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Land Development and Planning Project Files_4748 S. Ocean Blvd._20211121_Application No. 037180 PERMIT 03718 0 Transmit To: Valerie Oakes Dept.] Tow ;r 1\4 Date: N.vember 21, 2014 • "� Application No:� /( Applicant/Owner: A .. -- ' :A"•�- le)-Applicant/DALTON PLACE CONDO ASSN. INC.-Owner Property Address: 4748 South Ocean Boulevard, Highland Beach, Florida 33487 Submit Application: Planning Board Description of Application: Site Plan Review, Proposed construction of telecommunications equipment shelter Cad roof level of condominium building structure, RML-Zoning District iminary Review Final Review: Amended Site Plan Review Other: THE BUILDING OFFICIAL HAS REVIEWED THE ABOVE MATTER DATED, November 21, 2014, AND HEREBY CERTIFIES THAT THE FOLLOWING ACTION WAS TAKEN: Plans meet Town of Highland Beach Zoning and other governmental agencies requirements. Plans meet Town of Highland Beach Zoning requirements; however, approvals are pending with other governmental agencies. I I Plans do not meet Town of Highland Beach Zoning requirements. RECOMMENDATION: Applicant has submitted a site plan for review, to construct a telecommunications equipment shelter at the roof level of a building structure located at 4748 South Ocean Boulevard (Dalton Place Condominium). This proposed shelter will house electrical equipment for the installation of nine new (panel type) antennas, also located at the roof level. The Town of Highland Beach Building Department has reviewed the site plan, building elevations, design engineering/calculations for securing shelter/antennas to the structure,-submitted by the applicants Adam Ehrlich(CrownCastle), and found that the proposed site plan/shelter, does comply with HB Code of Ordinances 6-252(a)(4)&(5), 6-252(c)(2),....however the applicant will be required to provide plans/specifications for the equipment shelter, with materials and/or colors that match the exterior of the building/structure, to show that the shelter screens/minimizes the visual impact upon adjacent properties, per HB Code of Ordinances 6-252(a)(1). P :.'.SE TA E HAT-EVER ACTION IS REQUIRED TO COMPLETE THE SUBJECT MATTER, i.e., Si DUL� H �i ) , TRANSMIT TO QUASI-JUDICIAL BOARD, ETC. 1 6 iiiiiikag, 1 Micli.el Deso y, Buil. ng Official CLERK'S OFFICE USE ONLY: Date Received: Date of Workshop Meeting: Date of Hearing: 870888 ATT New Install oNIGHLgNO TOWN OF HIGHLAND BEACH '� ' J 12 2014 2 PLANNING BOARD �`o FLORIOP DIPEIRMVNT ORDER APPLICATION Application #_ 0 3 7 1 8 0 I request a hearing regi g l j Zoning Ordinances of the Town of Highland Beach. This request relates to the property n et forth in this application. PROPERTY INFORMATION ASSOCIATED WITH THIS APPLICATION Address: PCN: 4748 S . Ocean Blvd. Full Legal Description of the Property [as described in the deed] or reference to an attachment: Zoning District: What is the location of the installation? ❑ Intracoastal Waterway(ICW) ❑ Interior Canal/Basin ❑ N/A PROPERTY OWNER INFORMATION Name: DALTON PLACE CONDO ASSN INthone: Fax: Mailing Address: 4748 S . Ocean Blvd. Email Address: APPLICANT INFORMATION Name: Adam Ehrlich Phone:5 61- 922-1230 Fax: 724-416-6553 Mailing Address: 6420 Congress Ave . , #2000 , Boca Raton, FL 33487 Email Address: adam. ehrlich@crowncastle . com ARCHITECT/DESIGNER INFORMATION Name: Caltrop Telecom Phone: Fax: Mailing Address: Email Address: DEVEOPMENT ORDER REQUEST Rezoning: Special Exceptions: ❑ Rezoning by a Property Owner or Party Other than ❑ Boat Basins the Town ❑ Boat Lifts ❑ Change of Nonconforming Use Site Plan: ❑ Dwelling, Single-Family,Zero Lot Line ❑ Site Plan Multifamily and Non-Residential ❑ Essential Public Service Structures ❑ Site Plan Review, Major Modification ❑ Houses of Worship ❑ Site Plan Single-Family, Located on a Single Lot ❑ Off-Premises Parking ❑ Site Plan Single-Family, Located within a Larger ❑ Perpendicular Docking of Boats Project ❑ Post Offices It•r �,�� .� o Recreation Facilities,Public ❑ Utility Facilities Provide a brief description of the project: AT&T proposing to install (9) 800 10865 antennas , (6 ) Power cables, (3 ) fiber, (3 ) DC6 ' s , (9) RRUS 32 , (3 ) RRUS-11 , (6) RRUS-12 . lease space on rooftop 12 'x12 ' . I give permission to the members of the Planning Board and staff to inspect the property for the purpose of this application. I declare that all statements made herein are true, based upon the best available information, and I understand that willful false statements and the like are misdemeanors of the second degree under Section 837.06, Florida Statutes. Such willful false statements may jeopardize the validity of my application or any decision issued thereon. I have fully read the information outlining the Board procedures and application uirements. With this application, I am submitting the necessary supporting materials listed. Applicant's Signature / ' `iceDate: 11/111/y f Building Department Use: NOV 1 2 2014 Date Application Received: 'I By: Bl;ILLING DE :1- Preliminary TPreliminary Review: Final Review: Amended Site Plan: Other: laps meet Town of Highland Beach Zoning and other governmental agencies requirements. ❑ Plans meet Town of Highland Beach Zoning requirements, however, approvals are pending with other governmental agencies requir- i ents. 1 El Plans do not meet Town c 1,ighla oning requirements. ((— Building Official Signature: 4 Date: lt Z`rt t Received by the Town Clerk's Office: Received By: Date: Date Public Notices Mailed: Date Legal Advertisement Published: 2IPage 11/22/2014 Highland Beach,FL Code of Ordinances PERMIT Sec. 6-252. - Antennas. 0 3 71 8 0 (a) Minimum standards. All building or rooftop antennas shall b- L jJpll3f in: minimum standards: p (1) Antennas, and related equipment buildings, shall be located or screened to minimize the visual impact of the antenna upon adjacent properties and shall be of a material or color which matches the exterior of the building or structure upon which it is situated; (2) No commercial advertising shall be allowed on an antenna; (3) No signals, lights, or illumination shall be permitted on an antenna, unless required by the Federal Communications Commission or the Federal Aviation Administration; (4) Any related unmanned equipment building shall not contain more than seven hundred fifty (750) square feet of gross floor area or be more than twelve (12) feet in height; and (5) If the equipment building is located on the roof of the building, the area of the equipment building shall not occupy more than twenty-five (25) percent of the roof area. (6) Antennas shall be approved by the Federal Aviation Administration (FAA) prior to issuance of a building permit by the town. (b) Antenna types. To minimize adverse visual impacts, antenna types shall be selected based upon the following hierarchy. The applicant shall be required to demonstrate, in a technical manner acceptable to town staff and the town commission, why each choice in the hierarchy cannot be used for the particular application in order to justify the selection of an antenna type lower in the hierarchy. (1) Stealth; (2) Panel; (3) Whip; (4) Dish. (c) Antenna dimensions: (1) Omni-directional (whip) antennas or unicell antennas and their supports shall not exceed fifteen (15) feet in height and fifteen (15) inches in diameter and must be constructed of a material or color which matches the exterior of the building. (2) Directional or panel antennas and their supports shall not exceed eight (8) feet in height or two and one-half (21/2) feet in width and must be constructed of(a material or color which matches the exterior of the building or structure) materials and coloration which achieves maximum compatibility and minimum visibility. (3) Satellite and microwave dish antennas located below sixty-five (65) feet above the ground may not exceed six (6) feet in diameter. Satellite and dish antennas located sixty-five (65) feet and higher above the ground may not exceed eight (8) feet in diameter. Ground-mounted dish antennas must be located or screened so as not to be visible from abutting public streets. (Ord. No, 666, § 1, 8-5-97) Sec. 6-257. - Review and permitting. ....� 1/2 11/22/2014 Highland Beach,FL Code of Ordinances Sec. 30-39. - Modifications to existing buildings. (a) Major and minor building modifications. Modifications to existing single-family, multifamily, and nonresidential structures shall be processed as indicated below. (1) Major modifications that alter existing principal or accessory structures, including but not limited to the building footprint, number of square feet, building height, number of dwelling units, parking requirements, change in exterior facade, change of use, change of roof line, change of elevation, all exterior walls, balconies, foundations, accessory structures, and similar substantial improvements as determined by the building official. (2) Minor building modifications are alterations or improvements that are not considered major building modifications, such as the following: a. Interior alterations; b. Changes to windows and doors; c. Changes that do not affect existing building setbacks; and d. Similar changes that do not affect the intensity or density of an existing use. (b) Review: (1) Major building modifications are to be reviewed in the same manner as an original structure or use as required by this chapter. (2) Minor building modifications shall be approved by the building official. The building official may determine that a proposed modification or the cumulative effect of prior modifications should be reviewed in the same manner as the original structure or use. (3) All federal, state, county, and other governmental approvals and permits must be obtained before submitting plans to the building department. Alternatively, phasing of building plans and permits may be allowed, when dependent upon permits or approvals issued by other governmental agencies. (4) Receipt of permits and approvals from other governmental agencies does not guarantee town approval of a development order or building permit application. (5) The town may require modification of an approved site plan, subdivision plan, or similar document, prior to issuance of a building permit for an approved alteration. (Ord. No. 684,Art. III, §9, 7-25-00) 1/1 STATE OF FLORIDA DEPARTMENT OF BUSINESS & PROFESSIONAL REGULATION "License efficiently. Regulate fairly." RICK SCOTT Governor September 25, 2013 Theresa Reagan CeIlXion, LLC- LA 5031 Hazel Jones Road Bossier City, LA 71111 RE: Manufacturer Certification,ID MFT-155; Expiration Date: September 23, 2016 Dear Theresa Reagan It is my pleasure to inform you that CellXion, LLC- LA, located at 5031 Hazel Jones Road, Bossier City, LA 71111, has been approved under the Manufactured Buildings Program, as provided for under Chapter 553, Part I, Florida Statutes,to manufacture Manufactured Buildings for installation in Florida. Construction or modification on a manufactured building cannot begin until the Third Party Agency has approved the plans in accordance with the current Florida Building Code. Your Third Party Agency is a contractor for the Department and has statutory authority and responsibilities that must be met to maintain approved status. You may expect and demand quality plans review and inspections. Each Code change will make your plans obsolete until they have been reviewed, approved and indicated [on the cover page of the plans] for compliance with the Code by your Third Party Agency for plans review. Please ensure that your plans are in compliance and are properly posted on our website. All site-related installation issues are subject to the local authority having jurisdiction. The Department's contractor will make unannounced monitoring visits at least once each year. You must grant complete access to your manufacturing facility and records to remain in compliance with the rules and regulations of this program. Your certification is approved for three years from this date.You will receive a renewal notice by Email generated by the BCIS (www.floridabuilding.orq)for online renewal. If you have questions you may contact me or Leola Baldwin at 850-921-0956 or our FAX at 850-414-8436. please visit our website at www.floridabuilding.oro to see valuable information on the Florida Manufactured Buildings Program. A copy of this letter must accompany applications for local building permits. Sincerely, Robert Lorenzo Manufactured Buildings Program cc:PFS Corporation (WI) 2555 SHUMARD OAK BOULEVARD • TALLAHASSEE. FL 32399- 2100 850-488-6466 (p) • 850-921-0781 (f) • Webs i t e: www.dcastate.fl.us ♦COMMUNITY PLANNING 850-488-2356(p) 850-488-3309(6)• ♦HOUSING AND COMMUNITY DEVELOPMENT 850-488-7956(p) 850-922-5623(f)• PERMIT 037180 1 N0V122014 CROWN'!1� U1'4BER' Tel941) 308-5262 Fax:,((724) 416-6447 CASaraso a, • www.crowncastle.com October 8,2014 Dalton Place Condo Association Inc.,a Florida corporation Attn:Doug Hillman,Board President 660 Lovejoy Road Ft. Walton Beach,FL 32548 (561)391-7875 dalton place condominium(a�yahoo.com RE: Business Unit#870888 Site Name:HIGHLAND BEACH(S.OCEAN BLVD.) Address: 4748 South Ocean Boulevard,Boca Raton,FL 33487 Dear Mr.Hillman: Thank you for our opportunity to work with Dalton Place Condominium. In order to obtain our building permit, we are in the process of formally submitting our plans to install the AT&T equipment to the Highland Beach Zoning Department. Since we need the permission of your Board to enable us to begin the permitting process, kindly grant us acknowledgment to apply for the zoning authority's approval by signing this letter on behalf of the Board. Sincerely, CHRISTOPHER FELDER Sr.Land Acquisition Specialist T:(941)308-5262 F:(724)416-6447 Landowner Help Desk:(866)485-8890 Doug Iman Board President #870888,HIGHLAND BEACH(S.OCEAN BLVD.) ., s PERMIT 037180 MBER� � ! *.a1:::.„0„/-001 \ii,............--/ WP161 (Dalton Place Condo Crown) ( ALTROEIL Telecom CALTROP Project Number 140-776.10 STRUCTURAL CALCULATIONS NOV 12 2014 For New Rooftop Equipment Platform WP161 (Dalton Place Condo Crown) 4748 S Ocean Boulevard Highland Beach,FL 33487 `�s�ratiaA:iifro,p4f �a��pp,ri.%,...:..P`/S► it November 5, 2014 `+` 44t�t G E Ai s.'® ',� No 683 •°aQ• W �/ November 5,7'0.1 X46; Prepared by: Eliezer Diaz,E.I. (7/ Reviewed by: Michael A. Phillips,P.E. Project Engine Principa4 Engineer Florida Registr 0843 Florida Registration 68312 CALTROP® Telecom Job Summary: Mastec Network Solutions, LLC (MNS), a turnkey vendor to AT&T, requested that we perform a structural design of a new rooftop equipment platform to be located at 4748 S Ocean Boulevard in Highland Beach, Palm Beach County, Florida. It is our understanding that AT&T wishes to install a new equipment shelter onto the proposed platform,as depicted in construction drawings we have prepared. We based our design on information provided by AT&T, observations of our representatives in the field, published catalog information, and the original structural building drawings by Ritchie and Crocker Engineers dated October 24, 1977. Our design was performed in accordance with the 2010 Florida Building Code with 2012 Supplement for the design criteria listed below. We utilized RISA-3D software, which was developed for the design and analysis of such structural systems, to verify that the proposed platform could adequately sustain the proposed loads. We used hand calculations to verify the capacity of the connecting elements. Based on our analysis the existing building can adequately support the proposed loading.Refer to the attached for additional information. Design Criteria: V„„= 169mph(Ultimate 3-Second Gust) Vasd= 131 mph(per FBC 1609.3.1) Exp.D Risk Category II Open Structure Codes: Building: 2010 Florida Building Code with 2012 Supplement. Loads: ASCE 7-10 Steel: RISC LRFD 13th Edition(Unless Noted Otherwise) Concrete: ACI 318-08 CALTROP Corporation www.caltrop.com 3400 Lakeside Drive,Suite 525 P:954.874.7870 Miramar.Florida 33027 F:954.874.7868 JOB NO. 140-776.10 SHEET 1 OF 1 EALTR L L JOB NAME WP161 -Dalton Place Condo Crown ® BY E.Diaz DATE November 5,2014 CHECKED BY M.Phillips DATE November 5,2014 _ TelecomCALTROP Corporation 3400 Lakeside Drive,Suite 525,Miramar,FL 33027 Wind Load - Equipment: Fibrebond 12'x11 .5' Shelter In Accordance With The 2010 Florida Building Code Referencing ASCE 7-10 Design Criteria -Gement Sketch Wind Speed, V= 169 mph (Basic Wind Speed. FBC Figure 1609A) A z Exposure= D (Exposure Category, FBC 1609.4.3) Risk Category= II (FBC Table 1604.5) z 16 ' (Equipment Height Above Ground) W Equipment H = 10.08 ft (Equ.ment Height Dimension) N SUPPORT STRUCTURE W= 12.00 ft (Eq ipment Width Dimension) D= 11.42 ft (E uipment Depth Dimension) Round ? n quipment is Round or Not) • GROUND LEVEL Design P. ameters Z9= 700 (ASCE Table 26.9-1) Zmin= 7 (ASCE Table 26.9-1) C= 0.15 (ASCE Table 26.9-1) 1z= 0.12 (ASCE Eq.26.9-7) a= 1.5 (ASCE Table 26.9-1) ZBAR= 99 (ASCE 26.9.4) E = 0.125 (ASCE Table 26.9-1) Q= 0.97 (ASCE Eq.26.9-8) = 650 (ASCE Table 26.9-1) Z= 99 (Effective Height) LZ= 746 (ASCE Eq.26.9-9) KZ= 1.56 (Velocity Pressure Exposure Coefficient,ASCE Table 29.3-1) Kn= 1.0 (Topographic Factor,ASCE 26.8.2) Kd= 0.95 (Wind Directionality Factor,ASCE Table 26.6-1) Velocity Pressure qZ= 0.00256KZKnKdV2 (ASCE Eq. 29.3-1) qZ= 108.6 psf Wind Load Case 1: Wind at Front Case 2: Wind at Side H/W= 1.19 H/D = 1.13 (Aspect Ratio) GCf= 3.1 GCf= 3.1 (FBC 1609.8&1620.6) Af= 121 At= 115 (Projected Area) FFRONT= 40,736 lbs FsIDE = 38,767 lbs (Force at Front.ASCE Eq. 29.5-1) FUPLIFT= 22,324 lbs FUPLIFT= 22,324 plf (Uplift Force,ASCE Eq. 29.5-1 per FBC 1609.8&1620.6) WLFRONT-H- 1,697 plf WLFRONT-H- 1,697 plf (Horizontal Load on Supports) WLFRONT-VO= 1,499 plf WLFRONT-VO= 1,426 plf (Vertical Overturning Load on Supports) WLFRONT-Up= 930 plf WLFRONT-Up= 977 plf (Vertical Uplift Load on Supports) WLNET-UP= 2,429 plf WLNET-UP= 2,404 plf (Net Vertical Uplift Loads on Supports) WLNET-DowN= 569 plf WLNET-DowN = 449 plf (Net Vertical Downward Loads on Supports) Equipment Weight= 31,500 lbs = 1313 plf on supports Floor Live Load = 250 psf = 1428 plf on supports Roof Live Load = 30 psf = 171 plf on supports Y /• I0 z X 4'`R, a ®w �/ -i>_� ..„4,. .:,-.. �'SG ,:-254,. <:::.„„4...- 4,-,t,,., y. ; � �` � ,y® am �� , ..,:,..„. ,, .,_„,,,,,-- / .,;. „ „:,--.,,ce:,,th:-4-: --- ..-,,:- ,,.,,v, _,,„4 ,,,„„, <,,,,,,,,, .,,,,,- ,_ -**,:------- ., ''-'5z4 . ._ .7- ripippr- ,.. titer Itio; Solution:Envelope CALTROP Corporation SK— 1 E.Diaz WP161 Platform Design 140-776.10 3D RENDERED VIEW WP161 -Platform.r3d Y • Z X 40 rrr ;,: iiiitee. Ar iliv*. . ,t7„,,. ..„ - ,,,,,, . -- 1 ,,,..... 8A106111.9; ." 9 32 cAlibioN - ��17 29A 3 12 10 30A -, 4 Solution:Envelope CALTROP Corporation SK-2 E.Diaz WP161 Platform Design 140-776.10 JOINT NUMBERS 1 WP161 -Platform.r3d Y • Z x 40 rA' 4i4,4pror� � 1 ,,,.. .„ (,*, , , 0,,441140). .:,.11..: *31 0 Allillhilka 4.`0 Fo klo' 410§11111 Mss ‘,0 0 1%lt,.. r� M20A %110.. .% Solution:Envelope CALTROP Corporation SK- 3 E.Diaz WP161 Platform Design 140-776.10 MEMBER NUMBERS WP161 -Platform.r3d Y AW /u z x \0 ‘746 P.,'• .LI' _orp, N,12:34. 11415514"2111 ce- isk 16p0 a '6x36 x 404 V4, A. -J, 4X6 . _ x u 16*,�° xk tv • w 44v M 1 14110* A 72+ 1 LL4x3x4x6 =q LL4x3x4x6 - +IO vip 4 :�li Solution:Envelope CALTROP Corporation SK -4 E.DiazWP161 Platform Design 140-776.10 MEMBER SIZES WP161 -Platform.r3d Y • Z X 41" 11 4 411 44'w0-1 'l , 0 4411111111 ..:,, , .ao. ,, „,lam: 440, .., 9' 0 *to .N 70 IAA— 4,*00,, \ ..,.. Member Length(ft)Displayed Solution:Envelope CALTROP Corporation SK-5 E.Diaz WP161 Platform Design 140-776.10 MEMBER LENGTHS WP161 -Platform.r3d Shear Check Y No Calc IEf%0ZX .75 0:.50 .07 2 Z0�1W:;4L ��'07 i.e.. 76 .440 1p z 01 k lip 0,,c) etil .. — ... .‘4‘..‘,0011:..... 00 a �p 1. I .00 — o� Is p1i k p8 ,, 1 0 � . 00 2 vord Member Shear Checks Displayed Solution:Envelope CALTROP Corporation SK-6 E.Diaz WP161 Platform Design 140-776.10 SHEAR CHECK WP161 -Platform.r3d i • Y Code Check No Cab 1.0 /: .90.1.0 Z X .75-.90 50•.75 � 67 '_ l ... 06 4.` / •44,,,.Nk.,.,111 ril.11111111111N11‘ •:,. 1fO )00,C "ai 46 ` C 08 — 08 :. .%,\ . Ii f), Member Code Checks Displayed Solution:Envelope CALTROP Corporation SK- 7 E.Diaz WP161 Platform Design I- 140-776.10 UNITY CHECK WP161 -Platform.r3d Y 410. Z X / .eft > / \ •qh`'4M - /„ , ,,1111114 -11psf..„,if - -4:i..; No. ,„,,-----,„ .,/ /11311)/ft - 111.11111 lz � - '+ 1 44 '•,y. v4tti�`•\ \ 1.P 131"31b[ft -:::"ii.yh., ` "74 � - i---„,-<, ; ai'::ifiliS:'*C1 / •qq '\ \ I / �v y y // Loads:BLC 1,Dead Load Solution:Envelope CALTROP Corporation SK-8 E.Diaz WP161 Platform Design 140-776.10 DL WP161 -Platform r3d Y • z x -40psf \ 7 "Orr" 4,k ' .111ailikkill 91b/ft 111 a...:.„...,.....m.:.::::::„.„.:::::::.:::„..„:„:::$:„..a s . s �� ai baa $3 4y > 6f ,,� Loads:BLC 2,Live Load Solution:Envelope CALTROP Corporation SK-9 E.Diaz WP161 Platform Design - - --- 140-776.10 LL WP161 -Platform.r3d • Y /• 0 Z x 10 ,, 04,v,,„,„.,1.,r,„",..„.,..„,,. i,..,..„, de_. .„..,,.„.„,-.%,olr,.o, .,.k„t,..:,,. %iz.”„" a01��Ii 4041b1k .. .._ A_.,.. Vii, �: 7"e":.: :‘.,,„.7.,,,,,..ft., ditel ,: .. , . O'''''------- ,,filliglill 4111411 Loads:BLC 3,+WLX Solution:Envelope CALTROP Corporation SK- 10 E.Diaz WP161 Platform Design 140-776.10 +WLX WP161 -Platform.r3d Y z x _. r 4014I - o"'"" ° z t, sAiiti 4„,„„, 4 s Ill ,4,4010; 4000 ,<1b/ft NA.-,14.1194‘-' '-' A40 A/ 1111 :AIL iu.�p %/ ..4 .�.li Loads:BLC 4,-WLX Solution:Envelope CALTROP Corporation SK- 11 E.Diaz WP161 Platform Design 140-776.10 WLX WP161 -Platform.r3d Y t• Z x 6971b/ft '"Id111111111117r- Ditiiiiit 41011 -- 1, 144&116441.4 4 pi" 0 .....„„ *4 ,. ,,,,_. ..01,*, 4100 . •71b/ft SZt ^411‘ II I Loads:BLC 5,+WLZ Solution:Envelope CALTROP Corporation SK- 12 E.Diaz WP161 Platform Design 140-776.10 +WLZ WP161 -Platform.r3d Y • z x � l ft1).% ,ate p- s% p iliW. I, OPP' 971b/ft fra:v 4, -41111.74 allib 41140%, '44461. 41‘ ... 01 Loads:BLC 6,-WLZ Solution:Envelope CALTROP Corporation SK- 13 E.Diaz WP161 Platform Design 140-776.10 -WLZ WP161 -Platform.r3d Y 04 v. z x ,� -1721b/ft ° .:411111111MAIIIIII., 4001 - ,,e,jammompplopI "Igq11111111. A1111 410.: 21b/ft �� 1111 ,AIWIPhiliii- 111 =„ 41‘. '11/141.1 41‘ '' lq 414 , l simplipipr Loads:BLC 7,Lr Solution:Envelope CALTROP Corporation I SK- 14 E.Diaz WP161 Platform Design 140-776.10 Lr WP161 -Platform r3d Company : CALTROP Corporation Designer : E.Diaz Job Number : 140-776.10 WP161 Platform Design Checked By:M. Phillips Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Increase Nailing Capacity for Wind? Yes Area Load Mesh (inA2) 144 Merge Tolerance(in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automaticly Iterate Stiffness for Walls? No Maximum Iteration Number for Wall Stiffness3 Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size(in) 12 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 13th(360-05): LRFD Adjust Stiffness? Yes(Iterative) RISAConnection Code AISC 14th(360-10): ASD Cold Formed Steel Code AISI NAS-01:ASD Wood Code AF&PA NDS-05/08: ASD Wood Temperature < 100F Concrete Code ACI 318-05 Masonry Code ACI 530-05:ASD Aluminum Code AA ADM1-05:ASD- Building Number of Shear Regions 4 Region Spacing Increment(in) 4 Biaxial Column Method PCA Load Contour Parme Beta Factor(PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max% Steel for Column 8 RISA-3D Version 11.0.2 [T:\...\...\...\...\Original installation [2014]\WP161 - Platform.r3d] Page 1 Company : CALTROP Corporation Designer : E.Diaz Job Number : 140-776.10 WP161 Platform Design Checked By:M. Phillips Global, Continued Seismic Code UBC 1997 Seismic Base Elevation (ft) Not Entered Add Base Weight? No Ct Z .035 Ct X .035 T Z(sec) Not Entered T X(sec) Not Entered R Z 8.5 R X 8.5 Ca .36 Cv .54 Nv 1 Occupancy Category 4 Seismic Zone 3 Seismic Detailing Code ASCE 7-05 Om Z 1 Om X 1 Rho Z 1 Rho X 1 Envelope AISC 13th(360-05): LRFD Steel Code Checks Member Shape Code Check Lo...LC Shear...Loc...Dir LC phi*P...phi*Pn..phi*Mn...phi*Mn z... Cb Eon 1 M1 W16x.. .360 11.. 2 .158 16.... v 2 2960... 477000 486000 2.36247... 1 H1-lb 2 M2 W16x.. .400 11.. 10 .114 16.... y 2 2960... 477000 486000 2.36247... 1 H1-lb 3 M5 W16x.. .272 5....20 .067 13.... y 2 8678... 345600 246600 1.989e+6 2.4...H1-la 4 M7 W16x.. .534 6.... 10 .171 10. y 2 1478... 345600 246600 1.33846... 1 H1-lb 5 M16 MC12... .291 11.. 2 .026 2.0... v 2 2372... 100440 15918.3..197076.... 1 H1-lb 6 M17 MC12... .008 1.... 9 .011 2.25 y 2 6837... 100440 15918.3.. 375840 1.1...H1-1b 7 M20 MC12... .008 1.... 2 .011 2.25 y 2 6837... 10044015918.3.. 375840 1.1...H1-1b 8 M21 W16x.. .472 11.. 2 .296 13.... y 2 8678... 345600 246600 1.36236... 1.4...H1-lb 9 M27A W16x.. .539 5.... 13 .171 0 v 2 1478... 345600 246600 1.33846... 1 H1-lb 10 M28 MC12•.. .015 87510 .011 0 y 2 7451... 100440 15918.3.. 375840 1.1...H1-lb 11 M29 MC12... .021 87516 .014 0 v 2 7451... 100440 15918.3.. 375840 1.1...H1-lb 12 M30 MC12.., .006 1.... 2 .014 2.25 y g 6837... 100440 15918.3.. 375840 1.1...H1-1b 13 M31 MC12... .009 1.... 2 .015 2.25 y g 6837... 100440 15918.3.. 375840 1.1...H1-lb 14 M20A LL4x3... .076 3.... 9 .006 7.2.., y 8 7127... 109512 103219.2 102561.... 1 H1-lb 15 M21A LL4x3... .223 3.... 10 .004 7.2... v 2 7127... 109512 103219.2 102561.... 1 H1-la 16 M22A LL4x3._ .489 2.... 2 .004 5.8••. y 13 7377... 109512 103219.2 102561.... 1 H1-1a 17 M23A LL4x3... .453 2.... 2 . .003 5.8... v 13 7377... 109512 103219.2 102561.... 1 H1-la 18 M24A LL4x3... .266 3.... 10 .004 7.2... y 2 7127... 109512 103219.2102561.... 1 H1-1a 19 M25A LL4x3... .293 3.... 9 .006 7.2... y 9 7127... 109512 103219.2 102561.... 1 Hi-la 20 M26 LL4x3... .740 2.... 9 .005 0 y 9 7377... 109512 103219.2 102561.... 1 H1-la 21 M27 LL4x3... .752 2.... 8 .004 5.8.- v 10 7377... 109512 103219.2 102561.... 1 H1-1a 22 M28A TU8X.. .699 1 9 .312 1 y g 3926... 401760 855360 1.04328... 1.3...H1-lb 23 M29A TU8X.. .451 1 10 .188 1 v 2 3926... 401760 855360 1.04328... 1.3...H1-lb 24 M30A TU8X.. .535 1 8 .295 1 y 8 3926... 401760 855360 1.04328... 1.2...H1-lb 25 M31A TU8X.. .465 1 10 .190 1 v 2 3926... 401760 855360 1.04328... 1.29 H1-lb 26 M34 MC12... .209 8.... 9 .021 15..., y g 2928... 100440 15918.3..224980.... 1 H1-1b 27 M35 MC12... .005 1 2 .011 0 v 2 7163... 100440 15918.3.. 375840 1.1...Hl-lb 28 M36 MC12... .006 1 2 .012 0 y 2 7163... 100440 15918.3...375840 1.1...H1-lb 29 M37 L4x3x4 .113 1.... 2 .005 0 v 10 4005... 54756 21595.2..50949.571 1.1...H2-1 30 M38 L4x3x4 .197 1.... 9 .002 3.6.., y g 4005... 54756 21595.2..50949.571 1.1...H2-1 31 M33 W16x.. .870 5.... 13 .099 11•... v 13 2614... 477000 486000 2.50464... 1.1...H1-lb 32 M34A W16x.. .868 5.... 12 .097 11.... y 12 2614... 477000 486000 2.50464... 1.1...Hl-lb 33 M35A L4x3x4 .583 4.... 16 .002 8.2... v 8 1578... 54756 21595.2..42242.438 1.1...H2-1 34 M36A L4x3x4 .822 .4.... 9 .004 0 y 2 1578... 554756 21595.2..42242.4381.1...H2-1 35 M37A L4x3x4 .553 4.... 10 .002 8.2... y 9 1578... 54756 21595.2..42242.4381.1... H2-1 RISA-3D Version 11.0.2 [T:\...\...\...\...\Original installation [2014]\WP161 - Platform.r3d] Page 2 Company : CALTROP Corporation Designer : E.Diaz Job Number : 140-776.10 WP161 Platform Design Checked By: M. Phillips Envelope AISC 13th(360-05): LRFD Steel Code Checks (Continued) Member Shape Code Check Lo...LC Shear...Loc...Dir LC phi*P...phi*Pn...phi*Mn...phi*Mn z... Cb Eon 36 M38A L4x3x4 .355 4.... 8 .004 8.2... y 2 1578... 54756 21595.2..42242.4381.1...H2-1 37 M39 LL4x3... .076 3.... 9 .005 6.97 y 16 7183... 109512 103219.2 102561.... 1 H1-1b 38 M40 LL4x3... .102 3.... 10 .002 0 y 2 7183... 109512 103219.2 102561.... 1 H1-1b 39 M41 LL4x3... .232 3.... 9 .005 6.97 v 2 7183... 109512 103219.2 102561.... 1 H1-la 40 M42 LL4x3... .099 3•••• 10 .003 0 y 9 7183... 109512 103219.2 102561.... 1 H1-lb 41 M43 L4x3x4 .067 1.... 9 .006 0 V 2 3934... 54756 21595.2..50648.908 1.1...H2-1 42 M44 L4x3x4 .112 1.... 13 .004 0 y 2 3934... 54756 21595.2..50648.9081.1...H2-1 43 M43A W16x.. .383 5.... 14 .083 11.... y 13 6329... 345600 246600 1.989e+6 3 H1-1a Load Combinations Description S...PD...S... BLC Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa... 1 1.4DL Yes Y DL 1.4 2 1.2DL+ 1.6LL+0.5LR Yes Y DL 1.2 LL 1.6 R.. .5 3 1.2DL+ 1.6LR+ LL Yes Y DL 1.2 R...1.6 LL 1 4 1.2DL+ 1.6LR+0.5WLX Yes Y DL 1.2 R...1.6 W....5 5 1.2DL+ 1.6LR-0.5WLX Yes Y DL 1.2 R.-1.6 W....5 6 1.2DL+ 1.6LR+0.5WLZ Yes Y DL 1.2 R...1.6 W....5_ 7 1.2DL+ 1.6LR-0.5WLZ Yes Y DL 1.2 R.•-1.6 W....5 8 1.2DL+ 1.0WLX+ 1.OLL+0.5LR Yes Y DL 1.2 W... 1 LL 1 R.. .5 9 1.2DL- 1.0WLX+ 1.OLL+0.5LR Yes Y DL 1.2 W... 1 LL 1 R... .5 10 1.2DL+ 1.0WLZ+ 1.OLL+0.5LR Yes Y DL 1.2 W... 1 LL 1 R.- .5 11 1.2DL- 1.0WLZ+ 1.OLL+0.5LR Yes Y DL 1.2 W... 1 LL 1 R... .5 12 0.9DL+ 1.0WLX Yes Y DL .9 W... 1 13 0.9DL- 1.0WLX Yes Y DL .9 W... 1 14 0.9DL+ 1.0WLZ Yes Y DL .9 W... 1 15 0.9DL- 1.0WLZ Yes Y DL .9 W... 1 16 1.2DL+0.75WLX+0.75WLZ+1.OLL+0.5..Yes Y DL 1.2 W....75 W....75 LL 1 R... .5 17 1.2DL-0.75WLX-0.75WLZ+1.OLL+0.5LRYes Y DL 1.2 W....75 W....75 LL 1 R... .5 18 1.2DL+0.75WLX-0.75WLZ+1.OLL+0.5...Yes Y DL 1.2,w....75 W....75 LL 1 R.. .5 19 1.2DL-0.75WLX+0.75WLZ+1.OLL+0.5...Yes Y DL 1.2,w....75 w....75 LL 1 R.. .5 20 0.9DL+0.75WLX+0.75WLZ Yes Y DL .9 W....75 W....75 21 0.9DL-0.75WLX-0.75WLZ Yes y DL .9 W....75 W....75 22 0.9DL+0.75WLX-0.75WLZ Yes Y DL .9 W....75 W....75 23 0.9DL-0.75WLX+0.75WLZ Yes Y DL .9 W....75 W....75 24 (SERVICE)DL+ LL Y DL 1 LL 1 - 25 (SERVICE)DL+0.75LL+0.75(0.6)WLX+.. Y DL 1 LL .75 W....45 R.. .75 26 (SERVICE)DL+0.75LL-0.75(0.6)WLX+.. Y DL 1 LL .75 W....45 R....75 27 (SERVICE)DL+0.75LL+0.75(0.6)WLZ+,. Y DL 1 LL .75 W....45 R....75 28 (SERVICE)DL+0.75LL-0.75(0.6)WLZ+.. Y DL 1 LL .75 W••.45 R....75 29 (SERVICE)DL+0.75 LL+0.75(0.75)(0.6)... Y DL .6 LL .75 W...338 W...338 30 (SERVICE)DL+0.75 LL-0.75(0.75)(0.6)W.. Y DL .6 LL .75 W...338 W...338 31 (SERVICE)DL+0.75 LL+0.75(0.75)(0.6)... Y DL .6 LL .75 W...338 W...338 32 (SERVICE)DL+0.75 LL-0.75(0.75)(0.6)W.. Y DL .6 LL .75 W...338 W...338 33 (SERVICE)0.6DL+0.6WLX Y DL .6 W....6 34 (SERVICE)0.6DL-0.6 WLX Y DL .6 W....6 35 (SERVICE)0.6DL+0.6 WLZ Y DL .6 W....6 36 (SERVICE)0.6DL-0.6WLZ Y DL .6 W....6 37 (SERVICE)0.6DL+0.75(0.6)WLX+0.75(0.. Y DL .6 ,W....45 W....45 38 (SERVICE)0.6DL-0.75(0.6)WLX-0.75(0.... Y DL .6 W....45 W....45 39 (SERVICE)0.6DL+0.75(0.6)WLX-0.75(0... Y DL .6 W....45 W....45 40 (SERVICE)0.6DL-0.75(0.6)WLX+0.75(0... Y DL .6 W.••.45 W..•.45 41 (Service) DL+0.75L+0.75Lr Y DL 1 LL .75 R.. .75 42 (SERVICE)Lr Y .. RLL 1 43 (SERVICE)+WLX Y WL+X .6 44 (SERVICE)-WLX Y WL-X .6 45 (SERVICE) DL+ Lr Y DL 1 R... 1 RISA-3D Version 11.0.2 [T:\...\...\...\...\Original installation [2014]\WP161 - Platform.r3d] Page 3 Company : CALTROP Corporation Designer : E.Diaz Job Number : 140-776.10 WP161 Platform Design Checked By:M. Phillips Load Combinations (Continued) Description S...PD...S... BLC Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa... 46 (SERVICE)DL Y DL 1 Member Distributed Loads (BLC 1 : Dead Load) Member Label Direction Start Magnitude[Ib/ft,FJ End Magnitude[lb/...Start Locationjft,%l End Location[ft,%)_ 1 M1 Y -1313 -1313 6 18 2 M7 Y -1313 -1313 4 10 3 M27A Y -1313 -1313 0 6 Member Distributed Loads (BLC 2 : Live Load) Member Label Direction Start Magnitude[lb/ft.F] End Magnitude[lb/...Start Location[ft,%] End Location[ft,%] 1 M27A Y -1428 -1428 0 6 2 M7 Y -1428 -1428 4 10 3 M1 Y -1428 -1428 6 18 Member Distributed Loads (BLC 3 : +WLX) Member Label Direction Start Magnitude[lb/ft.F] End Magnitudeflb/...Start Locationjft,%j End Location[ft.%1 1 M34A X 1697 1697 0 0 2 M33 X 1697 1697 0 0 . 3 M33 Y -449 -449 0 0 4 M34A Y 2404 2404 0 0 Member Distributed Loads (BLC 4 : -WLX) Member Label Direction Start Magnitude[Ib/ft,F] End Magnitudeflb/...Start Location[ft,%j End Location[ft.%] 1 M33 Y 2404 2404 0 0 2 M34A Y -449 -449 0 0 3 M33 X -1697 -1697 0 0 4 M34A X -1697 -1697 0 0 Member Distributed Loads (BLC 5 : +WLZ) Member Label Direction Start Magnitude[lb/ft.F] End Magnitude[lb/...Start Location[ft,%1 End Location[ft,%] 1 M27A Z 1697 1697 0 6 2 M7 Z 1697 1697 4 10 , 3 M1 Z 1697 1697 6 18 4 M1 Y 2429 2429 6 18 5 M7 Y -569 -569 4 10 6 M27A Y -569 -569 0 6 Member Distributed Loads (BLC 6 : -WLZ) Member Label Direction Start Magnitude[Ib/ft,F] End Magnitude[lb/...Start Location[ft,%1 End Location[ft,%j 1 M1 Y -569 -569 6 18 2 M7 Y 2429 2429 4 10 3 M27A Y 2429 2429 0 6 4 M27A Z -1697 -1697 0 6 5 M7 Z -1697 -1697 4 10 6 M1 Z -1697 -1697 6 18 Member Distributed Loads (BLC 7: Lr) Member Label Direction Start Magnitude[lb/ft.F1 End Magnitude[lb/...Start Location[ft.%] End Location[ft.%] 1 M7 Y -172 -172 4 10 2 M1 Y -172 -172 6 18 3 M27A Y -172 -172 0 6 RISA-3D Version 11.0.2 [T:\...\...\...\...\Original installation [2014]\WP161 - Platform.r3d] Page 4 Company : CALTROP Corporation Designer : E.Diaz Job Number : 140-776.10 WP161 Platform Design Checked By: M. Phillips Member Distributed Loads (BLC 8 : BLC 1 Transient Area Loads) Member Label Direction Start Magnitudejlb/ft,F] End Magnitude[lb/...Start Locationfft,%] End Location[ft,%] 1 M1 Y -26.09 -26.09 2.387e-15 .6 2 M1 Y -26.09 -26.09 .6 1.2 3 M1 Y -26.09 -45.658 1.2 1.8 4 M1 Y -45.658 -65.226 1.8 2.4 5 M1 Y -65.226 -65.226 2.4 3 6 M1 Y -65.226 -65.226 3 3.6 7 M1 Y -65.226 -65.226 3.6 4.2 8 M1 Y -65.226 -65.226 4.2 4.8 9 M1 Y -65.226 -65.226 4.8 5.4 10 M1 Y -65.226 -65.226 5.4 6 11 M2 Y -32.613 -32.613 0 .6 12 M2 Y -32.613 -32.613 .6 1.2 13 M2 Y -32.613 -26.09 1.2 1.8 14 M2 Y -26.09 -19.568 1.8 2.4 15 M2 Y -19.568 -19.568 2.4 3 16 M2 Y -19.568 -19.568 3 3.6 17 M2 Y -19.568 -19.568 3.6 4.2 18 M2 Y -19.568 -19.568 4.2 4.8 19 M2 Y -19.568 -19.568 4.8 5.4 20 M2 Y -19.568 -19.568 5.4 6 21 M7 Y -75.336 -75.336 0 4 22 M16 Y -13.045 -13.045 1.721e-15 6 23 M35 Y -45.658 -45.658 1.277e-15 1.8 24 M36 Y -52.181 -52.181 2.942e-15 1.8 25 M20 Y -56.32 -56.32 0 2.25 26 M21 Y -52.8 -52.8 11.417 13.017 27 M28 Y -39.6 -39.6 5.329e-15 1.6 28 M29 Y -57.2 -57.2 1.06e-14 1.6 29 M30 Y -42.24 -42.24 0 2.25 30 M31 Y -61.013 -61.013 0 2.25 31 M43A Y -26.4 -26.4 11.417 15.417 32 M1 Y -62.793 -62.793 18 22 33 M27A Y -62.794 -62.794 6 10 Member Distributed Loads (BLC 9 : BLC 2 Transient Area Loads) Member Label Direction Start Magnitude[Ib/ft,F] End Magnitude[Ib/...Start Location[ft,% End Location[ft.%] 1 M1 Y -94.874 -94.874 2.387e-15 .6 2 M1 Y -94.874 -94.874 .6 1.2 3 M1 Y -94.874 -166.029 1.2 1.8 4 M1 Y -166.029 -237.185 1.8 2.4 5 M1 Y -237.185 -237.185 2.4 3 6 M1 Y -237.185 -237.185 3 3.6 7 M1 Y -237.185 -237.185 3.6 4.2 8 M1 Y -237.185 -237.185 4.2 4.8 9 M1 Y -237.185 -237.185 4.8 5.4 10 M1 Y -237.185 -237.185 5.4 6 11 M2 Y -118.592 -118.592 0 .6 12 M2 Y -118.592 -118.592 .6 1.2 13 M2 Y -118.592 -94.874 1.2 1.8 14 M2 Y -94.874 -71.155 1.8 2.4 15 M2 Y -71.155 -71.155 2.4 3 16 M2 Y -71.155 -71.155 3 3.6 17 M2 Y -71.155 -71.155 3.6 4.2 18 M2 Y -71.155 -71.155 4.2 4.8 19 M2 Y -71.155 -71.155 4.8 5.4 20 M2 Y -71.155 -71.155 5.4 6 21 M7 Y -273.948 -273.948 0 4 RISA-3D Version 11.0.2 [T:\...\...\...\...\Original installation [2014]\WP161 - Platform.r3d] Page 5 Company : CALTROP Corporation Designer : E.Diaz Job Number : 140-776.10 WP161 Platform Design Checked By: M. Phillips Member Distributed Loads (BLC 9 : BLC 2 Transient Area Loads) (Continued) Member Label Direction Start Maanitudeflb/ft,F1 End Maanitudeflb/...Start Locationfft.%1 End Locationfft.%1 22 M16 Y -47.437 -47.437 2.776e-16 6 23 M35 Y -166.029 -166.029 5.551e-17 1.8 24 M36 Y -189.748 -189.748 0 1.8 25 M20 Y -204.8 -204.8 0 2.25 26 M21 Y -192 -192 11.417 13.017 27 M28 Y -144 -144 5.329e-15 1.6 28 M29 Y -208 -208 1.06e-14 1.6 29 M30 Y -153.6 -153.6 0 2.25 30 M31 Y -221.867 -221.867 0 2.25 31 M43A Y -96 -96 11.417 15.417 32 M1 Y -228.34 -228.34 18 22 33 M27A Y -228.34 -228.34 6 10 Member Area Loads (BLC 1 : Dead Load) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] 1 WALL3 N32A N41 N43 Y A-B -11 2 N43 N14 N12 N40 Y A-B -11 3 N39 N38 N12 N9 Y A-B -11 Member Area Loads (BLC 2 : Live Load) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[osf] 1 N32A WALL3 N43 N41 Y A-B -40 2 N43 N14 N12 N40 Y A-B -40 3 N38 N39 N9 N12 Y A-B -40 Envelope Member Section Forces Member Sec Axialjib] LC y Shear[Ib] LC z Shear[Ib] LC Torquepb-inj LCy-y Moment[Ib-in1LC z-z Moment[lb-inj LC 1 M1 1 ••• 5904.642 9 4472.206 20 928.739. 9 2.748 20 5.762 9 2.737 8 2 ••• -3041.606 20 -9328.219 9 -796.406 14 -3.841 9 -4.123 20 -3.533 14 3 2 ••• 2673.882 20 2714.734 2 1249.368 10 29.938 9 33510.662 10 178647.938 9 4 ••• -7127.986 9 -2354.989 20 -1351.957 9 -21.341 20 -34589.497 13 -22118.934 20 5 3 ••• 33778.487 2 6863.149 9 3697.35.14 3.372 2 7979.24 14 119279.356 14 6 ••• -5313.269 13 -1849.762 20 -3674.869 9 -.521 12 -8733.177 9 -657210.833 2 7 4 ••• 33778.391 2 4527.002 14 2207.411 10 3.372 2 25895.144 9 157163.326 12 8 ••• -5214.327 13 -20380.133 2 -2184.245 13 -.521 12 -25038.722 10 -202362.795 9 9 5 ••• 4126.864 23 1950.314 12 757.474 13 28.142 10 17.224 13 85945.725 2 10 ••• -9983.836 8 -2537.725 2 -789.68310 -17.692 13 -17.783 16 -44996.418 23 11 M2 1 ••• 3337.642 2 1260.305 13 782.974 14 -97.76 20 2610.092 23 3.533 14 12 ••• -453.152 13 -4906.77 2 -908.263 9 -838.256 9 -3560.192 8 -2.737 8 13 2 ••• 1585.142 12 1362.066 12, 882.141 9 19.747 8 16883.713 9 121758.859 2 14 ••• -4712.253 2 -1459.157 9 -896.537 14 -14.506 23 -17138.552 14 -47048.11 12 15 3 ••• 23617.109 2 15787.581 2.1011.58814 24.218 8 15285.99 14 250843.072 13 16 ••• -5062.355 13 -4339.696 13 -1031.994 9 -19.053 13 -16780.484 9 -633296.158 2 17 4 ••• 23618.947 2 7590.149 13 1255.118 9 24.218 8 38836.255 13 107105.234 8 18 ••• -6421.107 13 -15980.318 2 -1022.593 14 -19.053 13 -29248.889 16, -110697.03 13 19 5 ••• 9635.609 13 2289.532 8 1680.592 16 38.489 8 66024.087 16 45957.482 2 20 ••• -10883.559 16 -2352.025 13 -2208.882 13 -42.06 13 -86199.56 .13 -19914.106 13 21 M5 1 ••• 1645.772 20 211.629 10 87.932 9 19.434 14 0 1 0 1 22 ••• -2360.318 9 113.493 13 -99.352 12 -20.71 9 0 1 0 1 23 2 ••• 1645.772 20 108.4 10 87.932 9 19.434 14 3473.408 9 -2953.947 13 24 ••• -2360.318 9 36.071 _13 -99.352 .12 -20.71 9 -3924.51 12 -6320.738 10 25 3 ••• 22050.675 14 2774.453 2 535.557 12 16.633 14 1928.245 9 .108 2 26 ••• -29535.092 9 -1408.801 12 -485.723 9 -43.939 2. -1789.359 12 -2999.236 20 27 4 ••• 4401.447 13 2362.593 2 623.913 12 16.633 14 20529.061 12 55685.295 12 RISA-3D Version 11.0.2 [T:\...\...\...\...\Original installation [2014]\WP161 - Platform.r3d] Page 6 Company : CALTROP Corporation Designer : E.Diaz Job Number : 140-776.10 WP161 Platform Design Checked By: M. Phillips Envelope Member Section Forces (Continued) Member Sec Axialllbl LC v Shearflbl LC z Shearflbl LC Toroueflb-inl LCy-v Momentflb-inlLC z-z Momentflb-inl LC 28 ••• -5556.757 10 -1533.897 12 -550.927 9 -9.859 8 -18116.835 9 -103477.252 2 29 5 ••• 5347.65 13 3999.657 12 1348.073 9 16.633 14 0 1 0 1 30 ••• -6486.604 10 -7011.441 2 -1527.241 12 -9.859 8 0 1 0 1 31 M7 1 ••• 1887.378 9 9272.739 2 929.698 10 76.305 2 0 1 0 1 32 ••• -2153.674 12 -5610.49212 -945.9 13, -14.586 23 0 1 0 1 33 2 ••• 1887.378 9 7872.538 2 929.698 10 76.305 2 27890.927 10 171739.347 12 34 ••• -2153.674 12 -5838.79812 -945.9 13 -14.586 23 -28377.012 13 -257179.156 2 35 3 ••• 9343.302 13 7638.237 8 4338.303 9 90.189 2 5883.892 14 195187.849 12 36 ••• -12408.681 10 -2192.036 13 -4340.565 14 -15.094 13 -5748.205 9 -447893.985 2 37 4 ••• 9343.302 13 3253.131 12 95.803 9 90.189 2 60770.041 13 71914.161 13 38 ••• -12408.681 10 -7464.538 2 -98.065 14 -15.094 13 -60795.856 10 -373102.139 2 39 5 ••• 9343.302 13 3926.864 13 4147.779 10 90.189 2 0 1 0 1 40 ••• -12408.681 10 -17408.938 2 -4146.918 13 -15.094 13 0 1 0 1 41 M16 1 ••• 74.853 8 929.382 9 13.579 9 .366 12 0 1 0 1 42 ••• -52.285 23 -213.162 20 -13.486 14 -4.5 9 0 1 0 1 43 2 ••• 75.906 8 -135.835 20 14.129 14 .366 12 263.532 14 24783.127 2 44 ••• -52.512 23 -768.94 2 -13.487 9 -4.5 9 -250.811 9 -5183.916 13 45 3 ••• 75.912 8 -24.266 20 14.398 9 .366 12 197.388 9 53651.888 2 46 ••• -52.509 23 -305.783 2 -15.427 14 -4.5 9 -222.337 14 4778.285 13 47 4 ••• 75.904 8 222.778 2 14.005 14 .366 12 348.822 14 46751.562 2 48 ••• -52.513 23 9.613 13 -12.463 9 -4.5 9 -302.843 9 6682.762 13 49 5 ••• 75.911 8 788.386 2 6.294 9 .366 12 0 1 0 1 50 ••• -52.51 23 134.255 13 -7.214 14 -4.5 9 0 1 0 1 51 M17 1 ••• -64.058 20 16.614 1 0 1 40.324 2 0 1 0 1 52 ••• -1465.852 9 10.68 20 0 1 7.076 15 0 1 0 1 53 2 ••• -64.058 20 8.307 1 0 1 40.324 2 0 1 -54.07 20 54 ••• -1465.852 9 5.34 20 0 1 7.076 15 0 1 -84.109 1 55 3 ••• -64.058 20 0 1 0 1 40.324 2 0 1 -72.093 20 56 ••• -1465.852 9 0 1 0 1 7.076 15 0 1 -112.145 1 57 4 ••• -64.058 20 -5.34 13 0 1 40.324 2 0 1 -54.07 20 58 ••• -1465.852 9 -8.307 1 0 , 1 7.076 15 0 1 -84.109 1 59 5 ••• -64.058 20 -10.68 13 0 1 40.324 2 0 1 0 1 60 ••• -1465.852 9 -16.614 1 0 1 7.076 15 0 1 0 1 61 M20 1 ••• 26.875 9 458.913 2 0 1 6.319 8 0 1 0 1 62 ••• -29.467 14 . 67.704 13 0 1 -2.734 23 0 1 0 1 63 2 ••• 26.875 9 229.456 2 0 1 6.319 8 0 1 -342.754 13 64 ••• -29.467 14 33.852 13 0 1 -2.734 23 0 1 -2323.245 2 65 3 ••• 26.875 9 0 1 0 1 6.319 8 0 1 -457.005 13 66 ••• -29.467 14 0 1 0 1 -2.734 23 0 , 1 -3097.66 2 67 4 ••• 26.875 9 -33.852 15 0 1 6.319 8 0 1 -342.754 13 68 -29.467 14 . -229.456 2 0 1 -2.734 23 0 1 -2323.245 2 69 5 ••• 26.875 9 -67.704 15 0 1 6.319 8 0 1 0 1 70 ••• -29.467 14 -458.913, 2 0 1 -2.734 23 0 1 0 1 71 M21 1 ••• 10835.281 14 4943.568 2 101.656 9 4.998 12 0 1 0 1 72 ••• -10839.609 9 -1693.745 13 -111.603 8 -4.626 9 0 1 0 1 73 2 ••• 10835.281 14 4840.339 2. 101.656 9 4.998 12 4015.515 9 68433.856 13 74 ••• -10839.609 9 -1771.167 13 -111.603,8 -4.626 9 -4408.445 8 -193236.903 2 75 3 ••• 10468.595 9 4613.363 2 571.41 8 1.94 12 1498.019 9 140934.421 13 76 ••• -10347.478 14 -1945.02 .13 -520.536.9 , -1.657 19 -1645.248 8 -381086.425 2 77 4 ••• 10468.595 9 4510.134 2 571.41 , 8 1.94 12 20926.022 8 219293.708 13 78 ••• -10347.478. 14 -2022.442 13 -520.536 9 -1.657 19 -19063.656 9 -561280.152 2 79 5 ••• 2309.881 9 12186.257 131366.385 9 1.94 12 0 1 0 1 80 ••• -2056.334 14 -30986.993 2 -1499.89 8 -1.657 19 0 1 0 1 81 M27A 1 ... 11220.218 13 17392.709 2 4019.056 9 12.076 13 0 1 0 1 82 ••• -12215.577 10 -10432.555 13 -4137.068 14 -93.69 2 0 1 0 1 83 2 ••. 11220.218 13 ,7448.309 2 174.102 16 12.076 13 56934.184 9 267084.908 13 84 ••• -12215.577 10 -7373.10513 -226.757 13 -93.69 2 -60474.544 14 -372615.282 2 RISA-3D Version 11.0.2 [T:\...\...\...\...\Original installation [2014]\WP161 -Platform.r3d] Page 7 Company : CALTROP Corporation Designer : E.Diaz Job Number : 140-776.10 WP161 Platform Design Checked By:M.Phillips Envelope Member Section Forces (Continued) _ Member Sec Axial[lb] LC y Shear[Ibt LC z Shear[Ib] LC Torque[lb-in] LCv-y Moment[lb-in]LC z-z Moment[lb-in] LC 85 3 ••• 11232.481 13 196.859 12 4348.729 10 12.076 13 10446.112 16 442386.316 13 86 ••• -12215.581 10 -5518.49 9 -4469.257 13 -93.69 2 -13605.429 13 -446922.358 2 87 4 ••• 5718.858 8 10197.549 13 757.533 9 3.808 23 27528.379 14 302925.195 13 88 ••• -6736.002 13 -8109.467 16 -917.613 14 -81.291 2 -22725.995 9 -255848.461 16 89 5 ••• 5718.858 8 9997.464!13 757.533 9 3.808 23 0 1 0 1 90 ••• -6736.002 13 -9045.381 2 -917.61314 -81.291 2 0 1 0 1 91 M28 1 ••• 1919.738 14 252.469 2 0 1 6.192 13 0 1 0 1 92 ••• -1929.054 9 39.263 14 0 1 -23.815 8 0 1 0 1 93 2 ••• 1919.738 14 125.341 2 0 1 6.192 13 0 1 -154.297 14 94 ••• -1929.054 9 19.517 14 0 1 -23.815 8 0 1 -991.753 2 95 3 ••• 1919.738 14 -.229 12 0 1 6.192 13 0 1 -204.927 14 96 ••• -1929.054 9 -1.787 2 0 1 -23.815 8 0 1 -1316.085 2 97 4 ••• 1919.738 14 -19.975 12 0 1 6.192 13 0 1 -151.891 14 98 ••• -1929.054 9 -128.915 2 0 1 -23.815 8 0 1 -972.994 2 99 5 ••• 1919.738 14 -34.375 12 0 1 6.192 13 0 1 0 1 100 ••• -1929.054 9 -214.355 2 0 1 -23.815 8 0 1 0 1 101 M29 1 ••• 2599.407 16 359.755 2 0 1 23.796 2 0 1 0 1 102 ••• -3485.454 13 53.021 20 0 1 2.774 13 0 1 0 1 103 2 ••• 2599.407 16 178.587 2 0 1 23.796 2 0 1 -208.336 20 104 ••• -3485.454 13 26.345 20 0 1 2.774 13 0 1 -1413.15 2 105 3 ••• 2599.407 16 -.331 13 0 1 23.796 2 0 1 -276.623 20 106 ••• -3485.454 13 -2.581 2 0 1 2.774 13 0 1 -1875.167 2 107 4 ••• 2599.407 16 -27.007 13 0 1 23.796 2 0 1 -204.861 20 108 ••• -3485.454 13 -183.749 2 0 1 2.774 13 0 1 -1386.052 2 109 5 ••• 2599.407 16 -45.961 13 0 1 23.796 2 0 1 0 1 110 ••• -3485.454 13 -304.701 2 0 1 2.774 13 0 1 0 1 111 M30 1 ••• 29.628 14 347.745 2 0 1 30.503 9 0 1 0 1 112 ••• -27.916 9 53.448 23 0 1 -7.372 6 0 1 0 1 , 113 2 ••• 29.628 14 173.872 2 0 1 30.503 9 0 1 -270.583 23 114 ••• -27.916 9 26.724 23 0 1 -7.372 6 0 1 -1760.457 2 115 3 ••• 29.628 14 0 1 0 1 30.503 9 0 1 -360.777 23 116 ••• -27.916 9 0 1 0 1 -7.372 6 0 1 -2347.276 2 117 4 ••• 29.628 14 -26.724 15 0 1 30.503 9 0 1 -270.583 23 118 ••• -27.916 9 -173.872 2 0 1 -7.372 6 0 1 -1760.457 2 119 5 ••• 29.628 14 -53.448 15 0 1 30.503 9 0 1 0 1 120 ••• -27.916 9 -347.745 2 0 1 -7.372 6 0 1 0 1 121 M31 1 ••• 21.286 14 495.969 2 0 1 6.038 6 0 1 0 1 122 ••• -18.782 9 72.456 20 0 1 -26.264 9 0 1 0 1 123 2 ••• 21.286 14 247.984 2 0 1 6.038 6 0 1 -366.811 20 124 ••• -18.782 9 36.228 20 0 1 -26.264 9 0 1 -2510.841 2 125 3 ••• 21.286 14 0 1 0 1 6.038 6 0 1 -489.081 20 126 ••• -18.782 9 0 1 0 1 -26.264 9 0 1 -3347.788 2 127 4 ••• 21.286 14 -36.228 15 0 1 6.038 6 0 1 -366.811 20 128 ••• -18.782 9 -247.984 2 0 1 -26.264 9 0 1 -2510.841 2 129 5 ••• 21.286 14 -72.456 15 0 1 6.038 6 0 1 0 1 130 ••• -18.782 9 -495.969 2 0 1 -26.264 9 0 1 0 1 131 M20A 1 ••• 9470.907 9 53.004 1 0 1 19.187 23 0 1 0 1 132 ••• -13982.589 14 34.074 21 0 1 -38.002 8 0 1 0 1 133 2 ••• 9460.555 9 26.502 1 0 1 19.187 23 0 1 -554.663 21 134 ••• -13990.352 14 17.037 21 0 1 -38.002 8 0 1 -862.81 1 135 3 ••• 9450.204 9 0 1 0 1 19.187 23 0 1 -739.551 21 136 ••• -13998.116 14 0 1 0 1 -38.002 8 0 1 -1150.413 1 137 4 ••• 9439.853 9 -17.037 12 0 , 1 19.187 23 0 1 -554.663 21 138 ••• -14005.879 14 -26.502 1 0 1 -38.002 8 0 1 -862.81 1 139 5 ••• 9429.502 9 -34.074 12 0 1 19.187 23 0 1 0 1 140 ••• -14013.643 14 -53.004 1 0 1 -38.002 8 0 1 0 1 141 M21A 1 •.• 15337.581 10 53.004 1 0 1 22.69 2 0 1 0 1 RISA-3D Version 11.0.2 [T:\...\...\...\...\Original installation [2014]\WP161 - Platform.r3d] Page 8 Company : CALTROP Corporation Designer : E.Diaz Job Number : 140-776.10 WP161 Platform Design Checked By: M. Phillips Envelope Member Section Forces (Continued) Member Sec Axialflbl LC v Shearflbl LC z Shearflbl LC Toroueflb-inl LCy-v Momentflb-in1LC z-z Momentflb-inl LC 142 ••• -10680.582 13 34.074 13 0 1 -7.682 12 0 1 0 1 143 2 ••• 15327.23 10 26.502 1 0 1 22.69 2 0 1 -554.663 13 144 ••• -10688.346 13 17.037 13 0 1 -7.682 12 0 1 -862.81 1 145 3 ••• 15316.878 10 0 1 0 1 22.69 2 0 1 -739.551 13 146 ••• -10696.109 13 0 1 0 1 -7.682 12 0 1 -1150.413 1 147 4 ••• 15306.527 10 -17.037 14 0 1 22.69 2 0 1 -554.663 13 148 ••• -10703.873 13 -26.502 1 0 1 -7.682 12 0 1 -862.81 1 149 5 ••• 15296.176 10 -34.074 14 0 1 22.69 2 0 1 0 1 150 ••• -10711.636 13 -53.004 1 0 1 -7.682 12 0 1 0 1 151 M22A 1 ••• 35707.253 2 40.255 1 0 1 26.83 13 0 1 0 1 152 ••• -18726.319 13 25.878 12 0 1 -21.486 16 0 1 0 1 153 2 ••• 35696.901 2 20.127 1 0 1 26.83 13 0 1 -339.512 12 154 ••• -18734.083 13 12.939 12 0 1 -21.486 16 0 1 -528.13 1 155 3 ••• 35686.55 2 0 1 0 1 26.83 13 0 1 -452.683 12 156 ••• -18741.846 13 0 1 0 1 -21.486 16 0 1 -704.173 1 157 4 ••• 35676.199 2 -12.939 21 0 1 _ 26.83 13 0 1 -339.512 12 158 ••• -18749.61 13 -20.127 1 0 1 -21.486 16 0 1 -528.13 1 159 5 ••• 35665.848 2 -25.878 21 0 1 26.83 13 0 1 0 1 160 ••• -18757.373 13 -40.255 1 0 1 -21.486 16 0 1 0 1 161 M23A 1 ••• 33029.799 2 40.255 1 0 1 13.276 10 0 1 0 1 162 ••• -5275.567 13 25.878 20 0 1 -15.247 13 0 1 0 1 163 2 ••• 33019.448 2 20.127 1 0 1 13.276 10 0 1 -339.512 20 164 ••• -5283.331 13 12.939 20 0 1 -15.247 13 0 1 -528.13 1 165 3 ••• 33009.097 2 0 1 0 1 13.276 10 0 1 -452.683 20 166 ••• -5291.094 13 0 1 0 1 -15.247 13 0 1 -704.173 1 167 4 ••• 32998.745 2 -12.939 21 0 , 1 13.276 10 0 1 -339.512 20 168 ••• -5298.857 13 -20.127 1 0 1 -15.247 13 0 1 -528.13 1 169 5 ••• 32988.394 2 -25.878 21 0 1 13.276 10 0 1 0 1 170 ••• -5306.621 13 -40.255 1 0 1 -15.247 13 0 1 0 1 171 M24A 1 ••• 18385.616 10 53.004 1 0 1 9.445 13 0 1 0 1 172 ••• -18061.068 13 34.074 14 0 1 -19.973 2 0 1 0 1 173 2 ••• 18375.265 10 26.502 1 0 1 9.445 13 0 1 -554.663 14 174 ••• -18068.831 13 17.037 ,14 0 1 -19.973 2 0 1 -862.81 1 175 3 ••• 18364.914 10 0 1 0 1 9.445 13 0 1 -739.551 14 176 ••• -18076.595 13 0 1 0 1 -19.973 2 0 1 -1150.413 1 177 4 ••• 18354.563 10 -17.037 13 0 1 9.445 13 0 1 -554.663 14 178 ••• -18084.358 13 -26.502 1 0 1 -19.973 2 0 1 -862.81 1 179 5 ••• 18344.211 10 -34.074 13 0 1 9.445 13 0 1 0 1 180 ••• -18092.122 13 -53.004 1 0 1 -19.973 2 0 1 0 1 181 M25A 1 ••• 20296.194 9 53.004 1 0 1 31.77 9 0 1 0 1 182 ••• -14688.067 20 34.074 13 0 1 -15.522 20 0 1 0 1 183 2 ••• 20285.843 9 26.502 1 0 1 31.77 9 0 1 -554.663 13 184 ••• -14695.83 20 17.037 13 0 1 -15.522 20 0 1 -862.81 1 185 3 ••• 20275.491 9 0 1 0 1 31.77 9 0 1 -739.551 13 186 ••• -14703.593 20 0 1 0 1 -15.522 20 0 1 -1150.413 1 187 4 ••• 20265.14 9 -17.037 14 0 _ 1 31.77 9 0 1 -554.663 13 188 ••• -14711.357 20 -26.502 1 0 1 -15.522 20 0 1 -862.81 1 189 5 ••• 20254.789 9 -34.074 14 0 1 _ 31.77 9 0 1 0 1 190 ••• -14719.12 20 -53.004 , 1 0 1 -15.522 20 0 1 0 1 191 M26 1 ••• 54237.916 , 9 40.255 1 0 1 20.351 14 0 1 0 1 192 ••• -24282.18 20 25.878 20 0 1 -27.23 .9 0 1 0 1 193 2 ••• 54227.565 9 20.127 1 0 1 20.351 14 0 1 -339.512 20 194 -24289.944 20 12.939 20 0 1 -27.23 9 0 1 -528.13 1 195 3 ••• 54217.214 9 0 1 _ 0 1 20.351 14 0 1 -452.683 20 196 ••• -24297.707 20 0 .1_ 0 1 -27.23 9, 0 , 1 -704.173 1 197 4 ••• 54206.862 9 -12.939 13 0 1 20.351 14 0 1 -339.512 20 198 ••• -24305.471 20 -20.127 1 0 1 -27.23 9 0 1 -528.13 1 RISA-3D Version 11.0.2 [T:\...\...\...\...\Original installation [2014]\WP161 - Platform.r3d] Page 9 Company : CALTROP Corporation Designer : E.Diaz Job Number : 140-776.10 WP161 Platform Design Checked By: M. Phillips Envelope Member Section Forces (Continued) Member Sec Axial[Ib] LC y Shear[IbL LC z Shear[Ibj LC Torque[Ib-in] LCy-y Moment[Ib-inlLC z-z Moment[Ib-in] LC 199 5 54196.511 9 -25.878 13 0 1 20.351 14 0 1 0 1 200 •.• -24313.234 20 -40.255 1 0 1 -27.23 9 0 1 0 1 201 M27 1 55083.592 8 40.255 1 0 1 20.14 9 0 1 0 1 202 •.• -24119.978 23 25.878 14 0 1 -24.897 14 0 1 0 1 203 2 •.• 55073.241 8 20.127 1 0 1 20.14 9 0 1 -339.512 14 204 ••• -24127.741 23 12.939 14 0 1 -24.897 14 0 1 -528.13 1 205 3 ... 55062.89 8 0 1 0 1 20.14 9 0 1 -452.683 14 206 ••• -24135.505 23 0 1 0 1 -24.897 14 0 1 -704.173 1 207 4 ••• 55052.538 8 -12.939 13 0 1 20.14 9 0 1 -339.512 14 208 .•• -24143.268 23 -20.127 1 0 1 -24.897 14 0 1 -528.13 1 209 5 ••. 55042.187 8 -25.878 13 0 1 20.14 9 0 1 0 1 210 ••• -24151.032 23 -40.255 1 0 1 -24.897 14 0 1 0 1 211 M28A 1 •.. 39455.798 9 18049.737 20 13887.976 9 0 1 0 1 0 1 212 ••• -20059.551 20 -39447.652 g -10015.61 20 0 1 0 1 0 1 213 2 ••• 39405.165 9 18049.737 20 13887.976 9 5.093 12 166655.71 9 473371.824 9 214 ••• -20097.526 20 -39447.652 g -10015.61 20 -11.535 10 -120187.322 20 -216596.84 20 215 3 ••. 13659.835 2 13116.203 9 3338.652 20 5.093 12 111074.42 9 315948.483 9 216 ••• -6173.624 20 -5784.089 20 -4629.508 g -11.535 10 -80103.567 20 -147173.645 20 217 4 13609.201 2 13116.203 9 3338.652 20 5.093 12 55520.32 9 158554.052 9 218 ••• -6211.599 20 -5784.089 20 -4629.508 9 -11.535 10 -40039.739 20 -77764.574 20 219 5 ••• 13558.568 2 13116.203 9 3338.652 20 5.093 12 24.09 20 6168.425 2 220 ••• -6249.574 20 -5784.089 20 -4629.508 9 -11.535 10 -33.78 9 -8355.504 20 221 M29A 1 .•• 31367.565 10 3739.558 13 12879.35 13 0 1 0 1 0 1 222 ••• -10634.546 13 -23771.515 2 -11957.96810 0 1 0 1 0 1 223 2 ••• 31316.932 10 3739.558 13 12879.35 13 2.414 20 154552.196 13 285258.178 2 224 ••• -10672.521 13 -23771.515 2 -11957.96810 -7.253 9 -143495.621 10 -44874.696 13 225 3 ••• 12909.552 2 7965.705 2 3971.835 10 2.414 20 102877.159 13 189638.547 2 226 ••• -2238.563 13 -1215.48 13 -4304.739 13 -7.253 9 -95812.379 10 -30281.493 13 227 4 ••• 12858.919 2 7965.705 2 3971.835 10 2.414 20 51220.286 13 94050.086 2 228 ••• -2276.538 13 -1215.48 13 -4304.739 13 -7.253 9 -48150.363 10 -15695.731 13 229 5 ••. 12808.285 2 7965.705 2 3971.835 10 2.414 20 -89.124 14 2348.428 12 230 ••• -2314.513 13 -1215.48 13 -4304.739 13 -7.253 9 -836.478 9 -2067.285 19 231 M30A 1 •.. 30977.859 8 37244.314 8 6453.224 9 0 1 0 1 0 1 232 ••• -14856.92 23 -16436.773 23 -9543.571 14 0 1 0 1 0 1 233 2 ••• 30927.225 8 37244.314 8 6453.224 9 17.783 16 77438.687 9 197241.27 23 234 ••• -14894.895 23 -16436.773 23 -9543.571 14 -17.224 13 -114522.847 14 -446931.772 8 235 3 ••• 2845.956 2 4228.655 23 3181.315 14 17.783 16 51609.143 9 146479.954 23 236 ••• -1727.618 12 -10121.915 8 -2151.023 g -17.224 13 -76325.72 14 -325434.213 8 237 4 ••• 2795.322 2 4228.655 23 3181.315 14 17.783 16 25796.868 9 95736.097 23 238 ••• -1765.593 12 -10121.915 8 -2151.023 g -17.224 13 -38149.943 14 -203971.235 8 239 5 ••• 2744.689 2 4228.655 23 3181.315 14 17.783 16 28.142 10 44992.24 23 240 ••• -1803.568 12 -10121.915 8 -2151.023 9 -17.224 13 -17.692 13 -85922.244 2 241 M31A 1 ••• 30790.006 10 23969.167 2 9434.638 13 0 1 0 1 0 1 242 ••• -19756.713 13 -12454.514 13-12288.911 10 0 1 0 1 0 1 243 2 ••• 30739.373 10 23969.167 2 9434.638 13 18.139 16 113215.657 13 149454.162 13 244 ••• -19794.688 13 -12454.514 13-12288.911 10 -21.458 13 -147466.933 10 -287630.008 2 245 3 ••• 10621.98 10 3598.984 13 4092.492 10 18.139 16 78780.483 13 106265.739 13 246 ••• -9270.066 13 -6712.465 2 -2867.681 13 -21.458 13 -98344.236 10 -207051.322 2 247 4 10571.347 10 3598.984 13 4092.492 10 18.139 16 44368.315 13 63077.934 13 248 ••• -9308.041 13 -6712.465 2 -2867.681 13 -21.458 13 -49234.334 10 -126501.744 2 249 5 ••. 10520.714 10 3598.984 13 4092.492 10 18.139 16 15952.51 23 19890.13 13 250 ••• -9346.016 13 -6712.465 2 -2867.681 13 -21.458 13 -21198.781 8 -45952.167 2 251 M34 1 797.413 14 -75.747 20 9.889 12 3.533 14 0 1 0 1 252 ••• -923.073 9 -510.948 2 -8.393 9 -2.737 8 0 1 0 1 253 2 ••• 797.413 14 -39.155 20 9.889 12 3.533 14 457.393 12 22503.562 2 254 ••• -923.073 9 -462.159 2 -8.393 9 -2.737 8 -388.201 9 2657.143 20 255 3 •.• 797.418 14 47.674 20 27.682 9 3.533 14 660.621 9 30247.935 9 RISA-3D Version 11.0.2 [T:\...\...\...\...\Original installation [2014]\WP161 - Platform.r3d] Page 10 Company : CALTROP Corporation Designer : E.Diaz Job Number : 140-776.10 WP161 Platform Design Checked By:M. Phillips Envelope Member Section Forces (Continued) Member Sec Axialflbl LC v Shearflbl LC z Shearflbl LC Toraueflb-inl LCv-v Moment[Ib-inl LC z-z Momentflb-inl LC 256 ... -923.092 9 -147.226 9 -33.433 12 -2.737 8 -810.937 12 1620.542 20 257 4 ••• 797.405 14 340.475 2 53.689 12 3.533 14 554.1 12 27202.233 9 258 -923.058 9 -5.167 13 -42.328 19 -2.737 8 -440.04 19 -3299.814 20 259 5 13.456 14 929.334 9 74.849 8 0 1 0 1 .366 12 260 ••• -13.569 9 -213.141 20 -52.286 23 0 1 0 1 -4.5 9 261 M35 1 ••• 43.233 12 329.89 2 0 1 17.546 9 0 1 0 1 262 ••• -36.774 9 50.175 12 0 1 -4.581 14 0 1 0 1 263 2 ••• 43.233 12 163.343 2 0 1 17.546 9 0 1 -225.171 12 264 ••• -36.774 9 24.882 12 0 1 -4.581 14 0 1 -1479.7 2 265 3 ••• 43.233 12 -.411 12 0 1 17.546 9 0 1 -298.585 12 266 ••• -36.774 9 -3.204 2 0 1 -4.581 14 0 1 -1960.116 2 267 4 ••• 43.233 12 -25.704 12 0 1 17.546 9 0 1 -220.24 12 268 ••• -36.774 9 -169.752 2 0 1 -4.581 14 0 1 -1441.248 2 269 5 ••• 43.233 12 -42.778 12 0 1 17.546 9 0 1 0 1 270 ••• -36.774 9 -272.212 2 0 1 -4.581 14 0 1 0 1 271 M36 1 ••• 70.552 9 375.209 2 0 1 .374 12 0 1 0 1 272 ••• -86.819 12 55.987 12 0 1 -13.731 2 0 1 0 1 273 2 ••• 70.552 9 185.774 2 0 1 .374 12 0 1 -251.236 12 274 ••• -86.819 12 , 27.759 12. 0 1 -13.731 2 0 1 -1682.948 2 275 3 ••• 70.552 9 -.47 12 0 1 .374 12 0 1 -333.102 12 276 ••• -86.819 12 . -3.662 2 0 1 -13.731 2 0 1 -2229.283 2 277 4 •.• 70.552 9 -28.698 12 0 1 .374 12 0 1 -245.6 12 278 ••• -86.819 12 -193.098 2 0 1 -13.731 2 0 1 -1639.003 2 279 5 ••• 70.552 9 -47.533 12 0 1 .374 12 0 1 0 1 280 ••• -86.819 12 -309.291 2 0 1 -13.731 2 0 1 0 1 281 M37 1 ••• 793.987 13 8.051 1 0 11 9.175 13 0 1 0 1 282 ••• -6037.101 2 5.176 22 0 14 -17.741 10 0 1 0 1 283 2 ••• 790.105 13 4.025 1 0 11 9.175 13 31.885 1 -36.644 22 284 ••• -6042.277 2 2.588 22 0 14 -17.741 10 20.497 22 -57.002 1 285 3 ••• 786.223 13 0 1 0 1 9.175 13 42.513 1 -48.859 22 286 ••• -6047.452 2 0 1 0 1 -17.741 10 27.33 .22 -76.003 1 287 4 ••• 782.342 , 13 -2.588 13 0 11 9.175 13 31.885 1 -36.644 22 288 ••• -6052.628 2 -4.025 1 0 14 -17.741 10 20.497 22 -57.002 1 289 5 ••• 778.46 13 -5.176 13 0 11 9.175 13 0 1 0 1 290 ••• -6057.804 2 -8.051 1 0 14 -17.741 10 0 1 0 1 291 M38 1 ••• 5484.03 20 8.051 1 0 3 6.925 9 0 1 0 1 292 ••• -10616.864 9 5.176 22 0 12 -4.955 20 0 1 0 1 293 2 ••• 5480.148 20 4.025 1 0 3 6.925 9 31.885 1 -36.644 22 294 ••• -10622.04 9 2.588 22 0 12 -4.955 20 20.497 22 -57.002 1 295 3 ••• 5476.267 20 0 1 0 1 6.925 9 42.513 1 -48.859 22 296 ••• -10627.215 9 0 1 0 1 -4.955 20 27.33 22 -76.003 1 297 4 ••• 5472.385 20 -2.588 13 0 3 6.925 9 31.885 1 -36.644 22 298 ••• -10632.391 9 -4.025 1 0 12 -4.955 20 20.497 22 -57.002 1 299 5 ••• 5468.503 20 -5.176 13 0 3 6.925 9 0 1 0 1 300 ••• -10637.567 9 -8.051 1 0 12 -4.955 20 0 1 0 1 301 M33 1 ••• 1246.05 20 2810.2 8 9687.325 8 97.017 13 0 1 0 1 302 ••• -1945.153 9 -13537.922 13 -9687.325 9 -101.992 10 0 1 0 1 303 2 ••• 1246.05 20 1405.1 8 4843.662 8 97.017 13 248850.414 8 347765.517 13 304 ••• -1945.153 9 -6768.961 13 -4843.662 9 -101.992 10, -248850.414 9 -72189.109 8 305 3 ••• 1246.05 20 0 1 0 1 97.017 13 331800.551 8 463687.356 13 306 ••• -1945.153 9 0 1 . 0 1_ -101.992 10 -331800.551 9 -96252.145 8 307 4 ••• 1246.05 20 6768.961 13 4843.662 9_ 97.017 13 248850.414 8 347765.517 13 308 ••• -1945.153 9 _ -1405.1 8_-4843.662 8 -101.992 10 -248850.414 9 -72189.109 8 309 5 ••• 1246.05 20 13537.922 13 9687.325 9 97.017 13 0 1 0 1 310 ••• -1945.153 9 -2810.2 _8 -9687.325_8 -101.992 10 0 1 0 1 311 M34A 1 ••• 790.359 14 2810.2 9 9687.325 8 100.203 10 0 1 0 1 312 ... -811.781 8 -13537.922 12 -9687.325 9 -60.763 13 0 1 0 1 RISA-3D Version 11.0.2 [T:\...\...\...\...\Original installation [2014]\WP161 - Platform.r3d] Page 11 Company : CALTROP Corporation Designer : E.Diaz Job Number : 140-776.10 WP161 Platform Design Checked By:M. Phillips Envelope Member Section Forces (Continued) Member Sec Axial[Ib] LC y Shear[Ibt LC z Shear[Ib] LC Torque[Ib-in] LCy-y Moment[Ib-in]LC z-z Moment[Ib-in] LC 313 2 ••• 790.359 14 1405.1 9 4843.662 8 100.203 10 248850.414 8 347765.517 12 314 ••• -811.781 8 -6768.961 12 -4843.662 9 -60.763 13 -248850.414 9 -72189.109 9 315 3 ••• 790.359 14 0 1 0 1 100.203 10 331800.551 8 463687.356 12 316 ••• -811.781 8 0 1 0 1 -60.763 13 -331800.551 9 -96252.145 9 317 4 ••• 790.359 14 6768.961 12 4843.662 9 100.203 10 248850.414 8 347765.517 12 318 ••• -811.781 8 -1405.1 9 -4843.662 8 -60.763 13 -248850.414 9 -72189.109 9 319 5 ••• 790.359 14 13537.922 12 9687.325 9 100.203 10 0 1 0 1 320 ••• -811.781 8 -2810.2 9 -9687.325 8 -60.763 13 0 1 0 1 321 M35A 1 ••• 8711.939 16 33.338 1 0 12 2.182 8 0 1 0 1 322 ••• -11046.494 13 21.432 20 0 22 -1.458 14 0 1 0 1 323 2 ••• 8711.939 16 16.669 1 0 12 2.182 8 303.264 1 -348.533 12 324 ••• -11046.494 13 10.716 20 0 22 -1.458 14 194.955 22 -542.163 1 325 3 ••• 8711.939 16 0 1 0 1 2.182 8 404.351 1 -464.711 12 326 ••• -11046.494 13 0 1 0 1 -1.458 14 259.94 22 -722.884 1 327 4 ••• 8711.939 16 -10.716 21 0 12 2.182 8 303.264 1 -348.533 12 328 ••• -11046.494 13 -16.669 1 0 22 -1.458 14 194.955 22 -542.163 1 329 5 ••• 8711.939 16 -21.432 21 0 12 2.182 8 0 1 0 1 330 ••• -11046.494 13 -33.338 1 0 22 -1.458 14 0 1 0 1 331 M36A 1 ••• 12492.038 9 33.338 1 0 12 3.102 13 0 1 0 1 332 ••• -9015.944 20 21.432 13 0 21 -9.534 2 0 1 0 1 333 2 ••• 12492.038 9 16.669 1 0 12 3.102 13 303.264 1 -348.533 12 334 ••• -9015.944 20 10.716 13 0 21 -9.534 2 194.955 21 -542.163 1 335 3 ••• 12492.038 9 0 1 0 1 3.102 13 404.351 1 -464.711 12 336 ••• -9015.944 20 0 1 0 1 -9.534 2 259.94 21 -722.884 1 337 4 ••• 12492.038 9 -10.716 20 0 12 3.102 13 303.264 1 -348.533 12 338 ••• -9015.944 20 -16.669 1 0 21 -9.534 2 194.955 21 -542.163 1 339 5 ••• 12492.038 9 -21.432 20 0 12 3.102 13 0 1 0 1 340 ••• -9015.944 20 -33.338 1 0 21 -9.534 2 0 1 0 1 341 M37A 1 ••• 8244.224 10 33.338 1 0 12 1.215 20 0 1 0 1 342 ••• -3912.376 13 21.432 21 0 14 -2.866 9 0 1 0 1 343 2 ••• 8244.224 10 16.669 1 0 12 1.215 20 303.264 1 -348.533 12 344 ••• -3912.376 13 10.716 21 0 14 -2.866 9 194.955 14 -542.163 1 345 3 ••• 8244.224 10 0 1 0 1 1.215 20 404.351 1 -464.711 12 346 ••• -3912.376 13 0 1 0 1 -2.866 9 259.94 14 -722.884 1 347 4 ••• 8244.224 10 -10.716 14 0 12 1.215 20 303.264 1 -348.533 12 348 ••• -3912.376 13 -16.669 1 0 14 -2.866 9 194.955 14 -542.163 1 349 5 ••• 8244.224 10 -21.432 14 0 12 1.215 20 0 1 0 1 350 ••• -3912.376 13 -33.338 1 , 0 14 -2.866 9 0 1 0 1 351 M38A 1 ••• 5121.672 8 33.338 1 0 10 9.724 2 0 1 0 1 352 ••• -8422.089 14 21.432 13 0 14 .004 13 0 1 0 1 353 2 ••• 5121.672 8 16.669 1 0 10 9.724 2 303.264 1 -348.533 22 354 ••• -8422.089 14 10.716 13 0 14 .004 13 194.955 14 -542.163 1 355 3 ••• 5121.672 8 0 1 0 1 9.724 2 404.351 1 -464.711 22 356 ••• -8422.089 14 0 1 0 1 .004 13 259.94 14 -722.884 1 357 4 ••• 5121.672 8 -10.716 14 0 10 9.724 2 303.264 1 -348.533 22 358 ••• -8422.089 14 -16.669 1 0 14 .004 13 194.955 14 -542.163 1 359 5 ••• 5121.672 8 -21.432 14 0 10 9.724 2 0 1 0 1 360 ••• -8422.089 14 -33.338 1 0 14 .004 13 0 1 0 1 361 M39 1 ••• 9489.68 13 56.119 1 0 1 17.168 13 0 1 0 1 362 ••• -13284.993 10 36.076 14 0 1 -24.928 16 0 1 0 1 363 2 ••• 9489.68 13 28.059 1 0 1 17.168 13 0 1 -565.803 12 364 ••• -13284.993 10 18.038 14 0 1 -24.928 16 0 1 -880.138 1 365 3 ••• 9489.68 13 0 1 0 , 1 17.168 13 0 1 -754.404 14 366 ••• -13284.993 10 0 1 0 1 -24.928 16 0 1 -1173.518 1 367 4 ••• 9489.68 13 -18.038 13 0 1 17.168 13 0 1 -565.803 14 368 ••• -13284.993 10 -28.059 1 , 0 1 -24.928 16 0 1 -880.138 1 369 5 ••• 9489.68 13 -36.076 13 0 1 17.168 13 0 _ 1 0 1 RISA-3D Version 11.0.2 [T:\...\...\...\...\Original installation [2014]\WP161 - Platform.r3d] Page 12 Company : CALTROP Corporation Designer : E.Diaz Job Number : 140-776.10 WP161 Platform Design Checked By:M. Phillips Envelope Member Section Forces (Continued) Member Sec Axialflbl LC v Shearflbl LC z Shearflbl LC Toraueflb-inl LCy-v Momentflb-in1LC z-z Momentflb-inl LC 370 ••• -13284.993 10 -56.119 1 0 1 -24.928 161 0 1 0 1 371 M40 1 ••• 13174.471 10 56.119 1 0 1 6.346 2 0 1 0 1 372 ••• -8033.679 9 36.076 14 0 1 -3.142 14 0 1 0 1 373 2 ••• 13174.471 10 28.059 1 0 1 6.346 2 0 1 -565.803 14 374 ••• -8033.679 9 18.038 14 0 1 -3.142 14 0 1 -880.138 1 375 3 ••• 13174.471 10 0 1 0 1 6.346 2 0 1 -754.404 14 376 ••• -8033.679 9 0 1 0 1 -3.142 14 0 1 -1173.518 1 377 4 ••• 13174.471 10 -18.038 13 0 1 6.346 2 0 1 -565.803 14 378 . -8033.679 9 -28.059 1 0 1 -3.142 14 0 1 -880.138 1 379 5 ••• 13174.471 10 -36.076 13 0 1 6.346 2 0 1 0 1 380 ••• -8033.679 9 -56.119 1 0 1 -3.142 14 0 1 0 1 381 M41 1 ••• 16068.848 9 56.119 1 0 1 26.842 2 0 1 0 1 382 ••• -13005.73 10 36.076 14 0 1 -4.624 13 0 1 0 1 383 2 ••• 16068.848 9 28.059 1 0 1 26.842 2 0 1 -565.803 14 384 ••• -13005.73 10 18.038 14 0 1 -4.624 13 0 1 -880.138 1 385 3 ••• 16068.848 9 0 1 0 1 26.842 2 0 1 -754.404 14 386 ••• -13005.73 10 0 1 0 1 -4.624 13 0 1 -1173.518 1 387 4 •.. 16068.848 9 -18.038 13 0 1 26.842 2 0 1 -565.803 14 388 ••• -13005.73 10 -28.059 1 0 1 -4.624 13 0 1 -880.138 1 389 5 ••• 16068.848 9 -36.076 13, 0 1 26.842 2 0 1 0 1 390 ••• -13005.73 10 -56.119 1 0 1 -4.624 13 0 1 0 1 391 M42 1 ••• 12801.733 14 56.119 1 0 1 3.992 20 0 1 0 1 392 ••• -17113.436 9 36.076 14 0 1 -10.364 9 0 1 0 1 393 2 ••• 12801.733 14 28.059 1 0 1 3.992 20 0 1 -565.803 14 394 ••• -17113.436 9 18.038 14 0 1 -10.364 9 0 1 -880.138 1 395 3 ••• 12801.733 14 0 1 0 1 3.992 20_ 0 1 -754.404 14 396 ••• -17113.436 9 0 1 0 1 -10.364 9 0 1 -1173.518 1 397 4 ••• 12801.733 14 -18.038 12 0 1 3.992 20 0 1 -565.803 14 398 ••• -17113.436 9 -28.059 1 0 1 -10.364 9 0 1 -880.138 1 399 5 ••• 12801.733 14 -36.076 12 0 1 3.992 20 0 1 0 1 400 ... -17113.436 9 -56.119 1 0 1 -10.364 9 0 1 0 1 401 M43 1 ... 2500.682 9 9.057 1 0 12 21.659 2 0 1 0 1 402 ••• 82.563 20 5.823 21 0 13 1.923 13 0 1 0 1 403 2 ... 2495.506 9 4.529 1 0 12 21.659 2 37.307 1 -42.876 20 404 -•- 78.681 20 2.911 21 0 13 1.923 13 23.983 13 -66.696 1 405 . 3 ••• 2490.33 9 0 1 0 1 21.659 2 49.743 1 -57.168 20 406 ••• 74.799 , 20 0 1 0 1 1.923 13 31.978 13 -88.928 1 407 4 •-• 2485.155 9 -2.911 14 0 12_ 21.659 2 37.307 1 -42.876 20 • 408. , 70.918 20 -4.529 1 0 13 1.923 13 23.983 13 -66.696 1 409 5 ••• 2479.979 9 -5.823 14 0 12 21.659 2 0 1 0 1 410 ••• 67.036 20 -9.057 1 0 13 1.923 13 0 1 0 1 411 M44 1 ••• 4309.502 13 9.057 1 0 16 7.394 13 0 1 0 1 412 ••• -4016.673 10 5.823 14 0 9 -14.103 2 0 1 0 1 413 2 ••• 4305.621 13 4.529 1 0 16 7.394 13 37.307 1 -42.876 14 414 ••• -4021.848 10 2.911 14 0 9_ -14.103 2 23.983 14 -66.696 1 415 3 ••• 4301.739 13 0 1 0 1 7.394 13 49.743 1 -57.168 14 416 ••• -4027.024 10 0 1 0 1 -14.103 2 31.978 14 -88.928 1 417 4 ••• 4297.857 13 -2.911 ,23 0 16 7.394 13 37.307 1 -42.876 14 418 ••• -4032.199 10 -4.529 1 0 9 -14.103 2 23.983 14 -66.696 1 419 5 ••• 4293.975 13 -5.823 23 0 16 7.394 13 0 1 0 1 420 •-- -4037.375 10 -9.057 1 0 9 -14.103 2 0 1 0 1 421 M43A 1 ••• 2396.228 14 203.127 16 137.053,13 29.937 9 0 1 0 1 422 • -1565.53 8 54.917 13 -138.327 8 -19.521 14 0 1 0 1 423 2 ••• 2396.228 14 , 82.258 16 137.053 13 29.937 9 6338.857 13 -443.532 13 424 ••• -1565.53 8 -35.735 13 -138.327 8 -19.521 14 -6397.759 8 -6599.575 16 425 3 ••• 1977.097 9 1588.136 8 711.617 8 21.043 9 7474.597 8 20575.737 13 426 ••. -1994.749 14 -1336.442 13 -719.504 13 -18.285 14 -7609.03 13 -28254.54 8 RISA-3D Version 11.0.2 [T:\...\...\...\...\Original installation [2014]\WP161 - Platform.r3d] Page 13 Company : CALTROP Corporation Designer : E.Diaz Job Number : 140-776.10 WP161 Platform Design Checked By:M.Phillips Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Toraue[lb-in] LCy-y Moment[Ib-in]LC z-z Moment[lb-in] LC 427 4 2731.809 9 8586.779 13 6024.938 13 21.043 9 30385.233 8 66965.452 13 428 -2912.76 _ 14 -7885.759 16 -5007.297 8 -18.285 14 -29090.781 13 -83888.999 8 429 5 2410.129 10 3849.022 10 75.907 8 8.462 2 11.282 2 .366 12 430 •.• -2574.182 13 -3297.91513 -52.688 23 -4.436 13 -5.915 13 -4.5 9 Envelope Joint Reactions Joint X[Ib] LC Y[Ib] LC Z[Ib] LC MX[lb-in] LC MY[lb-in] LC MZ[lb-in] LC 1 N32 max 23725.309 2 31367.565 10 12907.23' 13 0 1 0 1 0 1 2 min -3736.495 13 -10634.546 13 -11886.043 10 0 1 0 1 0 1 3 N34 max 12484.036 13 30790.006 10 9468.709 13 0 1 0 1 0 1 4 min -23919.99 2 -19756.713 13 -12218.439 10 0 1 0 1 0 1 5 N33 max 16471.341 23 30977.859 8 6436.692 9 0 1 0 1 0 _ 1 6 min -37113.684 8 -14856.92 23 -9566.004 14 0 1 0 1 0 1 7 N31 max 39282.384 g 39455.798 g 13780.22 9 0 1 0 1 0 1 8 min -18096.923 20 -20059.551 20 -10056.226 20 0 1 0 1 0 1 9 Totals: max 38749.298 g 118079.325 2 40728 13 10 min -38749.298 12 -14039.242 23 -40728 10 RISA-3D Version 11.0.2 [T:\...\...\...\...\Original installation [2014]\WP161 - Platform.r3d] Page 14 JOB NO. 140-776.10 SHEET 1 OF 1 JOB NAME WP161 -Dalton Place Condo Crown ALTRIOIR BY E.Diaz DATE November 5,2014 CILCHECKED BY M.Phillips DATE November 5,2014 TelecomCALTROP Corporation 3400 Lakeside Drive,Suite 525,Miramar,FL 33027 Steel Tension Member (Pin-Connected) In Accordance With AISC LRFD 13th Edition Pu Member Parameters: L4x3x1/4 Horizontal Brace Fy= 36 ksi (Minimum member yield stress,AISC Table 2-3)Fu = 58 ksi (Minimum member tensile stress,A/SC Table 2-3) 111111' t= 0.250 in (Thickness of member) b= 3.0 in (Width of member) Bolt(I) = 0.75 in (Bolt diameter,ASTM A325N) Hole 4) = 0.8125 in (Bolt hole diameter per A/SC Table J3.3, Standard) Shear 1 (Shear Condition, Single= 1, Double=2) le = 1.50 in (Distance from center of bolt hole to end of member) Pu = 12.5 K (Factored Member Force, Per RISA-3D) Tensile Rupture on Net Effective Area 4)t= 0.75 (A/SC D5.1) beff= 1.09 in (Effective Edge Distance,AISC Fig. C-D5.1) 4)tPn = 4)t2(t)beff1u = 23.8 K (A/SC Eq. 05-1) Pu 5 4)tPn OK Shear Rupture on Effective Area Wsf= 0.75 (A/SC D5.2) Asf= 0.94 in2 (Shear Area on Failure Path,AISC D5.2) 4)sfPn = 4)sf0.6FuAsf = 24.5 K (AISC Eq. D5-2) Pu < 4)sfPn OK Bearing on Projected Area of the Pin t GOVERNS = 0.75 (AISC J3.10) 87.6%Stressed Lc= 1.09 in2 (Clear Distance,A/SC J3.10) 4)Rn = 4)1.2LctFu = 14.3 K (AISC Eq.J3-6a) Pu <_ 4)Rn OK Tensile Yielding in the Gross Section 4)t= 0.90 (A/SC D2) Ag = 0.75 in2 (Gross Area,AISC D2) OtPn = 4)tFyAg = 24.3 K (A/SC Eq. D2-1) Pu < 4)tPn OK Bolt Shear Vu = 12.5 k (MAX Bolt Shear, Single Sheared) (1)„rc= 15.9 K (Available Bolt Shear Strength,A/SC Table 7-1) V, 5 4vrn OK JOB NO. 140-776.10 SHEET 1 OF 2 JOB NAME WP161 -Dalton Place Condo Crown IEA I ' I" R D P® BY E.Diaz DATE November 5,2014 CHECKED BY M.Phillips DATE November 5,2014 TelecomCALTROP Corporation 3400 Lakeside Drive,Suite 525,Miramar,FL 33027 Steel Tension Member In Accordance With AISC LRFD 13th Edition Member Parameters: 2L4x3x1/4 Knee Brace (LLBB) Fy= 36 ksi (Minimum member yield stress,AISC Table 2-3) Fu = 58 ksi (Minimum member tensile stress,AISC Table 2-3) Ag = 3.38 in2 (AISC Chapter 1) • t= 0.5 in (Thickness of member) b 00 Pu b = 3 in (Width of member) Bolt 4) = 0.75 in (Bolt diameter) 9 Hole 4) = 0.8125 in (Bolt hole diameter per A/SC Table J3.3, Standard) s l Shear 2 (Bolt Shear Condition, Single=1,Double=2) #= 2 Bolts (Number of bolts, ASTM A325N) le= 1.5 in (Distance from center of bolt hole to end of member) S = 3 in (Bolt spacing) g = 1.5 in (Distance from edge of bolt hole to side of member) U = 0.6 (Shear Lag Factor,AISC Table D3.1) Pu = 55.1 k (Factored Member Force, Per RISA-3D) Tensile Yielding in the Gross Section = 0.90 (AISC D2) Ag = 3.38 in2 (Gross Area,AISC 0.3.1) OtPn = 4tFyA9 = 110 k (AISC Eq. D2-1) Pu 5 4tPn OK 50.3%Stressed Tensile Rupture in Net Section (1)t= 0.75 (AISC D2) An = 2.97 in2 (Net Area,A1SC D.3.2) Ae= 1.78 in2 (Effective Net Area,AISC 0.3.3) OtPn = 4)tFuAe = 77.6 k (AISC Eq.D2-2) Pu 5 OtPn OK 71%Stressed Block Shear Rupture = 0.75 (AISC J4.3) A9v= 2.3 in2 (Gross Area Subject to Shear,AISC J4.3) Ant= 0.5 in2 (Net Area Subject to Tension,AISC J4.3) Any= 1.6 in2 (Net Area Subject to Shear,AISC J4.3) (I)Rn = 4)(0.6FuAnv+ Ub$FUAnt) <_4)(0.6FyA9v + UbSFuAnt) = 66.6 > 60.2 Therefore, 4)Rn = 60.2 k (AISC Eq. J4-5) Pu <_ 4)Rn OK 91.5%Stressed JOB NO. 140-776.10 SHEET 2 OF 2 CEA LT REIPJOB NAME WP161 -Dalton Place Condo Crown LT D P® BY E.Diaz DATE November 5,2014 CHECKED BY M.Phillips DATE November 5,2014 TelecomCALTROP Corporation 3400 Lakeside Drive,Suite 525,Miramar,FL 33027 Bearing on Projected Area of the Pin = 0.75 (AISC J3.10) Lc= 1.09 jn2 (Clear Distance.AISC J3.10) 4Rn = (1)1.2LctFu = 28.5 k (AISC Eq.J3-6a) P„t# <_ cR„ OK 96.5%Stressed Bolt Shear V„ = 27.6 k (MAX Bolt Shear, Double Sheared) = 31.8 k (Available Bolt Shear Strength,AISC Table 7-1) VU 5 Cir„ OK 86.6%Stressed JOB NO. 140-776.10 SHEET 1 OF 1 JOB NAME WP161 -Dalton Place Condo Crown i ' i" Q P® BY E.Diaz DATE November 5,2014 _ CHECKED BY M.Phillips DATE November 5,2014 TelecomCALTROP Corporation 3400 Lakeside Drive,Suite 525,Miramar,FL 33027 AISC Standard Beam Connections All Bolted Double Angles-In Accordance With A/SC LRFD Table 10-1 Connection Elements Bolts = 3/4 inch Diameter A325N Angle Thickness = 1/4 inch (Minimum) Max Reactions (Factored,Per RISA-3D) 2 Bolts = 0.0 k <_ Standard Connection Capacity= 18.7 k OK 0%Stressed 3 Bolts= 1.0 k s Standard Connection Capacity= 32.7 k OK 3.1%Stressed 4 Bolts= 31.0 k <_ Standard Connection Capacity= 58.5 k OK 53%Stressed 5 Bolts = 0.0 k <_ Standard Connection Capacity= 88.8 k OK 0%Stressed 6 Bolts= 0.0 k <_ Standard Connection Capacity= 125.3 k OK 0%Stressed 231 Note The Osten deremeitms are from Table L "114 7-18,enter and fopterift clearances. SII IA OW A325-N 1% 1St RI +n i Mt cp a RI 111 I! A Section 8 21.5*3)xiii x 1'-11 Yk(81.88) EXAMPLE • JOB NO. 140-776.10 SHEET 1 OF 1 JOB NAME WP161 -Dalton Place Condo Crown A I •I. R IO Pe, BY E.Diaz DATE November 5,2014 CILCHECKED BY M.Phillips DATE November 5,2014 TelecomCALTROP Corporation 3400 Lakeside Drive,Suite 525,Miramar,FL 33027 Reinforced Concrete Column Short Column Designed in Accordance With ACl 318-08 Loads and Dimensions P„ = 15.3 kips (Factored Axial Load) b = 12 in (Column Width) h = 24 in (Column Overall Depth) Asmin= 2.88 in2 (Min.Area of Steel,ACI Sec. 10.9) Ag = 288 in2 (Gross Area of Concrete) fc= 3,000 psi (Concrete Compressive Strength) fy= 60,000 psi (Steel Yield Strength) k= 0.65 (Effective Length Factor) = 100 in (Unbraced Length) r= 3.6 in (Radius of Gyration per ACI Sec. 10.10.1.2) Effective Length k(I„)/r= 18.1 (Slenderness Ratio) <_ 22 - This column is Short per ACI Sec. 10.3.2 Nominal Strength (frPn,max= 0.804)[0.85fC(Ag-As)+fyAs] (ACI Eq. 10-2) = 468 kips where = 0.65 (ACI Sec. 9.3.2.2b) Pu < OPn OK 3.3%Stressed Capacity Evaluation Accordance With 2010 Florida Building Code-Existing Building Section 302.3 The load increase on the existing column due to the proposed dead loading is less than five percent of the capacity of the column. Therefore, based on the governing building code, this column is adequate to support the proposed loading. JOB NO. 140-776.10 SHEET 1 OF 1 *CICAJOB NAME WP161 -Dalton Place Condo Crown LI �® BY E.Diaz DATE November 5,2014 CHECKED BY M.Phillips DATE November 5,2014 TelecomCALTROP Corporation 3400 Lakeside Drive,Suite 525,Miramar, FL 33027 Reinforced Concrete Column Short Column Designed in Accordance With ACI 318-08 Loads and Dimensions P. = 40.0 kips (Factored Axial Load) b= 12 in (Column Width) h = 24 in (Column Overall Depth) Amin= 2.88 in2 (Min.Area of Steel,ACI Sec. 10.9) Ag= 288 in2 (Gross Area of Concrete) fC= 3,000 psi (Concrete Compressive Strength) fy= 60,000 psi (Steel Yield Strength) k= 0.65 (Effective Length Factor) I„ = 100 in (Unbraced Length) r= 3.6 in (Radius of Gyration per ACI Sec. 10.10.1.2) Effective Length k(I„)/r= 18.1 (Slenderness Ratio) <_ 22 4 This column is Short per ACI Sec. 10.3.2 Nominal Strength 4)Pn,max= 0.80(1)[0.85fc(A9-As)+fyAs] (ACI Eq. 10-2) = 468 kips where( = 0.65 (ACI Sec. 9.3.2.2b) P„ <_ 4)Pn OK 8.5%Stressed Capacity Evaluation Accordance With 2010 Florida Building Code-Existing Building Section 302.4(Exception) The load increase on the existing wall due to the proposed wind loading is less than ten percent of the capacity of the wall. Therefore, based on the governing building code, this wall is adequate to support the proposed loading. MIL. 9 ' www.hilti.us Profis Anchor 2.4.9 Company: CALTROP Corporation Page: 1 Specifier: Project: WP161 Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/4/2014 E-Mail: Specifier's comments: DALTON PLACE CONDO CROWN 870888 1 Input data ,. Anchor type and diameter: HIT-HY 200+HAS-R 316 3/4 Effective embedment depth: h p =4.500 in. h in. Material: ASTM F 593 Evaluation Service Report: ESR-3187 Issued I Valid: 5/1/2014 13/1/2016 Proof: design method ACI 318/AC308 Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: lx x ly x t=18.000 in.x 18.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: Rectangular HSS(AISC);(L x W x T)=8.000 in.x 6.000 in.x 0.500 in. Base material: uncracked concrete,3000,f�=3000 psi;h=7.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,installation condition:dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Geometry[in.]&Loading[Ib,in.lb] Z c� 8 girow 75 �+ o Y 3 r y = x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.4.9 Company: CALTROP Corporation Page: 2 Specifier: Project: WP161 Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/4/2014 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads 6 7 8 Y Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2513 5238 1750 4938 2 2513 5238 1750 4938 0 4 x 0 5 3 2513 5238 1750 4938 Tension 4 2513 5238 1750 4938 5 2513 5238 1750 4938 6 2513 5238 1750 4938 7 2513 5238 1750 4938 8 2513 5238 1750 4938 0 1 0 2 0 3 max.concrete compressive strain: -[%] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 20100[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] 3 Tension load Load Nua[Ib] Capacity,Nn[Ib] Utilization IIN=Nua/4N„ Status Steel Strength* 2513 18479 14 OK Bond Strength** 20100 57573 35 OK Concrete Breakout Strength** 20100 36251 56 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-3187 Nsteel>Nua ACI 318-08 Eq.(D-1) Variables n Ase,N[in.2] luta[psi] 1 0.33 85000 Calculations Nsa[Ib] 28430 Results Nsa[Ib] 4steel Nsa[Ib] Nua[Ib] 28430 0.650 18479 2513 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 111.111`T1 www.hilti.us Profis Anchor 2.4.9 Company: CALTROP Corporation Page: 3 Specifier: Project: WP161 Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/4/2014 E-Mail: 3.2 Bond Strength ANe Nag = (ANaO)tped,Na tVg,Na tVec,Na tVp,Na Na0 ICC-ES AC308 Eq.(D-16b) (0 Nag >_Nua ACI 318-08 Eq.(D-1) ANa =see ICC-ES AC308, Part D.5.3.7 ANao =Scr,Na ICC-ES AC308 Eq.(D-16c) Scr,Na =20dTk,uncr 5 3 her ICC-ES AC308 Eq.(D-16d) 1450 _Scr,Na ICC-ES AC308 Eq.(D-16e) Ccr,Na — 2 Wed,Na =0.7+0.3(=min15 1.0 ICC-ES AC308 Eq.(D-16m) Ccr,Na Sav 0.5 tVg,Na =tVg,Na0+[( • (1 -tpg,Nao),> 1.0 ICC-ES AC308 Eq.(D-16g) Scr,Na 1.5 Wg,Na0 = -[0111-1)' ( TKc ) ]Z 1.0 ICC-ES AC308 Eq.(D-16h) Tk,max,c k Tk,max,c=E od h ICC-ES AC308 Eq.(D-16i) 1 1Vec,Na = (1 + 2eN )<_1.0 ICC-ES AC308 Eq.(D-16j) \ Scr,Na Nap =Tk,c'Kbond•T['d' hef ICC-ES AC308 Eq.(D-16f) Variables Tk,c,uncr[Psi] danchor[in.] her[in.] Ca,min[in.] Sacg[in.] n Tkc[psi] 1880 0.750 4.500 7.500 8 1880 lc, fe[psi] ee1,N[in.] ec2,N[in.] cac[in.] Kbond 24 3000 0.000 0.000 9.123 1.00 Calculations Scr,Na[in.] Ccr,Ne[in.] ANa[in.2] ANao[in•21 Wed,Na Tk,max[psi] 13.500 6.750 810.00 182.25 1.000 1183 1Vg,Na0 'Vg,Na Wed,Na 4Jec2,Na 'Vp,Na Nao[Ib] 1.000 1.000 1.000 1.000 1.000 19929 Results Nag[Ib] bond i Nag[Ib] Nua[Ib] 88575 0.650 57573 20100 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan 1141`TI www.hilti.us Profis Anchor 2.4.9 Company: CALTROP Corporation Page: 4 Specifier: Project: WP161 Address: Sub-Project I Pos.No.: Phone I Fax: Date: 11/4/2014 E-Mail: 3.3 Concrete Breakout Strength Ncbg = \ 0)tfec,N'Ved,N IVc,N'Vcp,N Nb ACI 318-08 Eq.(D-5) Ncbg>_Nua ACI 318-08 Eq.(D-1) ANc see ACI 318-08,Part D.5.2.1, Fig.RD.5.2.1(b) ANcO =9 het ACI 318-08 Eq.(D-6) 1 Wec,N — ( 1 +2 eN <_ 1.0 ACI 318-08 Eq.(D-9) 3hef Wed,N =0.7+0.3 Gamin \ )5 1.0 ACI 318-08 Eq.(D-11) 1.5het Wcp,N =MAX`ca_min 1 Fa-c t)5 1.0 ACI 318-08 Eq.(D-13) `` cac Cac Nb =kc k hef5 ACI 318-08 Eq.(D-7) Variables 1 1 1 1 het[in.] ec1,N[in.] ec2,N[In.] Ca,min[in.] Wc,N 4.500 0.000 0.000 1.000 cac[in.] kc � I [psi] 9.123 24 1 3000 Calculations tt ANc[in.2] ANcO[In•21 Wec1,N Wec2,N Wed,N Wcp,N Nb[Ib] 810.00 182.25 1.000 1.000 1.000 1.000 12548 Results Ncbg[Ib] 4concrete Ncbg[lb] Nua[Ib] 55771 0.650 36251 20100 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 104111L 1111-11 www.nilti.us Profis Anchor 2.4.9 Company: CALTROP Corporation Page: 5 Specifier: Project: WP161 Address: Sub-Project I Pos.No.: Phone I Fax: Date: 11/4/2014 E-Mail: 4 Shear load Load Vua[Ib] Capacity+Vn[Ib] Utilization{iv=Vua/;Vn Status Steel Strength* 5238 10236 52 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength(Concrete Breakout 41908 78079 54 OK Strength controls)** Concrete edge failure in direction** N/A N/A N/A N/A *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vsa =(n 0.6 Ase,v foto) refer to ICC-ES ESR-3187 Vsteel>Vua ACI 318-08 Eq.(D-2) Variables n ANN[In•2] luta[psi] (n 0.6 Ase,v futa)[Ib] 1 0.33 85000 17060 Calculations Vsa[Ib] 17060 Results Vsa[Ib] $steel Vsa[Ib] Vua[Ib] 17060 0.600 10236 5238 4.2 Pryout Strength(Concrete Breakout Strength controls) Vcpg =kg) 1(A 0)Wec,N Wed.N Wc,N Wcp,N Nb] ACI 318-08 Eq.(D-31) 4)Vcpg>_ ua LL VACI 318-08 Eq.(D-2) ANC see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) Ar•1co =9 het ACI 318-08 Eq.(D-6) 1 Wec,N = (1 +2 eN <_ 1.0 ACI 318-08 Eq.(D-9) 3 her Wed,N =0.7+0.3 (Ca,minet)5 1.0 ACI 318-08 Eq.(D-11) 1.5h 4Jcp,N =MAX1.01.5hef� 1.0 ACI 318-08 Eq.(D-13) bac Cac Nb =kc X'hef5 ACI 318-08 Eq.(D-7) Variables kcp her[in.] ec1.N[in.] ec2.N[in.] ca.min[in.] 2 4.500 0.000 0.000 Wc,N Cac[in.] kc fc[psi] 1.000 9.123 24 1 3000 Calculations ANc 1in. 1 ANco tin.2] Wecl,N 111ec2,N Wed,N Wep,N Nb[Ib] 810.00 182.25 1.000 1.000 1.000 1.000 12548 Results Vcp9[Ib] $concrete (I)Vcpg[lb] Vua[Ib] 111542 0.700 78079 41908 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hllti AG,Schaan MITI www.hilti.us Profis Anchor 2.4.9 Company: CALTROP Corporation Page: 6 Specifier: Project: WP161 Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/4/2014 E-Mail: 5 Combined tension and shear loads RN (3v Utilization j3N,v[%] Status 0.554 0.537 5/3 73 OK 13Nv=RR+(3v<=1 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used.The cp factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions • The ACI 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan I-UI16TI www.hilti.us Profis Anchor 2.4.9 Company: CALTROP Corporation Page: 7 Specifier: Project: WP161 Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/4/2014 E-Mail: 7 Installation data Anchor plate,steel:- Anchor type and diameter:HIT-HY 200+HAS-R 316 3/4 Profile: Rectangular HSS(AISC);8.000 x 6.000 x 0.500 in. Installation torque: 1200.002 in.lb Hole diameter in the fixture:df=0.813 in. Hole diameter in the base material:0.875 in. Plate thickness(input):0.500 in. Hole depth in the base material:4.500 in. Recommended plate thickness:not calculated Minimum thickness of the base material:6.250 in. Cleaning:Premium cleaning of the drilled hole is required A 9.000 9.000 • • . 0 0 LO O 6 07 08 0 0 0 o °' o in r; O 4 05 • • �x 0 0 in 0 0 r) O 1 y 2 03 0• o Lo • • 1.500 7.500 7.500 1.500 . . • Coordinates Anchor in. Anchor x y C. c+x cif c+y Anchor x y c_x c+x c_y c.y 1 -7.500 -7.500 - - - - 5 7.500 0.000 - - - - 2 0.000 -7.500 - - - - 6 -7.500 7.500 - - - - 3 7.500 -7.500 - - - - 7 0.000 7.500 - - - - 4 -7.500 0.000 - - - - 8 7.500 7.500 - - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan i1. 111`TI www.hilti.us Profis Anchor 2.4.9 Company: CALTROP Corporation Page: 8 Specifier: Project: WP161 Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/4/2014 E-Mail: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 3614 South Ocean Blvd. O��IGFItAb.9Receipt Number: RCPT2015-068 �z q Highland Beach, Fl 33487 file,”"ANr mown 561-278-4540 i F-/ORO' Payer/Payee: JAMES K BURRELL INC Cashier: CHOLLAND Date: 01/14/2015 234 N SWINTON AVE DELRAY BEACH FL 33444 REG-5014 Fee Description Fee Amount Amount Paid Fee Balance Contractor Registration Fee $2.00 $2.00 $0.00 $2.00 $2.00 $0.00 TOTAL PAID: $2.00 Payment Method Reference Payment Amount Number CASH $2.00 Total: $2.00 Printed 01/14/2015 14:40:00 by Carol Holland Page 1 of 1 3614 South Ocean Blvd. o�Yy6Htgy Receipt Number: RCPT2014-1945 Highland Beach, Fl 33487 o... C) OW."" `"" 561-278-4540 14, 41.ORO' Payer/Payee: DALTON PLACE COND Cashier: CHOLLAND Date: 11/24/2014 4748 S. OCEAN BLVD HIGHLAND BEACH FL 00000 37180 BUILDING 4748 S.OCEAN BLVD COND Fee Description Fee Amount Amount Paid Fee Balance Planning Board Fee $200.00 $200.00 $0.00 $200.00 $200.00 $0.00 TOTAL PAID: $200.00 Payment Method Reference Payment Amount Number CHECK 7502 $200.00 Total: $200.00 Printed 11/24/2014 09:45:00 by Carol Holland Page 1 of 1