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PMT14-01425 City of Menifee Permit No.: PMT14-01425 29714 HAUN RD.CC L MENIFEE, CA 92586 Type: Commercial Electrical MENIFEE Date Issued: 11/20/2014 PERMIT Site Address: 29950 MENIFEE RD, MENIFEE, CA 92584 Parcel Number: 340-040-008 Construction Cost: $24,000.00 Existing Use: Proposed Use: Description of SPRINT CELL TOWER MODIFICATION Work: Owner Contractor COUNTY OF RIVERSIDE ELITE TOWER PROFESSIONALS LLC 3133 MISSION AVE 21154 JOHN IRWIN DRIVE RIVERSIDE, CA 92123 WALNUT, CA 91789 Applicant Phone:6265244247 MENIFEE, CA License Number: 997295 Fee Description Qtv Amount 1$1 - Inspections not specified 129 129.07 yii'�ifia�al,��l' n s�'��dlllc,� <10 1`00= GREEN FEE 1 1.00 SMI RM $370.07 The issuance of this permit shall not prevent the building official from thereafter requiring the correction of errors in the plans and specifications or from preventing builiding operations being carried on thereunderwhen in violation of the Building Code or of any other ordinance of City of Menifee. Except as otherwise stated,a permit for construction under which no work is commenced within six months after issuance,or where the work commenced is suspended or abandoned for six months,shall expire,and fees paid shall be forfeited. AA_Bldg_Permit_Template.rpt Page 1 of 1 City Of Menifee LICENSED DECLARATION I hereby affirm under penalty or perjury that I am licensed under provisions of ❑ I, as owner of the property an exclusively contracting with licensed Chapter 9(commencing with section 7000)of Division 3 of the Business and contractors to construct the project(Section 7044, Business and Professions Professions Code ao my license is in full folce_a and effect. Code:The Contractor's License Law does not apply to an owner of a property License Class lf Licens o. who builds or improves thereon, and who contracts for the projects with aI. Expires ) t k- Signature licensed contractor(s)pursuant to the Contractors State License Law). WORKERS'COMPENSATION DECLARATION ❑ 1 am exempt from licensure under the Contractors'State License Law for the ❑ I hereby affirm under penalty of perjury one of the following declarations: following reason: I have and will maintain a certificate of consent of self-insure for workers' By my signature below I acknowledge that, except for my personal residence in compensation,issued by the Director of Industrial Relations as provided for by which I must have resided for at least one year prior to completion of Section 3700 of the Labor Code, for the performance of work for which this improvements covered by this permit, I cannot legally sell a structure that have permit is Issued. built as an owner-building if it has not been constructed in its entirety by licensed Policy# contractors. I understand that a copy of the applicable law, Section 7044 of the .I have and will maintain workers' compensation insurance, as required by Business and Professions Code,is available upon request when this application is section 3700 of the Labor Code, for the performance of the work for which this submitted or at the following Web site:hfto:l/www.leginfo.ca.goy/calaw.html. permit Is Issued.My workers'compensation insurance carrier and policy numb r are: Carrier-lG�4�C®a^P' S \OY�\4nSV�Y C�.�.t. Property Owner or Authorized Agent Date Expires (� '�-Ot Policy# 1t79%,�01 �. Name of Agent Phone# El By my Signature below, I certify to each of the following: I am the property owner or authorized to act on the property owner's behalf. I have read this (This section need not be completed if the permit is for application and the information I have provided is correct. I agree to comply one-hundred dollars($100)or less) - with all applicable city and county ordinances and slate laws relating to building construction.I authorize representatives of this city or county to enter the above- ❑ I certify that in the performance of the work for which this permit is issued, I identified property for the inspection purposes. shall not employ any persons in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers'compensation p�va.s. ns of Section 3700 of the Labor Code,I shall forthwith comply with thole pr Is ns. Property Owner or Authorized Agent Date L City Business License# Date;h ToV - Applicant) WARNING: FAILURE TO >SECURE WORKERS' HAZARDOUS MATERIAL DECLARATION COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS WILL THE APPLICANT OR FUTURE .BUILDING ($100,000), IN ADDITION TO THE COST OF COMPENSATION, OYES OCCUPANT HANDLE A HAZARDOUS MATERIAL ORA DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE MIXTURE CONTAINING A HAZARDOUS MATERIAL LABOR CODE, INTEREST,AND ATTORNEYS FEES ONO EQUAL TO OR GREATER THAN THE AMOUNTS CONSTRUCTION LENDING AGENCY SPECIFIED ON THE HAZARDOUS MATERIALS I hereby affirm that under the penalty of perjury there is a construction lending INFORMATION GUIDE? agency for the performance of the work which this permit is issued (Section WILL THE INTENDED USE OF THE BUILDING BY THE 3097 Civil Code) - - APPLICANT OR FUTURE BUILDING OCCUPANT REQUIRE Lender's Name OYES A PERMIT FOR THE CONSTRUCTION OR MODIFICATION Lender's Address r FROM THE SOUTH COAST AIR QUALITY MANAGEMENT ❑NO DISTRICT(SCAQMD)SEE PERMITTING CHECKLIST FOR OWNER BUILDER DECLARATIONS GUIDE LINES I hereby affirm under penalty of perjury that I am exempt from the Contractor's PRINT NAME: License Law for the reason(s)indicated below by the checkmark(s)I have placed DYES WILL THE PROPOSED BUILDING OR MODIFIED FACILITY next to the applicable item(s)(Section 7031.5. Business and Professions Code: BE WITHIN 1000 FEET OF THE OUTER BOUNDARY OF A Any city or county that requires a permit to construct, alter, improve, demolish, ❑NO SCHOOL? or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with I HAVE READ THE HAZARDOUS MATERIAL Section 7000)of Division 3 of the Business and Professions Code)or that he or ❑yES INFORMATION GUIDE AND THE SCAQMD PERMITTING she is exempt from licensure and the basis for the alleged exemption. Any CHECKLIST, 1 UNDERSTAND MY REQUIREMENTS violation of Section 7031.5 by any Applicant for a permit subjects the applicant to ❑NO UNDER THE STATE OF CALIFORNIA HEALTH AND SAFETY a civil penalty of not more than($500).) CODE, SECTION 25505 25533 AND 25534 CONCERNING ❑ I, as owner of the property, or my employees with wages as their sole HAZARDOUS MATERIAL IAEPORI ING, compensation, will do ( )all of or( ) porting of the work, and the structure is PROPERTY OWNER OR AUTHORIZED AGENT not intended or offered for sale.(Section 7044, Business and Professions Code; The Contractor's State License Law does not.apply to an owner of a property X who, through employees' or personal effort,. builds or improves the property, provided that the improvements are not intended or offered for sale.If,however, the building or improvement is sold within one year of completion, the Owner- Builder will have the burden of proving that it was not built or improved for the purpose of sale). ■ FDH Engineering,Inc.,6521 Meridian Drive Raleigh,NC 27616,Ph.919.755.1012 Structural Analysis for SBA Network Services, Inc. 68' Monopole Tower SBA Site Name: Menifee Fire Station City of Menifee SBA Site ID: CA45912-A-01 Building & Safety Dept. Sprint Site ID: RV54XC457 JUN 16 2014 FDH Project Number1463ZQ4400 Received Analysis Results Tower Components 72.2% Sufficient Foundation 66.2% Sufficient uMOAW ,na;s;,; pan0>cd^Iolasslyl 'SmueuvoPWl uu, ict l:w:ad e y u;rar,.l:,um aq lou 11e45 suerylP __ i _ - 9 (13A Prepared By: Reviewed By: 0Add A ' 9� ee Copy 1 pY ds aNtl � � � 333IN3W Kevin Diaz, EIT Christopher G Ply, PE Project Engineer Vice President-Structural Engineering CA PE License/ . 72814 FDH Engineering, Inc. Q q 1 ) 6521 Meridien Drive Q Raleigh, NC 27616 (919)755-1012 2 U 72814 •� info@fdh-inc.com ^ clvv1- April 25, 2014 Prepared pursuant to ANSbrFIA 222 G Structural Standard forAntenna Supporting Structures and Antennas and 2013 California Building Code ^ Document No.ENG-RPT 501S Revision Date:06/17/11 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:CA45912-A-01 April25 2014 TABLE OF CONTENTS EXECUTIVESUMMARY............................................................................................................................................................3 Conclusions............................................................................................................................................................................3 Recommendations.................................................................................................................................................................3 APPURTENANCELISTING.......................................................................................................................................................4 RESULTS...................................................................................................................................................................................5 GENERALCOMMENTS............................................................................................................................................................6 LIMITATIONS.............................................................................................................................................................................6 APPENDIX.................................................................................................................................................................................7 vI d t� r J Document No.ENG-RPT-501S Revision Dale:06/17/11 2 Structural Analysis Report SBA Network Services, Inc. SBA Site ID:CA45912-A-01 April25 2014 EXECUTIVE SUMMARY At the request of SBA Network Services, Inc., FDH Engineering, Inc. performed a structural analysis of the monopole located in Menifee, CA to determine whether the tower is structurally adequate to support both the existing and proposed loads pursuant to the Structural Standard for Antenna Supporting Structures and Antennas, ANSIITIA-222-G and 2013 California Building Code(CBC). Information pertaining to the existing/proposed antenna loading, current tower geometry, geotechnical data, foundation dimensions, and member sizes was obtained from: ❑ Paul J. Ford and Company(Job No. 35201-0005)original design drawings dated February 28, 2001. ❑ ATC Associates Inc. (Project No.40.75013.0324) Geotechnical Data Report dated March 23, 2001. ❑ SBA Network Services, Inc. This analysis has been performed in accordance with the Rev. G 2013 CBC based upon an ultimate 3-second gust wind speed of 110 mph without ice converted to a nominal 3-second gust wind speed of 85 mph per Section 1609.3.1 as required for use in the ANSIITIA-222-G Standard per Exception#5 of Section 1609,1.1. Furthermore, this structure was analyzed as a Class II structure in Exposure Category C, with a topographical factor of 1, and Spectral Response Accelerations Ss= 1.500 and Si = 0.600. Conclusions a With the existing and proposed antennas from Sprint in place at 65 ft, the tower meets the requirements of the ANSI/TIA-222- 11 G standard and 2013 CBC provided the Recommendations listed below are satisfied. Furthermore, provided the foundation was designed and constructed to support the original design reactions (see PFJ Job No. 35201-0005),the foundation should r have the necessary capacity to support both the proposed and existing loading. For a more detailed description of the analysis of the tower, see the Results section of this report. Our structural analysis has been performed assuming all information provided to FDH Engineering, Inc. is accurate (i.e., the steel data, tower layout, existing antenna loading, and proposed antenna loading) and that the tower has been properly erected and maintained per the original design drawings. if Recommendations To ensure the requirements of the ANSt/TIA-222-G standard and 2013 CBC are met with the existing and proposed loading in place,we have the following recommendations: 1. The proposed feed lines should be installed inside the pole's shaft. 2. RRU/RRH Stipulation: The proposed equipment may be installed in any configuration as determined by the client. Document No,ENG-RPT 501S Revision Date:06/17/11 3 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:CA45912-A-01 April 25 2014 APPURTENANCE LISTING The proposed and existing antennas with their corresponding cables/coax lines are shown in Table 1. If the actual layout determined in the field deviates from the layout, FDH Engineering, Inc. should be contacted to perform a revised analysis. Table 1 -Appurtenance Loading Existing Loading: Antenna Mount Elevation Description Feed Lines' Carrier Elevation MountType 68 Palm Fronds — — 68 Direct (3)RFS APXVRRI3-C-A20 (Hybrids" 65 (3)Alcatel Lucent 1900MHz(65MHz)RRHs Sprint 65 (3)T-Arms 6 RFS ACU-A20-N RETs Hybrids 1.Feed lines installed inside the pole's shaft unless otherwise noted. Proposed Loading: Elevation Description Feed Lines Carrier Elevation Mount Type Antenna Mount I (3)RFS APXVRRI3-C-A20 t (3)RFS APXV9TM14-120 (4)1-1/4" 65 (3)Alcatel Lucent 1900MHz(65MHz)RRHs Hybrids Sprint 65 (3)T-Arms (3)Alcatel Lucent TD-RRH8x20-25 RRHs 6 RFS ACU-A20-N RETs I Document No.ENG-RPT 501 S Revision Date:06/17/11 4 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:CA45912-A-01 Aph125 2014 RESULTS The following yield strength of steel for individual members was used for analysis: Table 2- Material Strength Member Type Yield Strength Tower Shaft Sections 44 ksi Base Plate 44 ksi Anchor Bolts 75 ksi Table 3 displays the summary of the ratio (as a percentage) of force in the member to their capacities. Values greater than 100% indicate locations where the maximum force in the member exceeds its capacity. Note: Capacities up to 105% are considered acceptable. Table 4 displays the maximum foundation reactions. If the assumptions outlined in this report differ from actual field conditions, FDH Engineering, Inc. should be contacted to perform a revised analysis. Furthermore, as no information pertaining to the allowable twist and sway requirements for the existing or proposed appurtenances was provided, deflection and rotation were not taken into consideration when performing this analysis. I 1 See the Appendix for detailed modeling information Table 3- Summary of Working Percentage of Structural Components ElevationSection . .. - No. it pe Fail L1 68-32 1 Pole I TP25.355x18x0.1969 52.5 Pass L2 32-0 1 Pole I TP31.5x24.2972x0.2362 64.2 Pass Anchor Bolts 4 2.25'0 w/BC=38.5" 1 58.5 Pass Base Plate PL 43.75"0 x 1.811"Thick 72.2 Pass 1 Table 4- Maximum Base Reactions Current Analysis' Base Reactions (ANSIITIA-222-G) 1 Original De—sign Axial" — 8 k 7 k Shear"" 2 k"'. S k 10 k Moment — 469 k-ft 525 k-ft "Current analysis reactions are within an allowable factor of 1.35 per the ANSIrrIA-222-6 standard when the original design reactions are based on an allowable stress design. "Per our experience with foundations of similar type,the axial and shear loading should not control the foundation analysis. Seismic shear does not control this analysis. Document No.ENG-RPT 501 S Revision Date.06/17/11 5 Structural Analysis Report SBA Network Services,Inc. SBA Site ID:CA45912-A-01 April25 2014 GENERAL COMMENTS This engineering analysis is based upon the theoretical capacity of the structure. It is not a condition assessment of the tower and its foundation. It is the responsibility of SBA Network Services, Inc. to verify that the tower modeled and analyzed is the correct structure (with accurate antenna loading information) modeled. If there are substantial modifications to be made or the assumptions made in this analysis are not accurate, FDH Engineering, Inc. should be notified immediately to perform a revised analysis. LIMITATIONS All opinions and conclusions are considered accurate to a reasonable degree of engineering certainty based upon the evidence available at the time of this report. All opinions and conclusions are subject to revision based upon receipt of new or additional/updated information. All services are provided exercising a level of care and diligence equivalent to the standard and care of our profession. No other warranty or guarantee, expressed or implied, is offered. Our services are confidential in nature and we will not release this report to any other party without the client's consent. The use of this engineering work is limited to the express purpose for which it was commissioned and it may not be reused, copied, or distributed for any other purpose without the written consent of FDH Engineering, Inc. (I 1I ! I J Document No.ENG-RPT-501S Revision Date:06/17/11 6 i I Structural Analysis Report SBA Network Services,Inc. SBA Site ID:CA45912-A-01 April25 2014 APPENDIX i Document No.ENG-RPT 501S Revision Date:06/17/11 7 68.0fi I-_ DESIGNED APPURTENANCE LOADING fF TYPE -ELEVATION TYPE ELEVATION Lightning Rod Wx4' 68 T RRHWi 25 65 8 Polm F.An 68 M RRH8x20-25 65 APXVRR13C-A20 w/Mount Pipe 65 TD-RRH841025 65 APXVRR1bC-A20 wl Mount Pipe 65 (2)ACLLA26N RET 65 ' APXVRR13-GA20 w/Mount Pipe 65 _(2)ACU P20N RET _ _ 65 1 APXV9TM14-120 wl Mount Pipe 65 _(2)ACU-A20N RET 65 APXV9TMW20 el Mount Pipe 65 (3)T-A,me 65 APXV9TM14120 wl Mount Pipe 65 Empty Mount Pipe -65 1900MHZ RRH(65MHz) 65 Empty Mount Pipe 65 19001,111Z RRH(65MHz) 65 Empty Mount Pipe 65 1900MHZRRH(1 65 - MATERIAL STRENGTH . GRADE Fy Fu GRADE Fy Fu l Fy=44 kei Mdi _ 60 ke TOWER DESIGN NOTES m o _ 1. Tower is located in Riverside County,California. 2. Tower designed for Exposure C to the TIA-222-G Standard. 3. Tower designed for a 85 mph basic wind in accordance with the TIA-222-G Standard. 4. Deflections are based upon a 60 mph wind. 5. Tower Structure Class II. 6. Topographic Category 1 with Crest Height of 0.00 It 7. TOWER RATING:64.2% LL 3zon j ALL REACTIONS AREFACTORED AXIAL 8K SHEAR MOMENT 8 K ' _i 469 kip-0 00a TORQUE 0 kip-ft REACTIONS-85 mph WIND _ Y "n z' m r u 3 FDH Engineering,Inc. a0 Menifee Fire Station, CA45912-A-01 6521 Meridian Drive Proled.1463ZQ4400 Raleigh, North Carolina 27616 cuenk SBA Network Services,Inc. o'e""b,KDia2 A,p Tmser Analysis Phone:(919)755-1012 cpde' TIA-222-G iDi 04125114 -stele N FAX: 919 755-1031 P"^ Di No. tnxTower Job Page Menifee Fire Station, CA45912-A-01 1 of 10 FDH Engineering,Inc. Project Date 6521 Meridien Drive 1463ZQ4400 10:20:29 04/25/14 Raleigh,North Carolina 27616 Client Designed by Phone: (919)755-1012 SBA Network Services, Inc. KDiaz FAX:(919)755-1031 Tower Input Data There is a pole section. This tower is designed using the TIA-222-G standard. The following design criteria apply: Tower is located in Riverside County, California. ASCE 7-10 Wind Data is used(wind speeds converted to nominal values). Basic wind speed of 85 mph. Structure Class II. Exposure Category C. Topographic Category 1. Crest Height 0.00 ft. Deflections calculated using a wind speed of 60 mph. A non-linear(P-delta)analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Local bending stresses due to climbing loads,feed line supports,and appurtenance mounts are not considered. Tapered Pole Section Geometry Section Elevation Section Splice Awnher lop BouomWall Bend Pole Grade Length Length of Diameter Diameter Thickness Radius ft ft ft Sides in in in in Ll 68.00-32.00 36.00 3.25 18 18o000 25.3550 0.1969 0.7876 Fy=44 ksi (44 ksi) L2 32.00-0.00 35.25 18 24,2972 31.5000 0,2362 0.9448 Fy=44 ksi (44 ksi) Tapered Pole Properties Section Tip Dia. Area / r C 1/C J 1t/Q w rv/t in in' in4 in in in' in, in' in LI 18.2777 11.1262 445.5300 6.3201 9.1440 48.7238 891.6463 5.5642 2.9215 14.329 25.7461 15.7228 1257.2557 8.9311 12.8803 97.6104 2516.1657 7.8629 4.1159 20.904 L2 25.3464 18.0385 1319.3671 8.5417 12.3430 106.8921 2640,4703 9.0210 3,8606 16.345 31,9859 23,4384 2894.3401 11.0986 16,0020 180.8736 5792,4886 11.7214 5.1283 21.712 Tower Gusset Gusset Gusset Grade Adjust.Factor Adjust. Weight Mult. Double Angle Double Angle Elevation Area Thickness Af Factor Stitch Bolt Stitch Bolt (perface) A, Spacing Spacing Diagonals Ho,izonmis ft ft, in in in LI 68.00-32.00 1 I I L2 32.00-0.00 1 1 1 tnxTower Job Page Menifee Fire Station, CA45912-A-01 2 of 10 FDH Engineering,Inc. Project Date 6521 Meridien Drive 1463ZQ4400 10:20:29 04/25/14 Raleigh,North Carolina 27616 Client Designed by Phone:(919)755-1012 SBA Network Services, Inc. KDiaz FAX:(919)755-1031 Feed Line/Linear Appurtenances - Entered As Area Description Face Allow Component Placement Total CAAA Weight or Shield Type Number Leg J1 Aft Pr 1-1/4"Hybrids C No Inside Pole 65.00-0.00 4 No lee 0.00 0.66 Feed Line/Linear Appurtenances Section Areas Tower Tower Face As AP CAAA C.iA.a Weight Section Elevation In Face Out Face ft ft2 f,2- - -.Jr --- -ft? K _ LI 68.00-32.00 A 0,000 0.000 0.000 - 0.000 0.00 B 0.000 0,000 0.000 0.000 0.00 C 0,000 0.000 0.000 0.000 0,09 L2 32.00-0.00 A 0,000 0,000 0.000 0.000 0,00 B 0.000 0,000 0.000 0,000 0.00 C 0.000 0.000 0.000 0.000 0,08 Feed Line Center of Pressure Section Flevation CPV CP/ CPr CPz Ice e __ fi in rn in in LI 68.00-32 00 0.0000 0.0000 0.0000 0.0000 L2 32.00-0-00 0.0000 00000 U.0000 0.0000 Shielding Factor Ida Tower Feed Line Description Feed Line Section Record No. Se eat Elev. No lce Ice Discrete Tower Loads Description Face Offset Offsets: Azimuth Placement CAAA CAAA Weight or Type Herz Adjustment Front Side Leg Lateral Vert ft ^ ft jr' ft-' K n _ ft Lightning Rod 3/4"z4' C From Leg 0.00 0.0000 68.00 No Ice 0.30 0.30 0.02 0.00 2.00 8'Palm Fronds C None 0,0000 68.00 No Ice 97.92 97.92 0.48 APXVRRI3-C-A20 w/ A From Leg 4.00 0.0000 65.00 No lee 7.34 2.11 0.04 Mount Pipe 0.00 0.00 APXVRRI3-C-A20 w/ B From Leg 4.00 0.0000 65.00 No Ice 7.34 2.11 0.04 tnxTower Job Page Menifee Fire Station, CA45912-A-01 3 of 10 FDH Engineering,Inc. Project Date 6521 Meridien Drive 1463ZQ4400 10:20:29 04/25/14 Raleigh,North Carolina 27616 Client Designed by Phoney (919)755-1011 SBA Network Services, Inc. FAX (919)755-1t131 KDiaz Description Face Offset Offsets: Azimuth Placement CAAA CAA Weight or Type Harz Adjustment Front Side Leg Lateral [pert ft ft ft, ft' K fi f Mount Pipe 0.00 0.00 APXVRRI3-C-A20 w/ C From Leg 4.00 0.0000 65.00 No Ice 7,34 2.11 0.04 Mount Pipe 0.00 0.00 APXV9TM14-I20 w/Mount A From Leg 4.00 0.0000 65.00 No Ice 7.01 4.83 0.08 Pipe 0.00 0.00 APXV9TM14-120 w/Mount B From Leg 4.00 0.0000 65.00 No Ice 7.01 4.83 0.08 Pipe 0.00 0.00 APXV9TM14-120 w/Mount C From Leg 4.00 0.0000 65.00 No Ice 7.01 4.83 0.08 Pipe 0.00 0.00 1900MHz RRH(65MHz) A From Leg 4.00 0.0000 65.00 No Ice 2.70 2.77 0.06 0.00 0.00 1900MHz RRH(65MHz) B From Leg 4.00 0D000 65.00 No Ice 2.70 2.77 0.06 0.00 0.00 1900MHz RRH(65MHz) C From Leg 4.00 0.0000 65.00 No Ice 2.70 2.77 0.06. 0.00 0.00 TD-RRH8x20-25 A From Leg 4.00 0,0000 65.00 No Ice 4.72 1.70 0.07 0.00 0.00 TD-RRH8x20-25 B From Leg 4.00 0.0000 65.00 No Ice 4.72 1.70 0.07 0.00 0.00 TD-RRH8x20-25 C From Leg 4.00 0.0000 65.00 No Ice 4.72 1.70 0.07 0.00 0.00 (2)ACU-A20-N RET A From Leg 4.00 0.0000 65,00 No Ice 0.08 0.14 0.00 0.00 0.00 (2)ACU-A20-N RET B From Leg 4.00 0.0000 65.00 No Ice 0.08 0.14 0.00 0.00 0.00 (2)ACU-A20-N RET C From Leg 4.00 0.0000 65.00 No Ice 0.08 0.14 0.00 0.00 0.00 (3)T-Anus C None 0.0000 65.00 No Ice 11.59 11.59 0.77 Empty Mount Pipe A From Leg 4.00 0.0000 65.00 No Ice 1.40 1.40 0.03 0.00 0.00 Empty Mount Pipe B From Leg 4.00 0.0000 65.00 No Ice 1 A0 1.40 0.03 0.00 0.00 Empty Mount Pipe C From Leg 4.00 0.0000 65.00 No Ice 1 40 1.40 0.03 0,00 0.00 tnxTower Job Page Menifee Fire Station, CA45912-A-01 4 of 10 FDH Engineering,Inc. Project Date 6521 Meridien Drive 1463ZQ44OO 10:20:29 04/25/14 Raleigh,North Carolina 27616 Client Designed by Phone:(919)755-1012 SBA Network Services, Inc. KDiaz FAX.(919)755-1037 Load Combinations Comb. Description No. 1 Dead Only 2 1.2 Dead+1.6 Wind 0 deg-No Ice 3 0.9 Dead+1.6 Wind 0 deg-No Ice 4 1.2 Dead+1.6 Wind 30 deg-No Ice 5 0.9 Dead+1.6 Wind 30 deg-No Ice 6 1.2 Dead+1.6 Wind 60 deg-No Ice 7 0.9 Dead+1.6 Wind 60 deg-No Ice 8 1.2 Dead+1.6 Wind 90 deg-No Ice 9 0.9 Dead+1.6 Wind 90 deg-No Ice 10 1.2 Dead+1.6 Wind 120 deg-No Ice 11 0.9 Dead+1.6 Wind I20 deg-No Ice 12 1.2 Dead+1.6 Wind 150 deg-No Ice 13 0.9 Dead+1.6 Wind 150 deg-No Ice 14 1.2 Dead+1.6 Wind 180 deg-No Ice 15 0.9 Dead+1.6 Wind 180 deg-No Ice 16 1.2 Dead+1.6 Wind 210 deg-No Ice 17 0.9 Dead+1.6 Wind 210 deg-No Ice 18 1.2 Dead+1.6 Wind 240 deg-No Ice 19 0.9 Dead+1.6 Wind 240 deg-No Ice 20 1.2 Dead+1.6 Wind 270 deg-No Ice 21 0.9 Dead+1.6 Wind 270 deg-No Ice 22 1.2 Dead+1.6 Wind 300 deg-No Ice 23 0.9 Dead+1.6 Wind 300 deg-No Ice 24 1.2 Dead+1.6 Wind 330 deg-No Ice 25 0.9 Dead+1.6 Wind 330 deg-No Ice 26 Dead+Wind 0 deg-Service 27 Dead+Wind 30 deg-Service 28 Dead+Wind 60 deg-Service 29 Dead+Wind 90 deg-Service 30 Dead+Wind 120 deg-Service 31 Dead+Wind 150 deg-Service 32 Dead+Wind 180 deg-Service 33 Dead+Wind 210 deg-Service 34 Dead+Wind 240 deg-Service 35 Dead+Wind 270 deg-Service 36 Dead+Wind 300 deg-Service 37 Dead+Wind 330 deg-Service Maximum Member Forces Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comh. K kipyll kipft Ll 68-32 Pole Max Tension 1 0.00 0.00 0.00 Max.Compression 8 4.21 -199A9 -0.01 Max.Mx 20 4.21 199.22 -0.01 Max.My 14 4.21 0.02 -199.22 Max.Vy 20 -6.94 199.22 -0.01 Max.Vx 14 6.94 0.02 -199.22 Max.Torque 24 0.01 L2 32-0 Pale Max Tension 1 0.00 0.00 0.00 Max.Compression 6 -7.70 -405.91 234.35 Max.Mx 20 -7.70 468.73 -0.01 Max.My 14 -7.70 0.02 -468.72 Max.Vy 20 -8.34 468.73 401 Max.Vx 14 8.34 0.02 -468.72 WxTower Job Page Menifee Fire Station, CA45912-A-01 5 of 10 FDH Engineering,Inc. Project Date 65221 Meridien Drive 1463ZQ4400 10:20:29 04/25/14 Raleigh,North Carolina 27616 Client Designed by Phone:(919)755-1012 SBA Network Services, Inc. FAX (919)755-1031 KDiaz Section Elevation Component Condition Gov. Axial Major Axis Minor Axis No. ft Type Load Moment Moment Comb. K kip ft kip ft Max.Torque 24 0.01 Maximum Reactions Location Condition Gov. Vertical Horizontal,X Horizontal,Z Load K K K Comb. Pole Max.Vert 6 7.70 -7.21 4,17 Max.H, 21 5.78 8.33 0.00 Max.H, 3 5.78 0.00 8,33 Max.M, 2 468.70 0.00 8,33 Max.M, 8 468.70 -8.33 0.00 Max.Torsion 24 0.01 4.17 7,21 Min.Vert 21 5.78 8.33 0.00 Min.IT, 9 5.78 -8.33 0,00 Min.H. 15 5.78 0,00 -8,33 Min.M, 14 -468.72 0,00 -8,33 Min.M. 20 -468.73 8.33 0.00 Min.Torsion 12 -0.01 4.17 -7.21 Tower Mast Reaction Summary Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M. Moment,M. K K K kip ft kip-t kpE ft__ Dead Only 6.42 0.00 0.00 0.01 0.01 0.00 1.2 Dead+1.6 Wind 0 deg-No 7.70 0.00 -8.33 468.70 0.02 -0.01 Ice 0.9 Dead+1.6 Wind 0 deg-No 5.78 0.00 -8.33 467.01 0.01 -0.01 Ice 1.2 Dead+1.6 Wind 30 deg-No 7.70 4.17 -7.21 405.91 -234.34 -0.00 Ice 0.9 Dead+1.6 Wind 30 deg-No 5.78 4.17 -7.21 -404,45 -233.50 -0.00 Ice 1.2 Dead+1.6 Wind 60 deg-No 7.70 7.21 -4.17 -234.35 -405.91 -0.00 Ice 0.9 Dead+1.6 Wind 60 deg-No 5.78 7.21 -4.17 -233.50 -404.44 -0.00 Ice 1.2 Dead+1.6 Wind 90 deg.-No 7.70 8.33 0.00 0.01 -468.70 0.00 Ice 0.9 Dead+1.6 Wind 90 deg-No 5.78 8.33 0.00 0.01 46Z00 0.00 Ice 1.2 Dead+1.6 Wind 120 deg- 7.70 7.21 4.17 234.37 405.91 0.01 No Ice 0.9 Dead+1.6 Wind 120 deg- 5.78 7.21 4.17 233.52 404.44 0.01 No Ice 1.2 Dead+1.6 Wind 150 deg- 7.70 4.17 7.21 405.93 -234.34 0.01 No Ice 0.9 Dead+1.6 Wind 150 deg- 5.78 4.17 7.21 404.46 -233.50 0.01 No Ice 1.2 Dead+1.6 Wind 180 deg- 7.70 0.00 8.33 468.72 0.02 0.01 No Ice 0.9 Dead+1.6 Wind 180 deg- 5.78 0.00 8.33 467.02 0.01 0.01 tnxTower Job Page Menifee Fire Station, CA45912-A-01 6 of 10 FDH Engineering,Inc. Project Date 6521 Meridien Drive 1463ZQ4400 10:20:29 04/25/14 Raleigh,North Carolina 27616 Client Designed by Phone:(919)755-1012 SBA Network Services, Inc. KDiaz FAX:(919)755-1031 Load Vertical Shear, Shear, Overturning Overturning Torque Combination Moment,M. Moment,M, K K K _ kip-tt kip-fi kip-jt _ No lee 1.2 Dead+1.6 Wind 210 deg- 7.70 4.17 7.21 405.93 234.38 0.00 No Ice 0.9 Dead+1.6 Wind 210 deg- 5.78 -4.17 7.21 404.46 233.52 0.00 No Ice 1.2 Dead+1.6 Wind 240 deg- 7.70 -7.21 4.17 234.37 405.94 -0.00 No Ice 0.9 Dead+1.6 Wind 240 deg- 5.78 -7.21 4.17 233.52 404.46 -0.00 No Ice L2 Dead+1.6 Wind 270 deg- 7.70 -8,33 0.00 0.01 468.73 -0.00 No Ice 0.9 Dead+1.6 Wind 270 deg- 5.78 -8.33 0.00 0.01 467.03 400 No Ice 1.2 Dead+1.6 Wind 300 deg- 7.70 -7.21 -4.17 -234.35 405.94 -0.01 No Ice 0.9 Dead+1.6 Wind 300 deg- 5.78 -7.21 4.17 -233.50 404.46 -0.01 No Ice 1.2 Dead+1.6 Wind 330 deg- 7.70 -4.17 -7.21 405.91 234.38 -0.01 No Ice 0.9 Dead+1.6 Wind 330 deg- 5.78 -4.17 -7.21 404.45 233.52 -0.01 No Ice Dead+Wind 0 deg-Service 6.42 0.00 -2.32 -130.31 0.01 -0.00 Dead+Wind 30 deg-Service 6.42 1.16 -2.01 -112.85 -65.15 -0.00 Dean+Wind 60 deg-Service 6.42 2.01 -1.16 -65.15 -112.85 -0.00 Dead+Wind 90 deg-Service 6.42 2.32 -0.00 0.01 -130.31 0.00 Dead+Wind 120 deg-Service 6.42 2.01 1.16 65.17 -112,85 0.00 Dead+Wind 150 deg-Service 6.42 1.16 2.01 112.87 -65,15 0.00 Dead+Wind 180 deg-Service 6.42 0.00 2.32 130.33 0.01 0.00 Dead+Wind 210 deg-Service 6.42 -1.16 2.01 112.87 65.17 0.00 Dead+Wind 240 deg-Service 6.42 -2.01 1.16 65.17 112.88 -0.00 Dead+Wind 270 deg-Service 6.42 -2,32 -0.00 0.01 130.34 -0.00 Dead+Wind 300 deg-Service 6.42 -2.01 -1_I6 -65,15 112.88 -0.00 Dead+Wind 330 deg-Sen-ice 6.42 -116 -2M -112.85 65.17 -0.00 Solution Summary Sum of Applied Forces Sun?of Reaclions Load PX PY PZ PA PY P7 %Fran Comb. K K K K K K _- _. --- I 0.00 -6.42 0:00 0.00 6.42 0.00 0.000% 2 0.00 -7.70 -8.33 0.00 7,70 8.33 0.002% 3 0.00 -5.78 -833 0.00 5,78 8.33 0.001% 4 4.17 -7.70 -7.21 -4.17 7.70 7.21 0.000% 5 4.17 -5.78 -7.21 4.17 5.78 7.21 0.000% 6 7.21 -7.70 -4.17 -7.21 7.70 4.17 0.000% 7 721 -5.78 -4.17 -7.21 5.78 4.17 0,000% 8 8.33 -7.70 0.00 -8.33 7.70 0.00 0.002% 9 833 -5.78 0.00 -8.33 5,78 0.00 0.001% 10 7,21 -7.70 4.17 -7.21 7,70 -4.17 0.000% 11 7.21 -5.78 4.17 -721 5.78 4.17 0.000% 12 4.17 -7.70 7.21 4.17 7.70 -7.21 0.000% 13 4.17 -5.78 7.21 4.17 5,78 -7.21 0.000% 14 0.00 -7.70 8.33 0.00 7,70 -8.33 0.002% 15 0.00 -5.78 8.33 0.00 5.78 -8.33 0.001% 16 4.17 -7.70 7.21 4A7 7.70 -7.21 0.000% 17 4.17 -5,78 7.21 4.17 5.78 -7.21 0.000R/ IS -7.21 -7.70 4.17 711 7.70 -4.17 0.000% 19 -7.21 -5.78 4.17 7.21 5.78 417 0.000% WxT'ower Job Page Menifee Fire Station, CA45912-A-01 7 of 10 FDH Engineering,/nc. Project Date 6521 Meridien Drive 1463ZQ4400 10:20:29 04/25/14 Raleigh,North Carolina 27616 Client Designed by Phone:(919)755-1012 SBA Network Services, Inc. FAX:(919)755-1031 Maz Sum of Applied Forces Sum of Reactions Load PX PY PZ PX PY PZ %Error Comb. K K K K K K 20 -8.33 -7.70 0.00 8.33 7.70 0.00 0.002% 21 -8.33 -5.78 0.00 8.33 5.78 0.00 0.001% 22 -T21 -7.70 4.17 7.21 7.70 4.17 0.000% 23 -7.21 -5.78 4.17 7.21 5.78 4A7 0.000% 24 -4.17 -7.70 -7.21 4.17 7.70 7.21 0.000% 25 -4.17 -5.78 -7.21 4.17 5.78 7.21 0.000% 26 0.00 -6.42 -2.32 -0.00 6.42 2.32 0.003% 27 1,16 -6.42 -2.01 -1.16 6.42 2.01 0.003% 28 2.01 -6.42 -1.16 -2.01 6.42 1.16 0.003% 29 2.32 -6.42 0.00 -2.32 6.42 0.00 0.003% 30 2,01 -6.42 1.16 -2.01 6.42 -I.16 0.003% 31 1,16 -6.42 2.01 -1.16 6.42 -2.01 0.003% 32 0.00 -6.42 2.32 -0.00 6.42 -2,32 0.003% 33 -116 -6.42 2.01 1.16 6.42 -2.01 0,003% 34 -2.01 -6A2 1.16 2.01 6.42 -1.16 OM3% 35 -2.32 -6.42 0.00 2.32 6.42 0,00 0.003% 36 -2.01 -6.42 -1.16 2.01 6.42 1.16 0.003% 37 -1.16 -6.42 -2.01 1.16 6.42 2.01 0.003% Non-Linear Convergence Results Load Converged? Number Displacement Force Combination of Cycles Tolerance _ Tolerance -.. _ 1 Yes 6 0.00000001 _ 0.00000001 2 Yes 10 0.00000001 0.00006555 3 Yes 10 0.00000001 0.00005229 4 Yes 11 0.00000001 0.00006122 5 Yes II 0.00000001 0.00004723 6 Yes II 0.00000001 0.00006128 7 Yes 11 0.00000001 0.00004728 8 Yes 10 0,00000001 0.00006554 9 Yes 10 0.00000001 0.00005229 10 Yes 11 0.00000001 0.00006140 11 Yes II 0.00000001 0.00004736 12 Yes 11 0.00000001 0.00006118 13 Yes II 0,00000001 0.00004719 14 Yes 10 0.00000001 0.00006555 15 Yes 10 0.00000001 0.00005229 16 Yes II 0.00000001 0.00006137 17 Yes 11 0.00000001 0,00004734 is Yes 11 0.00000001 0,00006131 19 Yes II 0.00000001 0.00004730 20 Yes 10 0.00000001 0.00006555 21 Yes 10 0.00000001 0,00005229 22 Yes 11 0.00000001 0.00006120 23 Yes 11 0.00000001 0.00004721 24 Yes II 0.00000001 0.00006142 25 Yes II 0.00000001 0,00004738 26 Yes 9 0.00000001 0.00010940 27 Yes 9 0.00000001 0.00009917 28 Yes 9 0.00000001 0.00009918 29 Yes 9 0.00000001 0.00010940 30 Yes 9 0.00000001 0.00009921 31 Yes 9 0.00000001 0.00009917 32 Yes 9 0.00000001 0.00010943 33 Yes 9 0.00000001 0.00009923 tnxTower Job Page Menifee Fire Station, CA45912-A-01 8 of 10 FDH Engineering,/ne. Project Date 6521 Ale,rdien Drive 1463ZQ4400 10:20:29 04/25/14 Raleigh,North Carolina 27616 Client Designed by Phone.(919)755-1012 SBA Network Services, Inc. KDiaz FAX (919)755-1031 34 Yes 9 0,00000001 0.00009922 35 Yes 9 0.00000001 0.00010944 36 Yes 9 0.00000001 0.00009919 37 Yes 9 0.00000001 0.00009923 Maximum Tower Deflections - Service Wind Section Elevation - Hor'_ Gov, Tilt Twist A'a Deflection Load fi in Comb. ° LI 68-32 5.847 34 0.7131 0,0001 L2 35.25-0 1,670 34 0,4311 0.0000 Critical Deflections and Radius of Curvature - Service Wind Elevation Appurtenance Gov, Deflection Tilt Twist Radius of Load Curvature jt Comb. in oft 68.00 Lightning Rod 3/4"x4' 34 5,847 0.7131 0,0001 22223 65.00 APXVRRI3-C-A20 w/Mount Pipe 34 5.407 0.6898 0.0000 22223 Maximum Tower Deflections - Design Wind Section Elevation Hor Cov. Tilt Tivist .An Deflection Load ft M Comb. ° ° LI 68-32 21.028 20 2.5649 0,0002 1.2 35,25-0 6.005 20 1.5509 00001 Critical Deflections and Radius of Curvature - Design Wind Elevation Appurtenance Gov_ Deflection Tilt Twist Radius of Load Curvature fl Comb. _ in _ ° ° - t 68.00 Lightning Rod 3/4'x4' 20 21 028 2.5649 0.0002 6196 65.00 APXVRRI3-C-A20 w/Mount Pipe 20 19.446 2.4814 0.0002 6196 Compression Checks Pole Design Data WxTower Job Page Menifee Fire Station, CA45912-A-01 9 of 10 FDH Engineering,Inc. Project Date 6521 MeridienDrive 1463ZQ44OO 10:20:29 04/25/14 Raleigh,North Carolina 27616 Client Designed by PhoneFAX 919) 55-1031 SBA Network Services, Inc. KDiaz FAX (919J755-7631 Section Elevation Size L L„ K11r A P. OP. Ratio No. P. ft ft ft W K K opn LI 68-32(1) TP25.355x18x0.1969 36.00 0.00 0.0 15.3079 -4.21 762.37 0.006 L2 32-0(2) TP31.5x24.2972x0.2362 35.25 0.00 0.0 23.4384 -7.70 1147.92 0.007 Pole Bending Design Data Section Elevation Size T/,,, �M Ratio M y Ratio No. M- M,,,. kip-ft kt o-ft �M__ kip-ft kip ft WMr LI 68-32(1) TP25.355xl8x0.1969 149.23 383.92 0.519 0.00 383.92 0.000 L2 32-0(2) TP31.5x24.2972x0.2362 468.74 738.21 0.635 0.00 738.21 0.000 Pole Shear Design Data Section Elevation Size Actual QV Ratio Actual 4)T, Ratio No. I I T. T ft k K ___ �I'„ kip-ft kIP'-ft �T LI 68-32(1) TP25355xl8x0.1969 6,94 381.18 0.018 0.00 768.78 0,000 L2 32-0(2) TP31.5x24.2972X0.2362 8.34 573.96 0,015 0.00 1478.22 0.000 Pole Interaction Design Data Section Elevation Ratio Ratio Ratio Ratio Ratio Comb_ Allow. GIleria -i No. P. M: M,,, V T'd Stress Stress it OP Old. Wil oV 0T Ratio Ratio Ll 68-32(1) 0,006 0.519 0.000 0.018 0.000 OS25 1 000 4 8 2 ✓' 12 32-0(2) 0.007 0.635 0.000 0-015 0,000 0,642 1.000 4.8 2 Section Capacity Table Section Elevation Component Size C'local P opo" % PIS No. ft 7)pe Element K K Capacity Fail LI 68-32 Pole TP25.355xl8x0.1969 1 -4.21 762.37 52.5 Pass L2 32-0 Pole TP3 1.5x2439720.2362 2 -7,70 1147.92 64.2 Pass Summary Pole(L2) 64.2 Pass RATING= 64.2 Pass MxTower Job Page Menifee Fire Station, CA45912-A-01 10 of 10 FDH Engineering,Inc. Project Date 6521 MeridienDrive 1463ZQ4400 10:20:29 04/25/14 Raleigh,North Carolina 27616 Client Designed by Phone:(919)755-1011 SBA Network Services, Inc. RAX(919)755-1031 KDiaz Program Version 6.1.4.1- 12/17/2013 File://fdh-irvine/FDH-Irvine/Projects/2014 Effective-Client Jobs/SBANET_SBA Network Services, Inc/CA/CA45912-A_Menifee Fire Station-CA/1463ZQ4400/Analysis/Wind/Menifee Fire Station,CA45912-A-OLeri Stiffened or Unstiffened, Ungrouted, Circular Base Plate - Any Rod Material TIA ReV G Assumption: Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter) Site Data Reactions BU#: Mu: 469 ft-kips Site Name: Menifee Fire Station Axial, Pu: 8 kips Manufacturer] Shear, Vu: 8 kips Pole Manufacturer: Other Eta Factor, rl 0.5 TIA G(Fig.4-4) Anchor Rod Data If No stiffeners,Criteria: I AISC LRFD <-Only Applcable to Unstiffened Cases Qty: 4 Diam: 2.25 in Rod Material: A615-J Anchor Rod Results Non-Ri id Strength (Fu): 100 ksi Max Rod (Cu+Vu/f)): 152.2 Kips AISC LRFD Yield (Fy): 75 ksi Allowable Axial, cD*Fu*Anet: 260.0 Kips (p*Tn Bolt Circle: 38.5 in Anchor Rod Stress Ratio: 58.5% Pass Plate Data Diam: 43.75 in Base Plate Results Flexural Check Non-Ri id Thick: 1.811 in Base Plate Stress: 28.6 ksi AISC LRFD Grade: 44 ksi Allowable Plate Stress: 39.6 ksi w*Fy Single-Rod B-eff: 16.25 in Base Plate Stress Ratio: 72.2% Pass Y.L.Length: 22.14 Stiffener Data (Welding at both sides) n/a Config: 0 Stiffener Results Weld Type: Both Horizontal Weld : n/a Groove Depth: 0.3125 in *' Vertical Weld: n/a Groove Angle: 45 degrees Plate Flex+Shear,fb/Fb+(fv/Fv)A2: n/a Fillet H. Weld: 0.3125 in Plate Tension+Shear,ft/Ft+(fv/Fv)A2:n/a Fillet V. Weld: 0.3125 in Plate Comp. (AISC Bracket): n/a Width: 10 in Height: 12 in Pole Results Thick: 1 ]in in Pole Punching Shear Check: n/a Notch: 0.5 Grade: 50ksi eld str.: 70ksi Pole Data Dham 5 n: 33 Grade: 44 ksi #of Sides: 18 "0"IF Round Fu 60 ksi Reinf.Fillet Weld 0 '0" if None � 9 n •0=none,1 =every bolt,2=every 2 bolts,3=2 per bolt `•Note:for complete joint penetration groove welds the groove depth must be exactly 112 the stiffener thickness for calculation purposes Analysis Date: 4/25/2014 Monopole Analysis per 2012IBC Site BU: Work Order: Application: Rev. From TNX: Axiai,W,=l 8.0 kips Shear,V.=1 8.0 kips degrees minutes seconds Site Latitude= 33 41 10.01 33.6861 degrees Site Longitude= -117 9 10.22 -117.1528 degrees Mass or Stiffness Irregularities= No (Table2-9) Ground Supported Structure= Yes Structure Class= ❑ (Table 2-1) Site Class= D-Stiff Soil (Table 2-11) Spectral response acceleration short periods,Ss= 1.500 USGS Seismic Tool Spectral response acceleration 1 s period,S1= 0.600 Tower Height(AGL),H,= 68.0 it Importance Factor,I= 1.0 (Table 2-3) Acceleration-based site coefficient,Fa= 1.0 (Table 2-12) Velocity-based site coefficient,F„= 1.5 (Table 2-13) Design spectral response acceleration short period,Sos= 1.000 (2.Z6) Design spectral response acceleration 1 s period,Sol= 0.600 (2.76) Calculated Cs= 0.667 (2.Z7.1) Base Seismic Shear,V,= 4.4 kips Appurtenance Weight(top 1/3 of structure),W„= 2.2 kips Average Moment of Inertia,la„ = 1419.2 in" Fundamental Frequency,Ff= 0.830 (2.Z11.2) Ff related variable,SA= 0.498 (2.Z8.1) Calculated C. 0.332 (2.771) Minimum Cs= 0.044 (2.ZZ1) Minimum Cs when Sl t 0.75= 0.000 (2.77.1) Final Cs= 0.332 Alternative Base Seismic Shear,Vs= 2.2 kips Page 1 Analysis Date: 4/25/2014 FOUNDATION REACTION COMPARISON REACTIONS PER DESIGN * FACTORED CURRENT ANCHOR REACTIONS DESIGN REACTION % CAPACITY REACTIONS AXIAL(kips) 7.0 9.5 8.0 84.7% SHEAR(kips) 10.0 13.5 8.0 59.3% MOMENT(kip•ft) 525.0 1 708.8 469.0 66.2% Design loads from: PJF Job No, 35201-0005 Design loads were multiplied by 1.35 for comparison as allowed by TIA-222-G, Section 15.5.1. City of Menifer<?MT14-01425 6/23/2014 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Menifee PLAN CHECK NO.: PMT14-01425 PREPARED BY: David Yao DATE: 6/23/2014 BUILDING ADDRESS: 29950 Menifee Rd. BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING AREA Fvaluation Reg. VALUE ($) PORTION ( Sq. Ft.) Multiplier Mod. -1 1 cell site revisions Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Imnf IlManual Input Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: ❑ Complete Review ❑ Structural Only ❑Repetitive Fee ❑ Other_� Repeats -Hourly 2 Hrs. @ 9 EsGil Fee $105.00 $210.00 Based on hourly rate Comments: Sheet 1 of 1 macvalue.doc+