBrace
Single Angle
A36 Gr.36
Typical
10
M10
N7
N23
N24
270
Diagonal Angle
Diagonal Angle
VBrace
VBrace
Single Angle
Single Anale
A36 Gr.36
A36 Gr.36
Typical
TVDical
11
M11
N9
12
M12
N32
N30
90
Mod Rail
Beam
Double Angle (.,.
A36 Gr.36
13
M13
N33
N31
Frame Rail
Beam
Singl Angle
A36 Gr.36
--Typical
Typical
14
M14
N15
N22
An le
HBrace
Single Angle
A36 Gr.36
Typical
15
MP3
N25
N29
Mount PiDe
Column
Pipe
A53 Gr.B
Typical
16
----M16
N26
N27
RIGID
None
None
RIGID
Typical
17
M17
N28
N29
RIGID
None
None
RIGID
-18
MPI
N34
N38
....Mount.Pipe
Column
Pipe--
A53 Gr.13
-TVDical
T- picai
19
M19
N35
N36
RIGID
None
I None
RIGID
TVDiGaI
20
M20
N37
N38
RIGID
None
None
RIGID
Typigal
21
MP6
N39
N43
Mount Pipe
Column
Pipe
A53 Gr.B
Typical
22
M22
M23
N40
N41
RIGID
RIGID
None
None
None
None
RIGID
RIGID
ypical
TVDical
23
�42
N43
24
MP5
N44
N48
Mount Pir)e 2
Column
Pipe
A53 Gr.B
jypical
25
M25
N45
N46
RIGID
None
None
RIGID
T ical
M26 —
N47
N48
RIGID
None
None
RIGID
T ypical
27
MP2
N49
N53
Mount Pipe
Column
Pipe
A53 Gr.B
Typical
28
M28 —
N51
RIGID
None
None
RIGID
TVDical
29
M29
N52
N53
RIGID
None
None
RIGID
TY Q kc-a I
N54
N58
Mount Pipe
Column
Pipe
A53 Gr.B
Typical
31
M31
N56
RIGID
None
None
RIGID
Typir-al
32
M32
N57
N58
I I
None
None
RIGID
Typical
33
M33
N59
N60
RIGID
None
None
RIGID
Typical
34
M34
N62
N63
RIGID
None
None
RIGID
TVDir-al
35
M35
N73
N71
Unistrut
None
None
A653 SS ...
TVpical
36
M36
N74
N72
Unistrut
None
None
IA653 SS ...
TVpiral
37
M37
N61
N67
90
Unistrut
None
None
IA653 SS ..
TVI)iral
38
M38
N64
N68
90
Unistrut
None
None
IA653 SS ...
Typiral
39
M39
N78
N77
Unistrut
None
None
A653 SS ...
TVDiGal
40.1
M40
M41
N84A
N87
90 --J�Ieep�r
S �Ie e e
Beam
Rectangular
HF
TvDical..--
41
N85A
N86
---..-90
—�r
Beam
Rectan5ular
HF
TypiQaJI
42
M42
.--N848
N86A
90
-Sleeper
Beam
Rectangular
H F —
pic —
—Ty al
43
M43
N85B
N87A
90 ---5J—eePe-r—
Beam
Rectanoular
HF
Twical
44
M44
N94
N 104
RIGID
RIGID
-None
None
None
None
RIGID
RIGID
—TVDical
TVDical
45
M45
N95
N105
-
46
M46
M47
N91
N101
RIGID
RIGID
None
None
None
N—one—RIGID
RIGID
TVDiCal
Typical
47
N90
WOO
48
M48
N89
N99
-.-.RIGIQ
None
None
RIGID
Tv ical
49
M49
N88
N98
RIGID
None
None
RIGID
TVDical
50
M50
N93
N 103
RIGID
None
None
RIGID
51
M51
N92
N102
RIGID
None
None
RIGID
-.Typical
Tvpical
52
M52
N97
N107
-RIGID
None
None
RIGID
Typical
53
M53
N96
N106
RIGID
None
None
RIGID
TvDical
54
M54
N1 17
N111
RIGID
None
None
RIGID
TVDica
55
M55 1
N1151
N109
RIGID
None
None
RIGID
Typical
56
M56
N119
I N113
I
RIGID
None
None
RIGID
iol�
� j
RISA-31) Version 17.0.0 [WA ... \ ... \ ... \ ... \ ... \ ... \SA Rerun 7-23-18\Model\SA03XC552 (Alpha).r3d] Page 1
Company Infinigy Engineering, PLLC Sept 21, 2018
Designer CL 10:05 AM
IIIRISAJob Number 674-001 Checked By:
ExcowpAw Model Name Edmonds (Alpha)
- Member Primary Data (Continued)
Label I Joint J Joint K Joint Rotate(deal Section/Sham Tvnp Dpqion Liqt matprini npqinn Rajlp�
57
1 M57
I N116
I N110
I
--I—
k1G1Q '
I N;—n-e—T--
-Vone
I R---I-G- 1-6
- Twical
i-58
1 M58
N114
N108
RIGID
None
None
RIGID
59
1 M59
N118
N112
RIGID
None
None
RIGID
Tvnii--ql
Material Takeoff
Material Size Pieces Len th in WAight LB
-1
General
2
RIGID
30
76
0
3
Total General
30
76
0
-4
5
Hot Rolled Steel
-6
A36 G1.36
L2.5x2.5x3
1 13
1241
317.1
7
A36 Gr.36
LL2.5x2.5x3xO
1 1
162
82.7
8
A53 Gr.13
PIPE 2.0
378
109.3
9
A53 Gr.13
PIPE 2.5
90
41.1
10
Total HR Steel
20
1871
550.2
11
12
Cold Formed Steel
13
A653 SS Gr33
P1000 QFA
1 5
252
39.1
14
Total CF Steel
5
252
39.1
15
16
Wood
17
HF
4X8
4
384
1 197.4
18
Total Wood
4
384
1 197.4
Bask Load Cases
BLC Descriotion Cateoory X Gravitv Y Gravitv 7 Gr2vitv Joint Point Dintrihidpri Arpa(Mp Riiffnr-PIP
1
1 Self Weiaht
QL
15
2
Wind Loa AZI 000
WLZ
is
1
3
Wind Load AZI 09
WLX
15
1
-4
Ice Wei ht
OU
15
59
5
Wind + Ice Load AZI ...
01-2
15
1
6
Wind + Ice Load AZI
OU
15
1
-7
Service Live I
LL
-8
Seismic Load AZI 000
ELZ
-.437
15
9
Seismic Load AZI 090
ELX
-.437
15
10
BLC 2 Transient Area..
None
33
11
BLC 3 Transient Area..
None
42
12
BLC 5 Transient Area..
None
3�
13
BLC 6 Transient Area..
None
42
Load Combinations
DescOplion So ... P... S...
BLCFac..BL
Fac..BLCFac..BLCFac..J3LCFac..--L
-T--] --T
c
Fac ... BLCFac..
3LCFac..BLCFa
1
JAQ
jYesj
Y
I QL
11.4
I
I
1
1
-2
1.21) + 1W AZI 000
Yesl
y
IDLI
1.2
W...
1
3
1.21) + I W AZI 030
Yes
y
IDLI
1.2
W....866W...
.5
4
1.213 + 1W AZI 060
Yes
y
IDLI
1.2
W...
.5
W....866
5
1.21) + 1 W AZI 090
Yes
y
IDLI
1.2
w...
I
-6
1.213 + 1W AZI 120
Yes
Y-
UL
1.2
W...
-%5
V....866
7
1.21) + 1 W AZI 150
Yes
y
QL
1.2
W
- 866
W
5
-8
1.2D + 1 W AZI 180
Yes
y
DI
-9
1.213 + 1W AZI 210
Yes
y
DL
1.2
W-1,8661W
...
1-.5
RISA-31D Version 17.0.0 [WA ... \ ... \ ... \ ... \ ... \ ... \SA Rerun 7-23-18\Model\SA03XC552 (Alpha).r3d] Page 2
Company Infinigy Engineering, PLLC Sept 21, 2018
Designer CL 10:05 AM
IIIRISAJob Number 674-001 Checked By:
Model Name Edmonds (Alpha)
Load Combinations (Continued)
10
DesZdplthon-
1.2D + 1W AZI 240
So-...P...
S...
BLC
Fac ...
BLC
W-
Fac..BLC
5 1
,
J866
W.-T
Fac...BLC
-
.866
T.-
Fac ...
F-I
BLC
Fac..BLC
Fac ...
BLC
Fac..BLC
Fac...BLC
F I
Fac..
BLC Fac...
11
1.2D + 1 W AZI 270
Yesl
Y
1.2
1
IW
... 1
-1
1
12
1.2D + 1 W AZI 300
Yesl
Y
-DL
DL
1.2
W ... 1
.5
W ... 1-.866
1
-+-
13
1.2D + 1 W AZI 330
Yesl
y
QL
1.2
W---.866W.--
.5
14
0.9D + IW AZI 000
Yes
Y
DL
.9
w...
1
15
0.9D + IW AZI 030
Yes
y
DL
.9
W....
66W
... 1
.5
16
0.9D + 1W AZI 060
Yes
Y,
IDL
.9
W...
.5
W ... 1.866
17
0.9D + I W AZI 090
Yes
y
DL
.9
w ... I
i
- 181.0.9D
+ 1 W AZI 120
Yes
)L
_a_
L
.9
)AL_
-.5
W....866
19
0.9D + 1W AZI 150
Yes
y
QL
.9
W...
-.866
W...
.5
20
0.9D + IW AZI 180
Yes
y
QL
.9
W...
-1
21
0.9D + 1W AZI 210
Yes,
Y
QL
.9
W...
-.8661W...
-.5
22
0.91) + IW AZI 240
Yesl
y
DL
.9
W...
-.5 JW.-.866
23
0.9D + 1W AZI 270
Yes
y
DLI
.9
W ...
1 -1
24
0.9D + 1W AZI 300
Yes
y
QLI
.9
W...
.5
W ...
1-.866
25
0.9D + 1W AZI 330
Yes
y
QL
.9
W....866W
...
1-.5
26
1.2D + 1.OQi
Yes
y
QL
1.2
OLI
1
1
27
1.2D + 1.ODi + 1.0 ...
Yes
y
QL
1.2
01-1
1
01-2
1
28
1.21) + I.ODj + 1.0 ...
Yes,
y
QL
1.2.01-1
1
01-2.866,01-3
.5
29
1.21) + I.ODi + 1.0 ...
Yes
y
QL
1.2
01-1
1
01-2
.5
01-3.8661
1
1
30
11.2D + I.ODi + 1.0 ...
Yes
y
IDLI
1.2
01-1
1
X3
1
31
11.2D + I.ODi + 1.0 ...
Yes
y
QL
1.2
01-1
1
01-2
-.5
DL3.866
32
11.2D + I.ODi + 1.0 ...
Yes
y
DIL
1.2
)L1
1
01-2
-.866
DL3
.5
33
11.2D + I.ODi + 1.0 ...
Yes
y
QL
1.2
)1_11
1
01-2
-1
34
11.2D + 1.ODi + 1.0 ...
Yes,
y
QL
1.2
X1
1
OL2-.866X3
-.5
35
1.213 + I.ODi + 1.0 ...
Yesl
y
QL
1.2
)L1
1
01-2
-.5
OL3
-.866
36
1.2D + 1.ODi + 1.0 ...
Yesl
Y
IDL
1.2
)L1
1
OL3,
-1
37
1.2D + 1.ODi + 1.0...
Yesl
Y
QL
1.2
)L1
1
OL2
.5
OL31-.8661
38
1.2D + 1.ODi + 1.0...
Yesl
y
-DL
1.2
01-1
1
01-2.86601-31-.5
39
1.2D + 1.51- + 1.OW ---
Yesl
y
DL
1.2
ILL
1.5
W....074
40
1.2D + 1.51- + 1.OW ...
Yes
y
-DL
1,2
LL
1.5
Iw .....
064w....037-
41
11.2D + 1.51- + 1.OW ...
Yes
y
DL
1.2
LL
1 5
W
W....037W....064
'0
42
11.2D + 1.51- + 1.OW ...
Yes
y
_DL
1,2
Lj_
.
W.-A74
43
1.2D + 1.51- + 1.OW ...
Yes
y
QL
1.2
LL
�1.5
W...
-.037
W...1.064
44
1.21) + 1.51- + 1.OW..
Yes
y
IDL
1.2
LL
.5
W...-.064W...1.03
45
1.2D + 1.51- + I.OW ...
Yes,
y
QL
1.2
LL
1.5
JW ...
1-.074
1
46
1.2D + 1.51- + I.OW ...
Yes
Y
DL
1.2
LLI
1.5
JW ...
1-.064
W ...
1-.037
47
1.2D + 1.51- + I.OW...
Yes
y
QL
1.2
LL
11.5
JW ...
1,037
W...
-.064
48
1,213 + 15L + 1,OW ...
Yes
y
OL
1.2
LL
1.51
1
W...
-.074,
49
1.2D + 1.51- + I.OW ...
Yes
y
QL
1.2
LL
1.5
IW ...
1.037
W...
-.0641
50
1.2D + 1.51- + I.OW...
Yes
y
DL
1.2
LL
1.5
W-.06-4W...-.0371
51
j(1.2+0.2Sds) + 1.0...
Yes,
Y
IDL1.369ELZ
1
+I
-.52
I(I.2+0.2Sds) + 1.0...
Yesl
Y
DL
1.369,ELZ.866ELX
.5
53
(1.2+0.2Sds) + 1.0 ...
Yesl
y
QL
1.36�ELZ
.5
ELX.866
54
j(1.2+0.2Sds) + 1.0 ...
Yesl
y
_DLI
ELX
1
55
(1.2+0.2Sds) + 1.0...
Yesl
y
QL
j136
1. 36
1.36
ELZ
EL4
-.5
ELX.866.
-.56
(1.2+0.2Sds) + 1.0 ...
Yes
y
QLI.36�ELZ-.866ELx
36
ELZ
.5
57
(1.2+0.2Sds) + 1.0...
Yes
y
QL
I.W
36
ELZ
ELZ
-1
- 58
(1.2+0.2Sds) + 1.0 ...
Yes
y
-DL
1 .
1136g�
LZ
ELZ
-- 6WI
LX
-. 5
59
(1.2+0.2Sds) + 1.0...
Yes
y
QL
1.W
ELZ
-.5
LXJ-.�66
LI_.866
60
Q .2+0.2Sds) + 1.0 ...
Yes
y
QL
1.36�
LX
61
(1.2+0.2Sds) + 1.0 ...
Yes,
y
DL
1.36�
EL4
.5
LXI-.866
62
(1.2+0.2Sds) + 1.0 ...
Yes
y
QL
1.369ELZI.866,
LXI
-.5
63
(0.9-0.2Sds) + 1.OE.
Yes
y
OL.73JELZI
1
1
64
(0.9-0.2Sds) + 1.OE .-Yes
y
QL
.731
ELZI.8661ELXI
.5
65
i(O.9-0.2Sds) + 1.OE.
Yes
y
DL
731.ELZI
5
'
g
.866
L66
1(0.9-02U��.OE .Yesl
Y
ML
J:Eji
I
�Lxl
i
RISA-3D Version 17.0.0 [\IVA ... \ ... \ ... \ ... \ ... \ ... \SA Rerun 7-23-18\ModeI\SA03XC552 (Alpha).r3d] Page 3
Company Infinigy Engineering, PLLC Sept 21, 2018
Designer CL 10:05 AM
IIIRISAJob Number 674-001 Checked By:
Model Name Edmonds (Alpha)
. Load Combinations (Continued)
Descriotion
So ...
P...
S...
BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BL
Fac..BLCFac..BLCFac..BLCFac...
67
I(O.9-0.2Sds) + I.OE ..Yes
y
I
I CIL
1.731
ELZ
*5
-.5
LX
LX.866
68
(0.9-0.2Sds) + 1.OE .,Yes
Y
I
QL1.731
ELZ-.86
66
LX
.5
69
(0.9-0.2Sds) + 1.OE ..Yes
y
QL
.731
ELZ
-1
1
70
(O.M.2Sds) + 1.OE ..Yes
y
CIL
.731
ELZ-_
6
61
LX
-.5
71
(0.9-0.2Sds) + 1.OE -Yes
y
CIL
.731
ELZ
-.5
LX
-.866
72
(0.9 .2Sds) + 1.OE ..
Yes
y
QL
.731
11
LXI
-1
1
73
I(O.9-0.2Sds) + UE ..Yes
y"'
731
ELZI
.5
KLXI-.8661
74
I(O.9-0.2Sds) + I _OE ..
Yes
y
I
I DLI.731
ELZI.8661EI-XI
-.5
Envelope Joint Reactions
Anint Y phi I r. v nhi I (1 7 fIf%I 1 r, KAY r*_oi I r, hAv nk f4i i f, KA7 nk 4*1 1 f,
1
N120
max
18.978
10
650.937
9
305.637
10
0
74
74
2
-min
-18.711
4
-345.839
15
-164.019
16
0
1
0
1
0
1
3
N 121
max
23.023
171697.023
7
350.548
6
0
74
0
74
0
74-
4
.079
111-305.935
25
-163.97
24
0
1
0
1
0
5
N 122
max
50.064
1 5
11326.403
10
120.96
12
0
74
0
74
0
74
6
min,
-49.275
123
1-565.271
161
-73.013
18
0
1
0
1
0
1 1
7
N123
max
1 76.93
17
11631.005
6
1 126.416
5
0
74
0
74
0
74
8
min
-79.292
111
-613.23
24
-57.689
23
0
1
1
0
1
9
N124
max
36.92
17
137.391
16
393.243
15
0
74
0
74
0
74
10
N125
min
-41.971
11
-269.039
10
-545.48
9
0
0
1
0
1
0
1
- 11
max
25.379
9
133.524
24
348.091
25
74
0
17-4
0
74
12
min
-20.481
15
-300.046
6
-547.156
7
0
1
0
1
0
1
13
N126
max
56.043
16
506.644
2
1 334.348
14
0
74
0
74
0
74
14
min
-63.518
10
-404.719
20
1-357.149
8
0
1
0
1
0
1
15
N127
max
51.365
5
585.636
2
378.436
14
0
74
74
0
74
16
min
-42.909
23
-501.688
20
1 -408.097
8
0
1
0
1
0
1
17
N128
max
1 24.853
17
1 531.258
2
1 315.813
14
0
74
0
174
0
1 74
18
min
-25.685
11
1-463.386
20
-333.801
8
0
1
0
1
0
1
19
N129
max
6.492
60
619.17
2
377.225
14
0
74
0 174
0
74
20
-
min
-6.258
66
-575.717
20
-401.668
8
0
1
0
1
0
1
21
N130
max
10.657
20
45.39
8
113.352
2
0
74
0
74
0
74
22
min
-13.959
2
-17.564
14
-112.522
20
0
1
0
1
0
1
23
N131
max,
10.048
2
52.739
8
1 134.48
14,
0
74
0
74
0
174
24
min
-6.887 __20
-22.763
14
-136.985
8
0
1
0
1
0
1
25
N133
max
805.332
16
204.38
101107.707
11
0
74
0
74
0
74
26
min
-974.182
10.-130.456
16
1-106,151
17
0
1
0
1
0
1
27
N132.
max
579.39
6
147.753
7
1 112.754
4
0
74
0
74
0
74
28
min.
-409.023
24
-78.124
251
-113.08
10.
0
1
0
1
0
1
29
_N134
max
1 55.954
5
45.678
36
29.924
2
0
74
0
74
0
74
30
min
-30.51
-23....la.2.57
66
-29,784
20
0
1
0
1
0
1
31
N135
max
32.796
17
46.202
31
31.225
14
8
0
0
74
1
0
0
74
1
0
0
174
1
32
min
-57.54
111
1 10,498
72
-31.369
33
Totals:
max
11595.767117
12547.217
32
2419.796
2
34
1 min
1-1595.767111
1960.6526
1 731-2419.7941
20,
Envelope AISC 14th(360-10): LRFD Steel Code Checks
Uamha� QhnMa r-1. i rini I r Qhr 1 ^^rinl rvr i e� nt%;*D r mhi*Dm rihink;*Un , nk;*KA� C
Q
1
M12
LUW.W...
.572
123.1
2
.558
86.60
v
8
1_9210.72
58320 -
3300.48
- 1593.491
1 ...
Hl--lb
2 __
M13 -
L2.5x2.5x3
__ .533
123.188
2
.128
37.125
V
8
11801.892
29192.4
872.574
1250.514
1 ...
H2-1
3
M4
L2.5x2.5x3
.477
1
8
.208
1
10
8708,57129192.4
872.574
1494.03281
...
112-1
4
M2
L2.5x2.5x3
.436
0
9
.108
68.542
__�
Z
11
9650.785
29192.4
872.574
1759.958
1 ...
H2-1
5
M3
L2.5x2.5x3
.409
0
5
.12
V
11
9650.785
29192.4
872.574
1888.333
2 ...
112-1
L 6
1 M1
IL2.5x2.5x3I_.386
1 0
1 11
1 .026
19.708
Z
10
6393.8411
92.4,872.5741
1961 . 766
1.
H2-1
RISA-3D Version 17.0.0 [WA ... ... \SA Rerun 7-23-18\ModeI\SA03XC552 (Alpha).r3d] Page 4
Company Infinigy Engineering, PLLC Sept 21, 2018
Designer CL 10:05 AM
111RISAJob Number 674-001 Checked By:
ANEMLTSCKKOO,W,AW Model Name Edmonds (Alpha)
- Envelope AISC 14th(360-10): LRFD Steel Code Checks (Continued)
Merntier qhnno rndp i nrrinl I r qhpar i pt-rini nir 1 r- nhi*Pn� f nhi*Pnt nhlnhi*KAn v nhi*KAn 7 rh P-
7
M14
L2.5x2.5x3
.348
54.114
5
.007
0
v
2 14207.193
' �6�E418'72.574
1378.219
1...
H2-1
8
M10
L2.5x2.5x3
.3214151.563
2
.005
0
z
8
4824.9
29192.4
872.574
1416.794
l...
H2-1
Mil
L2.5x2.5x3
.275
51,563
2
.005
99
v
8
4824.9
29192.4
872.574
1416.794
l...
1-12-1
10
M5
L2.5x2.5x3
.237
1
7
.275
1
6
28708.57129192.4
872.574
1971.83
2...
1-12-1
11
MP5
PIPE 2.5
.209
41.25
8
.040
2.188
8
32005.271.
50715
3596.25
3596.252
...
H1-1b
12
MP6 ---PIPE
2.0-1
.15730.063
42
.029
0.063
8
19360.206
32130
1871.625
1871.625
2 ...
1H1-1b
13
MP2
PIPE 2.0
1 .109
30.063
13
.040
30.063
12
19360.206
32130
1871.625
1871.625
2 ...
H1-1b
14
MP1
PI E 2.0
.095
18.563
12
031
666
2
22356.067
32130
1871.62511871.625
2...
H1-1b
15
MP3
PIPE 2.0
1 .078
29.25
8
.009
30.063
6
19360.2061
32130
1871.625
11871.625
1 ...
H1-1b
16
M9
L2.5x2.5x3l
.068
49.5
35
1 .003
0
v
3314824.9
�29192.
872.574
1416.794
1 ...
H2-1
17
M8
L2.5x2.5x3
.044
43
35�2-
30
6393.841129192.4
872.574
1475.284
1.1
H2-1
18
M7
L2.5x2.5x3
.043
43
2�7
1 .002L
--A
86
z
33
6393.841129192.4
872,574
1475-661
1 ..
=2-1
19
MP4
PIPE 2.0
.030
130.0621
.0
1 .013
30.063
8
19360.2061
32130
1871.625
1871.625
2 ...
JH1-1�b
x3
.011
119.708
11
1 .001
z
57
6393.841,19CIIA9
A
I O-PI) C-7 A
19
RISA-3D Version 17.0.0 [WA ... \ ... \ ... \ ... \ ... \ ... \SA Rerun 7-23-18\Mode1\SA03XC552 (Alpha).r3d] Page 5
N80
N37 N42 N84
,�A\
Nl 14A
N23
N109B
<-, N81 A
0. 014
cn
lv"FK 5 YK c) 02'N
�A 1 : 2
2UA!
8 77 N82A
cl: 103
6 EEL:
N79 C*4 2 01 8
N80A 99 'N83
5 9
93
N79A
N81
Envelope Only Solution
Infinigy Engineedng, PLLC Beta Mount (Wireframe)
CL Edmonds (Beta) Sept 21, 2018 at 10:29 AM
674-001 SA03XC552 (Beta).r3d
Envelope Only Solution
Infinigy Engineering, PLLC Beta Mount (Rendered)
CL Edmonds (Beta) Sept 21, 2018 at 10:29 AM
674-001 SA03XC552 (Beta).r3d
Site Name:
SE03XC552
Client:
MD7
Carrier:
Sprint
Engineer:
CL
Date:
9/21/2018
Site Information Inputs:
Adopted Building Code:
2015 IBC
Structure Load Standard:
ASCE 7-10
Antenna Load Standard:
ASCE 7-10
Structure Risk Category:
11
Structure Type:
Rooftop
Number of Sectors:
3
Structure Shape 1:
Flat
Rooftop Inputs:
Rooftop Wind Speed-Up?:F- No I
Wind Loading Inputs:
Design Wind Velocity: 110 mph (ultimate 3-second gust)
Wind Centerline 1 (zl): 40.0 ft
Side Face Angle (0): 60 degrees
Exposure Category: C
Topographic Category: I
Ice Loading Inputs:
Is Ice Loading Needed?: Yes
Ice Wind Velocity: 30 mph (ultimate 3-second gust)
Base Ice Thickness: 0.25 in
Input Appurtenance Information and Load Placements:
Wind with No Ice
q, (psfl
Gh
FsT (psf)
27.48
0.85
S2.21
INFINIGY9
FROM ZERO TO INFINIGY
the solutions ate endless
INFINIGY WIND LOAD CALCULATOR 3.0.2
Wind with Ice
q. (pso
Gh
FsT (psf)
7
2.04
0.85
1 5.11
Appurtenance Name
Elevation (ft)
Total
Quantity
Ka
Front
Shape
Side
Shape
qz
(pso
EPA
(ft')
Fz
(Ibs)
Fx
(lbs)
F#60)
(Ibs)
Fx(30)
(Ibs)
Commscope NNVV-6SC-R4
40.0
1
1.00
Flat
Flat
27.48
17.07
398.74
191.52
243.32
346.93
2500 MHz Antenna
40.0
1
1.00
Flat
Flat
27.48
6.68
1S6.10
69.7S
91.34
134.51
4' Panels (Other Carriers)
40.0
1
1.00
Flat
Flat
27.48
2.87
66.95
48.79
53.33
62.41
4' Panels jOther Carriers)
40.0
1
1.00
Flat
Flat
27.48
4.99
116.64
84.43
92.48
108.59
4' Panels (Other Carriers)
40.0
1
1.00
Flat
Flat
27.48
7.03
164.11
84.43
104.3S
144.19
1900 MHz RRH
40.0
1
1.00
Flat
Flat
27.48
2.40
S6.11
34.21
39.69
50.64
RFS FIM800CAB-X
40.0
1
1.00
Flat
Flat
27.48
1.22
28.55
15.96
19.11
25.40
Samsung RFD01F-26A
40.0
1
1.00
Flat
Flat
27.48
1.32
30.85
18.82
21.83
27.84
2500 MHz RRH
1 40.0
1
1 1.00
1 Flat
Flat
27.48
1 2.40
�5611
34.21
39.
-
OVP Box
1 40.0
1
1 1.00
1 Flat
I Flat
27.48
1 3.79
88.57
1 58.66
66.14
1 81.09
Site Name:
SE03XC552
Client:
MD7
Carrier:
Sprint
Engineer:
CL
Date:
9/21/2018
Site Information
Adopted Building Code: 2015 IBC
Structure Lc ad Standard: ASCE 7-10
Antenna Load Standard: ASCE 7-10
Structure Risk Cateeorv: It
Site Class: 1 D - Stiff Sc
Structure Type: Rooftop
Number of Sectors: 3
Seismic
S,:
SI:
Average Roof Height:
ap:
R,:
00:
F.:
F,:
SOS:
Snj:
Loadin
1.270
0.498
36.0
1.0
2.5
1.0
Input Appurtenance Information and Load Placements:
INFINIGY8
FROM ZERO TO INFINIGY
the solutions are endless I
INFINIGY SEISMIC LOAD CALCULATOR 3.0.2
Appurtenance Name
Attachment
Elevation (ft)
Total
Quantity
Front
Shape
Side
Shape
Weight
(Ibs)
Fp Max
(lb)
Fp Min
(lb)
Fp Design
(lb)
Fz (Ibs)
Fx (I bs)
Commscope NNVV-65C-R4
40.0
1.0
Flat
Flat
99.20
134.38
25.20
43.30
43.30
43.30
2500 MHz Antenna
40.0
1.0
Flat
Flat
36.40
49.31
9.25
15.89
15.89
15.89
4' Panels (Other Carriers)
40.0
1.0
Flat
Flat
40.00
54.19
10.16
17.46
17.46
17.46
4' Panels (Other Carriers)
40.0
1.0
Flat
Flat
SO.00
67.73
12.70
21.83
21.83
21.83
4' Panels (Other Carriers)
40.0
1.0
Flat
Flat
50.00
67.73
12.70
21.83
21.83
21.83
5' Panels (Other Carriers)
40.0
1.0
Flat
Flat
60.00
81.28
15.24
26.19
26.19
26.19
1900 MHz RRH
40.0
1.0
Flat
Flat
59.50
80.60
1S.11
25.97
25.97
25.97
RFS FIM800CAB-X
40.0
1.0
Flat
Flat
53.00
71.80
13.46
23.13
23.13
23.13
Samsung RFD01F-26A
40.0
1.0
Flat
Flat
48.50
65.70
12.32
21.17
21.17
21.17
2500 MHz RRH
40.0
1.0
Flat
Flat
59.50
80.60
15.11
25.97
25.97
25.97
OVP Box
40.0
1 1.0
1 Flat
I Flat
1 32.00
1 43.35
1 8.13
1 13.97
1 13.97
1 13.97
Company Infinigy Engineering, PLLC Sept 21, 2018
Designer CL 10:07 AM
111RISAJob Number 674-001 Checked By:
,.�cw�v� Model Name Edmonds (Beta)
Member Primary Data
I nhal I Anint .1 Anint K Anint Pntntaffianl qaMinnPOhnna T�na r)acinn I ief RA.f.ri.1 ni P..I..
I
M1
N2
N1
2iO
Ande
Beam
Sinql(
_X3_6 G r. 3 6
Typical
2
M2
N1
N12
270
Vert Angle
Column
Single Angle
A36 Gr.36
Typic!al]
3
M3
N2
N11
-
180
Vert Angle
Column
Single Angle
A36 Gr.36 I
TVDical
4
M4
N 1
N4
270
Angle
Beam
Single Angle
A36 Gr.36
Typical
5
M5
N2
N3
_
—
An le--
_SjD_qle An_qlpi
A36 Gr.36
T Ical-
YPJ_
6
M6_
N3 I
N4
Anale
Beam
Sinale Angle
A36 Gr.36
-
_Typ[Gal_
7
M7
N8
N10
270
Anale
Beam
Sinale An le
A36 Gr.36
TVDical
8
M8
N5
N6
Anale
Beam
Sin _"n L
�Je e
A36 Gr.36
T iGa[
___yp
9
M9
N21
N78
270
An�le
Beam
Single Angle
A36 Gr.36
Typical
10
M10
N7
N21
270
Diagonal Angle
VBrace
Single Angle
A36 Gr.36
T pical
ly
11
Mil
N9
N22
Diagonal Angle
VBrace
Sinqle An-gle
A36 Gr.36
Typical
12
M12
N30
N28
go
Mods Rail
Beam
A36 Gr.36
Typical
13
M13
N31
N29
Frame Rail
Beam
Sinale Anale
A36 Gr_36
Typical
14
MP4
N23
N27
Mount Pipe
Column
Pipe
A53 Gr.B
15
M15
N24
N25
RIGID
None
None
RIGID
-Typical
Typical
16
M16
N26
N27
---RIGID-
None
None
RIGID
Typical
17
MP1 -
N32
N36
Mount Pbe
Column
Pipe
A53 Gr.B
-
Typical
18
M18
N33
N34
RIGID
None
None
RIGID
Typical
19
M19
N35
N36
RIGID
None
None
RIGID
T�6ical
20
MP7
N37
N41
Mount PiDe-
Column
Pipe
A53 Gr.B
Typical
21
M21
N38
N39
RIGID
None
None
RIGID
Typical
22
M22
N40
N41
RIGID
None
None
RIGID
Typical
23
MP6
N42
N46
Mount Pii)e 2
Column,
Pipe
A53 Gr.B
TVDical
24
M24
N43
N44
RIGID
None
None
RIGID
Typical
25
M25
N45
N46
RIGID
None
None
RIGID
Typical
26
MP2
N47
N51
Mount Pi r)e
Column
Pipe
A53 Gr.13
Typical
27
M27
N48
N49
RIGID '
None
None
RIGID
Typical
28
M28
N50
N51
RIGID
None
None
RIGID
Tvoical
29
M41
N80A
N81A
90
Sleeper --Beam
Rectangular
HIF
HIF
Typical
30
M42
N79A
N82A
90
Sleeper
Beam
Rectangular
31
M43
N84A
N106
RIGID
None
None
RIGID
Typical
32
M44
N83A
N1105
pir-In
RIGID
33
M45
N88
N110
RIGID
None
None
RIGID
Typical
34
M46
N87
N109
RIGID
Non#,
None
RIGID
Typical
35
M47
N90
N112
RIGID
Nonej--Nione
RIGID
_jypkqaJI
36
M48
N111
RIGID
None
I None
RIGID
Tvoical
37
M49
N92
N114
RIGID
None
None
RIGID
T�pjfal_
38
M50
N91
N113
RIGID
None
None
RIGID
Tvr)ical
39
M51
N85
N107
RIGID
None
None
RIGID
Typical
40
41
M52
M41A
N86
N117
N108
RIGID
None
None
RIGID
Typical
N119
90
90 ---Sleeper
_51eepg�r
Bearn
Beam
Rectanaular
HIF
HIF
Typical
Typical
42
M42A
N118
N 1ZO-
Rectangular
43
M43A
N106A
N98A
RIGID
None
None
RIGID
Typical
44
M44A
N115
N96A
RIGID
None
None
--RIGID
Typical
45
M45A
N108A
NJOOA
RIGID
None
None
RIGID
TvDical
46
M46A
N107A
N99A
RIGID
None-_
None
RIGID
Typical
47
M47A
N116
N97A
RIGID
None
None
RIGID
Typical
48
M48A
N109A
N101A
RIGID
None
-_
None
RIGID
Typical
49
MP3
N109B
N1 13A
Mount PiDe
Column
Pipe
A53 Gr.B
Typical
50
M50A
N110A
N111A
RIGID
None
None
RIGID
Tv ical
51
M51A
N112A
N113A
RIGID
None
None
RIGID
Typical
52
MP5
N114A
N118A
Mount Pi
Column
--Pipe
A53 Gr.B
—Typical
53
M53
N115A
N1 16A
RIGID
None
None
RIGID
Typical
54
M54- __N117A
_N118A
RIGID
None
None
RIGID
Typical
55
L4_
M55
N69
N71
None
None
SS ...
TVDical
56
1 M56
N70
I N72
Unistrut
I None
None
IA653
RISA-3D Version 17-0.0 [W:\ ... \ ... \ ... \ ... \ ... \ ... \SA Rerun 7-23-18\Mode[\SA03XC552 (Beta).r3d] Page 1
Company Infinigy Engineering, PLLC Sept 21, 2018
Designer CL 10:07 AM
111RISAJob Number 674-001 Checked By:
,,,Om,,,, Model Name Edmonds (Beta)
Member Primary Data (Continued)
I OK,51 I Ininf I Inint V Ininf PntataIA—% T.— n..i— I i.f RAM—i.l r)—i— Md..
57
M57
N66
N62
nistrut
None
None
A653 SS ...
T �,qa
58
M58
N65
N59
Unistrut
None
None
A653 SS ...
TvDical
59
M59
N133
N131
RIGID
None
None
RIGID
I-
Tygiral
60
M60 --N134
N132
RIGID
None
None
RIGID
T y) ral
--Tyj)ir-al
Material Takeoff
Unf.ri.l qi,.
General
-1
-2
RIGID
32
80
0
3
Total General
32
80
0
4
5
Hot Rolled Steel
6
A36 Gr.36
L2.5x2.5x3
12
1135
290
7
A36 Gr.36
LL2.5x2.5x3xO
1
162
82.7
8
A53 Gr.13
PIPE 2.0
6
468
135.4
9
A53 Gr.13
PIPE 2.5
1
90
41.1
10
Total HIR Steel
20
1855
549.1
11
12
Cold Formed Steel
13
A653 SS Gr33
PJOOO CFA
4
204
31.6
14
Total CIF Steel
4
204
31.6
15
16
Wood
17
HIF
4X8
4
1 384
197.4
18
Total Wood
4
1 384
197.4
Bask Load Cases
911 r' rj . . . ri.fi— r.f..— Y r-r—Ah, V r-r—Ah, 7 (1—Ah, WM D-iM A—IKA� O—r - - - 10
1
Self Wei6ht
DIL
15
T
2
Wind Load AZI 000
WLZ
15
1
3
Wind Load AZI 090
WLX
15
1
4
Ice Weighi---
01-1
15
60
5
Wind + Ice Load AZI ...
01-2
15
-
1
6
Wind + Ice Load AZI ...
01-3
15
7
Service Live 1
ILL
8
Seismic Load AZI 000
ELZ
-.437
15
9
Seismic Load AZI 090
ELX
-.437
15
10
BLC 2 Transient Area..
None
38
11
BLC 3 Transient Area-,
None
48
12
IBLC 5 Transient Area..j
None
I
L
38
13
JBLC 6 Transient Area..j
None
I
I
I
I
1
48
Load Combinations
n .... iM;— 4z^ 0 Q ral r� IZ— Ql (� 9:— gal P l=— Ql r Cft^ 01 f, r— 01 f, C— Ml f� C— 01 t� C— 01 f� C— 01 f, C-
11111FARKSM-W MOO
I
RISA-31) Version 17.0.0 [WA ... ... \SA Rerun 7-23-18\Model\SA03XC552 (Beta).r3d] Page 2
Company Infinigy Engineering, PILLC Sept21,2018
Designer CL 10:07 AM
IIIRISAJob Number 674-001 Checked By:
Model Name Edmonds (Beta)
- Load Combinations (Continued)
Descnption
So ...
P...
S...
BLCFac..BL
Fac..BLCFac..BLCFac..J3LCFac..
LCFac..BLCFac..BLCFac..BLCFac..BLCFac
9
1 1.2D + 1W AZI 210
Yes
y
QL
1.2
W...
-.8661W
... 1-.5
10
1.213 + 1 W AZI 240
Yes
y
DIL
1.2
W...
-.5
W ... 1-.866
11
1.21) + 1 W AZI 270
Yes
y
DIL
1.2
W...
-1
12
1.21) + 1 W AZI 300
Yes
y
QL
1.2
W...
.5
W...
-.866
13
1.213 + 1 W AZI 330
Yes
y
QL
1.2
W....866W...
-.5
14
o.gb + AZI 000
Yes,
y
IDLI
.9
W...
1
15
0.91) + 1 W AZI 030
Yes
QL
.9
W....866W...
.5
16
0.91) + 1 W AZI 060
Yes
-)L-
QL
.9
1W...
.5
W....866
17
0.91) + 1W AZI 090
Yes
Y
DL
.9
W...
i
18
0.91) + 1 W AZI 120
Yes
Y
-DL
.9
W...
-.5
W....866
19
0.9D + 1 W AZI 150
Yes
Y
QL
.9
W...
-.866
W..-.
-.5
20
0.9D + 1W AZI 180
Yes,
Y
IQL
.9
W...
-1
1
21
O.9D + IW AZI 210
Yesl
y
QL
.9
W...
-.8661W
...
1-.5
1
22
0.9D + 1 W AZI 240
Yesl
y
QL
.9
W...
-.5
IW ...
1-.86166
23
OAD + 1W AZI 270
Yes
Y
DL
.9
w ...
1 -1
24
0.9D + 1W AZI 306
Yes
y
_DL
.9
W...
.5
W ...
1-.866
25
0.913 + 1W AZI 330
Yes
Y
QL
.9
W....866W..-
-.5
26
1.2D + 1.ODi
Yes
y
IDLI
1.2
01-1
1
1
27
1.20 + 1.ODi + 1.0 ...
Yes
y
QL
1.2
01-1
1
01-2
1
28
1.2D + I.ODi + 1.0 ...
Yes
y
DL
1.2
Ll
1
01-2.86601-3
.5
29
11.213 + I.ODi + 1.0 ...
Yes,
y
QL
1.2
01-1
1
01-2
.5
01-3.866
30
1.2D + 11.01)i + 1.0 ...
Yesl
Y
DIL
1.2
PL1,
1
1
01-3
1
31
1.2D + 1.01)i + 11.0...
Yesl
y
DIL
1.2
Ll
1
OL21
-.5
01-3.866
32
1.213 + 1.ODi + 1.0...
Yes
y
DIL
1.2
Ll
1
OL2-.866X3,
.5
33
1.213 + I.ODi + 1.0...
Yes
y
DIL
1.2
0 Ll
1
01-2
-1
34
1.21) + I.= + I a0soa
Yes
y
DILI
1.2
9 Ll
1
01-2-.866
L3
-.5
35
11.213 + I.ODi + 1.0...
Yes
y
IDLI
1.2
0 0 Ll
1
01-2
-.5
L3
-.866
36
1.2b + i.oDi + to...
Yes
Y
IDLI
1.2
Ll
1
U
-1_
37
-3 8
1.21) + 1.ODi + 1.0...
'1 - - ---
.213 + 1.013i + 1.0...
Yes
Ye--s
y
-Y-'
DIL
I ' 2
01-1
Ll
1
1
01-2
f6i-4
.5
866
L3
----
L
-.866
-.5
t J-
39
11,213 + 11.51- + tow ...
Yes
y
DIL
1.2
LL
1.5
W....074
40
1.213 + 1.51- + I.OW ...
Yes,
y __DL
.2
1.2
LL
1.5
W-.-.06Q�---.037
41
1.213 +. 1.51- + 1.OW...
Yes
y
DL
1.2
LL
1.5
W....037W....0-64
42
1.2D + 1.51- + 1.OW ...
Yes
y
DIL
1.2
LL
1.5
---W....0741
43
11.213 + 11.51- + 1.OW ...
Yes
y
IDLI
1.2
ILL
1.5
W ...
-.037W....064
44
1.213 + 1.51L + 1.OW ...
Yes
y
IDLI
1.2
LL
1.5
W...
-.064
W....037
45
11.213 + 11.51- + 1.OW ...
Yes
y
IDL
1.2
ILL
1.5
IW...
-.074
46
1.213 + 1.51- + 1.OW...
Yes,
y
IDL
1.2
LL
1.5
W...
-.064
W...
-.037
47
1.2D + 1.51- + 1.OW ...
Yes
y
DIL
1.2
ILL
1.5
W...-.037W...-.064
48
1.2D + 1.51- + I.OW ...
Yes
-)L-
DIL
1.2
LL
1.5
IW ......
074,
49
1.2D + 1.51- + 1.OW ...
Yes
y
DIL
1.2
LL
1.5
W...,.037W...-.064
50
11.213 + 1.51- + 1.OW ...
Yes
y
DILI
1.2
LL
1.5
W ...
1.064
W...
-.0371
(1.2+0.2Sds) + 1.0...
Yesl
y
DIL
1.W
ELZ
1
52
(1.2+0.2Sds) + 1.0 ...
Yesl
Y
_DL1.36�
EL-Z.866EL-X
.5
53
(1.2+0.2Sds) + 1.0 . .
Yes
DL
1.36E
ELZ
.5
ELX.866
54
(1.2+0.2Sds) + 1.0 ..
Yes
_y__DL1.W
ELX
1
55
(1.2+0.2Sds) + 1.0 ...
Yes
Y
D
1.36cELZ
-.5
ELX.866
56
(1.2+0.2Sds) + 1.0 ...
Yes
y
IDL
1.36JEL-4-.866,EL-X
.5
57
(1.2+0.2Sds) + 1.0 ...
Yes
y
DL
1.36
ELZ
-1
58
(1.2+0.2Sds) + 1.0 ...
Yes
y
UL
1.36
ELZ-.866ELX
-.5
59
(1.2+0.2Sds) + 1.0 ...
Yiesay
DIL
1.36
ELZ
-.5
ELX
-.866
60
(1.2+0.2Sd ) + 1.0 ...
Yes
aL
1.361
ELX
-1
61
(1.2+0.2Sds) + 1.0 ...
Yes
I y
UL
1.36�ELZ
.5
ELXI-.866
62
(1.2+0.2Sds) + 1.0...
Yes
DL
1.36
ELZ.866ELX
-.5
63
I(O.9-0.2Sd ) + 1.OE..Yes
y
UL
.731
LZ
1
64
I(O.9-0.2Sds) + 1.OE..Yes
Y
_DL.731
ELZ.866�Ea
-.5
65
I(O.9-0.2Sds) + 1.OE ..Yes
y
DL
.731
ELZ
.5
ELX.866
RISA-31D Version 17.0.0 [WA ... \ ... \ ... \ ... \ ... \ ... \SA Rerun 7-23-18\ModeI\SA03XC552 (Beta).r3d] Page 3
Company Infinigy Engineering, PLLC Sept 21, 2018
Designer CIL 10:07 AM
IIIRISAJob Number 674-001 Checked By:
Model Name Edmonds (Beta)
Load Combinations (Continued)
66
De-san'ption
(0.9-0.2Sds) + 1.OE ..
So ...
Yesl-y-T7
P...
S...
BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac...
--T.-7
-F
67
(0.9-0.2Sds) + 1.OE.,Yesl
y
DLI.731
ELZ
-.5
JELX.866
68
(0.9-0.2Sds) + 1.OE ..Yes
Y
F�
DL
1.731
ELZ
-.866
ELX
.5
69
(0.9-0.2Sds) + 1.OE ..Yes
y
ID
.731
ELZ
-1
--
70
(0.9-0.2Sds + 1.OE .
Yes
y
DIL
.731
ELZ
-.866
ELX
-.5
7 1
(0.9-0.2Sds) + 1.OE.
Yes
Y
DL
DIL
.731
ELZ
-.5
ELX
-.8661
2
(0.9-0.2Sds) + 1.OE.
Yesi
y
.731
ELX,
-1
73
(0.9-0.2Sds) + 1.OE.jYesj
Y
DIL
QLI.73jjEL-4.866ELXj
.731
E
74
l(O.M.2Scls) + 1.OE.jYesj
--5
1
1
Enveloj)e Joint Reactions
Anin+ Y nhi I r- v nhi 1 r- 7 nhi i r NAY rIK-ffI I r, Uv nh-f+l i r RA7 rm-fn 1 r
1
N93
max
141.0�5
11
619.66---l-O
330.937
10
74
0
74
0
-f4
-2
min
-142.213
5
-375.18
16
-220.84
16
0
1
0
1
0
1
3
N94
max
140.998
23
831.645
7
426.693
6
0
74
0
74
0
74
-4
min
-145.343
5
-384.643
_Z5
-209.912
24
0
1
0
1
0
1
5
N95
max
74.026
5
1503.885
10
193.738
12
0
74
0
74
0
74
-6
min
-71.585
23
-880.561
16
-154.094
18
0
1 1
0
1
0
1
7
N96
max
65.526
16
1938.065
6
201.245
4
0
74
0
74
0
74 1
8
min
-71.855
j-0-
-795.743
24
-126.195
0
1-
0
1
9
N97
max
76.227
16
208.569
17
375.451
1
15
0
74
0
74
0
�74
10
min
-78,783
10
-283.64
11
-494.21
9
0
1
0
1
0
1
11
N98
max
66.675
17,
154.986
24
440.034
25
0
74
0
74
0
174
12
min
-70.406
11
-375.276
6
-671.313
7
0
1
0
1
0
1
13
N99
max.
65.848
5
467.713
2
333.313
14
0
74
0
174
0
174
14
min
-64.168
23
-394,183
20
-354.87
8
0
1
0
1
15
N100
max
91.14
6
672.898
2
469.95
14
0
74
0
74
0
74
16
min
-82.746
123,
-563.36
120
-4 9.331
0
-0
-0
1
17
N101
max
9.11
113
497.264
2
339.319
14
O�
74
1
0
0
74
1
0
0
74
1
18
min
-5.631
119
-441.411
120
-354.63
8
l�
19
N102
max
13.277
20
706.264 1_2
478-092
14
0
74
0
74
0
74
20
min
-15.465
2
-651.896
120
-504.01
8
0
1 1
0
1
0
1
21
N103
.422
8
126.056
2
0
74
0
74
0
74
22
min
-20.501
2
-12.2 4
14
-126.096
8
0
1
0
1
0
1
23
N104
max
26.138
2
53.447
8
174.592
14
0
74
0
74
0
74
24
min
.416
20
-24.557
14
-176.207
8
0
1
0
1
0
1
25
N104A
max
784.741
16
774.673
11
307.587
11
0
74
0
74
0
74
26
min
-951.36
10
-694.202
-305.516
5
0
1
0
1
0
1
27
N102A
max
941.918
6
762.752
-17-
5
306.238
5
0
74
0
74
0
74
28 ----
29
N103A
min.
-768.118
24
-697.185
23
-306.62
11
0
0
1
74
0
1
0
1
max
97.855
5
46.516
37
31.816
14
0
74
0
74
min
-73.07
23
_A�,8_3a_
18
-31.827
20
0
1
0
1
0
1
31
N105A
max
80.444
18
46.619
30
34.5411
14
0
74
0
74
0
74
32
min
-100.938
11
6.62
23
-34.552
20
--0
1
0
1
0
1
33
Totals:
max
1912036
17
2522.775
36
2858.799
2
34
min,-191
I
Envelope AISC 14th(360-10): LRFD Steel Code Checks
KA--K- Qk- f'-A- i -r;�i I f, ck- i -r;�i n;, i t� s,;*D- r rlkl�6;*KA. .. .6:*&A.
1
--M!3,-A2.5xZ5x
.912
M:C88
11
.150
7.125
29192.41872.574
1252.817
11--.1
1-12�-
2
M3
L2.5x2.5x3
0
1 5
.128
08.542
8
872.57
H -1
3
M2
I L2.5x2.5x3
.805
0
1 11
.093
0
_7
z
6
_9650.785129192.4
9650.785129192.4
872.571
919.959
.7
1-12-11
&
-4
M I
L2.5x2,5x3
.708
0
1 11
1
Z*
19.708
6393.841129192.4
872.574
1971.834...
H -
5
M12 -1�
�.5x2.5x�3-..
.704
38.8131
3
473
81
_11
v
R
-
q?10 791
r-0190
110(
�--
�Hl-lb
RISA-31D Version 17.0.0 [WA ... \ ... \ ... \ ... \ ... \ ... \SA Rerun 7-23-18\Model\SA03XC552 (Beta).r3d) Page 4
Company Infinigy Engineering, PLLC Sept 21, 2018
Designer CL 10:07 AM
111RISAJob Number 674-001 Checked By:
Model Name Edmonds (Beta)
Envelope AISC 14th(360-10): LRFD Steel Code Checks (Continued)
KA k Ch.- r,�A. 1 ^^r-1 I el ch.- i -ri�i r"%;, i e, �Ki-p- r flkl.ki*KA� u ki-kAn , rk r-nn
M5
1-2.5x2.5x3
.387
0
1
F-vT
-
6
5131.168
291 2.4
872.574
1770.481
2.
H2-1
-6
7
M4
L2.5x2.5x3
.367
0
12 1
.415
1 1
z Ill
5131.168
29192.4
872.574
1835.368
2 ...
H2-11
M10
L2.5x2.5x3
.366
51.563
2
.007
0
z
4824.9
2qlq9 4
872.574
1416.794
1 ...
H2-11
-8
9
MP5
PIPE 2.0
.283
30.063
5
.033
78
5
19360.206
32130
1871.625
1871.625
2...
Hl-lb
10
VIP4
PIPE 2.0
.271
30.063
5
.031
7R
-15
19360.206
32130
1871.625
1871.625
2 ...
Hl-lb
11
Mll
L2.5x2.5x3
.263
51.563
2
.006
0
v
814824.9
29192.4
872.574
1416.794
1 ...
H2-11
12
MP3-
PIPE 2.0
.247
30.063
5
.029
78
11.19360.206
32130
1871.625
1871.625
2 ...
Hl-lb
13
MP6
PIPE 2.5
.209
41.25
1 8
.043
42.188
8
32005.271
50715
3596.25
3596.25
2 ...
Hl-lb
14
MP7
PIPE 2.0
.173
30.063
42
.033
LO�-
8
19360.206,
32130
1871.625
1871.625
2 ...
Hl-lb
15
MP2
PIPE 2.0-
.164
78
5
.021
78
4
19360.206
32130
1871.625
1871.625
2 ...
Hl-lb
16
MP1
PIPE 2.0
.115
W.M
2
.055
0.0631
18
19360.206
32130
1871.625
1871.625
2 ...
Hl-lb
17
M9
L2.5x2.5x3
.113
49.5
7
.004
99
v
13
4824.9
29192.4
872.574
1416.794
1 ...
H2-11
18
M7
L2.5x2.5x3
.098
43
8
.004
0
y
8
6393-841
29192.4
872.574.1492.043
1 ...
H2-11
19
M8
L2.5x2.5x3
.098
43
1 2
.004
1
8
6393.841129192.4
872.57411492.043
Il...
H2-11
20
M6 ..
L2.5x2.5x3.
.035
0
1 13
1 .010
- _
6393.841129199
A
872.57411908.069
3...
H2-11
RISA-31D Version 17.0.0 [WA ... \ ... \ ... \ ... \ ... \ ... \SA Rerun 7-23-l8\ModeI\SA03XC552 (Beta).r3d] Page 5
N61 N65
N60A
N25
to 8 N67
N34
8
76
kig N68
N60 72 cli 79 'N64
N6 70 2 75 7
73
71 1
69
N65A
N62
Envelope Only Solution
Infinigy Engineering, PLLC Gamma Mount (Wireframe)
CL Edmonds Sept 21, 2018 at 10:08 AM
674-001 SA03XC552 (Gamma).r3d
Envelope Only Solution
Infinigy Engineering, PLLC
CL
674-001
Edmonds
Gamma Mount (Rendered)
Sept 21, 2018 at 10:08 AM
SA03XC552 (Gamma)Ad
Site Name:
SE03XC552
Client:
M07
Carrier:
Sprint
Engineer:
CIL
Date:
9/21/2018
Site Information Inputs:
Adopted Building Code:
2015 IBC
Structure Load Standard:
ASCE 7-10
Antenna Load Standard:
ASCE 7-10
Structure Risk Category:
Il
Structure Type:
Rooftop
Number of Sectors:
Structure Shape 1:
Rooftop Inputs:
Rooftop Wind Speed -Up?:
Wind Loading Inputs:
Design Wind Velocity; 110 mph (ultimate 3-second gust)
Wind Centerline I (zj: 40.0 ft
Side Face Angle (9): 60 degrees
Exposure Category: C
Topographic Category: 1
Ice Loading Inputs:
Is Ice Loading Needed?:F---Yes
Ice Wind Velocity: 30 mph (ultimate 3-second gust)
Base Ice Thickness: �.25_ln
Inaut Annurtenance Information and Load Placampritv
Wind with No Ice
q, (PSO
Gh
F ST (Psf)
27.48
0.8s
1 S2.21
INFINIGY9
FROM ZERO TO INFINIGY
tht Solutions are *nd 1*22 1
INFINIGY WIND LOAD CALCULATOR 3.0.2
Wind with Ice
q, (PSO
Gh
Fsr (psf)
2.04
0.85
1 S.08
Appurtenance Name
2500,MHz Antenna
Samsung RFD01F-26A
Site NameJ SE03XC552
Client,,
arri .
C er.
Engineer:
Date:
Site
Adopted Building Code:
Structure Load Standard:
Antenna Load Standard:
Structure Risk Category:
Site Class:
Structure Type:
Number of Sectors:
MD7
Sprint
CL
Li
9/21/2 018
Information Inpu
2015 IBC
ASCE 7-10
ASCE 7-10
11
D - Stiff Soil
Rooftop
Seismic Loading Inputs
S,:
1.270 9
SI:
0.498 9
Average Roof Height:
36.0 ft
ap:
1.0
Rp:
2.5
00:
1.0
F.:
1000
F :
S, :HNg
9
SD1:
Input Aovurtenance Information and Load Placements:
INFINIGY8
FROM ZERO TO INFINIGY
the soluffans are endless I
INFINIGY SEISMIC LOAD CALCULATOR 3.0.2
Appurtenance Name
Attachment
Elevation (ft)
Total
Quantity
Front
Shape
Side
Shape
Weight
(Ibs)
Fv Max
(lb)
Fp Min
(lb)
Fp Design
(lb)
Fz (I bs)
Fx lbs)
Commscope NNVV-65C-R4
40.0
1.0
Flat
Flat
99.20
134.38
25.20
43.30
43.30
43.30
2500 MHz Antenna
40.0
1.0
Flat
Flat
36.40
49.31
9.25
15.89
15.89
15,89
4' Panels (Other Carriers)
40.0
2.0
Flat
Flat
40.00
54.19
10.16
17.46
17.46
17.46
4' Panels (Other Carriers)
40.0
2.0
Flat
Flat
50.150
67.73
12.70
21.83
21.83
21.83
4' Panels (Other Carriers)
40.0
2.0
Flat
Flat
50.00
67.73
12.70
21.83
21.83
21.83
S' Panels (Other Carriers)
40.0
2.0
Flat
Flat
60.00
81.28
15.24
26.19
26.19
26.19
1900 MHz RRH
40.0
1.0
Flat
Flat
59.50
90.60
15.11
25.97
25.97
25.97
RFS FIM800CAB-X
40.0
1.0
Flat
Flat
53.00
71.80
13.46
23.13
23.13
23.13
Samsung RFD01F-26A
40.0
1.0
Flat
Flat
48.50
65.70
12.32
21.17
21.17
21.17
2500 MHz RRH
40.0
1.0
Flat
Flat
59.50
80.60
15.11
25.97
25.97
25.97
OVP Box
40.0
1.0
Flat
Flat
32.00
1 43.35
8.13
13.97
13.97
13.97
Company Infinigy Engineering, PLLC Sept2l,2018
Designer CL 10:09 AM
111RISAJob Number 674-001 Checked By:
Model Name Edmonds
Member Primary Data
LahAl I Joint J Joint K Joint RotaWdAnl Sartion/Shanp TvnA Dpqinn t iqt MafArini r)pqinn Radp_q
1
Mi
N2
N1
276
Angle —
Beam
Single An-gle
A36 Gr.36
T
�Dical
M2
N1
N12
Vert Anale
Column
Single Angle
A36 Gr.36
jypiCal
-2
3
M3
N2
N11
270
Vert Angle
Column
Sinale An-gle
A36 Gr.36
Typical
-4
M4
N1
N4
270
Angle
Beam
Single Angle
A36 Gr.36
Typical
5
M5
N2
N3
Anale
Beam .
Sinale An le
A36 Gr.36
Typical
6
M6
N3
N4
--Angle
Beam
Single Angle
A36 Gr.36
Typical
7
M7
N8
N10
270
Angle
Beam
Anc Lle
A36 Gr.36
Typical
8
_M8 ____N5__
N6___
Angle
Beam
_$bgle
Single An_qle
A36 Gr.36
Typical
9
M9
N24
N59
Beam
Single Angle
A36 Gr.36
Typical
10
M10
N7
N23
270
c
Sin le AnqLe
A36 Gr.36
Typical
11
Mil
N9
N24
Diagonal Angle
VBrace
Sin le Angle
A36 Gr.36
Typical
12
M12
N32
N30
90
Mods Rail
Beam
Double Angle (_
A36 Gr.36
jypical
13
M13
N33
N31
Frame Rail
Beam
Single Angle
A36 Gr.36
TVr)iCal
14
M14
N15
N22
gle
VBracel
Single Angle
A36 Gr.36
Typical
15
MP2
N25
N29
Mount Pir)e
Column
Pipe
A53 Gr.B
Typical
16
M16
N26
N27
RIGID
None
None
RIGID_
17
M17
N28
N29
RIGID
None
None
RIGID
_Tvoical
Typical
18
MP3
N34
N38
Mount P�ipe 2
Column
PiDe
A53 Gr.B
Tvoical
19
M19
N35
N36
RIGID
None
None
RIGID
Tvoical
20
M20
N37
N38
RIGID
None
None
RIGID
Typical
21
M21
N39
N40
RIGID
None
None
RIGID
TvDical
22
M22
N42
N43
RIGID
None
None
RIGID
Typical
23
M23
N53
N51
Unistrut
None
None
A653 SS ...
Tyr)ical
24
M24
N54
N52
Unistrut
None
None
A653 SS ...
Typical
25
M25
N41
N47
90
Unistrut
None
None
A653 SS ...
Tyl)iCal.
26
M26
N44
N48
90
Unistrut
I None
None
A653 SS ...
....
TVDir-al
27
M27
N58
N57
Unistrut
None
None
A653 SS ...
Tvpical
28
MP1
N60A
N64A
Mount PiDe 2
Column,
PiDe
A53 Gr.B
Typical
29
M29
N61A
N62A
RIGID
None
None
T iGal
-30
M30
N63A
N64A
RIGID
None
___RIQIQL__
None
RIGID
.ypj__
Jypical
31
M31
N66
N67
90 ____51eeper
Beam
Rectangular
HF
T ical
YP
32
M32
N65A
N68
90
Sleeper
Beam
Rectangular
HF
TVDical
33
M33
N109
N111
90
Sleeper
Beam
Rectangular
HF
T�oical
34
M34
N110
N1 12
90
SleeDer
Beam
Rectangular
HF
jypical
35
M35
N117
N113
RIGID
None
None
RIGID
Typical
36
M36
N101
N103
RIGID
None
None
RIGID
Typical
37
M37
N119
N115
RIGID
None
None
RIGID
Tvoical
38
M38
N118
N114
RIGID
None
None
RIGID
Typical
39
M39
N102
N104
RIGID
None
None
RIGID
TvDical
40
M40
N120
N116
RI ID
None
None
RIGID
Typical
41
M41
N82
N92
RIGID
None
None
RIGID
Typical
42
M42
N84
N94
RIGID
None
None
RIGID
Ty I
pj�
43
M43
N86
N96
RIGID
None
None
RIGID
44
M44
N88
N98
RIGID
None
None
RIGID
Typi I_
45
M45
N90
N100
RIGID
None
None
RIGID
Tyr)ical
46
M46
N81
N91
RIGID
None
None
RIGID
_1D
TVDical
47
M47
N83
N93
RIGID
None
None
F�I_Q
T cal
48
M48
N85
N95
RIGID
None
None
RIGID
Typical
49
M49
N87
N97
RIGID
None
None
R
11
L �O
M50
N89
RIGID _1
None
None
R
III
RISA-3D Version 17.0.0 [W:\ ... \ ... \ ... \ ... \ ... \ ... \SA Rerun 7-23-18\Model\SA03XC552 (Gamma).r3d] Page 1
Company
Infinigy Engineering, PLLC Sept 21, 2018
111RISA1
Designer
CL 10:09 AM
Job Number
674-001 Checked By:
Model Name
Edmonds
Material Takeoff
RA�#-A�l Qi— Di---- i - - - 1A1-;-Ltn oi
1
General
2
RIGID
24
64
0
3
Total General
24
64
0
-4
5
Hot Rolled Steel
6
A36 Gr.36
L2.5x2.5x3
13
1241
317.1
A36 Gr.36
LL2.5x2.5x3xO
1
162
82.7
-7
8
A-53 Gr.6
PIPE 2.0
1
84
94.3
-9
A53 Gr.B
PIPE 2.5
2
168
76.7
10
Total HR Steel
17
1655
500.8
11
12
Cold Formed Steel
13
A653 SS Gr33
P1000 CFA
5
252
39.1
14
Total CF Steel
5
252
39.1
15
16
Wood
17
HF
4X8
4
3:8:4:��
197.4
18
Total Wood
4
84
1 197.4
Bask Load Cases
rd r' P.f-- Y V f-'—Ah, 7 0-;�# Mi�#Ak-#-A A--fKA- O—F—tn
1
Self Weight
9
-2
Wind Load AZI 000
WLZ
9
-3
Wind Load AZI 090
WLX
9
1
4
Ice Weight
OLI
9
30
5
Wind + Ice Load AZI ...
OL2
9
6
Wind + Ice Load AZI ...
OL3
9
1 7
1 Service Live 1
LL
8
Seismic Load AZI 000
ELZ
-.437
9
9
Seismic Load AZI 090
ELX
-.437
9
1()
BLC 2 Transient Area..
None
35
11
BLC 3 Transient Area..,
None
36
12
BLC 5 Transient Area..j
-None
35
F13
BLC 6 Transient Area..�
None
36
Load Combinations
f*1 .... iMi— Q� P Q
Illim-fammem',
NMI=
so
M
I FT11 C UMM, IS
RISA-3D Version 17.0.0 [WA ... \ ... \ ... \ ... \ ... \ ... \SA Rerun 7-23-18\Model\SA03XC552 (Gamma).r3d] Page 2
Company Infinigy Engineering, PLLC Sept 21, 2018
Designer CL 10:09 AM
IIIRISAJob Number 674-001 Checked By:
Model Name Edmonds
. Load Combinations Montinued)
DescriDtion
So ...
P...
S...
BLCFac..J3LCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac
18
0.91) + 1 W AZI 120
Yes
y
bL
.9 IW---
-.5
W...1.866
19
0.91) + 1W AZI 150
Yes
y
QL
.9
W...-.866W
... 1
.5
20
0.91) + 1 W AZI 180
Yes
y
bL
.9
W...
-1
1
21
0.91) + IW AZI 210
Yes
y
QL
.9-
Woos
-.866
W...
-.5
22
0.913 + 1W AZI 240
Yes
y
OL
.9
W...
-.5
W...-.866
23
0.913 + 1 W AZI 270
Yes
y
QL
.9
W...
-1
24
0.913 + 1W AZI 300
Yes
Y
DL
.9
W-o
.5
W...
-.866
25
0.9D + 1 W AZI 330
Yes
y
QL
.9
W....866W...
-.5
26
1.2D + 1.ODi
Yes
y
DL
1.2
X11
1
1
27
1.21) + 1.01)i + 1.0 ...
Yes
y
DL
1.2
X11
1
OL21
1
28
1.20 + 1.01)i + 1.0 ...
Yes
y
IDLI
1.2
X11
1
01-2.866
L3
.5
29
1.21) + I.ODI + 1.0 ...
Yes
y
QL
1.2
)L1
1
01-2
.5
01-3.866
30
1.21) + 1.01)i + 1.0 ...
Yes
Y
QL
1.2
X1
I
X3,
1
31
1.21) + 1.ODi + 1.0 ...
Yes
y
QL
1.2
X1
1
01-2
-.5
1-3.866
32
1.213 + I.ODi + 1.0 ...
Yes
Y
1.2
jLI
1
�U
-.866
3
.5
33
1.2D + 1.01)i + 1.0 ...
Yes,
Y
-QL
QL
1.2
101-1
1
01-2
-1
34
1.213 + 1.013i + 1.0 ...
Yesl
y
IDLI
1.2
01-1,
1
PI-2
-.866
L3
-.5
35
1.21) + I.ODI + 1.0 ...
Yes
y
QL
1.2
01-1
1
01-2
-.5
L3
-.866
36
1.2D + 1. i + 1.0 ...
Yes
y
OL
1.2
01-1
1
L3
-1
37
1.21) + 1.01)i + 1.0...
Yes
y
QL
1.2
01-1
1
01-2
.5
X3-.866,
38
1.2D + 1.01)i + 1.0...
Yes
y
DL
1.2
OLI
1
OL2�86601-3
-.5
1
39
1.21) + 1.51- + I.OW..,
Yes
y
QL
1.2
LL
1-.5-w....074
40
1.2b + 1.51- + I.OW..
Yes,
y
DL
1.2
ILL
1.5
W....064w....037
41
1.21) + 1.51- + 1.OW ...
Yes
I
IQL
1.2
1 LL
1.5 iw....037W....064
42
1.21) + 1.51- + 1.OW ...
Yes.
Y
DL
1.2
LL
1.5
W....074
43
1.21) + 1.51- + 1.0W.-
Yes
y
QL
1.2
ILL
1.5
W...
-.037
W...
.064
44
11.21) + 1.5 + 1.OW ...
Yes
Y
_
_DL
1.2
_LL
1.5
W...
-.064
W.-.1.0371
45
11.21) + 1.51- + 1.OW-
Yes
y
D L
DL.
1.2
LL
1.5
W ......
074
1
1
46
11.21) + 1.51- + 1.OW..
Yesl
Y
1.2
ILL
1.5
W ...
1-.064
W ...
1-.0371
47
1.21) + 1.51- + I.OW...
Yesl
Y
QL
ZL
1.2
ILL
ILL
1 .5
W...
-.037
W...
-*064
48
1.21) + 1.51- + I.OW ...
Yesl
Y
1,2
1,5
1
1
49
1.21) + 1.51- + I.Ow ...
Yesl
y
_
DL
1.2
1 LL
1.5
__W...-.0741
W....037W...-.064
- 50
1.2D+1.5 +I.OW-Yes_�L_D
L
15
W
.064A-..
)A L
51
(1.2+0.2Sds) + 1.0 ...
Yes
y
ELZ
1
52
(1.2+0.2Sds) + 1.0 ...
Yes
y
_aQ.36
IDL.1.36rELZ.866FLXI
.5
53
(1.2+0.2Sds) + 1.0 ...
Yes
y
QL
1.36
ELZ
.5
W1.866
54
(1.2+0.2Sds) + 1.0 ...
Yes
y
QL
1.369�
PLX
I
55
(1.2+0.2Sds) + 1.0 ...
Yes,
y
QL
1.369�ELZ
-.5
PLX.866
56
(1.2+0.2 ds) + 1.0 ...
Yes
y
QL-1.369,ELZ-.866W
.5
1
57
(1.2+0.2Sds) + 1.0 ...
Yes
y
QL
1.369.ELZ
-1
58
(1.2+0.2Sd ) + 1.0 ...
Yes
y
QL
1.369,ELZ-.866
LX
-.5
59
(1.2+0.2Sds) + 1.0 ...
Yes
y
DL
tLZ
5
LX
-.866
60
(1.2+0.2Sds) + 1.0...
Yes
y
1.36f
LX
71
61
(1.2+0.2Sds) + 1.0 ...
Yes,
y
QL
1.36f
ELZ
.5
.5
LX
LX
-.866
62
(1.2+0.2Sds)_+ 1.0 ...
Yesl
Y
QL
1.36f
EL44.866LX
-.5
63
(0.9-0.2Sds) + 1.OE..
Yesl
y
QL
.731
ELZ
1
1
1
(0.9-0.2S-ds) + 1.OE.
Yesl
y
DL
.731
ELZ.866
8661
LX
LX
.5
--64
65
(0.9-0.2Sds) + 1.OE .,
Yesl
y
QL
.731
ELZ
.5
LX
LX.866
66
(0.9-0.2Sd ) + 1.OE .
Yesl
y
QL
.731
LX
LX
1
67
(0.9-0.2Sds) + 1.OE .
Yes
y
IDL
.731
ELZ
5
-.5
LX
LX.866
68
(0.9-0.2Sds) + 1.OE .
Yes
y
QL
.731.EL4-.866
866
LX
LX
.5
69
(0.9-0.2Sds) + 1.OE .
Yes
y
QL
.731
ELZ
-1
1
-.70
(0.9-0.2Sds) + 1.OE ..Yes
y
QL
.731
ELZ-.866
LXI
-.5
1
(0.9-0.2Sds) + 1.OE ..Yes
y
QL
.731
ELZ
-.5
LX
-.866
2
(0.9-0.2Sds) + 1.OE.jYesj
�L_
DL
.731
-
LX
-1
73
(0.9-0.2Sds) + 1.OE.jYesj
Y
DL
.731
ELZ
.5
LX
-.866
74
_(R.9�2Sds) + 1.OE.jYesj
y
IDLI.73!tKg�
866
Lx
-. 5
RISA-3D Version 17.0.0 [WA ... \ ... \ ... \ ... \ ... \...\SA Rerun 7-23-18\ModeI\SA03XC552 (Garnma).r3d] Page 3
Company Infinigy Engineering, PLLC Sept 21, 2018
Designer CL 10:09 AM
111RISAJob Number 674-001 Checked By:
KCOMPAW Model Name Edmonds
Envelope Joint Reactions
W.f Y flhl I (I v nhi I (1 7 nhi I r, RAY m-fti I f, KAv nk-rm i r, AA7 ru-irm I f,
1
N71
max
59.743
6
1446.953
9
114.853
13
0
74
0
74
0
74
-2
min
-58.619
24
-495.492
15
-53.681
19
0
1
0
1
0
1
3
N72
max
44.236
4
867.099
6
121.282
3
0
74
0
74
0
74
-4
min
-42.963
22
-387.513
24
-90.991
21
0
1
0
1
0
1
5
N69
max
3.924
15
650.463.
9
282.379
9
0
74
0 174
0
.74
6
min 1
-5.68
-a
-280.657
15
-108.048
15
0
1
1 1
0
1
7
N77
max 1
16.11
13
595.984
2
407.219
14
0
74
0
174
0
74
8
min
-15.666
19
-537.465
20
-431.69
8
0
1
0
1
0
1
9
N75
max
89.528
16
561.935
2
394.877
14
0
74
0
74
0
74
10
min
-97.123
10
1 -458.401
20
-422.771
8
0
1
0
1
0
1
11
N70
max
27.317
12
412.976
7
177.634
6
0
74
0
74,
0
74
12
min
-25.166
18
-223.353
25
-97.549
241
0
1
0
0
1
13
N78
max
16.137
7
294.478
2
210.07
14
0
74
0
-1
74
0
74
14
min
-14.247
25
-230
20
-219.826
8
0
1
0
1
0
1
15
N76
max
1 72.298
6
274.918
2
208.49
14
0
74
0
74
0
74
16
min
-65.931
241-200.779
20
-224.486
8
0-
1
0
1
0
1
17
N107
718.883
5
162.093
6
75.756
1 4
0
74
0
74
1 0
74
18
rmax
min
-562.038
23
-68.853
24
-68.724
22
0
1
0
1
0
1
19
N74
max
80.619
5
117.362
24
276.254
25
0
74
0
74
0
74
20
min
-76.76
23
-159.122
6
-361.325
0
1
0
1
0
1
21
N105
max,
255.201
17
94.145
12
81.387
-.L-
24
0
74
0
74
0
1 74
22
min
-415.576
11
1 -43.724
18,
-87.005
6
0
1
0
1
0
1
23
N73
max
50.789
18
80.763
16
353.435
14
0
74
0
74
0
74
24
min
-54,751
12
-253,726
10
-539.994
8
0
1
0
1
0
1
25
N79
max
23.825
20
46.318
8
149.299
14
0
74
0
74
0
174
26
min
-27.383
2
-17.865
14
-150.448
8
0
1
0
1
0
1
27
N106
max
62.422
171
38.356
4
31.141
2
0
74
0
74
0
74
28
min,
-87.563
11
5.451
22
-31.101
-20
0
1
0
1
0
1
29
N108
max
97.22
4
35.769
11
1 35.107
14
0
74
0
741
0
74
30
min
-72.253
-22-
8,157
17
-35.164
0
1
0
1
0
31
N80
max
22.282
3
-2 -1
28.473
.101
8
jA-
80.359
- -
-6--
2
1
0
0
74
1
0
0
-
74
1
0
0
74
1
32
min
- 1 �-.�7C
33
Totals:
max
1445.081,
17
1941.631
33
2289.9581
14
34
1
in,-1445.081111
1822.219
.63
-2289.961
8
1
Envelope AISC 14th(360-10): LRFD Steel Code Checks
KA.-h., qh- r-1. i -rini I r QK-r I -r-1 nir I r mhi*O- r nki*Dnf r1k1mk;*KAn - �1,;*KA� , f�k C--
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51.905
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4207.193
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1-12-11
RISA-3D Version 17.0.0 [WA ... \ ... \ ... \ ... \ ... \ ... \SA Rerun 7-23-18\ModeI\SA03XC552 (Gamma).r3d] Page 4
Site Name: Edmonds
Site Number: SE03XC552
Lag Screw to Sleel2er ConnecUon Check
Total Reactions from RISA 3D (Global Coordinates)-
X:= 1912.036 IV
Y:= 2522.775 lbf
Z:= 2858.799 lbf
Check Total Shear/Tension Values -
Shear:= VX2 + Z2 = (3.439 - 103) lbf
Tension:= Y = (2.523 - 103) lbf
n:= 16
OV.:= 887 lbf
OT.:= 1070 lbf
Shear
OV,, = 0.242 okay
Tension
n - OTn _= 0.147 okay
Check Overturnong-
M.:=Shear- 70 in = (2.407-105) lbf -in
M.
T.:= - = (2.508 - 103) lbf
96 in
n:= 5
T.
n-OTn = 0.469 okay
INFINIGY8
Created with PTC Mathcad Express. See www.matlicad.com for more information.
Date:
Client
Carrier
Engineer:
Site:
Job #:
9/21/2018
MD7
Sprint
CL
SE03XC552
674-001
Sleeper to Deck
Code: LRFD
Axial: 1938.07 lbs
Shear: 982.84 lbs
Bolt Capacity (1/2" A307 Through Bolt), Total of (8) Per Sleeper to Deck Connection @24" o/c
Ult Load / Bolt Factored Load (�=0.75) # of Bolts Factor Joint Capacity
Axial (lb) 8460.01 6345.01 1 6345
Shear(lb) 5076.01 3807.01 1 3807
Interaction Check
T /�Tn
30.5%
V /#n
25.8%
:51.0
16.0%
OKI
SEP 2 6 2018
BUILDING
SPVWt Site M SE03XC552-A/69037
FIM AMENDMWM TO MUNICAMNS SITE LEASE
THIS FIRST AMENDMENT To COMMuNICATTONS SITE LEASE ("Amenchnent") is made
effective as of the 9 day of —RioDAft 20 01 ("Effective Date"), by and between Harbor Building
of Edmonds Two, -U—C, a Washington I= —fia�ility company, as successor in interest to Rio Petrol, Inc., a
Delaware Corporation, having a mailing address at 7825 10e Street Northeast, Marysville, WA 98271
C'Landlord") and Sprint Spectrum Realty Company L.P., a Delaware limited partnership, successor in interest
to Sprint Spectrum L.P-, a Delaware limited partnership ("Tenant).
BACKGROUND
Pursuant to a Communications Site Lease dated September 12, 1996 ("Agreement"), Landlord leased to
Tenant a certain portion of real property located at 100 2nd Avenue South, City of Edmonds, County of
Snohomish, Stab ofWA, as more particularly described in the Agreement ("Premises").
Landlord and Tenant desire to amend the Agreement as set forth herein. Words and phrases having a
defined meaning in the Agreement have the same respective meanings when used hefein unless otherwise
expressly stated.
AGMMENI
The parties agree as follows:
1. Term. Section 4 of the Agreement is amended by adding the following:
Notwithstanding anything set forth in Section 4 to the contrary, the current Term of this Agreement will
expire on January 31, 2012. Commencing on Fcbruary 1, 2012, the term of this Agreement ("New Initial
Term") is 5 years. The Agreement will be automatically renewed fbr up to . I additional term (a "Renewal
Tenn") of 5 years. The Renewal Tenn will be deemed automatically exercised without any action by either
party unless Tenanl gives written notice of its decision not tD exercise any option(s) to before expiration of the
then current term.
2. Renit. Section 3 of the Agreement is amended by adding the following:
Undlord initWs; Tenant inifiWs:
Sprint Site ED: SE03XC552-A/69037
3. Modification of Tenant's Obligation to Pay - Rent Guarantee Period.
Notwithstanding Tenants obligations tD pay Rent set forth under this Agreement� for a 24-month period
commencing on February 1, 2007 and ending January 31, 2009 ("Rent Guarantee period"), Tenant shall be
obligated to pay Rent due under the Agreement and such obligation will not be subject to early termination by
Tenan� unless such termination is due to (i) Landlord's lack of proper ownership of the Premises; (ii)
Landlord's lack of authority to enter into this Agreement; (iii) Landlord's breach of any of the terms and
conditions of this Agreement; or (iv) the premises being rendered inoperable due to an event beyond the
remnable contiol of Tenant including, but not I M'ted to eminent domain, condemnation, acts of God or
criminal acts, in which event Tenant will have the authority to exercise its termination rights during the Rent
Guarantee Period and the Rent Guarantee Period will no longer apply and no guaranteed Rent will be owed.
4. Notices. Section 22 of the Agreement is amended by deleting the entire provision and
substituting the following provision in its p1we:
"All notices, requests, demands Or Other communications with respect to this Agreement, whether or not
herein expressly provided for, must be in writing and will be deemed to have been delivered either five (5)
business days after being mailed by United States first-class certified or registered mafl, posuge prepaid, return
receipt rNuested; or the next business day after beingdeposited with an overnight courier service fDr next -day
delivery to the parties at the following addresses (the addresses may be changed by either party by giving
written notice):
Landlord: Harbor Building of Edmonds Two, LLC
7825 1 Oe Street Northeast
Marysville, WA 98271L
Tenant: Sprint Spectrum Realty Company L.P.
Sprint Nextel Property Services
Site ID SE03XC552-A
Mailstop KSOPHT0101-Z2650
6391 Sprint Parkway
Overiand Park, KS 66251-2630
with a copy to: Sprint Nextel Law Department
Attn: Real Estate Attorney
Mailstop KSOPHT0101-Z2020
6391 Sprint Parkway
Overland Park, KS 66251-202(Y'
5. Additional Terms and Conditions to this Amendment This Amendment incorporates all the
provisions set forth in Schedule 1, attwhed hereto.
6. Reaffirmation; ]Intention to be Bound. Except as provided in this Amendment, each and every
term, condition and agreement contained in the Agreement will main in f 11 force and cff t. e p cs
re u cc Th arti
reaffiffn that the representations and warranties made by each of the parties in the Agreement arc true and
accurate as of theYMecitive Date. The parties executing this Amendment, on behalf of themselves, their assigns
Landlord initials: Taffm inwaisj(EY
2
Sprint Site IUD: SE03XCS52-A/69037
and successors, acknowledge and reaffirm their intention to be bound by the terms and conditions of the
Agreement.
The parties have caused this Amendment to
be executed as of the Effective Date.
LANDLORD: TENANT.
Harbor Building of Edmonds Two, LLC, a
Washington limited liability company
By:
Printed
Title:
Date:
Lanfflord initials.
Sprint Spectrum Realty Company L.P., a
Delaware limited partnership
By:
Printed Name:
Dan BultuyWitir—
Title: Site Development Manager
T=nt initials:-
3
Sprint Site M: SE03XC552-A/69037
SCHEDULEI
TO
FIRST AMENDMENT TO COMIMNICATIONS SITE LEASE
Additional Lease Terms and Conditions
The Agreement is amended to include the following terms and conditions:
1. Exognsion of EsIr_mitted YA on Exisfin Legge Syace: Subject to Landlord,s consent which
shall not be unreasonably withheld, Landlord hereby grants Tenant the right to modify, supplement, upgrade,
replace, remove, reffirbish, relocate or expand the equipment related to the Communicaflons Site at no
additional cost, including without limitation the antenna tower or pole and foundation, utility fines, transmission
lines, an air conditioned equipment shefter(s), electronic equipment, antennas, coax, microwave dishes, a power
generator and generator pad, and supporting equipment, within the leased Premises, at any time during the
term of this Agreenient, and shall cooperate with Tenant in all respects in connection with the foregoing.
Tenant may operate each Communications Site at any frequency for which it has all requisite permit&
2. Expanlion of Lease Snace at Prem Subject to Landlord's consent which shall not be
unreasonably withheld, Landlord hereby WU& Tenant the right, to the extent practicable and on a space
available basis, to enlarge the Premises or to make space available on the Property for Tenant so that Tenant
may implement any necessary modifications, supplements, replacements, refurbishments or aqwaisions to the
Communications Site or to any equipment related thereto, or for any other reasons, as determined by Tenant in
its sole discretion. In the event Tenant requires an additional portion of the premises (the "Additional
Premises") for such modification or upgrade, agrees to lease to Tenant the Additional Premises at a pre-
established rate of $3.00 per square foot per month. Upon coinmencement of the lease by Tenant of the
Additional Premises, the rent for the Additional Premises shall be subject to increase in accordance with
Section 3 of the Agreement as amended herein. Landlord agrees to take such actions and enter into and deliver
to Tenant such documents as Tenant reasonably requests in order to effect and memorialize the lease of the
Additional Premises to Tenant
Landlord initials/-`_—�_�
4
Tenant initials: Y-
RECORDING REQUESTED BY:
WHEN RECORDED ALAIL TO:
Sprint Spectrum Realty Company L.P.
Sprint Nextel Property Services
Site ID SE03XC552-A
Mailstop KSOPHT0101-Z2650
6391 Sprint Parkway
Overland Park, KS 66251-2650
Sprint Site 111): SE03XC552-A/69037
3ace above this fine for Recorder's use'
ATTACHAffM 1
TO
FIRST ANIENDMENT TO CON51UNICATIONs SITE LEASE
ME.MORANDUM OF A-WkWENT TO COMONICATIONS SITE LEASE
TFUS MEEMORANDUM OF AMENDMENT TO COMMUNICATIONS SITE LEASE ("Amended
Memorandum'), by Harbor Building of Edmonds Two, LLC, a Washington limited liability company, as
successor in interest to Rio Petrol, Inc., ("Landlord") and Sprint Spectrum Realty Company L.P., a Delaware
limited partnership, successor in interest to Sprint Spectrum L.P., a Delaware limited partnership C'Tenant"),
evidences that the lease made and entered into by written Communications Site Lease between Landlord and
Tenant, dated September 12, 1996 (PAgreement'j, has been amended by written agreement between the parties
(the "Amendment"). Tenants records reflect that a Memorandum of Agreement has not been filed of record
and that Tenant has made no other public filings regarding the above -referenced Premises ("Premises"). In the
event that any filings of record made by Tenant are discovered that encumber your title to the PreWses, Tenant
agrees to cooperate in taking actions necessary to remove the encumbrance.
The Amendment provides in part that Landlord leases to Tenant certain real property owned by
Landlord and located at 100 2nd Avenue South, City of Edmonck C"xty of Snohomish, Stale of WA, together with
11011-exclusive utility and access casements (the "Premises"). The Amendment grants Tenant the option to
extend the Agreement fbr one (1) additional sixty (60) month term after the wMiration, of the new initial sixty
(60) month term which commenced on February 1, 2012.
initials:
SIGNATURES ON FOLLOWING PAGE
5
Tenant inftjals--,
Sprint Site ID- SEMCS-52-A/69037
IN WYfNESS WHEREOF, the parties have executed this Amended Memorandum as of the day and year
indicated below.
LANDLORD: TENANT:
Harbor Building of Edmonds Two, LLC, a Sprint Spectrum Realty Company L-P., a Delaware
Washington limited liability company limited partnershi
IP
By: �2
Vd 4t
Printed Name: Printed Name:
I - ell I Site beveiopment Ma�ager
Tiflc: M—L-,--AA tz�� Title: Gan
Date: ID -7 Date -
Landlord initials- Tenant initials:
6
SPriRt Site ED: SE03XC552-A/69037
LANDLORDNOTARYBLOCK
STATE OF W6,,�
COUNTYOF
ne foregoing instrument was (choose one) 1
7 Elattested ar-Oacknowledged before me this7 1 day of
20D(,by __Otj,�S I kn7,�,bcA�ner or agent on behalf of Harbor
Building of Edmonai—Two, LCC—,a Wa4lig—ton limited liability oompan�.
In witness whereof I hereunto
00"I SOMM
W
MY FApMpWa*rwV bphn Der- 1. 2W?
TENANT NOTARY BLOCK
STATE OF KANSAS
)ss.
COUNTY OF joHNsON
Acknowl&ipTiatt by C;oporation
PUMMt to Uniform AcknowledMent Act
set my hand official seal.
NOTARY PUBLIC
The foregoing instrulment was acknowledged before me this day of R 2 by
.Dan Butterworth om " w on
_..on behalf of Sprint Spectirm Realty C pa�qyLaDela are
litnited partnershiFte D-e-v-Wpmet it MaftW1
In witness whereof I hereunto set my hand and official seal.
Landlord initials--e
—4AAY P A�UB L I C
7 '
Z7 NG
J07N
otary Public, Staie of Kansas
AAyAp Intrnent Expires
PLANS PREPARED FOR:
Sprint jis
RIE-ViSPOK
AUG 13 201b
IIUILDI�G DEPARTMENT
CM OF ECUONDS
SITE NUMBER: SE03XC552 ADDRESS: 100 2ND AVENUE SOUTH
SITE NAME: EDMONDS EDMONDS WA 98020
SITE TYPE: ROOFTOP COUNTY: SNOHOMIN
RAD CENTEH: 36 1-011 JURISDICTION: CITY OF EDMONDS
PROJECT SUMMARY:
SITE ADDRESS:
100 2ND AVE SOUTH
EDMONDS . WA 98020
PROPERTY OWNER.
RASSHB LLC
3727 S 194TH ST.
SEATAC. WA same
APPLICANT.
SPRINT
15395 S.E. 30TH PLACE
BELLEVUE. WASHINGTON 98007
REPRESENTATME:
KEVIN FOY (206) 427-5056
BUILDING SUMMARY:
OCCUPANCY CLASSIFICATION:
T.B.D.
TYPE OF CONSTRUCTION;
UNSTAFFED TELECOMM FACILITY
ZONING;
BC
AREA OF CONSTRUCTION:
NO INCREASE AT THIS TIME
ASSESSORS PARCEL NUMBER:
00454800200901
LATITUDE
47 * 8117W / 47" 48' 42.149' IN
LONGITUDE.'
-122.381023* / 12Z 22' 51.682' W
CONSULTING TEAM:
ARCHITECTURAL & ENGINEERING:
INFINIGY ENGINEERING
50 116TH AVENUE SE, SUITE 210
BELLEVUE. WASHINGTON 9SOD4
EMAIL clips0infinigy.cm
CONTACT: CHRIS UPS
SITE ADOUSITION:
MD7
10590 W. OCEAN AIR DRIVE. SUITE 300
SAN DIEGO. CALIFORNIA 92130
PHONE: (S58) 291-1910
CONTACT: LYNDSAY VANDREA
ZONING:
MD7
10590 W. OCEAN AIR GRIME. SUITE 300
SAN DIEGO, CALIFORNIA 92130
PHONE: (855) 291-191 0
CONTACT: LYNDSAY VANDREA
SHEETINDEX:
SHEET:
DESCRIPTION:
T_ i
TITLE SHEET
T-2
SPECIFICATIONS & NOTES
A-1
OVERALL SITE PLAN
A-2
ENLARGED SITE PLAN
A-3
ELEVATIONS
A-4
ANTENNA PLANS & RF SCHEDULE
A-5
ANTENNA PLANS
A-6
EOU!PMENT DETAILS
A-7
EOUPMENT DETAILS
S:1
STRUCTURAL TITLE SHEET
S 2
STRUCTURAL GENERAL NOTES
S _ 3
STRUCTURAL SITE PLAN
S - 4
STRUCTURAL MOUNT MODIFICATION
G-1
GROUNDING PLAN & SINGLE-UNE DIAGRAM
PROJECT DESCRIPTION
SPRINT PROPOSES TO MODIFY AN EXISTING SITE AS FOLLOWS;
REMOVE (3) E)OSTING 1900 MH. PANEL ANTENNAS
:NSTALL (3) NEW DUAL BAND PANEL ANTENNAS
NSTALL (3) NEW 800 MH. RRU. & (3) NEW EDO IAH� FILTERS
THESE PLANS RAVE BEEN DEVELOPED FOR THE MODIFICATION OF AN EXISTING
UNMANNED TELECOMMUNICATI ONS FACILITY OWNED OR ' FAZrn BY SPRINT IN
ACCORDANCE WITH THE SCOPE OF WORK PROVIDED BY SPRINT. INFINIGY HAS
INCORPORATED THIS SCOPE OF WORK IN THE PLANS. THESE PLANS ARE NOT
FOR CONSTRUCTION UNLESS ACCOMPANIED BY A PASSING STRUCTURAL STABILITY
ANALYSIS PREPARED BY A LICENSED STRUCTURAL ENGINEER. STRUCTURAL
ANALYSIS MUST INCLUDE BOTH TOWER AND MOUNT.
APPROVALS:
THE FOLLOWING PARTIES HEREBY APPROVE AND ACCEPT THESE DOCUMENTS AND
AUTHORIZE THE CONTRACTOR TO PROCEED WITH THE CONSTRUCTION DESCRIBED
HEREIN. ALL CONSTRUCTION DOCUMENTS ARE SUBUECT M REVIEW BY THE LOCAL
BUILDING DEPARTMENT AND ANY CHANGES AND MODIFICATIONS THEY MAY IMPOSE -
PRINT N"E SIGNATURE DATE
PROQ. MANAGER
CONST. PU.
RF ENGINEER
Srrr ACO. REP.
PLAN. CONSULTANT
PROP. OWNER
SPRINT REP.
P u g e
Puget OF
Maplewood Parl
S o it n d, C3 -Maplewood
Ve7 Park
�2
z
Edmonds _40
Underwater ParR Z
_z 0
P, 4) -z
--------------- ---
Grand Codroy
SIB C L
TE
Daley St
Spregue-St_
orpic
T..PckNh./
G2
.4,,S%gdmonds E Bell St
<
Main St -
Dayton St
Yost Park
!C:
Yost Park
i2l Maple St
C14
00:
-Alder St-
-
Edmond&Marshl�
Walnut St
M.i..
+-Marina Beach
E
=)r Cedar St
>
Spruce St
Beach,
104
Pari�.
(D
DO
_0 Pine St
'�ine St
— —
------ ===<6,e' St�
-->-
Makah
j)
<
;U
CL
<>
<0
<1
1>v
CIL
<
<
Elm 5
4 Woodway
220th St SW
Wells Point North Beach
APPLICABLE CODES: IIIIIIIIiIIJUN �_ 0
ALL WORK SHALI_ BE PERFORMED AND MATERIALS INSTALLED IN ACCORDANCE
WITH THE CURRENT EDITIONS OF THE FOLLOWING CODES AS ADOPTED BY
THE LOCAL GOVERNING AUTHORITIES. NOTHING IN THESE PLANS IS TO BE
CONSTRUED TO PERMIT WORK NOT CONFORMING TO THESE CODES.
1. 2015 INTERNATIONAL BUILDING CODE - WAC 51-50
2. 20 15 �NTERNATIONAL FMIECHANICAL CODE - WAD 51-52
3. 20 5 NTERNATIONAL RE CODE WAD 51-54A
4. 2015 UNIFORM PLUMBING CODE WAD 5 1 -56
5. 2017 NATIONAL ELECTRIC CODE
6. 2015 INTERNATIONAL FUEL GAS CODE
7. =5 WASHINGTON STATE ENERGY CODE - WAD 51-IIC
S. TLA-EIA-222-G OR LATEST EDITION
9 FPA 780 - LIGHTNING PROTECTION CODE
16. N'ATIONAL OR LOCAL APPLICABLE CODES. MOST RECENT EDITIONS
11. LOCAL AMENDMENTS TO THE ABOVE. WHERE APPLICABLE
1 2 , CITY/OOUNTY ORDINANCES
13' U FE SAFETY CODE NFPA-101
14, ANY OTHER NATIONAL OR LOCAL APPLICABLE CODES. MOST RECENT EDITION
I- AUG 13 2019
2.
BVILDING DEPARTMENT
CrrY OF EDMON[a
RECEIVED
room
01100
Know what's below.
Call before you dig.
www.col]81l.com
AUG 13 2019
BUILDING
Sprint _�)A
1539 5 SE 30TH PL
BELLEVUE, WASHINGTON 98007
- PLANS PREPARED BY:
INFINIGY8
FROM ZERO TO INFINIGY
the solutions are endless
50 116TH AVENUE SE, SUITE 210
BELLEVUE. WASHINGTON 98DO4
JOB NUMBER 674-001
mc17.
- ENGINEERING LICENSE:
09-24-18
- DRAWING NOTICE —
THESE DOCUMENTS ARE CONFIDENTIAL AND
ARE THE SOLE PROPERTY OF SPRINT AND MAY
NOT BE REPRODUCED, DISSEMINATED OR
REDISTR BUTED WITHOUT THE EXPRESS
I k
WRITTEN CONSENT OF SPRINT.
F REVISIONS:
DESCRIPTION ATET.-, TR E,,]
1 EN 2E2!S2tHE2c_Tj2t !Ell."
. FOR c.NSTRUET ON , /j!
REIME . I
I ISSUED FOR CONSTRUCTION 1 (14/17/18 1 EIT 1 0 1
r SITE NAIVE: —
EDMONDS
SPRINT SITE #: —
SITE ADDRESS: SE03XC552
100 2ND AVENUE SOUTH
EDMONDS, WA 98020
SHEET DESCRIPTION.
TITLE SIMET
[ SHEET NUMBER:
10AIDIR-
PLANS PREPARED FOR.
I GENERAL SPECIFICATIONS I PAINTING NOTES & SPECIFICATIONS I STRUCTURAL SPECIFICATIONS I
1. THE LATEST EDITION OF THE AMERICAN INSTITUTE OF ARCHITECTS DOCUMENT
A201 *GENERAL CONDITIONS OF THE CONTRACT FOR CONSTRUCTION ' ARE
INCLUDED IN THESE SPECIFICATIONS AS IF COMPLETELY REPRODUCED HEREIN.
2. THIS FACILITY IS AN UNOCCUPIED PCS TELECOMMUNICATIONS SITE AND IS
EXEMPT FROM ADA ACCESS REQUIREMENTS.
PRIOR TO SUBMISSION OF BIOS, THE CONTRACTORS PARTICIPATING SHALL
VISIT THE JOB SITE WITH THE CONSTRUCTION AND CONTRACT DOCUMENTS TO
CONFIRM THAT THE PROJECT CAN BE ACCOMPLISHED AS DESIGNED HEREIN,
AS WELL AS TO FAMILIARIZE THEMSELVES WITH ALL FIELD CONDITIONS
AFFECTING THE PROPOSED PROJECT INCLUDING DEMOLITION, ELECTRICAL,
MECHANICAL AND STRUCTURAL INSTALLATIONS PRIOR TO PROCEEDING WITH
CONSTRUCTION. SHOULD ANY ERRORS, OMISSION, OR DISCREPANCIES BE
FOUND, THE GENERAL CONTRACTOR $HALL IMMEDMITELY NOTIFY IN WRITING,
THE SPRINT CONSTRUCTION MANAGER AND THE ARCHITECT.
4. IN THE EVENT OF DISCREPANCIES WITHIN THESE DRAWINGS THE CONTRACTOR
SHALL INCLUDE THE MORE COSTLY OR EXTENSIVE WORK IA THE BID, UNLESS
SPECIFICALLY DIRECTED OTHERWISE BY SPRINT. IF A DISCREPANCY EXISTS
AND THE PROJECT MANAGER AND ARCHITECT ARE NOT NOTIFIED, THE
GENERAL CONTRACTOR SHALL BE HELD RESPONSIBLE FOR ALL COSTS
INCURRED TO REPAIR OR CORRECT ALL PROBLEMS THAT RESULT.
5. THESE DRAWINGS SHALL NOT BE SCALED AS THESE DRAWINGS AIRE INTENDED
To BE FOR DIAGRAMMATIC PURPOSES ONLY. FIGURED DIMENSIONS HAVE
PRECEDENCE OVER DRAWING SCALE AND DETAIL DRAWINGS HAVE
PRECEDENCE OVER SMALL SCALE DRAWINGS. CONTRACTOR SHALL CHECK THE
ACCURACY OF ALL DIME SIONS IN THE FIELD. UNLESS SPECIFICALLY NOTED.
Do NOT FABRICATE ANY MATERIALS. OR BEGIN ANY CONSTRUCTION UNTIL THE
ACCURACY OF DRAWING DIMENSIONS HAS BEEN vEFI AGAINST ACTUAL
FIELD DIMENSIONS.
& THE CONTRACTOR SKILL INCLUDE IN HIS OR HER BID ALL MATERIALS.
EQUI PMENT. APPURTENANCES AND LABOR NECESSARY TO COMPLETE THE
WORK AS INDICATED OR IMPLIED BY THESE DRAWINGS.
7. CON RACTOR SHALL NOTIFY THE SPRINT CONSTRUCTION MANAGER. THE
PROPERTY OWNER AND THE ARCHITECT IF ANY DETAILS ARE CONSIDERED
IMPRACTICAL, UNSUITABLE, UNSAFE. NOT WATERPROOF. OR NOT WITHIN
CUSTOMARY TRADE PRACTICE. IF WORK IS PERFORMED. IT WILL BE
ASSUMED THAT THERE IS NO OBJECTION TO ANY DETAIL DETAILS ARE
INTENDED TO SHOW THE END RESULT OF THE DESIGN. MINOR
MODIFICATIONS MAY BE REQUIRED TO SUIT JOB CONDITIONS. AND SHALL
BE INCLUDED AS PART OF THE WORK.
8. EXISTING ELEVATIONS AND LOCATIONS SHALL BE VERIFIED BY THE
CONTRACTOR BEFORE CONSTRUCTION. IF THEY DIFFER FROM THOSE SHOWN
ON T E PLANS, THE CONTRACTOR SHALL NOTIFY THE SPRINT CONSTRUCTION
MANA ER AND THE ARCHITECT SO THAT MODIFICATIONS CAN
BE MADE BEFORE PROCEEDING WITH THE WORK.
9. THE CONTRACTOR SHALL VERIFY ALL TELEPHONE & RADIO EQUIPMENT
LAYOUTS
WITH S ,SPECIFICATIONS. PERFORMANCE INSTALLATION AND FINAL LOCATIONS
P NT CONSTRUCTION MANAGER PRIOR TO BEGINNING WORK THE
CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL i6kK WITH
ERICSSON RADIO SYSTEMS.
10. A L SYMBOLS & ABBREVIATIONS USED ON THESE DRAWINGS ARE CONSIDERED
CON RUCTION STANDARDS. IF THE CONTRACTOR HAS QUESTIONS REGARDING
THEIR EXACT MEANING, THE SPRINT CONSTRUCTION MANAGER AND THE
ARCHITECT SHALL BE NOTIFIED FOR CLARIFICATION BEFORE THE CONTRACTOR
PROCEEDS WITH THE WORK.
II. THE CONTRACTOR SHALL OBTAN AND PAY FOR ALL PERMITS, UCENSES AND
INSPECTIONS NECESSARY FOR PERFORMANCE OF THE WORK AND INCLUDE
THOSE IN THE COST OF THE WORK TO SPRINT.
12. THE CONTRACTOR SHALL PROVIDE CONTINUOUS SUPERVISION AND DIRECT ALL
WORK WHILE ANY SUBCONTRACTORS OR WORKERS ARE ONSITE. USING HIS
OR HER BEST SKILL AND ATTENTION. THE CONTRACTOR SHALL BE HELD
RESPONSI BLE FOR ALL CONSTRUCTION MEANS. METHODS, TECHNIQUES '
PROCEDURES, SEQUENCES, AND COORDINATION OF ALL PORTIONS OF THE
CONTRACTED WORK.
13. WORKMANSHIP THROUGHOUT SHALL BE OF THE BEST QUALITY OF THE
TRADE INVOLVED, AND SHALL MEET OR EXCEED THE FOLLOWING MINIMUM
REFERENCE STANDARDS FOR QUALM AND PROFESSIONAL CONSTRUCTION
PRACTICE:
NRCA NATIONAL ROOFING CONTRACTORS ASSOCIATION
O'HARE INTERNATIONAL CENTER
10255 W. HIGGINS ROAD, SUITE 600
ROSEMONT, IL 60018-5607
SMACNA SHEET METAL AND AIR CONDITIONING CONTRACTORS
NATIONAL ASSOCIATION
4201 LAFAYETTE CENTER DRIVE
CHANTILLY, VA 20151-1219
1UP INTERNATIONAL INSTITUTE FOR LATH AND PLASTER
820 TRANSFER ROAD
ST. PAUL MN 55114-1406
14. INSTALL ALL EQUIPMENT AND MATERIALS PER THE LATEST EDITION OF THE
MANUFACTURER'S INSTALLATION SPECIFICATIONS UNLESS OTHERWISE INDICATED
BY SPRINT. OR WHERE LOCAL CODES OR REGULATIONS TAKE PRECEDENCE.
15, THE CONTRACTOR SHALL VERIFY. COORDINATE. AND PROVIDE ALL NECESSARY
BLOCKING , BACKING. FRAMING. HANGERS OR OTHER SUPPORTS FOR ALL
ITEMS.
18. THE CONTRACTOR AND ALL SUBCONTRACTORS SHALL GIVE ALL REQUIRED
CONSTRUCTION NOTICES AND SHALL COMPLY WITH ALL APPLICABLE LOCAL
CODES , REGULATIONS, LAWS AND ORDINANCES. AS WELL AS THE STATE
DEPARTMENT OF INDU TRIAL RELATIONS REGULATIONS. INCLUDING BUT NOT
LIMITED TO THE DIVISION OF OCCUPATIONAL SAFETY AND HEALTH (OSHI
17. THE CONTRACTOR SHALL PROTECT ALL PROPERTY FROM DAMAGE THAT MAY
OCCUR DURING CONSTRUCTION. ANY DAMAGE TO NEW AND EXISTING
FINISHES , CONSTRUCTION, STRUCTURE, LANDSCAPING, CURBS. STAIRS. OR
EQUIPMENT. ETC. SHALL BE IMMEDIATELY REPAIRED OR REPLACED TO THE
SATISFACTION OF SPRINT AND THE PROPERTY OWNER'S REPRESENTATIVE. AT
THE EXPENSE OF THE CONTRACTOR.
18. THE CONTRACTOR SHALL BE RESPONSIBLE FOR, AND SHALL REPLACE OR
REMEDY, ANY FAULTY, IMPROPER, OR INFERIOR MATERIALS OR
WORKM SHIP OR ANY DAMAGE WHICH SHALL APPEAR WITHIN ONE YEAR
A R THE COMPLETION AND ACCEPI OF THE WORK BY SPRINT
UNDER THIS CONTRACT.
19. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO
PROTECT AND LOCATE, OR CONTACT AN OUTSIDE AGENCY TO LOCOI ALL
EXISTING UTILITIES REGARDLESS OF WHETHER OR NOT SHOWN HEREIN- THE
CONTRACTOR SHALL BEAR ALL EXPENSES FOR THE REPAIR OR REPLACEMENT
OF UTILITIES OR OTHER PROPERTY DAMAGED IN CONJUNCTION WITH THE
EXECUTION OF WORK.
20. TH CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLETE SECURITY
OF THE PROJECT SITE WHILE THE JOB IS IN PROGRESS AND UNTIL THE
JOB IS COMPLETED AND ACCEPTED BY SPRINT.
21. THE CONTRACTOR SHALL PROVIDE TEMPORARY WATER. POWER AND TOILET
FACILITIES AS REQUIRED BY THE PROPERTY OWNER. SPRINT. AND THE CITY
OR GOVERNING AGENCY.
22. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR REDUNING THE
CONSTRUCTION DOCUMENTS TO ILLUSTRATE THE AS -BUILT CONDITION OF THE
SITE. THIS SHALL BE DONE AFTER THE SITE HAS BEEN AWARDED FINAL
INSPECTION BY THE RESPONSIBLE BUILDING AGENCY. ONE SET OF REDULNED
DRAWINGS SHALL BE PROVIDED TO THE SPRINT CONSTRUCTION MANAGER.
23. THE LATEST EDITION OF ALL PERMITTED AND APPROVED PLANS PERTAINING
To THIS PROJECT SHALL BE KEPT IN A PLAN BOX AND SHALL NOT BE USED
BY WORKERS. ALL CONSTRUCTION SETS SHALL REFLECT THE SAME
INFORMATION. THE CONTRACTOR SHALL ALSO MAINTAIN IN GOOD CONDITION,
ONE COMPLETE SET OF PLANS WITH ALL REVISIONS, ADDENDA AND CHANGE
ORDERS ON THE PREMISES AT ALL TIMES. THESE ARE TO BE UNDER THE
CARE OF THE CONSTRUCTION SUPERINTENDENT.
24. THE CONTRACTOR SHALL REMOVE ALL RUBBISH AND WASTE MATERIALS ON
A DAILY BASIS, EXCEPT FOR THAT SPECIFIED AS THE PROPERTY OF THE
BUILDING OR PROPERTY OWNER AND SHALL EXERCISE STRICT CONTROL.
OVER SITE CLEANING THROUGHOUT CONSTRUCTION AND FINAL CLEOLN-UP
UPON COMPLETION OF WORK. ALL AREAS ARE TO BE LEFT IN A BROOM
CLEAN CONDITION AT THE END OF EACH DAY THEN AT A VACuUM CLEAN
CONDITION, FREE FROM PAJNT SPOTS, DUST OR SMUDGES OF NY NATURE
AT COMPLETION OF WORK.
25. THE GENERAL CONTRACTOR MUST PERFORM WORK DURING PROPERTY
OWNER'S PREFERRED HOURS TO AVOID DISRUPTION OF NORMAL ACTIVITY.
28. ALL EXPOSED METAL SHALL BE HOT -DIPPED GALVANIZED.
27. SEAL ALL PENETRATIONS THROUGH FIRE -RATED AREAS WITH U.L LISTED OR
FIRE MARSHALL APPROVED MATERIALS IF AND WHERE APPLICABLE TO THIS
FACILITY AND PROJECT SITE.
21L PROVIDE A PORTABLE FIRE EXTINGUISHER WITH A RATING OF NOT LESS THAN
2-A OR 2-AlOBC WITHIN 75 FEET TRAVEL DISTANCE TO ALL PORTIONS OF
THE PROJECT AREA UNDER CONSTRUCTION.
29. ELECTRI POWER SYSTEM SHALL BE GROUNDED PER NEC ARTICLES 250
AND 810.
30. ALL NEW OPENINGS IN THE EXTERIOR ENVELOPE OF CONDITIONED SPACES
SUCH AS AT WALL AND ROOF PENETRATIONS SHALL BE CAULKED OR
SEALED TO LIMIT INFILTRATION OF AIR AND MOISTURE.
31. UPON COMPLETION OF CONSTRUCTION, SPRINT CONSTRUCTION MANAGER
SHALL CONDUCT A WALK-THRU WITH PROPERTY OWNER OR REPRESENTATIVE
OF PROPERTY OWNER.
32. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL SYSTEM
EQUIPMENT IN A CLEAN WORKING ORDER UNTIL ACCEPTANCE OF THE
PROJECT BY SPRINT.
33. INSTALL ALL EQUIPMENT AND MATERIALS PER THE LATEST EDITION OF THE
MANUFACTURERrS INSTALLATION SPECIFICATIONS UNLESS SPECIFICALLY
OTHERWISE INDICATED. OR WHERE LOCAL CODES OR REGULATION TAKE
PRECEDENCE.
ROOFING & WATERPROOFING NOTES
I . CONTRACTOR SHALL CONTACT BUILDING OWNER TO DETERMINE IF ROOF IS
UNDER WARRANTY. CONTRACTOR SHALL GUARANTEE THAT ANY AND ALL NEW
ROD NG WORK MEETS THE SPECIFICA71ON OF ANY EXISTING ROOFING
WARROLN71ES SUCH THAT THE WARRANTY IS NOT MADE IWAUD AS A RESULT
OF THIS WORK, IF IT IS DETERMINED THAT THE ARCHITTECT'S DETAILING IS
INADEQUATE OR IMPROPER OR IF ANY OTHER DISCREPANCY IS FOUND. THE
CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE SPRINT
PROJECT MANAGER IN WRITING. THE CONTRACTOR WILL BE ULTIMATELY HELD
RESPONSIBLE FOR COMPLYING WITH THE ORIGINAL ROOF MANUFACTURER'S
SPECIFICATIONS.
2. CONTRACTOR SHALL USE METHODS AND MATERIALS SIMILAR TO AND
COMPATIBLE 1117T� EXISTING MATERIALS & CONDITIONS FOR ROOF PATCHING,
NEW PENETRATIONS. ETC.
3. THE CONTRACTOR SHALL PROPERLY SEAL ALL NEW ROOF & BUILDING
ENVELOPE PENETRATIONS SUCH THAT THE INTEGRITY OF THE ORIGINAL
BUILDING ASSEMBLY AND ALL APPLICABLE WARRANTIES ARE MAINTAINED.
4. IF IT IS DEEMED NECESSARY TO REMOVE EXISTING FINISHES AND/OR
MATERIALS, THE CONTRACTOR -SKALL BE RESPONSIBLE FOR RECONSTRUCTING
FINISHES AND MATERIALS TO UKE-NEW CONDITION. CONTRACTOR SHALL
MAINTAIN THE ORIGINAL COLORS. TEXTURES & FINISHES UNLESS SPECIFICALLY
NOTED IN THESE DRAWINGS OR APPROVED BY THE SPRINT CONSTRUCTION
MANAGER IN ADVANCE.
5. AT THE SPRINT CONSTRUCTION MANAGER'S DIRECTION. THE CONTRACTOR
SHALL PROVIDE LATTICE TOWER WALKPADS TO ALL NEW EQUIPMENT INCLUDING
ANTENNAS AND BTS UNITS AND ALONG COAX CA13LE ROUTING. ON
CONVENTIONAL ROOFING, THE WALK PADS SHALL BE "DUCK BOARDS' AS
MANUFACTURED BY APO OR EQUAL. ON SPECIAL ROOFING SYSTEMS. SUCH
AS SINGLE MEMBRANE ROOFING. THE WALK PADS SHALL BE AS NOTED ON
PLANS OR AS REQUIRED BY NOTES 1 & 2 ABOVE
A. GENERAL
1. ALL PAINT PRODUCT UNES SHALL BE SHERWIN WILLIAMS UNLESS
SPECIFICALLY NOTED OTHERWISE BY SPRINT.
2. CONTRACTOR SHALL PREPARE ALL SURFACES AND APPLY ALL FINISHES
PER LATEST EDITION OF MANUFACTURER'S SPECIFICATIONS.
3. COMPLY WITH MANUFACTURER'S WRITTEN INSTRUCTIONS REGARDING
SUFFICIENT DRYING TIME BETWEEN COATS WITH PROVISIONS AS
RECOMMENDED BY MANUFACTURER FOR EXISTING WEATHER CONDITIONS.
4. FINISH COLOR AND TEXTURE OF ALL PAINTED SURFACES SHALL
MATCH EXISTING ADJACENT SURFACES UNLESS OTHERWISE NOTED
BY SPRINT.
5. ALL PAINT MATERIAL DATA SHEETS SHALL BE PROVIDED TO THE
SPRINT CONSTRUCTION MANAGER.
6. PREPARE PREVIOUSLY PAINTED SURFACE BY UGHT SANDING WITH 400
GRIT SANDPAPER AND NON -HYDROCARBON WASH. PREPARE GALVMIZED
SURFACES BY ACID ETCH OR SOLVENT CLEANING IN ACCORDANCE WITH
SSPC-SP1.
7. FURNISH DROP CLOTHS. SHIELDS, MASKING AND OTHER PROTECTIVE
METHODS TO PREVENT SPRAY OR DROPPINGS FROM DAMAGING ADJACENT
SURFACES AND FACILITIES.
8. APPLY PAINT BY AIRLESS SPRAY. SANDING LIGHTLY BETWEEN EACH
SUCCEEDING ENAMEL COAT ON FLAT SURFACES. APPLY MATERIAL TO
ACHIEVE A COATING NO THINNER THAN THE DRY FILM THICKNESS
INDICATED.
9. APPLY BLOCK FILTER TO CONCRETE BLOCK CONSTRUCTION AND
ENSURE COMPLETE COVERAGE WITH PORES COMPLETELY FILLED.
0. CONTRACTOR SHALL CORRECT RUNS. SAGS, MISSES AND OTHER DEFECTS
INCLUDING INADEQUATE COVERAGE AS DIRECTED BY THE SPRINT
CONSTRUCTION MANAGER. REPAINT AS NECESSARY TO ACHIEVE SURFACES
THAT ARE SMOOTH, EVENLY COATED WITH UNIFORM SHEEN AND FREE
FROM BLEMISHES.
9. PAINTING SCOPE
1. PAINT THE FOLLOWING MATERIALS AND SYSTEMS CHECKED BELOW
WITH THE COATING SYSTEM INDICATED.
PAINTING SCOPE
SURFACE TO BE PAINTED
COATING
SYSTEM
PAINT
DO NOT
PANT
8TS UNIT
ALLECUIPMENT-INETSOTHERTHARTHE BTS
UNIT
ANTEN A-S.TILTBRAC-S.. OUNTING
BRA KETS AND ASSOCIATED HI E AND
CABLE COVERS EXPOSED TD VIEVV. EXPOSED
CONDUIT AND HANGERS ETC.
SEE PLAINS
SEE PLANS
FILASHING UNITS, M-1, TRIM AND OTHER METAL
SURFACES
x
IsTUCCO, CONCRETE. CONCRETE BLOC AND
CEMENTIOUS TYPE FINISH SYSTEMS.
x I
P,L,-..L,UMBEF.-1 I"CUU111
] .. _ LS�REE_ALL.
x
DR�
ALL
x
t
IMETAL POLES AND METAL ROLE STAND�CFF
C. COATING SYSTEM SPECIFICATIONS
1. DTM ACRYLIC COATING (SERIES EI BY SHERWIN WILLIAMS CO. 1MIL
OFT PER COAT APPLIED IN TWO COATS OVER DIM BONDING PRIMER
(B66ASO).
2. 100% ACRYLIC, LATEX COATING EQUIVALENT TO A-100 (SERIES A-82)
BY SHERWIN WILLIAMS CO. 1 MIL OFT PER COAT APPLIED IN TWO COATS
OVER SPECIFIED PRIMER.
0. PANT & PRIMER
ANTENNAS
PRIMER KEM AQUA E61-W525
TOPCOAT COROTRANE 11 B65W20O/E6OV22
BTS CABINET
PRIMER KEM AQUA E61-W525
TOPCOAT COROTHANE 11 B65W200/86OV22
COAXIAL JUMPER CABLES
PRIMER AS REQUIRED FOR ADHESION. APPLY ONE COAT OF KEN
AQUA WATER REDUCIBLE PRIMER E61W25 REDUCED 25%
TOPCOAT 2 COATS COROTHANE 11 POLYURETHANE B65W20O/B60V2
RAW STEEL
PRIMER KEM BOND HS B50WZ4. OMT ACRYLIC PRIMER
TOPCOAT 2 COATS COROTHANE 11 POLYURETHANE B65W200/B6OV2
GALVANIZED METAL
ACID ETCH WITH COMMERCIAL ETCH OR VINEGAR PRIMER COAT AND
FINISH COAT (GALVITTE HIGH SOLIDS OR DIM PRIMER/FINISH)
STAINLESS STEEL
PRIMER DIM WASH PRIMER, B71YI
TOPCOAT 2 COATS COROTHANE 11 POLYURETHANE B65W2O0/B60V2
PRE -PRIMED STEEL
TOUCH UP ANY RUST OR UN -PRIMED STEEL WITH REM BOND HS,
SSOWZ4
ALUMINUM & COPPER
PRIMER DIM WASH PRIMER, B71Y1
TOPCOAT 2 COATS COROTHANE 11 POLYURETHANE B65W200/66OV2
CONCRETE MASONRY
PRIMER PRO MAR EXTERIOR BLOCK FILLER
TOPCOAT 2 COATS A-100 LATEX HOUSE & TRIM, SHEEN TO MATCH
CDNCRLETE STUCCO(EXISTING)
2 COATS A-100 LATEX HOUSE & TRIM, SHEEN TO MATCH
STUCCO
PRIMER - PRO MAR MASONRY CONDITIONER B-46-W21000
TOPCOAT - SUPERPAINT A-80 SERIES A-89 SATIN A-84 GLOSS
WOOD
PRIMER - A-100 EXTERIOR ALKYD W0090 PRIMER Y-24W20
TOPCOAT _ 2 COATS A-100 LATEX HOUSE & TRIM SHEEN TO
MATCH ADJACENT SURFACES
A. GENERAL
1. PRECEDENCE: UNLESS OTHERWISE SHOWN OR SPECIFIED, THE
FOLLOWING GENERAL NOTES SHALL APPLY. INFORMATION ON
THESE DRAWINGS SHALL HAVE THE FOLLOWING PRECEDENCE.
A. ALL DIMENSIONS TO TAKE PRECEDENCE OVER SCALE SHOWN ON
PLANS, SECTIONS AND DETAILS.
B. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE
OVER GENERAL NOTES AND TYPICAL DETAILS.
C. MATERIAL NOTES AND SPECIFICATIONS ON THE DRAWINGS SHALL
TAKE PRECEDENCE OVER THE SPECIFICATIONS.
2. OTHER TRADES: SEE THE ARCHITECTURAL DRAWINGS FOR ALL
DIMENSIONS NOT SHOWN.
3. GENERAL DETAILS AND NOTES ON THESE SHEETS SHALL APPLY
UNLESS SPECIFICALLY SHOWN OR NOTED OTHERWISE.
CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE
SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS.
4. SHORING: IT SHALL BE THE RESPONSIBUTY OF THE CONTRACTOR
TO INSTALL ALL TEMPORARY BRACING AND SHORING TO INSURE
THE SAFETY OF THE WORK UNTIL IT IS COMPLETED. THIS INCLUDES
UNDERPINNING EXISTING FOOTINGS WHERE APPLICABLE.
S. SAFETY. THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE.
UNLESS OTHERWISE INDICATED, THEY DO NOT INDICATE THE METHOD
OF CONSTRUCTION.
6. WATERPROOFING: WATERPROOFING AND DRAINAGE DETAILS OR
SPECIFICATIONS SHOWN IN THESE DRAWINGS ARE FOR GENERAL
INFORMATIONAL PURPOSES ONLY. CONTRACTOR TO NOTIFY THE
SPRINT CONSTRUCTION MANAGER AND THE ARCHITECT IF ANY
INADEQUATE OR IMPROPER CONDITIONS.
B. STEEL
1. ALL STRUCTURAL STEEL SECTIONS AND WELDED PLATE MEMBERS
SHALL CONFORM TO ASTM A-36 AND BE FABRICATED IN
ACCORDANCE WITH THE SPECIFICATIONS OF THE AISC.
2. ALL BOLTS SHALL CONFORM TO ASTM A-307 UNLESS OTHERWISE
NOTED ON PLANS. HIGH STRENGTH BOLTS SHALL CONFORM TO
ASTM A-325
3. STEEL PIPE COLUMNS SHALL BE GRADE "B" CONFORMING TO ASTM
A53.
4. STEEL TUBING SHALL BE GRADE "B" CONFORMING TO ASTIM A500.
5. ALL WELDING SHALL BE DONE BY THE SHIELDED ARC METHOD.
ALL WELDERS SHALL BE PROPERLY QUALIFIED AND BE PRE -APPROVED
SURPLUS METAL SHALL BE DRESSED OFF TO SMOOTH. EVEN
SURFACES WHERE WELDS ARE NOT EXPOSED TO VIEW. ALL WELDING
SHALL COMPLY WITH THE LATEST A.W.S. SPECIFICATIONS.
6. THE FOLLOWING WELDING EQUIPMENT MUST BE USED:
A. 250 AMP WELDERS.
B. ROD OVENS.
C. GRINDERS.
7. NO BUZZ BOXES SHALL BE USED.
8. ALL STRUCTURAL STEEL SHALL HAVE MILL CERTIFICATION. MILL
CERTIFICATION SHALL BE KEPT ON THE JOB SITE FOR EXAMINATION
BY THE DESIGN ENGINEER AND THE CITY INSPECTOR.
9. ALL HIGH STRENGTH BOLTS SHALL HAVE MILL CERTIFICATION.
MILL CERTIFICATION SHALL BE KEPT ON THE JOB SITE FOR
EXAMINATION BY THE INSPECTOR.
0. STEEL THAT HAD BEEN WELDED, CUT OR SCRATCHED IN THE FIELD
SHALL BE TOUCHED UP WITH COLD GALVANIZING PAINT.
1. WELDING INDICATED IN THESE DRAWINGS IS DESIGNED FOR ONE
HALF OF ALLOWABLE CODE STRESSES UNLESS NOTED
"FULL STRESS" AT END OF WELD SYMBOL.
C. CONCRETE
1. STRENGTH: CONCRETE FOR THE PROJECT SHALL HAVE THE
FOLLOWING ULTIMATE COMPRESSIVE STRENGTH AT AGE, OF 28 DAYS:
LOCATION STRENGTH WT. SLUMP ADMIXTURE
A. SLAB&FOOTING 3000psi 150pcf 4" NONE
2. INSPECTION: CONCRETE WITH SPECIFIED STRENGTH GREATER THAN
2500psi SHALL BE CONTINUOUSLY INSPECTED DURING PLACEMENT
BY A DEPUTY INSPECTOR EMPLOYED BY A TESTING LABORATORY
APPROVED BY THE BUILDING DEPT.
3. REBAR GRADES: REINFORCING STEEL SHALL BE CLEAN PREFORMED
BARS CONFORMING TO ASTM A615 AS FOLLOWS:
14 & SMALLER BARS ................. GRADE 40
#5 & LARGER BARS ................... GRADE 60
ALL BARS AT CAJSSON FOOTING GRADE 60
4. CEMENT: FOUNDATIONS & SLABS: TYPE V, LOW ALKALI.
CONFORMING TO ASTM C-150.
PIER/CAISSON FOOTINGS: TYPE V, LOW ALKALI, CONFORMING
TO ASTM C-150.
5. AGGREGATE: USED IN THE CONCRETE SHALL CONFORM TO ASTIA
C-33. USE ONLY AGGREGATES KNOWN NOT TO CAUSE EXCESSIVE
SHRINKAGE. THE MAXIMUM SIZE AGGREGATE IN CONCRETE WORK
SHALL BE THE FOLLOWING:
A. FOUNDATIONS & SLABS 9" OR LESS: 3/4" GRAVEL
B. PIER/CASSON FOOTING: I- GRAVEL
6. WATER: SHALL BE CLEAN AND FREE FROM DELETERIOUS AMOUNT
OF ACIDS, ALKALIS, ORGANIC MATERIALS AND SHALL BE SUITABLE
FOR HUMAN CONSUMPTION.
7. MIXING; PREPARATION OF CONCRETE SHALL CONFORM TO ASTM
C -94. NO MORE THAN 90 MINUTES SHALL ELAPSE BETWEEN
CONCRETE SATCHING AND CONCRETE PLACEMENT UNLESS
APPROVED BY A TESTING AGENCY.
III SEGREGATION OF AGGREGATES: CONCRETE SHALL NOT BE FLOPPED
THROUGH REINFORCING STEEL (AS IN WALLS, COLUMNS, CAISSON,
AND DROP CAPITALS) SO AS TO CAUSE SEGREGATION OF AGGREGATES.
USE HOPPERS, CHUTES. TRUNKS OR PUMP HOSE SO THAT THE FREE
UNCONFINED FALL OF CONCRETE SHALL NOT EXCEED 5 Fr.
9. SPLICES OF REINFORCING STEEL SHALL BE LAPPED A MINIMUM OF 30
DIAMETERS AND SECURELY WIRED TOGETHER. SPLICES OF ADJACENT
REINFORCING BARS SHALL BE STAGGERED WHEREVER POSSIBLE.
10. REAR CLEARANCE: MINIMUM COVERAGE FOR JOISTS. BEAMS, GIRDERS
AND COLUMNS SHALL BE TO FACE OF STIRRUPS OR TIES. UNLESS
OTHERWISE NOTED, CONCRETE COVERAGE FOR REINFORCING BARS TO
FACE OF BAR SHALL BE AS FOLLOWS:
A. CONCRETE IN CONTACT WITH EARTH, UNFORMED 1.
B. CONCRETE IN CONTACT WITH EARTH, FORMED 2"
C. WALL, EXTERIOR FACE 1-1/2"
0. WALL, INTERIOR FACE 1"
E. STRUCTURAL SLABS 3/4"
F. JOISTS 3/4"
G. BEAMS, GIRDERS & COLUMNS 1-1/2'
11. PENETRATIONS: NO SLEEVES OR CHASES SHALL BE PLACED IN
BEAMS, SLABS. WALLS AND COLUMNS. EXCEPT THOSE SHOWN ON THE
PLANS. CONTRACTOR SHALL OBTAIN PRIOR APPROVAL FOR
INSTALLATIONS OF ANY ADDITIONAL SLEEVES OR CHASES. ALL
PLUMBING, ELECTRICAL AND MECHANICAL OPENINGS SHALL BE
SLEEVES. CORING IS NOT ALLOWED UNLESS PRIOR APPROVAL IS
OBTAINED FROM THE STRUCTURAL ENGINEER.
12. EMBEDDED ITEMS: CONDUIT PLACED IN A CONCRETE SLAB SHALL
NOT HAVE AN OUTSIDE DIAMETER GREATER THAN 1/4 THE THICKNESS
OF THE SLAB. CONDUIT SHALL NOT BE EMBEDDED IN A SLAB THAT
Is LESS THAN 3-1/2- THICK. UNLESS SLAB IS LOCALLY THICKENED.
MINIMUM CLEAR DISTANCE BETWEEN CONDUITS SHALL BE SIX INCHES.
13. ANCHORING: ALL ANCHOR BOLTS. REINFORCING STEEL, DOWELS.
INSERTS. ETC.. SHALL BE WELL SECURED IN POSITION PRIOR TO
PLACING CONCRETE. NO REPOSITIONING DURING CONCRETE POUR
IS ALLOWED.
14. CURING: SLABS SHALL BE SPRAYED WITH A CURING COMPOUND
IMMEDIATELY AFTER FINISHING. CURING COMPOUNDS USED ON
CONCRETE WHERE TILE OR FLOOR COVERING IS TO BE BONDED
TO THE CONCRETE SURFACE SHALL BE APPROVED BY THE TILE
OR FLOOR COVERING MANUFACTURER. KEEP SLAB WET FOR 7 DAY
MINIMUM PERIOD.
15. CONSOLIDATION; ALL CONCRETE SHALL BE VIBRATED AS IT IS
BEING PLACED WITH ELECTRICALLY OPERATED VIBRATING EQUIPMENT.
D. TIMBER
1. ALL FRAMING LUMBER FOR 4X AND LARGER BEAMS SHALL BE NO. 1
GRADE DOUGLAS FIR.. S45, UNLESS NOTED OTHERWISE ON THE
DRAWINGS.
2. ALL FRAMING LUMBER FOR 2X RAFTERS AND JOISTS SHALL BE NO�2
GRADE DOUGLAS FIR. S45. UNLESS NOTED OTHERWISE ON DRAWINGS
3. STRIPPING, BLOCKING, BACKING AND OTHER NON-STRUCTURAL
LUMBER SHALL BE NO. 2 OR SID & STIR GRADE DOUGLAS FIR, S45.
2X4 STUD WALLS SHALL BE D.F. STANDARD & ETTR.
4. ALL BEAMS, JOISTS AND RAFTERS SHALL BE INSTALLED WITH CROWN
SIDE UP.
5. ROOF PLYWOOD SHALL MATCH EXISTING PLYWOOD SHEATHING WITH A
SPAN INDEX RATIO 32/16. EDGE NAL WITH8d AT 6- D.C. UNLESS
NOTED OTHERWISE ON PLANS. FIELD NAIL WITH 8d AT 112" D.C.
6. PLYWOOD SHEETS SHALL BE LAID WITH THE FACE GRIMM
PERPENDICULAR TO SUPPORTS AND WITH THE EDGES STAGGERED,
UNLESS NOTED OTHERWISE ON THE PLANS.
7. PLYWOOD SHALL BE GRADE MARKED BY DFPA. TECO. OR PTL AND
SHALL CONFORM TO PS 1-83.
THE MAXIMUM MOISTURE CONTENT OF ALL LUMBER SHALL NOT
EXCEED 24% AT THE TIME OF INSTALLATION.
9. MINIMUM NAILING SHALL COMPLY WITH TABLE 23--l-q OF BUILDING
CODE. ALL NAILS SHALL BE COMMON WILRE NAILS.
10. ALL BOLTS SHALL HAVE STANDARD CUT WASHERS UNDER HEADS
AND/OR NUTS WHERE IN CONTACT WITH WOOD.
11. LAG BOLTS SHALL BE SCREWED INTO PLACE. NOT DRIVEN. LAG
BOLTS SHALL BE INSTALLED IN PRE -DRILLED HOLES WITH A
DIAMETER EQUAL TO 75% DIAMETER OF DOLT.
12. CONNECTORS: ALL SHEET METAL FRAMING CONNECTORS SHOWN I N
THE PLANS SHALL BE STRONG CONNECTORS AS MANUFACTURED BY
THE SAMSON COMPANY. SUBSTITUTIONS MAY BE MADE WHEN
APPROVED BY THE STRUCTURAL ENGINEER.
13. ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH MASONRY
OR CONCRETE SHALL BE WOLIMANIZED PRESSURE TREATED LUMBER
OR A NATURALLY DECAY RESISTANT LUMBER SUCH AS REDWOOD OR
CEDAR.
14. ALASKAN YELLOW CEDAR GLUE-LAMINAIPED BEAMS
A. LUMBER SPECIES: ALASKAN YELLOW CEDAR (kC.) CONFORMING
TO 20E-VI2
B. STRENGTH PROPERTIES:
Fb BOTTOM FIBER BENDING STRESS 2000psi MI&
Fb TOP FIBER BENDING STRESS 1000psi MIN.
Fv SHEAR STRESS 190ps-i MIN.
Fe COMPRESSION STRESS PERPENDICULAR TO GRAIN 560Pi. MIN.
E MODULUS ELASTICITY 14OOksi MIN.
C. CAMBER TO RADIUS OF 1600' U ' 0 'N'
D. ALL GLIB'S SHALL BE FABRICATED WITH
E. MANUFACTURE OF GLB'S SHALL CONFOREGE11
F. CLU-LAM MATERIAL SHALL BE IN ACCORDANCE WITH ANSI/AfTC
A190.1 AND ASTM D3737.
, I
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15395 BE 30TH PL
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PLANS PREPARED BY:
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50 116TH AVENUE BE, SUITE 210
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JOB NUMBER 674-001
I
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THESE DOCUMENTSARE CONFIDENTIALAND
ARE THE SOLE PROPERTY OF SPRINTAND MAY
NOT BE REPRODUCED, DISSEMINATED OR
REDISTRIBUTED WITHOUT THE EXPRESS
WFUFTTEN CONSENT OF SPRINT.
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SE03XC552
SITE ADDRESS -
100 2ND AVENUE SOUTH
EDMONDS, WA 98020
SHEET DESCRIPTION
SPECEFICATIONS & NOTES
P
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BUILDING
PLANS PREPARED FOR
Sprint >/
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— PLANS PREPARED BY:
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FROM ZERO TO INFINIGY
the solutions are endless
50 1 1BTH AVENUE SE, SUITE 210
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JOB NUMBER 674-001
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ENGINEERING LICENSE
09-24-18
— DRAWING NOTICE:
THESE DOCUMENTS ARE CONFIDENTIAL AND
ARE THE SOLE PROPERTY OF SPRI NT AND MAY
NOT BE REPRODUCED, DISSEMINATED OR
REDISTRIBUTED WITHOUT THE EXPRESS
WRITTEN CONSENT OF SPRINT.
DESCRIPTION
DATE
fEV
—
_LY
REVISED FOR CONSTRUCTION
109121/18
1
1 3 1
REVISED FOR CONSTRUCTION
07/24/18
REVISED FOR CONSTRUCTION
j07/17/1 8
FTL
SF
ISSUED FOR CONSTRE �ION
7 s
EIT
— SITE NAME
— SPRINT SITE# EDMONDS
— SITE ADDRESS: SE03XC552
100 2ND AVENUE SOUTH
EDMONDS, WA 98020
— SHEET DESCRIPTION:
OVERALL SITE PLAN
— SHEET NUMBER
A-1
PLANS PREPARED FOR
ENLARGED SITE PLAN KEYNOTES
EXISTING SPRINT EQUIPMENT LEASE
AREA WITHIN EXISTING PARKING GARAGE
EVVINGIPROPOSED SPRINT ANTENNAS AND
RRU'S (ALPHA SECTOR) (SIX 5SHEET A-4)
EXIS71NGIPRLIPOSED SPRINT AN7FANAS AND
RRU'S (BETA SECTOR) (SEE SNEET A-4)
EVVINGIPROPOSED SPRINT ANTENNAS AND
RRY'S (GA MMA SEC TOR) (5ff SHEE T A - 4)
EXISTING/NO CHANGE SPRINT
HYBRID CABLE (TYP)
EXISTING/NO CHANGE SPRINT
EQUIPMENT CABINETS
EXISTING/NO CHANGE
BUILDING
EXISTING/NO CHANGE
ROOFTOP
EXISTING/NO CHANGE
PARKING GARAGE
EXISTING/NO CHANGE
CARRIER ANTENNA (TYP.)
EXISTING/NO CHANGE
CABLE TRAY (TYP.)
EXISTING/NO CHANGE
DOGHOUSE
INFORMA170N CONTAINED 107HIN DRAWNGS
IS BASED ON PROWDED INFORMA77ON AND
IS NOT THE RESUL r OF A RELD SUR PEY
FOR ADD117ONAL SMUC7URAL INFORMA77M REfFi?
70 POST-MOOIRCAVONS S7RUC7URAL ANALMS
REPOR T 8 Y INRNIG Y DA 7ED SEP 7EA48ER 21, 2018
GRAPHIC SCALE
RECEIVED 10' 5' 0 5' 10'
AUIG 13 201 OETI� SCALE: 22"x34" SHEET 1 "= 5'
R LUNG SCALE: 11"x17" SHEET 1"= 10"
ENLARGED SITE PLAN —FSCALE- AS NOTED 1 1
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15395 SE 30TH PL
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PLANS PREPARED BY.
INFINIGY9
FROM ZERO TO INFINIGY
the solutions are endless
50 11 STH AVE NUE SE, SUITE 210
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JOB NUMBER 674-001
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-EN ..... ...... - LIC EIJS E-
09-24-18
-DRAWING NOTICE, -
THESE DOCUMENTS ARE CONFIDENTIAL AND
ARE THE SOLE PROPERTY OF SPRINT AND MAY
NOT BE REPRODUCED, DISSEMINATED OR
REDISTRIBUTED WITHOUT THE EXPRESS
WRITTEN CONSENT OF SPRINT.
...........
DESCRIPTION
DATE
BY
REV
REVISED FOR CONSTRUCTION
09/21/18
CTL
3
REVISED FOR CONSTRUCTION
07/24/18
CTL
2
REVISED FOR CONSTRUCTION
I
ISSUED FOR CONSTRUCTION
104/17/19
IEJT
0
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EDMONDS
SPRINT SITE #, SE03XC552
SITE ADDRESS -
100 2ND AVENUE SOUM
EDMONDS, WA 98020
SHEET DESCRIPTION.
ENLARGED SITE PLAN
SHEET NUMBER
A-2
PROPOSED ELEVATION KEYNOTES
EXJS77NG SFIRINT ANTENNAS TO BE REMOWD
1A
(TYP. OF (J) 70TA L) - SEE SHEETA-4
6
44�
OF EXISTING
EXISTING/NO CHANGE SPRINT 2500 MHz PANEL
3A
I
SPRINT AN NP
NEO�-�
ANTENNA TO REMAIN (TYP. OF (3) TOTAL)
4
ELEV. = AGL
EXISTING/NO CHANGE
TOP OF E X PUI�DING
BUILDING
�1341NO
ELEV. AGL
6
EXISTING/NO CHANGE SPRINT 1900 RRU'S MOUNTED
TO EXISTING PIPE MOUNT (TYP. OF (3) TOTAL)
EXISTING/NO CHANGE SPRINT 2500 MHz
RRU'S TO REMAIN (TYP. OF (3) TOTAL)
EXJS77NG ROOFTOP ANIENNA FRAME W1
S7RUC7URAL MOO1f7CA770NS (TYP. ALL SECTORS)
(SEE SHEET S-3 FOR MOO1f7CA77ON DETAILS)
EXISTING/NO CHANGE
PENTHOUSE
EXISTING/NO CHANG[
CARRIER ANTENNA TYR)
EIFI
GRADE LEVEL
LEV. = 0'-0"
GRAPHIC SCALE
16' 8' 0 8'
16'
SCALE: 22"x34" SHEET 1"= 8'
SCALE: 11"x17" SHEET 1 "= 16'
EXISTING ELEVATION
SCALE: AS NOTED
2
PROPOSED ELEVATION KEYNOTES
1 4
PROPOSED SPRINT NNVV-65C-4R AN7DVNA5
IA
3A
(TIV. OF (3) TOTAL) - SEE SHEET A-4
7
f OF EVS77NGIPROPOSED
EXISTING/NO CHANGE SPRINT 2500 MHz PANEL
3B
SPRINT AN7ENNA
ANTENNA TO REMAIN (TYP. OF (3) TOTAL)
ELEV - 140�-O Aa
EXISTING/NO CHANGE
BUILDING
TOP OF EXI L q-7
N�. UILDING
ELEV. ±36' _0 AGL
EXISTING/NO CHANGE SPRINT 1900 RRU'S MOUNTED TO
EXISTING PIPE MOUNT (TYP. OF (3) TOTAL) - SEE SHEET A-4
PROPOSED SPRINT 800 MHz RRU 'S (TYP
OF (J) T07AL) - SEE SHEET A-4
EXISTING/NO CHANCE SPRINT 2500 MHz
RRU'S TO REMAIN (TYP. OF (3) TOTAL)
PROPOSED SPRINT 800 MHz RL 7ERS
(TYP. OF (J) TOTAL) - SEE SHEET A-4
EXIS77NG ROOFTOP ANTENNA FRAME W1
S7RUC7URAL MO01nCAn0NS (TYP. ALL SECTORS)
(SEE SHEET S-J FOR MODIFICA 77ON DETAILS)
EXISTING/NO CHANGE
PENTHOUSE
EXISTING/NO CHANGE
CARRIER ANTENNA (TYP.)
GRADE LEVEL
ELEV. = 0'-0"
GRAPHIC SCALE
RECEIVED
16' 8' 0 8' 16'
FOR ADDINNAL S7RUCTIMAL AMORMADON. ffiqR
AUG 13 2019
SCALE: 22"x34" SHEET 1"= 8'
70 POST-MODIRC471aYS S7RUC7URAL ANA02S
REPORT BY INnNIGY DA 7ED SfPMaR 21, 2018
BUILI)ING
SCALE: 11"x17" SHEET 1"= 16'
PROPOSED ELEVATION
I
SCALE: AS NOTED
i
1-1. 1--. 1-
Sprint
15395 BE 30TH PL
BELLEVUE, WASHINGTON 98007
PLANS PREPARED BY:
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FROM ZERO TO INFINIGY
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50 116TH AVENUE SE, SUITE 210
BELLEVUE, WASHINGTON 98004
JOB NUMBER 674-001
A
mr-17
LICENSE
DRAWING NOTICE: -
THESE DOCUMENTS ARE CONFIDENTIAL AND
ARE THE SOLE PROPERTY OF SPRINT AND MAY
NOT BE REPRODUCED, DISSEMINATED OR
REDISTR BUTED WITHOUT THE EXPRESS
I t
WRITTEN CONSENT OF SPRINT.
SITE NAME: -
EDMONDS
SPRINT SITE *: SE03XC552
SITE ADDRESS:
100 2ND AVENUE SOUTH
EDMONDS, WA 98020
SHEET DESCRIPTION.
ELEVATIONS
SHEET NUMBER:
A-3
PLANS PREPARED FOR*
EXISTING ANTENNA SCHEDULE
EXISTING CABLE SCHEDULE
ANTENNA
RRU
FILTER
HYBRID CABLE (HCS)
COAX
SECTOR
MODEL
SIZE
AZIMUTH
RAD CENTER
FREQUENCY
QTY.
MODEL
QTY.
MODEL
QTY.
LENGTH
QTY�
TYPE
LENGTH
A
Al
1900 MHz ANTENNA
N/A
55*
40'-0"
1900 MHz
1
1900 MHz
*T.B.D.
*T.B.D.
A2
2500 MHz ANTENNA
N/A
2500 MHz
1
2500 MHz
A3--
--
--
A4
--
--
B
B1
2500 MHz ANTENNA
N/A
165*
40 0
2500 MHz
1
2500 MHz
B2
1900 MHz ANTENNA
N/A
1900 MHz
1
1900 MHz
B3
--
--
B4
--
--
--
C
C1
1900 MHz ANTENNA
I N/A
1
305'
40'-0
1900 MHz
1 1 1
1900 MHz
C2
2500 MHz ANTENNA
25LO�Hz
1 4
2500 MHz
-71��25GHz
C3
C4
PROPOSED ANTENNA SCHEDULE
PROPOSED CABLE SCHEDULE
ANTENNA
RRU
FILTER
HYBRID CABLE (HCS)
COAX
SECTOR
MODEL
SIZE
AZIMUTH
RAD CENTER
FREQUENCY
QTY.
MODEL
QTY-
MODEL_
QTY.
LENGTH
QTY.
TYPE
LENGTH
A
Al
MVW-65C--4R
96.0"
55*
40'-0"
800 Aff&I'1900 W&
1/1
(1)8DO A&fzA1)1900 MHz
I
aw AIIII&
-T.B.D.
A2
2500 MHz ANTENNA
N/A
2500 MHz
1
2500 MHz
A3--
--
--
A4
--
--
--
B
81
2500 MHz ANTENNA
NIA
165'
40'-0"
2500 MHz
1
2500 MHz
B2
NNW-65C-4R
9&0"
11100 MR09W A&Z
1,A
(I)BW Afi&A1)19DO MHz
I
8W Aft
B3
--
B4
--
--
--
--
C
C1
WW-65C-4R
96.0,
305'
40'-0"
I
800 ~900 Aft
1
(1)800 AO&Al)1900 MHz
1
800 Aft
C2
2500 MHz ANTENNA
N/A
2500 MHz
25 0 MHz
1
2.5 GHz
C3
--
--
C4
--
--
--
--
--
NOTES
I TDA-D IC - D-D T� CDDtMTC
MOST CURRENT RADIO FREQUENCY DATA
SHEET (RFDS) PRIOR TO CONSTRUCTION
1 CABLE LENGTHS ARE APPROXIMATE.
CONTRACTOR TO FIELD VERIFY CABLE
LENGTHS PRIOR TO ORDERING,
FABRICATION, OR INSTALLATION OF
CABLES
3. * CONTRACTOR TO VERIFY OTY/ROUTING
OF EXISTING HYBRID CABLE IN FIELD
PRIOR TO ANY CONSTRUCTiON TO
ENSURE ACCURATE PROPOSED LENGTHS
4. BOLD— INDICATES NEW EOUIPMENT
RF SCHEDULE NO SCALE 2
EA7S77NG SPRINT PANEL ANTENNAS TO
BE REMO kED (TYR OF (3) TOTAL)
PROPOSED SPRINT NNW-65C-4R
18 ANTENNAS (TYP. OF (J) TOTAL)
EXISTING/NO CHANGE SPRINT 2500 MHz
A2 PANEL ANTENNAS (TYP. OF (3) TOTAL) A2
(AZ=55" 2 (AZ=55') 2
ALPHA S[ _CTOR EXISTING/NO CHANGE ALPHA SECTOR
3A BUILDING 3A
1A
1 Al EXISTING/NO CHANGE SPRINT 1900 RRU'S MOUNTED A
(AZ=5 TO EXISTING PIPE MOUNT (TYP. OF (3) TOTAL) Z 5')
7 ALPHA S T R EXISTING SPRINT 2500 MHz RRU'S 7 CTOR
TO REMAIN (TYP. OF (3) TOTAL)
PROPOSED SPRINT 800 MHz
RRUS (rYP. OF (J) 7OTAL) 4A
6 EXISTING/NO CHANGE SPRINT 6
3 2.5 GHz RADAR FILTER 3 3B
PROPOSED SPRINT 800 MHz
fX7ERS (TYP. OF (3) MrAL)
EXISTING/NO CHANGE SPRINT
HYBRID CABLE (TYP.)
EXISTING/NO CHANGE 8
CARRIER ANTENNA (TYP.)
fVS71VG ROOFTOP ANTENNA FRAME W1
SWC7URAL MODIFICA77ONS (TYP. ALL SECTORS)
5 (ZE 9fE T S-3 FOR MODIRCA 77ON DETAILS)
EXISTING/NO CHANGE CEI D
CABLE TRAY (TYP.)
AUG 13 2019
^A1 FOR "WMASMUCAMAL INFORMA'RON REFER
JIM POST-MOMCABONS SIRUCTURAL ANALYSIS BUILDING
NORTH o* RfPORT BY hVFMY DA 7ED SEPTEMBER 21, 2018 NORTH 0*
EXISTING ANTENNA PLAN (ALPHA) NO SCALE 4 ANTENNA PLAN KEYNOTEs F NO SCALE 7 3 1 PROPOSED ANTENNA PLAN (ALPHA) NO SCALE I
Sprint
15395 SE 30TH PIL
BELLEVUE, WASHINGTON 98007
PLANS PREPARED BY
INFINIGY9
FROM ZERO TO INFINIGY
the solutions are endless
50 116TH AVENUE SE, SUITE 210
BELLEVUE, WASHINGTON 98004
JOB NUMBER 674-001
A
mc-17
-ENGINEERING LICENSE
- DRAWING NOTICE:
THESE DOCUMENTS ARE CONFIDENTIAL AND
ARE THE SOLE PROPERTY OF SPRINT AND MAY
NOT BE REPRODUCED, DISSEMINATED OR
REDISTRIBUTED WITHOUT THE EXPRESS
WRITTEN CONSENT OF SPRINT.
DESCRIPTION
REVISED FOR CONSTRUCTION
REVISED FOR CONSTRUCTION
REVISED FOR CONSTRUCTION
ISSUED FOR CONSTRUCTION
SITE NAME: —
EDMONDS
SPRINT SITE #: SE03XC552
SITE ADDRESS:
100 2ND AVENUE SOUTH
EDMONDS, WA 98020
SHEET DESCRIPTION: -
ANTENNA PLANS &
U SCIIEDULE
SHEET NUMBER: —
A-4
PLANS PREPARED FOR
EXIS77NG SPRINT PANEL ANZENNAS TO
BE REMO�ED (TYR OF (3) TOTAL)
PROPOSED SPRINT NNW-65C-4R
ANTENNAS (TYP. OF (J) TOTAL) 5 7 5 7
EXIST1NG/N0 CHANGE SPRINT 2500 MHz
PANEL ANTENNAS (TYP. OF (3) TOTAL) 6 6
EXISTING/NO CHANGE
BUILDING
EXISTING/NO CHANGE SPRINT 1900 RRU'S MOUNTED
TO EXISTING PIPE MOUNT (TYP. OF (3) TOTAL)
EXISTING SPRINT 2500 MHz RRU'S
TO REMAIN (TYP, OF (3) TOTAL)
PROPOSED SPRINT 800 MHz
RRUS (TYP. OF (J) TOTAL)
EXISTING/NO CHANGE SPRINT
2.5 GHz RADAR FILTER 3 3
PROPOSED SPRINT 800 MHz 4A
nVERS (TYP. OF (3) 70TAL)
EXISTING/NO CHANGE SPRINT 3A 1A 3B
HYBRID CABLE (TYP.) 82 B2
EXISTING/NO CHANGE IB (AZ=165') 3A AZ=165')
CARRIER ANTENNA (TYP.) BETA SECTOR BETA SECTOR
EXIS77NG ROOFTOP AN7ENNA IFRAME W1 1B 31
S7RUC7URAL MODInCABONS (TYP. ALL SECTORS) (AZ=165') (AZ=165')
(SEE SqEET S-3 FOR MOOFICA TON DETAILS) BETA SECTOR 2 BETA SECTOR 2
EXISTING/NO CHANGE
CABLE TRAY (TYP.)
NORTH 0' NORTH 0'
EXISTING ANTENNA PLAN (BETA) NO SCALE 4 PROPOSED ANTENNA PLAN (BETA) NO SCALE 2
2 2
G1 7 G1
(AZ=305') I (AZ=305') 1A
GAMMA SECTOR GAMMA SECTOR
3B
G2 3 G2 3
(AZ= 305-) 4 (AZ=305-)
GAMMA SECTOR GAMMA SECTOR 4A
4
1B 18
3A 3A
COV D
5 5
FOR ADD17701VAL S7RVC7URAL INFORMA770N, AUG 13 2019
70 POST-MODIRCA77ONS S7RUC7URAL ANALYSIS
REPOR T 8 Y INRNIG Y DA TED SEP 7EMBER 21, 2018 1 NORTH 0' BUILDING NORTH 0*
ANTENNA PLAN KEYNOTES I NO SCALE 5 EXISTING ANTENNA PLAN (GAMMA) NO SCALE 3 PROPOSED ANTENNA PLAN (GAMMA) I NO SCALE —F
'N
Sprint *
"PIA
15395 SE 30TH PL
BELLLVUF, WASHJNGTON 98OD7
PLANS PREPARED BY
INFINIGY9
FROM ZERO TO INFINIGY
the solutions are endless
50 1 16TH AVENUE SE, SUITE 210
BELLEVUE, WASHINGTON 98D04
JOB NUMBER 674-D01
mr. '
/7
ENGINEERING LICENSE
09-24-18
- DRAWING NOTICE
THESE DOCUMENTS ARE CONFIDENTIAL AND
ARE THE SOLE PROPERTY OF SPRINT AND MAY
NOT BE REPRODUCED, DISSEMINATED OR
REDISTR BUTED WITHOUT THE EXPRESS
I L
WRITTEN CONSENT OF SPRINT.
DESCRIPTION
DATE
BY
REV
REVISED FOR CONSTRUCTION
109/21/18
CT-L
3
REVISED FOR CERU 2t
12Z24/18
—
2
REVISED FOR CORSTR�SCIT:ON
0711
1
ISSUED FOR CONSTRUCTION
10411
0
- SITE NAME
EDMONDS
- SPRINT SITE 4.
- SITE ADDRESS SE03XC552
100 2ND AVENUE SOUTH
EDMONDS, WA 98020
- SHEET DESCRIPTION
ANTENNA PLANS
- SHEET NUMBER
A-5=
MODEL: RFDOlF-26A
MANUFACTURER: SAMSUNG
WEIGHT: 48.5 LEIS
DIMENSIONS (LxWxD): 12.59"x12.59"x7.68"
12�59"
il_�
TOP
7.68" 12.59"
FRONT
MANUFACTURER: COMMSCOPE
MODEL NNVV-65C-R4
WEIGHT. 99.2 LBS
DIMENSIONS: 96.00' x 19.60' x 7.75"
FREQUENCY: REFER TO RF DATA SHEET
19.6"
19�6"
Is ev 0 -0
Q�
RF CONNECTCR, Typ BOTTOM
MECHANICAL
DOIW77L T
orrAtIAL I
RF COVNECTW TYP---' FRONT mm
DETAIL NOT USED NO SCALE 4 PANEL ANTENNA DETAIL NO SCALE 2
800 MHz RRU DETAIL I NO SCALE
MODEL FIM800CAB-X
MANUFACTURER: RFS
WEIGHT. 53 LEIS
DIMENSIONS (LxWxD): 9.65' x 15.2' x 8.5"
; jM6_111'
5 1 800 MHz FILTER DETAIL
aaE
9.65"
o
d o
FRONT
NO SCALE 1 3
NOTES:
1. NEW ANTENNA, RRU, AND FILTER TO BE MOUNTED
TO 3-0 (NOM) SCH 40 PIPE MAST. CONTRACTOR TO VERIFY
PIPE MAST SIZE AND SCHEDULE AND UPGRADE IF REQUIRED.
2. ANTENNA, RRU, AND FILTER CABLING TO BE CONNECTED
PER RIF DATA SHEET, PROVIDED BY RF ENGINEER.
I I I �—NEWMOUN77NG
EXISTING 1900 HARDWARE
MHZ RRU
NEW 800 MHz RRU
MOUNTED 70 EXIS77NG
ANTENNA PIPE WTV
MANUFAVURD? NEW PANEL
SUPPLIED HARDWARE ANTENNA
Sprint >')/
1539 5 SE 30TH PIL
BELLEVUE, WASHINGTON 98007
PLANS PREPARED BY
INFINIGY9
FROM ZERO TO INFINIGY
the solutions are endless
50 116TH AVENUE SE, SUITE 210
BELLEVUE, WASHINGTON 98004
JOB NUMBER 674-001
mc/'7
LICENSE
09-2-4-18
—DRAWING NOTICE: —
THESE DOCUMENTS ARE CONFIDENTIAL AND
ARE THE SOLE PROPERTY OF SPRINT AND MAY
NOT BE REPRODUCED, DISSEMINATED OR
REDISTR BUTEO WITHOUT THE EXPRESS
I (
WRITTEN CONSENT OF SPRINT.
...........
SITE NAME: —
EDMONDS
SPRINT SITE M.
_--ANTENNA
YOUN77NG PIPE
SE03XC552
SI ESS .
100 2ND AVENUE SOUTH
NEW RFS RL 0? MOUNTED
EDMONDS, WA 98020
70 EXIS71NO AN7DVNA
PIPE NTH MANUFACRIRER
SUPPLIED HARDWARE
AUG 13 2019
SHEET DESCRIPTION
EQUIPMENT DETAILS
BUILDING
- —NUMBER:
RRU & ANTENNA MOUNTING DETAIL
NO SCALE I I
A-6
PLANS PREPARED FOR.
Item
Specification
Part Number
New Code
Maker P/N
CT48J 2102TSCBM-08A
Matching
Receptacle
Operating Voltage
300 V
Current
Max. GOA
Voltage Resistance
100 V(AC)__
Insulation
Resistance
2000 ND @DC 500V
Salt Spray
720 h
Waterproof
IP66& I P67
Operating
Temperature
-401C - 90'C
Weight
1800
Pin Map
1 (-48V), 2-(RTN)
Cable Diameter
014 - <D22
Maker
MIS Elec.
JONHON Co. Ltd. (http://www.'onhon.ch, China)
Pin Map
Connector
I
-48V
2
Return
Sprint
15395 SE 30TH PL
BELLEVUE. WASHINGTON 98007
INFINIGY9
FROM ZERO TO INFINIGY
the solutions are endless
50 116TH AVENUE BE, SUITE 210
BELLEVUE, WASHINGTON 98004
— DRAWING NOTICE —
THESE DOCUMENTS ARE CONFIDENTIAL AND
ARE THE SOLE PROPERTY OF SPRI NT AN D MAY
NOT BE REPRODUCED, DISSEMINATED OR
REDISTR BUTED WITHOUTTHE EXPRESS
I t
WRITTEN CONSENT OF SPRINT.
SITE NAME: —
EDMONDS
SPRINT SITE 11: SE03XC552
SITE ADDRESS.
100 2ND AVENUE SOUTH
EDMONDS, WA 98020
SHEET DESCRIPTION: —
EQUMMENT DETAILS
SHEET NUMBER: —
A-7
Sprint
MOUNT
MODIFICATION
DRAWINGS
PREPARED BY:
INFINIGY6
FROM ZERO TO INFINIGY
the solutions are endless
SE03XC552
EDMONDS
100 2ND AVENUE SOUTH
EDMONDS, WA 98020
09/21/2018
INFINIGY JOB # 674-001
NOTE:
THESE DOCUMENTS ARE oDNnDmx AND ARE THE
SOLE PROPERTY OF INANIGY AND MAY NOT BE
REPRODUCED, EDITED, MODIFIED OR REDISTRIBUTED
WRTHOUT THE D(PRESS WRITTEN CONSENT OF INFINIGY.
Irl, r7CEIVECD
AUG 13 2019
BUILDING
IT IS A YIOLATION OF LAW FOR ANY PERSON,
UNLESS THEY ARE ACnNG UNDER THE
DIRECT10N OF A LICENSED PROFESSIONAL
ENMEER, TO ALTER THESE DOCUMENTS.
NUMBER
S-1
PLANS PREPARED FOR
GENERAL NOTES:
1. THESE DOCUMENTS WERE DESIGNED IN ACCORDANCE WITH THE LATEST VERSION OF APPLICABLE
LOCAL/STATE/COUNTY/CITY BUILDING CODES, AS WELL AS ANSI/`TIA-222 STANDARD, AWwA-DlOO
STANDARD, NDS, NEC, MSJC, AND/OR THE LATEST VERSION OF THE INTERNATIONAL BUILDING CODE,
UNLESS NOTED OTHERWISE IN THE CORRESPONDING STRUCTURAL REPORT.
2. ALL CONSTRUCTION METHODS SHOULD FOLLOW STANDARDS OF GOOD CONSTRUCTION PRACTICE.
3. ALL WORK INDICATED ON THESE DRAWINGS SHALL BE PERFORMED BY QUALIFIED CONTRACTORS
EXPERIENCED IN SIMILAR CONSTRUCTION.
4. ALL NEW WORK SHALL ACCOMMODATE EXISTING CONDITIONS. IF OBSTRUCTIONS ARE FOUND,
CONTRACTOR SHALL NOTIFY ENGINEER OF RECORD PRIOR TO CONTINUING WORK.
5. ANY CHANGES OR ADDITIONS MUST CONFORM TO THE REQUIREMENTS OF THESE NOTES AND
SPECIFICATIONS, AND SHOULD BE SIMILAR TO THOSE SHOWN. ALL CHANGES OR ADDITIONS SHALL BE
SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO FABRICATION
AND/OR CONSTRUCTION.
6. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND EXECUTION OF ALL MISCELLANEOUS
SHORING, BRACING, TEMPORARY SUPPORTS, ETC. NECESSARY TO PROVIDE A COMPLETE AND STABLE
STRUCTURE DURING CONSTRUCTION. TIA-1019-A-2011 IS AN APPROPRIATE REFERENCE FOR THOSE
DESIGNS MEETING TIA STANDARDS. THE ENGINEER OF RECORD MAY PROVIDE FORMAL RIGGING PLANS
AT THE REQUEST AND EXPENSE OF THE CONTRACTOR.
7. INSTALLATION SHALL NOT INTERFERE NOR DENY ADEQUATE ACCESS TO OR FROM ANY EXISTING OR
PROPOSED OPERATIONAL AND SAFETY EQUIPMENT.
8. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO ANY FABRICATION. CONTACT INFINIGY
ENGINEERING IF ANY DISCREPANCIES EXIST.
STEEL CONSTRUCTION NOTES:
1. STRUCTURAL STEEL SHALL CONFORM TO THE AISC MANUAL OF STEEL CONSTRUCTION 14TH EDITION,
FOR THE DESIGN AND FABRICATION OF STEEL COMPONENTS.
2. ALL FIELD CUT SURFACES, FIELD DRILLED HOLES, AND GROUND SURFACES WHERE EXISTING PAINT
OR GALVANIZATION REMOVAL WAS REQUIRED SHALL BE REPAIRED WITH (2) BRUSHED COATS OF ZRC
GALVILITE COLD GALVANIZING COMPOUND PER ASTM A780 AND MANUFACTURERS' RECOMMENDATIONS,
3. ALL FIELD DRILLED HOLES TO BE USED FOR FIELD BOLTING INSTALLATION SHALL BE STANDARD
HOLES, AS DEFINED BY AISC, UNLESS NOTED OTHERWISE.
4. ALL EXTERIOR STEEL WORK SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A123.
5. ALL STEEL MEMBERS AND CONNECTIONS SHALL MEET THE FOLLOWING GRADES:
ANGLES, CHANNELS, PLATES AND BARS TO BE A36. Fy=36 KSI, U.N.O.
W SHAPES TO BE A992. Fy=50 KSI, U.N.O.
RECTANGULAR HSS TO BE A500, GRADE B. FY=46 KSI, U.N.O.
ROUND HSS TO BE A500, GRADE B. FY=42 KSI, U.N.0,
STEEL PIPE TO BE A53, GRADE B. Fy=35 KSI, U.N.O.
BOLTS TO BE A325-X. Fu=120 KSI, U.N.O.
U-BOLTS AND LAG SCREWS TO BE A307 GR A. Fu=60 KSI, U.N.O.
6. ALL WELDING SHALL BE DONE USING E70XX ELECTRODES, U.N.O.
7. ALL WELDING SHALL CONFORM TO AISC AND AWS D1.1 LATEST EDITION.
8. ALL HILTI ANCHORS TO BE CARBON STEEL, U.N.O.
MECHANICAL ANCHORS: KWIK BOLT-TZ, U.N.O.
CMU BLOCK ANCHORS: ADHESIVE - HY120, U.N.O.
CONCRETE ANCHORS: ADHESIVE - HY150, U.N.O.
CONCRETE REBAR: ADHESIVE - RE500, U.N.O.
9. ALL STUDS TO BE NELSON CAPACITOR DISCHARGE 1/4"-20 LOW CARBON STEEL COPPER -FLASH AT
55 KSI ULT/50 KSI YIELD, U.N.O.
10. BOLTS SHALL BE TIGHTENED TO A 'SNUG TIGHT' CONDITION AS DEFINED BY AISC.
11. MINIMUM EDGE DISTANCES SHALL CONFORM TO AJSC TABLE J3.4.
CONCRETE CONSTRUCTION NOTES:
1. CONCRETE TO BE 4000 PSI 0 28 DAYS. REINFORCING BAR TO CONFORM TO ASTM A615 GRADE 60
SPECIFICATIONS. CONCRETE INSTALLATION TO CONFORM TO ACI-318 BUILDING REQUIREMENTS FOR
REINFORCED CONCRETE. ALL CONCRETE TO BE PLACED AGAINST UNDISTURBED EARTH FREE OF WATER
AND ALL FOREIGN OBJECTS AND MATERIALS. A MINIMUM OF THREE INCHES OF CONCRETE SHALL
COVER ALL REINFORCEMENT. WELDING OF REBAR IS NOT PERMITTED.
2. EXISTING CONCRETE SURFACES THAT ARE TO BE IN CONTACT WITH NEW PROPOSED CONCRETE
SHOULD BE WIRE BRUSHED CLEAN AND TREATED WITH APPROPRIATE MECHANICAL SCRATCH COAT AND
REPAIR MATERIALS OR APPROPRIATE CHEMICAL METHODS SUCH AS THE APPLICATION OF A BONDING
AGENT, EX. SAKRETE OR EQUIVALENT, TO ENSURE A QUALITY BOND BEITWEEN EXISTING AND
PROPOSED CONCRETE SURFACES.
1. FRP PLATES, SHAPES, BOLTS AND NUTS (STUD/NUT ASSEMBLIES) SHALL CONFORM TO ASTM D638, 1. ALL BRICK TO BE 1500 PSI MIN. REINFORCING BAR (IF APPLICABLE) TO CONFORM TO ASTM A615
695, 790. PLATES AND SHAPES TO BE FY = 5.35 KSI LW (SAFETY FACTOR OF 8), .945 KSI CW GRADE 60 SPECIFICATIONS. ALL MORTAR TO BE 2000 PSI MIN.
(SAFETY FACTOR OF 8) MIN. - FOR INTERIOR/ABOVE GRADE APPLICATIONS TYPE N MORTAR HAVING MINIMUM MODULUS OF
RUPTURE OF 100 PSI SHALL BE USED. FOR EXTERIOR/BELOW GRADE APPLICATIONS TYPE M OR
2. IF FIELD FABRICATION IS REQUIRED, ALL CUT EDGES AND DRILLED HOLES TO BE SEALED USING S MORTAR HAVING A MINIMUM MODULUS OF RUPTURE OF 133 PSI.
VINYL ESTER SEALING KIT SUPPLIED BY THE MANUFACTURER. - BRICK AND MORTAR INSTALLATION TO CONFORM TO MSJC BUILDING CODE REQUIREMENTS FOR
MASONRY STRUCTURES.
3. ALL FASTENERS TO BE 1/2- DIA FRP THREADED ROD WITH FIBER REINFORCED THERMOPLASTIC NUT,
SPACED AT 12 INCHES ON CENTER MAXIMUM, U.N.O., FOR PANELS AND AS DESIGNED FOR
STRUCTURAL MEMBERS.
4. THE COLOR AND SURFACE PATTERN OF EXPOSED FRP PANELS SHALL MATCH THE EXTERIOR OF THE
EXISTING BUILDING, U.N.O.
5. STUD/NUT ASSEMBLIES SHOULD BE LUBRICATED FOR INSTALLATION
6. ENSURE BEARING SURFACES OF THE NUTS ARE PARALLEL TO THE SURFACES BEING FASTENED.
7. TORQUE BOLTS ACCORDING TO THE FOLLOWING TABLE:
INSTALLATION TORQUE TABLE
SZE
ULTIMATE TORQUE
STRENGTH
RECOMMENDED MAXIMUM
INSTALLATION TORQUE
3/8-16 UNC
8 FT-LBS
4 FT-LBS
1/2-13 UNC
18 FT-UBS
8 FT-LBS
5/8-11 UNC
35 FT-LBS
16 FT-LBS
3/4-10 UNC
50 FT-LBS
24 FT-UBS
1-8 UNC
110 FT-LBS
50 Fr-LBS
8. WHEN TIGHTENING FRP STUD/NUT ASSEMBLIES, WRENCHES MUST MAKE FULL CONTACT WITH ALL NUT
EDGES. A STANDARD SIX POINT SOCKET IS RECOMMENDED.
9. STUD/NUT ASSEMBLIES SHOULD BE BONDED BY APPLYING BONDING AGENT TO ENTIRE NUT AND
EXPOSED STUD.
10. ALL FRP MATERIALS TO BE PROVIDED BY FIBERGRATE COMPOSITE STRUCTURES, DALLAS TX,
OR APPROVED EQUAL
11, ALL FRP SHAPES TO BE DYNAFORM PULTRUDED STRUCTURAL SHAPES.
12. ALL FRP PLATES TO BE FIBERPLATE MOLDED FRP PLATE.
13. ALL FRP PANELS TO BE FIBERPLATE CLADDING PANEL.
14. EACH FRP PANEL TO BE IDENTIFIED WITH LARR#25536 AND nBERGRATE COMPOSITE STRUCTURAL
LABEL
15. FRP MATERIAL TO BE CLASSIFIED AS CC1 OR BETTER, AND HAVE MAXIMUM FLAME
SPREAD OF 50.
16. ALL DESIGN AND CONSTRUCTION TO BE COMPLETED IN ACCORDANCE WITH LOS ANGELES RESEARCH,
REPORT RR25536, DATED FEBRUARY 1, 2016.
17. SPECIAL INSPECTIONS MUST BE PROVIDED FOR ALL FRP INSTALLMENTS. SEE SPECIAL INSPECTION
SECTION, THIS SHEET.
RATIO OF EDGE DISTANCE TO FRP FASTENER DIAMETER
RANGE
RECOMMENDED
EDGE DISTANCE - CL* BOLT TO END
2.0-4.0
3.0
EDGE DISTANCE - CL* BOLT TO SIDE
1.5-3.5
2.5
BOLT PITCH - CL* TO CL-
4.0-5.0
5.0
WOOD CONSTRUCTION NOTES:
1. ALL EXISTING WOOD SHAPES ARE ASSUMED TO BE DOUGLAS FIR -LARCH WITH A REFERENCE DESIGN
BENDING VALUE OF 1000 PSI MIN.
2. ALL PROPOSED WOOD SHAPES ARE TO BE DOUGLAS FIR -LARCH WITH A REFERENCE DESIGN BENDING
VALUE OF 1000 PSI MIN. U.N.O.
3. ALL EXISTING AND PROPOSED GLUED LAMINATED TIMBERS ARE TO BE 24F-1.BC DOUGLAS FIR
BALANCED WITH A REFERENCE DESIGN BENDING VALUE OF 2400 PSI MIN. U.N.O.
2. ALL CMU TO BE 1500 PSI MIN. REINFORCING BAR (IF APPLICABLE) TO CONFORM TO ASTM A615
GRADE 60 SPECIFICATIONS. ALL MORTAR TO BE 2000 PSI MIN.
-FOR INTERIOR/ABOVE GRADE APPLICATIONS, TYPE N MORTAR HAVING MINIMUM MODULUS OF
RUPTURE OF 64 PSI SHALL BE USED FOR UNGROUTED BLOCKS, AND 158 PSI FOR FULLY
GROUTED BLOCKS.
-FOR EXTERIOR/BELOW GRADE APPLICATIONS TYPE M OR S MORTAR HAVING A MINIMUM MODULUS
OF RUPTURE OF 84 PSI SHALL BE USED FOR UNGROLITED BLOCKS, AND 163 PSI FOR FULLY
GROUTED BLOCKS.
-BRICK AND MORTAR INSTALLATION TO CONFORM TO MSJC BUILDING CODE REQUIREMENTS FOR
MASONRY STRUCTURES.
TOWER PLUMB & TENSION NOTES:
1. PLUMB AND TENSION TOWER UPON COMPLETION OF STRUCTURAL MODIFICATIONS DETAILED IN THESE
DRAWINGS.
2. RETENSIONING OF EXISTING GUY WIRES SHALL BE PERFORMED AT A TIME WHEN THE WIND VELOCITY
IS LESS THAN 10 MPH AT GROUND LEVEL AND WITH NO ICE ON THE STRUCTURE AND GUY WIRES.
3. PLUMB THE TOWER WHILE RETENSIONING THE EXISTING GUY WIRES. THE HORIZONTAL DISTANCE
BETWEEN THE VERTICAL CENTERLINES AT ANY TWO ELEVATIONS SHALL NOT EYCEED 0.25% OF THE
VERTICAL DISTANCE BETWEEN TWO ELEVATIONS FOR LATTICED STRUCTURES.
4. THE TWIST BETWEEN ANY TWO ELEVATIONS THROUGHOUT THE HEIGHT OF A LATTICE STRUCTURE
SHALL NOT EXCEED 0.5 DEGREES IN 10 FEET. THE MAXIMUM TWIST OVER THE LATTICE STRUCTURE
HEIGHT SHALL NOT EXCEED 5 DEGREES.
SPECIAL INSPECTIONS NOTES:
1. A QUALIFIED INDEPENDENT TESTING LABORATORY, EMPLOYED BY THE OWNER AND APPROVED BY THE
JURISDICTION, SHALL PERFORM INSPECTION AND TESTING IN ACCORDANCE WITH THE THE GOVERNING
BUILDING CODE, APPLICABLE SECTION(S) AS REQUIRED BY PROJECT SPECIFICATIONS FOR THE
FOLLOWING CONSTRUCTION WORK:
a. STRUCTURAL WELDING (CONTINUOUS INSPECTION OF FIELD WELDS ONLY).
b. HIGH STRENGTH BOLTS (PERIODIC INSPECTION OF A325 AND/OR A490 BOLTS) TO BE TIGHTENED
PER "TURN -OF-THE- NUT' METHOD.
c. MECHANICAL AND EPDXIED ANCHORAGES.
d. FIBER REINFORCED POLYMER.
-THE SPECIAL INSPECTOR MUST VERIFY THAT THE FRP MATERIAL SPECIFIED ON THE APPROVED
DESIGN DOCUMENTS IS BEING INSTALLED.
THE SPECIAL INSPECTOR MUST VERIFY THAT ALL CUT EDGES AND DRILLED HOLES ARE
PROPERLY SEALED USING A VINYL ESTER SEALING KIT SUPPLIED BY THE MANUFACTURER.
THE SPECIAL INSPECTOR MUST VERIFY THAT THE STRUCTURE IS BUILT IN ACCORDANCE WITH
THE APPROVED DESIGN DOCUMENTS.
2. THE INSPECTION AGENCY SHALL SUBMIT INSPECTION AND TEST REPORTS TO THE BUILDING
DEPARTMENT, THE ENGINEER OF RECORD, AND THE OWNER UNLESS THE FABRICATOR IS APPROVED
BY THE BUILDING OFFICIAL TO PERFORM WORK WITHOUT THE SPECIAL INSPECTIONS.
MAXIMUM ALLOWABLE ANGLE CLIP
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15395 SE 30TH PL
BELLEVUE, WASHINGTON 98007
PLANS PREPARED BY
INFINIGY9
FROM ZERO TO INFINIGY
Ithe soluflons are endless
50 116TH AVENUE SE, SUITE 210
BELLEVUE, WASHINGTON 98004
JOB NUMBER 674-001
-ENGINEERING LICENSE
09-21-18
- DRAWING NOTICE
THESE DOCUMENTS ARE CONFIDENTIAL AND
ARE THE SOLE PROPERTY OF SPRINT AND MAY
NOT BE REPRODUCED, DISSEMINATED OR
REDISTRIBUTED WITHOUT THE EXPRESS
WRITTEN CONSENT OF SPRINT.
[SITE NAME. -
EDMONDS
SPRINT SITE #: SE03XC552
SITE ADDRESS
100 2ND AVENUE SOUTH
EDMONDS, WA 98020
SHEET DESCRIPTION:
GENERAL
NOTES
-SHEET NUMBER -
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PREPARED FOR
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15395 SE 30TH PL
BELLEVUE, WASHINGTON 98007
PLANS PREPARED BY
INFINIGY9
FROM ZERO TO INFINIGY
the solutions are endless
50 116TH AVENUE SE, SUITE 210
BELLEVUE, WASHINGTON 980@4
JOB NUMBER 674-001
LICENSE.
—DRAWING NOTICE —
THESE DOCUMENTS ARE CONFIDENTIAL AND
ARE THE SOLE PROPERTY OF SPRINT AND MAY
NOT BE REPRODUCED, DISSEMINATED OR
REDISTR BUTED WITHOUT THE EXPRESS
I k
WRITTEN CONSENT OF SPRINT.
ITE NAME: —
EDMONDS
IPRINT SITE At:
s SE03XC552
SITE ADDRESS:
100 2ND AVENUE SOUTH
EDMONDS, WA 98020
— SHEET DESCRIPTION:
SITE PLAN
SHEET NUMBER:
S-3
PLANS PREPARED FOR
PROPOSED COUNTERSUNK 112- A307
THROUGH BOLT 0 24' a C, IN TH BACKING
PLJ116x3W-0' LONG CONNECTED TO
UNDERSIDE OF DECK (TYP) (TOTAL OF
(16) PER ROOF TOP FRAME)
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NOTE: CONTRACTOR TO FIELD VERIFY ALPHA AND BETA SLED MOUNTS ARE
POSITIVELY ATTACHED TO THE ROOF PER FINAL CONSTRUCTION DRAWINGS
BY KDC ARCHITECTS & ENGINEERS, SITE NUMBER: SEA-EDMONDS. DATED
PT 4x8 SLEEPER, 4�-O' JULY 30, 2009. IF EXISTING CONDITIONS DO NOT MATCH THE REFERENCED
FRONT AND BACK) DRAWNGS, APPLY ROOF ATTACHMENT MODIFICATION TO ALL SECTORS.
NOTE: CONTRACTOR TO FIELD VERIFY GAMMA SLED MOUNT IS REINFORCED AT
THE HORIZONTAL PER THE POST -MODIFICATION STRUCTURAL ANALYSIS REPORT
AND DRAIMNGS BY INFINIGY ENGINEERING, SITE NUMBER: SE03XC55Z DATED
PT 4x8 SLEEPER, 12'-0' LONG MAY 18, 2018. IF EXISTING CONDITIONS 00 NOT MATCH THE REFERENCED
SIDE) DRAWNGS, APPLY HORIZONTAL REINFORCEMENT MODIFICATION TO ALL SECTORS.
PROPOSED L2 112x2 1120116 ANGLE 70
BE ADDED TO EXISTING ANGLE 70 CREA 7E
A LL2 112x2 1120116 ANGLE (TYP)
PROPOSED 112- DIA A307 S77TCH
BOLT 0 1 �-O- D.C. MAX (TYP)
NOTE: MOUNT PIPES AND UNISTRUT]
MOUNTS NOT SHO!t_EqL��
PROPOSED L2 112x2 112xJI16 ANCLE TO
BE ADDED TO EXIS77NG ANaE TO CREATE
A LL2 112x2 1120116 ANGILE (TYP)
PROPOSED 112- DIA AJ07 S77TCH
BOL T 0 1 �-O - 0. C. MAX (T)P)
4x8 SLEEPER,
T)P EAai SIDE)
PROPOSED COUNZERSUNA EXISTING ROOF DECK PROPOSED 112- LAG SCREW WTH
A J07 THROUGH BOLT 0 21; UNDERSIDE MINIMUM 3' EMBEDMENT INTO FIT 4x8
W7H BACKING PtJ116xJx1'-0" SLEEPER 0 24- O.C. (TYP) (TOTAL OF
LONG CONNECTED TO UNDERSIDE (16) PER ROOF- TOP FRAME)
Of- DECK (TW) (TOTAL Of- (16) ELEVATION IEW
PER ROOF TOP FRAME)
j SCALE: NOT TO SCALE
PROPOSED COUNTERSUNK 112- AJ07 7HROUGH
BOLT 0 24' O.C. WhY BACKING PLJ116xJx1t-0'
LONG CONNECTED TO UNDERSIDE OF DECK (TYP)
(TOTAL OF (16) PER ROOF TOP FRAME)
PROPOSED PT 4x8 SSLEEPER,
12'-0' LONG (TYP EACH SIDE) --I
EXISTING
ROOF TOP
PROPOSED 112- LAG SCREW WhY
MINIMUM 3' EMBEDMENT IN70 PT 46
SLEEPIER 0 24- D.C. (TYP) (TOTAL
Of- (16) PER ROOF 70P FRAME)
PROPOSED L2 112x2 112xJI16 ANaE TO
BE ADDED 70 EVS77NG ANGLE TO CREATE
A LL2 112x2 112xJI16 ANGLE (TYP)
PROPOSED 112- DIA AJ07 ShfTaf
BOL T 0 1 �- 0 - 0. C MAX (TYP)
EXISTING ROOI` TOP FRAME
RECEWEED
/-3\ SIDE VIEW AUG 2019
\Z-/ SCALE: NOT TO SCALE
Sprint
15395 BE 30TH PL
BELLEVUE, WASHINGTON 98007
PLANS PREPARED BY
INFINIGY9
FROM ZERO TO INFINIGY
the solutions are endless
50 116TH AVENUE SE, SUITE 210
BELLEVUE, WASHINGTON 98004
JOB NUMBER 674-001
A
mc:/1
-ENGINEERING LICENSE.
DRAWING NOTICE:
THESE DOCUMENTS ARE CONFIDENTIAL AND
ARE THE 50 LE PROPERTY OF SPRI NT AN D MAY
NOT BE REPRODUCED, DISSEMINATED OR
REDISTRIBUTED WITHOUT THE EXPRESS
WR17EN CONSENT OF SPRINT.
SITE NAME EDMONDS
SPRINT SITE # SE03XC552
SITE ADDRESS
100 2ND AVENUE SOUTH
EDMONDS, WA 98020
SHEET CESCRII TION
MOUNT
MODIFICATION
SHEET NUMBER:
S-4
PLANS PREPARED FOR
GENERAL NOTES:
1. SPLICE GROUND CONNECTIONS.
2. FOLLOW COAXIAL CABLE MANUFACTURERS RECOMMENDATIONS M-PrAL)
3. ALL INSULATED GROUND WIRES TO BE STRANDED, AWG WIRE UNLESS NOTED OTHEIMSE.
4. THIS IS 7WWAL FOR ONE SECTOR OF ANTENNAS. SEE PLANS FOR NUMBER OF SECTORS.
5. NUMBER OF COAX IS DLAGRAMATIC.
6. EXISTING DIPLEXERS AND E)GSnNG TMAS NOT SHOWN FOR CLARITY,
7. FOLLOW SPRINT STANDARD GROUNDING METHOD.
COAX & GROUNDING SYSTEM SCHEMATIC
NO SCALE
(1) NEW PANEL ANTENNA
PER SECTOR
(1) EXISTING PANEL
ANTENNA PER SECTOR
T
(1) IVE W RL TER PER SEC MWOR
EXISTING/NO CHANCE
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NEW uRAIPER CABLES
EXISTING RRU
NEW RRU(S) PER SECjWR
EXISTING
RRU
EXISTING OR NEW DC
POWER/ FIBER CABLES
EXISTING/NO CHANGE
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— — — —
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15395 SE 30TH PIL
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PLANS PREPARED BY:
INFINIGY9
FROM ZERO TO INFINIGY
the solutions are endless
50 1 16TH AVENUE SE, SUITE 210
BELLEVUE, WASHINGTON 98004
JOB NUMBER 674-001
mcJ7
- ENG. __ _ — _'_ __
DRAWING NOTICE� —
THESE DOCUMENTS ARE CCNFIDENTIAL AND
ARE THE SOLE PROPERTY OF SPRINT AND MAY
NOT BE REPRCDUCED, DISSEMINATED OR
REDISTR BUTED WITHOUT THE EXPRESS
I t
WRITTEN CONSENT OF SPRINT.
I REVISED FOR CONSTRUCTION 09/21AII CUL 3
REVISED FOR CONSTRUCTION 1 07/24118 crL 2
REVISED FOR CONSTRUCTION 107/17/:! SF I�
ISSUED FOR CONSTRucriON 04/171 IFTT 0
SITE NAME: — EDMONDS
SPRINT SITE 11, —
SE03XC552
—SITE ADDRESS —
100 2ND AVENUE SOUM
EDMONDS, WA 98020
— SHEET DESCRIPTION
GROUNDING PLAN &
SINGLE LINE DIAGRAM
SHEET NUMBER:
G-i
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Sprint
MOUNT
MODIFICATION
DRAWINGS
PREPARED BY:
INFINIGY6
FROM ZERO 'TO INFINIGY
the solutions are endless
SE03XC552
EDMONDS
100 2ND AVENUE SOUTH
EDMONDS, WA 98020
09/21 /2018
INFINIGY JOB # 674-001
NOTE:
THESE DOCUMENTS ARE 00*11DENTIAL AND ARE THE
SOLE PROPEW OF Kf*WY AND MY NOT BE
REPRODUCED. EDITED. MODFIED OR REXTRIMM
WMW THE DOPFIESS WRITTEN 0ONSENT OF WNW
fai FE:
SEP 2 6 2018
EWIL-DING
CIFY 031F PROFF.SSIONAL SEAL
A VIMATION OF LAW FOR MY PERSON
UNLESS THEY ARE ACTING LINDER THE
DIRECTION OF A LIMINSED PROFESSIONAL
ENQNEE1k M ALTER THESE DOCUMENM
- SHEET NUMBER:
S-1
PLANS PREPARED FOR:
GENERAL NOTES.-
1. THESE DOCUMENTS WERE DESIGNED IN ACCORDANCE WITH THE LATEST VERSION OF APPLICABLE
LOCAL/STATE/COUNTY/CITY BUILDING CODES, AS WELL AS ANSI/TA-222 STANDARD, AWWA-D1OD
STANDARD, NDS, NEC. MSJC. AND/OR THE LATEST VERSION OF THE INTERNATIONAL BUILDING CODE,
UNLESS NOTED OTHERWISE IN THE CORRESPONDING STRUCTURAL REPORT.
2. ALL CONSTRUCTION METHODS SHOULD FOLLOW STANDARDS OF GOOD CONSTRUCT10N PRACTICE.
3. ALL WORK INDICATED ON THESE DRAWINGS SHALL BE PERFORMED BY QUALJFIED CONTRACTORS
EXPERIENCED IN SIMILAR CONSTRUCTION.
4. ALL NEW WORK SHALL ACCOMMODATE EXISTING CONDITIONS. IF OBSTRUCTIONS ARE FOUND,
CONTRACTOR SHALL NOTIFY ENGINEER OF RECORD PRIOR TO CONTINUING WORK.
5. ANY CHANGES OR ADDITIONS MUST CONFORM TO THE REQUIREMENTS OF THESE NOTES AND
SPECIFICATIONS, AND SHOULD BE SIMILAR TO THOSE SHOWN. ALL CHANGES OR ADDITIONS SHALL BE
SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO FABRICATION
AND/OR CONSTRUCTION.
6. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND EXECUTION OF ALL MISCELLANEOUS
SHORING, BRACING, TEMPORARY SUPPORTS, ETC. NECESSARY TO PROVIDE A COMPLETE AND STABLE
STRUCTURE DURING CONSTRUCTION. TIA-1019-A-2011 IS AN APPROPRIATE REFERENCE FOR THOSE
DESIGNS MEETING TIA STANDARDS. THE ENGINEER OF RECORD MAY PROVIDE FORMAL RIGGING PLANS
AT THE REQUEST AND EXPENSE OF THE CONTRACTOR.
7. INSTALLATION SHALL NOT INTERFERE NOR DENY ADEQUATE ACCESS TO OR FROM ANY EXISTING OR
PROPOSED OPERATIONAL AND SAFETY EQUIPMENT.
8. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO ANY FABRICATION. CONTACT INFINIGY
ENGINEERING IF ANY DISCREPANCIES EXIST.
STEEL CONSTRUCTION NOTES
1. STRUCTURAL STEEL SHALL CONFORM TO THE AJSC MANUAL OF STEEL CONSTRUCTION 14TH EDITION,
FOR THE DESIGN AND FABRICATION OF STEEL COMPONENTS.
2. ALL FIELD CUT SURFACES, FIELD DRILLIED HOLES, AND GROUND SURFACES WHERE EXISTING PAINT
OR GALVANIZATION REMOVAL WAS REQUIRED SHALL BE REPAJRED WITH (2) BRUSHED COATS OF ZRC
GALVILITE COLD GALVANIZING COMPOUND PER ASTM A780 AND MANUFACTURERS' RECOMMENDATIONS.
3. ALL FIELD DRILI.ED HOLES TO BE USED FOR FIELD BOLTING INSTALLATION SHALL BE STANDARD
HOLES, AS DEFINED BY AISC, UNLESS NOTED OTHERWISE.
4. ALL EXTERIOR STEEL WORK SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A123.
5. ALL STEEL MEMBERS AND CONNECTIONS SHALL MEET THE FOLLOWING GRADES:
• ANGLES, CHANNELS, PLATES AND BARS TO BE A36. Fy=36 KSI, U.N.O.
• W SHAPES TO BE A992. Fy--50 KSI, U.N.O.
• RECTANGULAR HSS TO BE A500, GRADE B. FY=46 KSI, U.N.O.
• ROUND HSS TO BE A500. GRADE B. FY=42 KSI, U.N.O.
• STEEL PIPE TO BE A53, GRADE B. Fy=35 KSI. U.N.O.
• BOLTS TO BE A325-X. Fu=120 KSI. U.N.O.
• U-BOLTS AND LAG SCREWS TO BE A307 GR A. Fu=60 KSI, U.N.O.
6. ALL WELDING SHALL BE DONE USING E70XX ELECTRODES, U.N.O.
7. ALL WELDING SHALL CONFORM TO AISC AND AWS D1.1 LATEST EDITION.
8. ALL HILT! ANCHORS TO BE CARBON STEEL, U.N.O.
• MECHANICAL ANCHORS: KWIK BOLT-TZ, U.N.O.
• CMU BLOCK ANCHORS: ADHESIVE - HY120, U.N.O.
• CONCRETE ANCHORS: ADHESIVE - HY150, U.N.O.
• CONCRETE REBAR: ADHESIVE - RE500, U.N.O.
9. ALL STUDS TO BE NELSON CAPACITOR DISCHARGE 1/4*-20 LOW CARBON STEEL COPPER -FLASH AT
55 KSI LILT/50 KSI YIELD, U.N.O.
10. BOLTS SHALL BE TIGHTENED TO A 'SNUG TIGHT' CONDITION AS DEFINED BY AJSC.
11. MINIMUM EDGE DISTANCES SHALL CONFORM TO AISC TABLE J3.4.
CONCRETE CONSTRUCTION NOTES:
1. CONCRETE TO BE 4000 PSI 0 28 DAYS. REINFORCING BAR TO CONFORM TO ASTM A615 GRADE 60
SPECIFICATIONS. CONCRETE INSTALLATION TO CONFORM TO ACI-318 BUILDING REQUIREMENTS FOR
REINFORCED CONCRIETE. ALL CONCRETE TO BE PLACED AGAINST UNDISTURBED EARTH FREE OF WATER
AND ALL FOREIGN OBJECTS AND MATERIALS. A MINIMUM OF THREE INCHES OF CONCRETE SHALL
COVER ALL REINFORCEMENT. WELDING OF REBAR IS NOT PERMITTED.
2. EXISTING CONCRETE SURFACES THAT ARE TO BE IN CONTACT WITH NEW PROPOSED CONCRETE
SHOULD BE WIRE BRUSHED CLEAN AND TREATED WITH APPROPRIATE MECHANICAL SCRATCH COAT AND
REPAIR MATERIALS OR APPROPRIATE CHEMICAL METHODS SUCH AS THE APPLICATION OF A BONDING
AGENT, EX. SAKRETE OR EQUIVALENT, TO ENSURE A QUALITY BOND BETWEEN EXISTING AND
PROPOSED CONCRETE SURFACES.
1. FRP PLATES, SHAPES, BOLTS AND NUTS (STUD/NUT ASSEMBLIES) SHALL CONFORM TO ASTM D638.
695, 790. PLATES AND SHWES TO BE FY = 5.35 KSI LW (SAFETY FACTOR OF 8). .945 KS1 CW
(SAFETY FACTOR OF 8) MIN.
2. IF FIELD FABRICATION IS REQUIRED. ALL CUT EDGES AND DRILLED HOLES TO BE SEALED USING
VINYL ESTER SEALING KIT SUPPLIED BY THE MANUFACTURER.
3. ALL FASTENERS TO BE 1/2" DIA FRP THREADED ROD WITH FIBER REINFORCED THERMOPLASTIC NUT,
SPACED AT 12 INCHES ON CENTER MAXIMUM, U.N.O., FOR PANELS AND AS DESIGNED FOR
STRUCTURAL MEMBERS.
4. THE COLOR AND SURFACE PATTERN OF EXPOSED FRP PANELS SHALL MATCH THE EXTERIOR OF THE
EXISTING BUILDING, U.N.O.
5. STLID/NUT ASSEMBLIES SHOULD BE LUBRICATED FOR INSTALLATION
6. ENSURE BEARING SURFACES OF THE NUTS ARE PARALLEL TO THE SURFACES BEING FASTENED.
7. TORQUE BOLTS ACCORDING TO THE FOLLOWING TABLE.
INSTALLATION TORQUE TABLE
SZE
ULTIMATE TORQUE
STRENGTH
RECOMM34DED MAXIMUM
INSTALLATION TORQUE
3/8-16 UNC
8 FrLBS
4 FTLBS
1/2-13 UNC
18 FT LEIS
8 FT-LBS
5/8-11 UNC
35 FTLBS
16 FT-LBS
/4-10 UNC
50 FT-LBS
24 FT-LBS
1-8 UNC
110 FTLBS
50 FT-LBS
8. WHEN TIGHTENING FRP STUD/NUT ASSEMBLIES, WRENCHES MUST MAKE FULL CONTACT WITH ALL NUT
EDGES. A STANDARD SIX POINT SOCKET IS RECOMMENDED.
9. STUD/NUT ASSEMBLIES SHOULD BE BONDED BY APPLYING BONDING AGENT TO ENTIRE NUT AND
EXPOSED STUD.
10. ALL FRP MATERIALS TO BE PROVIDED BY FIBERGRATE COMPOSITE STRUCTURES, DALLAS TX,
OR APPROVED EQUAL
11. ALL FRP SHAPES TO BE DYNAFORM PULTRUDED STRUCTURAL SHAPES.
12. ALL FRP PLATES TO BE FIBERPLATE MOLDED FIRP PLATE.
13. ALL FRP PANELS TO BE FIBERPLATE CLADDING PANEL
14. EACH FRP PANEL TO BE IDENTIFIED WITH LMRJ25536 AND ni3mRATE COMPOSITE STRUCTURAL
L&EIR
15. FRP MATERIAL TO BE CLASSIFIED AS CCI OR BETTER, AND HAVE MAXIMUM FLAME
SPREAD OF 50.
16. ALL DESIGN AND CONSTRUCTION TO BE COMPLETED IN ACCORDANCE WITH LOS ANGELES RESEARCH
REPORT RR25536, DATED FEBRUARY 1. 2016.
17. SPECIAL INSPECTIONS MUST BE PROVIDED FOR ALL FRP INSTALLMENTS. SEE SPECIAL INSPECTION
SECTION, THIS SHEET.
RATIO OF EDGE DISTANCE TO FRP FASTENER DIAMETER
RANGE
RECOMMENDED
EDGE DISTANCE - CL* BOLT TO END
10-4.0
3.0
EDGE DISTANCE - CL* BOLT M SIDE
1.5-3.5
Z5
BOLT PITCH - CLO M CL*
4.0-&0
&0
WOOD CONSTRUCTION NOTES*
1. ALL EXISTING WOOD SHAPES ARE ASSUMED TO BE DOUGLAS FIR -LARCH WITH A REFERENCE DESIGN
BENDING VALUE OF 1000 PSI MIN.
2. ALL PROPOSED WOOD SHAPES ARE TO BE DOUGLAS FIR -LARCH WITH A REFERENCE DESIGN BENDING
VALUE OF 1000 PSI MIN. U.N.O.
3. ALL EXISTING AND PROPOSED GLUED LAMINATED TIMBERS ARE TO BE 24F-1.8C DOUGLAS FIR
BALANCED WITH A REFERENCE DESIGN BENDING VALUE OF 2400 PSI MIN. U.N.O.
1. ALL BRICK TO BE 1500 PSI MIN. REINFORCING BAR (IF APPLICABLE) TO CONFORM TO ASTM A615
GRADE 60 SPECIFICATIONS. ALL MORTAR TO BE 2000 PSI MIN.
-FOR INTERIOR/ABOVE GRADE APPLICATIONS TYPE N MORTAR HAVING MINIMUM MODULUS OF
RUPTURE OF 100 PSI SHALL BE USED. FOR EXTERIOR/BELOW GRADE APPLICATIONS TYPE M OR
S MORTAR HAVING A MINIMUM MODULUS OF RUPTURE OF 133 PSI.
-BRICK AND MORTAR INSTALLATION TO CONFORM TO MSJC BUILDING CODE REQUIREMENTS FOR
MASONRY STRUCTURES.
2. ALL CMU TO BE 1500 PSI MIN. REINFORCING BAR (IF APPLICABLE) TO CONFORM TO ASTM A615
GRADE 60 SPECIFICATIONS. ALL MORTAR TO BE 2000 PSI MIN.
-FOR INTERIOR/ABOVE GRADE APPUCATIONS, TYPE N MORTAR HAVING MINIMUM MODULUS OF
RUPTURE OF 64 PSI SRALL BE USED FOR UNGROUTED BLOCKS, AND 158 PSI FOR FULLY
GROUTED BLOCKS.
-FOR EXTERIOR/BELOW GRADE APPLICATIONS TYPE M OR S MORTAR HAVING A MINIMUM MODULUS
OF RUPTURE OF 84 PSI SHALL BE USED FOR UNGROUTED BLOCKS, AND 163 PSI FOR FULLY
GROUTED BLOCKS.
-BRICK AND MORTAR INST&LA1ION TO CONFORM TO MSJC BUILDING CODE REQUIREMENTS FOR
MASONRY STRUCTURES.
TOWER PLUMB & TENSION NOTES:
1. PLUMB AND TENSION TOWER UPON COMPLETION OF STRUCTURAL MODIFICATIONS DETAILED IN THESE
DRAWINGS.
2. RETENSIONING OF EXISTING GUY WIRES SHALL BE PERFORMED AT A TIME WHEN THE WIND VELOCITY
IS LESS THAN 10 MPH AT GROUND LEVEL AND WITH NO ICE ON THE STRUCTURE AND GUY WIRES.
3. PLUMB THE TOWER WHILE RETENSIONING THE EXISTING GUY WIRES. THE HORIZONTAL DISTANCE
BETWEEN THE VERTICAL CENTERUNES AT ANY TWO ELEVATIONS SHALL NOT EXCEED 0.25% OF THE
VERTICAL DISTANCE BETWEEN TWO ELEVATIONS FOR LATTICED STRUCTURES.
4. THE TWIST BETWEEN ANY TWO ELEVATIONS THROUGHOUT THE HEIGHT OF A LATTICE STRUCTURE
SHALL NOT EXCEED 0.5 DEGREES IN 10 FEET. THE MAXIMUM TWIST OVER THE LATTICE STRUCTURE
HEIGHT SHALL NOT EXCEED 5 DEGREES.
SPECIAL INS ECTIONS NOTESO
1. A QUALIFIED INDEPENDENT TESTING LABORATORY, EMPLOYED BY THE OWNER AND APPROVED BY THE
JURISDICTION, SHALL PERFORM INSPECTION AND TESTING IN ACCORDANCE WITH THE THE GOVERNING
BUILDING CODE, APPLICABLE SECTION(S) AS REQUIRED BY PROJECT SPECIFICATIONS FOR THE
FOLLOWING CONSTRUCTION WORK:
a. STRUCTURAL WELDING (CONTINUOUS INSPECTION OF FIELD WELDS ONLY).
b. HIGH STRENGTH BOLTS (PERIODIC INSPECTION OF A325 AND/OR A490 BOLTS) TO BE TIGHTENED
PER *TURN-OF-THE-Nur' METHOD.
c. MECHANICAL AND EPDXIED ANCHORAGES.
d. FIBER REINFORCED POLYMER.
-THE SPECIAL INSPECTOR MUST VERIFY THAT THE FRP MATERIAL SPECIFIED ON THE APPROVED
DESIGN DOCUMENTS IS BEING INSTALLED.
-THE SPECIAL INSPECTOR MUST VERIFY THAT ALL CUT EDGES AND DRILLED HOLES ARE
PROPERLY SEALED USING A VINYL ESTER SEALING KIT SUPPLIED BY THE MANUFACTURER.
-THE SPECIAL INSPECTOR MUST VERIFY THAT THE STRUCTURE IS BUILT IN ACCORDANCE WITH
THE APPROVED DESIGN DOCUMENTS.
2. THE INSPECTION AGENCY SHALL SUBMIT INSPECTION AND TEST REPORTS TO THE BUILDING
DEPARTMENT, THE ENGINEER OF RECORD, AND THE OWNER UNLESS THE FABRICATOR IS APPROVED
BY THE BUILDING OFFICIAL TO PERFORM WORK WITHOUT THE SPECIAL INSPECTIONS.
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SITE NAME:
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BY KDC ARCHITECTS & ENGINEERS. SITE NUMBER: SEA-EDMONDS, DATED
PT 08 SLEEPER, 4�-O' JJLY 30, 2009. IF EXISTING CONDITIONS DO NOT MATCH THE REFERENCED
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AND DRAWINGS BY INFINIGY ENGINEERING, SITE NUMBER: SE03XC55Z DATED
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60 116TH AVENUE SE, SUITE 210
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JW NUMBER 674-001
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ARE THE SOLE PROPERTY OF SPRINT AND MAY
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REDISTRIBUTED WITHOUT THE EXPRESS
WRITTEN CONSENT OF SPRINT.
SITE NAME: -
EDMONDS
SPRINT SITE M -
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SITE ADDRESS:
100 2ND AVENUE SOUTH
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ALL WORK SHALL BE PERFORMED AND MATERIALS INSTALLED IN ACOCIRDANCE
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SO 11 6TH AVENUE SE, SUITE 210
BELLEVUF- WASHINGTON 98004
JOB NUMBER 674-M
mc17-
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NOT BE REPRODUCED, DISSEMINATED OR
REDISTRIBUTED WITHOUT THE EXPRESS
WRITTEN CONSENT OF SPRINT.
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TULE SREET
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GENERAL SPECIFICATIONS
PAINTING NOTES & SPECIFICATIONS
STRUCTURAL SPECIFICATIONS
1. THE LATEST EDITION OF THE AMERICAN INSITTLITE OF ARCHITECTS DOCUMENT 21. THE CONTRACTOR SH,41.1. PROVIDE TEMPORARY WATER. POWER AND TOILET
A. GENERAL
A. GENERAL 7. OIXING: PREPARATION OF CONCRETE SHALL CONFORM TO ASTM
A20f 'GENERAL CONDITIONS OF THE CONTRACT FOR CONSTRUCTION* ARE FACILITIES AS REQUIRED BY THE PROPERTY OWNVt, SPRINT, AND THE CITY
- 94. NO MORE THAN 90 MINUTES SHALL ELAPSE BETWEEN
INCLUDED IN THESE sPEcTnCATIONS AS IF COMPLETELY REPRODUCED HEREIN. OR GOVERNING AGENCY. 1.
ALL PAINT PRODUCT LINES SHALL BE SHERWIN WILLIAMS UNLESS
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THESE DRAWINGS SHALL RAVE THE FOLLOWING PRECEDENCE.
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B. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE
UNCONFINED FALL OF CONCRETE SHALL NOT EXCEED 5 Fr.
AFFECTING THE PROPOSED PROJECT INCLUDING DEMOLITION, ELECTRICAL.
THIS PROJECT SHALL BE KEPT IN A PLAN BOX AND SHALL NOT BE USED
RECOMMENDED BY MANUFACTURER FOR EXISTING WEATHER CONDITIONS.
OVER GENERAL NOTES AND TYP4CAL DETAILS.
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INFORMATION. THE CONTRACTOR SHALL ALSO MAINTAIN IN GOOD CONDITION.
Lo
C FINISH CO R AND TEXTURE OF ALL PAINTED SURFACES SHALL
C. MATERIAL NOTES AND SPECIFICATIONS ON THE DRAWINGS SHALL
9. SPLICES OF REINFORCING STEEL SHALL BE LAPPED A MINIMUM OF 30
DIAMETERS AND SECURELY WIRED TOGETHER. SPUCES OF ADJACENT
ALL
FOUND. THE GENERAL OCINTRACTOR S IMMEDIATELY NOTIFY IN WRITING,
ONE COMPLETE SET OF PLANS WITH ALL REVISIONS, ADDENDA AND CHANGE
ORDERS ON THE PREMISES AT ALL TIMES. THESE ARE TO BE UNDER THE
MATCH EY
R ,�(ISTING ADJACENT SURFACES UNLESS OTHERWISE NOTED
BY SP T
TAKE PRECEDENCE OVER THE SPECIFICATIONS.
REINFORCING BARS SHALL BE STAGGERED WHEREVER POSSIBLE.
THE RINT CONSTRUCTION MANAGERRAND THE ARCHITECT.
SP
CARE OF THE CONSTRUCTION SUPERINTENDENT.
.
CIN THE EVENT OF DISCREPANCIES WITHIN THESE DRAWINGS, THE CONTRACTOR
& ALL PAINT MATERIAL DATA SHEETS SHALL BE PROVIDED TO THE
2. OTHER TRADES: SEE THE ARCHITECTURAL DRAWINGS FOR ALL
10. REAR CLEARANCE: MINIMUM COVERAGE FOR JOISTS, BEAMS, GIRDERS
SHALL INCLUDE THE MORE COSTLY OR EXTENSIVE WORK IN THE BID UNLESS
24. THE CONTRACTOR SKALL REMOVE ALL RUBBISH AND WASTE MATERIALS ON
SPRINT CONSTRUCTION MANAGER.
DIMENSIONS NOT SHOWN.
AND COLUMNS SHALL BE TO FACE OF STIRRUPS OR TIES. UNLESS
SPECIFICALLY DIRECTED OTHERWISE BY SPRINT. IF A DISCREPANCY baSTS
A ONLY BASI% EXCEPT FOR THAT SPECIFIED AS THE PROPERTY OF THE
OTHERWISE NOTED, CONCRETE COVERAGE FOR REINFORCING BARS TO
AND THE PROJECT MANAGER AND ARCHITECT ARE NOT NOTIFIED, THE
BUILDING OR PROPERTY OWNER AND SHALL EXERCISE STRICT CONTROL
& PREPARE PREVIOUSLY PAINTED SURFACE BY LIGHT SANDING WITH 400
GENERAL DETAILS AND NOTES ON THESE SHEETS SHALL APPLY
FACE OF BAR SHALL BE AS FOLLOWS-.
�N OS
GE
.g��%MMTT,SMBE HELD RESPONSIBLE FOR ALL C IS
y w I PRnm I- THAT RMII T
OVER SITE CLEAMNG THROUGHOUT CONSTRUCTION AND FINAL CLEAN-UP
WON COMPLETION OF WORK. ALL AREAS ARE TO BE LEFT _11�4. A Bf�?21,1.
GRIT SANDPAPER AND NON -HYDROCARBON WASH. PREPARE GALVANIZED
rm w Ar.in �.w m qNvr,wY rIFmImr IN Ar.mRnmri, %TTw
UNLESS SPECIFICALLY SHOWN OR NOTED OTHERWISE.
CONSTRUC11ON DETAILS NOT FULLY SHOWN OR NOTED SHALL BE
5. THESE DRAWINGS SHAU NOT HE SCALED AS THESE DRAWINGS ARE INTENDED
__ __ - - _. _ - __ - ", __
AT COMPLETION OF WORK
- " "'" " ' I
�A
';ZE;�E� FZE
To BE FOR DIAGRAMMATIC PURPOSES ONLY. FIGURED DIMENSIONS HAVE
PRECEDENCE OVER DRAWING SCALE AND DETAIL DRAWINGS HAVE
7.
FURNISH CROP CLOTHS. SHIELDS. MASKING AND OTHER PROTECTIVE
Ik SHORING; IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
.
D. WALL- INTERIOR FACE
PRECEDENCE OVER SMALL SCALE DRAWINGS. CONTRACTOR SHALL CHECK THE
25. THE GENERAL CONTRACTOR MUST PERFORM WORK DURING PROPERTY
OWNER'S PRUERRED HOURS TO AVOID DISRUPnoN OF NORMAL ACTIVITY.
METHODS TO PREVENT SPRAY OR DROPPINGS FROM DAMAGING ADJACENT
SURFACES AND FACILITIES.
TO INSTALL ALL TEMPORARY BRACING AND SHORING TO INSURE
THE SAFETY OF THE WORK UNTIL IT IS COMPLETED. THIS INCLUDES
E. STRUCTURAL SLABS 3/4-
ACCURACY OF ALL DIMENSIONS IN THE nELD. UNLESS SPECIFICALLY NOTED.
UNDERPINNING EXISTING FOOTINGS WHERE APPLICABLE
F. JOISTS 3/4-
DO NOT FABRICATE ANY MATERIALS, OR BEGIN ANY CONSTRUCTION UNTIL THE
ACCU OF DRAWING DIMENSIONS HAS BEEN VERIFIM AGAINST ACTUAL
RACY
ZIL ALL EXPOSED METAL SHALL BE HOT -DIPPED GALVANIZED.
& APPLY PAINT BY AJRLESS SPRAY, SANDING LIGHTLY BETWEEN EACH
G. BEAMS, GIRDERS & COLUMNS
FIELD DIMENSIONS.
SUCC EEDING ENAMEL COAT ON FLAT SURFACES. APPLY MATERIAL TO
SAFETY. THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE.
27, SEAL ALL PENETRATIONS THROUGH FIRE -RATED AREAS WITH U.L LISTED OR
ACHIEVE A COATING NO THINNER THAN THE DRY FILM THICKNESS
UNLESS OTHERWISE INDICATED, THEY DO NOT INDICATE THE METHOD
11. PENETRATIONS: NO SLEEVES OR CHASES SHALL BE PLACED IN
6. THE CONTRACTOR SRALL INCLUDE IN HIS OR HER DID ALL MATUnks,
FIRE MARSHALL APPROVED MATERIALS IF AND WHERE APPUCABLE TO THIS
FACILITY AND PROJECT SITE
INDICATED.
OF CONSTRUCTION.
BEAMS, SLABS. WALLS AND COLUMNS. EXCEPT THOSE SHOWN ON THE
EQUIPMENT, APPURTUONCES AND LABOR NECESSARY TO COMPLETE THE
WORK AS INDICATED OR IMPLIED BY THESE DRAWINGS.
0.
21L PROYME A PORTABLE FIRE EXIINGUISHER WITH A RATING OF NOT LESS THAN
APPLY BLOCK FILTER TO CONCRETE BLOCK CONSTRUCTION AND
WATERPROOFING: WATERPROOFING AND DRAINAGE DETAILS OR
PLANS. CONTRACTOR SHALL OBTAIN PRIOR APPROVAL FOR
INSTALLATIONS OF ANY ADDITIONAL SLEEVES OR CHASES. ALL
7. COWRACTO SKhLL NOTIFY THE SPRINT OONSTIRLICTION MANAIGER. 111E
2-A OR 2-AIODC IN 75 FEET TRAVEL DISTANCE To ALL PORTIONS OF
ENSURE COMPLETE COVERAGE WITH PORES COMP LETELY FILLED.
SPECIFICAJIONS SHOWN IN THESE DRAWINGS ARE FOR GENERAL
PLUMBING, ELECTMCAL AND MECHANICAL OPENINGS SHALL BE
PROPERTY =R AND THE ARCHITECT IF ANY DETAILS ARE CONSIDERED
THE PROJECT AREAWUITNHOER CONSTRUCTION. 10.
CONTRACTOR SHALL CORRECT RUNS, SAGS. MISSES AND OTHER DEFECTS
INFORMATIONAL PURPOSES ONLY. CONTRACTOR TO NOTIFY THE
SLEEVES. CORING 15 NOT ALLOWED UNLESS PRIOR APPROVAL IS
IMPRACTICAL UNSUITABLE. UNSAFE. NOT WATERPROOF. OR NOT WITHIN
M ELECTRICAL POWER SYSTEM SKILL BE GROUNDED PER NEC ARTICLES 250
INCLUDING INADEQUATE COVERAGE AS DIRECTED BY THE SPRINT
SPRINT CONSTRUCTION MANAGER AND THE ARCHITECT IF ANY
INADEQUATE OR IMPROPER CONDITIONS.
OBTAINED FROM THE STRUCTURAL ENGINEER.
CUSTOMARY TRADE PRACTICE. IF WORK IS PERFORMED. ff WILL BE
AND 810.
CONSTRUCTION MANAGER. REPAINT AS NECESSARY TO ACHIEVE SURFACES
ASSUM THAT THERE IS NO OBJECTION I[) ANY DETAIL DETAILS ARE
INTENDED TO SHOW THE END RESULT OF THE DESIGN. MINOR
306 ALL NEW OPENINGS IN 714E EXTERIOR DIVELOPE OF CONDITIONED SPACES
T14AT ARE SMOOTH. EVENLY COATED WITH UNIFORM SHEEN AND FREE
FROM BLEMISHES.
B. STEEL
12. EMBEDDED ITEMS: CONDUIT PLACED IN A CONCRETE SLAB SHALL
NOT HAVE AN OUTSIDE DIAMETER GREATER THAN 1/4 THE THICKNESS
MODiFKATIONS MAY BE REQUIRED TO SUIT JOB CONDITIONS. AND SHALL
SUCH AS AT WALL AND ROOF PENEIWTIONS SHALL BE CAULKED OR
OF THE SLAB. CONDUIT SHALL NOT BE EMBEDDED IN A SLAB THAT
BE INCLUDED AS PART OF THE WORK.
SEALED TO LIMIT INFILTRATION OF AIR AND MOISTURE. IL
PAINTING SCOPE
1. ALL STRUCTURAL STEEL SECTIONS AND WELDED PLATE MEM13ERS
IS LESS THAN 3-1/2- THICK, UNLESS SLAB IS LOCALLY THICKENED.
& EXISIING ELEVATIONS AND LOCATIONS SHALL BE VERIFIED BY THE
31. UPON COMPLETION OF CONSTRUCTION. SPRINT CONSTRUCTION MARAGER 1.
PAINT THE FOLLOWING MATERIALS AND SYSTEMS CHECKED, BELOW
SHALL CONFORM TO ASTM A-36 AND BE FA13RICATED IN
ACCORDANCE WITH THE SPECIFlCATIONS OF THE AISC.
MINIMUM CLEAR DISTANCE BETWEEN CONDUITS SHALL BE SIX INCHES.
CONTRACTOR BEFORE CONSTRUCTION. IF THEY DIFFER FROM THOSE SHOWN
ON THE PLANS, THE CONTRACTOR SKALL NOTIFY THE SPRINT CONSTRUCTION
SHALL CONDUCT A WALK-THRU WITH PROPERTY OWNER OR REPRESENTATIVE
OF PROPERTY OWNER,
WITH THE COATING SYSTEM INDICATED.
2. ALL BOLTS SHALL CONFORM TO ASTM A-307 UNLESS OTHERWISE
I& ANCHORING: ALL ANCHOR BOLTS. REINFORCING STEEL, DOWELS,
INSERTS ETC. SHALL BE WELL SECURED IN POSITION PRIOR TO
MANAGER AND THE ARCHITECT SO THAT MODIFICATIONS CAN
BE MADE BEFORE PROCEEDING WITH THE WORK.
32. T14E CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL SYSTEM
9. THE CONTRACTOR $RALL VERIFY ALL TEL04ME & RADIO EOUIPMENT
EQUIPMENT IN A CLEAN WORKING ORDER UNTIL ACCEPTANCE OF THE
LAYOUT% SPECIFICATIONS. PERFORMANCE. INSTALLATION AND FINAL LOCATIONS
PROJECT BY SPRINT.
WITH SPRINT CONSTRUCTION MANAGER PRIOR TO BEGINNING WORK. T14E
CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL WORK WITH
ss. INSTALL ALL EQUIPMENT AND MATERIALS PER THE LATEST EDITION OF THE
ERICSSON RADIO SYSTEMS.
MANUFACTURERS INSTALLATION SPECIFICATIONS UNLESS SPMFICALLY
OTHERWIM INDICATED. OR WHERE LOCAL CODES OR REGULATION TAKE
10. ALL SYMBOLS & ABBREVIATIONS USED ON THESE DRAWINGS ARE CONSIDERED
PRECEDENCE.
CONSTRUCTION STANDARDS. IF THE CONTRACTOR HAS QUESTIONS REGAROING
THEIR EXACT MEANING THE SPRINT CONSTRUCTION MANAGER AND THE
ARCHITECT SHALL BE klIFIED FOR cLARmcATTON BEFORE THE CONTRACTOR
PROCEEDS WITH THE WORK.
IT. THE CONTRACTOR SHALL 09TAIN AND PAY FOR ALL PERMITS, UCENSES AND
INSPECTIONS NECESSARY FOR PERFORMANCE OF THE WORX AND INCLUDE
ROOFING & WATERPROOFING NOTES
THOSE IN THE COST OF THE WORK TO SPRINT.
PAJINTING SCOPE
�11K`
PAINT
WWT
P�
x
-E A�O�THANTHE Bn
IT
x
EXPOSM TO �EW EWOSED
ISVRFA�S
x
=o. c_�. u��
CCMEN�S T� FINISH SYS .
x
I-T L=TDWO%:.�
':IMUM6
x
x
x
x
NOTED ON PLANS. HIGH STRENGTH BOLTS SHALL CONFORM TO
PLACING CONCRETE. NO REPOSITIONING DURING CONCRETE POUR
ASTM A-325
IS ALLOWED.
STEEL PIPE COLUMNS SHALL BE GRADE 'B* CONFORMING TO ASTM
14. CURING: SLABS SMALL BE SPRAYED WITH A CURING COMPOUND
A53.
IMMEDIATELY AFTER FINISHING. CURING COMPOUNDS USED ON
CONCRETE WHERE TILE OR FLOOR COVERING IS TO BE BONDED
4, STEEL TUBING SHALL BE GRADE *S' CONFORMING TO ASTM A500.
TO THE CONCRETE SURFACE SHALL BE APPROVED BY THE TILE
OR FLOOR COVERING MANUFACTURER. KEEP SLAB WET FOR 7 DAY
ALL WELDING SHALL BE DONE BY THE SHIELDED ARC METHOD.
MINIMUM PERIOD.
ALL WELDERS SHALL BE PROPERLY OUALIFIED AND BE PRE -APPROVED.
SURPLUS METAL SHALL BE DRESSED OFF TO SMOOTH, EVEN
I& CONSOLIDATIM ALL CONCRETE SHALL BE VIBRATED AS IT IS
SURFACES WHERE WELDS ARE NOT EXPOSED TO VIEW. ALL WELDING
BEING PLACED WITH ELECTRICALLY OPERATED VIBRATING EQUIPMENT.
SHALL COMPLY WITH THE LATEST A.W.S. SPECIFICATIONS.
0. TIMBER
& THE FOLLOWING WELDING EQUIPMENT MUST BE USED:
1. ALL FRAMING LUMBER FOR 4X AND LARGER BEAMS SHALL BE NO. 1
X 250 AMP WELDERS.
GRADE DOUGLAS FIR., S45. UNLESS NOTED OTHERWISE ON THE
11 THE CONTRACTOR SHALL PROVIDE CONTINUOUS SUPERMSION AND DIRECT ALL
B. ROD OVENS. DRAWINGS.
WORK WHILE ANY SUBCONTRACTORS OR WORKERS ARE ONSIM USING HIS
1. CONTRACTOR SHALL CONTACT BUILDING OWNER TO DETERMINE IF ROOF IS C.
COATING SYSTEM SPECIFICATIONS
C. GRINDERS.
OR HER BEST SKILL AND AITENIION. THE CONTRACTOR SHALL BE HELD
UNDER WARRANTY CONTRACTOR SMALL GUARANTEE THAT ANY AND ALL NEW
2. ALL FRAMING LUMBER FOR ZX RAFTERS AND JOISTS SHALL BE NO.2
RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNKAJES.
ROOFING WORK MEETS THE SPECIFICATION OF ANY EXISTING ROOFING 1.
DTMI ACRYLIC COATING (SERIES B66) BY SHEIMN WILLIAMS CO. IMIL
7. NO BUZZ BOXES SHALL BE USED. GRADE DOUGLAS FIR. S45, UNLESS NOTED OTHERWISE ON ORAW114GS
P ROCEDURES ' SEQUE34CES, AND COORDINATION OF ALL PORTIONS OF THE
WARRANTIES S" THAT THE WARRANTY IS NOT MADE INVALID AS A RESULT
DFT PER COAT APPLIED IN TWO COATS OVER DTM BONDING PRINIER
CONTRACTED WORK.
OF THIS WORK. IF IF IS DETERMINED THAT THE ARCHITECT'S OL7AJUNG IS
(86SAM).
& ALL STRUCTURAL STEEL SHALL RAVE MILL CERTIFICATION. MILL & STRIPPING, BLOCKING, BACKING AND OTHER NON-STRUCTURAL
I& WORKMANSHIP THROUGHOUT SHALL BE OF THE BEST QUALITY OF THE
INADEQUATE OR IMPROPER OR IF ANY OTHER DISCREPANCY 15 FOUND, THE
CERTIFICATION SHALL BE KEPT ON THE JOB SITE FOR EXAMINATION LUMBER SHALL BE NO. 2 OR STU & STR GRADE DOUGLAS FIR. S45.
TRADE INVOLVED, AND SHALL MEET OR EXCEED THE FOLLOWING MINIMUM
CONTRACTOR SHAUL IMMEDIATELY NOTIFY THE ARCHITECT AND THE SPRINT 2.
100% ACRYUC, LATEX COATING EQUIVALENT TO A-100 (SERIES A-82)
BY THE DESIGN ENGINEER AND THE CITY INSPECTOR. 2X4 STUD WALLS SHAUL BE D.F. STANDARD & STR.
REFERENC STANDARDS FOR QUALITY AND PROFESSIONAL CONSTRUCTION
PROJECT M94AGER IN WRITING. THE CONTRACTOR WILL BE ULTIMATELY HELD
RESPONSIBLE FOR COMPLYING WITH THE ORIGINAL ROOF MANUFACTURER'S
BY SHERWIN WILLIAMS CO. I MIL DFT PER GOAT APPLIED IN TWO COATS
C ALL BEAMS, JOISTS AND RAFTERS SHALL BE INSTALLED WITH CROWN
PRACTICLE
SPECIF"TIONS.
OVER SPECIFIED PRIMER.
9. ALL HIGH STRENGTH BOLTS SHALL HAVE MILL CERTIFICATION.
SIDE
NRCA NATIONAL ROOFING CONTRACTORS ASSOCIATION
O'KARE IN RNATIONAL CENTER
L CONTRACTOR SMALL USE METHODS AND MATERIALS SIMILAR TO AND
0. PAINT & PRIMER
MILL CERTIFICATION SHALL BE KEPT ON THE JOB SITE FOR UP.
EXAMINATION BY THE INSPECTOR.
5. ROOF PLYWOOD SHALL MATCH EXISITING PLYWOOD SHEATHING WITH A
10255 W. HIGGINS ROAD, SUITE 600
COMPATIBLE WITH EXISTING MATERIALS & CONDITIONS FOR ROOF PATCHING.
NEW PENETRANIONS. ETC.
ANTENNAS
I& STEEL THAT HAD BEEN WELDED, CUT OR SCRATCHED IN THE FIELD SPAN INDEX RATIO 32/16. EDGE NAIL WrrH8d AT 6 . O.C. UNLESS
ROSEMONT. IL 60015-5607
PRIMER - KEM AQUA E61-W525
SHALL BE TOUCHED UP WITH COLD GALVANIZING POINT. NOTED OTHERWISE ON PLANS. FIELD HAL WITH 8d AT 12" O.C.
SMACNA SHEET METAL AND AIR CONDITIONING CONTRACTORS
& THE CONTRACTOR SHALL PROPERLY SEAL ALL NEW ROOF & BUILDING
TOPCOAT - COROTHANE 11 B65W200/86OV22
NATIONAL ASSOCIATION
ENVELOPE PEMIEMTIONS SUCH THAT THE INTEGRITY OF THE ORIGINAL
11. WELDING INDICATED IN THESE DRAWINGS IS DESIGNED FOR ONE & PLYWOOD SHEETS SHALL BE LAID WITH THE FACE GRAIN
4201 LAFAYETTE CENTER DRIVE
BUILDING ASSEMBLY AND ALL APPLICABLE WARRANTIES ARE MAINTAINED.
BTS CABINET
HALF OF ALLOWABLE CODE STRESSES UNLESS NOTED PERPENDICULAR TO SUPPORTS AND WITH THE EDGES STAGGERED,
CHANTILLY. VA 20151-1219
4, IF IT IS DEEMED NECESSARY TO REMOVE EXISIINC FINISHES ANO/OR
PRIMER - KEM AQUA E61-W525
TOPCOAT - COROTKANE 11 865W200/86OV2,2
'FULL STRESS" AT END OF WELD SYMBOL UNLESS NOTED OTHERWISE ON THE PLANS.
IILP INTERNATIO94L INSTITUTE FOR LATH AND PLASTER
MATERIALS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR RECONSTRUCTING
FINISHES AND MATERIALS TO LIKE -NEW CONDITION. CONrRACTO -
C. CONCRETE 7. PLYWOOD SHALL BE GRADE MARKED BY OFPA. TECO, OR PTL AND
820 IRAN ROAD
ST. PAUL. MN 55114-1406
ALL
N SPECIFIC Y
MAIMTAJ THE ORIGINAL COLORS. TEXTURES & FINISHES UN=
COAXIAL JUMPER CABLES
PRIMER AS REQUIRED FOR ADHESION. APPLY ONE COAT OF KEN
SHALL CONFORM TO PS 1-83.
NOTED IN THESE DRAWINGS OR APPROVED BY THE SPRINT CONSTRUCTION
AQUA WATER REDUCIBLE PRIMER E61W25 REDUCED 25%
1. STRENGTH: CONCRETE FOR THE PROJECT SHALL HAVE THE
K INSTALL ALL EOU PMENT AND MATERIALS PER THE LATEST EDITION OF THE
MANAGER IN ADVANCE.
TOPCOAT 2 COATS COROTHANE 11 POLYURETHANE B65W2OO/B6OV2
FOLLOWING ULTIMATE COMPRESSIVE STRENGTH AT AGE OF 28 DAYS: & THE MAXIMUM MOISTURE CONTENT OF ALL LUMBER SHALL NOT
MANUFACTURER'SI INSTALLATION spEcincKnONS UNLESS OTHERWISE INDICATED
5. AT THE SPRINT CONSTRUCTION MANAGER'S DIRECTION, THE CONTRACTOR
EXCEED 24% AT THE 71ME OF INSTALLATION.
BY SPRINT. OR WHERE LOCAL CODES OR REGULATIONS TAKE PRECEDENCE
SHALL PROVIDE LATTICE TOWER WALKPADS TO ALL NEW EQUIPMENT INCLUDING
RAW STEEL
LOCATION STRENGTH WT. SLUMP ADMIXTURE 9. MINIMUM NAILING SHALL COMPLY WITH TABLE 23-1-q OF BUILDING
I& THE CONTRACTOR SHALL VERIFY. COORDINATF� AND PROVIDE ALL NECESSARY
ANTENNAS AND HIS UNITS AND ALONG COAX CABLE ROUTING. ON
CONVENTIONAL ROOTING. THEEWALK PADS SHALL BE 'DUCK BOATIDS' AS
PRIMER KEN BOND HS B5OWZ4, DMT ACRYLIC PRIMER
TOPCOAT - 2 COATS COROTHANE 11 POLYURETHANE B65W200/86OV2
A. SLAB&FOOTING 3OOOpsi 150pcf 4* NONE CODE. ALL MAILS SHALL BE COMMON WIRE NAELS.
BLOCKING. BACKING. FRAMING. HANGERS OR OTHER SUPPORTS FOR ALL
ITEMS.
MANUFACTURED BY APC OR QUAL ON SPECIAL ROOFING SYSTEMS, SUCH
AS SINGLE MEMBRANE ROOFING, THE WALK PADS SRN_L BE AS NOTED ON
GALVANIZED METAL
2. INSPECTION: CONCRETE WITH SPECIFIED STRENGTH GREATER THAN 10. ALL BOLTS SMALL HAVE STANDARD CUT WASHERS UNDER HEADS
I& THE CONTRACTOR AND ALL SUBCONTRACTORS SHALL GIVE ALL REQUIRED
RAMS OR AS REQUIRED BY NOTES 1 & 2 ABOVE
ACID ETCH WITH COMMERCIAL ETCH OR VINEGAR PRIMER COAT AND
2500psi SHALL BE CONTINUOUSLY INSPECTED DURING PLACEMENT AND/OR NUTS WHERE IN CONTACT WITH WOOD.
CONSTRUCTION NOTICES AND SKULL COMPLY WITH ALL APPLICABLE LOCAL
FINISH COAT (GALVTTE HIGH SOUDS OR DTIA PRIMER/FINISH)
BY A DEPUTY INSPECTOR EMPLOYED BY A TESTING LABORATORY
CODES. REGULATIONS, LAWS AND ORDINANCES. AS WELL AS THE STATE
APPROVED BY THE BUILDING DEPT. 11. LAG BOLTS SHALL BE SCREWED INTO PLACE, NOT DRIVEN. LAG
DEPARTMENT OF INDUSTRIAL RELATIONS REGULATIONS, INCLUDING BUT NOT
STAINLESS STEEL
BOLTS SHALL BE INSTALLED IN PRE-ORILLED HOLES WITH A
LIMITED TO THE DIVISION OF OCCUPATIONAL SAFETY AND HEALTH (OSHA).
PRIMER OTM WASH PRIMER. B71Y1
REBAR GRADES: REINFORCING STEEL SHALL BE CLEAN PREFORMED DIAMETER EQUAL TO 75% DIAMETER OF BOLT.
TOPCOAT 2 GOATS CORCTRANE 11 POLYURETHANE S65W2OO/B6OV2
BARS CONFORMING TO ASTM A615 AS FOLLOWS:
17. THE CONTRACTOR SHALL PROTECT ALL PROPERTY FROM DAMAGE THAT MAY
12. CONNECTORS: ALL SHEET METAL FRAMING CONNECTORS SHOWN IN
OCCUR DURING CONSTRUCTION. ANY DAMAGE TO NEW AND EXISTING
PRE -PRIMED STEEL
14 & SMALLER BARS GRADE 40 THE PLANS SHALL BE STRO14C CONNECTORS AS MANUFACTURED BY
FINISHES, CONSTRUCTION, STRUCTURE LANDSCAPING, CURBS, STAIRS, OR
EOUPMENT, ETC. SHALL BE IMMEDIATELY REPAIRED OR REPLACED TO THE
IF
TOUCH UP ANY RUST OR UN -PRIMED STEEL WITH KEM BOND HS,
.................
THE SAMSON COMPANY. SUBSTITUTIONS MAY BE MADE WHEN
#5 & LARGER BARS GRADE 60
SATISFACTION OF SPRINT AND THE PROPERTY OWNER'S REPRESENTATIVE, AT
SSOWZ4
................... APPROVED BY THE STRUCTURAL ENGINEER.
- ALL BARS AT CAISSON FOOTING GRADE 60
THE EXPENSE OF THE CONTRACTOR.
ALUMINUM & COPPER
I& ALL LUMBER EXPOSED TO WEATHER OR IN CONTACT WITH MASONRYY
I& THE CONTRACTOR SHALL BE RESPONSIBLE FOR, AND SHILL REPLACE OR
PRIMER DTM WASH PRIMER, B71Y1
4. CEMENT. FOUNDATIONS & SLABS: TYPE V. LOW ALKALI. OR CONCRETE SHALL BE WOLIMANIZED PRESSURE TREATED LUMBER
CONFORMING TO ASTIA C-150.
REMEDY. ANY FAULTY. IMPROPER, OR INFERIOR MATERIALS OR
TOPCOAT 2 COATS COROTHANE 11 POLYURIETHANE B65W200/06aV2
OR A NATURALLY DECAY RESISTANT LUMBER SUCH AS REDWOOD OR
PIER/CAJSSON FOOTINGS: TYPE V. LOW ALKAU. CONFORMING
WORKMANSHIP OR ANY DAMAGE WHICH SHALL APPEAR WITHIN ONE YEAR
AFTER THE COMPLETION AND ACCEPTANCE OF THE WORK BY SPRINT
CONCRETE MASONRY
CEDAR.
TO ASTM C-150.
UNDER THIS CONTRACT.
PRIMER - PRO MAR EXTERIOR BLOCK FILLER
14. ALASKAN YELLOW CEDAR GLUE -LAMINATED BEAMS
TOPCOAT - 2 COATS A-100 LATEX HOUSE & TRIM, SHEEN TO MATCH
AGGREGATE: USED IN THE CONCRETE SKAILL CONFORM TO ASTM
A- LUMBER SPECIES: ALASKAN YELLOW CEDkR (A.C.) CONFORMING
19, IT SHALL BE THE RESPONSIBILITY OF THE OD&M CONTRACTOR TO
C-33. USE ONLY AGGREGATES KNOWN NOT TO CAUSE EXCESSIVE
TO 20E-VI2
PROTECT AND LOCATE. OR CONTACT AN OUTSIDE AGENCY TO LOCATE. ALL
HEREIN. THE
CONCRETE STUCCO(EXISTING)
SHRINKAGE. THE MAXIMUM SIZE AGGREGATE IN CONCRETE WORK B_ STRENGTH PROPERTIES:
EXISTING UTILITIES REGARDLESS OF WHETHER OR NOT SHOWN
CONTRACTOR SH4U BEAR ALL EXPENSES FOR THE REPAIR OR REPIMEMENT
2 COATS A-100 LATEX HOUSE & TRIM. SHEEN M MATCH
SHALL BE THE FOLLOWING: Fb BOTTOM F18ER SENDING STRESS 2000psi MIN.
OF UTILITIES OR OTHER PROPERTY DAMAGED IN CONJUNCTION WITH THE
STUCCO
A. FOUNDATIONS & SLABS 9' OR LESS: 3/4* GRAVEL Fb TOP FIBER BENDING STRESS 1000pi MIN.
ExEcLmoN or WORK.
PRIMER - PRO MAR MASONRY CONDTIONER B-46-W21ODD
Fv SHEAR STRESS 190psi MIN.
B. PIER/CAISSON FOOTING: I' GRAVEL F0 COMPRESSION STRESS PERPENDICULAR TO GRAIN 560psi MIN.
20. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLETE SECURITY
TOPCOAT - SUPERPAINT A-80 SERIES A-89 SATIN A-84 GLOSS
E MODULUS ELASTICITY 14OOks', MIN.
OF THE PROJECT SITE WHILE THE JOB IS N PROGRESS AND UNTIL THE
WOOD
WATER: SHAUL BE CLEAN AND FREE FROM DELETERIOUS AMOUNT C� CAMBER TO RADIUS OF 16W U.O.N.
JOB IS COMPLETED AND ACCEPTED BY SPRINT.
PRIMER - A-100 EXTERIOR ALKYD W009D PRIMER Y-24W2O
OF ACIDS. ALKALIS, ORGANIC MATERIALS AND SHALL BE SUITABLE D. ALL GLB'S SHALL BE FABRICATED WITH EXTERIOR GLUE.
TOPCOAT - 2 COATS A-100 LATEX HOUSE & TRIM SHEEN TO
FOR HUMAN CONSUMPTION. E. MANUFACTURE OF GLB'S SHALL CONFORM TO THE UBC.
MATCH ADJACENT SURFACES
F. GLU-LAM MATERIAL SMALL BE IN ACCORDANCE WITH ANSI/ATTC
A190.1 AND ASTIA 03737.
Sprint
15395 SE 30TH PIL
BELLEVUE. WASHINGTON 98007
INFINIGY9
FROM ZERO TO INFINIGY
the solutions are endless
50 116TH AVENUE SE, SUITE 210
BELLEVUE, WASHINGTON 98004
JOB NUMBER 674-001
mc/7.
LICENSE,
0
NOTICE:
THESE DOCUMENTS ARE C01 N kr
ARE THE SOLE PROPERTY OF_ W &M NG
NOT BE REPRODUCED, DISSEMINATED OR
REDISTRIBUTED WITHOUT THE EXPRESS
WRITTEN CONSENT OF SPRINT.
SITE NAME:
EDMONDS
SPRINT SITE #.' SE03XC552
SITE ADDRESS: -
100 2ND AVENUE SOUTH
EDMONDS, WA 98020
SHEET DESCRIPTION.
SPECIFICATIONS & NOTES
[ SHEETNUMBER: T-2
PLANS PREPARED FOR:
Sprint '�)A
15395 SE 30TH PL
BELLEVUE, WASHINGTON 98007
PLANS PREPARED BY�
INFINIGY9
FROM ZERO TO INFINIGY
the solutions are endless
50 116TH AVENUE SE, SUITE 210
BELLEVUE. WASHINGTON 911004
JOB NUMBER 674-001
- DRAWING NOTICE: —
THESE DOCUMENTS ARE CONFIDENTIAL AND
ARE THE SOLE PROPERTY OF SPRINT AND MAY
NOT BE REPRODUCED, DISSEMINATED OR
REDISTRIBUTED WITHOUT THE EXPRESS
WRITTEN CONSENT OF SPRINT.
DESCRIPTION
DATE
BY
REV
REVISED FOR CONSTRUCTION
09r-1/18
CM,
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SPRINT SITE #: SE03XC552
SITE ADDRESS:
100 2ND AVENUE SOUTH
EDMONDS, WA 98020
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100 2ND AVENUE SOUTH
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SHEET DESCRIPTION:
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SHEET NUMBER: -
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PLANS PREPARED FOR*
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15395 SE 30TH PL
BELLEVUE. WASHINGTON 98007
PLANS PREPARED BY:
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FROM ZERO TO INFINIGY
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50 116TH AVENUE SE, SUITE 210
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LICENSE:
DRAWING NOTICE: —
THESE DOCUMENTS ARE CONFIDENTIAL AND
ARE THE SOLE PROPERTY OF SPRINT AND MAY
NOT BE REPRODUCED, DISSEMINATED OR
REDISTRIBUTED WITHOUT THE EXPRESS
WRITTEN CONSENT OF SPRINT.
I DESCRIPTION I DATE I BY IREVI
REVISED FOR CONSTRUCTION
REVISED FOR CONSTRUCTION 07/24/18 IC-TML 2 1
I ISSUED FOR CONSTRUCInON 104/17AS IEJT 1 0 1
SITE NAME: —
EDMONDS
SPRINT SITE #: —
ITE ADDRESS: SE03XC552
100 2ND AVENUE SOUTH
EDMONDS, WA 98020
SHEET DESCRIPTION:
ELEVATIONS
SHEET NUMBER:
A-3
PLANS PREPARED FOR:
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RRU
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FABRICATION, OR INSTALLATION OF
CABLES
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1539S SE 30TH PL
BELLEVUE. WASHINGTON 98007
PLANS PREPARED BY:
INFINIGY9
FROM ZERO TO INFINIGY
the solutions are endless
50 116TH AVENUE SE, SUITE 210
BELLEVUE. WASHINGTON 98004
JOB NUMM 674-ODI
J C/7-
ENGINEERING LICENSE:
- DRAWING NOTICE:
THESE DOCUMENTS ARE CONFIDENTIAL AND
ARE THE SOLE PROPERTY OF SPRINT AND MAY
NOT BE REPRODUCED, DISSEMINATED OR
REDISTRIBUTED WITHOUT THE EXPRESS
WRITTEN CONSENT OF SPRINT.
ITE NAME: -
EDMONDS
SPRINT SITE #: -
SE03XC552
SrrE ADDRESS: -
100 2ND AVENUE SOUTH
EDMONDS, WA 98020
SHEET DESCRIPTIO
ANTENNA PLANS &
RFSCHEDULE
EET NUMBER: -
A-4
- PLANS PREPARED FOR:
EVVING SPRINr PANEL AN7ENNAS 70
BE REMOVW (TYP. OF (J) WAL)
PROPOSM SMNT NNW-65C-4R
ANIENNAS (7)P. OF (J) TOrAL) �5— 7 5 7
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PANEL ANTENNAS (TYP. OF (3) TOTAL) 6 6
EXISTING/NO CHANGE
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EXISTING/NO CHANGE SPRINT 1900 RRU'S MOUNTED
TO EXISTING PIPE MOUNT (TYP. OF (3) TOTAL)
EXISTING SPRINT 2500 MHz RRU'S
TO REMAIN (TYP. OF (3) TOTAL)
PRopaw SORINT 800 MHz
RWS (71M. OF (J) 70TAL)
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CARRIER ANTENNA (TYP.) BETA ISECTOR BETA SECTOR
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15395 SE 30TH PIL
BELLEVUE. WASHINGTON 9W07
INFINIGY9
FROM ZERO TO INFINIGY
the solutions are endless
50 116TH AVENUE SE. SUITE 210
BELLEVUE, WASHINGTON 9W04
JOB NUMBER 674-001
rZ j
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mc/
-ENGINEERING LICENSE:
-DRAWINGNOTICE:-
THESE DOCUMENTS ARE CONFIDENTIAL AND
ARE THE SOLE PROPERTY OF SPRINT AND MAY
NOT BE REPRODUCED, DISSEMINATED OR
REDISTRIBUTED WITHOUT THE EXPRESS
WRITTEN CONSENT OF SPRINT.
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SPRINT SITE #.
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100 2ND AVENUE SOUTH
EDMONDS, WA 98020
SHEET DESCRIPTION:
ANTENNA PLANS
HEET NUMBER:
A-5
PLANS PREPARED FOR:
MANUFACTURER: COMIMSCOPE
MODEL- NNW-65C-R4
WEIGHT. 99.2 LBS
DIMENSIONS: 96.00" x 19.60* x 7.75*
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MANUFACTURER: SAMSUNG MANUFACTURER: RFS TO 3-0 (NOM) SCH 40 PIPE MAST. CONTRACTOR TO VERIFY
WEIGHT. 48.5 LBS WEIGHT- 53 LBS PIPE MAST SZE AND SCHEDULE AND UPGRADE IF REQUIRED.
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INFINIGY9
FROM ZERO TO INFINIGY
the solutions are endless
50 116TH AVENUE SE, SUITE 210
BELLEVUE. WASHINGTON 98004
JOB NUMBER 674-001
THESE DOCUMENTS ARE CONFIDENTIAL AND
ARE THE SOLE PROPERTY OF SPRINT AND MAY
NOT BE REPRODUCED, DISSEMINATED OR
REDISTRIBUTED WITHOUTTHE EXPRESS
WRITTEN CONSENT OF SPRINT.
SITE NAME: -
EDMONDS
F
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WND AVENUE SOUT14
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PLANS PREPARED FOR:
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15395 SE 30TH PL
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PLANS PREPARED BY:
INFINIGY9
FROM ZERO TO INFINIGY
the soluffons are endless
50 116TH AVENUE SE, SUITE 210
BELLEVUE, WASHINGTON 98004
JOB NUMBER 674-001
mc-17
—DRAWING NOTICE: —
THESE DOCUMENTS ARE CONFIDENTIAL AND
ARE THE SOLE PROPERTY OF SPRINT AND MAY
NOT BE REPRODUCED, DISSEMINATED OR
REDISTRIBUTED WITHOUT THE EXPRESS
WRITTEN CONSENT OF SPRINT.
DESCRIP'nON
DATE
BY
REV
REVISED FOR CONSTRUCTION
109/21/18
1571
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104/17/18
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EDMONDS
SPRINT SITE #:
SE03XC552
SITE ADDRESS:
100 2ND AVENUE SOUTH
EDMONDS, WA 98020
SHEET DESCRIPTION:
EQUIPMENT DETAMS
SHEET NUMBER:
A-7
Sprint
MOUNT
MODIFICATION
DRAWINGS
PREPARED BY:
INFINIGY9
FROM ZERO TO INFINIGY
the solutions are endless
SE03XC552
EDMONDS
100 2ND AVENUE SOUTH
EDMONDS, WA 98020
09/21/2018
INFINIGY JOB # 674-001
NMI
DOE ooafMENTS AM CONIFMENTIAL AM ARE THE
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UNLESS THEY ARE ACTING LINDER THE
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DM*ER, M XM 1HESE DOWMENM
— SHEET NUMBER: —
S-1
PLANS PREPARED FOR:
GENERAL NOTES*
1. THESE DOCUMENTS WERE DESIGNED IN ACCORDANCE WITH THE LATEST VERSION OF APPLICABLE
LOCAL/STATE/COUNTY/CITY BUILDING CODES, AS WELL AS ANSI/TIA-222 STANDARD, AWWA-D1OO
STANDARD, NOS, NEC, MSJC, AND/OR THE LATEST VERSION OF THE INTERNATIONAL BUILDING CODE.
UNLESS NOTED OTHERWISE IN THE CORRESPONDING STRUCTURAL REPORT.
2. ALL CONSTRUCTION METHODS SHOULD FOLLOW STANDARDS OF GOOD CONSTRUCTION PRACTICE.
3. ALL WORK INDICATED ON THESE DRAWINGS SHALL BE PERFORMED BY QUALIFIED CONTRACTORS
EXPERIENCED IN SIMILAR CONSTRUCTION.
4. ALL NEW WORK SHALL ACCOMMODATE EXISTING CONDITIONS. IF OBSTRUCTIONS ARE FOUND,
CONTRACTOR SHALL NOTIFY ENGINEER OF RECORD PRIOR TO CONTINUING WORK.
5. ANY CHANGES OR ADDITIONS MUST CONFORM TO THE REQUIREMENTS OF THESE NOTES AND
SPECIFICATIONS, AND SHOULD BE SIMILAR TO THOSE SHOWN. ALL CHANGES OR ADDITIONS SHALL BE
SUBMITTED M THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO FABRICATION
AND/OR CONSTRUCTION.
6. THE CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND EXECUTION OF ALL MISCELLANEOUS
SHORING, BRACING, TEMPORARY SUPPORTS, ETC. NECESSARY TO PROVIDE A COMPLETE AND STABI F
STRUCTURE DURING CONSTRUCTION. TIA-1019-A-2011 IS AN APPROPRIATE REFERENCE FOR THOSE
DESIGNS MEETING TA STANDARDS. THE ENGINEER OF RECORD MAY PROVIDE FORMAL RIGGING PLANS
AT THE REQUEST AND EXPENSE OF THE CONTRACTOR.
7. INSTALLATION SHALL NOT INTERFERE NOR DENY ADEQUATE ACCESS TO OR FROM ANY EXISTING OR
PROPOSED OPERATIONAL AND SAFETY EQUIPMENT.
8. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO ANY FABRICATION. CONTACT INFINICY
ENGINEERING IF ANY DISCREPANCIES EXIST.
STEEL CONSTRUCTION NOTES
1. STRUCTURAL STEEL SHALL CONFORM TO THE AJSC MMUAL OF STEEL CONSTRUCTION 14TH EDITION,
FOR THE DESIGN AND FABRICATION OF STEEL COMPONENTS.
2. ALL FIELD CUT SURFACES, FIELD DRILLED HOLES, AND GROUND SURFACES WHERE EXISTING PAINT
OR GALVANIZATION REMOVAL WAS REQUIRED SHALL BE REPAIRED WITH (2) BRUSHED COATS OF ZRC
GALVILITE COLD GALVANIZING COMPOUND PER ASTM A780 AND MMUFACTURERS' RECOMMENDATIONS.
3. ALL FIELD DRILLED HOLES TO BE USED FOR FIELD BOLTING INSTALLATION SHALL BE STANDARD
HOLES, AS DEFINED BY AISC, UNLESS NOTED OTHERWISE.
4. ALL DMIOR STEEL WORK SHALL BE GALVANIZED IN ACCORDANCE WITH ASTM A123.
5. ALL STEn MEMBERS AND CONNECTIONS SHALL MEET THE FOLLOWING GRADES:
• ANGLES, CHANNELS, PLATES AND BARS TO BE A36. Fy=36 KSI, U.N.O.
• W SHAPES TO BE A992. Fy--50 KSI, U.N.O.
• RECTANGULAR HSS TO BE A500, GRADE B. FY=46 KSI, U.N.O.
• ROUND HSS TO BE A500, GRADE B. FY=42 KSI, U.N.O.
• STEEL PIPE TO BE A53, GRADE B. Fy=35 KSI, U.N.O.
• BOLTS TO BE A325-X. Fu=120 KSI. U.N.O.
• U-BOLTS AND LAG SCREWS TO BE A307 GR A. Fu=60 KSI, U.N.O.
6. ALL WELDING SHALL BE DONE USING E-70XX ELECTRODES, U.N.O.
7. ALL WELDING SHALL CONFORM TO AJSC AND AWS D1.1 LATEST EDITION.
8. ALL HILT] ANCHORS TO BE CARBON STEEL, U.N.O.
• MECHANICAL ANCHORS. KWIK BOLT-TZ, U.N.O.
• CMU BLOCK ANCHORS: ADHESIVE - HY120, U.N.O.
• CONCRETE ANCHORS: ADHESIVE - HY150. U.N.O.
• CONCRETE REBAR: ADHESIVE - RE500, U.N.O.
9. ALL STUDS TO BE NELSON CAPACITOR DISCHARGE 1/4*-20 LOW CARBON STEEL COPPER -FLASH AT
55 KSI ULT/50 KSI YIELD, U.N.O.
10. BOLTS SHALL BE TIGHTENED TO A 'SNUG TIGHT' CONDITION AS DEFINED BY AJSC.
11. MINIMUM EDGE DISTANCES SHALL CONFORM TO AJSC TABLE J3.4.
CONCRETE CONSTRUCTION NOTES:
1. CONCRETE M BE 4000 PSI 0 28 DAYS. REINFORCING BAR TO CONFORM TO ASTM A615 GRADE 60
SPECIFICATIONS. CONCRETE INSTALLATION TO CONFORM TO ACI-318 BUILDING REQUIREMENTS FOR
REINFORCED CONCRETE. ALL CONCRETE TO BE PLACED AGAINST UNDISTURBED EARTH FREE OF WATER
AND ALL FOREIGN OBJECTS AND MATERIALS. A MINIMUM OF THREE INCHES OF CONCRETE SHALL
COVER ALL REINFORCEMENT. WELDING OF RERAIR IS NOT PERM=.
2. EXISTING CONCRETE SURFACES THAT ARE TO BE IN CONTACT WITH NEW PROPOSED CONCRETE
SHOULD BE WIRE BRUSHED CLEAN AND TREATED WITH APPROPRIATE MECHANICAL SCRATCH COAT AND
REPAIR MATERIALS OR APPROPRIATE CHEMICAL METHODS SUCH AS THE APPLICATION OF A BONDING
AGENT, EX. SAKRETE OR EQUIVALENT, TO ENSURE A QUALITY BOND BETWEEN EXISTING AND
PROPOSED CONCRETE SURFACES.
1. FRP PLATES, SHAPES, BOLTS AND NUTS (STUD/NUT ASSEMBUES) SHALL CONFORM TO ASTM D638,
695, 790. PLATES AND SHAPES TO BE FY = 5.35 KSI LW (SAFETY FACTOR OF 8), .945 KSI CW
(SAFETY FACTOR OF 8) MIN.
2. IF FIELD FABRICA11ON IS REQUIRED, ALL CUT EDGES AND DRILLED HOLES TO BE SEALED USING
VINYL ESTER SEALING KIT SUPPLIED BY THE MANUFACTURER.
3. ALL FASTENERS TO BE 1/2- CIA FRP THREADED ROD WITH FIBER REINFORCED THERMOPLASTIC NUT,
SPACED AT 12 INCHES ON CENTER MAXIMUM, U.N.O., FOR PANELS AND AS DESICNED FOR
STRUCTURAL MEMBERS.
4. THE COLOR AND SURFACE PATTERN OF EXPOSED FRP PANELS SHALL MATCH THE EXTERIOR OF THE
EXISTING BUILDING, U.N.O.
5. STUD/NUT ASSEMBIJES SHOULD BE LUBRICATED FOR INSTALLATION
6. ENSURE BEARING SURFACES OF THE NUTS ARE PARALLEL TO THE SURFACES BEING FASTENED.
7. TORQUE BOLTS ACCORDING TO THE FOLLOWING TABLE.
INSTALLATION TORQUE TABLE
SIZE
ULTIMATE TORQUE
STRENGTH
RECOMMENDED MAXIMUM
INSTALLATION TORQUE
3/8-16 UNC
8 FT-LBS
4 FT-LBS
1/2-13 UNC
18 FT-LBS
8 FT -LEIS
5/8-11 UNC
35 FT-UBS
16 FT -LEIS
3/4-10 UNC
50 FT-LBS
24 FT-LBS
1-8 UNC
110 FT -LEIS
50 FT-LBS
8. WHEN TIGHTENING FRP STUD/NU`T ASSEMBLIES, WRENCHES MUST MAKE FULL CONTACT WITH ALL NUT
EDGES. A STANDARD SIX POINT SOCKET IS RECOMMENDED.
9. STUD/NUT ASSEMBLIES SHOULD BE BONDED BY APPLYING BONDING AGENT TO ENTIRE NUT AND
EXPOSED STUD.
10. ALL FRP MATERIALS TO BE PROVIDED EY FIBERGRATE COMPOSITE STRUCTURES, DALLAS TX,
OR APPROVED EQUAL
11. ALL FRP SHAPES TO BE DYNAFORM PULTRUDED STRUCTURAL SHAPES.
12. ALL FRP PLATES TO BE FIBERPLATE MOLDED FRP PLATE.
13. ALL FRP PANELS TO BE FIBERPLATE CLADDING PANEL
14. EACH FRP PANEL TO BE IDENTIFIED WITH LARR125536 AND FIBERGRATE COMPOSITE STRUCTURAL
LABEI
15. FRP MATERIAL TO BE CLASSIFIED AS CC1 OR BETTER, AND HAVE MAXIMUM FLAME
SPREAD OF 50.
16. ALL DESIGN AND CONSTRUCTION TO BE COMPLETED IN ACCORDANCE WITH LOS ANGELES RESEARCH
REPORT RR25536, DATED FEBRUARY 1, 2016.
17. SPECIAL INSPECTIONS MUST BE PROVIDED FOR ALL FRP INSTALLMENTS. SEE SPECIAL INSPECTION
SECTION, THIS SHEET.
RATO OF EDGE DISTANCE TO FRP FASTENER DIAMETER
RANGE
RECOMMEMXD
EDGE DISTANCE - CL* BOLT TO END
2-0-4.0
10
EM DISTANCE - CL* BOLT TO SIDE
1.5-3.5
2.5
BOLT PITCH - CL* TO CL-
4.0-5.0
5.0
WOOD CONSTRUCTION NOTES4
1. ALL EXISTING WOOD SHAPES ARE ASSUMED TO BE DOUGLAS FIR -LARCH WITH A REFERENCE DESIGN
BENDING VALUE OF 10DO PSI MIN.
2. ALL PROPOSED WOOD SHAPES ARE TO BE DOUGLAS FIR -LARCH WITH A REFERENCE DESIGN BENDING
VALUE OF 1000 PSI MIN. U.N.O.
3. ALL EXISTING AND PROPOSED GLUED LAMINATED TIMBERS ARE TO BE 24F-13C DOUGLAS FIR
BAI.MCED WITH A REFERENCE DESIGN BENDING VALUE OF 2400 PSI MIN. U.N.O.
1. ALL BRICK TO BE 1500 PSI MIN. REINFORCING BAR (IF APPLICABLE) TO CONFORM TO ASTM A615
GRADE 60 SPECIFICATIONS. ALL M09TAR TO BE 2000 PSI MIN.
-FOR INTERIOR/ABOVE GRADE APPLICATIONS TYPE N MORTAR HAVING MINIMUM MODULUS OF
RUPTURE OF 100 PSI SHALL BE USED. FOR EXTERIOR/BELOW GRADE APPLICATIONS TYPE M OR
S MORTAR HAVING A MINIMUM MODULUS OF RUPTURE OF 133 PSI.
-BRICK AND MORTAR INSTALLATION TO CONFORM TO MSJC BUILDING CODE REQUIREMENTS FOR
MASONRY STRUCTURES.
2. ALL CMU TO BE 1500 PSI MIN. REINFORCING BAR (IF APPLICABLE) TO CONFORM TO ASTM A615
GRADE 60 SPECIFICATIONS. ALL MORTAR TO BE 2000 PSI MIN.
-FOR INTERIOR/ABOVE GRADE APPLICATIONS, TYPE N MORTAR HAVING MINIMUM MODULUS OF
RUPTURE OF 64 PSI SHALL BE USED FOR UNGROUTED BLOCKS, AND 158 PS1 FOR FULLY
GROUTED BLOCKS.
-FOR EXTERIOR/BELOW GRADE APPLICATIONS TYPE M OR S MORTAR HAVING A MINIMUM MODULUS
OF RUPTURE OF 84 PSI SHALL BE USED FOR UNGROUTED BLOCKS. AND 163 PSI FOR FULLY
GROUTED BLOCKS.
-BRICK AND MORTAR INSTALLATION TO CONFORM TO MSJC BUILDING CODE REQUIREMENTS FOR
MASONRY STRUCTURES.
TOWER PLUMB & TENSION NOTES:
1. PLUMB AND TENSION TOWER UPON COMPLETION OF STRUCTURAL MODIFICATIONS DETAILED IN THESE
DRAWINGS.
2. RETENSIONING OF EXISTING GUY WIRES SHALL BE PERFORMED AT A TIME WHEN THE WIND VELOCITY
IS LESS THAN 10 MPH AT GROUND LEVEL AND WITH NO ICE ON THE STRUCTURE AND GUY WIRES.
3. PLUMB THE TOWER WHILE RETENSIONING THE EXISTING GUY WIRES. THE HORIZONTAL DISTANCE
BETWEEN THE VERTICAL CENTERLINES AT ANY TWO ELEVATIONS SHALL NOT EXCEED 0.25% OF THE
VERTICAL DISTANCE BETWEEN TWO ELEVATIONS FOR LATTICED STRUCTURES.
4. THE TWIST BETWEEN ANY TWO ELEVATIONS THROUGHOUT THE HEIGHT OF A LATTICE STRUCTURE
SHALL NOT EXCEED 0.5 DEGREES IN 10 FELT. THE MAXIMUM TWIST OVER THE LATTICE STRUCTURE
HEIGHT SHALL NOT EXCEED 5 DEGREES.
SPECIAL INSPECTIONS NOTES:
1. A QUALIFIED INDEPENDENT TESTING LABORATORY, EMPLOYED BY THE OWNER AND APPROVED BY THE
JURISDICTION, SHALL PERFORM INSPECTION AND TESTING IN ACCORDANCE WITH THE THE GOVERNING
BUILDING CODE, APPLICABLE SECTION(S) AS REQUIRED BY PROJECT SPECIFICATIONS FOR THE
FOLLOWING CONSTRUCTION WORK:
a. STRUCTURAL WELDING (CONTINUOUS INSPECTION OF FIELD WELDS ONLY).
b. HIGH STRENGTH BOLTS (PERIODIC INSPECTION OF A325 AND/OR A490 BOLTS) TO BE TIGHTENED
PER 'TURN-OF-THE-NUr METHOD.
c. MECHANICAL AND EPDXIED ANCHORAGES.
d. FIBER REINFORCED POLYMER.
• THE SPECIAL INSPECTOR MUST VERIFY THAT THE FRP MATERIAL SPECIFIED ON THE APPROVED
DESIGN DOCUMENTS IS BEING INSTALLED.
• THE SPECIAL INSPECTOR MUST VERIFY THAT ALL CUT EDGES AND DRILLED HOLES ARE
PROPERLY SEALED USING A VINYL ESTER SEALING KIT SUPPLIED BY THE MANUFACTURER.
• THE SPECIAL INSPECTOR MUST VERIFY THAT THE STRUCTURE IS BUILT IN ACCORDANCE WITH
THE APPROVED DESIGN DOCUMENTS.
2. THE INSPECTION AGENCY SHALL SUBMIT INSPECTION AND TEST REPORTS TO THE BUILDING
DEPARTMENT, THE ENGINEER OF RECORD, AND THE OWNER UNLESS THE FABRICATOR IS APPROVED
BY THE BUILDING OFFICIAL TO PERFORM WORK WITHOUT THE SPECIAL INSPECTIONS.
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15395 SE 30TH PL
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50 116TH AVENUE SE. SUITE 210
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JOB NUMBER 674-001
ENGINEERING LICENSE
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DRAWING NOTICE
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REVISIONS:
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JOB NUMBER 674-001
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THESE DOCUMENTS ARE CONFIDENTIAL AND
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SHEET NUMBER:
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