The URL can be used to link to this page

Home My WebLink About1344 3%4 S Main St WCC01 - 101113644 - PlanWIRELESS ® 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG T-1 SHEET INDEX VICINITY MAP DIRECTIONS SITE INFORMATION PROJECT DIRECTORY 11"x17" PLOT WILL BE HALF SCALE UNLESS OTHERWISE NOTED GENERAL NOTES SITE PHOTO WIRELESS ® SITE ADDRESS: 1344 3/4 WCC01 SOUTH MAIN STREET SANTA ANA, CA 92707 DISH SITE ID: LSSNA01229A SCOPE OF WORK CALIFORNIA - CODE COMPLIANCE UNDERGROUND SERVICE ALERT UTILITY NOTIFICATION CENTER OF CALIFORNIA (800) 422-4133 WWW.CALIFORNIA811.ORG · · · · · · · · · · · · · · · · · · · DISH SITE NAME: SAINT ANNE DATE STAMPED: 01/19/2023 Bldg# 101113644 - Tung Le Elec# 20178570 Issued 03/23/23 1344 3%4 S Main St WCC01 - 10111364403/23/23 T T T WIRELESS ® 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG A-1 1 DATE STAMPED: 01/18/2023 1344 3%4 S Main St WCC01 - 10111364403/23/23 WIRELESS ® 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG A-2 1 DATE STAMPED: 01/18/2023 1344 3%4 S Main St WCC01 - 10111364403/23/23 WIRELESS ® 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG A-3 2 1 3 DATE STAMPED: 01/18/2023 1344 3%4 S Main St WCC01 - 10111364403/23/23 WIRELESS ® 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG A-4 2 1 DATE STAMPED: 01/18/2023 1344 3%4 S Main St WCC01 - 10111364403/23/23 WIRELESS ® 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG A-5 2 1 DATE STAMPED: 01/18/2023 1344 3%4 S Main St WCC01 - 10111364403/23/23 WIRELESS ® 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG D-1 1 4 7 2 5 8 3 6 9 DATE STAMPED: 01/18/2023 1344 3%4 S Main St WCC01 - 10111364403/23/23 WIRELESS ® 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG D-2 1 4 7 2 5 8 6 9 3 DATE STAMPED: 01/18/2023 1344 3%4 S Main St WCC01 - 10111364403/23/23 WIRELESS ® 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG E-1 3 2 1 LOAD SERVED VOLT AMPS (WATTS) L1 L2 TRIP CKT #PHASE LOAD SERVED VOLT AMPS (WATTS) L1 L2 TRIP CKT # DATE STAMPED: 01/18/2023 1344 3%4 S Main St WCC01 - 10111364403/23/23 WIRELESS ® 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG E-2 1 4 7 2 5 8 3 6 DATE STAMPED: 01/18/2023 1344 3%4 S Main St WCC01 - 10111364403/23/23 WIRELESS ® 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG G-1 1 2 ” “ ” 1 2 DATE STAMPED: 01/18/2023 1344 3%4 S Main St WCC01 - 10111364403/23/23 WIRELESS ® 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG G-2 1 4 7 2 5 8 3 6 9 DATE STAMPED: 01/18/2023 1344 3%4 S Main St WCC01 - 10111364403/23/23 WIRELESS ® 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG GN-1 DATE STAMPED: 01/18/2023 1344 3%4 S Main St WCC01 - 10111364403/23/23 WIRELESS ® 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG GN-2 DATE STAMPED: 01/18/2023 1344 3%4 S Main St WCC01 - 10111364403/23/23 WIRELESS ® 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG GN-3 · · · · · · · DATE STAMPED: 01/18/2023 1344 3%4 S Main St WCC01 - 10111364403/23/23 WIRELESS ® 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG GN-4 DATE STAMPED: 01/18/2023 1344 3%4 S Main St WCC01 - 10111364403/23/23 YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments · Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. · Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. · If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. · In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. · Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1.Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2.Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3.Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4.Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5.Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6.Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7.Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8.Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9.Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10.Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11.*Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( )Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM 1344 3%4 S Main St WCC01 - 10111364403/23/23 O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS:  No further action required on this specific plan type, based on information provided on: ____/______/______.  Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs 1344 3%4 S Main St WCC01 - 10111364403/23/23 Page | 1 Date: December 19, 2022 Ladera Engineering Group engineering@laderaeg.com Subject:Structural DesignReport Carrier/Client Designation:Dish Wireless New Installation CarrierSite Number:LSSNA01229A CarrierSite Name:Saint Anne Engineering Firm Designation:Ladera Engineering Group Record ID#.: 22.102 Site Data:1344 South Main Street, Santa Ana, Orange County, CA, 92707 Latitude 33°4344.7204 Longitude -117°524.7994 Structure Information:Structure Type:Rooftop Mean RoofHeight:67.5ft. Mount Type:Pipe Mounts RAD Centerline:44.0 ft. Ladera Engineering Group is pleased to submit this Structural DesignReport to determine the structural integrity of Dish Wirelesss Pipe Mounts, existing supporting structure and cabinet anchorage with the proposed appurtenance and equipment addition on the abovementioned. Based on our analysis we have determined the structural usage level to be: Pipe Mounts Sufficient This analysis utilizes an ultimate 3-second gust wind speed of 95mph as required by the 2022 California Building Code. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Respectfully Submitted by: Kevin C. Diaz, P.E. 858-386-8686 kdiaz@laderaeg.com KD 12/19/2022 Exp: 09/30/2023 1344 3%4 S Main St WCC01 - 10111364403/23/23 Page | 2 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration 3) ANALYSIS PROCEDURE Table 2 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 3.3) Liability Waiver and Limitations 4) ANALYSIS RESULTS Table 3 - Mount Component Stresses vs. Capacity Table 4 – Supporting Structure Component Stresses vs. Capacity 4.1) Recommendations Table 5 – Specified Cabinet Anchorage 5) APPENDIX A Wire Frame and Rendered Models 6) APPENDIX B Software Input Calculations 7) APPENDIX C Software Analysis Output 8) APPENDIX D Additional Calculations 1344 3%4 S Main St WCC01 - 10111364403/23/23 Page | 3 1) INTRODUCTION Ladera Engineering Group performed structural design calculations for the proposed Pipe Mounts, cabinet anchorage and structural analysis of the existing supporting structure located at the aforementioned address. All referenced supporting documents have been obtained from the client and are assumed to be accurate and applicable to this site. 2) ANALYSIS CRITERIA Building Code: 2018 IBC / 2022 CBC Standard Revision: ASCE 7-16 / TIA-222-H Risk Category: II Ultimate Wind Speed: 95 mph Exposure Category: C Topographic Factor at Base: 1.0 Topographic Factor at Mount: 1.0 Seismic Ss: 1.284 Seismic S1: 0.459 HSML: 79.9 ft Table 1 - Proposed Equipment Configuration Mount Centerline (ft) Antenna Centerline (ft) Number of Antennas Antenna Manufacturer Antenna Model Mount 44.0 44.0 3 JMA Wireless MX80FRO465-20 Pipe Mounts3Samsung RT4450t-70A 3 Samsung RT4450t-71A 1 Raycap RDIDC-9181-PF-48 Centerline (ft)Qty. Manufacturer Model Height (in) Width (in) Depth (in) Weight (lbs) 3.4 1 Great Lakes DC#12804-AC w/ Plinth 81.0 32.0 46.0 409.0 3) ANALYSIS PROCEDURE Table 2 - Documents Provided Document Remarks Reference Construction Drawings CDG Site No. LSSNA01229A dated December 15, 2022 Structural Analysis (Sprint) Core Development Services Project Name: OG54XC452 dated January 28, 2015 Site Walk Photos CDG Dated July 12, 2022 1344 3%4 S Main St WCC01 - 10111364403/23/23 Page | 4 3.1) Analysis Method RISA-3D (Version 17.0.4), a commercially available analysis software package, was used to create a three-dimensional model of the antenna mounting system and calculate member stresses for various loading cases. Load Calculator v1.2, a tool internally developed by Ladera Engineering Group, was used to calculate wind and seismic loading on all appurtenances, dishes and mount members for various loading cases. Selected output from the analysis is included in Appendix B Software Input Calculations. 3.2) Assumptions 1) The antenna mounting and the supporting structural system were properly fabricated, installed and maintained in good condition in accordance with its original design and manufacturer's specifications. 2) The configuration of antennas, mounts, and other appurtenances are as specified in Table 1 and the referenced drawings. 3) All member connections are assumed to have been designed to meet or exceed the load carrying capacity of the connected member unless otherwise specified in this report. 4) The analysis will be required to be revised if the existing conditions in the field differ from those shown in the above- referenced documents or assumed in this analysis. No allowance was made for any damaged, missing, or rusted members. 5) All bolted connections are pretensioned in accordance with Table 8.2 of the RCSC, 2014 Standard. 6) Steel grades have been assumed as follows, unless noted otherwise: Channel, Solid Round, Angle, Plate ASTM A36 (GR 36) HSS (Rectangular) ASTM A500 (GR B-46) HSS (Circular) ASTM A500 (GR B-42) Pipe ASTM A53 (GR 35) Connection Bolts ASTM A325 U-Bolts ASTM A307 This analysis may be affected if any assumptions are not valid or have been made in error. Ladera Engineering Group should be notified to determine the effect on the structural integrity of the antenna mounting system. 3.3) Liability Waiver and Limitations Our structural calculations are completed assuming all information provided to Ladera Engineering Group is accurate and applicable to this site. For the purposes of calculations, we assume an overall structure condition as erected and all members and connections to be free of corrosion and/or structural defects. The structure owner and/or contractor shall verify the structures condition prior to installation of any proposed equipment. If actual conditions differ from those described in this report, Ladera Engineering Group should be notified immediately to assess the impact on the results of this report. Our evaluation is completed using industry standard methods and procedures. The structural results, conclusions and recommendations contained in this report are proprietary and should not be used by others as their own. Ladera Engineering Group is not responsible for decisions made by others that are or are not based on the stated assumptions and conclusions in this report. This report is an evaluation of the specified carriers mount structure and corresponding supporting structure only and does not determine the adequacy of other carrier mounts or cable mounting attachments. The analysis of these elements is outside the scope of this analysis, are assumed to be adequate for the purpose of this report and to have been installed per their manufacturer requirements. This document is not for construction purposes. 1344 3%4 S Main St WCC01 - 10111364403/23/23 Page | 5 4) ANALYSIS RESULTS Table 3 - Mount Component Stresses vs. Capacity Notes Component Critical Member % Capacity Pass / Fail 1 Mount Pipe(s)MP1 39.6 Pass Unistrut(s)U1 2.7 Pass 2 Mount Connection(s)--90.3 Pass Table 4 – Supporting Structure Component Stresses vs. Capacity Notes Component Critical Member % Capacity Pass / Fail 3 Church Steeple -- -- Acceptable Structure Rating (max from all components) = 90.3% Notes: 1)See additional documentation in "Appendix C - Software Analysis Output" for calculations supporting the % capacity consumed. 2)See additional documentation in “Appendix D – Additional Calculations” for additional calculations. 3)Proposed mounts and appurtenances are fully shielded to wind behind FRP screens and steeple walls. Per sections 502A and 503A of the 2022 California Existing Building Code, additions and alterations to the existing supporting structure that does not increase the demand to capacity ratio of gravity or lateral load carrying members by more than 5% or 10%, respectively, can be considered adequate. As such, Ladera Engineering Group considers this supporting structure to be adequate in carrying the proposed carrier's equipment configuration as listed in this report. 4.1) Recommendations The mount has sufficient capacity to carry the proposed loading configuration. In order for the results of the analysis to be considered valid, the structural modifications listed below must be completed. 1. Installation of proposed mounts detailed in Construction Drawings by CDG, dated December 15, 2022. The cabinet anchorage has sufficient capacity for the proposed corresponding equipment. In order for the results of the analysis to be considered valid, the specified anchorage listed below must be installed. Table 5 – Specified Cabinet Anchorage Manufacturer Model Qty. Anchorage Type Anchorage Size (in) Eff. Embedment (in) Great Lakes DC#12804-AC w/ Plinth 4 Hilti KB-TZ2 SS 304 1/2"3.25” No structural modifications are required at this time, provided that the above-listed changes are implemented. If you have any questions, require additional information, or believe the actual conditions differ from those detailed in this report, please contact us immediately. 1344 3%4 S Main St WCC01 - 10111364403/23/23 Page | 6 APPENDIX A WIRE FRAME AND RENDERED MODELS 1344 3%4 S Main St WCC01 - 10111364403/23/23 Ladera Engineering Group KD 22.102 LSSNA01229A - Saint Anne Render Dec 19, 2022 at 11:41 AM LSSNA01229A_loaded.r3d Y XZ Envelope Only Solution 1344 3%4 S Main St WCC01 - 10111364403/23/23 Ladera Engineering Group KD 22.102 LSSNA01229A - Saint Anne Wireframe Dec 19, 2022 at 11:41 AM LSSNA01229A_loaded.r3d M1 MP 1 M2 U1 U2 M6 M7 M8 Y XZ Envelope Only Solution 1344 3%4 S Main St WCC01 - 10111364403/23/23 Page | 7 APPENDIX B SOFTWARE INPUT CALCULATIONS 1344 3%4 S Main St WCC01 - 10111364403/23/23 Record ID #: Carrier Site ID: Carrier Site Name: Date: References ASCE 7-16 - - - - ft. - - - ft. - - - - - - TIA-222-H Section 2.6.5 - TIA-222-H Table 2-10 ft. TIA-222-H Section 2.6.8 - TIA-222-H Section 2.6.6.2.1 - TIA-222-H Section 2.6.6.1 ft. - ft. - L/2= 0.0 ft. - x= 0.0 ft. - Vbasic= 95 mph ASCE Hazard Tool Vice= 0 mph ASCE Hazard Tool ti= 0.0 in ASCE Hazard Tool Ss= 1.284 g ASCE Hazard Tool S1 = 0.459 g ASCE Hazard Tool Saint Anne LSSNA01229A 22.102 PROJECT DATA Seismic Parameters Wind and Ice Parameters Overall Site Parameters SITE PARAMETER INPUTS STRUCTURE DETAILS APPLICABLE CODES AND STANDARDS Structure Type: Design Standard: Local Building Code: Building Code: 12/19/2022 MOUNT ANALYSIS 1 Second Accel.: Short Period Accel.: Design Ice Thickness: Design Ice Wind Speed: Design Wind Speed: Site Class: Exposure Category: Structure Risk Category Distance from Crest: Crest to Mid-Height: Topographic Feature: Topographic Category: Ground Elevation (zs): Base Point Elevation: Crest Point Elevation: Number of Sectors: Mount Elevation: Mount Type: Structure Height: TIA-222-H Rooftop 44.0 67.5 Building 3 2018 IBC 2022 CBC 0.0 0.0 N/A 1 79.87 D - Default C II 1 1344 3%4 S Main St WCC01 - 10111364403/23/23 Ks= 1.00 - TIA-222-H Section 2.6.7 Kz= 1.06 - TIA-222-H Section 2.6.5.2 Kd= 0.95 - TIA-222-H Section 16.6 SA Gh= 1.00 - TIA-222-H Section 16.6 SA Ka= 0.90 - TIA-222-H Section 16.6 Ke= 1.00 - TIA-222-H Section 2.6.8 Kzt_base= 1.00 - TIA-222-H Section 2.6.6.2.2 Kzt= 1.00 - TIA-222-H Section 2.6.6.2.2 Iw= -- - -- q z= 23.3 psf TIA-222-H Section 2.6.11.6 psf TIA-222-H Section 2.6.11.2 psf TIA-222-H Section 2.6.11.2 Kiz= 1.03 - TIA-222-H Section 2.6.10 Iwi= -- - -- q zi= 0.0 psf TIA-222-H Section 2.6.9.6 psf TIA-222-H Section 2.6.11.2 Ii= 1.00 - TIA-222-H Table 2-3 tiz= 0.00 in TIA-222-H Section 2.6.10 SDS= 1.027 g TIA-222-H Section 2.7.5 SD1 = 0.367 g TIA-222-H Section 2.7.5 Fa= 1.20 - TIA-222-H Table 2-11 Fv= 1.20 - TIA-222-H Table 2-12 Cs= 0.51 - TIA-222-H Section 2.7.7.1.1 AS= 3.00 - TIA-222-H Section 2.7.8.1 / Section 16.7 Ie= 1.00 - TIA-222-H Table 2-3 1 2-17 TIA-222-H, Section 2.3.2 18-33 TIA-222-H, Section 2.3.2 34-49 TIA-222-H, Section 2.3.2 50-65 66-81 82-83 84+ *Analysis considers loads in 30 degree increments, from 0 to 330 degrees Ice Wind Pressure: Seismic Parameters Importance Factor: Amplification Factor: Seismic Response Coefficient: 1 Second Coeff.: Short Period Coeff.: 1 Second Des.: Short Period Des.: Ice Parameters Mount Ice Thickness: Ice Velocity Pressure: Ice Importance Factor: Gust Effect Factor: LOAD COMBINATIONS 1.4DL 25.2 25.2 41.9 (0.9-0.2Sds)DL + 1.0E (1.2+0.2Sds)DL + 1.0E 1.2DL + 1DLi + 1WLi 0.9DL + 1WL 1.2DL + 1WL SITE PARAMETER CALCULATIONS Ice Wind Importance Factor: Wind Parameters Mount Topographic Factor: Base Topographic Factor: Round Member Pressure: Wind Directionality Factor: Velocity Pressure Coefficient: Rooftop WindSpeed Up Factor: 1.2DL + 1.5Lm + 1.0Wm 1.2DL + 1.5 Lv Ice Height Escalation Factor: Flat Member Pressure: Wind Importance Factor Ground Elevation Factor: Velocity Pressure: Shielding Factor: 2 1344 3%4 S Main St WCC01 - 10111364403/23/23 Manufacturer Model Qty. Height Width Depth -- -- -- [in.] [in.] [in.] JMA WIRELESS MX80FRO465-20 1 48 20 8 AMSUNG TELECOMMUNICAT RT4450T-70A 1 15 15 8.9 AMSUNG TELECOMMUNICAT RT4450T-71A 1 15 16.5 11.02 RAYCAP RDIDC-9181-PF-48 1 16.57 14.57 8.46 EQUIPMENT SUMMARY 3 1344 3%4 S Main St WCC01 - 10111364403/23/23 Equipment Name Elevation EPAN* EPAT* FN** FT** --[ft.] [ft2] [ft2] [lbs] [lbs] MX80FRO465-20 44 0 0 0 0 RT4450T-70A 44 0 0 0 0 RT4450T-71A 44 0 0 0 0 RDIDC-9181-PF-48 44 0 0 0 0 *Dish EPA for wind conditions is considered to be the face area of the dish **Dish forces are calculated by multiplying the dish face area by a force factor EQUIPMENT FORCE CALCULATIONS (WIND) 4 1344 3%4 S Main St WCC01 - 10111364403/23/23 Equipment Name Elevation EPAN EPAT FN FT -- [ft.] [ft2] [ft2] [lbs] [lbs] MX80FRO465-20 44 0 0 0 0 RT4450T-70A 44 0 0 0 0 RT4450T-71A 44 0 0 0 0 RDIDC-9181-PF-48 44 0 0 0 0 EQUIPMENT FORCE CALCULATIONS (ICE) 5 1344 3%4 S Main St WCC01 - 10111364403/23/23 Equipment Name Elevation Weight Fp --[ft.] [lbs] [lbs] MX80FRO465-20 44 71.3 109.85904 RT4450T-70A 44 81.3 125.26704 RT4450T-71A 44 104.58 161.136864 RDIDC-9181-PF-48 44 21.85 33.66648 TOTAL= 279.03 429.929424 EQUIPMENT FORCE CALCULATIONS SEISMIC 6 1344 3%4 S Main St WCC01 - 10111364403/23/23 Elevation view Plan View MP1 1344 3%4 S Main St WCC01 - 10111364403/23/23 Equipment Name Qty. Azimuths Mount Pipe Locations -- -- Degrees -- MX80FRO465-20 1 10/100/260/30 MP1 RT4450T-70A 1 90/180/90/30 MP1 RT4450T-71A 1 90/180/90/30 MP1 RDIDC-9181-PF-48 1 0/180/90/30 U1 EQUIPMENT LAYOUT 1344 3%4 S Main St WCC01 - 10111364403/23/23 ASCE 7 Hazards Report Address: No Address at This Location Standard: ASCE/SEI 7-16 Latitude: 33.729089 Risk Category: II Longitude: -117.868 Soil Class: D - Default (see Section 11.4.3) Elevation: 79.87 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source:ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1CC.2-4, and Section 26.5.2 Date Accessed:Mon Dec 19 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3 https://asce7hazardtool.online/ Mon Dec 19 2022 1344 3%4 S Main St WCC01 - 10111364403/23/23 SS : 1.284 S1 : 0.459 F a : 1 .2 F v : N/A SMS : 1.541 SM1 : N/A SDS : 1.027 SD1 : N/A T L : 8 PGA : 0.543 PGA M : 0.652 F PGA : 1 .2 Ie : 1 C v : 1 .357 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Mon Dec 19 2022 Page 2 of 3 https://asce7hazardtool.online/ Mon Dec 19 2022 1344 3%4 S Main St WCC01 - 10111364403/23/23 Ice Results: Data Source: Date Accessed: Ice Thickness: 0 in. Concurrent Temperature: 25 F Gust Speed 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Mon Dec 19 2022 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided as is and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. Page 3 of 3 https://asce7hazardtool.online/ Mon Dec 19 2022 1344 3%4 S Main St WCC01 - 10111364403/23/23 Page | 8 APPENDIX C SOFTWARE ANALYSIS OUTPUT 1344 3%4 S Main St WCC01 - 10111364403/23/23 Company : Ladera Engineering Group Dec 19, 2022 11:41 AMDesigner : KD Job Number : 22.102 Checked By:_____ Model Name : LSSNA01229A - Saint Anne (Global) Model Settings Display Sections for Member Calcs Max Internal Sections for Member Calcs Include Shear Deformation? Increase Nailing Capacity for Wind? Include Warping? Trans Load Btwn Intersecting Wood Wall? Area Load Mesh (in^2) Merge Tolerance (in) P-Delta Analysis Tolerance Include P-Delta for Walls? Automatically Iterate Stiffness for Walls? Max Iterations for Wall Stiffness Gravity Acceleration (in/sec^2) Wall Mesh Size (in) Eigensolution Convergence Tol. (1.E-) Vertical Axis Global Member Orientation Plane Static Solver Dynamic Solver 5 97 Yes Yes Yes Yes 144 .12 0.50% Yes Yes 3 386.4 24 4 Y XZ Sparse Accelerated Accelerated Solver Hot Rolled Steel Code Adjust Stiffness? RISAConnection Code Cold Formed Steel Code Wood Code Wood Temperature Concrete Code Masonry Code Aluminum Code Stainless Steel Code Adjust Stiffness? AISC 15th(360-16): LRFD Yes(Iterative) AISC 15th(360-16): LRFD AISI S100-16: LRFD AWC NDS-18: ASD < 100F ACI 318-14 TMS 402-16: ASD AA ADM1-15: ASD - Building AISC 14th(360-10): LRFD Yes(Iterative) Number of Shear Regions Region Spacing Increment (in) Biaxial Column Method Parme Beta Factor (PCA) Concrete Stress Block Use Cracked Sections? Use Cracked Sections Slab? Bad Framing Warnings? Unused Force Warnings? Min 1 Bar Diam. Spacing? Concrete Rebar Set Min % Steel for Column Max % Steel for Column 4 4 Exact Integration .65 Rectangular Yes Yes No Yes Yes REBAR_SET_ASTMA615 1 8 RISA-3D Version 17.0.4 Page 1 [Z:\...\...\...\...\...\...\04-Structural\Analysis\LSSNA01229A_loaded.r3d] 1344 3%4 S Main St WCC01 - 10111364403/23/23 Company : Ladera Engineering Group Dec 19, 2022 11:41 AMDesigner : KD Job Number : 22.102 Checked By:_____ Model Name : LSSNA01229A - Saint Anne (Global) Model Settings, Continued Seismic Code Seismic Base Elevation (in) Add Base Weight? Ct X Ct Z T X (sec) T Z (sec) R X R Z Ct Exp. X Ct Exp. Z SD1 SDS S1 TL (sec) Risk Cat Drift Cat ASCE 7-16 Not Entered Yes .02 .02 Not Entered Not Entered 3 3 .75 .75 1 1 1 5 I or II Other Om Z Om X Cd Z Cd X Rho Z Rho X 1 1 4 4 1 1 Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 M1 N1 N2 Pipe Mounts Beam None A53 Gr.B Typical 2 MP1 N2 N4 Pipe Mounts Beam None A53 Gr.B Typical 3 M2 N3 N4 Pipe Mounts Beam None A53 Gr.B Typical 4 U1 N5 N7 Unistruts Beam None A653 SS ... Typical 5 U2 N6 N8 Unistruts Beam None A653 SS ... Typical 6 M6 N12 N10 RIGID None None RIGID Typical 7 M7 N13 N11 RIGID None None RIGID Typical 8 M8 N14 N9 RIGID None None RIGID Typical Material Takeoff Material Size Pieces Length[in]Weight[K] 1 General 2 RIGID 3 24 0 3 Total General 3 24 0 4 5 Hot Rolled Steel 6 A53 Gr.B PIPE_2.0 3 124 .036 7 Total HR Steel 3 124 .036 8 9 Cold Formed Steel 10 A653 SS Gr33 P1000 2 36 .006 11 Total CF Steel 2 36 .006 RISA-3D Version 17.0.4 Page 2 [Z:\...\...\...\...\...\...\04-Structural\Analysis\LSSNA01229A_loaded.r3d] 1344 3%4 S Main St WCC01 - 10111364403/23/23 Company : Ladera Engineering Group Dec 19, 2022 11:41 AMDesigner : KD Job Number : 22.102 Checked By:_____ Model Name : LSSNA01229A - Saint Anne Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point DistributedArea(Me...Surface(... 1 Self Weight DL -1 6 2 Structure Wind Z WLZ 3 Structure Wind X WLX 4 Wind Load 0 AZI WLZ 12 5 Wind Load 30 AZI None 12 6 Wind Load 45 AZI None 12 7 Wind Load 60 AZI None 12 8 Wind Load 90 AZI WLX 12 9 Wind Load 120 AZI None 12 10 Wind Load 135 AZI None 12 11 Wind Load 150 AZI None 12 12 Seismic Load Z ELZ -1.541 6 13 Seismic Load X ELX -1.541 6 14 Snow Load SL 15 Roof Live Load RLL 16 Live Load LL Load Combinations Description So...P... S... BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac... 1 1.4DL Yes Y DL 1.4 2 1.2DL + 1WL 0 AZI Yes Y DL 1.2 2 1 3 4 1 3 1.2DL + 1WL 30 AZI Yes Y DL 1.2 2 .866 3 .5 5 1 4 1.2DL + 1WL 45 AZI Yes Y DL 1.2 2 .707 3 .707 6 1 5 1.2DL + 1WL 60 AZI Yes Y DL 1.2 2 .5 3 .866 7 1 6 1.2DL + 1WL 90 AZI Yes Y DL 1.2 2 3 1 8 1 7 1.2DL + 1WL 120 AZI Yes Y DL 1.2 2 -.5 3 .866 9 1 8 1.2DL + 1WL 135 AZI Yes Y DL 1.2 2 -.707 3 .707 10 1 9 1.2DL + 1WL 150 AZI Yes Y DL 1.2 2 -.866 3 .5 11 1 10 1.2DL + 1WL 180 AZI Yes Y DL 1.2 2 -1 3 4 -1 11 1.2DL + 1WL 210 AZI Yes Y DL 1.2 2 -.866 3 -.5 5 -1 12 1.2DL + 1WL 225 AZI Yes Y DL 1.2 2 -.707 3 -.707 6 -1 13 1.2DL + 1WL 240 AZI Yes Y DL 1.2 2 -.5 3 -.866 7 -1 14 1.2DL + 1WL 270 AZI Yes Y DL 1.2 2 3 -1 8 -1 15 1.2DL + 1WL 300 AZI Yes Y DL 1.2 2 .5 3 -.866 9 -1 16 1.2DL + 1WL 315 AZI Yes Y DL 1.2 2 .707 3 -.707 10 -1 17 1.2DL + 1WL 330 AZI Yes Y DL 1.2 2 .866 3 -.5 11 -1 18 0.9DL + 1WL 0 AZI Yes Y DL .9 2 1 3 4 1 19 0.9DL + 1WL 30 AZI Yes Y DL .9 2 .866 3 .5 5 1 20 0.9DL + 1WL 45 AZI Yes Y DL .9 2 .707 3 .707 6 1 21 0.9DL + 1WL 60 AZI Yes Y DL .9 2 .5 3 .866 7 1 22 0.9DL + 1WL 90 AZI Yes Y DL .9 2 3 1 8 1 23 0.9DL + 1WL 120 AZI Yes Y DL .9 2 -.5 3 .866 9 1 24 0.9DL + 1WL 135 AZI Yes Y DL .9 2 -.707 3 .707 10 1 25 0.9DL + 1WL 150 AZI Yes Y DL .9 2 -.866 3 .5 11 1 26 0.9DL + 1WL 180 AZI Yes Y DL .9 2 -1 3 4 -1 27 0.9DL + 1WL 210 AZI Yes Y DL .9 2 -.866 3 -.5 5 -1 28 0.9DL + 1WL 225 AZI Yes Y DL .9 2 -.707 3 -.707 6 -1 29 0.9DL + 1WL 240 AZI Yes Y DL .9 2 -.5 3 -.866 7 -1 30 0.9DL + 1WL 270 AZI Yes Y DL .9 2 3 -1 8 -1 RISA-3D Version 17.0.4 Page 3 [Z:\...\...\...\...\...\...\04-Structural\Analysis\LSSNA01229A_loaded.r3d] 1344 3%4 S Main St WCC01 - 10111364403/23/23 Company : Ladera Engineering Group Dec 19, 2022 11:41 AMDesigner : KD Job Number : 22.102 Checked By:_____ Model Name : LSSNA01229A - Saint Anne Load Combinations (Continued) Description So...P... S... BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac... 31 0.9DL + 1WL 300 AZI Yes Y DL .9 2 .5 3 -.866 9 -1 32 0.9DL + 1WL 315 AZI Yes Y DL .9 2 .707 3 -.707 10 -1 33 0.9DL + 1WL 330 AZI Yes Y DL .9 2 .866 3 -.5 11 -1 34 (1.2+0.2Sds)DL + 1E ... Yes Y DL 1.4... 12 1 13 35 (1.2+0.2Sds)DL + 1E ... Yes Y DL 1.4... 12 .866 13 .5 36 (1.2+0.2Sds)DL + 1E ... Yes Y DL 1.4... 12 .707 13 .707 37 (1.2+0.2Sds)DL + 1E ... Yes Y DL 1.4... 12 .5 13 .866 38 (1.2+0.2Sds)DL + 1E ... Yes Y DL 1.4... 12 13 1 39 (1.2+0.2Sds)DL + 1E ... Yes Y DL 1.4... 12 -.5 13 .866 40 (1.2+0.2Sds)DL + 1E ... Yes Y DL 1.4... 12 -.707 13 .707 41 (1.2+0.2Sds)DL + 1E ... Yes Y DL 1.4... 12 -.866 13 .5 42 (1.2+0.2Sds)DL + 1E ... Yes Y DL 1.4... 12 -1 13 43 (1.2+0.2Sds)DL + 1E ... Yes Y DL 1.4... 12 -.866 13 -.5 44 (1.2+0.2Sds)DL + 1E ... Yes Y DL 1.4... 12 -.707 13 -.707 45 (1.2+0.2Sds)DL + 1E ... Yes Y DL 1.4... 12 -.5 13 -.866 46 (1.2+0.2Sds)DL + 1E ... Yes Y DL 1.4... 12 13 -1 47 (1.2+0.2Sds)DL + 1E ... Yes Y DL 1.4... 12 .5 13 -.866 48 (1.2+0.2Sds)DL + 1E ... Yes Y DL 1.4... 12 .707 13 -.707 49 (1.2+0.2Sds)DL + 1E ... Yes Y DL 1.4... 12 .866 13 -.5 50 (0.9-0.2Sds)DL + 1E 0...Yes Y DL .695 12 1 13 51 (0.9-0.2Sds)DL + 1E 3...Yes Y DL .695 12 .866 13 .5 52 (0.9-0.2Sds)DL + 1E 4...Yes Y DL .695 12 .707 13 .707 53 (0.9-0.2Sds)DL + 1E 6...Yes Y DL .695 12 .5 13 .866 54 (0.9-0.2Sds)DL + 1E 9...Yes Y DL .695 12 13 1 55 (0.9-0.2Sds)DL + 1E 1...Yes Y DL .695 12 -.5 13 .866 56 (0.9-0.2Sds)DL + 1E 1...Yes Y DL .695 12 -.707 13 .707 57 (0.9-0.2Sds)DL + 1E 1...Yes Y DL .695 12 -.866 13 .5 58 (0.9-0.2Sds)DL + 1E 1...Yes Y DL .695 12 -1 13 59 (0.9-0.2Sds)DL + 1E 2...Yes Y DL .695 12 -.866 13 -.5 60 (0.9-0.2Sds)DL + 1E 2...Yes Y DL .695 12 -.707 13 -.707 61 (0.9-0.2Sds)DL + 1E 2...Yes Y DL .695 12 -.5 13 -.866 62 (0.9-0.2Sds)DL + 1E 2...Yes Y DL .695 12 13 -1 63 (0.9-0.2Sds)DL + 1E 3...Yes Y DL .695 12 .5 13 -.866 64 (0.9-0.2Sds)DL + 1E 3...Yes Y DL .695 12 .707 13 -.707 65 (0.9-0.2Sds)DL + 1E 3...Yes Y DL .695 12 .866 13 -.5 66 1.2DL + 1.6L + 0.5Lr Yes Y DL 1.2 LL 1.6 RLL .5 67 1.2DL + 1.6Lr + 1L Yes Y DL 1.2 RLL 1.6 LL 1 68 1.2DL + 1.6Lr + 0.5WL...Yes Y DL 1.2 RLL 1.6 2 .5 3 4 .5 69 1.2DL + 1.6Lr + 0.5WL...Yes Y DL 1.2 RLL 1.6 2 .433 3 .25 5 .5 70 1.2DL + 1.6Lr + 0.5WL...Yes Y DL 1.2 RLL 1.6 2 .354 3 .354 6 .5 71 1.2DL + 1.6Lr + 0.5WL...Yes Y DL 1.2 RLL 1.6 2 .25 3 .433 7 .5 72 1.2DL + 1.6Lr + 0.5WL...Yes Y DL 1.2 RLL 1.6 2 3 .5 8 .5 73 1.2DL + 1.6Lr + 0.5WL...Yes Y DL 1.2 RLL 1.6 2 -.25 3 .433 9 .5 74 1.2DL + 1.6Lr + 0.5WL...Yes Y DL 1.2 RLL 1.6 2 -.354 3 .354 10 .5 75 1.2DL + 1.6Lr + 0.5WL...Yes Y DL 1.2 RLL 1.6 2 -.433 3 .25 11 .5 76 1.2DL + 1.6Lr + 0.5WL...Yes Y DL 1.2 RLL 1.6 2 -.5 3 4 -.5 77 1.2DL + 1.6Lr + 0.5WL...Yes Y DL 1.2 RLL 1.6 2 -.433 3 -.25 5 -.5 78 1.2DL + 1.6Lr + 0.5WL...Yes Y DL 1.2 RLL 1.6 2 -.354 3 -.354 6 -.5 79 1.2DL + 1.6Lr + 0.5WL...Yes Y DL 1.2 RLL 1.6 2 -.25 3 -.433 7 -.5 80 1.2DL + 1.6Lr + 0.5WL...Yes Y DL 1.2 RLL 1.6 2 3 -.5 8 -.5 81 1.2DL + 1.6Lr + 0.5WL...Yes Y DL 1.2 RLL 1.6 2 .25 3 -.433 9 -.5 82 1.2DL + 1.6Lr + 0.5WL...Yes Y DL 1.2 RLL 1.6 2 .354 3 -.354 10 -.5 RISA-3D Version 17.0.4 Page 4 [Z:\...\...\...\...\...\...\04-Structural\Analysis\LSSNA01229A_loaded.r3d] 1344 3%4 S Main St WCC01 - 10111364403/23/23 Company : Ladera Engineering Group Dec 19, 2022 11:41 AMDesigner : KD Job Number : 22.102 Checked By:_____ Model Name : LSSNA01229A - Saint Anne Load Combinations (Continued) Description So...P... S... BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac... 83 1.2DL + 1.6Lr + 0.5WL...Yes Y DL 1.2 RLL 1.6 2 .433 3 -.25 11 -.5 84 1.2DL + 1L + 0.5Lr + 1...Yes Y DL 1.2 LL 1 RLL .5 2 1 3 4 1 85 1.2DL + 1L + 0.5Lr + 1...Yes Y DL 1.2 LL 1 RLL .5 2 .866 3 .5 5 1 86 1.2DL + 1L + 0.5Lr + 1...Yes Y DL 1.2 LL 1 RLL .5 2 .707 3 .707 6 1 87 1.2DL + 1L + 0.5Lr + 1...Yes Y DL 1.2 LL 1 RLL .5 2 .5 3 .866 7 1 88 1.2DL + 1L + 0.5Lr + 1...Yes Y DL 1.2 LL 1 RLL .5 2 3 1 8 1 89 1.2DL + 1L + 0.5Lr + 1...Yes Y DL 1.2 LL 1 RLL .5 2 -.5 3 .866 9 1 90 1.2DL + 1L + 0.5Lr + 1...Yes Y DL 1.2 LL 1 RLL .5 2 -.707 3 .707 10 1 91 1.2DL + 1L + 0.5Lr + 1...Yes Y DL 1.2 LL 1 RLL .5 2 -.866 3 .5 11 1 92 1.2DL + 1L + 0.5Lr + 1...Yes Y DL 1.2 LL 1 RLL .5 2 -1 3 4 -1 93 1.2DL + 1L + 0.5Lr + 1...Yes Y DL 1.2 LL 1 RLL .5 2 -.866 3 -.5 5 -1 94 1.2DL + 1L + 0.5Lr + 1...Yes Y DL 1.2 LL 1 RLL .5 2 -.707 3 -.707 6 -1 95 1.2DL + 1L + 0.5Lr + 1...Yes Y DL 1.2 LL 1 RLL .5 2 -.5 3 -.866 7 -1 96 1.2DL + 1L + 0.5Lr + 1...Yes Y DL 1.2 LL 1 RLL .5 2 3 -1 8 -1 97 1.2DL + 1L + 0.5Lr + 1...Yes Y DL 1.2 LL 1 RLL .5 2 .5 3 -.866 9 -1 98 1.2DL + 1L + 0.5Lr + 1...Yes Y DL 1.2 LL 1 RLL .5 2 .707 3 -.707 10 -1 99 1.2DL + 1L + 0.5Lr + 1...Yes Y DL 1.2 LL 1 RLL .5 2 .866 3 -.5 11 -1 100 1.2DL + 1.6L + 0.5SL Yes Y DL 1.2 LL 1.6 SL .5 101 1.2DL + 1.6SL + 1L Yes Y DL 1.2 SL 1.6 LL 1 102 1.2DL + 1.6SL + 0.5W...Yes Y DL 1.2 LL 1.6 2 .5 3 4 .5 103 1.2DL + 1.6SL + 0.5W...Yes Y DL 1.2 LL 1.6 2 .433 3 .25 5 .5 104 1.2DL + 1.6SL + 0.5W...Yes Y DL 1.2 LL 1.6 2 .354 3 .354 6 .5 105 1.2DL + 1.6SL + 0.5W...Yes Y DL 1.2 LL 1.6 2 .25 3 .433 7 .5 106 1.2DL + 1.6SL + 0.5W...Yes Y DL 1.2 LL 1.6 2 3 .5 8 .5 107 1.2DL + 1.6SL + 0.5W...Yes Y DL 1.2 LL 1.6 2 -.25 3 .433 9 .5 108 1.2DL + 1.6SL + 0.5W...Yes Y DL 1.2 LL 1.6 2 -.354 3 .354 10 .5 109 1.2DL + 1.6SL + 0.5W...Yes Y DL 1.2 LL 1.6 2 -.433 3 .25 11 .5 110 1.2DL + 1.6SL + 0.5W...Yes Y DL 1.2 LL 1.6 2 -.5 3 4 -.5 111 1.2DL + 1.6SL + 0.5W...Yes Y DL 1.2 LL 1.6 2 -.433 3 -.25 5 -.5 112 1.2DL + 1.6SL + 0.5W...Yes Y DL 1.2 LL 1.6 2 -.354 3 -.354 6 -.5 113 1.2DL + 1.6SL + 0.5W...Yes Y DL 1.2 LL 1.6 2 -.25 3 -.433 7 -.5 114 1.2DL + 1.6SL + 0.5W...Yes Y DL 1.2 LL 1.6 2 3 -.5 8 -.5 115 1.2DL + 1.6SL + 0.5W...Yes Y DL 1.2 LL 1.6 2 .25 3 -.433 9 -.5 116 1.2DL + 1.6SL + 0.5W...Yes Y DL 1.2 LL 1.6 2 .354 3 -.354 10 -.5 117 1.2DL + 1.6SL + 0.5W...Yes Y DL 1.2 LL 1.6 2 .433 3 -.25 11 -.5 118 1.2DL + 1L + 0.5SL + ...Yes Y DL 1.2 LL 1 SL .5 2 1 3 4 1 119 1.2DL + 1L + 0.5SL + ...Yes Y DL 1.2 LL 1 SL .5 2 .866 3 .5 5 1 120 1.2DL + 1L + 0.5SL + ...Yes Y DL 1.2 LL 1 SL .5 2 .707 3 .707 6 1 121 1.2DL + 1L + 0.5SL + ...Yes Y DL 1.2 LL 1 SL .5 2 .5 3 .866 7 1 122 1.2DL + 1L + 0.5SL + ...Yes Y DL 1.2 LL 1 SL .5 2 3 1 8 1 123 1.2DL + 1L + 0.5SL + ...Yes Y DL 1.2 LL 1 SL .5 2 -.5 3 .866 9 1 124 1.2DL + 1L + 0.5SL + ...Yes Y DL 1.2 LL 1 SL .5 2 -.707 3 .707 10 1 125 1.2DL + 1L + 0.5SL + ...Yes Y DL 1.2 LL 1 SL .5 2 -.866 3 .5 11 1 126 1.2DL + 1L + 0.5SL + ...Yes Y DL 1.2 LL 1 SL .5 2 -1 3 4 -1 127 1.2DL + 1L + 0.5SL + ...Yes Y DL 1.2 LL 1 SL .5 2 -.866 3 -.5 5 -1 128 1.2DL + 1L + 0.5SL + ...Yes Y DL 1.2 LL 1 SL .5 2 -.707 3 -.707 6 -1 129 1.2DL + 1L + 0.5SL + ...Yes Y DL 1.2 LL 1 SL .5 2 -.5 3 -.866 7 -1 130 1.2DL + 1L + 0.5SL + ...Yes Y DL 1.2 LL 1 SL .5 2 3 -1 8 -1 131 1.2DL + 1L + 0.5SL + ...Yes Y DL 1.2 LL 1 SL .5 2 .5 3 -.866 9 -1 132 1.2DL + 1L + 0.5SL + ...Yes Y DL 1.2 LL 1 SL .5 2 .707 3 -.707 10 -1 133 1.2DL + 1L + 0.5SL + ...Yes Y DL 1.2 LL 1 SL .5 2 .866 3 -.5 11 -1 134 1.2DL + 1.5Lm + 1Wm...Yes Y DL 1.2 17 1.5 2 .1 3 4 .1 RISA-3D Version 17.0.4 Page 5 [Z:\...\...\...\...\...\...\04-Structural\Analysis\LSSNA01229A_loaded.r3d] 1344 3%4 S Main St WCC01 - 10111364403/23/23 Company : Ladera Engineering Group Dec 19, 2022 11:41 AMDesigner : KD Job Number : 22.102 Checked By:_____ Model Name : LSSNA01229A - Saint Anne Load Combinations (Continued) Description So...P... S... BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac... 135 1.2DL + 1.5Lm + 1Wm...Yes Y DL 1.2 17 1.5 2 .086 3 .05 5 .1 136 1.2DL + 1.5Lm + 1Wm...Yes Y DL 1.2 17 1.5 2 .071 3 .071 6 .1 137 1.2DL + 1.5Lm + 1Wm...Yes Y DL 1.2 17 1.5 2 .05 3 .086 7 .1 138 1.2DL + 1.5Lm + 1Wm...Yes Y DL 1.2 17 1.5 2 3 .1 8 .1 139 1.2DL + 1.5Lm + 1Wm...Yes Y DL 1.2 17 1.5 2 -.05 3 .086 9 .1 140 1.2DL + 1.5Lm + 1Wm...Yes Y DL 1.2 17 1.5 2 -.071 3 .071 10 .1 141 1.2DL + 1.5Lm + 1Wm...Yes Y DL 1.2 17 1.5 2 -.086 3 .05 11 .1 142 1.2DL + 1.5Lm + 1Wm...Yes Y DL 1.2 17 1.5 2 -.1 3 4 -.1 143 1.2DL + 1.5Lm + 1Wm...Yes Y DL 1.2 17 1.5 2 -.086 3 -.05 5 -.1 144 1.2DL + 1.5Lm + 1Wm...Yes Y DL 1.2 17 1.5 2 -.071 3 -.071 6 -.1 145 1.2DL + 1.5Lm + 1Wm...Yes Y DL 1.2 17 1.5 2 -.05 3 -.086 7 -.1 146 1.2DL + 1.5Lm + 1Wm...Yes Y DL 1.2 17 1.5 2 3 -.1 8 -.1 147 1.2DL + 1.5Lm + 1Wm...Yes Y DL 1.2 17 1.5 2 .05 3 -.086 9 -.1 148 1.2DL + 1.5Lm + 1Wm...Yes Y DL 1.2 17 1.5 2 .071 3 -.071 10 -.1 149 1.2DL + 1.5Lm + 1Wm...Yes Y DL 1.2 17 1.5 2 .086 3 -.05 11 -.1 Envelope Joint Reactions Joint X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC 1 N1 max 227.587 38 513.222 34 311.701 34 0 149 377.232 46 0 149 2 min -227.587 46 -208.256 58 -183.605 58 0 1 -377.232 38 0 1 3 N3 max 224.863 54 515.67 42 183.295 50 0 149 374.627 62 0 149 4 min -224.863 62 -205.246 50 -311.074 42 0 1 -374.627 54 0 1 5 N5 max 10.599 54 9.668 49 10.599 50 0 149 0 149 0 149 6 min -10.599 46 4.778 50 -10.599 42 0 1 0 1 0 1 7 N7 max 10.599 54 9.668 49 10.599 50 0 149 0 149 0 149 8 min -10.599 46 4.778 50 -10.599 42 0 1 0 1 0 1 9 N6 max 10.599 54 9.668 49 10.599 50 0 149 0 149 0 149 10 min -10.599 46 4.778 50 -10.599 42 0 1 0 1 0 1 11 N8 max 10.599 54 9.668 49 10.599 50 0 149 0 149 0 149 12 min -10.599 46 4.778 50 -10.599 42 0 1 0 1 0 1 13 Totals: max 493.923 38 450.529 34 493.925 34 14 min -493.923 46 222.649 50 -493.925 58 Envelope AISC 15th(360-16): LRFD Steel Code Checks Member Shape Code C...Loc[in] LC Shear ...Loc[in] Dir LC phi*Pnc [...phi*Pnt [lb]phi*Mn y...phi*Mn z...Cb Eqn 1 MP1 PIPE_2.0 .396 48 46 .110 72 46 14916.096 32130 1871.625 1871.625 1....H1-1b 2 M2 PIPE_2.0 .325 14 42 .054 0 42 31609.91 32130 1871.625 1871.625 1....H1-1b 3 M1 PIPE_2.0 .322 14 34 .053 0 34 31609.91 32130 1871.625 1871.625 1....H1-1b Envelope AISI S100-16: LRFD Cold Formed Steel Code Checks Member Shape Code ... Loc[in] LC Shear ...Loc[in] Dir LC phi*Pn[lb]phi*Tn[lb]phi*Mny...phi*Mnz...phi*V...phi*V... Cb Eqn 1 U1 P1000 .027 9 42 .004 0 y 49 12766.27 16483.5 421.655 670.444 2300....4601....1.292 H1.2-1 2 U2 P1000 .027 9 42 .004 0 y 49 12766.27 16483.5 421.655 670.444 2300....4601....1.292 H1.2-1 RISA-3D Version 17.0.4 Page 6 [Z:\...\...\...\...\...\...\04-Structural\Analysis\LSSNA01229A_loaded.r3d] 1344 3%4 S Main St WCC01 - 10111364403/23/23 Company : Ladera Engineering Group Dec 19, 2022 11:41 AMDesigner : KD Job Number : 22.102 Checked By:_____ Model Name : LSSNA01229A - Saint Anne Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rul... A [in2] Iyy [in4] Izz [in4] J [in4] 1 Pipe Mounts PIPE_2.0 Beam None A53 Gr.B Typical 1.02 .627 .627 1.25 Cold Formed Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 Unistruts P1000 Beam None A653 SS Gr33 Typical .555 .185 .236 .002 Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical Defl Rat...Analysis ... Inactive Seismic... 1 M1 Yes None 2 MP1 Yes None 3 M2 Yes Default None 4 U1 Yes Default None 5 U2 Yes Default None 6 M6 Yes ** NA ** None 7 M7 Yes ** NA ** None 8 M8 Yes ** NA ** None Hot Rolled Steel Design Parameters Label Shape Length[in] Lbyy[in] Lbzz[in] Lcomp top[in]Lcomp bot[in]L-torqu... Kyy Kzz Cb Function 1 M1 Pipe Mounts 14 Lbyy Lateral 2 MP1 Pipe Mounts 96 Lbyy Lateral 3 M2 Pipe Mounts 14 Lbyy Lateral Cold Formed Steel Design Parameters Label Shape Length... Lbyy[in] Lbzz[in] Lcomp to...Lcomp bo...L-torque[in] Kyy Kzz Cb R a[in] Funct... 1 U1 Unistruts 18 Lbyy Lateral 2 U2 Unistruts 18 Lbyy Lateral Joint Loads and Enforced Displacements Joint Label L,D,M Direction Magnitude[(lb,lb-ft), (in,rad), (lb*s^... No Data to Print ... Member Point Loads (BLC 1 : Self Weight) Member Label Direction Magnitude[lb,lb-ft]Location[in,%] 1 M6 Y -35.65 0 2 M7 Y -35.65 0 3 M8 Y -81.3 0 4 M8 Y -104.58 0 5 U1 Y -10.925 %50 6 U2 Y -10.925 %50 RISA-3D Version 17.0.4 Page 7 [Z:\...\...\...\...\...\...\04-Structural\Analysis\LSSNA01229A_loaded.r3d] 1344 3%4 S Main St WCC01 - 10111364403/23/23 Company : Ladera Engineering Group Dec 19, 2022 11:41 AMDesigner : KD Job Number : 22.102 Checked By:_____ Model Name : LSSNA01229A - Saint Anne Member Point Loads (BLC 4 : Wind Load 0 AZI) Member Label Direction Magnitude[lb,lb-ft]Location[in,%] 1 M6 Z 0 0 2 M7 Z 0 0 3 M8 Z 0 0 4 M8 Z 0 0 5 U1 Z 0 %50 6 U2 Z 0 %50 7 M6 X 0 0 8 M7 X 0 0 9 M8 X 0 0 10 M8 X 0 0 11 U1 X 0 %50 12 U2 X 0 %50 Member Point Loads (BLC 5 : Wind Load 30 AZI) Member Label Direction Magnitude[lb,lb-ft]Location[in,%] 1 M6 Z 0 0 2 M7 Z 0 0 3 M8 Z 0 0 4 M8 Z 0 0 5 U1 Z 0 %50 6 U2 Z 0 %50 7 M6 X 0 0 8 M7 X 0 0 9 M8 X 0 0 10 M8 X 0 0 11 U1 X 0 %50 12 U2 X 0 %50 Member Point Loads (BLC 6 : Wind Load 45 AZI) Member Label Direction Magnitude[lb,lb-ft]Location[in,%] 1 M6 Z 0 0 2 M7 Z 0 0 3 M8 Z 0 0 4 M8 Z 0 0 5 U1 Z 0 %50 6 U2 Z 0 %50 7 M6 X 0 0 8 M7 X 0 0 9 M8 X 0 0 10 M8 X 0 0 11 U1 X 0 %50 12 U2 X 0 %50 Member Point Loads (BLC 7 : Wind Load 60 AZI) Member Label Direction Magnitude[lb,lb-ft]Location[in,%] 1 M6 Z 0 0 2 M7 Z 0 0 3 M8 Z 0 0 4 M8 Z 0 0 5 U1 Z 0 %50 RISA-3D Version 17.0.4 Page 8 [Z:\...\...\...\...\...\...\04-Structural\Analysis\LSSNA01229A_loaded.r3d] 1344 3%4 S Main St WCC01 - 10111364403/23/23 Company : Ladera Engineering Group Dec 19, 2022 11:41 AMDesigner : KD Job Number : 22.102 Checked By:_____ Model Name : LSSNA01229A - Saint Anne Member Point Loads (BLC 7 : Wind Load 60 AZI) (Continued) Member Label Direction Magnitude[lb,lb-ft]Location[in,%] 6 U2 Z 0 %50 7 M6 X 0 0 8 M7 X 0 0 9 M8 X 0 0 10 M8 X 0 0 11 U1 X 0 %50 12 U2 X 0 %50 Member Point Loads (BLC 8 : Wind Load 90 AZI) Member Label Direction Magnitude[lb,lb-ft]Location[in,%] 1 M6 Z 0 0 2 M7 Z 0 0 3 M8 Z 0 0 4 M8 Z 0 0 5 U1 Z 0 %50 6 U2 Z 0 %50 7 M6 X 0 0 8 M7 X 0 0 9 M8 X 0 0 10 M8 X 0 0 11 U1 X 0 %50 12 U2 X 0 %50 Member Point Loads (BLC 9 : Wind Load 120 AZI) Member Label Direction Magnitude[lb,lb-ft]Location[in,%] 1 M6 Z 0 0 2 M7 Z 0 0 3 M8 Z 0 0 4 M8 Z 0 0 5 U1 Z 0 %50 6 U2 Z 0 %50 7 M6 X 0 0 8 M7 X 0 0 9 M8 X 0 0 10 M8 X 0 0 11 U1 X 0 %50 12 U2 X 0 %50 Member Point Loads (BLC 10 : Wind Load 135 AZI) Member Label Direction Magnitude[lb,lb-ft]Location[in,%] 1 M6 Z 0 0 2 M7 Z 0 0 3 M8 Z 0 0 4 M8 Z 0 0 5 U1 Z 0 %50 6 U2 Z 0 %50 7 M6 X 0 0 8 M7 X 0 0 9 M8 X 0 0 10 M8 X 0 0 RISA-3D Version 17.0.4 Page 9 [Z:\...\...\...\...\...\...\04-Structural\Analysis\LSSNA01229A_loaded.r3d] 1344 3%4 S Main St WCC01 - 10111364403/23/23 Company : Ladera Engineering Group Dec 19, 2022 11:41 AMDesigner : KD Job Number : 22.102 Checked By:_____ Model Name : LSSNA01229A - Saint Anne Member Point Loads (BLC 10 : Wind Load 135 AZI) (Continued) Member Label Direction Magnitude[lb,lb-ft]Location[in,%] 11 U1 X 0 %50 12 U2 X 0 %50 Member Point Loads (BLC 11 : Wind Load 150 AZI) Member Label Direction Magnitude[lb,lb-ft]Location[in,%] 1 M6 Z 0 0 2 M7 Z 0 0 3 M8 Z 0 0 4 M8 Z 0 0 5 U1 Z 0 %50 6 U2 Z 0 %50 7 M6 X 0 0 8 M7 X 0 0 9 M8 X 0 0 10 M8 X 0 0 11 U1 X 0 %50 12 U2 X 0 %50 Member Point Loads (BLC 12 : Seismic Load Z) Member Label Direction Magnitude[lb,lb-ft]Location[in,%] 1 M6 Z -54.93 0 2 M7 Z -54.93 0 3 M8 Z -125.267 0 4 M8 Z -161.137 0 5 U1 Z -16.833 %50 6 U2 Z -16.833 %50 Member Point Loads (BLC 13 : Seismic Load X) Member Label Direction Magnitude[lb,lb-ft]Location[in,%] 1 M6 X -54.93 0 2 M7 X -54.93 0 3 M8 X -125.267 0 4 M8 X -161.137 0 5 U1 X -16.833 %50 6 U2 X -16.833 %50 Member Distributed Loads Member Label Direction Start Magnitude[k/ft,F,psf] End Magnitude[k/ft,...Start Location[in,%] End Location[in,%] No Data to Print ... Member Area Loads Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf] No Data to Print ... RISA-3D Version 17.0.4 Page 10 [Z:\...\...\...\...\...\...\04-Structural\Analysis\LSSNA01229A_loaded.r3d] 1344 3%4 S Main St WCC01 - 10111364403/23/23 Page | 9 APPENDIX D ADDITIONAL CALCUATIONS 1344 3%4 S Main St WCC01 - 10111364403/23/23 Bolt Calculation Tool Record ID #: Carrier Site ID: Carrier Site Name: Connection Description: Tension Force: 995.8 lbs Shear Force: 153.4 lbs Governing LC: 38 -- Governing Member: M1 -- Connection Type: Lag Screw -- Connection Grade: - -- Nominal Diameter: 0.5 in # of Bolts: 2 -- Shear Planes: Single -- Tensile Strength (ɌTn): 1103.0 lbs Shear Strength (ĭVn): 894.0 lbs Tensile Usage: 90.3% Shear Usage: 17.2% Interaction Check: 0.918 < 1.05 Result: Pass BOLT PROPERTIES 22.102 BOLT CHECK PROJECT DATA LSSNA01229A Saint Anne Mount to Blocking Connection APPLIED LOADS 1344 3%4 S Main St WCC01 - 10111364403/23/23 Bolt Calculation Tool Record ID #: Carrier Site ID: Carrier Site Name: Connection Description: Tension Force: 0.0 lbs Shear Force: 14.3 lbs Governing LC: 38 -- Governing Member: U1 -- Connection Type: Lag Screw -- Connection Grade: - -- Nominal Diameter: 0.5 in # of Bolts: 1 -- Shear Planes: Single -- Tensile Strength (ɌTn): 1103.0 lbs Shear Strength (ĭVn): 894.0 lbs Tensile Usage: 0.0% Shear Usage: 1.6% Interaction Check: 0.016 < 1.05 Result: Pass BOLT PROPERTIES 22.102 BOLT CHECK PROJECT DATA LSSNA01229A Saint Anne Unistrut to Wall Connection APPLIED LOADS 1344 3%4 S Main St WCC01 - 10111364403/23/23 Bolt Calculation Tool Record ID #: Carrier Site ID: Carrier Site Name: Connection Description: Tension Force: 61.4 lbs Shear Force: 34.6 lbs Governing LC: 39 -- Governing Member: M6 -- Sliding Force: 24.8 lbs Torsional Force: 27.5 lbs-ft Governing LC: 54 -- Governing Member: M6 -- Connection Type: Threaded Rod -- Connection Grade: A307 -- Nominal Diameter: 0.375 in # of Bolts: 2 -- Shear Planes: Single -- Tensile Strength (ɌTn): 3487.0 lbs Shear Strength (ĭVn): 3106.3 lbs Tensile Usage: 1.8% Shear Usage: 1.1% Interaction Check: 0.018 < 1.05 Result: Pass Pretension Standard: TIA-222-H -- Sliding Strength (ɌRns): 2650.7 lbs Slippage Strength (ĭRnr): 662.7 lbs Sliding Usage: 0.9% Slippage Usage: 4.1% Interaction Check: 0.042 < 1.05 Result: Pass TORSIONAL SLIPPAGE & SLIDING CHECK BOLT PROPERTIES 22.102 BOLT CHECK PROJECT DATA LSSNA01229A Saint Anne Antenna to Pipe Connection APPLIED LOADS 1344 3%4 S Main St WCC01 - 10111364403/23/23 Bolt Calculation Tool Record ID #: Carrier Site ID: Carrier Site Name: Connection Description: Tension Force: 572.8 lbs Shear Force: 193.8 lbs Governing LC: 38 -- Governing Member: M8 -- Sliding Force: 261.2 lbs Torsional Force: 286.4 lbs-ft Governing LC: 38 -- Governing Member: M8 -- Connection Type: Threaded Rod -- Connection Grade: A307 -- Nominal Diameter: 0.5 in # of Bolts: 2 -- Shear Planes: Single -- Tensile Strength (ɌTn): 6385.4 lbs Shear Strength (ĭVn): 5522.3 lbs Tensile Usage: 9.0% Shear Usage: 3.5% Interaction Check: 0.090 < 1.05 Result: Pass Pretension Standard: TIA-222-H -- Sliding Strength (ɌRns): 4712.4 lbs Slippage Strength (ĭRnr): 1178.1 lbs Sliding Usage: 5.5% Slippage Usage: 24.3% Interaction Check: 0.249 < 1.05 Result: Pass TORSIONAL SLIPPAGE & SLIDING CHECK BOLT PROPERTIES 22.102 BOLT CHECK PROJECT DATA LSSNA01229A Saint Anne RRHs to Pipe Connection APPLIED LOADS 1344 3%4 S Main St WCC01 - 10111364403/23/23 Record ID: 22.102 Carrier Site ID: LSSNA01229A Carrier Site Name: Saint Anne Date: 12/19/2022 Code Standard: ASCE 7-16 - Risk Category: II - Basic Wind Speed, V: 95 mph Exposure Category: C - Topographic Factor, Kzt: 1.000 - Ground Elevation, zg: 79.9 ft. Site Class: D (Default) - Ss: 1.284 g S1: 0.459 g Equipment Height: 81.0 in. Equipment Width: 32.0 in. Equipment Depth: 46.0 in. Equipment Weight: 409.0 lbs. Ground Mounted: Yes - Structure/Equipment Type: Structure Height: 0.0 ft. Equipment Centerline: 3.4 ft. Equipment Fully Shielded: No - Number of Anchors/Anchor Groups: 4 - Anchor Hole Width Spacing: 29.0 in. Anchor Hole Depth Spacing: 32.0 in. Exposure Coefficient, Kz: 1.03 - Topography Factor, Kzt: 1.00 - Wind Directionality Factor, Kd: 0.9 - Ground Elevation Factor, Ke: 1.00 - Lateral Velocity Pressure, qh: 21.41 psf Gust Effect Factor, G: 0.85 - Front Force Coefficient, Cf: 1.33 - Side Force Coefficient, Cf: 1.31 - Front Lateral Force, Fh: 434.2 lbs. Side Lateral Force, Fh: 618.1 lbs. Tanks and Similar Structures (Square) -- -- -- WIND CALCULATIONS -- Equation 29.3-1 Great Lakes DC#12804-AC w/ Plinth Figs. 26.5-1A-D & 26.5-2-D PROJECT DATA EQUIPMENT ANCHORAGE CALCULATIONS -- SITE INFORMATION Section 26.7 Table 1.5-1 Section 26.8.2 EQUIPMENT INFORMATION -- Section 26.9 Section 11.4.2 Section 11.4.2 Chapter 20 -- -- -- -- -- -- Section 26.10.1 Section 26.8.2 Table 26.6-1 Section 26.9 Section 26.10.2 Equation 29.3-1 Section 26.11 1344 3%4 S Main St WCC01 - 10111364403/23/23 Record ID: 22.102 Carrier Site ID: LSSNA01229A Carrier Site Name: Saint Anne Date: 12/19/2022 PROJECT DATA Component Amplification Factor, ap: 1.0 - Component Response Mod Factor, Rp: 2.5 - Component Importance Factor, Ip: 1.0 - Overstrength Factor, ɏ: 2.5 - Short Period Site Coefficient, Fa: 1.20 - Long Period Site Coefficient, Fv: 1.84 - SMS: 1.541 g SM1: 0.845 g SDS: 1.027 g SD1: 0.563 g z/h: 0 - Minimum Lateral Force, Fpmin: 126.0 lbs. Maximum Lateral Force, Fpmax: 672.2 lbs. Lateral Force, Fp: 168.0 lbs. Max. Anchor/Group Tension Force: 182.7 lbs. Max. Anchor/Group Shear Force: 108.5 lbs. Max. Anchor/Group Tension Force: 339.6 lbs. Max. Anchor/Group Shear Force: 154.5 lbs. Max. Anchor/Group Tension Force: 35.3 lbs. Max. Anchor/Group Shear Force: 42.0 lbs. Max. Anchor/Group Tension Force: 46.3 lbs. Max. Anchor/Group Shear Force: 42.0 lbs. Equation 11.4-2 Equation 11.4-3 Equation 11.4-1 Section 13.1.3 Table 13.6-1 Table 13.6-1 SEISMIC CALCULATIONS Equation 11.4-4 ACI Appendix D Table 11.4-1 Table 11.4-2 (0.9 - 0.2SDS)D + 1.0E [Side] Governing Load Combinations that result in the highest uplift: 0.9D + 1.0W [Front] -- Equation 13.3-3 Equation 13.3-2 Equation 13.3-1 ANCHOR FORCES -- -- 0.9D + 1.0W [Side] -- -- -- -- (0.9 - 0.2SDS)D + 1.0E [Front] -- -- 1344 3%4 S Main St WCC01 - 10111364403/23/23 www.hilti.com Hilti PROFIS Engineering 3.0.81 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - Dec 19, 2022 Great Lakes DC#12804-AC Anchorage Page: Specifier: E-Mail: Date: 1 12/19/2022 Specifier's comments: LSSNA01229A - Saint AnneWind Controls 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (2) hnom1 Item number: 2210260 KB-TZ2 1/2x3 3/4 SS304 Effective embedment depth: hef,act = 2.000 in., hnom = 2.500 in. Material: AISI 304 Evaluation Service Report: ESR-4266 Issued I Valid: 12/17/2021 | 12/1/2023 Proof: Design Method ACI 318-14 / Mech Stand-off installation: Profile: Base material: cracked concrete, 2500, fc' = 2,500 psi; h = 6.000 in. 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) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Geometry [in.] & Loading [lb, in.lb] 1344 3%4 S Main St WCC01 - 10111364403/23/23 www.hilti.com Hilti PROFIS Engineering 3.0.81 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - Dec 19, 2022 Great Lakes DC#12804-AC Anchorage Page: Specifier: E-Mail: Date: 2 12/19/2022 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 340; Vx = 155; Vy = 0; Mx = 0; My = 0; Mz = 0; yes 30 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 340 155 155 0 max. concrete compressive strain: - [] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Load Nua [lb]Capacity GNn [lb] Utilization CN = Nua/ GN n Status Steel Strength*340 8,906 4 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**340 1,172 30 OK * highest loaded anchor **anchor group (anchors in tension) 1344 3%4 S Main St WCC01 - 10111364403/23/23 www.hilti.com Hilti PROFIS Engineering 3.0.81 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - Dec 19, 2022 Great Lakes DC#12804-AC Anchorage Page: Specifier: E-Mail: Date: 3 12/19/2022 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4266 I Nsa t Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N [in.2]futa [psi] 0.10 120,404 Calculations Nsa [lb] 11,875 Results Nsa [lb]Isteel Inonductile I Nsa [lb]Nua [lb] 11,875 0.750 1.000 8,906 340 3.2 Concrete Breakout Failure Ncb = (ANc A Nc0 )\ed,N \c,N \cp,N N b ACI 318-14 Eq. (17.4.2.1a) I Ncb t N ua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h 2 ef ACI 318-14 Eq. (17.4.2.1c) \ed,N = 0.7 + 0.3 (ca,min 1.5hef ) d 1.0 ACI 318-14 Eq. (17.4.2.5b) \cp,N = MAX( ca,min cac ,1.5hef cac ) d 1.0 ACI 318-14 Eq. (17.4.2.7b) Nb = kc Oa √f' c h 1.5 ef ACI 318-14 Eq. (17.4.2.2a) Variables hef [in.]ca,min [in.]\c,N cac [in.]kc Oa f' c [psi] 2.000 6.000 1.000 6.000 17 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]\ed,N \cp,N Nb [lb] 36.00 36.00 1.000 1.000 2,404 Results Ncb [lb]Iconcrete Iseismic Inonductile I Ncb [lb]Nua [lb] 2,404 0.650 0.750 1.000 1,172 340 1344 3%4 S Main St WCC01 - 10111364403/23/23 www.hilti.com Hilti PROFIS Engineering 3.0.81 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - Dec 19, 2022 Great Lakes DC#12804-AC Anchorage Page: Specifier: E-Mail: Date: 4 12/19/2022 4 Shear load Load Vua [lb]Capacity GVn [lb] Utilization CV = Vua/GV n Status Steel Strength*155 5,426 3 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**155 1,683 10 OK Concrete edge failure in direction x+**155 2,743 6 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-4266 I Vsteel t Vua ACI 318-14 Table 17.3.1.1 Variables Ase,V [in.2]futa [psi]DV,seis 0.10 120,404 1.000 Calculations Vsa,eq [lb] 8,348 Results Vsa,eq [lb]Isteel Inonductile I Vsa,eq [lb]Vua [lb] 8,348 0.650 1.000 5,426 155 1344 3%4 S Main St WCC01 - 10111364403/23/23 www.hilti.com Hilti PROFIS Engineering 3.0.81 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - Dec 19, 2022 Great Lakes DC#12804-AC Anchorage Page: Specifier: E-Mail: Date: 5 12/19/2022 4.2 Pryout Strength Vcp = kcp [( ANc ANc0 ) \ed,N \c,N \cp,N Nb ] ACI 318-14 Eq. (17.5.3.1a) I Vcp t V ua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h 2 ef ACI 318-14 Eq. (17.4.2.1c) \ed,N = 0.7 + 0.3 (ca,min 1.5hef )d 1.0 ACI 318-14 Eq. (17.4.2.5b) \cp,N = MAX (ca,min cac ,1.5hef cac ) d 1.0 ACI 318-14 Eq. (17.4.2.7b) Nb = kc Oa √f' c h 1.5 ef ACI 318-14 Eq. (17.4.2.2a) Variables kcp hef [in.]ca,min [in.]\c,N 1 2.000 6.000 1.000 cac [in.]kc Oa f' c [psi] 6.000 17 1.000 2,500 Calculations ANc [in.2]ANc0 [in.2]\ed,N \cp,N Nb [lb] 36.00 36.00 1.000 1.000 2,404 Results Vcp [lb]Iconcrete Iseismic Inonductile I Vcp [lb]Vua [lb] 2,404 0.700 1.000 1.000 1,683 155 1344 3%4 S Main St WCC01 - 10111364403/23/23 www.hilti.com Hilti PROFIS Engineering 3.0.81 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - Dec 19, 2022 Great Lakes DC#12804-AC Anchorage Page: Specifier: E-Mail: Date: 6 12/19/2022 4.3 Concrete edge failure in direction x+ Vcb = (AVc A Vc0 )\ed,V \c,V \h,V \parallel,V V b ACI 318-14 Eq. (17.5.2.1a) I Vcb t V ua ACI 318-14 Table 17.3.1.1 AVc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) AVc0 = 4.5 c 2 a1 ACI 318-14 Eq. (17.5.2.1c) \ed,V = 0.7 + 0.3 ( ca2 1.5ca1 )d 1.0 ACI 318-14 Eq. (17.5.2.6b) \h,V = √1.5ca1 ha t 1.0 ACI 318-14 Eq. (17.5.2.8) Vb = (7 (le da ) 0.2 √da )Oa √ f' c c1.5 a1 ACI 318-14 Eq. (17.5.2.2a) Variables ca1 [in.]ca2 [in.]\c,V ha [in.]le [in.] 6.000 -1.000 6.000 2.000 Oa da [in.]f' c [psi]\parallel,V 1.000 0.500 2,500 1.000 Calculations AVc [in. 2]AVc0 [in. 2]\ed,V \h,V Vb [lb] 108.00 162.00 1.000 1.225 4,799 Results Vcb [lb]Iconcrete Iseismic Inonductile I Vcb [lb]Vua [lb] 3,919 0.700 1.000 1.000 2,743 155 5 Combined tension and shear loads EN EV ]Utilization EN,V [%] Status 0.290 0.092 5/3 15 OK ENV = E] N + E] V <= 1 1344 3%4 S Main St WCC01 - 10111364403/23/23 www.hilti.com Hilti PROFIS Engineering 3.0.81 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - Dec 19, 2022 Great Lakes DC#12804-AC Anchorage Page: Specifier: E-Mail: Date: 7 12/19/2022 6 Warnings The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution 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 design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. Refer to the manufacturer's product literature for cleaning and installation instructions. For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by Z0. Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! 1344 3%4 S Main St WCC01 - 10111364403/23/23 www.hilti.com Hilti PROFIS Engineering 3.0.81 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - Dec 19, 2022 Great Lakes DC#12804-AC Anchorage Page: Specifier: E-Mail: Date: 8 12/19/2022 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (2) hnom1 Profile: - Item number: 2210260 KB-TZ2 1/2x3 3/4 SS304 Hole diameter in the fixture: - Maximum installation torque: 481 in.lb Plate thickness (input): - Hole diameter in the base material: 0.500 in. Hole depth in the base material: 2.750 in. Drilling method: Hammer drilled Minimum thickness of the base material: 4.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ2 stud anchor with 2.5 in embedment, 1/2 (2) hnom1, Stainless steel, installation per ESR-4266 7.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer Properly sized drill bit Manual blow-out pump Torque controlled cordless impact tool Torque wrench Hammer Coordinates Anchor in. Anchor x y c-x c+x c-y c+y 1 0.000 0.000 - 6.000 - - 1344 3%4 S Main St WCC01 - 10111364403/23/23 www.hilti.com Hilti PROFIS Engineering 3.0.81 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 Company: Address: Phone I Fax: Design: Fastening point: | Concrete - Dec 19, 2022 Great Lakes DC#12804-AC Anchorage Page: Specifier: E-Mail: Date: 9 12/19/2022 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. 1344 3%4 S Main St WCC01 - 10111364403/23/23 SHEET TITLE SHEET NUMBER WIRELESS ® (VENDOR) PROJECT NUMBER REV DESCRIPTIONDATE BRS RFDS REV #:--- RWR RWR DRAWN BY: CHECKED BY: APPROVED BY: SUBMITTALS LSSNA01229A SAINT ANNE 1344 S. MAIN ST. SANTA ANA, CA 92707 CHURCH STEEPLE 0 01/10/2023 SUBMITTAL 1 LSSNA01229A DISH PROJECT NUMBER 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG Trabuco Canyon, California 92679 (949) 888-4411 fax (949) 888-9511 4 Shetland GREGORY DESIGN A Romine Johnston Industries Company D-740 Al l i d e a s , d e s i g n s , p l a n s a n d s p e c i f i c a t i o n s i n d i c a t e d o r r e p r e s e n t e d b y t h e s e d r a w i n g s a r e a o w n e d b y a n d a r e t h e p r o p e r t y o f G r e g o r y D e s i g n ( G D ) a n d w e r e c r e a t e d a n d d e v e l o p e d f o r u s e i n c o n n e c t i o n w i t h t h e s p e c i f i e d p r o j e c t . N o n e o f s u c h i d e a s , d e s i g n s , p l a n s o r s p e c i f i c a t i o n s s h a l l b e u s e d , i n p a r t o r i n w h o l e , f o r a n y p u r p o s e w h a t s o e v e r w i t h o u t w r i t t e n p e r m i s s i o n o f G D . W. BORCHARD AVE. MA I N S T . 1 2 NOTES SITE PLAN AL P H A SE C T O R AZ I M U T H 10 ° BETA SECTO R AZIMUTH 100° GAMMA SEC T O R AZIMUTH 260° AL P H A S E C T O R AZ I MU T H 1 0 ° GAMMA SECTOR AZIMUTH 26 0 ° BETA SECTO R AZIMUTH 10 0 ° AREA OF WORK 4 M-1 NOTES, HEAT LOAD CALCS, WIRING DIAGRAM, ANTENNA LAYOUT & SITE PLAN 3 HEAT LOAD CALCULATIONS ANTENNA LAYOUT (N) 24x36 FRP INTAKE LOUVER (TYP.2) T 1,2,3 JOHNSON CONTROLS (MODEL: A19ABC-4C) W/ LINE VOLTAGE T-STAT (TYP.3) (E) FRP DECORATIVE WINDOWS TO REMAIN (TYP.4) (E) CHURCH STEEPLE (N) ROOF MOUNTED DOWNBLAST EXHAUST FAN (TWIN CITY 140BE DCRD) 3/4 HP 2000 CFM, 1.0" S.P. W/ MODULATING SPEED CONTROL AND LINE VOLTAGE T-STAT (TYP.2) 110V 1Ø T-3 SET @ 105° TO ALARM NOTE: ROTATE T-1, & 2, MONTHLY FOR LEAD LAG. T-2 SET @ 95° 110V 1Ø SPEED CONTROL 110V 1Ø 1 EF 2 EF DISCONNECT SWITCH (TYP.) T-1 SET @ 85° SPEED CONTROL DISCONNECT SWITCH (TYP.) WIRING DIAGRAM 5 PROJECT DESCRIPTION: 1. PROVIDE (2) MECHANICAL ROOF EXHAUST FANS TO REMOVE HEAT FROM ANTENNA/RRU IN TOWER. 2. (EF-1) TO BE CONTROLLED WITH LINE VOLTAGE T-STAT SET @ 85°F. 2. (EF-2) TO BE CONTROLLED WITH LINE VOLTAGE T-STAT SET @ 95°F. 3. PROVIDE HIGH TEMP LINE VOLTAGE STAT SET @ 105°F TO SEND ALARM SIGNAL TO OPERATOR. GENERAL NOTES: 1. ALL WORK AND MATERIALS TO BE IN ACCORDANCE WITH CITY, STATE, AND FEDERAL CODES, LAWS AND REGULATIONS 2. PROVIDE APPROVED INDEPENDENT ELECTRICAL DISCONNECT FOR EACH PIECE OF EQUIPMENT, WITHIN SIGHT OF EQUIPMENT, WHEN SUPPLY VOLTAGE EXCEEDS 50 VOLTS [CMC 308] 3. FACTORY MADE DUCTS SHALL COMPLY WITH REFERENCE STANDARD AND CHAPTER 17. SUPPORT OF DUCTS, INSTALLER SHALL PROVIDE THE MFR. FIELD FABRICATION AND INSTALLATION INSTRUCTIONS [CMC 309.2] DUCT SIZES ARE NET INSIDE FOR ALL LINED DUCTS 4. PRIOR TO COMMENCING THE WORK, CONTRACTOR TO VISIT SITE AND ASCERTAIN ALL CONDITIONS PERTAINING TO THE PROJECT. 5. ALL DUCT NEAR ANTENNAS TO BE PVC DUCT. 6. ALL DUCT OUTDOORS TO BE SHEET METAL DUCT. SPECIFICATIONS: ORDINANCES REGULATIONS AND CODES: THE INSTALLATION SHALL COMPLY WITH ALL OF THE LATEST APPLICABLE ORDINANCES, REGULATIONS, CODES AND REQUIREMENTS OF AGENCY HAVING JURISDICTION, INCLUDING BUT NOT LIMITED TO THE STATE FIRE MARSHALL, THE 2019 CALIFORNIA MECHANICAL CODE, FIRE AND BUILDING CODES, AND THE CALIFORNIA ENERGY COMMISSION. EQUIPMENT: 1. APPLIANCES DESIGNED TO BE FIXED IN POSITION SHALL BE SECURELY FASTENED IN PLACE. SUPPORTS FOR APPLIANCE SHALL BE DESIGNED AND CONSTRUCTED TO SUSTAIN VERTICAL & HORIZONTAL LOADS WITHIN THE STRESS LIMITATIONS OF THE BLDG. CODE. (CMC 303.4) APPLICABLE CODES: 2019 CBC & 2019 CALIFORNIA AMENDMENTS (01 CBC-PART 2, TITLE 24, CCR) 2019 CEC & 2019 CALIFORNIA AMENDMENTS (01 CEC-PART 3, TITLE 24, CCR) 2019 CMC, 2019 CALIFORNIA AMENDMENTS (01 CMC - PART 4, TITLE 24, CCR) - (PUBLISHER: IAPMO), AND COUNTY OF ORANGE ADOPTED ORDINANCES) 2019 CPC & CALIFORNIA AMENDMENTS (01 CPC-PART 5 TITLE 24 CCR - (PUBLISHER: IAPMO) 2019 UFC & 2019 CALIFORNIA AMENDMENTS (01 CALIFORNIA FIRE CODE - PART 9, TITLE 24, CCR) DRAWING LIST: M-1 NOTES / SITE PLAN / HEAT LOAD CALCULATIONS / ANTENNA LAYOUT / WIRING DIAGRAM M-2 ELEVATIONS M-3 SPECIFICATIONS EF 1 EF 2 1344 3%4 S Main St WCC01 - 10111364403/23/23 2 SHEET TITLE SHEET NUMBER WIRELESS ® (VENDOR) PROJECT NUMBER REV DESCRIPTIONDATE BRS RFDS REV #:--- RWR RWR DRAWN BY: CHECKED BY: APPROVED BY: SUBMITTALS LSSNA01229A SAINT ANNE 1344 S. MAIN ST. SANTA ANA, CA 92707 CHURCH STEEPLE 0 01/10/2023 SUBMITTAL 1 LSSNA01229A DISH PROJECT NUMBER 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG Trabuco Canyon, California 92679 (949) 888-4411 fax (949) 888-9511 4 Shetland GREGORY DESIGN A Romine Johnston Industries Company D-740 Al l i d e a s , d e s i g n s , p l a n s a n d s p e c i f i c a t i o n s i n d i c a t e d o r r e p r e s e n t e d b y t h e s e d r a w i n g s a r e a o w n e d b y a n d a r e t h e p r o p e r t y o f G r e g o r y D e s i g n ( G D ) a n d w e r e c r e a t e d a n d d e v e l o p e d f o r u s e i n c o n n e c t i o n w i t h t h e s p e c i f i e d p r o j e c t . N o n e o f s u c h i d e a s , d e s i g n s , p l a n s o r s p e c i f i c a t i o n s s h a l l b e u s e d , i n p a r t o r i n w h o l e , f o r a n y p u r p o s e w h a t s o e v e r w i t h o u t w r i t t e n p e r m i s s i o n o f G D . 1 M-2 ELEVATIONS NORTH ELEVATION EAST ELEVATION 1 EF 2 EF 2 EF 1 EF (N) 24x36 FRP INTAKE LOUVER (TYP.2) (E) FRP DECORATIVE WINDOWS TO REMAIN (TYP.4) (E) CHURCH STEEPLE (N) ROOF MOUNTED DOWNBLAST EXHAUST FAN (TWIN CITY 140BE DCRD) 3/4 HP 2000 CFM, 1.0" S.P. W/ MODULATING SPEED CONTROL AND LINE VOLTAGE T-STAT (TYP.2) (N) 24x36 FRP INTAKE LOUVER (TYP.2) (E) FRP DECORATIVE WINDOWS TO REMAIN (TYP.4) (E) CHURCH STEEPLE (N) ROOF MOUNTED DOWNBLAST EXHAUST FAN (TWIN CITY 140BE DCRD) 3/4 HP 2000 CFM, 1.0" S.P. W/ MODULATING SPEED CONTROL AND LINE VOLTAGE T-STAT (TYP.2) JOHNSON CONTROLS (MODEL: A19ABC-4C) W/ LINE VOLTAGE T-STAT (TYP.3) T1,2,3 1344 3%4 S Main St WCC01 - 10111364403/23/23 SHEET TITLE SHEET NUMBER WIRELESS ® (VENDOR) PROJECT NUMBER REV DESCRIPTIONDATE BRS RFDS REV #:--- RWR RWR DRAWN BY: CHECKED BY: APPROVED BY: SUBMITTALS LSSNA01229A SAINT ANNE 1344 S. MAIN ST. SANTA ANA, CA 92707 CHURCH STEEPLE 0 01/10/2023 SUBMITTAL 1 LSSNA01229A DISH PROJECT NUMBER 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG Trabuco Canyon, California 92679 (949) 888-4411 fax (949) 888-9511 4 Shetland GREGORY DESIGN A Romine Johnston Industries Company D-740 Al l i d e a s , d e s i g n s , p l a n s a n d s p e c i f i c a t i o n s i n d i c a t e d o r r e p r e s e n t e d b y t h e s e d r a w i n g s a r e a o w n e d b y a n d a r e t h e p r o p e r t y o f G r e g o r y D e s i g n ( G D ) a n d w e r e c r e a t e d a n d d e v e l o p e d f o r u s e i n c o n n e c t i o n w i t h t h e s p e c i f i e d p r o j e c t . N o n e o f s u c h i d e a s , d e s i g n s , p l a n s o r s p e c i f i c a t i o n s s h a l l b e u s e d , i n p a r t o r i n w h o l e , f o r a n y p u r p o s e w h a t s o e v e r w i t h o u t w r i t t e n p e r m i s s i o n o f G D . M-3 SPECIFICATIONS THERMOSTAT SPECIFICATION 2 1 2 EF 1 EF 2 EF 1 EF EXHAUST FAN SPECIFICATION 1344 3%4 S Main St WCC01 - 10111364403/23/23 WIRELESS ® 1511 E. ORANGETHORPE AVE., SUITE D FULLERTON, CA 92831 America Telecom LLC CDG RF-1 DATE STAMPED: 01/18/2023 1344 3%4 S Main St WCC01 - 10111364403/23/23 T T T GEOGRAPHIC COORDINATES : Latitude: N33°43'44.71" (NAD 83) Longitude: W117°52'04.79" (NAD 83) EXISTING CHURCH STEEPLE T T T T Legend Boundary Detail Lease Area Detail REVISION: A&E DEVELOPMENT: CONSULTANT: LICENSURE: DESCRIPTION:DATE: / BY:REVISION: SITE INFORMATION: SHEET TITLE: TO P O G RAP HIC S U RVEY SHEET NUMBER: LS -1 JOB NO. 22851 SHEET 1 OF 1 11/17/22 JT SUBMITTAL Fax: 951-280-9746Phone: 951-280-9960 www.calvada.com 411 Jenks Cir., Suite 205, Corona, CA 92878 Toll Free: 800-CALVADA 1 3 4 4 S . MAIN S TREET S AN TA AN A, C A 9 2 7 0 7 O RAN G E C O U N TY LS S N A0 1 2 2 9 A Vicinity Map Date of Survey Geographic Coordinates at Center of Steeple Assessor's Parcel Nos. Access & Utility Route/Lease Area Easements Title Report Legal Description Basis of Bearings Benchmark GRAPHIC SCALE FEET Legend Edinger Ave Site A&E SERVICES 2749 Saturn Street Brea, California 92821 (714)729-8404 (714)333-4441 fax www.core.us.com W Warner Ave Mc Fadden Ave Willits St W 1st St W Civic Center Dr W 17th St S R a i t t S t S B r i s t o l S t S F l o w e r S t Ma i n S t Gr a n d A v e San t a A n a F w y Co s t a M e s a F w y P R E L IM IN A R Y See Lease Area Detail 1344 3%4 S Main St WCC01 - 10111364403/23/23 1344 3%4 S Main St WCC01 - 10111364403/23/23 1344 3%4 S Main St WCC01 - 10111364403/23/23