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HomeMy WebLinkAbout2470 IMPALA DR; A; CB991214; Permit04/30/1999 City of Carlsbad Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 438-3101 CB991214 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title 04/19/1999 2470 IMPALA DR CBAD St A COMMIND Sub Type Lot# $60,000 00 Construction Type Reference # SET TELECOM PREFAB BLDG & INDUST 0 V1 ANTENNA Applicant NEXTEL COMMUNICATIONS 5761 COPLEY DR SAN DIEGO CA 92111 760-250-3706 .Owner __ Status ISSUED Applied 03/30/1999 Entered By DT Plan Approved 9225 04/30/99 0001 01 Issued 04/30/1999PRMT Inspect Area 02 478-73 Total Fees $76871 / /\ Total Payments To'Date/^ "$289 98\ \W 'Balance Due $47873 Building Permit I Add'l Building Permit Fee \ Plan Check \ Add'l Plan Check Fee \ Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee $446 13'X r., $OpcK " c;$289/9J3A "\$o bo-rC::>\ $oooA^ $.1260' ;\ $ofpo !HC .,$0bo .... - $b~oo/ ~$0 00 $0 00 " $000 $000 $000 t^-^ /'' /Hi \ r— -, i ;Recl Water Con';Bee v *-..~J; iMetef Size '^'\r. ;;Add;i Reel ".Water. Con Fee ICFD Payoff Fee' / • '•'• \ PFF (CFD Fund) OR i ;liicehse Tax - \ 7.>--. License Tax (CFD. Fund) / traffic Impact Fee'' / D Traffic lmpact-(CFD Fund) \LFMiZ Transportation Fee PLUMBING .TOTAL -ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee TOTAL PERMIT FEES $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $2000 $000 $000 $000 $768 71 Inspector FINAL APPROVAL Date Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired CITY OF CARLSBAD 2075 Las Palmas Dr, Carlsbad, CA 92009 (760) 438-1161 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr, Carlsbad CA 92009 (760)438-1161 FOR OFFICE USE ONLY PLAN CHECK NO EST VAL . Plan Ck Deposit Validated B Date Address (include Bldg/Suite #)Business Name (at this address) LegalDescripti i-l.oo Lot No Subdivision Name/Number Assessor s Parcel Existing Use Proposed Use SQ FT #of Stories # of Bedrooms # of BathroomsDescription of Work CONTACT PERSON (if drffarent from applicant) Address ent for Contractor Q Owner3 APPLICANT D Contractor Name 5 CONTRACTOR - COMPANY NAME (Sec 7031 5 Business and Professions Code Any City or County which requires a permit to construct alter, )WW«vmT)erGrrti^tofflr naaytarHjstrucUVB, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of Ahe-£c*aractor sTicapse Law [Chapter 9, commending with Section 7000 of .Division 3 of the Business and Professions Code] or that he is exempt therefrom*Jarra'Trle basis for tlW'allegeo' exemption Any violation of Section 7031 5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars l$500ll f- 13-17 Name State License tt b 2- S M P 5~ T Address License Class _ <-5 City State/Zip City Business License tt Telephone # -S". P Designer Name Address City State/Zip Telephone State License # d X C "? S^ S" 6 WORKERS' COMPENSATION Workers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations D I have and will maintain a certificate of consent to self insure for workers compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued G3 I have and will maintain workers compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit is issued My worker s compensation insurance carrier and policy number are Insurance Company ijf^i'f'^'^ p#-C.)fit- J/v-'S Policy No /& 7 ~) ~S Expiration Date "? ~ / ~ ? *) (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100) OR LESS) 0 CERTIFICATE OF EXEMPTION I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of California WARNING Failure to secure workers compensation coverage n unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,OOOMn addition to the cost of compensation damages as provided for in Section 3706 of the Labor code interest and attorney s fees SIGNATURE ,/^X^-<~_ ^OL DATE V - "5 c^ - ? ? 7 OWNER-BUILDER DECLARATION 1 hereby affirm that I am exempt from the Contractor s License Law for the following reason n I as owner of the property or my employees with wages as their sole compensation will do the work and the structure is not intended or offered for sale (Sec 7044 Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees provided that such 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 he did not build or improve for the purpose of sale) CD I as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor s License Law) C] I am exempt under Section Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement Q YES I~)NO 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number) 4 I plan to provide portions of the work but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number) __^___ 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work) PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES C] NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q NO IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT 8 CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(0 Civil Code) LENDER'S NAME LENDER S ADDRESS _^_ 9 APPLICANT CERTIFICATION I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate I agree to comply with all City ordinances and State laws relating to building construction I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stones in height EXPIRATION Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time aft^y^e work i^cpmrpefifed for a period of 180 days (Section 106 4 4 Uniform Building Code) APPLICANT S SIGNATUR DATE WHITE File YELLOW Applicant PINK Finance City of Carlsbad Inspection Request For 5/24/99 Permit# CB991214 Title SET TELECOM PREFAB BLDG & Description ANTENNA Inspector Assignment RB 2470 IMPALA DR A Lot Type COMMIND Sub Type INDUST Job Address Suite Location APPLICANT NEXTEL COMMUNITCATIONS Owner PALOMAR INVESTMENTS Remarks Phone 7608017191 Inspector Total Time CD Description 39 Final Electrical Requested By TIM Entered By CHRISTINE Act Comments Inspection History Date Description Act Insp Comments 5/7/99 31 Underground/Conduit-Winng AP RB 5/6/99 11 Ftg/Foundation/Piers AP RB 5/6/99 31 Underground/Conduit-Wiring NR RB EsGil Corporation In Partners/lip with government for 'BmCdmg Safety DATE April 15, 1999 Q ARELICANT ~ JURISDICTION Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 99-1214 SET II PROJECT ADDRESS 2470 Impala Drive Suite A PROJECT NAME Nextel Communications XI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes | | The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff | | The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck | | The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to 1X3 Esgil Corporation staff did not advise the applicant that the plan check has been completed | | Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Bert Domingo Enclosures Esgil Corporation D GA n MB D EJ D PC Log tmsmUdot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619)560-1468 + Fax (619) 560-1576 Q APPLICANT a PLAN REVIEWER a FILE EsGil Corporation In 2>artnersfi.ip with government for Quitting Safety DATE April 13, 1999 JURISDICTION Carlsbad PLAN CHECK NO 99-1214 SET I PROJECT ADDRESS 2470 Impala Drive Suite A PROJECT NAME Nextel Communications The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff I | The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck XI The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person IXI The applicant's copy of the check list has been sent to XI Esgil Corporation staff did not advise the applicant(except by mail) that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted (by ) Fax # Mail Telephone Fax In Person REMARKS By Bert Domingo Esgil Corporation D GA D MB n EJ Enclosures PC 4/1/99 tmsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92 123 4 (619)560-1468 4 Fax (619) 560-1576 Carlsbad 99-1214 April 13, 1999 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO 99-1214 OCCUPANCY TYPE OF CONSTRUCTION ALLOWABLE FLOOR AREA SPRINKLERS'? REMARKS This is for antennae for Nextel DATE PLANS RECEIVED BY JURISDICTION DATE INITIAL PLAN REVIEW COMPLETED April 13, 1999 JURISDICTION Carlsbad USE ACTUAL AREA STORIES HEIGHT OCCUPANT LOAD DATE PLANS RECEIVED BY ESGIL CORPORATION 4/1/99 PLAN REVIEWER Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled This plan review is based on regulations enforced by the Building Department You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments Clearance from those departments may be required prior to the issuance of a building permit Code sections cited are based on the 1994 UBC The following items listed need clarification, modification or change All items must be satisfied before the plans will be in conformance with the cited codes and regulations Per Sec 106 4 3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. LIST NO 22, GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1994 UBC ) comforw dot Carlsbad 99-1214 April 13, 1999 • GENERAL 1 Please make all corrections on the original tracings, as requested in the correction list Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects) For expeditious processing, corrected sets can be submitted in one of two ways 1 Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-1161 The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments 2 Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468 Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments NOTE Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete • FRAMING 2 On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec 1701 of the Uniform Building Code ITEM REQUIRED? REMARKS • EXPANSION/EPOXY ANCHORS • DESIGNER-SPECIFIED • OTHER 3 When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit Please review Section 106 3 5 Please complete the attached form Carlsbad 99-1214 April 13, 1999 ADDITIONAL 4 Please show a roof framing plan for the steel shelter system to reflect the size and spacing of the rafters 5 Per proposed plans there will not be a pallet structure Please show how the system will be anchored to the foundation Also, Please show the recommended rebar requirement for the foundation 6 Please show diaphragm nailing to the supporting elements to include to the shear walls * ELECTRICAL PLAN REVIEW • 1993 NEC * JURISDICTION: CARLSBAD DATE: 04/09/99 + PLAN REVIEW NUMBER: 1214 4 PLAN REVIEWER: MORTEZA BEHESHTI 1 On sheets E-1and E-2 Please indicate reason for specifying only three current carrying conductors for a three phase / four wire system Note: If you have any questions regarding this electrical plan review list please contact Morteza Beheshti at (619) 560-1468 To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans Carlsbad 99-1214 April 13, 1999 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i e , plan sheet, note or detail number, calculation page, etc Please indicate here if any changes have been made to the plans that are not a result of corrections from this list If there are other changes, please briefly describe them and where they are located in the plans Have changes been made to the plans not resulting from this correction list? Please indicate Q Yes a No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, telephone number of 619/560-1468, to perform the plan review for your project If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation Thank you Carlsbad 99-1214 April 13, 1999 VALUATION AND PLAN CHECK FEE JURISDICTION Carlsbad PLAN CHECK NO 99-1214 PREPARED BY Bert Domingo DATE April 13, 1999 BUILDING ADDRESS 2470 Impala Drive Suite A BUILDING OCCUPANCY TYPE OF CONSTRUCTION BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA (ft2) VALUATION MULTIPLIER VALUE ($) ** $ 60,00000 • 1994 UBC Building Permit Fee Q] Bldg Permit Fee by ordinance $ 446 08 •1994UBC Plan Check Fee fj Plan Check Fee by ordinance $28995 Type of Review • Complete Review Q Structural Only O Hourly O Repetitive Fee Applicable Q Other Esgil Plan Review Fee $ 231 96 Comments ** Valuation was taken from the city's estimate dated 3/30/99 Sheet 1 of 1 macvaluedoc5196 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB DATE ADDRESS lev Of RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR « $10,000.00) OTHER PLAZA CAMINO REAL CARLSBAD COMPANY STORES VILLAGE FAIRE COMPLETE OFFICE BUILDING PLANNER DATE ENGIN DATE fi. Oocs/Mlsforms/Ptannlng Engineering Approvals PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Checjk No. CB Planner APN /^/V Address _f 7 Phone (619) 438-1161, extension -z Type of Project and Use Zoning $JiHV\--f) General Plan Project Density -ff7~ Facilities Management Zone CFD fin/nut) # ^m Date of participation. Remaining net dev acres Circle One / (For non-residential development Type of land used created by this permit ) Legend /\ Item Complete ©I Item Incomplete - Needs your action Environmental Review Required: DATE OF COMPLETION " YES NO TYPE Compliance with conditions of approval' If not, state conditions which require action Conditions of Approval- Discretionary Action Required: YES APPROVAL/RESO NO *~/6"( 0 DATE PROJECT NO _ OTHER RELATED CASES NO TYPE Compliance with conditions or approval7 If not, state conditions which require action v -Conditions of Approval U Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES CA Coastal Commission Authority? YES NO_ NO \i California Coastal Commission Authority Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725, (619) 521-8036 Determine status (Coastal Permit Required or Exempt) Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log #• Follow-Up Actions. 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans) 2) Complete Coastal Permit Determination Log as needed Inclusionary Housing Fee required- YES _ (Effective date of Inclusionary Housing Ordinance - May 21 , 1993 ) NO Data Entry Completed? YES NO_ (Enter CB #, UACT, NEXT12, Construct housing Y/N, Enter Fee Amount (See fee schedule for amount) Return) Site Plan: | | 1 Provide a fully dimensional site plan drawn to scale Show North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and existing topographical lines | | 2 Provide legal description of property and assessor's parcel number Zoning: 3 D D 1 Setbacks Front Interior Side Street Side Rear Required Required Required Required Shown Shown Shown Shown 2 Accessory structure setbacks Front Required Interior Side Required Street Side- Required Rear Required Structure separation Required Shown Shown Shown Shown Shown 3 Lot Coverage Required Shown 4 Height Required Shown j 5 Parking Spaces Required Guest Spaces Required I | Additional Comments Shown Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE Carlsbad Fire Department 990144 2560 Orion Way Carlsbad, CA 92008 Plan Review Date of Report Fire Prevention (760)931-2121 Requirements Category 04/09/1999 Building Plan Reviewed by Name Address Nextel Communication 5761 Copley Dr City, State San D|ego CA 92111 Plan Checker Job Name Nextel Job# 990144 Job Address 2470 Impala Dr CB991214 Ste orBldg No A Approved The item you have submitted for review has been approved The approval is based on plans, information and / or specifications provided in your submittal, therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards Please review carefully all comments attached as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements Approved The item you have submitted for review has been approved subject to the Subject to attached conditions The approval is based on plans, information and/or specifications provided in your submittal Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards Incomplete The item you have submitted for review is incomplete At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards Please review carefully all comments attached Please resubmit the necessary plans and / or specifications to this office for review and approval Review FD Job # 1st 2nd 3rd 990144 FDFile# Other Agency ID Mar 3O 99 OlrOOp John Ualsh 619-792-3470 p.2 STKLCTURAI. AFFUUTKS STRUCTURAL CALCULATIONS FOR NEXTEL AGUA HEDIONDA CARLSBAD, CALIFORNIA 99-5103 3/30/99 CLIENT MITCHELL J ARCHITECTURE '0 12526 High Bluff Dm «. Suite 3(M) 6197923569 619 792 3470 FAX \Vcb http .//www naU-cu • •Maf 3O 99 OlsOOp John Walsh 618-792-3470 p.3 /. 76 stn . _s .^ I _) VH IIIM1- IMI HMiiti oi: OOp John Ualsh 619-792-3470 3. 4*4* A AA s (2.4 „„57 . ) S 6* * ' /o 57 ,5 .73 « ^35 -5 /z. -f L&& o<itrt> Tb WOOD ^ = 4- ^ /o47 - V**-• f I ivo , - mi' n i u \HM I III - (Ml l.\ MI..S t 619-732-3470 4. /•(l 35 » 4 t&' \nni\n- Mar 3O 99 01:01p John Ualsh 619-792-3470 p.6 Mar 30 99 01:01p John Ulalsh 61S-792-3470 p.7 ^K DALE / INCOR .^^^H Phvciral PrnnorfiAc pi%&& F-if* r X" Z 113 CH ]_ 20 ; is 16 -A 0686 I P1S9 0882 I 0255 1 091 I 0316 1 14 1 34? i U 390 CcS ' SO 0775 .18 i 18 { OQf 0225 r>2<JQ 1 23? ~" 0 .553 j 14 i 1 532 i 0 443 JA ' 20 C89S G2S9 18 .10 : j 14 j i J"v? 18 ! ' ! 16 '. 14 1 ' 1'? ! 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Q 987 ' 20 765 1 4 400 1 -2696 '1 960 25 603 4 3B4 , -2670 5524 35013 -1350 ' 2 647 i (0 175 41 483 ' 4 324 i j 0893 1)694 I 0 6S4 !^ - 0895 1 ! 0886 ! , CSU7 cae* ; oeea 0825 1 ^625 0626 C82& ' 08321 1 C 735 ) 0736 I 0737 1 • 0737 i 0741 i 064,'J 0647 j r 0 6*7 j OS5Q rOS53 0470 j 0470J 0471 0-172 0885 08J6 0«87 0888 OB91 08.17 0«17 OS18 0622j 0740 0 7<! 1 C742 0 7«4 ! 09-*^ i OS45 ~0 946 ogj~ i 0 90S I o^tr ' 09-1 osi; , 09J5 1 085' ) o.?§:^ 08C2 08;i3 j 0 8S6 j 0704 07S!4 078S 07C8 0 791 oa?i •3.521 0823 0625 Contact DALE'iN'CO0 -oi Mar 3d 99 Ol:03p John Walsh 619-792-3470 p.9 TYPICAL COUPON PROPERTIES Below are test resul for typical coupon properties of structural fiberglass profiles (Fire Retardant Vinylester shapes). Properties are derived per the ASTM test method shown. Synthetic surfacing veil and ultraviolet inhibitors are standard. 1 MECHANICAL PROPERTIES •^^^^^^^^^••••^^^^^^•^^•^^^^^^•W^VHH^^HM^H^H^ Tensile Stress, LW Tensile Stress, CXV Tensile Modulus, LW Tensile Modulus, CW Compressive Stress, LW Compressive Stress, CW Compressive Modulus, LW Compressive Modulus, CW Fiexura! Stress, LW Flexural Stress, CW Flexural Modulus, LW Flexyra! Modulus, CW Modulus of Elasticity, E Bearing Stress Shear Modulus Short Beam Shear Punch Shear Notched Izod Impact, LW Notched Izod Impact, CW 1 PHYSICAL PROPERTIES Barcol Hardness 24 Hour Water Absorption Density Coefficient of Thermal Expansion, LW 1 ELECTRICAL PROPERTIES Arc Resistance, LW Dielectric Strength, LW Dielectric Strength, PF Dielectric Constant, PF Polyester and Vinylester Fire Retardant [ FLAMMABIUTY PROPERTIES Tunnel Test FlammabilUy ASTM 0-638 D-638 D-638 D-638 D-695 D-695 D-695 O-G95 0-790 D-790 D-790 D-790 Full Section D-953 — D-2344 D-732 D-256 0-256 ASTM D-2583 D-570 D-792 D-696 ASTM D-495 D-149 D-149 0-150 Structural Profiles ASTM E-84 O-635 UNITS psi psi TO'pst 10s psi psi psi 103psi 108ps. psi psi 10* psi 10s psi 10s pst pst 10' psi psi psi ft-Jbs/m ft-lbs/tn UNtTS .__ % max Ibs/in3 1<r* in/in/sF UNtTS seconds kv/in volts/mil ©SOnz UNITS Flame Spread — VALUE 1 37,500 10,000 3.0 1.0 37,500 20,000 25 1 2 37,500 14,000 2.0 1 0 30 30,000 0.450 7,000 10,000 30 5 VALUE 1 50 J 045 .062-.070 44 VALUE 1 120 35 200 5 _^^^^^^^^^^^_^^HM^MMft^H1 VALUE 1 25 max Nonburning LW •» Lengthwise CW = Crosswise PF = Perpendicular to Laminate Face 10 Mar 30 99 01:04p John Ualsh 619-792-3^70 p. 10 BEAMS Allowable Uniform Load Tables Full section 3-point bending tests were conducted on FRP Wide Flange Beams/1- Beams, Channels, and Square Tubes. The allowable uniform load tables were generated using these test results as well as the formulas, properties, and assumptions listed below. The deflection formula takes into account both flexural and shear stresses. Notation Aw area of web (in2) Assumptions Rpam simrils/ Q»innr>rtoH at KntK CBA Communications Buildings of America, Inc , Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by. Advanced Engineering Services, (925) 427-0871 DATE 04/14/98 BY JOHN M SIINO P E.FILE STDDOC DOC OWNER: LOCATION: GENERAL BUILDING INFORMATION Nextel Communications San Diego, California DESIGN BASIS, CLASSIFICATION-1991 Uniform Build'g Code & Standards, Grp B, Div 4, Const Type II 1994 Uniform Build'g Code & Standards, Grp U, Div 1, Const Type II FIRE RATING: ONE HOUR, NON-COMBUSTIBLE ROOF RAFTER SPACING: 16"o c , Roof Live Load (per UBC) 20 psf. Snow Load not applicable FLOOR JOIST SPACING- 5'-0" maximum. Floor Live Load 200 osf END SHEARWALL OPNGS.LJ One, LJ Two Wind Load Speed 80 mph, Exposure C, 1 = 115, Height above grade 0 ft «S>. grade) Seismic Load Zone 4 BUILDING OUTSIDE DIMENSIONS.Width _, Length _, Height EXTERIOR FINISH: fX] Class 1 Fiberglass Laminate, [_J 1/4" Cement Board & Elastomenc [_] 1/4" Aggregate-Surfaced Cement Board, LJ Other PALLET STRUCTURE: ASTM-A36 Members A = LJ C8 x 11 5, B = LJW5x16, C = U C5 x 6 7, PALLET FINISH (_] Galvanized, LJ Epoxy, [_XJ Other [ X1 C7 x 9 8 fXI C4x54& L2x 3x1/4 [XIC4x54 PALLET SUPPORT: [JL] Full Slab, [_J Floor joists @ mam beam (@ 5'-0"o c max), [__] Center each joist PALLET ANCHORING: {Minimum Bolting and Welding Requirements for Attachment of Pallet to Foundation or Roof Framing For Anchor bolts into existing concrete, use HILTI KB II anchors, ICBO 4627, without special inspection (5/8"f anchors with 4" minimum embedment and edge distance, 3/4"f anchors with 4 3/4" minimum embedment and edge distance)} [X] 8 - 5/8"f bolts, 4 per side wall, LJ 4-2" long 1/8" Fillet Welds per side wall SHEET METAL:Floor and Side Wall Panels Roof Panels End Shear Walls Roof Joists A 446 Grade A, 20 ga A 446 Grade E, 20 ga A 446 Grade A, [X] 20 ga , LJ18ga A 507 Grade 50, 16 ga CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE. Owl 4/tt BY JOHN M SIINO, P E. RUE. STL-98-1 WPS JOB »Z7SS TABLE OF CONTENTS SUBJECT PAGE General Building Information 1 Table of Contents 2 Design Loads 3 Allowable Roof Deck Spans 3 Roof Rafter Span & Spacing 4 Pallet Structure - Floor Deck Spans Based on Live Loads Applied 5 Pallet Structure - Maximum Span For Schedule "A" Beam 5 Pallet Structure - Maximum Floor Joist Loads 6 Wall Design Based on Vertical & Out-of-Plane Loads 8 Roof Horizontal Diaphragms 10 Shear Wall Design 13 Foundation Design 17 Anchorage for Uplift & Lateral Loads 18 Design Tables Table No 1 Roof Rafter Spacing and Live Load Limits 20 Table No 2 Pallet Floor Joist (Type B) Maximum Spacing 20 Table No 3 Wall Panel Loading 20 Table No 4 Anchorage Schedule (5/8"<j> Hilti KB II) 21 Table No 5 Anchorage Schedule (3/4"4> Hilti KB II) 21 Table No 6 Anchorage Schedule (Fillet Welds) 22 Table No 7 Minimum Required Shear Wall Lengths (20 ga) 23 Table No 8 Minimum Required Shear Wall Lengths (18 ga) 23 Table No 9 Minimum Required Shear Wall Lengths (16 ga) 23 Table No 10 Minimum Requirements for Shear Walls 24 Table No 11 Minimum Requirements for Shear Walls 24 Table No 12 Minimum Requirements for Shear Walls 25 CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE. 08/14/M BY JOHN M SIINO, P E. FILE. STL-98-1 WPS JOB OZ75S DESIGN LOADS Dead Loads Floor Verco #20 ga = 21 psf #16gax8" Joist @ 16" + L batt insulation 5/8" gyp board + 1/2" gyp board finish board Ext 1/4" cement board Elect + Misc Total Roof Verco #20 ga = 2 1 psf #16gax8"Joist@ 16" + L =35 batt insulation =01 5/8" gyp board + 1/2" gyp board =50 finish board =05 Ext 1/4" cement board = 1 9 Elect + Misc = 05 Total = 13 6 psf Wall 1/4" cement board = 1 9 psf 1-1/2"foam insulation =02 N-24 #20 ga panel =26 5/8" gyp board + 1/2" gyp board =50 finish board =05 Elect + Misc = 05 Total = 10 7 psf ALLOWABLE ROOF DECK SPANS Steel Roof Decks (Maximum loading for multiple spans, Data from Verco Mfg Co for 22 ga Vercor panel) I =0117, -S =0167, W = 120 psf (max snow load) Fb = 30,000 psi, E = 29,000,000 psi Span based on Bending Stress Fb = 1 2 W L* / (-S), L = [Fb (-S) /1 2 W]A(1/2) (where L = span in feet) L = [(30.000)(0 167) / (1 2)(120)]"(1/2) L = 5 89 ft Span Based on Deflection {limit total load deflection to a = L/240 in} o = 0069 WL* (1728)/(El) L = [(«) (E I) / 0069 W (1728)]A(1/4) = [(E I) / (20 X 0 0069 x 1728 X W]A(1/3) L = [ (29,000,000 x 0 117) / (20 x 0 0069 x 1728 x 120) ]"(1/3) = 4 9 ft (for W = 120 psf) {for W = 200 psf -> L = 4 14 ft} CONCLUSION Deflection is the governing factor on roof deck span Constructabilrty dictates a maximum span of 16 inches between supports rafters (rafters spaced 16 inches o c or 24 inches o c based on building requirements) Therefore, Roof Decking is not critical in roof gravity load design { Alternate Steel Roof Deck: Verco Mfg. Co for 22 ga. B Formlok panel, I = 0.175, Smin = 0.187 is an allowable substitute decking material. Thicker (20 ga) material may also be used. } CBA Communications Buildings of America, Inc., Anttoch, Calif, (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE 08/14/98 BY JOHN M SIINO, P E FILE STL-98-1 WPS JOB OS7S5 ROOF RAFTER SPAN & SPACING 1 0 Rafter Design Max Span = 130', Spacing with uniform load = 24" o.c. Special Rafter/Joist Design 16 ga Steel Cold-Formed Shape, ASTM 446-83-GR C or A570-79 GR 50 11 12 LJ 5" 8" Section Properties Eff Shear Area Loc of Neutral Axis Moment of Inertia Section Moduli Av = 5 X 2 x 0 0566 = 0 566 in2 y = [(5x2x25) + (2 x 5)] / (2 + 8 + 10) = 1 75 in Ixx = (0566)[10x(25-y)2 +(2)(5-1 75)2 + (8)(1 75)2 + (2)(53)/12 = 408 in4 Sxx(mm) = 4 08/3 25 = 1 26 m3, Sxx(max) = 4 08/1 75 = 2 33 in3 Effective Section Capacities Eff Shear Capacity Eff Moment Capacity Va = 4 x 50 x Av = 11 32 kips Mr = 6 X 50 X 1 26 / 12 = 3 15 k-ft (3150 Ibs-ft) Capacities for Rafters Spaced 24" o c Ma = (12/24) x 3150 Ibs-ft = 1575 Ibs-ft, Va = (12/24) x 11320 Ibs = 5660 Ibs Allowable Roof Loads based on Rafters Spaced 24" o c (L = Rafter Span in feet) W, = Total Load in psf, = Live Load + Dead Load W, = Live Load = Wt - Wdl (where Wdl = 14 psf) Flexure W,, = Max 8 / L2 - 14,Shear Wu = Va x 2 / L - 14 By inspection Flexure Governs Live Load Deflection \ = (5/384) x Wu x 1728 x L4/(Elxx) x (24/12) = (45)W, x L4 /(Elxx) {«„ = 12 X L / 240} Wu = (12/240)(1/45)(Elxx)/L3 = E X Ixx / 900 / L3 ALLOWABLE ROOF LIVE LOADS BASED ON RAFTER SPANS Roof Rafter Spans (Bldg Width) 8 ft ( 9 ft) 9 ft (10 ft) 10 ft (11 ft) 11 ft (12ft) 12 ft (13 ft) 13 ft (14 ft) 15 ft (16 ft) BASED ON RAFTERS AT 24 INCHES O C Allowable Live Load based on Deflection 257 psf 180 psf 131 psf 99 psf 76 psf 60 psf (governs) 39 psf (governs) Allowable Live Load based on Flexure (w/o LDF) 183 psf (governs) 142 psf (governs) 112 psf (governs) 90 psf (governs) 74 psf (governs) 61 psf 42 psf BASED ON RAFTERS AT 16 INCHES OC Allowable Live Load based on 1 6"o c spacing 281 psf 219 psf 175 psf 142 psf 114 psf 89 psf 58 psf CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE. 08/14/98 BY- JOHN M SIINO, P £.RLE. STU-98-1 WPS JOa«27S5 PALLET STRUCTURE FLOOR DECK SPANS BASED ON LIVE LOADS APPLIED Steel Floor Deck Spans (Maximum loading for two span system, Data from Verco Mfg Co for 22 ga. N-24 panel) I « 0 655, -S = 0 454, S = 0 394, Fb = 20,000 psi, E = 29,000,000 psi. W = psf (live load) Deck Span based on Bending Stress Fb = 1 5 W L2 / S, L= FbS/15W)"(1/2)-> (1)L= (5253/W)A(1/2) Deck Span Based on Deflection {limit 3 = 1/240} 6 = (00054) WL4 (1728)/(El), L = [(E I) / W (0 0054)(20)(1728)]A(1/3) ->(2) L= [101813 /WT(1/3) Floor Live Load 150 psf 175 psf 200 psf 225 psf 250 psf 300 psf Allowable Span based on Stress 5 92 feet (governs) 5 48 feet (governs) 5 12 feet (governs) 4 84 feet (governs) 4 56 feet (governs) 4 18 feet (governs) Allowable Span based on Deflection 8 76 feet 8 33 feet 7 97 feet 7 66 feet 7 40 feet 6 98 feet CONCLUSION Stress in the deck material is the governing factor on floor deck span Therefore, Deck stresses limit spacing of joist (Beam Schedule "B" joist) MAXIMUM SPAN FOR SCHEDULE "A" BEAM ALLOWABLE UNIFORM LOADS vs SPAN (Simple span) Data from AISC handbook C8x 11 5 C7x98 Deflection, STRESS BASIS Ixx Ixx 32 6 in4, 21 3 in4, Sxx = 8 14 in3 Sxx = 6 08 in3 = 12 x L/360 (maximum deflection at center of beam) = length of beam in feet, W = Ibs/ft (total uniform load including wall load) Fb = 66(36000 psi) = 23,800 psi fb = M / Sxx, Mmax = (Fb) Sxx = W L2 / 8 (1) L = ((47600/3) (Sxx)/W)1/2 DEFLECTION BASIS (8) = 5 (W)(L4)(1728) / 384 E I = 12(L/360) inches 5 (WXL3)^ 5)/E/l = (1/30) —>1/3(2) L = ((E*l)/W/675) Allowable Span For Schedule "A" Beam with 250 psf Live Load and Tributary Width of T-6" (15 ft wide building): C8x115: Lmax = T-6" without snow load, 6'-4" with snow load of 120 psf C 7 x 9 8 : Lmax = 6'-6" without snow load, 5-6" with snow load of 120 psf CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE 08/14/99 BY JOHN M SIINO, P E. FILE STL-98-1 WPS JOB #2755 PALLET STRUCTURE MAXIMUM FLOOR JOIST LOADS FOR BEAM SCHEDULE "B" JOIST ALLOWABLE UNIFORM LOADS vs SPAN (Simple span) Data from AISC handbook for W 5 x 16 beam with top flange continuously supported Ixx = 21 3 in4, Sxx = 851 in3 Fb Deflection, 6 L = 66 (36000 psi) = 23 8 ksi (maximum allowable stress for A36 steel) = 12 x L/360 (maximum deflection at center of beam) = length of beam in feet, W = Ibs/ft (total uniform load) STRESS BASIS (1) DEFLECTION BASIS (2) fb = M / Sxx, Mmax = (Fb) Sxx W = (Fb) Sxx (8) / (12 L2) Ws = 134798 / L2 (o) = 5(W)(L4)(1728)/384EI W = («)(384) E I / 5 L4 Wd = 3431666 7 / L4 = W L2 / 8 (Max Moment for a simple beam) = 66(36,000)(8 51)(8) / (12 L2), = 0 125 inches = (0 125) (384) (29,000,000) (21 3) / 5 / 1728 / L4 Floor Loads Based on W5 x 16 Type "B" Joist Floor Joist Span 4 0 feet 5 0 feet 6 0 feet 6 5 feet 8 0 feet 9 0 feet Allowable Load based on Stress 8425 plf (governs) 5392 plf (governs) 3744 plf 3190 plf 2106 plf 1664 plf Allowable Load based on Deflection 13405 plf 5490 plf 2648 plf (governs) 1836 plf (governs) 837 plf (governs) 523 plf (governs) Data from AISC handbook for C 5 x 9 ][ beam with top flange continuously supported Ixx = 178 in4. Sxx = 712 in3 Floor Loads Based on C5 x 9][ Type "B" Joist Floor Joist Span 4 0 feet 5 0 feet 6 0 feet 6 5 feet 8 0 feet 9 0 feet Allowable Load based on Stress 7048 plf (governs) 4511 plf (governs) 3132 plf 2668 plf 1762 plf 1392 plf Allowable Load based on Deflection 11202 plf 4587 plf 2212 plf (governs) 1534 plf (governs) 699 plf (governs) 437 plf (governs) CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE 08/14/98 BY JOHN M SIINO, P E. FILE STL-98-1 WPS JOB *27S5 PALLET STRUCTURE MAXIMUM FLOOR JOIST LOADS FOR BEAM SCHEDULE "B" JOIST (continued) ALLOWABLE UNIFORM LOADS vs SPAN (continued) Data from AISC handbook for C 4 x 5 4 beam with top flange continuously supported STRESS BASIS Ixx = 3 85 in4, Sxx = 193 in3 fb = M / Sxx, Mmax = (Fb) Sxx W = (Fb) Sxx (8) / (12 L2) (1) Ws = 30571 2 / Lz DEFLECTION BASIS « =5 (W)(L4)(1728) / 384 E W = (8)(384) E I / 5 L4 (2)Wd = 620277 778 / L4 FLOOR LOADS BASED ON C4 X 5 4 TYPE "B" JOIST = W L2 / 8 (Max Moment for a simple beam) = 66(36,000)(1 93)(8) / (12 L2) = 0 125 in = (0 125)(384)(29,000,000)(3 85) / 5 / 1728 / L4 Floor Joist Span 4 0 feet * 5 0 feet * 6 0 feet * 6 5 feet * 8 0 feet 9 0 feet 10 0 feet Allowable Load based on Stress 1911 plf (governs) 1223 plf 849 plf 724 plf 478 plf 377 plf 306 plf Allowable Load based on Deflection 2423 plf 992 plf (governs) 479 plf (governs) 347 plf (governs) 151 plf (governs) 94 plf (governs) 62 plf (governs) These span values represent wider shelters with intermediate supports tor floor joist SEE TABLE No.2 FOR SUMMARY OBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE. 08/14M BY JOHN M SIINO, P E. FILE. STL-98-1 WPS JOB *2755 WALL DESIGN BASED ON VERTICAL & OUT-OF-PLANE LOADS (BASED ON 15 FT WIDE BUILDING WITH AND WITHOUT SNOW LOAD) Concentricly Loaded Compression Member Ret. 1994 UBC Chapter 22, Division V Verco 20 gage N-24 galvanized deck (or approved equal) Member properties for compression t = 0 0359', Fy = 33,000 psi, I = (0 835)(2) = 1 67 in*. S = 2(0 508 in3), (for 24" section) A, = 0 0359[(5 5)(3) + (1 75)(3) + (3 023)(6) + 1] = 1 46 in2 ry - (1 67/1 46)1/z = 1 07 in, L = 9-0" = 108" SLENDERNESS FACTOR X w = 5 5", Fy = 33 ksi, E = 29,000,000 psi, k = 4 X = 1 052(w/t)(f/E)1/2 / k1'2 wA = 5 5 / 0 0359 = 153 <500, <250 Let Fn = F. F. = it 2 E / (k L / r)2 * (3 1416)2 (29,000,000) / (108/1 07)2 = 28090 psi > Fy / 2 Fn = Fy(1-Fy/4Fe) =232ksi X = (1 052 / 2)(153)(23 2/29000)1'"2 = 2 276 > 0 673 p = (1-022/X) / X = 039, b = pw = (039)(55) = 2 14" w = 3 023 w/t = 84 X = (1 05 / 2) (84) (23 2 / 29000)1/2 = 1 25 > 0 673 p = (1-022/125)/125 = 065 b = (065)(3023) = 199" W = 1 75, t = 0 0359 in , w/t = 49 X = (1 052/2) (49) (23 2/29000)1/2 = 0 73 > 0 673 p = (1-022/073) / 073 = 095 b = (095)(1 75) = 1 66" = A. = 0 0359[(2 14)(3) + (1 66(3) + (1 99)(6)] = 0 83 in2 Pn = A. Fn = (0 83) (23 2) = 19 2 k (per 2'-0" panel) Qc = 1 92 t <0 09" P. = Pn/Qe = 192/2/192 = 5 Ok/ft (5000 p If) Allowable axial load of panels, Pa = 5 0 k/tt Allowable Flexure Stress Fb = Fy / Q,, Qf = 1 67 = 33/1 67 = 1976 ksi 8 CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE. M/14/98 BY- JOHN M SIINO, P E. FILE STL-9B-1 WPS JOB 017SS FOR MAXIMUM VERTICAL LOAD LL = 120 psf (Snow Load), DL = 136 psf, L, Span =150 feet Roof DL =(13 6) (15/2) = 102 plf Wall DL = (107)(45) = 48 plf Total DL =136 5 plf 150 plf RoofLL = (120)(15)/2 = 900 0 plf 900 plf E DL -I- LL = 150 + 900 = 1050 plf -> P/Pa = 1050/5000 = 021 > 0 15 COMBINED AXIAL FORCE & BENDING c™ MX / M« «* = 1 333 - 0 21 = 1 12 Where CTO = 1 0 Allowable M. = (Fb)(S) (1000/1 2) = (19760)(0508)/12 = 836 Ibs-ft Magnification factor =K (29000)(0837)/((1)(9)(12))2 = 653 k ax = [1-(1 92)(09)/653] =073 M^ = (836) (0 73) (1 12) = 683 5 Ibs-ft Wp = (683 5)(8)/92 = 67 5 psf For Height Limit of 400 feet, C. = 2 19 (1994 UBC Table 16-G) Cq = 1 2, 1=115 (essential facilities) PW= C.CqqJ = Wp -> C.= Wp/(Cqq,l) a If 80 mph, qs = 164 psf -> C. = 2 97 > 2 19 No Height Limit b If 110 mph, qs = 31 0 psf -> Ce = 1 58 Max. Height = 80 ft c For 13 ft Wide Shelter (Wp = 69 psf), If 80 mph, q, = 16 4 psf -> C. = 3 04 No Height Limit d For 13 ft Wide Shelter (Wp = 69 psf), If 1 10 mph, qs = 31 0 psf -> C. = 1 61 Max Height = 100 ft FOR MINIMUM LIVE LOAD (Roof Live Load = 20 psf) P = PH. + PDL = (20)(15 / 2) + 150 = 300 plf -> P/Pa = 300/5000 = 0 06 < 0 15 Mx / M,, = 1 33 - 0 06 = 1 27 = (1 27)(19760)(0 508)/12 = 1062 Ibs-ft. Wp = 105 psf If 110 mph qs = 31 0 psf > 80 mph C, = 2 45 No Height Limit SEE TABLE No.3 FOR SUMMARY FOR 200 PSF MAXIMUM SNOW LOAD (Roof Snow Load = 200 psf on 15 ft wide building) P = Pa + POL » (200)(12 / 2) + 150 = 1650 plf -> P/P. = 1650/5000 = 033 > 0 15 -> 1 33 - 0 33 = 1 00 -> M,,, = (836)(1-1 92(1 65/6 53))(1 0) = 430 4 Ibs-ft -> Wp = 42 5 psf a If 80 mph, q, = 16 4 psf -> C. = 1 88 . 200 ft Height Limit b If 1 10 mph, q, = 31 0 psf -> C, = 0 99 . No Allowed, reduced snow load required CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE. 08/14/98 BY JOHN M SIINO, P 6. FILE. STL-9S-1 WPS JOB *27SS ROOF HORIZONTAL DIAPHRAGMS DESIGN CRITERIA a Building Height = 10 0 ft, Building Length = L, Trib Area = (10/2)(L)/2 = 2 5*L (vertical area) b Building/Diaphragm Width = 8 feet minimum used for design c Ld = 1 15, Cq(Wall Lateral) = (0 8+0 5) = 1 3, Cq(Roof Vertical) = 07 (roof) d. Verco or B FormLok (Table No XIX ICBO Report No 2078, Spacing of side lap teks @ 12"O C /8 TEKS screws per support) 22 gauge panel. q = 429 plf (span < 4 O1) per support, V, = (429)(8) = 3432 Ibs at edge of roof diaphragm 20 gauge panel q = 543 plf (span < 4 O1) per support, V, = (543) (8) = 4344 Ibs Wind Forces pw = C. Cq q, I psf -> P = pw x (2 5*L) = C. Cq q, I x (2 5*L) a 80 mph wind, pw = 24 5 C. psf, P = 24 5 C. x 2 5 x L = 61 25 C. L (Ibs/ft) Forces on 22 ga panel P = V -> 61 25 C. L = 3432 -> C. = 3432 / (61 25 L) = 56 033 / L for L = 20 ft -> Ce = 2 80 -> no height limit L = 30 ft -> C. = 1 87 -> 200 ft height limit L = 40 ft -> C, = 1 40 -> 60 ft height limit Forces on 20 ga panel P = V -> 61 25 C. L = 4344 -> C. = 4344 / (61 25 L) = 70 922 / L for L = 30 ft -> C, = 2 36 -> no height limit L = 37 ft -> Ce = 1 91 -> 200 ft height limit L = 40 ft -> Ce = 1 77 -> 160 ft height limit b 110 mph wind, pw = 46 34 C. psf, P = 46 34 C. 2 5 L = 115 85 C. L (Ibs/ft) Forces on 22 ga panel P = V -> 11585C. L = 3432 -> C. = 3432 / (115 85 L) = 29 625 / L for L = 20 ft -> C. = 1 48 -> 70 ft height limit L = 25 ft -> C. = 1 19 -> 25 ft height limit L = 40 ft -> C. = 1 06 -> 15 ft height limit Forces on 20 ga panel p = V -> 11585C. L = 4344 -> C. = 4344 / (115 85 L) = 37497 / L for L = 20 ft -> C. = 1 87 -> 200 ft height limit L = 25 ft -> C, = 1 50 -> 75 ft height limit L = 30 ft -> C. = 1 25 -> 30 ft height limit L = 35 ft -> C. = 1 07 -> 15 ft height limit For buildings of other (greater) widths, the shear capacity of the roof diaphragm increases 10 CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE. 0*14/98 BY JOHN M SIINO, P E.RLE STL-M-1 WPS JOB«755 ROOF HORIZONTAL DIAPHRAGMS (continued) Maximum elevation/height of buildings with 22 ga panel and 80 mph Wind Load Bldg Length (feet) 20 30 40 Bldg Width (feet) 80 80 100 80 100 c. 280 187 234 140 175 Height (feet above grade) >400 200 >400 60 145 Shelters are all to be a minimum of 8-6" in width The 8 foot width noted above is less than this minimum width and is therefore conservative For all practical purposes, shelters with 22 ga roof paneling can be located at least 60 feet above grade for shelters up to 40 foot long and subject to 80 mph wind Maximum elevation/height of buildings with 22 ga panel and 110 mph Wind Load Bldg Length (feet) 20 25 28 30 Bldg Width (feet) 80 100 80 100 80 100 c. 1 48 1 85 1 19 1 49 106 123 Height (feet above grade) 70 190 25 70 15 30 Shelters are all to be a minimum of 8-6" in width The 8 foot width noted above is less than this minimum width and is therefore conservative 11 CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE 08/14/98 BY JOHN M SIINO, P E. FILE. STL-98-1 WPS JOB «2755 Maximum elevation/height of buildings with 20 ga panel and 110 mph Wind Load Bldg Length (feet) 20 25 30 Bldg Width (feet) 80 100 80 100 80 100 c. 1 87 234 1 50 1 88 125 1 56 Height (feet above grade) 200 >400 75 200 30 75 Shelters are all to be a minimum of 8'-6" in width The 8 foot width noted above is less than this minimum width and is therefore conservative 12 CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE. 08/14/98 BY JOHN M SIINO. P E. FILE STL-98-1 WPS JOB *27S5 1 0 Lateral (Wind) Loads 1 1 Building Size Building Height, H SHEAR WALL DESIGN 10 0 ft, Length, L = varies, Tributary Area, A, = (L72)/(10/2) = 2 50 x L (sf) 1.2 Wind Loads Based on Wind Exposure C, Wind Pressure, P =x Cq x Ce (psf) Case I) Case II) Case III) Case IV) 80 mph wind @ grade (70 mph wind @ 40 ft 80 mph wind @ 40 ft 110 mph wind @ grade 110 mph wind @ 40 ft P = 16 4 X 1 15 X 1 3 X 1 06 = 25 99 psf, use 26 psf P = 12 6 x 1 15 x 1 3 x 1 31 = 24 67 psf, use 26 psf) P= 164x1 15x13x1 31 =32 11 psf, use 33 psf P = 31 0 X 1 15 x 1 3 X 1 06 = 49 psf, use 49 psf P = 31 0 x 1 15 x 1 3 x 1 31 = 61 psf, use 61 psf End Wall Loads Based on Building Different Lengths and Wind Loads Bldg Length (feet) 20 30 40 Case I 26 psf (Ibs) 1300 1950 2600 Case II 33 psf (Ibs) 1650 2475 3300 Caselll 49 psf (Ibs) 2450 3675 4900 Case IV 61 psf (Ibs) 3050 4575 6100 2 0 Galvanized Deck, Verco N-24, ASTM A446 Grade A - Welded Connections 2 1 Welded Connection Capacities (From Table No III, Report No 2078) 20 ga, 4 puddle welds per panel end and at supports, TSW @ 12" o c 18 ga , 4 puddle welds per panel end and at supports, TSW @ 12" o c 16 ga , 4 puddle welds per panel end and at supports, TSW @ 12" o c (TSW = Top Seam Weld) = = > q = 450 plf = = > q = 880 plf = = > q = 1270 plf 2 2 Minimum Required Shear Wall Length for End Walls (Short Walls) By inspection, the shorter walls (End Walls) are critical to the design These walls typically have openings which reduces the effective length of wall available to resist lateral (wind) loads The two (2) end walls are further differentiated by the fact that typically one of these end walls will always have one or two HVAC units with penetrations (openings) To simplify construction of these buildings, CBA, Inc constructs the "HVAC" End Wall the same regardless of whether there is two or one HVAC units installed The "HVAC" End Wall is always constructed with 18 gage Verco panels and is further reinforced with sheet steel Minimum Shear Wall Length as required to sustain Wind Loads, !_„, LM = (Wind Load)/(Connection Capacity) = (Pressure) (Tributary Area)/(Conn Capacity) = P x (10 / 2 feet) x (Length / 2) / q —> L,w = 2.5 x P x L / q Typical non-HVAC end wall of buildings with a door opening in the end wall, has an net effective wall length, BMt = B-(4ft door and jamb), where B is the overall width of the building For example, a 85 foot wide building, the net effective width (BnJ is 45 feet As noted in the tables on the following page, a 85 foot wide x 20 foot long building subjected to Case I and II loadings has adequate wall capacity with a 20 gage panel thickness For the same building subjected to a higher wind load (Case III or IV), a heavier panel or reinforcing would be required Refer to Tables 7, 8 and 9 for minimum required shear wall lengths for end walls for 20, 18 and 16 ga panels 13 CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE. 08/14/98 BY JOHN M SIINO, P E. FILE. STU-96-1 WPS JOB *27SS 3 0 Shear Walls Reinforced To Suit Openings (HVAC End Walls) This section applies where the available Aggregate wall length is less than the minimum lengths noted in previous section, typically at HVAC End Walls It also applies where more slender pieces of wall are required to help resist lateral (shear) loads The "Aggregate" shear wall length is calculated by taking the sum of available wall elements at a specific height. To simplify the design and analysis, wall designs are broken down to 3 cases a Effective Total (Aggregate) Shear Wall Length = 4 feet or more at Midheight of Wall (h = 5 ft) b Effective Total (Aggregate) Shear Wall Length = 4 feet or more at Base of Wall (h = 0 ft) c Effective Total (Aggregate) Shear Wall Length = Less than 4 feet at Midheight of Wall (h = 5 ft) (Where h is the height on the building wall panel which is being evaluated) 3 1 Shear Wall Stress Analysis Individual wall elements (pieces of wall between openings) and required to act together to resist lateral loads where the end wall is penetrated by openings For more slender shear wall elements, tensile and compressive stresses due to shear wall "over-turning" (O T) bending moments can govern the design of these wall elements and their connections The maximum O T bending stresses (tension and compression) occur at the ends of the wall elements) and zero bending stress occurs at the "neutral axis" (centerlme) of the panel The maximum shear stress occurs at the middle of the panel and zero shear stress occurs at the ends Typical Wall with Openings for HVAC & Waveguide: B wall The maximum tensile and compressive bending stresses which occur at the panel ends (where the shear stress is zero) are given by the equations below fb(psi) = 12xM/S = 12x(Vxh)/(txL.2/6) = 72 x V x h / t / L.2 Wall Element:V-> where V = Shear Load, h = effective wall element height, t = wall element thickness, h Le = wall element length, The Shear Load, V equals the Wind Pressure (P) applied over the effective tributary area V = P x L/2 x 10/2 = P x L x 2 5 for 10 ft tall shelters of length, L 14 CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE. 08/14/98 BY JOHN M SIINO, P E. FILE. STU-98-1 WPS JOS #2755 For wall elements with dimensions that are typical of most shelters, it can be shown that the bending stress, (fb) governs the design The amount of shear that each element will carry is proportional to the relative stiffness of the shear panel elements The relative stiffness of the individual panel elements is a function of the aspect ratio, height to width ratio, of the element assuming constant element thickness The worst case design requirements are a shelter with two (2) 6 inch wide elements plus two (2) 12 inch wide elements, totaling 36 inches of aggregate effective shear length with element heights of 15 inches The relative element flexibilities, (1/R = 1 /stiffness) are 23 for 6-inch elements and 5 7 for 12-inch elements (flexibility is given by (1/R) = 3 x (h/b) + (h/b)3 ) The shear load carried by strffest panel element (the 30 inch tall element) is given by V1Z = (1/5 7) / (2/5 7 + 2/23) x V^,,, = (0 40) V^, per each 12-inch element {governs by inspection} V6 = (1/23) / (2/5 7 + 2/23) x V^, = (0 01) V^, per each 6-inch element Therefore the shorter element takes 76 5 percent of the total load As a conservative simplification, we will use this value in designing reinforcing for the wall at openings Also use b = 12 inches as panel width V^n - 040xVwall MdMign = VdM,nxh = 040x15xVWBll = SxV^, fv(psi) = Vdesign/A = 0 40 V^, / (t X L.) = OOSSSV^/t {for 12" element, neglecting flanges} fb(psi) = Mdesign / S = 6 X V,,,,, / (t X L,2 / 6) = 0 25 V^, / 1 {neglecting flanges, dearly bending governs} fb = 0.25 X V,,.,, / t — > V^,, = 4 X fb X t {lor 12" element, neglecting flanges} Conservatively neglecting the 4/3 Load Duration Factor, the allowable bending stress for design is 0 6 x 36,000 = 21 ,600 psi The Allowable Shear Load, Va^, for the following combinations of panel/reinforcing plate thicknesses are as follows (based on Fb = 21 ,600 psi) 20 ga => V,,,,,,, = 31 10 # per end wall with two 6-inch and two 12-inch elements 18 ga => V^^ = 4147 # per end wall with two 6-inch and two 12-inch elements 16 ga => V^io,, = 5184 # per end wall with two 6-inch and two 12-inch elements Refer to Table 12 for minimum requirements for shear walls based on two 6-inch and two 12-inch elements 3.2 Capacity for Welds at Ends of Panels To simplify the weld design, assume that the ends of the wall elements, the chord welds, transfer 100 percent of the tensile and compressive stresses The resultant tensile and compressive forces are T = C = M / L. = V x h / L, (force is in pounds) For welds of wall panels the base metal stress will govern the design The thickness of panels typically used and the effective unit strength of the welds are as follows 20 ga steel = 0 036" Tensile Capacity = 1037 pli 18 ga steel = 0 048" Tensile Capacity = 1382 pli 16 ga steel = 0 060" Tensile Capacity = 1728 pli where the Tensile Capacity = 0 6 x 36,000 psi x t x 1" x 4/3, the 4/3 is the allowable Load Duration Factor Welded Connection Shear Capacities (Table No III, Report No 2078, TSW = Top Seam Weld) are as follows 20 ga , 4 puddle welds per panel end and at supports, TSW @ 12" o c = = > q = 450 plf 18 ga , 4 puddle welds per panel end and at supports, TSW @ 12" o c = = > q = 880 plf 16 ga , 4 puddle welds per panel end and at supports, TSW @12"oc = = >q = 1270 plf 3 3 Refer to Tables 10 and 1 1 for minimum requirements for shear walls where the Effective Total (Aggregate) Shear Wall Length = 4 feet or more at different heights 15 CBA Communications Buildings of America, Inc., Antioch, Calif, (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE 08/14/98 BY JOHN M SIINO, P E. FILE. STL-98-1 WPS JOB *2TS5 4 0 Maximum Possible Building Length based on Panel Capacity Verco N-24 (ASTM A446 Grade A) with Hilti-ENP 2-21-L15 Fastener Connections From ICBO 4373 Table No IX Panel thickness #20 ga, Shear Capacity = q = 336 plf 4 1 Shear Panel Width = 8 0 ft, Panel shear capacity, V, =(336) (8) = 2688 Ibs (not including Load Duration Factor of 4/3, CONSERVATIVE) Max length for C. = 1 06, H/2 = 10 0 / 2 = 5 0 ft a. 80 mph wind (24 518) (1 06)(5)(L/2) = 2688 L/2 = 20 6 ft ->L = 41 ft @ 15 ft above grade b 110 mph wind (4634)(106)(5)(L/2) = 2688 L/2 = 10 9 ft ->L = 22 ft @ 15 ft above ground 4 2 Shear Panel Width = 130 feet Panel shear capacity, V, = (336) (13) = 4368 Ibs a 80 mph L = 48 0 ft C. =4368/2942 16 = 1 48 Height = 60 ft above grade pw = 36 2 psf b 110 mph L = solve for (46345)(1 06)(5)L/2 = 4368 L/2 = 17 7 ->L = 35 ft @ 15 ft above grade 5 0 Sidewall Fillet Welded to Pallet 5 1 Weld E60xx 2" @ 12" o c - 20 ga metal t = 0 04" (use 50% Capacity for Single Pass Fillet Welds without Special Inspection) (include Load Duration Factor of 4/3 = 1 333) qe = 0 04 x 0 707 x (0 3 x 60000) x 2 0 = 1018 plf <- Governs qe = 0 04 X (0 4 x 36000) X 2 0 = 1152 plf Vs = (1018 pK) X (8 ft) X 0 50 X 4/3 = (4072 Ibs) X 4/3 = 5429 Ibs Weld Capacity > Panel Capacity = 2688 x 4/3 o k. 5 2 Maximum Possible Building Length based on Weld Capacity 80 mph wind @ grade Max L = (5429 X 2) / (24 52 x 1 06 X 5) = 83 ft 110 mph wind @ grade Max L = (5429 X 2) / (46 34 X 1 06 X 5) = 44 ft 110 mph wind @ grade (for 9 ft Wide Shelter) Max L = (9/8)(5429 X 2) / (46 34 x 1 06 X 5) = 49 ft 16 CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE 08/14/98 BY JOHN M SIINO, P E. FILE. STL-98-1 WPS JOB O27S5 FOUNDATION DESIGN 1 0 Design Loading (assume building same size as slab) a Floor live load = 250 psf b Slab dead load =150 (5712) = 62 5 psf c Building Weight Roof =136 psf Walls = 10 7 psf x 4 = 42 8 psf d Max. Code Roof live load = 120 psf Total Soil Pressure £ W, = 250 + 62 5 + 13 6 + 42 8 + 120 = 488 9 psf < 1000 psf allowable soil pressure 2 0 Foundation Design W = 488 9 psf soil pressure Net pressure WN = 488 9 - 250 - 62 5 = 176 4 psf Take I'D" strip, max span = 12' Vx = 176 4 x (12/2) = 1058 Ibs -Mx = (1/8) X 122 X 176 4 = 3175 ft -Ibs Shear Vc = 1058 / (12 x 3 25) = 27 1 psi < 1 1 (fc- )<1/z) = 1 1 (2500)(1/2) = 55 psi = OK Strength Design Method fe' = 2500 psi Fy = 40 00 ksi A, = #5 @ 6" = 0 62 sq in / ft <t> = 0 62 / (12X3 25) = 00159 <>MN = *[A.F,d(1-pFy/feM = 0 9[0 62 X 40 X 3 25 (1 - 0 0159 X 40 / 2 5)] <J>MN = 54 0 in -k = 4 507 ft -k Working Stress Capacity Mx= 4057/1 4 = 3219ft-lb > 3 125 OK AS = #5 @ 6" = 0 62 sq in /sq ft (short direction) Mm AS = 0 002 x 5 x 12 = 0 12 sq in #5 @ 12 As=030>012 (long direction) 17 CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE. 08/14/96 BY JOHN M SIINO, P E. FILE. STL-98-1 WPS JOB OCT55 ANCHORAGE FOR UPLIFT & LATERAL LOADS 1 0 ANCHOR BOLT CAPACITIES For 3/4"<j> x 4 3/4" minimum embedment HILTI - KB II anchors (ICBO 4627 Table No II - w/o inspection) (or equal) with 4 3/4" mm edge distance Tension Effective Capacity B, = 1375 x 80 = 1100 Ibs each bolt Shear Effective Capacity B, = (6 5 / 9 75) x 3250 = 2166 Ibs each bolt For 5/8"<(> x 4" minimum embedment HILTI - KB II anchors (ICBO 4627 Table No II - w/o inspection) (or equal) with 4" mm edge distance Tension Effective Capacity B, = 1125 x 80 = 900 Ibs each bolt Shear Effective Capacity B, = (6 5 / 9 75) x 2625 = 1750 Ibs each bolt 1 1 MAXIMUM SHEAR WALL DEVELOPMENT Building Width (worst case) =80' (maximum uplift condition) Building Height =100' (see Vertical Shear Wall Connection sections 2 0 & 3 0) Panel Shear Capacity = 2688 Ibs (maximum load) Max. O T M = (2688) (10) = 26880 Ibs-ft t up or dn = 26880/8 = 3360 Ibs v = 2688 Ibs per wall (2688 / 2 = 1344 Ibs per corner) Determine number of bolts to fully develop the shear wall (Detail 1) Interaction Equation (t/T)2+(v/V)2 * 1 00 [(3360) / (n x 1100 x 4 / 3)]2 + [(2688) / (2 x n x 2166 x 4 / 3)]2 * 1 00 (5 25 + 0 22) / n2 * 1 00 -> n = >/(5 47) = 2 34 bolts • Use three (3) 3/4"$ x 4 3/4" HILTI - KB II anchor bolts per corner to fully develop the wall capacity. 1 2 WIND LOAD CASE DESIGN OF ANCHOR BOLTS Determine number of bolts for different building lengths and wind speeds (Detail 1) Based on a Wind Pressure of P (in psf), Width of 8 ft and Height of 10 ft t (Ibs) = (10/2) x10xLxP/8 =625xLxP (per side wall) v (Ibs) = 10 x L x P / 2 =500xLxP (per side wall) Interaction Equations (t/T)2+(v/V)2 s 1 00 3/4"4> bolts [(6 25 X L X P) / (n X 1100 X 4 / 3)]2 + [(5 00 X L X P) / (n X 2166 X 4 / 3)]2 i 1 00 (L X P)2 X ((0 00426)2 + (0 00173)2) / n2 <: 1 00 n = (L x P) / 217.5 (3/4"<fr bolts on side wall) 5/8"<j> bolts [(6 25 x L X P) / (n X 900 x 4 / 3)p + [(5 00 X L x P) / (n X 1750 x 4 / 3)]2 * 1 00 (L X P)2 x ((0 00521)2 + (0 00214)2) / n2 * 1 00 n = (L x P) / 177.6 (5/8"<j> bolts on side wall) Case I) for 80 mph wind @ grade P = 16 4 x 1 15 x 1 3 x 1 06 = 25 99 psf, use 26 psf 70 mph wind @ 40 ft P = 12 6 x 1 15 x 1 3 x 1 31 = 24 67 psf, use 26 psf Case II) for 80 mph wind @ 40 ft P = 16 4 x 1 15 x 1 3 x 1 31 = 32 11 psf, use 33 psf Case III) for 110 mph wind @ grade P = 31 0 x 1 15 x 1 3 x 1 06 = 49 psf, use 49 psf Case IV) for 110 mph wind @40ft P = 31 0x115x13x1 31 =61 psf, use 61 psf Case V) tor 150 mph wind @ grade P = 57 6 x 1 15 x 1 3 x 1 06 = 91 psf, use 91 psl (special case) Refer to Tables 4 and 5 for 5/8" and 3/4" Anchor Bolt schedules 18 CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE 08/14/98 BY JOHN M SIINO, P E. RLE STL-98-1 WPS JOB «7SS 1 3 DESIGN OF WELDED CONNECTION OF PALLET TO STEEL STRUCTURE (e g Roof Steel Framing) {For Load Cases refer to "Wind Load Case Design of Anchor Bolts' on page 18 of these calculations } Weld Capacity (E70XX minimum electrodes, ASTM A36, minimum steel, with LDF = 4/3) 0 7071 x 0 3 x Fu(weld metal) = 3 x 70 = 14 8 ksi 1 000 x 0 4 x Fy(base metal) = 4 x 36 = 14 4 ksi -GOVERNS For 1" long x 1/8" Fillet Weld T = (4/3)(14400 psi) x 1/8" = (4/3)(1800 pli) (with special inspection) without special inspection, the UBC requires 50% of allowable stress = (4/3)(900 pli) = 1200 pli Determine Minimum Required Weld Length Based on Wind Pressure, P (in psf), Building Width = 8 ft and Height = 10 ft weld weld +++ L +++ 8.5ft weld weld t (Ibs) = (10/2) x 10xLx P/8 = 6 25 x L x P (per side wall) v(lbs) =10xLxP/2 = 5 00 x L x P (per side wall) (1200 pli) [(6 25 x L x P) / (1200 x I)]2 + [(5 00 x L x P) / (1200 x I)]* * 1 00 (w/o sp msp) (L x P)2 X ((0 00521)2 + (0 00417)2) / P * 1 00 I = (L x P) / 149.9 (inches of weld per side wall) Refer to Table 6 for Welding Schedule for anchorage of Pallets 19 CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE. M/14/96 BY JOHN M SIINO, P E. FILE. STL-98-1 WPS JOB O2755 TABLE No 1 ROOF RAFTER LIVE LOAD LIMITS (16 ga Rafters) ALLOWABLE R ROOF RAFTER SPANS (BLDG WIDTH) 8 ft ( 9 ft) 9 ft (10 ft) 10 ft (11 ft) 11 ft (12 ft) 12 ft (13 ft) 13 ft (14 ft) 15 ft (16 ft) OOF LIVE LOADS BASED ON RAFTEF BASED ON RAFTERS AT 24"0 C 183 psf 142 psf 112 psf 90 psf 74 psf 60 psf 39 psf I SPANS BASED ON RAFTERS AT 16"O C 281 psf 219 psf 175 psf 142 psf 114 psf 89 psf 58 psf {Note Actual rafter clear spans are approximately 12 inches less than the outside building dimension} TABLE No 2 PALLET FLOOR JOIST (TYPE "B") MAXIMUM SPACING (Center to Center Spacing) {Note Actual spacing of Floor Joist may be governed by construction requirements and/or location of equipment} Deck Span Limits Joist (Clear) Unsupported Span (feet) W5x16Joist 5.0 6.0 6.5 8.0 2-C5x9][ Joist. 5.0 6.0 6.5 C4x5 4 Joist 4.0 5.0 ™ FLOOR 150 6'-0" >t) 6'-0" 6'-0" 6'-0" 5'-6" 6'-0" 6'-0" 6'-0" 4'-3" 6'-0" 6'-0" 5'-0" LIVE 175 5'-6" 5'-6" 5'-6" 5'-6" 4'-8" 5'-6" 5'-6" 5'-6" 3'-8" 5'-6" 5'-6" 4'-2" LOADING 200 5'-0" 5'-0" 5'-0" 5'-0" 4'-0" 5'-0" 5'-0" 5'-0" 3'-3" 5'-0" 5'-0" 3'-9" (psf) 225 4'- 10" 4'- 10" 4-10" 4'- 10" 3'-8" 4-10" 4'- 10" 4'- 10" 2--11" 4'- 10" 4'- 10" 3'-5" 250 4'-6" 4'-6" 4'-6" 4'-6" 3'-3" 4'-6" 4'-6" 4'-6" 2'-7" 4'-6" 4'-6" 3'-0" 300 4'-2" 4'-2" 4'-2" 4'-2" 2'-9" 4-2" 4'-2" 4'-2" 2'-4" 4'-2" 3'-3" 1 -6" 8.0(1) 2-10" 1-7" 1-5" 1'-4" 1-3" 6" (1) Span limited by floor joist design, not floor deck design requirements TABLE No 3 WALL PANEL LOADING - VERTICAL & SHEAR (Verco 20 ga N-24 Panel, Maximum Wall Height 9'-0", Maximum Building Width = 13'-0", Length = 48'-0") WIND VELOCITY (mph) Roof Live Load (psf) 70 80 110 20 NO HEIGHT LIMIT NO HEIGHT LIMIT MAX HEIGHT ABOVE GROUND 200 FT 120 NO HEIGHT LIMIT NO HEIGHT LIMIT MAX HEIGHT ABOVE GROUND 100 FT 20 CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE. 08/14/98 BY JOHN M SIINO. P E RLE. STL-96-1 WPS JOB *Z7S5 TABLE No 4 ANCHORAGE SCHEDULE Quantity of 5/8"(J> Anchor Bolts per Side Wall with respect to Building Length and Wind Pressure (5/8" $ HILTI KB II anchor bolts, ICBO 4627 Table II, without special inspection, with 4" mm embedment & edge distance) Bldg Length (feet) 15 20 30 40 Case I Wind Pressure 26 psf 70 mph @ 40 ft 80 mph @ 15 ft 4(3) 4(3) 5 6 Case II Wind Pressure 33 psf 80 mph @ 40 ft 4(3) 4 6 Case III Wind Pressure 49 psf 110 mph @ 15ft 5 6 Case IV Wind Pressure 61 psf 110 mph @ 40 ft 6 quantities in Q are theoretical values TABLE No 5 ANCHORAGE SCHEDULE Quantity of 3/4"<J> Anchor Bolts per Side Wall with respect to Building Length and Wind Pressure (3/4" <j> HILTI KB II anchor bolts, ICBO 4627, without special inspection, with 4 3/4" mm embedment & edge distance) Bldg Length (feet) 15 20 30 40 50 Case I Wind Pressure 26 psf 70 mph @ 40 ft 80 mph @ 15ft 4(2) 4(3) 4 5 6 Case II Wind Pressure 33 psf 80 mph @ 40 ft 4(3) 4(3) 5 7 8 Case III Wind Pressure 49 psf 110 mph@ 15ft 4 5 7 9 12 Case IV Wind Pressure 61 psf 1 10 mph @ 40 ft 5 6 9 12 14 * quantities in (J are theoretical values bolts 8.5ft min. bolts end wall sidewall bolts bolts 21 CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE. 08/14/98 BY JOHN M SI I NO, P E. FILE. STL-98-1 WPS JOB *27S3 TABLE No 6. ANCHORAGE SCHEDULE Length in inches of 1/8" Fillet Weld per Side Wall with respect to Building Length and Wind Pressure Bldg Length (feet) 15 20 30 40 50 Case I Wind Pressure 26 psf 70 mph @ 40 ft 80 mph @ 15 ft (inches) 8 0 (2 6) 8 0 (3 5) 8 0 (5 2) 8 0 (6 9) 100 (87) Case II Wind Pressure 33 psf 80 mph @ 40 ft (inches) 80(33) 80(44) 80(66) 100(88) 140 (11 0) Case III Wind Pressure 49 psf 110 mph @ 15ft (inches) 80(49) 80(65) 100 (98) 140 (131) 200 (163) Case IV Wind Pressure 61 psf 110 mph @ 40 ft (inches) 80 (61) 100 (82) 140 (122) 200 (163) 28 0 (20 3) * quantities in Q are theoretical values weld 8.5ft min. sidewall weld end wall weld weld 22 CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE. 08/14/98 BY JOHN M SIINO, f E.FILE. STL-98-1 WPS JOB 07755 TABLE No 7' MINIMUM REQUIRED SHEAR WALL LENGTHS FOR 20 GA PANELS (Based on Weld Capacities, Building Lengths and Wind Loads) Bldg Length (feet) 20 30 40 Case 1 Wind Pressure 26 psf 70 mph @ 40 ft 80 mph @ 0 ft (feet) 29 43 58 Case II Wind Pressure 33 psf 80 mph @ 40 ft (feet) 37 55 73 Case III Wind Pressure 49 psf 110 mph @ Oft (feet) 54 82 109 Case IV Wind Pressure 61 psf 110 mph @40ft (feet) 68 102 136 TABLE No 8 MINIMUM REQUIRED SHEAR WALL LENGTHS FOR 18 GA PANELS (Based on Weld Capacities, Building Lengths and Wind Loads) Bldg Length (feet) 20 30 40 Case I Wind Pressure 26 psf 70 mph @ 40 ft 80 mph @ 0 ft (feet) 1 5 22 30 Case II Wind Pressure 33 psf 80 mph @ 40 ft (feet) 1 9 28 38 Case III Wind Pressure 49 psf 110 mph @ Oft (feet) 28 42 56 Case IV Wind Pressure 61 psf 110 mph @40ft (feet) 35 52 69 TABLE No 9 MINIMUM REQUIRED SHEAR WALL LENGTHS FOR 16 GA PANELS (Based on Weld Capacities, Building Lengths and Wind Loads) Bldg Length (feet) 20 30 40 Case I Wind Pressure 26 psf 70 mph @ 40 ft 80 mph @ 0 ft (feet) 10 15 20 Case II Wind Pressure 33 psf 80 mph @ 40 ft (feet) 13 1 9 26 Case III Wind Pressure 49 psf 110 mph @0ft (feet) 1 9 29 39 Case IV Wind Pressure 61 psf 110 mph @40ft (feet) 24 36 48 23 CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE 08/14/98 BY JOHN M SIINO, P E. RLE. STU-96-1 WPS JOB #2755 TABLE No.10 MINIMUM REQUIREMENTS FOR SHEAR WALLS. Minimum Requirements for Shear Walls Where The Effective Total (Aggregate) Shear Wall Length = 4 feet or more at Midheight of Wall (h = 5 ft) Based on Building Lengths and Wind Loads Bldg Length (feet) 20 30 40 Case I Wind Pressure 26 psf 70 mph @ 40 ft 80 mph @ 0 ft 20 ga panel 1 6" chord weld 18 ga panel 1 8" chord weld 18 ga panel 2 4" chord weld Case II Wind Pressure 33 psf 80 mph @ 40 ft 20 ga panel 2 0" chord weld 18 ga panel 2 2" chord weld 18 ga panel 3 0" chord weld Case IV Wind Pressure 49 psf 110 mph @ Oft 18 ga panel 2.2" chord weld 16 ga panel 2 7" chord weld 16 ga panel 3 5" chord weld Case V Wind Pressure 61 psf 1 10 mph @ 40 ft 18 ga panel 2 8" chord weld 16 ga panel 3 3" chord weld n/a n/a TABLE No 11. MINIMUM REQUIREMENTS FOR SHEAR WALLS Minimum Requirements for Shear Walls Where The Effective Total (Aggregate) Shear Wall Length = 4 feet or more at Base of Wall (h = 10 ft) Based on Building Lengths and Wind Loads Bldg Length (feet) 20 30 40 Case I Wind Pressure 26 psf 70 mph @ 40 ft 80 mph @ 0 ft 20 ga panel 3 2" chord weld 18 ga panel 3 6" chord weld 18 ga panel 4 7" chord weld Case II Wind Pressure 33 psf 80 mph @ 40 ft 20 ga panel 4 0" chord weld 18 ga panel 4 5" chord weld 18 ga panel 6 0" chord weld Case III Wind Pressure 49 psf 110 mph @0ft 18 ga panel 4 4" chord weld 16ga panel 5 3" chord weld 16 ga panel 7 1" chord weld Case IV Wind Pressure 61 psf 110 mph @40ft 18 ga panel 5 5" chord weld 16gapanel 6 6" chord weld n/a n/a 24 CBA Communications Buildings of America, Inc., Antioch, Calif., (925) 754-7633 STRUCTURAL CALCULATIONS FOR STANDARD STEEL STRUCTURES prepared by: Advanced Engineering Services, (925) 427-0871 DATE. OW14/M BY JOHN M SIINO, P E. FILE. STL-96-1 WPS JOB 03755 TABLE No 12 MINIMUM REQUIREMENTS FOR SHEAR WALLS Minimum Requirements for Shear Walls where the Effective Total (Aggregate) Shear Wall Length is Less Than 4 feet at Midheight of Wall (h = 5 ft) Based on Building Lengths and Wind Loads The Aggregate Shear Wall Length is assumed to be made up of at least two 6-inch and two 12-inch elements (36 inches total) BWg Length (feet) 20 30 40 Case I Wind Pressure 26 psf 70 mph @ 40 ft 80 mph @ 0 ft 20 ga panel 20 ga panel 20 ga panel Case II Wind Pressure 33 psf 80 mph @ 40 ft 20 ga panel 20 ga panel 20 ga panel 20 ga plate Case III Wind Pressure 49 psf 110 mph @0ft 20 ga panel 20 ga panel 20 ga plate 20 ga panel 20 ga plate Case IV Wind Pressure 61 psf 110 mph @40ft 20 ga panel 20 ga plate 20 ga panel 20 ga plate 20 ga panel 20 ga plate 25 DATE (MM/DWYY) 01/29/1999 PRODUCER (505)265-8481 FAX (505)268-4020 Vestern Assurance 2001 Carlisle NE P 0 Box 3889 Albuquerque, NM 87190 Attn Ext Charles Taylor Communications, Inc P 0 Box 1337 Albuquerque, NM 87103 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW COMPANY A COMPANY B COMPANYc COMPANY D COMPANIES AFFORDING COVERAGE United Pacific Insurance Co COVERAGES "' .:'•• ' ', . • '••. I'-j','='•»• ''?*^x£f'y',' •. ,-^'- "•' ,•,,•'' ' .,','' "". THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS EXCLUSIONS AND CONDITIONS OF SUCH POLICIES LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS L C T° TYPE OF INSURANCE POLICY NUMBER GENERAL LIAOILITY COMMERCIAL GENERAL LIABILITY CLAIMS MADE OCCUR ' OWNER'S & CONTRACTOR'S PROT AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS ' SCHEDULED AUTOS HIRED AUTOS NON OWNED AUTOS 1 GARAGE LIABILITY ANY AUTO EXCESS LIABILITY UMBRELLA FORM OTHER THAN UMBRELLA FORM WORKERS COMPENSATION AND EMPLOYERS' LIABILITY A T R7 7 3A THE PROPRIETOR/ ' |NCL PARTNERS/EXECUTIVE OFFICERS ARE EXCL POLICY EFFECTIVE POLICY EXPIRATION , LIMITS DATE (MM/DD/YY) DATE (MM/DD/YY) ... 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ITS AGENTS OR REPRESENTATIVES -3 o t> o o> mr- m-n o zi Re.°5°£~22o !• O > -n O •N t ^~ §k ft oooxx<T|rn"t35s^fiC^sci zm?£ogp m 50m•x O> (J) m m8§ *j1 §S s£ BO