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Plans POR TUALATIN oci z 4 verinn wireless CONSTRUCTION DRAWIN verqjwireIess - PROJECT DATA PROJECT CONTACTS DRAWING INDEX SITE ADDRESS: 6975 SW SANDBURG ST GOVERNING CODES APPLICANT SHEET I DESCRIPTION TIGARD,OR 97223 VERIZON WIRELESS CASCADIA PM IBC-2009,INTERNATIONAL BUILDING CODE W/LOCAL AMENDMENTS 5430 NE 122ND AVE T1.0 TITLE SHEET TRS: T2S R1 W S1 PORTLAND,OR 97230 3322 SOUTH BAY ROAD NE NEC-2008,NATIONAL ELECTRICAL CODE T2.0 GENERAL NOTES OLYMPIA.WA 98506 LATITUDE: 45°25'12.43'N PROPERTY OWNER A1.0 OVERALL SITE PLAN PH:360.438.8002 LONGITUDE: 122°44'45.35'W &DA.COMPLIANCE WESTON HOLDING CO.LLC A2.0 ELEVATION SOURCE: VZW SMR INSTALLATION IS UNMANNED AND NOT FOR HUMAN HABITATION. C/O AMERICAN PROPERTY DATUM: NAD 83 HANDICAP ACCESS IS NOT REQUIRED PER A.D.A. MANAGEMENT A3.0 ENLARGED ANTENNA PLANS PH:503.281.7779 JURISDICTION: CITY OF TIGARD VECTOR APN: 25101 D D00101 PRINCIPAL ENGINEER, ZONING CLASSIFICATION: CP(PROFESSIONAL COMMERCIAL) NETWORK CONSTRUCTION a n • i n e e R a GROUND ELEVATION: 185'AMSL VERIZON WIRELESS D RAW I N G LEGEND v cT v TOP OF(E)BUIULDING: 37'AGL 5430 NE 122ND AVE S"` f, PORTLAND,OR 97230 Wa!'ar_11J�f�I��■ OCCUPANCY GROUP: U SARAH BLANCHARD - - - --- SUBJECT PROPERTY LINE CONSTRUCTION TYPE: VN PH:503.310.8814 _- - - ADJACENT PROPERTY LINE ,- .,� N 0 rill r:(2.11 NE i ZONING AND PERMITTING CONSULTANT LEASE AREA M 0 JIM JAGGERS COAX (E)COAX ROUTE .). 9895 MONTEGRINO CT HYBRID (N)HYBRID CABLE ROUTE PROJECT SUMMARY DRIVING DIRECTIONS ELK GROVE,CA 95757 T - TELCOROUTE ci 916.2133407 T I P TELCO/POWER ROUTE w 0 KGON SITE ACQUISITION CONSULTANT P POWER ROUTE THIS PROJECT INCLUDES THE FOLLOWING SCOPE OF WORK: FROM PORTLAND INTERNATIONAL AIRPORT(PDX) JIM JAGGERS F FIBER ROUTE • 9895 MONTEGRINO CT F I P FIBER/POWER ROUTE v; ':!,./(3,7 0��.-1 ` 1. HEAD SOUTHWEST ON NE AIRPORT WAY 0.6 MI ELK GROVE,CA 95757 �•' V 1. PROPOSED MODIFICATION OF AN EXISTING TELECOMMUNICATIONS FACILITY. x n EXISTING FENCE 1 /13 �t` qL 2. SLIGHT RIGHT TO STAY ON NE AIRPORT WAY 1.8 MI 916.213.8407 �.t 1 1,� 2. PROPOSED REMOVAL OF SIX(6)PANEL ANTENNAS WITH INSTALLATION OF SIX 3. TURN RIGHT ONTO THE INTERSTATE 205 S RAMP TO INTERSTATE I CPM PROJECT NO.: 5757 I . (6)PANEL ANTENNAS,THREE(3)RRU'S WITH ASSOCIATED HYBRID 84/PORTLAND/SALEM 0.5 MI STRUCTURAL ENGINEER 4. MERGE ONTO 1-205 S 2.6 MI VECTOR STRUCTURAL ENGINEERS CABLE/COAXIAL CABLE. 9138 S STATE ST..SUITE 101 X PRELIMINARY 5. TAKE EXIT 21B TO MERGE ONTO 1-84 W/US-30 W TOWARD PORTLAND 5.4 MI ELEVATION MARKER 6. TAKE THE EXIT ON THE LEFT TOWARD BEAVERTON/SALEM 0.4 MI SANDY,UT 84070 X-X.X NO DATE D/C DESCRIPTION 7. MERGE ONTO 1-5 S 1.1 MI ROGER T.ALWORTH,S.E. 0 04-16-13 KN/BU 90%CD REVIEW - 8. KEEP RIGHT TO STAY ON I-5 S 7.7 MI PH:801 990.1775 1 06-07-13 EG/EG CLIENT COMMENT 9. TAKE EXIT 292 FOR OREGON 217 TOWARD KRUSE WAY/LAKE OSWEGO 0.3 MI © 2 09-20-13 EG/EG CLIENT COMMENT 10. TURN RIGHT ONTO OR-217 N 0.2 MI SECTION MARKER 11. TAKE EXIT 7 FOR 72ND AVE 0.2 MI ® SUBMITTAL 12. TURN LEFT ONTO SW 72ND AVE 0.4 MI NO DATE D/C DESCRIPTION 13. TURN LEFT ONTO SW SANDBURG ST 0.1 MI 14.TURN LEFT 390 FT 0 10-01-13 MS/BU BP SUBMITTAL {• CITY OF T�I ESTIMATED TIME: 28 MINUTES Approved. ^"/r .�- 'I!. .. ESTIMATED DISTANCE: 21.4 MILES 1pro ..( V Conditionally Approved.........[ ] See Letter to:Follow........... [ I Attached PROJECT VICINITY MAP SITE NAME Permit Number:�4'Y1�l3 , Addre POR TUALATIN ..,"1=r6; m low" •.. ' ..,:,cr % By: Date: SITE ADDRESS Re _ 6975 SW SANDBURG ST T' TIGARD.OR 97223 _ Approved plans - - shall be on job site. APPROVAL LIST SHEET TITLE ' TITLE SIGNATURE DATE [n ;r PROPERTY OWNER TITLE C.rta; .• - .. / OFFICrj COPY VZW REPRESENTATIVE SHEET PROJECT LOCATION OFFICE 1 iJ ti ,j , 15.g° PROJECT MANAGER N SITE ACQUISITION 6 SHEET NO. r x bg� 1 TN MN ZONING �`�' aT W E CONST.MANAGER T1 .0 4 Psrnarxi i. M Oe - RF ENGINEER 4 C•:,,•1‘, y S AAV MANAGER 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 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 Ve!'/nn 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 MANUFACTURER'S 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 98508 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:360 438.8002 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 CO COPPER N/A NOT APPLICABLE CONSTRUCTION.SUCH MEASURES SHALL INCLUDE,BUT NOT BE LIMITED TO BRACING.SHORING 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 �/EC . OR 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 e s WITH LANDLORD'S AUTHORIZED REPRESENTATIVE. 6. ASTM SPECIFICATIONS NOTED ON THE DRAWINGS SHALL BE OF THE LATEST REVISION. CONST CONSTRUCTION OP OVERHEAD POWER 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 • vcaer:..�� 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 j1 SHORING/BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. CPM CASCADIA PM OPP OPPOSITE c� o,'� �GNGi N•F. S'/Le, 9. THE CONTRACTOR SHALL PROVIDE SITE FOREMAN WITH A CELLULAR PHONE,AND KEEP SAME ON SITE C9 . "f" 1 WHENEVER ANY PERSONNEL ARE ON SITE. 8. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES 0/C DRAFTER CHECKER PL PROPERTY LINE O lV : WHETHER SHOWN HEREON OR NOT AND TO PROTECT THEM FROM DAMAGE.THE CONTRACTOR c"7 C DEMO DEMOLISH PLYWD PLYWOOD N ' 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 THE TO JOB DIMENSIONS OR CONDITIONS,AND SUCH MODIFICATIONS SHALL BE INCLUDED AS PART OF OF THIS WORK. DIA DIAMETER PM PROJECT MANAGER Ci OREGON r 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, A. 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. .?'f y ",.qt M I2Q DN DOWN PROP PROPERTY v THAT OCCURRED DURING CONSTRUCTION TO THE SATISFACTION OF THE PROJECT MANAGER AND/OR . LANDLORD. 11. ALL ITEMS REMOVED DURING CONSTRUCTION WORK(I.E.,DRYWALL,PLYWOOD,CEILING PANELS. DTL DETAIL PT PRESSURE TREATED on/13 >t f'l Ai\;,� ETC.)SHALL BE REPLACED TO MATCH EXISTING. DWG DRAWING RO ROUGH OPENING 12. ON A DAILY BASIS:KEEP GENERAL AREA CLEAN,HAZARD FREE,AND DISPOSE OF ALL DIRT,DEBRIS, I CPM PROJECT NO.: 5757 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. PRELIMINARY 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 RED REQUIRED 0 04-16-13 KN/BU 90%CD REVIEW - B. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE ARCHITECT/ENGINEER, 1 06-07-13 EG/EG CLIENT COMMENT 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 09-20-13_EG/EG CLIENT COMMENT 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 10-01-13 MS/BU 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 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 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 1. ALL METAL WORK SHALL BE IN ACCORDANCE WITH THE SPECIFICATION GALVANIZED ASTM GALV GALVANIZED STRUCT STRUCTURE,STRUCTURAL SITE NAME SPECIAL INSPECTION A123-A123M-02 UNLESS NOTED OTHERWISE. GC GENERAL CONTRACTOR TOC TOP OF CONCRETE POR TUALATIN 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. OWE 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 6975 SW SANDBURG ST 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 TIGARD,OR 97223 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 8 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 Hr 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 INSULATION VERT VERTICAL SHEET NO. CONFORMANCE WITH THE APPROVED PERMIT PLANS AND SPECIFICATIONS AND THE APPLICABLE 1. NO SPECIAL INSPECTIONS REQUIRED. WORKMANSHIP PROVISIONS. INT INTERIOR WP WATERPROOF ^ •0 JBOX JUNCTION BOX W/ WITH T 2 LB(S) POUND(S) W/O WITHOUT V 1 1\ 1 NOTE: SITE PLAN DERIVED FROM;EXISTING DRAWINGS,GIS,AERIAL \ _ _ L IMAGES,DEED AND SITE PHOTOS. -1 \ o#‘°....**.r.....s....°' Ver/�wireless I %�///r ADJACENT ZONING I • (E)BUILDING CP (E)TREE(TYP) 1i\\ 4 s, (E)SUBJECT 4 \ BUILDING (E)BUILDING i \ PARAPET(TYP) INGRESS/EGRESS FROM i 17'$7/2" SW SANDBURG ST x.VERON RELESS PROJECT AREA VERIFY — 94 CIA PM SEE SHEETA3.0 �^ ♦ VRryLINE 3l 2T vg�pF,gjv uNE 3322 SOUTH BAY ROAD NE f —— —— I 5ss w' —— —— OLYMPIA,WA 98506 1 (E)MECHANICAL PH:360.438.8002 I I / ,I \ I EQUIPMENT (E)CABLE PORT ENTRY // % V ,nth •I at .,(E)VERIZON WIRELESS GPS �,�� I I j P R ANTENNA TO BE REMOVED W. (E)CABLE TRAY SCALE:NTS(11X17) ff// I 1 N. (TYP) I 2 PLOT PLAN SCALE:NTS(22X34) INGRESS/EGRESS FROM COTX�1 I ' •I •.-44� f SW SANDBURG ST (E)SKYLIGHT(TYP) �� Q�I I • I (E)BEAM LINE,TYP.OF \�?� ADJA"ENT ZONING M �� y�� \X/111\X/\X/ (5)(VERIFY) \c". HWY 2 ROW ` L PARKING LOT OT 7 / \ / / \ (E)2 X 12 DF#2 ROOF JOISTS /y� 24'O.C.(VERIFY) X OREGON , i n lr/l �(E)ROOFTOP� W i I IC�I � -- ■ _.......... APN:2S101DD00101 ,,{� /�' /'I// AREA:1.50 ACRES vp 0l ,$'i,2 f��I I XX °^ A ( CPM PROJECT NO.: 5757 I (E)COAX �" ROUTE COA�C-�COA]C _..._ \\ PRELIMINARY fr I I ‘ NO DATE D/C DESCRIPTION 0 04-16-13 KN/BU 90%CD REVIEW (E)SUBJECT [ 1 1 1 06-07-13 EG/EG CLIENT COMMENT BUILDING L 2 09-20-13_EG/EG_CLIENT COMMENT I I I I `-(E)ASPHALT SUBMITTAL • ������ _L8 -- i- 1 ♦� PARKINGLOT7 -_ 373.23'-_ -_ _- T / \ NO. DATE D/C DESCRIPTION ,,/ 0 10-Ot-13 MS/BU BP SUBMITTAL II I (E)ROOF ACCESS ,� HATCH (E)OTHER CARRIER ROOFTOP ANTENNAS � (TYP) I I SITE NAME —� POR TUALATIN ill _ _- - -- SITE ADDRESS 699.50' -- -- __ __ _ 6975 SW SANDBURG ST \ -- - TIGARD.OR 97223 (E)SUBJECT PROPERTY LINE- SEE 2/-(TYP) ADJACENT ZONING 1 Cp SHEET TITLE ADJACENT ZONING ! OVERALL CP ♦ 15.9° (E)ADJACENT I N SITE PLAN PROPERTY LINE TN MN 0 (TYP> W E ' � SHEET NO. SCALE:1"=20'-0"(11X17) 0' 10' 20' S 40' Al .0 1 OVERALL SITE PLAN SCALE:,"=10'-0"(22X34) IIII MI =MN NOTES: NEW ANTENNAS AND ALL MOUNTING HARDWARE TO BE PAINTED TO MATCH EXISTING STRUCTURE IF REQUIRED. VERIFY PAINT MANUFACTURER AND FINISH WITH OWNER. 1/erl i 1 wireless CASCADIA PM 3322 SOUTH BAY ROAD NE OLYMPIA.WA 98506 PH:360.438.8002 PIPE MOUNT.)OR(E)2-3/STD.PIPE AT AWS ANTENNA > ECTOR ANTENNA,XH/SCH.80 AT 850&PCS C/E ANTENNA(VERIFY):(REPLACE W/ LONGER PIPE TO ACCOMMODATE RRU INSTALLMENT IF NECESSARY) Villri°'"''/ '''.2.11■11/ c,, r6., I N F-7 SiO,(N)VERIZON WIRELESS AWS .L ! ANTENNA;850&PCS C/E O 7 v- j/, ANTENNA SIMILAR -SEE 1/A3.0 CO A (N)ANTENNA MOUNT WITH MECHANICAL DOWN TILT • LU OREGON a (E)OTHER CARRIER ANTENNA TIP HEIGHT '1' eff �� .�` t47'-0" O 18 2 f (` (E)ROOFTOP SECTOR FRAME Q.„--.7---......!----'10-- (E)&(N)VERIZON WIRELESS ANTENNA TIP HEIGHT ANCHORED TO(E)CONC.ROOF 10/1/13 `•1' 45,-0" CURBS;CONTRACTOR TO VERIFY A l\j` CONST.. 1 -A 1 111 (E)STEEL MIN. BRACKETS VERIFY ANCHORS&ARE UFFICIENT FOR ( CPM PROJECT NO.: 5757 'e w J>� (� (E)TOP OF PARAPET L2X2X1/4 BRACE NEW ANTENNA LOAD PRELIMINARY Ams�m� - I �_�I e� s iv: 37,_0.. ",_ 7�q�-�impq�_�I������__��=i∎ii�mmu—m�r: _:�,�r AT EA.PIPE –'- NO. DATE D/C DESCRIPTION• :•. •"' �•"'-�'� ' �� '_ -' -- ' - (E)ROOFTOP � MOUNT(VERIFY) (N)RRU AT AWS ANTENNA ONLY 0 04-16-13 KN/BU 90%CDREVIEW 3g_0^ V • ,,, 1 06-07-13 EG/EG CLIENT COMMENT SUPPORT HYBRID CABLE W/IN 12" 2 09-20-13 EG/EG CLIENT COMMENT OF SURGE PROTECTOR AND W/ FASTENERS PER MFR'S SUBMITTAL 1 41M. _ REQUIREMENTS NO. DATE D/C DESCRIPTION r�' 0 10-01-13 MS/BU BP SUBMITTAL (N)SURGE PROTECTOR;MOUNT BEHIND (E)3T-0'BUILDING;(N)HYBRID CABLE TO (E)PARAPET OR NEAR RRU ON(E)FRAME FOLLOW(E)CABLE ROUTE (1 REQUIRED AT EACH ANTENNA SECTOR) •ilL'I 1 (E)EXPANSION 1! ANCHOR(TYP) ' SITE NAME (E)CONC.ROOFTOP CURB i POR TUALATIN 1• ! (E)ROOF DECK SITE ADDRESS t (E)GRADE 0'-0' 6975 SW SANDBURG ST (185'AMSL) TIGARD,OR 97223 5'-0•MIN.(VERIFY)TO BRACE CONNECTION TO CURB SHEET TITLE ELEVATION SHEET NO. SCALE:NTS(11X17) A2•0 SCALE:1/16"=,'-0•c„X,7> o' 6' 16' 32' 2 ANTENNA & RRU MOUNT DETAIL 1 SOUTH ELEVATION - FINAL SCALE:118”=1'-0"(22X34> Ili SCALE:NTS(22X34) • (E)VERIZON WIRELESS(700) ANTENNAS TO REMAIN(TYP OF 2) (E)VERIZON WIRELESS(850 B) ANTENNAS TO BE REMOVED Y`p ''00 (TYP OF 3) \,P �24/7.,,,,,90,..'yq ���c°�Y*'�� rinawireless EOR , •s�i> �c, 300, !, �e . c.4<-,4,404;616,c, // �� �o� ,.6d E R F 4>\� F 9� 300, qyT p� (E)VERIZON WIRELESS(PCS A) O�A, ` .i�Fy� s. ANTENNAS TO BE REMOVED (TYP OF 3) EQUIPMENT SCHEDULE �/ �T"5 CT �O,Q� , Gy 1-r p,M„THN*gD°L-J j :: 'P\SECTOR QUANTITY (N)/(E) SERVICE TYPE ANTENNA MODEL# HEIGHT AZIMUTH DIMENSIONS WEIGHT ,` \ /OR EQUIPMENT SPECIFICATION L ALPHA 1 (N) AWS AXP15-60-0 45'-0" 60' S7'W X 4.1"D X 240. 7 LBS (E)ROOFTOP? � CASCADIA PM 1 (N) 850 B/PCS C/E X7CAP-480-(0C/OP) 45'-0" 60' 12.5W X 7.1"D X 96.01E 56 LBS �" 1 (E) 700 UPPER LNX-65120SVTM_0750_00 45%0" 60' 11.85W X 7.1'D X 48.5E 28.6 LBS (E)VERIZON WIRELESS(700 3322 SOUTH BAY ROAD NE 1 (N) RRU 18.5'W X 754'0 X 20.4"L 58 LBS UPPER)ANTENNAS(TYP OF 3) OLYMPIA.WA 98506 PH:360.438.8002 1 (N) RCMDC-4750-PF-48 15.7"W X 10.31)X 28.9'L 26 LBS I 1 (N) RCMDC-1064-PF-48 10.3"W X 15.7'D X 19.2"L 27 LBS (E)BUILDING PARAPET 1 O m (E)ROOFTOP ANTENNA FRAME I Z BETA 1 (N) AWS AXP15-60-0 45-0" 180' 6.7"W X 4.1"D X 24.0"L 7 LBS C"T I m 1 (N) 850 B/PCS C/E X7CAP-480-(0C/OP) 45%0" 180° 12.6W X 7.1'D X 96.01 56 LBS z 1 (E) 700 UPPER LNX-6512DSVTM_0750_00 45'-0" 180° 11.85W X 7.1'0 X 4855. 28.6 LBS (E)CABLE ENTRY __ II D VECTOR 1 (N) RRU 18.5"W X 7.4'D X 20.4"L 58 LBS r d o p ■ n • I n e e R • 1 (N) RCMDC-1064-PF-48 10.3"W X 15.7'D X 19.2'L 27 LBS ■ Ri �j l N m s °z R1.1 C 7U/j,q E-4 E a, �-4 15.9° vr����vi• -I �cn c o N �'1 e 1 rn w ii D I D y TN MN 0 *G>��L�GIIY 6 GAMMA 1 (N) AWS AXP15-60-0 45'-0" 300° 6.7'W X 4.1'D X 24.0'L 7 LBS _ V •7 1 (N) 850 B/PCS C/E X7CAP 480{OC/OP) 45'-0' 300° 72.5'W X 7.1'0 X%.0'L 56 LBS CO m cn °°Co m m C7 �� °� oo w E �v 7: 1 (E) 700 UPPER LNXE512DSVTM_0750_00 45'-0" 300° 11.85W X 7.110 X 48.5'L 28.6 LBS O O O 1 (N) RRU 18.5"W X 7.4"D X 20 4'L 58 LBS XI L1 I 4. S X 1 (N) RCMDC-1064-PF-48 10.3"W X 15.7'D X 19.2'L 27 LBS W OREGON SCALE:3/32"=1-0"(11X17) 0' 10' 20' 2 ANTENNA PLAN - EXISTING SCALE:3/16"=1-0"(22X34) ==- 'S 4,,41, 2re :4� NOTES: 0/1/13 0Cj -A 10 COAX/FIBER SCHEDULE I CPMPROJECT .. I 1. NEW ANTENNAS AND ALL MOUNTING HARDWARE TO BE PAINTED TO MATCH (N)VERIZON WIRELESS(AWS) ANTENNA(TYP OF 3) SECTOR QUANTITY NEW OR EXIST. TYPE DIPLEXED EXISTING STRUCTURE IF REQUIRED.VERIFY PAINT MANUFACTURER AND \,P PRELIMINARY FINISH WITH OWNER. >p �Sp (N)VERIZON WIRELESS SURGE A,B,G 1 NEW 1.09"FIBER/PWR NO OC O� �6� PROTECTOR MOUNTED TO HORIZONTAL NO DATE D/C DESCRIPTION ALPHA 2 EXIST. 1 5/8'COAX YES 2. VERIZON WIRELESS INSTALLATION SHALL NOT START UNTIL ENGINEER '92i�Mq SF _ gEG�`1C FRAME BTWN PIPE MOUNTS(TYP OF 1) 0 04-16-13 KN/BU 90%CD REVIEW RECEIVES COPY OF APPROVED STRUCTURAL ANALYSIS OR ASSESSMENT. y, C / p� 1 06-07-13 EG/EG CLIENT COMMENT �N TO i 2 09-20-13 EG/EG CLIENT COMMENT 2 EXIST. 1 5/8'COAX NO B E3 R 3. SUBJECT TO OWNER RESPONSIBLE FOR PROVIDING ROOFTOP RIGGING PLANS, SO�oCs. �° 17 �� ?c,,A00 SUBMITTAL ENTRY TO �'4/SFC r` P\? \SC ' NO. 0 10 01-E3 M9/BU BP SUBMITTAL 4. RAYCAP DC SURGE PROTECTOR RCMDC�750 PF 48(@ CABLE T T \� BETA 2 EXIST. 1 5/8"COAX YES ROOFTOP)OR RCMDC-1064-PF-48(Q ANTENNA SECTORS)REQUIRED (N y``, R /F VVV ' P1' (N)VERIZON WIRELESS(850!PCS CIE) 2 EXIST. 1 5/8"COAX NO (VERIFY). q� I+ ANTENNA(TYP OF 3) SGgM �/may`` Q GT q ::�" MUT FCT Y`�iOG E pNTENNp GAMMA 2 EXIST. 1 5/8'COAX YES 300° > T 2 EXIST. 1 5!8"COAX NO R °� L ! M ° L(E)ROOFTOP?- SITE NAME oap\Q�P 6o POR TUALATIN t,G. Y\ SITE ADDRESS / Q'F'-1 p9\� 6975 SW SANDBURG ST (E)BUILDING J c Z Z 11 (E) TIGARD,OR 97223 PAR(N) HYBR D y E)ROOFTOP ANTENNA FRAME I . CABLE ENTRY SHEET TITLE - - - - (N)VERIZON WIRELESS RRU MOUNTEDBEHINDAWS 159 ENLARGED ANTENNA(TYP OF 3) ANTENNA PLANS N k m m? :t.- (N)VERIZON WIRELESS o E 1 0, E > SURGE PROTECTOR(TYP OF TN MN ' (E)VERIZON WIRELESS(700) -I•° -I O° - •en 3)MOUNTED BELOW(N)RRU ANTENNA TO REMAIN(TYP OF 3) I co I A n x w II -1 11 N II m W E SHEET NO. 0 o m W o D s A3.0 1 ANTENNA AND COAX/FIBER SCHEDULES 3 ANTENNA PLAN - FINAL SCALE:3/32"=1'-0"(11X17) 0' 10' 20' SCALE:3/16"=1'-0"(22X34) = = - RECHVED NiECTOR OCT 24 1 E 11 G I rl E E R S 2U 3 CITY OF TIGARD BUILDING O1VISION Project Number: U1194-989-131 October 1,2013 Cascadia PM,LLC 3320 South Bay Road NE Olympia,WA 98506 ATTENTION: Bryan Underhill REFERENCE: POR Tualatin—Tigard,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 six new panel antennas with three RRU's and four surge suppressors. In addition,we have reviewed the structural calculations for the installation of the existing antennas and support frames prepared by CG Engineering(Verizon Site POR Tualatin, CD Project No. 10010.244,dated May,2010). The new antennas and RRU's are to be attached to existing antenna support frames on the rooftop of the existing building with pipe mounts 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 building structure and antenna pipe mounts and support frames as shown on the constructions drawings are adequate to support the loads associated with the new antennas and RRU's. Supporting calculations for the lateral loading on the antennas and RRU's and for the capacity of the pipe mounts, support frames,and existing roof joists are attached. In addition, the lateral and gravity loads associated with the proposed and existing antennas and RRU's are minor when compared to the original loading on the existing building and will not adversely affect the existing structure. The recommendations above are provided based upon calculations prepared by our office and information the client provided. A representative from Vector has not visited the site. 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. The contractor shall notify Vector Structural Engineers immediately should any damage, deterioration or discrepancies between the as-built condition of the existing structure and mounts and the assumed condition described in this report and on the construction drawings be found. 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, �0 PROF VECTOR STRUCTURAL ENGINEERING , � G,lNE FSS e �N Fq S1 : PE Roger T.Alworth,S.E. OREGON Principal AP RTA/bdv '0�- 4V t8 Ob A Exp. 12/30/13 Enclosures 10/1/13 Vector Engineers 1 9138 S.State St.,Suite 101,Sandy, UT 84070-Ph:801.990.1775 Fax:801.990.1776 Page 2 of 16 E C 1D R JOB NO U1194-989-131 DESIGNED: BDV DATE: 10/01/13 CHECKED: AMW E f1 O I f1 E E R S SHEET OF PROJECT: POR TUALATIN Design Criteria: Code: Structural design is based on the International Building Code,2009 Edition 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 International Building Code,2009 Edition Seismic importance factor, I= 1 Occupancy category: II Mapped spectral response accelerations: Ss= 0.933g S1 = 0.335g Site class: D Spectral response coefficients: Sps= 0.701g SDI = 0.386g Seismic design category: D Basic seismic-force-resisting-system: Cantilever Element: Braced below its center of mass Seismic response coefficient,Cs=0.281 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"tum-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 16 JOB NO.: 10 DESIGNED: BDV ECTO DATE: U1194-989-131 1/2013/2013 CHECKED: AMW E n o I n e E R s PROJECT: POR TUALATIN SUBJECT: ROOF PLAN PARAPET iTYPI \f 1T-6 117 y _ 1 VERIFY 1 siNai E!'' (E)MECHANICAL \L E `I`'`. , I 1 EQUIPMENT I \ �i� / I , 1 1 1 �7 [t��l� ' ( CA6LLr TRAY 1' L.=.�d� I r ❑ 1 iE)SKYLIGHT(TYP) I ' ''--. I (El BEAM UsE.TIP OF ►, �1 1 0 1 (5)BEAM LINE, ''`(f 2 7(1161 M2 ROOF j*STS ....---I----' 111 0 El CA 1 �l �(►4 I{/ - )ii•OG.iVERIFYI ►/ ! ((_ `IEy ROOFTOP I ►� ►. V4 Il I ❑(_1 _ (E)COAX - '1 K.,.,Q.w.l. Sq•is ROUTE c •- I I I I I` UIILLDING—f I I __ I L I 11 1 . 1 E 1 ----- (EIASPHALT w� �� 9 ( I �� _ • PARKING LOT 7 I I i•E)ROOF ACCESS 1 HATCH (EI OTHER CARRIER I ROOFTOP ANTENNAE t (TYP) _ D 1` I I __694 50' _.... _ __.�.. __..._ _/7 '�_ \ _..._ _.....� Roof Plan-NTS Check existing roof joists at 24"o.c.with 1T-6-1/2"span for combined loads due to snow,roof live,roof dead,and wind. Roof snow load=25 psf=50 plf with 13 psf drift load extending 6'. Roof dead load= 15 psf(Built-up roofing,does not include weight of joists) Roof live load=20 psf Maximum frame reaction=420 lbs(see attached Risa 3D output) Existing roof joists are adequate for proposed loading. See attached Enercalc output summary. Page 4 of 16 JOB NO.: U1194-989-131 DESIGNED: BOV \fEC1" DR DATE: 10/1/2013 CHECKED: AMW E 1"'I 0 I ne E R S PROJECT: POR TUALATIN SUBJECT: ANTENNA MOUNT IN)OR;E)2-W 0.o.MIN.ANTENNA FIFE MOUNT,STD PIE At AWS ANTENNA,X WSCH.SO AT ESO A PCS CIE ANTENNA(VERIFY).(REPLACE W' LONGER PIPE TOACCONNMOOATE RR.0 INSTALLMENT IF NECESSARYy (NI VERIZONE W I RELESS A,15 r ANTENNA:EST d POE GE ANTENNA SIMILAR -SEE 1'A3.O IN)ANTENNA MOUNT WITH MECHANICAL DOWN TILT IE)ROOFTOP SECTOR.FRAME ANCHORED TO El CONC ROOF CURBS;CONTRACTOR TO VERIFY CONST.A VERIFY ANCHORS A 1E1 STEEL MIN. BRACKETS ARE SUFFICIENT FOR LZCIXIJ4 BRACE NEW ANTENNA LOAD AT EA.PIPE MOUNT(VERIFY) (N)RRU AT AWS ANTENNA ONLY SUPPORT STE S HYBRID CABLE{WIN 1T OF SURGE PROTECTOR ANO W7 FASTENERS PER MFR'S REQUIREMENTS pip- (wNC)SURGE PROTECTOR,MOUNT SEHIND y�1 PARAPET OR NEAR RRU ON(E)FRAME (I REO)JIRE)AT EACH ANTENNA f w SECTOR) P* CE:EXPANSION ANCHOR(TYP) ISI CONC.ROOFTOP CURB IM 15)ROOF DECK D .dl' EIG1704 15. IMG'li 5'-0'MM.(VERIFY)TO BRACE CONNECTION TO CURB ANTENNA& RRU MOUNT DETAIL NTS Page 5 of 16 JOB NO.: U1194-989-131 DESIGNED: M DATE: 10/01/13 CHECKED: AW E fl B I fl E E R 8 PROJECT: POR TUALATIN SUBJECT: Wind Loading 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 Seismic loads do not control this design. Importance Factor, I: 1.00 ADDITIONAL INPUT&CALCULATIONS: Height of roof, h [ft]: 40 Comp/Cladding Location: Walls&Roofs Enclosure Classification: Open Buildings GC,: 1.4 Figure 6-17 (enter largest abs.value) a: 9.5 Table 6-2 z9[ft]: 900 Table 6-2 Kh: 1.044 Table 6-3 K1: 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) Kit: 1 Equation 6-3 Kd: 0.85 Table 6-4 Velocity Pressure, qh[psf]: 20.49 Equation 6-15 GC,;: 0 Figure 6-5 (largest abs.value) OUTPUT: 1r ``11 P=q,,[(GCp)—(GCp, Design Pressure, p[psf]: 28.69 psf Antenna Loads: Front area Side area Front load Side load (ft2) (ft2) (Ibs) (Ibs) (loads divided by two,one per support) RRU 2.62 1.05 38 15 AXP Antenna 1.12 0.69 16 10 X7CAP Antenna 8.34 4.74 120 68 See attached FRP material and section properties. Page 6 of 16 VECTOR JOB NO.: DESIGNED: BDV DATE: 0119 013 CHECKED: AMW E f� © I r't E E R 8 U1194-989-131 SHEET: OF PROJECT: POR TUALATIN SUBJECT: LOADS Label: Antenna Loads: Dead Load,D: Component: Weight Antenna W/Mounts: 75.00 lb Number= 1 Total= 75 lb 2"STD Steel Pipe: 3.66 plf Length= 8 ft Total= 29 lb Misc: 16 lb Number= 1 Total= 16 lb Wp= 120 lb Wind Load,W: p= 28.7 psf (From wind analysis) Height,h: 8.0 ft Max. Horiz. Dim.: 1.0 ft Vv.: 240 lb Controls Min.Horiz.Dim.: 0.5 ft Vong: 117 lb Controls Seismic Load, E: Consider Seismic: Yes Occupancy Category: II Fa= 1.1 Seismic Design Category: D F0= 1.7 1p= 1.00 SMS= 1.051 Site Class: D SM1= 0.580 Rp= 2.5 Sos= 0.701 S.= 0.933 SD1= 0.386 S1= 0.335 ap= 1.0 0.7*Fp,min= 18 lb z= 116.0 ft 0.7*Fp,max= 94 lb h= 116.0 ft z/h= 1.0 0.7*Fp,trans= 28 lb 0.7*Fpiong= 28 lb 0.7*Fp,,,a,t= 12 lb Page 7 of 16 L' Solution:Envelope Vector SK- 1 BDV POR Tualatin Oct 1, 2013 at 1:43 PM U194-989-131 Antenna Mount.r3d Page 8 of 16 I i 4 N5 3 4'a _ 2 Solution:Envelope Vector SK-2 BDV POR Tualatin Oct 1, 2013 at 1:44 PM U194-989-131 Antenna Mount.r3d Page 9 of 16 0 z x -.04k -.04• N5 3 qsr, 1 Loads:BLC 1,DL(Dead) Solution:Envelope Vector SK-3 BDV POR Tualatin Oct 1, 2013 at 1:44 PM U194-989-131 Antenna Mount.r3d Page 10 of 16 z x .12k 4 .12k N5 3 1 _ 2 Loads:BLC 3,WLX(Wind X) Solution:Envelope Vector SK-5 BDV POR Tualatin Oct 1, 2013 at 1:45 PM U194-989-131 Antenna Mount.r3d Page 11 of 16 I x .07k 4 —2 .07k N5 3 2 Loads:BLC 2,WLZ(Wind Z) Solution:Envelope Vector SK-4 BDV POR Tualatin Oct 1, 2013 at 1:45 PM U194-989-131 Antenna Mount.r3d Page 12 of 16 Company Vector Oct 1,2013 Designer : BDV 1:50 PM Job Number U194-989-131 POR Tualatin Checked By:BDV Hot Rolled Steel Properties Label E lks1 G[ksi] - Nu Therm(11 E...Densitv[k/ft... Yield[ksil Ry Fu[ksi] Rt 1 A36 Gr.36 29000 11154 .3 .65 _ .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.42 29000 11154 .3 .65 .49 42 1.4 58 1 1.3 5 A500 Gr.46 29000 11154 .3 .65 1 .49 46 1.4 58 1.3 6 A53 Gr. B I 29000 I 11154 .3 .65 f .49 35 1.5 60 1.2 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rul... A[in2] Iyy[in4] lzz[in4] J[in4 1 1 2" STD Pipe PIPE 2.0 Beam Pipe A53 Gr. BI Typical I_ 1.02 , .627 .627 1.25 I 2 Angle Brace L2x2x4 Column Single Angle A36 Gr.36 Typical .944 .346 .346 .021 Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 M1 I N1 N4 2"STD Pipe Beam Pipe IA53 Gr. BI Typical 2 M2 N3 I N2 i i Angle Brace Column I Single Angle A36 Gr.36 Typical Joint Coordinates and Temperatures Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap.... 1 N1 0 0 0 0 2 N2 5.75 I 0 0 0 3 N3 0 4 0 0 4 N4 0 1 9.5 0 0 • 5 - N5 0 4.5 0 0 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distribut...Area(Me..Surface(... 1 DL (Dead) I DL -1 2 2 WLZ(Wind Z) WLZ 2 3 WLX(Wind X) WLX 2 Load Combinations Description SoI...PD...SR...BLC Factor BLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC FactorBLC Factor 1 Dead Load Yes Y ' j DL 1 1 I I 2 1.0DL+ 1.0WindX Yes Y DL 1 WLX 1 3 1.0DL- 1.0WindX Yes Y DL 1 WLX I -1 4 .6DL± 1.0WindX RYes Y DL .6 i WLX 1 5 .6DL- 1.0WindX Yes Y DL 6 WLX -1 6 1.0DL+ 1.0WindX Yes Y DL 1 WLZ 1 .r 1 7 1.ODL- 1.0WindX Yes Y DL 1 WLZ -1 _ 8 .6DL+ 1.OWindX Yes Y DL .6 WLZ 1__ • 9 .6DL- 1.0WindX Yes Y . DL .6 1 WLZ -1 Joint Loads and Enforced Displacements (BLC 1 : DL (Dead)) Joint Label L D M Direction Magnitudel(k.k-ft).(in.rad).(k*s^2/ft... 1 1 N4 L Y I -.04 2 N5 1 L t Y -.04 RISA-3D Version 11.0.0 [N:1...\...\U1194-989-131 Tualatin AWS\ENG\Antenna Mount.r3d] Page 13 of 16 Company : Vector Oct 1,2013 Designer : BDV 1:50 PM Job Number : U194-989-131 POR Tualatin Checked By:BDV Joint Loads and Enforced Displacements (BLC 2 : WLZ(Wind Z)) Joint Label L,D,M Direction Magnitude[(k,k-ft),(in,rad).(k*s^2/ft... 1 T N4 1 L I Z .07 2 N5 i L I Z .07 - Joint Loads and Enforced Displacements (BLC 3 : WLX(Wind X)) Joint Label L.D.M Direction Magnitude((k.k-ft).(in.rad).(k*s^2/ft... 1 N4 L X .12 2 N5 L X .12 Envelope Member Section Forces Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[...LC y-y Moment[k...LC z-z Moment[k-ft] LC 1 M1 1 max .418 3 .148 5 .106 16 0 1 0 1 0 1 2 min -.219 4 -.154 2 -.106 7 0 1 0 1 0 1 3 2 max .04 [ 2 .122 2 .071 7 0 1 0 1 0 1 4 min .024 4 -.122 3 -.071 6 0 1 0 1 0 1 5 M2 1 maxi .486 14 I .029 3 0 3 0 1 .082 4 .098 3 6 min -.492 3 -.011 4 0 8 0 1 -.098 3 -.082 4 7 2 Imax .498 1 2 .013 5 0 3 I 0 {' 1 0 1 0 1 8 I 1 [min' -.482 5 -.025 i 2 I 0 8 0 1 1 0 1 1 0 1 1 Envelope Joint Displacements Joint X[in] LC Y[in] LC Z[in] LC X Rotation... LC Y Rotation ... LC Z Rotation[...LC 1 N1 max 1 0 ! 5 1 0 4 0 7 0 1 5.917e-3 2 0 1 2 min 1 0 2 1 0 3 0 6 I 0 1 -5.681e-3 5 0 1 3 N2 max 0 2 I 0 5 0 2 5.447e-3 8 3.748e-3 9 4.602e-31 2 , 4 min 0 5 0 2 0 3 -5.904e-3 7 -4.176e-31 6 -3.601e-31 5 ' 5 N3 max I .003 4 1 0 4 ' 0 6 5.637e-3 6 5.917e-3 2 ! 7.911e-3 5 - 6 mini -.003 3 0 3 0 7 -5.637e-3 7 -5.681e-31 5 1-8.233e-3 2 7 N4 max 1.358 2 0 4 .846 6 0 ' 1 5.917e-3 2 0 1 8 min 1 -1.335 3 0 3 -.846 7 0 1 -5.681e-3 5 0 1 . 9 N5 1 max .062 2 0 4 .04 6 7.57e-3 6 ' 5.917e-3 2 1.12e-2 5 10 min i -.061 5 0 3 -.04 7 -7.57e-3 7 -5.681e-3 5 -1.154e-2 2 Deflection acceptable. Specify XH pipe for larger antenna to limit deflection. Envelope Joint Reactions Joint X[k] LC _Illd LC_Ill Z[k] LC MX[k-ft] LC MY jk-ft] LC MZ[k-ft] LC 1 1 N1 max .154 2 0418 3 .106 6 0 1 0 1 0 1 I 2 min -.148 5 -.219 4 _ -.106 7 0 1 0 1 0 1 3 N2 max .388 5 .305 2 0 3 0 _ 1 I 0 1 0 1 4 min -.394 2 (286 5 0 I-2 0 1 0 1 0 1 5 N3 max 0 1 0 1 .246 ' 7 0 11 0 11 0 1 6 min 0 1 0 1 _ -.246 6 0 1 0 1 0 1 7 Totals: max .24 5 .135 2 .14 7 8 min{ -.24 _ 4 .081 5 -.14 8 , Envelope RISC 14th(360-10): ASD Steel Code Checks Member Shape Code... Loc[ft] LC Shear Check Loc[ft DirLC Pnc/om...Pnt/om[...Mnyy/om[k-ft] Mnzz/o...Cb Eqn 1 M1 PIPE 2.0 .587 4.03 2 .038 4.03 2 7.252 21.377 1.245 1.245 1..[H1 -1b 2 M2 L2x2x4 .427 0 4 .. .004 _ 0 y 3' 3.008 _ 20.35 _ .46 .947 1-i H2-1 RISA-3D Version 11.0.0 [N:\...\...1U1194-989-131 Tualatin AWS\ENG\Antenna Mount.r3d] • • Project Title: POR Tualatin Engineer: BDV PJtj®i ID:16U1194-989-131 Project Descr. Printed 1 OCT 2013 3 58PM Wood Beam File=n:12013PR-1t U1194C-11U1B4B5-11ENG1tualatinec6 ENERCALC,INC.1983.2013,Build:6.13.3.15,Ver.6.0.25 Lic.#:KW-06004714 Licensee:vector structural engineers Description: Existing Roof Joist-2x12 at 24"o.c. CODE REFERENCES Calculations per IBC 2009 and ASCE 7-05 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination IBC 2006 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase Lr(0.04) S .013,0) • • • i S(0.05) • • (U.Z2) • • W(Uf�(4J03) • i • • I ♦ V '' '''''' ''' '''4%,WillmANK...virol orsemmmir: 4,4414W; ;,:;,,,,---,,,,,,itom„,,,,n,:t".„.!=.,:•04;,---:::.,,,in4 4*, 'y?T, . ' ;,cam i i ii.` "s", Nai� r�`�� 1'� ....fl. _ „ • 2x12 • Span = 17.550 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads • Uniform Load: D=0.030, Tributary Width=1.0 ft,(Roof Dead) Uniform Load: S=0.050, Tributary Width=1.0 ft,(Roof Snow Load) Varying Uniform Load: S(S,E)=0.0130->0.0 kilt,Extent=0.0--»6.0 ft, Trib Width=1.0 ft,(Snow Drift Load; Point Load: W=0.420 k A2.0 ft,(Frame Reaction) Point Load: W=0.420 k nu,8.0 ft,(Frame Reaction) Uniform Load: Lr=0.040, Tributary Width=1.0 ft,(Roof Live Load) DESIGN SUMMARY - Maximum Bending Stress Ratio = 1.04a 1 Maximum Shear Stress Ratio = 0.318 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 1,238.08 psi fv:Actual = 91.54 psi FB:Allowable = 1,190.25 psi Fv:Allowable = 288.00 psi Load Combination +D+S+H Load Combination +D+0.750L+0.7505+0.750W+H Location of maximum on span = 8.711 ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.386 in Ratio= 545 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.942 in Ratio= 223 Max Upward Total Deflection 0.000 in Ratio= 0 <180 4%overstress is acceptable for existing structure. In addition, controlling stress is bending based on Fb =900 psi. Original calculations specified Fb= 1,450 psi. Existing joists are acceptable. • Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr Cm C t CL M fb Fb V fv Fv D Only 0.00 0.00 0.00 0.00 Length=17.550 ft 1 0.529 0.146 0.90 1.00 1.00 1.15 1.00 1.00 1.00 1.30 493.16 931.50 0.27 23.65 162.00 +D+L+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.550 ft 1 0.476 0.131 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.30 493.16 1035.00 0.27 23.65 180.00 +D+Lr+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.550 ft 1 0.833 0.230 1.25 1.00 1.00 1.15 1.00 1.00 1.00 2.84 1,077.23 1293.75 0.58 51.66 225.00 • Project Title: POR Tualatin Engineer: BDV P ijeis Iff:16U1194-989-131 Project Descr: Printed 1 OCT 2013.3 58PM File=n:12013PR-11U1194C-11U1B4B5-11ENG1tualatin ec6 Wood Beam ENERCALC,INC.1983.2013,Build:6.13.3.15,Ver.6.0.25 • Lic.#:KW-06004714 Licensee:vector structural engineers Description: Existing Roof Joist-2x12 at 24"o.c. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr Cm C t CL M fb F'b V fv Fv +D+S+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.550 ft 1 1.040 0.294 1.15 1.00 1.00 1.15 1.00 1.00 1.00 3.26 1,238.08 1190.25 0.68 60.78 207.00 +D+0.750Lr+0.750L+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.550 ft 1 0.720 0.198 1.25 1.00 1.00 1.15 1.00 1.00 1.00 2.46 931.21 1293.75 0.50 44.66 225.00 +D+0.750L+0.750S+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.550 ft 1 0.884 0.249 1.15 1.00 1.00 1.15 1.00 1.00 1.00 2.77 1,051.84 1190.25 0.58 51.50 207.00 +D+W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.550 ft 1 0.819 0.268 1.60 1.00 1.00 1.15 1.00 1.00 1.00 3.57 1,355.59 1656.00 0.87 77.05 288.00 +D+0.70E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.550 ft 1 0.298 0.082 1.60 1.00 1.00 1.15 1.00 1.00 1.00 1.30 493.16 1656.00 0.27 23.65 288.00 +D+0.750Lr+0.750L+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.550 ft 1 0.950 0.294 1.60 1.00 1.00 1.15 1.00 1.00 1.00 4.15 1,573.72 1656.00 0.95 84.71 288.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.550 ft 1 0.562 0.155 1.60 1.00 1.00 1.15 1.00 1.00 1.00 2.46 931.21 1656.00 0.50 44.66 288.00 +D+0.750L+0.7505+0.750W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.550 ft 1 1.023 0.318 1.60 1.00 1.00 1.15 1.00 1.00 1.00 4.47 1,694.46 1656.00 1.03 91.54 288.00 +D+0.750L+0.7505+0.5250E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.550 ft 1 0.635 0.179 1.60 1.00 1.00 1.15 1.00 1.00 1.00 2.77 1,051.84 1656.00 0.58 51.50 288.00 +0.60D+W+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.550 ft 1 0.700 0.235 1.60 1.00 1.00 1.15 1.00 1.00 1.00 3.06 1,159.83 1656.00 0.76 67.59 288.00 +0.60D+0.70E+H 1.00 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.550 ft 1 0.179 0.049 1.60 1.00 1.00 1.15 1.00 1.00 1.00 0.78 295.90 1656.00 0.16 14.19 288.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."=Def Location in Span Load Combination Max.'+'Dell Location in Span D+Lr+S 1 0.9419 8.775 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.248 1.091 D Only 0.296 0.296 Lr Only 0.351 0.351 S Only 0.473 0.443 Lr+S 0.824 0.794 W Only 0.601 0.239 D+Lr 0.647 0.647 D+S 0.770 0.740 D+W 0.897 0.536 D+Lr+S 1.121 1.091 D+Lr+W 1.248 0.887 Page 16 of 16 U1194-989-131 POR Tualatin Design CriteriabyZiP Design Criteria Location: 6975 SW Sandburg Street Portland,OR 97223 Latitude:45.4215 Longitude:-I 22.747 General: Occupancy Category:[K] Wind Speed: ASCE7-10 Wind Results: Risk Category I:100 Risk Category II:110 Risk Category III:1 15 MRI 10 Year:72 MRI 25 Year:79 MRI SO Year:85 MRI 100 Year:91 ASCE7-05 Wind Results:Located within a special wind zone.Contact the local building department. Wind Importance Factor(Iw): 1.00(Non-Hurricane Prone Region) Ground Snow: 10 PSF Up to Elevation 600 I5 PSF Up to Elevation 800 20 P5F Up to Elevation 1000 Seismic: Ss=0.932927 SI=_0.335413 Update Design Cntena n :101 Mere.i , v arc $W kook:t ., ww • 4MiKfNry West Portland kk.6 Park Natural Area qy ♦rno10 ed Tr! * .�e4ra ?, S"alQ "ar SOUMwcsr .5„ Creek Frsi S! kwy Summerlake", Cog Park j 2 ieSltr50S\ rein pry yyt'L"' wan.,St H `'�f. '" sw nonce` a 8 zt{ z a �' ' �4r Parkke of 4 °e SW Gawk,st 4' SW McDonau SI X / G QI' P K, Slur$Ivr suntan SW Wolf Rd a Sc Rd G N ah''' V Metzger' West 4 f Waluga Pack Wahcga Park cesege oove st+°'t sW Osrnan3 Rd *mg Ow svwl 4 a N4 .lean Rd °..e a•2 Cook Paft},/n ..n«nMS .e raap,46t6lR✓aot lcoogie- Windspeed Contour Lines Hatched Areas LEG EN D I II I I Specal Wind Area 90 100 110 120 130 140 150 Contact the Iota building official r h':nd spew:n M:Ti 1 for design windspeed information. it