Plans RECEIVED
POR TIGARD HS JAN 232014 Veri wwireless
CITY OF TIGARU
veri7gjwireIess CONSTRUCTION DRAW IYISION
PROJECT DATA PROJECT CONTACTS DRAWING INDEX
SITE ADDRESS: 16580 SW 85TH AVE GOVERNING CODES APPLICANT SHEET I DESCRIPTION
PORTLAND,OR 97224 VERIZON WIRELESS CASCADIA PM
TRS: 2S 1W 13 IBC-2009,INTERNATIONAL BUILDING CODE W/LOCAL AMENDMENTS 5430 NE 122ND AVE T1.0 TITLE SHEET
PORTLAND,OR 97230 T2.0 GENERAL NOTES 3322 SOUTH BAY ROAD NE
LATITUDE: 45°23'59.40°N NEC-2008,NATIONAL ELECTRICAL CODE OLYMPIA,WA 98506
LONGITUDE: 122°45'46.40°W PROPERTY OWNER A1.0 OVERALL SITE PLAN PH.3604388W2
SOURCE: VZW SMR A.D.A.COMPLIANCE CLEAN WATER SERVICE A1.1 ENLARGED SITE PLANS
DATUM: NAD 83 INSTALLATION IS UNMANNED AND NOT FOR HUMAN HABITATION. 2550 SW HILLSBORO HWY
HANDICAP ACCESS IS NOT REQUIRED PER AD.A. HILLSBORO,OR 97123 A2.0 ELEVATION
JURISDICTION: CITY OF TIGARD,OR A3.0 ENLARGED ANTENNA PLANS
APN: I-51136000600 PRINCIPAL ENGINEER,
ZONING CLASSIFICATION: I-P NETWOR K CONSTRU CTION
VECTOR
VERIZON WIRELESS E n • _L-r+--e e 11 e
GROUND ELEVATION: 170'AMSL 5430 NE 122ND AVE DRAWING LEGEND Cru
TOP OF(E)BUILDING: 55'AGL PORTLAND,OR 97230 51 aA�
SARAH BLANCHARD ••■■1111111111111•/cr111ra1111011111111/
OCCUPANCY GROUP: U PH:503.310.8814
CONSTRUCTION TYPE: II-8 --- --- SUBJECT PROPERTY LINE �G, rcPjO
CONSTRUCTION MANAGEMENT LEASE AREA 1,
LINE F� 2
VERIZON WIRELESS
5430 NE 122ND AVE COAX (E)COAX ROUTE, 8 7 PE �V
PORTLAND,OR 97230 HYBRID (N)HYBRID CABLE ROUTE
JOE AHSING T TELCO ROUTE
PH:503.408.3434 T/P TELCO/POWER ROUTE 11J OREGON
PROJECT SUMMARY DRIVING DIRECTIONS ZONING AND PERMITTING CONSULTANT P POWER ROUTE
JIM JAGGERS F FIBER ROUTE /n n� ,,�
FROM PORTLAND INTERNATIONAL AIRPORT: 9895 MONTEGRINO CT F/P FIBER/POWER ROUTE !0.'44/l QO-;
. .-
GENERAL NOTES STRUCTURAL NOTES DRAWING ABBREVIATIONS
1. THE FACILITY IS AN UNOCCUPIED SPECIALIZED MOBILE RADIO FACILITY. GENERAL STRUCTURAL NOTES: AFF ABOVE FINISH FLOOR LF LINEAR FEET Q
2. PLANS ARE NOT TO BE SCALED AND ARE INTENDED TO BE A GRAPHIC REPRESENTATION OF THE FINAL 1. WHERE A CONSTRUCTION DETAIL IS NOT SHOWN OR NOTED,THE DETAIL SHALL BE THE SAME AS AGL ABOVE GRADE LEVEL MAX MAXIMUM v`�,L wireless
INSTALLATION.THE WORK SHALL INCLUDE FURNISHING MATERIALS.EQUIPMENT.APPURTENANCES AND FOR OTHER SIMILAR WORK.
LABOR NECESSARY TO COMPLETE ALL INSTALLATIONS AS INDICATED ON THE DRAWINGS. AWG AMERICAN WIRE GAUGE MECH MECHANICAL
2. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES. AC AIR CONDITIONING MFR MANUFACTURER
3. PRIOR TO THE SUBMISSION OF BIDS.THE CONTRACTOR SHALL VISIT THE JOB SITE AND BE RESPONSIBLE
FOR ALL CONTRACT DOCUMENTS.FIELD CONDITIONS,AND DIMENSIONS AND CONFIRMING THAT THE 3. NO PIPES,DUCTS,SLEEVES,CHASES,ETC.,SHALL BE PLACED IN SLABS,BEAMS,OR WALLS UNLESS ADJ ADJUSTABLE MGR MANAGER
WORK MAY BE ACCOMPLISHED AS SHOWN PRIOR TO PROCEEDING WITH CONSTRUCTION.ANY SPECIFICALLY SHOWN OR NOTED,NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES,
DISCREPANCIES ARE TO BE BROUGHT TO THE ATTENTION OF THE PROJECT MANAGER. DUCTS,ETC.,UNLESS OTHERWISE NOTED.CONTRACTOR SHALL OBTAIN PRIOR APPROVAL FOR APPROX APPROXIMATELY MIN MINIMUM
INSTALLATION OF ANY ADDITIONAL PIPES,DUCTS,ETC.
4. THE CONTRACTOR SHALL RECEIVE.IN WRITING,AUTHORIZATION TO PROCEED BEFORE STARTING WORK. AZ AZIMUTH MISC MISCELLANEOUS
4. CONTRACTOR AGREES THAT HE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB
5. THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT INCLUDING SAFETY BLDG BUILDING MTL METAL
MANUFACTURERS RECOMMENDATIONS UNLESS SPECIFICALLY OTHERWISE INDICATED OR WHERE OF ALL PERSONS AND PROPERTY;THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND CM CONSTRUCTION MANAGER MTZL METALIZE(D)
LOCAL CODES OR REGULATIONS TAKE PRECEDENCE. NOT BE LIMITED TO NORMAL WORKING HOURS:AND THAT THE CONTRACTOR SHALL DEFEND,
INDEMNIFY AND HOLD VERSION WIRELESS AND THE ARCHITECT/ENGINEER HARMLESS FROM ANY CAB CABINET MW MICROWAVE
6. ALL WORK PERFORMED AND MATERIALS INSTALLED SHALL BE IN STRICT ACCORDANCE WITH AND ALL LIABILITY,REAL OR ALLEGED,IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS CASCADIA PM
APPLICABLE CODES,REGULATIONS.AND ORDINANCES.CONTRACTOR SHALL GIVE ALL NOTICES AND PROJECT,EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF VERIZON WIRELESS CL CENTERLINE NEC NATIONAL ELECTRICAL CODE
COMPLY WITH ALL LAWS.ORDINANCES,RULES,REGULATIONS,AND LAWFUL ORDERS OF ANY PUBLIC WIRELESS OR THE ARCHITECT/ENGINEER. 3322 SOUTH BAY ROAD NE
AUTHORITY BEARING ON THE PERFORMANCE OF THE WORK.MECHANICAL AND ELECTRICAL SYSTEMS CLG CEILING NIC NOT IN CONTRACT OLYMPIA.WA 98506
SHALL BE INSTALLED IN ACCORDANCE WITH ALL APPLICABLE MUNICIPAL AND UTILITY COMPANY 5. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE.THEY DO PH:360./38.8002
SPECIFICATIONS AND LOCAL AND STATE JURISDICTIONAL CODES,ORDINANCES,AND APPLICABLE NOT INDICATE THE METHOD OF CONSTRUCTION.THE CONTRACTOR SHALL PROVIDE ALL MEASURES CLR CLEAR NTS NOT TO SCALE
REGULATIONS. NECESSARY TO PROTECT THE STRUCTURE,WORKERS,AND PEDESTRIANS DURING
CONSTRUCTION.SUCH MEASURES SHALL INCLUDE.BUT NOT BE LIMITED TO BRACING.SHORING CO COPPER WA NOT APPLICABLE
7. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK USING BEST SKILLS AND ATTENTION.THE FOR LOADS DUE TO CONSTRUCTION EQUIPMENT,TEMPORARY STRUCTURES.AND PARTIALLY CONC CONCRETE OC ON CENTER
CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS,METHODS, COMPLETED WORK.ETC.OBSERVATION VISITS TO THE SITE BY THE ARCHITECT/ENGINEER SHALL - VECTOR
TECHNIQUES,SEQUENCES,AND PROCEDURES AND FOR COORDINATING ALL PORTIONS OF THE WORK NOT INCLUDE INSPECTION OF SUCH ITEMS. COND CONDUIT OD OUTSIDE DIAMETER
UNDER THE CONTRACT INCLUDING CONTACT AND COORDINATION WITH THE PROJECT MANAGER AND -- - c n • • c a e
WITH LANDLORD'S AUTHORIZED REPRESENTATIVE. 6. ASTM SPECIFICATIONS NOTED ON THE DRAWINGS SHALL BE OF THE LATEST REVISION. CONST CONSTRUCTION OP OVERHEAD POWER �,, Ft%J CT t1 Rq<
8. PROVIDE A PORTABLE FIRE EXTINGUISHER WITH A RATING OF NOT LESS THAN 2-A OR 2-A1OBC WITHIN 5 7. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOOR OR ROOF.LOAD CONT CONTINUOUS OT OVERHEAD FIBER ,111111•1111=1111111a:Iara_■-
FEET OF TRAVEL DISTANCE TO ALL PORTIONS OF THE PROJECT AREA DURING CONSTRUCTION. SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT.PROVIDE ADEQUATE •- - - - - A+ 4S 1
SHORING/BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH.
CPM CASCADIA PM OPP OPPOSITE "1rE• 6>
9. THE CONTRACTOR SHALL PROVIDE SITE FOREMAN WITH A CELLULAR PHONE,AND KEEP SAME ON SITE "7 ' R
WHENEVER ANY PERSONNEL ARE ON SITE. 8. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES D/C -DRAFTER/CHECKER PL PROPERTY LINE l I/� (i
WHETHER SHOWN HEREON OR NOT AND TO PROTECT THEM FROM DAMAGE.THE CONTRACTOR DEMO DEMOLISH PLYWD PLYWOOD • `` yr
10. DETAILS ARE INTENDED TO SHOW END RESULT OF DESIGN.MINOR MODIFICATIONS MAY BE REQUIRED SHALL BEAR ALL EXPENSE OF REPAIR OR REPLACEMENT IN CONJUNCTION WITH THE PROSECUTION . - --- --. i
TO SUIT JOB DIMENSIONS OR CONDITIONS.AND SUCH MODIFICATIONS SHALL BE INCLUDED AS PART OF OF THIS WORK. DIA DIAMETER PM PROJECT MANAGER ❑-
THE WORK. Li] OREGON I
9. DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. DIM DIMENSION PROJ PROJECT
11. THE CONTRACTOR SHALL MAKE NECESSARY PROVISIONS TO PROTECT EXISTING IMPROVEMENTS,
PAVING,CURBS.GALVANIZED SURFACES,ETC.,AND UPON COMPLETION OF WORK,REPAIR ANY DAMAGE 10. THESE NOTES SHALL BE CONSIDERED A PART OF THE WRITTEN SPECIFICATIONS. DN DOWN PROP PROPERTY ' 4,4Y �(f}.,:-Z"
THAT OCCURRED DURING CONSTRUCTION TO THE SATISFACTION OF THE PROJECT MANAGER AND/OR O. f g�2.�,,
LANDLORD. 11. ALL ITEMS REMOVED DURING CONSTRUCTION WORK(I.E.,DRYWALL,PLYWOOD,CEILING PANELS, DTL DETAIL PT PRESSURE TREATED �?y�-. I0'(
ETC.)SHALL BE REPLACED TO MATCH EXISTING. 1/16/14 i_,1-t A 1\N
12. ON A DAILY BASIS:KEEP GENERAL AREA CLEAN,HAZARD FREE,AND DISPOSE OF ALL DIRT,DEBRIS, DWG DRAWING RO ROUGH OPENING ,\ 1 I CPM PROJECT NO.: 6064 I
RUBBISH,AND REMOVE EQUIPMENT NOT SPECIFIED AS REMAINING ON THE PROPERTY.LEAVE PREMISES THE FOLLOWING REQUIREMENTS SHALL BE MET FOR SPECIAL INSPECTION: EA EACH ROW RIGHT OF WAY
IN CLEAN CONDITION AND FREE FROM PAINT SPOTS,DUST OR SMUDGES OF ANY NATURE. PREUMINARY
A. THE SPECIAL INSPECTOR SHALL BE UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL ELECT ELECTRICAL RRU REMOTE RADIO UNIT
13. CONTRACTOR TO PROVIDE COMPLETE SET OF AS-BUILT DRAWINGS WITHIN 10 WORKING DAYS OF ENGINEER. NO. DATE D/C DESCRIPTION
PROJECT COMPLETION. ELEV ELEVATION REQ REQUIRED 0 05-29-13 EG/MM 90%CD REVIEW
B. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE ARCHITECT/ENGINEER, 1 08-26.13 EG/EG REVISED SMR
14 WHERE A CONSTRUCTION DETAIL IS NOT SHOWN OR NOTED,THE DETAIL SHALL BE THE SAME AS FOR AND OTHER DESIGNATED PERSONS.ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE EQ EQUAL SBTC SOLID BARE TINNED COPPER 2 11-01-13 EG/EG REVISED SMR
OTHER SIMILAR WORK. ATTENTION OF THE CONTRACTOR FOR CORRECTION;THEN,IF UNCORRECTED,TO THE PROPER EQUIP EQUIPMENT SF SQUARE FEET
DESIGN AUTHORITY AND THE BUILDING OFFICIAL. SUBMITTAL
15. ASTM SPECIFICATIONS NOTED ON THE DRAWINGS SHALL BE OF THE LATEST REVISION. EXT EXTERIOR SHT SHEET NO. DATE D/C DESCRIPTION
C. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT SIGNED BY BOTH HE AND HIS 0 11-11-13 EG/EG BP SUBMITTAL
16 IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTI9LITIES WHETHER SUPERVISOR STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS IN FIN FINISH SPEC SPECIFICATION 2 12-16-13 EG/EG BP COMMENT
SHOWN HERON OR NOT AND TO PROTECT THEM FROM DAMAGE.THE CONTRACTOR SHALL BEAR ALL CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE 3 01-16-14 EG/EG CLIENT COMMENT
EXPENSE OF REPAIR OR REPLACEMENT IN CONJUNCTION WITH THE PROSECUTION OF THIS WORK. WORKMANSHIP PROVISIONS OF THE CODE. FLR FLOOR SQ SQUARE
17. ALL ITEMS REMOVED OR DAMAGED DURING CONSTRUCTION WORK WILL BE REPLACED OR REPAIRED TO D. COMPLY WITH ALL CITY SPECIAL INSPECTION REQUIREMENTS. FT FOOT,FEET SS STAINLESS STEEL
MATCH EXISTING.
STANDARD STRUCTURAL STEEL NOTES: GA GAUGE STL STEEL SITE NAME
1. ALL METAL WORK SHALL BE IN ACCORDANCE WITH THE SPECIFICATION GALVANIZED ASTM GALV GALVANIZED STRUCT STRUCTURE,STRUCTURAL POR T I GARD HS
SPECIAL INSPECTION A123-A123M-02 UNLESS NOTED OTHERWISE. GC GENERAL CONTRACTOR TOC TOP OF CONCRETE
1. THE REQUIRED SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT SPECIAL 2. STRUCTURAL TUBING MEMBERS SHALL CONFORM TO ASTM A500,GRADE A OR A501. GWB GYPSUM WALL BOARD TOM TOP OF MASONRY SITE ADDRESS
INSPECTOR.
3. ALL WELDING SHALL BE DONE USING E70XX ELECTRODES AND WELDING SHALL CONFORM TO AISC GR GRADE THRU THROUGH 16580 SW 85TH AVE
PORTLAND,OR 97224
2. THE SPECIAL INSPECTOR SHALL PROVIDE A COPY OF THEIR REPORT TO THE OWNER,ARCHITECT, AND AWS D1.1 WHERE FILLET WELD SIZES ARE NOT SHOWN,PROVIDE THE MINIMUM SIZE PER
STRUCTURAL ENGINEER,CONTRACTOR,AND BUILDING OFFICIAL AS EACH TEST IS COMPLETED. TABLE J2.4 IN THE AISC"MANUAL OF STEEL CONSTRUCTION",9TH EDITION. GRND GROUND TNND TINNED
3. ANY MATERIAL WHICH FAILS TO MEET THE PROJECT SPECIFICATIONS SHALL IMMEDIATELY BE 4. BOLTED CONNECTIONS SHALL USE BEARING TYPE GALV.ASTM A307 BOLTS(5/8"DIA.UNO)AND HVAC HEATING,VENTING&AIR CONDITIONING UBC UNIFORM BUILDING CODE •
BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER.SPECIAL SHALL HAVE A MINIMUM OF TWO BOLTS U.N.O AND SHALL INCLUDE HEAVY-HEX NUTS AND HORIZ HORIZONTAL UG UNDERGROUND SHEET TITLE
INSPECTOR TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED COMPONENTS. STANDARD CUT WASHERS. . -
4. INSPECTION FOR PREFABRICATED CONSTRUCTION SHALL BE THE SAME AS FOR THE MATERIAL USED 5. NON-STRUCTURAL CONNECTIONS FOR HANDRAIL,LADDERS AND STEEL GRATING MAY USE 5/8"DIA HT HEIGHT UNO UNLESS NOTED OTHERWISE GENERAL NOTES
IF THE CONSTRUCTION TOOK PLACE ON SITE.CONTINUOUS INSPECTION WILL NOT BE REQUIRED GALVANIZED ASTM A307 BOLTS U.N.O. IBC INTERNATIONAL BUILDING CODE UP UNDERGROUND POWER
DURING PREFABRICATION IF THE APPROVED AGENCY CERTIFIES THE CONSTRUCTION AND
FURNISHES EVIDENCE OF COMPLIANCE. 6. ALL STRUCTURAL PIPE ASTM A53,TYPE E OR S,GRADE B. ID INSIDE DIAMETER OF UNDERGROUND FIBER
5. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT CERTIFYING THAT ALL WORK REQUIRING SPECIAL INSPECTION: IN INCH VIF VERIFY IN FIELD •
SPECIAL INSPECTION WAS,TO THE BEST OF THE SPECIAL INSPECTOR'S KNOWLEDGE IN INsuL INSULA7IGN VERT VERTICAL SHEET NO.
CONFORMANCE WITH THE APPROVED PERMIT PLANS AND SPECIFICATIONS AND THE APPLICABLE 1. THE REQUIRED SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT SPECIAL
WORKMANSHIP PROVISIONS. INSPECTOR PER CODE FOR THE FOLLOWING ITEMS. INT INTERIOR WP WATERPROOF ^ .0
A. CONTINUOUS DURING THE INSTALLATION OF EXPANSION AND/OR ADHESIVE ANCHORS:INSPECT JBOX JUNCTION BOX W/ WITH � LJ
HOLE SIZE,DEPTH,CLEANLINESS,AND INSTALLATION PER ICEO REPORT.
LB(S) POUND(S) W/O WITHOUT
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IMAGES,DEED AND SITE PHOTOS.
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I PRELIMINARY
q1 NO. DATE DIG DESCRIPTION
api 0 05-29-13 1EG/MM 90%CD REVIEW
J 1 08-26-13 EG/EG REVISED SMR
1 i / 2 11-01-13 EG/EG REVISED SMR
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3 -01-16-14 EG/EG CLIENT COMMENT
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SITE NAME
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PORTLAND,OR 97224
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SCALE 1"=150'-0"(22X34) M I. -
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EQUIP.PER MFR'S REQUIREMENTS
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�0• Q G° SECTOR BOX REQUIRED PER SECTOR AT ALPHA AND BETA SECTORS G° OLYMPIA.WA 98506
44q •. PJ`./^9 — 0, PH:360.438.8002
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I CPM PROJECT NO: 6064
PRELIMINARY
NO. DATE D/C DESCRIPTION
0 05-29-13 EG/MM 90%CD REVIEW
1 08-26-13 EG/EG REVISED SMR
2 _11-01-13,EG/EG REVISED SMR
SUBMITTAL
(E)PARAPET WALL (E)PARAPET WALL NO DATE D/C DESCRIPTION
0 11-11-13 EG/EG BP SUBMITTAL
2 12-16-13 EG/EG BP COMMENT
(E)ROOF ACCESS HATCH (E)ROOF ACCESS HATCH 3 01-16-14 EG/EG CLIENT COMMENT
SITE NAME
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SITE ADDRESS
Z m j 16580 SW 85TH AVE
O« ; 5 m 3 m 3 m 0 + m m m PORTLAND.OR 97224 CD
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SCALE:1/8"=1-0"(11X17) 0' 4' 8' 16' SCALE:1/8"=1'-0"(11X17) 0' 4' 8' 16' Al . 1
1 ENLARGED ANTENNA PLAN - EXIST. SCALE:1/4"=1'-0'(22X34 2 ENLARGED ANTENNA PLAN - FINAL SCALE-1/4"=1'-0"(22X34)
• ....
NOTES:
NEW ANTENNAS AND ALL MOUNTING HARDWARE TO BE
PAINTED TO MATCH EXISTING STRUCTURE IF REQUIRED.
VERIFY PAINT MANUFACTURER AND FINISH WITH OWNER.
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• TOP OF(E)&(N)VERIZON WIRELESS ANTENNAS I OTHER CARRIER ANTENNAS
VARIES-SEE 1/A3.0
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Aip(E)TOP OF BUILDING I_ T T T T r
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CASCADIA PM
3322 SOUTH BAY ROAD NE
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(N)ANTENNA MOUNT WITH \ 'PA/ 24.�.,j�
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MECHANICAL DOWN TILT 1/16114 C'i l A 10
NOTE: At
COAX JUMPER AND HYBRID CABLE TO BE � CPM PROJECT NO.: 6064 I
LASHED TO ANTENNA SUPPORT PIPES&
STANDOFFS WITH CONVENTIONAL COAX CLIPS. PRELIMINARY
(N)VERIZON WIRELESS ANTENNA-SEE 1/A3.0;
(2)ANTENNAS NOT SHOWN FOR CLARITY NO. DATE D/C DESCRIPTION
0 05-29-13 EG/MM 90%CD REVIEW
1 08-26-13 EG/EG+ REVISED SMR
2 11-01-13 EG/EG REVISED SMR
(E)3"STD(3 1/2"O.D.)MIN. o SUBMITTAL
ANTENNA PIPE MOUNT °D NO. DATE D/C DESCRIPTION
0 11-11-13 EG/EG BP SUBMITTAL
2 12-16-13 EG/EG BP COMMENT
3 01-16-14 EG/EG CLIENT COMMENT
(E)8"THICK MIN.REINFORCED
CONC.PARAPET WALL
111,,k; (E)L 4"x4"x1/4"x12"LONG
STEEL ANGLE(VERIFY) SITE NAME
(N)RRU(TYP OF 3) If
\ POR TIGARD HS
\ I (E)L 4x4"x1/4x12'LONG SR L L" E' E"LONG
SITE ADDRESS
STEEL ANGLE(VERIFY)
(N)COAX CABLE `� PORTLAND,OR 97224
JUMPER(TYP OF 6) --
(N)SURGE PROTECTOR
(4 TOTAL REQUIRED AT i 2 I'' z
ROOFTOP,1 REQUIRED
I; (E)5/8"0 STEEL THRU BOLT, � SHEET TITLE
NEAR EQUIPMENT) TYP OF(2)PER CONNECTION,
::
.L1 .2:1 (4)TOTAL PER MOUNT(VERIFY) ELEVATION
(E)HYBRID CABLE
(E)5/8"0 HILTI KWIK BOLT-TZ EXPANSION
ANCHOR W/3 1/4"MIN.EMBED.OR(E)5/8"HILTI
HIT-HY 150 MAX EPDXY GROUTED THREADED
ROD W/3 1/4"MIN.EMBED.TYP OF(2)PER SHEET NO.
CONNECTION,(4)TOTAL PER MOUNT(VERIFY)
0
SCALE:NTS(11X17) A2 •
2 ANTENNA MOUNT DETAIL
SCALE:NTS(22X34)
.
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ROOFTOP EQUIPMENT SCHEDULE .
SECTOR Q'TY (N)/(E) SERVICE TYPE ANTENNA MODEL# TIP HEIGHT AZIMUTH MECH. DIMENSIONS WEIGHT
OR EQUIPMENT SPECIFICATION DOWNTILT
ALPHA 1 (N) AWS(ADDED)/PCS E AXP18-60-0 62.00' 30' 3° 6.7"W X 4.1"D X 48.0"L 11 LBS
1 (N) 850 B BXA-70063-8CF-850MHZ 62.95' 30' 4' 11.2"W X 5.11)X 94.6'L 24 LBS
1 (E) 700 UPPER X7C-665-0 62.17 301 4' 12.5"W X 7.1"D X 72.07 30 LBS
1 (N) AWS RRU 18.5W X 7.4"D X 20.47 58LBS
1 (N) SURGE PROTECTOR SECTOR BOX 10.21W X 8.2"D X 20.6'1 14 LBS
2 (N) DIPLEXER _
l
BETA 1 (E) AWS(ADDED)/POSE AXP1945.0 62.00' 170' 5° 10.0'WX4.113 X48.07 10LBS ANTENNA LAYOUT AND AZIMUTHS FOUND ON A1.1
1 (N) 85013 BXA-700404CF-EDIN-0 60.98' 170' 8° 23.9'W X 7.9"D X 47.57 25 LBS
1 (E) 700 UPPER X7C-440-0D 62.00' 170" 5" 18.8"W X 6.2"D X 50.51_ 30 LBS
1 (N) AWS RRU 18.5"W X 7.4"D X 20.41E 58 LBS CASCADIA PM
1 (N) SURGE PROTECTOR SECTOR BOX 10.3"W X 15.7"D X 192"L 27 LBS 3322 SOUTH BAY ROAD NE
2 (N) DIPLEXER OLYMPIA,WA 98506
' PH:360.438.8002
GAMMA 1 (N) AWS(ADDED)/PCS E BXA-171090-8CF-EDIN-0 62.01' 300' 0° 6.1"W X 4.1'D X 48.27 10 LBS
1 (N) 850 B/700 UPPER BXA-70090-8BF-EDIN-0 62.94' 300° 0° 8.0"W X 5.910 X 94.67 23 LBS
1 (N) AWS RRU 18.5"W X 7.4"D X 20.47 58 LBS
1 (N) SURGE PROTECTOR DISTRIBUTION BOX 10.3'W X 15.71D X 29.0"L 26 LBS
1 (N) SURGE PROTECTOR SECTOR BOX 10.2"W X 8.21D X 20.6"L 14 LBS VECTOR
2 (N) DIPLEXER
e n • • e R •
-
■ SI kicTUgg4
NEAR 1 (N) SURGE PROTECTOR OVP BOX 10.3"W X 15.7%)X 29.0"L 32 LBS
.■s1i111.1:fif9\.W
EQUIP. 'k1,
NG r,.
(850)AND(700 UPPER) c` 1G R ,y
COMBINED TO(N)DUAL BAND en L'/ PE "y�
COAX/FIBER SCHEDULE ANTENNA AT GAMMA SECTOR a rG
DIPLEXED/ ONLY -
SECTOR QUANTITY NEW OR EXIST. TYPE TRIPLEXED SERVICE TYPE OREGON LLJ
A,B,G 1 NEW 1.09"FIBER/PWR N/A AWS OREGON I
ALPHA 2 EXIST. 1 5/8'COAX DIPLEXED 850/PCS
2 EXIST. 15/8"COAX N/A 700 2 ANTENNA PLAN - EXISTING 'P 414Y (fl :Z'
BETA 2 EXIST. 1 5/8'COAX DIPLEXED 850/PCS _ _
2 EXIST. 1518'COAX N/A 700 1/16/14 ><''j.j \R;��
GAMMA 2 EXIST. 1 5/8"COAX DIPLEXED 850/PCS CPM PROJECT NO.- 6064 I
2 EXIST. 15/8"COAX N/A 700 (N)
AWS/PCS
DUAL BAND PRELIMINARY
ANTENNA NO. DATE D/C DESCRIPTION
NOTES: 0 05-29-13 EG/MM 90%CD REVIEW
(E) (E) 1 08-26-13 EG/EG REVISED SMR
1. NEW ANTENNAS AND ALL MOUNTING HARDWARE TO BE PAINTED 700 850 2 11-01-13 EG/EG REVISED SMR
TO MATCH EXISTING STRUCTURE IF REQUIRED.VERIFY PAINT - -
MANUFACTURER AND FINISH WITH OWNER. u u u u u u -L7- SUBMITTAL
cc ee
2. CONTRACTOR RESPONSIBLE FOR PROVIDING RIGGING PLANS, U1 a NO DATE D/C DESCRIPTION
SUBJECT TO OWNER APPROVAL. 2 j 0 11-11-13 EG/EG BP SUBMITTAL
2 12-16-13 EG/EG BP COMMENT
3. REFER TO STRUCTURAL ANALYSIS FOR APPROVED HYBRID COAX z 1 3 01-16-14 EG/EG_CLIENT COMMENT
CABLE PLACEMENT. nv nv
4. RAYCAP DC SURGE PROTECTORS TO BE MOUNTED NEAR (N)
ANTENNAS AND EQUIP.(SEE EQUIPMENT TABLE)PER MFR'S RRU ANTENNA LAYOUT AND AZIMUTHS FOUND ON Al 1
REQUIREMENTS. uo SITE NAME
POR TIGARD HS
U OU = 0 0 0 0
W Z IS W W W
n SITE ADDRESS
(N) 16580 SW 85TH AVE
SURGE N PORTLAND,OR 97224
PTCTR n n ill
U PXR DPXR
0
re m u u SHEET TITLE
I
ENLARGED
ANTENNA PLANS
ANTENNA CONNECTION DIAGRAM
SHEET NO.
A3 •0
1 ANTENNA AND COAX/FIBER SCHEDULES 3 ANTENNA PLAN - FINAL
UTAH OFFICES
)VECTOR Sandy
Layton
E n G I n E E R S RECEIVED St. George
Project Number: U1194-010-131 JAN 2 3 2014
December 16,2013 CITY OF TIGARD
Cascadia PM,LLC BUILDING DIVISION
3320 South Bay Road NE
Olympia,WA 98506
ATTENTION: Bryan Underhill
REFERENCE: POR Tigard AS—Portland,OR
Structural Review of Proposed Antenna Installation
Dear Bryan,
Per your request,we have reviewed the construction drawings prepared by your office for the proposed replacement
of six existing panel antennas with four new panel antennas,three RRU's, and five surge suppressors. In addition,
we have reviewed the site walk photographs provided to us by your office (dated 4-30-13). The new antennas,
RRU's,and surge suppressors are to be attached to the existing 3"standard cantilevered steel antenna pipe mounts,
which are attached to the existing concrete parapet wall as shown on the construction drawings. Please be advised
as follows:
Based upon our calculations and review of the documents noted above, we conclude that the existing antenna
pipe mounts are adequate to support the loads associated with the proposed antennas. Supporting calculations
for the wind loading on the proposed antennas and for the capacity of the existing antenna pipe mounts are
attached.
The recommendations above are provided based upon calculations prepared by our office and information the client
provided. The analysis and conclusions described above are based on the assumption that the structure was properly
designed and constructed. Vector Structural Engineering makes no claim as to the correctness of the original design
or the current condition of the structure,which is assumed to be in good condition,free of damage or deterioration.
We hope this meets your needs. If you have any further questions regarding this matter, please call this office at
your convenience.
Very truly yours,
VECTOR STRUCTURAL ENGINEERING rIlIZIIII
Q�.D PROp
to :187PE T OFFICE COPY
lir
OREGON
Roger T.Alworth,S.E.
Principal 'p��,q.., b,4.
•RTA/amw Ao
1/16/14 Exp. 12/31/15
Enclosures
9138 S. State St.,Suite 101 / Sandy, UT 84070/ T(801)990-1775 / F (801) 990-1776/ www.vectorse.com
•
Page 2 of 12
JOB NO.: U1194-010-131 DESIGNED: AMW
„ VECTOR DATE: 12/16/13 CHECKED: BDV
E rl G I rl E E R S
PROJECT: POR TIGARD HS
Design Criteria:
Code: Structural design is based on the Oregon Structural Specialty Code,2010 Edition(2009 IBC)
Wind: Basic wind speed=95 mph(3-second gust)per the ASCE 7 standard
Wind importance factor, I= 1
Occupancy category: II
Wind exposure: C
Seismic: Seismic loads are based on the Oregon Structural Specialty Code, 2010 Edition(2009 IBC)
Seismic importance factor, I = 1
Occupancy category: II
Mapped spectral response accelerations: Ss= 0.96g Si = 0.419g
Site class: D
Spectral response coefficients: Sos= 0.714g SDI = 0.442g
Seismic design category: D
Basic seismic-force-resisting-system: Cantilever Element: Braced below its center of mass
Seismic response coefficient,Cs=0.286
Response modification factor,R=2.5
Analysis procedure: Equivalent lateral force
General Notes:
1 The contractor shall verify dimensions,conditions and elevations before starting work. The engineer shall be
notified immediately if any discrepancies are found.
2 The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is
shown,the construction shall be as shown for other similar work and as required by the building code.
3 These calculations are limited to the structural members shown in these calculations only. The connection of the
members shown in these calculations to the existing structure shall be by others.
4 The contractor shall be responsible for compliance with local construction safety orders. Approval of shop
drawings by the architect or structural engineer shall not be construed as accepting this responsibility.
5 All structural framing members shall be adequately shored and braced during erection and until full lateral and
vertical support is provided by adjoining members.
Structural Steel:
1 All structural steel code checks based on the AISC, 13th Edition per the ASCE 7 standard
2 All steel pipe to be per ASTM A53 GR. B(35 KSI), U.N.O.
3 All other structural steel shapes&plates shall be per ASTM A36, U.N.O.
4 All bolts for steel-to-steel connections shall be per ASTM A325N, U.N.O.
5 All bolted connections shall be tightened per the"turn-of-nut"method as defined by AISC.
6 All welding shall be performed by certified welders in accordance with the latest edition of the American Welding
Society(AWS)D1.1
7 All steel surfaces shall be galvanized in accordance with the ASTM A123 and ASTM A153 standards, U.N.O.
Page 3 of 12
) fEcTOR JOB NO.: U1194-010-131 DESIGNED: AMW
DATE: 12/16/13 CHECKED: BDV
E fl D 1 fl E E R S
PROJECT: POR TIGARD HS
(N)ANTENNA MOUNT WITH \-
MECHANICAL DOWN TILT
NOTE:
COAX JUMPER AND HYBRID CABLE TO BE
.ii, LASHED TO ANTENNA SUPPORT PIPES 8
// STANDOFFS WITH CONVENTIONAL COAX CLIPS.
(N)VERIZON WIRELESS ANTENNA-SEE 1/A3.0; P
(2)ANTENNAS NOT SHOWN FOR CLARITY
M
(E)3"STD(3 1/2"O.D.)MIN. 4
ANTENNA PIPE MOUNT `D
(E)8'THICK MIN.REINFORCED
/ CONC.PARAPET WALL
(E)L 4'x4"x1/4"x12"LONG
STEEL ANGLE(VERIFY)
(N)RRU(TYP OF 3) I. \
, (E)L 4"x4"x1/4"x12"LONG
OR L 6"x6"x3/8"x12"LONG
STEEL ANGLE(VERIFY) Co
(N)COAX CABLE !1
JUMPER(TYP OF 6) 414
(N)SURGE PROTECTOR z
(4 TOTAL REQUIRED AT fo
ROOFTOP,1 REQUIRED (E)518"0 STEEL THRU BOLT, fo
NEAR EQUIPMENT) TYP OF(2)PER CONNECTION,
(4)TOTAL PER MOUNT(VERIFY)
(E)HYBRID CABLE
(E)5/8"0 HILTI KWIK BOLT-TZ EXPANSION
ANCHOR W/3 1/4"MIN.EMBED.OR(E)5/8"HILTI
HIT-HY 150 MAX EPDXY GROUTED THREADED
ROD W/3 1/4"MIN.EMBED.TYP OF(2)PER
CONNECTION,(4)TOTAL PER MOUNT(VERIFY)
ANTENNA MOUNT DETAIL
, r
' Page 4 of 12
\ 'Ec :rrcR JOB NO U1194-010-131 DESIGNED: AMW
DATE: 12/16/13 CHECKED: BDV
E fl el 11 E ER S
PROJECT: POR TIGARD HS SUBJECT: Wind Calculations
Components and Cladding Wind Calculations
Label: Antenna Wind Load Note: Calculations per ASCE 7-05
SITE-SPECIFIC WIND PARAMETERS:
Basic Wind Speed[mph]: 95 Notes:
Exposure Category: C
Importance Factor, I: 1.00
ADDITIONAL INPUT&CALCULATIONS:
Height of roof,h [ft]: 63
Comp/Cladding Location: Gable Roofs 8 5 7°
Enclosure Classification: Open Buildings
GC,: 1.8 Figure 6-11 B (enter largest abs.value)
a: 9.5 Table 6-2
z9[ft]: 900 Table 6-2
Kh: 1.148 Table 6-3
Kt: Table 6-1 (leave blank for negligible topographic effects)
K2: Table 6-1 (leave blank for negligible topographic effects)
K3: Table 6-1 (leave blank for negligible topographic effects)
Krt: 1 Equation 6-3
Kd: 0.85 Table 6-4
Velocity Pressure,qh[psf]: 22.55 Equation 6-15
GCP,: 0 Figure 6-5 (largest abs.value)
OUTPUT:
Design Pressure,p[psf]: 40.59 psf P=9,«GCp)— GCP ��
Antenna Loads:
Weight Front Side area Front Side load
(Ibs) area(ft2) (ft2) load(Ibs) (Ibs) (loads divided by two,one per support)
Surge Protector 27 2.07 3.16 42 64
RRU 58 2.62 1.05 53 21
Panel Antenna 30 7.36 3.55 149 72
See attached FRP material and section properties.
Page 5 oY 12 •
Y
/I
Z X
-.149k
-.149k
-.021 k
40.21k
Loads:BLC 3,WLX(Wind X)
Solution:Envelope
Vector 5K-4
AMW Antenna & RRU Mounting Dec 16, 2013 at 2:18 PM
Cascadia PM; U1194-010-... Antenna&RRH Mounting.r3d
•
Page 6 of 12
Y
15.4
Z X
4
5
-.072k,/'
0
of
w
0
0
N6
-.072k
7
-.053k
8
-.053k
•
9
a.
2
-.064k�
•
01L, 1
10
-.064k
1
Loads:BLC 2,WLZ(Wind Z)
Solution:Envelope
Vector SK-3
AMW Antenna & RRU Mounting Dec 16, 2013 at 2:18 PM
Cascadia PM; U1194-010-... Antenna&RRH Mounting.r3d
Page 7 of 12 •
Code Chem
No
Ca
>1.0
• .90-1.0
.75.90
Z X
.50-.75
-.015 0.-so
::81i'
-.029
-.014 4,
-.014. tiC--
Member Code Checks Displayed
Loads:BLC 1,DL(Dead)
Solution:Envelope
Vector SK-5
AMW Antenna & RRU Mounting Dec 16, 2013 at 2:19 PM
Cascadia PM; U1194-010-... Antenna&RRH Mounting.r3d
. •
Page 8 of 12
Company : Vector Dec 16,2013
Designer : AMW 2:19 PM
Job Number : Cascadia PM. U1194-010-131 Antenna&RRU Mounting Checked By:BDV
Joint Coordinates and Temperatures
Label X[ft] Y Eft] . Z[ft] Temp[F]
Detach From Di...
1 N1 0 0 1 0 0
2 N2 . 0 1 0 0
3 N3 I 0 2.333 0 0
4 N4 0 11.667 0 0
5 N5 0 11.167 0 0
6 N6 0 4.334 0
7 N7 0 3.834 0 0
8 N8 0 2.634 0 0
9 N9 0 1.884 0 0
10 N10 0 0.414 0 1 0
11 N11 1 .5 1 0 0
12 _ N12 .5 2.333 0 I 0
Load Combinations
I BLC Fa.__BLC Fa__
Description o...So...PDelta
1 Dead Load Yes Y DL 1 3 1 LCIFa�.BLCFa...BLCFa.-BLCIFa...l I
2 .6DL+ 1.0WindZ Yes Y DL .6 WLZ 1 I
3 _ .6DL- 1.0WindZ Yes Y DL .6 WLZ I -1 I 1
4 .6DL+ 1.0WindX Yes Y DL .6 WLX 1 i l
5 .6DL- 1.0WindX Yes, Y DL .6 WLX -1 I
6 DL+ 1.0WindZ Yes Y DL 1 WLZ 1 1
7 DL- 1.OWindZ Yes Y _DL 1 WLZ -1
8 DL+ 1.0WindX Yes Y DL 1 WLX I 1 1 1
9 DL- 1.0WindX Yes Y DL_._ 1 , WLX -1 I I
Envelope Member Section Forces
Member Sec Axialjkl _- LC y Shear[kj LC z Shear[kl LC Torque[k-ft] LC y-y Mo...LC z-z Moment[k ft] LC
1 M1 1 max 0 1 0 1 0 6 0 1 0 1 0 I1
2 min i 0 1 0 9 0 7 0 1 0 1 0 1
3 2 max 0 1 0 9I 0 6 0 11 0 1 0 1
4 mint 0 _1i 0 l 1 0 7 0 1 - 0 1 0 1
5 M2 1 max 1.538 5 1.547 4 I .924 7 0 1 1 I 0 6 .773 ' 4
6 min -1.659 1 1 -1.71 i 9 -.924 6 0 1 0 7 -.855 9
7 2 max 1.538 5 _ 1.547 4 .924 7 0 1 .462 7 0 11
8 min -1.659 1 -1.71 19 -.924 6 0 11 , -.462 6 0 9
9 M3 1 max 1.319 1 , 1.549 5_ .546 1 6 0 1 0 7 .774 1 5
10 min -1.198 5 -1.707 1 -.546 E 7 0 1 0 6 -.853 1
11 2 max 1.319 1 1.549 5 .546 6 0 1 .273 6 0 1
12 min -1.198 5 -1.707 1 -.546 17 0 1 -.273 7 0 9
Envelope Joint Reactions
Joint X[k] LC Y[k] LC Z[kJ LC MX[k-ft] LC MY[k-ft] LC MZ[k-ft] LC
1 N11 max 1.198 5 1 1.706 1 .546 7 1 0 1 .273 7 0 1
2 1 min - • ._1_ 5 -.546 6 0 1 16 0 1
3 N12 max 1.659 1._ 9 .924 6 0 1 (37-3.21
462 6 0 1
4 min - . 8 5 4 -.924 7 0 1 1 7 0 1 1
5 Totals: max, .34 1 1 .198 9 .378 2 _
6 ;min -.34 5 . .119 4 I -.378 3 i
Envelope AISC 14th(360-10): ASD Steel Code Checks
Member Shape - C•: - : _ Loc[ft]LC Shear Check Lo... Dir ...Pnc/...Pnt/o...Mnyy..Mnzz... Cb Eqn
1 M1 PIPE_3.4 .435 2.357 1 .101 1.... 1 0.93543.383 3.825 3.825 1.595 H1-...
Antenna Mast is at 43.5% capacity and is therefore adequate for the proposed loading.
Page 9 o't 12
JOB NO U1194-010-131 DESIGNED: AMW
CTOR DATE: 0119 2013 CHECKED: BDV
E rl G I n E E R S
PROJECT: POR TIGARD HS SUBJECT: CALCULATIONS
PLATE IN BENDING Location: L4x4x1/4
Plate depth: 0.25 in Intermediate Values
Plate width: 12 in Lbd/t2 0.00347222
Moment arm/unbraced length: 2 in S. 0.125 in'
Yield strength: 36 ksi Zx 0.188
Moment capacity: 336.83 ft-lbs
Load: 1712 lbs (unfactored, ASD)
Moment: 285.3 ft-lbs
Check Plate: 84.7%
Result: Selected plate is adequate.
Note: Load =Vertical reaction from RISA analysis
PLATE IN BENDING Location: L6x6x3/8
Plate depth: 0.375 in Intermediate Values
Plate width: 12 in Lbd/t2 0.01041667
Moment arm/unbraced length: 4 in Sx 0.28125
Yield strength: 36 ksi Zx 0.422 in'
Moment capacity: 757.86 ft-lbs
Load: 1712 lbs (unfactored, ASD)
Moment: 570.7 ft-lbs
Check Plate: 75.3%
Result: Selected plate is adequate.
Note: Load =Vertical reaction from RISA analysis
Page 10 of 12
')VECTOR
1111. JOB NO U1194-010-131 DESIGNED: AMW
DATE: 12/16/2013 CHECKED: BDV
E (1 G I n E E R S
PROJECT: POR TIGARD HS SUBJECT: CALCULATIONS
BOLTED SHEAR CONNECTION Location: Angle to Angle Connection
Bolt Grade: ASTM A325 or SAE Gr. 5
Bolt Diameter: 0.625 in
Number of Bolts: 2
Double Shear? No
Bolt Capacity: 14726 lbs (AISC Equation J3-1)
Shear Load: 2311 lbs (unfactored, ASD)
Check Bolt: 15.7%
Result: Select(2) 0.625 in. dia. ASTM A325 or SAE Gr. 5 bolts.
Note: Load = Maximum horizontal reaction from RISA analysis +
Moment about vertical/8.5"spacing
BOLT BEARING Location: Angle to Angle Connection
Bolt Diameter: 0.625 in
Number of Bolts: 2
Plate Thickness: 0.25 in
Plate Yield Strength (FY): 36 ksi
Plate Ultimate Strength (F,): 58 ksi
Bolt Edge Distance: 1 in (measured from center of bolt hole)
Bearing Capacity: 10125 lbs (AISC Equations J3-6a and J7-1)
Load: 2311 lbs (unfactored, ASD)
Check Bearing: 22.8%
Result: Selected connection type is adequate.
Note: Load = Maximum horizontal reaction from RISA analysis+
Moment about vertical/8.5"spacing
Page 11 0112
NII..TI
www.hilti.us Profis Anchor 2.3.5
Company: Vector Page: 1
Specifier: AMW Project: Antenna&RRU Mount
Address: Sub-Project I Pos.No.:
Phone I Fax: i Date: 12/16/2013
E-Mail:
Specifier's comments:
Input data
Anchor type and diameter: Kwik Bolt TZ-SS 304 5/8(3 1/8) Ilia=111111111110
Effective embedment depth: hef=3.125 in.,hnom=3.563 in.
Material: AISI 304
Evaluation Service Report:: ESR 1917
Issued I Valid: 11/1/2012 15/1/2013
Proof: design method ACI 318/AC193
Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in.
Anchor plate: lx x lY x t=4.000 in.x 12.000 in.x 0.250 in.;(Recommended plate thickness:not calculated)
Profile: no profile
Base material: uncracked concrete,2500,fc'=2500 psi;h=8.000 in.
Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C,D,E,or F) no
Geometry[in.]&Loading[Ib,in.lb]
6n
tiff 713 *..
..,x
2 Proof I Utilization (Governing Cases)
Design values[lb] Utilization
Loading Proof Load Capacity Status
Tension Concrete Breakout Strength 2702 4719 58/- OK
Shear Concrete edge failure in direction y+ 3114 4891 -/64 OK
Loading j3N 13v S Utilization DN,v(%] Status
Combined tension and shear loads 0.573 0.637 5/3 87 OK
Fastening meets the design criteria!
input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt]AG,Schaan
• Page 12 of 12
PIII`TI
www.hilti.us Profis Anchor 2.3.5
Company: Vector Page: 1
Specifier: AMW Project: Antenna&RRU Mount
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 12/16/2013
E-Mail:
Specifier's comments:
1 Input data
y64111147.1 MILT
Anchor type and diameter: HIT-HY 150 MAX+HAS 5/8 --,Mi,
Effective embedment depth: h et,oph=3.125 in.(h ef,imi[=6.500 in.)
Material: ASTM F 568M Class 5.8
Evaluation Service Report:: ESR 2262
Issued I Valid: 6/1/2011 1 8/1/2012
Proof: design method ACI 318/AC308
Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in.
Anchor plate: I x ly x t=4.000 in.x 12.000 in.x 0.250 in.;(Recommended plate thickness:not calculated)
Profile: no profile
Base material: uncracked concrete,2500,f,=2500 psi;h=8.000 in.,Temp.short/long:32/32°F
Installation: hammer drilled hole,installation condition:dry
Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C,D,E,or F) no
Geometry[in.]&Loading[lb,in.lb]
it
.>s
2 Proof I Utilization (Governing Cases)
Design values[lb] Utilization
Loading Proof Load Capacity 13N/flv[%] Status
Tension Concrete Breakout Strength 2697 4882 56/- OK
Shear Concrete edge failure in direction y+ 3114 4891 -/64 OK
Loading PN PV Utilization j3N,V[%] Status
Combined tension and shear loads 0.552 0.637 5/3 85 OK
Fastening meets the design criteria!
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c)2003-2009 KID AG,FL-9494 Schaan Hilti is a registered Trademark of HIM AG,Schaan