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B15-0841 056-170-013
i Butte County Department of Development Services BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Permit Center Phone 530.538.6861 Fax 530.538.7785 %vxvN,..buftecoun1h?.net/dds SPECIAL INSPECTION NOTE For Building Permit # B ��— ©� , Assessor's Parcel # 0 Structural Tests & Special Inspections- 2013 California Building Code Chapter 17: In addition to the inspections required by Division H, Section 110, the owner or Registered Design Professional acting as the owner's -agent shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under section 1704. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for inspection of the particular type of construction;' or operation requiring special inspection. Duties and Responsibilities of the Special Inspector: j 1. The special. inspector shall observe the work assigned for conformance with the -app: roved design, drawings and specifications. 2.. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. 3. The special inspector shall submit a final signed report to the Butte County Building Division stating whether the work requiring special inspection was, to the best of his or her knowledge; in conformance with the approved plans and specifications and the applicable -provisions of this code. 4. The special inspector shall advise the contractor that Butte County Building Division inspections cannot be delegated to him or her, so inspections must also be made by the Butte County Building Division. 5. Any change inspecial inspection firms made after permit issuance shall be approved by the Butte County Building Division prior to the newfirm performing any inspections. 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division: Butte County inspection approval and sign off is not to. be construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special Inspection is required for the following items: �+ Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). Structural Masonry 0 High Strength Bolting S S'� d Welding D Bolts Installed in Concrete 0 Other: - *Name of Special Inspection Company: _Fr1_ D `� 1�M t N z (53) *PENDING APPROVAL. SPECIAL INSPECTION COMPANY SHALL PROVIDE A STATEMENT OF QUALIFICATIONS AND COPIES OF CURRENT SPECIAL INSPECTOR CERTIFICATIONS FOR APPROVAL BY THE BUILDING DIVISION PRIOR TO ,BUTTE MAY 1 3 2 015 DEVE',0PMFXT - Butte County Department of Development Services SE]1,1FdffiN NO PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 'DBP -06 Main Phone (530)538-7601 Petynit Center Phone (530)538-6861 Fax(530)538-7795 PLAN CHANGE, RECHECK, OR RETURN Owner's Name: Pristine Sun LLC Contact Person Naine: Peter Coughlin ,Contact ct email: 1 peter.coughlinsr@pristinesun.com 6ntactftoine Number: 541-815-2353 Date Submitted: 5112/2015 W B15 perxnjj p"be= -0841 Assessor's Parcel Number- 056-170-013 'C 13 COMPLETE ft-ETE SET OF PLANS 11PARTIAL-SETOR PAGES OF PLANS (LIST PAGES�BELOW) 3 ?Jesse chkkany that apply':,�j4isp�--eto Plan Check Letter?t*-it Oka 4 to Building Inspection Corr66tion,N Response Notice? _V__ � " e, 13 Is there additional square footage? � 7$9, 1 %4_1 0 Is unfirdsbed area being in -filled or completeiii7-7 -Zk, �R 13 Other: y. LIST OF ITEMS SUBMITTED T -.,v 1. o re%ised'sets plans 24"06", one revised'set' I Vkl 7:efwo sets engineering calc's comment #2: Anchorage of I- 2, SvucturEl c Beam Post to footings (last 9 -pages in Eng.-Calc's)L.- 3. Structural coFnrnent #3: Foundation Layout footings Page S 1.2 L/ 4. "Structural cc:rnment #3: Bracing between posts are required- (Pages 4 to7 in Eng.-Cale's) 5,+/ Structural comments #1 & #4 completed in revised plan set 'Mhikww I hour plan change h* to be collected at time of submission. PIAM Examiner w,i][11.41lesertnine if addidonall plan checking fees are required: [3 Mkhmm S127.00 pahl Addlebw -Ma "ttknis Anda hd Pap I of I R LF BUTTE i5 .(2, COUNTY MAY 1 3 2015 Butte County Department of Developrfibn _S'ervices TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DlR€C, ,OFJES l 7 County Center Drive Oroville, CA 95965 530.538.7601 Office 530.538.7785 Fax www.buttecountv.net 1 P1n5 May 8, 2015 Peter Coughlin �� - kc cf7 cc), Qffdeft , GA W 14 8992SAS FrfNI'LC AW, C-. CT4 low Assessor Parcel Number: 056-170-013 Building Permit Number: B15-0841 Plan Check #1 Description: Commercial Ground Mount Solar (250kw) Thank you for submitting permits for your building project. The permit documents have been reviewed and comments are listed below. Please respond in writing to each comment. Complete and clear responses will expedite the re -check and approval of this project. Please provide two complete revised sets of plans for re- check. STRUCTURAL COMMENTS: AA(sscry 1. Please inude,all plan she is in the sheet inde . (i.e sheets 0.0, 0.1, 2.0, 2.1, 3.0 ,14 0, 5.0, ad E102) -� tree 2. Provide structural calculations and details for anchorage of the I-beam posts to the footings. 3. Please provide a foundation layout plan sheet showing sizes and locations of footings. Clarify where the 4'-6" and 5'-6" footings occur and indicate where bracing between support posts is required. 4. Please provide sheet 5.0. The plans (sheet 4.0) reference details on sheet 5.0 but sheet 5.0 was not. P provided. The Department of Development Services is currently open to the public from 8:00 am to 3:00 pm. If you wish to discuss these plan check comments, please call during our business. hours or contact us by e-mail at the.address below. Permit status can be tracked by logging on to http://www.buttecouniy.net/dds and clicking Building Permits Status. Carl Nelson Plans Examiner 530.538.2875 ,csnelson@buttecounty.net Philo Hunt, P.E. Plan Check Engineer 530.538.2130 phunt@buttecounty.net e.. Pristine Sun MANUFACTURERS" SPECIFICATIONS: INVERTERS, PHOTOVOLTAIC PANELS AND COMBINER BOXES 101 Mission Street, Suite 1050 San Francisco, CA 94105 415.848.8100 PERMIT#� BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FCR CODE C®. -IANCE DATE BUTTE COUNTY APR 16 2015 DEVELOPMENT SERVICES + ' ' . . . . . ~ INDEX _----' . . ` . 1'PHOTOVOLTAIC PANELS ............................................. ............................................................................. 1 ' 3.INVERTERS ................................................................................................................................................ 5 . 3. COMBINER BOXES .................................................................................................................................... 9 ' 4. CABLE MANAGEMENT ............................................................................................................................ 13 . . ^ - . ` ` . . ' . ` . ^ _ 1. PHOTOVOLTAIC PANELS Two different types of photovoltaic panels are to be used in this site: Hanwha 305W LDK 280W f , Manufacturer specifications sheets are included in the following pages. . . • t L t f { y . 1 i r " Quality and Environmental Certificates ■ ISO 9001 quality standards and ISO 14001 environmental standards ■ OHSAS 18001 occupational health and safety standards ■ UL 1703 1000V certification CEC listed ��® CEC C US . Listed t� Hanwha Solar it 11 ' Key Features oiar Durable and Robust Design: 4000 Pa Wind Load / 7000 Pa Snow Load; Certified to withstand Category 3-4 hurricane winds* 2 Predictable Output: Positive power sorting, 0 to +5W 3 Low Light Performance: Excellent performance even under low irradiation 4 Innovative Solution: UL Certified to 1000V for optimized system designs; Anti -reflective glass with self-cleaning hydrophobic layer 5 Guaranteed quality: 12 year product warranty,25 year linear performance warranty ** 6 Anti -PID: Modules are qualified to withstand PID(Potential Induced Degradation)*** Please refer to Hanwha Solar Module Installation Guide `* Please refer to Hanwha Solar Product Warranty for details **' PID test conditions: module charged -1000V with AI -foil covered surface, 25°C, 168h About Hanwha Solar Hanwha Solar is a vertically integrated manufacturer of photovoltaic modules designed to meet the needs of the global energy consumer. ■ High reliability, guaranteed quality, and excellent cost -efficiency due " to vertically integrated production and control of the supply chain ■ Optimization of product performance and manufacturing processes through a strong commitment to research and development ■ Global presence throughout Europe, North America and Asia, offering regional technical and sales support/ PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE C MPI LANCE DATE _ _ BY -C-,- HSL 72 'J Poly Electrical Characteristics Electrical Characteristics at Standard Test Conditions (STC) 290 W 295 W 300 W 305 W 310 W 315 W Maximum Power (P,;u j 290 W 295 W 300 W 305 W 310 W 315 W Open Circuit Voltage (VJ 44.5 V 44.8 V 44.9 V 45.1 V 45.2 V 45.3 V Short Circuit Current (1,) 8.69 A 8.75 A 8.78 A 8.85 A 8.91 A , 8.97 A Voltage at Maximum Power (V.Pp) 35.4 V 35.8V 36.1 V 36.3 V 36.6 V 36.9 V Current at Maximum Power (I.pp) 8.20 A 8.26 A 8.32 A 8.42 A . 8.48 A 8.55 A Module Efficiency (%) 15.0 % 15.3 % 15.5 %15.8 % 16.0 % 16.3 % P,,,,,, V, I, V.. and I.P. tested at Standard Testing Conditions (STC) defined as irradiance of 1000W/m' at AM 1S solar spectrum and a temperature of 2St2°C Module power class have positive power sorting: 0 to +5W. Measurement tolerance: +/- 3% (PJ Electrical Characteristics at Normal Operating Cell Temperature (NOCT) ' • 290 W 295 W 300 W 305 W 310 W 315 W Maximum Power (P,,,•) 212W . 216W 220 W 223 W 227 W 233 W Open Circuit Voltage (VJ 415 V 41.7 V 41.8 V 42.0 V 42.2 V 42.3 V Short Circuit Current (I0 7.03 A 7.08 A 7.10A 7.18 A 7.25 A 7.28 A Voltage at Maximum Power (Vmpp) 32.1 V 32.5 V 32.7V 32.9 V 33.2 V 33.9 V Current at Maximum Power (Impp) 6.61 A 6.65 A 6.73 A 6.78 A 6.84 A 6.88 A Module Efficiency (%) 13.7 % 14.0 % 14.2 % 14.4 % 14.7 % 15.1% Normal Operating Cell Temperature (NOCT) 45°C + / - 3°C �• P_ V«, I,°. Vmw and 1, tested at Normal Operating Cell Temperature (NOCT) defined as irradiance of 800W/rn ; 20°C; Wind speed 1 m/s. - - Measurement tolerance: +/- 3% (P_) Temperature Coefficients of V Temperature Characteristics Maximum Ratings Normal Operating Cell Temperature (NOCT) 45°C + / - 3°C Temperature Coefficients of P -0.43 %/°C Temperature Coefficients of V -031 %/-C Temperature Coefficients of 1 10.05%/-C Maximum System Voltage 1000 V (UL) Series Fuse Rating 15 A Aluminum -alloy Series fuse Maximum Reverse Current rating multiplied EVA by 1.35 Mechanical Characteristics Dimensions 1956mm x988mm x45 mm Weight 27t0.5kg Frame Aluminum -alloy Front 4mm tempered glass with anti reflective coating Encapsulant EVA Back Cover Composite sheet Cell Technology Polycrystalline Cell Size 156 mm x 156 mm (6in x6in) Number of Cells (Pieces) 72 (6 x 12) Junction Box Protection class IP 67 with bypass -diode Output Cables Solar cable: 4 mm2; length: 1200 mm Connector Amphenol H4 System Design' Operating Temperature - 40 °C to 85 °C Hail Safety Impact Velocity 25 mm at 23 m/s Fire Safety Classification ClassC. (IEC 6173 0) ' Static Load Wind/Snow 4000a/7000a QHanu iha Solar ing and Storag( Storage Temperature Packaging Configura Loading Capacity (40 ft. HQ Container) - 40 °C to 85 °C 22 pieces per pallet Nomenclature: eg. HSL72P&PB-4-30OW HSL72P6-PB- 4 -xxx T Code frame/Baddteet Silver/White W Black/White B Black/ Black ' Performance at Low Irradiance: The typical efficiency at 200 W/m2 in relation to 1000 W/m2, (25°C, AM 1.5) is at least 96 % of STC efficiency. Various Irradiance Levels D IL . DAfh! axar.r r 5 r 0 "p°'�' M cna+ovrsC 84.25 �3 , Mounting holes Drainage holes 484 pieces Grounding holes eOWMA-A CHanwha SolarOne Co, Ltd. Specifications are subject to change without notice, Release: 2014-06-01 WHY LDK SOLAR MODULES • Industry leading module power output warranty • International quality, safety and performance certifications • Modules manufactured in ISO 9001 certified factories • High -reliability with guaranteed 0/+5 Wp peak power classification WARRANTIES • 10 years for product defects in materials & workmanship • 12 years for 90% of warranted minimum power • 25 years for 80% of warranted minimum power ; CERTIFICATES , • IEC EN 61215, IEC EN 61730-1-2, CE Conformity • UL 1 703 2002/03/15 Ed:3 Rev:2008/04/08 /0 De • ULC/ORD-C1703-01 second edition 2001T&f4d1T# BUTTE COUNTY DEVELOPMENT SERVICES • UL and Canadian standard for safety flat -plate pC` !� C��./�n FOR ISO 9001:2008 Quality Management System ��� COMPLIANCE • CEC Listed: modules are eligible for California reba.teD • PV CYCLE: voluntary module take back andirecycling_program 6� BY U • MCS The Microgeneration Certification Scheme UK ,Ilk APPROVED PRODUCT CE GO M 0 PV%--CyWCLE 50 - Drain Drain + Mou r r co t O_ Gro T I fl h d 'dth d' 12 4-10x10 942 a"pPLa:oee ® Junction box age holes 8 places 8-14x9 ming slots 8 places 0 0 • N C1J 2-04 and holes 2 places LU �n CD IN o erance o eng, ar wi imensons is + - mm V1- February 2012 - 0 LDK Solar Limited. All rights reserved. E.&O.E. L. ELECTRICAL CHARACTERISTICS (STC*) Nominal Output (Pmax) [Wp] 270 275 280 Voltage at Pmax (Vmp) . :[V] , . 34.4 34.8 35.3 Current at Pmax (Imp) [A] 7.87 7.92 7.95 !Open Circuit Voltage (Voc) . [V] 44.1: 44.3 44.6 ' Short Circuit Current (Isc) [A] 8.37 8.41 8.44 Power Classification Ran e; [Wp] '. ` " -0/+4.99 �. = -0/+4.99 - -0/+4.99 Tolerance on Nominal Output [%] +/-3 +/-3 +/-3 Maximum System Voltage = ,: _ "' IEC EN:1000V/ UL: 600V Cell Efficiency 15.41 15.69 15.98 Module Efficien ' (o 13.87 ' 14.13 14.39 STC" (Standard Test Conditions): Irradiance 1000W/m', Module Temperature 25 °C, Air Mass 1.5 ELECTRICAL PERFORMANCE AT NOCT `Nominal Output (Pmax) � [WO]', 197 200 204-, Voltage at Pmax (Vm) [V] 31.3 31.6 32.1 Current at Pmax (Ini ) [A] ` 6.30. 6.34 6.36 Open Circuit Voltage (Voc) [V] 40.8 41.0 41.3 Short Circuit Current (Isc) [A] :. ' 6.78 . _ 6.81 6.83 - NOCT: Irradiance 800W/m', Module Temperature 45 +/ 2 °C, Air Mass 1.5 ' I-V CURVE AT DIFFERENT IRRADIANCE LEVELS TEMPERATURE CHARACTERISTICS 9 8 - --- NOCT** ,; 45 +/-2`C Temperature Coefficient of Pmax -0.45 %/°C Tem erature Coefficient of Voc -0.33 %/°C . 7:: - Temperature Coefficient of Isc 0.06 %/°C Maximum Series Fuse Rating 20A .- Operating Temperature from -40 to +85 °C StorageTem erature-" from -40 to+60.°C g5 E 4 3 z 0 5 10 15 20 25 30 35 • 40 45 50 Above graphics according to LDK-270P-24 vauaea m NOCT-: Nominal Operation Cell Temperature Sun 800 W/m'; Air 20 °C; wind speed 1 m/s, PERFORMANCE AT LOW IRRADIANCE 1.05 MECHANICAL CHARACTERISTICS ® 1K -P-24 Series 0.95 ------------------ -- ---------------- ---- Solar Cells' ,' 72 (6x12) poly(rystalline sikm solar cells 156 a 156 mm y Front Glass 4 mm thick, tempered glass / AR coating lass Backsheet ' TPT (Tedlar-PET-Tedlar) / BBF ` Y. Enca sulant EVA (ethylene vinyl acetate) Frame:. Double -la eranodizedaluminiumallo Diodes 6 (3 x 2 inparallel) serviceable Bypass Diodes Junction Boz IP654ated F Connectors MC4 or compatible connectors Cables Lerigth:1200 mm -/Section: 4.0 mmz:_ - Dimensions 1958 x 994 x 50 mm / 77.09 x 39.13 x 1.97 in Weight 28.3 kg./ 62.4 lbs ` Max. Load Wind Load: 2400 Pa / Snow Load: 5400 Pa 0.9 ---------- -------------------- ----------- o.es --- ---- 0.8 200 300 400 500 600 700 800 900 1000 Irradiance(W/rnq The typical relative change in module efficiency at an irradiance of 20OW/m' in relation to 1 OOOW/m' (both at 25 °C and AM 1.5 spectrum) is less than 6% PACKING CONFIGURATION . LE10-24 Series Packing. Configuration.. _ .20 ts. / boli r' Quantity / Pallet 40 pics. / pallet Loading Capacity 440 cs. /40 ft (High Cube Container) LDK Solar reserves the right to make specifications changes without any prior notice. This data sheet complies with the EN 50380 requirements. V1 - February 2012 - 0 LOK Solar Unifted. All rights reserved. E.&O.E. ' I 2. INVERTERS The type of inverter to be used in this site is: - AE 25ONX Manufacturer specifications sheets are included in the following pages. ri r , y """""""ADVANCED ENERGY° AE's product development process ensures the Service and Reliability departments are involved to simplify ongoing operations and maintenance (O&M). The AE 250NX design is used in a variety of environments from the high desert mountains to the Pacific tropics. It runs reliably day in and day out with a NEMA 3R construction and a completely sealed electronics cabinet, that is continuously cooled by a self-contained, liquid -to -air system. i SCADA connectivity, collecting and storing a wide range of inverter real-time data, and connecting to many third -party data services is achieved with an integrated data monitoring solution included at no additional charge. r - AE Solar Energy is a US based company. Reduce BoS Component of LCOE • Lightest weight per kW reduces shipping costs to the site • Smallest footprint per kW reduces site preparation costs • Parallel connections to a single, medium -voltage transformer " Minimize Ongoing O&M Component of LCOE • Robust, outdoor -ready construction • Simplify site maintenance with SiteGuard° (available option) Take Control and Support the Grid Integrated data monitoring solution transmits inverter data for + secure collection f • Integrated data monitoring solution receives and acts upon a host of utility level commands AE .250NX (Formerly known as Solaron 250) j Reliable inverter, solution with higher'' - ;� . � .efficiency. for large commercial and utility -scale projects Achieve higher, faster PVysystem'return on investment (ROI) for large commercial projects with Advanced Energy's AE 250NX inverter. With a true 97.5% weighted efficiency without carve- i outs for auxiliary power or other adjustments, the AE 250NXPERMIT'# generates more power and value for project developers, owners . ' financiers. Energy harvest is further fleet BUTTE COUNTY DEV REVIEW and. maximized with • availability in excess of 99%. b_ , CODE COM PLI DATEBY Eliminate the need for enclosures even in harsh environments with The Ae 2 ONX is backed with a complete 5 -year warranty so _ its robust, outdoor ready design that reduces upfront balance of there are no surprises during the warranty period. An extended, system (BoS) costs. Plus, being the lightest inverter per kW as well 20 -year warranty is available as an option. The AE warranty as having the smallest footprint per kW means the AE 250NX is options provide peace of mind and are backed by the best service simple to maneuver and put in place ensuring your project stays on and support team in the business. schedule. The stable, high-voltage, transformerless engine allows several units to be connected in parallel to a single medium -voltage Lower Operational LCOE " transformer reducing the upfront balance of system (BoS) and • Increased energy harvest with with 97.5% weighted efficiency improving LCOE. No step-up transformer and fewer medium- • Increased availability with >99% monitored fleet availability voltage transformers are required when you select AE inverters. • Legendary service and response AE's product development process ensures the Service and Reliability departments are involved to simplify ongoing operations and maintenance (O&M). The AE 250NX design is used in a variety of environments from the high desert mountains to the Pacific tropics. It runs reliably day in and day out with a NEMA 3R construction and a completely sealed electronics cabinet, that is continuously cooled by a self-contained, liquid -to -air system. i SCADA connectivity, collecting and storing a wide range of inverter real-time data, and connecting to many third -party data services is achieved with an integrated data monitoring solution included at no additional charge. r - AE Solar Energy is a US based company. Reduce BoS Component of LCOE • Lightest weight per kW reduces shipping costs to the site • Smallest footprint per kW reduces site preparation costs • Parallel connections to a single, medium -voltage transformer " Minimize Ongoing O&M Component of LCOE • Robust, outdoor -ready construction • Simplify site maintenance with SiteGuard° (available option) Take Control and Support the Grid Integrated data monitoring solution transmits inverter data for + secure collection f • Integrated data monitoring solution receives and acts upon a host of utility level commands AE 250NX Summary Specifications* Options • 2, 3 or 4 -unit PowerStation • Remote PV Tie • 20 -year extended warranty • Inverter installation verification • SafeGuard' PM program • SafeGuard Plus- availability program • SiteGuard O&M services 1 ® Advanced Energy Industries. Im r All rights reserved. Ninted in USA. ENG-AE250NX•250-01 OM W 3 Advanced Energy'. SafeGuard*, and SlteGuard• are U.S. trademarks of Advanced Energy Industries, Inc. SafeGuard Plus" is a U.S. service mark of Advanced Energy Industries, Inc. 3. COMBINER BOXES The type of combiner boxes to be used in this site are Solar Bos. Manufacturer specifications sheets are included in the following pages. I r 10 * w '=OLAR BOS �� ° _ 3 Ot St$alth Cotxt tiverrrwre CA "5SI , ' ♦ . .t aY; i z Disconnect=Com�stner`s. 925A557744 tvwwsefarbasCem - 7 . • - fir' _ �. ., __ {., .. .i t, •N r, r "'I' r s :.� � t^r ' �� 41 D.- j .. r F''�- ' PRODUCT FEATURES: q• ETL listed to UL •1741 6 to 36 input circuits OWN"E'~w ` c us • 101)zoo, 250 and 400 amp Integrated disconnects j .' ` • 90C Output terminals t�A. NEfr1A•33i, 4 8 4X rated t = 6 enclosure options ` r' . `� ���_�/� • Steel or fiberglass enclosures C. • Rated for 6W VDC or 1000 °IOC and continuous duty . Touch -safe fuse holders • Cover doors v th Poured -in-place seamless gaskets Configured for both positive and SolarSOS disconnect Combiner negative grounded arrays CS 1U?36 t 5=N3 + Clean design for ample wiring room A'New Standard in Safety SolaiROS disconnect combiners can be specified with up to PERMIT # 36 input circuitsvAth a variety of switch sizes up to 400arnps and BUTTE COUNTY DEVELOPMENT SERVICES • • NEMA -3R 4, of 4X enclosures. All combiner enclosures come with REVIEWED �� ` complete gasketed wils for better protection From theelements as well asplenty ofwiringroom for ease ofinstalladoo. CODE CO'1,��L IANCE • Made in California DATE .• SolarBOS products are designed and manufactured with the ' • system integrator in mini, using the highest quality components to ensure long-term field reliability. All products are assembled in our ETL certified facility in Livermore, California, and we guarantee customer satisfaction. -t Configure your SOS Solutions Online: www,solarbos.com BALANCE OF SYSTEM PRODUCTS FOR THE SOLAR INDUSTRY t 0 ! ^" r 310Steahh tour Livermore C, 94551 t• r s� " " i K ,,';r s� << a f ."s' '� ' m"mbine g23A5G9iCA J tvwwsotarbo'seo' ,— Disconnect CoirSpec�ftca�ons. 2 moi- 4- SolarBOS combinei5 offer manyconfigurailon'options, Including number of Input arcuits, number of , output terminals and enclosure type. Due to the ftexibility of Sola(Bo$ products, part numbers reflect the specific construction of the y } . ,'.combiners. please contact Sot3rBo5 directly for help specifying a combiner for your application. ' Ofsctuinud j N" 100Atnpt 200Amps 2i0Arups 400Amps Itimibaphrtput J • 6to24 6w36 Bro36 Eto36 v dgptgCOrtdu[mr:; Slza 14t Ai2W AUto4 $14to4 n4tv4 114tD4 N Au AluitatadCanatR 1C0 2`A 40✓ rpRCGonUrtionq " 200 io output =ou�uttaiductar ` .. - -3lxoRHmgo(Nw�,- aSw85o - •wto05G 9Stoi�A g5!s6!» SttdEttdosure t; _ Oimmiloan Z%W 24x24%6 M9* 2tt24x4 20r2A.6 741z744 24011)6 3Aigr8 Appux,tllelpht Cn tadof . 9)U Sblbt 55an 95U SupllessSxeeU'..r, Fharelass '1 �� y ..Errdosurohytomal oytrtyiensiruisy � � 18*16%9 24x20.8 MOW 1RMA 26w("B � 240" ICX* 9 24aXt8 b'd44W blxl4�e �?tSd@rg J Etrd�ta'ri MA' j ..+A/4/4x tZatlng3,s.;a i� ' ";A/414x 311f41471 , &414/ 4D( SolaiBOS Pas t Numbefs A common part number for a disconnoo oombiner a a CS300.12.15•f13. ' This reads as a combiner, single output,_ 200 amip discanneca, l 2 input circuits ' with l5•amipfusesandNEMA-3/3Rendcsur&Two examptepan nurnbMare explained below; CS100-04-694XF Combiner, Single output. 100 amp disconnect, 4 cimuk with $-amp fuses and NENMAX fiberglass enclosure CS40012-15.143 Combiner, Single output 400 amp disconnect, 12 circuit' with 15-antp fuW and NEAS4-$13R ttoel onclosure Configure your BOS Solutions Online. wwwsolarbos-com 12 1 „ i J • 't v SolaiBOS Pas t Numbefs A common part number for a disconnoo oombiner a a CS300.12.15•f13. ' This reads as a combiner, single output,_ 200 amip discanneca, l 2 input circuits ' with l5•amipfusesandNEMA-3/3Rendcsur&Two examptepan nurnbMare explained below; CS100-04-694XF Combiner, Single output. 100 amp disconnect, 4 cimuk with $-amp fuses and NENMAX fiberglass enclosure CS40012-15.143 Combiner, Single output 400 amp disconnect, 12 circuit' with 15-antp fuW and NEAS4-$13R ttoel onclosure Configure your BOS Solutions Online. wwwsolarbos-com 12 1 „ P=RNIIT # BUTTF COUNTY pE • - 4.._ CABLE MANAGEMENT - � � �.. VELOPMENT SERVICESNED FOR ' ..t R IPLIA NCIE . CAB Solar Cable Management. Details included below. DATE -BY BY i �,�`'.,r4.'. • ���::.i. ...4 ..� - ',�"'�`'aii.�+... - _ ?w,�:_ _` i\T:°�i5� „.. 'N''""'rr' i+ - �xaaw 1 CAB Cable Rina Workina Load and Suacina Data Sheet "NOTE. CAB SOLAR Spacing Recommendations are as follows: Maximum 124nch (305mm) spacing for cable size under 110 AWG. Maximum 184nch (457mm) spacing for cable size over 110 AWG. Charts below refer to all other electrical applications. CTeNnann cTvl F rano F QTNGc CAB Cabte Ring size lalbsila CAB Cable Ring Size Safe War" Load of Rings 10 Pounffs Safe Working Load of Rings in KFloarami Reowm�ed Spacing Between Cable Rings Rea6mmende0 � Spacing Between CAN Rings Qty BOY Weight Per 601 in bamsta Weight per BOY In lfllRgf2DII PVC Costed Rings QtyfBol PVC Coated Rings Watium PVC Coated icings XWUM 1.5 3.6 140 63 is to 20 38 to 51 500 25 11.4 KO 18 8.2 2 5.1 139 63 t5 to 20 38 to 51 250 10 8.6 10D 10 4.5 2.5 6.a 286 129 15 to 20 38 to St 250 26 1 its 100 12 5.5 3 7.6 288 130 12 in LS 30 TO 38 100 12 SS 100 18 8.2 3.5 8.9 262 116 12 to 15 30 TO 38 100 • 13 S9 100 21 9.5 4 10.2 303 137 12 to 15 30 TO 38 100 19 6.6 50 14 6.4 4.S 11.4 281 127 12 to 15 30 TO 38 100 . 19 8.6 50 1.5 6.8 512.7 15.2 278 l i6 12 fo 15 30 TO 38 50 11 5 50 16 7.3 6 It 245 111 12 tO 15 30 TO 38 SO 12 5.5 1 50 1 18 8.2 LONG STYLE CABLE RINGS CAB Cable Ring Sae 1.5 CAB Cable Ring Size 3.8 Safe Working load of Rings 140 Safe Working Load of Rings 63 Recmnmened Spacing Between Cable Rings is to 20 Recommended Spacing Between Cable Rings 38 to 51 Qty BOY 250. Weight Per Box in 18 Weight Per Box in 8.2 PVC Coated Rings BOY 100 PVC Coated "s 13 PVC Coated Rings 5.8 2 5.1 139 63 IS to 20 38 to Sl 250 25 313 100 l8 8.S 25 6.4 286 129 15 to 20 38 to Si 100 15 6.8 100 1 22 10 3 7.6 268 130 12 to 15 30 TO 38 300 16 7.2 10D 26 11.8 3.5 8.9 262 118 12 to 15 30 TO 38 100 t8 8.2 50 15 6.8 4 102 303 137 12 to 15 30 TO 38 IDO 25 11.3 50 18 8.2 4.5 11.4 281 127 12 to 15 30 TO 38 100 28 12.7 50 22 6.8 5 12.7 278 126 12 to 15 30 TO 38 - 50 16 7.2 50 25 11.3 6 15.2 245 111 12 to 15 30 TO 38 5o 19 8.6 25 15 6,5 13 JOB TITLE MAAS-LDK CHICO CA ` JOB NO. ,153102 SHEET NO. CALCULATED BY M. ALY,PE DATE CHECKED BY DATE (�eV-7(0--u� ec( .ZciP g Kiss Jo r , STRUCTURAL CALCULATIONS FOR MAAS-LDK ` CHICO, CA Q?'pFESS/pN '. k0 QED q� g C 67103 9<< m � EXP.9-30-16 r PERMIT#(� S �( BUTTECOUNTY DEVELOPMENT SERVICES REVIEWED FOR CO E COMPLIANCE DATE 5 ICJ BY y Code: CBC 2013 Dead Load: 5.0 psf Roof live Load- o.o psf - .. X0.0 psf 100 Mph .: 20.0 deg ` Ground Snow: Wind Speed: Module Tilt: Purlin Spacing: 3.25 ft Snow Load Calculation:pf =03CSCeCtlspg Ce = 1.0 1.2 0.8 Ct = Is = C5= .' ' 0.91_ 0.0 psf . " • ps y Wind Load Calculation: q = 0.00256KZKdKrtV2 K;= 1.00 0.85 1.0 Kd = K. = , Q = 21.8 psf Mean Roof Height= 33.0 ft (Per CPP Wind Tunnel Analysis) STAAD Model Input (Z-Purlin Loading) Dead Load: , 0.016 k1f S• Roof Live: 0.000 k1f Snow toad: 0.000 k1f r Wind: Balanced Wind (Applied to all purlins): Zone 1 2 3': 4 5 Wind Uplift -0.073 k1f; '-0.067 k1f -0.054 k1f -0.054 k1f -0.054 k1f Wind Down 0.067 k1f " 0.046 k1f 0.031 k1f 0.031 k1f.. 0.028 k1f Wind: Unbalanced Wind (Applied to lower half of -purlins ONLY): Zone .•- 1 .2 3 4 5 Wind Down -0.107 k1f :' -0.070 k1f -0.042 k1f -0.040 k1f -0.037 k1f Wind Uplift 0.019 k1f 0.027 k1f - 0.034 k1f 6.034 k1f 0.032 k1f Base Moment: Downward -13.191 k1f, -8.874 klf -5.276 k1f 25.196 k1f , `=5.036 klf. Base Moment: Uplift) 1.439 k1f , ° 1.119 klf 1.999 k1f 2.158 k1f• 2.079 klf r , S• Roof Pressure Coefficients (Wind Tunnel Test Results): Zone: 1 2 3. 4 5' GC, Uplift -1.03 -0.95 -0.77 '-0.77 -0.77 Downwardl 0.95 0.65 0.43 0.43 0.40 Base of Post Coefficients (Wind Tunnel Test Results): Roof Pressures (p =.qGC„ (psf)): Zone: I 1 1 2 3 1 4 5 Uplift -22.49 1 -20.67 `1 -16.68 -16.68 -16.68 a_ Downwardl 20.67 1 14.14 1 9.43 1 9.43 8.70 Base of Post Coefficients (Wind Tunnel Test Results): Zone: 1 2 3 4 5 GCS Negative -0.28 .0.19 -0.11 -0.11 -0.11 Positive . 0.03 0.02 • 0.04 0.05 '-0.04 Y Base of Post Moments (My=GCnnr*q*Aref*tref): (psf) Zone: 1 1 2 3 4- 5 Negative (Downward) -13.19 k -ft -8.87 k -ft -5.28 k -ft -5.20 k -ft '-5.04 k -ft Positive (Uplift) 0.11 k -ft 0.09 k -ft 0.15 k -ft 0.17 k -ft 0.16 k -ft i � a Lower Purlin Coefficients (Wind Tunnel Results): i [ Zone: 1 2. 3 4 5' 4*GCMHV Negative -1.51 -0.99. -0.59 -0.57. -0.53 r Positive 0.27 a 0.38 0.48 0.48 0.45 Lower Purlin Pressures (p=q*GCw"*4) (psf) Zone: 1 2' 3 1 _4 5 Negative (Downward) -32.93 -21.47' -12.77 - -12.33 -11.46 Positive (Uplift) 5.95 8.27 10.44 '"'.10.44.1. 9.72 ' 1 ' ! • Ste. !' - I ��` f J . RBI Solar, Inc. JOB TITLE MARS-LDK 5513 Vine St. CHICO, CA Cincinnati, OH 45217 - "� JOB N0. 153102 +SHEET N' 513-242-0311,. CALCULATED BY DATE 4/3/2015 r 'CHECKED BY` '. DATE „ ry t / t_ "Seismic • VI. Loads: • Seismic Use Group I E �1 Importance Factor (Ie) • 1.00 Site Class D E Ss (0:2 sec) _ 53.30% g ; Zip Code Search for Ss &'S 1: " . Sl (1.0 sec) = 21.10%9 f s htta://eghazinaos.usas.eov/html/vocode.html >.. s >r ' Fa = 1.374 Sms = OJ32'"' Sds = 0 488 Design Category = C y� Fv = 1.978 Sm 1 = • '0.417 ` Sill = . ti 0.278' Design Category = D , Seismic Design Category = D Number of Stones: " 1 a' f °� r' ` 51 ` ' — Structure Type" Light Frame ;. Plan Structural Irregularities: No plan Irregularity " Vertical Structural Irregularities: No vertical Irregularity ' 4 A Flexible Diaphrams: No t . Building System: Inverted Pendulum Systems r i' Y��O� F o� 00 Seismic resisting system: Cantilevered column systems, System Building Height Limit: 35 ft Actual Building Height (hn)�=33.0 ft • .�, t F See ASCE7 Section 9.5.2.2.4&5 for exceptions and other`system limitations ' ' "- DESIGN COEFFICIENTS AND FACTORS y • , Response Modification Factor (R) _ -2.5 Strength" 2System Over-trFSds = 0.488 N r Deflection Amplification Factor (Cd) _ : 2.5 f sd 1 = 0.278. - -. Code Reference Section for Detailing: 0 PERMITTED ANALYTICAL PROCEDURES Index Force Analysis (Seismic Category A, only) , ." 1* Method Not Permitted',r e Simplified Analysis -`Permitted • Design Base_ ShearV=l.2SdsW/R= 0.234W ' Equivalent Lateral -Force Analysis Permitted * + Building period coef, (Cr);= 0.020 hz= _ Approx fiuidamental period (Ta) = CTh°: = 0.275 } 0.75 r ,. Seismic response coef. (Cs) = Sdsle/R = t 0.195 ' K + + { / t need not exceed Cs = Sit 1le/RTa = 0.404 ti •.' f r+but not less than Cs = =0.044Sdsle 0021 t .L USE Cs 0.195 1 I Design Base Shear V =0.195W.. { + Model, Linear & Nonlinear Response Analysis Permitted (see code for procedure) 1 • I 153103 SK-1 -- 0000®oo -_ ----.2Uor®m® ®® X-Bracing Shall Ue provide every 4th Bay max. \ \ 10 ,pef .\\ SOOOO.Oro®0010 M M M . _dnt_s�_ �b_o Sbeeto _ev F_!t153702 SK-2 Sot_oreDcen.edlo_ - —art �bJde MOOS -070 _e_ . By —9'40pr-m. _bd _Bent _ne (NOrth®o000d _ete_ime [110pr-0� \,\ \ .9111 . 1 \ \\ \ °moo' \ .•\9, j \\ \. •Q Ift\ ift \ \ y.4.6m \. b sen •.Sift SK -2 SOOOO.Oro®0010 M M M . _dnt_s�_ 7 SoMarelDcen[33MO MobMtle ® ❑❑S_m❑ ®tient Nodes ® Ili■ Ilii■ Ilii■ 111 ..■ 111 • ■ 111 ..■ III..■ 111..■ III..■ Ill • .■ 111 • ■ III ..■ 111..■ ■.■ 111..■ 111..■ 111..■ 111..■ 111 ■ L• ■.■ 111..■ L ■.■ 111 ..■ 111 !.■ O III ... 111 • . 111.... ■■ Ill■.■ III ... 111...■ .. III ... III • . III.... .. III ... ... 111.... .. 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Basic Load Cases Number www"affill ❑ S❑❑❑ ®❑❑ ■■ ■■ � 111 • ■ �� ❑❑B❑m❑❑❑❑®❑®❑ ❑ ❑❑BOm❑❑❑❑®❑❑ ❑ ❑ B❑S❑®❑S®❑❑❑❑❑G®❑❑❑® ❑ B❑S❑®❑S®❑000021HI❑❑❑® ■■ ■■ � 111 ��■ �� Bos❑®❑S®❑❑❑❑❑G®❑❑❑® ■■ ■■ ■■ 111 ��■ �� B❑S❑®❑09D110001101M❑❑❑® . ■■ ■■ ■■ 111 ��■ �� ❑❑❑❑S®❑ ■■ � ■■ 111 ��■ �� ■■ ■■ m 111 ��■ �� Basic Load Cases Number Name ❑ S❑❑❑ ®❑❑ ❑ D 4 ❑❑❑ ❑ ❑ ❑❑B❑m❑❑❑❑®❑®❑ ❑ ❑❑BOm❑❑❑❑®❑❑ ❑ ❑ B❑S❑®❑S®❑❑❑❑❑G®❑❑❑® ❑ B❑S❑®❑S®❑000021HI❑❑❑® ❑ B❑S❑®❑S®❑❑❑❑❑2011❑❑❑® m B❑S01100S®❑❑❑❑❑0®00014 m Bos❑®❑S®❑❑❑❑❑G®❑❑❑® OD B❑S09D❑❑®❑❑❑0009II0009 CIO B❑S❑®❑❑®❑❑o❑❑IK®❑❑❑® 04 B❑S❑®❑09D110001101M❑❑❑® . OD B❑SO®❑❑®O❑❑❑❑G®❑❑014 m B❑S❑®❑❑®❑❑❑❑❑G®❑❑❑® OD ❑❑❑❑S®❑ DD m❑❑®❑ aWb®o (Sheet®o ®ev 153102 RESULT (mart ®e0 By aDateQ❑pr_m ON Ole ❑orth®o❑❑Qd oateMme CG❑pr-® 0 17]rintnllrhr4rAnIII7 L' • • w. 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III... ■!■011111■ ■..111■ ■!.!111..■ Y...111■■■ ■.:.......1111..111■ ■...111..■ ■■:.....!■111■■ ■ ■...111..■ : ■ ■ 111 ■ 111 .....6111...111 ■■■.111■!■ III .. 111.. 11 .. 111■■ 111.■ 111!■ 111.■ Ill.■ 111.■ 111.■ 111.■ 111 .■ 111.■ - � :■ ■111■ 1111...■6111■/1111 Ill■■ ■■ ■.■......11:■1111:1!!■ ■!•all■ � ■.■.111..■ 111.■ :■ ■111■ 11111/.16111/./111 1111■ ■■ ■.////■■.11::.111.:...■ ■!•.111■ � ■.■■11111■ 111.■ ■■ :■ ■III■ 111■....6111..■C IIi.■ ■■ 0■■■■■11111::.111.:...■ ■ •.111■ � ■1■■11111■ 1111■ - ■■ :■ ■111■ 111■.■.■ 111..■111 111.■ ■■ ■..■.....11::.111.:.1/■ ■ •.111■ � ■■.■111■■■ 111.■ - ■■ :■ ■111..111....■6111...111 111.■ ■■ ■......■.11::1111.:.■.■ ■ •.Itl• � ■.■.111..■ 1111■ - ■■ :■ ■111..111/...■ 111.■■111 111.■ ■■ ■.......111:0 ®rinttl[ime®ateli®o® 9000O.Oro®OOIDOIDOCID Ori 111■:...■ ■ ■111■ � ■■..111■/■ 111.■ - � :■ ■11111111■■!..6111...111 111.■ ■.....■■.11::.111.:...■ ■■•.111■ � ■./.111..■ 111.■ - ■■ :■ ■111..111.....6111■t.L 111.■ ■■ ■ .. /. /...11::.111.:...■ ■ • .111■ � ■...III.. ■ 111 .■ - ■■ : ■ ■ 111 11 111 ■ ■ ■ ■ ■ 111.1 .111 111 .■ � ■■ ■..■....■11:.111.:.■■■ ■ •1111■ � ■...111.■■ 111.■ _ ■■ ■■1■ 111■ 111.■ ■■ ■.1......11:■Itl.:■■■■ ■ 11t1■ � ■.■.Ill. t■ 111■■ - ■■ ■■..111■ IIl1■ ■■ ■...■■/.■11:■111.:...■ ■ ■111■ � ■///III/■■ 11 ■■ _ ■■ ■..■ 111■ 711!■ ■■ ■....■11111::.111.:...■ ■ •.111■ � ■■..tll..■ III!■ - ■■ ■! ■ ■ 111 ■ 711 .■ ■ ■....... 11:: ■ 111! :.■.■ ■ • .111■ � ■ 111 111.. ■ 111 .■ ■ ■.111 ■ 111 • ■ ■..■■.1■■11:.111.:■..■ ■ •.111■ � ■t..11l..■ 111.■ O .... 111 • . nt®rn®® • • C7 --t7 SoMarefflcenCedlmO Cnbb®o ' 153102 ISheet®o RESULT ®ev ®art MbMtle ®❑OS_m0 neo By a0ateO-❑pr_m Ohd ®tient Ole ❑orth®o0❑etd oat'Mme m -❑pr_® Combination Load Cases Cont... Comb. Combination UC Name Primary Primary UC Name Factor a❑ 00000o❑❑❑a6❑®oBmms004®4 ❑ ❑❑❑o®❑❑ fmOD. ❑ ❑❑Bom❑❑❑❑®❑®o fma❑ 4 ❑❑❑o❑o❑❑❑(IB ❑ (MOB mms❑ca® o ❑❑❑o®Oo fmm D ❑❑B❑m❑❑❑❑®❑o ❑ fma❑ 44 ❑❑❑❑❑❑❑❑OfII$0®❑BmmS0040M 0 ❑❑0❑flit3❑❑ Mm ❑ BOS❑®❑S®❑❑❑❑❑D®❑❑❑fID fII140 ao ❑o❑❑❑❑❑❑❑a>$OMOB mmsoca® o ❑❑❑❑fano❑ fmm ❑ Bos❑®❑s®❑❑❑❑❑=-❑❑OEM tea❑ ao o❑❑❑❑DODO fly❑MOB mms❑ca® o oo❑❑frID❑❑ Mm o Bos❑®❑sfmoo❑❑❑o®❑❑DID tea❑ 40 ❑❑❑0❑❑0❑OQl$❑MOB mmSOCa® ❑ ❑❑❑❑®❑❑ [Mm DO BOS❑fID❑S®❑❑❑0❑2E0❑❑C4 IM40 4 ❑o❑❑❑o❑❑❑fS❑fIIIOBmms❑❑aDED ❑ oo❑❑flmo❑ fmm DO B❑s❑®os®o❑❑❑❑c®❑❑❑fm fma❑ a❑ ❑❑❑000❑❑O(IB ❑®oBmmso❑a® ❑ ❑❑❑❑®❑❑ fmm m BOS DID ❑❑®0000❑RfID❑00ED fIf14❑ DO Oo❑o❑❑❑❑❑flBofm❑Bmms❑❑a® ❑ ❑o❑❑®❑❑ IM DO m Bos❑fm❑❑®❑❑Oo❑cfmo❑DEED fmao DO ❑❑❑❑❑❑❑❑❑fl6❑MOB mms❑oa® ❑ ❑ao❑®❑❑ fmm oa Bos DID oo®o❑❑❑❑r?fm❑oofm tea❑ DO B❑s❑fmo❑fmoo❑❑❑cfm❑oora fmao CID ❑❑o❑❑a❑❑❑OBoMOB mmsooa® ❑ ❑oo❑®❑❑ fmm DO Bos❑fm❑o®❑❑❑o❑fa®oo❑fm fmao F-4 000000000ag0®❑Bmms0oa® o ❑❑❑oflm❑❑ Mm 0 ❑❑®❑ aR40 o s❑❑o ®❑❑ fmm DO ❑❑❑❑❑❑❑❑❑aBoMOB mms❑ca® o ❑❑❑❑frID❑❑ anCID 4 ❑❑❑ ❑ X40 o s❑oo ®❑❑ onm DO o❑o❑o❑❑❑oaB❑MOB mms❑caoEHI o o❑o❑®❑❑ fmm ❑ ❑❑Bomo❑❑❑am❑®o ana❑ o s❑❑o flID❑❑ anm DO ❑❑❑❑❑❑❑❑❑aB❑®oBmmso❑a® o ❑❑❑❑®❑❑ anm 0 o❑B❑m❑❑❑❑fm❑o ❑ fmao o s❑❑❑ ®❑❑ fmm m ❑o❑❑❑❑❑❑❑OB❑fmoBmms❑cao=a❑ o o❑❑❑fiID❑❑ 111100 ❑ B❑so®❑s0000002U0000 ana❑ ❑ s❑❑❑ ®oo fmCID DO ❑o❑❑❑o❑❑❑a1$❑®oBmms❑❑aCE4❑ o ❑❑❑❑®❑❑ In CID o B❑so®os®❑❑❑❑ O=D ❑o® fma❑ ❑ s❑❑❑ ®Oo fmm CID 00000❑❑❑❑1I60fmoBmmsoc4o=40 ❑ ❑❑a❑flmo❑ rmm ❑ 6❑S❑a➢❑S®❑❑❑❑❑e ®nnta[ime®atet>lIIID'A® S 00 a➢❑❑OaII X40 ❑ s❑❑o f1m❑❑ fmm ❑❑. ❑f0 ®❑ aLa f11 m m Orint®Qi®® • • • SoMaretllcenlid(lUD MbMtle ®❑❑S -m❑ ®tient Combination Load Cases Cont... Imb. Combination UC Name OD ❑❑❑❑❑❑❑❑❑iB❑®❑BmmS❑C4Q43 .. .........11:.111.:.... ■!• !L • OD I ❑❑❑❑❑❑❑❑❑OB09D❑BmmS❑C4CI40 Ca 1 ❑❑❑❑❑❑❑❑❑UB ■■ ■■■.■■■.■11::■111■:■min ■ ■■•■C■ ■■ ■■■■■■■■■11::■111■:■min ■ ■ •■1111 ■■ ■■■■■■■■■1::■111■:■min ■ ■!•■111■ ■■ ■■■■■■■■■11:■111■:■■■■ ■ ■111■ RO■.■.■..■■11: ■1It 05.10 sin MRIM!• s111_. ■■ ■■■■■■■■■11:■111■:■ min ■ ■ ■11• ■■ ■■■■■■■■■11:■111■:■■■■ ■!•■111■ ■■■■■■m■�It::11111:11so MVI, 111101 ■■ ■■■■■■■■■11:,111■:■■■■ ■ •■111■ !■ ■!!!!!!!l11:l111l:!!!■ ■!•!111■ !■ ■!!!!■■■■11:■1111:!■■■ ■ •■111■ GDdntMme®ate9I1OM4® Mbb®o[Sheet0o IIDev 153102 RESULT ®art ®eO [By 1DatE&❑pf_m ON Ole ❑orth®o❑❑Ctd I oateMme cil-❑pr_® ■■■■ 0 0Ills 111■■.■.■■ w ■■ 111 • ■ wu 111 • . III • . lu•■ III ■■ m ■■ 111 • ■ w ■■ wu nl•■ 111 ■ ■ 111 ■ ■ 111 • ■ 111 ■ ■ 111 ■ ■ 111 ■ ■ 111 ■ ■ 11 ■■ Ill ■■ 111 ■ ■ 111 ■ ■ 111 ■ ■ Itl ■■ 111 ■ ■ 111 ■ ■ !II ■■ 111 ■ ■ MM Itl ■■ II ■■ Ill ■■ 111 ■ ■ 711 ■ ■ 111 ■ ■ 111 ■ ■ III ■■ ONnIIIDUMeMM L/C Name ■■Primary :■ ■nl■ n1■■■■■en1■■■e O ... 111... ■■t■111■■■ .. :■■III.11morn ■1■e11■■■III ... 111■ ■ ■ ■...III... .. :■■111,.111■..■■G111-To ■111 p■■ ■ III... p ....111... ■■ :■ ■111■■111■■■■■l: 111■■■111 ■■■■111.■■ 0 :■ ■w■■w■■■■■ew■■.w 0 ■■■ r.u■■ ■■ :■ ■111■■111■1■■■111■■■L• ■1■ Ills no ■ ... 111.. ■ ■■ :■■111■■11Irl ■■■■I_II1■..111 ■ . ■ 111.. ■ ■...111..■ ■■ ■■■■ 1115 ■■.■111..■ ■■ ■...111■ ■ ... 111.. ■ ■■ ■..■ 111■ ■ . ■ 111.. ■ ■...111■.■ ■■ ■...111■ ■■■ 111■■■ ■ ... 111.. ■ ■■ ■..■ 111■ ■...111..■ ■■ ■.■.111■ ■.■.111..■ ■■ ■..■ 111■ ■.■ 111..■ ■...III..■ ■■ ■...111■ ■.■ 111.■■ ■ .. t 111.. ■ ■ ■ 11t1 ■ O ■■■■111■■■ ■■■■ 0 0Ills 111■■.■.■■ w ■■ 111 • ■ wu 111 • . III • . lu•■ III ■■ m ■■ 111 • ■ w ■■ wu nl•■ 111 ■ ■ 111 ■ ■ 111 • ■ 111 ■ ■ 111 ■ ■ 111 ■ ■ 111 ■ ■ 11 ■■ Ill ■■ 111 ■ ■ 111 ■ ■ 111 ■ ■ Itl ■■ 111 ■ ■ 111 ■ ■ !II ■■ 111 ■ ■ MM Itl ■■ II ■■ Ill ■■ 111 ■ ■ 711 ■ ■ 111 ■ ■ 111 ■ ■ III ■■ ONnIIIDUMeMM • C] ®rint1Mme0BateEMM'A® S❑❑❑❑.Oro®Cf OID m m m arinl®o,®® Mbb®o (Sheet®o (Mev Fa 2 ----4p-153102 RESULT So®aretllcenCedW)o ®art MbbMtle ®❑❑S_m❑ ®eo By ®aleo-❑pr_m ON ®dent ole ❑orth®o❑❑Ctd oateMme 0:�❑pr_® Combination Load Cases Cont... Combination UC Name Primary D C Name min min IMMIMI —111 M IL "Is 111KININ Elm IMMEM3,111'em DOODOODOOMOMOBODOOSOCADMO ®rint1Mme0BateEMM'A® S❑❑❑❑.Oro®Cf OID m m m arinl®o,®® • C] SOlmaremgen[bditbO (HbboMle ❑ ❑❑S -m❑ ®tient Beam Loads: 1 DEAD LOAD ffbb®o rheet[[Oo I Mlev 153102 RESULT [Mart IIDe❑ (By ®atEC ❑pr -m Ohd ❑le ❑Orth®0❑❑Qd I ❑ateMme Q}❑pr-® ®®®� Ili■ �® Ild■ ■■ II� ■. ■ I. 11 i ■ ■ 111 ..■ ��e� ■. ■ . Illi ■ ■ lIll ..■ ���� ■■ ■. ■ I. Ilii ■ ■ 111 ..■ evae .. ... . 11 off, .. ... .111 .. lII...■ ���� ■■ ■. Em. Ilii ■ ■ lII...■ �a�� ■■ ■. ■ i III ■ ■ !11■ ..■ ���� ■. ■ : 1111 ■ ■ lII...■ ���� m ■. ■ I: 11 i■ ■ 91...■ ■ ■ ■ I: Illi ■ ■ !II ■.■ ���� m ■ t ■ :Illi ■ ■ lII...■ ���� ■■ ■. ■ :Ilii ■ ■ lII...■ a��® ■■ ■. ■ li 1111 ■ ■ II ■.■ ���� ■■ ■. ■ li 11 i ■ ■ lII...■ aaa� ■■ ■. ■ : "Ill ■ ■ lII...■ ���� ■■ ■. ■ i Illi ■ ■ !II ■.■ evae ■■ ■. ■: Illi ■ ■ lII....neva Beam Loads: 2 SNOW LOAD ®®®® Ili■ �� Ilii■ ■■ II� ■. ■ I. 11 i ■ ■ 111 ..■ ��e� ■. ■ i Itli ■ ■ 111 ..■ ���� ■■ ■. ■ I. Ilii ■ ■ 111 ..■ evae ■■ ■. ■ : 11 i ■ ■ 111 ..■ �a�� ■. ■ :Ilii ■ ■ Ill ..■ ���� m ■. ■ :III ■ ■ 111 ..■ ���� ■. ■ .111 ■ ■ 111 ..■ ��-� m ■. ■ i Illi ■ ■ 11 ■.■ ���� ■■ ■.■ .Illi .. ... .III .. 111 ..■ ���� ■■ ■. ■ :Ill .. r-r-r-mmlIlli IDnntome®ate®0® S❑❑❑❑.❑r0®00EC2mmm 'Odnt(MMOHalt® • 0 • So®areNcen[edNoO -b.11e ❑ ❑❑S -m ❑ ®tient Beam Loads: 2 SNOW LOAD Cont... mobmlo —heetmlo ®ev 153102 RESULT ®art ®eo [By ®aleQ❑pr-m ❑hd Ole ❑orth®o❑❑Ctd I ❑atem3me m•❑pr-® Beam Type Direction Fa Da N❑ Fb Db Ecc. um m ❑❑❑ lblIIB ❑❑ M® - I - - - Beam Loads: 3 UPLIFT ®®®® Ili■ �� IN■ ■■ ■ ■ ■ • 111 � 111■ ■■■ 111 !!■ � 111■ ■ — ■ ■ ■ :Illi � 111 ■■■ 111! ■ a Iltl ■■■ a ,, � ■ ■ ■ : Ill � 111 ■!■ 11 ■!■ a III !■■ — ■ ■ ■ i Il) � II ' ■!■ 111 ■■■ a 111 ■!■ — ■■ , 11 ' ■!■ Illi ■!■ III! ■!■ a ■■ ■ / ■ •Illi � 11 ' ■!■ 111 !■■ a III■ ' ■ — ■ ■ ■ i 11 i � 11 ' ■!■ 111! !• ■ a 111! //■ .. ... illi � III.... 111!!■ a 111.. a _ ... :Illi � 111l ... 111...• a III.... a .. ... : 11 � 111! ■■■ 111 !!■ � 111 ■!■ — ... i 11 � 11 . ... III ... a 111! ■/■ _ ■ ■ ■ i Ilti � 11 ■!■ 111■ ■!■ e 111 ■!■ a ■■ ■ ■ ■ l: 11 i � 11 ' ■!■ 111 ■!■ a 111! • ■ a — ■ ■ ■ :Illi � 11 • ■!■ 111■ ■ a 111! !!■ a ■■ ■ ■ ■ l: Illi � 111/ ■!■ 111 !■■ � III ■ .■. :Ill ■ ■ ■ I. 11 i � 111■ ■!■ 111 !!■ a 11 ■!■ a. — ■ ■ ■ :Illi O 11 ■■■ 111 ■!■ a III■ ■!■ a — ■ ! ■ i Illi � 11 ' ■!■ 111! ■!■ a 111■ ■!■ a m■ ■ ■ i Ill � 11 • ■!■ 111 ■!■ � 111■ ■ a — ■ ! ■ li 11 � 11 • ■!■ 111! !' ■ � 111■ ■/■ a ■ t ■ i 111 111! !!■ 111 ■!■ a 111!■■. — ■ ! ■ i Illi � 111! !!■ 111■ ■!• a 111! !!■ a m■ ! ■ i 11 i � 111! ■!■ 111 ■■■ a 111 !!■ — ■ ■ ■ li 111 � Ilt' ■!■ 111 ■■■ a 111! !!■ a — ■ ■ ■ i 111 � 11 ' ■!■ Illi ■■■ a 111! ■!■ a ■ ■ ■ • 1111 � 11 • ■!■ 111 !!■ a 111■ • ■ a — ■ ■ ■ •Illi � 11 ' ■!■ 111! • ■ a III ■!■ a ■■ ■ ■ ■ :111 � 11 • ■!■ IIt !!■ a 111 ■!■ a ■■ ■ ■ ■ :Ill 11 ■!■ 11t ■!■ a 11 ■!■ a ■■ ■ / ■ i II i � 11 ■!■ Ilt ■!■ a 11 ■!■ ■■ ■ ! ■ : n 0 n • u■ In u■ a w u■ a ■■ ■ ■ ■ � n 0 n ' n■ m ■u a n ■n a ■■ ■ ■ ■ : n 0 n • n■ m ■u a m ■u a ■■ ■ / ■ • m 0 ne• n■ m ■u � w ■u a ■■ ■ ■ ■ . m 0 u • n■ m ■u a m ■n a ®nnt(Dme®atel®a® S❑❑❑❑.❑ro®❑OIDMMm OMMMMMMMM • r� a ffbbfIDo [SheetfIDo fl0ev 45A; A ?t 153102 RESULT SoMarefOoen@dMDO ®art ObMUe ®❑❑S -m❑ IIDe❑ [By IloatEo-❑pf_m ohd ®tient ❑le ❑orth®o❑❑Ctd I ❑ateMme Ea❑pl_® Beam Loads: 4 DOWN ®®®� Ili■ �� Ilii■ ■■ ■ ! ■ I. Illi � !il■ !!■ 111 !!■ � 111! ■ a - ■ ! ■ I� Illi � •. ! !!■ 111! ■ � III! !!■ - ■ ! ■ li Ilii � !II■ !!■ 111 !!■ � 111! !!■ - ■ ! ■ li IIIi � !II■ !!■ 111! !!■ � 111 ■!■ ■■ ■ ! ■ li Illi � !II■ !!■ 111 !!■ a 111! !• ■ ■ ! ■ l: Illi � !II■ !!■ 111! !• ■ � 111! !!■ ■■ ■ ! ■ 1� Illi � !II■ !!■ 111 !!■ a III! ■ - ■ ! ■ .Illi � • ! !!■ 111! !!• � III! !!■ a ■■ ■! ■ I: Illi � • ! !!■ 111 !!■ a 111 !!■ - ■ ! ■ I� Ilfi O !II■ !!■ Ill !!■ � III! !!■ - ■ ! ■ I. Illi !II■ !!■ 111! !!■ a Illi !!■ a ■■ ■ ! ■ l: Illi lIll !!■ 111 !!■ a 111! !• ■ a rim. ■ I. Illi !II! !!■m 111■ • ■ a 111! !!■ a ■■ ■ ! ■ l: Illi � !II■ !!■ 111 !!■ a III! !!• a - ■ ! ■ i Illi � f ■■!■ 111! !!• a III! !!■ a ■! ■ I. Illi � _ ! !!■ 111 !!■ � 111 !!■ - ■ ! ■ li Illi � !11■ !!■ 111 !!■ a III! !!■ a - ■! ■ I. Itfi � !It■ !!■ 111! !!■ � tlt■ !!■ a ■ ! ■ li IIIc � !II■ !!■ Ill !!■ � III • ■ a - ■ ! ■ li Illi � !11■ !!■ 111■ • ■ 111 ■!■ m ■ ! ■ I� Illi � !II■ !!■ 111 !!■ � 111! ■ a - ■ ! r.0I. III1 _ ! !!■ 111! !!• Itl! !!■ ■ ! ■ li Illi � f ■■!■ 111 !!■ 111 !!■ a - ■ ! ■ i Illi � !II■ !!■ III !!■ a III! !!■ - ■! ■ l: Illi � 11■ !!■ 111! !!■ � III! !!■ �, ■ ! ■ i Illi !II■ !!■ 111 !!■ a III • ■ - ■ ! ■ I� Itli O !II■ !!■ IIII ■ a 111! !!■ a ■■ ■ ■ ■ I: Illi !11■ !!■ aaaa ■■ ■ ! ■ li Ilii � !II■ !!■ aaa� ■■ ■ ! ■ li Ilii � !11■ !!■ ���� ■■ ■ ! ■ :Ilii � !II■ !!■ aaa� ■■ ■ ! ■ l: Ilii � !II■ !!■ �-�� .. ... I. Illi � !II! !!■ ��a� ionnuutmeimate®a® S❑❑❑❑.❑fo®❑OIDmmm DtlntaDDfilIIollM • _ So®areWcen[lad[tb❑ MbbMtle ® ❑❑S -m❑ ®tient Beam Loads: 5 UNBALANCED UPLIFT tlmb[Mo [Sheet®o (Mev 153102 RESULT ®art ane❑ By [ma"aOpr_m ❑hd Ole ❑orth®o❑❑Qd I oate[I[Ime 03 -❑pr-® W®Mm Ili■ ww Ilil■ .. ... ill O 111 •.. III...III.. , e _ ... I. ill � 111..■■ 111 . � III■ ■.■ B m ■ ! ■ . 11 i � 111 ■!■ 111 .!■ a 111 !!■ _ ... ill � 11 • ... 111 !!■ a tli■ ■!■ a - ... :III � 11 • ... III.... a 111. ■.■ m■. ■ i Illi � 11 • ■.■ 111 !!■ � Illi ■ � ■ ! ■ . Ilti � 111..■■ 111■ • ■ � Itl■ !!■ a m ■!■ illli 111.'.■ 111..■ 111■!!' a - ■. ■ .Illi O 111...■ 111. ■ a tll■ !!■ ■ ! ■ i Illi � 111! ..■ 111 !!■ a 111 !.■ a - ■ ! ■ li IIIi � 11 ' ■.■ 111 ..■ � 111■ !.■ _ ■ ! ■ .Illi � 11 . ■.■ 111! ..■ a 111. !!■ ■. ■ . 11 � 11 • ■.■ 111 !!■ a Itl. !' ■ a - ■ ! ■ i Illi � 111. !!■ III■ ■ a Itl! !!■ - ■■ ■ ! ■ : Illi � 111! .!■ �aaa ■■ ■ ! ■ i Ilf � 111! !.■ ���� ■■ ■ ! ■ . 11 i � 111..■■ ���� Beam Loads: 6 UNBALANCED DOWN ®®®® Ili■ �� Ilii■ ■■ ■ ■ ■ i Illi O II■ • ■ 111 ■■■ � III ■ a _ ■ ■ ■ i Illi � !II■ ■ 111■ ■ a 111■ ■■■ a m ■ ■ ■ i IIIc � !II■ ■ 111 ■!■ 111 ■■■ �I - ■ ■ ■ :111 � •.. !!■ 11 ■■■ � III■ ■!■ �I - ■ ■ ■ .Illi � i• ! !!■ 111 ■■■ a III■ ■■■ a ■ ■ ■ i it _ ■■■■ Er1.!• ■ a ■ ■ ■ i 11 i � !II■ !!■ 111■ !• ■ a III■ ..■ a m ■ ■ ■ i Illi II■ M.1 II ■.■ O 111■ ■ _ ■ ■ ■ li Ilfi � II ■ 111 ■ a 111■ ■■■ a ■ ! ■ li Illi � II ■ 11 ■■■ � 111 ■!■ a - ■■■ ill � L•■■.■ _ ... Ii III � .. ... III.... a 111■... ■■ ■ li Ilti i• ■!■ 111 ■!■ a 111 ■ a ■ ■ ■ li Illi � It ■■■ Iil■ • ■ a 111■ ■.■ .. ... i IIIc � lII...■ �-�� ■■ ■ ■ ■ .Illi � !II ■■■ ���� [IDnnt1i[tmeaDate®4® S❑❑❑❑.❑ro®❑OMmmm 06nt1lllMMD9M 7 r� Mbb[Do rheet(Mo [[Bev 153102 RESULT SoflOareftenCedabO [Dart ObbOlItle [D❑❑S_m❑ [De0 1 By ®a"Gopr_m Ohd ®tient Ole ❑Orth®0❑❑C3d DateMme CGOpr_® Node Loads: 7 BASE POS MOMENT - ZONE 1 ® ■fn■ ■fn■ ■fn■ ■fn fi■ ■fn fi■ ■ MT, i■ 0' 0®0-- til..■ .. eve�e !II • .. .. a®vae !i • .. ■■ ®000 Il..■ m®-aao it •.. Node Loads : 8 BASE POS MOMENT = ZONE 2 ® ■ra■ ■fo■ ■fo■ ■fa fi■ ■fa fi■ ■fo fi■ 0' 0®0-- til..■ ■■ 000-� lll..■ ■■ ®000 Il..■ m®-aao it •.. Node Loads: 9 BASE POS MOMENT - ZONE 3 I® ■rn■ ■fn■ ■fa■ ■fn ii■ 0 ■fu ii■ ■fo fi■ ■■ 000-� lll..■ maa®®e lII... Node Loads: 10 BASE POS MOMENT - ZONE 4 ® ■fn■ ■fn■ ■fn■ ■fi■ ■fu i■ ■fn fi■ maa®®e lII... ®nntUlJmeUDateM314® S ❑❑❑❑. ❑ro ®❑ OMm m m Orint®Oi®® [MevlIIbb®o I(SheetUDo to 153102 RESULT - SoMaremcen[bdltbo gDart [ObbMtie ®❑❑S -m❑ ®e❑* . By ®ate&❑pr_m ohd ®tient ❑ie ❑orth®0❑❑Ctd oateMme M❑pr_® Node Loads: 11 BASE POS MOMENT - ZONE 5 ® ■rp■ ■ra■ ■ro■ ■ro �i■ ■ra tt■ ■ro ti■ 00®000 ei� ..■ ■■ 000®0 i�..■ ■■ 000® a ■.■ ■■ 000®0 m...■ ®' ®00-0 w...■ Node. Loads: 12 BASE NEG MOMENT -ZONE 1 ® ■ro■ ■r�■ ■ra■ ■rn ❑■ ■ro u■0 ■ TTI ■ 00000- w...■ ■■ 0®�00 m ..■ ■■ 000® a ■.■ ■■ 000®0 m...■ ®' ®00-0 w...■ Node Loads: 13 BASE NEG MOMENT- ZONE 2 ® ■r.■ ■r.■ ■ra■ ■r. ❑■ ■r. t■ ■r� tt■ 00000 a ■.■ ■■ 0®�00 m ..■ ■■ 000® a ■.■ mem®aa �t� Node Loads 14 BASE NEG MOMENT - ZONE 3 ® ■ro■ ■ro■ ■r�■0 MGM Mm 0■r� ti■ ■ra ti■ 00000 a ■.■ ■■ 0®�00 m ..■ ■■ 000® a ■.■ ��®®000 m n■ uumeuuateuuLuuv90000.❑r0®❑OIDmmm .t onnl®[)iaF9m9M �A ® ■ra■ ■ro■ ■ra■ 03b®o 6heet®o Imev oe-eva 153102 RESULT fl... - SotIDaretlicenCedRoO Ill ■.e ®0000 111..■ ®art albbMtle ®❑❑S-m❑ ■■ III..■ ����� ®ep ��® EyI lal a(]pr_m ❑hd ®tient ❑le ❑orth®0❑❑Ctd OateMme m-❑pr-® Node Loads: 15 BASE NEG MOMENT - ZONE 4 m-®vaa III... aaeao ■(n fi■ ■ro 111... Node Loads: 16 BASE NEG MOMENT - ZONE 5 Node Loads: 17 TRANS EQ Node Loads: 18 LONG EQ ® ■ra■ ■ro■ ■ra■ ■f. fi■ fi■ ■rn fi■ oe-eva fl... ■■ Ill ■.e ®0000 111..■ ��� ■■ III..■ ����� 111.■■ ��® m-®vaa III... aaeao 111... ® ■rn■ ■rn■ ■ru■ ■f. fi■ ■fu If■ ■rn fi■ oo®�o0 111... ■■ Ill ■.e ®0000 111..■ ��� ■■ III..■ ����� 111.■■ ��® m-®vaa III... aaeao 111... ® ■ro■ ■ro■ ■ri.■ ■ru i■ ■ra ii■ ■(n fi■ ■■ Ill ■.e ®0000 111..■ ��� ■■ III..■ ����� 111.■■ ��® .. III... aaeao ® ■(u■ ■(n■ ■rn■ ■ri. ■ ■ri. fi■ ■ru ii■ ■■ as 111..■ ��� ■■ �� 111.■■ ��® :ImatellIDlII'A® S❑❑❑❑.Oro®Ci�mmm orintlmOi�iID1] C] L� • uunmllumeuuacew¢utxinn n�rrr nn, S❑❑❑❑. ❑f0®❑ ED m m m I7rinttIDrnMM® ,a..n,. (Sheet0o .n. F Ili■ ■ rn ■ ■ ru ■ ■ ro ■ ■ ro ii■ 153102 ■ rn li■ RESULT � ■■111 ■ ■ ■ ■ ■ ■ -n SoMarefflcenadffbo � � 111 ■■■ II ■■■ n.. !II ■■■ III ■■■ ■ 116 n..m : 111.. ... ■■111 ■ ■ ■ ■ ■ ■ Ill ■■■ � !II ■■■ m-• 111 ■■■ !II ■■■ III ■■• ■ . Ilt ■■ ■■111 ■ ■ ■ ■ ■ ■ 111 ■■■ !II ■■■ ®i 111 ■■■ 111 ■■■ !II ■■■ 111 ■■■ ■ 111 ■■ ■■111 ■ ■ ■ ■ ■ ■ 111 ■■■ 111 ■■■ ® .. 111..... 111 ■■■ .::m : ■■ /. ....111.111. !11 ■■■ ■ . 111■ � ■■111 ■ ■ ■ ■ ■ ■ 111 ■■■ 111 • ■■ !II ■■■ � !II ■■■ !II ■■• !II ■■■ ■ 111■ MON ■■111 ■ ■ ■ ■ ■ ■ 111 ■■■ 11 ■■■ ■u m u■ m u■ � � � m ■u m ■ r ■■ ■uu ■ ■ / ■ ■ ■ w u■ ■ . ► ■■ ■/111 ■ ■ ■ ■ ■ ■ 1 1 II ■■■ !il ■■■ 111 ■/■ 111 ■■■ 111 ■■■ !II ■■■ ■ ► ■■ ■■111 ■ ■ ■ ■ ■ ■ ®1 111 111 ■■■ 111 ■■■ 111 ■■■ II ■/■ 111 ■ ' ■ . 111 ■■ ■■111 ■ ■ ■ ■ ■ ■ !II ■ � Itl ■■■ 111 ■■■ 111 ■/■ !II ■■■ 111 ■■• ■ 111 ■■ ■/111 ■ ■ ■ ■ ■ ■ 111 ■■■ � !II ■■■ Itl ■■■ 111 ■■■ 111 ■/■ !II ■/■ ■ . 111 � ■■111 ■ ■ ■ ■ ■ ■ 11 ■■■ II ■■■ 1 1 . 111 ■/■ I ■■■ !II ■/■ tl ■■■ ■ 111 � ■/111 ■ ■ / ■ ■ ■ ilt ■ II ■■■ 1 1 . III ■■■ Ill ■■■ ill ■■■ !II ■■■ ■ . r ■■ nm / no ■ ■ ■ ■ w n■ Em m. uunmllumeuuacew¢utxinn n�rrr nn, S❑❑❑❑. ❑f0®❑ ED m m m I7rinttIDrnMM® , ®� Ili■ ■ rn ■ ■ ru ■ ■ ro ■ ■ ro ii■ ■ ru fi■ ■ rn li■ ■ . 116 � ■■111 ■ ■ ■ ■ ■ ■ 111 ■■■ � � 111 ■■■ II ■■■ !II ■■■ !II ■■■ III ■■■ ■ 116 ■■ ■■111 ■ ■ ■ ■ ■ ■ Ill ■■■ � !II ■■■ II ■■■ 111 ■■■ !II ■■■ III ■■• ■ . Ilt ■■ ■■111 ■ ■ ■ ■ ■ ■ 111 ■■■ !II ■■■ ®i 111 ■■■ 111 ■■■ !II ■■■ 111 ■■■ ■ 111 ■■ ■■111 ■ ■ ■ ■ ■ ■ 111 ■■■ 111 ■■■ ® !II ■■■ 111 ■■■ 111 ■■■ !11 ■■■ ■ . 111■ � ■■111 ■ ■ ■ ■ ■ ■ 111 ■■■ 111 • ■■ !II ■■■ � !II ■■■ !II ■■• !II ■■■ ■ 111■ � ■■111 ■ ■ ■ ■ ■ ■ 111 ■■■ 11 ■■■ ■u m u■ m u■ � � � m ■u ml ■n ■ r ■■ ■uu ■ ■ / ■ ■ ■ w u■ !u ■u ml ■u m u■ � � � ml u■ ml n■ ■ . r■ ■■ ■uu ■ ■ ■ ■ ■ ■ ml u■ ml ■u w u■ w u■ w u■ 1 I I In u■ ■ �■ ■■ ■uu ■■ ■■ ■■ n ■u I n■ ml ■u m ■u I n■ � � � w ■u ■. ■ 0 ■uu ■■■■■■ I ■u ml■ wu■ a ■u wu■ wu■ 1 11• ■ n■ ■■ um ■ ■ ■ ■ ■ ■ u ■u a u■ a u■ In u■ w u■ m u■ � � � ■ . m ■ ■■ nm . ■. ■ ■ ■ ml ■■• w m n■ � • � m n■ ml u■ m ■ • uunmllumeuuacew¢utxinn n�rrr nn, S❑❑❑❑. ❑f0®❑ ED m m m I7rinttIDrnMM® , ®� Ili■ ■ rn ■ ■ ru ■ ■ ro ■ ■ ro ii■ ■ ru fi■ ■ rn li■ ■ . 116 � ■■111 ■ ■ ■ ■ ■ ■ 111 ■■■ � � 111 ■■■ II ■■■ !II ■■■ !II ■■■ III ■■■ ■ 116 ■■ ■■111 ■ ■ ■ ■ ■ ■ Ill ■■■ � !II ■■■ II ■■■ 111 ■■■ !II ■■■ III ■■• ■ . Ilt ■■ ■■111 ■ ■ ■ ■ ■ ■ 111 ■■■ !II ■■■ ®i 111 ■■■ 111 ■■■ !II ■■■ 111 ■■■ ■ 111 ■■ ■■111 ■ ■ ■ ■ ■ ■ 111 ■■■ 111 ■■■ ® !II ■■■ 111 ■■■ 111 ■■■ !11 ■■■ ■ . 111■ � ■■111 ■ ■ ■ ■ ■ ■ 111 ■■■ 111 • ■■ !II ■■■ � !II ■■■ !II ■■• !II ■■■ ■ 111■ � ■■111 ■ ■ ■ ■ ■ ■ 111 ■■■ 11 ■■■ 111 ■■■ � 111 ■■■ tii ■ !II ■■■ ■ . 111 ■■ ■■111 ■ ■ ■ ■ ■ ■ 111 ■■■ 111 • ■ 111 ■■■ II ■■■ 1 t 111 ■■■ 111 ■■■ ■ 111 ■■ ■■111 ■ ■ ■ ■ ■ ■ 111 ■■■ 111 ■ 111 ■■■ 111 ■■■ � � III ■■■ 111 ■■■ ■ . 111 � ■■Itl ■■ ■■ ■■ 111 ■■■ 111 ■■■ 111 ■■■ !II • • ■ 111 ■■■ ®i !II ■■■ ■ ill � ■■111 ■ ■ ■ ■ ■ ■ Itl ■■■ 11 • ■■ !11 ■■■ 111 • • ■ !II ■■■ ®i !II ■■■ ■ . 111 ■ � ■■111 ■ ■ ■ ■ ■ ■ 11 ■■■ 111 ■■■ 111 ■■■ 11 ■■■ II ■■■ !II ■■■ ®i '.'. ■ 111 ■ � ■■III ■ ■ ■ ■ ■ ■ 11 ■■■ !II • ■ 11 ■■■ 111 ■■■ 11 ■■■ 111 ■■■ uunmllumeuuacew¢utxinn n�rrr nn, S❑❑❑❑. ❑f0®❑ ED m m m I7rinttIDrnMM® GIbbODo reetaDo Iev E to 153102 RESULT SoMareWCen@dMD❑ ®art MbbOMle ® ❑❑S -m❑ ®eo (By ®ateo-❑pr_m ON IIDlient Ole ❑Orth®0❑❑Ctd oateMme Da❑Pr_® Reaction Summa ,Mme®ategfflM•A® S❑❑❑❑.❑r0®❑=1mmm i �ONTT MOW . J ®®® ■fn■ ■fo■ ■ o■ ■fo fi■ ■fo fi■ ■fa fi■ ■ . 11 ■■ ■■111 ■ ■ ■ ■ ■ ■ � II • ■ 111 ■■■ II ■■■ 111 ■■■ ■ 11 ■■ ■■111 ■ ■ ■ ■ ■ ■ � 11 ■■ 111 ■■■ 11 ■e■ ell ■■■ 111 ■■■ ■. w■ ■■ ■nn■■■■■■ ■u■ •�� wu■ mu■ ml u■ mu■ wor, MI■ ■■ memo■■■,■ mu■ wu■ mu■ wn■ ■. we 0 ■nn■■■o■■ mu■ w•u � w■ ell n■ ml u■ ■ m■ 0 uw■■■■■■ euu■ wu■ � ell■ mu■ euu■ ■. w 0 um■■■■■■ Ml n■ mu a •■ ®' '. uu■ ml u■ ■ MI 0 anis■ ■ ■"■ ell u■ n n■ ell ■ w u■ ell n■ ■ . ul ■ ■■ um ■ ■ ■ ■■ ■ n ■u lu ■u w ■u n u■ m ■u ■ w■ ■■ Mull■■■■■■ uu■ w -■ un■ I u■ �� ml n■ way..■ ■■ ■nuo■■■■■ ell u■ mu■ mn■ n ■n uu■ ®" ■ m ■ ■■ um ■ ■ ■ ■ ■ ■ m ■u w ■n ml ■u ell n■ ell u■ �gi ,Mme®ategfflM•A® S❑❑❑❑.❑r0®❑=1mmm i i . J i ,Mme®ategfflM•A® S❑❑❑❑.❑r0®❑=1mmm POST- BEAM END FORCES (SUMMARY) TOP CHORD 2 POST 2 LOAD COMBO NODE Fx (kip) Fy (kip) Fz (kip) Mx (k -ft) My (k -ft) Mz (k -ft) Max Fx 14 23 GENERATED IBC 15 3.4 0.766 0 0 0 3.038 Min Fx 14 76 GENERATED IBC 1 15 -2.161 -1.069 0 0 0 -4.241 Max Fy 15 77 GENERATED IBC 1 58 -0.214 0.882 0 0 0 2.675 Min Fy 15 22 GENERATED IBC 1 58 0.375 -1.231 0 0 0 -3.736 Max Fz 14 39 GENERATED IBC 1 15 1.248 - 0 0.018 . 0.005 -0.133 -0.001 Min Fz 15 37 GENERATED IBC 7 58 0.089 0 -0.018 -0.002 0.056 -0.001 Max Mx 14 93 GENERATED IBC 1 15 0.73 0 0.018 0.005 -0.133 0 Min Mx 14 37 GENERATED IBC 7 15 1.343 0 -0.018 -0.005 0.133 -0.001 ' Max My 14 37 GENERATED IBC 1 15 1.343 0 -0.018 -0.005 0.133 -0.001 Min My ' 14 93 GENERATED IBC 1 15 0.73 0 0.018 0.005 -0.133 0 Max Mz 14 77 GENERATED IBC 1 15 2.882 0.766 0 0- 0- 3.038 Min Mz 14' 22 GENERATED IBC 15 -1.643 -1.069 0 0 0 -4.242 TOP CHORD - BEAM END FORCES (SUMMARY) TOP CHORD 2 LOAD COMBO NODE- Fx (kip) Fy (kip) Fz (kip) Mx (k -ft) My (k -ft) Mz (k -ft) txF,. 72 76 GENERATED IBC 55 1.986 0.033 0 0 0 -0.138 Min Fx 11 23 GENERATED IBC 12 -2.484 -0.86 0. 0 0 0.094 Max Fy 12 25 GENERATED IBC 13 -1.807 - 1.031 0 0 0 1.38 Min Fy 9 25 GENERATED IBC 9 -0.111 -1.153 0 0 0 -0.133 Max Fz 10 37 GENERATED IBC 1 11 -0.679 -0.02 0.083 0.003 -0.046 0.025 Min Fz 10 93 GENERATED IBC 1 11 -0.407 -0.012 -0.083 1 -0.003 0.046 0.015 Max Mx 12 39 GENERATED IBC 1 13 -0.568 0.285 0.029 0.045 -0.009 0.399 Min Mx 12 91 GENERATED IBC 1 13 - -0.341 0.171 -0.029 -0.045 0.009 0.24 Max My 30 37 GENERATED IBC 1 55 -0.679 -0.02 0.083 0.003 0.115 0.064 Min My .. 10 93 GENERATED IBC 1 55 -0.407 -0.012 -0.083 -0.003 -0.115 0.039 Max Mz 9 125 GENERATED IBC 11 13 -0.111 -1.153 0 0 0 1.38 Min Mz 1 11 176 GENERATED IBC 1 14 1.919 0.632 0 0 1 0 0.909 KNEE BRACE - BEAM END FORCES (SUMMARY) KNEE BRACE 2 LOAD COMBO NODE Fx (kip) Fy (kip) Fz (kip) Mx (k -ft) My (k -ft) Mz (k -ft) Max Fx 16 25 GENERATED IBC 1 13 2.765 0 0 0 0 0 Min Fx 16 76 GENERATED IBC 1 13 -1.369 0 0 0 0 0 Max Fy 16 25 GENERATED IBC1 13 2.765- 0 0 0 0 0 Min Fy 16 77 GENERATED IBCl 13 1.749 0 0 0 0 0 Max Fz 16 93 GENERATED IBC 1 13 0.447 0 0 -0.053 0 0 Min Fz 16 37 GENERATED IBC 7 13 0.746 0 0 0.053 0 0 -, Max Mx 16 91 GENERATED IBC 1 13 0.448 0 0 0.053 0 0 Min Mx 16 39 GENERATED IBC 1 13 0.746 0 0 =0.053 0 0 ' Max My 16 19 GENERATED IBC 1 13 0.746 0 0 0 0 0 Min My 16 19 GENERATED IBC 1 .13 0.746 0 0 0 0 0 . Max Mz 16 19 GENERATED IBC 1 13 0.746 0 0 0 0 0 Min Mz 1 16 119 GENERATED IBC 13 0.746 0 0 0 0 0 :' . I y . r r •' , JOBTRLE MAAS-LDK JOB NO. , 153102 SHEET NO. • RBI SOLAR` CALCULATED BY xxx , DATE 4/6/2015 L ! t CHECKED BY DATE Purlin Design and Analysis 1 w' r 1 Zone:." Zone 2 ` Mechanical Properties ®eild[Strength mClHo ❑Mod[IODD 01DIaCtici C= Cam] . Ob-[Bending®actor CI CE) nc IIDomp.Cactor- CI❑ ❑m Mrffimple[beam ❑ ❑-[Dr[Simple[Span ❑m Solar Purlin # 11 Section 4 . Wt lb/ft I Area (in) SeP,a I SQ„a0 1 I, 1 Va(kips) I Ma(k.in) P. (kips) i :. 8" Z 1 5g CICCD I CI Cm 12Cm -1 ❑Cm 1 CI411D ❑Cm MCEO I ❑4m 4 " r ' ' L ri bh;Ct]ib[tary0➢ idth t ❑CcEtl. w =Pullin wt.. ❑CQpm ■ aa■ • ■ aa■ WL=Snow (Live) Load ❑03POD W.=Wind Load ; m03P 0 ■nn Sact 5/384*(WDL+WL)%*L/(E-1.)j ❑OXn ball U120 t 12 Dian Solar Purlin # 11 Section 4 . Wt lb/ft I Area (in) SeP,a I SQ„a0 1 I, 1 Va(kips) I Ma(k.in) P. (kips) i :. 8" Z 1 5g CICCD I CI Cm 12Cm -1 ❑Cm 1 CI411D ❑Cm MCEO I ❑4m 4 " r CI_CSpan ' - , m1 ' ' L ri bh;Ct]ib[tary0➢ idth t ❑CcEtl. w =Pullin wt.. ❑CQpm j • WDA=£(Wp+wpl+whg) ❑DtIpm WL=Snow (Live) Load ❑03POD W.=Wind Load ; m03P W,,�Wind Load UPLIFT m4CIp *7� Deflection Check Sact 5/384*(WDL+WL)%*L/(E-1.)j ❑OXn CI_CSpan ' - , m1 ' ' L ri bh;Ct]ib[tary0➢ idth t ❑CcEtl. w =Pullin wt.. ❑CQpm wpi=Panels wt. ❑CLfpm Wh9 Collateral.Load ❑CEipm WDA=£(Wp+wpl+whg) ❑DtIpm WL=Snow (Live) Load ❑03POD W.=Wind Load ; m03P W,,�Wind Load UPLIFT m4CIp *7� Deflection Check Sact 5/384*(WDL+WL)%*L/(E-1.)j ❑OXn ball U120 t 12 Dian r' OK Design Forces I ❑ma.DD d6aj—®- 32.00 kip.in V,,,a„=W'b„,* U2 0.54 kips R,,,ax=V,,,a„ 0.54 kips' Flexural Stress, Check -Flexure about x -x r . ' Flexure Check x -x PASS Shear Check x -x T - PASS Check Uplift Wind ; ` . M..=(W„rWDJ*bh;'L /8 32.91 kip.in r Mn= R•Sen 'F 57.79 kip,ln ❑anm n�D 34.60 kip,in. OK + • ` . DL+WL+LL Combination ' P.=. 'E'I„/(KL) M=ocx 1-(n. ❑ i ' . - 44 ° 00000 C1=P/Pa+Cm•M/(D.x'Ma) , .. ❑® F ❑❑❑IJ4 C2=P/Pa+M/(Ma) ❑® . . ° ! ^ 00004 if(P/Pa—O.15.C2,Cl) 0.550172 OK Max. Stress Ratio = 0.951036 ' ( 1-4 y ' • 111 _ } „ - -.. � r +� � . •.. -r ' STEEL BEAM AND COLUMN ANALYSIS / CODE CHECK Stress Code Check Per AISC 13th Edition Manual (ASD) For W, S M, and HP Shapes Pro'ect Name: MAAS, CA Client: Project No.: = 153102 Prep. By: xxx Date: 4/6/2015 • r InoutData: - f . ` -' POST 2, Member Size: r/ Member Pro erties: Y Select: W6x8.5 A =E2.5]2ein.'2 - Id =in. 1. - tf=0:195 Member Loadin s: tw =in:P 000 kips bf =in: It r Mx= 4.24ft-kips if = 0.195 in. � _ MY= 0.00 ft -kips k = 0.445 . in. `. d=5:83 = - -•X' ; Ix = 14.90 in:14 _ Desi n Parameters: Sx = 5.10 in.13 '. tw=0.17�, , Fy = 50.00 ,. ksi rx = 2.43 in. Kx = [1.20 Zx - 5.73 in "3 _ bf=3.94 Ky = r 1.00 iy = 1.99 in. -4 U= 4.621 ft. • Sy = 1.01 in "3 W6x8.5 Section Ly = 4.621 ft. !Y.= 0.89 in. 4/6/2015 Lb = ' 4.621 .: ft. Zy = 1.56 in "3 Shape Factors: Flex. Type = Single r •. J= 0.033 in.4 , ` SFx=l 1:12 Cb = i 1.67 Cw = . 15.8 in.^6 SFy = 1.54 '" ; Results: L ii _ For Axial Com ression Kx*Lx/rx = 27.39 For X-axis Bendin : Lp = 3.14 ft. For Y-axis Bendin fby =0.00 ksi 1, Ky*Ly/ry = 62.31 Lr = 9.47: a: ' Fby = 4A.63 ksi ' , $• �3.. Fe = 73.72 its = 1.05. Mry,= 3.76 ft -kips fa = -0.00 ksi r fbx = 9.98 ksi Fa = 22.54- ksi Fbx = 32.83 ksi, Pa = 56.80 kips Mrx = 13.95 ft -kips • - i ,' , - ,� z Nodal Lat. Brea Re uirements: Nodal Lat. Brcq Requirements: Pbr =1 0.00 kips 4 Pbr.= 0.18 kips ` I (ibr= 0.00 kip/in - Pbr =1 3.26 kip/in. • . S Stress Ratio: i S.R. _ 0.304 Eqn. H1 -1b <______________. S.R. s 1, Member is adequate for loading ' r Comments: '*' � _ ` r'^ '~ _ -♦♦ t. - • '. ice., { •' ` • 4/6/2015 ; % Z:\Engineering Projects\RBI Solar\153103 DACY-SINGLE SCREW, CA\LDK Single Screw\ 1 - Page 5 - 1:00 PM t,. Engineering Request_153103_DACY-LDK- SINGLE SCREW - ' of 11 ' R• • ` •- j -,^..- `,"Ij4 Y a "` .. ` J a Y •- L ii _ 4 - .'.� - . j� •.i .. 'y � +a , p ` U Top Chord Design - Compression Member Input Data TOP CHORD 2 Member Section 4x4x14 a A = Tube Width 4 in B = Tube Length 4 in R = Corner Inner Radius 0.09375 in t = Thickness 0.083 in KLY= Buckling around y -y 3.8825 ft E = Modulus of Elasticity29500 ksi F = Yield Stress 50 ksi KLz Buckling around x -x 1.31 ft xIleorc G = Shear Modulus 11300 ksi "� Fil 7-rj o Calculated Parameter 1- Properties of 900 corner M 1.38 ki .ft r = R + t/2, Centerline of Dimension 0.135 in P 0.000001 ki s U = n. r/2, Arc Length 0.212 in c=0.637.r Distance of c.. from center 0.086 in 2- Flat widths of flanges and webs Flat width of Dim. a= A - 2.r + t 3.6465 in Flat width of Dim. b= B - 2.r + t 3.6465 in Calculation of Ix Element L, Length (in) Y, Distance to the center (in) L xY2 Ix' Flanges 2.a 7.293 B/2 - t/2 1.959 27.974 0.000 Web 2.b 7.293 0 0.000 0.000 8.081 Corners 4.0 0.850 b/2 + c 1.909 3.098 0.000 Sum 15.436 3.868 31.072 ' 8.081 Calculation of 1 Element L, Length (in) X, Distance to the center (in) L x X2 Y. Flanges 2.a 7.293 0 0.000 0.000 8.081 Web 2. b 7.293 A/2 - 1:/2 1.959 27.974 0.000 Corners 4.0 0.850 a/2 + c 1.909 3.098 0.000 Sum 15.436 3.868 31.072 8.081 Section Properties A L x t 1.2812 in Ix t x( L x Y +IX) 3.2497 "i n 1, tx(LxX +I') 3.2497 in Sx Ix /(B/2) 1.6249 in Sy ly /(A/2) 1.6249' 1 in rx (Ix /A) ° 1.5927 in ry (ly /A) 1.5927 in ° «Nominal Buckling Stress KL./r. .. 9.87 •-KLy/ry 29.25 7 ` KUr 29.25 Fe . ,' 72.'E/(KL/r)? . _,., - 340.23 ksl AA. - � (Fy/Fe) . 0.38 Fn 47.02 ksi Effective Area effective width of compression flange w/t= alt 43.93 1.052/(k) x (w/t) x (FdE)o. 0.92 p• >> '(1-0.22/x.)/7,. , 0.83'' i ae . 3.01 F in- effective width of web element i w/t = bit „t + 43.93 X 1.052/(k) x (w/t) x (Fn/E)°- , 0.92 ,p r., (1-0.22/X)/. 0.83. . be 3.01• in Allowable Axial Load Ae ! Ae = A - 2 x t x [(a-ae) + (b -be)) 1.07. inZ Pn t Pn= Ae x, Fn - '' 50.30' kips , - CIC 1.80 'Pa = Pn /fIc fi : 27.95 kips Check Compression Stresses ' Loads from Wind? C'bt �• Cb1=(P / Pa) • 0.00 NO t, • Allowable Stress Unity 1 . +• _ r•; "`c 0.00 Section is OK Computing of Mn,,. By using the effective width of compression flange and assuming ,the web is fully effective the neutral axis can be located as follow: Element L, Length in , Distance to top fiber in L.y _ L. C. Flanges ae 3.010 : , t/2 0.042 S 0.125' 0.005 Web- 2.b,. 7.293 % B/2 2.000 14.586 29.172 C. Corners '.2.0 =• 0.425 c+U2 0.128 0.054 0.007 T. Flanges ae 3.010 B -t/2 3.959 11.915 47.166 T.Corners .2.0 0.425 B -c -t/2 3.872 1.645 --6.372 . Sum t • 14.163 10.000 28.326 82.722: y,='L.y/ L 2.000 Z=R+t ' ,. f 0.177 r in The max: stress of 50 ksi ocurs in the compression flange as assumed in the calculation Check the effectiveness of the Web J' f, ` (y Z)Fy/Y19 45.58 ksi fz- (B-ycg- Z)F /y� 4 '-45.58' , 'ksi W f2/fl -1.00 - k s', .. 4+2(1 -W)3+2(1 -W) 24.00 h/t 1 be/t .. 43.93 - 1.052/(k)°'5 x (h/t) x (f 1/E)0.5 • 0.37_ p `� (1-0.22 / k) / k- b,, be s. 3.65 •in . b, i be/(3-W) 0.91 ` in ,b2 ;t .. 1.82 in F b,+bz ;, V ' - ' 2.73 - i n 21web •, 2(1/12)(b)3 " 8.08 Ino i E L k' 82.72 in 56.65 in I'x 34.15 in k Ix I'Xt - l 2.83 in° .. Sex Ix/Y. - 1.42 in _ Cb=1.0 for combined axial load and bending moment j 1 2b2d2t/(b+d), 4.02 in Sr` fullSx . 1.62. in4 L.. 0.36Cbn.(E I.G.j)° /(F . Sf) 76.60 ft . Fe ' Cbs.(E I.G.j) /(L. Sf) 8120.94 ' • ksi Allowable Bending Moment - a- Mnx 5.905 kip.ft .. " ' r1b ` r 1.670 f Me = Mnx Alb / , 3.536 kip.ft Check Stresses Cmx ' 0.6-0.4-M,/M2 " 0.60 Loads from Wind? C'bt .' (P / Pa) + (CM. M./M.) 0.23 NO Cbz f (P. / Pe) + (MX / Me) 0.39 Allowable Stress Unity 1' ' . Cb If((P / Pa) <= 0.15,CD2,Cb1) .0.39 • Section is OK 4 R k .. • I U, Knee Brace Design - Compression Member Input Data KNEE BRACE 2 Member Section 2x2x15 a A = Tube Width2 in. B = Tube Length 2 in R = Corner Inner Radius 0.09375 in t = Thickness 0.072 in KL,,= Buckling around x -x 5.15 ft x. Buckling around y -y 5.15 ft E = Modulus of Elastici 29500 ksi F= Yield Stress 50 ksi G = Shear Modulus 11300 ksi Y1 ------ _KL= Yj 0 Calculated Parameter ie orc s 1- Properties of 900 corner M 0.00001 ki .ft r = R + t/2, Centerline of Dimension 0.130 in P 2.765 kips U = n. r/2, Arc Length 0.204 in c=0.637.r Distance of c.g. from center 0.083 in 2- Flat widths of flanges and webs Flat width of Dim. a= A - 2.r + t 1.6685 in Flat width of Dim. b= B - 2.r + t 1.6685 in Calculation of 1, Element L, Length (in) Y, Distance to the center (in) L xY2 Ix . Flanges 2.a 3.337 B/2 - t/2 0.964 3.101 0.000 Web 2.b 3.337 0 0.000 0.000 0.774 Corners 4.0 0.815 b/2 + c 0.917 0.685 0.000 Sum 7.489 1.881 3.786 0.774 Calculation of I Element L, Length (in) X, Distance to the center (in) L x X2 Iy' Flanges, 2.a 3.337 0 0.000 0.000 0.774 Web 2.b 3.337 A/2 - t/2 0.964 3.101 0.000 Corners 4:u 0.815 a/2 + c 0.917 0.685 0.000 Sum 7.489 1.881 3.786 0.774 Section Properties A L x t 0.5392 in Ix t x ( L x Y2 +Ix') 0.3284 in ly t x (L x X +Iy.) 0.3284 in Sx, Ix /(13/2) 0.3284 in Sy,ly /(A/2) 0.3284 In `rx (Ix /A) 0.7804 in ry (ly /A) 0.7804 In . v Nominal Buckling Stress KL,/r, j , 79.19 KLy/ry - ; • .. 79.19 . KUr - t r f 79.19 Fe ' f 712. E/(KL/r)2 46.42 ksi xc (Fy/Fe) ' ° 1.04 F„ 31.86 ksi F, Effective Area - effective width of compression flange ' wit = alt + 23.17 - f 1.052/(k) x (w/t) x (F„/E)0- 0.40 t.P t,, (1-0.22/X)/ X 'l. 13 ". -r. ae 1.67 a in ' t effective width of web element " w/t = bit 23.17 r 1.052/(k)°-„x (w/t) x (F„/E)a _ 0.40 P . (1-0.22/X)/.X. -.1.13 f be 1.67 in. Allowable Axial Load A - 2 x t x [(a-a,,) + (b-be)] _ 0.54, • . int P. P„= Ae x F„ 17.18 ' , kips . QC � i � � - � 1.80. , r' Pa = Pn/fIc s , 9.54. �. kips Check Compression Stresses Loads from Wind? r Cbl i - Cbl =(P / Pa) 0.29 NO i t Allowable Stress Unity 0.29 Section is OK 4 Computing of Mn, By using the effective width of compression flange and assuming, ;the web is fully effective the neutral axis can be located as follow: ElementL, Length in , Distance to to fiber in -'L.y L: C. Flanges ae 1.669. U2 0.036 ; . •_ 0.060 0.002 Web 2.b 3.337 - . B/2 1.000 3.337. - 3.337 .' .C.'Corners 2.0 0.408 c+t/2 0.119 0.048 :0.006 T. Flanges ae , 1.669 '; B-t/2 1.964 3.277 6.436 T.Corners 2.0 0.408 B-c-t/2 _ 1.881 .... 0.767 1.443 Sum • 7.489 - 1 1 5.0W- - 7.489 11.224, ycg _ Ly/ F 1.000 Z=R+t 0.166 in R. . - r A ' . f • \ I. h t The'max. stress of 50 ksi ocurs in the compression flange as assumed in the calculation Check the effectiveness of the Web f, (Y�- Z)F /y ,� . 41.71 ksi fz - (B -yam- Z)Fy/Ycg -41.71 ksi W ' fz/fI , -1.00 k, 4+2(1-kV)3+2(1-yi) 24.00 ' h/t be/t , • 23.17 ..a 1.052/(k)11.5 X (h/t) X (f1/E)0.s ; 0.19 . P (1-0.22 / k) / X . -0.94 be - l 1.67 in b, b./(3 -w) 0.42 in bz + 0.83 in j b,+b21.25 f in 21'Web a 2(1/12)(b)3-• . 0.77 in , L z .. 11.22 , in° (-)(EL)(Yc) t 7.49. r , in4. ,;. I'X 4.51 • . 7' in 0.32 r " ,in4 • � : i . Sex ICY 0.32 3 in ' Cb=1.0 for combined axial load and bending moment �. 2bzdzt/(b+d) J 0.33 , _ in Sf• fullSX s 0.33 in L. 0.36Cb7<.(E I.G.j) /(F . Sf) _ - 34.73 ft . 'Fe • Cb><.(E I.G.j) ,/(L. Sf) 936.67. _ ksi Allowable Bending Moment M„X a.. 1.353 kip.ft . Ob 1.670 ' Me = M„X /fib 0.810 kip.ft Check Stresses . C,, 0.6-0.4*M1/M2 0.60 Loads from Wind? Cbt :- (P /,Pa) + (C+mx MX / Ma ). 0.29 NO Cbz (P / Pa) + (MX / Ma) • 0.29 Allowable Stress Unity 1 Cb If((P. / Pe) - 0.15,Ce2,Cb1) ' . -X 0.29 Section is OK 1 mb 0SheetRev 53102 REACTION 1 Software licensed to Part @b Title MOOS-LDK Ret, ov DateQOpr-15 Chd Client File ❑Orth Rows.std Datelnme OaOpr-2015 12012 Reaction Summa ruaie Luuu9lmlD iouua 5 i ❑Ou.Nro VSI zo.0❑05.15 _ rnni t t Horizontal Vertical Horizontal Moment Node UC FX (kip) FY '(kip) FZ (kip) MX (kip'ft) MY (kip'ft) MZ (kip ft) Max F❑ 15 220DEDEROTE 1.069 -1.C43 0.000 -0.000 0.000 -4.242 Min F❑ 15 2301lEOEROTE -0.766 3.400 0.000 0.000 -0.000 3.038 Max FO 15 230DEOER❑TE -0.D77 3.400 0.000 0.000 -0.000 3.038 Min FO 15 ®EOER❑TE 1.000 -2.161 0.000 0.000 0.000 -4.241 Max F❑ 15 3=E❑EROTE 0.000 1.248 0.018 0.133 0.005 -0.001 Min F❑ 15 011111E❑EROTE -0.000 0.825 -0.018 -0.133 -0.005 -0.000 Max M❑ 15 C3®EOEROTE 0.000 O.C30 0.018 0.133 0.005 -0.000 Min M❑ 15 3CIMEOEROTE -0.000 1.343 1 -0.018 -0.133 -0.005 -0.001 Max M❑ 15 C3®EDEROTE 0.000 O.C30 0.018 0.133 0.005 -0.000 Min M❑ 15 3=E❑EROTE -0.000 1.343 -0.018 -0.133 -0.005 -0.001 Max M❑ 15 ®EDEROTE -0.❑Z7 2.882 0.000 0.000 -0.000 3.038 Min MO 15 31®E❑EROTE 0.000 1.26 0.000 1 -0.000 -0.000 -7.915 ruaie Luuu9lmlD iouua 5 i ❑Ou.Nro VSI zo.0❑05.15 _ rnni t t Project Name: i MAA -LDK ` Project No: , 153102 f ' Wind Zone: F South Rows ` Design Criteria: Code: CaC 2023 Dead Load: 5.0 psf Roof Live Load: o.o psf ` 0.0 psf Zoompl 20.0 deg Ground Snow: Wind Speed: Module Tilt: Purlin Spacing: 3.25 ft Snow. Load Calculation: pf = 0.7CsCeCtlspg 1 V. 1 l'- C,e = 1.0. 1.2 0.8 Ct = 15 = CS = 16.91 . �0.0 psf .. ps t. Wind Load Calculation: q = 0.00256K,KdK=tV� KZ = ;1.00 ' "r 0,85 ` 1,o Kd = Kzt = Q = 21.8 psf �. Mean Roof Height = 33.0 ft (Per CPP Wind Tunnel Analysis) STAAD Model Input (Z-Purlin Loading) Dead Load: 0.016 klf . Roof Live: G. 0.000 klf Snow Load: 0.000 kif Wind: Balanced Wind (Applied to all purlins): - Zone 1.2 ,_ 3 :; ,: ,-. 4. .. 5 , .Wind Uplift -0.068 kif -0.051 kif -0.051 klf -0.047 klf -0.047 kif Wind Down 0.059 klf 0.057 klf 0.058 klf 1 0.058 klf 0.058 klf Wind: Unbalanced Wind (Applied to lower half of purlins ONLY): Zone ... 1 2 3 ". 4 ..P-1�0.712 Wind Down -0.100 Of -0.096 kif -0.099 klf -0.098 klf Wind Uplift 0.023 klf :, 0.020 klf .. ' 0.025 klf 0.024 klf Base Moment: Downward -`12.391 klf - -12.071 kli -11.192 kif . -10.952 klf + Base Moment: (Uplift) r 1.199.klf 1.119 klf 1.119 klf 1.279 klf �. Mean Roof Height = 33.0 ft (Per CPP Wind Tunnel Analysis) r r,. ' . NOTE THE DIRECTION OF LOAD STAAD Model Input (Z-Purlin Loading) Dead Load: 0.016 klf . Roof Live: G. 0.000 klf Snow Load: 0.000 kif Wind: Balanced Wind (Applied to all purlins): - Zone 1.2 ,_ 3 :; ,: ,-. 4. .. 5 , .Wind Uplift -0.068 kif -0.051 kif -0.051 klf -0.047 klf -0.047 kif Wind Down 0.059 klf 0.057 klf 0.058 klf 1 0.058 klf 0.058 klf Wind: Unbalanced Wind (Applied to lower half of purlins ONLY): Zone ... 1 2 3 ". 4 ..P-1�0.712 Wind Down -0.100 Of -0.096 kif -0.099 klf -0.098 klf Wind Uplift 0.023 klf :, 0.020 klf .. ' 0.025 klf 0.024 klf Base Moment: Downward -`12.391 klf - -12.071 kli -11.192 kif . -10.952 klf Base Moment: (Uplift) 1.439 klf 1.199.klf 1.119 klf 1.119 klf 1.279 klf r r,. ' . NOTE THE DIRECTION OF LOAD R Base of Post Coefficients (Wind Tunnel Test Results): Base Roof Pressures (p = gGCn(psf)): N Zone: 1 1 1 2 3 4 5 Uplift •-21.03 1 -15.59 1 - -15.59 -1 -14.51 -14.51 - Downwardl 18.13 1 17.41 1 17.77. 1 17.77. 17.77 Base of Post Coefficients (Wind Tunnel Test Results): Base Zone: 1 Zone: 1 '2 3 1 4 5 Gc" • Negative - -0.26 -0.25 0.23 -0.23 -0.22 Positive 0.03 0.03 0.02 0.021. .03--- 0.03- Base of Post Moments (My=GCM,*q*Aref*Lre+ Zone: 1 2` 1 3 4 5 Negative (Downward) -12.39 k -ft -12.07 k -ft -11.19 k -ft -10.95 k -ft -10:71 k -ft Positive (Uplift) 0.11 k -ft .0.09 k -ft 0.09 k -ft 0.09 k -ft 6.10k -ft Lower Purlin Pressures (p=q*GCMH,*4) (psf) Zone: 1 1 1 2 3 1 4 5- Negative (Downward) -30.75 -29.45 -30.46 1 -30.17 1 -29.88 Positive (Uplift) 7.11 6.24 7.54 - 7.25 1 7.25 1 r � . 7 - - -ob -o 153102 Sheet -o SK -1 Rev SoRwere licensetl to • Pen -ob me MAAS-LDK Ref -y D'I'Dopr-15 Chtl Client Foe South Rows.std IDsleMme 00-Dpr-201511(25 , rR\ \ '10 \� \` 0.I; \ \ Rn- b 13 b Q1-5 SK-! Prim Time/Date-OJ04/1015 11 5 8 J ' STDDD.Pro V8i 20.01205.15 Yam Xorl 1 of 1 ' -oE _o . 153102 Sheet _o SK -2 Rev , -r-e licensed to Pert -n rue MAAS-LDK Rel _y D'I'Dopr-15 and cdent Pile South RowS.Std DeteMme ODOpr-201511fd5 10 \ \ \ \991ft q �ft\\\\ 1ft mm \ SK -2 Print Time/Dete_OJ04201512DO I� STOOD.ProWi 20.01105.15 v l t 1 Print Run 1 of 1 • 0. Ebb Do Sheet Do Rev 153102 RESULT Software licensed to Part Nb Title M❑DS-LDK Ref Dy DateC-❑pr-15 Chd Client File South RowS.Std I DateRme OaDpr-2015 11 C25 Nodes Time/D ate [O FJ04/2015 11155 ST00D.Pro V8i 20.OD05.15 Print Run 1 of 10 X (ft) Y (ft) Z (ft) FNode 1 0.000 1.040 0.000 2 8.581 5.007 0.000 3 2.400 2.845 0.000 4 0115 4.112 0.000 5 1.233 2.300 0.000 ❑ , 0348 4.021 0.000 0 4.2D1 0.000 0.000 0 0.000 1.1]40 10008 10 8.581 5.01]0 1 D 1]08 11 2.400 2.845 1 D 1]08 12 0115 4.112 10[08 13 1.233 2.300 10008 14 0.348 4.121 10008 15 4.201 0.000 10008 1 ❑ 0.000 1.1]40 3081 0 18 8.581 5.000 30810 10 2.400 2.845 3081 ❑ 20 0115 4.112 30810 21 1.233 2.300 30810 22 0348 4.121 30810 23 4.201 0.000 30810 25 0.000 1.040 50125 20 8.581 5.000 5DC25 20" 2.400 2.845 5DE25 28 0115 4.1 C2 50125 20 1.233 2.300 50125 30 D348 4.021 50125 31 4.2D1 0.000 50125 33 0.000 1.040 EDC33 34 8.581 5.000 ❑0133 35 2.400 2.845 00CO3 30 0115 4.112 001233 30 1.233 2.30D 00033 38 0348 4.E21 00C33 30 4.201 0.000 00033 41 0.000 1.C40 00542 42 8.581 5.000 00542 43 2.400 2.845 00542 44 0115 4.1 E2 00542 45 1.233 2.300 06542 40 0348 4.[21 ❑0542 40 4.201 0.000 00542 55 4.201 '3.508 1 D 1]08 50 4.201 0.403 0.000 50 4.201 3.508 0.000 Time/D ate [O FJ04/2015 11155 ST00D.Pro V8i 20.OD05.15 Print Run 1 of 10 �-A • Software licensed to Dib Title M 0❑S-LDK ' r Client Nodes Cont... Node X (ft) Y (ft) Z (ft) - 58 4.201 OAC3 1DC08 50 4.201 3.508 3081 ❑ CO 4.201 0.403 3081 ❑ DI 4.201 -3.508 50125 CQ 4.201 0.413 50025 C3 4.201 3.508 M033 C4 4.201 0.403 MC33 15 4.201 3.508 00542 CD 4.2D1 OAA M542 Beams i Beam Node A Node B Length (ft) Property 0 (degrees) 1 1 5 1.312 3 0 2 3 50 1.042 3 0 3 4 ❑ 1.312 .3 0 4 5 • 3 1.312 3 0 5 0. 2 1.312 3 0 0 0 50 0.403 1 0 ❑ 50 50 3.035 1 0 8 5 50 3.1112 2 0 ❑ O 13 1.312 3 0 10 11 55 1.C42 3 0 11 12 14 1.312 3 0 12 13 11 1.312 3 0 13 14 10 1.312 3 0 14 15 58 0.403 1 0 15 58 55 3.035 1 0 10 13 58 3.D12 2 0 10 10 21 1.312 3 0 18 10 50 1.D42 3 0 1 ❑ 20 22 1.312 3 0 20 21 1❑ 1.312 3 0 21 22 18 1.312 3 0 22 23 CD 0.403 1 0 23 CD 50 3.035 1 0 24 21 OD 3.012 2 0 25 25 20 1.312 3 0 20 20 01 1.042 3 0 2D 28 30. 1.312 3 0 28 20 2❑ 1.312 3 0 20 30 20 1.312 3 0 30', 31 E2 OAC3 1 0 nt Iimewatemuo42m 11[55 Dob Do Sheet Do Rev 153102 RESULT Part Ret Dy Date❑,Opr-15 Chd File South Rows.Std Date/rime OQOpr-2015 11 f25 STO❑D.Pro V8i 20.0❑05.15 Print Run 2 of 10 0 • • D1b Do Sheet Do Rev 153102 RESULT . " Part Software licensed to Lob Title M❑❑S-LDK Ret . Dy DatEaopr-15 Chd Client File South Rows.std DateMme OaOpr-2015 11125 Beams Cont... Beam Node A Node B Length (ft) Property 0 (degrees) 31 C2 01 3.035 1 0 32 20 C2 3.012 2 0 33 2 10 1DCD8 5 20 34 10 18 1 1DC0❑ 5 20 35 18 2❑ 1D008 5 20 3❑ 4 12 10008 5 20 30 12 20 1DC0❑ 5 20 38 20 28 1D008 5 20 3❑ 3 11 1DC08 5 20 40 11 10 1P -DDD 5 20 41 10 20 1D1-08 5 20 42 1 ❑ 1 D CD8 5 20 43 ❑ 1❑ 1DCD❑ 5 20 44 10 25 1 D C08 5 20 45 50 58 20.138 4 0 40 55 50 20.138 4 0 40 33 3❑ 1.312 3 0 ,48 35 C3 1.042 3 0 40 30 38 1.312 3 0 50 30 35 1.312 3 0 51 38 34 1.312 3 0 52 30 C4 0.4E3 1 0 53 C4 03 3.035 1 0 54 30 ❑4 3.012 2 0 55 20 34 1DCD8 5 20 50" 28 30 1D108 5 20 50 20 35 1DC08 5 20 58 25 33 1 D C08 5 20 50 41 45 1.312 3 0 CD 43 C5 1.C42 3 0 01 44 4❑ 1.312 3 0 CP 45 43 1.312• 3 0 CD 40 42 1.312 3 0 CA 40 C❑ DAM 1 0 C5 DD C5 3.035 1 0 110 45 0❑ 3.012 2 0 0❑ 34 42 1 D C0❑ 5 20 18 30 44 1DCD❑ 5 20 OD 35 43 1DC00 5 20 co 33 41 1DC0❑ 5 20 01 50 4 1.041 3 0 E2 55 12 1.041 3 0 E3 50 20 1.041 3 0 C4 D1 28 1.041 3 0 05 E3 1 30 1 1.C41 3 0 nt Time/DateCDd04/2015 11155 I ST0❑D.Pro V8i 20.OD05.15 i M d Print Run 3 of 10 0- [3bb Do Sheet Do Rev Rtw 153102 RESULT djFP - Software licensed to Part Ebb Title MOOS-LDK Ret Cry Dat,O-Opr-15 Chd Client File South Rows.std DateTme 00 -❑pr -2015 11[25 Beams Cont... Beam Node A Node B Length (ft) Property 0 (degrees) CO .05 44 1.041 3 0 DO 50 0 5.153 2 0 O8 58 14 5.153 2 0 OD m 22 5.153 1 2 0 80 E2 30 5.153 2 0 81 D4 38 5.153 2 0 82 m 40 5.153 2 0 Basic Load Cases Number Name 1 DEDD LO❑D 2 S❑OW LO❑D 3 UPLIFT 4 DOW❑ 5 000❑LOOCED UPLIFT ❑ UO❑OLOOCED DOWD ❑ DOSE POS MOMEOT - OD❑E 1 8 DOSE P08 MOME❑T - 00❑E 2 ❑ ' DOSE PDS MOMEOT - ❑O❑E 3 10 DOSE POS MOMEOT - ❑❑DE 4 11 DOSE POS MOMEOT - O❑❑E 5 12 DOSE ❑E❑ MOMEOT - ❑❑❑E 1 13 DOSE DED MDMEOT - D❑DE 2 14 DOSE OED MOMEOT - DO❑E 3 15 DOSE OED MOMEOT - DOOE 4 DOSE OED MOMEOT - OD❑E 5 1 O L110 TRO❑S E❑ 8 LOOD E❑ :/DateCDd04/2015 1165 f STOOD.Pro V8i 20.0D05.15 Print Run 4 of 10 t • r L� • 7 o . - - Software licensed to Cbb Dor��ULT 153102 Rev Part @b Title MODS-LDK Ret ' Dy Dateo-❑pr_15 Chd Client File South ROws.std Date/Time 00•❑pr-2015 11125 Combination Load Cases Comb. Combination UC Name Primary Primary UC Name Factor 1 ❑ ❑E❑EROTED IOC T❑❑LE❑❑SD241 1 1 DEOD LOOD 1.00 20 ❑E❑ER❑TED IOC T❑❑LEC13SD241 2 1 DEOD LOOD 1.00 2 SO❑W L❑❑D 1.00 21 DE❑ER❑TED IOC T❑❑LED7SD241 3 1 DE❑D LOOD 1.00 2 S❑OWL❑❑D 0.05 22 ❑EOER❑TED I❑C TO❑LEmSD241 4 1 DE❑D LOOD 1.00 3 UPLIFT 0.00 23 ❑E❑EROTED IOC T❑❑LEmSD241 5 1 DEOD LOOD 1.00 4 D❑W❑ O.CO 24 ❑E❑EROTED IOC TO❑LEC❑SD241 ❑ 1 DEOD LOOD. 1.00 5 U❑D❑L❑❑CED UPLIFT 0.00 25 ❑E❑EROTED IOC T❑❑LEmSD241 0 1 DE❑D LOOD 1.00 0 UO❑OLOOCED DOW❑ 0. OD 20 ❑E❑ER❑TED IOC TOOLED❑SD241 8 1 DE❑D LOOD 1.00 ❑ DOSE POS MOMEOT - ❑0❑E 1 O. CO 20 ❑EOER❑TED IOC T❑❑LE07SD241 ❑ 1 DEOD LOOD 1.00 8 DOSE PDS MOMEOT - 000E 2 0. EO 28 ❑E❑ER❑TED IOC T❑❑LEmSD241 10 1 DEOD LOOD 1.00 ❑ DOSE POS MOMEOT - ❑❑❑E 3 0. DO 20 ❑E❑EROTED IOC T❑❑LEmSD241 11 1 DEOD LOOD 1.00 10 DOSE POS MOMEOT - 000E 4 O.CO 30 OE❑EROTED IOC T❑OLE❑7SD241 12 1 DEOD LOOD 1.00 11 DOSE POS MOMEOT - ❑❑❑E 5 O.CO 31 ❑EOEROTED IOC T❑OLE❑7SD241 13 1 DEOD LOOD 1.00 12 DOSE OED MOMEOT - 000E 1 O.CO 32 ❑EOER❑TED IDC T❑❑LEmSD241 14 1 DE❑D LOOD 1.00 13 DOSE ❑E❑ MOMEOT - DO DE 2 0.00 33 ❑EOER❑TED IOC TO❑LE07SD241 15 1 DEOD LOOD 1.00 14 DOSE ❑E❑ MOMEOT - DO OE 3 0.00 34 ❑EOEROTED IOC T❑❑LE❑❑SD241 1 ❑ 1 DEOD LOOD 1.00 15 DOSE ❑E❑ MOMEOT - ❑0❑E 4 O.CO 35 OE❑EROTED IOC T❑❑LEmSD241 10 1 DEOD LOOD 1.00 1 ❑ DOSE ❑E❑ MOMEOT - 00 DE 5 0.00 30 ❑EOER❑TED IOC T❑❑LEmSD241 18 1 DEOD LOOD 1.00 10 TRO❑S E❑ O.CO 30 ❑EOEROTED I❑C TOOLEmSD241 1 1 DE❑D LOOD 1.00 18 LO❑0 E❑ 0. CIO 38 ❑EOER❑TED IDC T❑❑LEmSD241 20 1 DE❑D LOOD 1.00 10 TR❑OS E❑ -0. OD 30 ❑E❑EROTED IOC TO❑LE07SD241 21 1 DEOD LOOD 1.00 18 LO DO E❑ -0.m 40 ❑E❑ER❑TED IOC TO❑LE❑❑SD241 22 1 DEOD LOOD Print Time/DateCod04/201511155 STO❑D.Pro V8i 20.0005.15 Print 1.00 3 UPLIFT 0.45 41 ❑E❑ER❑TED IOC T❑❑LED❑SD241 23 1 DEOD LOOD 1.00 4 DOW❑ 0.45 Run 5 of 1 ❑ • • Software licensed to @b 00 153102 Sheet 0o RESULT Rev Part Ebb Title M ❑❑S-LDK Ret 0y DateO-Dpr-15 Chd Client File South Rows.std DateTme 00 -❑pr -201 5 11125 Combination Load Cases Cont... Comb. Combination UC Name Primary Primary UC Name Factor 42 ❑E❑ERDTED IOC T❑OLEmSD241 24 1 DEOD LOOD 1.00 5 U❑❑DL❑❑CED UPLIFT 0.45 43 ❑EOER❑TED IOC TO❑LEmSD241 25 1 DEOD LOOD 1.00 ❑ U00❑L❑❑CED DDWO 0.45 44 ❑E❑ER❑TED IOC T❑❑LED]SD241 20 1 DEDD LOOD 1.00 0 DOSE POS M❑MEDT - ❑0❑E 1 0.45 45 ❑E❑EROTED IOC T❑OLEmSD241 20 1 DEOD LOOD 1.00 8 DOSE POS M❑MEDT - ❑DDE 2 0.45 40 ❑E❑ER❑TED IOC T❑❑LECOSD241 28 1 DEOD LOOD 1.00 ❑ DOSE POS MOME❑T - ❑O❑E.3 0.45 40 ❑EOEROTED IOC T❑❑LE07SD241 20 1 DEOD LOOD 1.00 10 DOSE POS M❑MEDT - 0❑OE 4 0.45 48 OE❑ERDTED IOC T❑❑LE0DSD241 30 1 DEDD LOOD 1.00 11 DOSE POS MOME❑T - ❑❑DE 5 0.45 40 ❑EOER❑TED IOC T❑DLEmSD241 31 1 DEOD LOOD 1.00 12 DOSE OED M❑MEDT - ❑❑DE 1 0.45 50 ❑E❑ERDTED IOC T❑❑LEmSD241 32 1 DEDD LOOD 1.00 13 DOSE ❑E❑ M❑ME❑T- [30 DE 2 0.45 51 ❑EDEROTED IOC TOOLEmSD241 33 1 DEOD LOOD 1.00 14 DOSE ❑E❑ MOMEOT - DO DE 3 0.45 52 ❑EOERDTED IOC TO❑LECOSD241 34 1 DEOD LOOD 1.00 • 15 ❑OSE DED M❑MEDT - 00❑E 4 0.45 53 ❑E❑ER❑TED IOC T❑OLEmSD241 35 1 DEDD LORD 1.00 1 ❑ DOSE ❑EO M❑MEDT - ❑❑❑E 5 0.45 54 DEOER❑TED IOC TO❑LEmSD241 30 1 DEDD LOOD 1.00 3 UPLIFT 0.45 2 S❑❑W L❑❑D 0.06 55 OE❑ERDTED IDC TO❑LED❑SD241 30 1 DEOD LOOD 1.00 4 D❑W❑ 0.45 2 SOOW LOOD 0.16 50 OEOER❑TED IOC T❑❑LEmSD241 38 1 DEOD LOOD 1.00 5 U❑❑❑L❑❑CED UPLIFT 0.45 2 S❑OW LO❑D 0.05 50 ❑EDEROTED IOC TO❑LE❑7SD241 30 1 DEDD LORD 1.00 ❑ UOOOL❑❑CED D❑W❑ 0.45 2 S❑OW LOOD 0.06 58 ❑E❑ER❑TED IDC TOOLE07SD241 40 1 DEDD L❑❑D 1.00 D DOSE POS M❑ME❑T - D❑OE 1 0.45 2 S❑DW L❑❑D O.CS 50 ❑E❑ER❑TED IOC TO❑LEmSD241 41 1 DEDD LORD 1.00 8 DOSE POS MOMEOT - 00❑E 2 0.45 2 S❑OW L❑OD 0.06 m ❑E❑ER❑TED IDC TODLEmSD241 42 1 DEDD LOOD 1.00 ❑ DOSE POS M❑ME❑T - OODE 3 0.45 2 S❑OW LOOD 0.1- Print Time/DateCOd04/2111511155 ST❑❑D.Pro VSi 20.0405.15 Print Run 0ot 10 5 • • • Software licensed to Iab DoriESULT 153102 Rev Part Dmb Title MODS-LOK Ret Dy Dateo-Opr-15 Chd Client File South Rows.std Date/fine 00•❑pr-2015 11 C25 Combination Load Cases Cont... Comb. Combination UC Name Primary Primary UC Name Factor 01 DE❑ERDTED IOC T❑❑LEmSD241 43 1 DEDD LDDD 1.00 10 DOSE POS M❑MEDT - ❑DOE 4 0.45 2 SO❑W L❑❑D 0.06 CP OE❑ERDTED IDC T❑❑LEmSD241 44 1 DEDD L❑DD 1.00 11 DOSE POS M❑ME❑T - ❑❑OE 5 0.45 2 SO❑W LOOD O.CS CO ❑EOER❑TED IOC T❑❑LEmSD241 45 1 DEDD L❑OD 1.00 12 DOSE ❑E❑ MOMEOT- DO OE 1 0.45 2 SODW LOOD 0.151 C4 OEOER❑TED IOC T❑❑LEO❑SD241 40 1 DEDD L❑❑D 1.00 13 DOSE ❑E❑ M❑MEDT - ❑0❑E 2 0.45 2 SODW LDDD 0.06 C5 ❑E❑ERDTED IOC TO❑LED7SD241 40 1 DEDD LO❑D 1.00 14 DOSE OE❑ MDME❑T- DO OE 3 0.45 2 S❑❑W LO DID 0.051 D7 OEOER❑TED IOC T❑DLEmSD241 48 1 DEDD LDDD 1.00 15 DOSE DEO M❑MEDT - ❑❑ ❑E 4 0.45 2 SO❑W L❑❑D 0.05 ED DEOER❑TED IOC T❑❑LED7SD241 40 1 DEDD LO❑D 1.00 10 DOSE OEO MDMEOT- 00 OE 5 0.45 2 SO❑W LOOD 0.051 CB OEOEROTED IOC T❑❑LE07SD241 50 1 DEDD LDDD 1.00 1 ❑ TR❑OS E❑ 0.52 M ❑E❑ER❑TED IOC T❑OLEmSD241 51 1 DEDD LDDD 1.00 18 LO❑O E❑ 0.52 OD ❑E❑ER❑TED I❑C T❑❑LEmSD241 52 1 DEDD LDDD 1.00 10 TR❑OS E❑ 0;52 2 SOOW LO❑D 0.05 01 DEOERDTED IDC T❑OLED7SD241 53 1 DEDD L❑❑D 1.00 18 L❑OD EO 0.52 2 S❑❑W LOOD 0.16 12 ❑EOER❑TED IOC T❑❑LED7SD241 54 1 DEDD LDDD 1.00 1❑ TR❑❑S EO -0.52 m DEOER❑TED IOC T❑❑LED7SD241 55 1 DEDD LDDD 1.00 18 LO DO EO -0.52 03 DEOERDTED IOC T❑❑LEmSD241 50 1 DEDD LDDD 1.00 10 TROOS E❑ -0.52 2 SOOW LDDD 0.6 C5 ❑E❑ERDTED IDC T❑OLEmSD241 50 1 DEDD LO❑D 1.00 18 LDDD E❑ -0.52 2 S❑OW LDDD 0.1-5 OD ❑E❑ERDTED IDC T❑OLED7SD241 58 1 DE❑D L❑DD 0. OD 3 UPLIFT 0.00 CD DEOER❑TED IOC T❑❑LEmSD241 50 1 DEDD L❑OD 0. Do Print Time/DateCDd04/2015 17[55 STODD.Pro VSi 20.0005.15 Print Run ❑or 1 4 DOW❑ O.CO ❑ • • • Cob Oo Sheet Oo Rev 153102 RESULT - Software licensed to Par . @b Title M 0❑S-LDK Ret Dy Dateo-Opr-15 Chd Client File South Rows.std I Date/Time OD-Dpr-2015 11 f25 Combination Load Cases Cont... Comb. Combination UC Name Primary Primary UC Name Factor OB ❑EOEROTED IOC TOOLE07SD241 ED 1 DEOD LOOD O.CO 5 UODDLOOCED UPLIFT 0. ED CO ❑EOEROTED IOC TOOLEDDSD241 DI 1. DEDD LOOD 0.00 D UDOOLOOCED DOWD 0.00 80 ❑E❑EROTED IDC TO❑LECOSD241 E2 1 DEOD LOOD 0. DD 0 DOSE POS MOMEOT - ❑ODE 1 0.00 81 OE❑ER❑TED IOC TOOLEa]SD241 03 1 DEOD LOW 0.00 8 OUSE POS MOMEOT - ❑DOE 2 0.00 82 ❑EOEROTED IDC TOOLEDDSD241 04 1 DEOD LOOD 0.00 D DOSE POS MOMEOT - OOOE 3 0.00 83 OEOER❑TED IOC T❑❑LECEISD241 05 1 DEOD LOOD 0. co 10 DOSE PUS MOMEOT - DOOE 4 0. 00 84 OEDER❑TED IOC TOOLECOSD241 CO 1 DEOD LOOD 0.00 11 DOSE PDS MOMEOT - ❑ODE 5 0.00 85 ❑EOEROTED IOC TOOLEDDSD241 OD 1 DEOD LOOD O.CO 12 OUSE DEO MOMEOT- DO OE 1 0.00 80 OEOEROTED IOC TOOLEDDSD241 OB 1 DEDD LORD 0. OD 13 DOSE DEO MOMEOT - ODOE 2 0.10 80 ' ❑EOEROTED IDC TO❑LEDOSD241 CO 1 DEOD LOOD 0.00 14 DOSE OED MOMEOT - ODDE 3 O.CD 88 OE❑EROTED IOC TD❑LEMSD241 CO 1 DEOD LOOD 0. DO 15 DOSE OED MOMEDT - ❑DOE 4 0.E0 80 OEDERDTED IOC TOOLE❑❑SD241 01 1 DEOD LOOD 0.00 1 ❑ DOSE DEO MOMEDT - DO DE 5 0.00 CO OE❑EROTED IOC TOOLEDDSD241 C2 1 DEDD LOOD 0.00 10 TROOS E❑ 0. ED D1 ❑EOER❑TED IDC TOOLECIDSD241 M 1 DEOD LOOD 0. ED 18 LOO❑ E❑ 0.03 02 ❑EOER❑TED IDC TO❑LEMSD241 04 1 DEOD LOOD 0.00 10 TR❑OS EO -0.10 C3 OE❑EROTED IOC T❑❑LEMSD241 05 1 DEOD LOOD O.CA 18 LOOD E❑ -0. ED •nnc nmeivazewuuvrzuurntoo 5T0❑D.Pro V& 20.0005.15 Print Run 8 of 10 • 0 • .!�j Software licensed to Cob Title M❑❑S-LDK r Client Beam Loads: 1 DEAD LOAD Ebb DoSheet Do Rev 153102 RESULT Part Ref Dy Dateo-❑pr_15 Chd File South Rows.std I Daterrme 00•❑pr-2015 11125 Beam Loads: 2 SNOW LOAD Beam Type Direction Fa Da Fb Db Ecc. 33 U01 Ibf/ft 00 0.000 - - 34 U01 Ibf/ft 00 0.000 - - 35 U01 Ibf/ft ❑❑ 0.000 - - - - 30 U01 Ibf/ft ❑❑ 0.000 - - - 30 U01 U01 Ibf/ft 00 0.000 - - - 38 U01 Ibf/ft ❑ ❑ 0.000 - - - 30 U01 U❑1 Ibf/ft 00 0.000 - - - 40 U01 Ibf/ft ❑❑ 0.000 - 41 1 U01 Ibf/ft ❑❑ 0.000 - - - 42 U01 Ibf/ft 00 0.000 - - - - 43 U01 Ibf/ft 00 0.000 - - - 44 U01 Ibf/ft ❑❑ 0.000 - - - - 55 U01 Ibf/ft ❑ ❑ 0.000 - - 50 1-101 U01 Ibf/ft 00 0.000 - - - 50 U01 Ibf/ft 00 0.000 - - - 58 U01 Ibf/ft ❑❑ 0.000 - CO U01 Ibf/ft ❑❑ 0.000 - - - C8 U01 Ibf/ft 00 0.000 - - 00 U01 Ibf/ft ❑❑ 0.000 1 - - - I Print Time/DaterOL70412015 11155 CTrlriM D— VAi )n flnflS 1G r Print Run nnf In • • Software licensed to mb Title M❑OS-LDK Client Beam Loads: 2 SNOW LOAD Cont... Ebb Oo Sheet Oo Rev 153102 RESULT Part Ref Oy . Dat,&Dpr-15 Chd File South Rows.std oateTme 06FOpr-2015 11(25 Beam Type Direction Fa Da Fb Db Ecc. CO U01 Ibf/ft ❑❑ 0.000 0.000 - - - Beam Loads: 3 UPLIFT Beam Type Direction Fa Da Fb (ft) Db Ecc. (ft) 33 U01 Ibf/ft ❑ 118.400 0.000 - 13.014 - UDI Ibf/ft 0 50.000 13.014 - 111C08 - 34 UDI* Ibf/ft ❑ 50.000 0.000 - [1120 - UDI Ibf/ft D 50.600 0120 - 10135 - U01 Ibf/ft 0 40200 10135 - 1DCO8 - 35 U01 Ibf/ft D 40200 0.000 - 12.241 - U01 Ibf/ft ❑ 40200 12.241 - 10608 - 3D U01 Ibf/ft D 08.400 0.000 - 13.014 - UDI Ibf/ft ❑ 50.000 13.014 - 10008 - 3❑ U01 Ibf/ft D 50.11D0 0.000 - 01120 - UDI Ibf/ft D 50.000 0120 - 1D135 - U01 Ibf/ft D 40200 10135 - 10008 - 38 UDI Ibf/ft 0 401200 0.000 - 12.241 - U01 Ibf/ft ❑ 40200 12.241 - 1(2008 - 3❑ U❑1 Ibf/ft ❑ 06.400 0.000 - 13.014 - U01 Ibf/ft ❑ 50.000 13.014 - 1[1008 - 40 U01 Ibf/ft ❑ 50.000 0.000 - 0120 - U01 Ibf/ft 0 50.000 [1120 - 1[1135 - UDI Ibf/ft ❑ 4C1200 10135 - 1DCD8 - 41 U01 Ibf/ft 0 40200 0.000 - 12.241 - U01 Ibf/ft 0 40200 12.241 - 1[1008 - 42 U01 Ibf/ft ❑ 08.400 0.000 - 13.014 - U01. Ibf/ft ❑ 50.000 13.014 - 1Cl. 608 - 43 U01 Ibf/ft 0 50.000 0.000 - C1120 - U01 Ibf/ft 0 50.000 [1120 - 111135 - U01 Ibf/ft 0 4C1200 1C1135 - 1DC08 - 44 U01 Ibf/ft ❑ 411200 0.000 - 12.241 - U01 Ibf/ft 0 40200 12.241 - 101108 - 55 U01 Ibf/ft 0 4D200 0.000 - 0.000 - 5D U01 Ibf/ft ❑ 4D200 0.000 - 0.000 - 50 1 U01 Ibf/ft 0 40200 0.000 - 0.000 - 58 U01 Ibf/ft 0 40200 0.000 - 0.000 - m U01 Ibf/ft 0 40200 0.000 - 0.000 - 08 U01 Ibf/ft 0 4(2200 0.000 - 0.000 - DD U01 Ibf/ft D 4C1200 0.000 - 0.000 - CO UDI Ibf/ft ❑ 40200 T 0.000 - 0.000 - nnn nnroivawwuu4i[u is i iuo ST❑❑D.Pro V8i 20.OD05.15 Print Run 10 of 1 O J • Ebb Do Sheet Do -Rev 153102 RESULT Software licensed to Part mb Title M❑OS-LDK - Ref Df' Date❑•Opr-15 Chd Client - File South Rows.std Date/Time Oa❑pr-2015 11125 Beam Loads: 4 DOWN Beam Type Direction Fa Da Fb (ft) Db Ecc. 00 33 U01 Ibf/ft ❑ -50000 0.000 - 13.014 - U01 Ibf/ft 0 -50000 13.014 - 100D8 - 34' U01 Ibf/ft ❑ -50000 0.000 - 0120 - U01 Ibf/ft 0 -50000 0120 - 10135 - U01 Ibf/ft 0 -50800 10135 - 10008 - 35 U01 Ibf/ft ❑ -50800 0.000 - 12.241 - U01 Ibf/ft ❑ -50800 .12.241 - 1DOD8 - 30 U01 Ibf/ft ❑ -50000 0.000 1 - 13.014 - U❑1 Ibf/ft ❑ -5DCOO 13.014 - 1D008 - 30 U01 Ibf/ft ❑ -50000 0.000 - 0120 - U01 Ibf/ft ❑ -50000 0120 - 10135 - U01 Ibf/ft ❑ -50800 10135 - 10008 - 38 U01 Ibf/ft 0 -50800 0.000 - 12.241 - U01 Ibf/ft ❑ -5D800 12.241 - 1D008 - 30 U01 Ibf/ft ❑ -50000 0.000 - 13.014 - U01 Ibf/ft ❑ -5000O 13.014 - 10008 - 40 U01 Ibf/ft O -50CDO 0.000 - 0120 - U01 Ibf/ft ❑ -50100 0120 - 10135 - U01 Ibf/ft ❑ -50800 10135 - 10008 - 41 U01 Ibf/ft ❑ -50800 0.000 - 12.241 - U01 Ibf/ft ❑ -50800 12.241 - 10108 - 42 U01 Ibf/ft ❑ -50000 0.000 - 13.014 - U01 Ibf/ft ❑ -50[00 13.014 - 10008 - 43 U01 Ibf/ft ❑ -50000 0.000 - 0120 - U01 Ibf/ft D -50000 0120 - 10135 - U01 Ibf/ft 0 -50800 10135 - 10008 - 44 UDI Ibf/ft ❑ -50800 0.000 - 12.241 - U01 Ibf/ft ❑ -50800 12.241 - 10108 - 55 U01 Ibf/ft O -50800 0.000 - 0.000 - 50 U01 Ibf/ft ❑ -50800 0.000 - 0.000 - 50 U01 Ibf/ft 0 -50800 0.000 - 0.000 - 58 U❑I Ibf/ft ❑ -50800 • 0.000 - 0.000 - OD I UDI Ibf/ft ❑ -50800 0.000 - 0.000 - 0B U01 Ibf/ft ❑ -50800 0.000 - 0.000 - m U01 Ibf/ft ❑ -50800 0.000 - 0.000 - 0O U01 Ibf/ft ❑ -50800 0.000 - 0.000 - imefDateMU04f2015 11155 STOOD.Pro V8i 20.0005.15 Print Run 11 of 10 C] Nb Do Sheet Do Rev 153102 RESULT p Software licensed to Part Cob Title M ❑OS-LDK Ref oy Dat,aopr-15 Chd Client File South Rows.std Date/time 0❑ -❑pr -2015 11125 Beam Loads: 5 UNBALANCED UPLIFT Beam Type Type Direction Fa Da Fb Db Ecc. 30 U01 Ibf/ft ❑ 23.100 0.000 - 13.014 - U01 Ibf/ft 0 20.300 13.014 - 10008 - 40 U01 Ibf/ft 0 20.300 0.000 - 0120 - U01 Ibf/ft 0 25.000 0120 - 1❑135 - U01 Ibf/ft 0 23.000 10135 - 10008 - 41 U01 Ibf/ft 0 23.000 0.000 - 12.241 - U01 Ibf/ft 0 23.000 12.241 - 10008 - 42 U01 Ibf/ft D 23.100 0.000 - 13.014 - U 01 Ibf/ft ❑ 20.300 13.014 - 10 008 - 43 U01 Ibf/ft 0 20.300 0.000 - ' 0120 - UDI Ibf/ft 0 25.000 0120 - 10135 - U01 Ibf/ft ❑ 23.000 10135 - 10008 - 44. U❑I Ibf/ft ❑ 23.000 0.000 - 12.241 - U01 Ibf/ft ❑ 23.000 12.241 - 1DC08 - 50 U01 Ibf/ft ❑ 23.000 0.000 - 0.000 - 58 U01 Ibf/ft ❑ 23.000 0.000 - 0.000 - CO U01 Ibf/ft ❑ 23.000 0.000 - 0.000 - CO U01 Ibf/ft F 0 F 23.000 0.000 - 0.000 - Beam Loads: 6 UNBALANCED DOWN Beam Type Direction Fa Da Fb (ft) Db Ecc. (ft) 3 UDI Ibf/ft ❑ -100.012 0.000 13.014 - U01 Ibf/ft ❑ -05.814 13.014 10008 - 40 U01 Ibf/ft ❑ -C5.814 0.000 - 0120 - U01 Ibf/ft 0 -1:10000 D120 - 111135 - U01 Ibf/ft 0 -08.104 10135 - 101378 - 41 U01 Ibf/ft 0 -08.104 0.000 - 12.241 - U01 Ibf/ft ❑ -OD000 12.241 1DC08 - 42 UDI Ibf/ft ❑ -100.0[2 0.000 - 13.014 - U01 Ibf/ft 0 -05.814 13.014 - 10008 - 43 U01 Ibf/ft ❑ -05.814 0.000 - -0120 - U01 Ibf/ft ❑ -000 0120 - 10135 - U01 Ibf/ft 0 -08.104 1D135 - 10008 - 44 U01 Ibf/ft 0 -08.1 ❑4 0.000 - 12.241 - U01 Ibf/ft ❑ -m000 12.241 - 1DC08 - 50 U❑I Ibf/ft 0 -m000 - - - 58 U01 Ibf/ft 0 -m000 - - - 00 U01 Ibf/ft ❑ -COOOO - - - - CO U01 Ibf/ft 0 -m000 - - - - Print Time/Date[OC/04/2015 1165 ST❑❑D.Pro V8i 20.OD05.15 Print Run 12 of 10 Ebb Do Sheet Do Rev E ---4 tr 153102 RESULT Software licensed to Part mbTitle MOOS-LDK - - Ref Dy DateQOpr-15 Chd Client File South Rows.std Date/rime OaDpr-2015 11125 Node Loads: 7 BASE POS MOMENT - ZONE 1 Node FX (kip) FY FZ MX MY MZ (kip) (kip) (kip ft) (kip ft) (kip ft) 7 - - - - - -1.439 15 - - - -1.439 23 - - - - - -1.439 31 - - - - -1.439 39 - - - - -1.439 47 - - - - -1.439 Node Loads: 8 BASE POS MOMENT -ZONE 2 Node FX FY (kip) (kip) FZ MX t MY MZ (kip) (kip ft) (kip•ft) (kip ft) 7 - - - - - -1.199 15 - - - - -1.199 23 - - - - -1.199 31 - - - - -1.199 39 - - - -1.199 47 - - - - -1.199 Node Loads: 9 BASE POS MOMENT -ZONE 3 FX (kip) FY FZ MX MY MZ (kip) (kip) (kip ft) (kip ft) (kip -ft) - - - - -1.119 - - - - - -1.119 - V - - - -1.119 - - - - -1.119 39 1.119 - - - - - -1.119 Node Loads: -10 BASE POS MOMENT -ZONE 4 Node FX (kip) FY FZ MX MY MZ (kip) (kip) (kip•ft) (kip•ft) (kip ft) 7 - - - -1.119 15 - - - - -1.119 23 - - - - - -1.119 31 - - - - -1.119 39 - - - -1.119 47, - J i imeivatewuwrzuis visa STOOD.Pro V8i 20.OD05.15 Print Run 13 of 10 . A r 7 ®OEM om 153102RESULT - olIto®®to Om ®[st®0 000-00 0 OCf oa 111310•❑pC-15 ❑m °ffM IM, ❑ino❑000cto ❑nOMoo o7.OPG201511125 Node Loads: 11 BASE POS MOMENT - ZONE 5 Node FX (kip) FY FZ MX MY MZ (kip) (kip) (kip ft) (kip'ft) (kip'ft) 7 - - - -1.279 15 - - - - - -1.279 23 - - - - -1.279 31 - - - - - -1.279 39 - - -1.279 47 - - - - -1.279 Node Loads : 12 BASE NEG MOMENT - ZONE A Node FX FY (kip) (kip) FZ MX MY MZ (kip) (kip ft) (kip'ft) (kip ft) 7 - - - 12.391 15 - - - - - 12.391 23 - - • - - 12.391 31 - - - - 12.391 39 - - - - - 12.391 47 12.071 'Node Loads: 13 BASE NEG MOMENT -ZONE 2 Node FX (kip) FY (kip) FZ (kip) MX (kip ft) MY (kip ft) MZ (kip ft) 7 31 - - - 11.192 - - 47 - 12.071 15 - - Node FX (kip) FY (kip) FZ (kip) MX (kip ft) MY (kip ft) MZ (kip ft) 7 31 - - - 11.192 - - 47 - 12.071 15 - - - 12.071 23 - - 12.071 31 - ; - - - 12.071 39 - - - - - 12.071 47 - - - - 12.071 Node Loads: 14 BASE NEG MOMENT - ZONE 3 Node FX (kip) FY FZ MX MY MZ (kip) (kip) (kip'ft) (kip'ft) (kip'ft) 7 - - - - - 11.192 15 - - - - - 11.192 23 - - - - - 11.192 31 - - - 11.192 39 - - - 11.192 47 - - - - 11.192 1 OM3 CIO 0M000=4t2Q15 1105 nnnnn nM nn 2nrf7 FS 1s 4 OWOm14Cf17 ®0 0= 00 om 7�02 RESULT 53 orao®m»to ooz ®Cit® ❑❑❑&CI.7❑ - _ olr ao 0111CL❑p015 ' om °am o® ❑CCt❑0CII ❑Ct❑ oaDMoo C40p[32❑1511125 Node Loads: 15 BASE NEG MOMENT - ZONE 4 Node FX (kip) FY FZ MX MY MZ (kip) (kip) (kip'ft) (kip ft) (kip ft) 7 - - - - 10952 15 - - - 10952 23 - - - - 10952 31 - - - - - 1 ❑952 39 - - - - 10952 47 - - - - •101952 Node Loads: 16 BASE NEG MOMENT -ZONE 5 Node F FY (kip) (kip) FZ MX MY MZ (kip) (kip'ft) (kip ft) (kip -ft) 7 - - - - 10712 15 - - - - 10712 '59 - 10712 31 - - - 1D712 39 - - - - 10712 '47 - - - 10712 f Node Loads: 17 TRANS EQ Node Loads : 18 LONG EQ Node FX (kip) FY FZ MX MY MZ (kip) (kip) (kip ft) (kip ft) (kip ft) ® ■ 00®00 ® ■ 0000® '59 - 0250 - - 0 ■ ■ 0000® C3 - - 0250 - - 05 - - 0-2-5-D - - - Node Loads : 18 LONG EQ Node FX (kip) FY FZ MX MY MZ (kip) (kip) (kip ft) (kip ft) (kip ft) 55 - - 0250 - - - 57 - - 0250 - - - '59 - 0250 - - 01 - 0250 - - C3 - - 0250 - - 05 - - 0-2-5-D - - - M00=120151a155 0000D. 0[10 ❑0 2007.C5.15 090 OCO15 Of 17 • • o-::;Pl ....n....... . .... ni■■/■ ■■■ Node Displacement Summary 0770❑ 002100 007 153102 RESULT ❑at ❑Cl 0o 0010 -❑p1215 ❑m o® 00200❑7❑CI❑ 00 MOP[32❑1511[25 =W�MWMMIWO ■ IIO .IIh .III -- .... � 111■■■!1■ � . . .... . V .... .... ... ■ .. � •111■■.■1■ . ■ .... . . .... .... ■■V .... 1111■■■■/■u■ /111■■■■■■ . .• � .... . . .... .... ../ . .. � 111...... ..• 1 :1 .... . .• .... .... .... .... © 111...... .. G ... � �. .... ... ... .... ... © • 111 ...... .. .. 1 1 . .... ... ... ... ■■■111 ® 111!/■//■ ■■V ■/K ■■ ■ ■■ ■ 1 �� ■■V ■//■ ■ ■ 111 ® 111 / / ! / / ■ ■ ■ ■ ! V ■ ■ ■ ■ ■ ■ 1 1 1 ■ ! V ■ //■ ■!/111 � 111!///!■ ■/■ ■/■ ■!!: ■!/: ■!■ � �� ■!/■ ■ ■ 111 ® ' 111 ! / /! / ■ ■ !/■ ■ //■ ■ //= / /!: ■ /■ � � � l //■ ■!/111 � 111!!!/!■ V ■ ■■ !/!■ ■ V ■!/■ ■//■ � ��. ■ ■III � 111 /! ■! ■! ® ■ ■ ■ !/■ ■ V ■ ■■■ ■ //■ 1 1 1 ■//!■ � 111!///!■ � ■ ■ ■//■ � � ■//■ ■!!■ ■//• Beam Force Detail Summary Sign convention as diagrams:- positive above line, negative below line except Fx where positive is compression. Distance d is given from beam —4'd ■n■ ■.un.umi•e■ H 00000.011001i 21I❑7.C5.15 OM 011110[1 17 ■ ■■■ 1111■■■■/■u■ � ■u■ ■u■ ■u■ ■ ■ ■111■ � m■■■■■SM ■u■ ■u■ ®i ■ ■ ■■ ® 111 ■ ■ ■ ■ ■ / ■ ■1■ ■ ■■c ■ ■1■ ■ ■■■ ■ ■■■ ■c T-- -1 M0 111■■■■■r 1111 1111 ■■■ ■■ ■1■■ o ■ ■■■ ■111 ■ re ■■ ■ M. ■ ■1■ ■1■ ■ ■■■ 1 .. ■ ■■ ■ ■ ■ ■■■ ■■1■■ mi 111■■■!■■ 1111 ■••■ ■■1■ 1111 1 � ■/1■ ■11■ ■ ■ ■■ mi • 111 ■ ■ ■ ■ ■ ■ ■ ■■■ ■ ■ ■ ■■■ ■ ■■■ 1 ■ ■■■ ■ ■/■ ■ ■■ ■ ■ 0 111 ■ ■ ■ ■ ■ ■ ■ ■■■ ■ ■1■ ■ ■/■ � ■ ■■ ®' ■ ■■■ ■ ■■■ 0 111■■■■■■ 1111 ■• ■ 1111 � ■■■ ®' '. ■■/■ ■ ■ ■ ■ ® 111 ■ ■ ■ ■ ■ ■ � 1c ■ ■■c ■ ■■■ ■ ■■■ ■ ■■■ ■n■ ■.un.umi•e■ H 00000.011001i 21I❑7.C5.15 OM 011110[1 17 i - 00700 0021 00 007 153102 RESULT rffi� DOW= to 00011t®0 0❑❑ -MO acr IEO 011co-DpG15 000 omm Io® D030DmOa❑ ❑n=oo OD-OpG2❑1511125 Reaction Summa IIDCt®OB015 11[55 DDD❑E. DID OEI 211 C17. C5.15 OtlCt oc Horizontal Vertical Horizontal Moment Node UC FX (kip) FY (kip) FZ (kip) ' MX (kip ft) MY (kip -ft) MZ (kip -ft) ❑m❑O 15 221100❑❑❑DDC 0.890 -1.151 D007 -O® DDED -3.531 Di❑DO 39 230110000001 -0.945 3.091 -DEQ -EICM -DEED 3.745 0E700 39 1 2300000001 -0945 3.891 -O® -DEE] -DCM 3.745 ❑iD❑D 15 7❑I000000❑C OC90 -1.669 DOED -D® D® -3.531 ❑m❑❑ 7. 939000000DC 0® 0430 0.449 DD14 -❑DDI -0D❑D 0i000 7 379000DOODI -OOED D077 -0.49 -11014 0m1 -D00D ❑moo 7 931010000DOC 01117 D430 D449 0.614 -0071 -OOED ❑i❑❑❑ 7 37®❑❑DED❑� -a® a® 0449 -o.s1a Dmt -E® ❑mDD 15 93®❑❑❑DODO D❑7D 0730 .0010 11133 0.005 -D® ❑i❑❑❑' 15 37UDODDOO❑C -a® 1.343 -11010 -11133 -0.005 -OmI ❑0000 39 77®0E000DC -0945 3.372 -DDM -DEM -CI= 3.745 ❑i00❑ 39 31®❑OD❑DOC D= 1.295 -DOE] -01177 -0= -7.435 IIDCt®OB015 11[55 DDD❑E. DID OEI 211 C17. C5.15 OtlCt oc POST - BEAM END FORCES (SUMMARY) Y � n TOP CHORD 2 POST 2 LOAD COMBO NODE Fx (kip) Fy (kip) Fz (kip) . Mx (k -ft) My (k -ft) ' Mz (k -ft) Max Fx 14 23 GENERATED IBC 1 15 3.86 0.933 0 0 0 3.701 Min Fx ' 14 76 GENERATED IBC 1 15 -1.669 -0.89 0 0 0 -3.531 Max Fy 15 77 GENERATED IBC 1 58 -0.266 1.074 0 0 . 0 3.259 Min Fy 15 25 GENERATED IBC 1 58 0.797 -1.58 0 0 0 -4.796 Max Fz 14 39 GENERATED IBC 1 35 1.248 0 0.018 0.005 -0.133 -0.001 Min Fz 15 37 GENERATED IBC 1 58 0.089 0 -0.018 ' -0.002 0.056 -0.001 Max Mx 14 93 GENERATED IBC I 15 0.73 0 0.018 0.005 -0.133 0 Min Mx 14 37 GENERATED IBC 1 15 1.343 0 -0.018 -0.005 0.133 -0.001 Max My 14 37 GENERATED IBC 1 15 1.343 0 -0.018 -0.005 0.133 -0.001 Min My 14 93 GENERATED IBC1 15 0.73 0 0.018 0.005 -0.133 0 Max Mz 14, 77 GENERATED IBC 1 15 3.342 ` 0.933 0 0 0 3.701 Min Mz 1 14 25 GENERATED IBC 11 58 3.484 0.797. 0 0 0 -4.796 CHORD - BEAM END FORCES (SUMMARY) Y � n TOP CHORD 2 LOAD COMBO NODE Fx (kip) Fy (kip) Fz (kip) Mx (k -ft) My (k -ft) Mz (k -ft) tMaxFTOP 72 76 GENERATED IBC 55 1.586 0.03 0 0 0 -0.108 rKNIERACE 11 23 GENERATED IBC .12 -2.856 -0.985 0 0 0 0.109 12 _ 25 GENERATED IBC 13 -2.268 1.309 0 0 0 1.745 9 25 GENERATED IBC 9 -0.111 -1.469 0 0 0 -0.183 z 10 37 GENERATED IBC 1 11 -0.679 -0.02 0.083 0.003 -0.046 0.025 Min Fz, 10 93 GENERATED IBC 11 -0.407 -0.012 -0.083 -0.003 0.046 0.015 Max Mx 12 39 GENERATED IBC 13 -0.568 0.285 0.029 0.045 -0.009 0.399 Min Mx 12 91 GENERATED IBC 13 -0.341 0.171 -0.029 -0.045 0.009 0.24 m 10 37 GENERATED IBC 55 -0.679 -0.02 0.083 0.003 0.115 0.064 Min My 10 93 GENERATED IBC 55 -0.407 -0.012 -0.083 -0.003 -0.115 0.039 Max Mz 9 25 GENERATED IBC 13 -0.111 -1.469 0 0 0 1.745' Min Mz 11 76 GENERATED IBC 14 1.52 0.498 0 0 0 0.716 .' KNEE BRACE - BEAM END FORCES (SUMMARY) Y � n 2 LOAD COMBO NODE Fx (kip) Fy (kip) Fz (kip) Mx (k -ft) My (k -ft) Mz (k -ft) 8 23 GENERATED IBC 58 3.563 0 0 0 0 0 rKNIERACE 8 76 GENERATED IBC 58 1.745 0 0 0 0 0 8 . 23 GENERATED IBC 58 3.563 0 0 0 0 0 8 79 GENERATED IBC 58 0.586 0 0 0 0 . 0 8 39 GENERATED IBC 1 58 1.064 0 0 0.04 0 0 Min Fz, 78 91 GENERATED IBC 1 58 0.639 0 0 1 -0.04 0 0 Max Mx 78 93 GENERATED IBC 1 58 0.638 0 0 0.04 0 0 Min Mx 78 37 GENERATED IBC 1 58 1.064 0 0 -0.04 0 0 Max My 78 19 GENERATED IBC1 58 1.064 0 0 0 0 0 Min My 78 19 GENERATED IBCl 58 1.064 0 0 0 0 0 Max Mz 78 19 GENERATED IBC 1 58 1.064 0 0. 0 0 0 Min Mz 78 119 GENERATED IBC A 58 1.064 0 0 O 0 0 � Y � n � 1 � 1 { ; ` JOB TITLE MAA S-LDK • Y ' JOB NO.: .153102 SHEET NO. R B I .SOLAR CALCULATED BY xxx DATE 4/6/2015 • ' CHECKED BY _ DATE Purlin Design and Analysis Zone: ' Zone 2 ` B1 Mechanical Properties B2 O_mD®❑tMMO 5000 ❑❑❑®Cf❑Mi❑t❑ 290320kd fl-- 00000[3 00000 1'.017 4 - ❑ CID p.❑MOO 't.❑,, ❑-fm❑Opu 1 D-fOODi❑p®❑pOD DC5 7"Z16GA D 7 B1 2.125 B2 2.375 - t D CE25 R D 1 C175 d ❑911 Solar Purim i . Section Wt Itilft I Area (in) Sep„ ' Seff, 1. V. (kips) .. M•(k.in) P, (kips) ' {17"Z16GAI 2.595 4545 1 1.479 1 1.477 1 5.403 1 2.095 1. 4004 1 D1 D1 Design Forces f ❑ _D7 111j IM 41.14 kip.in. . ■,■■num■ u.■ 0.69 kips ❑ ❑❑ 0.69 kips ; Flexural Stress, Check -Flexure about x -x ., DIM= 0017( DD Deflection 0DDS]2OOJ( D❑ .. PASS ' • Design Forces f ❑ _D7 111j IM 41.14 kip.in. . • ❑_ _OD aj;CO2 0.69 kips ❑ ❑❑ 0.69 kips ; Flexural Stress, Check -Flexure about x -x ., DIM= 0017( DD PASS ,> ' 0DDS]2OOJ( D❑ .. PASS ' Check Uplift Wind • - ` ❑D(❑_ ❑ _��� ® 23.21 kip.in ❑'mm m_' 48.00 kip.in ❑ -OD- f2 ' 28.74 kip.in OK I DL+WL+LL Combination -0 on 00000002 27.42 k a ❑1-(S2 ®(moo 1 i _ ❑D❑53 OL❑DO DD_ Dt(a m) t . DD71993 y ❑DD54 02000OD1(D) DCD1993 z r�i• ' 0121254' if ([j®a70C11151ID2®L) 0.881993 ^4 OK . ❑D7 Ot®DCtiOO 0.881993 , `.. ,� ++ _ ., si .�. - .. a - S / ... .r � .. t, •_ + , , . 44 Of STEEL BEAM AND COLUMN ANALYSIS / CODE CHECK y Stress Code Check Per AISC 13th Edition Manual (ASDJ, For W, S, M, and HP Sha es Project Name: MAAS, CA Client: Project No.: 1153102 Prep. By:, xxx Date: 4/6/2015 Input Data: t'�. POST 2 Member Size: i� Member Pro erties: Y • Select: W6x8.5 'A = 2.52 in ^z , -r d = 5.830 in. l tf=0:195 Member Loadin s: tw = 0.170 in. P= 3.48 kips bf = 3.940 • in. Mx = --4.80 ft -kips tf = 0.195 in. My = 0.00 ft -kips k = 0.445 in. = d=5.83. - • - • - • X ' . I lx= 14.90_!n .^4. Design Parameters: < Sx= 5.10 n.^3 ' tw=0.17' Fy = 50.00 ksi rx = 2.43 in. ti Kx = 1.20 Zx = r 5.73 in ^3 � bf=3.94 Ky = ; .1.00 ly = 1.99 • in "4 i Lx = 4.621 fi. Sy = 1.01 ' in ^3 ' ' r. W6x8.5 Section ' _ Ly = - 4.621 ft. ry = 0.89 • _ in. Lb _ 4.621 ft. Zy = M 1.56 in.^3• Sham Factors: Flex. Type = Single J = 0.033 it ^4 SFx = 1.12 ' Cb = 1.67 ' Cw = 15.8 in ^6 - SFy Results: For Axial Com ression: Kx*Lx/rx = 27.39 For X-axis Bendin : Lp = 3.14 ft. •- For Y-axis Bendin : ' fby = 0.00 ksi Ky*Ly/ry = 62.31 Lr = 9.47 ft. �Fby = 44.63 ksi } Fe = 73.72 its = 1.05.- Mry = 3.76 ft -kips' fa = 1.38 ksi fbx = 11.28 ksi Fa = 22.54 ksi Fbx = 32.83 ksi Pa = 56.80 - kips ' „€` Mrx =1 13.95., ft -kips Nodal Lat.- Brca Requirements: Nodal Lat. Brc-q Requirements: Pbr =1 0.03 Ikips Pbr = 0.20 kips . E (3bi = 1.01 kip/in Obr =1 3:68 1kip /in Stress Ratio:.. S.R. = 0.374 Eqn. 1 -11 -1b -L , ' <______________ S.R. <_ 1, Member is adequate for loading ~ Comments: _ {' '' �^ Y err •.y •-f ` - ( • - ..r ; ,* ' ' .� r . � '~3; .. . r 4 Y , N ' F r , ` , T } I a. • • • t � C '• - ' ' • - t T V r1. . F { , r ; . .. R• 4/6/2015'$ a - P Z:\Engineering Projects\RBI Solar\153103 DACY-SINGLE SCREW, CA\LDK Single Screw\ - • Page 5 ' .11:44AM '�� Engineering Request 153103 DACY-LDK• SINGLE SCREW '*, .0f11 , „ Top Chord Design - Compression Member Input Data TOP CHORD 2 Member Section 4x4x14 a A= Tube Width ! 4 in ; B = Tube Length, 4 in R = Corner Inner Radius 0.09375 in y t = Thickness 0.083 in I f KLX Buckling around x -x 1.31 ft Y �� X _� s �. t�...�.-.-.-Z. I % b B KLY= Buckling around y -y 3.8825. ft I E = Modulus of Elasticity 29500 ksi F = Yield Stress 50 ksi G'= Shear Modulus 1 ... 11300 ksi o -Callculated Parameter...r Appnea orc s .1- Properties of 900 corner M E-:1.745 ki .ft r_= R + t/2, Centerline of Dimension 0.135 -in,`.. P• . =0.000001 U = n. `r/2, Arc' Length 0.212 in c=0.637.r.. Distance of c.g. from center 0.086: in •? ? J. 2- Flat widths of flanges and webs Flat width of Dim. a= A - 2.r,+ t •3.6465 Flat width of Dim. b= B - 2.r + t - 3.6465 1in % Calculation of Ix - Element ; L, Length (in) Y, Distance to the center (in) L xYZ 1% Flanges 2.a 7.293 B/2 - t/2 1.959 27.974 0.000 s' 'Web r . 2.b _ 7.293 0 0.000 0.000 8.081 Corners 4.0 0.850 b/2 + c 1.909 3.098 0.000 Sum 15.436 3.868 31.072 -8.081 Calculation of 1 Element 'L, Length (in) X, Distance to the center (in) L x X2 lY Flanges 2.a 7.293 10 0.000 0.000 8.081 .. Web 2.b -7.293 A/2 - t/2 ' . " 1.959 27.974 0.000 Corners + 4:u . 0.850- a/2 + c. 1.909, 3.098 0.000 Sum 15.436- 3.868 -.31.072 8.081.' Section Properties 'A - L x t 1.2812 in Ix ` • t x ( L x Y2 +IX') . 3.2497 in ly / ' i. t x (L x X2 +I '),. 3.2497 •. in SxTIx/(B/2) - 1.6249 in Sy ' ly /(A/2) 1.6249 in rx (Ix /A) 1.5927 in ,ry (IY /A) X1.5927 in; + a. 1 Nominal Buckling Stress • KL./r. , i 9.87 _ KLy/ry i F '29.25 KUc 29.25 , FanZ. E/(KL/r)? '• 340.23 ksi X, (Fy/Fe) 0.38 Fn i '47.02: ksl - Effective Area effective width of compression flange wit = alt 43.93 1.052/(k) x (w/t) x (F„/E)a 0.92 p i (1-0.22 / 7,,) /X 0.83 ' ae 3.01 in effective width of web element wit = bit i 43.93 )' 1.052/(k)0x (w/t) x (Fn/E) • 0.92 P ,' ' (1-0.22 / X) / X. 0.83 be 3.01 in Allowable Axial Load Ae { AB = A'-'2 z t x [(a -a.) + (b -ba)] 1.07 inZ pn Pn= Ae x Fn , q.: 750.30 kips fic I 1.80 Pa = Pn Ali 27.95 kips ' ! t Check Compression Stresses Loads from Wind? Cbl " Cbl=(P / Pa) ' 0.00 NO f Allowable Stress Unity 1 G 0.00 Section is OK Computing of Mn, _ F I By using the effective width of compression flange and assuming ' the web is fully effective the neutral axis can be located as follow:. z -Element L, Len th in , Distance to top fiber in • L.y L. C. Flanges ae 3.010 t/2 0.042 0.125. 0.005' - Web 2.b 7.293 • B/2 ' 2.000-- 14.586 29.172 .. C. Corners 2.0 0.425 c+t/2 0.128 - 0.054 0.007- T. Flanges ae 3.010. B -t/2 • • 3.959 11.915 = 47.166 T.Corners 2.0 0.425 B -c -t/2 • 3.872 1.645 Sum f 14.163 10.000 - 28.326 - 82.722 yo = L.y/ L 2.000 Z=R+t 0.177 in - ..4 ai *.L r • r 1. • _ f -The 'Max. stress of 50 ksi ocurs in the compression flange as assumed in the calculation ` • , . r J;. - , (ycg- Z)Fy/YCg r ksi •f2 : ' - (B-ycg- Z)Fy/ycy - -45.58 ksi - W ' f2/fl -1.00 k 4+2(1 -W)3+2(1 -W) 24.00 h/t be/t r - 43.93 1. 052/(k)0.5 X (h/t) x (f1/E)o. . 0.37 -The 'Max. stress of 50 ksi ocurs in the compression flange as assumed in the calculation ` • , Check the effectiveness of the Web ' f, - , (ycg- Z)Fy/YCg 45.58 ksi •f2 : ' - (B-ycg- Z)Fy/ycy - -45.58 ksi - W ' f2/fl -1.00 k 4+2(1 -W)3+2(1 -W) 24.00 h/t be/t r - 43.93 1. 052/(k)0.5 X (h/t) x (f1/E)o. . 0.37 .. p , _ (1-0.22 / X)'/ 1.10 be 3.65 in ' bt ! _ be/(3-W) 0.91 in b2 r _ 1.82 in .t b,+b2 2.73 in 21.,- 2(1/12)(b)3- 8.08 in°. E L 2 82.72 in (-)(EL)(yc) 56.65 in" : I'x 34.15 in ° Ix=1'x t 2.83 in° Sex=lx/y 1.42 in3 s Cb=1.0 for combined axial load and bending moment •„ . , j 2b2d2t/(b+d) 4.02 in° Sf _ fullSx - . - 1.62 in° L;, -;; y' 0.36Cbn.(E I.G.j) /(F . Sf) 76.60 ft Fe: • •, Cbn.(E I.G.j) /(L. Sf) 8120.94 ' ksi Allowable Bending Moment " Mnx -' , 5.905 kip.ft .' I ,y, ,. S2b 1.670 Me = Mnx /Db 3.536 kip.ft Check Stresses Cmx'; 0.6-0.4-M�/MZ 0.60 ,, Loads from Wind? Cbl (P / Pa) + (CM. Mx / Me )'' 0.30 NO, - Cbl - (P / Pe) + (Mx / Ma) 0.49 Allowable Stress Unity 1 Cb If((P / Pa) <= 0.15,Cb2,Cb,) 0.49 r Section is OK - ,t •R Knee Brace Design - Compression Member, Input Data 4 KNEE BRACE 2 Member Section 2x2x15 a A = Tube Width 1 2 in r) B = Tube Length ' i 2 in R = Corner Inner Radius 0.09375 in, t = Thickness 0.072 in I `, KLX Buckling around x -x 5.15 ft x._._._. x e e, KLy= Buckling around y -y 5.15 t ft E = Modulus of Elasticity 29500 ksi r ' F = Yield Stress . "-50 ksi' G = Shear Modulus 11300 ksi Y( Calculated arame er . ie orc Lis ' 1- Properties of 90° corner M 0.00001 ki .ft r = R + U2, Centerline of Dimension 0.130 in P 3.563 kips U = n. r/2, Arc Length 0.204 in c=0.637.r • Distance of c.g. from center 0.083 in . 2- Flat widths of flanges and webs Flat width of Dim. a= A - 2.r + t 1:6685 in Flat width of Dim. b= B - 2.r + t .1.6685 in '• ' Calculation of Ix Element L, Length (in) • Y, Distance to the center (in) 'L xY2- Ix Flanges 2.a 3.337 B/2 - t/2 0.964 3.101 0.000 • Web �2.b 3.337 0 0.000 0.000 0.774 Corners '4.0 - . 0.815 b/2 + c 0.917 0.685 0.000 Sum 7.489 1.881 3.786 .774- 0.774- -Calculation -Calculation of I, Element L, Length (in) X, Distance to the center (in) L x X2 lY . Flanges .2.a ' - 3.337 0 0.000 0.000 0.774 Web - 2.b 3.337. A/2 - t/2 0.964 3.101 0.000 i . Corners 4.0 0.815 a/2 + c 0.917 0.685 0.000 Sum 7.489 1.881- 3.786 0.774 Section Properties A L x t 0.5392 in Ix t x ( L x YZ +Ix') 0.3284 in IY t x (L x Xz +I ') 0.3284 in S. lx/(B/2) 0.3284. in SY -. -t - lY /(A/2) . 0.3284 in rx (lx /A) 0.7804 in rY' f . (ly /A) 0.7804 in 4 "•, � ' t} 4 � � - , i i .;tic "' ,. .. ' Nominal Buckling Stress KL„/r,, 79.19. KL•y/rr .79.19 KUr 79.19 . Fe nz. E/(KL/r)2 . 46.42 ksi kc (Fy/Fe) .. ''. 1.04 ' Fn _ 31.86 ksl Effective Area effective width of compression flange w/t = alt ! 23.17 1.052/(k) x (w/t) x (FdE)'• .. _ -0.400.5 -. p(1-0.22/k)/?,1.13 ae 1.67 in effective width of web element ,. w/t = bit - 23.17 ` a'r 1.052/(k)0 -5x (w/t) x (Fn/Q) 0.40 p (1-0.22/X) .1.13 be 1.67 • in Allowable Axial Load Ae • . } Ae = A - 2 x t x [(a -a.) + (b -b 0.54 int Pn' Pn= k x F� _ ' . 17.18 kips Q. 1.80. Pa = Pn /rIc 9.54 kips Check Compression Stresses r r. Loads from Wind? Cbl - , Cb1=(P / Pa) 0.37 NO Allowable Stress Unity 11 .' 0.37 Section is OK Computing of Mn, By using the effective width of compression flange and assuming the web is fully effective the neutral axis can be located as follow:. r Element ° L, Length in , Distance to to fiber in L.y L. . C., Flanges ae ` 1.669 t/2 0.036 0.060 0.002 . Web 2.b 3.337 B/2 -1.000 3.337 3.337 C. Corners 2.0 0.408 c+U2 0.119 •0.048 0.006 T. Flanges ae 1.669 B -t/2 1.964 - 3.277_,-. 6.436 T.Corners -_. 2.0 - 0.408 B -c -U2 '1.881 '0.767' 1.443 Sum 7.489 5.000 7.489 11.224 ° ycg= L.yl L'. 1.000 Z=R+t 0.166 ' in .. ' -The max. stress of 50 ksi ocurs in the compression flange as assumed in the calculation - Check the effectiveness of the Web f� (y,- Z)F,/ycg 41.71 ksi f2 _ (g_Ycg_ Z)F /yam -41.71 ksi W f2/fl -1.00 k 4+2(1_W)3+2(1 -W) - 24.00 ' h/t be/t 23.17 t, + 'l.052/(k)0s x (h/t) x (fl/E)o. 0.19 p r. `: •0-0.22/X)/X -0.94 be 1.67 in b, be/(37W) 0.42 in b2.1A 0.83 in bl+b2.. 1.25. in 21web : , 2(1/12)(b)3 .0.77 in° w E L z 11.22 in 7.49 in 4.51 in IX=I'X t F 0.32 in" - ' Sex 1,/Ycg 0.32 ain3 ' Cb=1.0 for combined axial load and bending moment 2b2d2t/(b+d) 0.33_ in 4 Sf :"• }, , fulls, 0.33 in LU .0.36Cbn.(E I.G.j) ',/(F . Sf) 34.73 ft Fe Cbn.(E I.G.j) /(L. Sf) 936.67 ksi Allowable Bending Moment 3' Mnxx. R 1.353 kip.ft 1.670 {. Ma = M,,, /flb 0.810 , kip.ft' Check Stresses, Cm, 0.6-0.4*M1/M2 0.60 Loads from Wind? Cbf . ' (P / Pa) + (Cm. M. / M. 0.37 NO ; Cbl , : (P /.Pa) + (M, / Ma) •0.37 Allowable Stress Unity - 1 - Cb " lf((P / Pa) — 0.15,Cb2,Cb1) .' 0.37 Section is OK. x f; -r • J • ®o❑oom 00 om 153102 REACTION + 01eo®am>mto 0® 1M1Ji®0 000-m❑ 01 00 o111GDp❑15 0m aom 0® 0o0❑❑m❑00 0arnnd❑ m -❑p13201511125 Reaction Summa uuu Liu UWL1uJJJj1AUU o Iimo 00000.0110❑0 2❑❑7.6.15 Oft ❑m1 Cf 1 Horizontal Vertical Horizontal Moment Node Uc FX (kip) FY (kip) FZ (kip) MX (kip -ft) MY (kip ft) MZ (kip'ft) 00700 15 220D❑00000C 0.890 -1.151 0® -0® ❑® -3.531 ❑i0❑0 15 23®0000001 -0.933 3.0=1 DIM 0077 -0007 3.701 00700 15 23®0000❑❑C -x933 3.860 0077 0017 -0® 3.701 Oi00❑ 15 70H100000❑C 0❑a❑ =1.669 0077 -001] 12=1 -3.531 007❑0 15 390I]❑0❑0❑DC 0077 1.240 0.018 0133 00 5 -0071 DiOD❑ 15 91®❑000001 -007] 0025 -0.018 -0133 -QED5 -0077 00700 15 93®❑❑0❑❑❑C 0017 0730 0010 0.133 0❑❑; -0077 ❑i0❑❑ 15 3790000000[ -0❑TJ 1.343 -0010 -0.133 -=5 -0071 00700 15 93000000❑C 0077 0730 001❑ 0133 0.005 -0077 ❑i❑00 15 37®0❑000❑C -0017 1.343 -001❑ -0133 -0.005 -0071 ❑070❑ 15 7790000000C -0933 3.342 0077 0017 -0077 3.701 Oi0❑❑ 15 319D000DODE 0077 1.295 0017 -001] -00=7 -.7.435 uuu Liu UWL1uJJJj1AUU o Iimo 00000.0110❑0 2❑❑7.6.15 Oft ❑m1 Cf 1 J uuu Liu UWL1uJJJj1AUU o Iimo 00000.0110❑0 2❑❑7.6.15 Oft ❑m1 Cf 1 J ; ( r IV Project Name: + MAAS-LDK j Project No: 153102 r wind.zone: Interior Rows Design Criteria: Code: CBC 2613 Dead Load: J Code: CBC 2613 Dead Load: 5.0 Psf Roof Live Load:0.0 Psf j 9.0 Psf 100 mph 20.0 deg ,Ground Snow: Wind Speed: Module Tilt: Purlin Spacing: 3.25 ft . A, Snow Load Calculation: pf = 03CSCeCtlspg ,• Ce = 1.0 1.2 ' 0.8 Ci = Is = 4= 0.91 -K0.0psf Ps ;'. ... 'Wind Load Calculation: q = 0.00256KrKdKrtV2 K'z = 1.00 0.85 1.0 f Krt = q = 21.8 psf . i Mean Roof Height = 33.0 ft (Per CPP Wind Tunnel Analysis) ' STAAI) Model Input (Z-Purlin Loading) ~.. Dead Load: 0.016 klf Roof Live: ' 0.000 klf Snow Load: 0.000 klf Wind: Balanced Wind (Applied to all purlins): Zone 2 ,: 3 " -., ' 4', S - Wind Uplift -0.055 klf_ -0.046 klf -0.042 klf -0.039 klf -0.035 klf Wind Down 0.058 klf 0.041 klf 0.027 klf 0.024 klf 0.020 klf Wind: Unbalanced Wind (Applied to lower half of'purlins ONLY): Zone 1• 2 3. 45 • Wind Down -0.096 klf --0.061 klf -0.033 klf -0.028 klf : -0.025 kif Wind Uplift 0.023 klf 0.019 klf _ 0.019 klf 0.019 klf 0.017"kif Base Moment: Downward -11.112 klf -7.035 kifr -3.677- klf -3.597 klf -3.198 klf Base Moment: U lift 1.519 klf. 1.199 k1f1:3 - 9 klf 1:199 klf • r0.1 _ 1.199 klf 1 • _ 1 • to y r • 4 w � •! �' f I t Y ! Roof Pressure Coefficients (Wind Tunnel Test Results): 1 zone:1 1 1 2 1 3 -4 1 5 GC, Uplift . -0.78 -0.65 -0.60 -0.55 -0.50 Downwardl 0.82 0.58 1 0.38 0.33 1 0.28 1 r � Base of. Post Coefficients (Wind Tunnel Test Results): Roof Pressures (p = gGC„(psf)): _ Zone: 1 1 1 2 3 4 5 Uplift -17.05 t 1 -14.14. 13.06 -11.97 -10.88 Downwardi 17.77 1 12.69 8.34 7.25 6.17 1 r � Base of. Post Coefficients (Wind Tunnel Test Results): Zone: 1 2 3 4 5 Zone: 1. 1 Negative -0.23 -0.15 -0.08 -0.08 -0.07 " Positive 0.03 .0.03 0.03 0.03 0.03 Base of Post Moments (My=GCMr*q*Aref*t.ref): (psf) Zone: 1. 1 2 31 4 5 Negative (Downward) -11.11 k -ft -7.03 k -ft -3.68 k -ft -3.60 k -ft ' -3.20 k -ft Positive (Uplift) 0.12 k -ft 0.09 k -ft 0.10 k -ft 0.09 k -ft • ' 0.09 k -ft ` Lower Purlin Pressures (p=q*GCMtro*4) (psf) Zone: 1 2 3 4 5 Negative (Downward) -29.59 1 -18.86. -10.01 -8.56 -7.54: ! Positive (Uplift) I ' " 7.11 1 5.95 5.95 5.80 5.22 • 7 • ' Job No 153102 Sheet No SK -1 Rev Software licensed to ! Ped Job rae MAAS-LDK j Ret By oat-.-Apr-15 chd cuem cue Interior Rows.std Oaterrime O6 -Apr -201511:25 \br \\ \ x.43 \ \\ fl \\ \. ' a ' 41642 \ \ b ' o. 13$ir44 SK -1 S IAAU.F fO Vt$l ZU.Ur.U5.15 . f' I Pdnt Run 1 011 1 • S I AAU.YrO VUl 2U.0/,Ub.1 b t rnm r<un i or i L - Job NoSheet NO Rev _ 153102 SK -2 Software IicenseE to Part ,lob Tine MAAS-LDK Ret i BY °aF6-Apr-15 cna Client File Interior Rows.std Oe ertime 06 -Apr -201511:25 - 'b\ \ 19,91R 0 q"`LY0.0." I 1fl \9�e\ ' - .6.61fl SK -2 ' r S I AAU.YrO VUl 2U.0/,Ub.1 b t rnm r<un i or i L Software licensed to Job Title MAAS-LDK Client Nodes Node X (ft) Y (ft) Z (ft) 1 0.000 1.947 .0.000 2 8.581 5.070 0.000 3 2.466 2.845 0.000 4 6.115 4.172 0.000 5 1.233 2.396 0.000 6 -7.348 - 4.621 0.000 7 4.291 0.000 0.000 9 0.000 1.947 19.908 10 8.581 5.070 19.908 11" 2.466 2.845 19.908 12 6.115 4.172 19.908 13 1.233 2.396 19.908 14 7.348 4.621 19.908 15 4.291 0.000 19.908 17 0.000 1.947 39.817 18 8.581 5.070 1 39.817 19 2.466 2.845 39.817 20 6.115 4.172 39.817 21 1.233 2.396 39.817 22 7.348 4.621 39.817 23 4.291 0.000 39.817 25 0.000 1.947 59.725 26 8.581 5.070 59.725 27 2.466 2.845 59.725 28 6.115 4.172 59.725 29 1.233 2.396 59.725 30 7.348 4.621 59.725 31 4.291 0.000 59.725 33 0.000 1.947 79.633 34 8.581 5.070 79.633 35 2.466 2.845 79.633 36 6.115 4.172 79.633 37 1.233 2.396 79.633 38 7.348 4.621 79.633 39 4.291 0.000 79.633 41 0.000 1.947 99.542 42 8.581 5.070 99.542 43 2.466 2.845 99.542 44 6.115 4.172 99.542 45 1.233 2.396 99.542 46 7.348 4.621 99.542 47 4.291 0.000 99.542 55 4.291 3.508 19.908 56 4.291 0.473 0.000 57 4.291 3.508 0.000 Job No Sheet No Rev 153102 RESULT " Part Ret By Datc\6-Apr-15 Chd File Interior Rows.std Daterlime 06 -Apr -2015 13:09 Y ` tuate: ubiu4rtuio u:ii STAAD.Pro V81 20.07.05.15 Print R Software licensed to Job Title MAAS-LDK Client Nodes Cont.'.. Node X (ft) Y I(ft) Z (ft) 58 4.291 0.473 19.908 59 4.291 3.508 39.817 60 4.291 0.473 39.817 61 4.291 3.508 59.725 62 4.291 0.473 59.725 63 4.291 3.508 79.633 64 4.291 0.473 79.633 65 4.291 3:508 99.542 66 4.291 0.473 99.542 Beams Beam Node A Node B Length Property 0 (ft) (degrees) 1 1 5 1.312 3 0 2 3 57 1.942 3 0 3 4 6 1.312 3 0 4 5 3 1.312 3 0 5 6 2 1.312 3 0 6 7 56 0.473 1 0 7 56 57 3.035 1 0 8 5 56 3.612 2 0 9 9 13 1.312 3 0 10 11 55 1.942 3 0 11 12 14 1.312 3 0 12 13 11 1.312 3 0 13 14 10 1:312 3 0 14 15 58 0.473 1 0 15 58 55 3.035 1 0 16 13 58 3.612 2 0 17 17 21 1.312 3 0 18 19 59 1.942 3 0 19 20 22 1.31.2 3 0 20 21 19 1.312 3 0 21 22 18 1.312 3 0 22 23 60 0.473 1. 0 23 60 59 3.035 1 0 24 21 60 3.612 2 0 25 25 29 1.312 3 0 26 27 61 1.942 3 0 27 28 30 1.312 3 0 28 29 27 1.312 3 0 29 30 26 1.312 3 30 31 62 0.473 1 1 Print Time/Date: 06/04/2015 13:11 Job No Sheet No Rev 153102 RESULT Part Ref By DatE6_Apr-15 Chd File Interior Rows.std DateTme 06 -Apr -2015 13:09 0 RTAAn Pm VRi 9(1n7 mr, 1-ri Print Run 2 of 17 0 Print Time/Date: 06/04/2015 13:11 Job No Sheet No Rev 153102 RESULT Part Ref By DatE6_Apr-15 Chd File Interior Rows.std DateTme 06 -Apr -2015 13:09 0 RTAAn Pm VRi 9(1n7 mr, 1-ri Print Run 2 of 17 • .• • Job No Sheet No Rev 153102 RESULT y n4a Software licensed to Part Job Title MAAS-LDK Ret By Dat%_Apr-15 Chd Client File Interior Rows.std I Date/Time 06 -Apr -2015 13:09 Beams Cont... Beam Node A Node B Length (ft) Property 0 (degrees) 31 62 61 3.035 1 0 32 29 62 3.612 2 0 33 2 10 19.908 5 20 34 10 18 19.909 5 20 35 18 26 19.908 5 20 36 4 12 19.908 5 20 37 12 20 19.909 5 20 38 20 28 19.908 5 20 39 3 11 19.908 5 20 40 11 19 19.909 5 20 41 19 27 19.908 5 20 42 1 9 19.908 5 20 43 9 17 19.909 5 20 44 17 25 19.908 5 20 45 57 58 20.138 4 0 46 55 56 20.138 4 0 47. 33 37 1.312 3 0 48 35 63 1.942 3 0 49 36 38 1.312 3 0 50 37 35 1.312 3 0 51 38 34 1.312 3 0 52 39 64 0.473 1 0 53 64 63 3.035 1 0 54 37 64 3.612 2 0 55 ' 26 34 19.908 5 20 '56 28 36 19.908 5 20 57 27 35 19.908 5 20 58 25 33 19.908 5 20 59 41 45 1.312 3 0 60 43 65 1.942 3 0 61 44 46 1.312 3 0 62 45 43 1.312 3 0 63 46 42 1.312 3 0 64 47 66 0.473 1 0 65 66 65 3.035 1 0 66 45 66 3.612 2 0 67 34 42 19.909 5' 20 68 36 44 19.909 5 20 69 35 43, 19.909 5 20 70 33 41 19.909 5 20 71 1 57 4 1.941 3 0 72 55 12 1.941 3 0 73 59 20 1.941 3 0 74 61 28 1.941 3 0 75 63 36 1.941 3 0 I Rneluate: ub/u4/zuio 13:11 i STAAD.Pro V8i 20.07.05.15 Print Run 3 c Software licensed to Job Title MAAS-LDK Client Beams Cont... Beam Node A Node B Length (ft) Property 0 (degrees) 76 65 44 1.941 3 0 77 56 6 5.153 2 0 78 58 14 5.153 2 0 79 60 1 22 5.153 1 2 0 80 62 30 5.153 2 0 81 64 38 5.153 2 0 82 66 46 5.153 2 0 Basic Load Cases Number Name 1 DEAD LOAD 2 SNOW LOAD 3 UPLIFT 4 DOWN 5 UNBALANCED UPLIFT 6 UNBALANCED DOWN 7 BASE POS MOMENT - ZONE 1 8 BASE POS MOMENT - ZONE 2 9 BASE POS MOMENT - ZONE 3 10 BASE POS MOMENT - ZONE 4 11 BASE POS MOMENT - ZONE 5 12 BASE NEG MOMENT - ZONE 1 13 BASE NEG MOMENT - ZONE 2 14 BASE NEG MOMENT - ZONE 3 15 BASE NEG MOMENT - ZONE 4 16 BASE NEG MOMENT - ZONE 5 17 TRANS EQ 18 LONG EQ Print Time/Date* 06/04/2015 13,1 Job No Sheet No Rev . 153102 RESULT Part Ref By Dat%_Apr-15 Chd File Interior Rows.std DateTme O6 -Apr -2015 13:09 QTA An Dm \/➢i 9n 117 ng 4G Print P— d of 17 • • 0 ' tp - Software licensed to Job No 153102 Sheet No RESULT Rev Part Job Title MAAS-LDK Ref By Dat,6_Apr-15 Chd Client File Interior Rows.std Date/rime 06 -Apr -2015 13:09 Combination Load Cases Comb. Combination UC Name Primary Primary L/C Name Factor 19 GENERATED IBC TABLE7ASD241 1 1 DEAD LOAD 1.00 20 GENERATED IBC TABLE7ASD241 2 1 DEAD LOAD 1.00 2 SNOW LOAD 1.00 21 GENERATED IBC TABLE7ASD241 3 1 DEAD LOAD 1.00 2 SNOW LOAD 0.75 22 GENERATED IBC TABLE7ASD241 4 1 DEAD LOAD 1.00 3 UPLIFT 0.60 23 GENERATED IBC TABLE7ASD241 5 1 DEAD LOAD 1.00 4 DOWN 0.60 24 GENERATED IBC TABLE7ASD241 6 1 DEAD LOAD 1.00 5 UNBALANCED UPLIFT 0.60 25 GENERATED IBC TABLE7ASD241 7 1 DEAD LOAD 1.00 6 UNBALANCED DOWN 0.60 26 GENERATED IBC TABLE7ASD241 8 1 DEAD LOAD 1.00 7 BASE POS MOMENT -ZONE 1 0.60 27 GENERATED IBC TABLE7ASD241 9 1 DEAD LOAD 1.00 8 BASE POS MOMENT -ZONE 2 0.60 28 GENERATED IBC TABLE7ASD241 10 1 DEAD LOAD 1.00 9 BASE POS MOMENT -ZONE 3 0.60 29 GENERATED IBC TABLE7ASD241 11 1 DEAD LOAD 1.00 10 BASE POS MOMENT -ZONE 4 0.60 30 GENERATED IBC TABLE7ASD241 12 1 DEAD LOAD 1.00 11 BASE POS MOMENT -ZONE 5 0.60 31 GENERATED IBC TABLE7ASD241 13 1 DEAD LOAD 1.00 12 BASE NEG MOMENT -ZONE 1 0.60 32 GENERATED IBC TABLE7ASD241 14 1 DEAD LOAD 1.00 13 BASE NEG MOMENT -ZONE 2 0.60 33 GENERATED IBC TABLE7ASD241 15 1 DEAD LOAD 1.00 14 BASE NEG MOMENT -ZONE 3 0.60 34 GENERATED IBC TABLE7ASD241 16 1 DEAD LOAD 1.00 15 BASE NEG MOMENT -ZONE 4 0.60 35 GENERATED IBC TABLE7ASD241 17 1 DEAD LOAD 1.00 16 BASE NEG MOMENT -ZONE 5 0.60 36 GENERATED IBC TABLE7ASD241 18 1 DEAD LOAD 1.00 17 TRANS EQ 0.70 37 GENERATED IBC TABLE7ASD241 19 1 DEAD LOAD 1.00 18 LONG EQ 0.70 38 GENERATED IBC TABLE7ASD241 20 1 DEAD LOAD 1.00 17 TRANS EQ -0 Print Time/Date: 06/04/2015 13:11 STAAD.Pro VSi 20.07.05.15 Pri .70 39 GENERATED IBC TABLE7ASD241 21 1 DEAD LOAD 1.00 18 LONG EQ -0.70 40 GENERATED IBC TABLE7ASD241 22 1 DEAD LOAD 1.00 3 UPLIFT 0.45 41 GENERATED IBC TABLE7ASD241 23 1 DEAD LOAD 1.00 4 DOWN 0.45 nt Run 5 of 17 6 • i ' Software licensed to Job No 153102 Sheet No RESULT Rev Part Job Title MAAS-LDK Ret By Dat-O_Apr-15 Chd Client File Interior Rows.std DateRme 06 -Apr -2015 13:09 Combination Load Cases Cont... Comb. Combination L/C Name Primary Primary UC Name Factor 42 GENERATED IBC TABLE7ASD241 24 1 DEAD LOAD 1.00 5 UNBALANCED UPLIFT 0.45 43 GENERATED IBC TABLE7ASD241 25 1 DEAD LOAD 1.00 .6 UNBALANCED DOWN 0.45 44 GENERATED IBC TABLE7ASD241 26 1 DEAD LOAD � 1.00 7 BASE POS MOMENT -ZONE 1 0.45 45 GENERATED IBC TABLE7ASD241 27 1 DEAD LOAD 1.00 8 BASE POS MOMENT -ZONE 2 0.45 46 GENERATED IBC TABLE7ASD241 28 1 DEAD LOAD 1.00 9 BASE POS MOMENT -ZONE 3 0.45 47 GENERATED IBC TABLE7ASD241 29 1 DEAD LOAD 1.00 10 BASE POS MOMENT -ZONE 4 0.45 48 GENERATED IBC TABLE7ASD241 30 1 DEAD LOAD 1.00 11 BASE POS MOMENT -ZONE 5 0.45 49 GENERATED IBC TABLE7ASD241 31 1 DEAD LOAD 1.00 12 BASE NEG MOMENT -ZONE 1 0.45 50 GENERATED IBC TABLE7ASD241 32 1 DEAD LOAD 1.00 13 BASE NEG MOMENT -ZONE 2 0.45 51 GENERATED IBC TABLE7ASD241 33 1 DEAD LOAD 1.00 14 BASE NEG MOMENT -ZONE 3 0.45 52 GENERATED IBC TABLE7ASD241 34 1 DEAD LOAD 1.00 15 BASE NEG MOMENT -ZONE 4 0.45 53 GENERATED IBC TABLE7ASD241 35 1 DEAD LOAD 1.00 16 BASE NEG MOMENT -ZONE 5 0.45 54 GENERATED IBC TABLE7ASD241 36 1 DEAD LOAD 1.00 3 UPLIFT 0.45 2 SNOW LOAD 0.75 55 GENERATED IBC TABLE7ASD241 37 1 DEAD LOAD 1.00 4 DOWN 0.45 2 SNOW LOAD 0.75 56 GENERATED IBC TABLE7ASD241 38 1 DEAD LOAD 1.00 5 UNBALANCED UPLIFT 0.45 2 SNOW LOAD 0.75 57 GENERATED IBC TABLE7ASD241 39 1 DEAD LOAD 1.00 6 UNBALANCED DOWN 0.45 2 SNOW LOAD 0.75 E60 Print Time/Date: osioanois ts:t t STAAD.Pro V8i 20.07.05.15 Print Run 6 of 17 GENERATED IBC TABLE7ASD241 40 1 DEAD LOAD 1.00 7 BASE POS MOMENT -ZONE 1 0.45 2 SNOW LOAD 0.75 GENERATED IBC TABLE7ASD241 41 1 DEAD LOAD 1.00 8 BASE POS MOMENT -ZONE 2 0.45 2 SNOW LOAD 0.75 GENERATED IBC TABLE7ASD241 42 1 DEAD LOAD 1.00 9 BASE POS MOMENT -ZONE 3 0.45 2 SNOW LOAD 0.75 Print Time/Date: osioanois ts:t t STAAD.Pro V8i 20.07.05.15 Print Run 6 of 17 C7 • • Software licensed to Job No 153102 Sheet No RESULT Rev Part Job Tine MAAS-LDK Ref By Datf6_Apr_15 Chd Client File Interior Rows.std Datelrime 06 -Apr -2015 13:09 Combination Load Cases Cont... Comb. Combination UC Name Primary Primary UC Name Factor 61 GENERATED IBC TABLE7ASD241 43 1 DEAD LOAD 1.00 10 BASE POS MOMENT -ZONE 4 0.45 2 SNOW LOAD 0.75 62 GENERATED IBC TABLE7ASD241 44 1 DEAD LOAD 1.00 11 BASE POS MOMENT -ZONE 5 0.45 2 SNOW LOAD 0.75 63 GENERATED IBC TABLE7ASD241 45 1 DEAD LOAD 1.00 12 BASE NEG MOMENT -ZONE 1 0.45 2 SNOW LOAD 0.75 64 GENERATED IBC TABLE7ASD241 46 1 DEAD LOAD 1.00 13 BASE NEG MOMENT -ZONE 2 0.45 2 SNOW LOAD 0.75 65 GENERATED IBC TABLE7ASD241 47 1 DEAD LOAD 1.00 14 BASE NEG MOMENT -ZONE 3 0.45 2 SNOW LOAD 0.75 66 GENERATED IBC TABLE7ASD241 48 1 DEAD LOAD 1.00 15 BASE NEG MOMENT -ZONE 4 0.45 2 SNOW LOAD 0.75 67 GENERATED IBC TABLE7ASD241 49 1 DEAD LOAD 1.00 16 BASE NEG MOMENT -ZONE 5 0.45 2 SNOW LOAD 0.75 68 GENERATED IBC TABLE7ASD241 50 1 DEAD LOAD 1.00 17 TRANS EO 0.52 69 GENERATED IBC TABLE7ASD241 51 1 DEAD LOAD 1.00 18 LONG EQ 0.52 70 GENERATED IBC TABLE7ASD241 52 1 DEAD LOAD 1.00 17 TRANS EQ 0.52 ' 2 SNOW LOAD 0.75 71 GENERATED IBC TABLE7ASD241 53 1 DEAD LOAD 1.00 18 LONG EQ 0.52 2 SNOW LOAD 0.75 72 GENERATED IBC TABLE7ASD241 54 1 DEAD LOAD 1.00 17 TRANS EO -0 Print Time/Date: 06/04/2015 13:11 STAAD.Pro V8i 20.07.05.15 Pri .52 73 GENERATED IBC TABLE7ASD241 55 1 DEAD LOAD 1.00 18 LONG EO -0.52 74 GENERATED IBC TABLE7ASD241 56 1 DEAD LOAD 1.00 17 TRANS EQ -0.52 2 SNOW LOAD 0.75 75 GENERATED IBC TABLE7ASD241 57 1 DEAD LOAD 1.00 18 LONG EQ -0.52 2 SNOW LOAD 0.75 76 GENERATED IBC TABLE7ASD241 58 1 DEAD LOAD 0.60 3 UPLIFT 0.60 77 GENERATED IBC TABLE7ASD241 59 1 DEAD LOAD 0.60 4 DOWN - 0.60 nt Run 7 of 17 • • C J F Software licensed to Job Title MAAS-LDK Combination Load Cases Cont... Job No Sheet No Rev 153102_, RESULT Part Ref By Dat%_Apr-15 Chd File Interior Rows.std I Daternme 06 -Apr -2015 13:09 Comb. Combination UC Name Primary Primary UC Name Factor 78 GENERATED IBC TABLE7ASD241 60 1 DEAD LOAD 0.60 5 UNBALANCED UPLIFT 0.60 79 GENERATED IBC TABLE7ASD241 61 1 DEAD LOAD 0.60 6 UNBALANCED DOWN 0.60' 80 GENERATED IBC TABLE7ASD241 62 1 DEAD LOAD 0.60 7 BASE POS MOMENT - ZONE 1 0.60 81 GENERATED IBC TABLE7ASD241 63 1 DEAD LOAD 0.60 8 BASE POS MOMENT - ZONE 2 0.60 82 GENERATED IBC TABLE7ASD241 64 1 DEAD LOAD 0.60 9 BASE POS MOMENT - ZONE 3 0.60 83 GENERATED IBC TABLE7ASD241 65 1 DEAD LOAD 0.60 10 BASE POS MOMENT - ZONE 4 0.60 84 GENERATED IBC TABLE7ASD241 66 1 DEAD LOAD 0.60 11 BASE POS MOMENT - ZONE 5 0.60 85 GENERATED IBC TABLE7ASD241 67 1 DEAD LOAD 0.60 12 BASE NEG MOMENT - ZONE 1 0.60 86 GENERATED IBC TABLE7ASD241 68 1 DEAD LOAD 0.60 13 BASE NEG MOMENT - ZONE 2 0.60 87 GENERATED IBC TABLE7ASD241 69 1 DEAD LOAD 0.60 14 BASE NEG MOMENT - ZONE 3 0.60 88 GENERATED IBC TABLE7ASD241 70 1 DEAD LOAD 0.60 15 BASE NEG MOMENT - ZONE 4 0.60 89 GENERATED IBC TABLE7ASD241 71 1 DEAD LOAD 0.60 16 BASE NEG MOMENT - ZONE 5 0.60 90 GENERATED IBC TABLE7ASD241 72 1 DEAD LOAD 0.60 17 TRANS EQ 0.70 91 GENERATED IBC TABLE7ASD241 73 1 DEAD LOAD 0.60 18 LONG; EQ 0.70 92 GENERATED IBC TABLE7ASD241 74 1 DEAD LOAD 0.60 17 TRANS EQ -0.70 93 GENERATED IBC TABLE7ASD241 75 1 DEAD LOAD 0.60 18 LONG EQ -0.70 Print Time/Date: 06/04/201513:11 STAAD.Pro V8i 20.07.05.15 Print Run 8 of 17 • • • 7 Job No Sheet No Rev PLW,153102 RESULT Software licensed to Part Job Title MAAS-LDK Ref By DatE6-Apr-15 Chd Client File Interior Rows.std I Daternme 06 -Apr -2015 13:09 Beam Loads: 1 DEAD LOAD Beam Type Type Direction Fa Da Fb Db Ecc. (ft) (ft) 33 UNI Ibf/ft GY -16.268 - - - 34 UNI Ibf/ft GY -16.268 - - - 35 UNI Ibf/ft GY -16.268 - - - - 36 UNI Ibf/ft GY -16.268 - - - 37 UNI Ibf/ft GY -16.268 - - - 38 UNI Ibf/ft GY -16.268 - - - 39 UNI Ibf/ft GY -16.268 - - 40 UNI Ibf/ft GY -16.268 - - - 41 UNI Ibf/ft GY -16.268 - - - - 42 UNI Ibf/ft GY -16.268 - - - 43 UNI Ibf/ft GY -16.268 - - - - 44- UNI Ibf/ft GY -16.268 - - - - 55 UNI Ibf/ft GY -16.268 - - - - 56 UNI Ibf/ft GY -16.268 - - - - 57 UNI Ibf/ft GY -16.268 - - - 58 UNI Ibf/ft GY -16.268 - - - 67 UNI Ibf/ft GY -16.268 - - - 68 UNI Ibf/ft GY -16.268 - - - 69 UNI Ibf/ft GY -16.268 - - - 70 UNI Ibf/ft GY -16.2681 - - Beam Loads: 2 SNOW LOAD Beam Type Direction Fa Da Fb Db Ecc. (ft) (ft) 33 UNI Ibf/ft GY 0.000 - - - 34 UNI Ibf/ft GY- 35 UNI Ibf/ft GY 0.000 - - 36 UNI Ibf/ft GY 0.000 - - - 37 UNI Ibf/ft GY 0.000 - - 38 UNI Ibf/ft GY 0.000 - - - 39 UNI Ibf/ft GY 0.000 - - - - 40 UNI Ibf/ft GY 0.000 - - - - 41 UNI Ibf/ft GY 0.000 - - - 42 UNI Ibf/ft GY 0.000 - - - 43 UNI Ibf/ft GY 0.000 - - - - 44 UNI Ibf/ft GY 0.000 - - - - 55 UNI Ibf/ft GY 0.000 - - - 56 UNI Ibf/ft GY 0.000 - - - 57 UNI Ibf/ft GY 0.000 - - - 58 UNI Ibf/ft GY 0.000 - - - 67 UNI Ibf/ft GY 0.000 - - - 68 UNI Ibf/ft GY 0.000 - - - 69 UNI Ibf/ft GY 1 0.000 - - - - Print Time/Date: 06/04/2015 13:11 STAAD Pro VRi 20 07 05 15 J Print Run 9 of 17 • Software licensed to Job Title MAAS-LDK Client • • Beam Loads: 2 SNOW LOAD Cont... Job No Sheet No Rev 153102 RESULT Part Ref By Dat%_Apr-15 chd File Interior Rows.std DateTme 06 -Apr -2015 13:09 Beam Type Direction Fa Da (ft) Fb I Db Ecc. (ft) 70 UNI Ibf/ft GY 1 0.000 0.000 - - - Beam Loads: 3 UPLIFT Beam Type Direction Fa Da Fb (ft) Db Ecc. (ft) 33 UNI Ibf/ft Y 55.500 0.000 13.014 - UNI Ibf/ft Y 46.000 13.014 - 19.908 - 34 UNI Ibf/ft Y 46.000 0.000 - 6.120 - UNI Ibf/ft Y 42.500 6.120 - 19.135 - UNI Ibf/ft Y 38.900 19.135 - 19.908 - 35 UNI Ibf/ft Y 38.900 0.000 12.241 - UNI Ibf/ft Y 35.400 12.241 19.908 - 36 UNI Ibf/ft Y 55.500 0.000 - 13.014 - UNI Ibf/ft Y 46.000 13.014 - 19.908 - 37 UNI Ibf/ft Y 46.000 0.000 - 6.120 - UNI Ibf/ft Y 42.500 6.120 - 19.135 - UNI Ibf/ft Y, 38.900 19.135 - 19.908 - 38 UNI Ibf/ft Y 38.900 0.000 - 12.241 - UNI Ibf/ft Y 35.400 12.241 - 19.908 - 39 UNI Ibf/ft Y 55.500 0.000 - 13.014 - UNI Ibf/ft Y 46.000 13.014 - 19.908 - 40 UNI Ibf/ft Y 46.000 0.000 - 6.120 - UNI Ibf/ft Y 42.500 6.120 19.135 - UNI Ibf/ft Y 38.900 19.135 19.908 - 41 UNI Ibf/ft Y 38.900 0.000 - 12.241 - UNI Ibf/ft Y 35.400 12.241 - 19.908 - 42 UNI Ibf/ft Y 55.500 0.000 - 13.014 - UNI Ibf/ft Y 46.000 13.014 - 19.908 - 43 UNI Ibf/ft Y 46.000 0.000 - 6.120 - UNI Ibf/ft Y 42.500 6.120 19.135 - UNI Ibf/ft Y 38.900 19.135 - 19.908 - 44 UNI Ibf/ft Y 38.900 0.000 12.241 - UNI Ibf/ft Y 35.400 12.241 - 19.908 - 55 UNI Ibf/ft Y 35.400 0.000 - 0.000 - 56 UNI Ibf/ft Y 35.400 0.000 - 0.000 - 57 UNI Ibf/ft Y 35.400 0.000 - 0.000 - 58 UNI Ibf/ft Y 35.400 0.000 - 0.000 - 67 UNI Ibf/ft Y 35.400 0.000 - 0.000 - 68 UNI Ibf/ft Y 35.400 0.000 - 0.000 - 69 UNI Ibf/ft Y 35.400 0.000 - 0.000 - 70 1 UNI Ibf/ft Y 35.400 0.000 - 0.000 - Print Time/Date: 06/04/2015 13:11 STAAD.Pro V8i 20.07.05.15 Print Run 10 of 17 • 0 • Job No FSheetNo Rev 153102 RESULT Part Software licensed to Job Title MAAS-LDK Ref By Dat'6-Apr-15 chd Client File Interior Rows.std DateRme 06 -Apr -2015 13:09 IN Beam Loads: 4 DOWN Beam Type Direction Fa Da Fb (ft) Db Ecc. (ft) 33 UNI Ibf/ft Y -57.800 0.000 13.014 - UNI Ibf/ft Y -41.300 13.014 - '19.908 - 34 UNI Ibf/ft Y -41.300 0.000 - 6.120 - UNI Ibf/ft Y -27.100 6.120 19.135 - UNI Ibf/ft Y -23.600 19.135 19.908 - 35 UNI Ibf/ft Y -23.600 0.000 - 12.241 - UNI Ibf/ft Y -20.100 12.241 - 19.908 - 36 UNI Ibf/ft Y -57.800 0.000 - 13.014 - UNI Ibf/ft Y -41.300 13.014 - 19.908 - 37 UNI Ibf/ft Y -41.300 0.000 - 6.120 UNI Ibf/ft Y -27.100 6.120 - 19.135 - UNI Ibf/ft Y -23.600 19.135 - 19.908 - 38 UNI Ibf/ft Y -23.600 0.000 - 12.241 - UNI Ibf/ft Y -20.100 12.241 - 19.908 - 39 UNI Ibf/ft Y -57.800 0.000 - 13.014 - UNI Ibf/ft Y -41.300 13.014 - 19.908 - 40 UNI Ibf/ft Y -41.300 0.000 6.120 - UNI Ibf/ft Y -27.100 6.120 - 19.135 - UNI Ibf/ft Y -23.600 19.135 - 19.908 - 41 UNI Ibf/ft Y -23.600 0.000 - 12.241 - UNI Ibf/ft Y -20.100 12.241 - 19.908 - 42 UNI Ibf/ft Y -57.800 0.000 - 13.014 - UNI Ibf/ft 'Y -41.300 13.014 - 19.908 - 43 UNI Ibf/ft Y -41.300 0.000 - 6.120 - UNI Ibf/ft Y -27.100 6.120 - 19.135 - UNI Ibf/ft Y -23.600 19.135 - 19.908 - 44 UNI Ibf/ft Y -23.600 0.000 - 12.241 - UNI Ibf/ft Y -20.100 12.241 - 19.908 - 55 UNI Ibf/ft Y -20.100 0.000 - 0.000 - 56 UNI Ibf/ft Y -20.100 0.000 - 0.000 - 57 UNI Ibf/ft Y -20.100 0.000 - 0.000 - 58 UNI Ibf/ft Y -20.100 0.000 - 0.000 - 67 UNI Ibf/ft ` Y -20.100 0.000 - 0.000 - 68 UNI Ibf/ft Y -20.100 0.000 - 0.000 - 69 UNI Ibf/ft Y -20.100 0.000 - 0.000 - 70 UNI Ibf/ft Y -20.100 0.000 - 0.000 - nt Time/Date: 06/04/201513:11 STAAD.Pro V8i 20.07.05.15 Print Run 11 o • • • tF Software licensed to Job Title MAAS-LDK I Client Beam Loads: 5 UNBALANCED UPLIFT Job No Sheet No Rev 153102 RESULT Part Ref By Dat -6 -Apr -15 Chd File Interior Rows.std I Daternme 06 -Apr -2015 13:09 Beam Type Type Direction Fa Da Fb (ft) Db Ecc. (ft) 39 UNI Ibf/ft Y 23.100 0.000 - 13.014 UNI Ibf/ft Y 19.400 13.014 - 19.908 40 UNI Ibf/ft Y 19.400 0.000 6.120 - UNI Ibf/ft Y 19.400 6.120 - 19.135 - UNI Ibf/ft Y 18.900 19.135 - 19.908 - 41 UNI Ibf/ft Y 18.900 0.000 - 12.241 - UNI Ibf/ft Y 17.000 12.241 - 19.908 - 42 UNI Ibf/ft Y 23.100 0.000 - 13.014 - UNI Ibf/ft Y 19.400 13.014 - 19.908 - 43 UNI Ibf/ft Y 19.400 0.000 - 6.120 - UNI Ibf/ft Y 19.400 • 6.120 - 19.135 UNI Ibf/ft Y 18.900 19.135 - 19.908 44 UNI Ibf/ft Y 18.900 0.000 - 12.241 - UNI Ibf/ft Y 17.000 .12.241 - 19.908 57 UNI Ibf/ft Y 17.000 0.000 - 0.000 - 58 UNI Ibf/ft Y 17.000 0.000 - 0.000 - 69 UNI Ibf/ft Y 17.000 0.000 - 0.000 - 70 UNI Ibf/ft Y 17.000 0.000 - 0.000 - Beam Loads: 6 UNBALANCED DOWN Beam Type Direction Fa Da Fb (ft) Db Ecc. (ft) 39 UNI Ibf/ft Y -96.286 0.000 - 13.014 - UNI Ibf/ft Y -61.359 13.014 - 19.908 - 40 UNI Ibf/ft Y -61.359 0.000 - 6.120 - UNI Ibf/ft Y -32.567 6.120 - 19.135 - UNI Ibf/ft Y -27.847 19.135 - 19.908 - 41 UNI Ibf/ft Y -27.847 0.000 - 12.241 - UNI Ibf/ft Y -24.543 12.241 - 19.908 - 42 UNI Ibf/ft Y -96.286 0.000 - 13.014 - UNI Ibf/ft Y -61.359 13.014 - 19.908 - 43 UNI Ibf/ft Y -61.359 0.000 6.120 - UNI Ibf/ft Y -32.567 6.120 - 19.135 - UNI Ibf/ft Y -27.847 19.135 - 19.908 - 44 UNI Ibf/ft Y -27.847 -0.000 - 12.241 - UNI Ibf/ft Y -24.543 12.241 - 19.908 - 57 UNI Ibf/ft Y -24.543 0.000 - 0.000 - 58 UNI Ibf/ft Y -24.543 0.000 - 0.000 - 69 UNI Ibf/ft Y -24.543 0.000 - 0.000 - 70 UNI Ibf/ft Y -24.543 0.000 - 0.000 ,nnt rime/Date:13510412015 13:11 I STAAD.Pro V8i 20.07.05.15 Print Run 12 of 17 • • I • Node FX (kip) FY (kip) FZ (kip) Job No Sheet No Rev 7 - - - 153102 RESULT -1:519 Software licensed to - - - Part - Job Title MAAS-LDK 23 - - Ref - - -1.519 31 - By Dat,6-Apr-15 Chd Client - -1.519 39 File Interior Rows.std Dale rime 06 -Apr -2015 13:09 Node Loads: 7 BASE POS MOMENT - ZONE 1 - - -1.519 47 - - - - - -1.199 Node Loads: 8 BASE POS MOMENT - ZONE 2 Node Loads: 9 BASE POS MOMENT -ZONE 3 Node Loads: 10 BASE POS MOMENT - ZONE 4 Print Time/Date: 06/04/2015 13:11 CTAAn 13— VRi Dn M AR 1 R Print Run 13 of 17 Node FX (kip) FY (kip) FZ (kip) MX (kip ft) MY (kip ft) MZ (kip ft) 7 - - - - - -1:519 15 - - - - - -1.519 23 - - - - - -1.519 31 - - - - - -1.519 39 - - - - - -1.519 47 - - - - - -1.199 Node FX (kip) FY (kip) FZ (kip) MX (kip ft) MY (kip'ft) MZ (kip'ft) 7 - - - - - -1.199 15 -. - - - - -1.199 23 - - - - - -1.199 31 - - - - - -1.199 39 - - - - - .-1.199 47 - - - - - -1.199 Node FX (kip) FY (kip) FZ . (kip) MX (kip ft) MY (kip ft) MZ (kip ft) 7 - - - - - -1.359 15. - - - - - -1.359 23 - - - - - -1.359 `31 - - - - - -1.359 39 - - - - - -1.359 47 - - - - - -1.359 Node FX (kip) FY (kip) FZ (kip) MX (kip'ft) MY (kip ft) MZ (kip -ft) 7 - - - - - -1.199 15 - - - - - -1.199 23 - - - - - -1.199 31 - - - - - -1.199 39 - - - - - -1.199 47 - - - - - -1.199 L7M � FX (kip) FY (kip) FZ (kip) MX (kip'ft) MY (kip'ft) Job No Sheet No Rev - - - - -1.199 15 153102 RESULT - - Software licensed to - -1.199 23 - - Part Job Title MAAS-LDK - -1.199 31 - - Ref . - - -1.199 39 - - By Datf6_Apr-15 Chd Client - -1.199 47 - - rile Interior Rows.std Daterrime 06 -Apr -2015 13:09 Node Loads: 11 BASE POS MOMENT - ZONE 5 Node Loads: 12 BASE NEG MOMENT -ZONE 1 Node Loads: 13 BASE NEG MOMENT - ZONE 2 Node Loads: 14 BASE NEG MOMENT - ZONE 3 Print Time/Date: 06/04/2015 13:11 CTAAM Or^.%/Ri 9n n7 nc i S - Print Run 1a of 17 Node FX (kip) FY (kip) FZ (kip) MX (kip'ft) MY (kip'ft) MZ (kip'ft) 7 - - - - - -1.199 15 - - - - - -1.199 23 - - - - - -1.199 31 - - - - - -1.199 39 - - - - - -1.199 47 - - - - - -1.199 Node FX (kip) FY (kip) FZ (kip) MX (kip -ft) MY (kip -ft) MZ (kip ft) 7 - - - - - 11.112 15 - - - - - 11.112 23 - - - - - 11.112 31 - - - - - 11.112 39 39 - - - - - 11.112 47 - - - - - 11.1.12 Node FX (kip) FY (kip) FZ (kip) MX (kip'ft) MY (kip'ft) MZ (kip ft) 7 - - - - - 7.035 15 - - - - - 7.035 23 - - - - - 7.035 31 - - - - - 7.035 39 - - - - - 7.035 47 - - - - - 7.035 Node FX (kip) FY (kip) FZ (kip) MX (kip ft) MY (kip ft) MZ (kip'ft) 7 - - - - - 3.677 15 - - - - - 3.677 23 - - - - - 3.677 31 - - - - - 3.677 39 - - - - 3.677 47 - - - - - 3.677 Job NoSheet No Rev 153102 RESULT - Software licensed to Part Job Title MAAS-SDK Ref r By Dal,6_Apr-15 Chd Client File Interior Rows.std Date rime 06 -Apr -2015 13:09 Node Loads: 15 BASE NEG MOMENT -ZONE 4 Node FX (kip) FY FZ MX MY MZ (kip) (kip) (kip'ft) (kip'ft) (kip'ft) 7 - - - 3.597 15 - - - - 3.597 23 - - - - - 3.597 31 - • - - - 3.597 39 - - - 3.597 47 - - - - 3.597 Node Loads: 16 BASE NEG MOMENT -,ZONE 5 Node" FX (kip) FY FZ MX MY MZ (kip)' (kip) (kip'ft) (kip'ft) (kip'ft) 7 - - - - 3.198 15 - - - - 3.198 23 - - - - 3.198 31 0.250 - - - - 39 - - - - - 3.198 47 - - - - - 3.198 Node Loads: 17 TRANS EQ Node FX FY FZ MX MY MZ (kip) (kip) (kip) (kip'ft) (kip ft) (kip -ft) 55 0.250 - - - - 57 0.250 - - - - - 59 0.250 61 0.250 - - - - 63 0.250 - - - - - 65 0.250 - - - - - Node FX (kip) FY FZ MX MY MZ (kip) (kip) ,(kip ft) (kip'ft) (kip'ft) 55 - 0.250 - - - 57 - 0.250 - - - Node Loads: 18 LONG` EQ Node FX (kip) FY FZ MX MY MZ (kip) (kip) ,(kip ft) (kip'ft) (kip'ft) 55 - 0.250 - - - 57 - 0.250 - - - 59 - - 0.250 - - 61 - - 0.250 - - - 63 - 0.250 - - - 65 - - 0.250 - - Print Time/Date, 06/04/2015 13[ 11 42T e e 11 D— vn o '3n n7 nc 40Z 0 Print Pi in 15 of 17 • 0 • � Axial Shear Job No Bending Sheet No Beam Rev d (ft) Fx (kip) Fy (kip) Fz (kip) Mx (kip ft) My (kip•ft) Mz (kip'ft) 153102 14 RESULT 0.000 3.155 AWO Software licensed to -0.000 -0.000 2.683 Min Fx 11 Part 0.000 -2.285 -0.793 Job Title MAAS-LDK 0.000 -0.000 0.086 Max Fy 12 25:GENERATE Ref -1.648 0.935 0.000 0.000 -0.000 1.254 Min Fy 9 25:GENERATE 0.000 By -1.044 Dat-O_Apr-15 Chd Client -0.116 Max Fz 6 93:GENERATE 0.000 0.436 File Interior Rows.std Daternme 06 -Apr -2015 13:09 Node Displacement Summary -0.001 -0.614 -0.000 Min Fz 6 37:GENERATE 0.000 Node UC X Y Z Resultant rX rY rZ 0.000 0.448 0.000 (in) (in) (in) (in) (rad) (rad) (rad) Max X 10 23:GENERATE 0.090 -0.121 -0.000 0.151 0.000 0.000 -0.004 Min X 10 76:GENERATE -0.088 0.101 0.000 0.133 0.000 -0.000 0.003 Max Y 10 76:GENERATE -0.088 0.101 0.000 0.133 0.000 -0.000 0.003 Min Y 10 23:GENERATE 0.090 -0.121 -0.000 0.151 0.000 0.000 -0.004 Max Z 2 91:GENERATE 0.003 -0.007 0.065 0.066 -0.001 -0.001 -0.000 Min Z 2• 39:GENERATE 0.004 -0.011 -0.065 0.066 0.001 0.001 -0.001 Max rX 12 37:GENERATE 0.002 -0.003 0.016 0.016 0.007 0.002 -0.000 Min rX 12 93:GENERATE 0.001 -0.002 -0.016 0.016 -0.007 -0.002 -0.000 Max rY 11 37:GENERATE -0.000 -0.001 0.009 0.009 0.007 0.002 0.000 Min rY 11 93:GENERATE -0.000 -0.000 -0.009 0.009 -0.007 -0.002 0.000 Max rZ 9 25:GENERATE -0.012 -0 Beam Force Detail Summary Sign convention as diagrams:- positive above line, negative below line except Fx where positive is compression. Distance d is given from beam end A. Print Time/Date: 06/04/2015 13:11 STAAD.Pro VSi 20.07.05.15 Pant Run 15 of t / Axial Shear Torsion Bending Beam UC d (ft) Fx (kip) Fy (kip) Fz (kip) Mx (kip ft) My (kip•ft) Mz (kip'ft) Max Fx 14 23:GENERATE 0.000 3.155 0.677 0.000 -0.000 -0.000 2.683 Min Fx 11 23:GENERATE 0.000 -2.285 -0.793 0.000 0.000 -0.000 0.086 Max Fy 12 25:GENERATE 0.000 -1.648 0.935 0.000 0.000 -0.000 1.254 Min Fy 9 25:GENERATE 0.000 -0.111 -1.044 0.000 0.000 -0.000 -0.116 Max Fz 6 93:GENERATE 0.000 0.436 -0.000 0.449 -0.001 -0.614 -0.000 Min Fz 6 37:GENERATE 0.000 0.600 0.000 -0.449 0.001 0.614 -0.000 Max Mx 16 91:GENERATE 0.000 0.448 0.000 -0.000 0.053 0.000 0.000 'Min Mx 16 39:GENERATE 0.000 0.746 0.000 0.000 -0.053 0.000 0.000 Max My 6 37:GENERATE 0.000 0.600 0.000 -0.449 0.001 0.614 -0.000 Min My 6 93:GENERATE 0.000 0.436 .119 0.000 0.120 0.000 0.000 0.004 Min rZ 10 23:GENERATE 0.090 -0.121 -0.000 0.151 0.000 0.000 -0.004 Max Rst 10 23:GENERATE 0.090 -0.121 -0.000 0.151 0.000 0.000 -0.004 Print Time/Date: 06/04/2015 13:11 STAAD.Pro VSi 20.07.05.15 Pant Run 15 of t / Axial Shear Torsion Bending Beam UC d (ft) Fx (kip) Fy (kip) Fz (kip) Mx (kip ft) My (kip•ft) Mz (kip'ft) Max Fx 14 23:GENERATE 0.000 3.155 0.677 0.000 -0.000 -0.000 2.683 Min Fx 11 23:GENERATE 0.000 -2.285 -0.793 0.000 0.000 -0.000 0.086 Max Fy 12 25:GENERATE 0.000 -1.648 0.935 0.000 0.000 -0.000 1.254 Min Fy 9 25:GENERATE 0.000 -0.111 -1.044 0.000 0.000 -0.000 -0.116 Max Fz 6 93:GENERATE 0.000 0.436 -0.000 0.449 -0.001 -0.614 -0.000 Min Fz 6 37:GENERATE 0.000 0.600 0.000 -0.449 0.001 0.614 -0.000 Max Mx 16 91:GENERATE 0.000 0.448 0.000 -0.000 0.053 0.000 0.000 'Min Mx 16 39:GENERATE 0.000 0.746 0.000 0.000 -0.053 0.000 0.000 Max My 6 37:GENERATE 0.000 0.600 0.000 -0.449 0.001 0.614 -0.000 Min My 6 93:GENERATE 0.000 0.436 -0.000 0.449 -0.001 -0.614 -0.000 Max Mz 14 77:GENERATE 0.000 2.637 0.677 0.000 -0.000 -0.000 2.684 Min Mz 39 25:GENERATE 9.954 .0.000 -0.025 0.000 -0.000 -0.276 -3.370 Print Time/Date: 06/04/2015 13:11 STAAD.Pro VSi 20.07.05.15 Pant Run 15 of t / • • • � Job No Sheet No Rev 153102 RESULT Software licensed to Part Job Title MARS-LDK Ref By Dat -O -Apr -15 Chd Client' File Interior Rows.std Daterrime 06 -Apr -2015 13:09 Reaction Summa VDate: 06/04/2015 13:11 STAAD.Pro V8i 20.07.05.15 Print Run 17 of 17 Horizontal Vertical Horizontal Moment Node LIC FX (kip) FY (kip) FZ (kip) MX (kip ft) MY (kip'ft) MZ (kip'ft) Max FX 15 22:GENERATE 0.771 -0.823 0.000 -0.000 0.000 -3.059 Min FX 15 23:GENERATE -0.677 3.155 0.000 0.000 -0.000 2.683 Max FY 15 23:GENERATE -0.677 3.155 0.000 0.000 -0.000 2.683 Min FY 15 76:GENERATE 0.771 -1.341 0.000 -0.000 0.000 -3.058 Max FZ 7 93:GENERATE 0.000 0.436 0.449 0.614 -0.001 -0.000 Min FZ 7 37:GENERATE -0.000 0.600 -0.449 -0.614 0.001 -0.000 Max MX 7 93:GENERATE 0.000 0.436 0.449 0.614 -0.001 -0.000 Min MX 7 37:GENERATE -0.000 0.600 -0.449 -0.614 0.001 -0.000 Max MY 15 93:GENERATE 0.000 0.730 0.018 0.133 0.005 -0.000 Min MY 15 37:GENERATE --0.000 1.343 -0.018 -0.133 -0.005 -0.001 Max MZ 15 77:GENERATE -0.677 2.637 0.000 0.000 -0.000 2.684 Min MZ 23 31:GENERATE 0.000 1.295 -0.000 -0.000 -0.000 -6.668 VDate: 06/04/2015 13:11 STAAD.Pro V8i 20.07.05.15 Print Run 17 of 17 c POST - BEAM END FORCES (SUMMARY) ` TOP CHORD 3 : LOAD COMBO POST 3 LOAD COMBO NODE Fx (kip) Fy (kip) Fz (kip) Mx (k -ft) My (k -ft) Mz (k -ft) _ tM..F. 22 . 23 GENERATED IBC 23 2.446 0.419 0 0 0 1.66 23 GENERATED IBC 22 76 GENERATED IBC 23 -1.04 -0.661 0 0 0 -2.623 25 GENERATED IBC 23 77 GENERATED IBC 60 -0.105 0.482 0 0' 0 1.462 25 GENERATED IBC 23 22 GENERATED IBC 60 0.248 -0.761 0 0 . 0 -2.31 39 GENERATED IBC 23 93 GENERATED IBC 1 60 0.025 0 0.144 -0 - -0.438 0 Min Fz 23 37 GENERATED IBC 1 60 0.042 0 -0.144 0 0.438 -0.001 Max Mx 22 91 GENERATED IBC 1 23 0.777 0 -0.144 0.001 0.492 0 Min Mx 22 ' 39 GENERATED IBC 1 23 1.295 0 0.144 -0.001 • -0.492 -0.001 Max My 22 37 GENERATED IBC 1 23 1.295 0 -0.144 0.001 0.492 -0.001 Min My 22 93 GENERATED IBC1 23 0.777 0 0.144 -0.001 -0.492 0 Max Mz 22 1177 GENERATED IBC 1 23 1.928 0.419 - 0." 0 0 . 1.66 Min Mz 1 22 1122 GENERATED IBC 1 23 -0.521 1 0.661 0 1 0 0 -2.623 c TOP CHORD - BEAM END FORCES (SUMMARY) TOP CHORD 3 : LOAD COMBO NODE Fx (kip) Fy (kip) . Fz (kip) Mx (k -ft My (k -ft Mz (k -ft) Max Fx 73 76 GENERATED IBC 59 1.076 0.025 0 0 0 -0.07 Min Fx 19 23 GENERATED IBC 20 -1.709 -0.599 0 0 0 0.063 Max Fy 20 25 GENERATED IBC 21 -1.111 0.612 0 0 0 0.829 Min Fy ' 17 25 GENERATED IBC 17 -0.111 -0.676 0 0 0 -0.058 . Max Fz 18 39 GENERATED IBC 19 -0.679 -0.02 0.017 0.001 -0.014. 0.026 Min Fz 18 91 GENERATED IBC 19 -0.407 -0.012 -0.017 -0.001 0.014 0.015 Max Mx 20 37 GENERATED IBC 21 -0.568 0.285 0.007 0.01 0, 0.399 Min Mx 20 93 GENERATED IBC 21 -0.341 0.171 -0.007 -0.01 0 0.24 Max My 18 39 GENERATED IBC 59 -0.679 r -0.02 0.017 0.001 0.019 0.064 Min My 18 91 GENERATED IBC 59 -0.407 -0.012 -0.017 -0.001 -0.019 0.039 Max Mz " 19 23 GENERATED IBC 22 -1.709 -0.599. 0 0 - 0 0.849 Min Mz 19 76 GENERATED IBC 22 1.009 0.326 0 0 0 -0.47 c KNEE BRACE - BEAM END FORCES (SUMMARY) KNEE BRACE 3 LOAD COMBO NODE Fx (kip) Fy (kip) Fz (kip) Mx (k -ft My (k -ft Mz (k -ft) Max Fx -79 23 GENERATED IBC 60 2.185 0 0 0 0 0 Min Fx 79 76 GENERATED IBC 60 -1.132 0 0 0 0 0 Max Fy 79 23 GENERATED IBC 60 2.185 0 0 0 0 0 Min Fy 79 76 GENERATED IBC 60 -1.132 0 0 0 0 0 Max Fz • 79 39 GENERATED IBC 60 1.064 0 0 -0.008 0 0 Min Fz 79 91 GENERATED IBC 60 0.638 0 0. 0.008 0 0 Max Mx 79 91 GENERATED IBC 60 0.638 0 0 0.008 0 0 Min Mx 79 39 GENERATED IBC 60 1.064 0 ' 0 -0.008 0 0 Max My 79 19 GENERATED IBC 60 1.064 0 0 0 0 0 Min My 79 19 GENERATED IBC 60 1.064 0 0 0 0 0 Max Mz 79 19 GENERATED IBC 60 1.064 0 0 0 - ' 0 0 Min Mz 79 19 GENERATED IBC 60 1.064 0 0 0 0 0 c r r JOB TITLE MAAS-LDK F • - ; �. JOB NO. 153102 SHEET NO. ` RBI SOLAR CALCULATED BY xxx DATE 4/6/2015 ` CHECKED BY DATE Purlin Desian and Analvsis r ._ •. t S 1 PI• Zone: Zone 3' •a w Mechanical Properties B2 Fy =Yeild Strength - �_ 50.0 ksi E = Modulus of Elasticity 29000.0 ksi ' . Qtj- Bending Factor 1.67 • ' nc Comp.Factor ' 1.8Cm-for simple beam 1 R- for Simple Span 0.65 0.398279 .r _ r ._ •. t S 1 PI• Zone: Zone 3' 7 B1 Mechanical Properties B2 Fy =Yeild Strength - �_ 50.0 ksi E = Modulus of Elasticity 29000.0 ksi ' . Qtj- Bending Factor 1.67 • ' nc Comp.Factor ' 1.8Cm-for simple beam 1 R- for Simple Span 0.65 7"Z16GA D 7 B1 2.125 B2 2.375 t 0.0625 R 0.1875. d .. .0.911 l OK Eq.6.53 _. C1=P/Pe+Cm•M/(0tx Ma 0.398279 .r _ Eq.6.54 CZ=P/Pe+M/(Mj 0.398279 w Eq.6.54 ' if (P/Pa<=0.15,C2,C1)' " 0.398279 OK • ti r y. I 7"Z16GA D 7 B1 2.125 B2 2.375 t 0.0625 R 0.1875. d .. .0.911 • oar ur m r , + .r Section Wt Ib/ft Area (in) Sews Seneg 1. 1 V.(kips) Me(k.in) Pe (kips) w 17"Z116GAI 2.595 1 0.545 1 1.479 1 1.477 1 5.463 - 2.695 1 46.64 16.161 L, --Span . 19.9 ft v _ br,;=Tributary Width' • 3.25 ft w =Pullin wt. 0.80 psf wa=Panels wt. ^ 2.80 psf wn9 Collateral Load ` 0.00 psf WDA=£(wp+wpl+whg), 3.60 psf WL=Snow (Live) Load 0.00 psf WWind Load - I. 6.01 psf W„rWind Load UPLIFT 7.83 psf .1 Deflection Check Sact .. 5/384-(WoL+WL)'bm•L4/(E'I,J 0.81 in.. Sa L/120' 1.99 in l OK Design Forces, ,.f 18.58 kip.in V.=W'b1,1'U2 0.31 kips • Rm =Vm s 0.31 kips Flexural Stress, Check -Flexure about x -x "Flexure Check x -x PASS Shear Check x -x ,. PASS Check Uplift Wind • . Mmax=(vVwWDD•bl,* L /8' 18.30 klp.in s M� R'Se F 48.00 kip.in Men=M X20 28.74 klp.tn ' .OK - 7 ^ ,.f DL+WL+LL Combination - Pe n 'E'I„/(KL) 27.42 k ax 1-(nc P/Pex) 1 x Eq.6.53 _. C1=P/Pe+Cm•M/(0tx Ma 0.398279 .r _ Eq.6.54 CZ=P/Pe+M/(Mj 0.398279 w DL+WL+LL Combination - Pe n 'E'I„/(KL) 27.42 k ax 1-(nc P/Pex) 1 Eq.6.53 _. C1=P/Pe+Cm•M/(0tx Ma 0.398279 .r _ Eq.6.54 CZ=P/Pe+M/(Mj 0.398279 w Eq.6.54 ' if (P/Pa<=0.15,C2,C1)' " 0.398279 OK Max. Stress Ratio = 0.636495 STEEL BEAM AND COLUMN ANALYSIS / CODE CHECK ' Stress Code Check Per AISC 13th Edition Manual (ASD) For.W, S, M, and HP Shapes Project Name: MAAS, CA Client: Project No.: 1153102 Prep. By:, xxx Date: 4/6/2015 Input Data. "POST 3, x Member Size: Member Pro erties: ,Y Select: W6x8.5 A = 2.52 in.^2 d = 5.830 in., tf=0.195 Member Loadin s: tw = 0.170 in. P.= 0.00 bf = 3.940 in. 17kips Mx= 2.62-kipstf = 0.195 in. y = 0.00ft-kips k = 0.445 in. d=5.83-. - • = • X, ` Ix = 14.90 in,14 Design Parameters: Sx = 5.10 in.13 tw=0.17 7y = 1-50.00 ksi rx = 2.43 in. + - Kx = - '. 1.20 Zx = + 5.73 in ^3 bf=3.94 Ky - 1.00 ly = 1.99 in ^4 s Page 5, r - -U= 4.621 ft.r • Sy = 1.01 in.^3 W68.5 Section Ly'= -4.621 ft. `ry = 0.89 in. t,v 'Lb = -14.621 ft. Zy = • 1.56 in.^3 - Shape Factors: i F Flex. Type = Single J = . 0.033 in.^4 SFx = 1.12' Cb = 1.67 - Cid = 15.8 in^6- SFy= Results:..",_ `f For Axial Com ression: ,X.Lx/rx ,X.Lx/rx = 1 27.39 _, For X-axis Bending: Lp = 3.14 n. for Y-axis Bending: endin - fby = 0.00 ksi Ky'Ly/ry = +62.31 i• Lr = 9.47 ft. Fby = 44.63 ksi Fe-= -73.72 " '• ` ' rts = 1.05. Mry = 3.76 ft-kips „ fa = } 0.00 ksi fbx = •6.17 ksi �. Fa = i 22.54 ksi Fbx = 32.83 ksi 'f• 56.80 kips Mrx = 13.95. ft-kips Nodal Lat- Brcq Requirements: Nodal Lat- rca Re uirements: r Pbr=1 v 0.00 kips Pbr =[j0.11, kips p br =1 l. 0.00 kip / in R bre= 2.01 kip / in ^ Stress Ratio! S.R. = 0.188 Eqn. 1-11-1b f <______________ S•.R. <_ 1, Member is adequate for loading Comments: t ' 4/6/2015 _ •, Z:\Engineering Pro jects\RBI Solar\153103 DACY-SINGLE,SCREW, CA\LDK Single Screw\ s Page 5, r • 1:10 PM •. Engineering Request 153103_DACY-LDK- SINGLE SCREW - - of 11 t,v .. <' / t• • • 0 Top Chord Design - Compression Member Input Data TOP CHORD 3 Member Section 4x4x14 a A = Tube Width 4 in B = Tube Length 4 in R = Corner Inner Radius 0.09375 in t = Thickness 0.083 in KL,,= Buckling around x -x 3.25 ft x. KLY= Buckling around y -y 3.8825 ft E = Modulus of Elasticity 29500 ksi F = Yield Stress 50 ksi G = Shear Modulus 11300 ksi Y1 j ------ 4------- rj o x b e Calculated Parameter ie orc is 1- Properties of 900 corner M 0.849 ki .ft r = R + t/2, Centerline of Dimension 0.135 in P 0.000001 kips U = n. r/2, Arc Length 0.212 in c=0.637.r Distance of c.g. from center 0.086 in 2- Flat widths of flanges and webs Flat width of Dim. a= A - 2.r + t 3.6465 in Flat width of Dim. b= B - 2.r + t 3.6465 in Calculation of Ix Element L, Length (in) Y, Distance to the center (in) L xY2 Ix. Flanges 2.a 7.293 B/2 - t/2 1.959 27.974 0.000 Web 2.b 7.293 1 0 0.000 0.000 8.081 Corners 4.0 0.850 b/2 +.c 1.909 3.098 0.000 Sum 15.436 3.868 31.072 8.081 Calculation of I Element L, Length (in) X, Distance to the center (in) L x XZ IY. Flanges 2.a 7.293 00.000 0.000 8.081 Web 2.b 7.293 A/2 - t/2 1.959 27.974 0.000 Corners 4.0 0.850 a/2 + c 1.909 3.098 0.000 Sum 15.436 3.868 31.072 8.081 Section Properties A L x t 1.2812 in Ix t x ( L x Yz +lx') 3.2497 in ly r t x (L x X2 +ly.) 3.2497 in Sx Ix /(B/2) 1.6249 in Sy IY /(A/2) 1.6249 in rx (Ix /A) ° 1.5927 in r,. (ly /A) 1.5927 in - -t • i `t A 24.49 KLA,/ry„ - > • i `t KLX/rx 24.49 KLA,/ry„ 29.25 KUr `, 29.25 ti - S `c > Nominal Buckling Stress . `t KLX/rx 24.49 KLA,/ry„ 29.25 KUr `, 29.25 Fe X2 E/(KL/r)2 340.23 ksi xc , (Fy/Fe) - _ 0.38 t F„ 47.02 ksi Effective Area effective width of compression flange wit = alt •; - 43.93 L - 1.052/(k) . x (w/t) x (F„ /E)° 0.92 ` p` (1-0.22/X)/X 0.83 • ae 3.01 in effective width of web element - w/t = bit - 43.93 1.052/(k) 0.5 z (w/t) x (FWE)o- 0.92 p 'r (1-0.22/X)/X 0.83 A be3.01 in Allowable Axial Load A. A. = A - 2 x t x [(a -a.) + (b -be)] ' 1.07 int P. - - P,,= Ae x F„ 50.30 kips fig 1.80 Pa = P„ /0c 27.95 - kips Check Compression Stresses Loads from Wind? Cbt . Cbl =(P / Pa) . 0.00 NO Allowable Stress Unity 1 0.00 Section is OK Computing of Mn, By using the effective width of compression flange and assuming the web is fully effective the neutral axis can be located as follow: Element L,'Len th in , Distance to top fiber (in)L.y L. C. Flanges , ae 3.010 - V2 0.042 0.125 0.005 Web 2.b 7.293 'B/2 2.000 14.586 29.172 C. Corners 2.0 0.425 c+t/2 0.128 0.054 0.007 T. Flanges ae 3.010 - B -t/2 3.959 11.915 47.166 ,.T.Corners 2.0 0.425 B -c -U2 3.872 1.645 6.372 Sum 14.163 -10.000 s 28.326 82.722 r yog L.y/ L 2.000 Z=R+t x 0.177 in S `c `t r L c' A The max. stress of 50 ksi ocurs`n the compression flange as assumed in the calculation V • Check the effectiveness of the.Web ` � ^, y (yg- Z)F /yam 45.58 ksi 1 - -45.58 ksi iy . • :4 . f2/f, . . *'-1-1.00 The max. stress of 50 ksi ocurs`n the compression flange as assumed in the calculation V • Check the effectiveness of the.Web ` � ^, y (yg- Z)F /yam 45.58 ksi f2 c '._ - (B -yes Z)F /yam -45.58 ksi iy . • :4 . f2/f, . . *'-1-1.00 k a 4+2(1 -W)3+2(1 -W) . 24.00 � h/t be/t 43.93 1.052/(k) 0-5 x (hit) x (f1/E)0s , ; .0.37 ;p r (1-0.22iX)/X 1.10 be . r 3.65 Jn . b, t ba/13-W) f 0.91 , . in bs i. �_ 1.82 in b,+b2 " ; t 2.73 in 21web 2(1/12)(b)3• 8.08 in E C 82.72. in4 . a r' (-)(EL)(yC.) 56.65 in 34.15 in4 2.83 'in4 . p t . Se% lx/y 1.42 in3 Cb=1.0 for combined axial load and bending moment J 2b2d2t/(b+d)•; .4.02in Sr I fullSX . { 1.62 Ino . Lv' 0.36Cbn.(E LG.j)° /(F . Sf) . 76.60 ft - ' Fe Cbn.(E I.G.j) ' /(t. Sf) 1 3273.36 ksi Allowable Bending Moment - M„x 5.905 kip.ft nb 1.670 1 s Ma = MriX /SZb ;. 3.536 kip.ft Check Stresses - C1A% 0.6-0.4-M,/M2 X0.60 Loads from Wind? Cbt ` (Py/ Pa) + (CM. MX / Ma) 0.14 - NO Cbl ; (P / Pa) + (MX / Ma) 0.24 Allowable Stress Unity 1 ^ Cb .. If P / Pa)< 0.15,C C 0.24 ' • (( — b2.b1) - - Section is OK t V • • s ` � ^, y � ( is - - ,. - s• .a' .fie. • •' r � • t •\ ` � ^, y � ( is - - ,. - s• .a' .fie. • •' Knee Brace Design - Compression Member Input Data i KNEE BRACE 3 Member Section 2x2x15 a A = Tube Width 2 in B = . Tube Length 2 in R = Corner Inner Radius 0.09375 in .. t = Thickness 0.072 = in . KLz Buckling around x -x 5.15 ft KLy= Buckling around y -y 5A5. ft E = Modulus of Elasticity 29500 ksi F = Yield Stress' 50 ksi G- Shear Modulus`,11300 ksi Yl - f I x. ------- 4------- yj lb e Calculated Parameter y ie orc s 1- Properties of 900 corner M -0.00001 ki .ft r = R + t/2, Centerline of Dimension 0.130 in P 2.185 kips U = n. r/2, Arc Length 0.204 in c=0.637.r Distance of c.g. from center 0.083 in 2- Flat widths of flanges and webs Flat width of Dim. a= A - 2.r + t 1.6685 in Flat width of Dim. b= B - 2.r + t 1.6685 in , a Calculation of I, Element L, Length (in) Y, Distance to the center (in) L xY2 IX Flanges -2.a 3.337 B/2 - t/2i 0.964 3.101 0.000 - Web 2.b 3.337 0 0.000 0.000 0.774 - Corners _ +- 4.0 0.815 b/2 + c 0.917 0.685 0.000 Sum .7.489 1.881 3.786 0.774 Calculation of I Element' L, Length (in) X, Distance to the center (in) L x XZ ly' Flanges 2.a 3.337 0 0.000 0.000 , 0.774 Web 2.b _ 3.337 A/2 - t/2 0.964 3.101 0.000 • Corners •. 4.0 .. • 0.815 a/2 + c 0.917 0.685 0.000 Sum 7.489 1.881 3.786 0.774 Section Properties A _ L x t 0.5392 in IXC t x( L x Y +Ix') - 0.3284 in + ly t x (L x XZ +I ') 0.3284 in Sx Ix /(B/2) ' 0.3284. in �Sy ly /(A/2) 0.3284 in rx . (Ix /A) 0.7804 in ry (ly /.A) -.0.7804 in f i y { • S = Nominal Buckling Stress KLjr,, 79.19 KLy/ry f 79.19 KUr 79.19 FBTEZ. E/(KL/r)2 46.42 ksi kc ; (Fy/Fe) . 1.04 Fn 31.86 ksi Effective Area effective width of compression flange w/t = alt + _ 23.17. x 4 1.052/(k)0 -5x (w/t) x (Fn/E) . ; . • 0.40 p ! (1-0.22/k)/k 1.13 ae s 1.67 in - effective width of web element wit = b/t ; 23.17 . a ,• _ .1.052/(k) . x (w/t) x (Fn/E) .0.40 p (1-0.22/k)/?, ` 1.13 be r i 1.67. `' in Allowable Axial Load Ae` , Ae = A - 2 x t x ((a -a.) + (b -be)] 0.54 inZ Pn Pn= Ae x Fn 17.18 , kips nc 1.80 Pe = Pn/fly -s' 9.54 kips Check Compression Stresses : Loads from Wind?. - Cb, Cbl=(P / Pe) '0.23 NO 1 " Allowable Stress Unity1 0.23 Section is OK Computing of Mn, By using the effective width of compression flange and assuming • the web is fully effective the neutral axis can be located as follow: -Element, 'f L, Length in , Distance to top fiber in L.y - L. C. Flanges `- • ae ' 1.669- ' t/2 ' 0.036 • 0.060 ` 0.002 Web 12.b 3.337 B/2 1.000 3.337 3.337 C. Corners i 2.0 0.408 c+t/2 0.119 0.048 1 0.006 T. Flanges= ; ae 1.669 B -t/2 , { 1.964 3.277 6.436 T.Corners . 2.0 0.408: B -c -U2 1.881 0.767 -1.443 Sum 7.489 5.000 7.489 11.224 yC9= L.y/ L 1.000 .. Z=R+t 0.166 in 1 The max. stress of 50 ksi ocurs in the compression flange as assumed in the calculation Check the effectiveness of the Web fj (y - Z)F /yam. 41.71 ksi f2 - (B-ycg- Z)Fy/yam -41.71 ksi f2/fl -1.00 ' k ' i- 4+2(1 -W)3+2(1 -W) ' . '124.00 hit ,' - - _ be/t 23.17 t 1.052/(k)05 x (h/t) x (f 1/E)0-5 0.19 p (1-0.22/k)/k. -0.94'. be 1.67 in . bi 1 b./(3 -y) 0.42 in bZ 0.83 in ... . b,+by a 1.25 in ' ` 21web/ 2(1/12)(b)3 F 0.77 in w L 2 11.22 ` in °- i c) ,. 7.49 in° I.X. 4.51 in 0.32 in° Sex IXk9 0.32P t in3 ' < Cb=1.0 for combined axial load and bending moment j a _ . •; 2b2d!t/(b+d) 0.33 `in" St a fullSX ... 0.33 in'. ' `L,' •0.36Cb7c.(E I.G.j) /(F . Sf) > 34.73 ft , Fe - Cbn.(E I.G.j) /(L. Sf) 936.67. ksi ' Allowable Bending Moment _ « M,,; s 1.353 kip.ft .. r � nb i 1.670 ' Ma = M. /Ob 0.810 _ kip.ft F Check Stresses' CMX -0.6-0.4*M,/M2 0.60 Loads from Wind? Cbt (P / Pa) + (Cmx MX / M. 0.23 NO ` Cbl' (P / Pa) + (MX / Ma) .: 0.23 Allowable Stress Unity` '_ 1 Cb. If((P / Pa).<= 0.15,Cb2,Ctii) 0.23 Section is OK Job No Sheet No Rev 153102 REACTION Part Software licensed to Job Title MAAS-LDK Ref By Dat,6-Apr-15 Chd Client File Interior Rows.std Daternme 06 -Apr -2015 13:09 Reaction Summa s ' Horizontal Vertical Horizontal Moment Node UC FX (kip) FY (kip) FZ (kip) MX (kip ft) MY (kip -ft) - MZ (kip -ft) Max FX 23 22:GENERATE 0.661 -0.521 -0.000 -0.000 0.000 -2.623 Min FX 23 77:GENERATE -0.419 1.928 _ -0.000 -0.000 -0.000 1.660 Max FY 23 23:GENERATE -0.419 2.446 -0.000 -0.000 -0.000 1.660 Min FY 23 76:GENERATE 0.661 -1.040 -0.000 -0.000 0.000 -2.623 Max FZ 23 93:GENERATE -0.000 0.777 0.144 0.492 -0.001 -0.000 Min FZ 23 37:GENERATE 0.000 1.295 -0.144 -0.492 0.001 -0.001 Max MX 23 93:GENERATE -0.000 0.777 0.144 0.492 -0.001 -0.000 Min MX 23 37:GENERATE 0.000 1.295 -0.144 -0.492 0.001 -0.001 Max MY 23 91:GENERATE 0.000 0.777 -0.144 -0.492 0.001 -0.000 Min MY 23 39:GENERATE -0.000 1.295 0.144 0.492 -0.001 -0.001 Max MZ 23 77:GENERATE -0.419 1.928 -0.000 -0.000 -0.000 1.660 Min MZ 23 31:GENERATE 0.000 1.295 -0.000 1 -0.000 -0.000 -6.668 s ' runt iimewate: wioa¢ois 13:1z STAAD.Pro V8i 20.07.05.15 i Print Run 1 of 1 JOB TrrLE MAA❑ 00®❑mA Jos N0. 153102 SHEET NO. R B I SOLAR CALCULATED BY M. A0Y®E DATE • CHECKED BY DATE ' STRUCTURAL CALCULATIONS FOR MAAS CHICO, CA 1 • Q�OFESSrpy9 ���p�PPAED q l�2 ti g C 67103 9<.c m � EXP.9-30-16 m • «-, Code: CBC 2013 Dead Load: 5.0 psf Roof Live Load: . 0.0 psf L ;'o.o psf 160 mph 20.0 deg Ground SnOW: Wind Speed: Module Tilt:1 Purlin Spacing: , 3.25 ft . TCordaLength = 13.00 ft (Exposure C Assumed) - -Snow Load Calculation: pf = 0.7CsCeCtlspr' 1 g, Ce = 1.01 1.2 0.8 . . (' Ct = 15 = in 4 = 0.91 0.0 psf Ps=I ` Wind Load Calculation: q = 0.002561 ZKdK,tV2 .i Y' K' = 1.00 0.85.. 1:0 Kd = Kn = q = 21.8 psf ' - Mean Roof Height = 33.0 ft (Per CPP Wind Tunnel Analysis) STAAD Model Input (Z-Purlin Loading) 'Dead Load: 0.016 k1f, Roof Live: 0.000 k1f 'Snow Load: 0.000 k1f Wind: _ Balanced Wind (Applied to all purlins): .:_. Zone ,,1 _ 2 3 4 5 Wind Uplift -0.073 k1f -0.067 k1f •=0.054 kif -0.054 k1f 4 Wind Down 0.067 k1f 0.046 k1f 0:031 k1f 0.031 k1f 0.028 k1f ' Wind: 5t of purlins ONLY): Zone 1_ _2- r 4 5 Wind Down -0.107 k1f -0.070 k1f STAAD Model Input (Z-Purlin Loading) 'Dead Load: 0.016 k1f, Roof Live: 0.000 k1f 'Snow Load: 0.000 k1f Wind: _ Balanced Wind (Applied to all purlins): .:_. Zone ,,1 _ 2 3 4 5 Wind Uplift -0.073 k1f -0.067 k1f •=0.054 kif -0.054 k1f -0.054 Of Wind Down 0.067 k1f 0.046 k1f 0:031 k1f 0.031 k1f 0.028 k1f ' Wind: Unbalanced Wind (Applied to lower half of purlins ONLY): Zone 1_ _2- 3., 4 5 Wind Down -0.107 k1f -0.070 k1f -0.041 k1f " -0.040 k1f -0.037 k1f ,'Wind Uplift 0.019 k1f 0.027 k1f 0.034 k1f 0.034 k1f 0.032 k1f Base Moment: Downward -13.151 k1f -8.847 k1f -5.260 k1f -5.1814k1f • -5.021 k1f Base Moment: (Uplift) 1.435 k1f 1.116 k1f 1.993 k1f :•.`2.152 k1f 2.072 k1f r ... 4 `'J t 20.0_ Dearee Tilt Zone: 1 2 1 3` 1 4 5 Zone Width 0.00 ft 13.00 ft 26.00 ft 39.00 ft 52.01 ft • i Roof Pressures (p = gGCN(psf)): = Zone: I 1 1 2 3 .• 4 5 " Base of Post Coefficients (Wind Tunnel Test Results): Roof Pressures (p = gGCN(psf)): = Zone: I 1 1 2 3 .• 4 5 Uplift -22.49 1 -20.67 1 -16.68. 1 -16.68 -16.68 i Downwardl 20.67 1 14.14 r 9.43 1 9.43: 1 .8.70 " Base of Post Coefficients (Wind Tunnel Test Results): Zone: 1 2 1 3 1 4 5 GCS Negative -0.28 ! 0.19 -0.11. -0.11 -0.11 Positive 0.03 _ 0.02.. 0.04 0.05 0.04 x Base of Post Moments (My=GCNn*q*Aref*Lref): Zone: 1 2 3 4 5 Zone: 1 2 3 4 5 Negative (Downward) -13.15 k -ft -8.85 k -ft -5.26 k -ft -5.18 k -ft -5.02 k -ft' Positive (Uplift) 0.11 k -ft . 0.09 k -ft 6.15k -ft' 0.17 k -ft 0.16 k -ft Lower Purlin Coefficients (Wind Tunnel Results): Zone: 1 2 3 4 5 r Negative -1.51 -0.99 -0.59 -0.57 -0.53 Positive 0.27 0.38 0.48 0.48 0.45 Lower Purlin Coefficients (Wind Tunnel Results): Zone: 1 2 3 4 5 4*GC,m, Negative -1.51 -0.99 -0.59 -0.57 -0.53 Positive 0.27 0.38 0.48 0.48 0.45 Lower Purlin Pressures (p=q*GCS,,,*4) {psf) Zone: 1 1 2 1 3 1 4 5 f y Negative (Downward) -32.93 -21.47 1 -12.77 1 1 -12.33 11.46 T Positive (Upliffil 5.95 1 1 8.27 1 10.44 1 10.44 1 9.72 , RBI Solar, Inc. ` JOB TITLE MAAS 5513 Vine St. . I CHICO, CA Cincinnati, OH 45217 JOB NO. 153102 SHEET NO. 513-242-0311 CALCULATED BY DATE 4/3/2015 ' CHECKED BY - DATE • VI. Seismic Loads: Seismic Use Group I — Importance Factor (le) 1.00 Site Class D ' Ss (0.2 sec) = 53.30 °/ug Zin Code Search for Ss & S 1: S 1 (1.0 Sec) _' 21.10 %g htro://eahazmat)s.usas.gov/html/zipcode.htmi Fa = 1.374 Sms = 0.732 Sds = 0.488 Design Category = C Fv = 1.978 Sml = 0.417 Sd1 = 0.278 Design Category = D Seismic Design Category = D Number of Stories: 1 Structure Type: Light Frame Plan Structural Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphrams: No Building System: Inverted Pendulum Systems Seismic resisting system: Cantilevered column systems System Building Height Limit: 35 ft Actual Building Height (hn) =33.0 ft See ASCE7 Section 9.5.2.2.4&5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Factor (R) = 2.5 System Over-Strength Factor (2o) = 2 Sds = 0.488 Deflection Amplification Factor (Cd) = 2:5 Shc= 0.278 Code Reference Section for Detailing: 0 PERMITTED ANALYTICAL PROCEDURES , Index Force Analysis (Seismic Category A only) Method No{Permitted Simplified Analysis Permitted • Design Base Shear V=1.2SdsW/R = 0.234W Equivalent Lateral-Force Analysis Permitted Building period coef. (Cr) = 0.020 Approx fundamental period (Ta) = Crha` = 0.275 x= 0.75 Seismic response coef. (Cs) = Sdsle/R = 0.195 need not exceed Cs= Sd 1 Ie/RTa = 0.404 but not less than Cs = =0.044Sdsle 0.021 USE Cs = 0.195 Design Base Shear V =0.195W Model, Linear &'Nonlinear Response Analysis Permitted (see code for procedure) _,01 Ti- _at: 03D42015 11:55 153102 SK -1 —TIZ MAAO RJ _e1.3•Ap015 - _Ljd - -- Fi_ NoA0RO7000 --- 03-ApQ201511:46 '3z' \ \ e �\ \ \\ o Sb.\\ Al' '\ \ \. 0) bY±�1642 \ m. t�5 41 SK -1 _,01 Ti- _at: 03D42015 11:55 • _intri_ —et_ WD4261511:56 OTAAO.OI D 08i 20.07.05.15 J , x ' • l i A 1 --_1111HJ11 J1 1 1 _N --�N 1531 SK-2 JR- —rt- MAAO RJ -It.3ApO15 - _L.t . Fi- North RMOQO Ji 03-ApO201511:46 b oft t 71 • \, 1839k �1A.161t 11 ` \ J•ft °I-TI4 [� SK -2 _intri_ —et_ WD4261511:56 OTAAO.OI D 08i 20.07.05.15 J , x ' • l i A 1 --_1111HJ11 J1 1 1 [7 • • ®N153102 ��NRESULT ROD . . R-Aw- 1 ;aDChOalllgMhCMtO OaR CCDTit® MAA❑ RO' DO Oau3-Ap015 Om OaD,t Fi® NCLE❑RCD❑Ct❑ 'OatOTiOO 03-ApC32015 12:00 t Nodes Node X (ft) Y (ft) 2 (ft) 1 0.000 1.858 0.000 2 9.056 5.154 0.000 3 2.947 2.931 0.000 4 6.109 4.081 0.000 5 1.474 2.394 0.000 6 7.582 4.618 0.000 7 4.528 0.000 0.000 9 0.000 1.858 19.593 10 9.056 5.154 19.593 2.947 2.931 19.593 6.109 4.081 19.593 1.474 2.394 19.593 7.582 4.618 19.593 4.528 0.000 19.593 [20 0.000 1.858 39.187 9.056 5.154 39.187 2.947 2.931 39.187 6.109 4.081 39.187 1.474 2.394 39.187 22 7.582 4.618 39.187 23 4.528 0.000 39.187 25 0.000 1.858 58.780 26 9:056 5.154 58.780 27 2.947 2.931 58.780 28 6.109 4.081 58.780 29 1.474 2.394 58.780 30 7.582 4.618 58.780 31 4.528 0.000 58.780 33 0.000 1.858 78.373 34 9.056 5.154 7&373 35 2.947 2.931 78.373 36 6.109 4.081 78.373 37 1.474 2.394 78.373 38 7.582 4.618 78.373 39 4.528 0.000 78.373 41 0.000 1.858 97.967 42 9.056 5.154 97.967 43 2.947 2.931 97.967 44 6.109 4.081 97.967 45 1.474 2.394 97.967 46 7.582 4.618 97.967 47 4.528 0.000 97.967 55 4.528 3.506 19.593 56 4.528 0.470 0.000 57 4.528 3.506 0.000 t TiOOIDatO 03104¢015 12:02 ❑TAA❑.❑OD ❑8i 20.07.05.15• OOht ROI 1 O' 17 • �M • oCfloam �o77t❑ ®Ta® MAA❑ ❑ it Nodes Cont... Node X (ft) Y (ft) Z (ft) 58 4.528 0.470 19.593 59 4.528 '3.506 39.187 60 4.528 0.470 39.187 61 4.528 3.506 58.780 62 4.528 0.470 58.780 63 4.528 3.506 78.373 64 4.528 0.470 78.373 65 4.528 3.506 97.967 66 4.528 0.470 97.967 Beams Beam Node A Node B Length Property 1 1 5 1.568 3 0 2 3 57 1.682 3 0 3 4 6 1.568 3 0 4 5 3 1 1.568 3 0 5 6 2 1.568 3 0 6 7 56 0.470 1 0 7 56 57 3.036 1 0 8 5 56 3.610, 2 0 9 9 13 1.568 3 0 10 11 55 1.682 3 0 11 12 14 1.568 3 0 12 13 11 1.568 3 0 13 14 10 1.568 3 0 14 15 58 0.470 1 0 15 58 55 3.036 1 0 16 13 58 3.610 2 0 17 17 21 1.568 3 0 18 19 59 1.682 3 0 19 20 22 1.568 3 0 20 21 19 1.568 3 0 21 22 18 1.568 3 0 22 23 60 0.470 1 0 23 60 59 3.036 1 0 24 21 60 3.610 2 0 25 25 29 1.568 3 0 26 27 61 1.682 3 0 27 28 30 1.568 3 0 28 29 27 1.568 3 0 29 30 26 1.568 3 0 30 31 62 0.470 1 1 0 UR I Iu WUatu UJIu4r2ulO 11:uz Cm NO -n= NO Rm 153102 RESULT DaR RCf 00 oatt3-Ap1215 om F'® NQT❑RQ7a1:I❑ "a" -T'00 03-APG2015 12:00 ❑TAA❑.❑OD❑8i 20.07.05.15 DOM RCA 2 1717 L 1 . f. ' ®N1531o2 0�NRESULT ROD " OG(iOaO➢QID1®t0 Dalt ®THIM MAA❑. RCf 00 ❑att3-Ap[315 Om omO,t Fill Naf❑RCLI❑C3❑ °at°T°° 03-APG2015 12:00 Beams Cont... Beam Node A Node B Length (ft) Property ( 03= 0 31 62 61 3.036 1 0 32 29 62 3.610 2 0 33 2 10 19.593 5 20 34 '10 18 19.594 5 20 • 35 18 26 19.593 5 20 36 4 12 19.593 5 20 37 12 20 19.594 5 20 38 20 28 19.593 5 20 39 3. 11 _ 19.593 5 20 40 11 19 19.594 5 20 41 19 27 19.593 5 20 42 1 9 19.593 5 20 43 9 17 19.594 5 20 44 17 25 19.593 5 20 45 57 58 19.827 4 0 46 55 56 19.827 4 0 47 33 37 1.568 3 0 48 35, 63 1.682 3 0 49' 36 38 1.568 3 0 50 37 35 1.568 3 0 51 38 34 1.568 3 0 52 39 64 0.470 1 0 53 64 63 3.036 1 0 54 37 64 3.610 2 0 55 26 34 19.593 5 20 56 28 36. 19.593 5 20 57 27 35 119.593 5 20 58 25 33 19.593 5 20 59 41 45 1.568 3 0 60 43 65 1.682 3 0 61 44 46 1.568 3 0 62 45 .43 1.568 3 0 63 46 42 1.568 3 0 64 47 66 0.470 1 0 65 66 65 3.036 1 0 66 45 66 3.610 2 0 67 34 42 19.594 5 20 68 .36 44 19.594 5 20 69 . 35 43 19.594 5 20 70 33 41 19.594 5 20 71 57 4 1.682 3 0 72 55 12 1.682 3 0 73 59 20 1.682 3 0 74 61 28 1.682 3 0 75 63 36 1.682 3 0 n0hl Tin Mnalne 03f04f2015 1202 a • MYA A n nrnl 10; 7!1 /17 nc 4 C 7 i -7 ®NO= NO ROD 163102 RESULT OCftO.110M =to ❑aR ®Til® MAAD ROF ' 00 oaa3-APG15 om Oau,t Fi" NOIOROODQO Oata'DO 03-APG2015 12:00 Beams Cont... Beam Node A Node B Length Property B 76 65 44 1.682 3 0 77 56 6 5.151 2 0 78 58 14 5.151 2 0 79 60 22 5.151 2 0 80 62- 30 5.151 2 0 81 64 38 5.151 2 0 82 66 46 5.151 2 0 Basic Load Cases Number Name 1 DEAD ODA❑ 2 ❑NOD ODAO 3 ❑❑GffT 4 D❑ON 5 ONDACANOEO 0❑OffT 6 ONOA❑ANOEO DOD N 7 DADE ODD MOMENT -ZONE 1 8 DADE 000 MOMENT - ZONE 2 9 DADE DOD MOMENT - ZONE 3 10 DADE 000 MOMENT - ZONE 4 11 DADE 000 MOMENT - ZONE 5 12 DADE NEG MOMENT - ZONE 1 13 DADE NEG MOMENT - ZONE 2 14 DADE NEG MOMENT - ZONE 3 15 DADE NEG MOMENT - ZONE 4 16 DADE NEG MOMENT - ZONE 5 17 TRANO EO 18 CONG E❑ J OW TiOOIDatII 0310412015 12:02 i1TAAr1_ nm flAi 20 07 05 15 OMI R014 Of 17 • r� U • I 0[ftOaGO MMn=t0 Em NO 153102 OOt NO RESULT ROO oam ®Tit® MAA❑ REI 00 Oati3-AP1315 Om Om,t Fi® NC DRCp❑Q❑ oatuio0 03-Ap92015 12:00 Combination Load Cases Comb. Combination UC Name Primary Primary UC Name Factor 19 GENERATED ®❑ TA❑CE7A❑❑241 1 1 DEAD C❑A❑ 1.00 20 GENERATED ®❑ TA❑CE7Ap❑241 2 1 DEAD MAO 1.00 2 pN❑❑ C❑A❑ 1.00 21 GENERATED 0D❑ TA❑CE7A❑0241 3 1 DEAD MAO 1.00 2 ON❑❑ MAD 0.75 22 GENERATED ®❑ TA❑CE7A❑0241 4 1 DEAD MAD 1.00 3 ❑pQffT 0.60 23 GENERATED ®❑ TA❑CE7App241 5 1 DEAD MAD 1.00 4 ODD 0.60 24 GENERATED fID0 TA❑CE7Ap❑241 6 1 DEAD MAD 1.00 5 ❑N❑ACAN❑E❑ ❑pQFtT 0.60 25 GENERATED ®❑ TA❑EE7A❑❑241 7 1 DEAD MAD 1.00 6 ❑N❑Ap4N❑E❑ ❑❑❑ N 0.60 26 GENERATED ®❑ TA❑CE7A❑❑241 8 1 DEAD MAO 1.00 7 ❑A❑E ❑❑❑ MOMENT -ZONE 1 0.60 27 GENERATED ®❑ TA❑CE7A❑0241 9 1 DEAD []DAD 1.00 8 ❑ApE ❑❑❑ MOMENT - ZONE 2 0.60 28 GENERATED ®❑ TA❑CE7A❑❑241 10 1 DEAD a]Ap 1.00 9 ❑A❑E ❑❑❑ MOMENT - ZONE 3 0.60 29 GENERATED ®❑ TA❑CE7A❑❑241 11 1 DEAD mA❑ 1.00 10 OA❑E ODD MOMENT - ZONE 4 0.60 30 GENERATED ®❑ TA❑CE7A❑❑241 12 1 ❑EAp p❑A❑ 1.00. 11 OApE❑❑pMOMENT - ZONE 5 0.60 31 GENERATED ®❑ TA❑CE7A❑❑241 13 1 DEAD mA❑ 1.00 12 OA❑E NEG MOMENT - ZONE 1 0.60 32 GENERATED ®❑ TA❑CE7A❑❑241 14 1 DEAD mAp 1.00 13 ❑A❑E NEG MOMENT - ZONE 2 0.60 33 GENERATED [ID❑ TA❑CE7A❑0241 15 1 DEAD COAD 1.00 14 ❑A❑E NEG MOMENT -ZONE 3 0.60 34 GENERATED ®❑ TA❑CE7A❑❑241 16 1 DEAD mA❑ 1.00 15 ❑A❑E NEG MOMENT - ZONE 4 0.60 35 GENERATED ®❑ TA❑CE7A❑❑241 17 1 DEAD mA0 1.00 16 ❑A❑E NEG MOMENT - ZONE 5 0.60 36 GENERATED [ID❑ TA0[E7A❑❑241 18 1 DEAD COAD 1.00 17 TRAN❑ E❑ 0.70 37 GENERATED ®p TA❑[E7A❑0241 19 1 DEAD mA❑ 1.00 ' 18 ❑7NG E❑ 0.70 38 GENERATED ®❑ TA❑CE7A❑❑241 20 1 DEAD COAD 1.00 17 TRAN❑ E❑ -0.70 39 GENERATED fID❑ TA❑CE7A❑❑241 21 1 DEAD MAD 1.00 18 mNG E❑ -0.70 40 GENERATED ®❑ TA❑CE7A❑0241 22 1 DEAD mA❑ 1.00 3 ❑❑QffT 0.45 41 GENERATED ®❑ TA❑1E7A❑❑241 23 1 DEAD 0m,t r0 ®ata osroaiaots 12:02 pTAAO.❑®❑8i 20.07.05.15 0m,t RD 5 Of 17 C❑A❑ 1.00 4 ❑❑❑ N 0.45 7 OCftOa09MDn lt0 ®NO 153102 Fn=N❑ RESULT RD] Dam ®Tit® MAAO RCf , 00 Oat[3-AP[315 000 OEM Fi® N❑11❑RmOQ❑ Oat""OO 03-AP❑2015 12:00 Combination Load Cases Cont... Comb. Combination UC Name Primary Primary LIC Name Factor 42 GENERATED ®❑ TA❑CE7A❑❑241 24 1 DEAD mA❑ 1.00 5 ❑NOACANOEO ❑❑[3FT 0.45 43 GENERATED ®❑ TA❑CE7A❑❑241 25 1 DEAD MAO 1.00 6 ❑NOA❑4NOE❑ ❑0❑ N 0.45 44 GENERATED 1100 TAOCE7A❑0241 26 1 DEAD mAo 1.00 7 DA❑E 000 MOMENT - ZONE 1 0.45 45 GENERATED ®❑ TAOCE7A❑0241 27 1 DEAD []DAD 1.00 8 OAOE ❑OO MOMENT - ZONE 2 0.45 46 GENERATED 0➢❑ TA❑CE7A0❑241 28 1 DEAD MAO 1.00 9 OA❑E ❑OO MOMENT -ZONE 3 0.45 47 GENERATED ®❑ TA❑CE7A❑0241 29 1 DEAD mA❑ 1.00 10 ❑A❑E 000 MOMENT -ZONE 4 0.45 48 GENERATED ®O TAOCE7AOO241 30 1 DEAD mA❑ 1.00 11 OA❑E ❑❑❑ MOMENT - ZONE 5 0.45 49 GENERATED ®0 TA❑[E7A00241 31 1 DEAD mA❑ 1.00 12 OA❑E NEG MOMENT - ZONE 1 0.45 50 GENERATED ®❑ TA❑EE7A❑0241 32 1 DEAD MAO 1.00 13 ❑A❑E NEG MOMENT - ZONE 2 0.45 51 GENERATED ®❑ TAOEE7A00241 33 1 DEAD mA❑ 1.00 14 OA❑E NEG MOMENT - ZONE 3 0.45 52 GENERATED ®O TA❑CE7A❑0241 34 1 DEAD mA❑ 1.00 15 OAOE NEG MOMENT - ZONE 4 0.45 53 GENERATED 0D0 TA❑CE7A❑❑241 35 1 DEAD COAD 1.00 16 OA❑E NEG MOMENT - ZONE 5 0.45 54 GENERATED ®❑ TAOCE7A❑0241 36 1 DEAD mA❑ 1.00 3 O❑QffT 0.45 2 ❑N❑0 [DAD 0.75 55 GENERATED ®❑ TA❑CE7A❑❑241 37 . 1 DEAD MAO 1.00 4 COON 0.45 2 ❑N❑O mA❑ 0.75 56 GENERATED 0➢0 TA❑CE7A❑0241 38 1 DEAD COAD 1.00 5 ❑NDAOANOE❑ OOQET 0.45 2 ❑N❑❑ mA❑ 0.75 57 GENERATED ®❑ TAOCE7A❑0241 39 1 DEAD MAO 1.00 6 ❑NOA❑ANOE❑ ❑❑❑ N 0.45 2 ON❑❑ MAO 0.75 58 GENERATED ®❑ TAO[E7AO❑241 40 1 DEAD mA❑ 1.00 7 OA❑E 00❑MOMENT -ZONE 1 0.45 2 ❑N❑❑ mA❑ 0.75 59 GENERATED ®❑ TAOCE7A❑0241 41 1 DEAD mAO 1.00 8 ❑A❑E 000 MOMENT -ZONE 2 0.45 2 ONO❑ []DAD 0.75 60 GENERATED 0D❑ TAOCE7AO0241 42 1 DEAD []DAD 1.00 9 [7AOE0❑❑MOMENT - ZONE Omit r0®at0 osroataote 12:02 ❑TAA0.00➢ 08i 20.07.05.15 0m,t RM 6 3 0.45 2 ❑N❑❑ mA❑ 0.75 x117 • • ' OCftOa®Q07i077t0 077NO 153102 0000: NO RESULT R00 DWI) ®Til® MAA❑ Rt7 00 0au3-APL215 Om OmO,t F'® N❑ DR❑DDDO OalOTi00 03-AP[32015 12:00 Combination Load Cases Cont... Comb. Combination UC Name Primary Primary UC Name Factor 61 GENERATED ®❑ TA❑CE7A00241 43 1 DEAD mA❑ 1.00 10 OA❑E 000 MOMENT - ZONE 4 0.45 2 ON❑❑ ❑7A❑ 0.75 62 GENERATED ®❑ TA❑CE7A❑0241 44 1 DEAD D❑A❑ 1.00 11 OA❑E 000 MOMENT -ZONE 5 0.45 2 ONO❑ mAO 0.75 63 GENERATED tID❑ TAOCE7A0❑241 45 1 DEAD 07A0 1.00 12 ❑A❑E NEG MOMENT - ZONE 1 0.45 2 ❑N00 D7A❑ 0.75 64 GENERATED OD❑ TA❑CE7A00241 46 1 DEAD ❑7A❑ 1.00 13 ❑A❑E NEG MOMENT -ZONE 2 0.45 2 ❑N❑❑ 07A❑ 0.75 65 GENERATED OD❑ TA❑CE7A00241 47 1 DEAD 07A❑ 1.00 14 OAOE NEG MOMENT -ZONE 3 0.45 2 ❑N❑❑ mA❑ 0.75 66 GENERATED 0➢0 TA0CE7A❑❑241 48 1 DEAD COAD 1.00 15 OA❑E NEG MOMENT - ZONE 4 0.45 2 ❑NO❑ mA0 0.75 67 GENERATED ODO TA❑CE7A00241 49 1 DEAD D7A❑ 1.00 16 ❑ADE NEG MOMENT - ZONE 5 0.45 2 ❑N00 O7A❑ 0.75 68 GENERATED ®❑ TAO❑E7A0❑241 50 1 DEAD 07A0 1.00 17 TRAN❑ E❑ 0.52 69 GENERATED ®❑ TAOCE7A00241 51 1 DEAD 07A0 1.00 18 ❑]NG E❑ 0.52 70 GENERATED ®❑ TA❑CE7A❑0241 52 1 DEAD ❑7A❑ 1.00 17 TRAN❑ E❑ 0.52 2 ❑NO❑ ❑7A❑ 0.75 71 GENERATED ®❑ TAOCE7A❑0241 53 1 DEAD 07A❑ 1.00 18 07NG E❑ 0.52 2 ❑N❑❑ D❑AO 0.75 72 GENERATED ®O TA❑CE7A❑0241 54 1 DEAD ❑7A❑ 1.00 17 TRAN❑ E❑ -0.52 73 GENERATED ®0 TAOCE7A❑0241 55 1 DEAD mA❑ 1.00 18 mNG E❑ -0.52 74 GENERATED OD❑ TA0o=7A❑0241 56 1 DEAD mA❑ 1.00 17 TRAN❑ E❑ -0.52 2 ❑N00 ❑7A0 0.75 75 GENERATED OI10 TA❑CE7A00241 57 1 DEAD 07A❑ 1.00 18 ❑7NG E❑ -0.52 2 ❑N❑❑ mA❑ 0.75 76 GENERATED ®❑ TA❑CE7A0❑241 58 1 DEAD ❑7A0 0.60 3 ❑❑QET 0.60 77 GENERATED ®O TA❑CE7A00241 59 1 DEAD 0rrr,l r0®al0 osllDalaof s 12:02 ❑TAA❑. ❑®08i 20.07.05.15 om,t RQi 7 Of 17 D7A❑ 0.60 4 ❑❑0N 0.60 • • • outoamCOT®to o77Tit® MAA❑ omit Combination Load Cases Cont... ®N❑OUJ3N❑ Rm 153102 RESULT oam RQ 00 oatt3-APG15 om Film NOTE❑RCODOO I oatD3io❑ 03-AP02015 12:00 Comb. Combination UC Name Primary Primary UC Name Factor 78 GENERATED ®❑ TA❑CE7A00241 60 1 DEAD MAO 0.60 5 ❑NOA❑ANOE❑ OOC[ET 0.60 79 GENERATED [ID0 TAOCE7A00241 61 1 DEAD MAD 0.60 6 ONOACANDE❑ 000 N 0.60 80 GENERATED ®❑ TAOEE7A00241 62 1 ❑EA❑ MAO 0.60 7 DADE ❑❑0MOMENT -ZONE 1 0.60 81 GENERATED ®❑ TA❑CE7A❑❑241 63 1 DEAD CDA❑ 0.60 8 DADE 000 MOMENT - ZONE 2 0.60 82 GENERATED ®❑ TA❑CE7A00241 64 1 DEAD ODAO 0.60 9 DADE 000 MOMENT - ZONE 3 0.60 83 GENERATED 11D0 TAOEE7A❑D241 65 1 DEAD COAO 0.60 10 DADE DOD MOMENT - ZONE 4 0.60 84 GENERATED ®0 TA❑CE7A❑❑241 66 1 DEAD COA0 0.60 11 DADE 000 MOMENT - ZONE 5 0.60 85 GENERATED ®❑ TA❑EE7AD0241 67 1 DEAD COAD 0.60 12 DADE NEG MOMENT - ZONE 1 0.60 86 GENERATED ®❑ TAOCE7AD0241 68 1 DEAD ODA❑ 0.60 13 DADE NEG MOMENT - ZONE 2 0.60 87 GENERATED ®❑ TA❑CE7AOD241 69 1 DEAD COAD 0.60 14 DADE NEG MOMENT - ZONE 3 0.60 88 GENERATED ®O TA❑CE7A❑0241 70 1 DEAD COAD 0.60 15 DADE NEG MOMENT - ZONE 4 0.60 89 GENERATED 900 TA0EE7A0❑241 71 1 DEAD D7AO 0.60 16 DADE NEG MOMENT - ZONE 5 0.60 90 GENERATED ®❑ TA❑CE7AD0241 72 1 DEAD DOA❑ 0.60 17 TRAN❑ ED 0.70 91 GENERATED ®❑ TA❑CE7AD❑241 73 1 DEAD DOA❑ 0.60 18 mNG E0 0.70 92 GENERATED ®D TADEE7A❑0241 74 1 DEAD COAO 0.60 17 TRANO EO -0.70 93 GENERATED ®❑ TAOCE7AOD241 75 1 DEAD COAD 0.60 18 1 ODNG E❑ 1 -0.70 U I /AAU.UUU Ut)l ZU.W.U0.10 uunl KLn u LI 1 I • • Beam Loads: 1 DEAD LOAD CmN153102 D�NRM RESULT Dam RCf 00 05!ApG15 Dm Fill NOJORODOO:D I DatEmoo 03-Ap02015 12:00 Beam Type Direction • - 0Cft0aMMIhCL❑l0 Of[ft ®Tit® MAA❑ -16.252 - - - - 34 ❑mrt • • Beam Loads: 1 DEAD LOAD CmN153102 D�NRM RESULT Dam RCf 00 05!ApG15 Dm Fill NOJORODOO:D I DatEmoo 03-Ap02015 12:00 Beam Type Direction Fa Da Fb Db Ecc. (ft) (ft) 33 ON❑ Of[ft GY -16.252 - - - - 34 ONO lIIf[ft GY -16.252 - - - - 35 ONO Gif[ft GY -16.252 - - - 636 ❑N❑ QIf[ft GY -16.252 - - - 37 ❑N❑ oTflft GY -16.252 - - - 38 ONO iIIf[ft GY -16.252 - - - 39 ONO lIIf[ft GY -16.252 - - - - 40 ONO Ef[ft GY -16.252 - - - 41 ❑N❑ ilf[ft GY -16.252 - - - - 42 ONO lIIf[ft GY -16.252 - - - 43 ONO Ef[$ GY -16.252 - - - - 44 ONO alf[ft GY -16.252 - - - 55 ❑N❑ gaff$ GY -16.252 - - - - 56 ONO M[ft GY -16.252 - - - 57 ONO a f[ft GY -16.252 - - - - 58 ONO gif[ft GY -16.252 - - - 67 ❑N❑ laf[ft GY -16.252 - - 68 ❑N❑ 111f[ft GY -16.252 - - - - 69 ONO gif[ft GY -16.252 - - - - 70 1 ONO Mift GY -16.252 - - - - Beam Loads: 2 SNOW LOAD Beam Type Direction Fa Da Fb Db Ecc. (ft) (ft) 33 ONO Olf[ft GY 0.000 - - - - 34 ❑N❑ tel$ GY 0.000 - - - - 35 ONO Gaff$ GY 0.000 - - - 36 ONO gf[ft GY 0.000 - - - - 37 ❑N❑ gaff$ GY 0.000 - - 38 ONO Gif[ft GY 0.000 - - - 39 ONO mf[ft GY 0.000 - - - - 40 ❑N❑ gif[ft GY 0.000 - - - 41 ONO gif[8 GY 0.000 - - - - 42 ❑N❑ gif[ft GY 0.000 - - - 43 ONO I f[ft GY 0.000 - - - 44 ONO TIM GY 0.000 - - 55 ❑N❑ Gif[ft GY 0.000 - - - - 56 ONO Hf[ft GY 0.000 - - - 57 ONO giflft GY 0.000 - - - - 58 ❑N❑ Ef[ft GY 0.000 - - - 67 ONO 9If[ft GY 0.000 - - - 68 ❑N❑ [IIf[ft GY 0.000 - - - - 69 ONO gif[ft GY 0.000 - - - - mtt TOMiatO 030412015 12:02 ❑TAA❑. DIM ❑8i 20.07.05.15 OQht RCh 9 Cf 17 • • _ Type Direction Fa Da Fb Db ®N❑ 33 0CM NO ROD Y 73.100 0.000 - 13.001 ❑N❑ 153102 Y RESULT 13.001 - - OCftoa®M®to - 34 ❑N❑ (IIf[ft Y pall 0.000 - ®Til® (SAA❑ - ❑N❑ gif[ft Y 54.200 RiY 19.411 - ONO lQf[ft Y 54.200 19.411 - 00 0att3-Ap015 Om am,t ❑N❑ gif[ft Y 54.200 0.000 - 12.819 FM NEHOR❑7OCt❑ oatcmoo 03-Ap132015 12:00 Beam Loads: 2 SNOW LOAD Cont... lIIf[ft Y 54.200 Beam Type - Direction Fa Da Fb Db Ecc. 13.001 - ONO tIIfUt (ft) 67.200 13.001 - (ft) 70 ONO tIIf[ft GY 0.000 67.200 0.000 - 6.410 - Beam Loads: 3 UPLIFT ONO Of[ft Y 54.200 6.410 - 19.411 - ONO Of[ft Y 54.200 19.411 - 19.593 - 38 ONO IIIf[ft Y 54.200 0.000 - 12.819 - ONO gif[ft Y 54.200 12.819 - 19.593 - 39 ❑N❑ Of[ft Y _73.100 0.000 - 13.001 - ONO Of[ft Y 67.200 13.001 - 19.593 - 40 ❑N❑ tQf[ft Y 67.200 0.000 - 6.410 - ONO tIIf[ft Y 54.200 6.410 - 19.411 - ONO Of[ft Y 54.200 19.411 - 19.593 - 41 ONO aff[ft Y 54.200 0.000 - 12.819 - ONO Of[ft Y 54.200 12.819 - 19.593 - 42 ❑N❑ Of[ft Y 73.100 0.000 - 13.001 - ONO gif[ft Y 67.200 13.001 - 19.593 - 43 ❑N❑ [E[f[ft Y 67.200 0.000 - 6.410 - ❑N❑ tQf[8 Y 54.200 6.410 - 19.411 - ❑N❑ lQf[$ Y 54.200 19.411 - 19.593 - 44 ONO Of[ft Y 54.200 0.000 - 12.819 - ❑N❑ Of[ft Y 54.200 12.819 - 19.593 - 55 ❑N❑ Of[ft Y 54.200 0.000 - 0.000 - 56 ❑N❑ Of[ft Y 54.200 0.000 - 0.000 - 57 ONO tQf[ft Y 54.200 0.000 - 0.000 - 58 ONO Of[ft Y 54.200 0.000 - 0.000 - 67 ONO alf[ft Y 54.200 0.000 - 0.000 - 68 ❑N❑ Of[ft Y 54.200 0.000 - 0.000 - 69 ❑N❑ tIIf[ft Y 54.200 0.000 - 0.000 - 70 ❑N❑ Of[ft Y 54.200 0.000 - 0.000 - Beam Type Direction Fa Da Fb Db Ecc. 33 ONO Of[ft Y 73.100 0.000 - 13.001 Beam Type Direction Fa Da Fb Db Ecc. 33 ONO Of[ft Y 73.100 0.000 - 13.001 - ❑N❑ lIIf[ft Y 67.200 13.001 - 19.593 - 34 ❑N❑ (IIf[ft Y 67.200 0.000 - 6.410 - ❑N❑ gif[ft Y 54.200 6.410 - 19.411 - ONO lQf[ft Y 54.200 19.411 - 19.593 - 35 ❑N❑ gif[ft Y 54.200 0.000 - 12.819 - ONO lIIf[ft Y 54.200 12.819 - 19.593 - 36 ❑N❑ [IIf[ft Y 73.100 0.000 - 13.001 - ONO tIIfUt Y 67.200 13.001 - 19.593 - 37 ❑N❑ ffif[ft Y 67.200 0.000 - 6.410 - ONO Of[ft Y 54.200 6.410 - 19.411 - ONO Of[ft Y 54.200 19.411 - 19.593 - 38 ONO IIIf[ft Y 54.200 0.000 - 12.819 - ONO gif[ft Y 54.200 12.819 - 19.593 - 39 ❑N❑ Of[ft Y _73.100 0.000 - 13.001 - ONO Of[ft Y 67.200 13.001 - 19.593 - 40 ❑N❑ tQf[ft Y 67.200 0.000 - 6.410 - ONO tIIf[ft Y 54.200 6.410 - 19.411 - ONO Of[ft Y 54.200 19.411 - 19.593 - 41 ONO aff[ft Y 54.200 0.000 - 12.819 - ONO Of[ft Y 54.200 12.819 - 19.593 - 42 ❑N❑ Of[ft Y 73.100 0.000 - 13.001 - ONO gif[ft Y 67.200 13.001 - 19.593 - 43 ❑N❑ [E[f[ft Y 67.200 0.000 - 6.410 - ❑N❑ tQf[8 Y 54.200 6.410 - 19.411 - ❑N❑ lQf[$ Y 54.200 19.411 - 19.593 - 44 ONO Of[ft Y 54.200 0.000 - 12.819 - ❑N❑ Of[ft Y 54.200 12.819 - 19.593 - 55 ❑N❑ Of[ft Y 54.200 0.000 - 0.000 - 56 ❑N❑ Of[ft Y 54.200 0.000 - 0.000 - 57 ONO tQf[ft Y 54.200 0.000 - 0.000 - 58 ONO Of[ft Y 54.200 0.000 - 0.000 - 67 ONO alf[ft Y 54.200 0.000 - 0.000 - 68 ❑N❑ Of[ft Y 54.200 0.000 - 0.000 - 69 ❑N❑ tIIf[ft Y 54.200 0.000 - 0.000 - 70 ❑N❑ Of[ft Y 54.200 0.000 - 0.000 - OQYIt Ti0®at0 03[041201512:02 ❑TAAO.❑®08i 20.07.05.15 Glint ROI 10 Of 17 • • • E-tp + CmN153102 NRESULT Rm Oa[f OCftOa®u7Sn®t0 =TitU➢ MAA❑ R❑ 001t Beam Loads: 4 DOWN 00 oat13-APG15 000 FM NatIORODDOO 10atOTiDO 03-Apt32015 12:00 Beam Type Direction Fa Da Fb (ft) Db Ecc. (ft) 33 ONO lIIf[ft Y -67.200 0.000 - 13.001 ONO IlIf[ft. Y 46.000 13.001 - 19.593 - 34 ONO alf[ft Y -46.000 0.000 - 6.410 - ONO alf[ft Y -30.600 6.410 - 19.411 ONO gif[ft Y -30.600 19.411 - 19.593 35 ONO iif[ft Y -30.600 0.000 - 12.819 - ONO gIf[ft Y -30.600 12.819 - 19.593 - 36 ONO gif[ft Y -67.200 0.000 - 13.001 - gif[ft Y -46.000 13.001 - 19.593 - ONO iQf[tt Y -46.000 0.000 - 6.410 - L38❑N❑ ONO gif[ft Y -30.600 6.410 - 19.411 - ❑N❑ Olf[ft Y -30.600 19.411 19.593 - ❑N❑ [Ef[ft Y -30.600 0.000 12.819 - ONO gif[8 Y -30.600 12.819 - 19.593 - 39 ONO gif[ft Y -67.200 0.000 - 13.001 ONO DIM Y -46.000 13.001 - 19.593 - 40 ONO Gif[ft Y -46.000 0.000 - 6.410 - ONO W(ft Y -30.600 6.410 - 19.411 - ONO TIM Y -30.600 19.411 - 19.593 - 41 ONO Ef[ft Y -30.600 0.000 - 12.819 - ONO gif[ft Y -30.600 12.819 - 19.593 - 42 ONO gif[ft Y -67.200 0.000 - 13.001 - ONO IlIf[ft Y 46.000 13.001 - 19.593 - 43 ❑N❑ IlIf[ft Y -46.000 0.000 - 6.410 - ONO Ef[fi Y. -30.600 6.410 - 19.411 - ONO tIIf[ft Y -30.600 19.411 - 19.593 - 44 ONO gif[ft Y -30.600 0.000 - •12.819 - ONO DIM Y -30.600 12.819 - 19.593 - 55 ❑N❑ lIIf[ft Y -30.600 0.000 - 0.000 - 56 ONO (01[ft Y -30.600 0.000 - 0.000 - 57 ONO Ef[ft Y -30.600 0.000 - 0.000 - 58 ❑N❑ fIIf[ft Y -30.600 0.000 - 0.000 - 67 ❑N❑ . gif[ft Y -30.600 0.000 - 0.000 - 68 ❑N❑ gif[ft Y -30.600 0.000 - 0.000 - 69 ❑N❑ alf[ft Y -30.600 0.000 - 0.000 - 70 ONO Ef[ft Y -30.600 0.000 - 0.000 - OUht TiO C®atO 031M 2015 12:02 ❑TAA❑.❑00 08i 20.07.05.15 0 OUht RM 11 Cf 17 • • • 'a Type Direction Fa Da Fb (ft) [IDN❑ Ecc. (ft) OEM NO ROD153102 [IIf[8 Y -107.034 0.000 - 13.001 - ONO RESULT Y OCflt7a®G>ZnCIDt0 13.001 - 19.593 - 40 ❑ad gif[ft ®Tit® MAA❑ X9.785 0.000 - 6.410 - RCf (IIf[ft Y X1.494 6.410 - 19.411 - o❑ oa"3-Ap[315 om offrnt -41.494 19.411 - 19.593 - 41 Fi" NCIE❑Rf1]❑Q❑ ❑a'CTOO 03-Ap❑2015 12:00 Beam Loads: 5 UNBALANCED UPLIFT X1.494 0.000 - Beam Type Direction Fa Da Fb Db Ecc. 19.593 - 42 ❑N❑ (IIf(ft Y -107.034 0.000 - 39 ❑N❑ gif[ft Y 19.300 0.000 - 13.001 - 19.593 ❑N❑ fIIf[ft Y 26.900 13.001 - 19.593 - 40 ❑N❑ (IIf[$ Y 26.900 0.000 - 6.410 - 19.411 ❑N❑ (9111Y ONO 33.900 6.410 - 19.411 - 19.593 ❑N❑ [IIf[ft Y 33.900 19.411 - 19.593 - 41 ❑N❑ (Qf($ Y 33.900 0.000 - 1.2.819 - 19.593 ❑N❑ af[ft Y 33.900 12.819 - 19.593 - 42 ❑N❑ off III Y 19.300 0.000 - 13.001 - 0.000 ❑N❑ [IIf[ft Y 26.900 13.001 - 19.593 - 43 ❑N❑ GIf[ft Y 26.900 0.000 - 6.410 - 0.000 ❑N❑ Iff[ft Y 33.900 6.410 - 19.411 - ❑N❑ (IIf[ft Y 33.900 19.411 - 19.593 - 44 ❑N❑ (Qf[ft Y 33.900 0.000 - 12.819 - ❑N❑ [IIf[$ Y 33.900 12.819 - 19.593 - 57 ❑N❑ (IIf[8 Y 33.900 0.000 - 0.000 - 58 ❑N❑ off [ft Y 33.900 0.000 - 0.000 - 69 ❑N❑ fIif[ft Y 33.900 0.000 - 0.000 - 70 ❑N❑ [IIf[ft Y 33.900 0.000 - 0.000 Beam Loads: 6 UNBALANCED DOWN Beam Type Direction Fa Da Fb (ft) Db Ecc. (ft) 39 ❑N❑ [IIf[8 Y -107.034 0.000 - 13.001 - ONO M[ft Y -69.785 13.001 - 19.593 - 40 ❑N❑ gif[ft Y X9.785 0.000 - 6.410 - ONO (IIf[ft Y X1.494 6.410 - 19.411 - ONO IlDf[ft Y -41.494 19.411 - 19.593 - 41 ❑N❑ [IIf[8 Y X1.494 0.000 - 12.819 - ONO glf[ft Y X1.494 12.819 - 19.593 - 42 ❑N❑ (IIf(ft Y -107.034 0.000 - 13.001 - ONO . gIf[ft Y X9.785 13.001 - 19.593 - 43 ❑N❑ off [ft Y -69.785 0.000 - 6.410 - ONO Illf[ft Y -41.494 6.410 - 19.411 - ONO 19f[ft Y 41.494 19.411 - 19.593 - 44 ❑N❑ [IIf[ft Y -41.494 0.000 - 12.819 - ONO ¢[ffft Y X1.494 12.819 - 19.593 - 57 ❑N❑ [IIf[ft Y X1.494 0.000 - 0.000 - 58 ❑N❑ Ilif[ft Y X1.494 0.000 - 0.000 - 69 ❑N❑ [IIf[ft Y 41.494 0.000 - 0.000 - 70 ❑N❑ (Qf[8 Y 41.494 0.000 - 0.000 - Beam Type Direction Fa Da Fb (ft) Db Ecc. (ft) 39 ❑N❑ [IIf[8 Y -107.034 0.000 - 13.001 - ONO M[ft Y -69.785 13.001 - 19.593 - 40 ❑N❑ gif[ft Y X9.785 0.000 - 6.410 - ONO (IIf[ft Y X1.494 6.410 - 19.411 - ONO IlDf[ft Y -41.494 19.411 - 19.593 - 41 ❑N❑ [IIf[8 Y X1.494 0.000 - 12.819 - ONO glf[ft Y X1.494 12.819 - 19.593 - 42 ❑N❑ (IIf(ft Y -107.034 0.000 - 13.001 - ONO . gIf[ft Y X9.785 13.001 - 19.593 - 43 ❑N❑ off [ft Y -69.785 0.000 - 6.410 - ONO Illf[ft Y -41.494 6.410 - 19.411 - ONO 19f[ft Y 41.494 19.411 - 19.593 - 44 ❑N❑ [IIf[ft Y -41.494 0.000 - 12.819 - ONO ¢[ffft Y X1.494 12.819 - 19.593 - 57 ❑N❑ [IIf[ft Y X1.494 0.000 - 0.000 - 58 ❑N❑ Ilif[ft Y X1.494 0.000 - 0.000 - 69 ❑N❑ [IIf[ft Y 41.494 0.000 - 0.000 - 70 ❑N❑ (Qf[8 Y 41.494 0.000 - 0.000 - uunt nowuata uJWaiZuio izvz ❑TAA❑.❑®081 20.07.05.15 owt rcCn 12 Cr t i • Node FX (kip) FY' (kip) FZ (kip) MX (kip'ft) MY (kip ft) 0MNOOCQ1N0 7 RM153102 - - - - -1.435 15 - RESULT - - OCft0a0llmcmt0 - -1.435 23 - - Oalt - ®Tit® MAAO -1.435 31 - - - R❑ - -1.435 39 - - - - 00 0at[3-ApLJ15 0m omI,t - - - - Fi® NQYCIRCOORD oatOTio❑ 03-ApC92015 12:00 Node Loads: 7 BASE POS MOMENT - ZONE 1 Nodeloads : 8 BASE POS MOMENT - ZONE 2 Node Loads: 9 BASE POS MOMENT - ZONE 3 Node Loads: 10 BASE POS MOMENT - ZONE 4 OQM no mato 03[04[2015 12:02 nTAAn nm nRi 90 07 05 15 0Mt RM 13 Cf 17 Node FX (kip) FY' (kip) FZ (kip) MX (kip'ft) MY (kip ft) MZ (kip ft) 7 - - - - - -1.435 15 - - - - - -1.435 23 - - - - - -1.435 31 - - - - - -1.435 39 - - - - - -1.435 47 - - - - -1.435 Node FX (kip) FY (kip) FZ (kip) MX (kip'ft) MY (kip'ft) MZ (kip'ft) 7 - - - - - -1.116 15 - - - - - -1.116 23 - - - - - -1.116 31 - - - - - -1.116. 39 - - - - - -1.116 47 - - - - -1.116 Node FX (kip) FY (kip) FZ (kip) MX (kip -ft) MY (kip ft) MZ (kip ft) 7 - - - - - -1.993 15 - - - - - -1.993 23 - - - - - -1.993 31 - - - - - -1.993 39 - - - - - -1.993 47 - - - - -1.993 Node FX (kip) FY (kip) FZ (kip) MX (kip'ft) MY (kip'ft) MZ (kip'ft) 7 - - - - - -2.152 • 15 - - - - -2.152 23 - - - - - -2.152 31 - - - - - -2.152 39 - - - - - -2.152 47 - - - -2.152 • • • OCftOaIM MDn=t0 ®Tit® MAA[] oarnt OMNO 0021 NO R00 153102 RESULT Dalt R❑ 00 oaa3-ApL315 om Fi® NOf❑Rm❑Ct❑ I oatamoo 03-Ap132015 12:00 Node Loads: 11 BASE POS MOMENT - ZONE 5 Node FX (kip) FY FZ MX MY MZ (kip) (kip) (kip -ft) (kip ft) ' (kip'ft) 7 - - - - - -2.072 15 - - - -2.072 23 - - - - -2.072 31 - - - -2.072 39 - - - - - -2.072 47 - - - - -2.072 Node Loads: 12 BASE NEG MOMENT - ZONE 1 Node FX FY (kip) (kip) FZ MX MY MZ (kip) (kip'ft) (kip'ft) (kip -ft) 7 - - - - 13.151 15 - - - - - 13.151 23 - - - - - 13.151 31 - - - - 13.151 39 - - - 13.151 47 - - - - 13.151 Node Loads: 13 BASE NEG MOMENT - ZONE 2 Node FX (kip) FY FZ MX MY MZ (kip) (kip) (kip ft) (kip ft) (kip ft) 7 - - - 8.847 15 - - - - 8.847 23 - - - - - 8.847 31 - - - - - 8.847 39 - - - - - 8.847 47 - - - - - 8.847 Node Loads: 14 BASE NEG MOMENT - ZONE 3 Node FX (kip) FY FZ MX MY MZ (kip) (kip) (kip'ft) (kip'ft) (kip'ft) 7 - - - - 5.260 15 - - 5.260 23 - - - 5.260 31 - - - - 5.260 39 - - - 5.260 47 Gnt Tio®ato 03[041201512:02 ❑TAA❑.❑® 08i 20.07.05.15 r OGM RCh 14 U 17 • 0 .• CCONO FO=1 NO Rm R to 153102 RESULT 1 OCROaM MlhCmto OaR m7Tit® MAA❑ REF 00 oau3-APC15 om Orrnt IFill NQi❑Rm❑Ci❑ I oataroo 03-Ap❑2015 12:00 Node Loads: 15 BASE NEG MOMENT - ZONE 4 Node FX (kip) FY FZ MX I MY MZ (kip) (kip) (kip ft) (kip ft) (kip ft) 7 - - - 5.181 15 - - - - - 5.181 23 - - - - - 5.181 31 - - - - 5.181 39 - - - - - 5.181 47 - - - - 5.021 Node Loads: 16 BASE NEG MOMENT - ZONE 5 Node FX FY (kip) (kip) FZ MX MY MZ (kip) (kip -ft) (kip ft) (kip ft) 7 - - - - - 5.021 15 - - - 5.021 23 - - - - - 5.021 31 - - - - - 5.021 39 - - - - 5.021 47 - - - - 5.021 Node Loads : 17 TRANS EQ Node FX FY FZ MX MY MZ (kip) (kip) (kip) (kip -ft). (kip'ft) (kip ft) 55 0.250 - - - 57 0.250 - - - - 59 0.250 - - - - - 61 0.250 - - 63 0.250 - - - - 65 0.250 - - - - - Node Loads: 18 LONG EQ Node FX (kip) FY FZ MX MY MZ (kip) (kip) (kip'ft) (kip ft) (kip'ft) 55 - 0.250 - - 57 - - 0.250 - - - 59 - 0.250 - - - 61 - 0.250 - - - 63 - - 0.250 - - 65 - - 0.250 - - hl TiO®ata 031041201512:02 ❑TAA❑. ❑0➢ 08i 20.07.05.15 Mit RD 15 1717 0 1 ®ND 0003 NO I ROD 153102 RESULT ❑air OCflt78fIDl�hf7.I]tO MDTil® MAAO RCf 00 oatt3-Ap[315 °m ournt Fi® N❑T❑R❑7❑L30 I OaICTIOD 03-Ap❑2015 12:00 Node Displacement Summary Beam Force Detail Summary Sign convention as diagrams:- positive above line, negative below line except Fx where positive is compression. Distance d is given from and A - Node LIC X (in) Y (in) Z (in) Resultant (in) rX (0o rY (Oaf rZ (00 Max X 10 23:GENERATE 0.109 -0.157 0.000 0.191 0.000 0.000 -0.005 Min X 10 76:GENERATE -0.129 0.162 -0.000 0.207 0.000 0.000 0.005 Max Y 10 76:GENERATE -0.129 0.162 -0.000 0.207 0.000 0.000 0.005 Min Y 9 25:GENERATE -0.004 -0.161 -0.000 0.161 0.000 -0.000 0.005 Max Z 2 37:GENERATE 0.006 -0.014 0.065 0.067 -0.001 -0.001 -0.001 Min Z 2 93:GENERATE 0.003 -0.009 -0.065 0.066 0.001 0.001 -0.000 Max [X 12 37:GENERATE 0.001 -0.002 0.015 0.015 0.007 0.002 -0.000 Min [X 12 93:GENERATE 0.001 -0.001 1 -0.015 0.015 -0.007 -0.002 -0.000 Max ❑' 11 91:GENERATE -0.000 0.000 0.009 0.009 0.007 0.002 0.000 Min LY 11 39:GENERATE -0.000 0.000 -0.009 0.009 -0.007 -0.002 0.000 Max IZ 9 25:GENERATE -0.004 -0.161 -0.000 0.161 0.000 -0.000 0.005 Min [Z 10 23:GENERATE 0.109 -0.157 0.000 0.191 0.000 0.000 -0.005 Max RQ 10 76 -GE EERATE 1 -1.623 0.162 -0.000 1 0.207 0.000 0.000 1 0.005 Beam Force Detail Summary Sign convention as diagrams:- positive above line, negative below line except Fx where positive is compression. Distance d is given from and A - jum iiuumaiu usuaauuio uvz ❑TAA❑. 000 08i 20.07.05.15 OEM RM 16 Of 17 Axial Shear Torsion Bending Beam LIC d (ft) Fx (kip) Fy (kip) Fz (kip) Mx (kip ft) My (kip ft) Mz (kip ft) Max Fx 14 23:GENERATE 0.000 3.359 0.759 0.000 0.000 -0.000 3.008 Min Fx 11 23:GENERATE 0.000 -2.478 -0.866 0.000 0.000 -0.000 0.069 Max F❑ 12 25:GENERATE 0.000 -1.796 1.037 -0.000 -0.000 0.000 1.657 Min F❑ 15 22:GENERATE 0.000 0.390 -1.214 -0.000 -0.000 0.000 -3.684 Max F0 6 93:GENERATE 0.000 0.431 0.000 0.451 -0.001 -0.613 0.000 Min F❑ 6 37:GENERATE 0.000 0.588 0.000 -0.451 0.001 0.613 0.000 Max Mx 16 37:GENERATE 0.000 0.740 0.000 0.000 0.054 0.000 0.000 Min Mx 16 93:GENERATE 0.000 0.444 0.000 0.000 -0.054 0.000 0.000 Max M❑ 6 37:GENERATE 0.000 0.588 0.000 -0.451 0.001 0.613 0.000 Min M❑ 6 93:GENERATE 0.000 0.431 0.000 0.451 -0.001 -0.613 0.000 Max M❑ 14 23:GENERATE 0.000 3.359 0.759 0.000 0.000 -0.000 3.008 Min M❑ 14 22:GENERATE 0.000 -1.623 -1.054 0.000 -0.000 0.000 -4.180 jum iiuumaiu usuaauuio uvz ❑TAA❑. 000 08i 20.07.05.15 OEM RM 16 Of 17 �A .• 0 ®NRm 153102 ��NRESULT OaG OCftOa00 @jhO=J tO EMTitiID MAA❑ RU 00 oatc3_Ap915 om ❑irrnt Film NQG❑Rm❑Ct❑ 0attITi00 03-AP92015 12:00 Reaction Summa r 'i0®at0 031D412015 12:02 ❑TAA❑.❑0➢❑8i 20.07.05.15 OOht RCh 17 Cf 17 t, Horizontal Vertical Horizontal Moment Node uc FX (kip) FY (kip) FZ (kip) MX (kip ft) . MY (kip'ft) MZ (kip -ft) Max FX 15 22:GENERATE 1.054 -1.623 0.000 -0.000 -0.000 -4.180 Min FX 15 23:GENERATE -0.759 3.359 0.000 0.000 0.000 3.008 Max FY 15 23:GENERATE -0.759 3.359 0.000 0.000 0.000 3.008 Min FY 15 76:GENERATE 1.054 -2.133 0.000 -0.000 -0.000 -4.180 Max FZ 7 93:GENERATE -0.000 0.431 0.451 0.613 -0.001 0.000 Min FZ 7 37:GENERATE -0.000 0.588 -0.451 -0.613 0.001 0.000 Max MX 7 93:GENERATE -0.000 0.431 0.451 0.613 -0.001 0.000 Min MX 7 37:GENERATE -0.000 0.588 -0.451 -0.613 0.001 0.000 Max MY 15 39:GENERATE -0.000 1.225 0.018 0.134 0.005 -0.000 Min MY 15 91:GENERATE -0.000 0.813 -0.018 -0.134 -0.005 -0.000 Max MZ 15 23:GENERATE -0.759 3.359 0.000 0.000 0.000 3.008 Min MZ 15 31:GENERATE -0.000 1.274 0.000 0.000 0.000 -7.891 r 'i0®at0 031D412015 12:02 ❑TAA❑.❑0➢❑8i 20.07.05.15 OOht RCh 17 Cf 17 t, 'i0®at0 031D412015 12:02 ❑TAA❑.❑0➢❑8i 20.07.05.15 OOht RCh 17 Cf 17 t, i POST - BEAM END FORCES (SUMMARY) TOP CHORD 2 POST 2 LOAD COMBO NODE Fx (kip) Fy (kip) Fz (kip) Mx (k -ft) My (k -ft) Mz (k -ft) Max Fx 14 23 GENERATED IBC 15 3.359 0.759 0 0 0 3.008 Min Fx 14 76 GENERATED IBC 15 -2.133 -1.054 0 0 0 -4.18 Max Fy 15 77 GENERATED IBC1 58 -0.243 0.873 0 0 0 2.652 Min Fy 15 22 GENERATED IBC 1 58 0.39 -1.214 0 0 0 -3.684 Max Fz 14 39 GENERATED IBC 1 15 1.225 0 0.018, 0.005 -0.134 0 Min Fz 15 37 GENERATED IBC 1 58 0.077 0 -0.018 -0.002 1 0.055 0 Max Mx 14 39 GENERATED IBC1 15 1.225 0 0.018 - 0.005 -0.134 0 Min Mx 14 91 GENERATED IBC1 15 0.813 0 -0.018 -0.005 0.134 0 Max My 14 91 GENERATED IBC 1 15 0.813 0 -0.018 -0.005 0.134 0 Min My 1 14 39 GENERATED IBC 1 15 1.225 0 0.018 0.005 -0.134 0 Max Mz 14 23 GENERATED IBC 1 15 3.359 0.759 0 0 0 3.008 Min Mz 1 14 22 GENERATED IBC , 15 -1.623 -1.054 1 0 0 0 1 -4.18 i TOP CHORD - BEAM END FORCES (SUMMARY) TOP CHORD 2 LOAD COMBO NODE Fx (kip) Fy (kip) Fz (kip) Mx (k -ft) My (k -ft) Mz (k -ft) Max Fx 72 76 GENERATED IBCl 55 1.975 0.045 0 0 0 -0.097 Min Fx 11 23 GENERATED IBC 1 12 -2.478 -0.866 .0 0 0 0.069 Max Fy 12 25 GENERATED IBC 1 13 -1.796 1.037 0 0 0 1.657 Min Fy 9 25 GENERATED IBC 1 9 -0.109 -1.141 0 0 0 -0.132 Max Fz 10 37 GENERATED IBC 1 11 -0.671 -0.014 0.085 0.004 -0.039 0.021 Min Fz 10 93 GENERATED IBC1 11 -0.403 -0.008 -0.085 -0.004 0.039 0.013 Max Mx 12 93 GENERATED IBC1 13 -0.337 0.172 0.022 0.043 -0.012 0.282 Min Mx 12 37 GENERATED IBC 1 13 -0.562 0.286 -0.022 -0.043 0.012 0.469 Max My 10 37 GENERATED IBC 1 55 -0.671 -0.014 '0.085 0.004 0.105 0.044 Min My 1 10. 93 GENERATED IBC 1 55 -0.403 -0.008 '0.085 -0.004 -0.105 0.027 Max Mz 1 9 125 GENERATED IBClj 13 ' -0.109 -1.141 0 0 0 1.657 Min Mz 1 11 176 GENERATED IBCJ 14 1.91 0.635 0 0 0 -1.048 i KNEE BRACE - BEAM END FORCES (SUMMARY) KNEE BRACE 2 LOAD COMBO NODE Fx (kip) Fy (kip) Fz (kip) Mx (k -ft) My (k -ft) Mz (k -ft) Max Fx 78 23 GENERATED IBC 1 58 3.107 0 0 0 0 0 Min Fx 78 76 GENERATED IBCI 58 -2.215 0 0 0 0 0 Max Fy 78 23 GENERATED IBC 1 58 3.107 0 0 0 0 0 Min Fy 78 76 GENERATED IBC 1 58 -2.215 0 0 0 0 0 Max Fz 78 93 GENERATED IBC 1 58 0.634 0 0 0.041 0 0 Min Fz -78 37 GENERATED IBC 1 58 1.056 - 0 0 1 -0.041 0 0 Max Mx 78 93 GENERATED IBC 1 58 0.634 0 0 0.041 0 0 Min Mx 78 37 GENERATED IBC 1 58 1.056 0- 0 -0.041 0 0 Max My 78 19 GENERATED IBC 1 58 1.056 0 0 0 0 0 Min My 78 19 GENERATED IBC 1 58 1.056 0 0 0 0 0 Max Mz 78 19 GENERATED IBC 58 1.056 0 0 0 0 0 Min Mz _ 78 119 GENERATED IBC 58 1.056 0 0 0 _ 0 0 i - K - t JOB TITLE MAAS •-, r . JOB N0: .153102 SHEET NO: t R Bl SOLAR CALCULATED BY xxx DATE 4/3/2015. 1 - CHECKED BY ~' DATE Purlin Design and Analysis fr r Zone: Zone 2 8 B1 Mechanical Properties B2 F CIY❑®❑ 0EhEt❑ 50.0 0 E 0MC»Cf ElaQidt❑ 29000.0 W x f2_ ❑MEIn❑FaCtm- 1.67 0_- COD p.FaQ0D 0.911 ❑-fmoop®CCa❑ 1 R-fm❑i❑ ®❑pan _ 0.65 r 8"Z16 a D 8 B1 2.125 B2 2.375 t 0.0625 —`R' 0.1875 d. 0.911 Solar Purlin x Section Wt Wit Area (in) Segs Sm,eg 1„ ' Ve(kips) M.(k.in) Pa (kips) I 8" Z 15ga 2.796 0.822 1.765 1.778 1 7.495 1 2.336 58.156 6.432 ; r ❑ Oopan s ` 19.6 it ° q;CfrMTtaIID❑ iCt❑ ' : 3.25 it w =Purlin wt. ; 0.86 pCf . t WDA=E(wp+wpl+whg) 3.66 pCf WL=Snow (Live) Load0.00 pCf Solar Purlin x Section Wt Wit Area (in) Segs Sm,eg 1„ ' Ve(kips) M.(k.in) Pa (kips) I 8" Z 15ga 2.796 0.822 1.765 1.778 1 7.495 1 2.336 58.156 6.432 ; r ❑ Oopan s ` 19.6 it ° q;CfrMTtaIID❑ iCt❑ ' : 3.25 it w =Purlin wt. ; 0.86 pCf wp,=Panels wt. 2.80 pCf w,,= Collateral Load 0.00 pCf WDA=E(wp+wpl+whg) 3.66 pCf WL=Snow (Live) Load0.00 pCf W,; --Wind Load ' = 12.88 pU W„:Wind Load UPLIFT 12.40 pCf Deflection Check 0.98 in FBaCt7E/:3::W:(WDL+WL)*tho*L4/(E*[.) U120 1.96 in OK Design Forces M-e„CC OQi (8 30.96 kip.in Ve=W'b,r;'U2 ,_. - 0.53 kips R„ =Ve 0.53 kips Flexural Stress, Check -Flexure about x -x ' Flexure Check x -x PASS Shear Check x -x PASS ' Check Uplift Wind W1.=(W„,WDL)'b,r,'L /8 31.84 kip.in Mn= R'Se„ 'F 1 57.79 kip.in' M. CM S2- 34.60 kip.in OK - y; 41, . " � - t 1 `• . It e. �..• t .. dl _ '' \ a • . JOB TRLE MAA§ .r � JOB NO.; 153102 SHEET NO. I R B 1 SOLAR CALCULATED BY xxx DATE ' 4/6/2015 CHECKED BY - r DATE - • Purlin Design and Analysis Zone: Zone 2 0 B1 Mechanical Properties 62 Fy =0eild Strength 50.0 ksi E = Modulus of Elasticity 20000.0 ksi S2b- ❑ending Factor 1.CO .. f2c- Comp.Factor 1.8 Cm -for simple beam 1 R- for Simple Span O.CS 7"Z16GA D 0 B1 2.125 62 2.305 t O.OF25 R 0.1805 d 0.011 n Solar Purlin + Section Wt lb/ft Area (in) Sep- I Sweg 1 Ix 1 V. (kips).I Ma(k.in) I Pa (kips) 7" Z 16 GA I 2.505 -0.545 1.4M 1.4m 5AC3 2.a`5 _ I 4001 0101 { La=Span 103 ft bt,t=Tributary Width ; 3.25 ft w =Pullin wt. F 0:80 psf w,4=Panels wt. _ , .2.80 psf Whe. Collateral Load 0.00 psf WDA=E(wp+wpl+whg) 3.00 psf WL=Snow (Live) Load 0.00 psf W„rWind Load 12.88 psf W,,,FWind Load UPLIFT 12.40 psf F Deflection Check Sact 5/384-(Wog+Wt b.-L'/(E%) 0.17 in 6all U120 1.0 in OK - Design Forces Mmaz=W'btri'L /8 21.43 kip.in V. W'bb;'U2 c, 0.44 kips . - R_Vmax' 0.44 kips Flexural Stress, Check -Flexure about x -x Flexure Check x -x PASS Shear Check x -x PASS . , ' • " Check Uplift Wind Mm.=(W,-WDt)'btn L /8 22.20 kip.in Mn= R'Sen 'F 48.00 kip.in Man=M„b2b 28.74 kip,in OK � r ,. ' t ,. ti DL+WL+LL Combination s , ,. ti DL+WL+LL Combination r , ' Y PeX rz 'E'Ix/(KL) 40.05 k ax 1-(S2c* P/Pex) ,1 EOO53 C,=P/Pa+Cm•M/(ax*Ma) . 0.45041 EOO54 C2=P/Pa+M/(Ma) 0.45C41 ) s EOO54 if (P/Pa<=0.15,C2,CI) 0.45941 r OK Max. Stress Ratio = 0.772275 t r • 'L1.. J '� .. f '`r - i.r. titif •f \ i •,i' r. . tri > ,• • t y .. T Y t �. :r � ._ _ ` t .. f t.' � , r tit. . Ti- •*-• \- •, ., .�• _ it 1.� a ' '� �f . ' y yr,�' '` ,y.. ^ 1 u e' - r•'" t : k w Sys 'try ' w t I STEEL BEAM AND COLUMN ANALYSIS / CODE CHECK Stress Code Check Per AISC 13th Edition Manual (ASD) . For W, S, M, and HP Shapes Project Name: MAAS, CA r -- Client: .Project No.:; 153102 Prep. By: xxx Date: 4/3/2015 Input Data. ; ' POST 2 Member Size: Member Pro erties: Y ; ,Select: ..W6x8:5 y A= `, 2.52 in ^2 I 3S A= 5.830 in. j tf=0.195 Member Load inos: - tw = 0.170 in. P = 0.39 kips t)f = 3.940 in. y l ft-kips Mx= . - 3.68.Ift-kips tf = 0.195 in. My = 0.00 k = 0.445 ' in. d=5.83 - • - • 7'X, Ix= 14.90 in.14 Des! - n Parameters: r Sx = 5.10 in. -3 tw=0.17, "Fy = 50.00 ksi rx = 2.43 in. Kx = 110 Zx= , 5.73 in "3„. bf=3.94 Ky = 1.00 ' ly`= 1.99 in.-4- n.^4Lx Lx= 4.618 ft. Sy = 1.01 in.^3' W6x8.5 Section Ly = t 4.618 ft. ry = 0.89 in. Lb = 4.618 ft. Zy = 1.56 in ^s - -Shape Factors: Flex. Type'= Single J= 0.033 in^4 SFx = 1.12 Cb =1 0 1.67 r , ., _ Cw= 15.8 . in.16 SFy = 1.54 . a Results: For Axial Com ression: Kx*Lx/rx = 27.37 f For X-axis Bending: Lp = 3.14 ; ft. For Y-axis Bending: fby = 0.00 ksi - + Ky*Ly/ry = 62.26 Lr- 9.47 ft. Fby = 44.63 ksi T Fe = 73.83 rts = 1.05 Mry =1 3:76- ft -kips t fa = 0.15 ksi ''- fbx = 8.67 ksi „ Fa = 22.55 ksiFbx = 32.83 ksi' +Pa =1 56.83 kips Mrx =1 13.95 ft -kips Nodal Lat Brcq Requirements: Nodal Let. Brcq Re uirements:: - Pbr=I 0.00 kips Pbr, :1 0.16 1kips4 + , (ibr,= 0.11 s kip/in. pbr,= 2.83 kip in r Stress Ratio: . &R.= :0.267 Eqn. 1-11-1b <________ _____ S.R. <_ 1, Member is adequate for loading Comments' r^. - • L_J Top Chord Design - Compression Member Input Data TOP CHORD 2 Member Section 4x4x14 a A = Tube Width 4 in "� B = Tube Length 4 in R = Corner Inner Radius 0.09375 in j t = Thickness 0.083 in KLX Buckling around x -x 1.57 ft x. KLy= Buckling around y -y 3.3642 ft E = Modulus of Elasticity 29500 ksi F = Yield Stress 50 ksi G = Shear Modulus 11300 ksi Yj 0 calculated arame erJe Forc, s 1- Properties of 900 corner M 1.657 ki .ft r = R + t/2; Centerline of Dimension 0.135 in P 0.000001 kips U = R. r/2, Arc Length 0.212 in c=0.637.r Distance of c.g. from center 0.086 in 2- Flat widths of flanges and webs Flat width of Dim. a= A - 2.r +.t 3.6465 in Flat width of Dim. b= B - 2.r + t 3.6465 in Calculation of Ix Element L, Length (in) Y, Distance to the center (in) L xYZ Ix. Flanges 2.a 7.293 B/2 - t/2 1.959 27.974 0.000 Web 2.b 7.293 0 0.000 0.000 8.081 Corners 4.0 0.850 b/2 + c 1.909 3.098 0.000 Sum 15.436 3.868 31.072 8.081 Calculation of I Element L, Length (in) X, Distance to the center (in) L x X2 Iy Flanges 2.a 7.293 00.000 0.000 8.081 Web 2.b 7.293 A/2 - t/2 1.959 27.974 0.000 Corners 4.0 0.850 a/2 + c 1.909 3.098 0.000 Sum 15.436 3.868 31.072 8.081 Section Properties A L x t 1.2812 in Ix t x (L x Yz +Iz) 3.2497 in ly t x (L x XZ +ly.) 3.2497 in Sx Ix /(B/2) 1.6249 in S, ly /(A/2) 1.6249in rx (Ix /A) 1.5927 in ry (ly /A) u-5 1.5927 in V.,. I F'- t.• .. :iF. r�••� Nominal Buckling Stress _' , R KL./r._ r 11.83 . /• 'A, •. `j KLy/ry. + . • x KUr • • 25.35 Fe R2y E/(KL/r)2` ,' L� j 453.14 ksl. ).0 - j (Fy/Fe)'' .: ' 0.33 - F„ 47.74 ksl --, Effective Area effective width of compression flange , w/t = alt . 43.93 1.052/(k)° x (w/t) x (Fn/E) _ 0.93. ' (1-0.22 / X) / 0.82 , 4 . ' ae 2.99 in- effective width of web element _ Nominal Buckling Stress KL./r._ r 11.83 . KLy/ry. 25.35 x KUr • • 25.35 Fe R2y E/(KL/r)2` ,' L� j 453.14 ksl. ).0 - j (Fy/Fe)'' .: ' 0.33 - F„ 47.74 ksl --, Effective Area effective width of compression flange , w/t = alt . 43.93 1.052/(k)° x (w/t) x (Fn/E) _ 0.93. ' (1-0.22 / X) / 0.82 , 4 . ' ae 2.99 in- effective width of web element _ wit = bit - 43.93 - - 1.052/(k) 0.5 x (w/t) x (FdE) -.. 0.93 P (1.0.22 / X) / 0.82 be :t - 2.99 4 --in .. _ Allowable Axial Load a Ae. A. = A - 2 x t x [(a-ae) + (b -be)]" _ • 1.06 int . Pn .,,. r ' Pn= Ae x Fn 50.83 -kips, . 1.80 a Pa = Pn /SZc 28.24 -kips,. Check Compression Stresses F -Loads from Wind? - Cbl ;Cb1=(P / Pa) 0.00 , :. ,. NO Allowable Stress Unity 41 0.00 Section is OK r ,.. _ . Computing of Mn, �._ By using the effective width of compression flange and assuming the web is fully effective the neutral axis can be located as follow. Element L, Length in , Distance to top fiber in L.y L. C. Flanges •; ; ae ..2.994 V2' 0.042 0.124 0.005 Web 2:b 7.293 B/2 •2.000 14.586 29.172 C. Corners '2.0 0.425 c+t/2 0.128 0.054 0.007 T. Flanges t'ae . 2.994 B -t/2 3.959. . 11.852 46.918 T.Corners '2.0 0.425,B -c -t/2 3.872 1:645 6.372 • Sum 14.131= i' • 10.000 r 28.262 82.474 y,_ L.y/ L 2.000, Z=R+t 0.177 4',, in '" _ The max. stress of 50 ksi ocurs in the compression flange as assumed in the calculation - . Check the effectiveness of the Web fr (Ycs- Z)F /ycy 45.58 ksi fi (B-ycg- Z)Fy/Ycg 45.58 ksi W r f2/fl -1.00 k t R 4+2(1 -y))3+2(1 -w)' 24.00 r hit : b jt _43.93 X. 1 1.052/(k)" -5x (h/t) x (fl/E)o. 0.37 P -- (170.22/k)/X, 1.10, �. 'ba - - 4'3.65 in b, ,• ba/(3-W1 0.91 in : r b2 L., F y 1.82 in, 2.73 in 2 I „mob f '" m 2(1/12)(b)3 8.08. ' in 82.47 in 4 j . (-)(XL)(Y�) 56.52 in4 I'x '_ 34.03 in 4 Ix I'x.t 2.82 in4 S.. Ix/y 01.41 in3 .; Cb=1.0 for combined axial load and bending moment 2b2d2t/(b+d) 4.02 4 r in4 Sffulls% k 1.62 in4 L. ,. 0.36Cbn.(E I:G.j) /(F . Sf) 76.60 ft Fe % t Cb1<.(E I.G.j) /(L. Sf) 6776.07 ksi Allowable Bending Moment - A. _ Mnx ` 5.884 kip.ft Ob 1.670 Ma = Mnx/lb 3.524 ' kip.ft tr" Check Stresses— tresses—V..0.' • .C. '0.6 -0.4-MI/M2 0.60 Loads from Windt J �*S r Cb, s(P / Pa) + (Cmx Mx / M.-),. 0.28 NO , Cbl (P / Pa) + (Mx / Ma) = " .0.47 Allowable Stress Unity 1 ..Cb- '. t . lf((P_/.Pa) <= 0.15,Cb2,Cb1) - . • -0.47 « ' Section is OK 97 ;. • .fit '�' 1 J �*S r r' - � -r ^ :�• l � moi_. .•S 5, i Y ,- _ .' ._, .• t� •1�, 0 Knee Brace Design - Compression Member Input Data KNEE BRACE 2 Member Section 2x2x15 a A = Tube Width 2 in YI B = Tube Length 2 in R = Corner Inner Radius 0.09375 in t = Thickness 0.072 in KLy= Buckling around y -y 5.15 ft E = Modulus of Elasticity29500 ksi F = Yield Stress 50 ksi KL,� Buckling around x 5.15 ft xgApp G = Shear Modulus 11300 ksi e a cu a e arame er 1- Properties of 900 corner M 0.00001. ki .ft r = R + t/2, Centerline of Dimension 0.130 in P 3.107 kips U = n. r/2, Arc Length 0.204 in c=0.637.r Distance of c.g. from center 0.083 in 2- Flat widths of flanges and webs Flat width of Dim. a= A - 2.r + t 1.6685 in Flat width of Dim. b= B - 2.r + t 1.6685 in Calculation of Ix Element L, Length (in) Y, Distance to the center (in) L xY2 Ix Flanges 2.a 3.337 B/2 - t/2 0.964 3.101 0.000 Web 2.b 3.337 0 0.000 0.000 0.774 Corners 4.0 0.815 b/2 + c 0.917 0.685 0.000 Sum 7.489 . 1.881 3.786 0.774 Calculation of I Element L, Length (in) X, Distance to the center (in) L x X2 ly' Flanges 2.a 3.337 0 0.000 0.000 0.774 Web 2.b 3.337 A/2 - t/2 0.964 3.101 0.000 Corners 4.0 0.815 a/2 + c 0.917 0.685 0.000 Sum 7.489 1.881 3.786 0.774 Section Properties A L x t 0.5392 in Ix t x( L x Y +IX) 0.3284 in ly t X (L X X +ly.) 0.3284 in S„ Ix /(B/2) 0.3284 in Sy ly /(A/2) 0.3284 n r, (IX /A) 0-. 0.7804 in ry (ly /A) 0.7804 in i • Nominal Buckling Stress KL./r. 79.19 'KLy/ry _ ;79.19 KL/r _ - - 79.19 Fe , ' ' az E/(KL/r)Z 46.42 ksi (Fy/Fe) ' ,� l_ 1.04 ' ., F„ 31.86 ksi - Effective Area • _r .. effective width of compression flange w/t = alt `" 1 - 23.17 t - 7� ' 1.052/(k)° x (w/t) x (Fn/E) • '0.40 • '1.13 ae 1.67 in ' effective width of web element wit = Wit ! 423.17 4 1.052/(k) x (w/t) x'(FdE) 0.40' ' p 1` (1-0.22/X)/7 r 1.13 be _ 1.67 in Allowable Axial Load A. = A - 2 x t x [(a-ae) + (b -be)) 0.54 inZ P. . �' ? " Pn Ae'x F,; .., r 17.18` kips 0c 1.80 ' Pa = Pn A lc 9.54 kips ' Check Compression Stresses Loads from Wind? Cbt f Cbl=(P / Pa) , "r- '•0.33 NO ' Allowable Stress Unityf. 1 • 0.33 L Section is OK . _ Computing of Mnx, " 1 By using the effective width of compression flange and assuming the web is fully effective the neutral axis can be located as follow: 1 Element L, Len th in - y, Distance to top fiber in L.y L. C: Flanges ae 1.669 a r t/2 0.036 0.060. 0.002 . Web 012.b 3.337 - B/2 .1.0001, 3.337 '3.337 C. Corners 2.0 0.408 •:::_ c+t/2 ^ 0.119 0.048 •0.006 . T. Flanges . " ae.- 1.669 'B -t/2 1.964 - A.277 6.436 T.Corners 2.0 0.408 B -c -t/2 1.881 0.767 a 1.443 Sum 7.489 r - 5.000 Y 7.489. 11.224 y� t..y/ L" ti1.000 ; ' ,. Z=R+t -0.166 in ri w The max. stress of 50 ksi ocurs in the compression flange as assumed in the calculation 4 Check the effectiveness of the Web - f1 (yam Z)F /yam 41.71 ksi. f2 . - (B-y,y- Z)Fy/ycy -41.71 ksi W f2/fl-1.00 . k �. 4+2(1 -W)3+2(1 -W) 24.00 hit _ be/t 23.17 1.052/(k)0'5 x (h/t) x (f 1/E)0 0.19 -.P (1-0.22 / X) / k -0.94 be 1.67 in b, b./(3 -W) r f 0.42 in b2 _ 0.83 in b,+b2 , " 1.25 ` in *2I.b ' 2(1/12)(b)3 0.77 in4 E L 2 11.22 in (-)(EL)(yc) 7.49 in I'x 4.51in4 Ix=lxt 0.32 in4 Sex=lx/Yog 0.32 : in3 +� Cb=1.0 for combined axial load and bending moment 2b2d2t/(b+d) 0.33 - in _S, s ! fullSx 0.33 in 4 L. 0.36Cb,c.(E I.G.j)o /(F . SO .. 34.73 , ft _ Fe Cbn.(E I.G.j) /(L. Sf) 936.67 ksi Allowable Bending Moment Mnx .. _ 1.353 kip.ft 1.670- .670_Me M.= Max /f2b 0.810 kip.ft Check Stresses C,nx 0.6-0.4'M1/M2 ; 0.60 Loads from Wind? 'Cb, (P'/ Pa) + (Cmx Mx / Ma) 0.33 -- NO • . Cbl ;(P / Pe) + (Mx / Ma) 0.33 Allowable Stress Unity . • 1 ^_ Cb . If((P / Pa) - 0.15,Cb2,Cb1). 0.33 t • . . Section is OK ri w ,7 Software licensed to Cob Title MOOS Client Reaction Summary Cob Do , Sheet Do Rev 153102 REACTION Part Ref Dy Da"3-Opr-15 Chd File ❑orth Rowsstd DateTme 03-Opr-2015 121D0 Print Time/Date CD3/04/2015 12[02 STO❑D.Pro V8i 20.OD05.15 Print i Horizontal Vertical Horizontal Moment Node. UC FX (kip) FY (kip) FZ (kip) MX (kip -ft) MY (kip'ft) MZ (kip ft) Max F❑ 15 22®E❑EROTE 1.054 -1.[23 0.000 -0.000 -0.000 -4.180 Min FO 15 2300E❑ER❑TE -0.759 3.350 0.000 0.000 0.000 3.008 Max F❑ 15 239DE❑EROTE -O.C50 3.359 0.000 0.000 0.000 3.008 Min F❑ 15 ®E❑EROTE 1.054 -2.133 0.000 -0.000 -0.000 -4.180 Max F❑ 15 3®EOEROTE -0.000 1.225 0.018 0.134 0.005 -0.000 Min F❑ 15 DlUDE❑EROTE -0.000 0.813 -0.018 -0.134 -0.005 -0.000 Max M❑ 15 3®E❑EROTE -0.000 1.225 0.018 0.134 0.005 -0.000 Min M❑ 15 01EDE❑EROTE -0.000 0.813 -0.018 -0.134 -0.005 -0.000 Max MO 15 31®E❑EROTE -0.000 1.225 0.018. 0.134 0.005 1 -0.000 Min MO 15 D19DE❑ER❑TE -0.000 0.813 -0.018 -0.134 -0.005 -0.000 Max M❑ 15 239DEDEROTE -0.150 3.350 0.000 0.000 0.000 3.008 Min M❑ 15 31IMEOEROTE -0.000 1.204 0.000 0.000 0.000 -7.891 Print Time/Date CD3/04/2015 12[02 STO❑D.Pro V8i 20.OD05.15 Print i i Print Time/Date CD3/04/2015 12[02 STO❑D.Pro V8i 20.OD05.15 Print i Code: CBC 2013 - fDead Load: 5.0 psf . Roof Live load: o.o psf X0.0 psf ,. k0mph 20.0 deg " Ground Snow: "Wind Speed: Module Tilt: Purlin Spacing: • 3.25 ft T Chord Length = 13.00 ft ` (Exposure C Assumed), Snow toad Calculation: pf = 0.7CSCeCtlspg' 'Ce = 1.0 1.2 ,0.8 Ct = IS - CS = 0.91 0.0 psf 21.8 psf . ' - ~ .}: ..� to •t } • � ^' ; •• ' �' .• f Wind:Loajd Calculation: q = 0.00256K�KdK=tV� r• , , r' V K: = 1.00 ! - o.8s ' 1.0 4 Kd = 4 Krt = q= 21.8 psf . Mean Roof Height= 33:0 ft (Per CPP Wind Tunnel Analysis) STAAD Model Input.(Z-Purlin Loading) Dead Load: 0.016 klf ' Roof Live: 0.000.klf, Snow Load: 0.000 klf Wind: Balanced Wind (Applied to all purlins):. . Zone : ..- 1-. .- 2 '. ` a • 3 4 S -- Wind Uplift -0.068 klf -0.051 klf =0.051 klf -0.047 klf., -0.047 klf t Wirid'Down 0.059 klf 0.057 klf 0.058 klf -0.058 klf -0.058 klf '.. Wind: Unbalanced Wind (Applied to lower half of purlins ONLY);-- NLY):`"Zone Zone 1-4 3 `4• S -Wind Down '-0.100 klf ' -0.096 klf -0.099 klf -0.098 kif ' -0.097 klf Wind Uplift 0.023 klf . 0.020 klf 0.025 klf '0.024 klf 0.024 klf Base Moment: Downward -12.354 klf -12.035 klf -11.159 k1f ` -10.919 klf ,10. 680 klf Base Moment* (Uplift).n- '1.435 klf• 1.196 klf 1.116 klf 1.116 klf 1.275 klf i f a Roof Pressures zone:1 1 2 3 1 4 5 Uplift -21.03 -15.59 1 -15.59 11 -14.51 -14.51 Downwardi 18.13 1 17.41 1 17.77 1 17.77 1 17.77 a Base of Post Coefficients (Wind Tunnel Test Results): Zone: . 1 2 3 4 1 5 -J Negative •-0.26 -0.25 -,-013- -0.23 -0.22 Positive "0.03 0.03 0.02 0.02 0.03 -12.04 k -ft -11.16 k -ft -10.92 k -ft -10.68 k -ft Base of Post Coefficients (Wind Tunnel Test Results): Zone: . 1 2 3 4 1 5 G Negative •-0.26 -0.25 -,-013- -0.23 -0.22 Positive "0.03 0.03 0.02 0.02 0.03 Base of Post Moments (My=GCmr*q*Aref*Lref): ' _ Zone: 1 2 3 4 5' Negative (Downward) -12.35 k -ft . -12.04 k -ft -11.16 k -ft -10.92 k -ft -10.68 k -ft Positive (Uplift) _ 0.11 k -ft ' 0.09 k -ft 0.09 k -ft 0.09 k -ft 0.10 k -ft Lower Purlin Coefficients (Wind Tunnel Results): Zone: - -1 2 3 4 5 4*GC Negative -1.41- -1.35 -1.40 -1.39 -1.37 Positive 0.33 _. 0.29 0.35 0.33 0.33 + �i Lower Purlin Pressures (p=q*GCm++r*4) (psQ - zone:1 1 i 2 1 3 4 1 5 -Negative(Downward) -30.75 -29.45 1 -30.46 1 -30.17 1 -29.88 ' Positive (Uplift) 7.11- 6.24 1 .7.54 1 7.25 1 7.25 ' S+i' a ", '�f r ,s M +• .� .. _ Y }, ., ,• • F7 - .ob _o _o SbeetSK-1 Rev -!4153102 Software licensed to - Pen _ob Title MODS Ref -Y Da`3-Opr-15 obd tient Fie South ROWS.Std Da ertime 03-Dpr-201511 C4D - `\ As,, \ \0 \ \ 93 8 0) -42 \ \ �?Vf4O \ \ \ e 9, \° 41 at SK -1 Prim TimelDate-031042015 1155 r 1 STOOD.Pro V8i 20.01105.15 Print Run 1 of 1 t „ .oh _o Sheet _o t 153102 5 -v-t7 Software licensed to Pen -oerme MODS Ref , _Y Dete3-Opf-1$ Chd Client „ .oh _o Sheet _o Rev 153102 SK -2 -v-t7 Software licensed to Pen -oerme MODS Ref , _Y Dete3-Opf-1$ Chd Client File South Rows.std Dme/Time 03-Opr-2015 11 C40 \ X:7"� aa'�gft \\\� 5.75ft\ 939ft }511ft \ \ \\ b1416ft \ �y9.:sft SK -2 STODD.Pro V8i 20.0005.15 r 1 ` Pdnt Run 1 of 1 f , r + t. i • • • 01b 00 Sheet 00 Rev 153102. RESULT " - Software licensed to Part mbTitle M❑❑S - Ref Dy Da"3-❑pr-15 Chd Client File South Rows.std DateTme 03-Opr-2015 1114❑ Nodes Node X (ft) Y (ft) Z (ft) 1 0.000 1.858 0.000 2 D050 5.154 0.000 3 2.040 2.181 0.000 4 D100 4.081 0.000 5 1.4C4 2.3C4 0.000 ❑ 12582 4.018 0.000 0 4.528 0.000 0.000 0 0.000 1.858 1 ❑503 10 1050 5.154 10513 11 2.C40 2.C31 10503 12 0100 4.081 105C3 13 1.404 2.304 1 D5C3 14 0582 4.018 10503 15 4.528 0.000 1 D5C3 1 ❑ 1 0.000 1.858 30180 18 0050 5.154 30180 10 2.140 2.C31 30180 20 12100 4.081 3D180 21 1.404 2.304 30180 22 0582 4.018 30180 23 4.528 0.000 1 30180 25 0.000 1.858 58. CBO 20 0050 5.154 58.080 20 2.140 2.1-31 58.080 28 12100 4.081 58.180 20 1.404 2.304 58.C80 30 11582 4.018 58.080 31 4.528 0.000 58.180 33 0.000 1.858 06.303 34 d050 5.154 18.303 35 2.C4❑ 2.C31 CB.3C3 30 0100 4.081 C8.3C3 30 1.404 2.304 CB.313 38 0582 4.08 08.303 3D 4.528 0.000 CB.3C3 41 0.000 1.858 CD= 42 0050 5.154 DD= 43 2.C4❑ 2.031 mom 44 12100 4.081 CEI® 45 1.404 2.304 m® 40 0582 4.018 CID 40 4.528 0.000 m® 55 4.528 3.50❑ 1 D5Q3 50 4.528 0.4C0 0.000 50 4.528 3.500 0.000 U I :/Date0D3/04/2015 11[52 ST❑OD.Pro V8i 20.0005. 15 Print Run 1 of 10 �7 U I :/Date0D3/04/2015 11[52 ST❑OD.Pro V8i 20.0005. 15 Print Run 1 of 10 . 0 • • - Software licensed to mbTitle M❑❑S Client Nodes Cont... Node X (ft) Y (ft) Z (ft) 58 4.528 0.400 1 ❑503 50 4.528 3.500 3❑180 CO. 4.528 OACO 30180 ❑1 4.528 3.500 58. CBO C2 4.528 0.400 58.[80 m 4.528 3.500 CB.3C3 D4 4.528 0.400 C8.3C3 1-5 4.528 3.50❑ mCm OD 4.528 0.400 CO= t Beams Beam Node A Node B Length (ft) Property . 0 (degrees) 1 1 5 1.50B 3 0 2 3 50 1.082 3 0 3 4 0 1.5CB 3 0 4 5 3 1.508 3 0 5 ❑ 2 1.5C8 3 0 ❑ ❑ 50 0.41-0 1 0 ❑ 50 50 3.030 1 0 8 5 50 3.D10 2 0 ❑ ❑ 13 1.508 3 0 10 11 55 1. CB2 3 0 11 12 14 1.518 3 0 12 13 11 1.5CB 3 0 13 14 10 1.518 3 0 14 15 58 0.4CD 1 0 15 58 55 3.030 1 0 1 ❑ 13 58 3.010 2 0 10 10 21 1.518 3 0 18 10 50 1.CB2 3 0 1 ❑ 20 22 1.508 3 0 20 21 10 1.5C8 3 0 21 22 18 1.5CB 3 0 22 23 CD 0.4[0 1 0 23 1-0 50 3.030 1 .0 24 21 1-0 IDIO 2 0 25 25 ' 20 1.508 3 0 20 20 D1 1.082 3 0 20 28 30 1.508 3 0 28 20 20 1.508 3 0 20 30 2D 1.508 3 0 30 31 C2 0.400 1 0 int Time/Date CD3/04/2015 11152 Cob Do Sheet Do Rev 153102 RESULT Part Ref Dy Da"3-❑pr-15 Chd File South Rows.std I Daterrime 03 -❑pr -2015 11040 STDDD.Pro V8i 20.00iO5.15 Print Run 2 of 10 • • • Ebb Do - Sheet Do Rev 153102 RESULT - - Software licensed to Part mbTitle M❑❑S Ref Dy Date3-0pr-15 Chd Client File South Rows.std I DateTme 03 -❑pr -2015 11040 Beams Cont... Beam Node A Node B Length (ft) Property 0 (degrees) 31 C2 01 3.030 1 0 32 20 C2 3.010 2 0 33 2 10 1 D5C3 5 20 34 10 18 10504 5 20 35 18 2❑ 1 D5[3 5 20 30 4 12 10500 5 20 30 12 20 10504 5 20 38 20 28 10500 5 20 30 3 11 10513 5 20 40 11 10 1C15C4 5 20 41 10 20 1D5C3 5 20 42 1 0 105C3 5 20 43 0 1 ❑ 10504 5 20 44 10 25 105C3 5 20 45 50 58 10820 4 0 40 55 50 1 D82❑ 4 0 40 33 30 1.508 3 0 48 35 Ci 1. CB2 3 0 40 3❑ 38 1.508 3 0 50 30 35 1.518 3 0 51 38 34 1.508 3 0 52 30 C4 0.40) 1 0 53 04 m 3.030 1 0 54 30 C4 3. ❑10 2 0 55 2D 34 10503 5 20 5D 28 30 1D5C3 5 20 50 20 35 1D5C3 5 20 58 25 33 111513 5 20 50 41 45 1.5CB 3 0 CD 43 C5 1.082 3 0 D1 44 40 1.518 3 0 02 45 43 1.508 3 0 03 40 42 1.508 3 0 04 4❑ m OAC) 1 0 05 0❑ C5 3.030 1 0 00 45 D❑ 3.010 2 0 m 34 42 1 C15C4 5 20 CB 30 44 1 D5C4 5 20 00 35 43 1D5C4 5 20 10 33 41 1D504 5 20 D1 5D 4 1.082 3 0 C2 55 12 1.082 3 0 Ci 5❑ 20 1.CB2 3 0 D4 ❑1 28 1.CB2 3 0 05 03 30 1.062 3 0 nt Time/Date CD3/04/20151162 STO❑D.Pro V8i 20.OD05.15 Print Run 3 of 10 • Number Name 1 DEODLOOD 2 Cob Do Sheet Do Rev 4 DOW❑ 5 153102 RESULT U00❑L❑OCED D❑W❑ D DOSE POS MOMEOT - ❑OOE 1 8 DOSE POS MOMEOT - ❑OOE 2 ❑ DOSE POS MOMEOT - 000E 3 10 Part Software licensed to DOSE POS MOMEOT - 00❑E 5 Ebb Tide MOOS DOSE DEG MOMEOT - OOOE 1 Ref DOSE DEG MOMEOT - 00 OE 2 14 DOSE ❑E❑ MOMEOT - 00 OE 3 75 Dy Da"3-❑pr-15 Chd Client DOSE ❑El7 MOMEOT - ❑❑OE 5 File South Rows.std Daterrime 03 -❑pr -2015 11 C4❑ 18 Beams Cont... Beam Node A Node B Length Property 0 (ft) (degrees) OD 15 _ 44 1. C82 3 0 GO 50 ❑ 5.151 2 0 CB 58 14 5.151 2 0 M m 22 5.151 2 0 80 02 30 5.151 2 0 81 C4 38 5.151 2 0 82 m 40 5.151 2 0 Basic Load Cases Number Name 1 DEODLOOD 2 SOOW LOOD 3 UPLIFT ' 4 DOW❑ 5 U❑❑❑L❑OCED UPLIFT ❑ U00❑L❑OCED D❑W❑ D DOSE POS MOMEOT - ❑OOE 1 8 DOSE POS MOMEOT - ❑OOE 2 ❑ DOSE POS MOMEOT - 000E 3 10 DOSE POS MOMEOT - ❑❑❑E 4 11 DOSE POS MOMEOT - 00❑E 5 12 DOSE DEG MOMEOT - OOOE 1 13 DOSE DEG MOMEOT - 00 OE 2 14 DOSE ❑E❑ MOMEOT - 00 OE 3 75 DOSE ❑E❑ MOMEOT - 00 DE 4 10 DOSE ❑El7 MOMEOT - ❑❑OE 5 1 ❑ TROOS E❑ 18 L00❑ E❑ Number Name 1 DEODLOOD 2 SOOW LOOD 3 UPLIFT ' 4 DOW❑ 5 U❑❑❑L❑OCED UPLIFT ❑ U00❑L❑OCED D❑W❑ D DOSE POS MOMEOT - ❑OOE 1 8 DOSE POS MOMEOT - ❑OOE 2 ❑ DOSE POS MOMEOT - 000E 3 10 DOSE POS MOMEOT - ❑❑❑E 4 11 DOSE POS MOMEOT - 00❑E 5 12 DOSE DEG MOMEOT - OOOE 1 13 DOSE DEG MOMEOT - 00 OE 2 14 DOSE ❑E❑ MOMEOT - 00 OE 3 75 DOSE ❑E❑ MOMEOT - 00 DE 4 10 DOSE ❑El7 MOMEOT - ❑❑OE 5 1 ❑ TROOS E❑ 18 L00❑ E❑ Print Time/Date CD3/04/2015 17[52 ST❑OD.PrO V8i 20.0❑05.15 Print Run 4 of 1 ❑ 0 :i Software licensed to Cob Title MDOS Client Combination Load Cases Cob Do Sheet Do Rev 153102 RESULT Part Ref By Da"3-Opr-15 Chd File South Rows.std Date/Time 03-Opr-2015 11 C40 Comb. Combination UC Name Primary Primary UC Name Factor 10 ❑E❑EROTED IDC TOOLED7SD241 1 1 DEOD LOOD 1.00 20 OEOEROTED IOC TOOLECOSD241 2 1 DEOD LOOD 1.00 2 SOOW LODD 1.00 21 OEDEROTED IOC TOOLEDDSD241 3 1 1 DEOD LOOD 1.00 2 S❑DW LDOD 0.05 22 ❑EOER❑TED IOC TOOLEO❑SD241 4 1 DEOD LOOD 1.00 3 UPLIFT 0.00 23 OEOEROTED IOC TOOLEDOSD241 5 1 DEDD LOOD 1.00 4 D❑WO 0.00 24 OEDEROTED IOC TOOLEmSD241 0 1 DEOD LOOD 1.00 5 U❑OOLO❑CED UPLIFT 0.00 25 OEOEROTED IOC TOOLECOSD241 ❑ 1 DEOD LOOD 1.00 0 U❑ODLDOCED DOWD 0.00 20 OEOEROTED IOC T❑OLED0SD241 8 1 DEOD LOOD 1.00 ❑ DOSE POS MOMEOT - ❑❑❑E 1 0. OD 20 OEDER❑TED IOC TO❑LE0[3SD241 0 1 DEDD LOOD 1.00 8 DOSE POS MOMEOT - ❑DOE 2 0.00 28 ❑EOEROTED IOC T❑❑LEO❑SD241 10 1 DEOD LOOD 1.00 0 DOSE POS MOMEOT - O❑❑E 3 0.00 20 ❑E❑EROTED I❑C TOOLEDDSD241 11 1 DEOD LOOD 1.00 10 DOSE POS MOMEOT - DODE 4 0.00 30 OEDER❑TED IOC T❑❑LEmSD241 12 1 DEDD LOOD 1.00 11 DOSE POS MOMEOT - ❑0DE 5 O.OD 31 ❑E❑ER❑TED IDC TOOLEDOSD241 13 1 DEOD LOOD 1.00 12 DOSE DEO MOMEOT - D❑OE 1 0.00 32 OE❑EROTED IOC T❑OLEO❑SD241 14 1 DEDD LOOD 1.00 13 DOSE OED MOMEOT - 000E 2 O.OD 33 OEOEROTED IDC TOOLEDOSD241 15 1 DEOD LOOD 1.00 14 DOSE DEO MOME❑T - ❑OOE 3 O.OD 34 0EOEROTED IOC TO❑LEO❑SD241 10 1 DEDD LOOD 1.00 15 DOSE OED MOMEOT - 0❑DE 4 0.00 35 OEOEROTED IDC TO❑LEmSD241 10 1 DEOD LOOD 1.00 1 ❑ DOSE OEO MOMEOT - DODE 5 0.00 30 OEOEROTED IOC TO❑LEEOSD241 18 1 DEDD LOOD 1.00 10 TROOS EO 0.00 30 ❑EOEROTED IDC TOOLECOSD241 10 1 DEOD LOOD 1.00 18 L❑0❑ EO 0.00 38 ❑EOEROTED IOC TO❑LEO❑SD241 20 1 DEDD LOOD 1.00 10 TR❑OS E❑ -0.00 30 ❑EDEROTED IOC T❑❑LEDDSD241'21 1 DEOD LDOD 1.00 18 L❑00 EO -0.00 40 DEDEROTED IOC TOOLEO❑SD241 22 1 DEDD LOOD 1.00 3 UPLIFT 0.45 41 OEOEROTED IOC TOOLEDOSD241 23 1 DEOD LOOD 1.00 4 D❑WO 0.45 Print Time/DateCO3/04/201511 t52 STOOD.Pro V8i 20.0005.15 Print Run 5 of 10 • • 1] 7 to �a Software licensed to Ebb Do 153102 Sheet Do RESULT Rev Part mbTitle MOOS Ref Gy Da"3-Opr-15 Chd Client File South Rows.std Date/rime 03-Opr-2015 11(40 Combination Load Cases Cont... Comb. Combination UC Name Primary Primary UC Name Factor 42 OE❑ER❑TED IOC T❑❑LEmSD241 24 1 DEOD LOOD 1.00 5 000❑LOOCED UPLIFT 0.45 43 ❑E❑ER❑TED IOC TO❑LEmSD241 25 1 DEOD LOOD 1.00 ❑ U❑❑❑LOOCED D❑WO 0.45 44 ❑EOEROTED IOC TOOLEmSD241 20 1 DEOD LOOD 1.00 ❑ DOSE POS M❑MEDT - ❑❑❑E 1 0.45 45 ❑EOER❑TED IOC T❑❑LEO7SD241 20 1 DE❑D LOOD 1.00 8 DOSE POS MOME❑T - 00❑E 2 0.45 40 ❑E❑EROTED IOC T❑❑LED]SD241 28 1 DEOD LOOD 1.00 ❑ 0❑SE.P❑S M❑ME❑T - ❑❑❑E 3 0.45 40 ❑E❑ER❑TED IDC TOOLEDJSD241 20 1 DEOD LOOD 1.00 10 DOSE POS MOME❑T - ❑OOE 4 0.45 48 ❑EOER❑TED IOC TO❑LEmSD241 30 1 DEOD LOOD 1.00 11 DOSE PUS M❑ME❑T - 000E 5 0.45 40 ❑E❑ER❑TED IOC T❑❑LEmSD241 31 1 DEOD LOOD 1.00 12 DOSE DEO M❑ME❑T- 00 DE 1 0.45 50 ❑E❑ER❑TED IOC TO❑LEmSD241 32 1 DEOD LOOD 1.00 ' 13 DOSE ❑E❑ M❑ME❑T - 0❑❑E 2 0.45 51 OE❑ER❑TED IOC T❑OLEmSD241 33 1 DEOD LOOD 1.00 14 DOSE ❑E❑ MOME❑T - 000E 3 0.45 52 ❑E❑ER❑TED IOC T❑❑LED7SD241 34 1 DEOD LOUD 1.00 15 DOSE OED M❑ME❑T - 000E 4 0.45 53 OE❑ER❑TED IOC TO❑LEmSD241 35 1 DEDD LOOD 1.00 1 ❑ DOSE DEO MOME❑T - ❑❑OE 5 0.45 54 OE❑EROTED IOC T❑❑LED7SD241 30 1 DEOD LOUD 1.00 3 UPLIFT 0.45 2 S❑❑W LOOD O.C6 55 ❑E❑ER❑TED IOC TO❑LEmSD241 30 1 DEOD LOOD 1.00 4 DOWO 0.45 2 S❑❑W L❑❑D 0.05 50 ❑E❑ER❑TED IOC TOOLEmSD241 38 1 DEOD LOOD 1.00 5 UO❑❑L❑OCED UPLIFT 0.45 ' 2 S❑❑W LOOD 0.05 50 ❑EOER❑TED IOC T❑OLEmSD241 30 1 DEOD LOOD 1.00 0 U❑❑❑L❑OCED DOW❑ 0.45 2 S❑❑W L❑❑D 0.05 58 ❑E❑ER❑TED IOC TO❑LEmSD241 40 1 DEOD LOOD 1.00 ❑ DOSE PUS M❑MEOT - ❑0❑E 1 0.45 2 SO❑W LOOD 0.05 50 ❑E❑ER❑TED IDC T❑OLEmSD241 41 1 DEOD LOOD 1.00 8 DOSE POS MOMEOT - 000E 2 0.45 2 SO❑W LOOD 0. 05 CD ❑EOEROTED IOC TO❑LEmSD241 42 1 DEOD LOOD 1.00 ❑ DOSE PUS M❑MEOT - DO OE Print Time/DateCO3/04/2015 11[52 ST❑❑D.Pro VSi 20.0❑05.15 Print Run 0or10 3 0.45 2 S❑❑W L❑❑D O.CS • El • Software licensed to DobTitle MODS Client Combination Load Cases Cont... )mb. Combination UC Name 01 1 ❑EDEROTED IOC TO❑LEmSD241 43 02 1 DEER❑TED IDC TOOLED❑SD241 44 1-0 I ❑E❑EROTED IOC TD❑LECOSD241 45 C4 I ❑E❑ER❑TED IOC TOOLEMSD241 40 E5 I ❑E❑ERDTED IDC TO❑LEC❑SD241 4❑ OD I ❑E❑ER❑TED IOC T❑❑LEODSD241 48 DO I ❑EDEROTED IDC T❑❑LEC❑SD241 4❑ CB ❑EDEROTED IOC T❑OLEO❑SD241 50 DO ❑EOEROTED IOC T❑❑LED3SD241 51 00 OEOEROTED IOC T❑❑LEmSD241 52 01 1 ❑EOEROTED IOC T❑DLECOSD241 53 ❑2 ❑E❑ER❑TED IOC TD❑LECOSD241 54 C3 ❑EOEROTED IOC T❑❑LE❑OSD241 55 C4 ❑EDEROTED IDC T❑❑LEO❑SD241 50 05 1 ❑E❑ER❑TED IOC TOOLE03SD241 50 OD. ❑E❑ER❑TED IOC TO❑LEEDSD241 58 OD I ❑E❑ER❑TED IOC TOOLE07SD241 50 rint Time/Date[03/04/2015 1162 @b Do I Sheet Do Rev 153102 RESULT Part Ref Dy Date3-11pr-15 Chd File South RowS.std I Date rime 03-Opr-2015 11140 Primary Primary L/C Name 1 DEOD, LOOD 10 DOSE POS M❑MEOT - ❑❑OE 4 2 S❑❑W L❑❑D 1 DEOD LOOD 11 DOSE POS M❑ME❑T - ❑O❑E 5 2 S❑OW L❑❑D 1 DEOD, LOOD 12 DOSE DE❑.M❑ME❑T - DO OE 1 2 SD❑W LOOD 1 DEDD LOOD 13 DOSE OED MOME❑T - 00 DE 2 2 S❑OW L❑❑D 1 DEOD LOOD 14 DOSE ❑E❑ M❑MEOT - ❑DOE 3 2 S❑DW L❑DD 1 DEDD LOOD 15 DOSE DED MOMEOT- OD DE 4 2 SO❑W L❑❑D 1 DEDDL❑❑D 1 ❑ DOSE OEO M❑ME❑T - D❑OE 5 2 S❑OW LOOD 1 DEDD LOOD 10 TR❑OS ED 1 DEDD LOOD 18 LO Do E❑ 1 DE❑DL❑DD 1D TRODS E❑ 2 SO❑W L❑❑D 1 DEDD LOOD, 18 LD❑❑ E❑ 2 S❑OW L❑OD 1 DEOD LOOD 1 ❑ TROOS ED 1 DEDDL❑❑D 18 LOOD E❑ 1 DEOD LOOD 1 ❑ TRO❑S E❑ 2 SOOW LODD 1 DEOD LOOD 18 L❑❑❑ E❑ 2 S❑OW L❑❑D 1 DEOD LOOD 3 UPLIFT 1 DEOD L❑❑D 4 IDOWO STD❑D.Pro V8i 20.0005.15 Factor 1.00 0.45 0.05 1.00 0.45 0.05 1.00 0.45 0.05 1.00 0.45 0.17 1.00 0.45 0.15 1.00 0.45 0.05 1.00 0.45 0.05 1.00 0.52 1.00 0.52 1.00 0.52 0.15 1.00 0.52 0.15 1.00 -0.52 1.00 -0.52 1.00 -0.52 0.05 1.00 -0.52 0.C5 O.CO O.CO O.CO 0.101 Print Run 0of 10 • C] • Software licensed to mbTille MODS I Client Combination Load Cases Cont... Cob Do [Sheet Do I Rev 153102 RESULT Part Ref Dy Da"3-Opr-15 Chd File South Rows.std I DateTme 03-Opr-2015 11 C4❑ Comb. Combination UC Name Primary Primary UC Name Factor O3 OEOEROTED IOC TOOLEmSD241 CO 1 DEOD LOOD 0.00 5 UO❑❑LDOCED UPLIFT 0.00 CO ❑EOEROTED IOC TOOLEmSD241 01 1 DEOD LOOD 0.10 0 UDO❑LD❑CED D❑WO O.CD 80 ❑EDER❑TED IOC TDOLEmSD241 Q 1 DEOD LD❑D 0.10 D DOSE POS MOMEOT - ❑❑OE 1 0.CO 81 OEOEROTED IOC TOOLEMSD241 03 1 DEDD LOOD 0.00 8 DOSE PDS MOMEOT - DDOE 2 0.00 82 ❑EDER❑TED IOC TDOLECOSD241 C4 1 DEOD LODD 0.00 D DOSE POS MOMEOT - O❑❑E 3 0.10 83 DEDEROTED IOC TOOLEDDSD241 05 1 DEOD LOOD 0.00 10 DOSE POS MOMEOT - ❑D❑E 4 0.00 84 DEDEROTED IDC T❑❑LECESD241 m 1 DEOD LD❑D 0.10 11 DOSE POS MOMEOT - ❑DOE 5 0.00 85 DEDEROTED IOC TD❑LEDDSD241 OD 1 DEOD LDOD O.CO 12 DOSE DED MOMEOT- 00 DE 1 O.CO 80 DEDER❑TED IOC TOOLEDOSD241 OB 1 DEDD LOOD 0.00 13 DOSE ❑E❑ MOMEOT - ❑❑❑E 2 0. ED 80 ❑EDER❑TED IDC T❑OLEmSD241 OD 1 DEDD LOOD 0.00 14 DOSE DEO MOMEOT - OD❑E 3 0.00 88 ❑EDER❑TED IOC TOOLED13SD241 CO 1 DEOD LOOD 0.10 15 DOSE DED MOMEOT - ❑DDE 4 0.00 8D OEOER❑TED IOC TOOLEmSD241 ❑1 1 DEDD LOOD O.CO 10 DOSE OED MOMEOT - DODE 5 0. OD OD OEDER❑TED IDC TOOLECOSD241 02 1 DEOD LOOD 0.10 10 TRO❑S E❑ O.CD 01 ❑EDER❑TED IOC TO❑LEDOSD241 03 1 DEOD LOOD 0.10 18 L000 E❑ 0.00 02 DEDEROTED IOC TOOLEDDSD241 04 1 DEDD LOOD O.CO 10 TRODS E❑ 40D 03. ❑EDEROTED IOC TOOLECOSD241 05 1 DEDD LOOD 0. ED 18 L❑❑O EO -0. DO Print Time/Datef03ttl4/9015 i 1 FS , Crnnn o... %10; on nn ne 4C MA.., o. �., • 1 • • mb ❑ot7o Rev Sheet R tr 153102 RESULT ' Software licensed to Part mbTitle M❑❑S Ref O' o3tj❑pr-15 Chd Client File South Rows.std Daterrime 03 -❑pr -2015 11(4❑ Beam Loads: 1 DEAD LOAD Beam Type Direction Fa Da Fb Db Ecc. (ft) (ft) 33 UNI Ibf/ft GY -16.252 - - 34 'UNI Ibf/ft GY -16.252 - - - 35 UNI Ibf/ft GY -16.252 - - - 36 UNI Ibf/ft GY -16.252 - - - 37 UNI Ibf/ft GY -16.252 - - - - 38 UNI Ibf/ft GY -16.252 - - 39 UNI Ibf/ft GY -16.252 - - 40 UNI Ibf/ft GY -16.252 - - - - 41 UNI Ibf/ft GY -16.252 - - - 42 UNI Ibf/ft GY -16.252 - - - - 43 UNI Ibf/ft GY -16.252 - - 44 UNI Ibf/ft GY -16.252 - - 55 UNI Ibf/ft GY -16.252 - - - - 56 UNI Ibf/ft GY -16.252 - - - 57 UNI Ibf/ft GY -16.252 - - - 58 UNI Ibf/ft GY -16.252 - - 67 _ UNI Ibf/ft GY -16.252 - 68 UNI Ibf/ft GY -16.252 - - - 69 UNI Ibf/ft GY -16.252 - - - - 70 UNI Ibf/ft GY -16.252 - - - - Beam Loads: 2 SNOW LOAD Beam Type Direction Fa Da Fb' Db Ecc. (ft) (ft) 33 UNI Ibf/ft GY -0.000 - - - - 34 UNI Ibf/ft GY 0.000 - - - - 35 UNI Ibf/ft GY 0.000 - - - - 36 UNI Ibf/ft GY 0.000 - - - - 37 UNI Ibf/ft GY 0.000 - - - - 38 UNI Ibf/ft GY 0.000 - - - - 39 UNI Ibf/ft GY 0.000 - - - 40 UNI Ibf/ft GY 0.000 - - - - 41 UNI Ibf/ft GY 0.000 - - - 42 UNI Ibf/ft GY 0.000 - - - - 43 UNI Ibf/ft GY 0.000 - - - 44 UNI Ibf/ft GY 0.000 - - - 55 UNI Ibf/ft GY 0.000 - - - - 56 UNI Ibf/ft GY 0.000 - - - - 57 UNI Ibf/ft GY 0.000 - - - 58 UNI Ibf/ft GY 0.000 - - - 67 UNI Ibf/ft GY 0.000 - - 68 UNI Ibf/ft GY 0.000 - - - - 69 UNI Ibf/ft I GY 0.000 - - - - JI LIlJU.r-IU Vol GV.VLLVJ. Io • Beam Loads: 2 SNOW LOAD Cont... CM NO nEM No Om 153102 RESULT Ora ocf 00 01313 -❑0215 Om = ❑❑30❑mOCt❑ 01:11y0®0 03-11022015 111=46 Beam Type Direction • Da (ft) OreoOMI to Db cib pmo ❑ DOD 70 UNI Ibf/ft olmn • Beam Loads: 2 SNOW LOAD Cont... CM NO nEM No Om 153102 RESULT Ora ocf 00 01313 -❑0215 Om = ❑❑30❑mOCt❑ 01:11y0®0 03-11022015 111=46 Beam Type Direction Fa Da (ft) Fb I Db Ecc. (ft) 70 UNI Ibf/ft f 0.000 1 - - - - Beam Loads: 3 UPLIFT Beam Type Direction Fa Da Fb (ft) Db Ecc. (ft) 33 UNI Ibf/ft Y 68.400 0.000 - 13.001 - UNI Ibf/ft Y 50.700 13.001 - 19.593 - 34 UNI Ibf/ft Y 50.700 0.000 - 6.410 - UNI Ibf/ft Y 50.700 6.410 - 19.411 - UNI Ibf/ft Y 47.200 19.411 - 19.593 - 35 UNI Ibf/ft Y 47.200 0.000 - ' 12.819 - UNI Ibf/ft Y 47.200 12.819 - 19.593 - UNI Ibf/ft Y 0.000 19.411 - - 36 UNI Ibf/ft Y 68.400 0.000 - 13.001 - UNI Ibf/ft Y 50.700 13.001 - 19.593 - 37 UNI Ibf/ft Y 50.700 0.000 - 6.410 - UNI Ibf/ft Y 50.700 6.410 - 19.411 - UNI Ibf/ft Y 47.200 19.411 - 19.593 - 38 UNI Ibf/ft Y 47.200 0.000 - 12.819 UNI Ibf/ft Y 47.200 12.819 - 19.593 UNI Ibf/ft Y 0.000 19.411 - - - 39 UNI Ibf/ft Y 68.400 0.000 - 13.001 - UNI Ibf/ft Y 50.700 13.001 - 19.593 - 40 UNI Ibf/ft Y 50.700 0.000 - 6.410 - UNI Ibf/ft Y 50.700 6.410 - 19.411 - UNI Ibf/ft Y 47.200 19.411 - 19.593 - \41 UNI Ibf/ft Y 47.200 0.000 - 12.819 - UNI Ibf/ft Y 47.200 12.819 - 19.593 - UNI Ibf/ft Y 0.000 19.411 - - 42 UNI Ibf/ft Y 68.400 0.000 - 13.001 UNI Ibf/ft Y 50.700 13.001 - 19.593 - 43 UNI Ibf/ft Y 50.700 0.000 - 6.410 - UNI Ibf/ft Y 50.700 6.410 - 19.411 - UNI Ibf/ft Y 47.200 19.411 - 19.593 - 44 UNI Ibf/ft Y 47.200 0.000 - 12.819 - UNI Ibf/ft Y 47.200• 12.819 - 19.593 - UNI Ibf/ft Y 0.000 19.411 - - - 55 UNI Ibf/ft Y 47.200 0.000 - 0.000 - 56 UNI Ibf/ft Y 47.200 0.000 - 0.000 - 57. UNI Ibf/ft Y 47.200 0.000 - 0.000 - 58 UNI Ibf/ft Y 47.200 0.000 - 0.000 - 67 UNI Ibf/ft Y 47.200 0.000 - 0.000 - 68 1 UNI Ibf/ft Y 47.200 0.000 - 0.000 - Mt om10'OO:®3/04/2015 1152 DODO❑. ❑® 08020.07.05.15 OGIR 00310 [1 17 L • • 03) NO ❑fit No om 153102 RESULT oatorad®i®to ¢b ❑mo ❑ ❑❑❑ orf 00 01313 -❑IE -15 om DIED 11M OMDOO7OCi❑ 1013170no 03 -❑❑32015 11046 Beam Loads: 3 UPLIFT Cont... Beam Type Direction Fa Da Fb Db Ecc. - (ft) (ft) 69 UNI Ibf/ft Y 47.200 0.000 - 0.000 70 UNI Ibf/ft Y 47.200 0.000 - 0.000 Beam Loads: 4 DOWN Beam Type Direction Fa Da Fb (ft) Db Ecc. (ft) 33 UNI Ibf/ft Y -58.900 0.000 - 13.001 - UNI Ibf/ft Y -56.600 13.001 - 19.593 - 34 UNI Ibf/ft' Y -56.600 0.000 - 6.410 - UNI Ibf/ft Y -56.600 6.410 - 19.411 - UNI Ibf/ft Y -57.800 19.411 - 19.593 - 35 UNI Ibf/ft Y -57.800 0.000 - 12.819 - UNI Ibf/ft Y -57.800 12.819 - 19.593 - 36 UNI Ibf/ft Y -58.900 0.000 - 13.001 - UNI Ibf/ft Y -56.600 13.001 - 19.593 - 37 UNI Ibf/ft Y -56.600 0.000 - 6.410 - UNI Ibf/ft Y -56.600 6.410 - 19.411 - UNI Ibf/ft Y -57.800 19.411 - 19.593 - 38 UNI Ibf/ft Y -57.800 0.000 - 12.819 - UNI Ibf/ft Y -57.800 12.819 - 19.593 - 39 UNI Ibf/ft Y -58.900 0.000 - 13.001 - UNI Ibf/ft Y -56.600 13.001 - 19.593 - 40 UNI Ibf/ft Y -56.600 0.000 - 6.410 - UNI Ibf/ft Y -56.600 6.410 - 19.411 - UNI tbf/ft Y -57.800 19.411 - 19.593 - 41 UNI Ibf/ft Y -57.800 0.000 - 12.819 - UNI Ibf/ft Y -57.800 12.819 - 19.593 - 42 UNI Ibf/ft Y -58.900 0.000 - 13.001 - UNI Ibf/ft Y -56.600 13.001 - 19.593 - 43 UNI Ibf/ft Y -56.600 0.000 - 6.410 - UNI Ibf/ft Y -56.600 6.410 - 19.411 - UNI Ibf/ft Y -57.800 19.411 - 19.593 - 44 UNI Ibf/ft Y -57.800 0.000 - 12.819 - UNI Ibf/ft Y -57.800 12.819 - 19.593 - 55 UNI Ibf/ft Y -57.800 0.000 - 0.000 - 56 UNI Ibf/ft Y -57.800 0.000 - 0.000 - 57 UNI Ibf/ft Y -57.800 0.000 - 0.000 - 58 UNI Ibf/ft Y -57.800 0.000 - 0.000 - 67 UNI Ibf/ft Y -57.800 0.000 - 0.000 - 68 UNI Ibf/ft Y -57.800 0.000 - 0.000 - 69 UNI Ibf/ft Y -57.800 0.000 - 0.000 - 70 UNI Ibf/ft Y -57.800 0.000 - 1 0.000 - OEM ❑®1'❑CtQ03/04/201511162 0000❑:13® ❑8020.07.05.15 0 I ❑00t ❑m 11 Of 17 • C] • CM NO O=NO Om 153102 RESULT - OOfco®i®IO DOM ¢b OMO [][]DO Orf 00 0at3-❑0315 Om SIM om 010000D❑Ct❑ IOCIIYMO 03-0032015 11046 Beam Loads: 5 UNBALANCED UPLIFT Beam Type Direction Fa Da Fb (ft) Db Ecc. (ft) 39 UNI Ibf/ft Y 23.100 0.000 - 13.001 - 0.000 UNI Ibf/ft Y 20.300 13.001 - 19.593 - 40 UNI Ibf/ft Y 20.300 0.000 - 6.410 - -95.718 UNI Ibf/ft Y 20.300 6.410 - 19.411 - Y UNI Ibf/ft Y 23.600 19.411 - 19.593 - 41 UNI Ibf/ft Y 23.600 0.000 - 12.819 - UNI UNI Ibf/ft Y 23.600 12.819 - 19.593 - 42 UNI Ibf/ft Y 23.100 0.000 - 13.001 - 19.593 - UNI fbf/ft Y 20.300 13.001 - 19.593 - 43 UNI Ibf/ft Y 20.300 0.000 - 6.410 - UNI Ibf/ft. Y 20.300 6.410 - 19.411 - -95.718 UNI Ibf/ft Y 23.600 19.411 - 19.593 - 44 UNI Ibf/ft Y 23.600 0.000 - 12.819 - Ibf/ft UNI Ibf/ft i Y 23.600 12.819 - 19.593 - 57 UNI Ibf/ft Y 23.600 0.000 - 0.000 - 58 UNI Ibf/ft Y 23.600 0.000 - 0.000 - 69 UNI Ibf/ft Y 23.600 0.000 - 0.000 70 UNI Ibf/ft Y 23.600 0.000 - 0.000 - Beam Loads: 6 UNBALANCED DOWN Beam Type Direction Fa Da Fb (ft) Db Ecc. (ft) 39 UNI Ibf/ft Y -99.962 0.000 13.001 - UNI Ibf/ft Y -95.718 13.001 - 19.593 - 40 UNI Ibf/ft Y -95.718 0.000 - 6.410 - UNI Ibf/ft Y -95.718 6.410 - 19.411 - UNI Ibf/ft Y -98.076 19.411 - 19.593 - 41 UNI Ibf/ft Y -98.076 0.000 - 12.819 - UNI Ibf/ft Y -98.076 12.819 - 19.593 - 42 UNI Ibf/ft Y -99.962 0.000 - 13.001 - UNI Ibf/ft Y -95.718 13.001 - 19.593 - 43 UNI Ibf/ft Y -95.718 0.000 - 6.410 - UNI Ibf/ft Y -95.718 6.410 - 19.411 - UNI Ibf/ft Y -98.076 19.411 19.593 - 44 UNI Ibf/ft Y -98.076 0.000 - 12.819 - UNI Ibf/ft Y -98.076 12.819 - 19.593 - 57 UNI Ibf/ft Y -98.076 0.000 - 0.000 - 58. UNI Ibf/ft Y -98.076 0.000 - 0.000 - 69 UNI Ibf/ft Y -98.076 0.000 - 0.000 - 70 UNI Ibf/ft Y -98.076 0.000 - 0.000 - OOIl O® 11000103/04/2015 11152 00000. ❑® 08[20.07.05.15 O0@ Om 12 Of 17 • ' "7 FX (00((110(00 FY FZ MX (❑cft) MY (ocft) CM NO 0=N❑ ❑m - - - - -1.435 15 153102 RESULT - oLMo®i®ta - -1.435 23 - - o® - ¢n om❑ ❑ ❑❑❑ -1.435 31 - - - o❑ - -1.435 39 - - - - 00 01113-❑CI]15 om oimrt - - - - - oav ❑❑✓t❑o❑❑❑Q❑ 0°0'm° 03 -❑❑32015 11[46 Node Loads: 7 BASE POS MOMENT - ZONE 1 Node FX FY FZ MX MY MZ (00(0C9 (110(❑Gft) (0n) Node Loads: 8 BASE POS MOMENT - ZONE 2 Node Loads: 9 BASE POS MOMENT - ZONE 3 Node FX (00((110(00 FY FZ MX (❑cft) MY (ocft) (❑Gft) 7 - - - - - -1.435 15 - - - - - -1.435 23 - - - - - -1.435 31 - - - - - -1.435 39 - - - - - -1.435 47 - - - - - -1.435 Node FX (00((110(00 FY FZ MX (❑cft) MY (ocft) MZ (ocft) 7 - - - - - -1.196 15 - - - - - -1.196 23 - •- - - - -1.196 31 - - - - -1.196 39 - - - - - -1.196 47 - - - - - -1.196 Node- BASE - 4 Node Loads.: 10 POS MOMENT ZONE FX (00((00(❑C) FY FZ MX (❑Gft) MY (❑Gft) MZ (❑Gft) 7 - - - - -1.116- 15 - - - - - -1.116 23 - •- - - - -1.116 31 - - - - -1.116 39 - - - - - -1.116 47 - - - - - -1.116 naoa¢osioano1s 11152 00000.0110 08E20.07.05.15 . oom ❑mis Of 17 �vevao� naoa¢osioano1s 11152 00000.0110 08E20.07.05.15 . oom ❑mis Of 17 • U 0 M NO 0021 NO Om 153102 RESULT — OCftO®�®l0 002 ® Oma ❑ ❑❑❑ O❑ 00 011[3-0[015 DOD 0IM M ❑CLt❑❑CDOOD 0°0'®0 03-❑ED201511C46 Node Loads: 11 BASE POS MOMENT - ZONE 5 Node FX (❑c) FY FZ MX MY MZ (D C) (00 (❑Gft) (❑Gft) (❑Gft) 7 - - - - - -1.275 15 - - - - - -1.275 23 - - - - - -1.275 31 - - - - - -1.275 39 - - - - - -1.275 47 - - - - - -1.275 1. Node Loads: 12 BASE NEG MOMENT -ZONE 1 Node FX FY (00 (00 FZ MX MY MZ (00 (❑Gft) (❑Gft) (❑Gft) 7 - - - - 12.354 15 - - - - - 12.354 23 - - - - - 12.354 31 - - - - - 12.354 39 - - - - 12.354 47 - - - - - 12.354 Node Loads: 13 BASE NEG MOMENT - ZONE 2 Node FX (❑C) FY FZ MX MY MZ (00 (00 (❑Gft) (❑Gft) (❑Gft) 7 - - - - 12.035 15 - - - - 12.035 23 - - - - - 12.035 31 - - - - - 12.035 39 - - - - - 12.035 47 - - - - - 1 12.035 Node Loads: 14 BASE NEG MOMENT - ZONE 3 HE O®O'OCICE03/04/2015 11[52 ❑❑❑❑❑.❑® ❑8[20.07.05.15 O[Et Om 14 Of 17 e ®00000 ®00�00� ®0-000 ®vavee� �aveaa� HE O®O'OCICE03/04/2015 11[52 ❑❑❑❑❑.❑® ❑8[20.07.05.15 O[Et Om 14 Of 17 e • • RbNO 002[ NO Om 153102 1 RESULT ¢b Omo ❑ ❑pp OOF 00 ❑ac3-❑0✓15 Om Olma ❑d0 ❑❑=i❑❑m❑Ct❑ ❑aao®O 03 -❑m2015 11f46 Node Loads: 15 BASE NEG MOMENT - ZONE 4 Node FX FY (00 (110 FZ MX MY MZ (110 (❑Gft) (❑Gft) (❑Gft) 7 - - - - - 10.919 15 - - - - - 10.919 23 - - - - 10.919 31 - - - 10.919 39 - - - - 10.919 47 - - - - - 10.919 Node Loads: 16 BASE NEG MOMENT - ZONE 5 Node FX (00 FY FZ MX MY MZ (❑c) (00 (❑Gft) (❑Gft) (❑Gft) 7 - - - - 10.680 15 - - - - 10.680 23 - - - - - 10.680 31 - - - - - 10.680 39 - - - - - 10.680 47 - - - - - 10.680 Node Loads: 17 TRANS EQ Node FX FY FZ MX MY MZ (00 .(❑o (110 (❑Gft) (❑Gft) (❑Gft) 55 0.250 - - - - 57 0.250 - - 59 0.250 - - - 61 0.250 - - - - - 63 0.250 - - - - - 65 0.250 - - - - - Node Loads: 18 LONG EQ Node FX (00 FY FZ MX MY MZ (110 (110 (❑Gft) (❑Gft) (❑Gft) 55 - - 0.250 - - - 57 - - 0.250 - - - 59 - - 0.250 - - - 61 - - 0.250 - - - 63 - - 0.250 - - - 65 - - 0.250 - - - IOM OHO'❑O:DOW04/2015 11152 00000. DOD 08020.07.05.15 Owl OM15 U 17 r • '7 Axial Shear 03 NO Bending 0021 NO Beam 000 d (ft) Fx (00 Fy (00 Fz (00 Mx (OGft) My (OGft) Mz (❑Gft) 153102 52 RESULT 0.000 3.828 0.930 -0.000 0.000 0.000 3.685 ❑ U 0 OOM 23[GON❑❑OOC 0.000 -2.862 O -b OMO ❑ ❑0❑ 0.000 0.000 -0.000 0.080 OCD❑❑ 50 O11 0.000 -2.252 1.314 -0.000 -0.000 0.000 2.097 ❑ IM 00 53 25CGON❑❑❑❑C O0 0.746 01113-0[015 000 OIM 0.000 -4.740 00000 6 93CCy❑N❑❑0❑C 0.000 OM OCI:tO❑CD❑Q❑ 0.000 01111M 03 -❑M2015 11146 Node Displacement Summary -0.613 0.000 ❑ lID 00 6 37CG❑N❑❑❑CX 0.000 0.588 Node UC X Y Z Resultant rX rY rZ 0.740 0.000 0.000 0.054 0.000 0.000 ❑ ®❑ ❑ 16 93[G0N❑o❑❑C 0.000 ❑CD❑ 34 230GON❑0001 0.130 -0.186 0.000 0.228 0.000 -0.000 -0.006 0®❑ 34 791GON0000C -0.121 0.104 0.000 0.160 0.000 -0.000 0.001 0 mY 10 761G❑NO❑❑CK -0.106 0.132 -0.000 0.170 0.000 0.000 0.004 ❑®Y 33 251G❑N00001 -0.008 -0.213 -0.000 0.213 0.000 -0.000 0.007 ❑m❑ 2 37CG❑N00001 0.006 -0.014 0.065 0.067 -0.001 -0.001 -0.001 01100 2 93C�❑N❑❑0❑C 0.003 -0.009 -0.065 0.066 0.001 0.001 -0.000 ❑m® 12 3716❑N❑0❑❑C 0.001 -0.002 0.015 0.015 0.007 0.002 -0.000 ❑ ®OD 12 93CGON0❑❑OC 0.001 -0.001 -0.015 0.015 -0.007 -0.002 -0.000 ❑mn' 11 91CG❑N000❑C -0.000 0.000 0.009 0.009 0.007 0.002 0.000 Duly 11 391G❑N❑❑0❑C -0.000 0.000 -0.009 0.009 -0.007 -0.002 0.000 ❑m® 33 25[1❑NO❑❑❑C -0.008 -0.213 -0.000 0.213 0.000 -0.000 0.007 0 ®® 34 23CCy❑N00❑❑C 0.130 -0.186 0.000 0.228 0.000 -0.000 -0.006 ❑CD❑Q 34 231G❑N❑❑001 0.130 -0 Beam Force Detail Summary Sign convention as diagrams:- positive above line, negative below line except Fx where positive is compression. Distance d is given from beam end A. Dom cO 11o11o=os/oano1 s i i 152 00000. DOD [18C20.07.05.15 Doul om 16 11 17 Axial Shear Torsion Bending Beam UC d (ft) Fx (00 Fy (00 Fz (00 Mx (OGft) My (OGft) Mz (❑Gft) ❑CD❑❑ 52 231G❑N00001 0.000 3.828 0.930 -0.000 0.000 0.000 3.685 ❑ U 0 49 23[GON❑❑OOC 0.000 -2.862 -0.996 0.000 0.000 -0.000 0.080 OCD❑❑ 50 251G❑N0000C 0.000 -2.252 1.314 -0.000 -0.000 0.000 2.097 ❑ IM 00 53 25CGON❑❑❑❑C 0.000 0.746 -1.561 -0.000 0.000 0.000 -4.740 00000 6 93CCy❑N❑❑0❑C 0.000 0.431 0.000 0.451 -0.001 -0.613 0.000 ❑ lID 00 6 37CG❑N❑❑❑CX 0.000 0.588 0.000 -0.451 0.001 0.613 0.000 001100 16 37CG❑N❑❑0❑C 0.000 0.740 0.000 0.000 0.054 0.000 0.000 ❑ ®❑ ❑ 16 93[G0N❑o❑❑C 0.000 0.444 0.000 0.000 -0.054 0.000 0.000 ❑CDO❑ 6 37CG❑N❑❑0❑C 0.000 0.588 0.000 -0.451 0.001 0.613 0.000 ❑®❑❑ 6 930GON0❑❑OC 0.000 0.431 0.000 0.451 -0.001 -0.613 0.000 ❑CD❑❑ 52 231G❑N0000C 0.000 3.828 0.930 -0:000 0.000 0.000 3.685 ❑[IDO❑ 52 250S❑N❑00❑C 0.470 3.441 .186 0.000 0.228 0.000 -0.000 -0.006 Dom cO 11o11o=os/oano1 s i i 152 00000. DOD [18C20.07.05.15 Doul om 16 11 17 Axial Shear Torsion Bending Beam UC d (ft) Fx (00 Fy (00 Fz (00 Mx (OGft) My (OGft) Mz (❑Gft) ❑CD❑❑ 52 231G❑N00001 0.000 3.828 0.930 -0.000 0.000 0.000 3.685 ❑ U 0 49 23[GON❑❑OOC 0.000 -2.862 -0.996 0.000 0.000 -0.000 0.080 OCD❑❑ 50 251G❑N0000C 0.000 -2.252 1.314 -0.000 -0.000 0.000 2.097 ❑ IM 00 53 25CGON❑❑❑❑C 0.000 0.746 -1.561 -0.000 0.000 0.000 -4.740 00000 6 93CCy❑N❑❑0❑C 0.000 0.431 0.000 0.451 -0.001 -0.613 0.000 ❑ lID 00 6 37CG❑N❑❑❑CX 0.000 0.588 0.000 -0.451 0.001 0.613 0.000 001100 16 37CG❑N❑❑0❑C 0.000 0.740 0.000 0.000 0.054 0.000 0.000 ❑ ®❑ ❑ 16 93[G0N❑o❑❑C 0.000 0.444 0.000 0.000 -0.054 0.000 0.000 ❑CDO❑ 6 37CG❑N❑❑0❑C 0.000 0.588 0.000 -0.451 0.001 0.613 0.000 ❑®❑❑ 6 930GON0❑❑OC 0.000 0.431 0.000 0.451 -0.001 -0.613 0.000 ❑CD❑❑ 52 231G❑N0000C 0.000 3.828 0.930 -0:000 0.000 0.000 3.685 ❑[IDO❑ 52 250S❑N❑00❑C 0.470 3.441 0.789 -0.000 0.000 0.000 -4.740 Dom cO 11o11o=os/oano1 s i i 152 00000. DOD [18C20.07.05.15 Doul om 16 11 17 Qb NO ❑= NO ❑m 153102 RESULOCROOMI toT _ ❑® ®omo 0 ❑❑❑ a❑ o❑ 0"3-00215 000 oima 'm ❑MDOE❑OCIO ❑°a❑®❑ 03 -❑03201511[46 Reaction Summary B vuuuUJsiu4izu1 0 11 iaz ❑pOC]❑. ❑CID OU C1u.0 /.M.15 uuuc uw v L Horizontal Vertical Horizontal Moment Node UC FX (❑Q FY (00 FZ (00 MX (OOft) MY (OGft) MZ (❑Gft) ❑m❑❑ 15 22CGONOO❑OC 0.878 -1.139 0.000 -0.000 -0.000 -3.481 ❑ 11B 00 39 23CG❑NO❑❑❑C -0.930 3.828 -0.000 -0.000 0.000 3.685 ❑❑O❑Y 39 230GONO❑OOC -0.930 3.828 -0.000 -0.000 0.000 3.685 ❑ ® DY 15 76[GONOO❑OC 0.878 -1.648 0.000 -0.000 -0.000 -3.481 ❑CD❑❑ 7 93CGON000❑C -0.000 0.431 0.451 0.613 -0.001 0.000 ❑ ® OO 7 37CG❑NO❑❑O[ -0.000 0.588 -0.451 -0.613 0.001 0.000 ❑m❑❑ 7 93[G DN❑❑DOC -0.000 0.431 0.451 0.613 -0.001 0.000 ❑91)0❑ 7. 370G❑N❑0❑❑C -0.000 0.588 -0.451 -0.613 0.001 0.000 ❑m❑Y 15 391GONOOO❑C -0.000 1.225 0.018 0.134 0.005 -0.000 ❑®❑Y 15 9103❑N❑❑❑OC -0.000 0.813 -0.018 -0.134 -0.005 -0.000 O07OO 39 77[Gi❑NO❑0❑C -0.930 3.318 -0.000 -0.000 0.000 3.685 ❑ 1111 ❑ ❑ 15 311GON00❑❑C -0.000 1.274 0.000 0.000 0.000 -7.412 B vuuuUJsiu4izu1 0 11 iaz ❑pOC]❑. ❑CID OU C1u.0 /.M.15 uuuc uw v L I B vuuuUJsiu4izu1 0 11 iaz ❑pOC]❑. ❑CID OU C1u.0 /.M.15 uuuc uw v L � r POST - BEAM END FORCES (SUMMARY) Max Fx POST 2 14 LOAD COMBO 23 GENERATED IBC NODE 15 Fx (kip) 3.797 Fy (kip) 0.918 Fz (kip) 0 Mx (k -ft) 0 My (k -ft) 0 Mz (k -ft) 3.641 Min Fx 14 76 GENERATED IBC I 15 -1.648 -0.878 0 0 0 -3.481 Max Fy 15 77 GENERATED IBC 1 58 -0.297 . 1.057 0 0 0 3.209 Min Fy 15 25 GENERATED IBC 1 58 10.735 -1.538 0 0 0 -4.671 Max Fz. 14 39 GENERATED IBC 1 15 1.225 0 0.018 0.005 -0.134 " 0 Min Fz 15 37 GENERATED IBC 1 58 0.077 0 -0.018 -0.002 1 0.055 0 Max Mx. 14 39 GENERATED IBC 7 15 1.225 0 0.018 0.005 -0.134 0 Min Mx 14 91 GENERATED IBC 1 15 0.813 0 -0.018 -0.005 0.134 0 Max My 14 91 GENERATED IBC 1 15 • . 0.813 0 -0.018 -0.005 0.134 0 Min My 1 14 39 GENERATED IBC 1 15 1.225 0 0.018 0.005 -0.134 0 Max Mz' 1 14 77 GENERATED IBC 1 15 3.288 0.918 0 - 0 0 3.641 Min Mz 1 15 125 GENERATED IBC 1 58 1 0.735 -1.538 1 0 1 0 0 4.671 � r TOP CHORD - BEAM END FORCES (SUMMARY) TOP CHORD 2 LOAD COMBO NODE Fx (kip) Fy (kip) Fz (kip) Mx (k -ft) My (k -ft) Mz (k -ft) Max Fx 72 76 GENERATED IBC 55 1.578 0.039 0 0 0 -0.077 Min Fx 11 23 GENERATED IBC 1 12 -2.837 -0.988 0 0 0 0.079 Max Fy 12 25 GENERATED IBCl 13 -2.228 1.299 0 0 - 0 2.073, Min Fy 9 25 GENERATED IBC 1 9 -0.108, -1.436 0 0 0 -0.178 Max Fz 10 37 GENERATED IBC 11 -0.671 -0.014 0.085 0.004 -0.039 0.021 Min Fz 10 93 GENERATED IBC 11 -0.403 ' -0.008 -0.085 -0.004 0.039 0.013 Max Mx 12 93 GENERATED IBC 13 -0.337 0.172 0.022 0.043 -0.012 Min Mx 12 37 GENERATED IBC 13 -0.562 0.286 -0.022 . -0.043 0.012 It J 10 37 GENERATED IBC 55 -0.671 -0.014 0.085 0.004 0.105 Min My 10 93 GENERATED IBC 55 -0.403 -0.008 -0.085 -0.004 -0.105 Max Mz 9 25 GENERATED IBC 13 -0.108 -1.436 0 0 0 Min Mz 11 76 GENERATED IBC 14 1.513 0.5 0 " 0 • 0 � r r 0.282 0.469 0.044 0.027 2.073 - -0.826 ft) Mz (k -ft) , 0 ' 0 0 , 0 0 0 0 • 0 0. 0 � .0 • 0 1. KNEE BRACE - BEAM END FORCES (SUMMARY) KNEE BRACE 2 LOAD COMBO NODE Fx (kip) Fy (kip) Fz (kip) _ Mx (k -ft) My (k - Max Fx 78 23 GENERATED IBC 58 3.538 0 0 0 0 Min Fx 78 76 GENERATED IBC 58 -1.739 0 0 0 0 Max Fy 78 23 GENERATED IBC 58 3.538 0' 0 0 0 Min Fy 78 79 GENERATED IBC 58 0.608 0 0 0 0 Max Fz 78 93 GENERATED IBC 58 0.634 0 0 0.041 0 Min Fz 78 37 GENERATED IBC 58 1.056 0 0 -0.041 0 Max Mx 78 93 GENERATED IBC 58 0.634 0 0 0.041 0 Min Mx 78 37 GENERATED IBC 58 1.056 0 0 -0.041 0 Max My 78 19 GENERATED IBC 58, 1.056 0 0 0 0 Min My 78 19 GENERATED IBC 58 1.056 0 0 0 0 Max Mz 78 19 GENERATED IBC 58 1.056 0 0 0 0 Min Mz 78 19 GENERATED IBC 58 •1.056 0 0 0 0 1. y JOB TITLE MAAS ' r r r JOB NO.` 153102 SHEET NO. - " . f • .RBI . SOLAR .CALCULATED BY xxx DATE 4/3/2015 ' CHECKED BY DATE *' Purlin Design and Analysis Zone: Zone 2 r ' ' I Mechanical Properties • ,0_ GYO10 ❑tit❑ 50.0 ISD ❑ ❑ ❑ OW OD Of 01011 29000.0 Cm Zone: Zone 2 r ' I Mechanical Properties • ,0_ GYO10 ❑tit❑ 50.0 ISD ❑ ❑ ❑ OW OD Of 01011 29000.0 Cm ntr ❑C® OCCtCCI 1.67 n-- ❑mD❑Qtm 1.8 ❑ -fD7❑IDD❑bCm 1 0- fOOD® 00 ❑Cm 0.65 7"Z16GA y r B7 2.125 • 2.375 - 0.0625 R _F1 87-5 d • n, OK r 0126.53 D10011 DD_ ❑/(a m) 0.853482: ' 7"Z16GA D 7 B7 2.125 B2 2.375 t 0.0625 R _F1 87-5 d 0.911 c Solar Purlin • - _ , Section Wt Ib/ft Area (in) Sep„ Seneg I, Va(kips) .M,(k.1n) Pe (kips) e 7" Z 16 GA 2.595 0.545 1.479 1.477 5.463 2.695 46.54 6.161 r. , y 0000311 19.6 ft - ' - b, ®QbCt®❑ 9RO . 3.25 ft ❑ ❑ ❑ ❑uoD ❑t. 0.80 ❑Ef 0,000moot. 2.80 CCf 0_0 011111:0191 CCID 0.00 D7 ❑ _ CE(❑ODOCI IOCC.) 3.60 CCf ❑ ❑D® (mg:) ® 0.00 ❑0 ❑ 00 ®CCID 1 + 17.67 i=f 0 00 ®C®U❑d❑❑ 9.36 CCf - ' Deflection Check sit 5/384ft0 0dMj%.9 /(0U4 1.75(M_ ii 4120 1.96 OK ` - Design Forces ❑ _ _00 %_ /8 - 39.81 kip.in, ❑__m %_W2 0.68 kips 1 ❑_'_❑❑_ _ 0.68 kips Flexural Stress, Check -Flexure about x -x OI= O CLCD GO - PASS 0 C® D❑ PASS Check Uplift Wind ❑__0(❑= ❑ _)Cbz_ /8 22.45 kip.in ❑ m®_ 00 48.00 kip.in _ ❑ym,f2b 28.74 kip.in OK . f DL+WL+LL Combination Check Uplift Wind ❑__0(❑= ❑ _)Cbz_ /8 22.45 kip.in ❑ m®_ 00 48.00 kip.in _ ❑ym,f2b 28.74 kip.in OK . DL+WL+LL Combination ' •❑_a ooa /(❑CD T28 31 ❑ ; a 01 -(n (1/OD:) 1 r '1 ' 0126.53 D10011 DD_ ❑/(a m) 0.853482: ' ❑06.54 - ❑20DLI DO/(0) 0.853482 , - 006.54 m(❑/❑oz0.150D211W 0.853482 y OK ❑ 0.853482 0 11 OtM3OCt®J. .. .•r+. + r t -- STEEL BEAM AND COLUMN ANALYSIS / CODE CHECK Stress Code Check Per AISC 13th Edition Manual (ASD) . For W, S, M, and HP Shapes Project Name: MAAS, CA Client: Project No.: 1153102 Prep. By: xxx. Date:. 4/3/2015 Input Data: POST 2 Member Size: Member Pro erties: " i Y t ^ Select:._ ,. W6x8.5. A = 2.52 - in ^2 - d= 5.830. in. r tf=0.195 ^t P=kips Member LoadiMft-kips tw = 0.170 in. L bf = 3.940 in. ' 4 ' .� Mx =ft-kips t tf = 0.195 in. 4 * • k = 0.445 in. d=5.83 - • = • X - Ix = .14.90 in. 4 ; Design Parameters: Sx = 5.10 in ^3 tw=0.17 'Fy'= " 50.00' ksi - rx = _ _ 2.43 in. Kx = .. 7_1.20 Zx = 5.73 in.^3 bf=3.94 -, • Ky _ + 1.00 _ ly,= 1.99 in ^4 /• Lx = .'4.618 ft. S Sy = 1.01 in ^3 ' W6x8.5 Section 7 „ Ly = -' 4.618 ft. I ry = • - 0.89 - in. A Lb = 4.618 ft.- . Zy = 1.56 in ^3 Sha a Factors: - ► „ Flex. Type = Single ! `J = 0:033 in.^4 SFx = 1.12 , Cb " 15.8in.^6 SFy Results: For Axial Com ression: Kx*Lx/rx = 127.37 K) *Ly/ry = ` 62.26 For X-axis Bendin : t. Lp= ' 3.14 ft., Lr = 9.47 ft. For Y-axis Bendin . fby = . 0.00` ksi .. Fby = 44.63". ksi. Fe = ? 73.83 rts = 1.05 Mry = 3.76 ft-kips fa- 0.29 ksi fbx = 10.99 ksi Fa = 22.55 ksi +Fbx = 32.83 ksi Pa = 56.83 " kips Mrx =1 13.95 ft-kips Nodal Lat. BrcRe uirements: ) Nodal Lat. Brc-Q Re uirements: Pbr =1 0.01 Ikips Pbr = 0.20 kips p br,= 1 0.21 _ kip/in a br =1. 3.59 kip / in Stress Ratio: r S.R. _ `0.341 Eqn. 1-11-1b <______________ S.R. <_ 1, Member is adequate for loading Comments : " - • • 0 Top Chord Design - Compression Member Input Data TOP CHORD 2 Member Section U 14 a A = Tube Width 4 in Y! B = Tube Length 4 in R = Corner Inner Radius 0.09375 in t = Thickness 0.083 in j KL,,= Buckling around x -x 1.57 ft x- ------ 44._-_-_. KL = Buckling around y -y 3.3642 ft E = Modulus of Elasticity 29500 ksi F = Yield Stress 50 ksi ) G = Shear Modulus 11300 ksi rj 0 x e e Calculated Parameter F AppliFEIT-orcis 1- Properties of 900 corner M 2.073 ki .ft r = R + t/2, Centerline of Dimension 0.135 in P 0.000001 kips u = n. r/2, Arc Length 0.212 in c=0.637.r Distance of c.g. from center 0.086 in 2- Flat widths of flanges and webs Flat width of Dim. a= A - 2.r + t 3.6465 in Flat width of Dim. b= B - 2.r + t2_ 3.6465 in Calculation of Ix Element L, Length (in) Y,'Distance to the center (in) L xY2 Ix. Flanges 2.a 7.293 B/2 - t/2 1.959 27.974 0.000 Webs 2.b 7.293 0 0.000 0.000 8.081 Corners 4.0 0.850 b/2 + c 1.909 3.098 0.000 Sum 15.436 3.868 31.072 8.081 Calculation of I Element L. Length (in) X, Distance to the center (in) L x X2 ly' Flah es 2.a 7.293. 0 0.000 0.000 8.081 Web -2.b 7.293 A/2 - t/2 1.959 27.974 0.000 Corners 4.0 0.850 a/2 + c 1.909 3.098 0.000 Sum 15.436 3.868 31.072 8.081 Section Properties A L x t 1.2812 in Ix t x ( L x Y2 +Ix) 3.2497 in IY t x (L x X2 +ly.) 3.2497 in Sx Ix /(B/2) 1.6249 in Sy I ly /(A/2) 1.6249 in rx (Ix /A) °- 1.5927 in rr (ly /A) 1.5927 in r ' t t U Nominal Buckling Stress - KL./r. 11.83. . KLv/ry - • 25.35 ' KUr 25.35 Fe, 712• E/(KL/r)2 453.14 _ksi Xr " (Fy/Fe) 0.33 r Fn , 47.74 ksi Effective Area . a ' ? effective width of compression flange w/t = alt s 43.93 1.052/(k) " x (w/t) x (Fn/E)°= -` '` 0.93 ` P (1-0.22 / X) 0.82 ae 2.99 in effective width of web element w/t = b/t 43.93 . 1.052/(k)- x (w/t) x (F„/E)o 0.93' P . _,. (1-0.22 / X) 0.82 'e e be: 2.99 in s. Allowable Axial Load A. -Ae = A - 2 x t x [(a -a.) + (b -be)] _ 1.06 int Fn Pn= Ae x Fn 50.83 kips CIC .. 1.80 Pe = Pn /rIc 28.24 kips . r � Check Compression Stresses Loads from Wind? Cbl ` ' Cbl=(P / Pa) ' ' 0.00 NO - .. Allowable Stress Unity 1 0.00 Section is OK Computing of Mnx By using the effective width of compression flange and assuming the web is fully effective,- the neutral axis can be located as follow: Element ; L, Length in , Distance to to fiber(in)L.y L. C. Flanges ae 2.994 V2 -0.042 0.124 0.005 Web ' 2.b 7.293. B/2 _ 2.000 14.586 29.172 ' C. Corners 2.0 0.425 c+t/2 0.128 0.054 0.007 T. Flanges ae .. 2.994 B -t/2 3.959 11.852 46.918 T.Corners: 2.0 '.. 0.425 B -c -t/2 3.872 1.645 6.372 Sum 14.131 10.00OY • _ 28.262 82.474 yam= L.y/ L 2.000 , , Z=R+t 0.177"" '- in 'e ' The max*stress of 50 ksi ocurs in the compression flange as assumed in the calculation, n . ` Check the effectiveness of the Web - f, t (y `- Z)F /yam . _ 45.58 ksi -f2 r ; : - (B -yam= Z)Fy/Ycy 745.58 ksi f2/fl. - -1.00. k a: 4+2(1 -W)3+2(1 -W) 24.00 _ h/t be/t 43.93 i 1.052/(k)o. x (h/t) x (fl/E)o.a 0.37 p ''� ` -(1-0.22/X)/X 1.10 be '• 3.65. in.. b, b./(3 -W) 0.91 in bz F <. • 1.82 in .2 I.b , 2(1/12)(b)3 _ 8.08 in° L - 82.47in4 (-)(EL)(yc) .. 56.52 in4. a 1'x ` - 34.03 ' in 2.82 in4 _ 'Sex IxIN' 1.41 in3 • , - Cb=1.0 for combined axial load and bending moment ' ,j •- , 2b2d2t/(b+d) 4.02' in Sf - e ' fullSx _ •1.62 in L. , •.; 0.36Cbn.(E I.G.j) /(F . Sf) 76.60 -ft Fe: Cbn.(E I.G.j) /(L. Sf) 6776.07 ksi Allowable Bending Moment Mnx .., - 5.884 kip.ft ' S2b 1.670 •• r Ma = Mnx Alb 3.524. kip.ft .: Check Stresses Cmx , - + 0.6-0.4*M1/M2 0.60 Loads from Wind? Cbl. (P,/ Pa) +,(Cmx Mx / Ma) 0.35 NO Cbl. >' ' ='(P / Pa) + (Mx / Ma) 0.59 r Allowable Stress Unity 1 Cb, If((P /.Pa) <= 0.15,Cb2,Cb1):: 0.59 , __, Section is OK • '' , T +'r -leo. - - , •'.i ., .. '. s Y_ +' '` (' '. � v . } x .' t w- .f `. • '' , T +'r -leo. - - , •'.i ., .. '. s Y_ +' '` (' '. � v . } x .' • • Knee Brace Design - Compression Member Input Data KNEE BRACE 2 Member Section 2x2x15 a A = Tube Width 2 in B = Tube Length 2 in R = Corner Inner Radius 0.09375 in t = Thickness 0.072 in KL,,= Buckling around x -x 5.15 ft x. KLy= Buckling around y -y 5.15 ft E = Modulus of Elasticity 29500 ksi F = Yield Stress 50 ksi G = Shear Modulus 11300 ksi • YI _._._.._._._. rj o x e B a cu a e arame r W orc s 1- Properties of 900 corner M 0.00001 ki .ft r = R + t/2, Centerline of Dimension 0.130 in P 3.538 kips U = 7r. r/2, Arc Length 0.204 in c=0.637.r Distance of c. .from center 0.083 in 2- Flat widths of flanges and webs Flat width of Dim. a= A - 2.r + t 1.6685 in Flat width of Dim. b= B - 2.r + t 1.6685 in Calculation of Ix Element L, Length (in) Y, Distance to the center (in) L xYZ Ix Flanges 2.a 3.337 B/2 - t/2 0.964 3.101 0.000 Web 2.b 3.337 0 0.000 0.000 0.774 Corners 4.0 0.815 b/2 + c 0.917 0.685 0.000 Sum 7.489 1.881 3.786 0.774 Calculation of I Element L, Length (in) X, Distance to the center (in) L x XZ Iy' Flanges 2.a 3.337 0 0.000 0.000 0.774 Web 2.b 3.337 A/2 - t/2 0.964 3.101 0.000 Corners 4.0 0.815 a/2 + c 0.917 0.685 0.000 Sum 7.489 1.881 3.786 0.774 Section Properties A L x t 0.5392 in Ix t x ( L x Y2 +Ix') 0.3284 in ly t x (L x X2 +ly.) 0.3284 in Sx Ix /(B/2) 0.3284 in S, ly /(A/2) 0.3284 in rx (Ix /A) o. 0.7804 in r„ (ly /A) 0.7804 in ' 1 t - Nominal Buckling Stress - KL./r. 79.19 r KLy/ry -'79.19 •KUr 79.19 Fe 7[2. E/(KL/r)2 46.42 ksi Xe. (Fy/Fe) 1.04 Fr, 31.86, ksi Effective Area effective width of compression flange wit = alt 23.17 x �. 1.052/(k)o x (w/t) x (F„/E)o 0.40 p i (1-0.22/7,,)/X 1.13 ae 1.67 in effective width of web element w/t = b/t 23.17 X. 1.052/(k)0x (w/t) x (F„/E)o. 0.40 P }:. (1-0.22 /X) / X 1.13 be 1.67 in Allowable Axial Load Ae'4 • Ae = A - 2..x t x [(a-ae) + (b -be)] 0.54 int P„ P„= Ae x F„ 17.18 kips Ste v 1.80 Pe = P„ A 9.54 kips Check Compression Stresses Loads from Wind? Cbl Cbl=(P / Pa) 0.37 NO r • Allowable Stress Unity 1 0.37 Section is OK Computing of Mn,, By using the effective width of compression flange and assuming the web is fully effective the neutral axis can be located as follow: Element L, Length in , Distance to top fiber in L.y L. C. Flanges ae 1.669 t/2 0.036 0.060 0.002 ' . Web 2.b 3.337 B/2 1.000 3.337 3.337 C. Corners : 2.0 2 0.408 c+t/2 0.119 0.048 0.006 T. Flanges ae 1.669 B -t/2 1.964 3.277 6.436 T.Corners .2.0 • - 0.408 B -c -U2 1.881' 0.767 1.443 s Sum 7.489. 5.000 1 7.489 11.224 yey= Ly/ L 1.000 Z=R+t 0.166. in r The mak +stress of 50 ksi ocurs in the compression flange as assumed in the calculation t ~ Check the effectiveness of the Web ff .�` (Ycg- Z)F /yam 41.71 ksi f2 - (B-ycg Z)Fy/yam r -41.71 ksi W f2/f, -1.00 , ` k } 4+2(1 -W)3+2(1 -W) ,, •24.00 ; h/t a . be/t 23.17 1.052/(k)0z (h/t) x (f 1/E)0-5 0.19 p (1-0.22 / X) / k -0.94 . ba '" - 1.67 in lb, tk in b2 t 0.83 in - E bf+b2 ', 1.25 -in 2I'.b 2(1/12)(b)3 E :± 0.77 in ' E L 2 ' ' 11.22 in 7.49 in4. + Ix 4.51 in 0.32in4 + Sex=lx/Ycg , 0.32 in ' Cb=1.0 for combined axial load and bending moment 2b2d2t/(b+d) ' _ ' 0.33 in Sf fulls" 0.33 'in 4 0.36Cb7E.(E I.G.j)°' /(F .'Sf) . 34.73 ft. Fe Cbn.(E I.G.j) ' /(L. Sf) 936.67 ksi " Allowable Bending Moment Mnx 1.353 kip.ft _ .. Sib - 1.670 Ma = M. /Ob - 0.810 kip.ft Check Stresses C.. + 0.6-0.4"M;/M2 0.60 Loads from Wind? 1 Cbt r (P / Pa) + (CM. Mx / M. 0.37 NO ti Cbl' ' (P / Pe) + (Mx / Me) 0.37 , ' Allowable Stress Unity - 1 Cb If((P / Pa) <= 0.15,Cb2,Cbf) .-0.37 Section is OK s ' tk DMOOM101DOMOto COD 0m0 D ❑0]0 DIM Reaction Summary Iv 0=b NO 0001 NO 0110 153102 REACTION OOr 011 60 01113_DMI5 01111®D0300=120 0110'0®003-❑CD201511C46 Horizontal Vertical Horizontal Moment Node UC FX (DED FY (00 FZ (00 MX (OGft) MY (❑Gft) MZ (❑Gft) Dm❑O 1.5 22000NOOD01 0.878 -1.139 0.000 -0.000 -0.000 -3.481 ❑ ® 00 15 2306❑N❑❑❑OC -0.918 3.797 0.000 0.000 0.000 3.641 ❑mEly 15 23000N❑❑❑DE -0.918 3.797 0.000 0.000 0.000 3.641 0EDDY 15 760E❑ND❑ODC 0.878 -1.648 0.000 -0.000 -0.000 -3.481 ❑CD❑❑ 15 3900❑N❑❑❑❑C -0.000 1.225 0.018 0.134 0.005 -0.000 09DO❑ 15 9100ON❑❑❑DC -0.000 0.813 -0.018 -0.134 -0.005 -0.000 ❑ODD❑ 15 39noNOD000 -0.000 1.225 0.018 0.134 0.005 -0.000 ❑ ®❑ 0 15 910GON0000C -0.000 0.813 -0.018 -0.134 -0.005 -0.000 ❑CDDY 15 390G❑ND0❑DC -0.000 1.225 0.018 0.134 0.005 -0.000 ❑ ®❑Y 15 91 [GOND❑❑DC -0.000 0.813 -0.018 -0.134 -0.005 -0.000 OCD❑❑ 15 2306ON❑O❑OC -0.918 X3.797 0.000 0.000 0.000 3.641 O U ❑ 0 15 31 CG❑NO❑❑❑C -0.000 1.274 0.000 0.000 0.000 -7.412 Code: CBC 2013 " Dead Load: - , 5:0'psf Roof Live Load: 0.0 psf , , o.o psf 100 mph 20.0 deg .Ground Snow: Wind Speed: Module Tilt: Purlin Spacing: , .4 3.25 ft -Snow Load Calculation: pf = OJCsCeCtlsp Ce = 1.0 . . 1.2 0.8 ,. 4 = IS = (,s = 0.91 _ i 0.0 psf Ps Wind Load Calculation: q = 0.002561(1KdK Y K; _ 1.00 0.85 ° 1.0 Ka = Krt = '0.016 k1f q = 21.8 psf Mean Roof Height = 33.0 ft (Per CPP Wind Tunnel Analysis) rz STAAD Model Input (Z-Purlin'Loading) Dead Load: '0.016 k1f f Roof Live: 0.000 klf Snow Load: 0.000 kif Wind: Balanced Wind (Applied to all purlins): Zone 1 2 _- - `3 4 S' Wind Uplift -0.055 kif -0.046 klf -0.042 klf-0.039 kif '1-0.035 klf Wind Down 0.058 kif 0.041 klf 0.027 kif 0.024 kif 1 0.020 kif Wind- - Unbalanced Wind (Applied to lower half E Zone 1 . 2 3' ! `4 4 1 < Wind Down -0.096 kif := -0.061 Of -0.033 kif -0.028 kif -0.025 Of Wind Uplift A. 0.019 klf 0.019 klf 0.019 kif 0.017 kif Base Moment: Downward -11.079 kif rz STAAD Model Input (Z-Purlin'Loading) Dead Load: '0.016 k1f f Roof Live: 0.000 klf Snow Load: 0.000 kif Wind: Balanced Wind (Applied to all purlins): Zone 1 2 _- - `3 4 S' Wind Uplift -0.055 kif -0.046 klf -0.042 klf-0.039 kif '1-0.035 klf Wind Down 0.058 kif 0.041 klf 0.027 kif 0.024 kif 1 0.020 kif Wind- - Unbalanced Wind (Applied to lower half of purlins ONLY): , - Zone 1 . 2 3' ! `4 . S•" < Wind Down -0.096 kif := -0.061 Of -0.033 kif -0.028 kif -0.025 Of Wind Uplift 0.023 klfF ;. 0.019 klf 0.019 klf 0.019 kif 0.017 kif Base Moment: Downward -11.079 kif ! -7.014 kif -3.666 klf -3.587 klf -3.188 klf + Base Moment: (Uplift) 1.514 kif 1.196 kif .1.355 kif 1.196 kif 1.196 kif i Y - 20.0 Decree Tilt Roof Pressures (p=-gGCN(psfl):" Zone: 1 1 2 ` 3 4 1 5 Uplift -17.05 1 -14.14 -13.06 1. -11.97 1 -10.88 Downward -17.7,7 1 12.69 8.34 1 7.25 1 6.17 Base of Post Coefficients (Wind Tunnel Test Results): Zone: 1 2 3 4 5 GCS, Negative -0.23 « ' -0.15 -0.08. -0.08 -0.07 ' Positive 0.03 ` 0.03 0.03 0.03 _. 0.03 Base of Post Moments (My=GCMr*q*Aref*Lref): {ps$ Zone: 1 2 3 4 5 Negative (Downward) -11.08 k -ft + -7.01 k -ft -3.67 k -ft -3.59 k -ft -3.19 k -ft Positive (Uplift) 0.12 k -ft 0.09 k -ft 0.10 k -ft 0.09 k -ft 0.09 k -ft Lower Purlin Pressures (p=q*GCMHI*4) {ps$ Zone:1 1 1 2 3 1 4 1 5 Negative (Downward) -29.59 11 -18.86 -10.01 -8.56 1 -7.54 Positive(Uplift) 7.11 1 5.95 5.95 1 ° 5.80 1 - •5.22- " . A; •_ y .r- - ..4 - #-_ . .. r♦ i _I - ,�_ oro _ ) � . �. � ., 1 - Job No 153102 Sneet No SK -1 Rev Software licensed to Pan Job Title MAAS .. Ret By Date3-Apr-15 Cnd Giant 4 IFIle Interior RDws.sld DmeTme 03 -Apr -2015 11:46 \\ V \ \4 ,t�d r 0 \ \ \ \o 0 \. �a \ �42 43I 41 SK -1 r Print Time/Date: 031042015 11:55 STAAD.Pro V8i 20.07.05.15 k, A - Joh No Sheet No Rev 153102 SK -2 Software licemed to Pont Joe Tille MAAS Ref ' B`7 D"3 -Apr -1 5 Chd Client File Intedor Rows.std oetertime 03 -Apr -201511:46 b\ 1, \ 69h t Sh \ \, \0,60"\ b \ 'b, 6.t6h bice.. itck Asa _ v J.14 . SK -2 1- S I AAO.P1'o,VH120.07.05.15 , runt hunt ort • • r� Print Time/Date: 03/04/2015 12:08 STAAD.Pro V8i 20.07.05.15 Print Run 1 of 17 • • • 7 Job No Sheet No Rev 153102 RESULT Part Software licensed to - Job Title MAAS _ Ref By Dalt:3-Apr-15 Chd Client File Interior Rows.std I DateTme 03 -Apr -2015 12:08 Nodes Cont... Node X (ft) Y (ft) Z (ft) 58 4.528 0.470 19.593 59 4.528 3.506 39.187 60 4.528 0.470 39.187 61 4.528 3.506 58.780 62 4.528 0.470 58.780 63 4.528 3.506 78.373 64 4.528 0.470 78.373 65 4.528 3.506 97.967 66 1 4.528 1 0.470 1 97.967 Beams Beam N ode A Node B Length (ft) Property 0 (degrees) 1 1 5 1.568 3 0 2 3 57 1.682 3 0 3 1 4 6 1.568 3 0 4 5 3 1 1.568 3 0. 5 6 2 1.568 3 0 6 • 7 56 0.470 1 0 7 56 57 3.036 1 0 8 5 56 3.610 2 0 9 9 13 1.568 3 0 10 11 55, 1.682 3 0 11 12 14 1.568 3 0 12 13 11 1.568 3 0 13 14 10 1.568 3 0 14 15 58 0.470 1 0 15 58 55 3.036 1 0 16 13 58 3.610 2 0 17 17 21 . 1.568 3 0 18 19 59 1.682 3 0 19 20 22. 1.568 3 0 20 21 19 1.568 3 0 21 22 18 1.568 3 0 22 23 60 0.470 1 0 23 60 59 3.036 1 0 24 21 60 3.610 2 0 25 25 29 1.568 3 0 26 27 • 61 1.682 3 0 27 28 30 1.568 3 0 28 29 27 1.568 3 � 0 29 30 26 1.568 1 3 0 30 31 62 0.470 1 1 Print Time/Date, 03/04/2015 19,171A 0 QTA AM D- %IQ7 on n7 nc 4 9 I Print Min 9 of 17 C] Ll Job No Sheet No Rev 153102 RESULT Software licensed to Part Job Title MAAS Ref By Date3-Apr-15 Chd Client File Interior Rows.std I DateTme 03 -Apr -2015 12:08 Beams Cont... Beam Node A Node B Length (ft) Property 6 (degrees) 31 62 61 3.036 1 0 32 29 62 3.610 2 0 33 2 10 19.593 5 20 34 10 18 1 19.594 5 20 35 18 26 19.593 5 20 36 4 12 19.593 5 20 37 12 20 19.594 5 20 38 20 28 19.593 5 20' 39 3 11 19.593 5 20, 40 11 19 19.594 5 20 41 19 27 19.593 5 20 42 1 9 19.593 5 20 43 9 17 19.594 5 20 44 17 25 19.593 5 20 45 57 58 19.827 4 0 46 55 56 19.827 4 0 47 33 37 1.568 3 0 48 35 63 1.682 3 0 49 36 38 1.568 3 0 50 37 35 1.568 3 0 51 38 34 1.568 3 0 52 39 64 0.470 1 0 53 64 63 3.036 1 0 54 37 64 3.610 2 0 55 26 34 19.593 5 20 56 28 36 19.593 5 20 57 27 35 19.593 5 20 58 25 33 19.593 5 20 59 41 45 1.568 3 0 60 43 65 1.682 3 0 61 44 46 1.568 3 0 62 45 43 1.568 3 0 63 46 42 1.568 3 0 64 47 66 0.470 1 0 65 66 65 3.036 1 0 66 45 66 3.610 2 0 67 34 42 - 19.594 5 20 68 36 44 19.594 5 20 69 35 43 19.594 5 20 70 33 41 19.594 5 20 71 57 4 1.682 3 0 72 55 12 1.682 3 0 73 59 20 1.682 3 0 74 61 28 1.682 3 0 75 63 36 1.682 3 0 print Time/Date: 03/04/2015 12:08 STAAD.Pro V8i 20.07.05.15 Print Run 3 of 1 i !4 04 - Software licensed to Job Title MAAS Client Beams Cont... ' Beam Node A Node B Length (ft) Property 0 (degrees) 76 65 44 1.682 3 0 77 56 6 5.151 2 0 78 58 14 5.151 2 0 79 60 1 22 5.151 1 2 0 80 62 30 5.151 2 0 81 64 38 5.151 2 0 82 66 46 5.151 2 0 Basic Load Cases Number Name 1 DEAD LOAD 2 SNOW LOAD 3 UPLIFT 4 DOWN 5 UNBALANCED UPLIFT 6 UNBALANCED DOWN 7 BASE POS MOMENT - ZONE 1 8 BASE POS MOMENT - ZONE 2 9 BASE POS MOMENT - ZONE 3 10 BASE POS MOMENT - ZONE 4 11 BASE POS MOMENT - ZONE 5 12 BASE NEG MOMENT - ZONE 1 13 BASE NEG MOMENT - ZONE 2 ,14 BASE NEG MOMENT - ZONE 3 15 BASE NEG MOMENT - ZONE 4 16 BASE NEG MOMENT - ZONE 5 17 ' TRANS EQ 18 LONG EQ Job No Sheet No ' Rev 153102 RESULT Part Ref By Da"3-Apr-15 Chd File Interior Rows.std Date/Time 03 -Apr -2015 12:08 -/Date: 03/04/2015 12:08 STAAD.Pro V8i 20.07.05.15 Print Run 4 of 17 • CJ Software licensed to Job No 153102 Sheet No RESULT Rev Part 1 Job Title MAAS 1.00 20 GENERATED IBC TABLE7ASD241 2 Ref DEAD LOAD By Da"3-Apr-15 Chd .Client 2 SNOW LOAD 1.00 File Interior Rows.std Date'rme 03 -Apr -2015 12:08 GENERATED IBC TABLE7ASD241 3 Combination Load Cases DEAD LOAD 1.00 Comb. Combination UC Name Primary Primary SNOW LOAD 0.75 22 GENERATED IBC TABLE7ASD241 4 1 DEAD LOAD 1.00 3 UPLIFT 0.60 23 GENERATED IBC TABLE7ASD241 5 1 DEAD LOAD 1.00 4 DOWN 0.60 24 GENERATED IBC TABLE7ASD241 6 1 DEAD LOAD 1.00 5 UNBALANCED UPLIFT 0.60 25 GENERATED IBC TABLE7ASD241 7 1 DEAD LOAD 1.00 6 UNBALANCED DOWN 0.60 26 GENERATED IBC TABLE7ASD241 8 1 DEAD LOAD 1.00 7 BASE POS MOMENT -ZONE 1 0.60 27 GENERATED IBC TABLE7ASD241 9 1 DEAD LOAD 1.00 8 BASE POS MOMENT -ZONE 2 0.60 28 GENERATED IBC TABLE7ASD241 10 1 DEAD LOAD 1.00 9 BASE POS MOMENT -ZONE 3 0.60 29 GENERATED IBC TABLE7ASD241 11 1 DEAD LOAD 1.00 10 BASE POS MOMENT -ZONE 4 0.60 30 GENERATED IBC TABLE7ASD241 12 1 DEAD LOAD 1.00 11 BASE POS MOMENT -ZONE 5 0.60 31 Print Time/Date: 03/04/201512:08 STAAD.Pro VSi 20.07.05.15 Print Run 5 of 17 UC Name Factor 19 GENERATED IBC TABLE7ASD241 1 1 DEAD LOAD 1.00 20 GENERATED IBC TABLE7ASD241 2 1 DEAD LOAD 1.00 2 SNOW LOAD 1.00 21 GENERATED IBC TABLE7ASD241 3 1 DEAD LOAD 1.00 2 SNOW LOAD 0.75 22 GENERATED IBC TABLE7ASD241 4 1 DEAD LOAD 1.00 3 UPLIFT 0.60 23 GENERATED IBC TABLE7ASD241 5 1 DEAD LOAD 1.00 4 DOWN 0.60 24 GENERATED IBC TABLE7ASD241 6 1 DEAD LOAD 1.00 5 UNBALANCED UPLIFT 0.60 25 GENERATED IBC TABLE7ASD241 7 1 DEAD LOAD 1.00 6 UNBALANCED DOWN 0.60 26 GENERATED IBC TABLE7ASD241 8 1 DEAD LOAD 1.00 7 BASE POS MOMENT -ZONE 1 0.60 27 GENERATED IBC TABLE7ASD241 9 1 DEAD LOAD 1.00 8 BASE POS MOMENT -ZONE 2 0.60 28 GENERATED IBC TABLE7ASD241 10 1 DEAD LOAD 1.00 9 BASE POS MOMENT -ZONE 3 0.60 29 GENERATED IBC TABLE7ASD241 11 1 DEAD LOAD 1.00 10 BASE POS MOMENT -ZONE 4 0.60 30 GENERATED IBC TABLE7ASD241 12 1 DEAD LOAD 1.00 11 BASE POS MOMENT -ZONE 5 0.60 31 GENERATED IBC TABLE7ASD241 13 1 DEAD LOAD 1.00 12 BASE NEG MOMENT -ZONE 1 0.60 32 GENERATED IBC TABLE7ASD241 14 1 DEAD LOAD 1.00 13 BASE NEG MOMENT -ZONE 2 0.60 33 GENERATED IBC TABLE7ASD241 15 1 DEAD LOAD 1.00 14 BASE NEG MOMENT -ZONE 3 0.60 34 GENERATED IBC TABLE7ASD241 16 1 DEAD LOAD 1.00 15 BASE NEG MOMENT -ZONE 4 0.60 35 GENERATED IBC TABLE7ASD241 17 1 DEAD LOAD 1.00 16 BASE NEG MOMENT -ZONE 5 0.60 36 GENERATED IBC TABLE7ASD241 18 1 DEAD LOAD 1.00 17 TRANS EO 0.70 37 GENERATED IBC TABLE7ASD241 19 1 DEAD LOAD 1.00 18 LONG EO 0.70 38 GENERATED IBC TABLE7ASD241 20 1 DEAD LOAD 1.00 17 TRANS EQ -0.70 39 GENERATED IBC TABLE7ASD241 21 1 DEAD LOAD _ 1.00 18 LONG EQ -0.70 40 GENERATED IBC TABLE7ASD241 22 1 DEAD LOAD 1.00 3 UPLIFT 0.45 41 GENERATED IBC TABLE7ASD241 23 1 DEAD LOAD 1.00 4 DOWN 0.45 Print Time/Date: 03/04/201512:08 STAAD.Pro VSi 20.07.05.15 Print Run 5 of 17 • • w< Software licensed to Job Title MAAS I Client Combination Load Cases Cont... )mb. Combination L/C Name 42 GENERATED IBC TABLE7ASD241 24 43 GENERATED IBC TABLE7ASD241 25 44 GENERATED IBC TABLE7ASD241 26 45 GENERATED IBC TABLE7ASD241 27 46 GENERATED IBC TABLE7ASD241 28 47 GENERATED IBC TABLE7ASD241 29 48 GENERATED IBC TABLE7ASD241 30 49 GENERATED IBC TABLE7ASD241 31 50 GENERATED IBC TABLE7ASD241 32 51 GENERATED IBC TABLE7ASD241 33 52 GENERATED IBC TABLE7ASD241 34 53 GENERATED IBC TABLE7ASD241 35 54 GENERATED IBC TABLE7ASD241 36 55 1 GENERATED IBC TABLE7ASD241 37 56 1 GENERATED IBC TABLE7ASD241 38 57 1 GENERATED IBC TABLE7ASD241 39 58 1 GENERATED IBC TABLE7ASD241 40 59 1 GENERATED IBC TABLE7ASD241 41 60 1 GENERATED IBC TABLE7ASD241 42 rint Time/Date: 03/04/201512:08 Job No I Sheet No Rev 153102 RESULT Part Ref By Date3-Apr-15 Chd File Interior Rows.std I Date/rime 03 -Apr -2015 12:08 Primary Primary L/C Name 1 DEAD LOAD 5 UNBALANCED UPLIFT 1 DEAD LOAD 6 UNBALANCED DOWN 1 DEAD LOAD 7 BASE POS MOMENT - ZONE 1 1 DEAD LOAD 8 BASE POS MOMENT - ZONE 2 1 DEAD LOAD 9 BASE POS MOMENT -.ZONE 3 1 DEAD LOAD 10 BASE POS MOMENT - ZONE 4 1 DEAD LOAD 11 BASE POS MOMENT - ZONE 5 1 DEAD LOAD 12 BASE NEG MOMENT - ZONE 1 1 DEAD LOAD 13 BASE NEG MOMENT - ZONE 2 1 DEAD LOAD 14 BASE NEG MOMENT - ZONE 3 1 DEAD LOAD 15 BASE NEG MOMENT - ZONE 4 1 DEAD LOAD 16 BASE NEG MOMENT - ZONE 5 1 DEAD LOAD 3 UPLIFT 2 SNOW LOAD 1 DEAD LOAD 4 DOWN 2 SNOW LOAD 1 DEAD LOAD 5 UNBALANCED UPLIFT 2 SNOW LOAD 1 DEAD LOAD 6 UNBALANCED DOWN 2 SNOW LOAD 1 DEAD LOAD 7 BASE POS MOMENT - ZONE 1 2 SNOW LOAD 1 DEAD LOAD 8 BASE POS MOMENT - ZONE 2 2 SNOW LOAD 1 DEAD LOAD 9 BASE POS MOMENT - ZONE 3 2 1 SNOW LOAD STAAD.Pro V8i 20.07.05.15 1.00 0.45 1.00 0.45, 1.00 0.45 1.00 0.45 1.00 0.45 1.00 0.45 1.00 0.45 1.00 0.45 1.00 0.45 1.00 0.45 1.00 0.45 1.00 0.45 1.00 0.45 0.75 1.00 0.45 0.75 1.00 0.45 0.75 1.00 0.45 0.75 1.00 0.45 0.75 1.00 0.45 0.75 1.00 0.45 0.75 Print Run 6 of 117 • • • 7 _ Software licensed to Job No 153102 Sheet No RESULT Rev Part 1 Job Title MAAS 1.00 Ref BASE POS MOMENT -ZONE 4 ey Da"3-Apr-15 Chd Client 2 SNOW LOAD 0.75 File Interior Rows.std Datelrime 03 -Apr -2015 12:08 1 Combination Load Cases Cont... 1.00 Comb. Combination UC Name Primary Primary BASE POS MOMENT -ZONE 5 0.45 2 SNOW LOAD 0.75 63 GENERATED IBC TABLE7ASD241 45 1 DEAD LOAD 1.00 12 BASE NEG MOMENT -ZONE 1 0.45 2 SNOW LOAD 0.75 64 GENERATED IBC TABLE7ASD241 46 1 DEAD LOAD 1.00 13 BASE NEG MOMENT -ZONE 2 0.45 2 SNOW LOAD 0.75 65 GENERATED IBC TABLE7ASD241 47 1 DEAD LOAD 1.00 14 BASE NEG MOMENT -ZONE 3 0.45 2 SNOW LOAD 0.75 66 GENERATED IBC TABLE7ASD241 48 1 DEAD LOAD 1.00 15 BASE NEG MOMENT -ZONE 4 0.45 2 SNOW LOAD 0.75 67 GENERATED IBC TABLE7ASD241 49 1 DEAD LOAD 1.00 16 BASE NEG MOMENT -ZONE 5 0.45 2 SNOW LOAD 0.75 68 GENERATED IBC TABLE7ASD241 50 1 DEAD LOAD 1.00 17 TRANS EO 0.52 69 Print Time/Date: 03104/2015 12:08 STAAD.Pro V8i 20.07.05.15 Pri UC Name Factor 61 GENERATED IBC TABLE7ASD241 43 1 DEAD LOAD 1.00 10 BASE POS MOMENT -ZONE 4 0.45 2 SNOW LOAD 0.75 62 GENERATED IBC TABLE7ASD241 44 1 DEAD LOAD 1.00 11 BASE POS MOMENT -ZONE 5 0.45 2 SNOW LOAD 0.75 63 GENERATED IBC TABLE7ASD241 45 1 DEAD LOAD 1.00 12 BASE NEG MOMENT -ZONE 1 0.45 2 SNOW LOAD 0.75 64 GENERATED IBC TABLE7ASD241 46 1 DEAD LOAD 1.00 13 BASE NEG MOMENT -ZONE 2 0.45 2 SNOW LOAD 0.75 65 GENERATED IBC TABLE7ASD241 47 1 DEAD LOAD 1.00 14 BASE NEG MOMENT -ZONE 3 0.45 2 SNOW LOAD 0.75 66 GENERATED IBC TABLE7ASD241 48 1 DEAD LOAD 1.00 15 BASE NEG MOMENT -ZONE 4 0.45 2 SNOW LOAD 0.75 67 GENERATED IBC TABLE7ASD241 49 1 DEAD LOAD 1.00 16 BASE NEG MOMENT -ZONE 5 0.45 2 SNOW LOAD 0.75 68 GENERATED IBC TABLE7ASD241 50 1 DEAD LOAD 1.00 17 TRANS EO 0.52 69 GENERATED IBC TABLE7ASD241 51 1 DEAD LOAD 1.00 18 LONG EQ 0.52 70 GENERATED IBC TABLE7ASD241 52 1 DEAD LOAD 1.00 17 TRANS EQ 0.52 2 SNOW LOAD 0.75 71 GENERATED IBC TABLE7ASD241 53 1 DEAD LOAD 1.00 18 LONG EO 0.52 2 SNOW LOAD 0.75 72 GENERATED IBC TABLE7ASD241 54 1 DEAD LOAD 1.00 17 TRANS EQ -0.52 73 GENERATED IBC TABLE7ASD241 55 1 .DEAD LOAD 1.00 18 LONG EQ -0.52 74 GENERATED IBC TABLE7ASD241 56 1 DEAD LOAD 1.00 17 TRANS EO -0.52 2 SNOW LOAD 0.75 75 GENERATED IBC TABLE7ASD241 57 1 DEAD LOAD 1.00 18 LONG EO -0.52 2 SNOW LOAD 0.75 76 GENERATED IBC TABLE7ASD241 58 1 DEAD LOAD 0.60 3 UPLIFT 0.60 77 GENERATED IBC TABLE7ASD241 59 1 DEAD LOAD 0.60 4 DOWN 0.60 nt Run 7 of 17 �A • Software licensed to Job Title MAAS Client Combination Load Cases Cont... Job No Sheet No I Rev 153102 RESULT Par Ref By DatE3-Apr-15 Chd File Interior Rows.std Daterrime 03 -Apr -2015 12:08 Comb. Combination UC Name Primary Primary LIC Name Factor 78 GENERATED IBC TABLE7ASD241 60 1 DEAD LOAD 0.60 5 UNBALANCED UPLIFT 0.60 79 GENERATED IBC TABLE7ASD241 61 1 DEAD LOAD 0.60 6 UNBALANCED DOWN 0.60 80 GENERATED IBC TABLE7ASD241 62 1 DEAD LOAD 0.60 7 BASE POS MOMENT - ZONE 1 0.60 81 GENERATED IBC TABLE7ASD241 63 1 DEAD LOAD 0.60 8 BASE POS MOMENT - ZONE 2 0.60 82 GENERATED IBC TABLE7ASD241 64 1 DEAD LOAD 0.60 9 BASE POS MOMENT - ZONE 3 0.60 83 GENERATED IBC TABLE7ASD241 65 1 DEAD LOAD 0.60 10 BASE POS MOMENT - ZONE 4 0.60 84 GENERATED IBC TABLE7ASD241 66 1 DEAD LOAD 0.60 11 BASE POS MOMENT - ZONE 5 0.60 85 GENERATED IBC TABLE7ASD241 67 1: DEAD LOAD 0.60 12 BASE NEG MOMENT - ZONE 1 0.60 86 GENERATED IBC TABLE7ASD241 68 1 DEAD LOAD 0.60 13 BASE NEG MOMENT - ZONE 2 0.60 87 GENERATED IBC TABLE7ASD241 69 1 DEAD LOAD 0.60 14 BASE NEG MOMENT - ZONE 3 0.60 88 GENERATED IBC TABLE7ASD241 70 1 DEAD LOAD 0.60 15 BASE NEG MOMENT - ZONE 4 0.60 89 GENERATED IBC TABLE7ASD241 71 1 DEAD LOAD 0.60 16 BASE NEG MOMENT - ZONE 5 0.60 90 GENERATED IBC TABLE7ASD241 72 1 DEAD LOAD 0.60 17 TRANS EQ 0.70 91 GENERATED IBC TABLE7ASD241 73 1 DEAD LOAD 0.60 18 LONG EQ 0.70 92 GENERATED IBC TABLE7ASD241 74 1 DEAD LOAD 0.60 17 TRANS EQ -0.70 93 GENERATED IBC TABLE7ASD241 75 1 DEAD LOAD 0.60 18 1 LONG EQ -0.70 Print Time/Date: 03/04/2015 12:08 STAAD.Pro V8i 20.07.05.15 Print Run 8 of 17 is r� • -:ftj Software licensed to Job Title MAAS Beam Loads: 1 DEAD LOAD Job No I Sheet No Rev ? 153102 RESULT Part Ref By DatE3-Apr-15 Chd File Interior Rows.std DateTme 03 -Apr -2015 12:08 Beam Type Direction Fa Da Fb Db Ecc. 33 UNI Ibf/ft GY -16.252 - - - 34 UNI Ibf/ft GY -16.252 - - - - 35 UNI Ibf/ft GY -16.252 - - 36 UNI Ibf/ft GY -16.252 - - - 37 UNI Ibf/ft GY -16.252 - - 38 UNI Ibf/ft GY -16.252 - - - - 39 UNI Ibf/ft GY -16.252 - - - - 40 UNI Ibf/ft GY -16.252 - - - 41 UNI Ibf/ft GY -16.252 - - 42 UNI Ibf/ft GY -16.252 - - - - 43 UNI Ibf/ft GY -16.252 - - - - 44 UNI Ibf/ft GY -16.252 - - - - 55 UNI Ibf/ft GY -16.252 - - - - 56 UNI Ibf/ft GY -16.252 - - 57 UNI Ibf/ft GY -16.252 - - - - 58 UNI Ibf/ft GY -16.252 - - - - 67 UNI Ibf/ft GY -16.252 - - - - 68 UNI Ibf/ft GY -16.252 - - - 69 UNI Ibf/ft GY -16.252 - - - 70 UNI Ibf/ft GY -16.252 - - - - Beam Loads: 2 SNOW LOAD Beam Type Direction Fa Da Fb Db Ecc. (ft) (ft) 33 UNI Ibf/ft GY 0.000 - - - - 34 UNI Ibf/ft GY 0.000 - - - - 35 UNI Ibf/ft GY 0.000 - - - 36 UNI Ibf/ft GY 0.000 - - 37 UNI Ibf/ft GY 0.000 - - - - 38 UNI Ibf/ft GY 0.000 - - - 39 UNI Ibf/ft GY 0.000 - - - 40 UNI Ibf/ft GY 0.000 - - - - 41 UNI Ibf/ft GY 0.000 - - - - 42 UNI Ibf/ft GY 0.000 - - - - 43 UNI Ibf/ft GY 0.000 - - - 44 UNI Ibf/ft GY 0.000 - - - 55 UNI Ibf/ft GY 0.000 - - - - 56 UNI Ibf/ft GY 0.000 - - 57 UNI Ibf/ft GY 0.000 - - 58 UNI Ibf/ft GY 0.000 - - - - 67 UNI Ibf/ft GY 0.000 - - - - 68 UNI Ibf/ft GY 0.000 - - - - 69 UNI Ibf/ft GY 0.000 - - - - Tima/Data, 03/04/2015 1208 CTA AM D -1/o; 7!1!17 /1G 1G PdfPim 0 N 17 • • • Job "153102 Sheet NRev RESULT Software licensed to Part Job Title MAAS Ref 9y Da"3-Apr-15 Chd Client File Interior Rows.std Date/rime 03 -Apr -2015 12:08 Beam Loads: 2 SNOW LOAD Cont... Beam Type Direction Fa Da (ft) Fb Db Ecc. (ft) 70 UNI Ibf/ft GY 1 0.000 0:000 - - - UNI Beam Loads: 3 UPLIFT Beam Type Direction Fa Da Fb (ft) Db Ecc. (ft) 33 UNI Ibf/ft Y 55.400 0:000 - 13.001 - UNI Ibf/ft Y 46.000 13.001 - 19.593 - 34 UNI Ibf/ft Y 46.000 0.000 - 6.410 - UNI Ibf/ft Y 42.400 6.410 - 19.411 - UNI Ibf/ft Y 38.900 19.411 - 19.593 - 35 UNI Ibf/ft Y 38.900 0.000 - 12.819 - UNI Ibf/ft Y 35.400 12.819 - 19.593 - 36 UNI Ibf/ft Y 55.400 0.000 - 13.001 - UNI Ibf/ft Y 46.000 13.001 - 19.593 - 37 UNI Ibf/ft Y 46.000 0.000 - 6.410 - UNI Ibf/ft Y 42.400 6.410 - 19.411 - UNI Ibf/ft Y 38.900 19.411 - 19.593 - 38 UNI Ibf/ft Y 38.900 0.000 - 12.819 - UNI Ibf/ft Y 35.400 12.819 - 19.593 - 39 UNI Ibf/ft Y, 55.400 0.000 - 13.001 - UNI Ibf/ft Y 46.000 13.001 - 19.593 - 40 UNI Ibf/ft Y 46.000 0.000 - 6.410 - UNI Ibf/ft Y 42.400 6.410 - 19.411 - UNI Ibf/ft Y 38.900 19.411 - 19.593 - 41 UNI Ibf/ft Y 38.900 0.000 - 12.819 - UNI Ibf/ft Y 35.400 12.819 - 19.593 - 42 UNI Ibf/ft Y 55.400 0.000 - 13.001 - UNI Ibf/ft Y 46.000 13.001 - 19.593 - 43 UNI Ibf/ft Y 46.000 0.000 - 6.410 - UNI Ibf/ft Y 42.400 6'.410 - 19.411 - UNI Ibf/ft Y 38.900 19.411 - 19.593 - 44 UNI Ibf/ft Y 38.900 0.000 - 12.819 - UNI Ibf/ft Y 35.400 12.819 - 19.593 - 55 UNI Ibf/ft Y 35.400 0.000 - 0.000 - 56 UNI Ibf/ft Y 35.400 0.000 - 0.000 - 57 UNI Ibf/ft Y 35.400 0.000 - 0.000 - 58 UNI Ibf/ft Y 35.400 0.000 - 0.000 - 67 UNI Ibf/ft Y 35.400 0.000 - 0.000 - 68 UNI Ibf/ft Y 35.400 0.000 - 0.000 - 69 UNI Ibf/ft Y 35.400 0.000 - 0.000 - 70 UNI Ibf/ft Y 35.400 0.000 - 1 0.000 -Tint Time/Date: 03/04/2015 12:08 STAAD.Pro V8i 20.07.05.15 Print Run 10 of 17 • • Print Time/Date: 03104/2015 12:08 STAAD.Pro V8i 20.07.05.15 Print Run 111 Job No Sheet No Rev 153102 RESULT - Software licensed to Part Job Title MAAS Ref ey Date3-Apr-15 Chd Client File Interior Rows.std Datelrime 03 -Apr -2015 12:08 Beam Loads: 4 DOWN Beam Type Direction Fa Da Fb Db Ecc. (ft) (ft) 33 UNI Ibf/ft Y -57.800 0.000 - 13.001 - UNI Ibf/ft Y 41.300 13.001 - 19.593 - 34 UNI Ibf/ft Y X1.300 0.000 - 6.410 - UNI Ibf/ft Y -27.100 6.410 - 19.411 - UNI Ibf/ft Y -23.600 19.411 - 19.593 - 35 UNI Ibf/ft Y -23.600 0.000 - 12.819 - UNI Ibf/ft Y -20.000 12.819 - 19.593 - 36 UNI Ibf/ft Y -57.800 0.000 - 13.001 - UNI Ibf/ft Y 41.300 13.001 - 19.593 - 37 UNI Ibf/ft Y X1.300 0.000 - 6.410 - UNI Ibf/ft Y -27.100 6.410 - 19.411 - UNI Ibf/ft Y -23.600 19.411 - 19.593 - 38 UNI Ibf/ft Y -23.600 0.000 - 12.819 - UNI Ibf/ft Y -20.000 12.819 - 19.593 - 39 UNI Ibf%ft Y -57.800 0.000 - 13.001 - UNI Ibf/ft Y X1.300 13.001 - 19.593 - 1.300 40 UNI Ibf/ft Y 41.300 0.000 - 6.410 - -27.100 6.410 - UNI Ibf/ft Y -27.100 6.410 - 19.411 - -23.600 19.411 - UNI Ibf/ft Y -23.600 19.411 - 19.593 - -23.600 41 UNI Ibf/ft Y -23.600 0.000 - 12.819 - -20.000 12.819 - UNI Ibf/ft Y -20.000 12.819 - 19.593 - -20.000 42 UNI Ibf/ft Y -57.800 0.000 - 13.001 - -20.000 0.000 - UNI Ibf/ft Y -41.300 13.001 - 19.593 - -20.000 43 UNI Ibf/ft Y 4 Ibf/ft Y -20.000 0.000 - 0.000 - 67 UNI Ibf/ft Y -20.000 0.000 - 0.000 - 68 UNI Ibf/ft Y -20.000 0.000 - 0.000 - 69 UNI Ibf/ft Y -20.000 0.000 - 0.000 - 70 UNI Ibf/ft Y -20.000 0.000 - 0.000 - 4 Print Time/Date: 03104/2015 12:08 STAAD.Pro V8i 20.07.05.15 Print Run 111 1.300 0.000 - 6.410 - UNI Ibf/ft Y -27.100 6.410 - 19.411 - UNI Ibf/ft Y -23.600 19.411 - 19.593 - 44 UNI Ibf/ft Y -23.600 0.000 - 12.819 - UNI Ibf/ft Y -20.000 12.819 - 19.593 - 55 UNI Ibf/ft Y -20.000 0.000 - 0.000 - 56 UNI Ibf/ft Y -20.000 0.000 - 0.000 - 57 UNI Ibf/ft Y -20.000 0.000 - 0.000 - 58 UNI Ibf/ft Y -20.000 0.000 - 0.000 - 67 UNI Ibf/ft Y -20.000 0.000 - 0.000 - 68 UNI Ibf/ft Y -20.000 0.000 - 0.000 - 69 UNI Ibf/ft Y -20.000 0.000 - 0.000 - 70 UNI Ibf/ft Y -20.000 0.000 - 0.000 - of 17 • 0 r� L � Job No Sheet No Rev 153102. RESULT Software licensed to Part Job Title MAAS Ret By Da"3-Apr-15 Chd Client File Interior Rows.std I Daterrime 03 -Apr -2015 12.08 Beam Loads: 5 UNBALANCED UPLIFT Beam Type Type Direction Fa Da Fb (ft) Db Ecc. (ft) 39 UNI Ibf/ft Y 23.100 0.000 - 13.001 UNI Ibf/ft Y 19.300 13.001 - 19.593 - 40 UNI Ibf/ft Y 19.300 0.000 - 6.410 - UNI Ibf/ft Y 19.300 6.410 - 19.411 - UNI Ibf/ft Y 18.900 19.411 - 19.593 41 UNI Ibf/ft Y 18.900 0.000 - 12.819 UNI Ibf/ft Y 17.000 12.819 - 19.593 - 42 UNI Ibf/ft Y 23.100 0.000 - 13.001 - UNI Ibf/ft Y 19.300 13.001 - 19.593 - 43 UNI Ibf/ft Y 19.300 0.000 - 6.410 - UNI Ibf/ft Y 19.300 6.410 - 19.411 - UNI Ibf/ft Y 18.900 19.411 - .19.593 - 44 UNI Ibf/ft Y 18.900 0.000 - 12.819 - UNI Ibf/ft Y 17.000 12.819 - 19.593 - 57 UNI Ibf/ft Y 17.000 0.000 - 0.000 - 58 UNI Ibf/ft Y 17.000 0.000 - 0.000 - 69 UNI Ibf/ft Y 17.000 0.000 - 0.000 - 70 UNI Ibf/ft Y 17.000 0.000 - F.0.000 - Beam Loads: 6 UNBALANCED DOWN Beam Type Direction Fa Da Fb (ft) Db Ecc. (ft) 39 UNI Ibf/ft Y -96.190 0.000 - 13.001 UNI Ibf/ft Y -61.297 13.001 - 19.593 40 UNI Ibf/ft Y -61.297 0.000 - 6.410 - UNI Ibf/ft Y -32.535 6.410 - 19.411 - UNI Ibf/ft Y -27.820 19.411 - 19.593 - 41 UNI Ibf/ft Y -27.820 0.000 - 12.819 - UNI Ibf/ft Y -24.519 12.819 - 19.593 - 42 UNI Ibf/ft Y -96.190 0.000 - 13.001 - UNI Ibf/ft Y -61.297 13.001 - 19.593 - 43 UNI Ibf/ft Y -61.297 0.000 - 6.410 - UNI Ibf/ft Y -32.535 6.410 - 19.411 - UNI Ibf/ft Y -27.820 19.411 - 19.593 - 44 UNI Ibf/ft Y -27.820 0.000 - 12.819 - UNI Ibf/ft Y -24.519 12.819 - 19.593 - 57 UNI Ibf/ft Y -24.519 0.000 - 0.000 - 58 UNI Ibf/ft Y -24.519 0.000 - 0.000 - 69 UNI Ibf/ft Y -24.519 0.000 - 0.000 - 70 UNI Ibf/ft Y -24.519 0.000 - 0.000 - Print Time/Date: 03/04/2015 12:08 STAAD.Pro V8i 20.07.05.15 Print Run 12 of 17 • • • Job No Sheet No Rev 153102 RESULT imp Software licensed to Part Job Title MAAS Ref 9y Da"3-Apr-15 Chd Client File Interior Rows.std Daternme 03 -Apr -2015 12:08 Node Loads: 7 BASE POS MOMENT - ZONE 1 Node FX (kip) FY FZ MX MY MZ (kip) (kip) (kip ft) (kip ft) (kip -ft) 7 - - - - -1.514 15 - - - - -1.514 23 - - - - -1.514 31 - - - - -1.514 39 - - - - - -1.514 47 - - - - -1.514 Node Loads: 8 BASE POS MOMENT - ZONE 2 Node FX (kip) FY FZ MX MY MZ (kip) (kip) (kip -ft) (kip -ft) (kip -ft) 7 - - - - - -1.196 15 - - - - - -1.196 23 - - - - - -1.196 31 - - - - - -1.196 39 - - - - - -1.196 47 - - - - - -1.196 Node Loads: 9 BASE POS MOMENT - ZONE 3 Node FX (kip) FY FZ MX MY MZ (kip) (kip) (kip'ft) (kip ft) (kip -ft) 7 - - - -1.355 15 - - - -1.355 23 - - - - -1.355 .31 - - - - - -1.355 39 - - - - -1.355 47 - - - - - -1.355 Node Loads: 10 BASE POS MOMENT - ZONE 4 Node FX (kip) FY FZ MX MY MZ (kip) (kip) (kip'ft) (kip -ft) (kip ft) 7 - - - - -1.196 15 - - - - -1.196 23 - - - - -1.196 31 - - - - - -1.196 39 - - - - - -1.196 47 - - - - - -1.196 Time/Date, 03/0412015 12.09 CTA A r1 D.- %/4: )n n? /1G 4c ' I 0ri.'D.-11M1 ': FX (kip) FY (kip) FZ (kip) MX (kip ft) MY (kip ft) Job No Sheet No Rev - - - t -1.196 15 153102 RESULT - t - Software licensed to - -1.196 23 - - Part Job Title MAAS - -1.196 31 - - Ref - - -1.196 ` 39 - - By Da"3-Apr-15 Chd Client - -1:196 47 - - File Interior Rows.std Datefrime 03 -Apr -2015 12:08 Node Loads: 11 BASE POS MOMENT - ZONE 5 -1.196 { Node Loads: 12 BASE NEG MOMENT - ZONE 1 ` f Node Loads: 13 BASE NEG MOMENT - ZONE 2 i Node FX (kip) FY (kip) FZ (kip) MX (kip ft) MY (kip ft) MZ (kip ft) 7 - - - - - -1.196 15 - - - - - -1.196 23 - - - - - -1.196 31 - - - - - -1.196 ` 39 - - - - - -1:196 47 - - - - - -1.196 Node FX (kip). FY (kip) FZ (kip) MX (kip'ft) MY (kip ft) MZ (kip ft) 7 - - - - - 11.079 15 - - - - - 11.079 23 - - - - - 11.079 31 - - - - - 11.079 39 - - - - - 11.079 47 - - - - - 11.079. _Node Loads: MOMENT - ZONE Node 14 BASE NEG 3 FX (kip) FY (kip) F2 (kip) MX (kip ft) MY (kip -ft) MZ (kip -ft) 7 - - - - - 7.014 ' 15 - - - - - 7.014 23) - - - - �- 7.014 31 - - - - - 7.014 39 - - - - - 7.014 47 - - - - - 7.014 Node FX (kip) FY (kip) FZ (kip) MX (kip ft) MY (kip'ft) MZ (kip ft) 7 - - - - - 3.666 15 - - - - - 3.666 23 - - - - - 3.666 31 - - - - 3.666 39 - - - - - 3.666 47 - - - - 3.666 ,/Date: osroarzors 12:08 STAAD.Pro V8i 20.07.05.15 Print Run 14 or 17 • • .• Node FX (kip) FY (kip) FZ (kip) MX (kip -ft) MY (kip ft) Job No Sheet No Rev - - - - 3.188 15 153102 RESULT - - Software licensed to - 3.188 23 - - Part Job Title MAAS - 3.188 31 - - Ref - - 3.587 39 - - By Date3-Apr-15 Chd Client - 3.587 47 - - File Interior Rows.std Daterrime 03 -Apr -2015 12:08 Node Loads: 15 BASE NEG MOMENT - ZONE 4 Node FX FY FZ MX MY MZ (kip) (kip) (kip) (kip ft) (kip'ft) (kip -ft) 7 - - - - - 3.587 15 - - - - - 3.587 23 - - - - - 3.587 L39 Node Loads: 16 BASE NEG MOMENT- ZONE 5 Node Loads: 17 TRANS EQ Node Loads: 18 LONG EQ F Print Time/Date: 03/04/2015 12:08 STAAD_Pro V8i 20.07.05.15 Print Run 15 of 17 Node FX (kip) FY (kip) FZ (kip) MX (kip -ft) MY (kip ft) MZ (kip'ft) 7 - - - - - 3.188 15 - - - - - 3.188 23 - - - - - 3.188 31 - - - - - 3.587 39 - - - - - 3.587 47 - - - - - 3.587 Node FX (kip) FY (kip) FZ (kip) MX (kip -ft) MY (kip ft) MZ (kip'ft) 7 - - - - - 3.188 15 - - - - - 3.188 23 - - - - - 3.188 31 - - - - - 3.188 39 - - - - - 3.188 47 - - - - - ' 3.188 Node FX (kip) FY (kip) FZ (kip) MX (kip'ft) MY (kip ft) MZ (kip ft) 55 0.250 - - - - - 57. 0.250 - - - - - 59 0.250 - - - - - 61 0.250 - - - - - 63 0.250 - - - - - 65 0.250 - 0.250 - - - Node FX (kip) FY (kip) FZ (kip) . MX (kip ft) MY (kip'ft) MZ (kip'ft) 55 - - 0.250 - - - 57 - - 0.250 - - - 59 - - 0.250 - - 61 - - 0.250 - - - 63 - - 0.250 - - - 65 - - 0.250 - - - • � Axial Shear Job No Bending Sheet No Beam Rev Rtp Fx (kip) Fy (kip) Fz (kip) Mx (kip ft) My (kip ft) Mz (kip -ft) 153102 14 RESULT 0.000 3.117 ' Software licensed to 0.000 -0.000 2.660 Min Fx 11 Part 0.000 -2.280 -0.798 Job Title MAAS 0.000 -0.000 0.064 Max Fy 12 25:GENERATE Ref -1.639 0.941 -0.000 -0.000 0.000 1.506 Min Fy 9 25:GENERATE 0.000 By -1.034 Da"3-Apr-15 Chd Client -0.115 Max Fz 6 93:GENERATE 0.000 0.431 File Interior Rows.std Daterrime 03 -Apr -2015 12:08 Node Displacement Summary -0.613 0.000 Min Fz 6 37:GENERATE 0.000 0.588 Node UC X Y Z Resultant rX rY rZ 0.740 0.000 0.000 (in) (in) (in) (in) (rad) (rad) (rad) Max X 10 23:GENERATE 0.097 -0.142 0.000 0.172 0.000 0.000 -0.005 Min X 10 76:GENERATE -0.091 0.112 -0.000 0.144 0.000 0.000 0.003 Max Y 10 76:GENERATE -0.091 0.112 -0.000 0.144 0.000 0.000 0.003 Min Y 9 25:GENERATE -0.003 -0.143 -0.000 0.143 0.000 -0.000 0.005 Max Z 2 37:GENERATE 0.006 -0.014 0.065 0.067 -0.001 -0.001 -0.001 Min Z 2 93:GENERATE 0.003 -0.009 -0.065 0.066 0.001 0.001 -0.000 Max rX 12 37:GENERATE 0.001 -0.002 0.015 0.015 0.007 0.002 -0.000 Min rX 12 93:GENERATE 0.001 -0.001 -0.015 0.015 -0.007 -0.002 -0.000 Max rY 11 91:GENERATE -0.000 0.000 0.009 0.009 0.007 0.002 0.000 Min rY 11 39:GENERATE -0.000 0.000 -0.009 0.009 -0.007 -0.002 0.000 Max rZ 9 25:GENERATE -0.003 -0.143 -0.000 0.143 0.000 -0.000 0.005 Min rZ 10 23:GENERATE 0.097 -0 Beam Force Detail Summary Sign convention as diagrams:- positive above line, negative below line except Fx where positive is compression. Distance d is given from beam end A. Print Time/Date: 03/04/2015 12:06 STAAD.PfO VSi 20.07.05.15 Print Run 16 of 17 Axial Shear Torsion Bending Beam UC d (ft) Fx (kip) Fy (kip) Fz (kip) Mx (kip ft) My (kip ft) Mz (kip -ft) Max Fx 14 23:GENERATE 0.000 3.117 0.671 0.000 0.000 -0.000 2.660 Min Fx 11 23:GENERATE 0.000 -2.280 -0.798 0.000 0.000 -0.000 0.064 Max Fy 12 25:GENERATE 0.000 -1.639 0.941 -0.000 -0.000 0.000 1.506 Min Fy 9 25:GENERATE 0.000 -0.109 -1.034 -0.000 -0.000 0.000 -0.115 Max Fz 6 93:GENERATE 0.000 0.431 0.000 0.451 -0.001 -0.613 0.000 Min Fz 6 37:GENERATE 0.000 0.588 0.000 -0.451 0.001 0.613 0.000 Max Mx 16 37:GENERATE 0.000 0.740 0.000 0.000 0.054 0.000 0.000 Min Mx 16 93:GENERATE 0.000 0.444 0.000 0.000 -0.054 0.000 0.000 Max My 6 37:GENERATE 0.000 0.588 0.000 -0.451 0.001 0.613 0.000 Min My 6 93:GENERATE 0.000 0.431 0.000 0.451 -0.001 -0.613 0.000 Max Mz 14 77:GENERATE 0.000 2.608 .142 0.000 0.172 0.000 0.000 -0.005 Max Rst 10 23:GENERATE 0.097 -0.142 0.000 0.172 0.000 0.000 -0.005 Print Time/Date: 03/04/2015 12:06 STAAD.PfO VSi 20.07.05.15 Print Run 16 of 17 Axial Shear Torsion Bending Beam UC d (ft) Fx (kip) Fy (kip) Fz (kip) Mx (kip ft) My (kip ft) Mz (kip -ft) Max Fx 14 23:GENERATE 0.000 3.117 0.671 0.000 0.000 -0.000 2.660 Min Fx 11 23:GENERATE 0.000 -2.280 -0.798 0.000 0.000 -0.000 0.064 Max Fy 12 25:GENERATE 0.000 -1.639 0.941 -0.000 -0.000 0.000 1.506 Min Fy 9 25:GENERATE 0.000 -0.109 -1.034 -0.000 -0.000 0.000 -0.115 Max Fz 6 93:GENERATE 0.000 0.431 0.000 0.451 -0.001 -0.613 0.000 Min Fz 6 37:GENERATE 0.000 0.588 0.000 -0.451 0.001 0.613 0.000 Max Mx 16 37:GENERATE 0.000 0.740 0.000 0.000 0.054 0.000 0.000 Min Mx 16 93:GENERATE 0.000 0.444 0.000 0.000 -0.054 0.000 0.000 Max My 6 37:GENERATE 0.000 0.588 0.000 -0.451 0.001 0.613 0.000 Min My 6 93:GENERATE 0.000 0.431 0.000 0.451 -0.001 -0.613 0.000 Max Mz 14 77:GENERATE 0.000 2.608 0.671 0.000 0.000 -0.000 2.680 Min Mz 39 25:GENERATE 9.796 0.000 -0.023 0.000 -0.000 -0.267 -3.275 Print Time/Date: 03/04/2015 12:06 STAAD.PfO VSi 20.07.05.15 Print Run 16 of 17 r - Job No Sheet No Rev 153102 RESULT Software licensed to - Part Job Title MAAS Ref Ey Da"3_Apr-15 Chd Client IFile Interior Rows.std I DateTme 03 -Apr -2015 12:08 Reaction Summa Prim Time/Date: 03/04201512:08 STAAD.Pro V8i 20.07.05.15 Print Run 17 of 17 Horizontal Vertical Horizontal v Moment Node UC : FX (kip) FY (kip) FZ (kip) MX (kip'ft) MY (kip'ft) MZ (kip ft) Max FX 15 76:GENERATE 0.760 -1.324 0.000 -0.000 -0.000 -3.013 Min FX 15 23:GENERATE -0.671 3.117 0.000 0.000 -0.000 2.660 Max FY 15 23:GENERATE -0.671 3.117 0.000 0.000 0.000 2.660 Min FY 15 76:GENERATE 0.760 -1.324 0.000 -0.000 -0.000 1 -3.013 Max FZ 7 93:GENERATE -0.000 0.431 0.451 0.613 -0.001 0.000 Min FZ 7 37:GENERATE -0.000 0.588 -0.451 -0.613 0.001 0.000 Max MX 7 93:GENERATE -0.000 0.431 0.451 0.613 -0.001 0.000 Min MX 7 37:GENERATE -0.000 0.588 -0.451 -0.613 0.001 0.000 Max MY . 15 39:GENERATE -0.000 1.225 0.018 0.134 0.005 -0.000 Min MY 15 91:GENERATE -0.000 0.813 -0.018 -0.134 -0.005 -0.000 Max MZ 15 77:GENERATE -0.671 2.608 0.000 0.000 0.000 2.660 Min MZ 15 31:GENERATE -0.000 1.274 0.000 0.000 0.000 -6.647 Prim Time/Date: 03/04201512:08 STAAD.Pro V8i 20.07.05.15 Print Run 17 of 17 r Prim Time/Date: 03/04201512:08 STAAD.Pro V8i 20.07.05.15 Print Run 17 of 17 • POST- BEAM END FORCES (SUMMARY) ` 1 TOP CHORD 2 POST 3 LOAD COMBO NODE Fx (kip) Fy (kip) Fz (kip) Mx (k -ft) My (k -ft) Mz (k -ft) tM..F'. 22 23 GENERATED IBC 23 2.416 0.416 0 0 0 1.649 19 22 76 GENERATED IBC 23 -1.03 -0.653 0 0 0 -2.589 20 23 23 GENERATED IBC 60 -0.114 0.479 0 0 0 1.453 17 23 22 GENERATED IBC 60 0.252 -0.752 0 0 0 -2.282 18 22 93 GENERATED IBCl 23 0.764 0 0.144 -0.001 -0.491 0 Min Fz 22 37 GENERATED IBC 7 23 1.274 0 -0.144 1 0.001 0.491 0 Max Mx 22 37 GENERATED IBC 1 23 1.274 0 -0.144 0.001 0.491 0 Min Mx - 22 93 GENERATED IBC 1 23 0.764 0 0.144 -0.001 -0.491 0 Max My 22 37 GENERATED IBC 1 23 1.274 0 -0.144 0.001 0.491 0 Min My 22 93 GENERATED IBC 1 23 0.764 0 0.144 -0.001 -0.491 0 Max Mz 22 23 GENERATED IBC1 23 2.416. 0.416 0 0 0 1 1.649 Min Mz 1 22 122 GENERATED IBC 11 23 -0.52 1 -0.653 0 0 0 1 -2.589 • TOP CHORD - BEAM END FORCES (SUMMARY) ` 1 TOP CHORD 2 LOAD COMBO NODE Fx (kip) Fy (kip) Fz (kip) Mx (k -ft) My (k -ft) Mz (k -ft) Max Fx 73 76 GENERATED IBC 1 59 1.072 0.031 0 0 0 -0.05 Min Fx 19 23 GENERATED IBC 1 20 -1.706 -0.604 0 0 0 0.048 Max Fy 20 25 GENERATED IBC 1 21 -1.105 0.616 0 0 0 0.992 Min Fy 17 25 GENERATED IBC 1 17 -0.109 -0.669 0 0 0 -0.058 Max Fz 18 39 GENERATED IBC1 19 -0.671 -0.014 0.017 0.001 -0.011 0.021 Min Fz 18 91 GENERATED IBCl 19 -0.403 -0.008 -0.017 -0.001 0.011 0.013 Max Mx 20 91 GENERATED IBC1 21 -0.337 0.172 0.005 0.009 -0.001 0.282 Min Mx 20 _ 39 GENERATED IBC 1 21 -0.562 0.286 -0.005 -0.009 0.001 0.469 Max My 18 39 GENERATED IBC 1 59 -0.671 -0.014 0.017 0.001 0.018 0.044 Min My 18 91 GENERATED IBC 1 59 -0.403 -0.008 -0.017 -0.001 -0.018 0.026 Max Mz 19 23 GENERATED IBC 1 22 -1.706 -0.604 0 0 0 0.994 Min Mz 19 76 GENERATED IBC 22 1.007 0.328 0 0 0 -0.542 • KNEE BRACE - BEAM END FORCES (SUMMARY) ` 1 RACE 2 LOAD COMBO NODE Fx (kip) Fy (kip) Fz (kip) = Mx (k -ft) My (k -ft) Mz (k -ft) 9 23 GENERATED IBC 60 •2.18 0 0 0 0 0 r 9 76 GENERATED IBC 60 -1.131 0 0 - 0 0 0 9 23 GENERATED IBC - 60 2.18 0 0 0 0 0 9 76 GENERATED IBC 60 -1.131 0 0 0 0 0 9 93 GENERATED IBC 1 60 0.634 0 0 -0.008 0 0 Min Fz 79 37 GENERATED IBC1 60 1.056 0 0 0.008 0 0 Max Mx 79 91 GENERATED IBC 1 60 0.634 0 0 0.008 0 0 Min Mx 79 39 GENERATED IBC 1 60 1.056 0 0 -0.008 0 0 Max My 79 19 GENERATED IBC 1 60 1.056 0 0 0 0 0 Min My 79 19 GENERATED IBC 1 60 1.056 0 0 0 0 0 Max Mz 79 19 GENERATED IBC 1 60 1.056 0 0 0 0 0 Min Mz 79 119 GENERATED IBC 11 60 _ 1.056 0 0 0 0 0 • 1 ` 1 f - - .' ?{ 1Fi'• JOB TITLE MAAS • JOB NO 153102 SHEET NO. • RBI SOLAR CALCULATED BY xxx DATE 4/3/2015 - ' CHECKED BY , DATE C , Zone: Zone 3 7 B1 Mechanical Properti750.Oksi 132 Fy =Yeild Strength t E = Modulus of Elastici R Ob- Bending Factor,nc d " Comp.Factor Cm -for simple beam 1 R- for Simple Span0.65 7"Z16GA D 7 B1 2.125 132 2.375 t 0.0625 R 0.1875 d " 0.911 .< 2 .Solar Purlin Section Wt ib/ft Area (in) Sem S_es I, V,(kips) M,(k.in) Pa (kips) 3 7" Z 16 GA 2.595 0.545 1.479 1.477 5.463 2.695 46.64 6.161 N T r . • 3 L, --Span- - 19.6 ft # 1 bin=Tributary Width 3.25 It w =Pullin wt. 0.80 psf wa=Panels wt. 1 2.80 psf wt;= Collateral Load 0.00 psf WDA=£(wp+wpl+whg) 3.60 psf WL=Snow (Live) Load 0.00 psf W,rWind Load 6.01 psf W;=Wind Load UPLIFT 7.83 psf Deflection Check Sact j5/384-(W.L'WJW0/(E'Ijj 0.76 in Sa U120 1.96 in OK Design Forces Mms=W`bcn'L /8 17.98 kip.in V.=W'bin'L/2 0.31 kips ` R.=V. 0.31 kips Flexural Stress, Check -Flexure about x -x ` Flexure Check x -x / PASS Shear Check x -x PASS Check Uplift Wind . Mmax (Ww-WDJ'b3ri L /8 T 17.70 kip.in M�= R'SQ 'F 48.00 kip.in 'Man=MnPb ' - 28.74 kip.in OK ~ • ' DL+WL+LL Combination t - _,' P a 'E'Ix/(KL) 28.31 k a%1-(4� P/Pex) 1 r 4 - x Eq.6.53 C1=P/Pa+Cm-M/(ax'Ma ... 0.385422 Eq.6.54 C2=P/Pa+M/(Ma) 0.385422 ,i Eq.6.54 if (P/Pa<=0.15,C2,C1) 0.385422 1k G OK , Max. Stress Ratio 0.615845 . t .. °• 1 - ' _ 3 • „• 3 ~ • ' DL+WL+LL Combination t - _,' P a 'E'Ix/(KL) 28.31 k a%1-(4� P/Pex) 1 r 4 - x Eq.6.53 C1=P/Pa+Cm-M/(ax'Ma ... 0.385422 Eq.6.54 C2=P/Pa+M/(Ma) 0.385422 ,i Eq.6.54 if (P/Pa<=0.15,C2,C1) 0.385422 1k G OK , Max. Stress Ratio 0.615845 . t .. °• 1 - STEEL BEAM AND COLUMN ANALYSIS / CODE CHECK Stress ' Code Check Per AISC 13th Edition Manual (ASD) For W, % M, and HP Shapes ' Project Name: MAAS, CA Client: Project No.: 1153102 Prep. By: xxx Date: 4/3/2015 Input Data: : POST 3 Member Size: `Member Pro erties: Y Select: W6x8.5 A= 2.52 in ^2, - d= 5.830 in. I tf=0.19.5 Member Loadins:tw ' = 0.170 in. P=1 0:00 kips • bf = 3.940 in. Mx= 2.59 ft -kips tf = 0.195 in. My = 0.00 ft -kips k = 0.445 in. d=5.T.-L • -- X ' Ix = 14.90 in ^4 Desi n Parameters: Sx = 5.10 in^3'tw=0.17 'Fy = 50.00 ksi rx = 2.43 in. Kx = .1.20 " Zx = 5.73. in.13lit bf=3.94 Ky = ,..1.00 r ly = 1.99 in.14 Lx =' x4'618 ft, Sy = 1.01 in.13 W6x8.5 Section s Ly = A.618 fl. ry = 0.89 in: » Lb = +4.618 ft. Zy = 1.56 in "3 Shape Factors: `. Flex.'Type = Single - J = 0.033 in ^a, SFx = 1.12 Cb = ; : 1.67 Cw =. 15.8 in ^6 ~. SFy = 1.54 ' Results: For Axial Com ression: i Kx'Lx/rx = '27.37 For X-axis Bendin : Lp = - 3.14 ft. For Y-axis Bendin : fby = 0.00.. ksi Ky'Ly/ry = '62.26 Lr = 9.47. ft. 'Fby = 44.63 ksi ' Fe = '.73.83 rts = 1'.05 �. Mry,= . 3.76 ft -kips fa = i 0.00 ksi # fbx = 6.09 " ksi Fa = :22.55 ksi Fbx = 32.83 ksi Pa = :56.83 kips Mrx =1 13.95 ft -kips Nodal Lat. Brcq Requirements: Nodal Lat Brca Re uirements: Pbr = 0.00 kips ,' Pbr = 0.11 1kips 0br--j 10.00 ki /in- 3br= 1.99 kip in S Stress Ratio: r • 1 R. _ •. t 0.186: Eqn. 1-11-1b K ;< -____ ___= S.R. s 1, Member is adequate for loading Comments: • • Top Chord Design - Compression Member Input Data TOP CHORD 3 Member Section 4x4x14 a A = Tube Width 4 in B = Tube Length 4 in R = Corner Inner Radius 0.09375 in t = Thickness 0.083 in KL,,= Buckling around x -x 3.25 ft x- KLy= Buckling around y -y 3.3642 ft E = Modulus of Elasticity 29500 ksi r`- F = Yield Stress 50 ksi G = Shear Modulus 11300 ksi Y! ------ 4 ------- I ri a x e e Calculated Parameter Fie orc s 1- Properties of 900 corner M 0.994 ki .ft r = R + t/2, Centerline of Dimension 0.135 in P 0.000001 kips U = n. r/2, Arc Length 0.212 in c=0.637.r Distance of c.g. from center 0.086 in 2- Flat widths of flanges and webs Flat width of Dim. a= A - 2.r + t 3.6465 in Flat width of Dim. b= B - 2.r + t 3.6465 in Calculation of lx Element L, Length (in) Y, Distance to the center (in) L xYZ Ix Flanges 2.a 7.293 B/2 - t/2 1.959 27.974 0.000 Web 2.b 7.293 0 0.000 0.000 8.081 Corners 4.0 0.850 b/2 + c 1.909 3.098 0.000 Sum 15.436 3.868 31.072 8.081 Calculation of I Element L, Length (in) X, Distance to the center (in) L x X2 ly' Flanges 2.a 7.293 00.000 0.000 8.081 Web 2.b 7.293 A/2 - t/2 .1.959 27.974 0.000 Corners 4.0 0.850 a/2 + c 1.909 3.098 0.000 Sum 15.436 3.868 31.072 8.081 Section Properties A Lxt 1.2812 in Ix t x (L x Y +Iz) 3.2497 "i n IY t x (L x X +l ') 3.2497 in Sx Ix /(B/2) 1.6249 in Sy ly /(A/2) 1.6249 in rX (IX /A) 0-5 1.5927 in ry (ly /A) ., 1.5927 in r, Nominal Buckling Stress KL./r. 24.49 ,KL,/r, 25.35 KL/r 25.35 ' F. 7L2. E/(KL/r)2 453.14 ksi %r Fy/Fe) 0.33 Fn '47.74 ksi Effective Area . 7 effective width of compression flange w/t = alt 43.93 1.052/(k) x (w/t) x (FdE)°- 0.93 p (1-0.22/X)/V 0.82' ae 2.99 in effective width of web element w/t = bit '43.93, 1. 052/(k)0,5 x (w/t) x (F,/E)o. 0.93 p (1-0.22/k)/k 0.82 be 2.99 in . Allowable Axial Load Ae Ae = A - 2 x t x [(a -a,,) + (b -be)], _ ' 1.06 inZ Pn Pn= Ae x Fn 50.83 kips LIC ,. 1.80 ' Pa _. Pn /Sic 28.24 kips ' Check Compression Stresses. - Loads from Wind? Cbl Cbl=(P / Pa) 0.00 NO u Allowable Stress Unity 1- 0.00. Section is OR Computing of Mnx " By using the effective width of compression flange and assuming the web is fully effective the neutral axis can be located as follow: Element L. Length in , Distance to top fiber in Ly L. C. Flanges -ae 2.994 '• t/2 0.042 0.124 0.005 • Web '2.b 7.293 B/2 2.000 14.586 29.172 C. Corners t2.0 0.425 c+U2 0.128 0.054 0.007 T. Flanges ae 2.994 • BA12 3.959 11.852 46.918 T.Corners 2.0 0.425 B -c -t/2 3.872 1.645 6.372 ' Sum 14.131 10.000 28.262 .•82.474 y_ L.y/ L 2.000 - '- Z=R+t 0.177 ,._.r in The max. stress of 50 ksi ocur's in the compression flange as assumed in the calculation ` Check the effectiveness of the Web '. ,f, (ycg- Z) F;/ycg 45.58 ksi ._ f2 - ..: - (B-Yry- Z)Fy/Yc9 . -45.58 • ksi W f2ffl _ -1:00 k ' r. 4+2(1-W)3 +2(1-W) 24.00 h/t. ' ba/t ` 43.93 L A 1.052/(k)0. X (h/t) x (fl/E7' _ 0.37 _p - (1-0.22/h,)/X:... 1.10 ' ba a • ` . 3.65 in bd(3-W) _ 0.91 in b2'.__ . .1.82 • in _ b,+b2 '` , 2.73 in Z I•web ` 2(1'/12)(b)3 8.08 'in4 gE(Ly 2 82.47 in s (-)(EL)(Yc) 56.52 in4. .. IIx ,34.03 .in° IX _ I'X t f .. • 2.82in4. Sax IX/Y09. 1.41 in Cb=1.0 for combined axial load and bending moment - 1- 2b2d?t/(b+d) 4.02 • in4 t ` St fuIISX 1:62 in4. 0.36Cbn.(E I.G.j) /(F` Sf) 76.60 ft Fe �.' < Cbn.(E I.G.j) /(L. Sf) •; 3273.36 ksi Allowable Bending Moment Mnx 5.884. • klp.ft SZb 1.670. - • 1 Ma = M. /(Ib' �' 3.524 kip.ft Check Stresses , C, ,. 0.6-0.4*M,/M2 a 0.60 ` Loads from Wind? �,.. Cbt ^ . . (P Pa) + (Cmx Mx / Ma) 0.17 NO ... , ,Cb2 '..(P / Pa) + (Mx / Ma)' :0.28'• Allowable Stress Unity ,` • 1 ((I a) . b21 e,) ' ' 0.28 Section is OK. ' C] Knee Brace Design - Compression Member Input Data KNEE BRACE 2 Member Section 2x2x15 a A = Tube Width 2 in B = Tube Length 2 in R = Corner Inner Radius 0.09375 in t = Thickness 0.072 in KL,,= Buckling around x -x 5.15 ft X. KLy= Buckling around y -y 5.15 ft E = Modulus of Elasticity 29500 ksi F = Yield Stress 50 ksi G = Shear Modulus 11300 ksi Yl j _._._. ._._._. rj 0 x b 6 Calculated Parameter pplie .orc s 1- Properties of 900 corner M 0.00001 ki .ft r = R + t/2, Centerline of Dimension 0.130 in P 2.18 kips_ u = n. r/2, Arc Length 0.204 in c=0.637.r Distance of c.g. from center 0.083 in 2- Flat widths of flanges and webs Flat width of Dim. a= A - 2.r + t 1.6685 in Flat width of Dim. b= B - 2.r + t 1.6685 in Calculation of 1, Element L, Length (in) Y, Distance to the center (in) L xY2 IX Flanges 2.a 3.337 B/2 - t/2 0.964 3.101 0.000 Web 2.b 3.337 1 0 0.000 0.000 0.774 Corners 4.0 0.815 b/2 + c 0.917 0.685 0.000 Sum 7.489 1.881 3.786 0.774 Calculation of.l Element L, Length (in) X, Distance to the center (in) L x X2 Iy' Flanges 2.a 3.337 0 0.000 0.000 0.774 Web 2.b 3.337 1 A/2 - t/2 0.964 3.101 0.000 Corners 4.0 0.815 a/2 + c 0.917 0.685 0.000 Sum 7.489 1.881 3.786 0.774 Section Properties A L x t 0.5392 in Ix t x( L x Y +I%) 0.3284 in I„ t x (L x X2 +I ') 0.3284 in S,, Ix /(B/2) 0.3284 in Sy ly /(A/2) 0.3284 in rX (Ix /A)0.5 0.7804 in ►r (Iv /A) 0.7804 in 0 • • • t Nominal Buckling Stress KLdr,, 79.19 KLy/ry 79.19 KLlr 79.19 Fe RZ. E/(KL/r)Z 46.42 ksi kc (Fy/Fe) 1.04 F„ 31.86 ksi Effective Area effective width of compression flange w/t = alt 23.17 x 1.052/(k)0-5 x (w/t) x (F„/E) - 0.40 P (1-0.22/X)/X 1.13 ae 1.67 in effective width of web element wit = b/t 23.17 1.052/(k)0x (w/t) x (F„/E)° 0.40 P (1-0.22/X)/, 1.13 be 1.67 in Allowable Axial Load Ae , A. = A - 2 x t x [(a -a.) + (b -be)] 0.54 int P„ P„= Ae x F,, 17.18 kips fig 1.80 Pa = P„ A 9.54 kips Check Compression Stresses Loads from Wind? Cbl Cbl=(P / Pa) 0.23 NO Allowable Stress Unity 1 0.23 Section is OK Computing of M,,,, By using the effective width of compression flange and assuming the web is fully effective the neutral axis can be located as follow: Element L, Length in , Distance to top fiber in L.y L. C. Flanges ae 1.669 t/2 0.036 0.060 0.002 Web 2.b 3.337 B/2 1.000 3.337 3.337 C. Corners 2.0 0.408 c+t/2 0.119 0.048 0.006 T. Flanges ae 1.669 B -t/2 1.964 3.277 6.436 T.Corners 2.0 0.408 B -c -U2 1.881 0.767 1.443 Sum 7.489 5.000 7.489 11.224 y09= L.y/ L 1.000 Z=R+t 0.166 in t The max. stress of 50 ksi ocurs in the compression flange as assumed in the calculation Check the effectiveness of the Web f, .. (ycg= Z)F /yam 41.71 ksi f2 - (B -yam Z)F /yam -41:71 ksi W f21f, . s -1.00 k : ' 4+2(1 -W)3+2(1 -W) 24.00 hk be/t 23.17 1.052/(k)° x (h/t) x (f1/E)° 0.19 t _ p ' ' a'' (1-0.22 /-X) / X . _ -0.94 " be .1.67 in _ b, b./(3 -W) 0.42 in b20.83 in �. b,+b2 • 1.25 in 2lweb , - 2(1/12)(b)3 0.77 in4 E L 11.22 in b (-)lEL)(Y� )• 7.49 in4 I,x .. " r 4.51 Ino r Ix=1', t 0.32 in 4, { 'Se.=lx/Ycq 0.32 in3 ` ' t Cb=1.0 for combined axial load and bending moment' ' j 2b2d2t/(b+d) ,;', 0.33 in Sf .. fullSx _ 0.33 in L. 0.36Cb7c.(E LGJ) /(F : Sf) - - 34.73 ft Fa Cbn.(E I.G.J) . /(L. Sf),• 936.67 ksi- Allowable Bending Moment _ Mnx _ - - 1.353 kip.ft -Ob 1.670 Ma = M. /Sib `r 0.810 kip.ft Check Stresses ' Cmx •- ; 0.6-0.4*M,/M2 0.60 Loads from Wind? C'b1 ,. (P / Pa) + (C'mx Mx / M. ' . 0.23 . , NO ` 01 Cbl - _ (P / Pa) + (Mx / Ma) 0.23 _ Allowable Stress Unity _ 1 Cb. If((P / Pa) - 0.15,Cb2,Cb,) .0.23 Section is OK .r ti • ' S •. Job No Sheet No Rev 153102 REACTION Software licensed to Part Job Title MAAS Ref By Datt3-Apr-15 Chd Client File Interior Rows.std Daternme 03 -Apr -2015 12:08 Reaction Summa Print Time/Date* 03/04/2015 12,09 CTAAr1 D- 1/0i 9n n7 nr Ir r i Horizontal Vertical Horizontal Moment Node Uc FX (kip) FY (kip) FZ (kip) MX (kip -ft) MY (kip ft) MZ (kip'ft) Max FX 23 22:GENERATE 0.653 -0.520 -0.000 -0.000 -0.000 -2.589 Min FX 23 23:GENERATE -0.416 2.416 -0.000 -0.000 0.000 1.649 Max FY 23 23:GENERATE -0.416 2.416 -0.000 -0.000 0.000 1.649 Min FY 23 76:GENERATE 0.653 -1.030 -0.000 -0.000 -0.000 -2.589 Max FZ 23 93:GENERATE -0.000 0.764 0.144 0.491 -0.001 -0.000 Min FZ 23 37:GENERATE -0.000 1.274 -0.144 -0.491 0.001 0.000 Max MX 23 93:GENERATE -0.000 0.764 0.144 0.491 -0.001 -0.000 Min MX 23 37:GENERATE -0.000 1.274 -0.144 -0.491 0.001 0.000 Max MY 23 37:GENERATE -0.000 1.274 -0.144 -0.491 0.001 0.000 Min MY 23 93:GENERATE -0.000 0.764 0.144 0.491 -0.001 -0.000 Max MZ 23 23:GENERATE -0.416 2.416 -0.000 -0.000 0.000 1.649 Min MZ 23 31:GENERATE -0.000 1.274 -0.000 -0.000 0.000 -6.647 Print Time/Date* 03/04/2015 12,09 CTAAr1 D- 1/0i 9n n7 nr Ir r i 153103-CHICO, CA • Design Detail -H VC -c- x NIMMEMEN1 X Bars: 8 - #5 (@ -9.26 in) Z Bars: 8 - #5 (@ -9.26 in) Criteria Building Code R -Gbeck.i Provided Required Combination ASCE 10-05 (LRFD) Footing I - F- ootih 3000 psf Gross / Net Gross Overturning F.S. ,/0.033 X Flexure (-Z) 151.9 ft -k 5.05 ft k 1.21) + 1.6Wpz 1.00 ,/0.033 X Flexure (+Z) 151.9 ft -k 5.05 ft k 1.21) + 1.6Wpz Passive Soil Resistance ,/0.041 Z Flexure (-X) 158.9 ft•k 6.47 ft,k 1.21) + 1.6Wpz 0.65 ,/0.041 Z Flexure (+X) 158.9 ft k 6.47 ft k 1.21) + 1.6Wpz • ,/0.028 Shear (-Z). 74.87 k 2.13 k 1.21) + 1.6Wpz New Load Set Earthquake (+Y) ,/ 0.028 Shear (+Z) 74.87 k 2.13 k 1:21) + 1.6Wpz 0 k v/0.025 Shear (-X) 78.19 k 1.93 k 1.41 v'0.034 Shear (+X) 78.19 k 2.66 k 1.21) + 1.6Wpz /0.847 Min Steel Z 2.48 in' 2.1 in' 1.41 v/0.847 ` Min Steel X 2.48 in' 2.1 irP 1.41 ,/0.109 Min Strain Z , 0.0368 0.0040 1.41) ,/0.104 Min Strain X 0.0386 0.0040 1.413 0 017 Punching Shear 164.3 psi 2.76 psi 1.21 + 1.6Wny - Stability - ,/0.130 Bearing Pressure 3000 psf 390.4 psf 1.01) + 1.0Wpz ,/0.000 Overtuming-X Infinite 1.500 1.01) + 1.0Wny ,/0.970 Overtuming-Z 1.547 1.500 0.61) + 1.OWny ,/0.442 Sliding -X 3.395 1.500 0.613 + 1.OWny ,/0.000 Sliding -Z Infinite 1.500 1.01) + 1.0Wny ,/0.474 Uplift 2.109 1.000 0.61) + 1.0Wny X Bars: 8 - #5 (@ -9.26 in) Z Bars: 8 - #5 (@ -9.26 in) Criteria Building Code IBC 2012 Strength Load Combinations IBC 2012 (Strength) Stability Load Combinations ASCE 10-05 (LRFD) Allowable Bearing Pressure 3000 psf Gross / Net Gross Overturning F.S. 1.50 Sliding F.S. 1.50 Uplift F.S. 1.00 Additional Uplift Resistance 0 k Friction Coefficient 0.35 Passive Soil Resistance 2369 lb Concrete Weight 150lbffN Parme beta (for biaxial) 0.65 Include footing weight in strength bearing pressure Yes Include overburden in strength bearing pressure Yes - c uaus oruomary (acrvirae t oaus/ - , Load Set Name Source P - ift Mz VX Vz Overburden New Load Set Dead 1.06 k 0 ft -k 0 ft -k 0 k 0 k 0 psf New Load Set Wind (-Y) , -2.5 k 0 ft -k -3.61 ft k 0.91 k 0 k 0 psf ' New Load Set Wind (+Z) 1.89 k 0 ft -k 2.73 ft k -0.69 k 0 k 0 psf New Load Set Earthquake (+Y) 0 k 0 ft k 0.74 ft -k -0.21 k 0 k 0 psf QuickFooting 2.0 (iesweb.com) Page 1 of 15 Wednesday 04/15/15 10:49 AM t 'apacity Calcs Footing X -Di action Capacity General Section Calcs (ACI 318-08 10.2:7) , _ s Afy _ ' 2.48 inz) (60000 si) = 0.9 in a 0.85 Fc b,,, 0.85 3000 psi 64.8 in 0.85 (F'c s 4000 psi) x-a/oi- (0.9in)/(0.85) = 1.06in - ` Capacity Calas (ACI 318-08 10.2, 11.2:1.1; 10.5.4, 7.12.2.1, 10.3) Olin = � As fy (d - a / 2) * = (040)'(i48 inz) (60000 psi) [(14.69 in) - (0.9 in) / 21 ="158.9 ft -k t mVc = 0 2 A.V�,c bw d :k (0.75) 2 (1 *0) 3000 psi (64.8 in) (14.69 in) = 78.19 k -- -- -t-- Y - T - A - 0.0018 60000 - 0.0018 60000 (8.1 ft) 2.1 2.1 int LZ smm fy ' r 60000 psi 4 • ~y et = 0.003 rd - 1 = 0.003 ( 1 69 in 1 0.04 . . `x J L 1.06 in) J r _ Development (ACI 318-0812.2) s 5.4 f� - ;' wt = 1.0 * (less than 12 inches cast below) t We = 1.0 (bar not epoxy coated) l` ws = 0.80 (bars are #6 or smaller) - a 1.0 , (normal weight concrete) a i c = 3.31 in (lesser of half spacing, ctr to surface) . Ktr = 0.0 (no transverse reinforcement) S Id = r 3. w� we wsl db = r 3. (60000 psi) (1.0) (1.0) (0.80)l (Oa63 in) = 16.43 in 40 F c 2.5 J rL40 (1.0) 3000 psi 2'S J r FoodngZ Direction Capacity t "' + `' V ^ • .* _ #* a ' , • . •" " • General Section Cates (ACI 318-08 10.2.7) ' _ A, f ' _ 2.48 inz 60000 psi Y ) ' • ,� a 0.85 F'� bW 10.85 3000 psi) 64.8 in = 0.9 in Pi = 0.85 , (F'c 5 4000 psi) x = a / p, = `(0.9 in) / (0.85) = 1.06 in ' Capacity Cates (ACI 318.08 10.2, 11.2.1.1, 10.5.4, 7.12.2.1, 10.3) ' i ~ +• OMn = 0 As fy (d - a / 2) = (0.90) (2.48 inz) (60000 psi) ((14.06 in) - (0.9 in) / 21 = 151.9 ft -k p OVc = 2 X Fr c bw d = (0,75) 2 (1.0) 3000 psi (64.8 in) (14.06 in) = 74.87 k X Y 60000 L'( � Asmin = 0.0018 60000 = 0.001 B 60000 psi (8.1 W) = 2.1 in z +, a st = 0.003 (4 - 1) = 0.003 r (14.06n) 1 ] = 0.04. ' + t x LL (1.06 in) d ' Development (ACI 318-08 12.2) r 5.4 ft i wt =-,1.0 (less than 12 inches cast below) 10 (bar not e o coated) ). ! we P•xY t. 0 y,s = 0.80 , ` •t (bars are #6 or smaller) - S a = 1.0 (normal weight concrete) c = 3.64 in (lesser of half spacing, ctr to surface) ' Ko- = 0.0 (no transverse reinforcement) ~ _ (3 f r 3. (60000 psi) (1.0) (1.0) (0.80)l �, r Id - 140 Ytz e5�sl db = Lq0 (1.0) 3000 psi 2,5 J (0.63)n) 16.43 in , • t. } I i o QuickFooting 2.0 (iesweb,com) * Page 2, of 15 Wednesday 04/15/15 10:49 AM S .. uapaclty vacs- kconuguea) FooGngtunchp7g ShearCapacily Punching Shear.(ACI 318-08 `' • *' bo 109.5 16' (perimeter of critical section) ' _ p = 1.17 (column width ratio) T., as _ 40.0 (interior column) "Sf 1.0(normal weight concrete) c ry t468 f{ 26 38 .r V� - (2 + b° d _ [2 + (1 0) 3000 psi (109.5 in) (14.38 in) = k P/ 1 17)] •.. 4 ., -• a d .. (40.0 14.38 in) = 625.2 k (b) V° - (bo '* 2) a b° d - [ * 2] (1:0)I 3000 psi (1095 in) (14.38 in) i n `.z Z � ,' x - ; 109.5 in . (• s _ i. �l , t (c) V� = 4 a b° d 4 (10) 3000 psi (109.5 in) (14.38 in) - $44.9 k ' o i '- ! X �Vn - 0 Vc = (0 75) (344.9 k) , = 258.6 k ~ ; 1 ( �w„ - �V„ % (b° d) ' =':'(258.6 k) % [(109.5 in) (14.38 in)] = 164.3 psi 4 i Values needed for check ( ACI 318-08 11.11.6.1, R11.11.6.1, eqn 13-1, R11.11 11 �.1 _•1- 1 _ 0.41 +. t * 2 b+ 2 28.38 in i, c 1 1 3. 3. (26.38 in)., y" 3 - 0.39 f 10.39 ;t 1*2/ 2638 in • r 5.4 n . �1+2 3. bZ 3. 28.38 in -1 - J„ = 221413 in ^ 4 (calculated. from ACI R11.12.6.2) • JZ = 198888 in ^ 4 F (calculated from ACI R11.12.6.2) s. 1 'A •-+e. � •• �•' £ Y •� y tit • � Yc' - 1. f -, _ e ,t .. ,. h' kms. . ... � � '•,, .•. ^ - - "1 .. .. '. , a � .. � ' f •+ j�^ J`,�. _, as ` a - `rn ., t - t.� ' QuickFooting 2.0 (iesweb Com) {jz} Page 3 of 15 M . • Wednesday 04/15/15 -10:49 AM 153103-CHICO, CA w. a Strength Checks [Load Set: New L"oad Set Combination:.1:2D + 1.6\A -A Factored Loads. 1 , Reinforcement Limits Axial Force ' 4.31 k I Moment X - 0 ft+k 11. ''F - •F Moment Z 4.37 ft -k '311.4 psf 523.9 psf Shear X -1.1 k Min Steel Check (ACI 318-0 Shear Z 0 k - Overburden I 0 psf ( As = 2.48 in' 2 ''Asmin = 2.1 in' ✓ _ Footing Weight . 7.87_ k , Pedestal Weight 0 k y, ZResultant = 12.18 k (factored) Min Steel Cheek (ACI 318.0 As = 2.48 in'. z Asmin ; 2.1 in ` ✓ ? ( Min Strain Cheek (ACI 3184 ej -:0.04 , 2 stmin 0.0 ✓ {. Min Stiraln Check (ACI 3184 311.4 psf 523.9 psf et 0.04 2 stmin = 0.0 ✓ Max pressure (factored)= 523.9 psf a y F (Includes effects of overburden and footing weight) ` r - P00W Pier 4.77 k A 5.71 k a o, Z -Flexure (+X side) Mz1 = Rzt dzt. _ .(4213)b) (12.66 in) .= 4.45 ft -k ; `mMn . ='l 58.9 ft•k z Mu = 6.47 ftk ✓. , r` Z -Flexure (-X side) r �" MZ2 RadZ2 _ (5710 Ib) (13.6 in) = 6.47 ft V I a �Mn = 158.9 ft -k 2 Mu = 4.45 ft -k ✓ M ,� X X -Flexure (+Z side) 00 Mxt = Rxt dxt (4774 lb) (12.7 in) _! 5.05 ft -k 0Mn = ;151.9 ft -k z Mu = 5.05 ft -k ✓ a�` n ly• , , y - 1 ,� 1, • �• X -Flexure (,Z side) • a ` � ; rF t. Mx2 = Rx2 dx2 = (4774 Ib) (12.7 in) 5.05 ft -k 4.77 k 4.21 k 0Mn = 151.9 ft -k . 2 • Mu 5.05 ft•k ✓, , Shear (+X side) ' Vx2 = Rx4'= (2660 Ib) F 2.66 k. r �Vn = 78.19 k 2 Vu 2.66 k ✓ r , Shear (-X side) _ li Z .. z \ Vxt = Rx3 = : (1742 Ib) = 1.74 OVn = 78.19 k z"Vu = 1.74 k ✓'. r U \ Shear (+Z side) \ Vz2 = Rz4 = (2131 lb) = 2.13k �Vn = 74.87 k •2 Vu = 2.13 k ✓ , r Shear (-Z side). - Vzt = R73 = (2131 Ib) = 2.13 k 2.13 k ' t' 2.66 k; - �Vn = 74.87 k z Vu = 2.13 k ✓ ` t QuickFooting 2.0 (iesweb.com) ,. Page 4 of 15 Wednesday 04/15/15 10:49 AM . r rength Checks ,[Load Set: New Load Set � Combination: 1.2D +:1,.6Wpz] (continued) PootmgYunming Jneai _ r %. • unching Shear Check (ACI 318-08 Ch 11.12.1.2, 11.11.2.1) P . ; r Z + Ppun&Lng = Ptotal + wp - Pperimeter ='(4'31 k) + (0 k) - (2.17 k) --x;2.13 �v—JJ_+yxxMuxe�+rimer "! °.— b -.d JX JZ - f (2.13 k) , (0.41) (0 ft -k) (14.19 in) + (0.39) (1.06 ft k) (13.19 in) 109.5 in 14.38 in •.(221413 in ^ 4) 198888 in ^ 4) =e1.69 psi ` 2.17 k On 164.3 psi a vu = 1.69 psi'✓ r G ' QuickFooting 2,0 (iesweb,com) Page 5 of 15 Wednesday .04/15/15 10:49 AM - 153103-CHICO, CA r , Strength Checks [Load .Set: New Load Set Combination:, 1 AD] Factored Loads - " - ', Axial Force 1.49 k f Moment X - 0 f -k •r• moment -' Oflk •`;-'366 psf. 366psf � Shear X 0 k Shear Z Qk t Overburden 0psf l , • �° ^ Footing Weight, ' Pedestal Weight 9.19 k 0 k Z y, ' .'Resultant = 10.67 k (factored) 1 366 psf 366 psf " 1 Max pressure (factored) = 366, psf r i (Includes effects of overblurden and footing weight) .f•t` roormgriexure t 4.18 k 4.35 k • 'Z -Flexure (+X side) r` t Mz1 =.Rz1 dz1 = (4348 1b) (13.2 in) = 4.78 ftk OMn = 158.9 ft -k 2 ' Mu = 4.78 ft•k ✓ -• ~ \ Z -Flexure (-X side)' t + \\ \ \ ! Z \ \\, Mz2 = Rz2 di2 (4348 Ib) (13.2 in) = 4.78 ff•k' i 0Mn = 158.9 ft z Mu = 4.78ftk✓ f i X \\ 4 X -Flexure (+Z side) f Mx1 = 11R., dx1 = (4183 Ib) (12.7 in) = 4.43 ft k + t{ �M� = 151.9 ft -k z Mu = 4.43 ft•k ✓ *• X -Flexure (-Z side)' M„ 2 = Rx2 dx2 ,= x(4183 Ib) (12.7 in) = 4.43 ft•k 4.18 k 4.35 k �Mn 151.9ft-k' 2 Mu = 4.43 ft•k ✓ d QuickFooting 10 (iesweb.com) i Page 6 of 15 Wednesday, 04/15/15 10:49 AM a 153103-CHICO, CA Strength Checks [Load Set: New Load -Set , Combination: 1.46] (continued) *° - Footing f nching Sheaf Punching Shear Check (ACI 318-08 Ch 11.12 1.2, 11.11 2. t. PpunchingF= Ptotal + Wp - Pperimeter = (1.49 k) + (0 k) - (1.9 k) = r- 0.42 k i' _ r ± (. - Z n f (0.42 k) i (0.41) (0 ft -k) (14.19 in) (0.39) (0 ft -k) (13.19 in) N. ' f I 109.5 in 14.38 in + 221413 in " 4) • + 198888 in ^ 4 •, A b' ' r. = 0.26 psi, - ^ 1.9 k On = 164.3 psi 2 vu = 0.26 psi ✓ �•, i ? � - ! � � � -rte' ,, ,' , . QuickFooting 2.0 (iesweb.com) ; r Pagel of 15• Wednesday 04/15/15 10:49 AM i 1 ,. Strength, Checks-[Load•Set:. 'New Load Set Combination: 1.2D + 1.6Wny] 1 t .. . Factored Loads _ Reinforcement Limits c - Axial Force -2.73 k • Moment X 0 ft -k Moment Z -5.78 ft k 313.2 psf 39.43 psf ' Shear X Z 1.46 k 0 k Min Steel Check (ACI 318-0 , t Overburden 0 psf "` V/Shear -A' = 2.48 in' 2 Asmin = 2.1 in' Footing Weight Pedestal Weight 7.87 k o k I y Re �.^ ultant = 5.14' k (factored). Min Steel Cheek (ACI 318-0 '- As = 2.48 in' ;2 Asmin'= 2.1 inZ VK 1 � k (ACI 3184 Min Strain Check s • t I , ' - 1 Et - 0.04 2 Etmin = 0.0' ✓ Min Strain Cheek (ACI 3184 1' 313.2 psf 39.43psf Max pressure (factored) =-313.21 psf Et = 0.04 Z Et,,,iri = 0.0 V/. i (Includes effects of overburden and footing weight) - roormgrtexure of 2.02 k 1.13 k , .r Z-Flexure(+X side), . , y • • . ') 1 Mz1=Rzrdzl`= (3058'lb)(14.15'in) 3.61 ft -k V t, r 4Mn = 158.9ft-k a Me = 1 ft -k ✓ l " Z -Flexure (-X side) Z Mi2 = Rz2 di2 = (1131• Ib) (10.62 in) = 1 ft -k \ . X ti\ Wn = 958.9 ft -k z Me 3.61 ft -k ✓- \ X -Flexure (+i side) ' r Mx1 Rxt dx1 = (2015 Ib) (12.7 in) '.= 2.13 ft -k kNN �Mn = 151.9 ft -k ' k Me = 2.13 ft -k ✓ • " 1 { X -Flexure (-Z side) ' y - It ' 4 Mx2 = Rx2 dx2 = (2015 Ib) (12.7 in) _ .2.13 ft -k A , 2.02 k 3;66,k Wn151.9 ft•k Z Me = 2.13 ft -k ✓ v. 1 . 153103-CHICO,',CA . ; trength Checks• [Load Set New Load Set Combination: -1.2D + 1.Mnyj (continued) Footing Punching Shear - .. • .. Punehing Shear Check (ACI 318-08 Ch 11.12.1.2, 11.11.2.1) d s• Z Ppunching = Ptotai + Wp - Pperimeter = ( 2.73 k) + (0 k) - (0.92 k) ' _ - 3.65 k vu VL { + n,x Mr,. e, + YV¢ M11, e, bo'd iz (3.65 k) + (0.41) (O ft k) (14.19 in) + (0.39) (1.41 ft k) (13.19, in) ` t _) 109.5 in 14.38 in 221413 in ^ 4) 198888 in " 4) = 2.76 psi i i r - 0.92k On =;164.3 psi z vu = 2.76 psi ✓, , - .. _.' C:• -« , � ' i. • r � , ` ' W4 .. _ •• Y •fir. "�T it 14 tj r t t - QuickFooting 2:0 (iesweb.com) Page 9 of 15 Wednesday 04/15/15 10:49 AM �_ F . ' 153103-CHICO, CA t . Stability Checks [Load Set: -New Load Set ` ' . Combination: 1.OD + 1:OWpz] r, Forces . 3 Factored Loads I t1 , Axial Force 2.96 k ' Moment X 0 ft'k 4, �• MomentlZ 2.73 ft -k ' j j 262.3 psf ` ' r 390.4 psf • ' ^ J Shear X -0.69 k Shear Z" O k . Overburden 0 psf Footing Weight 6.56 k Pedestal Weight O k I' z Resultant•= 9.52 k Bearing Pressure, , Ballow = 3000 psf z ,ggross = 390.4 psf' V/ Y ` 262.3 psf 390.4 psf Max pressure = 390.4 psf ti(Gross: Includes effects of footing weight and overburden) i- s . , a Overtuming Overturning I Wf = 6.56 k (weight of footing) - Y Wp - o k� , '(weight of pedestal) t `, •,� . > Fob = goverburden (Aftg Aped) •_ (0 Psi [(29.16 ftp) - (1.17 ft')] _= 0 k • -2.7 ft Z•7 ft- , F.S. against overturning about X axis is infinite (no applied moment); s' T OTMZ = M=+ Vx Hp =+(2.73 ft -k)4 (- 0.69 k) (0 in) = 2.73 ft -k l RM,. = (P Wp) dx + (Wf + Fob) bx / 2 .= [(2.96 k) + (0 k)] (2.713) + [(6.56 k)+ (0 k)] (5.4 ft) /2 = 25.7 ft•k 25 7 FSOTZ = 0 2.73 ft k = 9.40 , .. _ c r' ; :* : FS = 9.40 s _FS 1.50✓ Y `' •. 0.,a •r+ ' .. T S. y ` ,` .' �..{ - ^� ..9 ^ , t. �.. � r. ~Sliding sW �. • Sliding v Wf = 6.56ik (weight of footing) Z - WP = 0 k (weight of pedestals l Y Fob = goverbu-'en (Aftg - Aped) _ (0 psf) [(29.16 ft') - (1.17 ft')] = 0 k = Xr . Fresist = Cf (Wf + VVp + Fob + P) + F 5 ssive = (0.35) [(6.56 k) + (0 k) + (0 k) + (2.96 k)] + (2.37 k) = 5.7 k " 1 r Fslidingx = { 0.69 k (applied Vx) FSslidingX = FtasisL _ (5.7 k) - = 6.27 . FslidingX - 0.69 k - . - FSslidingX =.r 8.27 2 . FS - 1.50 ✓ slidmgRegd - +, q 1• . i • r t F.S. against sliding in Z direction is infinite (no applied force) s r ILI 'r QuickFooting 2.0 (lesweb:com) - i ` Y r Page 10 of 15 Wednesday 04/15/15 '10:49 AM, r t 153103-CHICO, CA t. µ Stability Checks -[Load-Set: -New Load Set ._ 'Combination: 1.6D + 1.OWpz] (continued) `_ r Uplih , 2. r �X _ Uplift f P = 296k. F.S. against uplift is infinite (axial foice is in compression) • _ p 3 .. QuickFooting 2.0 (iesweb.com)' { Page 11 of 15 Wednesday 04/15/15 10:49 AM • t 4�e t � � . ,�''• _ t `fir d 1. • �♦ - • .. ' l - ~ 153103-CHICO, CA C+�hili+�i r`hcnlrc fl nnrt Cc+• AInTAT Cn+ + r e% kine+inn• 1?illi + 1 (MA/nul 1 •4 • - Forces Factored Loads Axial Force -1.44 k Moment X 0 ft•k _ Moment Z -3.61 ft -k 4 Shear X 0.91 k 261.1 psf 90.05 psf " y Shear Z 0 k - JR Overburden 0 psfFooting Weight 6.56 kPedestal Weight 0 k Zsultant = 5.12 k LBearing Pressure = 3000 sf z = 261.1 sf ✓ Qanow P Qgross P 261.1 psf 90.05 psf : ` Max pressure = 261.1 psf f: (Gross: Includes effects of footing weight'and overbbrden), , s VVVTfU7710,Y - Overturning Wf = 6.56 k • (weight of footing) t ,F t Wp = 0 k } (weight of pedestal) r Fob = Cloverburden (Atte - Aped) _ (0 psf) [(29.16 ft') - (1.17 ft')] ' = 0 k r . • 2.7 ft_L--12 .7 ft-. F.S. against overturning about X axis is infinite ,(no applied moment) r• OTMZ = MZ + Vx HP = (- 3.61 ft -k) +{0:91 k) (0 in) _ - 3.61 ft -k ' a RMZ = (P + Wp) dx + (Wf +. Fob) bx 12 f L( 1.44 k) + (0 k)] (2.7 ft) + [(6.56 k) + (0 k)] (5.4 ft) / 2 = 13.82 ft•k C 4 FSorz =RM' = Na ftk OTMZ - 3.61 ft•k '= 3.83 i FSorz , 3.83 z FSOrregd =-1.50 ✓ } S . sllding- 6 Wf = 6.56 k (weight of footing) ' % = 0 k ': (weight of pedestal) k ' i Fob '= govero Iden (Aft - Aped) _ (0 psf)[(29.16 ftl) - (1.17 ftl)] = 0 k . X Fresist = Cf (Wf +Wp +Fob + P) + Fpassive =: (0.35) [(6.56 k) + (0 k) + (0 k) + (° 1:44 k)] + (2.37. k) = 4.16 k , v, FslidingX =`0.91 k. (applied VO r FSslidingX '.F n9 .+, (0.91 k) - 4.57 Q. FSslidingX = }4.57 2. FSslidingRegd = 1.50 ✓ r• - .- ' , _ k.. •.+ : , F.S. against sliding in Z direction is infinite (no applied force) ' t e, e _ - Page 12 of 15 Wednesday. 04/15/15 10:49 AM P+ Stability Checks [Load Set: New Load Set . Combination:-1.OD.+ 1.OWny] (continued) UpI;fi i uplift Wf = 6•.56 k . (weight of footing) j' Y - Wp ='O k (weight of pedestal) Fob = goverburden (Aty - Aped) _ (0 psO [(29.16 ft') - (1.17 ft')] 0 k X F W + W + F + F = 6.56 k) + (0 k) + (0 k) + (0 k) = 6.56 k down = Wf p Fob addl ( Fup=O-P='0-(-1.44k) = 1.44k F,�,=� 6.56 k Y .' .. FSup = F,;p 1.44 k = 4.55 y H FSup = 4.55 2 FSupRegd 1.0 ✓ 4 - , . .. .t ^v. Stability Checks [Load Set: New Load Set . Combination:-1.OD.+ 1.OWny] (continued) UpI;fi i uplift Wf = 6•.56 k . (weight of footing) j' Y - Wp ='O k (weight of pedestal) Fob = goverburden (Aty - Aped) _ (0 psO [(29.16 ft') - (1.17 ft')] 0 k X F W + W + F + F = 6.56 k) + (0 k) + (0 k) + (0 k) = 6.56 k down = Wf p Fob addl ( Fup=O-P='0-(-1.44k) = 1.44k F,�,=� 6.56 k Y .' .. FSup = F,;p 1.44 k = 4.55 y H FSup = 4.55 2 FSupRegd 1.0 ✓ 4 - , . 1531037CHICO, CA Stability Checks [Load Set: New Load Set Combination' •0.6D +.1.0Wny] , 'Ponces ; Factored Loads Axial Force -1.87 k , « Moment X 0 ft k - Moment Z -3.61 ft•k 159 psf , b psf Shear X i 0.91 k , Shear Z 0 k r S. 1531037CHICO, CA Stability Checks [Load Set: New Load Set Combination' •0.6D +.1.0Wny] , 'Ponces ; Factored Loads Axial Force -1.87 k , « Moment X 0 ft k - Moment Z -3.61 ft•k 159 psf , b psf Shear X i 0.91 k , Shear Z 0 k Overburden ' 0 psf Footing Weight Pedestal Weight 3.94 k 0 k i /�- R eBearing iUltant = 2.07 k a t X Pressure 'ganga = 3000 psf 2 . ggros `:_ 159 psf ✓ 1 , 159 psf ' psf r Max pressure = 159 sf rJ (Gross: Includes effects of footing wei ht and overburden) ) -:Overturning f. Overturning Wf = 3.94 k (weight of footing) r N + ' WP = 0 k (weight of pedestal) t Fob- goverburden (Aftg -Aped) (0 psf) [(29.16 ft?) - (1.17 ft=)) = 0 k. : 7 r • • - - 27 ft2.7 ft-► F.S. against overturning about X axis is infinite (no applied moment) t k OTMz MZ + V., Hp 3.61 ft•k) + (0.91 k) (0 in) _ - 3.61 ft•k RM, =``(P + Wp) dx + (Wf + Fob) bx / 2,.= [(= 1.67 k) + (0 k)] (2.7 ft) +[(3.94 k) + (0 k)] (5.4 ft) / 2 = 5.59 ft•k' tRM5.59ftk FSOrz'= OTMZ ' 3.61 ft k = 1.55 - FSOTi = 1.55 z FSorreyd.= 1.50 ✓' ) [ r^ - Sliding •' Sliding ^! _ .; f \ r `� y'•' r }` .. � .. !. 1 P Wf = 3.94 k (weight of footing) -. • WP •4 0 k , (weight of pedestal) ~ 2 Foti = 4overourden (Aft -Aped) . _ (0 psf) [(29.16 ft') - (1.17 WZ ] - = 0 k _ _X b FresistIm. Cf (Wt + Wp +Fob +'P) + Fpassive = (0.35) [(3.94 k) + (0 k),+ -(O k).+ (. _ 1.87 k)] + (2.37 k) = 3.09 k ; s FsridingX = 0.91 k ; (applied Vo FSslid ngx = F e iisL (0.91 k).: 3.39 r ding o, / FSslidingx =a 3.39 2 FSS dingRegd =t 1:50 ✓ . - I - • . A • f ' ' ' , I F.S. against sliding in Z direction is infinite -(no applied.force) Quick.Foobng 2.0 (iesweb.com) 1 - /,Page 14 of 15 Wednesday .04/15/15 10:49 4M, ' Uplih - i i,. f i� • UPIIi!„' �' :r. Q -t y ♦` f' . • ;> ` ., - l' `lf. i♦{~• ` r r �" d. Wf_-,3 94 k (weight of footing) . s YWt, = 0 k « (weight ofped estal) a I Fob goverburden (Ae, -.Aped) _� (0 psf) [(29.16 W) - (1:17 ft')] 0 k r s' r ' — Flown = Wt + Wp +Fob + Faddi — (3.94 k) +.(0 k) + (0 k) + (0 k) = 3.94 k �r •y • r ' _ Fup = 0 # P = 0 - (- 1.87 k),.=%1.87 k _ n' gt s s• r sw ,. ` FS = Fdown = y 1.87 k � up ��•., FS„p.= 2.11 f. z : FSupRe,d _ 1.0 ✓; .. • , `' # .r `. ' JI 4 ' 1 4. `' � t y �. Yom♦ ± • t • . v .. :. R. : A • 1 • _ r i _ gip„ . ' QuickFooting 2.0 (iesweb.com) (`.. + Page 15 of 15 04/15/15 10:49 AM {'Wednesday. • 0 153103-0h1w, CA " Design Detail a�G X Z Souve = -- u j w ci Stability Load Combinations ASCE 10-05 (LRFD) Allowable Bearing Pressure 3000 psf Gross / Net Gross Overturning F.S. 1.50 Sliding F.S. 1.50 �C� 51/17/77 i 1.00 Additional Uplift Resistance 0 k Ratio-ul�beck�{ Providec Requi +ed Coml ination Footing 150 lb/f3 Parme beta (for biaxial) x/0.035 Z Flexure (-Z) 151.8 ft k o f -k 1.2D -a1.6Wpz ./0.035 :Flexure (+Z) 151.8 ftk 5.Z f -k 1.2D + 1.6Wpz v/0.046 :; Flexure (-X) 158.8 ft -k a R 1 1.20, + 1.6Wpz ,/0.046 :Flexure (+X) 158.8 ftk c `tl 1.201 + 1.6Wpz �/ 0.030 : hear (-Z) 73.48 k _.23 < 1.2D +1.6Wpz ./0.030 Shear (+Z) 73.48 k c.2 < 1.2D + 1.6Wpz x/0.024 Shear (-X) 76.75k -.85a 1AD x/0.039 Shear (+X) 76.75 k :.98 c 1.201 +--1.6Wpz v/0.831 Min. Steel Z 2.48 in' :.06 3`11- 1.40 ,/0.831 10n Steel X 2.48 in' :.06 n" 1.4D V0.111 h in Strain Z 0.0361 11.0.140 1.4D x/0.106 hinStrain X 0.0378 C.0140 1.4D x/0.016 Fjnching Shear 164.3 psi 62 osi 0 9D + 6Wpz [-- Stability -� Y. ,. -467.1 ,/0.156 Bearing Pressure 3000 psf pf ' 1.00, + 1.OWpz v/0.000 Cbertuming-X Infinite 1.51C 1.0D+1.0Wny _ x/0.919 Coertuming-Z 1.632 1 50 0.6D + 1.0Wny x/0.429 Siding -X 3.495 1500 0.6D + 1.0Wny x/0.000 Siding -Z Infinite It 50C 1.0D+I.OWny x/0.435 Ublift 2.301 1'000 D.ED+ I.OWny • - L.OdUS aU=a/y (JClV10C LOaUS/ X Bars: 8 - #5 (@ -9.09 in) Z Bars: 8 - #5 (@ -9.09 in) - Criteria Souve Building Code IBC 2012 Strength Load Combinations IBC 2012 (Strength) Stability Load Combinations ASCE 10-05 (LRFD) Allowable Bearing Pressure 3000 psf Gross / Net Gross Overturning F.S. 1.50 Sliding F.S. 1.50 Uplift F.S. 1.00 Additional Uplift Resistance 0 k Friction Coefficient 0.35 Passive Soil Resistance 2325 Ib Concrete Weight 150 lb/f3 Parme beta (for biaxial) 0.65 Include footing weight in strength bearing pressure Yes Include overburden in strength bearing pressure Yes -oad Set Name Souve P Ntz RIZ VX Vz Overburden Vew Load Set Deac 1 27 k 0 f. -k 0 ft•k 0 k 0 k 0 psf Vew, Load Set ' Winc i -Y) -2.41 k 0 f -k -3.48 ft•k 0.88 k 0 k 0 psf Vew Load Set Winc 1=Z) 2.52 k 0 f -k 3.96 ft -k -0.92 k 0 k 0 psf Vew, Load Set Eartt -- oaks- (--W . 0 k 0 5k 0.88 ft -k -0.25 k 0 k 0 psf QuickFooting 2.0 (esweb.com) - Page 1 of 15 Wednesday 04/15/15 10:57 AM apacity Calcs ; � , ! - - - •!- '�' r' .t `i' Y•!` 'Tai-. • General Section Calcs (ACI 318.08 10.2.7) .. _ _ .(, wf 0.85 (F'c 5 4000 psi) Y - x=at0; =-(0.92 in) /(0.85) = 1.08 in. . General Section Calcs (ACI 318-08 10.2.7) `As t ;r Capacity Calcs (ACI 318-08 10.2, 11.2,1,1, 10.5.4, 7,12.2.1, 10,3 ) fy __ 2.48 int 60000 si a 0.85 Fc bW 0.85 3000 psi 63.6 in - 0.92 in i Wn = 0 ks fy (d - a / 2) _ • (0.90) (2.4e int) (60000 psi) [(14.06'in) - (0.92 in)A 21 = 151:8 ft -k i r ~. 0.85 t (F6:5 4000 psi) x - A - 6.0018 60000 A9 = 0 0018 60000 (7-95 ft) = 2.06 in' R o x = a / P 1 = (0.92 in / (0.85) = 1.08 in T 153103-CHICO,'CA',.` = Fw 1 Capacity Calcs (ACI 318-08 10.2, 11.2,1.1; 10.5.4, 7.12.2.1, 10.3) r +; ' OMn = 0 As fy (d - a / 2) _ (0.90) (2.48 in') (60000 psi) [(14.69 in) (0.92 in) A'2] = 158.8 ft -k F C -�-Development (ACI 318-0812.2) I ' r pVc = 2 x F c bw d = (0.75) 2 (1.0) 3000 psi (63.6 in) (14.69 in) - =Y 76.7E k Wt = 1.0 , (less than 12 inches cast below) Y q y ;' `' ' �� 6000 Asmin = 0.0018 60000 Ae = 0.0018 6' 000 psi)(7.95 ftz) = 2.06 inz 4" . ! . ' Z e r d 14 69 in'i -1) =.t 0; 003 [ (1.08 in `: 1 ] = 0.04. et = 0.003 (X } 1.0 (normal weight concrete) ^' r Development (ACI 318-0812.2) ' • r • c = 3.56 in j (lesser of half spacing, ctr to surface) L t - -5.3 ft , 'i - Wt = 1.0 (less than 12 inches cast below) a , (60000 Psi) (1.0) (1.0) (0.80) 1. `.. We = 1:0 . (bar not epoxy coated) (1.0) 3000 psi 2.5 "� y c: Ws = 0.80 (bars are'#6 or smaperi apacity Calcs ; -� , �• - Footing X-Dimch;gn Capacjky General Section Calcs (ACI 318.08 10.2.7) " 1 _ _ a _ AS fy _ 2.48 int 60000 si ' = 0.92 in . ry + ' ? ~ ; - 0.85 Fc bW 0.85 3000 psi) 63.6 in wf 0.85 (F'c 5 4000 psi) Y - x=at0; =-(0.92 in) /(0.85) = 1.08 in. . General Section Calcs (ACI 318-08 10.2.7) `As t ;r Capacity Calcs (ACI 318-08 10.2, 11.2,1,1, 10.5.4, 7,12.2.1, 10,3 ) fy __ 2.48 int 60000 si a 0.85 Fc bW 0.85 3000 psi 63.6 in - 0.92 in i Wn = 0 ks fy (d - a / 2) _ • (0.90) (2.4e int) (60000 psi) [(14.06'in) - (0.92 in)A 21 = 151:8 ft -k i r ~. 0.85 t (F6:5 4000 psi) x - A - 6.0018 60000 A9 = 0 0018 60000 (7-95 ft) = 2.06 in' R o x = a / P 1 = (0.92 in / (0.85) = 1.08 in smin fy 60000 psi = Fw 1 Capacity Calcs (ACI 318-08 10.2, 11.2,1.1; 10.5.4, 7.12.2.1, 10.3) r +; ' OMn = 0 As fy (d - a / 2) _ (0.90) (2.48 in') (60000 psi) [(14.69 in) (0.92 in) A'2] = 158.8 ft -k F C -�-Development (ACI 318-0812.2) I ' r pVc = 2 x F c bw d = (0.75) 2 (1.0) 3000 psi (63.6 in) (14.69 in) - =Y 76.7E k Wt = 1.0 , (less than 12 inches cast below) Y q y ;' `' ' �� 6000 Asmin = 0.0018 60000 Ae = 0.0018 6' 000 psi)(7.95 ftz) = 2.06 inz 4" . ! . ' Z e r d 14 69 in'i -1) =.t 0; 003 [ (1.08 in `: 1 ] = 0.04. et = 0.003 (X } 1.0 (normal weight concrete) ^' r Development (ACI 318-0812.2) ' • r • c = 3.56 in j (lesser of half spacing, ctr to surface) L t - -5.3 ft , 'i - Wt = 1.0 (less than 12 inches cast below) a , (60000 Psi) (1.0) (1.0) (0.80) 1. `.. We = 1:0 . (bar not epoxy coated) (1.0) 3000 psi 2.5 "� y c: Ws = 0.80 (bars are'#6 or smaperi 1.0 :(normal weight concrete) c = 3.31 in (lesser of half spacing, ctr to'surface) Ktr = 0.0 (no transverse reinforcement) ' = .3. fy_ Wt Wa ws db = Id ) . (40 2.5 3. (60000 psi) (1.0) (1.0) (0.80) (0.63 in) = 16.43 in [40 (1.01 3000 psi Yr -, aoungZDrrecnon capacity General Section Calcs (ACI 318.08 10.2.7) " 1 _ _ a _ AS fy _ 2.48 int 60000 si ' = 0.92 in . ry + ' ? ~ ; - 0.85 Fc bW 0.85 3000 psi) 63.6 in wf 0.85 (F'c 5 4000 psi) Y - x=at0; =-(0.92 in) /(0.85) = 1.08 in. . t ;r Capacity Calcs (ACI 318-08 10.2, 11.2,1,1, 10.5.4, 7,12.2.1, 10,3 ) - Wn = 0 ks fy (d - a / 2) _ • (0.90) (2.4e int) (60000 psi) [(14.06'in) - (0.92 in)A 21 = 151:8 ft -k r ~. 0Vc 2 A. bN, d = '(0.75)'2 (1.0)130 0 (63.6 in) (1.4.06 in) = 73.4E k F' ----- -' _Y c. - A - 6.0018 60000 A9 = 0 0018 60000 (7-95 ft) = 2.06 in' R LX smin fy 60000 psi = m D.0003d-11 = 0.003 14.06 in p :,-1 = 0.04 et =00039-1 (x •� J (1.08 Fn) J ,: .. ( C -�-Development (ACI 318-0812.2) I 5.3 n I Wt = 1.0 , (less than 12 inches cast below) We = 1.0 (bar not{epoxy coated) I Ws = 0.80 (bars are #6 or smaller, } 1.0 (normal weight concrete) 1 • c = 3.56 in j (lesser of half spacing, ctr to surface) Kr = 0.0 (no transverse reinforcement) r ~Id 3' .,f wt we Ysl (40,1' (60000 Psi) (1.0) (1.0) (0.80) (0.63 i n) = 16.43 in ' t 2:5'•[40 (1.0) 3000 psi 2.5 "� ing 2.0 (iesweb.com) + i Page 2 of 15 �Wedh2May 04/15/15 10:57 A ! ' 153103-CHICO, CA ipacity Calcs" (continued) ' r - roonn.E runcring arrear L-agacny • Punching Shear_ (ACI 318.08 11.11:1.2, 11.11.2.1) C bo = 109.5 in (perimeter of critical section) r p = 1.17 (column width ratio) as = 40.0 (interior column) J ^ ' x 1.0 (normal weight concrete) ' r _ 26.38 in-- -� . •. (a) Vc = (2 + R) x FF, d - [?-+ F1. 7 ] (1'.0)^ 3000 psi (109.5 in) (14.38 in) = 468 k ' ----7 - - - 7--i-. tt - fir' •' _ ra d � 40.0 14.38 in (b) NC - \ bo + 2) a Yr c bo d' [ 109.5 in , , + 2] (1.0) 3000 psi (109.5 in)'(14.38 in) = 625.2 k y ^Z Y - - _ (c) V, - 4 7OD ,� bo d'- 4 (1.0)3000 psi (109.5'in) (14.38 in) - 344.9 k' m.X s 4un = 0 Vc = (0.75) (344.9 k) = 258.6 k r' 'o m y N I ; On = OVn / (bo d) = (258.6 k) / [(109.5 in) (14.38 in)] = 164:3 psi - Values needed for cheek (ACI 318-08 11.11.6.1, R11.11.6.1, egnt13-1, R11.11' y - ----- - -qi -- �Yvx_1 1 1- 1 0.41 2 b 2 (2838ih r. ►r°' t"• r. 1 + 3.1 x 1 + 3. (26.38 in) 3 YVz = 1 = = 0.39 ` F 1 1 1 " 1+2 r r1+2 26.38 in 5.3 k 3 1f bZ 3. 28.38 �n r ` y Jx = 221413 in ^ 4 (calculated from ACI R11.12.6.2) JZ = 198888 in ^ 4 r (calculated from ACI R11:12.6.2) �* �. QuickFootir g 2.0 (iesweb.00m) f"} - Page 3 of 15 Wednesday 04/15/15 10:57 AM 153103-CHIC0, CA .4 Strength Checks [Load Set:. New Load Set Combination: 1.2D + 1:6Wpz] Factored Loads I - ., • •- - ' . Reinforcement Limits - • Axial Force 5.57 k Moment X' 0 ft k I e Moment Z 6.34 ft -k 298.5 psf 637.8 psf Shear X -1.47 k Min Steel Check_ (ACI 318-08 - Shear Z 0 k ; ' • Overburden • 0 psf r As = 2.48 inz 2 Asmin = 2.06 inz Footing Weight 7.58 k i Z MiStl Check (ACI in- ' Pedestal Weight 0 k ( n eeec Resultant = 13.15 k (factored . 4 I LX As = 2.48 int 2 Asmin = 2.06 int j` Min Strain Cheek (ACI 318-0; et = 0.04 2 etmin = 0.0 � ✓ w Min Strain Check (ACI 318-0; t r i 298.5 psf 637.8 psf. ei = 0.04 z .,etmin = 0.0 " ✓ r. Max pressure (factored) = 637.8 psf f k - .i (Includes effects of overburden and footing weight)' - Footing Flexure 5.13k 16.48k ` i • Z -Flexure (+X side) Mzl Rz1 dzl = (4186 Ib) (12:09 in) = 4.22 ft -k I OMn = 158.8 ft -k 2 , Mu = 7.25 ft_k ✓ - t • t i \ Z -Flexure (-X side) S S WIN, t Z .M,2 = Rr2 dz2 = (6484 Ib) (13.42 in) 7.25 ft k - ti LL 0Mn = 158.8 ft•k Z Mu = 4.22 ft -k v/< . X \\� X -Flexure (+Z side) 0' f MIx1 = Rx1 dx1 = (5128 Ib) (12.4 in)' = 5.3 ft -k t j Wn = 151.8 ft -k 2 Mu = 5.3 ft -k ✓. • • - j X -Flexure (-Z side) ` r j I M,2 = R,a d,Q = (5128 Ib) (12.4 in) = 5.3 ft -k 5.13 k 4.19 k w Wn = 151.8 ft -k 2 M„ = 5.3 ft -k ✓ Footing Shear 2.22 k 1.61 k T I • i �• � Shear (+X side). t I i, Vx2 = Rx4 = (2985 Ib) ''= 2.98 k e • �Vn _ 76.75 k 2 Vu = 2.98 k ✓ f J I Shear (-X side) �Z^ 1 Z \ Vx1 = Rx3 = (1611 Ib) = 1.61 k / Z `. u�X. I I X , N,0Vn = 76.75 k 2 Vu = 1.61 k ✓' u \ Shear (+Z side) A.. '�: " % f• Vz2 = Rz4 = (2220 Ib) ="2.22k r �Vn = 73.48 k z Vu' = 2.22 k ✓ i r Shear (-Z side) (. Vz1 = Rz3 = (2220 Ib) = 2.22,k { , t 2.22 k 1 2.98 kmVn = 73.48 k 2 Vu = 2.22 k r • �_r Irl ' _ - ` � r ,�- . ` - r • '+- . ` •,• ice+ - , - ° l .• . . - ,. f . t � 1 QuickFooting 2.0 (iesweb.com) - : 'Page 5 of, 15.- Wednesday 04/15/15 10:57 AM t •' r • 153103-CHICO, CA f Strength Checks [Load Set: New Load Set"' Combination:. 1.4D] Factored Loads . f 1.78 k 153103-CHICO, CA f Strength Checks [Load Set: New Load Set"' Combination:. 1.4D] Factored Loads Axial Force 1.78 k Moment X 0 ft -k Moment Z 0 ft -k378.5 psf 14 ' 378.5 psf Shear X Shear Z 0 k 0 k y4= ^ Overburden 0 psf Footing Weight 8.85 k Pedestal weight 0 k Z Resultant = 10.63 k (factored) 378.5 psf 378.5 psf • t Max pressure (factored) = 378.5 psf ' v (Includes effects of overburden and footing weigbt) - ncuuu�cz�uc�rr L.rnrrr�, Min Steel Check (ACI 318.08 As = 2.48 in' z Asmin = 2.06 in' ✓ Min Steel Check (ACI 318-08 ..r Y As = 2.48 in'' Z Asmin = 2.06 in' ✓. Min Strain Check (ACI 318.0 ` Et. = 0.040.0 Etmin = 0.0 ✓ MniStrain Check (ACI 318.0; Et = 0.04 2: Etmin,,= 0.0 ✓ FootmgFlexure 4.15 k 4.31 k �. Z -Flexure (+X side) , r Mz1 = Rz1 dz1 (4313 Ib)'(12.9 in), = 4.64 ft,k } Wn= 158.5 it A ..z Me = 4.64 ft -k ✓ \ Z -Flexure J -X side) \\\� Ms = R,2 d,2 = (4313 Ib) (12.9 in) = 4.64 ft -k 1` Wn=.158.8ft•k 2 M;._ 4.64 ft- k✓` X X.; , ti X -Flexure (+Z side) ? \ \\ Mx1 = Rx1 dx1 = (4146 Ib) (12.4 in) = 4.2E ft -k Wn = 151.8 ft•k. ;2 Mu = 4:28 ft k ✓ 5 ` +i • . a X -Flexure (Z side), k 1. MX2 = Ri2 dX2 _ (4146 Ib) (12.4 in) = 4.2E ft -k ' ` - 4.15`k 4,31' k Wn = 151.8 ft -k z Mu = 4.28 ft -k ✓ , - ° 1.79 k 1.79k '1.86k Shear (+X side) t - F f Vx2 = Rx4 = (1858 Ib) = 1.86 k ' �Vn = 76.75 k 2 Vu = 1.86 k ✓ Z, Z Shear (-X side) - _ e \� Vz1 = Rx3 ,. (1858 Ib) 1.86 k X 0Vn = 76:75. k z' Vu = 1.86 k ✓ ' 1 Shear (+Z side) -r 1 79 k Vi2 = R = (17951b) = mVn = 73.481k 2 Vu 1.79 k ✓ : } ! < .Shear (-Z side) ~ ~ Vz1 = Rz3 = (17951b)'�= 1:79 k ' y . :" _r i 1.79.k 1.86 k OVn = 73.48 k 2 Vu = 1.79 k ✓; r " QuickFooting 2.0 (iesweb.corn) Page 6 of 15 .:Wednesday !04/15/15 •10:57 AM 42 v- 153103-CHICO, CA f y �j Arength Checks [Load Set:. New Load Set 'Combination: 1.4D] (continued) Footing Punching Sheaf Punching Shear Cheek (ACI 318-08 Ch 11.12.1.2, 11.11.2. ( ' PP' =P r+W P = (1.78k)+(0 k) -(1.97k),= -0.18k { unching — total p - perimeter V M M vx x 8x+ —�L+Yu - bo d ix JZ �: t• x , 153103-CHICO, CA f y �j Arength Checks [Load Set:. New Load Set 'Combination: 1.4D] (continued) Footing Punching Sheaf Punching Shear Cheek (ACI 318-08 Ch 11.12.1.2, 11.11.2. ( ' PP' =P r+W P = (1.78k)+(0 k) -(1.97k),= -0.18k { unching — total p - perimeter V M M vx x 8x+ —�L+Yu - bo d ix JZ �: r (0.18 k) + (0.41) (0 ft'k) (14.19 in) (0.39) (0 ft'k) (13.19 in) + '. , ^ (109.5 in 14.38 in 221413 in ^ 4) '198888 in ^ 4 . = 0.12 psi 1.97 k On = 164.3 psi i v„ = 0.12 psi v/ s w, 11 - „ r ' QuickFooting 2.0 (iesweb.com) i 1. Page 7 of 15' +` Wednesday 04/1/15 10:57 AM - _ `, i ; ,.1 to .• r ' � - , `, + ,. 4 , A � W - , • • � r • -� , 153103-tHICOi CA - . ` • 9 Strength Checks [Load Set: New Load Set Combination: 0.9D + 1.6Wpz] " Factored Loads Reinforcement Limits r Axial Force . 5.18 k Moment X 0 ft -k "r 1 Moment Z 6.34 ft -k I ' Shear X -1.47 k . `f 218.5 psf 555.7 psf t T+Min Steel Check (ACI 318-08 Shear Z - 0 k .1' i r4 ' Overburden 0 psf I. As = 2.48 in' 2 Asmin - = 2.06 in' f Footing Weight 5.69 k r Z Min Steel Check (ACI 318-08 Pedestal weight ; 0 k Resultant = 10.87 k (factored i ` I X As = 2.48 in' • a Asmin = 2.06 in' ✓ ` Min Strain Check (ACII 318.);� - (' J r ct - 0.04 2 stmin = 0.0 ✓,' .. 1 Min Strain Check (ACI 318-0: ? : 218.5 psf 555.7 psf sty = 0.04' 2 Etmin = 0.0 ✓ i Max pressure (factored) = 555.7 psf 7. (Includes effects of overburden and footing weight) Footing F/e- u "4.24 k.' r 5.55k Z -Flexure (+X side) ~ .ii Mz1 = Rz1 dzi = (3269 Ib) (11.87 in) 3.23 ft -k II . OMn = 158.8 ft -k 2 Me = 6.25 ft -k ✓ ' r' \ \.` ; ; , Z -Flexure (-X side) H \ \ Z ` : Mz2 = R,2 dz'2 _ (5552 Ib) (13.5 in) = 6.25 ft'k y �' \ ` \ X \ \X \ Wn = 158.8 ft -k a • Me = 3.23 ft -k V/ ,. \' X -Flexure (+Z side) c \ Mx1 = Rx1 dx1 = (4240 Ib) (12.4 in) = 4.38 ft -k • . t @Mn = 151.8ftk: - Me = 4.38ft'k✓ 1 1' -� ' X -Flexure (-Z side) 1 1 Mx2 = Rx2 dx2 _ (4240 Ib) (12.4 in) = 4.38 ft -k • 4.24 k' 3.27_ k �. ¢Mn = 151.8 ft -k Z Me = 4.38 ft'k ✓ t .• "'+ 7-y $ _1.84 k, „•1.22-k Shear (+X side) Vx2 = Rx4 = (2583 Ib) = 2.58 k + X { 'k. ° 0Vn = 76.75 k i V„ = 2.58 k ✓ Shear (-X side) rrZ - Z Vx1 = Rx3 (1217 Ib) _ 1.22 k L.1�X1 X \ �Vr = 76.75 k zx V„ y.1.22 k V/t �. Shear (+Z side) s• t �.11 r - .\. , Vz2 = Rz4 = (1836 lb) = 1.84 k L t �V� ='73.48 k 2 Vu =.1.84 k .. Shear (-Z side) ' Vz1 = Ri3 (1836 Ib) = 1.84 k t ,. 1.84 k 2.58 k �Vn = 73.48 It 2 V„ =.1.84 k ✓ " • •�. •..! "K,1 `r. ,t�? _ [ �' .t -� a ."• _. - {i ✓' 1 •_ ,{ QuickFooting 2.0 (iesweb:com)' Page 8 of 15' Wednesday 04/15/15 10:57 AM 1'• Strength'Checks [Load Set: New Load Set ' Combination: 0.9D + 1.6Wpz] (continued) Stability Checks [Load Set: New Load Set' Combination: 1.OD + 1.OWpz] - rorces.. ;! r7 • t. Factored Loads I - ~ + , Axial Force 3.8 k Moment X Moment Z 0 ftk 3.96 ftlk Shear X '-0.92 `1253.2 psf 467.1 psf Shear Z w 0 k Overburden 0 psf. s Wf = 6.32 k, (weight of footing) S " Footing Weight Pedestal Weight 6.32 k 0 k N %s - 0 k (weight of pedestal) Resultant= 10.12 k ', } Y , , •, - • -, ' i Fob = goverburden (Aftg - Aped) (0'psf) [(2E.09 ft2) - (1.17 ft2)] =.O k r • Bearing Pressure. r y , - 2s5 ni••)2s5 R F.S. against overturning about X axis is irifiuite (no applied moment) i s < P gallm = 3000 psf z ggross = psf ✓ '* OTM, = M, + Vx Hp = (3.96 ft -k) + (- 0.92 K) (0 in) = 3.96 ft -k/ �' _ •. -, . � t. ^467.1 . FS _ RM = 26 81 ft k = 6.76 orz - E ^ r • " t t I (Gross: Includes 253.2 psf 467.1 psf . Max pressure =.467.1 psf effects of footing weight and overburden) e ' JOO/Og Sliding � r^ Wf = 6.32 k. (weight of footing) �. Wp = 0 k (weight of pedestal) z Fob = goverburden (Arty - Aped) = (0 Pso [(28.09 ft2) - (1.171112)] = 0 k ' �X Fresist = Cf (Wf + Wp + Foy + P) + Fpassive = (0.35) [(6.32 k) + (0 k) + (0 k) + 1(3.8 k)] + (2.33 k) = 5.87 k , :.Fslidin 'gX = - 0.92 k (applied Vx)• FSslidin FrastsL = (5.87 k) _ = 6.38 , 9X - Fslidingx 0.92 k a « FS 9 • = 6.38 s , FS 9 a = 1.50 ✓ slidin X - slidin Red F.S. against sliding in Z direction is infinite (no applied force) y Y A QuickFooting 2.0 (iesweb.com) i Page, 10 of 15 „ ^Wednesday 04/15/15 10:57 AM . .. ,.. • •. ,/r • , J � .. ; • : .. P.F. _ •,-y • hk overtumin9 ., r Wf = 6.32 k, (weight of footing) S " N %s - 0 k (weight of pedestal) t " a Fob = goverburden (Aftg - Aped) (0'psf) [(2E.09 ft2) - (1.17 ft2)] =.O k r • , - 2s5 ni••)2s5 R F.S. against overturning about X axis is irifiuite (no applied moment) i s < P i.N.l V OTM, = M, + Vx Hp = (3.96 ft -k) + (- 0.92 K) (0 in) = 3.96 ft -k/ �' _ •. -, . � t. RM, = (P + Wp) dx + (Wf + Fob) N/ 2 = [(3 8 k) + (0 k)] (2.65 ft) + [(6.32 k) + (0 k)] (5.3 ft) / 2 26.81 ft- k? , . FS _ RM = 26 81 ft k = 6.76 orz - E ^ r • " OTM,MZ 3.96 ft k , F 1 FSOTZ = 6.76 • 2:', FSOT,gd ' 1.50'' ✓ ..� JOO/Og Sliding � r^ Wf = 6.32 k. (weight of footing) �. Wp = 0 k (weight of pedestal) z Fob = goverburden (Arty - Aped) = (0 Pso [(28.09 ft2) - (1.171112)] = 0 k ' �X Fresist = Cf (Wf + Wp + Foy + P) + Fpassive = (0.35) [(6.32 k) + (0 k) + (0 k) + 1(3.8 k)] + (2.33 k) = 5.87 k , :.Fslidin 'gX = - 0.92 k (applied Vx)• FSslidin FrastsL = (5.87 k) _ = 6.38 , 9X - Fslidingx 0.92 k a « FS 9 • = 6.38 s , FS 9 a = 1.50 ✓ slidin X - slidin Red F.S. against sliding in Z direction is infinite (no applied force) y Y A QuickFooting 2.0 (iesweb.com) i Page, 10 of 15 „ ^Wednesday 04/15/15 10:57 AM . .. ,.. • •. ,/r • , J � .. ; • : .. P.F. _ •,-y • Stability Checks_ [Load Set: New Load Set. Combination: 1.0D 4� 1.OWpz] (continued)' Upiift Uplift. i P= 3.8 k F.S. against uplift is infinite (axial force is in compression) � ! �- [{ t,- �' _ fie. � -- .. •,� .. 4 QuockFooting 2.0 (iesweb.com) ,; + 7 Page 11 of 15 . Wednesday 04/15/15 10:57 AM 153103-CHICO,. CA ; Stability Checks [Load Set: New Load Set Combination: 1.OD + 1.0Wny], - UVerrrlmmg + r Ove rtuming ti V l4 = 6.32 k (weight of footing) ' 3 N Wi = 0 k (weight of pedestal) : t Fc.. = goverburden (Aftg - Aped) = (0 psf) ((28.09 ft) - (1.17 ft2)] = 0 k • ' r y i 2.65 65 tr F. S. against overturning about X axis is infinite (no applied moment) ' • .. 4N y , oimV = MZ + Vx Hp = (- 3.48 ft -k) + (0.88 k) (0 in) _ - 3.48 ft -k t r RPJ. = (P + Wp) dx + (Wf + Fob) bx / 2 = ((- 1.14 k) + (0 k)] (2.65 ft) + ((6.32 k) + (0 k)] (5.3 ft) / 2 a= 13.73 ft•k- RM 13.73 ft.k r FSTZ = OTM- 3.48 ft•k 3.94 , F?xz =`3.94. z FSOTregd = 1.50 -%4- FS T Wt = 6.32 k ` (weight of footing) ' Z WF = 0 k (weight of pedestal) r - Fat = Qoverburden (Aftg - Aped) _ (0 psf) ((28.09 ft2) - (1:17 ft2)] 0 k �I-}-X Fre=ist = G (Wf + Wp + Fob +' P) + Fpassive = (0.35) ((6.32 k) + (0 k) + (0 k) i (- 1.14 k)] + (2.33 k) ?t 4.14k ' r' Fsrdingx =.0.88 k (applied Vx) : `; Fresist_ _ (4.14 k) 4.70 r' t y 1I;dingx = FslidingX (0.88 k • r, `% FS_lidingX = 4.70 2 FSslidingRegd = 1.: 50 t -•. " 4 / �': c. , ' F.S against sliding in Z direction is infinite (no applied force) • .' - ;.1 0 r ''' • , r -fj' '} Lr ,L.:. •., i,. r^• y ` tr .< ,i I -F QulckFooting2.0 (iesweb.com) r Page 12 of 15 Wednesday 04/15/15 10:57 AM Factored Loads ; . Axial Force' -1.14 k Moment X O ft.k. Moment Z -3.48 ft-k:Sf 270.8 psf .' a 98.08 Shear X` _ 0.88 k P. y Shear Z t 0 k - Overburden 0 psf ` Footing Weight 6.32 k Z Pedestal Weight 0 k • t R sultant = 5.18 k Bearing Pressure Ballow = 3000 psf 2 ggross = 270.8 psf ✓ a _ ` 270.8 psf 98.08 psf Max pressure = 270.8 psf (Gross: Includes effects of footing weight and.overbuPden) " UVerrrlmmg + r Ove rtuming ti V l4 = 6.32 k (weight of footing) ' 3 N Wi = 0 k (weight of pedestal) : t Fc.. = goverburden (Aftg - Aped) = (0 psf) ((28.09 ft) - (1.17 ft2)] = 0 k • ' r y i 2.65 65 tr F. S. against overturning about X axis is infinite (no applied moment) ' • .. 4N y , oimV = MZ + Vx Hp = (- 3.48 ft -k) + (0.88 k) (0 in) _ - 3.48 ft -k t r RPJ. = (P + Wp) dx + (Wf + Fob) bx / 2 = ((- 1.14 k) + (0 k)] (2.65 ft) + ((6.32 k) + (0 k)] (5.3 ft) / 2 a= 13.73 ft•k- RM 13.73 ft.k r FSTZ = OTM- 3.48 ft•k 3.94 , F?xz =`3.94. z FSOTregd = 1.50 -%4- FS T Wt = 6.32 k ` (weight of footing) ' Z WF = 0 k (weight of pedestal) r - Fat = Qoverburden (Aftg - Aped) _ (0 psf) ((28.09 ft2) - (1:17 ft2)] 0 k �I-}-X Fre=ist = G (Wf + Wp + Fob +' P) + Fpassive = (0.35) ((6.32 k) + (0 k) + (0 k) i (- 1.14 k)] + (2.33 k) ?t 4.14k ' r' Fsrdingx =.0.88 k (applied Vx) : `; Fresist_ _ (4.14 k) 4.70 r' t y 1I;dingx = FslidingX (0.88 k • r, `% FS_lidingX = 4.70 2 FSslidingRegd = 1.: 50 t -•. " 4 / �': c. , ' F.S against sliding in Z direction is infinite (no applied force) • .' - ;.1 0 r ''' • , r -fj' '} Lr ,L.:. •., i,. r^• y ` tr .< ,i I -F QulckFooting2.0 (iesweb.com) r Page 12 of 15 Wednesday 04/15/15 10:57 AM Stability Checks [Load Set: New Load Set Combination:.1.OD +.1.OWny] (continued) uplift yp!ffc ,. Wt = 6.32 k - (weight of footing) a E. Y Wp = 0 k (weight of pedestal). r r , r Fob = goverburden (Aftg - Aped) - — (0 psf) [(28.09 W.)— (1.17 W)] = 0 k X F — W 't W + + F —' 6.32 k) + (O k) + (O k) + (O k) = 6.32 k down— t p Fob addl ( r i (� Fop =O F =r0-( 1.14 k) _ 1.14 k, r R FSup — FFgam 6.14 k = 5.55 , A FSup = 5.55;• z FSupRegd 1.0 ✓' ti r ,. ` . ♦ r e ti i� J •♦ .. _ i , �.. ` { _ 1, QuickFooting 2.0 (iesweb.com) .t Page 13 of 15 Wednesday 04/15/15 10:57 AM Uvenuming Overturning f Wf 3' -79 k (weight of footing) - Wp = 0 (weight of pedestal) Fob = qoverburden (Aftg, Aped) = (0 PSO 11.28.09 ft=) - (1.17 ft')] = 0 It 4 :i.65 ft ['z 65 ft-- F.S. against overturning about X axis is infinite (no applied moment) - L+ OTMz = MZ + Vx HP 3.48 ft. k) + (0.88 k) (0 in) = 3.48 ft -k i, RM: (P + Wp) dx + (Wf + Fob) bx 2 1.65 k) + (0 k)] (2.65 ft) + [(3.79 k) + (0 k)) (5.3 ft) 2 = 5.68 ft -k r. R%(5 68 ft kFS) :)TZ = OF --- 3.48-- ft k= 1.63 - FSOTZ = 1.63 2 FS, ' d = 1.50 f Sliding Wjy = 3.79 k (weight of footing) Z Wp, 0 k (weight of pedestal) Fob '. 240"'erburden (Aftg - Aped) = (0 psf) [(28.09 ft) - (1.17 ft')] = o X F..ist=Cf(Wf+ Wp+ Fob+ P)+ Fpassive = (0.35)[(3.79k)+(0k)+(0k)+(-1.65k)]+(2.33k) = 3.08 k Fslidingx = 0.88 k (applied V.) -J. FS,'.--nsis_ k3_08 K)3.50,ldingX F 0) �lidinqX .88 kI , c FS lidingx = 3.50 FSSI!dingReqd = 1.50 ' F.S. against sliding in Z direction is infinite (no applied force) QuickFooting 2.0 (iesweb.com)k4- Page 14 of 15 Wednesday 04115/15 10:57 AIVIt Stability Checks [Load Set: New Load Set Combination: 0.6D 1.0Wny] Forces Factored Loads Axial Force -1.65 k % Uvenuming Overturning f Wf 3' -79 k (weight of footing) - Wp = 0 (weight of pedestal) Fob = qoverburden (Aftg, Aped) = (0 PSO 11.28.09 ft=) - (1.17 ft')] = 0 It 4 :i.65 ft ['z 65 ft-- F.S. against overturning about X axis is infinite (no applied moment) - L+ OTMz = MZ + Vx HP 3.48 ft. k) + (0.88 k) (0 in) = 3.48 ft -k i, RM: (P + Wp) dx + (Wf + Fob) bx 2 1.65 k) + (0 k)] (2.65 ft) + [(3.79 k) + (0 k)) (5.3 ft) 2 = 5.68 ft -k r. R%(5 68 ft kFS) :)TZ = OF --- 3.48-- ft k= 1.63 - FSOTZ = 1.63 2 FS, ' d = 1.50 f Sliding Wjy = 3.79 k (weight of footing) Z Wp, 0 k (weight of pedestal) Fob '. 240"'erburden (Aftg - Aped) = (0 psf) [(28.09 ft) - (1.17 ft')] = o X F..ist=Cf(Wf+ Wp+ Fob+ P)+ Fpassive = (0.35)[(3.79k)+(0k)+(0k)+(-1.65k)]+(2.33k) = 3.08 k Fslidingx = 0.88 k (applied V.) -J. FS,'.--nsis_ k3_08 K)3.50,ldingX F 0) �lidinqX .88 kI , c FS lidingx = 3.50 FSSI!dingReqd = 1.50 ' F.S. against sliding in Z direction is infinite (no applied force) QuickFooting 2.0 (iesweb.com)k4- Page 14 of 15 Wednesday 04115/15 10:57 AIVIt Stability Checks [Load Set: New Load Set Combination: 0.6D 1.0Wny] Forces Factored Loads Axial Force -1.65 k Moment X Oft -k Moment Z, -3. 48 ft -k Shear X 0.88 k 164.7 psf 6 psf Shear Z 0 k Overburden 0 psf • Footing Weight 3.79 k Pedestal Weight 0 k Resditant LX'. = 2.14 k ti Bearing Pressure qallow*� 3000 psf t g = 164.7 psf (Gross: 164.7 psf 0 psf Max pressure = 164.7 Ipsf Includes effects offooting weight and overburden) Uvenuming Overturning f Wf 3' -79 k (weight of footing) - Wp = 0 (weight of pedestal) Fob = qoverburden (Aftg, Aped) = (0 PSO 11.28.09 ft=) - (1.17 ft')] = 0 It 4 :i.65 ft ['z 65 ft-- F.S. against overturning about X axis is infinite (no applied moment) - L+ OTMz = MZ + Vx HP 3.48 ft. k) + (0.88 k) (0 in) = 3.48 ft -k i, RM: (P + Wp) dx + (Wf + Fob) bx 2 1.65 k) + (0 k)] (2.65 ft) + [(3.79 k) + (0 k)) (5.3 ft) 2 = 5.68 ft -k r. R%(5 68 ft kFS) :)TZ = OF --- 3.48-- ft k= 1.63 - FSOTZ = 1.63 2 FS, ' d = 1.50 f Sliding Wjy = 3.79 k (weight of footing) Z Wp, 0 k (weight of pedestal) Fob '. 240"'erburden (Aftg - Aped) = (0 psf) [(28.09 ft) - (1.17 ft')] = o X F..ist=Cf(Wf+ Wp+ Fob+ P)+ Fpassive = (0.35)[(3.79k)+(0k)+(0k)+(-1.65k)]+(2.33k) = 3.08 k Fslidingx = 0.88 k (applied V.) -J. FS,'.--nsis_ k3_08 K)3.50,ldingX F 0) �lidinqX .88 kI , c FS lidingx = 3.50 FSSI!dingReqd = 1.50 ' F.S. against sliding in Z direction is infinite (no applied force) QuickFooting 2.0 (iesweb.com)k4- Page 14 of 15 Wednesday 04115/15 10:57 AIVIt 153103-CHICO,«CA 1. F. • .. •_.. - � ..'.._ • 3.. _ '. � , _- .. � - ,! Stability Checks [Load Set: New Load Set Combination: ,0.6D + 1.OWnA (continued) c •. t 1, -, r 1. t , {. QuickFooting:2.0 (iesweb com) Page 15: of 15 - . Wednesday 04/15/15 10:57 AM ' 153= 03 CHICO, CA • N M ego • - uesign uetaif • � ,,,,',; _1 x` 8 4"k -- - X Bars: 6 - #5 (@ -10.56 in) - Z Bars: 6 - #5 (@ -10.56 in) Z -b' - f A Q = . r � C] , 111"Ja Building Code IBC 2012 Strength Load Combinations IBC 2012 (Strength) Ratio Check Provided Rquired ,;m. bination - Footing - - _--, _ Sliding F.S. ,/0.021 X Flexure (-Z) 114.2 ft`k 2.* ft•k .2i++ 1.e Wpz ,/0.021 X Flexure (+Z) 114.2 ft -k 2.47 ft•k -.2C. + 1.EWpz ,/0.026 Z Flexura (-X) 119.5 ft -k 3.13 ft -k -.2C + 1.EWpz ,/0.026 Z Flexura (+X) 119.5 ft -k 3.13 ft -k -..2C + 1 EWpz ,/0.014 Shear (-Z) 61 k 0.8B k -.21- + 1.EWpz ,/0.014 Shear (+Z) 61 k 0.8B k -.2C + 1.EWpz ,/0.013 Shear (-X) 63.71 k 0.85 k -.41 ,/0.017 Shear (+X) 63.71 k -1.06 k -.21E + 1.2Wpz ,/0.920 Min Steel Z 1.86 in' -1.71 W '.4C ,/0.920 Min Steel X 1.86 iR= 1.71 i.Y -.41 ,/0.099 Min Strain Z 0.0403 0.0040 -..4C ,/0.095 Min Strain X 0.0422 0.094D -..41 010 Punching Shear 164.3 psi_ 1.66 psi 2E + 1.EVNny �- Stabilih' -. - - - .. _..�.._ _ ,/0.131 . Bearing Pressure 3000 psf39E ppsf '_O + 1.OWpz ,/0.000 Overtuming-X Infinite 1.510 '_OC + 1.OWny ,/0.882 Overluming-Z 1.700 1.580 C6C.+1.0/Vny ,--0.341 Sliding -X 4.392 1.510 C6C + 1.CWny ,/0.000 Sliding -Z- - Infinite 1.5110 e_OC + 1.G/Vny ,/0.319 Uplift 3.138 1.0110 C.6C+1.GWny , 111"Ja Building Code IBC 2012 Strength Load Combinations IBC 2012 (Strength) Stability Load Combinations ASCE 10-05 (LRFD) Allowable Bearing Pressure 3000 psf Gross / Net Gross Overturning F.S. 1.50 Sliding F.S. 1.50 Uplift F.S. 1.00 Additional Uplift Resistance 0 k Friction Coefficient 0.35 Passive Soil Resistance 1931 Ib Concrete Weight 150 Ib/ft' . Parme beta (for biaxial) r 0.65 Include footing weight in strength bearing pressure Yes Include overburden in strength bearing pressure Yes - Loads Summary (Service Loads) Load Set Name Source t MIX Ntr , ; VX Vz Overburden New Load Set Dead P_27 p ft -k O ft -k 0 k 0 k 0 psf New Load Set Wind (-Y"! 4.E F. n ft -k -2.3 ft•k 0.58 k 0 k 0 psf New Load Set Wind (+$ C9:: (c a ft`k 1.32 ft -k -0.33 k 0 k 0 psf New Load Set Earthqume pY) 0 k- t ft`k 0.88 ft -k -0.25 k 0 k 0 psf QuickFooting 2.0 (iesweb.com) Page 1 of 15 Wednesday 04/15/15 11:02 AM L • • X -Direction 153103-CHICO, CA General Section Cales (ACI 318.08 10.2.7) 1.86 in' 60000 psi a 0.85 Fc lbw 0.85 3000 psi 52.8 in = 0.83 in pl = 0.85 (F'c 5 4000 psi) x = a / 01 = (0.83 in) / (0.85) = 0.98 in Capacity Cales (ACI 318-08 10.2, 11.2.1.1, 10.5.46 7.12.2.1, 10.3 ) Omn = 0 As fy (d - a / 2) _ (0.90) (1.86 int) (60000 psi) [(14.69 in) - (0.83 in) / 2] = 119.5 ft•k �V� _ 2 a VF c bW d = (0.75) 2 (1.0) 3000 psi (52.8 in) 04.69 in) = 63.71 k Y Asmin = 0.0018 60000 A9 = 0.0018 6000 00 (6.6 ft') = 1.71 in? Z y 0 psi st = 0.003 (X - 1) = 0.003 [( 0.98 in " 1 ] = 0,04 Development (ACI 318-08 12.2) 4.4 n Wt = 1.0 (less than 12 inches cast below) We = 1.0. (bar not epoxy coated) Ws = 0.80. (bars are #6 or smaller) > = 1.0 (normal weight concrete) c = 3.31 in (lesser of half spacing, ctr to surface) Ktr = 0.0 (no transverse reinforcement) Id - 40 f Wt 2 5Ws b = 3. (60000 psi) (1.0) (12.05 (0.80)l (0.63 in) = 16.43 in I - c ) d [ (1.0) 3000 psi J 1 VVWJs %'ajjaL'ity General Section Cales (ACI 318-08 10.2.7) _ As fy _ 1.86 in' 60000 si a 0.85 F'� bw 0.85 3000 psi 52.8 in)- 0.83 in p = 0.85 (F'c 5 4000 psi) x = a / 01 = (0.83 in) / (0.85) = 0.98 in Capacity Cales (ACI 318-08 10.2, 11.2.1.1, 10.5.4, 7:12.2.1, 10.3 ) �M„ = d As fy (d - a / 2) = (0.90) (1.86 int) (60000 psi) [(14.06 in) - (0.83 in)/2] = 114.2 ft -k - - OV. 0 2 ;,FFc bW d = (0.75) 2 (1.0) 3000 psi (52.8 in) (14.06 in) = 61 k Y Asmin = 0.0018 60000 A9 = 0.0018 60000 (6.6 ft') = 1.71 int fy 60000 psi) X °° et = 0.003(X - 1) = O.OD3 [ (0.98 in) ; 1 ] ='0.04 Development (ACI 318-08 12.2) 4.4 Wt = 1.0 (less than 12 inches cast below) We = 1.0 (bar not epoxy coated) Ws = 0.80 (bars are #6 or smaller) X = 1.0 (normal weight concrete) c = 3.85 in (lesser of half spacing, ctr to surface) Ktr = 0.0 (no transverse reinforcement) Id f;- yt We Ws) db = r 3. (60000 Psi) (1.0) (1.0) (0.80)l (0.63 in) 16.43 in 1 40 2.5 J L40 (1.0) 3000 psi 2.5 J QuickFooting 2.0 (iesweb.com) Page 2 of 15 Wednesday 04/15/15 11:02 AM 153103-CHICO, CA ty Calcs (continued) •. Punching Shear (ACI 318-08 11.11.1.2, 11.11.2.1 bo = 109.5 in (perimeter of critical section). p = 1.17 (column width ratio) as = 40.0 (interior column) l = 1.0 (normal weight concrete) (a) Vc = (2 + B/ x Ke. bo d [2 + 147 ] (1.0) V53000 psi (109.5 in) (14.38 in) = 468 k (b) Vc = q - -d +/ 2) a Pcc bo d = [ 40.0 14.38 in + 2] 1.0 300 bo v 109.5 in ( ) 0 psi (109.5 in) (14.38 in) 625.2 k (c) Vc = 4 % vF c bo d = 4 (1.0) 3000 psi (109.5 in) (14.38 in) = 344.9k wn = 0 Vc = (0.75) (344.9 k) = 258.6k Ov„ = OV„/ (bo d) = (258.6 k) / [(109.5 in) (14.38 in)] = 164.3 psi Values needed for check ( ACI 318-08 11.11.6.1, R11.11.6.1, eqn 13.1, R11.11 Yvx=1- 1 = 1- - 1 = 0.41 1+2 b 1+2 (28.38 in 3. bX 3. (26.38 in) Y. 1 = 1- 1 = 0.39 1+2 1+2 26.38in 3. bZ 3. (28.38 in JX = 221413 in " 4 (calculated from ACI R11.12.6.2) J= = 198888 in ^ 4 (calculated from ACI R11.12.6.2) r v QuickFooting 2.0 (iesweb com) Page 3 of 15 Wednesday 04/15/15 11:02 AM Strength Checks [Load Set: New Load Set -� Combination: 1.2D + 1.6Wpz] ° Facto Loads r n Axial Force 3 k • ° Moment X O ft -k - - Moment T,2.12 ft -k r • " , 335.4 psf 514.3- Shear X -0.53 k psf - > • , c -• • � e Shear ZO k t y . Overburdgn •- O psf r r Footing Weight„ 5.23 k Pedestal Weight. O k' '. Z �� Resultant = 8.22 k.(factored) } I+_X , 335.4 psf .514.3 psf ` t " > Max pressure (factored) = 514.3 psf R (Includes effects of overburden and footing weight)' FOOtmg Flexure 3.02 k ' - �• j 3.59 k 1 y Z -Flexure (+X side) • r i ' Mz1 ; Rzi dzl =. (2767 lb) (9.88 in) '= 2.28 ft -k Wn = 119.5 ft -k z Mu = 3.12 ft -k v/ - y. FOR Z-Flexure (-X side) �•, \��':}, Z INz2M= R,Z dZ2 _ (3588 Ib) (10.44 in) = 3.12 ft -k 0Mn = 119.5 ft -k ; z. Mu =`2.28 ft -k ✓. X -Flexure (+Z side) r Mz1=Rztdx1,= (30221b){9.7in) j=•2.44ft,k • t ° Wn = 14.2 ft -k 'z '�M„ = 2.44ft-k ✓ �� `• 't X -Flexure (•Z side) ti { M,Q = Rx2 d,2, = (3022 Ib) (9.7 in) =.2.44 ft•k t 11 Z. x•3.02 k 2.77 k Wn = 114.2ft•k' 2t, , Mu ='2.44 ft'k' ✓ - - • r }• j • t f 1'001717,-JnC81 - - % - . • . 0.83k i ;+ 0.72k :3 Shear (+X side) -� �"t.• Vx2=Rx4 = (1057•Ib) = 1.06k �Vn =' 63.71 k' i ? V,; = 1.06 k ✓ ° Shear (-X side)' Zd/+ Z Vx1.=Rx3 = (722.81b) 1. 0.72'k ' �Xr �-x 0Vn = 63.71 k a . V,; = 0.72 k _V/ .. . • { l �` Shear (+Z side) t r / Vz2 = Rza = (831.4 Ib) = 0.83 k r / �Vn = 61 k "`s V„ 0.83 k ✓- ` i Shear (-Z side)' { r r Vz1 = Rz3= (831 4'1' 0.83 k 0.831k i�1.06 k �Vn = 61 k z • V„ = 0.83 k ✓ QuickFooting 2.0 (iesweb.com) ' Page 4 of 15' ':Wednesday 04/15/15 11:02 AM y 153103-CHICO,. CA 153103-GiICO, cA Strength Checks [Load Set: New Load Set Combination:' 1 AD] • f Factored Loads l Axial Force 1.78 k , Moment X 0 ft k Moment Z 4 0 ft k 407.1 Osf, I 407.1 psf Shear X ; 0 k Shear Z 0 k - - - - - Overburden 0 psf Footing Weight 6.1 k. _ Pedestal Weight f 0 k lesultant = 7.88 k (factored) r y P v t j' ., • �,� -� 407.1:sf r 407.1 psf Max pressure (factored) = 407.1 psf (Includes effect:: of overburden and footing weight)' L 2.9k -} 3.05k C +' Z -Flexure (-X side) ' M R t = 3045.Ib 10.2 in , z1 = z1 z1 ( ) ( ) 2.59 ft -k' .. ti t OMn = 11 �5 ft -k t Mu = 2.59 ft -k v/ ! ` — � ,�. Z -Flexure (-0( side) a 4 \� \, z `� `\ Mz2 = Rr2 c-2 = (3045 Ib) (10.2 in) .=-r 2.59 ft -k n v �. X •��• bMn = 11£.5 ft•k 2 Mu = 2.59 ft -k ✓ X -Flexure (-z side) ' Mx1 = Rx1 4x1 = (2896 Ib) (9.7 in) = 2.34 ft -k' Wn = 1142ft-k •a Mu = 2.34 ft -k } X -Flexure (�Z side) Mi2 = R,Q c, _ (2896 Ib) (9.7 in) 2.34 ft -k 2.9 k, 3.05 k ¢Mn = 114 2 ft . -k 2 Mu 2.34 ft -k ✓ - r• �. 'QuickFooting 2.0 (iesweb.com) Page 6 of 15, Wednesday' 04/15/15 11:02 AM / • � •1_ � � �• �\ .. 1. .i^�• ,ry,. a .. F. � - "1 r ,Strength Checks- [Load Set: New Load Set Combination: 1.4D] (continued): - = ' Footing Punching Sheaf Punching Shear Check,(ACI 318-08 Ch 11.12.1.2, 11.11 2r ' Ppunohing = Ptotal + Wp - Pperimeter = (1.78 k) + (0 k) - (2.12 k) ' _ -'0.33 k 11 r v° bo d JX JZ = r (0.33 k) .+ (0.41) (0 ft -k) (14.19 in) + (0.39) (0 ft -k) (13.19 in ' (109.5 in 14.38 in 221413 M ^ 4 198888 in ^ 4 1 = 0.21 psi T 2.12 k On = 164.3 psi z vu = 0.21 psi ✓ . t. _ 4 , ' -, � i« •+ Vit: 3• - 4 .:' ... ` J t, ... u t1. ��,' ' . ,�-, _• 3 � ,.' "`,." ,.` a �-.. •,t,.,. - .'S` ; '. , ;QulckFooting 2.0 (lesweb.com) Page 7 of 15, Wednesday 04/15/15 .11:02 AM • 153103-CHICO, CA - M Strength Checks [Load Set: New Load Set' Combination: 1.2D + 1.Mny] - Factored Loads - I - ' - 1... Reinforcement Limits Axial Force -1.03 k Moment X 0 ft k Moment --3.69 ft -k ' 378.2 psf 55.74 pslf, e^ • Shear X e 0.93 k Min Steel Check (ACI 318.08 Shear Z Overburden 0 k 0 psf - � { , As = 1.86 in' 2 Aamin = 1.71 in' s Footing Weight,, Pedestal Weight 5.23 k 0 k , T Z �' Re I ultant = 4.2 k (factored) Min Steel Check (ACI 318-08 �~ { f cX I As =,1.86 in' 2 Asmin = 1.71 in' - ' Min Strain Check (ACI 318.0 ! / I ", st = 0.04 2. etmin= 0.0 ✓ - ` Min Strain Check (ACI 318.0; 378.2 psf. '55.74 P f st = 0.04 2 etmin = 0.0 V/Max pressure (factored) = 378.2Psf ,L - • (Includes effects of overburden and footing weight) i-vuuug ivccwc � , - 1.54 k . 0.88 k ' - Z -Flexure (+X side) h II Mzt = Rz1 dz1 = (2363 Ib) (10.87 in) = 2.14 ft -k 0Mn = ,119.5 ft -k 2 Mu = 0.62 ft -k ✓ .' Z -Flexure (-X side) " \\`\ Z `\\ M,2 = R,2 d,2' _ (882.9 Ib) (8.41 in) 0.62 ft -k . _ _ - I �Mh 119.5 ftA z Mu 2.14 ft -k ✓ X \. e X -Flexure (+Z side) Mx1 = Rx1 dx1 = (1543 Ib) (9.7 in) . = 1.25 ft k ' c Wn 114.2ft-k 2 M„ = 1.25 ft -k ✓•' „+ X -Flexure (-Z side) ' Mx2 R,Q dx2 s (1543 Ib) (9.7 in)~ = 1.25 ft -k , 1.54k 2.36 k_ Wn.= 114.2ft•k z. Mu•= 1.25ftk✓ ' 1 =� Footing Shea 0.42 k ti 0.76 k Shear (+X side) Vx2 = RX4 = (153.3 Ib) = 0.15 k r / ' mVn=63.71k 2 Vu=0.15k✓ .. Shear.( -X side) 3 a1 r t 2 Z Vx1 = Rx3 = (755.6 Ib) = 0.76 k s . II1I •�X t I LL �Vn = 63.71 k 2 ZVu = 0.76 k ✓�- \ Shear (+Z side) t Vi.2 = Rz4 = (424.6 Ib) = 0.42 k !�. W = 61 k, t Vu = 0.42 k ✓ f Shear (,Z side) l t % Vzt = Rz3 = (424.61b) =•0.42k • ' z 0.42 k ' 0.15 k• OVn = 61 k z Vu = 0.42 k ✓' QuickFooting 2.0 (iesweb.com) }` Page 8 of 15 Wednesday 04/15NI /15 11:02 AM Strength Checks [Load Set: New Load Set Combination: 1.2D + 1.6Wny] (continued) Footing Punching Shea e Punching Shear Check (ACI 318-08 Ch 11.12.1.2, 11.11.2.1) + •` Ppunching : Ptotai + WP - Ppehnieter = ( 1.03 k) + (0 k) - (1.13 k) _ " - 2.15 k - ` s i �v _ —V_ + yvx Mux ez + yvz Muz. ex. _ (2.15 k) - . + (0.41) (0 ft -k) (14.19 in) + (0.39) (0.9 ft -k)(13.19 in) (109.5 in) 14.38 in 221413 in ^ 4) 198888 in " 4 ' 1.65 psi .. l' 1.1 k +0vn = 164.3 psi z .vu = 1.65 psi V/4 S r j3 t � ' Al All QuickFooting 2.0 (iesweb.com) - Page 9 of 1'S;Wednesday, 04/15/15, 11:02 AM • , Vit' • �` r � ^ - r t 5 1 \ ' ` .t. -. � .i , 4 ' 'Stability Checks [Load Set: New Load Set Combination: • 1.OD + :1:0Wpz] r Forces A' Oyerlu ing r G \ Overturning Wf = 4.36 k (weight of footing) Wp 0 k (weight of pedestal) -r�-� Fob = cloverburden (Aftg - Aped) _ (0' PSf) [(19.36 ft') (1.17 ft')] = 0 k • j \. 2.2 ft2.2 ftF.S. against overturning about X axis is infinite (no applied moment) OTMz = Mz + Vx Hp = (1.32 fl -k)+ ( 0.33.k) (0 in) = 1.32 ft.k, RMz = (P + Wp) dx + (Wf + Fob) bx / 2 = [(2.19 k) + (0 k)] (2.2 ft) + [(4.36 k) + (0 k)] (4.4 ft) / 2 14.41 ft -k z, RM 14.41 ft•k 4:; s . _ FS OTz = OT�Mz 1.32 ft k .=.10.88 ' FSOTZ 10.88 z FSoTrege =,11.50 ✓ � , r _ Sliding t-Wf'= 4.36 k (weight of footing) • Z Wp'- 0 k , (weight of pedestal) Fob = Cloverburden (Aftg - Aped) = (0 PSI) [(19.36 ftzl - (1.17 ftz)] = 0 k r' �' `• -X Fresist = Cf (Wf + Wp + Fob + p) + Fpassive = (0.35) [(4.36 k) + (0 k) + (0 k) + (2.19 k)] +(1.93 k) = 4.22 k' } Fsridingx 5 - 0.33 k (applied V.)r , r FSslidingX= Fresist = ((4_2� = 12.63 FslidingX 0 33 k 4 1 !T 6 + fSslidingx = 12.63 i FSslidingRegd = 1.50 ✓ "' r 1 -A, l • , .� F.S: against sliding in Z direction is infinite(rio applied force) 5.y -+ QuickFootmg 2.0 (lesweb corn) "~ Page 10 of 15 Wednesday 04/15/15 11:02 AM Factored Loads • hAxial Force -2.19 k, �' _ • r .. Moment X s' Moment 0 ftk 1.32ftk' x393 « t Al Shear X t -0.33 k' 283.5 psf p Sf t Shear z 0 k Overburden 0 psf ". Footing Weight 4.36 k Z , Pedestal Weight 0 k ' LZ Resultant = 6.55 k -Bearing Pressure r X yQallow = 3000 psf z ggross.=,393 psf. V/ « r ` r f A } 1: (Gross: -includes 283.5 psf Max pressure effects "of 393 psf = 393 psf footing weight and overburden) Oyerlu ing r G \ Overturning Wf = 4.36 k (weight of footing) Wp 0 k (weight of pedestal) -r�-� Fob = cloverburden (Aftg - Aped) _ (0' PSf) [(19.36 ft') (1.17 ft')] = 0 k • j \. 2.2 ft2.2 ftF.S. against overturning about X axis is infinite (no applied moment) OTMz = Mz + Vx Hp = (1.32 fl -k)+ ( 0.33.k) (0 in) = 1.32 ft.k, RMz = (P + Wp) dx + (Wf + Fob) bx / 2 = [(2.19 k) + (0 k)] (2.2 ft) + [(4.36 k) + (0 k)] (4.4 ft) / 2 14.41 ft -k z, RM 14.41 ft•k 4:; s . _ FS OTz = OT�Mz 1.32 ft k .=.10.88 ' FSOTZ 10.88 z FSoTrege =,11.50 ✓ � , r _ Sliding t-Wf'= 4.36 k (weight of footing) • Z Wp'- 0 k , (weight of pedestal) Fob = Cloverburden (Aftg - Aped) = (0 PSI) [(19.36 ftzl - (1.17 ftz)] = 0 k r' �' `• -X Fresist = Cf (Wf + Wp + Fob + p) + Fpassive = (0.35) [(4.36 k) + (0 k) + (0 k) + (2.19 k)] +(1.93 k) = 4.22 k' } Fsridingx 5 - 0.33 k (applied V.)r , r FSslidingX= Fresist = ((4_2� = 12.63 FslidingX 0 33 k 4 1 !T 6 + fSslidingx = 12.63 i FSslidingRegd = 1.50 ✓ "' r 1 -A, l • , .� F.S: against sliding in Z direction is infinite(rio applied force) 5.y -+ QuickFootmg 2.0 (lesweb corn) "~ Page 10 of 15 Wednesday 04/15/15 11:02 AM Stability Checks [Load Set:.New.Load Set Combination: '1.OD + 1.OWpz] (continued) Uplift , " y - Y s . ,• r. �X` uplift ` \ P = 2.19k 4 F.S. against uplift is infinite (axial force is in compression) ,,, �N ♦.- _. , �'r . •fir ,� .. r 4� \• r ', ,^r. �f. - +�.� � f : � . •�, - 's� r ` ^ . ate' � r , rt.. QuickFooting 2.0 (iesweb.com),f f_ ^ - Page 11 of 15 Wednesday 04/15/15 11:02 AM 153103-CHIC0,'CA, t 4 Stability Checks [Load Set: New Load Set Combination: 1.OD + 1.OWny] Forces , - Factored Loads Axial Force -0.32 k °`"` • Moment X 0 ft -k Moment Z -2.3 ft -k. . 307.4 psf , 109.3 psf f Shear X 0.58 k • Shear Z 0 k S C Overburden 0 psf ` `• ' Footing Weight 4.36 k Pedestal Weight " o k R sultant = 4.03 k ' Bearing Pressure', •, X I. I ' ` _, 3000 psf 2 307.4 psf ✓ f Qanow _ P. ggross.= P r , - ' 307.4 psf 109.3 psf ` Max pressure = 307.4 psf (Gross: Includes effects of footing weight and overburden) ' Overturning _ overturning r Wf' = 4.36.k (weight of footing) r ` } %!= 0 k (weight of pedestal) • Fog= Qoverburden (Affg ; Aped) = (0 ps0 [(19.36 ftx) _ (1.17 ft)] = 0 k N• 22 ft! x-;2.2 fl- F.S. against overturning about X axis is infinite (no applied moment) N OTMz=Mz+VxHp = ( 2.3ft-k)+(0.58k)(0in) '='-2.3•ft-k �. RMr. = (P + Wp) dx + (Wf + Fob) N /2 = [(- 0.32 k) + (0 k)) (2.2 ft) + [(4:36 k) + (0 k)] (4.4 ft) / 2 !- 8.87 ft'k . FSori=O $23ftk = 3.85 FSOTZ =L 3.85 Z FSorregd = f 1.50 ✓ Sliding ) , Sliding T. Wf = 4.36 k ` . (weight of footing) 0 k (weight of pedestal) Z Fob = Qoverburden (Aftg - Aped) _ (0 psf) [(19.36 W) - (1.17 ft2)] _' 0 k ` 1 X Fresist = Cf (Wf + Wp + Fob + P) + Fpassive - (0.35) [(4.36 k) + (0 k) + (0 k) + (- 0.32 k)] + (1.93 k) ' = 3.34 k Fslidingx = 0.58 k (applied Vx) t Fresist_ _ . (3.34 Q S , FSslidingx = - = 5.75 s 'FslidingX 0.58 k F FSslidkngX = 5.75 2 FSslidingRegd = 1.50 ✓.! ` F.S.against sliding in Z direction is infinite (no applied force) r r QulckFooting 2.0 (lesweb,com) , Page 12 of 15 : • Wednesday 04/15/15 11:02 AM bility Checks `[Load Set: New Load Set Combination: '1.OD + 1'.OWny] '(continued) Up,,,l Uplift N Wf = 4.36 k. (weight of footing) y ` Wp = 0 k t (weight of pedestal) r Fob = 4overburden (Ang -Aped) _ (0 psf) [(19.36 ft') - (1.17 8')) = 0 k s r ♦ • Fdown = Wt +.Wp +Fob + Feddl - (4.36 k) + (0 k) + (0 k) + (0 k) •= 4.36 k a Fup= 0 - P = 0 - ( 0.32 k) = 0.32 k r • ` f .. FSup = Fdmm = Fup 0.32 k = 13.48 > FSup = 13.48 2 FSupRegd = 1:0 ✓ t Yr t •' " .r y{. , ' as , ♦' ! } • ♦ � te t 4 - PT • a •� T .• iii � SN � • '. {. � • ` QuickFooting 2,0 (iesweb.com); ,; ..'Page 13 of 15 T Wednesday 04/15/15 11:02 AM •'' Stability Checks [Load Set: New Load Set-' " Combination: 0.6D + _1.OWny] : - ` Forces . Factored Loads -Axial Force r ` -0.83 k Moment X 0 ftk ,. Moment Z • -2.3 ft -k . 193.7 0 1 Shear X 0.58 k psf psf 'a P ' Shear Z 0 k i "•. 04erburden t 0 psf ... Footing Weight Pedestal Weight 2.61 k 0 k Resultant = 1.78 k'_ ! ' - P t Bearing Pressure ' gaimw = 3000 psf z ggross = 193.7 psf ✓ 193.7 psf Oi psf i Max = pressure93.7 psf ' �i. (Gross: Includes effects of footing weight and overburden), Overturningi. t: ti Overturning . ;' < ..�., -,r Wf = 2.61 k , (weight of footing) r.. .. � Wp = 0 k (weight of pedestal) Fob = govertiurden (Aftq - Aped) _ (0 PSf) [(19.36 ft2) -(1.17 ft2)] 0 k . 2.2 ftL 2,2 ft- F.S. against overturning about X axis is infinite (no applied moment) N OTMz = Mz + Vx Hp = (- 2.3 ft -k) + (0.58 k) (0 in) _. - 2.3 ft•k �` 7 S RMz = (P + Wp) dx + (Wf + Fob) bx / 2 = L( 0.83 k) + (0 k)] (2.2 ft) {+ [(2.61 k) + (0 k)] (4.4 ft) / 2 3.92 ft- k " FS RML 3 = .92 ft k ' = 1.70 orz = OTMz 2.3 ft k FSorz = 1:70 s FSorregd = `1.50 ✓. - sliding _ Sliding f ?• , Wf = 2.61 k • (weight of footing) r� WID r 0 k (weight of pedestal) , Fob"Fob"= goverburden (Aftg - Aped) +_ (0 psf) [(19.36 ft2) - (1.17 ft2)] = 0 k -X Fresist = Cf (Wf + Wp + Fob * P) * Fpassive = (0.35) [(2:61 k) + (0 k) + (0 k) + (- 0.83 k)] + (1.93 k) ='2.55 k', Fslidingx = 0.58 k (applied Vx) . _ F2.55 k) t FSsiidingx = -resist _ c 4:39 . • FslidingX 0.58 k + w FSstidingX = 4.39 2 FSslidingRegd = 1.50 ✓ r F.S. against sliding in Z direction is infinite (no applied force), Stability Checks [Load Set: New Load Set -Combination: 0.6D'+ 1.OWn ] (continued)' : r - ' Quick.Fo6ting 2.0 (iesweb.com) ". ; Page 15 of 15 Wednesday 04/15/15 11:02 AM s y, + www.hild.us � � , Profis Anchor 2.4.8 ' r ti Page: 1 •Company:` Specifier: Project: -Address:- Sub-Project I Pos. No.' Phone I Fax: t Date: 5/11/2015 ' E-Mail: , } Specifier's comments: + 1 Input data Anchor type and diameter: .... HIT-HY 200 + HAS 1/2 ' , C Effective embedment depth' he1,opli = 5.591 in. (hef,rmit = 10.000 in.) Material: , 5.8 - Evaluation Service Report: _ ESR-3187' Issued I Valid: + �, 5/1/2014 13/1/2016 . f. „ Proof: , rr 4 ` design method ACI 318 / AC308 Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.750 in. \ ' Anchor. plate: Ix x ly x t = 10.000 in. x 10.000 in. x 0.750 in.; (Recommended plate thickness: not calculated) Profile:• W shape (AISC); (L x W x T x FT) = 5.830 in. x 3.940 in. x 0.170 in. x 0.194 in. '+ Base material: cracked concrete, 4000; 4000 p`si; h = 420.000 in., Temp. short/long: 32/32 °F r 'Installation: hammer drilled hole, installation condition: dry Reinforcement: tension: condition B, shear: condition'B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar • , ' Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [Ib, fLkip] , ' Z _ r . UP �,�• i BUT •Fr •_ 7T7�TTE. ... 'COUN . L r C,. n, .MAY 1 3 2015' X 'DEVELOPMENT Input data and results must be checked for agreement with the existing conditions and for plausibility!' ' ' SERV IC I; PROFIS Anchor (c) 20032009 Hilti AG, FL-9494 Schaan Hilti Ise registered Trademark of Hilti AG, Schaan R * � s s r •• `; � .. #-<.. - � ., -may '' r" - ! .e' •. www.hilti.us = t Profis Anchor 2.4,8 Mr Company: Page: ; 2 ',Specifier: Project: Address: Sub -Project I Pos. No.: , Phone.I Fax:-. , ; I Date:5/11/2015 , E-Mail:'.t -�k ' 2'Load "case/Resulting anchor forces .I Load case: Design loads € # Anchor reactions [lb] f Tension force_: (+Tension, Compression) Anchor Tension force " Shear force Shear force x Shear force y 1 5013 - 375 ( 375 0 05, 375 .375 4 0 3 5013 *4375 375 0 F F -4 0.11 375 375 i 0 max. concrete compressive strain: 0.36 [960] max. concrete compressive stress: 1578 [psi] t resulting. tension force in (x/y)=(-3.500/0.000): , 10026 [lb] -e • resulting compression force in (x/y)=(4.350/0.000): 15390 [lb] •3 Tension load , ' Load Nua [lb] Capacity ON„ [lb] Utilization SN = Nua/^ % Status Steel Strength* _ 5013 76688 75 'OK f. r Bond Strength"' 10026 10093 100 OK { Concrete Breakout Strength'* 10026 1307.7. ' 77 OK }. .-'anchor having the highest loading —anchor group (anchors in tension) 3:1 Steel Strength', t ' NSB • = ESR value refer to ICC -ES ESR -3187 - - Nseei 2 Nua ACI 318-08 Eq. (D-1) Variables r n Ase N [in fate [Psil 1 ., 0.14 - 72500 + Calculations ' " N. [lb] 10290 Results, • NIb -• �steet Nsa [lb] • • � Nue [lb] sa [lb] .• f 10290 0.650 6688 5013 Input data and results must be check adfor agreement with the existing conditions and for plausibilityt " PROMS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilli is a registered Trademark of Hilti AG, Schaan r - �, ' Input data and results must be checked for agreement with the existing conditions and for plausibilityI PROFIS Anchor (c).2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan OLE www.hilti.us Profis Anchor 2.4.8 Page: 3 •Company: Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 5/11/2015 E -Mail: 3.2 Bond Strength Nag ' \(ANaOANa / wed,Na y1g,Na Wec,Na yp,Na Na0 ICC -ES AC308 Eq. (D -16b) 'Nag 2 Naa ACI 318-08 Eq. (D-1) 'ANa = see ICC -ES AC308, Part D.5.3.7 ANao = ser,Na ICC -ES AC308,Eq. (D716c) Scr,Na = 20d !ham 5 3 hef 1450 ICC -ES AC308 Eq. (D -16d) Ccr,Na = s ZNa ICC -ES AC308 Eq. (D -16e) Wed,Na = 0.7 + 0.3 (a.mia) 5 1.0 ICC -ES AC308 Eq. (D -16m) Ccr,Na • Sa 0.5 Wg,Na = Wg,Nao +'[( (1 - W9.NA] z 1.0 ICC -ES AC308 Eq. (D -16g) LLLL Su Na Tk,c a 1.0 Wg,Nao = Nn - [(� - 1) ( > ICC -ES AC308 Eq. (D -16h) Tk,max,c Tk,max,c = nd hY er '-fc. ICC -ES AC308 Eq. (D -16i) 1 Wec,Na = 1 + 2eN l 5 1.0 ICC -ES AC308 Eq. (D -16j) \ ".Na Wp Na = MAX Sa_min •Cer,Na\ 5 1.0 • Cac ' Cac / ICC -ES AC308 Eq. (D -16p) Nao =Tkc ' xbond ' 7[.' d • her ICC -ES AC308 Eq. (D-160 Variables f • Tk,e;uner [psi] danchor [in.] f hef [in.] f Ca min [In.] Savg [in.] n Tk a [psi] 1880 0.500 5.591 31.000 7.000 2 1051 k fc [psi] ecf,N [in.] ec2,N [in.] ca. [in.] xbond . 17 •4000 0.000 0.000 9.483 1.00 Calculations Scr,Na [in.] Ccr,Na [in.] AN. [in.. J AN.0 [in• 1 Wetl Na Tkmax [psi] -• ' 11.385 5.693 209.33 129.63 1.000 1618 . Wg.NaO - Wg.Ns Wecl,Na Wec2,Na Wo Na Nao [lb] 1..197 1.043 1.000 1.000 1.000 9223 Results Nag [Ib] bond Nag [lb] Nua [lb] 15527 0.650 10093 10026 ' Input data and results must be checked for agreement with the existing conditions and for plausibilityI PROFIS Anchor (c).2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilli AG, FL -9494 Schaan Hilti is a registered Trademark of Hilli AG; Schaan www.hilti.us Profis Anchor 2.4.8 ' Company: Page: 4 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 5/11/2015 E -Mail: 3.3 Concrrrete B1lreakout Strength ANc Nebg — Wec,N Wed,N kVc,N 1I1cp,N Nb ACI 318-08 Eq. (D-5) \f1Nco/ Ncbg 2 N„a ACI 318-08 Eq. (D-1) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hef ACI 318-08 Eq. (D-6) 1 Wec,N - 1 + 2 eN�. 5 1,0 ACI 318-08 Eq. (D-9) , \ 3 her Wed,N = 0.7 + 0.3'(C.min) 5 1.0 1.5hef ACI 318-08 Eq. (D-11) LI1cp,N = MAX( ficin, 1 5 1.0 ACI 318-08 Eq. (D-13) ah .No = kc fi Wc hef5 11 ACI 318-08 Eq. (D-7) Variables 1 _ her [in.] ec1,N [in.] 1 ec2,N [in.] Ca mfin lin.] WCA 5.591 0.000 .0.000 31.000 1.000 qac [in.] kc x f" [psi] 9.483 17 1 4000 Calculations a ANc [in .2] ANc0 [in• 2� 1 Wec1 N Wee2 N Wed,N Wcp N Nb [lb] 14190' 397.97 280.69 1.000 1.000 1.000 1.000 Results Ncbg [Ib] concrete Ncb9 [lb] Nua [lb] 20118 0.650 13077 10026 f • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilli AG, FL -9494 Schaan Hilti is a registered Trademark of Hilli AG; Schaan • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us NEI I Profis Anchor 2.4.8 Page: 5 •Company: Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 5/11/2015 E -Mail: 4 Shear load Load Vua [lb] Capacity OVa [lb] Utilization Pv = Vual+Vn Status Steel Strength' 375 3705 11 OK Steel failure (with lever arm)" N/A N/A NIA N/A Pryout Strength (Bond Strength controls)" 1500 37129 5 OK Concrete edge failure in direction x+" R 1500 38281 4 OK anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength Vsa _ (n 0.6 Ase,v futa) refer to ICC -ES ESR -3187 Vsteel Z Vua ACI 318-08 Eq. (D-2) Variables , n Ase,v [in.1 fu,. [psi] (n 0.6 Ase,y futa) [lb] 1 0.14 72500 6175 Calculations V. [lb] 6175 Results Vsa [Ib] Osteel V. [lb] Vua [lb] 6175 0.600 3705 375 • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan t www.hilti.us Profis Anchor 2.4.8 Page: 6 •Company: Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax:, Date: 5/11/2015 E-Mail: 4.2 Pryout Strength (Bond Strength controls) Ucp9 -kw[ [(AN.0 ANa ) Wed,Na Wg,Na Wec,Na WpNa Nao] ACI 318-08 Eq. (D-31) Vcpg 2 Vua ACI 318-08 Eq. (D-1) ANe see ICC-ES AC308, Part D.5.3.7 AN.0 = S2Na ICC-ES AC308 Eq. (D-16c) • ScrNa = 20 d Tk%.us 3 het , 1450 ICC-ES AC308 Eq. (D-16d) _ Ne Ccr,Na - Scr2 ICC-ES AC308 Eq. (D-16e) - Wed,Na = 0.7 + 0.3 (a.-I") 5 1.0 ICC-ES AC308 Eq. (D-16m) Ccr.Na Wg•Na = Wg,NaO + r Savg (1 Wg,N.0)] Z 1.0 ICC-ES AC308 Eq. (D-16g); L(S)0.5 • rr 1.5 Wg,NaO — Vn - �(,Fn - 1) ( Tk•c ) ]? 1.0 .ICC-ES AC308 Eq. (D-16h) Tkmax,c Tk,maz,c = d h� ICC-ES AC308 Eq. (D-16i) - n 1 WeC,NB - + 2e,N 5 1.0 ICC-ES AC308 Eq. (D-16j) \1 Scr,Na J WpNa = MAX(Ca_min Ccr,Na) 5 1.0 ICC-ES AC308 Eq. (D-16p) Cac Cac / ' Nao = Tk,c • "bond • 11 d • her ICC-ES AC308 Eq. (D-160 r Variables 1 ^cp Tk.c,uncr [PSI] 1 Tk,c [PSI] 1 danoor [in.] her [In.] Sa, [In.] n 2.000 1880 1051 0.500 5.591 7.000. 4 kc fc [PSI] ecl.N [in.) ec2.N [in.] ca,min [in.] cac [in.] Kbond 17 4000 0.000 0.000 31.000 9.483 1.00 Calculations S.,Na [in.].. Ccr.Na [In.] 2. AN. [In. 1 1 AN.0 [in.2J WedN 1 Tkmax [PSI] 11.385 5.693 338.02 129.63 1.000 1618 Wg,NaO Wg Na 41ec1 N Wec2 N WpNa Nall (lb) ' 1.476 1.103 1.000 1.000 1.000 9223 Results Vcpg [lb] concrete Vcpg [lb] Vua [I b] 53042 0.700 37129 1500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan t 6 Combined tension and shear loads ON pv C Utilization PN v [%] Status 0.993 0.101 1.000 92 OK ONV=(ON + OV) /1.2-1 r 6 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! x • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service'Report for cleaning and installation instructions • The ACI 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. • Checking the; transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! ti Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor. (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us OLE Ed I Profis Anchor 2.4.8 Company: Page: 7 Specifier: Project: Address: Sub -Project I Pos. No.: Phone 1 Fax: Date: 5/11/2015 E -Mail: 4.3 Concrete edge failure in direction x+ Vcbg — (Avco) Wec,V Wed,V tlle,V t#h,V Wparallel,V Vb ACI 318-08 Eq. (D-22) Vcb9 z V„a ACI 318-08 Eq. (D-2) Avc .see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 cet ACI 318-08 Eq. (D-23) 1 wec,v = + 2e,, s 1.0 ACI 318-08 Eq. (D-26) \1 3cat yied,v = 0.7 + 0.3(1 2 5 1.0 ACI 318-08 Eq. (D-28) 1.5ca, Wn,v = 2,'1.0 . he ACI 318-08 Eq. (D-29) _ �� ub = (7 (d ) ,oz • �) X VTc- cal ACI 318-08 Eq. (D-24) e Variables cal [in.] ca2 [in.] ecv [in.] WC.V ha [in.] 31.000 31.000 0.000 1.000 420.000 le [in.] da (in.], fc [psi] wparailel V 4.000 1.000 0.500 4000 1.000 } Calculations • Avc [in.2] Avco [in.2] Wec.y Wed,v Wh V Vb [lb] . 3208.50 4324.50 1.000 0.900 1.000 81898 Results Vebg [I b] t concrete Vcbg [lb] Vu. [lb] 54687• 0.700 38281 1500 6 Combined tension and shear loads ON pv C Utilization PN v [%] Status 0.993 0.101 1.000 92 OK ONV=(ON + OV) /1.2-1 r 6 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! x • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service'Report for cleaning and installation instructions • The ACI 318-08 version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. • Checking the; transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! ti Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor. (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Profis Anchor 2.4.8 Company: Page: 8 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 5/11/2015 E -Mail: 7 Installation data Anchor plate, steel: - Anchor type and diameter: HIT-HY 200 + HAS .112 Profile: W shape (AISC); 5.830 x 3.940 x 0.170 x 0.194 in. Installation torque: 0.030 ft.kip . Hole diameter in the fixture: df =0.563 in. Hole diameter in the base material: 0.563 in. Plate thickness (input): 0.750 in. Hole depth in the base material: 5.591 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 6.841 in. Cleaning: Premium cleaning of the drilled hole is required J 1.500 7.000 Coordinates Anchor in. Anchor x y c -x c+x c -Y, c+,, • 1 -3.500 -3.500 31.000 38.000 31.000 38.000 2 3.500 -3.500 38.000 31.000 31.000 38.000 3 -3.500. 3.500 31.000 38.000 38.000 31.000 4 3.500 3.500 38.000 31.000 38.000 31.000 Input data and results must be checked for agreement with the existing conditions and for plausibility) ' PROFIS Anchor (c) 2003=2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan t , r OLE www.hiiti.us Profis Anchor 2.4.8 Company: Page: .9 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 5/11/2015 E -Mail: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms .and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carving out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan V