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HomeMy WebLinkAboutFile Documents.315 Dean St.0024-2024-BCOM (5) January 12, 2023 STRUCTURAL ENGINEERING Joy Retherford DK Structural Engineering, LLC Retherford Enterprises, Inc. 4 Matt Fenton Drive, 7093 Silverhorn Drive, Little Ferry, NJ 07643 Evergreen, Colorado 80439 Subject: CO3 Aspen Highlands Structural Analysis Analysis Criteria: Codes: 2015 IBC w/Aspen Design Criteria ASCE 7-10 AISC 14th Edition Engineering Firm Designation: DK Structural Engineering, LLC Project Number: DK22-0440 Site Data: CO3 Aspen Highlands 315 East Dean Street, Aspen, CO 81611 Pitkin County Joy, DK Structural Engineering, LLC is pleased to submit this "Structural Analysis" to determine the structural integrity of the above-mentioned localized penthouse roof. The purpose of the analysis is to determine acceptability of the stress levels from new loads on the existing penthouse. Based on our analysis we have determined the capacities, under the following load case, to be: Proposed + Existing Equipment Passing This analysis has been performed in accordance with the 2015 International Building Code and ASCE 7-10 based on an ultimate wind speed of 115 mph. Exposure Category C, with a maximum topographic factor, Kzt, of 1.0 for Topographic Category and Risk Category II were used in this analysis. All modifications and equipment proposed in this report shall be installed per manufacturer specifications and inspected by a third party. We appreciate the opportunity of providing our continuing professional services to you. If you have any questions or need further assistance on this or any other projects, please send us an email. Respectfully submitted by: 01/13/2023 LDaniel F. Reckert �,. D�P,•• •. 4. Structural Engineer o� . ��� F.RFC , s� CO PE#: 52731 v •ae- Expires: 10/31/2023 : 0052731 a. ••• RECEIVED ,e """ 05/09/2024 pm@DKstructural.com ASPEN BUILDING DEPARTMENT Structural Analysis CO3 Aspen Highlands DK22-0440 Page 2 TABLE OF CONTENTS 1) INTRODUCTION 2)ANALYSIS CRITERIA Table 1 — Final Antenna Information 3)ANALYSIS PROCEDURE Table 2— Documents Provided 3.1)Analysis Method 3.2)Assumptions 4)ANALYSIS RESULTS Table 3— Member Capacity 4.1) Recommendations 5)APPENDIX A Calculations RECEIVED 05/09/2024 ASPEN BUILDING DEPARTMENT Structural Analysis CO3 Aspen Highlands DK22-0440 Page 3 1) INTRODUCTION This is an analysis for walls of an approximately 16' tall penthouse located in Aspen, Colorado. 2)ANALYSIS CRITERIA This analysis has been performed in accordance with the 2015 International Building Code and ASCE 7-10 based on an ultimate wind speed of 115 mph. Table 1 — Final Antenna Information Mounting Center Number Level Line of Mount Location Antenna Model Note Elevation Antennas! 3 Ericsson AIR 6449 6 CommScope NHHSS-65B-R2BT 3 Existing Penthouse Ericsson RRU 4449 69'-0" 73'-0" 1,2,3Roofto Mounts 3 p Ericsson RRU 8843 3 Ericsson RRU 4408 7 2 Raycap OVP 1) All other existing loading to be removed prior to installation. 2) Bold loading is proposed. 3) CommScope antennas shall be dual mounted. 3)ANALYSIS PROCEDURE Table 2 - Documents Provided Document Performed By Designation Date Mapping Report DK Structural Engineering, LLC DK22-0439 11-16-2022 Prelim Construction Drawing Lutz, Daily & Brain, LLC CO3 Aspen Highlands 11-29-2022 RF Data Sheet I Verizon Wireless Site ID: 393701 I 10-28-2022 3.1)Analysis Method Mathcad 15 was used to calculate loads and member stresses for various loading cases. Selected output from the analysis is included in Appendix A. 3.2)Assumptions 1) The penthouse structure has been maintained in accordance with the manufacturer's specification and are in good working condition. 2) Check of existing rooftop equipment platform is not in the scope of this analysis. No changes to loading within have been provided. 3) Existing penthouse is approved for the existing loading and certified by a licensed engineer, making this comparison analysis valid. 4) Check of existing mounts for new loads is provided under a different report and not checked herein. This analysis may be affected if any assumptions are not valid or have been made in error. DK Structural Engineering, LLC should be notified to determine the effect on the structural integrity of the existing walls if it differs. RECEIVED 05/09/2024 ASPEN BUILDING DEPARTMENT Structural Analysis CO3 Aspen Highlands DK22-0440 Page 4 4)ANALYSIS RESULTS Table 3 - Member Capacity (Summary) Member Capacity Code Check Notes Vertical Forces Weight Comparison: 104.7% OK! 1 Lateral Forces Force Comparison: 83.1% OK! 1 Side Force Comparison: 85.8% 1) Per IBC, an increase in vertical forces of less than or equal to 5% and an increase in lateral forces of less than 10% are approved by comparison to the original design. 4.1) Recommendations The existing penthouse has the capacity for the final loading in Table 1. RECEIVED 05/09/2024 ASPEN BUILDING DEPARTMENT Structural Analysis CO3 Aspen Highlands DK22-0440 Page 5 APPENDIX A CALCULATIONS RECEIVED 05/09/2024 ASPEN BUILDING DEPARTMENT 1/11/23,4:29 PM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website.Please contact us with feedback. 0 The ATC Hazards by Location website will not be updated to support ASCE 7-22.Find out why. OTCHazards by Location Search Information Rifle •--- White River za Breckenridge Address: 315 E Dean St,Aspen,CO 81611,USA Nation?' Gnrno+ 7958_ft Coordinates: 39.1869935,-106.8212945 Tzar Snowmass_As en Elevation: 7958 ft Village- Timestamp: 2023-01-11T23:29:29.803Z t �— Hazard Type: Wind daredge Paonia Crested Butte Buena Vista Go gle Grand Mesa, diAlsio data©2023 Google Report a map error ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 76 mph MRI 10-Year 76 mph ASCE 7-05 Wind Speed 90 mph MRI 25-Year 83 mph MRI 25-Year 84 mph MRI 50-Year 87 mph MRI 50-Year 90 mph MRI 100-Year 92 mph MRI 100-Year 96 mph Risk Category I 99 mph Risk Category I 105 mph Risk Category II 104 mph Risk Category II 115 mph Risk Category III 111 mph Risk Category III-IV 120 mph Risk Category IV 114 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22.Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer.Per ASCE 7,islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases,this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher.NOTE:For queries near wind-borne debris region boundaries,the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain,gorges,ocean promontories,and special wind regions shall be examined for unusual wind conditions. 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RECEIVED 05/09/2024 https://hazards.atcouncil.org/#/wind?lat=39.1869935&Ing=-106.8212945&address=315 E Dean St%2C Aspen%2C CO 81611%2C USA ASPEN 1/ BUILDING DEPARTMENT Select Language v Design Criteria Climactic & Geographical Design Criteria Table R301.2 (1)as amended Item Criteria Ground snow load 100 psf Wind Speed/ Exposure Category 89/B Seismic design category C Weathering Severe Frost line depth 36 inches Termite None to slight Decay None to slight Winter design temp -15 degrees F Summer design temp 82 degrees F Ice shield underlayment required Yes Flood hazards Air Freezing index 2000 Mean annual temperature 40 degrees RECEIVED Cp Government Websites by CivicPlus® 05/09/2024 ASPEN BUILDING DEPARTMENT DK Structural Eng, LLC Structural Analysis DKSE Project# pm@dkstructural.com CO3 Aspen Highlands DK22-0440 General Wind Input Per ASCE 7-10 (h>60'): Reference Wind Speed: V:= 115 mph ultimate wind speed Aspen Design Criteria Wind Directionality Factor: Kd:= 0.95 Table 26.6-1 Exposure Category: Exp:= "C" Engineering Discretion Gust Effect Factor: G:= 0.85 Section 26.9.1 Mean Antenna Height: hCL:= 73•ft+ 0•in Terrain Exposure Constants: a:= 7.0 if Exp = "B" Table 26.9-1 9.5 if Exp = "C" 11.5 if Exp = "D" "Error" otherwise zg:= 1200•ft if Exp = "B" Table 26.9-1 900•ft if Exp = "C" 700•ft if Exp = "D" "Error" otherwise '21 a) Velocity Pressure Kz(z):= 2.01• — Table 29.3-1 Coefficient Function: zg) Force Coefficient Functions: / h 1 Table 29.5-1 - — 1 Cf(h,d):= 1.3 + 0.1• 6 J if �d/< 7 h 1 - - 7 1.4+ 0.6 d if 7 < h 25 18 ) d) 2.0 otherwise h 1 - - 1 Cf r(h,d):= 0.7+ 0.1• d if —h'<7 6 ) ) h 1 - - 7 0.8+ 0.4• d if 7 < h 25 18 ) \(.1) 1.2 otherwise Minimum Velocity Kz min 0.7 if Exp = "B" Table 29.3-1 Pressure Coefficient: 0.85 if Exp ="C" 1.03 if Exp ="D" "Error" otherwise Topographic Factor: Kzt:= 1.0 l f r 05/09/2024 ASPEN BUILDING DEPARTMENT DK Structural Eng, LLC Structural Analysis DKSE Project# pm@dkstructural.com CO3 Aspen Highlands DK22-0440 Calculate Loads on Existing and Proposed Appurtenances>60'Tall: Antenna Centerline: z:= hCL Velocity Pressure Coefficient: Kz:= max(Kz(z),Kzmin) = 1.184 Velocity Pressure: qz:= 0.00256•KZ Kzt Kd•V2.psf = 38.1•psf Equation(29.3-1) (6)Proposed NHHSS-65B-R2BT2 Antema(2 per sector): Antenna Dimensions: h:= 72.0•in w:= 11.9•in d:= 7.2•in Wtantl 51.0.1bf Wind Area(front): Aantl 11.w= 5.95 ft2 Force Coefficient: Cf front Cf(h,w) = 1.384 Wind Load (front): Fantl qz Cf front Aantl = 313.8 lbf Wind Area(side): Aantl s h•d= 3.6 ft2 Force Coefficient: Cf side Cf(h,d) = 1.5 Wind Load (side): Fantl s qz•Cf side'Aantl s= 205.7 lbf (3)Proposed AIR 6449 Antenna(1 per sector): Antenna Dimensions: h:= 30.8•in w:= 16.1•in d:= 10.8•in Wtant2 88.0.1bf Wind Area(front): Aant2 h•w=3.44 ft2 Force Coefficient: Cf front Cf(h,w) = 1.315 Wind Load (front): Fant2 gz Cf front Aant2 = 172.5 lbf Wind Area(side): Aant2s h.d=2.31 ft2 Force Coefficient: Cf side Cf(h,d) = 1.331 Wind Load (side): Fant2_s qz Cf side Aant2 s= 117.11bf (6)Existing HEX656CW0000 Antenna(2 per sector)to be removed: Antenna Dimensions: h:= 75.0•in w:= 12.0•in d:= 7.1•in Wtant3 50.7.1bf Wind Area(front): Aant3 h•w= 6.25 ft2 Force Coefficient: Cf front Cf(h,w) = 1.388 Wind Load (front): Fant3 gz Cf front Aant3 = 330.4 lbf Wind Area(side): Aant3 s = h•d= 3.7 ft2 Force Coefficient: Cf side Cf(h,d) = 1.519 Wind Load (side): Fant3_s qz Cf side Aant3_s= 214.0 lbf 05/09/2024 ASPEN BUILDING DEPARTMENT DK Structural Eng, LLC Structural Analysis DKSE Project# pm@dkstructural.com CO3 Aspen Highlands DK22-0440 (3)Existing LNX-6513DSAntenna(1 per sector)to be removed: Antenna Dimensions: h:= 54.8•in w:= 11.9•in d:= 7.2•in Wtant4 32.7.1bf Wind Area(front): Aant4 h•w=4.53 ft2 Force Coefficient: Cf front Cf(h,w) = 1.36 Wind Load (front): Fant4 qz'Cf front Aant4 =234.6 lbf Wind Area(side): Aant4 s h•d=2.74 ft2 Force Coefficient: Cf side Cf(h,d) = 1.42 Wind Load (side): Fant4 s qz'Cf side'Aant4_s= 148.3 lbf (3)Existing HBX-6516DS-VTM Antenna(1 per sector)to be removed: Antenna Dimensions: h:= 51.5•in w:= 6.6•in d:= 3.3•in Wtant5 29.2.1bf Wind Area(front): Aant5 h•w=2.36 ft2 Force Coefficient: Cf front Cf(h,w) = 1.427 Wind Load (front): Fant5 qz'Cf front Aant5 = 128.3 lbf Wind Area(side): Aant5 s h.d= 1.18 ft2 Force Coefficient: Cf side Cf(h,d) = 1.687 Wind Load (side): Fant5 s qz'Cf side'Aant5_s= 75.8 lbf (3)Existing Ericsson 8843 Radio(1 per sector)to remain: Radio Dimensions: h:= 18•in w:= 13.2•in d:= 11.3•in Wtradiol 75.1bf Wind Area(front): Aradio l h•w= 1.65 ft2 Force Coefficient: Cf front Cf(h,w) = 1.306 Wind Load (front): Fradiol qz'Cf front Aradiol = 82.1 lbf Wind Area(side): Aradiol s h.d= 1.41 ft2 Force Coefficient: Cf side = Cf(h,d) = 1.31 Wind Load (side): Fradiol s qz'Cf side'Aradiol s = 70.5 lbf (3)Existing Ericsson 4449 Radio(1 per sector)to remain: Radio Dimensions: h:= 18•in w:= 13.2•in d:= 9.4•in Wtradio2 70.1bf Wind Area(front): Aradio2 h•w= 1.65 ft2 Force Coefficient: Cf front Cf(h,w) = 1.306 Wind Load (front): Fradio2 qz'Cf front Aradio2= 82.1 lbf Wind Area(side): Aradio2 s h•d= 1.17 ft2 Force Coefficient: Cf side:= Cf(h,d) = 1.315 - i � V 05/09/2024 ASPEN BUILDING DEPARTMENT DK Structural Eng, LLC Structural Analysis DKSE Project# pm@dkstructural.com CO3 Aspen Highlands DK22-0440 Wind Load (side): Fradio2 s qz'Cf side'Aradio2 s = 58.9 lbf (3)Proposed Ericsson 4408 Radio(1 per sector): Radio Dimensions: h:= 8.4•in w:= 7.9•in d:= 4.2•in Wtradio3 11.1bf Wind Area(front): Aradio3:= h•w= 0.46 ft2 Force Coefficient: Cf front Cf(h,w) = 1.301 Wind Load (front): F := q =22.8 lbf radio3 z C f front Aradio3 Wind Area(side): Aradio3 s h.d= 0.25 ft2 Force Coefficient: Cf side = Cf(h,d) = 1.317 Wind Load (side): Fradio3 s qz'Cf side'Aradio3 s = 12.3 lbf (2)Existing OVP(Alpha and Beta sectot): Equipment Dimensions: h:= 29.5•in w:= 16.5•in d:= 12.6•in Wtovp:= 32.1bf Wind Area(front): Aovp:= h•w= 3.38 ft2 Force Coefficient: Cf front Cf(h,w) = 1.313 Wind Load (front): Fovp qz'Cf front Aovp = 169.1 lbf Wind Area(side): Aovp_s•• = h.d= 2.58 ft2 Force Coefficient: Cf side Cf(h,d) = 1.322 Wind Load (side): Fovp_s qz'Cf side'Aovp_s= 130.0lbf Existing Antenna Mount: Mount Weight: Wtmount 465•lbf (per MountAnalysis Risa 3D) Loading Comparison on Penthouse Roof: Proposed Loading: Wta_p 2Wtant1 + Wtant2 = 190lbf Wtr_p Wtradiol + Wtradio2+ Wtradio3 + Wtovp = 188 lbf Existing Loading: Wta e:— 2Wtant3 + Wtant4 + Wtant5 = 163.3lbf Wtr_e Wtradiol + Wtradio2+ Wtovp = 177 lbf Vertical Force Wta_p+ Wtr_p+ Wtmount Comparison: Weight_ratio:= Wt + Wt + Wtmount Weight_ratio = 104.7•% Weight_ratio:= "OK BY COMPARISON PER IBC" if Weight_ratio < 105% "ADDITIONAL CHECKS REQUIRED" otherwise Weight_ratio = "OK BY COMPARISON PER IBC" " i'l ; 11,tiil ; 05/09/2024 ASPEN BUILDING DEPARTMENT DK Structural Eng, LLC Structural Analysis DKSE Project# pm@dkstructural.com CO3 Aspen Highlands DK22-0440 Proposed Loading: Fa_p 2Fant1 + Fant2 = 800.11bf Fr_p:= Fradiol + Fradio2+ Fradio3 = 187 lbf Existing Loading: Fa_e 2Fant3 + Fant4 + Fant5 = 1023.7lbf Fr e:= Fradiol + Fradio2= 164.2 lbf Lateral Force Fa_p+ Frp _ Comparison: Force ratio:= F + F =0.831 ae re Force_ratio= 83.1.% Force_ratio:= I"OK BY COMPARISON PER IBC" if Force_ratio< 110% "ADDITIONAL CHECKS REQUIRED" otherwise Force_ratio= "OK BY COMPARISON PER IBC"1 Proposed Loading: Fa_p:= 2Fant1_s+ Fant2_s= 528.61bf Fr_p:= Fradiol_s + Fradio2_s+ Fradio3_s = 141.7 lbf Existing Loading: Fa_e 2Fant3 s+ Fant4 s+ Fant5 s=652 lbf Fr e Fradiol s + Fradio2 s= 129.4 lbf Side Force Side ratio:= Fa_Fp+ Fr_h =0.858 Comparison: — F + F ae re Side_ratio = 85.8•% Side_ratio:= "OK BY COMPARISON PER IBC" if Side_ratio < 110% "ADDITIONAL CHECKS REQUIRED" otherwise Side_ratio = "OK BY CO **Lateral and Vertical force ratios are O.K.per IBC** RECEIVED 05/09/2024 ASPEN BUILDING DEPARTMENT