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Permit D08-406 - VERIZON WIRELESS - IMPROVEMENT
VERIZON WIRELESS 16400 SOUTHCENTER PY D08 -406 Parcel No.: 2623049021 Address: 16400 SOUTHCENTER PY TUKW Suite No: Tenant: Name: VERIZON WIRELESS Address: 16400 SOUTHCENTER PY , TUKWILA WA Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Owner: Name: LEGACY PARTNERS I TUKWILA L Address: 10655 NE 4TH ST #812 , BELLEVUE WA 98004 Phone: CitAbf Tukwila • Contact Person: Name: JOHN EDER Address: 4720 200 ST SW, STE 200 , LYNNWOOD WA 98036 Phone: 425 670 -8651 Contractor: Name: STEELHEAD COMMUNICATIONS INC Address: 28120 ST RT 410 E STE A3 , BUCKLEY WA 98321 Phone: 360 829 -1330 Contractor License No: STEELCI972BS Value of Construction: $8,000.00 Type of Fire Protection: Type of Construction: DEVELOPMENT PERMIT Permit Number: D08 -406 Issue Date: 10/24/2008 Permit Expires On: 04/22/2009 * *continued on next page ** Expiration Date: 01/10/2009 DESCRIPTION OF WORK: SWAP OUT ANTENNAS (8 TOTAL, 4 PER SECTOR). MODIFY "ALPHA" SECTOR PIPEMOUNT ATTACHMENT BEAM AND STRUCTURALLY ENHANCE THE "GAMMA" SECTOR PIPE -MOUNT BRACING. STRUCTURALLY ENHANCE THE STRUCTURAL MEMBERS SUPPORTING THE EXISTING EQUIPMENT SHELTER. Fees Collected: $328.73 International Building Code Edition: 2006 Occupancy per IBC: doc: IBC-10/06 D08 -406 Printed: 10 -24 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be complie The granting of this pe . 't does not pres construction o ; -the perform • ' ce of work. Signature: Print Name: doc: IBC -10/06 City Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Fire Loop Hydrant: N Number: 0 Flood Control Zone: Hauling: N Start Time: N (e, Volumes: Cut 0 c.y. Start Time: End Time: Private: Profit: N Private: Permit Number: Issue Date: Permit Expires On: Size (Inches): 0 End Time: Fill 0 c.y. Public: Non - Profit: N Public: Date: 1017.- Date: ! C D08 -406 10/24/2008 04/22/2009 ed this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. e to give authority to violate or cancel the provisions of any other state or local laws regulating I am authorized to sign and obtain this development pe t This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. D08 -406 Printed: 10 -24 -2008 Parcel No.: 2623049021 Address: Suite No: Tenant: • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http://www.ci.tukwila.wa.us 16400 SOUTHCENTER PY TUKW VERIZON WIRELESS 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS • Permit Number: Status: Applied Date: Issue Date: D08 -406 ISSUED 08/19/2008 10/24/2008 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 5: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 8: Manufacturers installation instructions shall be available on the job site at the time of inspection. 9: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 10: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. doc: Cond - 10/06 * *continued on next page ** D08 -406 Printed: 10 -24 -2008 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Print Name: doc: Cond -10/06 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Signa re: _ Date: iU(Zzee D08 -406 Printed: 10 -24 -2008 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 littp../ ;Building Permit No. V O I "4rAe 1Vlechanie No. Plumbing/Gas Permit No Puble Works Permit No Project° No. • r •: • •4: (For office use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION ((ll yy King Co Assessor's Tax No.: / �r/y02304 —902/ Site Address: / �UV 81.(,_ s" � §y� a.l __ / Suite Number: 7' /� Floor: Tenant Name: ( y f l A/(�/.�S S New Tenant: 111 Yes g..No Property Owners Name: ! ee4e Wry- /1* -t' Mailing Address: / 6 ( 0 SS 7 ` /i S , 521 k_ ?(2- n -evcie a/4 ?pWy State Zip City CONTACT PERSON - who do we contact when yourxpermat is ready`to.beri Name: Ot c V Day Telephone: C Mailing Address: KO(' 414,kle 7 d-le � f — SGr/ SCc; &* �?ria/40 ec'i ,3(0 ,,�� /I __ ,, •• City Z St to Zip Address: Jd4 1, � /� ( CCLI�'�i; kC• ,/�p`y/ Fax Number: Pb" 7'87e2 7 GENERAL CONTRACTOR INFORMATION — .. (Contractor Information for Mechanical (pg 4) for Plumbing and- Gas,Piping (pg 5)) Company Name: 7 Mailing Address: City Day Telephone: Fax Number: Expiration Date: Contact Person: E -Mail Address: Contractor Registration Number: Contact Person: ,4 gCAdkn E -Mail Address: /Uey. { M; / /vt &_eie 4,eh Contact Person: E -Mail Address: Q:\Appiications \Forms - Applications On Lme3 -2006 - Permit Application.doc Revised 9 -2006 bh State State Zip ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: ki % M - 4 . j- jt�ifl P�� /P/' J Mailing Address: q 2z o Z ' 574 _Su aoc, � ad //44-- City State Day Telephone: /-1,25 CY Si Fax Number: 472S - 7/Z - Zip ENGINEER OF RECORD - All plans must..be wet stamped by Engineer of Record Company Name: ctill-Q a 3 a Pe/ — Mailing Address: City Day Telephone: Fax Number: Zip Page I of 6 BUILDING PERMIT INFORMATION - 206 -431 -3670 /,,/i ii I Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Jr icct'// 4 ",I4 5C , sft7L Will there be new rack storage? ❑ Yes Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: N/ Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes � No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: N//T ID Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes CI No If 'yes', attach list of mate j ials and storage locations on a separate 8 -1/2 " x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM N/ ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. • Q:\Applications\Forms- Applications On Line'3 -2006 - Permit Application.doc Revised: 9 -2006 bh ,a J6inh�.o/ Existing Building Valuation: $ 0.. No If yes, a separate permit and plan submittal will be required. Page 2 of 6 Exis t' Interior Re odel Addition to Existing Struc ' re New. Type of Construction per Type of Occupancy per IBC 1S Floor ( Hi( Na' t/ / xi X / /' /y Nig-- 2nd 2 Floor \/) 3" Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck BUILDING PERMIT INFORMATION - 206 -431 -3670 /,,/i ii I Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Jr icct'// 4 ",I4 5C , sft7L Will there be new rack storage? ❑ Yes Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: N/ Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes � No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: N//T ID Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes CI No If 'yes', attach list of mate j ials and storage locations on a separate 8 -1/2 " x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM N/ ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. • Q:\Applications\Forms- Applications On Line'3 -2006 - Permit Application.doc Revised: 9 -2006 bh ,a J6inh�.o/ Existing Building Valuation: $ 0.. No If yes, a separate permit and plan submittal will be required. Page 2 of 6 PERMIT APPLICATION NOTES - Applicable�to permits�:in this Application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWN • • AUTrRIZED GENT: Signature: Asie—, Print Name: bviKX I Mailing Address: KDC 4 Date Application Accepted: ° I s Q:\Appltcations \Forms - Applications On Line \3-2006 - Permit Application.doc Revised: 9 -2006 bh e� - zo Ze,v . su/ Sta City Day Telephone: Date: -)- ZOO O State Date Application Expires: 62/1g Staff Initials: a/A O..%� Zip Page 6 of 6 Receipt No.: R08 -03616 ACCOUNT ITEM LIST: Description BUILDING - NONRES STATE BUILDING SURCHARGE City of Tukwila Payee: KDC ARCHITECTS ENGINEERS PC Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http :• / /www.ci.tukwila.wa.us Payment Check 5542 201.00 RECEIPT Parcel No.: 2623049021 Permit Number: D08 -406 Address: 16400 SOUTHCENTER PY TUKW Status: APPROVED Suite No: Applied Date: 08/19/2008 Applicant: VERIZON WIRELESS Issue Date: Initials: JEM Payment Date: 10/24/2008 04:06 PM User ID: 1165 Balance: $0.00 TRANSACTION LIST: Type Method Descriptio Amount Account Code Current Pmts 000/322.100 196.50 000/386.904 4.50 Total: $201.00 Payment Amount: $201.00 doc: Receiot -06 Printed: 10 -24 -2008 Receipt No.: R08 -02999 Initials: User ID: Payee: JEM 1165 ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http://www.citukwila.wa.us Payment Check 5503 127.73 KDC ARCHITECTS ENGINEERS PC TRANSACTION LIST: Type Method Descriptio Amount RECEIPT Parcel No.: 2623049021 Permit Number: D08 -406 Address: 16400 SOUTHCENTER PT TUKW Status: PENDING Suite No: Applied Date: 08/19/2008 Applicant: VERIZON WIRELESS Issue Date: Account Code Current Pmts 000/345.830 127.73 Total: $127.73 I Payment Amount: $127.73 Payment Date: 08/19/2008 04:13 PM Balance: $201.00 67'3 96/ /710 "'OTn'... 617. ?3 doc: Receiot -06 Printed: 08 -19 -2008 Project: Type of In echo Address 4 494460 ,S. Date Called: Special Instructions: 3-1 Z� - A V AG ce S S i Date Wanted: q d m. Requester: Pho2 7 3 7 z 5 40 /9L INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. V CITY OF TUKWILA BUILDING DIVISION U 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 7 Approved per applicable codes. Corrections required prior to approval. COMMENTS: is , /,L , - j- h a( ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ma y- '.,pis - P•IMYR Y Sup lemental Structural Calculations FOR r) Verizon Wireless SEA — Mall Rats 16400 South Center Parkway Tukwila, WA 98188 Fr!. C.:v `lti:' 0 li CG Engineering Project No. 08010.233.3 July 2008 ...................... ;:. ENGINEERING 250 4 Avenue S, Suite 200 Edmonds, WA 98020 (425) 778 -8500 •46.vaCIAICU rUK CODE COMPLIANCE APPROVE SEP 2 3 2 Of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 19 2008 PERMIT CENTER PROJECT DESCRIPTION This portion of the Verizon Wireless project involves relocating the (4) antennas previously designed to attach to the equipment shelter to a new beam bolted to the existing platform. All top of antenna elevations remain unmodified. Refer to the original structural calculations performed by us dated 6/13/08. SCOPE OF WORK Design the proposed support beam and verify the adequacy of the existing platform to support the antenna modifications. Gravity and lateral loads will be in conformance with the 2006 International Building Code (IBC). Stamped structural calculations and construction drawings will be provided to obtain a building permit. DESIGN CRITERIA GRAVITY LOADS: Snow: 25 PSF (7000 LBS on Shelter) Equipment & Shelter Self Weight: 26000 LBS Maximum Weight Antennas: 50 LBS Ea. LATERAL LOADS: Seismic Load: SUMMARY Wind Load: Fp=( 0. 4xapxSdsxlpxWp ) /Rpx(1 +2z /h)= 0.57Wp Sds = 0.950 Ip = 1.25 (Category III Structure) Wp = Seismic dead load of equipment and platform F =qzx GxCfxAf= 19.6PSF 85 MPH Wind, Ht = 75', Exposure B, I = 1.15 qz =16.45 PSF, G = 0.85, Cf = 1.4 This structure qualifies as a Category III structure according to ASCE Table 1 -1 because it is a telecommunication installation. Our previous calculations conservatively assumed Category IV, but the loads have been revised and reduced for this portion of the project. The existing platform requires minor upgrades to adequately support the shelter and antennas. This includes adding angle bracing to the shelter support beams. The new tube steel beam and shelter are adequate to carry the lateral and gravity loads with the upgrades detailed in our construction documents. This design conforms to the 2006 International Building Code (IBC). Additional engineering will be required if the equipment weight within the shelter exceeds 12000 LBS Refer to our original calculation package dated 6/18/08 for the gravity and lateral load calculations as well as information on the proposed antenna installation. 0 ENGINEERING -- 250 4th Ave. South Suite 200 Edmonds, WA 98020 Calculation Summary SEA Mall Rats By JMS Chkd Scote N.T.S. Job No. 08010.233 Date 7/15/2008 Data Shect No. BE;NT11I ;Y Current Date: 7/15/2008 10:20 AM Units system: English File name: \ \Cgmain\projects\ Wireless Projects\2008 Wireless Projects \08010 KDC Architects\200 Verizon Wireless\233 SEA -Mall Rats\Engineering\RAM Mod eZ/V/1 D b) M 2.� [Lb*ft] 125[Lb] BENT! 4 Y Current Date: 7/15/2008 10:20 AM Units system: English File name: \\Cgmain\projects\ Wireless Projects\2008 Wireless Projects \08010 KDC Architects\200 Verizon Wireless\233 SEA -Mall Rats\Engineering \RAM Models \new beam to support antennas.adv Design code: ANSI /AISC 360-05 ASD Note.- Only currently selected steel members are printed. AISI elements are not printed Report: Comprehensive AISC Member 1 (BEAM1) Design status : OK PROPERTIES Section : TS 10X4X.2500 a 1t t Height (a) Width (b) Thickness (t) Material : A500 GrB rectangular Properties 10.00 [in] 4.00 [in] 0.25 [in] Meg Cede Check Section properties Unit Major axis Minor axis Full unreduced cross - sectional area (A) [in2] 6.60 Moment of Inertia (local axes) (I) [in4] 79.44 18.78 Moment of Inertia (principal axes) (F) [!n4] 79.44 18.78 Bending constant for moments (principal axis) p') [in] 0.00 0.00 Radius of gyration (local axes) (r) [in] 3.47 1.69 Radius of gyration (principal axes) (r) [in] 3.47 1.69 Saint-Venant torsion constant (3) [in4] 50.32 Warping constant of the cross- section (Cw) [in6] 37.27 Distance from centroid to shear center (principal axis) (xo, yo) [in] 0.00 0.00 Top elastic section modulus of the section (local axis) (S top) [in3] 15.89 9.39 Bottom elastic section modulus of the section (local axis) (S bot) [in3] 15.89 9.39 Top elastic section modulus of the section (principal axis) (S' top) [in3] 15.89 9.39 Bottom elastic section modulus of the section (principal axis) (S' bot) [in3] 15.89 9.39 Plastic section modulus (local axis) (Z) [in3] 20.27 10.60 Plastic section modulus (principal axis) (Z) [in3] 20.27 10.60 Polar radius of gyration (ro) [in] 3.86 Area for shear (Aw) [in2] 1.87 4.88 Torsional modulus (1 /C) -- 0.05 Pagel Unit Value Yield stress (Fy): [10p/in2] 46.00 Tensile strength (Fu): [Kip /in2] 58.00 Elasticity Modulus (E): [Kip /in2] 29000.00 Shear modulus for steel (G): [Kip /in2] 11153.85 DESIGN CRITERIA Description Top unbraced length between lateral supports (LbTop) [ft] 15.00 Bottom unbraced length between lateral supports (LbBop) [ft] 15.00 Effective length factor (K) -- 1.00 Effective length factor for torsion -- 1.00 Length for axial tension (L) [ft] 15.00 Unbraced compression length (Lx, Ly) [ft] 15.00 Length for torsion and lateral - torsional buckling [ft] 15.00 Additional hypotheses Continuous lateral torsional restraint Tension field action SERVICE CONDITIONS Verification Tension Maximum geometric slenderness NO Compression Geometric critical slenderness (KL/r) DESIGN CHECKS DESIGN FOR FLEXURE (52 =1.67) d Major axis bending Ratio 0 06 Capacity : 46518.83 [Lb *ft] Ctrl Eq. Demand : 2927.01 [Lb *ft] Reference Intermediate results Unit Yielding (Mp1 [Lb *ft] 77686.45 (Sec. F) Lateral- torsional buckling (LTB Mn l -- N/A (Sec. F) Web local buckling (WLB Mn) N/A (Sec. F) Local buckling (LB Mn) N/A (Sec. F) Flange local budding (FLB Mn) N/A (Sec. F) Slenderness parameter for flange ( X) 13.00 (Sec. 84) Limiting slenderness parameter for compact flange (? p) 28.12 (Sec. 84) Limiting slenderness parameter for non-compact flange (k) 35.15 (Sec. B4) Tension flange vieldina (TFY Mn l N/A (Sec. F) Minor axis bending Unit Major axis Minor axis No No 1.00 15.00 Unit Value Ctrl EQ Reference 106.68 (Sec. Dl) 106.68 (Sec. E2) : C14 at 60.00% (Sec. F) Value Reference Ratio 0.09 Capacity : 20938.09 [Lb *ft] Ctrl Eq. : Cl at 60.00% Demand : 1800.00 [Lb *ft] Reference : (Sec. F) Intermediate results Unit Value Reference Yielding (MO [Lb *ft] 40634.09 (Sec. F) Range local buckii g (FLB Mnl [Lb *ft] 34966.61 (Sec. F) Slenderness parameter for flange ( X) 13.00 (Sec. B4) Limiting slenderness parameter for compact flange (Ap) 28.12 (Sec. B4) Limiting slenderness parameter for non - compact flange ( Xr) 35.15 (Sec. B4) DESIGN FOR SHEAR V Major axis shear (SZ =1.67) Intermediate results Unit Value Reference Web Shear coefficient (Cv) 1.00 Web plate buckling coefficient (kv) 5.00 (Sec. G2) Minor axis shear (52 = 1.67) Intermediate results Unit Value Reference Web Shear coefficient (Cv) 1.00 Web plate buckling coefficient (kv) 5.00 (Sec. G2) DESIGN FOR TENSION(Q =1.67) V Tension DESIGN FOR COMPRESSION (Q = 1.67) V Compression Ratio 0.01 Capacity : 30988.02 [Lb] Ctrl Eq. : Cl at 0.00% Demand : 400.00 [Lb] Reference : (Sec. G) Ratio 0.01 Capacity : 80568.86 [Lb] Ctrl Eq. : C15 at 0.00% Demand : - 950.69 [Lb] Reference : (Sec. G) Ratio 0.00 Capacity :181712.30 [Lb] Ctrl Eq. : C14 at 0.00% Demand : 400.00 [Lb] Reference : (Sec. D) Ratio 0.00 Capacity : 84031.66 [Lb] Ctrl Eq. : C15 at 0.00% Demand : -400.00 [Lb] Reference : (Sec. E) Intermediate results Unit Value Reference Slenderness parameter for web ( Xw) 37.00 (Sec. 64) Limiting slenderness parameter for non- compact web (arw) 35.15 (Sec. B4) Slenderness parameter for flange ( )f) 13.00 (Sec. 84) Limiting slenderness parameter for non- compact flange () rf) 35.15 (Sec. 84) Elastic flexural stress (Fex) [Kip /in2] 106.38 (Eq. E4 -9) Elastic flexural stress (Fey) [Kip /in2] 25.15 (Ec. E4 -10) Elastic torsional buckling stress (Fez) [Kip /in2] 5717.21 (Eq. E4 -11) Page3 P Al Critical elastic flexural - torsional buckling stress (Fe) [Kip /in2] 25.15 (Sec.E4) Critical flexural buckling stress (Fcr) [Kip /in2] 21.27 (Sec.E) Critical flexural - torsional buckling stress (FcrTor) [Kip /in2] 21.27 (Sec.E4) Stress reduction factor in unstiffened elements (Qs) 1.00 (Sec.E7) Effective section reduction factor in stiffened elements (Qa) 0.98 (Sec.E7) Effective area at a uniform stress (Aeff) [in2] 6.44 (Sec.E7) DESIGN FOR TORSION (52 =1.67) J Torsion Ratio 0.16 Capacity : 25092.60 [Lb *ft] Ctrl Eq. : Cl at 0.00% Demand : 4000.00 [Lb *ft] Reference : (Sec. H3) Intermediate results Unit Value Reference Critical stress (Fcr) INTERACTION Combined axial and flexure interaction value Ratio 0.12 CM Eq. Cl at 50.00% Reference : (H1 -1b) Combined torsion, flexure, shear and /or axial CRITICAL STRENGTH RATIO J Ratio 0.09 Ctrl Eq. Cl at 60.00% Reference : (113 -6) Ratio CM Eq. 0.16 Cl at 0.00% Reference : (Sec. 113) t c{000 IS rz ! L(SS 0(L- (0000 t ( 3 S 1' V: 9 3o 0 L11,3 ` k ' S CF . gn,.T i vI f L . 17-'3 - 36 P i 37.)(5) 5 i„ , SpL - s = 7,11 kSI «Ft Vo(r' Page4 [Kip /in2] 27.60 (Sec. H) F E.NTI Current Date: 7/14/2008 5:04 PM Units system: English File name: R:\ Wireless Projects\2008 Wireless Projects \08010 KDC Architects\200 Verizon Wireless\233 SEA -Mall Rats \Enpineerinp \RAM Models \proposed p V x F r's° z BENT1I Y Current Date: 7/14/2008 5:03 PM Units system: English File name: R:\ Wireless Projects\2008 Wireless Projects \08010 KDC Architects\200 Verizon Wireless\233 SEA -Mall Rats \Engineering RAM Models\proposed p Slr1_CSS iNVV1An') Co iS DuL- 4 0 ( ou641 -sTh fs nJGGu P - I.l im/N i vom,(N of• ro (told- A -IrY1 -D L■/ (_tcs Stress ratio AISC /AISI/NDS 1.04 0.95 ® 0.86 0.78 ▪ 0.69 ® 0.60 min 0.43 • 0.34 0.25 eF BENTLEY Current Date: 7/14/2008 5:05 PM Units system: English File name: R:\ Wireless Projects\2008 Wireless Projects \08010 KDC Architects\200 Verizon Wireless\233 SEA -Mall Rats \Engineering \RAM Models \proposed p /(10.1244,0.25,1.7421) 1 r 1 / 1 N7 12.9268) (193,0,14.25) (15.18,0,0) NO 3.67,0,0) (2 67,- 1.5,0) —(6.2 0 37.71) (S 16,0,37.71) 0.4533,0,22.07) /( 9.3167,0,29.89) (70,3971) (17.63,0,41.5) X (5.63,0,41.5) BENTLEY Current Date: 7/14/2008 5:06 PM Units system: English File name: R:\ Wireless Projects\2008 Wireless Projects \08010 KDC Architects\200 Verizon Wireless\233 SEA -Mall Rats \ Engineering \RAM Models\proposed p 1v vy 2y'ti6 \ // \ `N 1 Z y2 6 �� /,/ Current Date: 7 /1411008 4:59 OM Units system: English Fite name: &Wireless Projects \2008 Wireless Projects\08010 EDC Architects \ 100 Vedzon Wireless \233 SEA -Mall Rats \ Engineering\ RAM Models \proposed platform with 1.115adv Analysts Results Envelope for nodal reactions Note.- lo tithe controlling load condition Direction of positive forty and moments Envelope of nodal reactions for . 01.01.41. 02•DL.SL D3=O1.0.751..sO.7SSL D4.0LHVu DSWUWL2 06.01 -WU D 70t.W12 011.DIAQI D9•010E02 DI0•O14:Q1 D11.0L -E02 012.0L 0.7SlLw.75W11 013•01.0.7511w.75W12 014.0110.7511 .0.7SWU D15 D1..75LLO.75WL2 D16.01o0.7511w.75SL.O.75 W U D17.0Lw.75LL40.7551.0.75W U 018.0110.7 SLLw.753L-0.75 W U O 19.01..0.7511.0.7551.4.75W12 DIO OL.O.75LLw.7SEQ1 D2110L.0.75uw.75EQ2 D22=0L4.7111.0.75EQI 023.0L4.751.10.75EQ2 028=0b01.W11 029.0601..WU O 3010601 -WL1 O 31.0bOLWU D3210601.EQ1 03310601402 034=3.6014M 035.060L -EQ2 Node 1 Max 2830.118 010 14567.884 018 ' 5623334 09 0 D1 0 01 863.20636 011 Mln - 2755.463 032 4222.525 032 -5592.933 D35 0 DI 0 Dl -105.93453 033 4 Max 3508.521 034 14723.038 016 5554.402 D33 0 01 0 DI 1278.7233 028 Min 3594.009 08 4278.849 034 5593698 011 0 01 0 01 - 1383.1244 D6 15 Max 2154.1 06 10601.437 018 50343 010 0 D1 0 DI 40944435 D28 MN - 2121.182 D28 3747.545 D32 -44.265 032 0 01 0 Dl 4124.1066 06 16 Max 2995616 D34 10607.634 016 367.594 D4 0 DI 0 1)1 7083.7664 032 Min .3017.9 08 3744.455 034 .364.479 030 0 07 0 111 -7127.6386 010 Envelope for principal stresses In members Note: Ic Is the controlling load condition Principal stresses envelope for . 01.01.41. 02 .01451 D3W110.7511•0.7551 D4WL.WL1 D S.0LW L2 D6.01.WU 0741L-WL2 D8•DL4EQI D9•DL.EQ2 D10.0L -EQ1 D114IL402 D 12 0L.0.75LU0.75WU D13.01.40.7511..0.75W1.2 D14.0L.0.75LL.0.75W1.1 015sDLeO.7511.0.75W12 016.1110.7511w.7551.0.75WLI D 17.OL10.7511.0.7551.O.75 W U D18 .01.4.7511.0.7551.4).75W11 D 19.Dt10.751L10.755L.0.75 W U 02000L40.75LL.0.75EQ1 021.D14075114.75E02 D22.01.107511.0.7SEQ1 D23.1)1.4.75111-0.75002 O 28.06010W1.1 D29.060L.WL2 O 30b6Dl.WLI 031.06DL-WL2 032106010[01 033416010402 034.0651 {Qt 035.0.601.[02 Forces Moments Fe It FY It R lc Mx It My lo MC 10 It] M] DIN M'N ]16Yt1 0.6'01 MEMBER 3 Bending Station Axial k Shear V2 It ShearV3 k 2-Pos Ic 2-Neg 3 -PoS k 3-seg k pBP/lo21 IKIP /In2) (Kip /In21 Dap/In lMP/lo2] IXIP/lol1 ( 0% Max 022 011 3.54 1318 083 08 0 010 0 03I 0 010 0 D8 MN -021 033 087 D32 0.03 09 0 D32 0 010 0 00 0 010 50% Max 012 Dll 3.54 018 083 08 -0.43 032 1.83 018 226 08 191 034 MN -021 033 0.87 032 0.03 09 -195 018 0.43 032 -191 D34 -216 08 100% Max 012 D11 3.53 018 033 08 -0.87 032 3.69 018 4.51 08 3.82 034 Min -021 D33 086 032 0.03 09 -3.69 018 097 032 382 034 4.51 08 MEMBER 4 BendIng Station Axial In ShearV2 k ShearV3 k 2-Pos k 2-Ne8 3 -POD le 3-tieg It DEN/N21 D D 0 0 PNn 2 1 DEIPP1 (18WM2l DOp/1021 0% Max 0.18 D4 0.71 010 0.38 09 4.59 D34 15.26 D16 2.09 033 28 011 MN -0.17 030 0.06 D23 0.01 Dl -1526 016 4.59 D34 -38 011 -2.09 033 50% Max 013 08 0.48 010 032 06 4.06 D35 15.78 017 29 035 3.61 09 MN -022 034 0 D23 0 (323 -15.78 D17 4.06 035 .3.62 D9 -28 035 100% Max 034 08 0.69 08 037 09 436 D31 1519 018 195 032 29 010 MN -033 034 0.07 023 0.01 Dl -1529 018 4.56 033 -23 010 -195 032 MEMBER 5 Bending StaOan Axial Ic Shear VI In ShearV3 In 2-Pas k 2-Neg 3 -Pas k 3-Neg It DIP/Ira) DOP/ DOp/intl DOPAos) 0 8 P/in21 (Rip/In21 (MP/N21 0% Max 1.05 034 0.65 06 0.62 06 1.32 138 1.11 034 1.53 010 131 (133 Min -1.07 08 0.1 D23 0.03 D23 -1.11 D34 -132 08 -131 032 -133 010 50% Max 1.05 D34 0 .62 D6 0.62 D6 4384 D32 1.33 010 0.16 032 0.18 010 Min -1.07 08 0.07 023 0.03 D23 -133 010 0.04 032 -0.18 010 -0.16 D32 100% Max 1.05 D34 0.59 D6 0.62 D6 02 D31 2A7 05 182 D32 189 010 MN -1.07 08 083 023 0.03 D23 -1.47 DS -01 031 -1.89 010 -182 D32 MEMBER 6 Bending Station Axial k ShearVl In ShearV3 Ic 2-Poe In 2 -Neg (Op/I12) (10p/In21 (pp /n21 (KIP/1n2) DOP/N2] Ie 3-Poe DOP/N Ie 3-Neg k (KIP/N2) 0% Max 02 D33 2.59 D6 223 D6 -1.21 034 4.02 016 4.75 D34 488 08 MN -023 011 OAS (135 0.09 01 -4.02 016 121 034 4.813 08 4.75 1334 50% Max 02 033 2.55 06 223 D6 -1.65 1334 5.19 016 5.15 034 5.75 08 MN -023 011 0.43 D35 0.09 Dl 3.19 016 1.65 034 -5.75 De -5.15 034 1013% Max 02 (333 2.51 D6 2/3 D6 -2.04 D34 6.26 016 536 034 6.61 08 MN -023 011 OA D3S 0.09 01 -626 016 2.04 034 -6.61 08 -5.56 D34 MEMBER 7 Bending Station Axial In Shear V2 k ShearV3 k 2 -0m k 2 -Neg 3-Pas 3-Neg k (IBp/1n21 (KIP/N21 D28/11121 DOp/In2] (p/1n2) (KIP/1112] IRIp/In21 0% Max 0.05 D31 12.66 D6 11.93 D6 0 D18 0 028 0 D4 0 D30 MN -0.05 010 1.02 035 0.17 01 0 D28 0 018 0 030 0 (14 50% Max 0.05 032 12.65 D6 1193 06 -0.36 034 181 016 082 1332 0 .65 010 MN -0.05 010 1.01 035 0.17 DI -1.01 D16 036 034 -035 DIO .0.62 032 100% Max 085 D32 12 .63 06 11.93 D6 -0.7 034 281 016 125 032 1.3 010 MIn -0.05 010 181 035 0.17 31 -2.01 016 0.7 034 -13 DIO -1.25 032 MEMBER 8 Bending Station Axial k ShearV2 In Shear V3 k 2-Pas k 2-Neg 3 -Pos 34reg It (RIP/1n21 (Rip/ POP /I.21 Dap/1.21 (lap/ al DOP/hr2l (13p/N21 0% Max 0.62 08 033 016 022 010 0 D7 0 05 0 D32 0 010 MN -0.61 034 0.12 1330 0.04 029 0 D5 0 D7 0 010 0 D32 50% Max 0.62 08 0.26 016 022 010 .035 031 131 05 4.9 032 5.03 010 MN .0.61 034 0.08 030 0.04 029 -1.31 05 0.35 D31 -5.03 010 49 032 100% Max 0.62 08 0.19 016 022 010 -037 031 2.08 05 98 032 10.05 010 MN -0.61 034 0.03 D30 0.04 019 -2.08 DS 0.37 D31 -10.05 610 -98 032 MEMBER 9 Bending Station Axial In ShearVl Ic Shear V3 k 2 -Poe In 2-lies In 3-Pos 3-Neg In (kip/1.21 (IOP/1n21 DOp/In2) (p/11121 (RIP/N21 (RP/ DOPM2l 0% Max 026 031 033 016 0.7 DS 0 031 0 016 0 D32 0 010 MN -027 08 0.09 030 0.07 029 0 016 0 D31 0 010 0 032 10% Max 026 034 049 016 0.7 08 -01 030 1.18 D4 12.55 D10 123 032 MN -027 08 0.07 030 0.07 029 - 1.18 04 0.1 D30 -12.5 032 -12.55 010 100% Max 026 034 0.45 016 0.7 08 -0.1 030 22 04 25.11 010 25 032 MN -027 08 0.07 030 0.07 D29 R1 04 0.1 D30 -25 D32 -25.11 D10 MEMBER 10 Bending Station Axial It Shear V2 It ShearV3 Ic 2 -Pos In 2-Beg 3 -Poe 3-Neg k (lap /In21 IKiPnn (IBPMll lgP/In2) DOP/ (14M2] (OPM2] 0% Max 023 D9 338 023 2.03 DIS 0 033 0.01 D11 0 08 0 010 MN -023 035 089 033 017 D9 -0.01 Dll 0 033 0 010 0 08 50% Max 023 09 336 D23 283 011 -0.58 D3I 2 018 191 010 186 032 min -023 035 088 D33 027 09 -2 018 038 032 -1.86 032 -1.91 010 100% Max 023 D9 3.34 D23 2.03 011 -1.14 D32 397 018 321 010 3.72 032 Min -0.23 035 026 D33 027 09 -3.97 018 1.14 D32 -3.72 032 322 010 MEMBER 11 Benefits Station Phial k Shear V2 ShearV3 Ic 2 -Pos k 2-Neg k 3-Pos Is 3-Nes k (KIp/in21 Eqp /0121 (Kip/In2) (K3p/In21 DOP/ (1 020/Inl1 0% Max 0.22 D33 093 318 0.47 011 -1.17 032 3.97 018 322 010 Min -023 DII 0.25 D28 0.11 D28 397 018 1.17 032 3.72 1332 50% Max 0.22 033 0.8 D18 047 011 -192 032 5.16 018 5.44 010 Min -0.23 011 013 028 0.11 D28 -516 018 1.62 032 -5.07 032 100% Mac 0.22 033 0.75 018 047 D11 -2.02 D32 6.25 018 7.06 010 Min -023 D11 0.2 028 0.11 D28 6.25 018 2.02 032 641 032 MEMBER 12 Bending Station Axial Ic Shawl/2 Is ShearV3 2-Pos k 1-Ne6 k 3 -Pox k 3-Neg k (1 IXip/In21 (KIP/in21 EK1p /1021 (KIP/In2) (IOP /In2] (OP/k21 0% Max 0 D34 1.1 018 041 010 -121 031 3.61 018 5.63 08 Min 0 08 0.4 032 0 03 341 018 1.21 032 -5.55 D34 50% Max 0 034 1.13 019 041 010 -0.62 D32 192 018 221 08 Min 0 08 0.41 032 0 D3 422 018 0.62 032 -2.78 034 100% Max 0 034 1.15 018 041 010 0 DS 0 01 0 DI Min 0 08 0.43 032 0 03 0 DI 0 01 0 D3 3.72 032 3.82 010 5.07 D32 -344 D10 641 D32 -7.06 010 5.53 034 -5.63 08 2.78 034 121 08 0 01 0 DI MEMBER 13 Bending Station Axial Is Shear V2 k Shear V3 IS 2-Pos Ic 2 -Neg It 3-Pos k 3-Neg Is DOP/Inl] IXb /Intl (KIP/I13) (Kip/In2) 1KIP/1n21 0EP/O121 P1P/021 0% Max 0.03 010 291 010 2.58 DIO 3.14 032 9.39 018 9.23 034 9.49 08 MM -0.03 032 0.31 035 0.02 D35 -9.39 018 3.14 032 -949 08 -9.23 034 50% Man 0.03 D10 2.92 D10 236 010 -3.03 032 9.01 018 8.29 634 8.54 118 Min -0.03 032 031 035 0.02 035 3.01 018 3.03 032 6.54 118 -8.29 034 100% Max 0,03 010 2.93 010 1.58 D10 -2.91 D31 8.62 018 7.34 034 733 D8 Mln -0.03 D32 032 D35 0.02 D35 3.62 018 2.91 D32 -7.58 08 -734 034 MEMBER 14 Bending Station AIal k ShearV2 Is ShearV3 k 2 -Pos 2-Neg k 3-Pos k 3-Neg k (0p/11121 (3p/In2) WP/Inll (cIP/In ElOPM21 (01P/1021 (Idp/In2] 0% Max 0.23 D33 4.27 06 332 06 0.01 D28 0.01 D6 0 08 Min -0.23 D11 0.9 031 0.03 015 .0.01 06 -0.01 028 0 010 50% Max 0.23 033 4.25 06 332 06 -0.6 D34 2.01 016 137 D34 MM -023 011 0.89 D31 0.03 015 -2.01 016 0.6 034 1A4 D8 100% Max 0.23 033 4.23 D6 332 D6 .1.17 D34 4.01 D16 4.75 D34 MIS -023 011 0.87 D31 0.03 015 4.01 016 1.17 034 498 138 0 010 0 138 194 08 -237 D34 420 08 4.75 034 MEMBER 15 Bending Station Axial Is ShearV2 It ShearV3 k 2-Pos k 2-Neg k 3-Pos 3-Neg to EKIp/Inll (K10in2) (MP/In21 0 (K0M (Kip/irtxl 039/1521 0% Max 031 08 3.73 D18 0.36 06 4.65 032 1515 015 1.95 032 29 010 Min -049 034 1.11 035 014 D31 -15.25 018 4.65 032 -29 D10 -193 D32 50% Max 031 58 3.75 018 036 D6 -234 D32 7.64 018 038 D32 145 010 Min -049 D34 1.12 035 0.04 D31 -744 018 2.34 032 -145 010 398 D32 100% Max 031 03 3.77 018 0.36 OR 0 01 0 01 0 01 0 DI Min -0A9 034 1.13 035 0.04 D31 0 01 0 02 0 Dl 0 01 MEMBER 16 Bending Station Axial k ShearV2 Ic ShearV3 k 2 -Ps. to 2-Neg IS 3-Pos 3 -Nes k DOP/In21 0 (IOp /In2) (KIP /In2) (K WP/IO21 VIP/ 0% Max 0.12 D4 3.69 016 0.34 04 4.7 034 15.19 D16 39 011 2.09 033 Min -0.11 D30 1.11 035 0.03 D15 -15.19 016 4.7 034 .2.09 033 42 011 50% Max 0.12 D4 3.71 016 034 04 336 034 7.61 016 1.4 011 1.05 D33 Min -0.11 D30 1.12 D3S 093 DIS -741 016 236 D34 - 195 033 -14 011 103% Max 0.12 D4 3.73 016 0.34 D4 0 Dl 0 01 0 01 0 DI MI0 -0.11 030 1.13 035 0.03 015 0 01 0 Dl 0 D1 0 D3 MEMBER 17 Bending Station Axial k ShearV2 k Shear V3 Ic 2-Pan k 2-Nog 3-Pas 3-Neg k (IDPAnll VIP/WI (iOP/in21 (KIP/hRl 1113p/Inl1 01p/h121 (OP/h121 0% Max 0.29 08 8.62 010 6.05 D10 0 018 0 033 0 034 0 DB Min -026 D34 13 035 0.04 035 0 D32 0 018 0 D8 0 D34 50% Max 0.29 08 726 DID 527 D10 -1.51 032 8.7 018 5.73 034 6.78 08 Min -0.26 D34 097 035 0.04 035 6.7 018 131 031 6.78 08 -5.73 034 100% Max 0.29 08 7.09 010 5.68 010 443 D32 1427 018 848 034 1037 De Min -0.26 034 0.63 B35 0.04 D35 -1427 018 243 D32 -1037 108 NAB 034 MEMBER 18 Bending Station Ash/ k ShearV2 to ShearV3 Ic 2-Pos Is 5-Nog Is 3-Pos Ic 3-Neg k (lipMl) (Slp/inl) (KIP /loll (IOP/N2) OOPM21 (bpM21 (00Hn21 0% Mac 0.43 010 9.04 08 645 08 0 016 0 034 0 010 Min -031 D32 132 D35 0.05 035 0 D34 0 016 D D32 0 032 0 DII 50% Max 0.43 010 828 08 6.27 08 -1 .49 D34 8.66 016 6.46 010 53 032 MIn -031 D32 038 035 0.05 D35 .8.66 1316 1 .49 034 -53 D32 4316 010 100% Max 0.43 010 7.51 08 6.08 08 -3.58 034 14.79 016 9.95 010 7.62 032 MIn -031 032 9.64 035 0.05 035 -14.79 016 2.58 034 -7.62 032 0.95 010 MEMBER 19 Bending Station Axial ShearV2 k ShearV3 Is 24os k 2-Neg k 3400 k 3-tieg Is (99/1121 6011/0021 (ap/loll IRIP/loil (l(P/ 116pM21 (lCp/IN] 0% Max -0316 D34 0.74 08 0.15 D4 4.61 D6 4.56 D28 0.32 D4 0.32 030 Min -131 616 0 03 0 Dl 4.56 028 -4.61 D6 -032 030 -032 04 50% Max -046 D34 0.74 08 0.15 D4 49 06 4.86 028 0.16 04 0.16 030 MIn -131 016 0 D3 0 Dl 4.86 D28 49 D6 -0.16 030 -0.16 04 100% Max -0316 D34 0.74 D8 0.15 04 5.52 010 5.49 D32 0 D1 0 DI Min -131 016 0 03 0 01 -349 032 -532 610 0 DI 0 DI MEMBER 10 Bending Station Axial Shear V2 Ic ShearV3 Is 2 -Pos Is 241eg Is 3-P0s k 3-Neg 11013/01ll DIP/ (gbP /loll (108/1021 (lllp / Dar/roil (gip/In21 0% Max 43.46 D32 0.53 D6 0.02 010 195 010 1.95 032 0.04 010 0.04 032 Min -131 018 0 D3 0 05 - 195 032 -195 610 -0.04 031 -0.04 010 50% Max 43.46 032 0.53 D6 0.02 010 2.57 06 2.56 D28 0.02 D10 0.02 032 Ml, -131 018 0 03 0 05 -2.56 D28 .2.57 06 -0.02 D32 -002 610 100% Max 0.46 D32 033 06 0.02 010 319 D6 3.17 028 0 Dl 0 DI Min -131 018 0 03 0 05 -3.17 D28 3.19 66 0 01 0 01 MEMBER 31 Bending Station Axial Shear 143 k Shear V3 k 1-PoS k 240g k 3408 k 3-Neg Is 6O13/1n21 (IOP/in11 D0P/in21 UBP/lnl] (I113/1n2] (lip/lnl] (Op/1021 0% Max 0.21 035 081 DII 038 D9 -0.77 D31 3.76 018 431 08 3112 634 Min 0.23 09 0313 034 0.01 D29 3.76 618 0.77 032 -3.02 1334 4.51 08 50% Max 0.21 035 0.17 010 0.18 138 -0.42 D33 4.51 023 5.93 09 4.73 D35 Min -013 D9 0.02 633 0.01 D29 4.51 023 0.42 033 433 035 -593 09 100% Max 031 035 0.68 011 037 011 -0.64 D34 3.2 016 5.7 010 3.99 032 Min -013 09 0.04 621 0.01 029 3.2 016 0.64 034 399 D32 4.7 010 MEMBER 22 Rending StaliOn Axial Shear V2 k ShearV3 k 2401 k 2-Neg Ic 3-001 k 344eg Is (0p/In21 UDP/inll 1Op/ WP/ 1 .l1 IIRP/oll (h0P/Inl1 (lop /bill 0% Max 035 010 3.66 016 1.2 010 -0.75 034 3.12 016 5.7 DIO 3.99 032 MM -033 031 098 034 0.06 031 311 016 0.75 034 -3.99 031 -5.7 010 50% Max 035 010 3.66 016 1.2 010 -037 034 136 016 295 010 2 032 Min -033 032 098 034 0.06 031 -1.56 016 037 034 -2 D32 -291 610 100% Max 035 010 3.67 016 1.2 010 0 DI 0 01 0 DI 0 01 Min 033 D32 028 D34 0.06 031 0 D1 0 01 0 61 0 01 MEMBER 23 Bending Station Axial k ShearVl k Shear V3 Is 2401 Is 2-Neg k 3401 Is 3-Hog It (10p/1o31 DOP/In2( 1019/1021 DIP/101] (gP/in2] (l00ln2l 621 0% Max 093 032 899 06 828 06 -0.71 D34 2 016 125 031 13 010 Min -0.05 010 0.79 035 617 01 -1 016 0.71 034 -13 1310 -315 D32 50% Max 0.05 D32 8.97 06 8.28 D6 -104 034 298 036 194 (331 191 010 MN .0.05 010 0.78 035 0.17 DI -2.98 016 1.04 D34 493 1310 - 194 032 100% Max 0.05 032 8.96 D6 8.28 D6 -1.37 034 394 916 2.43 1332 1.54 010 Min -003 010 0.77 031 0.17 01 394 016 1.37 D34 -2.54 010 -243 032 MEMBER 24 Bending Station Axial Is Shear V2 Is Shear V3 Is 2403 k 2-Neg Is 3 -Pos k 3-Neg Is Pap/i 116p/I621 (lIp/kll] IMP/ WI (xb /loll OD40.21 Daaka1 0% Max 0.05 032 331 06 4.62 D6 -137 034 3.93 016 2.43 D32 2.54 DIO Min -0.05 010 . 0.56 D35 095 D23 393 016 137 034 -2.54 010 - 243 632 10% Max 0.05 032 53 D6 4.62 06 -168 034 4.86 016 2.99 D32 3.12 010 Min -0.05 010 0.55 035 0.05 023 426 016 188 034 -3.12 010 -299 032 100% Max 0.05 D32 3.28 D6 4.62 06 -1.98 234 5.79 D16 3.54 032 3.71 010 Min -0.05 010 0.54 935 0.05 D23 -5.79 016 198 034 3.71 010 3.54 D32 MEMBER 25 Bending Station Atrial k Shear V2 Is ShearV3 Is 2 -Pon k 242e4 Is 3406 Ic 341eg Is (111P /112) OOP/11121 (IOPMl1 (4/lol1 (pp /loll (xip/Int) (p/I121 0% Max 0.05 032 1.71 018 0.97 D6 - 199 034 5.77 016 3.54 D32 3.71 510 MN -005 010 038 035 0.03 D31 -5.77 616 199 034 -3.71 010 3.54 032 10% Max 0.05 032 1.7 018 0.97 D6 417 D34 687 016 4.07 D32 4.26 010 Min -005 1310 037 035 0.03 D31 4.67 016 217 1334 4.26 010 .4.07 031 100% Max 0.05 032 1.69 018 0.97 06 -255 034 7.36 036 4.59 D32 4.81 010 Min 005 010 036 035 0.03 D31 -756 016 235 D34 491 010 459 032 MEMBER 26 Bending Station Axial k Shear Vl Is Shear V3 Ic 24bs k 2-Neg Ic 3401 k 3-Neg WA/WI MP/WI (I2pM21 WIP/ OOp/102] (IOp/k01 DapM21 MEMBER 34 0% Max 0.05 D32 3.68 D4 2.97 04 -2.56 034 7.54 016 4.59 D32 4.81 D10 Mb -0.05 010 036 033 081 09 -7.54 016 2.56 034 481 010 -4.59 D32 50% Max 0.05 032 3.66 D4 2.97 D4 -282 034 BA 016 588 432 533 010 Min -0.05 DII 035 033 0.01 09 -8.4 D16 292 034 533 010 - 5.08 032 100% Max 0.05 032 3.65 04 2.97 34 3.07 334 9.25 016 5.57 032 584 010 Min .0.05 010 0.54 033 0.01 09 425 D16 3.07 034 5.84 010 437 032 MEMBER 27 Bending Station kcal k Shear V2 k ShearV3 2.Pae Ic 2-Ne8 k 3-Poe k 3-81e8 k (IDp/Inil (Op/ DIP/ ( (OP/b11 lloP /1421 (IDpMr2( 0% Max 037 033 3.82 010 3.97 010 484 032 19.86 018 9.62 D34 11.12 08 Min -038 011 0.02 011 0.02 DI1 -19.86 018 384 D32 -11.12 08 -9b2 034 50% Max 031 033 4.47 010 3.78 D10 -3.49 D32 18.67 018 11.43 034 12.61 08 Min 432 011 0.42 029 0.02 D11 40.67 018 3 .49 D32 -12.61 08 -11.43 034 100% Max 0.25 033 5.23 010 3.92 010 -2.74 D32 14.96 018 10.27 034 11.13 D8 Mb -0.26 011 0.76 029 0.02 1111 -1436 018 2.74 D32 -11.33 138 -1027 034 MEMBER 28 Bending Station Axial It Shear V2 It Shear V3 It 2-Pee Ic 2 -Neg k 3-Pos k 3-Neg k lOp/In21 (OP/1021 pap/1021 (giMn (lOpM21 DIP/ (Rip/ 0% Mar 037 033 331 08 3.45 08 -99 D34 19.77 016 1029 01.0 8.76 032 Min -038 011 0 1311 0.01 D11 -19.77 016 3.9 D34 -8.76 D32 -10.29 010 50% Max 031 D33 3.97 08 3.26 08 -337 D34 1837 016 11.34 010 10.21 032 Min .0.32 011 037 031 0.01 011 -18.57 016 337 D34 1021 032 -1134 010 100% Max 0.26 033 4.74 DB 3.44 (18 -293 D34 1485 D16 941 010 8 .67 032 Min -0.26 D11 0.71 031 0.01 011 -14.85 (316 2.83 D34 4.67 033 4 .41 010 MEMBER 29 Bending Station .4x61 k Shear V2 k ShearV3 k 2-Poe k 221eg It 3-Poe k Meg It (OP/0121 Dap/b 1) (IRp/in21 (WP/ DOp/In2) (ap/1n21 ( 0% Max 011 034 0.77 1318 0.48 011 -292 032 625 018 7.06 010 6.41 D32 Min -0.12 08 0.17 028 0.08 028 .625 018 2.02 032 -6.41 032 -786 D10 SO% Max 0.11 034 0.73 018 0.48 011 -235 D32 7.19 018 8.2 010 787 032 Min -0.12 08 0.15 028 0.08 028 .7.19 018 235 032 - 787 032 -82 010 100% Max 0.11 034 0.7 078 0A8 011 -2.63 032 8.03 018 9.34 010 9.34 D32 Mb -012 08 0.13 D28 0.08 028 .8.03 018 2.63 032 -9.34 D32 434 010 MEMBER 30 Bending Station Axial Ic Shear V2 k ShearV3 In 2-Poe k 2-Nes It 3-Poe It 3-Neg k (lOP /1n21 (IOP/b2) ( (IOPM21 DIP/b21 (IOp/In2I (OP/b21 0% Max 0.06 010 0.71 018 041 018 -2.63 D32 8.03 038 934 010 9.34 D32 Mb -086 032 015 D32 003 D32 483 030 223 D32 -934 D32 -934 010 50% Max 0.06 010 0.57 018 041 018 -2.92 032 8.76 018 929 D34 9.41 08 Mln -006 032 0.13 032 0.03 032 4.76 018 292 032 .941 118 429 034 100% Max 086 1310 0.63 018 0.41 DIB 4.16 032 939 D18 9.23 034 9.49 08 Mb -086 032 0.11 D32 0.03 D32 439 010 3.16 D32 -949 D8 423 034 MEMBER 31 Bending Station Ad21 k ShearV2 k Shear V3 It 2-Pos 241eg k 3-Poe It 3-Neg k pap/oil PDp/1n2( (IOPM2l POp/1421 (Klp/1021 (ap/in21 (10p/hr21 0% Max 0.11 032 236 06 233 06 -2.04 (134 636 016 5.56 034 6.61 138 Min -0.13 010 033 035 0.08 Dl -626 016 2.04 D34 -6.61 DB -5.56 034 50% Max 0.11 032 2.52 D6 233 D6 -233 D34 7.16 1316 6.62 D34 7.11 08 Min -0.13 D10 031 035 0.08 DI -7.16 016 2.33 034 -7.11 08 -6.62 034 100% Max 0.11 032 240 06 233 D6 4.57 034 7.97 016 7.7 010 7.62 D32 Min -0.13 010 028 D35 098 Dl -7.97 016 2.57 D34 -7.62 032 -7.7 010 MEMBER 32 Bending Station Axial k Shear V2 k Shear V3 Ic 2 -Pos It 2-Neg be 9 -0os It 0-les k pap/I.21 (Dann:] (( / (ap/In DIP /0121 (apM21 I14/1o21 0% Max 0.06 08 236 D6 2.41 06 -2.57 D34 7.97 D16 7.7 010 7.61 D32 Mb -0.06 D34 031 01 0.03 DI -7.97 016 237 D34 -7.62 032 -7.7 010 50% Max 0.06 D9 2.51 06 2.41 06 -185 034 8.66 016 6.77 010 6.59 032 Mb -0.06 034 037 DS 0.05 DS 4.66 1316 285 034 439 032 -6.77 DIR 100% Max 0.06 08 2.48 06 2.41 06 3.08 D34 924 016 584 010 5.57 D32 Min .0.06 034 023 D1 0.05 01 -924 016 3.08 034 .537 032 -5.84 1310 MEMBER 33 Bending Station Axial k ShearV2 It Shear V3 It 2-Poe 2-Neg k 3 -Pos k 3-Neg k DIP/in21 POP/ ( (RP/I. 00p/In21 ( (1Rp/In2) 0% Max 3.45 1311 382 010 3.82 010 0 DI 0 D28 0 D3 0 D28 Mb 3.14 033 0.07 035 0.07 035 0 D28 0 61 0 028 0 DI 50% Max 3.45 D11 181 010 3.81 010 -03 D28 0.17 03 037 01 -022 028 Mb 4.14 033 0.06 D35 026 035 -0.17 01 01 D28 022 028 437 01 100% Max 3,45 011 382 010 382 010 0 01 0 Dl 0 Dl 0 DI Min 4.14 D33 0.07 035 0.07 035 0 DI 0 DI 0 01 0 DI Bending Station Axial k Shear V2 to 55.2013 to 2.Pas 2-Neg to 3-Pos Ic 3Ne4 In (0p/o2] DOD /loll (019/1n21 (pP /m21 (100In21 [OP/k12] DOp /lol) 0% Max 4.23 D33 4.74 010 4.74 010 0 01 0 028 0 01 0 028 MN 491 011 0.03 035 0.03 035 0 028 0 D1 0 D28 0 111 10% Max 413 033 4.73 D10 4.73 010 2.013 028 0.13 DI 0.29 Dl -017 D28 MN 465 D11 0.02 035 0.02 035 -0.13 Dl 0.08 D28 0.17 028 -019 01 100% Max 4.23 D33 4.74 010 4.74 DIO 0 D1 0 01 0 D1 0 D1 MN -4.60 011 0.03 035 0 .03 035 0 01 0 Dl 0 DI 0 D1 MEMBER 35 Bending Station Axial k ShearV2 to Shear V3 to 2-Poe 2-Ne8 D3P/N2l WOW) (Klp/In21 109/ DDp/In21 MEMBER 37 Bending Station Axial to Shear V2 to ShearV3 lo 24os 2Neg (lop/N21 DBp/in21 MP/NZ] [ap/In2] [RIp/Nl] k 0% Max 3.39 011 425 00 495 De 0 DI 0 028 0 028 0 01 MN -2.71 033 0.02 05 0.02 05 0 D28 0 Dl 0 01 0 028 50% Max 3.39 011 493 08 493 D8 -0.1 028 0.17 DS 0.36 DI -012 028 Min -2.71 D33 0.01 DS 0.01 OS -0.17 D3 0.1 028 0.22 028 -036 DI 100% Max 3.39 DIl 425 08 4.85 08 0 DI 0 DI 0 DS 0 DI MN -2.71 D33 0.02 05 0.02 D5 0 D1 0 DI 0 D3 0 DI 0% Max 3.78 033 5.74 DO 5.74 08 0 028 0 Dl 0 028 0 DI MN 4.72 D11 0 .02 029 0.02 D29 0 131 0 D28 0 Di 0 028 50% Max 3.78 D33 5.72 D8 5.72 08 0.08 028 0.13 01 0.211 DI -0.17 028 MN 4.72 011 0.02 D29 0.02 D19 .0.13 DI 0.08 028 0.17 028 -0.28 01 100% Max 3.77 033 5.74 De 5.74 DB 0 01 0 D3 0 D1 0 01 MN .4.72 D11 0.02 029 0.02 029 0 01 0 131 0 DI 0 01 MEMBER 36 Bending Station Axial to Shear92 k ShearV3 to 2-Pas lc 2-Neg k 3400 lc 3-Neg to DIP/1.21 (R [RipMll POP/Dal 03p/N21 [ [IOP /NlI k MEMBER 40 Bending Station Axis! lc Shear V2 to ShearV3 lc 2-Poe k 2Neg 3-Poe DOP/l< DOp/In21 (IDp/Inil n/1421 NP/102] (IDp/lnl] 3-Pos k 3-Neg k Dap /loll [lOp/Inl) 3-Pos to 3Neg k DOP /1421 DOp/Inl] 0% Mao 0.25 D33 52 010 4.46 010 -2.73 03I 14.97 DES 1016 034 11.12 08 MN -027 D11 0.7 D33 0.04 033 -14.97 018 2.73 032 -1112 D8 -1026 1134 50% Max 0.19 D33 637 010 4.64 010 -1.56 D32 8.75 018 6.62 034 7.05 DO MN -021 011 1.04 D33 0.04 D33 -0.75 018 156 032 -745 08 432 D34 100% Max 0.13 D33 7.33 010 492 010 0 DI 0 DI 0 01 0 D1 MN -0.15 011 1.37 D33 0.04 D33 0 DI 0 01 0 01 0 D1 MEMBER 38 Rending Station Altai k Sheaf V2 to ShearV3 In 1-Pos to 2-Ng 3-Poe to 3Neg k 1130144 [glp/inll DOp/kl) (2110111 DRDAn2) KIP/0121 DOp/I121 0% Max 026 033 6.63 08 124 D8 -2.8 D34 1429 016 9A D10 8.66 032 MN -027 011 0.74 D33 0 .01 09 -1429 016 22 034 -8.66 D32 -9.4 010 50% Mau 02 D33 7.39 00 543 118 -1.6 034 8.71 016 6.19 010 592 D32 MN -011 011 1.08 033 0.01 09 -0.71 016 14 034 -3.82 032 -619 010 100% Mai 0.14 D33 8.16 08 341 08 0 D1 0 DS 0 DI 0 Dl MN -0.15 011 1.42 D33 0.01 D9 0 Di 0 D1 0 Dl 0 DI MEMBER 39 Bending Station Axial to Shear 92 k Shear V3 to I-Pos to 241eg 3-Pos to 3Neg to [lip/N21 (Op/I621 (10P /N21 [lOp/Ioll (DpMll DlPM11 (OpMl1 0% Max 0.08 033 2.01 010 2 .01 010 0 01 0 028 0 D1 0 028 Min -0.11 010 0.14 D31 0.14 031 0 D28 0 DI 0 D28 0 DS 50% Max 0.09 032 2 D10 2 D10 -005 028 0.1 DI 02 DI -0.12 028 MN .0.11 010 0.14 031 0.14 031 -0.1 D3 0.06 D28 0.12 028 -01 DI 100% Mat 0.09 032 2.01 010 2.01 010 0 01 0 Dl 0 DI 0 DS MN 43.11 010 0.14 D31 0.14 D31 0 DI 0 DI 0 D3 0 D3 It 3-1404 to [ 0% Max 0.51 06 3.13 04 3.13 134 0 D1 0 028 0 028 0 D1 MN -0.31 D28 0.04 DS 0.04 DS 0 028 0 DI 0 Dl 0 D28 50% Max 0.51 06 3.12 D4 3.12 04 826 D28 0.09 D1 02 DI -0.12 D28 MN -0.51 D28 0 .03 05 0.03 05 -0.09 DI 0.06 028 0.12 028 -02 01 100% Max 0.51 06 3.13 D4 3.13 04 0 Dl 0 Dl 0 DI 0 OS MN -051 D28 0.04 DS 0.04 DS 0 DI 0 D3 0 DI 0 01 MEMBER 41 Bending Station Axial k ShearV2 to 55.1013 to 2 -Pos k 2-Neg 3 -Pos 3Neg k [aP/ [Op/In21 Dap/Intl DOp /ln2) DOp/In31 DOp/in2) WP/ 102 1 0% Mat 019 011 4.16 010 321 08 -2.66 D32 1422 018 849 034 10.58 08 Min -023 033 0.71 D31 0.03 D23 4492 018 236 032 -10.38 D8 -049 034 50% Max 0.34 011 3.4 010 3.01 08 33 032 1838 010 1055 034 1234 D8 Min -019 033 038 D31 0.03 D23 -18.58 018 33 032 -1234 D8 4035 034 100% Max 0.4 011 3.03 08 3.18 D8 3.54 032 1922 018 9.62 D34 11.12 DO Min -035 D33 046 D31 0.03 023 4922 018 3.54 032 -11.12 08 -932 D34 MEMBER 42 Bending Station Axial ShoarV2 Ic Shear V3 Ic 1 -Pos k 2 -Neg k 3-Pas k 3.41eg k [Iip/In21 POP /loll [Kip/In21 [Rip/In2] 04/0111 [KIP/loll [IOP/1o21 MEMBER 43 Station MEMBER 44 Station MEMBER 45 Station MEMBER 46 Station MEMBER 47 Station MEMBER 48 Station MEMBER 49 Station 0% Max 0.41 010 4.08 D8 328 010 Min -026 032 0.76 031 0.08 023 50% Max 0A1 010 3.44 DIO 3.09 010 Min -026 032 0A3 D31 0.118 023 100% Max 041 011 3.08 010 3.26 010 Min 4326 033 0.11 D31 0.08 023 0% Max 0.3 032 39 010 3.9 010 Mln -0.62 DIO 0.13 D35 0.13 035 50% Max 03 D32 339 D10 349 010 Min -0.62 010 0.12 035 0.12 035 100% Max 03 D32 3.9 010 3.9 010 Min -0.62 1310 0.13 035 0.13 035 Bending Axial [lIp/in21 Ic 0% Max 038 034 SAI D8 Min -0.76 D8 0.14 D3S 50% Max 0.38 D34 5.4 D8 Min -0.76 08 013 D35 100% Max 038 034 5.41 08 Min -0.76 08 0.14 D35 0% Max 1.04 034 0.45 05 Min 4.09 08 0.11 D23 50% Max 1.04 034 0A7 D5 Min -1.05 WI 0.13 D23 100% Max 1.04 034 0.49 05 Min -1.05 D8 0.14 D23 0% Max 0.04 D34 12 018 Min .0.05 DB 0.37 035 90% Max 0.04 034 124 018 Min .0.05 DB 0.4 03S 100% Max 0.04 D34 1.28 018 Min 0.05 D8 042 035 0% Max 0.13 05 1.89 D4 Min 412 D31 027 021 50% Max 0.13 D5 1.9 04 Min 032 D31 026 021 100% Max 013 05 1.91 04 Min -012 D31 0.25 D21 0% Max 0.11 OS Min 4.1 031 50% Max 011 DS Min -0.1 D31 100% Max 0.11 DS Mln -0.1 D31 Bending Axial ShearV2 k ShearV3 k 2-Pos k 2-Neg k 3-Poa k 341eg P1p/lo21 [Op/1n21 MaM21 PBp/kul POP/Ira) POpM11 DOp/k2l Shear V2 k ShearV3 k 2 -Pos k 2 -long k 3-Pon Ic 344eg (ldp /loll DOp/In2) D(Ip/In2) POP/1112) Pdp /loll POp/ Bending Axial k ShearVl Is Shear V3 k 2 -Pan k 2-Neg k 30os lldplloll 1110 0121 POP/1021 ( [1010021 [RP/In11 Bending Axial lc Shear V2 k Shear V3 k 2-Pot Ic 2-Neg 3 -Poo 3-Neg Pap/loll 1ip/Ini) [ldp/Int] [IOp/lo2) POp/Inll lKIp/In1) DaP /loll Bending Axial k Shear V2 k ShearV3 k 3-0os k 2-Neg 3-POs 3-1eg lc POPMl) [ /nl1 P(IpM Mp/kul MOW) [OP/ka1 [IdpMl) Bending Axial k Shear V2 k Shear V3 k POPM2] POp/inal Dclpml) 1.1 D4 0.04 D21 1.11 04 0.03 021 1.12 D4 0.02 021 0% Max 0.09 05 0.36 019 Min 0.07 031 0.1 D29 50% Max 0.09 05 036 016 5.41 08 0.14 035 SA 08 0.13 035 5.41 08 0.14 D35 0.61 010 006 D23 0.61 010 0.04 023 041 010 0.04 D23 0.65 010 0.01 019 0.65 010 0.01 019 0.65 D10 0.01 019 202 134 0.21 D21 2.02 D4 021 021 2.02 04 011 021 1.00 1.14 0.02 D21 1.08 D4 0.02 D21 108 04 0.02 D21 031 016 0.03 029 031 016 -2.63 034 -14.72 016 323 D34 -18.47 016 3 .43 034 -19.7 016 0 D20 0 01 -0.03 028 -0.06 01 0 01 0 01 0 Dl 0 D28 .0.03 028 4.05 Dl 0 01 0 DS 137 D30 -3.54 04 1.2 030 422 04 1.1B D6 -035 028 - 2.74 032 -831 018 -201 032 -023 018 -123 032 -3.55 018 23 030 - 2.59 04 165 030 -2.58 D4 1.59 029 -3.1 07 1.74 030 326 D4 121 D30 3.05 D4 101 029 -3.11 07 143 030 3.5304 101 030 14.72 016 2.63 034 18.47 016 3.23 034 19.7 D16 3A3 034 0 D1 0 D28 0.06 DI 0.03 038 0 01. 0 01 0 028 0 DI 0.05 D1 0.03 028 0 DI 0 DI 3.54 D4 -137 030 222 D4 -12 030 035 028 -1.18 06 831 D18 2.74 032 623 018 201 032 335 018 1.23 D32 2.59 D4 -23 D30 2.58 D4 -1.65 030 3.1 D7 -139 D29 3.26 04 -1.74 D30 301 D4 -1.21 D30 3.11 07 -1.01 D29 3.53 04 -1 .43 D30 3.12 D4 9.96 010 -7.63 032 11.61 010 -949 D32 10.29 010 -8.76 032 0 D2B 0 Dl 0.12 D1 0.07 020 0 01 0 01 0 028 0 DI 0.12 Di 0.07 028 0 DI 0 DI Ic 3.88 032 -4.06 010 6.26 032 63 010 845 D8 -8.57 D34 698 D34 -713 D8 0.89 034 -098 08 5.18 08 -5.1 034 1.54 010 -L5 D32 134 010 - 132 032 1.15 010 -1.14 032 3-Neg PUP/WI 7.63 032 -9.96 010 949 032 -11.61 010 8.76 032 -10.29 010 2-Pos 2 -Neg k 3 -Pos k 3-1eg k POP/IO2] POp /in2] [1OpMl1 POP/a21 1.16 010 -1.15 032 0.88 034 -038 DO 0.92 D30 -093 D4 Bending Axial k Shear V2 k Shear V3 2-Pos 1 -Neg k 3.Pos k 3-Neg k PO0/11121 [Kip/lo21 [Kip /In2) POp/N21 [Sip/In21 0 DOP/I112) 095 1330 -036 04 0.76 030 k 0 D1 0 028 -0.07 028 4.12 01 0 01 0 01 0 01 0 018 -007 028 -0.12 D1 0 D1 0 DI 4.06 010 3.88 D32 6.3 010 -626 032 837 034 445 08 7.13 08 - 638 034 098 08 -039 D34 5.1 034 -3.18 D8 13 032 -134 010 132 032 -134 010 1.14 031 -1.15 D10 1.15 032 -1.16 010 038 08 -033 034 0.93 04 -092 030 096 D4 -095 030 0.79 D4 Mln -0.07 D31 0.11 D29 0.03 039 100% Max 0.09 DS 037 616 031 036 Min -0.07 D31 0.11 029 0.03 D29 a1204 0.67 D29 -2.73 D7 -1.01 D30 2.73 07 -0.67 D29 -0.79 D4 0.50 030 -0.62 04 -0.76 030 0.62 04 -038 030 MEMBER S0 Bending 1131109 Ax01 k Shear V2 k Shear V3 lc 2-Pas k 241eg k 34 3-Neg k [ap/1n21 IMP/WI POP/ IIOp/In21 (WW1 BDP/1o21 IMP/ 0% Moo 0.06 DS 1.03 06 1.12 D6 134 D30 3.4 D4 0.61 D30 0.65 D4 Min -0.05 031 0.05 D23 0.03 D23 aA 04 -134 030 -0.63 04 -0.61 D30 50% Max 0.06 OS 1.02 D6 1.12 06 1.04 030 2.79 04 0.53 D32 0.59 010 Min -0.05 031 0.01 023 0.03 D23 -2.79 04 -1.04 030 -0.59 010 .0.53 032 100% Max 0.06 OS 1.01 06 1.12 D6 0.76 D30 215 04 098 032 1.05 030 Min -0.05 031 006 023 0.03 D23 -2.15 D4 -0.76 030 -1.03 010 -098 D32 MEMBER 51 Bending Station Axial k ShearV2 lc ShearV3 k 2-Pos Ic 2-Neg 3 -POs 34Ieg k 134M21 WP/1n21 030/I421 P PDP/In21 PDP/In21 If3P/iial 0% Mar 0.06 OB 1.82 06 2.06 06 1.49 D30 2.68 04 0.97 032 1.04 010 Min -0.04 034 0.25 923 0.19 023 -298 D4 -1.49 030 1.04 010 -097 032 50% Max 0.06 08 191 06 2.06 06 13 D30 2.07 04 1.51 D32 1.59 010 Min -0.04 034 025 D23 0.19 D23 -207 114 -13 D30 -1.59 010 -1.51 D32 100% Max 006 DB 1.81 D6 2.06 D6 1.14 D30 122 D4 2.04 032 2.14 010 Min -0.04 034 0.26 D23 0.19 023 4.22 04 -1.14 1330 .2.14 010 -2.04 D32 C C, u k' `T's 9,s Xiti /q = 3 kits films o u7TH ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 /0.)24 3 137 . 4 7 .1 ff, 2Shos .. o � g -10,83 arts ✓FtA, pep I`{, 3 liPS h ((� wriv) �3, ki ?S Yom: 0,6 k = r,4 k' e )- z 6avrs 0,, L i -,eS usE sr �c s S Ott .i Description NA Amivul, Project m. A 1 IluiPAttr Rk '6i " .t 0 k7P s CAritcrpy td/ Alto/ By Checked Scale pt Job No . t6rn -233.3 r ' Date 7 /Iitfe, Date Sheet No. 06 -03 -2009 JOHN EDER 4720 200 ST SW, STE 200 LYNNWOOD WA 98036 RE: Permit No. D08 -406 16400 SOUTHCENTER PY TUKW Dear Permit Holder: Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician xc: Permit File No. D08 -406 Cater o, jTulcwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 07/21/2009 , your permit will become null and void and any further work on the project will require a new permit and associated fees. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 J April 14, 2009 John Eder KDC Architects.Engineers, P.C. 4720 200 Street SW, Ste 200 Lynnwood, WA 98036 RE: Request for Extension Development Permit No D08 -406 Verizon Wireless —16400 Southcenter Py Dear Mr. Eder, This letter is in response to your written request for an extension to Permit Number D08 -406. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. The City of Tukwila Building Division will be extending your permit an additional 90 days from the original date of expiration, through July 21, 2009. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, fer M shall it Technician File: Permit No. D08 -406 Department of Community Development P:\Permit Center\Extension Letters \Pemdts\2008\D08 -406 Permit Extension.doc jem Jim Haggerton, Mayor Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 a Fax: 206 - 431 -3665 i ••• O INIIIII = P D ® ®"" Q D ®® ®II KDC ARCHITECTS.ENGINEERS, P.0 4720 200d ST. SW. Suite 200 Lynnwood, WA 98036 April 10, 2009 City of Tukwila Bob Benedicto - Building Official 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Dear Mr. Benedicto: John Eder KDC Architects. Engineers, PC Authorized Agent for Verizon Wireless Rscote° 0 13 2009 o couag Re: Permit No. D08 -406 — Request for 90-day Extension Project Name: SEA MALL RATS — Verizon Wireless On behalf of Verizon Wireless (Applicant) please extend the above - referenced building permit for a period of 90 days. The current permit will expire on 4/22/2009 and I am requesting that it be extended 90 days to 7/21/2009. This project entails an antenna swap and Verizon Wireless has been unable to procure the replacement antennas from the manufacturer. Thank you for your consideration, and please feel free to contact me at 253 - 278 -2902 should you have any questions or concerns. Regards, y olv., P e dvd cP 01 4I7.2.I0i fel al-1M 101 03 -02 -2008 JOHN EDER 4720 200 ST SW, STE 200 LYNNWOOD WA 98036 RE: Permit No. D08 -406 16400 SOUTHCENTER PY TUKW Dear Permit Holder: Based on the above, you are hereby advised to: Sincerely, xc: Department of Community Development In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Thank you for your cooperation in this matter. fer Marshall, it Technician Permit File No. D08 -406 Jim Haggerton, Mayor Jack Pace, Director This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 04/22/2009 , your permit will become null and void and any further work on the project will require a new permit and associated fees. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 DEPA �- Buildi g Division ■ u II c Works / Complete Comments: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2-28-02 PERMIT COORD COPY « PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D08 - 406 PROJECT NAME: VERIZON WIRELESS SITE ADDRESS: 16400 SOUTHCENTER PY X Original Plan Submittal Response to Correction Letter # DATE: 08 -19 -08 Response to Incomplete Letter # Revision # after Permit Issued DETERMINAT ON OF COMPLETENESS: (Tues., Thurs.) 'f, V 6-14-O Fire Prevention Structural Incomplete Planning Division Permit Coordinator DUE DATE: 08 -21-08 DATE: DATE: Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROUT NG: Please Route Structural Review Required n No further Review Required REVIEWER'S INITIALS: DUE DATE: 09-18-08 Approved I Approved with Conditions [VI Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 2 TRINITY UNIVERSAL INS CO CAP001252504 03/16/2006 03/16/2009 01/10/2003 $1,000,000.0003 /14/2008 1 TRINITY UNIVERSAL OF KANSAS CPA8735207 03/16/2002 Until Cancelled $2,000,000.00 01/10/2003 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 AMERICAN STATES INS CO 6201260 01/07/2003 Until Cancelled 01/10/2003 $12,000.00 01/10/2003 Name Role Effective Date Expiration Date MOOREHOUSE, JOLENE AGENT 01/10/2003 MOOREHOUSE, DAVID A PRESIDENT 01/10/2003 MCDOUGALL, JOE A SECRETARY 01/10/2003 Untitled Page General /Specialty Contractor A business registered as a construction contractor with LELI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name Phone Address Suite /Apt. City State Zip County STEELHEAD COMMUNICATIONS INC 3608291330 28120 ST RT 410 E STE A3 BUCKLEY WA 98321 PIERCE Business Type CORPORATION Parent Company UBI No. Status License No. License Type Effective Date Expiration Date Suspend Date Previous License Next License Associated License Specialty 1 Specialty 2 602235422 ACTIVE STEELCI972BS CONSTRUCTION CONTRACTOR 1/10/2003 1/10/2009 STEELCL003D1 GENERAL UNUSED Business Owner Information Bond Information Insurance Information • • https: // fortress .wa.gov /lni/bbip/Detail. aspx ?License= STEELCI972B S Page 1 of 1 10/24/2008 PLANS PREPARED FOR: \■-""----'' R e ess VP�"/��� • /1 wir 1 PLANS PREPARED BY: ■DNIMIlf - Fiser P F NW PM Kr IN if OM IN 11 I DATE ISSUED AS VI I I Preliminary- Revised A P.C. 4720 2001H STREET SW SUITE 200 LYNNWOOD. WA 98036 PHONE: 425,670.8541 FAX 425.712.0846 UCENSURE: 773 REGIST • ED I r�-T KENNETH D. CAMP STATE OF WASHINGTON Construction Permit Application DATE: 07/25/2008 DRAWN BY: CRW CHECKED BY: EJC REVISIONS DATE DESCRIPTION BY 06/19 2008 ISSUED FOR 90% CD REVIEW CRW P 7/16 2 008 ISSUED FOR REVISED 90% CD REVIEW Jpq 7/25 2008 ISSUED FOR CONSTRUCTION CRW VERIZON WIRELESS PROPERTY OWNER APPROVAL PRINTED NAME SIGNATURE PROJECT: SEA- MALL RATS 16400 SOUTHCENTER PKWY SEATTLE, WA. 98188 DATE APPROVALS /ISSUE DATES SITE ALPHA NO: DATE ISSUED AS Preliminary Preliminary- Revised Zoning - Special Use Permit Application Construction Permit Application Issued for Zoning/Construction Issued for Construction Issued Zoning & Construction Permit As Built /Record Set For Owner and Engineering Approval VERIZON WIRELESS CELLULAR DESIGN ENGINEER APPROVAL PRINTED NAME SIGNATURE TITLE DATE VERIZON WIRELESS PROPERTY OWNER APPROVAL PRINTED NAME SIGNATURE TITLE DATE INDEX SHEET ARCHGEGBIBAL T-1 1T1LE SHEET A-1 SITE PLAN A-2 ENLARGED SITE 'LAN, EXISTING AND PROPOSED ANTENNA LAYOUT A-3 DUSTING AND PROPOSED SITE ELEVATIONS A-4 DETAILS S-1 STUCTURAL NOTE AND ROOFTOP PLAN ROOFTOP S-2 PARTIAL PLAN AND DETAILS PROJECT DIRECTORY APPUCANT; VERIZON WIRELESS 15900 SE EASTGATE WAY M/S 231 BELLEVUE, WA 98008 APPUCANT AGENT; KDC ARCHITECTS 4720 200TH STREET SW., SUITE 2 LYNNWOOD, WA 98036 CONTACT: JOHN EDER PHONE: (253) 278 -2902 FAX: (866) 788 -9927 ARCHITECT /ELECTRICAL ENGINEER: KDC ARCHITECTS 4720 200TH STREET SW., SUITE 200 LYNNWOOD, WA 98036 CONTACT: ERIC CAMP PHONE: (425) 670 -8651 FAX: (425) 712 -0846 PROJECT INFORMATION WASHINGTON STATE CODE COMPUANCE; 2006 IBC, STANDARDS AND AMENDMENTS —WAC 2006 IMC, STANDARDS AND AMENDMENTS —WAC 2006 IFC, STANDARDS AND AMENDMENTS —WAC 2006 IPC, STANDARDS AND AMENDMENTS —WAC 51 -57. SITE NAME: SEA —MALL RATS SITE ADDRFSS; 16400 SOUTHCENTER PRWY SEATTLE, WA. 98188 QWNE11. LEGACY PARTNERS I TUKWILA 10655 NE 4TH ST. #812 BELLE3VUE, WA. 98004 JURISDICTION: CITY OF SEATTLE PARCEL NUMBER: 2623049021 PROJECT DESCRIPTION: THIS PROPOSAL IS FOR THE REMOVAL OF EXISTING ANTENNAS (8 TOTAL, 4 PER SECOTR) AND INSTALL NEW ANTENNAS (8 TOTAL, 4 PER SECTOR) TO AN EXISTING ROOFTOP MOUNTING STRUCTURE 51 -50; 51 -52; 51 -54; 51 -56, SITE PERSPECTIVE PER&ki'r p and ontw ors. ^` .•�� does not autlurize code or odnan -RL .9[ .,P od veri onwi � c:'1 Of Tukw�� �.� s . wi) " RING US S SEA - RATS a etot�a scone. 16 00 SOUTHCENTER "--- �� \\ be � apP� 61011. s �ltrovt p . �... S � bm t . . 'ATTLE , WA 98188 `N°CKt.�i,a �r9 a rew Pl �►T 47 °27' 18.98-i U�c \ar ce jONG : 122° 15'43.6W �, aev`s'�;:::\a:d �i�ra\ P and R`ay ' AL DESCRIPTION 4�iLVLLV �L CODE COMPLI . APPROVE SEP P ;r I PARCEL 1 OF CRY OF TUKWILA REVISED SHORT PLAT /77 -51 -55 AKA BIA /3 -79 REC 07904180861 SD PLAT OAF - POR SE 1/4 OF NW 1/4 BEG AT MONUMENTAL IMSN OF C /L'S OF SOUTHCENTER PARKWAY 57TH AVE S & STRANDER BLVD S 1847H ST TH S 8 -45 -5 E 325.05 Fr TH S 0 -25 -58 E 30 FT TO AN INTSN WITH 5 MGN SD STRANDER BLVD & TPOB TH CORM S 0 -25 -58 E 200 FT TN S 89 -45 -58 E 350 FT TH S 0 -25 -58 E 1093.20 FT Dl N B9 -43 -19 W 626.31 FT TO E MGN SOUTHCENTER PARKWAY TH N 0 -57 -48 W 1241.85 FT TO A PT OF CURVE TH NIX & ELY ALG ARC OF CURVE TO RGT RAD 50 FT THRU C/A 91 -11 -50 79.53 FT TO S MGN STRANDER BLVD TH S 89 -45 -58 E 237.72 FT TO MOB LESS POR OF SD PAR 1 FOR ST UNDER REC NO 8310250922 CONTRACTOR NOTE BIDDIN THE JOB ARE ARCHITECTS/ENGINEERS EVERY NE THAT MINO OMISSIONS OR ERRORS N THE DRAWIN AN D OR SPEEDF1CATIONSS SHALL NOT EXCUSE SAID CONTRACTOR COMP COMPLETING THE PROJECT AND IMPROVEMENTS IN ACCORDANCE WITH THE 0ITENT OF THESE DOCUMENTS. THE BIDDER SHALL BEAR THE RESPONSIBIUIY OF NOTIFYING DISCCIESS NE CONTRACTOR SHALL PRICE THEE MORE S COSSILY B OA O EXTONSNE WORK DIRECT B TD �ERWISEENTRACTOR'S PROPOSAL IN THE EVENT OF THE GENERAL NOTES 1. DRAWINGS ARE NOT TO BE SCALE, WRITTEN DIMENSIONS TAKE PRECEDENCE, AND THIS SET OF PLANS IS INTENDED TO BE USED FOR DIAGRAMMATIC PURPOSES ONLY, UNLESS NOTED OTHERWISE THE GENERAL CONTRACTOR'S SCOPE OF WORK SHALL INCLUDE FURNISHING ALL MATERIALS. EQUIPMENT. LABOR, AND ANYTHING ELSE DEEMED NECESSARY TO COMPLETE INSTALLATIONS AS DESCRIBE HEREIN. 2. PRIOR TO THE SUBMISSION OF BIDS, THE CONTRACTORS INVOLVED SHALL VISIT THE JOB SITE AND FAMILIARIZE THEMSELVES WITH AL CONDOONS AFFECTING THE NEW PROJECT, WITH THE CONSTRUCTION AND CONTRACT DOCUMENTS. FIELD CONDITIONS AND CONFIRM THAT THE PROJECT MAY BE ACCOMPUSHED AS SHOWN PRIOR TO PROCEEDING NTH CONSTRUCTION. ANY ERRORS, OMISSIONS, OR DISCREPANCIES ARE TO BE BROUGHT TO THE ATTENTION OF THE ARCHTTECT/ENGINEER IN WRmNG. 3. THE GENERAL CONTRACTOR SHALL RECENE WRITTEN AUTHORIZATION TO PROCEED WITH CONSTRUCTION PRIOR TO STARTING WORK ON ANY ITEM NOT CLEARLY DEFINE BY THE CONSTRUCTION DRAWINGS /CONTRACT DOCUMENTS. 4. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE PROJECT DESCRIBE HERON. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES. SEQUENCES AND PROCEURES AND FOR COORDINATING ALL PORTIONS OF THE WORK UNDER THE CONTRACT. 5. THE CONTRACTOR SHALL INSTALL ALL EQUIPMENT AND MATERIALS ACCORDING TO MANUFACTURER'S/ VENDOR'S SPECIFICATIONS UNLESS NOTED OTHERWISE OR WHERE LOCAL CODES OR ORDINANCES TAKE PRECEDENCE 6. AU. WORK PERFORMED ON PROJECT AND MATERIALS INSTALLED SHALL BE IN STRICT ACCORDANCE WITH ALL APPUCABLE CODES, REGULATIONS. AND ORDINANCES. CONTRACTOR SHALL GIVE ALL NOTICES AND COMPLY WITH ALL LAWS, ORDINANCES, RULES. REGULATIONS AND LAWFUL ORDERS OF ANY PUBLIC AUTHORITY, MUNICIPAL AND UTILITY COMPANY SPECIFICATIONS. AND LOCAI. AND STATE JURISDICTIONAL CODES BEARING ON THE PERFORMANCE OF THE WORK. 7. THE STRUCTURAL COMPONENTS OF THIS PROJECT SITE/FACILTIY ARE NOT TO BE ALTERED BY THIS CONSTRUCTION PROJECT UNLESS NOTED OTHERWISE 8. ANTENNA SUPPORTING POLE IS UNDER A SEPARATE CONTRACT. THE CONTRACTOR SHALL ASSIST ANTENNA INSTALLATION SUB - CONTRACTOR IN TERMS OF COORDINATION AND SITE ACCESS. ERECTION SUB - CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTION OF PERSONNEL AND PROPERTY FROM HAZARDOUS EXPOSURE TO OVERHEAD DANGERS. 9. GENERAL CONTRACTOR SHALL PROVIDE AT THE PROJECT SITE A FULL SET OF CONSTRUCTION DOCUMENTS UPDATED WITH THE LATEST REVISIONS AND ADDENDA OR CLARIFICATIONS FOR THE USE BY ALL PERSONNEL INVOLVED WITH THE PROJECT. 10. DETAILS INCLUDED HERON ARE INTENDED TO SHOW END RESULT OF DESIGN. MINOR MODIFICATIONS MAY BE REQUIRED TO SUIT JOB CONDmONS OR SITUATIONS, AND SUCH M0D0FTDATIONS SHALL BE INCLUDE AS PART OF THE SCOPE OF WORK. 11. THE CONTRACTOR SHALL MAKE NECESSARY PROVISIONS TO PROTECT COSTING IMPROVEMENTS, EASEMENTS, PAVING, CURBING, ETC. DURING CONSTRUCTION UPON COMPLETION OF WORK. CONTRACTOR SHALL REPAIR ANY OMAAGE THAT MAY HAVE OCCURRED DUE TO CONSTRUCTION ON OR ABOUT THE PROPERTY. 12. CONTRACTOR SHALL ENSURE THE GENERAL WORK AREA IS KEPT CLEAN AND HAZARD FREE DURING CON AND DISPOSE OF ALL DIRT, DEBRIS, RUBBISH AND REMOVE EQUIPMENT NOT SPECIFIED AS REMAINING ON THE PROPERTY, PREMISES SHALL BE LEFT IN CLEAN CONDmON AND FREE FROM PAINT SPOTS, DUST, OR SMUDGES OF ANY NATURE SYMBOLS LIST ELEVATION NUMBER SHEET NUMBER ® DETAIL NUMBER SHEET NUMBER V LJ SECTION NUMBER SHEET NUMBER PROPERTY LI ELECTRICAL SERVICE TELCO SERVICE GROUNDING NEW EXISTING — E — E- - T —T- - G — G— [N] [E] ELECTRIC METER ELECTRICAL WIRING (TURNING UP) ELECTRICAL WIRING (TURNING DOWN) 0 BACKBOARD RECEPTACLE A� SPECIAL �(J RECEPTACLE QUADRAPLDI RECEPTACLE MASTER BAR GROUND GROUND ATTACHMENT DRIVING DIRECTIONS FROM SEATAC INTERNATIONAL AIRPORT. DEPART SEATTLE- TACOMA INTERNATIONAL AIRPORT ROAD NAME CHANGES TO S 170TH ST 142 YDS TAKE RAMP (LEFT) ONTO LOCAL ROAD(S)0.7 MI FREEWAYS TURN RIGHT ONTO RAMP 0.2 MI 51ST AVE. SO. / SOUTHCENTER PKWY. TURN RIGHT (SOUTH) ONTO KUCKITAT DR 0.6 MI TURN RIGHT (SOUTH) ONTO SOUTHCENTER PKWY 0.1 MI ARRIVE 16400 SOUTHCENTER PKWY, SEATTLE, WA 98188 City iila CONFIDENTIAL AND PROPRIETARY Not for disclosure outside VERIZON WIRELESS without permission. PLANS PREPARED FOR: veri } • liwireless PLANS PREPARED BY: ply mow Pmw PI. R MK Mr RI rff if RE MR I - I K ®C ARCHITECTS.ENGINEERS, 4720 200TH LYNNWOOD. PHONE: PAX P.C. STREET SW SUITE 200 WA 98036 425.670.8651 425.712.0846 I LICENSURE: 6 773 REGIS RED At CT KENNETH D. CAMP 4 OFWASHINGTON DATE: 07/25/2008 DRAWN BY: CRW CHECKED BY: EJC REVISIONS DATE DESCRIPTION BY 06/19 2008 ISSUED FOR 90% CD REVIEW CRW 07/16 2008 ISSUED FOR REVISED 90% CD REVIEW ,IPM 07/25 2008 ISSUED FOR CONSTRUCTION CRW PROJECT: SEA- MALL RATS 16400 SOUTHCENTER PKWY SEATTLE, WA. 98188 A MEI 1 PROPOSED PROJECT AREA SEE Ala 32' -O' WIDE UDLTTY EASDAENT ELI a 129' -11'* TO PROPOSED ANTENNA OVERALL SITE PLAN PROPF121a LILR(_ UTILTIY EASEMENT ISdPEIirY LINE (SCALE FOR 24x36: I'= 20' -0' SCALE FOR 11X17: I' = 40' -0• I 0 2 0' 40' 10' 30' l 133' -6't TO PROPOSED ANTENNA N O R T H \t' 1 z 8 g `I y D N TES O 1 EXISTING PARKING LOT O EXISTING PLANTER BOX (TYPICAL) O EXISTING ROOFTOP O EXISTING SIDEWALK (TYPICAL) O EXISTING 32' -0' WIDE UTILITY EASEMENT O EXISTING ROOFTOP PENTHOUSE O EXISTING BUILDING L. NOTES THIS IS NOT A SITE SURVEY. ALL PROPERTY BOUNDARIES, ORIENTATION OF TRUE NORTH AND STREET HALF - WIDTHS HAVE BEEN OBTAINED FROM A TAX PARCEL MAP AND ARE APPROXIMATE. I COU CUKTACE AP ROVED E SEP 2 3 288 City Of Tukwila U_ ILDING LIVISION CIY Tiwwfu AUG 1 2008 PERMIT CENTER PLANS PREPARED FOR: PLANS PREPARED BY: 01w. 11 1331 �o ••.. F Mir P I STREET WA98036 425.670.6651 425.712.0846 KDV ARCHITECTS.ENGINEERS, 4720 200TH LYNNWOOD. PHONE: FAX P.C. SW SUITE 200 UCENSURE: b773 REGIS RED A 4 C T F KENNETH D. CAMP STATE OF WASHINGTON DATE: 07/25/2008 DRAWN BY: CRW CHECKED BY: EJC REVISIONS DATE DESCRIPTION BY 06/19 2008 ISSUED FOR 90X CD REVIEW CRW 07/16 2008 ISSUED FOR REVISED 90X CD REVIEW ,IPM 07/25 2008 ISSUED FOR CONSTRUCTION CRW PROJECT: SEA- MALL RATS 16400 SOUTHCENTER PKWY SEATTLE, WA. 98188 A...2 SITE PLAN 'SCALE FOR 24x36: 1/4'= 1' -0' SCALE FOR 11X17: 1/8' = 1' -01 EXISTING ANTENNA LAYOUT 'SCALE FOR 24x36: 1/4'= 1' -0' SCALE FOR 11517: 1/8' = 1' -01 PROPOSED ANTENNA LAYOUT 'SCALE FOR 24x36: 1/4'= 1' -0' SCALE FOR 11X17: 1/B' = N O R T H C)1 KEYED NOTES O 1 PROPOSED VERIZON WIRELESS 8' —O" HIGH ANTENNA 1 (4 TOTAL, 2 PER SECTOR) O PROPOSED VERIZON WIRELESS 4' -0' HIGH ANTENNA e (4 TOTAL, 2 PER SECTOR) O 3 PROPOSED VERIZON WIRELESS ANTENNA MOUNT (4 TOTAL) AL (PER STRUCTURAL) O 4 PROPOSED VERIZON WIRELESS (4) 1/2'0 COAX CABLES, Aik MOUNTED ON PROPOSED PVC SLEEPERS AT EXISTING ROOFTOP WIZ, O PROPOSED VERIZON WIRELESS 'L' BRACE PER STRUCTURAL O EXISTING VERIZON WIRELESS ANTENNA (8 TOTAL, 4 PER SECTO' TO BE REMOVED O EXISTING VERIZON WIRELESS ANTENNA MOUNTS (4 TOTAL), TO BE REMOVED c EXISTING (4) 1/2'0 COAX CABLE ROUTE, TO BE REMOVED O EXISTING VERIZON WIRELESS 12' -0' X 24' -0' EQUIPMENT SHELTER AT EXISTING ROOFTOP 10 EXISTING VERIZON WIRELESS (4) 1/2'0 COAX CABLE ROUTE AT EXISTING ROOFTOP 11 EXISTING VERIZON WIRELESS WIRELESS ANTENNA MOUNT (4 TOTAL) 12 EXISTING ROOFTOP PENTHOUSE 13 EXISTING PLANTER BOX BELOW 14 EXISTING ROOFTOP WALKWAY 15 EXISTING BUILDING 16 EXISTING ROOFTOP I —BEAMS PER STRUCTURAL 17 EXISTING ROOFTOP 1B PROPOSED BRACING ALONG EXISTING SHELTER SUPPORT BEAM; REFER TO 1 STRUCTURAL DETAILS 1/5 -2 S -2 INS IS NOT A SITE SURVFY. ALL PROPERTY BOUNDARIES, ORIENTATION OF TRUE NORTH AND STREET HALF — WIDTHS HAVE BEEN OBTAINED FROM A TAX PARCEL MAP AND ARE APPROXIMATE. GETEBB SEE 2/A -4 FOR GENERAL NOTES SECTOR QUANTITY TIP HEIGHT ANT. 512E AZIMUTH MECH. NUMBER OF COAX SIZE COAX DONPI TILT COAX RUNS LENGTH ▪ 2 NEW 77' -0' 8' -0' 15' 4 2 NEW 1/2' 20' -0't ' A' 2 NEW 77' -0' 4' -0' 15' 4 2 NEW 1/2' 20' -0't ' G' 2 NEW 77' —O' 8' -0' 190' 0 2 EXISTING 1/2' 20' -0't 'G' 2 NEW 77' -0' 4' -0' 190' 0 2 EXISTING I/2' 20' -0't PLANS PREPARED FOR: veri •nwireless PLANS PREPARED BY: www■ pININW Paw per r PIM IM D Q [ I Rig s r I I KDC ARCHTTECTS.ENGINEERS, P STREET S P.C. LJCENSURE: .773 REGIST - D L_I- it i 11 III 0 0 fi? TOP OF COSTING VERIZON WIRELESS ANTENNA'S ti? TOP OF IDOSTING BUILDING GRADE 0 . -0 ' Al ToP of PROPOSED VERIZON WIRELESS ANTENNA'S VITT 71-0` TOP OF EXISTING BUILDING 63' -6' GRADE 0 -0 • EXISTING NORTHEAST ELEVATION 0' 10' 20' 5' 15' 'SCALE FOR 24.76: 1'= 10' -0' SCALE FOR 11X17: 1' = 20' -0'I IDl PROPOSED NORTHEAST ELEVATION 'SCALE FOR 24.36: 1'= 10' -O SCALE FOR 11X17: 1' = 20' -0' I 10' 20' 1 5' GRAD 0' -O GRAD 0 -0 TES O 1 PROPOSED VERIZON WIRELESS 8' -0' HIGH ANTENNA (4 T 2 PER SECTOR) O PROPOSED VERIZON WIRELESS 4' -0' HIGH ANTENNA (4 TOTAL, 2 PER SECTOR) O PROPOSED VERIZON WIRELESS ANTENNA MOUNT (4 TOTAL) (PER STRUCTURAL) O EXISTING VERIZON WIRELESS ANTENNA (8 TOTAL, 4 PER SECTOR) TO BE REMOVED O EXISTING VERIZON WIRELESS ANTENNA MOUNTS (4 TOTAL). TO BE REMOVED '' EXISTING VERIZON WIRELESS 12' -0' X 24' -0' EQUIPMENT SHELTER AT DUSTING ROOFTOP O EXISTING VERIZON WIRELESS WIRELESS ANTENNA MOUNT (4 TOTAL) O EXISTING ROOFTOP PENTHOUSE O g EXISTING BUILDING C6 ac O �`� � V C E� APPROVED � SEP ) �� 2 f B UILt*%4!a � DIN DIVrsTON CITY OF Tui<wuuA AUG 19 2008 PERMIT CENTER PLANS PREPARED FOR: r vent • nwireless PLANS PREPARED BY: ppm. /mar Fm, 1e F PM Mg PE gi ii RN un IN 1 1 ADAPTER, POLE, LOWER IN 11 I -Ell KCAL ARCHRECTS.ENGINEERS, P.C. 4720 200TH STREET SW SUITE 200 LYNNWOOD. WA 98036 PHONE 415.670.8651 FAX: 425.712.0846 1 LICENSURE: .773 REGIS RED CT KENNETH O. CAMP STATE OF WASHINGTON DATE: 07/25/2008 DRAWN BY: CRW CHECKED BY: EJC REVISIONS DATE DESCRIPTION BY 06/19 2008 ISSUED FOR 90% CD REVIEW CRW 0 7/16 2008 ISSUED FOR REVISED 90% CD REVIEW JPM 7/25 2008 ISSUED FOR CONSTRUCTION CRW 2 5/16 SPLIT WASHER 0 4 1/2' THREADED ROD 0 8 PROJECT: SEA- MALL RATS 16400 SOUTHCENTER PKWY SEATTLE, WA. 98188 A.4 ITEM QTY DESCRIPTION O 1 ADAPTER, POLE, LOWER 0 1 BRACKET, DOWNTILT, POLE 0 1 BRACKET, DOWNTILT, ANTENNA O 6 1/2 X 1 HEX HEAD BOLT © 8 1/2 SPLIT WASHER 0 2 5/16 X 1 HEX HEAD BOLT II 2 5/16 SPLIT WASHER 0 4 1/2' THREADED ROD 0 8 1/2' SPLIT WASHER 12 1/2" NUT NOIES: 1. INSERT SCISSOR BRACKETS BETWEEN THE UPPER ANTENNA MOUNTING BRACKET AND THE UPPER POLE ADAPTER BRACKET. SECURE USING 1/2 INCH HARDWARE PROVIDED. 2. TO SET THE DEGREE OF DOWNTILT, ALIGN THE DESIRED HOLES ON THE SCISSOR BRACKETS AND SECURE USING 5/16 INCH HARDWARE PROVIDED. THE NUMBER OF CONNECTORS WILL VARY BASED ON ANTENNA TYPE OPTIONAL DOWNTILT BRACKET PIPE MOUNT (TYP) VALMONT MICROFLECT PART #51001 OR APPROVED EQUAL AN EL ANTENNA (TYP) PARTS. ANTENNA MOUNTING DETAIL NOT TO SCALE NOT USED NOT TO SCALE NOT USED NOT TO SCALE mma_maum 1. THE CONTRACTOR SHALL COMPLY WITH ALL LOCAL AND NATIONAL CODES, REGULATIONS AND SAFETY REGULATIONS. ALL OSHA REGULATIONS, ALL PUBLIC AND MUNICIPAL AUTHORITIES, AND ANY U11LTTY COMPANIES' REGULATIONS AND DIRECTIVES, 2. THE DRAWINGS AND SPECIFICATIONS ARE A GENERAL DIRECTIVE FOR THE SCOPE OF WORK. EXACT DIMENSIONS AND LOCATIONS MAY CHANGE IN THE FIELD. THE CONTRACTOR IS TO VERIFY THE DIMENSIONS AND LOCATIONS AND REPORT ANY AND ALL DISCREPANCIES TO REPRESENTATIVE. ANY MINOR ERRORS AND OMISSIONS IN THE DRAWINGS AND SPECIFICATIONS DOES NOT EXCUSE THE CONTRACTOR FROM COMPLETING THE PROJECT AND IMPROVEMENTS IN ACCORDANCE WITH THE INTENT OF THESE DOCUMENTS. 3. CONTRACTOR IS RESPONSIBLE FOR FIELD MEASUREMENTS TO CONFIRM LENGTHS OF CABLE TRAYS AND ELECTRICAL ONES AND ANTENNA MOUNTING. 4. VERIFICATION THAT EXISTING TOWER /POLE CAN SUPPORT THE PROPOSED ANTENNA, COAX & ADDITIONAL EQUIPMENT LOADING IS TO BE DONE BY OTHERS. GENERAL NOTES NOT TO SCALE NOT USED NOT TO SCALE NOT USED NOT TO SCALE ANTENNA CABLE WEATHERPROOFING KfT (SEE NOTE 3) CABLE GROUND KIT # AWG STRANDED COPPER GROUND WIRE (GROUNDED TO GROUND BAR) (SEE NOTE 1 & 2) i 1 2" TO 24' 2 1/2'0 MAX. CONNECTION OF CABLE GROUND KIT TO ANTENNA CABLE NOTES; 1. DO NOT INSTALL CABLE GROUND KR AT A BEND AND ALWAYS DIRECT GROUND WIRE DOWN TO GROUND BAR. 2. GROUNDING KR SHALL BE ANDREW SUREGROUND TYPE KIT WITH TWO —HOLE LUG. 3, WEATHER PROOFING SHALL BE TWO —PART TAPE KIT, COLD SHRINK SHALL NOT BE USED. CABLE GROUNDING DETAIL NOT TO SCALE NOT USED NOT TO SCALE NOT USED NOT TO SCALE MICROFLECT PVC SLEEPER 8' PLAIN PVC TUBE PART # B1585 (CUT AS NEEDED) 04' —O' O.C. PROPOSED (4) 7/8 "0 COAX CAB (PER ARCH. DRAWINGS) HOLD DOWN CLAMP FASTENED TO 4' X 4' WITH 3/8' X 2 1/2' LONG LAG SCREWS. ROOFTOP COAX CABLE DETAIL NOT TO SCALE CppF C TtofP7E4L - Ar c �� SEp 2 � 1 L I UlC Of 7 11 1 it r NOT USED NOT TO SCALE WY O E UK AUG 19 2008 PERMIT CENTER NOT USED NOT TO SCALE PLANS PREPARED FOR: ssa1a4M ..\ PLANS PREPARED BY: C ENGINEE 250 4T11 AVE. S., SURE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 775 -8500 FAX (425) 775 -5536 LICENSURE: a /15/08 DATE: 06/17/08 _DRAWN BY: EWJ CHECKED BY: CAB REVISIONS DATE DESCRIPTION BY 36/17 2008 ISSUED FOR JMS PERMIT SUBMITTAL 37/15 2008 ANTENNA SECTOR RELOCATION CAB PROJECT: SEA - MALL RATS 16400 SOUTH CENTER PARKWAY TUKWILA, WA 98188 SI NM 1 STRUCTURAL NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS). ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2006 EDITION, AS AMENDED BY THE LOCAL JURISDICTION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. =GUMS DEAD LOAD: SHELTER SELF WEIGHT: 14,000 LBS EQUIPMENT WEIGHT WITHIN SHELTER: 12,000 LBS MAXIMUM PANEL ANTENNA & MOUNT WEIGHT: 100 LBS LIVE LOAD: SNOW: 25 PSF WIND LOAD: 85 MPH, EXPOSURE B F = qz x G x Cr = 17.4 PSF ON SHELTER qz = 15.73 PSF (K = 0.87, K = 1.0, K = 0.85) G = 0.85 (RIGID STRUCTURE) C = 1.3 (ROOFTOP EQUIPMENT) I = 1.15 (COMMUNICATION EQUIPMENT) SEISMIC LOAD: SEISMIC DESIGN CATEGORY D, SOIL TYPE Sd Fp = d1 [1 +2hx /hr] Wp = 0.570 Wp (LRFD) op = 1.0 (COMMUNICATIONS EQUIPMENT) Rp = 2.5 (COMMUNICATIONS EQUIPMENT) Sds = 0.950 (Ss = 1.425 & Fa = 1.0 BASED ON LAT. /LONG.) Ip = 1.25 (COMMUNICATIONS EQUIPMENT) hx /hr = 1.0 ROOF) QIJAIJTY ASSURANCE PLAN A QUALITY ASSURANCE PLAN SHALL BE IMPLEMENTED TO VERIFY INSPECTIONS AND OBSERVATIONS ARE COMPLETED AS REQUIRED FOR THE LATERAL FORCE RESISTING SYSTEMS IN ACCORDANCE WITH SECTIONS 1705 AND 1706 OF THE IBC. SUPPORTING DOCUMENTATION SHALL BE PROVIDED BY THE CONTRACTOR TO THE BUILDING OFFICIAL TO ACKNOWLEDGE THEIR AWARENESS OF THESE REQUIREMENTS. SPECIAL INSPECTION - SPECIAL INSPECTION IS NOT REQUIRED PER IBC SECTION 1704.1, EXCEPTION 1, EXCEPT AS REQUIRED BY THE LOCAL JURISDICTION. ANY SPECIAL INSPECTION THAT OCCURS SHALL BE IN CONFORMANCE WITH CHAPTER 17 OF THE IBC. STRUCTURAL OBSERVATION - STRUCTURAL OBSERVATION IS NOT REQUIRED. A INSPECTION AND OBSERVATION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE. REPORTS SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER, AND BUILDING OFFICIAL STRUCTURAL STFF1 STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC 'SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS', LATEST EDITION. SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI. PLATES, ANGLES, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI. STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI. BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325 -N. BOLTS SHALL BE 5/8'0 MINIMUM, U.N.O. ANCHOR BOLTS SHALL CONFORM TO ASTM A307. CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF RISC MANUAL OF STEEL CONSTRUCTION. AUK WEEDING SHALL CONFORM TO AWS 'STRUCTURAL WELDING CODE', 2000 EDITION. ALL WELDING SHALL BE DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE PER TABLE 5.8 IN ABS D1.1, 2000 EDITION. ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS. GENERAL STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR- INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. A O ROOF PLAN SCALE: 3/32' = 1' -0' PROPOSED SECTOR OF VERIZON WIRELESS ANTENNAS. REFER TO ARCH. DWGS. MOUNT TO BEAM PER DETAIL 2/S -2. EXISTING VERIZON WIRELESS EQUIPMENT SHELTER. REFER TO DESIGN LOADS. PROPOSED SECTOR OF VERIZON WIRELESS ANTENNAS. REFER TO ARCH. DWGS. A City OfT BUILDING flIVSTQIN I1-8• d 5-4• Id-B• RECEIVED CITY OF TUKWILA AUG 19 2008 PERMIT CENTER PLANS PREPARED FOR: imrxiwireless PLANS PREPARED BY: C Ei 1GINEERING 250 ITN AVE. S., SUITE 200 EDMONDS. WASHINGTON 98020 PHONE (425) 778 -9500 FAX (425) 778 -5536 UCENSURE A 6 - 07/15/03 DATE: 06/17/08 DRAWN BY: EWJ CHECKED BY: CAB REVISIONS DATE DESCRIPTION BY .6/17 ISSUED FOR JMS 2008 PERMIT SUBMITTAL .7/15 ANTENNA SECTOR __ 2008 RELOCATION PROJECT: SEA - MALL RATS 16400 SOUTH CENTER PARKWAY TUKWILA, WA 98188 S - 2 2 i PROPOSED VERIZON WIRELESS REPLACEMENT ANTENNAS ON EXIST. PIPE MOUNTS, TYP. (4) LOCATIONS. PROPOSED VERIZON WIRELESS REPLACEMENT ANTENNAS RELOCATED FROM EXIST. TS TO NEW TS, Tr. (4)- LOCATIONS. 7 00STING EQUIPMENT SHELTER. REFER TO DESIGN LOADS FOR MAXIMUM WEIGHT OF EQUIPMENT AND SHELTER. L 2 1/2 x 2 1/2 x 3/16, TYP. (8)- LOCATIONS. LOCATE 1/4 POINTS ALONG SHELTER SUPPORT BEAM /)A PLAN NOTES: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS & FRAMING SHOWN FOR COMPATIBILITY PRIOR TO WORK. NOTIFY ENGINEER OF ANY DISCREPANCIES. 2. ALL STEEL SHALL BE HOT DIP GALV. U.N.O. 3. TOP OF ROOF REFERENCE ELEVATION IS O' -0'. 4. TOP OF PLATFORM ELEVATION IS 2' -O'. O PARTIAL PLATFORM FRAMING PLAN I SCALE 1/2" A 1/2'0 GALV. THREADED ROD, 1W. (4)- LOCATIONS EA. PIPE MOUNT L21/2x21/2x 3/16, TYP. EACH SIDE VALMONT 'V' DESIGN CLAMP, TYP. TOP & BOT 3' STD PIPE HSS PER PLAN O SECTION SCALE: 1 1/2" L BRACE PER PLAN BEND ANGLE AS NECESSARY TO CONNECT TO BEAM 5/8'0 GAL THR EX. BM PER PLAN A RECEIVED CITY OF TUKWILA AUG 19 2008 2' -0' BRACE TO BEAM CONNECTION 4 SCALE: 1. s O SECTION SCALE 11/2" = 1'-0' A 5/8's THRU BOLT GALVANIZED NEW L21/2621/2x 3/16' W/ (1)-5/8's A325 BOLT EA. END. CONTRACTOR MAY LOCATE 0 EX. SHELTER A.B. LOCATIONS IF WITHIN 6' OF REQUIRED LOCATIONS PIPE BRACE DETAIL SCALE: 1 CROSS BRACE PER PLAN 1/2's GALV. U -BOLT EX. PIPE TO REMAIN c66i C0 S � , , , C O T kwi MILD' e . O NOT 5 SCALE: I' USED = 1' -0 BENT PL 3/8x9' DEEP W/ (4) -3/4'0 BOLTS THRU WF & (2) -3/4'0 BOLTS THRU TS AT SIM. LOCATION, NEW TS CONNECTS TO DC. TS I 1/2' EX. SHELTER EX. BEAMS PER PLAN