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Permit Folder 52 W 3rd Street White, Debbie From: Groff, James[JGroff@coj.net] Sent: Wednesday,August 25, 2010 2:42 PM To: White, Debbie Subject: RE: FINAL FIRE INSPECTION REQUESTED-52 W 3RD STREET Inspector Escanio passed the inspection conducted on 8/24/10 for this location. f(JOI 1108 IGPGFJ CFPE Fire Prevention Plans Review (904)255-8560 Office (904)255-8559 Fax (904)718-7452 Cell From: White, Debbie [mailto:dwhite@coab.us] Sent: Monday, August 23, 2010 10:14 AM To: Ratliff, Bob; Groff, James Subject: FINAL FIRE INSPECTION REQUESTED - 52 W 3RD STREET Guys: I HAVE AN INSPECTION REQUEST FOR 52 W 3RD STREET PERMIT#10-468. Contact number is 904 291-5650(middleburg #).. Please let me know the results...Thanks, Debbie Debbie White CITY OF ATLANTIC BEACH BUILDING DEPARTMENT (904) 247-5826 (904) 247-5845 FAX 1 his CITY OF ATLANTIC BEACH s 800 SEMINOLE ROAD ATLANTIC BEACH,FL 32233 INSPECTION PHONE LINE 247-5826 Application Number . . . . . 10-00000468 Date 6/04/10 Property Address . . . . . . 52 W 3RD ST 54 , 56 Tenant nbr, name . . . . . . 1500 Application type description COMMERCIAL ALTERATION Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 43000 --------------------------------------------- Application desc EXPAND EXISTING WAREHOUSE ------------------------------------------------------ Owner Contractor ------------------------ ------------------------ CHRISTENSON, DALE CARDINAL BUILDING SYSTEMS INC 112 OLEANDER ST 4837 ALLIGATOR BLVD NEPTUNE BEACH FL 32266 PRES :ANN MARIE SICKMEYER MIDDLEBURG FL 32068 (904) 291-5650 ---------------------------------------------------------------- Permit BUILDING PERMIT Additional desc . . Permit Fee . . . . 265 . 00 Plan Check Fee 132 . 50 Issue Date . . . . Valuation . . . . 43000 Expiration Date . . 12/01/10 ---------------------------------------------------------------------- Special Notes and Comments Approved for City of Atlantic Beach Public Works . St. Johns River Water Management District permit modification required and applied for. -------------------------------------------------------------------------- Other Fees . . . . . . . . . CITY RADON SURCHARGE . 38 ST CONSTRUCTION SURCHARGE 6 . 75 AB CONSTRUCTION SURCHARGE . 75 STATE RADON SURCHARGE 7 . 13 ------------------------------------------------------------------------ Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 265 . 00 265 . 00 . 00 . 00 Plan Check Total 132 . 50 132 . 50 . 00 . 00 Other Fee Total 15 . 01 15 . 01 . 00 . 00 Grand Total 412 . 51 412 . 51 . 00 . 00 PERMIT IS APPROVED ONLY IN ACCORDANCE WITH ALL CITY OF ATLANTIC BEACH ORDINANCES AND THE FLORIDA BUILDING CODES. WEST 3RD S'T'REET COMMERCIAL BUIL,DIN A'TLANT'IC BEACH, FLORIDA DRAINAGE CALCULATIOISIS PREPARED FOR: DALE CHRISTENSON PREPARED BY.' ROBERT K. PHILLIPS, P.E. 1 550 SELVA MARINE DRIVE ATLANTIC BEACH, FLORIDA 32233 MAY 14, 2010 TABLE OF CONTENTS 1) INTRODUCTION AND ATTACHMENTS A. Executive Summary 2) POST DEVELOPMENT ANALYSIS A. Discharge and Stage Summary B. Post Development Nodal Diagram C. Post Development CN and Time of Concentration D. Storm water Treatment Volume Calculations E. Post Development Pond Volume Calculations F. ICPR Analysis 1. Basin Summary 2. Node Min/Max Summary 3) INPUT DATA `,,1{{{111llt/1,I � �,,.PHIL4�A.,�� Prep f•)ireeO�Tori'�f o 0 .I. Cry` Florida r �e o,i . O �`� 52 West 3rd Street EXECUTIVE SUMMARY The proposed drainage calculations will be modifying the following historical permit sequence:42-031-2883 (1)&(2). The project is located at 52 West 3`d Street,Atlantic Beach,FL 32233.The existing facility is approximately 0.81 Ac in size and 57%impervious.The project is served by an existing dry detention The first permit application and corresponding calculations filed for the subject property were submitted on 8/30/1996 by Hill, Boring & Dunn. The application/permit # assigned was 42-031-2883AN-ERP. The application and subsequent permit authorized 0.22 ac of impervious area on 0.351 acres of land.The project consisted of a commercial warehouse & office building with associated infrastructure including a dry detention storm water management facility.The dry detention facility was sized according to current District rule criteria, the top of bank was set at elevation 10.6', bottom at 8.7 , with a resultant treatment weir elevation set at 9.5 .This permit application was approved on 9/27/96. The second permit application (modification)and corresponding calculations filed for the subject property were submitted on 5/5/1999 by Connelly & Wicker, Inc. The permit modification submittal increased the project area to 0.81 acres(0.351 Ac Phase 1+0.459 Ac Phase II).The impervious area permitted within this modification was 57%impervious.The permit application proposed an increase in the volumetric capacity of the originally permitted system.The proposed pond modification expanded the treatment volume in account for the additional impervious area and did not require modification to the original weir elevation of 9.5'. Top of bank and bottom of pond remained the same.The permit application was approved on 927/1999. This permit modification application seeks to follow the same methodology set forth in the previous permit submittals.Proposed with this submittal is the addition of 1500 SF of building expansion area,along with the proposed demolition of 600 SF of concrete drive(in the area of the proposed building expansion)for a net increase of 900 SF of impervious area. The following calculations will demonstrate design compliance with District rule criteria for online dry detention facilities. 1.0 GENERAL SITE DESCRIPTION&LOCATION The proposed dry detention drainage system is for the property located at 52 3rd Street West in Atlantic Beach, Florida. The existing property is an existing commercial building with an existing storm water management system Approximately 0.81±acres will be permitted under this application. Proposed within this application is the construction of commercial building addition and modifications to the dry detention storm water management system. Construction shall include clearing,grading,utility construction,building construction, and the storm water management system modifications. 2.0 PRE-DEVELOPED DRAINAGE INFORMATION The property drains into the existing dry detention pond. Pursuant to a pre-application meeting with the SJRWMD, we will modify the legacy permit # 42-031-2883 with a ERP application. With no wetlands onsite, a Standard General Stormwater Permit will be applied for. The requirements for a Standard General Stormwater Permit only require a determination of water quality volume,not prepost discharge rates.A pre- developed drainage analysis was purposely omitted from this submittal. 3.0 POST-DEVELOPED DRAINAGE INFORMATION , There is one single drainage basin in the post-developed plan. Basin "Post Site,, is the contributory area which drains into the proposed online dry detention storm water management system. The site has very fast draining soils. Pond SMF-I discharges both to the superficial aquifer during each'storm event,but also has an control structure which allows elevated water elevations within SMF-1 to discharge into the storm water collection system within the right-of-way of 3rd Street West. The dry storm water retention system proposed will provide storm water treatment for the storm water runoff;storm water calculations have been included to show compliance with District design criteria. The input data from the original permit(42-031-2883)was used to replicate the original drainage model;the stage storage relationship of the pond modifications was changed to reflect the new pond configuration. FEMA FLOOD ZONE The project is located in Flood Zone X,Areas outside the 100 year flood. TAIL WATER CONDITIONS Tail water conditions for the outfall are based on the existing elevations for the adjacent roadway elevations, site visits to determine high water levels in adjacent ditches during a period of heavy rain,and/or base floodway elevations from the Flood Insurance Rate Maps,whichever are higher. 4.0 DESIGN ANALYSIS The drainage calculations for the property provide the required storm water treatment for online dry retention systems. The online dry retention system has been designed to provide the required treatment for the respective drainage areas. Storm water calculations and a Post Developed Drainage Analysis is included with this submittal. In the following sections, the drainage calculations for the individual basins provide the weighted curve number, time of concentration, and storm water management facility treatment volume and permanent pool requirements along with Pre/Post and drawdown models. The hydrologic modeling for this system was accomplished using standard SCS runoff procedures and ICPR version 3.2. The system has been designed and modeled to provide the required treatment and attenuation for these drainage areas. 5.0 SOILS INFORMATION Soils information based upon the Duval County Soils Survey issued September 1998. 6.0 WETLAND IMPACTS There are no proposed wetland impacts proposed with this application. POST DEVELOPED 52 West 3rd Street, Atlantic Beach Discharge and Stage Summary Peak Discharge Comparisons (cfs): Pre Post Pre Post Mean Mean 25- r 25- r OUTFALL 0.76 0.280 1,67 Peak Stages(ft): POST DEVELOPED BOT Mean 25-yr T.0.B. Pond SMF-1 8.70 9.75 10.35 10.60 Almond Engineering, P.A. Drainage Calcs west3rdstreet EJA.xis 5/17/2010 E a N � w ci O y^ a 0 0 v E= h g N E a c a v O oD .5 c 0 � b c ro n°. a 'v z v w vo, V .441 ro F V yE W d jUyCj7 O.•,4 ��L P.O. uw�� O w 3 zla>Ez oDvi>.N alazuAwaxwwk 52 West 3rd Street,Atlantic Beach CURVE NUMBERA TIME OF CONCENTRA ON POST-DEVELOPMENT DRAINAGE AREAS DESCRIPTION: Contributory Area to Dry Pond A NODE NAME: SITE-A-POST 0.81 ac. CN. AQ Land C� Soil Tvice 0.48 Building&Pavement °% Weight% 0.33 Openspace 98 59.3% 58 A/D 77 40.7% 31 Area: 0.81 IK 100.0% Weighted SCS CN= 89 (Use same CN as previous permit submittal) (TC from previous permit submittal) Time of Concentration= 7.1 min. or 0.12 hrs. Almond Engineering,PA. Drainage Calcs west3rdstreet E.1A.xis 5r17no10 52 West 3rd Street,Atlantic Beach TREATMENT VOLUME CALCULATIONS for Stonnwater Management Facilites(SMF-1) Previous Permit Information(42-031-2883AN-ERP) Project Area 0.81 Ac. Permitted Impervious 57.0% % Allowable Impervious 0.46 Ac. 20111.65 Fr New Impervious Area 900 FT2 (1500 SF New Building less 600 SF Existing Cora.) 0.021 Ac. Total New impervious 0.48 Ac. New Impervious Percentage 0.596 % TREATMENT VOLUME REQUIRED for 100%ONLINE DRY RETENTION 0.5"Over Entire Basin: (Total Area x 0.5"U(12"/ft)= 0.034 Ac-ft or or 1.25"Over Impervious Area: (Total Area)(%Impervious)(1.25"u(12"/ft)= 0.050 Ac-ft Aa plus an additional 0.5"over entire basin(if online retention) Use 0. 0 0.5"Over Entire Basin: (Total Area x 0.5'11(1211t)= 0.034 Ac-ft Total Treatment Volume Req'd 0.084 From Pond Configuration: JWeir Elevation= 9.46 Feet SAY 9.50 Almond Engineering,PA. Drainage Caics west3rdstreet EJA.xis 5/17/2010 52 West 3rd Street, Atlantic Beach POND CONFIG RATIONS (Existing)SMF-1 (Proposed)SMF-1 Ele=500. Elev. SMFt _____ Area Vol 10.6BOT 8.710.60 0.160 0.21 NWL 8.70 0.064 0.00 Treatment Volume Required 0.084 Ac-ft Treatment Volume Provided Average Pond Area(A)=(0.064+0.160)/2 =.112 Ac. Treatment Depth (D)=0.8 ft (Weir Elev 9.5-Pond Bottom 8.7) Treatment Volume Provided =A'D =0.0896 Ac-ft Gepp Almond Engineering, P.A. Drainage Calcs west3rdstreet EJA.xis 5/17/2010 W 3RD Street - Basin Sumamry Basin Name: SITE POST - Group Name: POST Simulation: 02SYR24HR-POST Node Name: SMP-1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min) : 0.95 Comp Time Inc (min) : 0.95 Rainfall File: Flmod Rainfall Amount (in) : 9.250 Storm Duration Mrs) : 24.00 Status: Onsite Time of Conc (min) : 7.10 Time Shift (hrs) : 0.00 Area (ac): 0.810 Vol of Unit Hyd (in) : 1.001 CurVe Number: 89.000 DCIA (t) : 0.000 Time Max Mrs) : 12.01 Flow Max (cfs) : 5.36 Runoff Volume (in) : 7.905 Runoff Volume (ft3) : 23244 -------------------------------------------------------------------------------- Basin Name: SITE POST Group Name: POST Simulation: MEAN24HR-POST Node Name: SMF-1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min) : 0.95 Comp Time Inc (min) : 0.95 Rainfall File: Flmod Rainfall Amount (in) : 5.000 Storm Duration (hre) : 24.00 Status: Onsite Time of Conc (min) : 7.10 Time Shift Mrs) : 0.00 Area (ac) : 0.810 Vol of Unit Hyd (in) : 1.001 Curve Number: 89.000 DCIA (t) : 0.000 Time Max Mrs) : 12.01 Flow Max (cfe) : 2.69 Runoff Volume (in) : 3.767 Runoff Volume (ft3) : 11076 ` Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies,Inc. Pagel of I I 0 u 00 � W 000000 a ootn000t Yd O O N O O O u 6' saw OOn1 OON +i rl 31 O O t+l O O y� V 00NO0N W Nr�bN coO U O b M b N b 0 Ntn OO N H W M M O N N O Fw� rtMoa.ro W tl N O O 1,O o Ln W N b 0 0 N 9 Y co 0 co W44 ��4 NbANY1 b O O O O O o 0 0 0 0 0 0 000000 ti Q btVu 000000 [i pW OObOOb y t`O�r00 O .t C S � vAJ ootnootn H aw obMobt� uu+ H bb�%D%o(h .pG7 NWS V V W OOM 00N (n b O O M O O 1p N H L N N N N N N O y RRRRRR u u 0 0NN 7 e4 oo RR RRR a° a u x QSRR� RRA + v N y 0 3 � 0 C } INPUT DATA e W 3RD Street - Input Summary ............s.as............xs.ss.s.....xxx...x....sx.ssss................................ .... Basins ..............................s.............................................:: ............s..s.a.xs..x......s.......xx...-...........=.............-- Name: SITE POST Node: SMF-1 Status: Onsite Group: POST Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs) : 0.00 Rainfall Amount(in) : 0.000 Time of Conc(min) : 7.10 Area(ac) : 0.810 Time Shift(hrs) : 0.00 Curve Number: 89.00 Max Allowable Q(cfs) : 999999.000 DCIA(t) : 0.00 .s.ssss.ssss.s.:s.....s..........s.........s.......ssss................................... •••. Nodes ........sxa.....-x.............x.........s..s.....s.......................... ...........s..........................................s..s.............s.................. Name: GRNDPOST Base Flow(cfs) : 0.000 Init Stage(ft) : 5.000 Group: POST Warn Stage(ft) : 7.000 Type: Time/Stage (DATA OBTAINED FROM ORIGINAL SJRWMD PERMIT) Time(hrs) Stage(ft) --------------- --------------- 0.00 5.000 12.00 6.000 24.00 5.000 ------------------------------------------------------------------------------------------ Name: OUTFALL_POST Base Flow(cfs) : 0.000 Init Stage(ft) : 4.600 Group: POST Warn Stage(ft) : 0.000 Type: Time/Stage (DATA OBTAINED FROM ORIGINAL SJRWMD PERMIT) Time(hrs) Stage(ft) --------------- --------------- 0.00 4.600 12.00 6.600 24.00 4.600 ------------------------------------------------------------------------------------------ Name: SMF-1 Base Flow(cfs) : 0.000 Init Stage(ft) : 8.700 Group: POST Warn Stage(ft) : 10.600 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 8.700 0.0640 10.600 0.1600 -... Operating�Tables�.........s.....s....s.........x...x........•••.....••••..........sx. sss.s......s........as....s........s.......ss....s........s............................... Name: PERC Group: POST Type: Rating Curve Function: US Stage vs. Discharge (DATA OBTAINED FROM ORIGINAL SJRWMD PERMIT) US Stage(ft) Discharge(cfs) --------------- --------------- 8.700 0.00 8.900 0.33 10.600 0.91 Interconnected Channel and Pond Routing Model(ICPR) ®2002 Streamline Technologies,Inc. Page 1 of 3 5 W 3RD Street - Input Summary ....s........ass...s.....s....s......s..........s......sss.s.....s.......s............s... .... Drop Structures ..ss.s............s...ss.....s.s..................................... , .....s......s...sasss.......s..:sss.s.s.........ssas...............................s...... ._. Name: DROPPOST From Node: SMF-1 Length(ft) : 10.00 Group: POST To Node: OUTFALL POST Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in) : 15.00 15.00 Flow: Both Rise(in) : 15.00 15.00 Entrance Loss Coef: 0.500 Invert(ft) : 4.600 4.500 Exit LOSS Coef: 0.500 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Solution Inca: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall (DATA OBTAINED FROM ORIGINAL SJRWMD PERMIT) +•• Weir 1 of 1 for Drop Structure DROPPOST •+• Count: 1 Bottom Clip(in) : 0.000 TABLE Type: vertical: Mavis Top Clip(in) : 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in) : 8.40 Invert(ft) : 9.500 Rise(in) : 8.40 Control Elev(ft) : 9.500 ..........................s.........s..................s......................s........... ..:: Rating Curves .......................s..........................s.................... ss.....s....s....s..s....s...........s.................s.................................. Name: PERCPOST From Node: SMF-1 Count: 1 Group: POST To Node: GRNDPOST Flow: Positive TABLE ELEV ON(ft) ELEV OFF(ft) #1: FERC 8.900 8.700 #2: 0.000 0.000 #3: 0.000 0.000 #4: 0.000 0.000 (DATA OBTAINED FROM ORIGINAL SJRWMD PERMIT) ...........................................................................................................s...ss..........................s..s...s................................ .... Hydrology Simulations s......s.................ss.................................... ..............................................................s........................... Name: 025YR24HR-POST Filename: P:\AE PROJECTS\2010\10-17 INCRETE\CALLS\STORMWATER\025YR24HR-POST.R32 Override Defaults: Yea Storm Duration(hrs) : 24.00 Rainfall File: Flmod Rainfall Amount(in) : 9.2S Time Mrs) Print Inc(min) --------------- --------------- 24.000 30.00 ^----------------------------------------------------------------------------------- Name: MEAN24HR-POST Filename: P:\AE PROJECTS\2010\10-17 INCRETE\CALCS\STORMWATER\MA24HR-POST.R32 Override Defaults: Yes Storm Duration(hrs) : 24.00 Rainfall File: Flmod Rainfall Amount(in) : 5.00 Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies,Inc. Page 2 of 3 W 3RD Street - Input Summary Time Mrs) Print Inc(min) --------------- 24.000 30.00 s....s.....=..sa.....s.................=ss=..............==aa...=...=s..=sass=........... .__. Routing Simulations .........s...==..aa....s..=................................sass.===....................... Name: 025YR-POST Hydrology Sim: 025YR24HR-POST Filename: P:\AE PROJECTS\2010\10-17 INCRETE\CALLS\STORMWATER\025YR-POST.132 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft) : 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs) : 0.000 End Time(hrs) : 96.00 Min Calc Time(sec) : 0.5000 Max Calc Time(sec) : 60.0000 Boundaryry Stages: s: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 96.000 30.000 Group Run --------------- ----- POST Yes ----- ------------- Name: MEAN-POST Filename: P:\AE PROJECTS\2010\10a171ogy Sim:- _ - -_-_- INCRETE\CALCS\STORMWATER\MA-POST.I32 Execute: Yea Restart: No Patch: No Alternative: No Max Delta Z(ft) : 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hra) : 0.000 End Time(hra) : 72.00 Min Calc Time(sec) : 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 72.000 30.000 Group Run --------------- ----- POST Yes Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies,Inc. Page 3 of 3 C Of Atlantic Beads APPLICATION NUMBER Buflding Department ClCl0 be asci ne the c g cI'by Lddfng Departrr}erit.) vim°ri 800 Semino€e Road . �. Atlantic Beach,Florida 329-3a-54-do- Phone 29-3a-5 Phone(904}-147--5825 - Fax(9G4)247--5845 1;3Fj E-Mail: buffding-deptQcoab.us Date retied: `f Csiy web-srLe_ b%.-N wr c aab.us APPLICATION REVIEW AND TRACKING FOR &//a 'r € d Z- G� �� �7 De • r€neat review required Ybs No ridir� Qpflcard �'��q�. L �' Sf anni€tg&Zorn d€narrts cor � U f'c U fiiffes F In of' Fh-a Series - ��:t?G].n,.-�.__'�.�-r_;'--C—_�:'�=:moi==V—,��s��'_T,,;�;. 4_=_-a•:.,r+ra?-.:w-�...�.�;.....��:ax-':�:'�--tom ----- - -- Wiser Agency Review or€ er Tit Required Revbw or Re£eep Dam Of Pernit Varmed ByFlab a Dept.of Envimmenfaf Protection Florida Dust Of Transportation St JOhns lamer Wafer Uanagement Nstdat 1 A.mW Carps of Eng-beers I . Division of Hotels and Restauran€s EQivWan of Alccr€mffc,Severages and Toi3ac m 0rner. APPLICATION STATUS avaewi€9 DsParhment First Review; ❑Approved. F Denied. (Circle one.) Cammenis. BLf€I_DiNG LANNING&ZONING Reviewed fey Date: TREE ADMIN. Second Review: ❑Approved as revised. oDenied. PUBL€C WORKS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by: Dam: FIRE SERVICES Third Review: ElApproved as revised. DDenied. Comments: Reviewed b-f: Dcie: DO NOT WRITE BELOW- OFFICE TISE ONLY �pllcable Codes: 2007 Florida Buil ing o e w 2009 R�v1510ns evew Result (circle one pp roved Disapproved Approved w/ Conditions i .eview Initials/Date: seyelopment Size Cabitable Space Non-Habitable --/�A�5'ev mpervious area tadonCD CA DBPR$ _____ liseeRaneous Information. )ccupancy Group YID e of Construction pre - -fa b p P d b d5 r Dumber of Stories Toning District G G - wlax, occupancy Load ire Sprinkders required Flood Zone Conditions/Comments: . City€f Afier€fic Seae � A.PF'L.ECATION UMBER - -,: l - �. C1 o be assigned by the E u€Idirig Deparirtent.) - s 600 Seminoie goad ' Q� /' {�/_ Q t. : p Atiantic Beach,Florida 39933 5_ � .`? � i�'� /r/ r � / 6p U : .� _ - Phone{9G4}247--5525 - t=ax 0 �7-�8�a ...: c 9 a E-maii: oud g de t e caal.cas Dete routed.' Gky web�-sr,e: ht—[Nmmcoab.us .� APPLICATION REVIEW AND TRACKING FOR Iraperty Address: went reviewrs€ �d J Yesr S . ._ btc c F y �c torltis l tc f itiiie Puma Safety Fka Services Mar AgeRcy Review or Permit Required Review or Rceiipt. Date- Florida ateFlorida Dept,o€EnWorimerrfaf Protection of Pere veFe€red By Florida DepL of Tta mporiation St:dohnG€mar Water imanagement Distrisf Army Corps of Engineers Dmslan of Hotels and Re-gaurants Divisicm of Abohoric Beverages ancf Tobacco Other. PLICA 1 10M STATUS Aff Bvie iDg DeparLm.ant First Review: []Approved_ Denied. (Circie one.) Comments: LANNING&ZONING 4�? Vo-lj- Reviewed by4%115zz-- fate; t/ Y /0 TREE RQltii'rL Second Review: Approved as revised- ODenied_ PUBLIC WORKS r€ enfs: PUBLIC UTILITIES — rw*4 /,-- ca" P a, f�/�''7`tiA f )e^i T PUBLIC SAFETY Reviewed by: 1W Date: -f �� /D, Fitt SERVICES Third Review: [Approved as revised. []Denied. Gamme€rfs: Revie\ued by. Data: Public Utilities Plan Review Comments Date: L41.b I a Initials: Project Name/Address: S1 of —I Application Permit#: :Check Box Application Tracking Comments to Add comment Avoid damage to underground water/sewer utilities. Verify vertical and horizontal location of utilities. Hand dig if necessary. If field coordination is needed, call ❑ 247-5834. Ensure all meter boxes, sewer cleanouts and valve covers are set to grade and ❑ visible. A sewer cleanout must be installed at the property line. Cleanout must be covered ❑ with an RTl concrete box with metal lid. Cleanout to be set to grade and visible. A reduced pressure zone backflow preventer must be installed if irrigation will be provided or if there is a private well on the property. Backflow preventer must be ❑ tested by a certified tester and a copy of the results sent to Public Utilities. Plans note the building will be unsprinkled. If plans change, any fire line installed must be metered with a Sensus touch-read meter in a properly sized vault and an ❑ appropriate back-flow preventer installed. Baclflow preventer must be tested by a certified tester and a coy of the results sent to Public Utilities. If fire sprinkler system is provided, contact Malcolm Clemons at 247-5 83 9 for bacl�Low requirements. At a minimum,will require double check backflow ❑ preventer. Fire lines must be metered with a Sensus touch-read meter. Meters larger than 2" ❑ must be installed in a vault as noted in TEA specifications. J _ ❑ - su€1ding € epa e€� SLE - "'�.Tt�t�! �ICIIL�I��R $00 Set €nrie toad (Efl be ass€gried/'byeuc�ing iepat�;tenf.) s Mantic B /l/ P110na(g04� 247--58213 - t=ax(93Q4)47--5345 z y'BZ E-mai: buiTdfn�ePt9caa5.us 9 Ci�y Web-siEe_ h�--IAFtgr c�b.usAPPLICATION � a roomed_ Q VIE FOR 'MPSOY Address: FSquired Yes No r / - Pu Ifo eCF 1 {! 1 FireServices �-�,.�#��_�.e-ae, _..`.___ _ __—rk=�_y-..1,Y-=.�n`�.�=_?- ..�-*---n_�..-�a..-,`^^w-r_-�2,-•,:'--"s _ __ —____.._. __ =kg-k cCf.'���r=:^.--^-.rRn.:_-3 >:'�=_-.st_:=:nar_::_':__''=e-::fir•`:to O thereVbW ac Per ;DfsftdjEa!:tF Regi►or Recefl�. Haft of Pere Veered B fuonmenntW Pre ofnsper�on fe€VOnagemen€ Anny Gars of Engineers -Dwisim Of Hcsiis and Res�taura m Divicm of Ak*f orc Beverages aid T se • bier_ PLICATION STATUS avievdag De¢arLme First Revie pprcved. QF eraied. (circle one.) Gornments: BUILDING �zo Reviewred by; /` , �GAW - .» TEPEE ADMIN. Date: Second Review EIAPProvsd as revised. ODeri{ed_ PUBLIGWOP,KS Comments: PUBLIC UTILITIES PUBLIC SAFETY Reviewed by Date: FIRE SEWCES Thfrd Review: QAPProved as revised. QQenled. Comments: FG, ie� c-d by. ;fes,2d ■ ■ ■ • `S ` ✓�' CITY OF ATLANTIC BEACH e 800 Seminole Road Atlantic Beach, FI. 32233-5445 " Building Department Telephone: 904-247-5&26- 00 Fax: 904-247-5845 Email: sgrahamO-coab.us FAX To: 'Ivor 4�- Fax # �D / - 'J(0 9 4 From: S• LAh'-&n Date: 7 l Pages: Re: �Z. G(J .51- c/ f t ❑ Urgent ❑ For Review ❑ Please Reply 41 0>7 -�j��As 7-J —ex 66)-��-?— '()T-4+01-1-b fkg lVdA-e± 0 0Vh71Pf-71C1C`nT /IZ a c'qn�n 5-!) A;'� N 67;iiel 2 f D LX "-ft)1 6 W1 s�- DATE: 5/26/10 PLAN REVIEW CORRECTIONS REPORT CITY OF ATLANTIC BEACH PAGE 1 800 SEMINOLE ROAD ATLANTIC BEACH FL 32233 ------------------------------------------------- APPLICATION NBR . . . 10-00000468 ADDRESS . . . 52 W 3RD ST 54 , 56 APPLICATION DATE 4/19/10 APPLICATION TYPE COMMERCIAL ALTERATION ------------------------------------------------- OWNER . . . . . . . CHRISTENSON, DALE 112 OLEANDER ST NEPTUNE BEACH FL 32266 CONTRACTOR . . . . . CARDINAL BUILDING SYSTEMS INC 4837 ALLIGATOR BLVD PRES :ANN MARIE SICKMEYER MIDDLEBURG FL 32068 ------------------------------------------------------- AGENCY NAME: PUBLIC WORKS DATE ACTION ACTION BY ------------------------ --------------------------------------- 5/04/10 DISSAPPROVED - 1ST REVIEW LISA SHOWMAN Comments below were forwarded to engineer by e-mail . Existing system has 1511 RCP outfall, proposed 12" outfall; connects to FDOT storm drain. If connection modified, FDOT connection permit required. Consider using existing outfall pipe to avoid pavement cut . Existing system has 8" under drain system -- verify still working or abandon. Provide relative road elevations at pavement edge to compare to detention facility top of bank. Consider completing sidewalk connection between 54 and 18 W. 3rd Street buildings . Provide control structure details . ERP Section H - most answers appear to be for a different project . (II .d. 5 : septic, connection to drainage ditch, etc . , attachments from Almond Engineering) . Provide Erosion and Sediment Control Plan. Roll off container, if used, must be provided by approved City waste company, and must be parked off City right-of-way. 12.Other Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# C.PANEL WALL 1.Siding - 2.Soffits ) / 3.EIFS 4.Storefronts 5.Curtain walls 6.Wall louvers 7.Glass block 8.Membrane 9.Greenhouse 10.Synthetic stucco 11.Other D.ROOFING PRODUCTS 1.Asphalt shingles 2.Underiayments 3.Roofing fasteners 4.Nonstructural metal roofOvel-AQ 1 5.Built-up roofing 6.Modified bitumen 7.Single ply roofing 8.Roofing tiles 9.Roofing insulation 10.Waterproofing 11.Wood shingles/shakes 12.Roofing slate 13.Liquid applied roofing 14.Cement-adhesive coats 15.Roof tile adhesive 16.Spray applied polyurethane roof r 17.Other --- _ Category/Subcategory Manufacturer Product Description Limitationofuse State# Local# E.SHUTTERS 1.Accordion 2.Bahama 3.Storm panels 4.Colonial 5.Roll-up S ^ 6.Equipment 7.Other !DDYh t_6 )O70o r A4k-4 L F.STRUCTURAL COMPONENTS 1.Wood connector/anchor 2.Truss plates 3.Engineered lumber 4.Railing 5.Coolers-freezers 6.Concrete admixtures 7.Material 8.Insulation forms 9.Plastics 10.Deck-roof -- 12.Sheds 13.Other G.SKYLIGHTS 1.Skylight alrhm��r�, IZ�(G.rbon� �k,3)i A- sky I%91V, 2.Other Category/Subcategory Manufacturer Product Description Limitation of Use State# Local# H.NEW EXTERIOR ENVELOPE PRODUCTS 1. 2. In addition to completing the above list of manufacturers, product description and State approval number for the products used on this project, the Contractor shall maintain on the job site and available to the Inspector, a legible copy of each manufacturer's printed specifications and installation instructions along with this Product Approval Sheet. I certify that this product approval list is true and correct to the best of my knowledge. I further certify that use of different components other than the ones listed in this document must be approved by the Building Official. (Contractor Name) (Print Name) 4 0" y)o �pJVS (Signature) Company Name: V, R. D ,m Mailing Address: I qk� �A-G ZZt City: � h�[ `� ,��� State: 47L. Zip Code: DLV e � Telephone Number:(q0q) ; "I _ R 6 Fax Number:(q-y ) ,. ]k, Cell Phone Number:( Cj SQ 7 ~ S E-mail Address: mpr) 1.. j,�cr-s "eL z" a 0o OD 0 .?• /1120, o�°� 0Ap 0 4 r �� 70 Cb 700, 0 r ~• D OOD _ \. F ti OAC N cn D G � Omm l✓ \ �i a \ bb En m C:.1. o p Q /�p (J,. \\\ O �• o 40 ss Qj4 A' Y Qj e � 1 .QjCO nog" 0Q 41 W o Ln rn Cal m w 9), loo,99, �\ \ Nucor Buildinq System= PO Box 1006 200 Whetstone Road Swansea, SC 29160 FRAMING SUMMARY FOR CARDINAL BUILDING SYSTEMS 4837 ALLIGATOR BOULEVARD MIDDLEBURG, FL 32068 SURF SOURCE EXPANSION 52 W 3RD ST. ATLANTIC BEACH, FL 32233 SIOM0130A BUILDING DATA Width (ft) = 50.0 Length (ft) = 30.0 Eave Height (ft) = 20.01 20.0 Roof Slope (ri3e/12) = 1 .00/ 1 .G0 Dead Load (psf ) = 2.50 Roof Live Load (psf 20.00 Frame Live Load (psf )= 12 .00 Collat. Load (psf ) = 0.00 Wind Speed(mph ) = 120.0 Wind Code = FBC 07 (IBC 0(') Closed/Open = C Jeffrey P. ark—man, P.E. Exposure = C II�r Importance - Wind = 1 .00 200 Whetstone Road Importance - Seismic = 1 .00 a ti . Swansea C. 29160 Seismic Design Category= A Designer Florida RE. No. 57272 = SF"l --------------- No.57272 IW� 0•.. ........ . `to SIOM0130A FRAMING SUMMARY: Roof 3/1'/10 1 :40pm PURLIN LAYOUT: Surface Purlin Surf-Ext Stub Furlin 'ictal Peak -Set-Space- id Type Left Right Left Right Rows Space Space Row ------- ------ ----- ----- ---- ----- 2 ZB 0.00 0.00 N N 1 .333 2.003 1 2.250 1 3.250 6 3 ZB 0.00 0.00 N N & 1.333 3.250 6 2_.2.50 1 2.003 1 PURLIN 5 EAVE STRUT SIZE: Surface Bay Purlin -Purlin Lap- IS- Fla Eave Id Id Part Left Right ",trap Strut 2 1 12Z120 0 12EO�5 3 1 122120 0 12E075 ROOF BRACING: Bay Attach_Locate Brace Brace Id Start End Type Part Dia 1 0.0 25.0 Rod RDB- 0-6 � 25.0 50.0 Rod RDB- 0-625 BOLTS AT SAVE STRUT: Wall Frame-Line Lap -------Bolt-Size------ Id Id Type Plate No, Type Dia Washer 2 1 EW - 4 A325 0.500 0 2 2 RF - 4 A325 0.500 0 4 2 EW - 4 A325 0.500 0 4 1 RF - 4 A325 0.500 SIOM0130A FRAMING SUMMARY: Left Erndwall 3/1 /10 1 :40pm RAFTERS: Rafter Surf Rafter Rafter Id Id Part Length -------- ------ 1 2 W1012519 25.1 2 3 W1012519 25.1 SPLICE: -Surface- ---Plate--- Bolt Bclt Eolt ,,, ---Top--- --Bot.tom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space O.lC9 F .0 .50G A325 0.__`0 .�i0 2 3.00 x,.00 COLUMNS: Colu n Column Column Column ---Base Bolts-- ---Top_Bolts-- Id Offset Part Length No. Type Dia No. Type Dia --- --- 1 1 .0 W0912519 18.7 0 4 A325 0.500 2 25.0 W1212519 20.7 0 4 A325 0.500 3 49.0 W1212-,19 18.7 0 4 A325 0.500 BASE PLATE: Column -------plate------ Bolt Bolt Bolt Bolt Id Type Width Length Thick Type Dia Gage Row ------ ---- ----- ------ ----- ----- ----- ----- ---- 1 Clip GR36 0.750 4 .00 2 2 Clip GR36 0.750 4 .00 2 3 Clip GR36 0.750 4 .00 2 DOOR JAMBS/HEADERS: ------------- Member-Part-------------- Bay ------—--Opening_SiLe---------- Left Right Door Door Id Width Height Sill Offset Jamb Jamb Header Sill -------- -------- --- 1 8.0000 8.0000 0.000 3.0000 F12S075 F12S075 F12S075 1 3.3330 7. 1670 0.000 15.0000 F12S075 F12S075 GIRTS: Girt IS_Fig Type Strap ZF 0 GIRT LOCATION: Bay No. Girt Location Id Cirt 1 3 4 5 1 5 3.7500 7.5000 11 .2500 15.0000 17.0000 2 5 3.7500 7.5000 11 .2500 15.0000 17.0000 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 2 3 4 5 --- ----- -------- -------- -------- -------- -------- 1 3 12Z120 122075 122089 2 S 122089 12Z089 12Z089 122075 12Z089 GIRT SIZE: !Partial Bay Girts) Bay Cirt- Girt Id Id Id 1 2 3 4 5 ---- -------- -------- -------- -------- -------- L-J 122075 122075 J-J 12ZO75 J-R 122075 122075 WALL BRACING: Bay Brace Brace Brace Brace Id Height Type Part Dia RLE- 0. 625 c1OMOr .A FRAMING SUMMARY: Right Erndwall 3/1 /10 1 :40pm CIRTS: Girt IS-1 lC Type Strap ------ ZF GIRT LOCATION: Bay I](-. Girt—Location Id Girt 1 0 ----------------- SlOM013C)A FRAMING SUMMARY: Front Sidewall 3/17/10 1:40pm DOOR JAMBS/HEADERS: -------------Member—Part-------------- Bay ----------Opening Size--------- Left Right Door Door Id width Height Sill Offset Jamb Jamb Header Sill _ -------- -------- I 10.0000 10.0000 0.000 18.3330 F12S075 F12S075 F12S075 CIRTS: Girt Bay --Girt_Lap-- IS Fig Type Id Left Right Strap ZB 1 0 GIRT LOCATION: Bay Nc. Girt_Location Id Girt 1 2 3 9 5 6 -------- -------- -------- -------- ------- 1 6 3.7500 7 .5000 11.2500 11.3333 15.0000 17.0000 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 2 3 4 5 6 -------- -------- -------- -------- -------- 1 122105 122099 122089 GIRT SIZE: (Partial Bay Girts) Bay ;i rt Girt Id Id Id 1 2 3 4 6 1 L-J 122075 12Z07S 122075 -R. 122075 122075 122075 InF.LL FhAC]NG: Bay Brace Brace Brace Brace Id Height Type Part Dia 20.00 Rod RDB- 0. 625 SIOM0130A FRAMING SUMMARY: Back Sidewall ?/1.!10 1 :40 m ---------- --- GIRTS: Girt Bay --Girt Lap-- IS Flg Type Id Left Right Strap ----- --- ----- ----- ------ ZB I 0 GIFT LOCA'T'ION: Bay No- Girt Location Id Girt 1 2 3 4 5 1 5 3.7500 7.5000 .11.2500 15.0000 17.0000 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 2 3 4 5 I 5 12Z120 12Z120 12Z120 12Z099 122089 WALL BRACING: Bay Brace Brace Brace Brace Id Height Type Part Dia 1 20.00 Rod RDB- 0.625 SlOM0130A FRAMING SUMMARY: Rigid Frame 11:90pm LAYOUT: Type RF No. Line 1. Line Id 2 MEMBER: Surf Mem Seg Flange Flange -Web Depth- -Plate Ttnckness- Id Id Id Part Length Width Start End Web 0-f1q I-f1g ---- --- --- -------- ------ ------ ----- ----- 1 1 1 19.1 5.00 12.0 21 .0 0.12 , 0. 50 0.188 2 2 2 22.4 5.00 17.0 12.0 0.125 0.250 0.250 3 3 3 22.4 5.00 12.0 1"7.0 0.125 0.25G 0.250 4 4 4 19.1 5.00 21 .0 12.0 0. 125 0.2`U 0.188 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bcttom- Id Locate Type Width Thick Type Dia Gage Row Space Frw Space 2 e.00 VFE 6.00 0 E".5 A 3 2 5 0.62 0.00 -EE 6.00 0 375 A325 0.62 ) 9 0.00 VEE 6.00 0. 625 A325 0.625 - SASE PLATE: ---Plate--- Bolt Bolt BcCt E�1 � Locate Type Width Thick Type Dia ---------- ---- ----- ------ ----- Lt Column P 8.00 0.375 GR36 0.750 Rt Column F 8.00 0.375 GR36 0.750 9 .00 FLANGE BRACE: Surf Id Locate Side Part 1 3 1 L2525105 2 2 1 L2525105 2 6 1 L2525105 2 8 1 L2525105 3 1 1 L2525105 3 3 1 L2525105 3 7 1 L2525105 q 4 1 L2525105 BEARING STIFFENER: Locate Width Thick Lt Column 3.00 0.375 Rt Column 3.00 0.375 Nucor Ful 1di1ia tr I� PO Box 100E OC! Chet tcr. R��.d Swansea, C(, e I (,l, STRUCTURAL DESIGN CALCULATIONS FOR CARDINAL, BUILDING SYSTEMS 9837 ALLIGATOR BOULEVARD MIDDLEBURG, FI, SURF SOURCE. EXFA.NSION 52 W 3RD ST. ATLANTIC BEACH, FL S10M013C7`- BUILDING DATA Width (ft) = 50.0 Length (ft) = 30.0 Eave Height (ft) = 20.0/ 20.0 Roof Slope (rise/12 ) = 1 .00/ 1.00 Dead Load (psf ) = 2, 5 Roof Live Load (psf = 20.0 Frame Live Load (psf = 12.0 Collat. Load (psf = 0.0 Wind Speed (mph ) - 1�(i.(j Wind Code = FF(- 07 (IBC 06) Closed/Open = C Exposure C Internal Wind Coeff - -0.18, +0. 18 Importance - Wind 1 .00 Importance - Seismic = 1 .00 Seismic Design Category= A Designer = 3/1 ?/1 ; lOMU7,30A Design Lewis F, I P..ilding Components: 3/17/10 =1 40pm= FRONT SIDEWALL: --------------- BASIC LOADS: -----Edge Strip Ratio----- Basic Wind Load Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 28.2 0.70 1.00 3.00 1 .22 1 .23 1 .22 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 24.6 -26.9 Girt/Header 30.5 -33.0 Panel 24.6 -26.9 Jamb 42.3 -28.2 Parapet BACK SIDEWALL: --------------- BASIC LOADS: -----Edge_strip-Ratio----- Basic Wind Load Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 28.2 0.70 1.00 3.00 1 .22 1.23 1.22 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 24.6 -26.9 Girt/Header 30.5 -33.0 Panel 24.6 -26.9 Jamb 42.3 -28.2 Parapet LEFT ENDWALL: -------------- BASIC LOADS: -----Edge_Strip_Ratio----- Dead Collat Live Snow Basic Wind-Load-Ratio Zone Col/ Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 2 .5 0.0 16.5 0.0 28.2 0.70 1 .00 3.00 1.22 1.23 1.22 BASIC LOADS AT RAVE: Seis ---Torsion— Load Wind Seismic 0.05 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 24.6 -26.9 Column 24.6 -26.9 Girt/Header 24.6 -26.9 Jamb 30.5 -33.0 Panel 42.3 -28 .2 Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind 1 Wind-2 Wind-2 Long Surface Id Left Right Left Riaht Left Right Wind Friction 1 0.00 0.00 0.00 (;.0f� 0.30 -0.52 0.00 0.00 2 -i .0 -O. E1 -0.65 -0.25 -1 .01 -0. 61 -O.S'"I 0.00 3 -0. 61 -1 .01 -0.25 -0. 65 -0.61 -1 .01 -0. i 0.00 4 0.00 (x.00 0.00 0.00 -0.52 0.30 0.0G 0.00 COLUMN & BRACING DESIGN LOADS: Load --Add Snow- Wind 1 Wind 2 Long C c I u m n Wind Ru L( ad 'do. Id Dead Co11 Live Snow Drift Slidc Left Right Left Right Wind Press Suct Seis id Cc-ef 19 1 1.00 1 .00 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 u.0C, 2 1 .00 1 .00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0 0.00 3 1.00 1 .00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0 0.00 4 1.00 1 .00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 O.00 6 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1 .00 0.00 0.00 0 C;.001 7 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1 .00 0.00 0.00 0 0.00 9 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 10 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1 .00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 O.CO 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 G 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1 .00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1 .00 0.00 0.00 0 0.00 15 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 1.00 0.00 O 0.00 17 1.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0 0.00 18 1 .00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0 0.00 19 1.00 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1 .00 0 0.00 RAFTER DESIGN LOADS: Load --Add Snow- Wind 1 Wind_2 Long Aux-Load No Id Dead Coll Live Snow Drift Slide Left Right Left Right Wind Seis Id Ccef 21 1 1.00 1.00 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 4 1 .00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 3 1 .00 7 1 .00 1 .00 0.75 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 4 1 .00 8 1 .00 1 .00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S I .GO 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1 .00 10 0.60 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0.00 0.00 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0.00 0.00 0.00 0 0.00 13 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0.00 0 0.00 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 3 1 .00 15 0.60 0.00 0.00 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 4 1 .00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1 .00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1 .00 18 1 .00 1 .00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1 .00 19 1 .00 1 .00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1 .00 20 1 .00 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 21 1.00 1.00 0.00 0.00 0.00 O.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 AUXILIARY LOADS: No. Aux Aux Nc. Add Load Aux Id Name Load Id Coeff 6 1 ElPAT_LL 1 1 1 0.50 2 E1PAT LL. 2 1 2 0.50 3 LWIND1 L 1 3 1 .00 4 LWINDI R 1 4 1 .00 5 LWIND2 L 1 5 1 .00 6 LWIND2 R 1 6 1 .00 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co Dxl Dx2 Dist 10 1 2 ------ D -0.25 -0.25 0.08 0.00 25.09 2 3 ------ D -0.25 -0.25 -0.08 0.00 25.09 3 2 D 0.16 0.16 0.00 0.00 6.00 4 3 D 0. 16 0.16 0.00 19.09 25.09 ------ D 0 7 0.07 0.00 0.00 E.00 G _ ------ D 0.07 0.07 0.00 19 G9 2 WIIDL II D -0.09 -0.09 0.00 25.00 �� .05 0 W111,L2 D -0.09 -0.09 0.00 2-, Go 2` .09 WIIdDF,I D -0.09 -0.09 0.00 0.00 0.09 1� _ WINDR2 D -0.09 -0.09 0.00 O.GO 0.09 3IGNTENDWALL: -------------- BASIC LOADS: -----Edge_Strip_Ratic----- Dead Ccllat Live Snow Basic Wind-Load-Ratio Zone Ccl/ Load Load Load Load Wind Deflect Factor Width Girt Panel Jamh 2.5 0.0 15.0 0.0 28.2 0.'70 1 .00 3.00 1 .22 1 .23 1 .22 BASIC LOADS AT EAVE: Seis ---Tcreion--- Load Wind Seismic 0.00 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Pres= S u C t 24 .6 Column 24 .6 -26.9 Girt/Header 24 .6 -26.x- Jamb 30.5 -33.0 Panel 42.3 -28.2 Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind-I Wind-2 Wind-2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.30 -0.52 0.00 0.00 2 -1 .Ui -0. 61 -0.65 -0.25 -1 .01 -0.61 -0.87 0.00 3 -0.61 -1 .01 -0.25 -0.65 -0.61 -1 .01 -0.87 0.00 4 0.00 G.00 0.00 0.00 -0.52 0.30 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load --Add_Snot,- Wind-1 Wind-2 Long Column_Wind Aux Load No. Id Dead Coll Live Snow Drift Slide Left Right Left Right Wind Press Suct Seis Id Coef 17 1 1 .00 1 .00 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1 .00 1 .00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0 0.00 3 1 .00 1.00 G.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0 0.00 4 1.00 1 .00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 5 1 .00 1 .00 G.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 7 1.00 0. 00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1 .00 0.00 0.00 0 0.00 9 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0.00 1 .00 0.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1 .00 0.00 0.00 0 0.00 13 1 .00 0.00 0.GO 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 14 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 1 .00 0.00 0.00 0 0.00 15 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 16 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 1.00 0.00 0 0.00 17 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0 0.00 RAFTER DESIGN LOADS: Aux Load Load --Add Snow- Wind-1 Wind_2 Long No Id Dead Coll Live Snow Drift Slide Left Right Left Right Wird Seis Id Coef 17 1 1.00 1.00 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1 .00 1 .00 0.75 0.00 0.00 0.00 0.75 0.00 G.00 0.00 O.OG 0.00 0 O.GO 3 1.00 1 .00 � �` 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 9 1.00 1 . 00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 5 1 .00 1 .00 C�.% 0.00 0.00 0.00 0.00 0.00 O.GG 0.75 0.00 0.00 G 0.00 6 1 .00 1 .00 C . 0.00 0.00 0.00 0.00 0.00 O.GG 0.00 0.75 0.00 2 1 .00 1 .00 1 0 0.75 0.00 0.00 0.00 0.00 0.00 x.00 0. .00 - 1 .00 0 1 .00 0.75 0.00 0.00 0. 00 0.00 0.0 0.00 0.00 4 1 .00 C0 1 .00 0.75 0.00 0.00 0.00 0.00 0.00 J 00 0.00 0.00 5 1 .00 1., 0.60 0.00 0.00 0.00 0.00 0. 00 1 .00 0.00 0.00 0.00 0.00 0 0.00 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 i� 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 .00 0.00 0.00 0 0.00 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00 0.00 0.00 0 0.00 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.C'C' 0.00 1.00 0.00 2 1 .00 1` 0. 60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.CC 0.00 1.00 0.00 3 1 .00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 U.00 0.00 0.00 0.00 5 1.00 AUXILIARY LOADS: No. Aux Aux No. Add Load Aux Id Name Load Id Coeff 1 E2PAT LL 1 0 2 LWINDI L 1 1 1 .00 3 LWINDI R 1 2 1 .00 4 LWIND2 L 1 3 1 .00 5 LWIND2 R 1 4 1 .00 A.DDIT'IONAL LOADS: Too. Add Surf Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Cc Dx1 Dx2 Dist 8 1 2 D 0.16 0.16 0.00 0.00 F, .00 2 ------ D 0.16 0.16 0.00 19.09 25.09 3 2 ------ D 0.07 0.07 0.00 0.00 6.00 4 3 ------ D 0.07 0.07 0.00 19.09 25.09 5 2 WINDLI D -0.09 -0.09 0.00 25.00 25.09 6 2 WINDL2 D -0.09 -0.09 0.00 25.00 25.09 7 3 WINDR1 D -0.09 -0.09 0.00 0.00 0.09 8 3 WINDR2 D -0.09 -0.09 0.00 0.00 0.09 ROOFDES: BASIC LOADS: Dead Collat Live Snow Basic Wind Load Ratio Surface Seis Load Load Load Load Wind Deflect Factor Friction Factor Snow � .5 0.0 20.0 0.0 28.2 0.70 1.00 0.00 1 .000 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct-Roof 10.7 -30.5 Purlins 0.0 -47.1 Gable Extensions 13.5 -33.3 Panels 16.4 -3.1 -30.5 Long Bracing, Building 22.3 -7.i Long Bracing, Wall Edge Zone 42.3 -28.2 22. 6 Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin--- ---Panel--- Id Id Zone Id Width Length Press Suct Press Suct 1 2 6 1 0.00 0.00 1 .00 1.00 1 .00 1 .00 3 0.00 3.00 1 .00 1.18 1 .00 1 .68 4 3.00 0.00 1 .00 1 .18 1 .00 1 .68 5 0.00 3.00 1 .00 1 . 16 1 .00 1 .68 7 3.00 3.00 1 .00 1 .16 1 .00 2.53 8 3.00 3.00 1 .00 1.18 1 .00 2.53 3 6 1 0.00 0.00 1.00 1 .00 1 .00 1 .00 3 0.00 3.00 1.00 1.18 1 .00 1 . 68 5 0.00 3.00 1.00 1 .18 1.00 1 .68 6 3.00 0.00 1 .00 1.18 1 .00 1 .68 9 3.00 3.00 1 .00 1 .18 1 .00 x.53 10 3.00 3.00 1 .00 1 .lc 1.00 2.53 2 2 1 1 0.00 0.00 1 .00 1 .00 1 .00 1 .00 3 1 1 0.00 0.00 1 .00 1 .00 1.00 1 .00 EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Furli-; Id Id Zone Id Width Length suCt 3 2 1 1 0.00 0.00 1 .00 3 1 1 0.00 0.00 1 .,.;(, PURLIN DESIGN LOADS: Surf No. Load --Add Snow- Wind Wind Aux Load Id Loads Id Dead Collat Live S Drift Slide Press Suct Id Coef 2 8 1 1 .00 1.00 1 .00 0.00 0. 00 0.00 0.00 0.00 0 0.00 2 1 .00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1 .00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0 0.00 4 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0 0.00 5 1 .00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 6 1 .00 1.00 0.75 0.06 0.00 0.00 0.00 0.75 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0 0.00 3 g 1 1 .00 1.00 1 .00 0.00 0. 00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 4 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 5 1.00 1 .00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 6 1 .00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0 0.00 7 0.00 0.00 1 .00 0.00 0 0.00 0.60 0.00 0.00 O.OG 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0 0.00 BRACING DESIGN LOADS: No. Load --Add Snow- Wind Wind Seis Aux Load Loads Id Dead Collat Live Snow Drift Slide Press Suct Load Id Coef 4 1 1.00 0.00 0.00 0.00 0.00 0.00 1 .00 1 .00 0.00 0 0.00 2 1.00 1.00 0.75 0.00 0.00 0.00 1 .00 1.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 0.00 0.00 1 .00 1 .00 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0 0.00 RIGID FRAME #1: --------------- BASIC LOADS: Basic Defl Temperature Dead Live Snow Collateral Wind Ratio Change 2.5 12.0 0.0 0.0 28.2 0. 10 0 BASIC LOADS AT SAVE: -Seismic-- Weak-Axis L Weak-Axis R --Torsion-- -EW_Brace-- Load SpcEP Wind Seis Wind Seis Wind Seis Wind Seis 0.03 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind 1--- --Wind-2--- Long Wind Surface Id Left Right Left Right 1 2 Friction 1 0.30 -0.52 0.66 -0.16 -O.E3 -0.63 0.00 2 -1 .01 -0. 61 -0. 65 -0.25 -0.87 -0.55 0.00 3 -0.61 -1.01 -0.25 -0. 65 -0.87 -0.55 0.00 4 -0.52 0.30 -0.16 0. 66 -0. 63 -0. 63 0.00 DESIGN LOADS: Load --Add Snow- Wind_I_ -wind- Long Wind -Seismic-- Aux Load No. Id Dead Coll Live Snow Drift Slide Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 42 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1 .00 0.75 0.00 0.00 0.00, 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1 .00 0.75 0.00 0.00 O.C!O 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.00 0.00 0.00 0.0G 0.00 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1 .00 0.00 0.00 0.00 0.00 G. 0.00 0.00 0.00 1 .00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 O.OG 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1 1.00 10 1.00 0.00 0.00 0.00 0.00 O. 0.00 0.00 0.00 0.00 1 .00 0.00 O.O01 0. 00 0.00 2 1.00 11 1.00 0.00 0.00 0.00 0.00 0. 00 0.00 0.00 0.00 0.00-1.00 0. 00 0.00 0.00 0.00 1 1.00 17 1 .00 0.00 0.00 0.00 0.00 0.00: G.00 0.00 0.00 0.00-1 .00 0.00 0.00 0.00 0.00 2 1.00 1 .00 0 0 0.00 0.00 0.00 O 0.00 0.00 0.00 0.00 1 .00 0.00 0.00 0.00 3 1 .G0 14 1.00 0.00 0.00 0.00 0.00 0.l ( 0.00 0.00 0.00 0.00 1 .00 0.00 0.00 0.00 4 1 .0C 15 1 .00 0.00 0.00 0.00 0.00 0. ('0 U.oO 0.00 0.00 0.00 0.00-1 .00 0.00 0.00 0.00 3 1 .00 16 1 .00 0.00 0.00 0.00 0. 0O 0.00 0C 0.00 0.00 0.00 0.00-1 .00 0.00 0.00 0.00 4 1 .00 17 1 .00 1 .00 0.75 0.00 0.00 0.(IC ��.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.C, 8 1 .00 1 .00 0.75 0.00 0.00 O.(1 x.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1 .00 1.00 0.75 0.00 0.00 0.00 G.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0(1 20 1.00 1 .00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.00 1 .00 0.75 0.00 0.00 0.00 J.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 1 0."i5 22 1.00 1.00 0.75 0.00 0.00 0.0G C .00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 2 G.75 23 1.00 1 .00 0.75 0.00 0.00 0.0G 0.00 0.00 0.00 0.00-0.75 0.00 0.00 0.00 0.00 1 0.75 24 1 .00 1.00 0.75 0.00 0.00 0.00 G. GG 0.00 0.00 0.00-0.75 0.00 0.00 0.00 0.00 2 0.75 25 1.00 1.00 0.75 0.00 0.00 0.00 O.GO 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 3 0.75 26 1.00 1 .00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 4 0.75 27 1.00 1 .00 0.75 0.00 0.00 O.OG 0.00 0.00 0.00 0.00 0.00-0.75 0.00 0.00 0.00 3 0.75 2B 1.00 1.00 0.75 0.00 O.0G 0.00 0.00 0.00 0.00 0.00 0.00-0.75 0.00 0.00 0.00 4 0.75 29 0.60 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 O.UU 30 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0 31 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0. .00 00 0 0.00 32 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0.00 0.00 0.00 0.00 0 0.00 33 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0.00 0.00 0.00 1 1 .00 34 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0.00 0.00 0.00 2 1 .00 35 0. 60 0.00 0.00 0.00 0.00 0.00 G.00 0.00 0.00 0.00-1.00 0.00 0.00 0.00 0.00 1 1 .00 36 0.60 0.00 0.00 0.00 0.0G 0.00 C OC) 0.00 0.00 0.00- 1.00 0.00 0.00 0.00 0.00 2 1 .00 37 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0.00 0.00 3 1 .00 38 0.60 0.00 0.00 0.00 0.00 0.00 G.00 0.00 0.00 0.00 0.00 1 .00 0.00 0.00 0.00 4 1 .00 39 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-1 .00 0.00 0.00 0.00 3 1 .00 40 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-1.00 0.00 0.00 0.00 4 1.00 41 1.00 1 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 .00 0.00 0 0.00 92 1.00 1.00 G.GO 0.00 G.OG 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add Load Aux Id Name Load Id Coeff 4 1 LWINDI L2E 1 1 1 .00 2 LWINDI R2E 1 2 1 .00 3 LWIND2 L3E 1 3 1 .00 4 LWIND2 R3E 1 4 1 .00 ADDITIONAL LOADS: No. Add Surf Basic Load F Fy Mom D Dy Conc Add Id Id Type Type W1 W2 Co U11 D12 Dist 8 1 2 ------ D 0. 17 0.17 0.000 0.00 6.00 2 3 ------ D 0.17 0.17 0.000 19.09 25.09 3 2 ------ D 0.07 0.07 0.000 0.00 6.00 4 3 ------ D 0.07 0.07 0.000 19.09 25.09 5 2 WINDLI D -0.17 -0.17 0.000 25.00 25.09 6 2 WINDL2 D -0.17 -0.17 0.000 25.00 25.09 7 3 WINDRI D -0.17 -0.17 0.000 0.00 0.09 8 3 WINDR2 D -0.17 -0.17 0.000 0.00 0.09 SjuM0130A - - R Base Plates: 3/17/10=-===I:4Opm= (k ) - ----- ------------ _____ ___-- -----Foundat�ori--Lc ad s Frame Col Max Pos_Va1 Max_Neg_Val Anc._Bolt Base Plate Line Line Id Horz Vert Id Horz Vert No. Diam Width Len Thick ----- ----- ----- ____ ___ -- ----- ----- - - ----- ----- 1 A 8 3.6 -4 .1 9 -3.1 -4.1 4 0.750 8.00 9.00 0.375 3 0.0 3.3 8 3. 6 -4 .1 1 B 8 -/ .0 -12 .1 9 -6.4 -12.1 4 0.750 8.00 12.00 0.375 3 0.0 9.7 8 7.0 -12.1 1 C 10 3.E -7 . i 11 -3. 1 -7.1 4 0.750 8.00 12.00 0.375 3 0.0 3.4 10 3. 6 -7.1 -- ----- ----- --- ----- ----- ----- ----- --- ------ -- - - 0.3 2 -6.3 -6.7 4 0.750 8.00 12.44 0.375 2 A 1 �•'� 3 2.3 E. 6 4 -O. E -13.5 2 C 5 6.3 -E.7 E -2.3 0.3 4 0.750 8.00 12.44 0.375 3 -2 .3 6. E % 0. 6 -13.5 ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- ------------------------------------------------------------------------------ Load Load Id Combination ---- ------------------------------ 1 DL+CL+0.75LL+U.75WR1 2 0.60DL+WL2 3 DL+CL+LL 4 0.60DL+LnWndl+LWINDl L2E 5 0.60DL+WR2 6 DL+CL+0.75LL+O.i5WLl 7 0.60DL+LnWndl+LWINDI R2E 8 DL+WL2+WS 9 DL+WL2+WP 10 DL+WR2+WS 11 DL+WR2+WP 1'?_ DL+WS+LnWnd2 13 DL+WP+LnWnd2 BRACING/PANEL SHEAF. REACTIONS: ------------------------------- ------Reactions (k ---------------------------Reactions (k )------ Panel ---Wall-- Col ----Wind---- --Seismic--- Shear Loc Line Line Horz Vert Herz Vert (lb/ft) ----- ----- ------- L EW 1 B C 3. E9 2 .97 0.00 0.00 F SW C 1 2 6.02 3.54 0.00 0.00 R EW 2 Rigid Frame At Endwall B SW A 2 1 6.02 3.54 0.00 0.00 ----- ----- ------- ----------- S10MOI30A Additional Reactions Report: 3/17/10 1:40pm Rigid Frr:me Column Reactions Frame Cc , ---Dead--- --Live--- -Wind Ll-- -Wind R1-- -Wind 1,2-- Line Lir_r Hcrz Vert Horz Vert Horz Vert Horz Vert Horz Vert ---- ----- ----- ------ 1 .8 4 .9 -6.5 -11 .8 0.6 -6.8 -6.6 -7 .77 2 C -G. 5 1 . 5 -i.8 4 .9 -0. 6 -6.8 6.5 -11 .8 -0.6 -2.6 Frame Cc- -Pdind R2-- -LnWind_I- -LnWind 2- Seismic I,- Seismic R- Line Line Y,crz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 A 0. 6 -2. 6 -0. 9 -10.0 0.4 -6.3 0.0 0.0 0.0 0.0 2 C 6. E -7-7 0. 9 -10.0 -0.4 -6.3 0.0 0.0 0.0 0.0 Frame Ccl LWINDI L2E LWINDI R2E LWIND2 L3E LWIND2 R3F. Line Line Herz Vert Horz Vert Horz Vert Horz Vert - ------- ----- ----- ----- ----- ----- ----- ----- ----- 2 A 0.0 -1 .0 -0.1 -0.1 0.0 -0.4 0.0 0.0 2 C ( . 1 -!). l 0.0 -1.0 0.0 0.0 0.0 -0.4 Endwall Column Reactions Frame Col Dead Live Wind_L1 Wind RI Wind_L2 Wind-R2 Wind_P Wind_S Line Line- Vert Vert Vert Vert Vert Vert Horz Horz ----- ------ ----- ----- ----- ----- ----- ----- 1 A 0.7 2.6 -4 .8 -2.5 -4.8 -2.5 -3.1 3.6 1 B 1 .8 7.9 -10.9 -11.0 -10.9 -11.0 -6.4 7.0 1 C 0.7 2.6 -2.5 -4.8 -2.5 -4.8 -3.1 3.6 Frame Col LnWindl LnWind2 Seis_L Seis R -EIPAT LL 1- -F.1PAT LL 2- Line Line Vert Vert Vert Vert Horz Vert Horz Vert --- ----- ----- 1 A -3.9 -2.5 0.0 1.5 0.0 -0.2 i h -ll . -7 .4 0.0 2.0 0.0 2.0 1 C -3.9 -2.5 0.0 -0.2 0.0 1.5 Frame Cc] --LWINDl L-- --LWINDl_R-- --LWIND2 L-- --LWIND2_R-- Line 1, ne Horz Vert Horz Vert Horz Vert Horz Vert ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 A 0.0 -0. 9 0.0 0.0 0.0 -0.4 0.0 0.0 1 B 0.0 -0.1 0.0 -0.1 0.0 -0.1 0.0 -0.1 ] C 0.0 0.0 0.0 -0.9 0.0 0.0 0.0 -0.4 Frame Ccl Wind P Wind S line Line Horz Horz ----- ---- ----- ----- 2 C -5.7 6.9 2 A -5.7 6.4 S101h01301-. Seismic Design Report: 3/17/10 1 :40pm Building Data ----- -------- =IBC 06 engtti = 30.00 W;ctt, - 50.00 Left Eave Height = 20.00 Fi7]_t Eave Height = 20.00 Formula --�- Qhear, V = 0.01*W �] ear Force, E = V frame, wind bent, wind column & base rean ctios) Fieid frame, endwall SY'ear Force, Em = Omega*V (wall diagonal bracing, splice at rigid frame & wind bent knee) Ncte: Applied load is seismic force multiplied by load combination Zcne/Design Category= A S,e;smic Dead Load, W _F- _f---Dead = 2.50 (psf ) Frame Dead = 2.00 (psf F.CGf Total - 4.50 (psf Weight= 1 - Dead - 2.00 (psf Weight= 1 .05 ik F SWC Dead = 2.00 (psf Weight= 0.60 P EW Dead - 2.00 (psf Weight= 1 .0 (k i F S,w Dead = 2.00 (psf Weight= 0.60 (k ) Total = 10.05 (k ) seismic Forces -------------- Focf Bracing Cs = 0.0100 W = 8.85 (k ) Force, V = 0.09 (k ) Force, E = 0.09 (k ) Sidewall Bracing Front Omega= 1.00 Cs = 0.0100 W = 0.00 (k ) Force, V = 0.00 (k ) Force, Em = 0.00 (k ) Force, E = 0.00 (k ) Eack Omega= 1.00 Cs = 0.0100 W = 0.00 (k ) Force, V = 0.00 (k ) Force, Em = 0.00 (k ) Force, E = 0.00 (k ) FndwalI Bracing Left Omega= 1.00 Cs = 0.0100 W = 5.00 (k ) Force, V = 0.05 (k ) Force, Em = 0.05 (k ) Force, E = 0.05 (k ) Figid Frames Cs = 0.0100 'name 1 W = 6.00 (k ) Force, V = 0.06 (k ) Force, E = 0.06 (k ) E-,a Plates Frame Omega- al mega al Base Shear Longitudinal Force, V = 0.00 (k ) Transverse Force, V = 0.11 (k ) Nuccr Building System` PO Box 1006 200 Whetstone Aced Swansea, SC 29160 REACTIONS, ANCHOR BOLTS, & Bi-,.SE FLATES FOR CARDINAL BUILDING SYSTEMS 9837 ALLIGATOR BOULEVARD MIDDLEBURG, FL 32008 SURF SOURCE EXPANSION 52 W 3RD ST. ATLANTIC BEACH, FL 322;3 SIOM0130A BUILDING DATA Width (ft) = 50.0 Length (ft) = 30.0 Eave Height (ft) = 20.0/ 20.0 Roof Slope (rise/12 ) = 1 .00/ 1 .00 Dead Load (psf ) = 2.5 Roof Live Load (psf = 20.0 Frame Live Load (psf = 12.0 Collat. Load (psf = 0.0 Wind Speed(mph ) = 120.6 Wind Code = FBC 07 (IBC 06) Closed/Open - C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1 .00 Importance - Seismic - 1 .00 Seismic Design Category= A Designer = Sr-6 3/1WI0 i MC7 sC1=. Re ct i� 1. Anchor Bolts, & 1 a. F P'late,�: 3/17/10 1 . 90pm ----- ----- ----Found aticn LoadE (k )----- ---------- ----------------- Frame Col Max Pos_VaI Max_Neg_Val Anc. Bo7_t Base Plate Line Line Id Herz Vert Id Herz Vert Nc. Diam Width Len Thick ----- ------ -- ----- ------ -- ----- ----- --- ----- ----- 1 A 8 3.6 -4 . 1 9 -3.1 -4 .1 4 0.750 8.00 9.00 0.375 3 0.0 �._ 8 3.6 -4 .1 1 B 8 7 .0 -12.1 9 -6.4 -12.1 4 0.750 8.00 12.00 0.375 3 0.0 9.7 8 7.0 -12.1 1 C 10 3.6 -7.1 11 -3.1 -7.1 4 0.750 8.00 12.00 0.375 3 0.0 3.4 10 3.6 -7.1 ----- -- ----- ----- --- ----- ----- ----- ----- 2 A 1 2.3 0.3 2 -6.3 -6.7 4 0.750 8.00 12.44 0.375 3 2.3 6. 6 4 -0. 6 -13.5 2 C 5 6.3 -6. 6 -2.3 0.3 4 0.750 8.00 12.44 0.375 3 -2.3 6.6 7 0.6 -13.5 ----- ----- -- ----- ----- --- ----- ----- ----- ----- ----------------------------------------------------------------------------- Load Load Id Combination ---- ------------------------------ 1 DL+CL+0.75LL+0.75WR1 2 0.60DL+WL2 3 DL+CL+LL 4 0.60DL+LnWndl+LWINDl_L2E 5 0.60DL+WR2 6 DL+CL+0.75LL+0.75WL1 7 0.60DL+LnWndl+LWINDI R2E 8 DL+WL2+WS 9 DL+WL2+WP 1.0 DL+WR2+WS 11 DL+WR2+WP 12 DL+WS+LnWnd2 13 DL+WP+LnWnd2 BRACING/PANEL SHEAR REACTIONS: ------------------------------ Reactions (k ) Panel ---Wall-- Col ----Wind---- --Seismic--- Shear Loc Line Line Herz Vert Herz Vert (ib/ft) ---- ---- ------- ----- ----- ----- ----- ------- LEW 1 B ,C 3.69 2.97 0.00 0.00 F_SW C 1 2 6.02 3.54 0.00 0.00 R EW 2 Rigid Frame At Endwall B_SW A 2 1 6.02 3.54 0.00 0.00 SIOM0130A Additional Reactions Report : 3/17/10 1 :40pm Rigid Frame Column ReactionE -- -Wind R1-- Frame Cel -Wind ---Dead--- ---rive--- _L] _ [mina L2--�czt Line Ling_ Horz Vert Hcrz Vert Horz Ve--rt Horz Vert N--7L ------ 0.5 l .i 8 4 .9 A -0.5 1 . 1 .8 4 .9 -0.6 2 C Frame Col -Wind R2-- -LnWind 1- -LnWind 2- Seismic-L- Seismic_R- LiHorz Vert Horz Vert Horz Vert Horz Vert Line ne Horz Vert ----- ----- Z---- A - 0.6 -2.6 -0.9 -10.0 0.4 -6.3 0.0 0.0 0.0 0. : 6.C, _7 7 0.9 -10.0 -0.9 6.3 0.0 0.0 0.0 0.0 2 C Frame Col LWINDI_L2E LWINDl_R2E LWIND2 L3E LWIND2 R3E Line Line Horz Vert Horz. Vert Horz Vert Horz Vert 2 A 0.0 -1 .0 -0.1 -0.1 0.0 -0.4 0.0 0.0 2 C 0.1 -0.1 G.0 -1.0 0.0 0.0 0.0 -0.4 ------------------------------- Endwall Cclumn Reactions ------------------------- Frame Col Dead Live Wind L1 Wind Rl Wind-L2 Wind-R2 Wind_P Wind_S Line Line Vert Vert Vert Vert Vert Vert Horz Horz ----- i---- A 0.7 2.6 4.8 2.5 4.8 2.5 3.1 3.6 I 7.0 B 1 .8 7.9 -10.9 -11.0 -10.9 -11.0 -6.4 1 C p.7 2.6 -2.5 -4.8 -2.5 -4.8 -3.1 3.6 Frame Col LnWindl LnWind2 Seis_L Seis_R -E1PAT LL 1- -ElPAT LL 2- Line Line Vert Vert Vert Vert Horz Vert Horz Vert ----- ----- I A -3.9 -2 .5 0.0 1 .5 0.0 -0.2 0.0 2.0 0.0 2.0 1 g -11 .7 -7 .9 0.0 -0.2 0.0 1.5 I C -3.9 -2.5 Frame Col --LWINDl L-- --LWINDI. R-- --LWIND2 L-- --LWIND2 R-- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- 1 A --0.0 -0. 9 0.0 0.0 0.0 -0.4 0.0 0.0 I B G.0 -0.1 0.0 -0.1 0.0 -0.1 0.0 -0.1 1 C 0.0 0.0 0.0 -0. 9 0.0 0.0 0.0 -0.9 --------- -------------------------------- Frame Col Wind P Wind-S Line Line Horz Horz ---- 2 C -5.7 6.9 2 A -5.7 6.9 --------------------------------- S10M0130A Seismic Design Report: 3/17/10 1 :90pm Building Data ------------ rGd,- =IBC 06 Length = 30-00 Width = 50.00 Left Eave Height = 20.00 Right Eave Height = 20.00 ce;�n�ic Fol muia Base Shear, V = 0.01*W Shear Force, E = V (Rigid frame, endwall frame, wind bent, win;: column & base reacticrs=i Shear Force, Em = Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee` Note: Applied load is seismic force multiplied by load combinaticn Zcne/Design Category= A Seismic Dead Load, W -------------------- RcOf Dead = 2.50 (psf ) Frame Dead = 2.00 (psf Rcof Total = 4 .50 (psf Weight- 6.75 (k 1 L_EW Dead - 2.00 (psf Weight= 1 .05 (k ) F SW Dead - 2.00 (psfweight= 0.60 (k, ) P. E[�� Dead = 2.00 (psf ) Weight= 1 .05 (k ) 6_Slh' Dead = 2.00 (psf ) Weight- 0.60 (k 1 Total = 10.05 (k ) Seismic Forces -------------- Roof Bracing Cs = 0.0100 W = 8.85 (k ) Force, V = 0.09 (k ) Force, E = 0.09 (k ) Sidewall Bracing Front Omega= 1 .00 Cs = 0.0100 W = 0.00 (k ) Force, V = 0.00 (k ) Force, Em = 0.00 (k ) Force, E = 0.00 (k ) Back Omega= 1 .00 Cs = 0.0100 W = 0.00 (k ) Force, V = 0.00 (k ) Force, Em = 0.00 (k ) Force, E = 0.00 (k ) Endwall Bracing Left Omega= 1 .00 Cs = 0.0100 W = 5. 00 (k ) Force, V = 0.05 (k ) Force, Em = 0.05 (k ) Force, E = 0.05 (k ) Rigid Frames Cs = 0.0100 Frame 1 W = 6.00 (k ) Force, V = 0.06 (k ) Force, E = 0.06 (k ) End Plates Frame Omega= 1 .00 Tctai Face shear Longitudinal Force, V = Trar=verse Force, V = SIOM0130A Sidewall P,esign Cede 3/]7/10 1 90pm STRUCTURAL CODE: Design Basis WS Hot Rolled Steel AISC05 Cold Formed Steel NAUS01 BUILDING CODE: Wind Code FBC 07 (IBC 06) Seismic Zone : A MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi " --== S10M0130A Girt Design Report (Level- 1; Span- -1 � 3/17/10 1:90pm -------------------------- GIRT: LEVEL # 1 ; SPAN # 1 -------------------------- GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load Nc.. Girt Factor Id Part Width Left Right Locate Width Brace Weight Out In ----- ----- 1 12Z075 17.96 3.7500 3.8 093. 6 1.00 0.98 93. 6 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------Shear (k ) -------- Bay Left Left Right Right Left Left Mid-Spar, Right Right Id Sup Lap Lap Sup Sup Lap Morr Loc Lap Sup - ----- ----- ----- 1 0.83 -0.83 0.00 -3.7 8. 98 ----- -0.00 STRENGTH/DEFLECTION: Bay -----Shear(k ) ------ -----Moment (f-k ) ---- Morn+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- ------ _ _ 1 LS 0.83 3.27 0.25 MS -3. 72 11.00 0.39 RL 0.06 -0.16 2.39 UNBRACE LENGTHS Bay ---------Minor---------- -----------Ck ---------- --------Moml/Mom2------- Id Major is LL MS RL AS LS LL MS RL RS LS LL MS RL RS ---- ---- ---- _ ---- ---- ---- 1 18.0 0.0 0.0 0.0 0.0 0.0 1 .00 1 .00 1 . 90 1 .00 1 .00 1.00 1.00 1.00 1 .00 1 . 00 WIND SUCTION ---------------- GIRT ANALYSIS: ---------Shear (k )-------- -------------Moment (f-k )-------------- Bay Left Left Right Riaht Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap --Mom Loc Lap Sup -- ----- 0.91 4 .12 8.95 0.00 1 -0. 97 STRENGTH/DEFLECTION: --Shear (k ) ----- ..... 1,1orT�ent (f-k > ---- Mom+Shr Deflection(in) Bay Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ----- --1 LS -0.97 3.2"7 0.30 MS 9 .12 5.28 0 .78 LL 0.10 0.17 2.39 UNBRACE LENGTHS --------------- ---- --------Moml/Mom2------- Bay ---------Minor---------- -----------Cb------- Id Major LS LL MS RL, RS LS LL MS RL RS LS LL MS RL R 1 18.0 18.0 18.0 18.0 18.0 18.0 1 .13 1 .13 1 .13 1.13 1.13 1.00 1 .00 1.00 1 .00 1.00 SlOM0130A Girt Design Report (Level= 1; Span= 2) 3/17/10 1:40pm GIRT: LEVEL # 1 ; SPAN # 2 -------------------------- GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Part Width Left Right Locate Width Brace Weight Out In --- -------- ----- 6 1 1220-75 1 .29 3.7500 3.8 0 -7 1 .00 0.98 6.7 WIND PRESSURE ---------------- GIRT ANALYSIS: --------------Moment (p-k ----g--- ------ ---------Shear (k ) -------- Bay Left Left Right Right Left Left Mid-Span Right Fight Id Sup Lap Lap Sup Sup Lap --Mom Loc Lap --SUP ---- ----- ----- 0.00 1 0.06 -0.06 0.00 -0.02 0.65 STRENGTH/DEFLECTION: Bay ------Shear(k )------ -----17oment (f-k ) ---- Mom-+Shr Deflection (in) Id Loc Calc Allow UC Loc C a I C AIIC) UC Loc UC Calc Allow 1 LS 0.06 27 0.02 MS 2 11 .00 0.00 LS 0.00 0.00 0.1 UNBRACE 'LENGTHS Bay ---------Mar,0r---------- -----------Cb----------- --------Moml/MOm2------- Id Malor LS LL MS RL P LS LL MS RL RS LS LL MS RL RS 1 1.3 0.0 0.0 0.0 0.0 0.0 1 .00 1 .00 1 .00 1.00 1 .00 1.00 1 .00 1 .00 1 .00 1.00 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------Shear (k ) -------- --------------Moment (f-k ) ------ --- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.08 0.08 0.00 0.03 0.65 0.00 STRENGTH/DEFLECTION: Bay Shear (k ) ------ -----Moment (f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -0.08 3.27 0.02 MS 0.03 11.00 0.00 LS 0.00 0.00 0.17 UNBRACE LENGTHS --------------- Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2------- Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 1 .3 1.3 1 .3 1 .3 1 .3 1 .3 1 .14 1 .14 1.14 1.14 1.14 1 .00 1 .00 1.00 1 .00 1 .00 SIOM0130A Girt Design Report (Level- 2; Span= 1) 3/17/10 1 :40pm -------------------------- GIRT: LEVEL # 2 ; SPAN # 1 -------------------------- GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft) -- Girt Load No. Girt Factor ld Part Width Left Right Locate Width Brace Weight Out In --- --------- ----- ---- ----- ------- ----- ----- ------ ---- ---- 1 122075 17 .96 7.5000 3.8 0 93.6 1 .00 0.48 93. 6 I,JIND PRESSURE ---------------- GIRT ANALYSIS: ---------Shear (k ) --- --------------Moment (f-k ) -------------- • If11:11111 .,..�_.. .-._- - , Left left k tit Right Left Left Mia `pn Right Pi 7) t Suf L F Lap Sup Sup Lap Moir : oc Lap S,uF - --- -- - ----- G.B= ----- -0.83 0.00 -3 0.00 STRENGTH/DEFLECTION: gals ------SheaT (k ) -----Moment (f-k )---- Mom+Shr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow i LS 0.83 3.27 0.25 MS -3.72 11.00 0.34 RL 0.08 -0.16 � .39 UNBRACE LENGTHS --------------- Fay -Cb--- - --------mom] /Mom2------- ---------Minor---------- ---------- Id Malcr i_S LL MS RL RS LS LL MS RL RS 1-S LL MS RL RS ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- - 1 18.0 0.0 0.0 0.0 0.0 0.0 1.00 1 .00 1.00 1.00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------Shear (k ) -------- --Moment (f-k )-- ------- flay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup -- ----- ----- 1 -0.97 - --- 0.91 0.00 4 .12 8.95 0.00 STRENGTH/DEFLECTION: Bay ------Shear(k ) - -----Moment(f-k )---- Mom+Shr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- ------ ----- ---- --- ------ ----- ---- --- ---- 1 LS -0.97 3.27 0.30 MS 4.12 5.28 0.78 LL 0.10 0.]7 2.39 UNBRACE LENGTHS --------------- Bay ---------Minor---------- -----------Cb----------- ------ -Moml/Mom2------- Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 18.0 18.0 18.0 18.0 18.0 18.0 1.13 1.13 1 .13 1.13 1.13 1.00 1 .00 1 .00 1 .00 1 .00 ----------- ------------ S1OM0130A Girt Design Report (Level= 2; Span= 2) 3/1 //!C' 1 :40 .m. -------------------------- GIRT: LEVEL # 2 ; SPAN # 2 -------------------------- GIRT LAYOUT: Available Reduction Girt Lap(ft)-- Girt Load TIC). Girt Factor Id Part Width Left Right Locate Width Brace Weight Out In ---- ----- -------- 1 122075-- -1 .29 7 .5000 3.8 0 6.7 1 .(iG 0.48 J,12tu�v nI VCYf.V U� A�,[i WINI: PRESSURE ---------------- GIRT ANALYSIS: ---------Shear (k ) -- --Moment (f-k ) -- Bay Left Left Right Right Left Left Mid-Span Riqht Right Id Sup Lap Lap Sup Sup Lap Mom Lc c: Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ------ ----- 1 0.06 -0.06 0.00 -0.02 0. 65 0.00 STRENGTH/DEFLECTION: Hay ------Shear (k )------ -----Moment (f-k )---- Mom+Shi Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.06 3.27 0.02 MS -0.02 11 .00 0.00 LS 0.00 0.00 0.17 UNBRACE LENGTHS --------------- Bay ----------Minor -- ------Cb--- --- --------Moml/Mom2 Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 1 .3 0.0 0.0 0.0 0.0 0.0 1.00 1 .00 1 .00 1.00 1 .00 1 .00 1 .00 1 .00 1.00 1.00 WIND SUCTION : ---------------- GIRT ANALYSIS: ---Shear (k ) --- ---------------Moment (f-k ) ------- ------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Lcc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.08 0.08 0.00 0.03 0.65 0.00 STRENGTH/DEFLECTION: Bay ------Shear (k ) ------ -----Moment(f-k )---- MOm+Shr Deflect IOn(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -0.OR 3.27 0.02 MS 0.03 11.00 0.00 LS 0.00 0.00 0.17 UNBRACE LENGTHS ---------------- Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2------- Tri maicr LS LL MS RL RS LS LL Ms RL RS LS Li MS PL RS -- ---- --- ---- ---- --- ---- ---- ---- ---- ---- ---- --------- ---- 1 1.3 1.3 1 .3 1 .3 1.3 1.3 1.14 1.14 1 .14 1 .14 1 .14 1 .00 1 .00 1 .00 1.00 1 .00 SIOM0130A Girt Design Report (Level= 3; Span= 1) 3/17/10 1 :40pm -------------------------- GIRT: LEVEL # 3 ; SPAN # 1 GIRT LAYOUT: Available Reduction 1,ay Girt Bay --Lap(ft)-- C-irI Load Nc. Girt Factor Id Part Width Left Right Locate Width Brace Weight Out In i 12Z075 17 .96 11.23-00 1 .9 0 93.6 1 .00 0.48 93.6 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------Shear (k ) -------- --------------Moment (f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mem Loc Lap Sup -- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.42 -0.42 0.00 -1 .90 8.98 0.00 STRENGTH/DEFLECTION: Bay ------Shear(k ) ------ ----Moment (f-k ) ---- Mom+Shr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- --- ------ ----- ---- --- ------ ----- ---- --- ---- -- 1 LS 0.42 3.27 0.13 MS -1.90 11 .00 0.17 RL 0.02 -0.08 2.39 UNBRACE LENGTHS --------------- Bay ---------Minor---------- -----------Cb------ --------Moml/Mom2------- Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS _ ---- ---- --------- ---- ---- ---- ---- ---- ---- ---- - 1 18.0 0.0 0.0 0.0 0.0 0.0 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1 .00 1.00 1.00 1.00 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------Shear (k ) -------- ----Moment (f-k ) --- - Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ----- ----- ----- --1 -0.49 0.47 0.00 2.10 9.24 0.00 S'T'RENGTH/DEFLECT ION: gay ------Shear (k )------ ----Moment (f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- ------ ----- ---- --- ------ ----- ---- --- ---- -- 1 LS -0.49 3.27 0.15 MS 2.10 5.28 0. 40 LL 0.03 0.09 2. 39 UNBRACE LENGTHS ---- bay Minor----- ----------- Cb- ----- --- Moml/Mom2------- Id Major LS LL MS RL RS LS LL MS R RS LS LL MS RL RS 1 18 .0 18.0 18.0 18.0 18.0 18.0 1 .13 1 . 13 1.13 1 .13 1 .13 I .00 1 .00 1 . 00 1 .00 1 .00 S10M013( A Girt De=ign Report Span= 2) 3/17/70 1:40pm --------------- ----------- GIRT: LEVEL # 3 , fi 2 -------------------------- GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft) -- Girt Load No. Girt Factor Id Part Width Left Right Locate Width Brace Weight Out In 1 12Z075 1.29 11 .2500 1.9 0 6.7 1.00 0.48 6.7 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------Shear(k ) --------- --- Moment (f-k ) -------------- Bay Left Left Right Right Left. Left Mid-Span Right Right Td Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.03 -0.03 0.00 -0.01 0.65 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k ) ------ -----Mcment (f-k ) ---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.03 3.27 0.01 MS -0.01 11 .00 0.00 LS 0.00 0.00 0.17 UNBRACF LENGTHS --------------- Bay Minor---------- -----------Cb----------- --------Moml/Mom2------- Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 1.3 0.0 0.0 0.0 0.0 0.G 1 .00 1 .00 1.00 1.00 1 .00 1 .00 1.00 1.00 1.00 1.00 WIND SUCTION : ----------------- GIRT ANALYSIS: ---------Shear (k )-------- --------------Moment (f-k )-------------- Bay Left Left Right Right Left Left Mid-Spar, Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.04 0.04 0.00 0.01 0.65 0.00 STRENGTH/DEFLECTION: Ba ------Shear(k )------ -----Moment (f-k )---- Mom+Shr Deflection(an) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow rrimcoiv -- i LS -0.09 MS 0.01 ] 1 .00 0.00 LS 0.00 0.00 0.17 UNBRACE LENGTHS --------------- ----Pir;or - -----------Cb----------- --------Moml/Mom2 - Bay --- Id Malor LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS ---- ---- --------- ---- --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 1 1.3 1.3 1 .3 i .3 1 .3 1 .3 1 .14 1 .14 1.14 1 .14 1.19 1 .00 1.00 1.00 1 .00 1.00 SIOM0130A Girt Design Report (Level= 4; Span= 1) 3/1-7/10 1:40pm --------------------------- GIRT: LEVEL # 4 ; SPAN # 1 GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft) -- Girt Load No. Girt Factor Id Part Width Left Right Locate Width Brace Weight Out In --- -------- ----- ---- ----- ------- ----- ----- 1 122105 29.00 11 .3333 1.9 0 211.7 1 .00 0.48 211.7 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------Shear (k )--- -------- -Moment (f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ---- 1 0.73 -0.86 0.00 -5.83 15.71 0.00 STRENGTH/DEFLECTION: Bay ------Shear(k ) ------ -----Moment (f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow i RS -0.86 9.03 0.10 MS -5.83 18.46 0.32 RL 0.07 -0.46 3.87 UNBRACE LENGTHS --------------- Bay ---------Minor---------- ---------- -Cb----------- --------Moml/Mom2------- Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS ---- ---- ---- ---- ---- --------- ---- __ _ ---- ---- ---- 1 29.0 0.0 0.0 0.0 0.0 0.0 1 .00 1.00 1.00 1 .00 1.00 1 .00 1 .00 1 .00 1.00 1.00 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------Shear (k ) -----.--- ---------------Moment (f-k. ) -------------- n ni�n o Bay Left Left Right P.ight Left Left Mid-Span light Right 1 C l Lap Lp Sup Sup Lap Mom Loc Lap Sup 1 .18 0.00 9.10 18.34 0.00 STRENGTH/DEFLECTION: Bay ------Shear (k )------ -----Moment (f-k )---- Mom+Shr Deflection(in) Id Loc Calc A11cw, UC Loc Calc Allow UC Loc UC Calc Allow --- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- I RS 1 .18 9.03 0.13 MS 9.10 8.86 1 .03 MS 0.25 0. 68 3.87 UNBRACE LENGTHS --------------- Bay ---------Minor---------- -----------Cb----------- --------mom l/Mcm2------- Id MaIcr LS LL MS RL RS LS LL MS RL RS LS LL MS RL PS 1 29.0 18.3 18.3 16.3 10.0 0.7 1.32 1 .32 1 .32 1 .43 1 .66 0.00 0.00 0.00 0.08 0.00 SIOM0130A Girt Design Report (Level= 5; Span= 1) 3/17/10 1 :40prr -------------------------- GIRT: LEVEL # 5 ; SPAN # 1 -------------------------- GIRT LAYOUT: Available Reduction Bay Girt Bay - -Lap(ft)-- Girt Load No. Girt Factor Id Part Width Left Right Locate Width Brace Weight Out In 1 122099 29.00 15.0000 2.6 0 199.5 1 .00 0.48 1.99.5 WIND PRESSURE ---------------- GIRT ANALYSIS: ----------Shear (k ) --------------Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 1.01 -1.01 0.00 -7.33 14 .50 0.00 STRENGTH/DEFLECTION: Bay ------Shear(k ) ------ -----Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- --- ------ ----- ---- --- ------ ----- ----- --- ---- ------ ----- 1 LS 1.01 7.56 0.13 MS -7.33 17.19 0.43 RL 0.11 -0.61 3.87 UNBF.ACF LENGTHS --------------- Bay ---------I'-11nor---------- --- Cb----------- --------Moml/Mcm2 Id Major LS LL MS RL RS LS LL MS P.L RS LS LL Ms RL RS NIM LIIIB '••••••., ••,••• C).0 0 0 0 0 0.0 0.C) I .00 1 C)C) 1 (��: 1 ���' 1 ��� I .' (i 01 .00 IC TI!)N _IRT id IT-]_,'PSIS: ---Shear(k ) -------- Moment (f-k ) ------ Bay Left Left Right Right Left Left Mid-Span Right Right IduD Lap Lap Sup Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- 1 -1 .15 1.14 0.00 8.07 14 .59 0.00 STRENGTH/DEFLECTION: Bay ------Shear(k )------ -----Moment (f-k )---- Mom+Shr Def Aectaon(ir,) Id LCC Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- --- ------ ----- ---- --- ------ ----- ---- --- ---- 1 -1 .15 7.56 0.15 MS 8.07 8.25 0.98 LL 0.13 0.68 3.87 U1'.BRACE LENGTHS --------------- ---------Minor---------- -Cb--- -- --------Moml/Mom2------- Ecy Id Me.-or LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 29.0 29.0 29.0 29.0 29.0 29.0 1.14 1.14 1.14 1.14 1 .14 1.00 1 .00 1.00 1 .00 1.00 S10M0130A Girt Design Report (Level= 6; Span= 1) 3/17/10 1 :40pm -------------------------- GIRT: LEVEL # 6 ; SPAN # 1 -------------------------- GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Fart Width Left Right Locate Width Brace Weight Out In --- --------- ----- ---- ----- ------- ----- ----- ------ ---- ---- i 122089 29.00 17.0000 2.4 0 179.2 1.00 0.46 179.2 WIND PRESSURE ----------------- GIRT ANALYSIS: ---------Shear (k )-------- --------------Moment (f-k ) --------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ------ ----- ----- ----- ----- ----- ----- ----- ----- --1 GF -0.86 0.00 -6.25 14 .50 0.00 STREIDEFLECTION: Bay - Shear(k )------ -----Moment (I-k )---- MOT"+Shr Deflection (inI Id 1cCalc Allow UC L Calc A11c�; UC L-cc Calc Allow LS 0.86 5.48 0.16 MS -6.25 19 .04 0.43 LL G1 -��.58 3.87 UNBRACE LLNGTHS Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2------- Id Maior LS LL MS RL RS LS LL MS RL F.:= LS hL MS RL RS 1 2°.0 0.0 0.0 0.0 0.0 0.0 1 .00 1 .00 1.00 1 .00 1 .00 1 .00 1 .00 1 .00 1.00 1.00 WIND SUCTION : ----------------- GIRT ANALYSIS: ---------Shear (k )-------- --------------Moment (f-k ! ------ bay Left Left Right Right Left Left Mid-Spar, R.iaht Right Id Sup Lap Lap Sup Sup Lap Morn Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.98 0.97 0.00 6.88 14 .59 0.00 STRENGTH/DEFLECTION: Bay ------Shear(k )------ -----Moment (f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 LS -0. 98 5.48 0.18 MS 6.88 7.03 0.98 LL 0.13 0.64 3.87 UNBRACE LENGTHS Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2------- Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 29.0 29.0 2 9.0 29.0 29.0 29.0 1 .14 1.14 1 .14 1 .14 1 .14 1.00 1.00 1.00 1 .00 1.00 S1ONO 130A Sidewall Jamb/Header Summary 3/17/10 1 :40pm JAMB/HEADER LAYOUT: Open Bay Member Member Member Member Id Id Locate Part Length Weight 1 1 Jamb-L F12S075 11 .33 55.0 Jamb-R F12S075 11.33 59.0 Header F12S075 10.00 52.1 JAME/HEADER UNBRACED LENGTHS: Available Open Member Minor Minor ReductionFactor Id Lccate Major Outside Inside Outside Inside 1 Jamb-L 11.33 3.75 3.75 0.00 0.00 1 Jamb-R 3.75 3.75 3.75 0.00 0.00 1 Helder 10.00 0.00 10.00 1 .00 0.38 STREN((-TH%DEFLECTION: Open Member Ld ----Shear (k ) ---- ---Moment (f-k ) -- Mom+ Deflect (in) Jl lt)/LV 111 •••✓•+'•.v••• • .� Id Locate Id Calc V! f UC ra c Mr, f 11C S1,ear a1 Allow 1 Jamb-L WP 1 .55 0.97 -S.i 11'. 7`. 0. 97 0.22 -0. 09 1 .51 WS -1.70 3.2 0.52 5. 06 10. 55 0. .`.2 0.00 0.10 1 .51 Jamb-R WP 0.23 _ .27 0.07 -0.22 10. 4` 0.02 0.00 C.00 0.50 WS 0.27 3.27 0.08 0.%5 10. 75 0.02 0.00 0.00 0.50 Header WP -0.08 3.27 0.03 -0.20 10. 45 0.02 0.00 0.00 1.33 WS -0.09 3.27 0.03 0.23 9.95 0.02 0.00 0.00 1.33 SIOM0130A Wall Panel Report 3/17/10 1 :40pm PANEL DATA: Rotation Bay Part Type Gage Yield Stiffness 1 CW6-80 CW 26.00 80.0 0.00 MOMENTS & DEFLECTION: ----------Moment (ft-lb/ft) --------- Span Span LD Support Midsparn ---Deflect (in) -- Id (ft) Id Calc Mn/sf UC Calc Mn/sf UC Calc Allow UC 1 3.75 WP 45.5 181.1 0.25 -33.3 134 .7 0.25 -0.03 0.50 0.07 WS -60.5 134.7 0.45 44.3 181.1 0.24 0.04 0.50 0.09 2 3.75 WP 45.5 181.1 0.25 -14.8 134.7 0. 11 -0.01 0.50 0.02 WS -60.5 134.7 0.45 19.7 181 .1 0.11 0.01 0.50 0.02 3 3.75 WP 38. 6 181.1 0.21 -18.0 134 .7 0.13 -0.01 0.50 0.03 WS -51. 4 134 .7 0.38 24 .0 181 .1 0. 13 0.02 0.50 0.04 4 3. 67 WP 38. 6 181.1 0.21 -21 .0 134 .7 0. 16 -0.02 0.49 0.04 WS -51. 4 134.7 0.38 2"i.9 181 .1 0.15 0.02 0.49 0.05 5 2.00 WP 22. 6 181.1 0.12 5.8 181 .1 0.03 0.00 0.27 0.01 WS -30. 1 134.7 0.22 - 'i .7 134 .7 0.06 0.00 0.2'7 0.02 6 2.83 WP 19. 6 181.1 0.11 -21 . 6 134 .7 0.16 -0.01 0.38 0.04 WS -26. 1 134 .7 0.19 28.7 161 .1 0. 16 0.02 0.38 0.05 SlOM0130A Weight Summary 3/17/10 1:40pm Girts = 891 .32 Frame Openings = 170.19 1061 . 51 .91OM0130A Sidewal ] Design Warning Report 3/17/10 1 :40pm No Warnings SIOM0130A Sidewal1 lj(-q5 COde 3/1'7/10 1 :40pm ---------------- ------------------------------------- ------ STRUCTURAL CODE: Desiqn Basis [n'S Hot Rolled Steel AISC05 Cold Formed Steel NAUSOI BUILDING CODE: Wind Code FBC 0? (IBC 06) Seismic Zone A MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi Cold Formed Steel 29500 (ksi SIOM0130A Girt Desian Repo t. (Level= l ; Span= 1) 3/17/10 1:40pm -------------------------- GIRT: LEVEL # 1 ; SPAN # 1 -------------------------- GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft) -- Girt Load No. Girt Factor Id Part Width Left Right Locate Width Brace Weight Out In 1 122120 29.00 3.7500 3.8 0 241 .9 1.00 0.48 241.9 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------Shear (k ) -------- ---------------Moment (f-k ) -------------- Bay Left Left Richt Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- --- - ----- ----- ----- ----- 1 1.34 -1 .34 0.00 -9.70 14 .50 0.00 STRENGTH/DEFLECTION: Bay ------Shear(k ) Moment (f-k ) ---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Lnc Calc Allow UC Loc UC Calc Allow --- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 LS 1 .34 13.51 0.10 MS -9.70 22.00 0.44 LL 0. 11 -0. 67 3.87 UNBRACE LENGTHS ---------------- Bay ---------Minc,r -----------Cb------ --------Moml/Mom2------- Id Ma-ior LS LL ill RL RS LS LL MS RL RS LS LL MS RL RS --- ----- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- ---- 1 29.0 0.0 0.0 0.0 0.O 0.0 1 .00 1 .00 1 .00 1 .00 I .(10 1.00 1.00 1 .00 1.Q0 i .00 WIND SUCT C`[< GIRT ANAJ 'i',' ----- ---Shear (k ) -------- ---------Moment (f-k ) -------------- Bay Leif Left Right Right Left Left Mid-Span Right Right Id SuF Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 .53 0.00 10.68 14.41 0.00 STRENGTH/DEFLECTION: Bay ------Shear (k )- Moment (f-k ) ---- Mom+Shr Deflection(in) Id Lcc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS 1 .53 13.51 0.11 MS 10.68 10.56 1.01 RL 0.14 0.74 3.87 UNBRACE LENGTHS - -BaY-- ---------Minor---------- -----------Cb----------- --------Moml/MCrli2------- Id Malcr LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS --- ----- ---- ---- ---- ---- ---- ---- ----- ---- ---- ---- ---- ---- -- 1 29.0 29.0 29.0 29.0 29.0 29.0 1 .14 1.14 1 .14 1.14 1.14 1.00 1 .00 1 .00 1 .00 1 .00 SlOM0130A Girt Design Report (Level= 2; Span= 1) 3/17/10 1:40pm ----------------------------- GIRT: LEVEL # 2 ; SPAN # 1 -------------------------- GIRT LAYOUT: Available Reduction Bay Girt Bay --Lap(ft)-- Girt Load No. Girt Factor Id Fart Width Left Right Locate Width Brace Weight Out In --- -------- ----- ---- ----- ------- ----- ----- ------ ---- ---- 1 12'L120 29.00 7.5000 -3.8 0 241.9 1.00 0.48 241 .9 WIND PRESSURE ---------------- GIRT F.NALY:SIS: ---------Shpar (k ) --- --------------Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- 1 1 .-_4 -1 .34 0.00 -9.70 14 .50 0.00 STRENGTH/DEFLECTION: Bay ------Shear (k ) ------ ----Moment (f-k )---- Mom+Shr Deflection(in) Id Lcc Calc Allow UC Loc Calc Anotia UC Loc UC Calc Allow inr�iu u LS i .34 13.51 0.10 MS -9."/0 <<.00 0.44 LL 0.11 -O. E7 3.51 INBRACE I.ENC-THS Bay --- Minor---------- -----------Cb------------ --------Ill om:I Mc TT- Id 1,11 c_ LS LL MS RL RS LS LL MS RL RS LS LL NS RL RS --- ------ ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --------- ---- �9.0 0.0 0.0 0.0 0.0 0.0 1 .00 1 .00 1.00 1.00 1 .00 1.00 1 .00 1 .00 1.00 1 .00 WIND SUCTION ---------------- GIkT' ANALYSIS: ---------Shear (k ) -------- ------- Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- - -1 •-� 1 .53 0.00 10.68 14 .41 0.00 STRENGTF../DEFLECTION: Ba,, ------Shear(k ) ------ ------Moment (f-k )---- Mom+Shr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 1.53 13.51 0.11 MS 10. 68 10.56 1.01 RL 0.14 0.74 3.87 UNBRACE LENGTHS --------------- Bay ---------Minor---------- -----------Cb----------- --------Moml/Mom2------- Id Ma_ior LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 29.0 29.0 29.0 29.0 29.0 29.0 1.14 1.14 1.14 1.14 1 .14 1 .00 1 .00 1 .00 1 .00 1 .00 S10M0130A Girt Design Report (Level- 3; Span= 1) 3/17/10 1 :40pm -------------------------- GIRT: LEVEL # 3 ; SPAN # 1 -------------------------- GIRT LAYGOT: Available Reduction Bay r_,irt Bay --Lap(ft) -- Girt Load No. Girt Factor Id Fart. Width Left Right Locate Width Brace Weight Out In --- -------- ----- ---- ----- ------- ----- ----- ------ ---- ---- 1 722120 29.00 11 .2500 3.8 0 241 . 9 1 .00 0.48 241.9 WTNC FFF�::�UP,E ----------------- 11FT z7j,--LY IS. -----------Shear (k ) --- --------------Moment (f-k ) ------- -- ......... ........ ,;�aitu nr Eay Left Left Right Right Left Left �9id-`;Lar, gr,t Right Id Sup Lap Lap Sup cup Lap Mom Lc�- -ia� --Sup --I _3 -i . 4 -1 .34 0.00 o.i0 14 .`_t, 0.00 STRENGTH/DEFLECTION: Fay -- ----Shear(k )----- -----Moment (f-k )---- Mom'Shr Cefiection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC C.C..alc Allow 1 LS 1.34 13.51 0.10 MS -9.70 22.00 0.44 LL 0.11 3.8"7 UNBRACE LENGTHS --------------- gay ---------Minor---------- ---------- -Cb----------- --------Moml/Mom ------- Id Mayor LS LL MS RL RS LS LL ME RL FE LS LL MS RL RS ---- ---- ---- ---- ---- ---- ---- ---- 1 29.0 0.0 0.0 0.0 0.0 0.0 1 .00 1 .00 1 .00 1.00 1 .00 1 .00 1 .00 1 .00 1 .00 1.00 HIND SUCTION : ---------------- (;IRT ANALYSIS: --Shear(k ) -------- --------------Moment (f-k )-------------- Bay Left Left Right Right Left Left Mid-Spar, Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup _ ----- ---- ----- ----- ----- ----- 1 -1.51 1.53 0.00 10.68 14.41 0.00 STRENGTH/DEFLECTION: Fay ---- --Shear(k )----- -----Moment (f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 1 .53 13.51 0.11 MS 10. 68 10.56 1 .01 RL O.i4 0.74 3.8"7 UNBRACE LENGTHS ----5---------- -----------Cb----------- --------Moml/Mom_------- Ba ---------Minor---------- RS Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL ---- ---- ---- ---- ----- ---- ---- ---- 1 29.0 29.0 29.0 29.0 29.0 29.0 1.14 1.14 1. 14 1 .14 1 .14 1 .00 1 .00 1.00 1 .00 1.00 Girt Design Report (Level= 4; Span- 1) 3/1'7/10 1:40pm :;1OMOl30A g -------------------------- GIRT: LEVEL # 4 ; SPAN # 1 -------------------------- GIRT LAYOUT: P.vailable Reduction F Girt Bay --Lap(fI Girt Load No. Girt- Factor Id Part Width Left Right Locate width Brace We ght Out In ----- ------- - 17.2099-- 29 00 ---- 15.0000 2 .° 199. 5 1 .00 0.48 WIND PRESSURE : ---------------- GIRT ANALYSIS: --- Shear(k ) -------- --------------!:crnent (f-k. ) -------------- Bay Left Left Right Right Left Left ;=d-Span Right Right Id Sup Lap Lap Sup Sup Lap m Lcc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 1 .03 -1 .03 0.00 -;.93 19 .50 0.00 STRENGTH/DEFLECTION: Bay Shear (k ) - -----Moment (f-k ) ---- Mom,Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 LS 1 .03 7.56 0.14 MS -7 .43 17.19 0.43 LL 0.11 -0. 62 3.87 UNBRACE LENGTHS --------------- Bay ---------Minor---------- -----------Ch----------- --------Moml/Mom2-- Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS 1 29.0 0.0 0.0 0.0 0.0 0.0 1 .00 1.00 1 .00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: ---------Shear (k ) -------- -------- Moment (f-k ) -------------- Bay Left Left Right Right Left Left Mid-Spar; Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -1.16 1. 17 0.00 8.18 14.41 0.00 STRENGTH/DEFLECTION: Bay ------Shear(k ) ------ -----Moment (f-k ) ---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 1.17 7.56 0.15 MS 8.18 8.25 0. 95 RL 0.13 0. 69 3.87 UNBRACE LENGTHS --------------- Bay ---Minor-- --- -----------Cb ------ ---Moml/Mom2 id Major LS 1.1, MS RL RS LS LL MS RL RS LS LL MS RL RS I 29.0 29.0 29.0 29.0 29.0 29.0 1 .14 1 .14 1 .14 1 . 14 1 .14 1.00 1.00 1.00 1.00 1.00 SIOM0130A Girt Design Report (Level= 5; .Span= 1 ) 3/17/10 1:40pm --------------------------- GIRT: LEVEL # 5 ; SPAN # 1 . IA/ttIto GIRT LA1'OU'I : Available Reduction Bay Girt Bay --Lap(ft) --- Girt Load No. Girt Factor Id Part Width Left Right Locate Width Brace Weight Out In ---- ----- ----- ------ 1 12ZO8C+, 29.00 ]: .0000 2 .4 0 179.2 1 .00 0.48 179.2 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------Shear (k ) -------- --------------Moment (f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ----- --- --1 0.86 --- -0.86 0.00 -6.25 14 .50 0.00 STRENGTH/DEFLECTION: Bay -------Shear(k )----- ----Moment (f-k ) ---- Mom+Shr Deflection(in) Id Loc Calc A]-low UC Loc Calc Allow UC Loc UC Calc Allow _ --- ------ ----- ---- - 1 LS 0.86 5.48 0.16 MS -6.25 14.64 0.43 LL 0.11 -0.58 3.87 UNBRACE LENGTHS --------------- ------- ---Cb----------- --------Mom'/Mom..------- Bay ---------Minor---- ------ Id Major LS LL MS RL RS LS LL MS RL RS LS LL MS RL RS __ _ _ ---- ---- ---- ---- ---- ---- ---- --- 1 29.0 0.0 0.0 0.0 0.0 0.0 1 .00 1 .00 1.00 1.00 1 .00 1.00 1 .00 1.00 I .00 1.00 WIND SUCTION : ---------------- GIRT ANALYSIS: _ --------------Moment (f-k ) -------------- -Shear (k ) -------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup _ ----- -- ----- ----- 1 -0. 9-/ 0.98 0.00 6.88 14 .91 0.00 STRENGTH/DEFLECTION: Bay ------Shear(k )------ -----Moment (f-k )---- Mom+Shr Deflection (in) Id Loc Calc AllowUC Loc Calc Allow UC Loc UC Calc Allow --- ------ ----- ---- --- ---- --1 RS- --0.98 5.48 0.18 MS 6.88 7.0` 0. 98 RL 0.13 0.64 3.87 UNBRACE LEIIGTHS -- -- ----- -- ---------MlnOr---------- -----------Cb----------- --------Moml Moms------- Bay Id Major LS LL MS RL RS LS 11 tl9S RL RS LS LL MS F<L RS --1 ?9 ] .00 1 .00 1 .00 1 .(i0 00 .ri 29 0 29.0 29.0 29. 0 29.0 1 .14 ] . 74 1 .14 1 .14 1.14 i . :Of C ;0A Wall f'.nel Fcpert 3/1 iilU 40pm PANEL DATA: Rotation Bay Part Type Gage Yield Stiffness - - -------- ---- ----- ----- --------- 1 CW6-80 CW 26.00 H.0 0.00 MOMENTS & DEFLECTION: ----------Moment (ft-lb/ft)--------- Span Span LD Support Midspan ---DefIect (in) -- Id (ft) Id Calc Mn/sf uC Calc Mn/sf uC Calc Allow uC 1 3.75 WP 45.5 181 .1 0.25 -33.3 134 .7 0.25 -0.03 0.50 0.07 WS -60. 6 134 .7 0.45 44 .3 181 .1 0.24 0.04 0.50 0.09 3.75 WP 45.5 181 .1 0.25 -14 .9 134 .7 0.11 -0.01 0.50 0.02 WS -60. 6 134 .7 0.45 19.8 181 .1 0.11 0.01 0.50 0.02 ? 3.75 WP 39.5 181- .1 0.22 -17.7 134 .7 0.13 -0.01 0.50 0.03 WS -52.6 134 .7 0.39 23.6 181.1 0.13 0.02 0.50 0.03 4 3.75 WP 39.5 181 . 1 0.22 -22.1 134 .7 0.16 -0.02 0.50 0.04 WS -52.6 134 .7 0.39 29.4 181.1 0.16 0.03 0.50 0.05 5 2.00 WP 24.0 181 .1 0.13 6.3 181.1 0.03 0.00 0.27 0.01 WS -32.0 134 .7 0.24 -8.4 134 .7 0.06 -0.01 0.27 0.02 6 2.83 WP 19.3 181 .1 0.11 -21.7 134.7 0.16 -0.01 0.38 0.04 WS -25.7 134 .7 0.19 28.9 181 .1 0.16 0.02 0.38 0.05 SIOM0130A Weight Summary 3/17/10 1 :40pm Girts - 1104 .32 Frame Openings - 0.00 1104 .32 S10M0130A Sidewall Design Warning Report 3/17/10 1 :40pm No Warnings Endwall Design Code 3/17/ 1'1 1 9 OPM �TROC7i'ki'.L CODE: De iC_;r: Fasis WS Hct Felled Steel AISCO5 Cold Fcrmed Steel NAUSOI SUILCIt:�C CODE: Wind Code FBC 07 (IBC 06) eism;c Lone A MODULU: OF ELASTICITY Hot F.clled Steel 29000 (ksi ) old Fcrmed Steel 29500 (ksi ) S1OMC_3CV- Column & Rafter Design 3/17/10 1 :40pm MEMBF;R S ;E Men Der Member Member ---Web Size-- -Flange Size- Member Member Id Locate Part Depth Thick Width Thick LengthWeight ----------- ----- ----- ----- ----- ------ C01-1 1 .0 W0912519 8.63 0.125 5.00 0.188 18.7 187.6 Col-2 25.0 W1212519 11.63 0.125 5.00 0.188 20.7 234.1 Col.-3 49.0 W1212519 11.63 0.125 5.00 0.188 18.7 211.4 ------ ----------- ----- ----- ----- ----- Raf-1 W1012519 9.63 0.125 5.00 0.188 25.1 262.7 Ra{--2 W1012519 9.63 0.125 5.00 0.188 25. 1 262.7 Total= 1158.40 DESIGN N71017S/STRENGTH: Mem Load ---Axial (k ) -- ---Shear(k )-- -Momerit (f-k ) - Id Id Calc Pn/sf Calc Vn/sf Calc Mn/st ------ ------ ------ ------ ------ Col-1 1 3.17 59. 65 0.00 18.20 0.00 23.83 C:o1-1 2 -1 .09 80.77 2.24 18.20 -10.44 23.83 CcI 1 ? 0.77 59.65 2.24 18.20 -10.44 23.83 Col-1 4 -1.09 80.77 -2.57 18.20 12.00 23.83 Cc,I-1 5 0.7"7 59.65 -2.57 18.20 12.00 23.83 Col-1 6. -4 .11 80.77 2.98 18.20 -13.92 23.83 Col-1 7 -4 .11 80.77 -3.43 18.20 16.00 23.83 Col-1 g -1.88 80.77 2.98 18.20 -13.92 23.83 C01-1 9 -1.88 80.77 -3.43 18.20 1E .0O 23.83 Col-1 10 -4.11 80.77 2.98 18.20 -13.92 23.83 Col-1 it -4.11 80.77 -3.43 18.20 16.00 23.83 Col-1 12 -1.86 80.77 2.98 18.20 -13.92 23.83 Col-1 13 -1.88 80."77 -3.43 18.2.0 16.00 23.83 Col-1 14 -3.25 80.77 2.98 18.20 -13.92 23.83 C01-1 15 -1.88 80.77 2.98 18.20 -13.92 23.83 Col-1 16 -3.25 80.77 -3.43 18.20 16.00 23.83 C01-1 17 -1.88 80.77 -3.43 18.20 16.00 23.83 Col-1 18 0.67 59.65 0.00 18.20 0.00 23.83 Col-1 19 0.67 59.65 0.00 18.20 0.00 23.83 C 1 9.26 61 . 61 0.00 13.64 0.00 32.63 Vic]-7 2 -0.67 91 .18 4 .57 13.64 -23.63 32. 63 Cc,1-2 3 1 .67 61 .61 4 .57 13.64 -23. 63 32.63 Cc]-2 9 -0.67 91 .18 -5.00 13.64 25.89 32. 63 Col-2 1.67 61 .61 -5.00 13.64 25.84 32. 63 Col-2 c. -8.94 91 .18. 6.10 13.64 -31 . `_;1 32.63 C01-2 7 -8.94 91 .18 -6.67 13.64 34 .4` 32.63 Col-2 8 -8.97 91 .18 6.10 13.64 - 11 .51 32.63 cl -8. 97 9i C1 10 -8.94 91 .18 -6. 67 63 r4 39 . x` x . 6.10 C^1 11 -8.94 97 .18 -6. 67 -6.13 91 . 18 6 1 4i 6 Ccl- ] 13 -6.13 91 . 18 -6.67 (A 39 .45 . 63 Co]-2 14 -9.72 91 . 18 6.10 1 s. 64 31 `,1 1. 63 Col -l', 15 -5.61 91 .18 6.10 13. 64 -31 .51 32. 63 Cc]-2 16 -9.72 91 .18 -6.67 13. E 4 34.45 32. 63 Col-2 17 -5. 61 91 .18 -6.67 13. 64 34 .45 32. 63 Col-2 18 1.70 61 .61 0.00 13. 64 0.00 32. 63 Col-2 19 1.70 61 .61 0.00 13.64 0.00 32. 63 Col-3 1 3.19 62.890.00 13 Ccl-3 2 2.93 62.89 69 0.00 32 6� Co]-3 3 2.24 13.64 -10.44 32. 63 -1.07 91 .18 2.24 13. 64 -10.44 32. 63 Col-3 4 2. 93 62.84 -2.57 13.64 12.00 32. 63 Col-3 5 -1.07 91.18 -2.57 13.64 12.00 32. 63 Col-3 6 -1.88 91.18 2.98 13. 69 -13.92 32. 63 Col-3 7 -1.88 91.18 -3.43 13. 69 16.00 32. 63 Col-3 8 -4 .08 91.18 2.98 13. 64 -13. 92 32. 63 Col-3 4 -4.08 91.18 -3.43 13. 64 16.00 32. 63 Col-3 10 1 .18 62.84 2.98 13. 64 -13. 92 32. 63 Co]-3 1 1.18 62.84 -3.43 13. 640 16.0 32. 63 Col 12 -4 .08 91.18 2.98 13. 69 -13.92 32. 63 Co]-3 13 -4 .08 91.18 -3.43 13. 64 16.00 32. 63 Co]-3 14 -3.25 91.18 2.98 13.64 -13. 92 32. 63 Col-3 15 -1 .88 91 .18 2.98 13. 64 -13.92 32. 63 Col-3 16 -3.25 91.18 -3.43 13. 64 16.00 32. 63 Col-3 17 -1 .88 91.18 -3.43 13.64 16.00 32. 63 Col-3 18 0.70 62.84 0.00 13.64 0.00 32. 63 C01-3 19 0.70 62.84 0.00 13.64 0.00 32. 63 Raf-1 1 -0.37 84 .33 -4.47 16.58 21 .51 26.83 Raf--1 2 -0.58 84 .33 1.1.5 16.58 5. 60 26.83 Raf-1 3 -0.48 84 .33 -0.59 16.58 6.54 26.83 Raf-1 4 -0.44 84 .33 0.55 16.58 -3.81 26.83 Raf-1 5 -0.35 84 .33 -2.13 16.58 -6.16 26.83 Raf-1 6 -0.60 84 .33 -1 .13 16.58 -3.72 26.83 Raf-] 7 -0.53 84 .33 0.69 .16.58 -3.72 26.83 Raf-1 8 -0.33 84 .33 -3.49 16.58 16.80 26.83 Raf-1 9 -0.29 84 .33 -3.53 16.58 16.80 26.83 Raf-1 10 -0.42 84 .33 5.82 16.58 -23.02 26.83 Raf-1 11 -0.29 84 .33 3.50 16.58 12. 61 26.83 Raf-1 12 -0.23 84 .33 3.75 16.58 --23.02 26.83 Raf-1 13 -0.10 84 .33 1.43 16.58 -11.86 26.83 Raf-1 14 -0.42 84 .33 5.28 16.58 - -25.�3R 26.83 Raf-1 15 -0.34 84.33 5.19 16.58 -25.:8 26.83 Raf-1 16 -0.07 84.33 -0.39 16.58 1.89 26.83 Raf-1 17 -0.04 84 .33 -0.43 16.58 1.89 26.83 Raf-1 18 0.24 55.76 -4.28 16.58 17.00 26.83 Raf-1 19 -0.23 84 .33 -2.79 ]6.58 17.00 26.83 Raf-1 20 0.04 55.76 -0.73 16.58 3.45 26 83 Raf-] 21 -0.09 84 .33 -0.7 3 16.58 3.49 26.83 Raf-2 1 -0.3 7 84 .33 4.47 16.58 21.51 26.83 Raf-2 2 -0.44 84 .33 -0.55 16.58 -3.81 26.83 Raf-2 3 -0.35 84 .33 2.13 16.58 -8.16 26.83 R a f-2 4 -0.31 84.33 -1 .15 16.58 5.60 26.83 PC,f-2 5 0.26 55.76 0.59 16.58 6.`,4 26.83 Raf-2 6 -0.53 84.33 -0.69 16.58 -3.72 26.83 Raf-2 7 -0.52 84.33 1.13 16.58 Raf-2 8 -0.29 84.33 -3.72 26.83 3.53 16.58 16.80 26.83 Raf-2 9 -0.29 84 .33 3.49 1(.58 16.80 26.83 Raf-2 10 -0.23 84.33 -3.75 16.58 -23.02 26.83 Raf-2 11 -0.10 84.33 -1.43 16.58 -11 .86 26.83 Raf-2 12 -0.06 84.33 -5.82 16.58 -23.02 26.83 Raf-2 )3 0.13 55.76 -3.50 lE .Ss. 12. E1 26.83 Raf-2 14 -0.34 84.33 -5.19 16.58 -25.38 26.83 Raf-2 15 -0.34 84 .33 -5.28 1�. Sn -25.38 26.83 Raf-2 16 -0.09 89 .33 0.93 16- 58 Raf-2 17 1 .89 26.83 0.03 55.76 0.391F_ .Sr 1 .8_9 26.83 -0.22 89 .3 h.83 Raf-� 18 0.24 55.7E 4 .2}' leaf-2 19 0 0.09 3. 9 - 26.83 55.7 F. .7 Raf 2 20 4 + 6.83 Raf-2 21 0.04 55.76 0.73 STRESS RATIO: Control Mem Lcaduc Id Id Axial Shear Moment Axl+Mom Shr*Mcr� -- ------ -- ---- ----- --- 0.05 C01-1 1 0.05 0.00 0.00 0.05 0.41 C01-1 2 0.01 0.12 0.44 0.41 0 49 Col-1 3 0.01 0.12 0.44 0.44 0 48 Col-1 4 0.01 0.14 0.50 0.48 0.51 Col-1 5 0.01 0.14 0.50 0.51 Col-1 6 0.05 0.16 0.58 0.53 0.530.6G Col-1 7 0.05 0.19 0.67 0.60 0 5` Col-1 8 0.02 0.16 0.58 0.55 0,69 Col-1 9 0.02 0.19 0.67 0.64 Col-1 10 0.05 0.16 0.58 0.53 0.S3 Col-1 11 0.05 0.19 0.67 0.60 Col-1 12 0.02 0.16 0.58 0.55 0. 69 Col-1 13 0.02 0.19 0.67 0.64 0.52 Col-1 14 0.04 0.16 0.56 0.52 0 55 Col-1 15 0.02 0.16 0.58 0.55 Col-1 16 0.04 0.19 0.67 0.62 0. 620.69 Col-1 17 0.02 0.19 0.67 0. 64 0.01 Col-1 18 0.01 0.00 0.00 0.01 0.01 Col-1 19 0.01 0.00 0.00 0.01 0.15 Col-2 1 0.15 0.00 0.00 0.15 0.72 Col-2 2 0.01 0.34 0.72 0.72 0.74 Col-2 3 0.03 0.34 0.72 0'74 0.79 Col-2 4 0.01 0.37 0.79 0.79 0.80 Col-2 5 0.03 0.37 0.79 0.80 0 87 Col-2 6 0.10 0.45 0.97 0.87 0.97 Col-2 7 0.10 0.49 1.06 0.9/ 0.87 Col-2 8 0.10 0.45 0.97 0.87 0 G7 Col-2 9 0.10 0. 49 1.06 0.97 0.87 Col-2 10 0.10 0.45 0.97 0.8 / 0 97 Col-2 11 0.10 0.49 1.06 0.97 0.90 Col-2 12 0.07 0.45 0.97 0.90 1 00 Col-2 13 0.07 0.49 1 .06 1 .00 0.86 Col-2 14 0.11 0.45 0.97 0.86 0.91 Col-2 15 0.06 0.45 0.97 0.91 0. 96 Col-2 16 0.11 0.49 1 .06 0.96 1 .00 Col-2 17 0.06 0.49 1 .06 1'00 0.03 Col-2 18 0.03 0.00 0.00 0.03 0 03 Col-2 19 0.03 0.00 0.00 0.05 0.05 Col-3 1 0.05 0.00 0.00 0.05 0.39 Col-3 2 0.05 0.16 0.32 0.39 Col-3 3 0.01 0.16 0.32 0.29 0.29 G Col-3 4 0.05 0.19 0.37 0.39 q' -�4 Co1-3 5 0.01 0.19 0.37 0.34 0.39 Col-3 6 0.02 0.22 0.43 0.39 0.95 Col-3 7 0.02 0.25 0.99 0.45 0.37 Col-3 8 0.04 0.22 0.43 0.37 0.42 Col-3 9 0.04 0.25 0.49 0.42 0.44 Col-3 10 0.02 0.22 0.43 0.44 0.50 Col-3 11 0.02 0.25 0.49 0-50 0.37 Col-3 12 0.04 0.22 0.43 0.37 Col-3 13 0.04 0.25 0.49 0.42 0.42 Col-3 14 0.04 0.22 0.93 0.36 0._ Col-3 15 0.02 0.22 0.43 0.39 0.370.93 Col-3 16 0.04 0.25 0.49 0.43 .9 05 Col-3 11 0.02 0.25 0.49 0.45 0 Col-3 18 0.01 0.00 0.00 0.01 .014 Col-3 19 0.01 0.00 0.00 0.01 0.01 ----- ------ - ---- ---- ----- ---- 0.80 Raf-1 1 0.00 0.27 0.80 0.80 Raf-1 2 0.01 0.07 0.21 0.19 r�.19 0.01 0 0 0.24 22 Raf-1 4 0.01 0.03 0.14 13 Raf-1 0.00 0.13 C,.30 <r 30 Raf-1 6 0.01 0.07 0.14 0.12 0.12 Raf-1 7 0.01 0.04 0.14 12 Raf-1 8 0.00 0.21 C.63 C . E0.62 Raf-1 9 0.00 0.21 0. 63 `'. E� 0. 62 Raf-1 10 0.00 0.35 0.86 0.8`, 0.85 Raf-1 11 0.00 0.21 0.97 0.4E 0.46 Raf-1 12 0.00 0.23 0.86 0.85 0.85 Raf-1 13 0.00 0.09 0.44 0.44 0.44 Raf-1 19 0.00 0.32 0.95 0.94 0.94 Raf-1 15 0.00 0.31 0.55 0.94 0.94 Raf-1 16 0.00 0.02 0.07 0.0E 0.06 Raf-1 17 0.00 0.03 0.07 0.0E 0.06 Raf-1 18 0.00 0.26 0.63 O.E3 0.63 Raf-1 19 0.00 0.17 0.63 0. 63 0. 63 Raf-1 20 0.00 0.04 0.13 0.13 0.13 Raf-1 21 0.00 0.04 0.13 0.12 0.12 Raf-2 1 0.00 0.27 0.80 0.8C 0.80 Raf-2 2 0.01 0.03 0.14 G.13 0.13 Raf-2 3 0.00 0.13 0.30 C, cC 0.30 Raf-2 4 0.00 0.07 0.21 0.20 0.20 Raf-2 5 0.00 0.04 0.24 0.23 0.23 Raf-2 6 0.01 0.04 0.14 0. 12 0.12 Raf-2 7 0.01 0.07 0.14 0. 12 0.12 Raf-2 8 0.00 0.21 0.63 0.62 0.62 Raf-2 9 0.00 0.21 0.63 0. 62 0.62 Raf-2 10 0.00 0.23 0.86 0.85 0.85 Raf-2 11 0.00 0.09 0.44 0.44 0.44 Raf-2 12 0.00 0.35 0.86 0.86 0.86 Raf-2 13 0.00 0.21 0.47 0.47 0.47 Raf-2 14 0.00 0.31 0.95 0.94 0.94 Raf-2 15 0.00 0.32 0.95 0.94 0.94 Raf-2 16 0.00 0.03 0.07 0.06 0.06 Raf-2 17 0.00 0.02 0.07 0.07 0.07 Raf-2 18 0.00 0.17 0.63 0.63 0.63 Raf-2 19 0.00 0.26 0.63 (1 0. 63 Raf-2 20 0.00 0.04 0.13 0.13 0.13 Raf-2 21 0.00 0.04 0.13 0. 13 0.13 COLUMN REACTIONS: Mem Load ------Reaction(k ) Id Id Horz (OP) Vert Horz (IP) Col-1 1 0.00 3.17 0.00 Col-1 2 -2.24 -0.90 0.00 C01-1 3 -2.24 0.77 0.00 Col-1 4 2.57 -0.90 0.00 Col-1 5 2.57 0.77 0.00 Col-1 6 -2. 98 -3.92 0.00 Col-1 7 3.43 -3.92 0.00 Col-1 8 -2.98 -1.69 0.00 Col-1 9 3.43 -1.69 0.00 Col-1 10 -2.98 -3.92 0.00 Col-1 11 3.43 -3.92 0.00 Col-1 12 -2.98 -1.69 0.00 Col-1 13 3.43 -1.69 0.00 C01-1 14 -2.98 -3.07 C.nn C01-1 15 -2.98 -1.69 0.00 C01-1 16 3.43 -3.07 0. 00 C01-1 17 3.43 -1.69 0.00 Col-1 18 0.00 0. 67 0.00 Col-1 19 0.00 0.67 0.00 Col-2 1 0.00 9.26 0.00 Col-2 2 -4 .57 -2.57 2.64 Col-2 3 -4.57 1. 67 0.00 7o-C 1 00 Cul-� _ 5.00 1 . 6i . 00 Col-c 6 -6.10 -8.71 ri0 Col-2 7 6.67 -8.71 Col-2 8 -6.10 -8.74 J.50 C01-2 9 6.67 -8.74 x.00 Col-2 10 -6.10 -11 .55 3. 52 Col-2 11 6.67 -11 .55 . 52 C01-2 12 -6.10 -5.89 0. 00 Col-2 13 6. 67 -5.89 0.00 Col-2 14 -6.10 -9.49 0. 00 Col-2 15 -6.10 -5.37 C'. 00 Col-2 16 6.67 -9.49 0.00 Col-2 17 6. 67 -5.37 0.00 Col-2 18 0.00 1 .70 0. 00 Col-2 19 0.00 1 .70 G.00 Col-3 1 0.00 3.19 G. 00 Col-3 2 -2.24 2 .93 0. 00 Col-3 3 -2.24 -2.99 2. 64 Col-3 4 2.57 2.93 0.00 Col-3 5 2.57 -2.99 2. 64 Col-3 6 -2. 98 -1 .67 0. 00 Col-3 7 3. 43 -i .67 0. 00 Col-3 8 -2. 98 -3.87 0.00 Col-3 9 3. 43 -3.87 0.00 Col-3 10 -2.98 1 .18 0.00 Col-3 11 3.43 1 .18 0.00 Col-3 12 -2. 98 -6.72 3.52 Col-3 13 3.43 -6.72 3.52 Col-3 14 -2. 98 -3.04 0.00 Col-3 15 -2. 98 -1 .67 0.00 Col-3 16 3.43 -3.04 0.00 Col-3 17 3.43 -1 .67 0.00 Col-3 18 0.00 0.70 0. 00 Col-3 19 0.00 0.70 0.00 COLUMN MEMBER DEFLECTIONS: Mem Load Def Iection (3ni Id Id Calc Allow Col-1 20 0.00 1 .87 Col-1 21 0.00 1 .87 Col-1 22 0.00 1 .87 Col-1 23 0.00 1 .87 Col-1 24 0.00 1.87 Col-1 25 0.00 1 .87 Col-1 26 -0.49 1 .87 C01-1 27 0. 56 1.87 Col-2 20 0.00 2.07 Col-2 21 0.00 2.07 Col-2 22 0.00 2.07 Col-2 23 0.00 2.07 Col-2 24 0.00 2.07 Col-2 25 0.00 2.07 Col-2 26 -0.7 1 2.07 Col-2 27 0.78 2.07 Col-3 20 0.00 1.87 Col-3 21 0.00 1 .87 Col-3 22 0.00 1 .87 Col-3 23 0.00 1 .87 Col-3 24 0.00 1 .87 Col-3 25 0.00 1 .87 Col-3 26 -0.26 1 .8i Col-3 27 0.30 1 .87 RAFTER MEMBER DEFLECTIONS: Mem Load Deflection (in) Id Id alc Allow Raf J 2 Paf-1 23 -�. 47 1 .67 Raf-1 24 0. 6E 1 . 67 Raf-1 21, 0.45 1 . 67 Raf-1 26 0.08 1. 67 Raf-I 27 -C,.12 1 .67 Raf-1 28 -x:.09 1 .67 Raf-2 22 -0.57 1.67 Raf-2 23 -0.47 1.67 Raf-2 24 0.08 1 .67 Raf-2 25 -0. 12 1 .67 Raf-2 26 0. 66 1 .67 Raf-2 21 0.45 1 .67 Raf-2 2c -0.09 1 .67 SlOM0130A Column Flange Brace Report 3/17/10 1 :40pir COLUMN FLANGF BRACES Mem Column Brace-At Id Side Fart Girt Id SIOM0130A Rafter Splice Report 3/17/10 1 :4Upm Splice -Surface- ---Plate--- -----Design-Load---- ----Bolts (A325 )---- Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage 1 M 3 0.0 6.0 0.500 1 0.4 4.5 21 .5 2 0.500 3.00 3.00 14 0.3 5.3 -25.4 2 0.500 3.00 3.00 LOAD COMBINATIONS: ------------------ 1 - DL+CL+LL 14 - 0. 6DL+LWI+LWINDl L SlOM0130A Base Plate & Anchor Bolt Design 3/17/10 1 :40pm Base Plate Yield = 55.00 (ksi Concrete Bearing = 1.05 (ksi BASE SIZE: Column Base --Plate Size (in) -- -Bolts (GR36 )- Id Depth Width Length Thick Row Diam Gage Col-1 9.0 8. 0 9.0 0.375 2 0.750 4 .00 Col-2 12.0 8. 0 12 .0 0.375 2 0.750 4 .00 Col-3 12.0 8. 0 12.0 0.375 2 0.750 4 .00 BASE REACTIONS: --------------- Max Tension+Shear Column -Max Comp- -Max-Tens- -Max-Shear Tens Shear Id Ld Fy(k ) Ld Fy(k ) Ld Fx(k ) Ld Fy(k ) Fx (k ) 1 6 -3. 9 4 7 -3. _ 4 1 9.3 10 -11 . 6 j 1 3.2 12 -6."7 13 4 .9 13 LCi�.0 COMBINATIONS: ------------------- 1 - DL+CL+LL E - CL+WLI+WP - DL+WLI+WS iC! - DL+WL2+WP _ - DL+WL2+WS 12 - DL+WR2+WP 13 - DL+WR2+WS F10!00130A Flush Girt Design Report 3/1"7/10 1 :40pm GIRT LOCATION: Fay Nc. Girt Id Id Girt 1 2 3 4 5 1 5 3.750 7.500 11.250 15.000 17 .000 2 3."750 7.500 11 .250 15.000 17.000 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 3 4 5 --- ---- -------- -------- -------- -------- -------- 1 5 5.667 13.000 22.542 22.542 22.542 2 5 22.542 22.542 22.542 22.542 22.542 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 3 4 5 1 5 122075 122075 12Z120 122075 122089 2 5 122089 12Z089 12ZO89 122075 122089 GIRT REDUCTION FACTOR: Bay No. Girt Id Id Girt 1 2 3 4 5 1 5 0.48 0.46 0.48 0.48 0.46 2 5 0.48 0.48 0.48 0.48 0.48 GIRT INSIDE FLANGE BRACE: No. Brace/Bay 1 2 0 0 GIRT ACTIONS: Bay Girt L --Shear (k )--- --Moment (f-k ) -- MOM, ---Deflect (in) -- Id Id Id Calc Allow UC Calc Allow UC Shear Calc Allow UC --- ---- -- ----- ----- ---- ----- ----- ---- ----- ----- ----- ---- 1 1 WP 0.26 3.27 0.08 -0.37 11.00 0.03 0.00 0.00 0.76 0.00 WS 0.29 3.27 0.09 0.40 10.90 0.04 0.00 0.00 0.76 0.00 1 2 WP 0.78 3.27 0.24 -2.46 11.00 0.22 0.0,/ -0.0 5 1 .73 0.03 WS -0.85 3.27 0.26 2.70 ]0.79 0.25 0.08 0.06 1 .73 0.03 1 3 WP 2.41 13.51 0.18 -12.73 22.00 0.58 0.12 -0.48 3.01 0.16 WS -2. 66 13.51 0.20 13.93 10.63 1 .31 * 0.21 0.53 3.01 0.18 1 4 WP 0.80 3.27 0.24 -4 .49 11.00 0.41 0. 11 -0.30 3.01 0.1(, WS -0.89 3.27 0.27 4 .92 5.28 0.93 0.13 0.33 3.01 0. 11 1 5 WP 98 5. 48 0. 18 -5.52 14 .64 0.38 0.09 -0.31 3.01 0.10 WS -1 .10 5.48 0. 20 6.04 7.03 0.86 0. I1 0.34 3.01 0.11 2 1 WP 1 .04 5. 48 0. 19 -5.8 6 14 . 64 0.40 (1.10 -0.33 3.01 0.1-, WS 1.16 5.48 0.21 6.41 7 .03 0. 91 0.7; F 3.01 0.12 2 WP -1 .04 5. 48 0.19 -5.86 14 . 64 0.40 0. 7i 3.01 0.11 WS 1 .16 5.48 0.21 6.41 0� 0. 91 0. 1,' -.jh 3.01 0.12 3 WP -1 .04 5.48 0.19 -5.86 14 .64 0.403.01 0.11 WS 1 .16 5.48 0.21 6.41 i .03 0. 91 Ci. 136 3.01 0. 12 2 4 WP 0.80 3.27 0.24 -4 .49 11 .00 0.41 0. 71 -C, (1 3.01 0.10 WS 0.89 3.27 0.27 4 .92 x.28 0.93 2 5 WP 0.98 5.48 0.18 -5.52 14 . 64 0.38 0. 31 3.01 0.10 WS 1. 10 5.48 0.20 6.04 7 .03 0.86 0.11 C . 34 3.01 0.11 ,WPN(GEM-203) Moment > Limit SIOM0130A Door Jamb & Header Summary 3/17/10 1 :40pm JAMB/HEADER LAYOUT: Bay Member Member Member Member Id Id Size Length Weight --- ------ -------- ------ ------ 1 Jamb-L F12S075 11 .25 58.6 Jamb-R F12S075 11.25 58.6 Header F12S075 8.00 41 .7 1 Jamb-L F12S035 7.50 39.1 Jamb-R F12S075 7.50 39.1 JAMB/HEADER UNBRACED LENGTHS: Available Bay Member Minor Minor ReductionFactor Id Id Major Outside Inside Outside Inside --- ------ ------ ------- ------ ------- ------ 1 Jamb-L 11.25 3.75 3.75 0.00 0.00 1 Jamb-R 11.25 3.75 3.75 0.00 0.00 1 Header 8.00 0.00 8.00 1 .00 0.38 1 Jamb-L 7.50 3.75 3.75 0.00 0.00 1 Jamb-R 7.50 3.75 3.75 0.00 0.00 STRENGTH/DEFLECTION: Bay Member Ld ----Shear (k )---- ---Moment (f-k ) - Mom+ Deflect (in) Id Id Id Calc Vn/sf UC Calc Mn/sf UC Shear Calc Allow --- ------ -- ----- ------ ---- ----- ------ ---- ----- ----- ----- 1 Jamb-L WP -0.76 3.27 0.23 -2.14 10.95 0.20 0.03 -0.04 1 .50 WS 0.83 3.27 0.25 2.34 10. 95 0.21 0.04 0.04 1 .50 Jamb-R WP -1.52 3.27 0.47 -4 .28 10.95 0.39 0.14 -0.07 1 .50 WS 1.66 3.27 0.51 4 . 68 10. 95 0.43 0.17 0.08 1 .50 Header WP -0.16 3.27 0.05 -0.32 10. 95 0.03 0.00 0.00 1 .07 WS 0.17 3.27 0.05 0.35 10.24 0.03 0.00 0.00 1 .07 1 Jamb-L WP -0.34 3.27 0.10 -0.63 10.95 0.06 0.00 0.00 1 .00 WS 0.37 3.27 0.11 0.69 10.95 0.06 0.01 0.01 1.00 Jamb-R WP -0.46 3.27 0.14 -0.86 10. 95 0.08 0.01 -0.01 1 .00 WS 0.50 3.27 0.15 0.95 10. 95 0.09 0.01 0.01 1 .00 SIOM0130A Endwall Diagonal Bracinq Summary 3/17/10 1 :40pm PANEL SHEAR WITH NO BRACING: Base --Transverse-- ----Torsion--- I_ength Wind Seismic Wind Seismic Allow 38. 67 91 .0 0.0 0.0 0.0 73.3 DIAGONAL BRACING: Frr=cF= Tensi1'TJ 1 Fay Level ----- Diag Brace----- -W d---- -- �ci,maC-- Max Id Height Type Size Part :ale Pn/sf Calc Pn/sf UC KL/R ---- ------ ---- --2 19.83 R 0. 625 RDB- 4 .52 7 .34 0.00 1 .34 0.61 COLUMN BASE REACTIONS: Bay Col Wind Max Seismic Max Id Id Horz Vert (-fHcrz Vert (+/-) ---- --------- ---- --------- -2- - 2 -3.52 2.83 0.00 0.00 2 3 3.52 2.83 0.00 0.00 DEFLECTION AT RAFTER: Wall --Deflection-- Height Wind Seismic Limit ------ ----- ------- ----- 19.8 0.15 0.00 1562. SlOM0130A Wall Panel Report 3/17/10 1:40pm PANEL DATA: Rotation Bay Part Type Gage Yield Stiffness --- -------- ---- ----- ----- --------- 1 CW6-80 CW 26.00 80.0 0.00 MOMENTS & DEFLECTION: ---------Mcment (ft-lb/ft)-------- Span Span LD Support Midspan ---Deflect (in)-- Id (ft) Id Calc Mn/sf UC Calc Mn/sl UC Calc Allow UC ----- ---- ----- ----- ---- 1 3.75 WP 45.7 181 .1 0.25 33.2 134 .7 0.25 -0.03 0.50 0.06 WS -60.8 134 .7 0.45 44 .2 181 .1 0.24 0.04 0.50 0.09 2 3.75 WP 45.7 181 .1 0.25 -15.2 134 .7 0.11 -0.01 0.50 0.02 WS -60.8 134 .7 0.45 20.2 181.1 0.11 0.01 0.50 0.02 3 3.75 WP 42.2 181 .1 0.23 -16.6 134 .7 0.12 -0.01 0.50 0.02 WS -56.2 134 .7 0.42 22.4 181 .1 0.12 0.02 0.50 0.03 4 3.75 WP 42.2 181.1 0.23 -26.5 134 ./ 0.20 -0.02 0.50 0.05 WS -56.2 134 .7 0.42 35.3 181 .1 0.19 0.03 0.50 0.07 5 2.00 WP 72.5 181 .1 0.40 28.0 181 .1 0.15 0.01 0.27 0.05 WS -96.5 134 ."7 0.72 -3/.2 134 .7 0.28 -0.02 0.27 0.06 6 5.07 WP 72.5 181 .1 0.40 -65.0 134 .7 0.48 -0. 12 0.68 0.18 WS -96.5 134 .7 0.72 86.5 181 .1 0.48 0.16 0.68 0.24 SIOMO130A Screw Report 3/17/10 1:40pm BASE SCREW CHECK: ------------Screw--------- Horce/Screw Shear Wall Base Dia Space Shear Wind Seis Limit Max Id Length Part (in) (ft; (k ) (k ) (k ) (k ) UC ---- ------ -------- ----- ------ ----- ----- - 1 38.67 H1040 0.21 1 .ci , 2.00 0.OHR O.Cjn0 0.2/5 0.32 31 1,/j013OA Design Warring Pe Pc-t 3/17/10 1 :40pm -------------------------- ENDWALL GIRT MeirLe r WRN(GEM-203) : Moment > Limit S10M0130A Weicht Summary 3W/10 1 :40pm Total Column Wedaht = 633.09 Total Rafter Weicht = 525.31 Total Girt Weight = 1216.67 Total Door Jamb Weicht = 237.05 Total Bracing Weight = 53.56 Total Clips Weight = 36.30 Total Endwall Weight S�'_'I'( 10T End'wall Design Code 3/17/10 1:90pm ------------------------ -- STRUCTURAL CODE: Design Basis WS Hct Rolled Steel AISC05 Cc-ld Formed Steel : NAUSOl BUILDINC CODE: Wind Code FBC 07 (IBC 06) Seismic Zone A NOFULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi S10M01 0A Column & Rafter Design 3/17/10 1:4Oprr, MEMBER SIZES: Member Member Member ---Web Size-- -Flange Size- Member Member Id Locate Part Depth Thick Width Thick Length Weight ------ ------ ----------- ----- ----- ----- ----- ------ ------ Col-- 1 .0 Col-2 99.0 Total= 0.00 STRESS RATIO: Mem Load Control Id Id Axial Shear Moment Axl+Mom Shr+Mom UC COLUMN REACTIONS: Mem Load - Reaction (k ) - Id Id Horz (OF) Vert Horz (IP) COLUMN MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id Calc Allow Sl0MO130A Column Flange Brace Report 3/17/10 1 :4Opm COLUMN FLANGE BRACES Mem Column Brace-At Id Side Part Girt Id S1C`A0130F: Base Plate & Anchor Bolt Design 3/17/10 :90pm Base Plate 'Field (ksi ) Concrete Bearing = 1 .05 (ksi ) �ia ,i, Ease --Plate Size (in)-- -Bolts (GR36 )- �! Cepth Width Length Thick Row Diam Gage EAST I-Ei,Ci IONS: Max_Tension+Shear Cc!Imr, -Max Comp- -Max--Tens- -Max—Shear Tens Shear 7d Ld Fy(k ) Ld Fy(k ) Ld Fx(k ) Ld Fy(k ) Fx(k ) Ccl-i 1 0.0 1 0.0 7 6.1 1 0.0 0.0 Ccs 1 0.0 1 0.0 7 6.1 1 0.0 0.0 1-0AD CCMBINATIONS: ------------------ - CL+CL+LL CL+WLI+WS S1C+101?(jA Screw Report 3/17/10 i :40pm BASE SCREW CHECK: ------------Screw---------- Force/Screw Shear Wall Base Dia Space Shear Wind Seis Limit Max Id Length Part (in) (ft) (k ) (k ) (k ) (k ) UC 1 0.00 H.1040 0.21 1 .00 2.00 0.000 0.000 0.275 0.00 SiO1s01_'HA Design Warning Report 3/17/10 1 : 40pm . . No Warnings EI HI0130A, Weight Summary 3/17/10 1 :40pm ------------------------------- Tctal Column Weight = 0.00 Tctal Rafter Weight = 0.00 Total Girt Weight = 0.00 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 0.00 T-tal Endwall Weight = 0.00 1s0A Roof Design Code / 10 1 :40pm STRUCTURAL CODE: Design Basis WS Hot Rolled Steel AISC05 Cold Formed Steel NAUS01 BUILDING CODE: Wind Code FBC 07 (IBC 06) Seismic Zone A MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) SIOM0130A Purlin Layout Report (Surface- 2) 1 :40pm SURFACE LAYOUT: Surface No. Peak Id Length Row Space ------- ------- --- ----- 2 25.087 8 1.333 PURLIN LOCATION: Purlin Surf Load Dead Edge Show Id Offset Space Width Load Wind Report 1 2 .003 2.003 2.127 3.92 Y Y 2 9 .253 2.250 2.750 3.03 3 7 .503 3.250 3.250 2.57 Y 4 10.753 3.250 3.250 2.57 5 14 .003 3.250 3.250 2.57 6 17 .253 3.250 3.250 2.57 7 20.503 3.250 3.250 2.57 8 23.753 3.250 2.958 2.82 25.087 1.333 Average= 2.77 PURLIN LAYOUT: Bay Span Purlin Span ---Lap(ft)-- No. Unit Tota] Id Id Part (ft) Left Right Brace Weight Weight --- - 1 122120 0.92 0 _ 27.t 1 2 122120 28.58 0 238.9 190,/ .1 3 122120 1.00 0 8.3 66.i Total (lb)= 250.2 2001 .E SPECIAL LOADS: Lrad_Location Start End Load Type 0.000 3.000 Edge Zone Wind S10M0130A Purlin Report (Surface- d- 1` 3/17/10 1 :401)m ----- -- - --------- ------------------------------- ROOF PURLIN Surface Id = Purlin Id = i Offset = 2.00 Edge Strip = 3.00 ---------------------------- -- PURLIN LAYOUT: (Purlin Id= 1) Available Reduction Bay Span Purlin Span ---Lap(ft) -- Load Nuc. Factor Id Id Part (ft) Left Right Width Brace Out In --- ---- -------- ----- ----- ----- ----- ----- ---- ---- 1 122120 0.42 2.13 0 1 .00 0.50 1 2 122120 28.58 2.13 0 1 .00 0.49 3 122120 1 .00 2.13 1 .00 0.50 LOAD COMBINATION # 1 : DL+CL+LL -------------------------------------------------- PURLIN ANALYSIS: --------Shear(k )-------- --------------Moment (f-k )-------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.02 0.00 0.00 0.00 0.00 2 0. 68 -0.68 0.00 -4 .84 14 .28 0.02 3 0.05 0.00 0.02 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span ------Shear(k ) ------ -----Moment (f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS -0.02 13.51 0.00 RS 0.00 22.00 0.00 LS 0.00 0.02 2 RS -0.68 13.51 0.05 MS -4 .84 22.00 0.22 LS 0.00 -0.46 3 LS 0.05 13.51 0.00 LS 0.02 22.00 0.00 LS 0.00 0.05 LOAD COMBINATION # 2 : DL+CL+0.75LL --------------------------------------------------- PURLIN ANALYSIS: --------Shear (k )-------- --------------Moment (f-k )-------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.02 0.00 0.00 0.00 0.00 2 0.53 -0.53 0.00 -3.77 14 .28 0.02 3 0.04 0.00 0.02 0.00 ] .OG 0.00 STRENGTH/DEFLECTION: Span -Shear (k ) ------ ----Mcmer,i f-k. ? ---- Mom+Shr Deflection (in) Id Ler_ Calc Allow UC ]roc Calc ."-I -Cw UC Loc UC Calc Allow I RS -0.02 13.51 - - F.S U � .��0 (1 LS 0.00 0.02 RS -0.53 13.51 0.09 M 0.00 -0.36 LS 0.09 13.51 0.00 LS 0.0< <<.G0 0.00 LS 0.00 0.09 LOAD COMBINATION # 3 : DL+WPI -------------------------------------------------- PURLIN ANALYSIS: --------Shear (k )-------- ---------------Moment (f-k ) -------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.01 0.00 0.00 0.00 0.00 2 0.90 -0. 90 0.00 -2.86 19 .28 0.01 3 0.03 0.00 0.01 0.00 1 .00 0.00 STRENGTH/DEFLECTION: Span - Shear (k ) ------ -----Moment (f-k )---- Mom+Shr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.01 13.51 0.00 RS 0.00 22.00 0.00 LS 0.00 0.01 2 RS -0.90 13.51 0.03 MS -2.86 22.00 0.13 LS 0.00 -0.27 3 LS 0.03 13.51 0.00 LS 0.01 22.00 0.00 LS 0.00 0.03 LOAD COMBINATION # 9 : DL+WS1 -------------------------------------------------- PURLIN ANALYSIS: --------Shear (k )- -- ------ Moment (f-k ) ------ Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 0.03 0.00 0.00 0.00 -0.01 2 -1 .01 1 .01 -0.01 7.18 19.28 -0.09 3 -0.07 0.00 -0.09 0.00 1 .00 0.00 STRENGTH/DEFLECTION: Span ------Shear(k ) ------ -----Moment (f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc Uc Calc Allow 1 RS 0.03 13.51 0.00 RS -0.01 22.00 0.00 LS 0.00 -0.03 2 RS 1.01 13.51 0.07 MS 7.18 10. 67 0.67 LS 0.00 0.69 3 LS -0.07 13.51 0.01 LS -0.09 22.00 0.00 LS 0.00 -0.08 LOAD COMBINATION # 5 : DL+CL+0.75LL+0.75WP1 -------------------------------------------------- PURLIN ANALYSIS: --------Shear (k ) --- Moment (f-k )-------- Span Left Left Right Right Left Left MidSpan Right Right Id Lap Lap Sup Sup Lap Mom Lc( Lap Sup 1 .fill 0.02 0.00 0.00 0.00 0.GO -5.50 14 .28 0.03 3 c,.0 00 0.03 0.00 1 .00 0.00 STRENGTH/DEFLECTION: Span Shear (k ) Moment (f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.02 13.51 0.00 RS 0.00 22.00 0.00 LS 0.00 0.02 2 RS -0.77 13 .51 0.06 MS -5.50 22.00 0.25 LS 0.00 -0.53 3 LS 0.05 13.51 0.00 LS 0.03 22.00 0.00 LS 0.00 0.06 LOAD COMBINATION 4 6 : DL+CL+0.75LL+0.75WS1 -------------------------------------------------- PURLIN ANALYSIS: Shear (k ) --- --------- Moment (f-k )-------------- Spar, Left Left Right Right Left Left MidSpan Right Right ld Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.01 0.00 0.00 0.00 0.00 2 -0.29 0.29 0.00 2.03 14.28 -0.01 3 -0.02 0.00 -0.01 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span ------Shear (k ) ------ -----Moment(f-k )---- Mom+Shr Deflection (in) Id Lcc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.01 13.51 0.00 RS 0.00 22.00 0.00 LS 0.00 -0.01 2 RS 0.29 13.51 0.02 MS 2.03 10.67 0.19 LS 0.00 0.19 3 LS -0.02 13.51 0.00 LS -0.01 22.00 0.00 LS 0.00 -0.02 LOAD COMBINATION 4 7 : 0.6DL+WPI -------------------------------------------------- PURLIN ANALYSIS: --------Shear (k ) -------- --------- Moment (f-k )-------------- Span Left Left Right P.ight Left Left MidSpan Right Right ld Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup i 0.00 -0.01 0.00 0.00 0.00 0.00 2 0.37 -0.37 0.00 -2.64 14 .28 0.01 0.03 0.00 0.01 0.00 1.00 0.00 STRENGTH/DEFLECTION: Spar: Shear (k ) -- Moment (f-k )---- Mom+Shr Deflection (in) Id Lc(- Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ----- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- I RS -0.01 13.51 0.00 RS 0.00 X2.00 0.00 LS 0.00 0.01 2 RS -0.37 13.,j1 0.03 MS -2.64 22.00 0.12 LS 0.00 -0.25 LS 0.03 13.51 0.00 LS 0.01 22.00 0.00 LS 0.00 0.03 1-07,D COMLINI-`.:ION # 0.6CL+W S1 PURLIN A1�AL'iSIS: ---Shear (k )-------- - Moment (f-k )---------- --- Span Left Left Right Right Left Left MidSpan Rigt;t Right Td Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- ----- ----- ----- ----- ----- I O.C ; 0.03 0.00 0.00 0.00 -0.01 2 -1.04 1 .04 -0.01 7.40 14 .28 -0.04 ? -0.07 0.00 -0.04 0.00 1 .00 U.00 STRENGTH/DEFLECTION: Span -Shear(k )------ -----Moment(f-k ) ---- Mom+Shr Deflectlon(irn) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.03 13.51 0.00 RS -0.01 22.00 0.00 LS 0.00 -0.03 R.S 1 .04 13.51 0.08 MS 7.40 10.67 0.69 LS 0.00 0.71 LS -0.07 13.51 0.01 LS -0.04 22.00 0.00 LS 0.00 -0.06 DEFLECTION: ------------------------------ LOAD COMBINATION # 9 : DL+CL+LL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ------ ----- ----- 1 0.02 -0.46 2.29 0.20 LOAD COMBINATION #10 : LL --------------------------------------------------- Spar; DEFLECTION(in) Id Calc Allow Ratio ------ ----- ----- 1 0.02 2 -0.41 2.29 0.18 0.05 LOAD COMBINATION #11 : DL+0.7WP1 -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ------ ----- ----- 1 0.01 2 -0.2.1 2.29 0.09 0.02 LOAD COMBINATION #12 : DL+0.7WS1 -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ------ ----- ----- -0.02 0.47 2.29 0.20 -0.05 S1 GI �'I�0A Purlin Repert (Surface= 2, ld= 3) m ------------------------------ ROOF PURLIN Surface Id = 2 Purlin Id = 3 Offset = 7.50 ------------------------------ PURLIN LAYOUT: (Purlin Id= 3) Avaiiable Reduct`_cn Bay Span Purlin Span ---Lap(ft) -- Load No. Factor Id Id Part (ft) Left Right Width Brace Out In 1 12Z120 0.42 3.25 0 1 .00 0._0 1 2 12Z120 28.58 3.25 0 1 .00 0. 44 3 122120 1.00 3.25 0 00 0.`D LOAD COMBINATION # 1 : DL+CL+LL PURLIN ANALYSIS: --------Shear(k )-------- --------------Moment (f-k )-------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.01 2 1.04 -1.04 0.01 -7.40 14 .28 0.04 3 0.07 0.00 0.04 0.00 1 .00 0.00 STRENGTH/DEFLECTION: Span ------Shear(k ) ---Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc l;C Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- - --- ------ ----- 1 RS -0.03 13.51 0.00 RS 0.01 22.00 0.00 LS G.OG 0.03 2 RS -1 .04 13.51 0.08 MS -7.40 22.00 0.34 LE 0.0f� -0.71 3 LS 0.07 13.51 0.01 LS 0.04 22.00 0.00 LS O.OG 0.08 LOAD COMBINATION # 2 : DL+CL+0.75LL -------------------------------------------------- PURLIN ANALYSIS: --------Shear(k )-------- ----- Moment (f-k ) -------------- Spar, Left Left Right Right Left Left MidSpa n, Pight Right Id Sup Lap Lap Sup Sup Lap Mom I Lap Sup 1 0.00 -0.02 0.00 0.00 0.00 0.00 t 0.81 -0.81 0.00 -5. i5 14 .25 0.03 0.06 0.00 0.03 0.00 1 .(iG 0.00 STRENGTH/DEFLECTION: Span -------Shear (R )- --Moment (f-k )---- Mom+St,I Deflection(in) I Lcc Calc Allow UC Loc Calc I. Loc Calc Allow ---- --- ----- ----- - 1 P.S 0.02 13.51 0.00 RS O.Ul 0 L.= 0 00 0.03 2 RS -0.81 13.51 0.06 MS -5 ' 0 O.�F 0.00 -0.55 3 LS 0.06 13.51 0.00 LS 0.03 << .0( LS 0.00 0.06 LOAD COMBINATION # 3 : DL+WP1 -------------------------------------------------- PURLIN ANALYSIS: --------Shear (k )-------- --------------mcment (f-k ) -------------- Span Left Left Right Right Left Left MidSpar) Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ---- 1 0.00 -0.02 0.00 O.C,0 0.00 0.00 2 0.61 -0.61 0.00 -4 .37 14 .28 0.02 3 0.04 0.00 0.02 0.00 1 .00 0.00 STRENGTH/DEFLECTION: Span ------Shear(k )------ -----Moment (f-k ) ---- I'1om+S1-1r Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ------ ---- --- ---- ------ - 1 RS -0.02 13.51 0.00 RS 0.00 22.00 0.00 LS 0.00 0.02 2 RS -0.61 13.51 0.05 MS -4.37 22.00 0.20 LS 0.00 -0.42 3 LS 0.04 13.51 0.00 LS 0.02 22.00 0.00 LS 0.00 0.05 LOAD COMBINATION # 4 : DL+WS1 -------------------------------------------------- PURLIN ANALYSIS: ---------Shear(k )-------- --------------Moment (f-k ) -------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ------ ----- ----- ----- ----- ----- ----- 1 0.00 0.05 0. 00 0.00 0.00 -0.01 2 -1.34 1.34 -0.01 9.31 14 .32 -0.05 3 -0.11 0.00 -0.05 0.00 1 .00 0.00 STRENGTH/DEFLECTION: Span ------Shear(k ) ------ -----Moment (f-k ) - -- Mnm+Shr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow __ _ _ __ --- ---- ------ ----- 1 RS 0.05 13.51 0.00 RS -0.0] 2 '.00 0.00 LS 0.00 -0.04 2 LS -1.34 13.51 0.10 MS 9.31 ]0.6 0. 87 LS 0.00 0.89 3 LS -0.11 13.51 0.01 LS -0. 05 22 .00 0.00 LS 0.00 -0.10 LOAD COMBINATION # 5 : DL+CL+0.75LL+0.75WP'1 -------------------------------------------- ------ - PURLIN ANALYSIS: --------sylear (k ) -----Moment (f-k )-------------- Span Left Left Right Right Left lrfl, HidSpar; Right Right Id Sup Lap Lap Sup Sup Lit Mom Loc Lap Sup 0.00 0.00 0.01 1 . 13 -1 . i3 O. C1 -8.4I 14 .28 0.09 0.08 0.00 0. h4 0.00 1 .00 0.00 STRENGTH/DEFLECTION: Span ------Shear (k ) ------ --- -J`,cment (f-l; ) ---- Mom+Shr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 13.51 0.00 RS O.C1 22.00 0.00 LS 0.00 0.04 2 RS -1 .18 13.51 0.09 MS -8. 91 22.00 0.38 LS 0.00 -0.81 3 LS 0.08 13.51 0.01 LS 0.09 22.00 0.00 LS 0.00 0.09 LOAD COMBINATION # 6 : DL+CL+0.75LL+G.75WS1 -------------------------------------------------- PURLIN ANALYSIS: --------Shear (k )-------- --- --- Moment (f-k ) -------------- Span Left Left Right Right Lc,ft Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.01 0.00 0.00 0.00 0.00 2 -0.29 0.28 0.00 1.85 14.43 -0.02 3 -0.03 0.00 -0.02 0.00 1 .00 0.00 STRENGTH/DEFLECTION: Span - Shear(k )------ -----Morr�ent (f-k ) - -- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.01 13.51 0.00 RS 0.00 22.00 0.00 LS 0.00 -0.01 2 LS -0.29 13.51 0.02 MS I .B;. 10. 67 0.17 LS 0.00 0.18 3 LS --0.03 13.51 0.00 LS -0.02 22.00 0.00 LS 0.00 -0.02 LOAD COMBINATION # 7 : 0.6DL+WP1 PURLIN ANALYSIS: --------Shear(k )- -Moment (f-k ) ----- ---- Span Left Left Right Right heft Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.02 0.00 0.00 0.00 0.00 2 0.57 -0.57 0.00 -4.04 14 .28 0.02 3 0.04 0.00 0.02 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span ------Shear(k )------ -----Moment (i-k ) ---- Morn+Shr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.02 13.51 0.00 RS 0.00 22 .00 0.00 LS 0.00 0.02 2 RS -0.57 13.51 0.04 MS -4 .04 0.18 LS 0.00 -0.39 3 11S 0.04 13.51 0.00 LS 0.02 22 .00 0.00 LS 0.00 0.04 LOAD COMBINATION # 8 : 0.6DL+WS1 IURLIN ANALYSIS: --------Shear (k --- Moment (f-k )-- - Span Left Left Ria::ht R. ght Left Left MidSpan Rlgrit Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 0.05 0.00 0.00 0.00 -0.01 2 -1 .39 1 .39 -0.0i 9.64 14 .32 -0.06 3 -0.11 0.00 -0.06 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span ------Shear (k )------ -----Moment (f-k )---- Mom+Shr Deflection (in) Id Loc Calc Allow 'C Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.05 13.51 0.00 RS -0.01 22.00 0.00 LS 0.00 -0.04 2 LS -1 .39 13.51 G. 10 MS 9.64 10.67 0.90 LS 0.00 0.92 3 LS -0.11 13.51 LS -0.06 22.00 0.00 LS 0.00 -0.10 DEFLECTION: ------------------------------ LOAD COMBINATION # 9 : DL+CL+LL -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- ----- 1 0.03 2 -0.71 2.29 0.31 3 0.08 LOAD COMBINATION #10 : LL -------------------------------------------------- Span DEFLECTION (in) Id Calc Allow Ratc 1 0.03 2 -0.63 2.29 0.2r 3 0.07 LOAD COMBINATION #11 : DL+0.7WF1 -------------------------------------------------- Span DEFLECTION (in) Id Calc Allow RatlG ---- ------ ----- 1 0.01 2 -0.32 2.29 O.i4 3 0.04 LOAD COMBINATION #12 : DL+O. 'k,,7S1 ------------------------------------------------------ Span DEFLECTION(in) Id Calc Allow Ratio 1 -0.03 2 0.60 2.29 0.26 3 -0.07 SI(jM lrlin Layout Report (Su rface= 3) �`/11/10 1 :40pm SURFACF. IA'O 1: Surface No. Peak Id Length Row Space 3 5.087 8 1 .333 PURLIN LOCATION: Purlin Surf Load Dead Edge Show Id Off=et Space Width Load Wind Report ------ ------ ----- ----- ----- ---- ------ 1 1 .333 1 .333 2.958 2.82 2 4 .583 _ .250 3.250 2.57 Y 3 "7 .833 3.250 3.250 2.57 4 11 .083 3.250 3.250 2.57 5 14 .333 3.250 3.250 2.57 6 17.583 3.250 3.250 2.57 7 20.833 3.250 2.750 3.03 8 23,083 2 .250 2.127 3. 92 Y Y 25.08 / 2 .003 Average= 2.77 PURLIN LAYOUT: Bay Span Purlin Span ---Lap(ft) -- No. Unit Total Id Id Part (ft) Left Right Brace Weight Weight 1 122120 0.42 0 3.5 27 .8 i 2 122120 28.58 0 238.4 1.907.1 122120 1.00 0 8.3 66.7 Total (lb)= 250.2 2001.6 SPECIAL LOADS: Load Location Start End Load Type ------ ------ -------------------- 22.081 25.087 Edae Zone Wind SIOM0130A Purlin Report (Surface= 3, Id= 2) 3/17/10 1 :40pm ------------------------------ ROOF PURLIN Surface Id = 3 Purlir; Id = 2 Offset = 4 .58 ------------------------------ PURLIN LAYOUT: (Purlin Id= 2) Available Reduction Bay Span Purlin Span ---Lap(ft)-- Load Hc. Factor Id Id Part (ft) Left Right Width Brace Out Ir, 1 122120 0.42 3.25 0 1 .00 0.50 1 2 122120 28.58 3.2.5 0 1 .00 0.119 1 .00 3.� `., LOAD C017E I N[-.'T Or: # 1 : DL+CL+L,L ------------------------------------------------------ FURLIN ANAL'Y'SIS: Shear (k )-- Moment (f-k )---- ---------- Spa r., -- - Span left Left Right Right Left Left MidSpan P.ioht Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- - --- ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.00 ---- 0.00 -0.03 0.00 0.00 0.00 0.01 2 1 .04 -1.04 0.01 -7.40 14 .28 0.04 0.C7 0.00 0.04 0.00 1 .00 0.00 STRENGTH/DEFLECTION: Span Shear(k )------ -----Moment (f-k ) ---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow I RS -0.03 13.51 0.00 RS 0.01 22.00 0.00 LS 0.00 0.03 2 RS -1 .04 13.51 0.08 MS -7.40 22.00 0.34 LS 0.00 -0.71 LS 0.07 13.51 0.01 LS 0.04 22.00 0.00 LS 0.00 0.08 LOAD COMBINATION # 2 : DL+CL+0.75LL --------------------------------------------------- PURLIN ANALYSIS: -Shear(k )-------- --- Moment (f-k ) -------------- span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ------ ----- ----- 1 G.00 -0.02 0.00 0.00 0.00 0.00 2 0.81 -0.81 0.00 -5.75 14 .28 0.03 3 0.06 0.00 0.03 0.00 1 .00 0.00 STRENGTH/DEFLECTION: Span ------Shear (k ) ------ -----Moment (f-k ) ---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.02 13.51 0.00 RS 0.00 22.00 0.00 LS 0.00 0.03 2 RS -0.81 13.51 0.06 MS -5.75 22.00 0.26 LS 0.00 -0.55 LS 0.06 13.51 0.00 LS 0.03 22.00 0.00 LS 0.00 0.06 LOAD COMBINATION # 3 : DL+WP1 PURLIll ANALYSIS: Shear(k ) --- Moment (f-k ) -------- Span Left Left Right Right Left Left MidSpan Right Right Id Suf. Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- I -0.02 0.00 0.00 0.00 0.00 G.61 -0.61 0.00 -4 .37 14 .28 0.02 3 4 0.00 0.02 0.00 1 .00 0.00 FTRF=N(,TN/DEFLECTION: Span -------Shear(k ) ----Moment (f-k j-- - Mcm+Shi Deflection(in) Id Loc Calc Allow UC Lcc Calc Allow UC Lcc UC Calc Allow 1 RS -0.02 13.51 0.00 RS 0.00 22 .00 0.00 LS 0.00 0.02 2 RS -0.61 13.51 0.05 MS -4 .37 22.00 0.20 LS 0.00 -0.42 LS 0.04 13.51 0.00 LS 0.02 22.00 0.00 LS 0.00 0.05 LOAD COMBINATION # 4 : DL+WSl -------------------------------------------------- PURLIN ANALYSIS: --------Shear(k ) -------- --------------Moment (f-k ) -------------- Span Left Left Right Right Left Left MidSpar, Right Right Id Sup Lap Lap Sup Sup I,ap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ------ ----- ----- ----- 1 0.00 0.05 0.00 0.00 0.00 -0.01 2 -1.34 1.34 -0.01 9.31 14 .32 -0.05 -0.11 0.00 -0.05 0.00 1 .00 0.00 STRENGTH/DEFLECTION: Span ------Shear(k )------ -----Moment (f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS 0.05 13.51 0.00 RS -0.01 22.00 0.00 LS 0.00 -0.04 2 LS -1.34 13.51 0.10 MS 9.31 10.671 0.87 LS 0.00 0.89 3 LS -0.11 13.51 0.01 LS -0.05 22.00 0.00 LS 0.00 -0.10 LOAD COMBINATION # 5 : DL+CL+0.75LL+0.75WPI PURLIN ANALYSIS: Shear(k ) Moment (f-k )-------------- Spar, Left Left Right Right Left Left MidSpar Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.01 2 1 .18 -1 .18 0.01 -8.41 14.28 0.04 3 0.08 0.00 0.04 0,00 1.00 0.00 STRENGTH/DEFLECTION: Span ------Shear(k )------ -----Moment (f-k ) ---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS -0.03 13.51 0.00 RS 0.01 22.00 0.00 LS 0.00 0.04 2 RS -1.18 13.51 0.09 MS -8.41 22.00 0.;;8 LS 0.00 -0.81 3 LS 0.08 13.51 0.01 LS 0.04 22.00 0.00 LS 0.00 0.09 LOAD COMBINATION # 6 : DL+CLQ-0.75LL+0.75WS1 -------------------------------------------------- PURLIN ANALYSIS: Shear (k )-------- ---------- -- 1,,j0ment (f-k )-------------- Span Left Left Right Right D. ft Lett MidSpan Right Right Id Sup Lap Lap Sup Sup L�:I: Mom Loc Lap Sup 1 0.00 0.01 O.[,-If 0.00 0.00 0.00 2 -0.2 9 0.2E 0.0(', 5 .85 14.43 -0.02 3 -0.03 0.00 -(1.02 0.00 1 .00 0.00 STRENGTH/DF,FLECTION: Span ------Shear(k ) ------ -----MomeT,t (f-k ) ---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc: A] iow til- Loc UC Calc Allow I RS 0.01 13.51 0.00 RS 0.00 22 .00 0.00 LS 0.00 -0.01 2 LS -0.29 13.51 0.02 MS 1 .8`I 10.67 0. 17 LS 0.00 0.18 3 LS -0.03 13.51 0.00 LS -0.02 22.00 0.00 LS 0.00 -0.02 LOAD COMBINATION # 7 : 0.6DL+WP1 ----------------------------------------------------- PURLIN ANALYSIS: --------Shear(k )- -----Moment (f-k )-------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.02 0.00 0.00 0.00 0.00 2 0.57 -0.57 0.00 -4.04 14 .28 0.02 3 0.04 0.00 0.02 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span - Shear(k ) ------ -----Moment (f-k ) ---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Luc UC Calc Allow 1 RS -0.02 13.51 0.00 RS 0.00 22.00 0.00 LS 0.00 0.02 2 RS -0.57 13.51 0.04 MS -4 .04 22.00 0. 18 LS 0.00 -0.39 3 LS 0.04 13.51 0.00 IS 0.02 22.00 0.00 LS 0.00 0.04 LOAD COMBINATION # 8 : 0.6DL+WSI -------------------------------------------------- PURLIN ANALYSIS: Shear(k )-------- --------------Moment (f-k ) -------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 0.05 0.00 0.00 0.00 -0.01 2 -1 .39 1 .39 -0.01 9. 64 14 .32 -0.06 3 -0.11 Q.00 -0.06 0.00 1 .00 0.00 STRENGTH/DEFLECTION: Span ------Shear(k ) ------ -----Moment (f-k ) ---- Mom+Shr Deflection(in) Id Lcc Calc Allow UC Lc:c Calc Allow UC Loc UC Calc Allow 1 RS 0.05 13.51 O.00i RS -0.01 22.00 0.00 LS 0.00 -0.04 9. 69 10. 67 0. 0 l�S 0.00 0. �2 LS -0.11 13.51 O.i1 L" -0.06 22.00 0.00 LS 0.00 -0.10 DEFLECTION: LOAD COMBINA'T'ION # 9 : DL+CL41 i Span DEFLECTION (in) Id Calc Allow Rati0 1 0.03 2 -0.71 2.29 0.31 3 0.08 LOAD COMBINATION 010 : LL ------------------------------ -------------------- Span DEFLECTION (in) Id Calc Allow Ratio 1 0.03 2 -0.63 2 .29 0.2 3 0.07 LOAD COMBINATION #11 : DL+0.7WFI --------------------------------------------------- Span DEFLECTION (in) Id Calc Allow Ratio ---- ------ ----- ----- 0.01 2 -0.32 2.29 0.14 3 0.04 LOAD COMBINATION #12 : DL+0. 7WS1 -------------------- -------------------------------- Span DEFLECTION (in) Id Calc Allow Ratio 1 -0.03 2 0.60 2 .29 0.26 3 -0.07 SlOM0130A Purlir.. Repert (Surface= 3, Id= 8) 3/17/10 1:40pm ------------------------------ ROOF FURLIN Surface Id = 3 Perlin Id = 8 Off=et = 23.08 Edge Strip = 3.00 ------------------------------ PURLIN LAYOUT: (Furlin Id= 8) Available Reduction Bay Span PUrlin Spa-: ---Lap(ft) -- Load Pao. Factor Id Id Part (ft) Left Right Width Brace Out In 1 122120 0. 42 2.13 0 1 .00 0.50 1 2 12ZI,C� 28.58 2.13 0 1.00 0.49 00 2.13 LCAD CCh7IsINl=.IIC''': # 1 DL+CL+LL PURLIN ANIAL', I S: Shear (k ) -- --------------Moment (f-k ) - Spar, Left Left Right Right Left Left MidSpan Riqht Right Id Sop Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- -- -- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.02 0.00 0.00 0.00 0.00 2 0. 61= -0.68 0.00 -4 .84 14 .28 0.02 3 0.00 0.02 0.00 1.00 0.00 STRENGTH/DEFLE CT1ON: Span St-,ear(k ) ------ -----Moment (f-k )---- Mom+Shr Deflection(in) Id Icc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.02 13.51 0.00 RS 0.00 22.00 0.00 LS 0.00 0.02 2 RS -0.68 13.51 0.05 MS -4.84 22.00 0.22 LS 0.00 -0.46 3 IS, C1.05 13.51 0.00 LS 0.02 22.00 0.00 LS 0.00 0.05 LOAD COMBINATION # 2 : DL+CL+0.75LL --------------------------------------------------- PURLIN ANALYSIS: Shear (k )-------- --------------Moment (f-k ) -------------- Span Left Left Right Right Left Left MidSpan Right Right Id 5.:P Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.0f;) -0.02 0.00 0.00 0.00 0.00 2 0.53 -0.53 0.00 -3.77 14 .28 0.02 3 0.04 0.00 0.02 0.00 1.00 0.00 STRENGTH/DL FLECTION: Span ------Shear (k ) ------ -----Moment (f-k ) ---- Mom+Shr Deflection (in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 FIS -0.02 13.51 0.00 RS 0.00 22.00 0.00 LS 0.00 0.02 2 RS -0.53 13.51 0.04 MS -3.77 22.00 0.17 LS 0.00 -0.36 3 L S 0.04 13.51 0.00 LS 0.02 22.00 0.00 LS 0.00 0.04 LOAD COMBINAT ON # 3 : DL+WPI -------------------------------------------------- P U R L I N ANA1:FSIs: Shear (k )-------- --------------Moment (f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id St.p lap Lap Sup Sup Lap Mom Loc hap Sup 1 -0.01 0.00 0.00 0.00 0.00 2 -0.40 0.00 -2.86 14 .2_8 0.01 3 C) 0.00 0.01 0.00 1.00 0.00 FL=C"TION: ------Shear (k )------ --Moment (f-k )---- Mom 4Shr Deflection- (ire) d oc Calc Allow UC Loc Calc Allow UC I c UC Calc 1IoW RS -0.01 13.51 0.00 RS 0.00 22.00 0.00 1 0.00 Cl RS -0.4 0 13.51 0.03 MS -2.86 22.00 0.13 LS 0.00 -0.27 LS 0.03 13.51 0.00 LS 0.01 22.00 0.00 LS 0.00 O.C� LOAD COMBINATION 4 4 : DL+WS1 -------------------------------------------------- Pl! !L N ANALYSIS: --------Shear (k ) -------- --------------Moment (f-k ) -------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ---- ----- ----- 1 u.UO 0.03 0.00 0.00 0.00 -( 01 -1 .01 1 .01 -0.01 i.18 14 .28 -0.04 -0.07 0.00 -0.04 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span Shear(k )------ -----Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.03 13.51 0.00 RS -0.01 22.00 0.00 LS 0.00 -0.03 2 RS 1 .01 13.51 0.07 MS 7.18 10.67 0.67 LS 0.00 0.69 LS -0.07 13.51 0.01 LS -0.04 22.00 0.00 LS 0.00 G.C) LOAD COMBINATION 4 5 : DL+CL+0.75LL+0.75WP1 RURLIN ANALYSIS: -Shear (k ) --------------Moment (f--k ) -------------- Span --- ---- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.02 0.00 0.00 0.00 0.00 2 0.77 -0.77 0.00 -5.50 14 .28 0.03 3 0.05 0.00 0.03 0.00 1.00 0.00 STRENGTH/DEFLECTION: Span ------Shear(k ) ------ Moment (f-k )-- - Mom+Shr Deflect iori(ir,) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.02 13.51 0.00 RS 0.00 22.00 0.00 LS 0.00 0.02 2 RS -0.77 13.51 0.06 MS -5.50 22.00 0.25 LS 0.00 -0.53 3 LS 0.05 13.51 0.00 LS 0.03 22.00 0.00 LS 0.00 0.06 LUF C: �=�?MFIidA'lI0I1 � 6 DL+CL+0.75LL+0.75WS1 --------------------------------------------------- FUF.1,7,N ANALYSIS: -Shear (k ) -------- --------------- -------------- Le f t - Left Left Right Right Left LeftRicht Right 1c4 Sup Lap Lap Sup Sup Lap oc Lap Sup 1 0.00 0.01 0.00 C.Ou O.u1 0.00 2 -0.29 0.29 0.00 14 .2r -0.01 -0.02 0.00 -0.01 OCA 1 0.00 STRENGTH/DEFLECTION: Span ------Shear(k )------ -----Moment (f-k ) ---- MOm+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC 1_c,C- UC Calc Allow 1 RS 0.01 13.51 0.00 RS 0.00 22.00 0.00 LS 0.00 -0.01 2 RS 0.29 13.51 0.02 MS 2.03 10.67 0.15 LS O.CIO 0.19 3 LS -0.02 13.51 0.00 LS -0.01 22.00 0.00 1 0.00 -0.02 LOAD COMBINATION # 7 : 0.6DL+WP1 PURLIN ANALYSIS: --------Shear(k )-------- -------- Moment (f-k ) -------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.01 0.00 0.00 0.00 0.00 2 0.37 -0.37 0.00 -2. 64 14.2P 0.01 3 0.03 0.00 0.01 0.00 1 .00 0.00 STRENGTH/DEFLECTION: Span ------Shear(k ) ------ -----Moment (f-k ) -- - Mom+SYr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.01 13.51 0.00 RS 0.00 22.00 0.00 LS 0.00 0.01 2 RS -0.37 13.51 0.03 MS -2.64 22.00 0.12 LS 0.00 -0.25 3 LS 0.03 13.51 0.00 LS 0.01 22.00 0.00 IS 0.00 0.03 LOAD COMBINATION # 8 : 0.6DL+WSI --------------------------------------------------- PURLIN ANALYSIS: --------Shear(k )-------- --------------Moment (f-k )-------------- Spar) Left Left Right Right Left Left MidSpan Richt Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 0.03 0.00 0.00 0.00 -0.01 2 -1 .04 1.04 -0.01 x.40 14 .2P -0.04 3 -0.07 0.00 -0.04 0.00 1 .00 0.00 STRENGTH/DEFLECTION: Span ------Shear (k )------ -----Moment (f-k ) ---- Mom+Shr De11ectior) (in) Id Loc Calc Allow UC L,--IC Calc Allow UC Loc UC Calc Allow 1 RS 0.03 13.51 0.00 RS -0.01 22.00 0.00 LS 0.00 -0.02 2 RS I . 04 13.51 0.08 MS 0.00 0.71 3 LS -0. 07 13.51 0.01 l,S -0.04 <<.00 DEFLECTICN: ------------------------------ LOAD COMBINATION # 9 : DL+CL+LL --------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ------ ----- ----- 1 0.02 2 -0.46 2.29 0.20 3 0.05 LOAD COMBINATION #10 : LL -------------------------------------------------- Span DEFLECTION (in) Id Calc Allow Ratio ---- ------ ----- ----- 1 0.02 2 -0.41 2.29 0.18 3 0.05 LOAD COMBINATION #11 : DL+0.7WP1 -------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio ---- ------ ----- ----- 1 0.01 2 -0.21 2.29 0.09 3 0.02 LOAD COMBINATION #12 DL+0.7WS1 --------------------------------------------------- Span DEFLECTION(in) Id Calc Allow Ratio 1 -0.02 2 0.47 2.29 0.20 3 -0.05 SlOM0130A Purlin Combination Report 3/17/10 1:40pm Surf System ----Roof_Purlin---- Added_Purlin Total Id Id Depth Row Weight Row Weight Weight 2 1 12.0 8 2.001.6 0 0.0 2001.6 2 2 12.0 8 2001. 6 1 250.2 2251.8 3 1 12.0 8 2001 .6 0 0.0 2001.6 3 2 12.0 8 2001 . 6 1 20.2 2251 .8 SION0130A In-Plane Roof Force 3/17/10 1 :40pm Win (k )= Design load in the plane of the purlin web Wout (k )= Design load in the plane of the purlin flange P1 (k )- Fcrce in pi�.nc rl _cc�f per anti-roll clip FURLIN ROLL FORCES: So"rf Load Line --Roof-Load-- id Id Id Win Wout Fl 2 1 1 8.58 0. )1 Ot 2 1 2 8.58 0.71 I-.CiB 3 1 1 8.58 -0.71 x.05' 3 1 2 8.58 -0.71 G.08 STANDARD CONNECTION: Surf Line Force/Connection Id Id No. Attachment Thick Calc Limit UC 2 L EW 8 Weld clip 0.225 0.08 0.20 0.39 2 RF 6 Weld clip 0.225 0.08 0.20 0.40 3 L_EW 8 Weld clip 0.225 0.08 0.20 0.39 3 RF 8 Weld clip 0.225 0.08 0.20 0.90 PURLIN ANTI ROLL LOCATION: Surf Line DS AROLL No. Id Id Id Purlin Furlin Location 2 L EW @121 2 RF @121 3 L_EW @121 3 RF @121 PANEL SHEAR/DIAPHRAGM: Surf Line Panel Shear -Deflection- Id Id Calc Limit Calc Limit 2 L_EW 24 .8 113.3 0.00 0.00 2 RF 24.8 113.3 0.00 0.00 3 L_EW 24 .8 113.3 0.00 0.00 3 RF 24 .8 113.3 0.00 0.00 SlOM0230A Roof Panel Summary 3/17/10 1 :40pm PANEL LAYOUT: Surf Surface No. Max Rotation Id Part Type Gage Yield Length Purlin Space Stiffness ---- -------- ---- ----- ----- ------- ------ ----- --------- 2 CR6-80 CR 26.00 80.0 25.09 8 3.250 0.00 3 CR6-80 CR 26.00 80.0 25.09 8 3.250 0.00 PANEL STRENGTH: Surf Load Support_Moment (ft-lb/ft) Midspan Moment (ft-lb/ft) Id Area Id Offset Calc Mn/sf Ratio Offset Calc Mn/sf Ratio 2 Left 1 7 .5 20.9 181 .1 0. 12 5.8 -11 .5 134 .7 0.09 2 7 .5 16.2 181 .1 0.09 5.8 -9.0 134 .7 0.07 3 7 .5 14 .9 181.1 0.08 5.8 -8.2 134 .7 0.06 4 7 .5 -49.8 134 .7 0.37 5.8 27. 4 181.1 0.15 7 .5 25.7 181 .1 0.14 5.8 -14 .2 134.7 0.11 6 "7 .5 -22.9 134.7 0.17 0.8 14. 9 181 .1 0.08 7 7 .5 14.0 181 .1 0.08 5.8 -7 .7 134 .7 0.06 6 7 .5 -50.7 134 .7 0.38 5.8 27.9 181 .1 0. 15 2 Center 1 7 .5 20.9 181 .1 0.12 5.8 -11.5 134 .7 0.09 2 7 .5 16.2 181.1 0.09 5.8 -9.0 134 .7 0.07 7 .5 14 .9 181 .1 0.G8 S.P -8.2 134 .7 0.06 4 7 .5 -28.7 134 .7 0.21 0.8 17.4 181.1 0. 10 7 .5 25.% 181 .1 0.14 5.8 -14 .2 134 .7 0.11 2.0 -9.6 134 ."i 0.07 0.�' 0 181 .1 0.04 7 .5 14 .0 181 . 1 0.08 5.c -7 .7 134 .7 0.06 7.5 -29.6 1_'4 .7 0.22 0.8 17 .7 181 .1 0.10 RiG_ht 7.5 20.9 181 .1 0.12 5.8 -11 .5 134 .7 0.09 7 . 5 16.2 181 .1 0.09 5.8 -9.0 134 .7 0.07 1 .5 14 .9 1F1 .1 0.08 5.8 -8.2 134 .7 0.06 7 .5 -49.8 134 .7 0.37 5.8 27 .4 181 . 1 0.15 7.5 25.7 181 .1 0.14 5.8 -14 .2 134 .7 0.11 6 7.5 -22.9 134 .7 0.17 0.8 14 .9 181 .1 0.08 7 .5 14 .0 181.1 0.08 5.8 -7.7 134 .7 0.0E 8 7.5 -50.7 134 .7 0.38 5.8 27 .9 181 .1 0.15 ------ ----- ----- ----- ------ ----- ----- ----- 3 Left 1 17 . 6 20.9 181 .1 0.12 19.3 -11 .5 134 ..7 0.09 17 .6 16.2 181 .1 0.09 19.3 -9.0 134 .7 0.07 3 17 .6 14.9 181.1 0.08 19.3 -8.2 134 .7 0.06 4 17.6 -49.8 134 .7 0.37 19.3 2*7.4 181.1 0.15 17 . 6 25.7 181 .1 0.14 19.3 -14 .2 134 .7 0.11 6 17 .6 -22.9 134 .7 0.17 24.3 14 .9 181 .1 0.08 7 17 . 6 14.0 181 .1 0.08 19.3 -7.7 134 .7 0.06 6 17 .6 -50.7 134 .7 0.38 19.3 27. 9 181 .1 0.15 3 Center i 17 . 6 20.9 181 .1 0.12 19.3 -11 .5 134 .7 0.09 2 i7.6 16.2 181 .1 0.09 19.3 -9.0 134 .7 0.07 3 17 .6 14 .9 181 .1 0.08 19.3 -8.2 134 .7 0.06 4 17.6 -28.7 134 .7 0.21 24 .3 17 .4 181.1 0.10 5 17 .6 25.7 181.1 0. 14 19.3 -14 .2 134 .7 0.11 6 23.1 -9.6 134.7 0.07 24 .3 8.0 181 .1 0.04 7 17 .6 14 .0 181 .1 0.08 19.3 -7.7 134 .7 0.06 8 17 . 6 -29.6 134 .7 0.22 24.3 17.7 181 .1. 0.10 3 Right 1 17.6 20.9 181.1 0.12 19.3 -11.5 134.7 0.09 2 17 .6 16.2 181.1 0.09 19.3 -9.0 134 .7 0.07 3 17.6 14.9 181.1 0.08 19.3 -8.2 134 .7 0.06 4 17.6 -49.8 134.7 0.37 19.3 27.4 181.1 0.15 5 17.6 25.7 181.1 0.14 19.3 -14.2 134 .7 0.11 6 17 .6 -22.9 134.7 0.17 24.3 14 .9 181.1 0.06 7 17.6 14 .0 181.1 0.08 19.3 -7.7 134 .7 0.06 8 17 .6 -50.7 134.7 0.38 19.3 2"1.9 181.1 0.15 PANEL DEFLECTION: Surf Load -----Deflection (in) ----- Id Area Id Offset Calc Limit Ratio ---- ------ ---- ------ ----- ----- ----- 2 Left 9 5. 9 -0.01 0.22 0.04 10 5.9 -0.01 0.22 0.03 11 5.9 0.02 0.22 0.08 2 Center 9 5.9 -0.01 0.22 0.04 10 5.9 -0.01 0.22 0.03 11 5.9 0.01 0.22 0.04 2 Right 9 5.9 -0.01 0.22 0.04 10 5.9 -0.01 0.22 0.03 11 5.9 0.02 0.22 0.08 3 Left 9 19.2 -0.01 0.22 0.04 10 19.2 -0.01 0.22 0.03 11 19.2 0.02 0.22 0.08 3 Center 9 19.2 -0.01 0.22 0.04 10 19.2 -0.01 0.22 0.03 11 19.2 0.01 0.22 0.04 3 Right 9 19.2 -0.01 0.22 0.04 10 19.2 -0.01 0.22 0.03 11 19.2 0.02 0.22 0.08 LOAD COMBINATION: Load Id Description 1 DL+LL DL+0.75LL DL+WPI DI +WS1 �i+C.%SLL+Li.%SLn�F1 I)LiU. 15LL+G. `5WS1 U. 6DL,WSI LL f'. 1l1,+G. ]W},'1 11 DL4C .7 %SI SiU!'10130A Attachment Loads 3/17/10 1:40pm ROOF LOADS EW AttaC}J -------------Wind------------- -- Seismic (a) ---- Id Locate Walll Wa112 Roof React Walll Wall2 Roof React 0.00 2.46 1.06 0.00 5.73 0.003 0.005 0.02 0.05 1 25.00 4 .42 0.00 0.00 0.00 0.005 0.000 0.03 0.00 1 50.00 2.46 1.06 0.00 5.73 0.003 0.005 0.02 0.05 0.00 4 .67 0.64 0.00 5.73 0.005 0.003 0.02 0.05 25.00 0.00 0.84 0.00 0.00 0.000 0.005 0.03 0.00 50.00 4 .67 0.64 0.00 5.73 0.005 0.003 0.02 0.05 ROOF SHEAR EW Attach Locate Id Start End Wind Seismic(a) -- ------ ------ ------- ---------- 1 0.00 25.00 2.21 0.02 1 25.00 50.00 -2.21 -0.02 -- ------ ------ ------- ---------- 0.00 25.00 0.42 0.02 3 25.00 50.00 -0.42 -0.02 (a) Seismic results based on base shear values LOAD COMBINATIONS ------------ ----- Max Wind Coeff Frame = 1 .000 Brace = 1 .000 Max Seismic Coeff Frame = 0.000 Brace = 1 .000 SEISMIC LOAD ------------ Seismic Coeff= 0.010 Roof Total= 4 . 484 Left EW Dead= 2.000 Fr.crnt SW Dead= 2.000 Right EW Dead= 2 .000 hark SW Dead= 2 .000 Extend Dead= 2.500 --------------------------- SICM0130A Roof Diagonal Bracing Report 3/17/10 1 :40pm F�,NF.L SHEAR: V /sf = 0.0 _a1c Wind = 73. Seismic - 0.7 aGONAL BRACING: Brace Tensi�_;nik ) Brace-Loc. -------Diag Brace.--- --- Wind---- Seismic-- Max Start End Type Size Part Calc Pn/sf Ca,IC Fn/sf UC KL/R --- ------- ------- ---- ------ 1 0.00 25.00 R 0.625 PDB- 2 .88 3 0.00 7 .34 0.39 25.00 50.00 R 0.625 RUB- 2.88 . .39 0.00 7 .34 0.39 Sl 01,10130A Sidewall Diagonal Bracing Report 3/13/10 1 :40pm FAINEL SHEAR: Wall Base Wind Seismic Id Length Calc Calc Vn/sf ---- ------ ----- ------- ----- 2 20.0 286.5 2.5 73.3 4 30.0 191.0 1 .7 73.3 DIAGONAL BRACING: Brace Tcnsicr- (k ) Wa11 Bay Brace-Loc ------Diag-Brace---- ----Wind--- --Seismic-- Max Id Id Bot Top Type Size Part Calc Fr;/sf Calc Pn/sf UC KL/R 2 1 0.0 20.0 R 0.625 RDB- 6. 65 3.34 0.06 7.34 0.91 4 1 0.0 20.0 R 0.625 RDB- 6.65 7.34 0.06 7.34 0.91 BASE REACTIONS: Wall Bay Col Wind_Max Seismic-Max Id Id Id Horz Vert (+/-) Herz Vert (+/-) 2 1 1 -5.73 3.37 0.00 0.00 2 1 2 5.73 3.37 0.00 0.00 4 1 1 -5.73 3.37 0.00 0.00 4 1 2 5.73 3.37 0.00 0.00 EAVE DEFLECTION: Wall Wall --Deflection-- Id Height Wind Seismic Limit ---- ------ ----- ------- ----- 2 20.0 0.27 0.00 892. 4 20.0 0.27 0.00 892. SIOM0130A Braced Purlin Report 3/17/10 1 :40pm Surf Brace Purl Bay Furlin Load ----Axial (k )--- --Mcme-ntif-k ) -- Axl+Mom Id Locate Id Id Part Id Calc Allow UC Calc Allow UC Loc UC 2 25.0 8 1 122120 1 2.21 16.35 0.14 8.44 10. 67 0.79 MS 0.93 2 2.21 16.35 0.14 3. 95 10. 67 0.37 MS 0.51 3 2.21 16.35 0.14 8.34 10. 67 0.82 MS 0.95 Surf Brace Purl Bay Purlin Load ----Axial (k ) --- --Momer,t (f-k ) -- Axl+Mom Id Locate Id Id Fart Id Calc Allow UC Calc All0W UC Loc UC 25.0 1 1 122120 1 2.21 16.35 0.14 8.44 70. 67 0.79 MS 0.93 2 2.21 16.35 0.14 0.37 MS 0.51 3 2.21 16.35 0.14 8.74 10. 67 0.82 MS 0.95 : 1O1M0130A Eave Strut Report (Wall- " 3/17/10 1:40pm Wall Bay Eave Bay Axial Calc Axial Axial Id Id Part Width Wind Seis Allow Ratic ---- --- -------- ----- ----- ----- ----- ----- 2 1 12EO75 30.00 5.09 0.05 20. EE 0. 5 SIOM0130A Eave Strut Report (Wa11= 3/17/10 1:40pm Wall Bay Eave Bay Axial Calc A X j I Ax1o1 Id Id Part Width Wind Seis AilRatio 4 1 12EO75 30.00 5.09 0.05 20. F6 0.25 SlOM0130A Strut Bolt Report 3/17/10 1:40pm RAFTER CONNECTION: Location Purlin Eave Strut -------- ----------- ----------- Left EW Welded Clip Direct Bolt RF Welded Clip Direct Bolt EAVE STRUTS: Wall Frm_Line ----Bolt Selected--- -----Bolt-Capacity Id Id Type No. Type Dia Wshr Calc Shear Bear Ratio 2 1 EW 4 A325 0.500 0 #4 5.09 17.67 9.43 0.54 2 2 RF 4 A325 0.500 0H 5.09 17.67 9.43 0.54 4 1 EW 4 A325 0.500 0 ## 5.09 17.67 9.43 0.54 4 2 RF 4 A325 0.500 0 #4 5.09 17.67 9.43 0.54 PURLINS: Bolt Capacity Surf Frm_Line Brace ----Bolt-Selected--- ---Shear --Bearing-- Id Id Type Loc No. Type Dia Wshr Calc Allow Calc Allow Ratio 2 1 EW 25.00 4 A307 0.500 1 2.21 8.84 2.21 15.09 0.25 2 2 RF 25.00 4 A307 0.500 1 2 .21 6.84 2.21 15.09 0.25 3 1 EW 25.00 4 A307 0.500 1 2 .21 6.84 2.21 15.09 0.25 2 RF 25.00 4 A307 0.500 1 � .21 8.84 2.21. 15.09 0.25 44NOTE : Not standard bolt connection S10M013(1A Qcrew Report 3/17/10 1 :40prn PANEL: Tensile Thick Yield Strength Part (in) (ksi (ksi CR6-80 0.018 80.00 82.64 PANEL SCREWS: Dia Washer Space Tend on Zone Part (in) (in) (ft; k ; Interior H1030 0.21 0.44 1 .00 �.78 Edge H1030 0.21 0.44 1 .OG Corner H1030 0.21 0.44 1 .00 x.78 Base H1040 0.21 0.31 1 .UG 2.00 PURLIN SCREW LAYOUT: Purlin------ Surf Wind Bay Loc Spat- Id Id Id Id Id Part (ft` 2 1 1 1 3 122120 2 1 1 3 3 122120 2 1 1 4 1 122120 2. 13 2 1 1 5 3 122120 3.25 2 1 1 7 1 12Z120 2 .13 2 1 1 8 1 12Z120 2 . 13 2 2 1 1 3 12Z120 3.25 3 1 1 1 3 122120 3.2`; 3 1 1 3 3 122120 3 1 1 5 3 122120 3.25 3 1 1 6 8 12Z120 3 1 1 9 8 12Z120 3 1 1 10 8 12Z120 2. L 3 2 1 1 3 12ZI20 PURLIN SCREW CHECK: ------ ----Allow---------- Wind F'urI7n Panel Screw Surf Wind Bay Loc Suction Load Fl-llcut Pullover Tension Max Id Id Id Id (psf ) (k ) 1: ) (k ) (k ) UC ---- ---- --- --- ------- ----- ------- -------- ------- ---- 2 1 1 1 33.30 0.11 0.50 0.32 0.74 0.34 2 1 1 3 55.94 0. 18 G.`.0 0.32 0.74 0.57 2 1 1 4 55.94 0.12 0.50 0.32 0.74 0.37 2 1 1 5 55. 94 0.18 0. `:0 0.32 0.74 0.57 2 1 1 7 84 .25 0. 18 G.`0 0.32 0.74 0.56 2 1 1 8 84 .25 0.18 0.50 0.32 0.74 0.56 2 2 1 1 33.30 0. 11 0.50 0.32 0.74 0.34 ---- ---- --- --- ------- ----- ---- --- -------- ------- ---- 3 1 1 1 33.30 0. 11 0.`�0 0.32 0.74 0.34 3 1 1 3 55. 94 0. 18 `,(1 0.32 0.74 0.57 3 1 1 5 55.94 0.18 0.50 0.32 0.74 0.57 3 1 1 6 55. 94 0. 12 C.50 0.32 0.74 0.37 3 1 1 9 89 .25 0. 18 U .`:0 0.32 0.74 0.56 3 1 1 10 84 .25 0.18 0.`,0 0.32 0.74 0.56 3 2 1 1 33.30 0.11 0.32 0.74 0.34 Loc Id Description 1 Interior Left edge 9 Top Edge Right edge 0 Bottom edge 7 Left top corner c Right top corner 9 Right bottom corner 10 Left bottom corner BASE SCREW CHECK: ------------Screw---------- Force/Screw Shear Wall Base Dia Space Shear Wind Seis Limit Max Id Length fart in) (ft) (k ) (k ) (k ) (k ) UC ---- ------ -------- ----- ----- ----- ----- ----- ----- ---- 2 20.00 H1040 0.21 1 .00 2.00 0.273 0.002 0.275 0. 99 9 30.00 H1040 0.21 1 .00 2.00 0.185 0.002 0.275 0. 67 S10M0130A Weicht Summary 3/17/10 1:90pm Rcof furlinE - 9003.20 Eave Struts - 312.60 Rcof Bracing = 131 .71 [mall Bracing - 117.26 Total = 9569.77 S10M0130A Warning Report 3/17/10 1:90pm -------------------- No Warnings Rigid Frame Design, Code 3/]7/10 1 .90pm STRUCTURAL CODE: De�:'on Basis WS Hct Rolled Steel AISC05 Cold Formed Steel NAUS01 BUIIDIP2G CODE: Wind Code FBC 07 (IBC 06) Seismic Zone A MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi Cold Formed Steel 29500 (ksi ------------------------------------------------------------------------------- SIOM0130A Base Plate and Anchor Bolt Design 3/17/10 1 :40pm Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1 .05 (ksi ) Bolt Shear Stress= 11 .60 (ksi ) BASE PLATE. & BOLT SIZE: ------------------------ Column_Base-- --Plate_Size(in)-- --Bolts (GR36 )- -Shear(k )- Loc. Typ Depth Width Length Thick Row Diam Gage Limit UC Left P 12.4 8.0 12.44 0.375 2 0.750 4 .00 15.5 0.39 Right P 12. 4 8.0 12.44 0.375 2 0.750 4 .00 15.5 0.39 BASE REACTIONS: --------------- Max Tension+Shear Max_Shear+Tension Column -Max Comp- Tens Shear -Max Shear Shear Tens Loc. Ld Fy(k ) Ld Fy(k ) Fx(k ) Ld Fx (k ) Ld Fx(k ) Fy(k ) ------ --- ------ --- ------ ------ --- ------ --- ------ ------ Left 2 6.3 33 -12.9 5.8 30 6.0 30 6.0 -6.4 Right 1 6.3 34 -12.9 5.8 32 6.0 32 6.0 -6.4 WELDS: Outside Flange To Base Inside Flange To Base -----Web To Base----- Base Shear (k/in ) Shear(k/in ) Shear(k/in ) Id Size Typ Calc Rn/sf Size Typ Calc Rn/sf Size Typ Calc Rn/sf ----- ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- Left 0.188 FI 1.29 4 .33 0.188 FI 1.29 4.33 0.188 F2 0.25 2.78 Right 0.166 F1 1 .29 4 .33 0.188 F1 1.29 4 .33 0. 188 F2 0.25 2.7P LOAD COMBINATIONS: ------------------ 1 - DL+CL+LL 2 - DL+CL+I,L 30 - 0. 60DL+WL2 32 - 0. 60DL+WR2 33 - 0. 60DL4LWI+1,WINDI L2E 34 - 0.60DL+LWI+LWINDi R 2 E Bolted-End-Plate Desigr, /1 C :90pn, r.c field 55.00 (ksi ) Alice Member Web -Splice (in)- Ten ---Load (k , f-k )-- ----HOIts (A3„ ----- Io TyP Loc. Depth Width Thick Loc Id Axl Shr Mom Row Diom Space Gage ------ ------ ----- ----- ----- --- -- --- --- ---- --- ----- ----- ----- VEE 1- 2 17.00 6.0 0.625 Top 2 2 5 34 2 0.625 3.50 3.50 Bot 29 -3 -9 73 2 0. 625 3.50 3.50 -EE 3 12.04 6.0 0.375 Top 29 -4 0 28 2 0. 625 3.50 3.50 Bot 1 2 0 21 2 0.625 3.50 3.50 VFE 3- 4 17.00 6.0 0.625 Top 1 2 -5 34 2 0.625 3.50 3.50 Bot 31 -3 9 73 2 0.625 3.50 3.50 ---Unity Check--- S Ul ce Thick Dia Required EP Bolt Bolt ir. Typ Req Top Bot Bend Top Bot ------- ----- ----- ----- ----- ----- ----- 1 VEE 0.52 0.457 0.587 0.69 0.54 0.88 -EE 0.34 0.486 0.429 0.84 0. 61 0.47 VEE 0.52 0.457 0.587 0.69 0.54 0.88 In'ELGS: Outside Flange To Bep Inside Flange To Bep -----web To Bep------ Splice Shear(k/in ) Shear(k/in ) Shear Win ) Id Side Size Typ Calc Rn/sf Size Typ Calc Rn/sf Size Typ Calc Rn/sf 1 L 0.188 F2 1.97 4.18 0.188 F2 4.02 4 .18 0.188 F2 0.28 2.78 1 R. 0.188 F2 1.90 4.18 0.188 F2 4.02 4 .18 0.188 F2 0.28 2.78 2 L 0.188 F2 2.30 4 .18 0.188 F2 1.79 4 .18 0.188 F2 0.01 2.78 R 0.188 F2 2.30 4 .18 0.188 F2 1.79 4 .18 0.188 F2 0.01 2.78 I. 0.188 F2 1.90 4 .18 0.188 F2 4.02 4 .18 0.188 F2 0.28 2.78 R 0. 188 F2 1.97 4 .18 0.188 F2 4.02 4 .18 0.188 F2 0.28 2.78 LOAD COMBINATIONS: ------------------ 1 - DL+CL+LL 2 - DL+CL+LL 29 - 0. 60DL+WL1 31 - 0.60DL+WR1 S10M0130A Stiffener Report 3/17/10 1 :40pm Stiffener Yield = 36.0 (ksi ) STIFFENER SIZE: --------------- ----Stiffener--- --Web(in)-- -Stiffener Size (in)- Location No. Depth Thick Width Thick Length ---------- --- ----- ----- ----- ----- ------ Left Col 1 21.00 0.125 3.00 0.375 21 .00 Riaht Col 1 21.00 0.125 3.00 0.375 21 .00 STIFFENER DESIGN: ----------------- Stiffener ---Tension(k )---- -Compression (k )-- Max Location Load Calc Pn/sf Load Calc Pn/sf UC Left Ccl 29 41 .3 48.5 2 15.7 56.9 0. 85 hi ]ht Coi 31 91 . 2 4 ,.5 XIELDS ---Stiff To Flg/EP--- -----Stiff To Web---- Stiffener Shear(k/in ) Shear (k/in Location Size Typ Calc Rn/sf Size Typ Calc Rn/sf ----- ----- --- ----- ----- ----- --- ----- ----- Left Col 0.313 F1 6.89 6.96 0.188 F1 0.47 2.78 Right Col 0.313 F1 6.89 6.96 0. 188 FI 0.47 2.i8 LOAD COMBINATIONS: ------------------ 1 - DL+CL+LL 2 - DL,+CL+LL 29 - 0. 60DIL+WL1 31 - 0. 60DL+WR1 S10M0130A Flange Brace Report 3/17/10 1:40pm Flange Brace Yield= 55.0 ksi Girt/Purlin Yield= 55.0 ksi Flange Brace Bolt = 0.500 (A325 ) (2 Washers) Surf No. Web Brace Load Calc -Brace UC- Conn Id Brace Loc Side Part Depth Dist Id Force Comp Tens UC ---- -------- ----- ----- ---- ----- ---- ---- ---- 1 1 3 1 L2525105 17.69 28.50 29 0.12 0.03 0.03 0.03 2 3 2 1 L2525105 16.62 28.50 29 0.16 0.04 0.04 0.04 6 1 L2525105 13.72 28.50 31 0.08 0.02 0.02 0.02 8 1 L2525105 12.26 28.50 31 0.10 0.02 0.03 0.02 3 3 1 1 L2525105 12.26 28.50 29 0.10 0.02 0.03 0.02 3 1 L2525105 13.72 28.50 29 0.08 0.02 0.02 0.02 7 1 L2525105 16.62 28.50 31 0. 16 0.04 0.04 0.04 4 1 4 1 L2525105 17.74 28.50 31 0.12 0.03 0.03 0.04 LOAD COMBINATIONS: ------------------ 29 0. 60DL+WL1 31 - 0. 60DL+WR1 SlOM0130A Weld Report: Web To Flange 3/17/10 1 :40pm --Calc Max Weld Shear-- -------Weld Provided------ Member Seament Section Load Shear Size Pn/sf No. Id I Id Id (k/in ) (in) Win ) Type Side -- ----- -------- ---- ---- 1 1 1 30 0.41 0. 188 2.78 F 1 2 2 23 29 0.41 0. 188 2.78 F 1 3 3 80 31 0.41 0.188 2.78 F 1 4 4 102 32 0.41 0.188 2.78 F 1 LOAD COMBINATIONS: ------------------- 29 - G. �r;DL+WL1 30 - O. 00DL+WL2 31 - ii. F(D1.+WRl 32 - 0. F ODL+WR2 SIOM0130A Special �4eomernt Report 3/17/10 1 :40pm FLANGE PLATE (a --------------- --Initial-- -Required-- width Thick Width Thick Locate (in) (in) (in) (in) Lt Col 5.0 0.250 5.0 0.250 Rt Col 5.0 0.250 5.0 0.250 WEB PLATE: (b) ------------- ------Initial------ -----Required------ ------Load------ Shear Web Shear Shear Web Shear Shear Axial Moment Force Thick Calc Allow Thick Calc Allow Locate Id (k ) (f-k ) (k ) (in) (ksi ) (ksi ) (in) (ksi ) (ksi ) ------ --- ----- ------ ----- ----- ------ ------ ----- -- Lt Col 29 -4.3 -72.6 49.1 0.125 18.70 7.48 0.188 12.47 16.32 Rt Col 31 -4 .3 -72.6 49. 1 0. 125 18.70 7.48 0.188 12.47 16.32 WEB DESIGN: Locate H Av K Cv ------ ----- ----- ----- ----- Lt Col 21.00 16.18 13.42 0.83 Rt Col 21.00 16.18 13.42 0.83 (a) DS_BUILD(frame37)=1 . . see help. (b) DS BUILD(frame36)=2 . . see help. LOAD COMBINATIONS: ------------------ 29 - 0.60DL+wLI 31 - 0. 60DL+WR1 SlOM0130A Design Summary Report 3/17/10 1 :40pm FRAME: Id = 1 Type = RF Line Id= 2 MEMBERS: Mem Segl Flange IWeb Depthl Plate Thickness Max_UCV I Max_UCO I Max UC1 Id Id I Len WidlStrt Endl Web O-flo I-figlId Ld UcvlId Ld UcolId Ld Uci --- --- ---- --- ---- ---- ----- ----- ----- -- -- ---- -- -- --- 1 1 19.1 5.0 12.0 21 .0 0.125 0.250 0.188 22 36 0.72 22 29 0.83 22 29 1 .01 2 2 22 .4 5.0 17.0 12 .0 0.125 0.250 0.250 23 29 0.97 23 29 1 .01 23 29 0.89 3 3 22.4 5.0 12.0 17 .0 0.125 0.250 0.250 80 31 0.97 80 31 1 .01 80 31 0.89 4 4 19.1 5.0 21.0 12.0 0.125 0.250 0. 188 81 35 0.72 81 31 0.83 81 31 1 .01 No. Cycles For Plate Optimization= 11 LOAD COMBINATIONS: ------------------ 1 - DL+CL+LL 2 - DL+CL+LL 3 - DL+CL+0.751,1, 4 - DL+CL+0.75LL , - DL--4 6 - DL+wL2 7 - D1+ln�Rl 8 - DL+WR2 9 - DL+LWI+LWIND2 L2E 10 - DL+LWI+LWINDIR2E 11 - DL-LWI+LWINDI L2E 12 - DL-LWI+LWINDI R2E 13 - DL+LW2+LWIND2 L3E 14 - DL+LW2+LWIND2 R3E 15 - DL-LW21LWIND2 L3F 16 - DL-LW2+LWIND2 R3F 17 - DL+CL+0.75LL+0.7SWI,1 18 - DL+CL+0.75LL+0.75WL2 19 - DL+CL+0.75LL+0.75WR1 20 - DL+CL+0.75LL+0.75WR2 21 - DL+CL+0.75LL+0.751,WI+0. 75LWINDI L2E 22 - DL+CL+0.75LL+0.75LW1+G. 7SLWINDI R2E 23 - DL+CL+0.75LL-0.75jW1+0. 7SLWINDI L2E 24 - DL+CL+0.75LL-0.75LW1+0. /SLWINDI R2E 25 - DL+CL+0.75LL+0.751 W2+0. 75 LWIND2_L3E 26 - DL+CL+0.75LL+0.751W2+0. 75LWIND2 R3F. 27 - DL+CL+0.75LL-0.75LW�_+O. iSLWIND2 L3E 28 - DL+CL+0.75LL-0.7SLW2+0. 75IWIND2 R3E 29#- 0.60DL+WL1 30 - 0.60DL+WL2 31#- 0.60DL+WRI 32 - 0.60DL+WR2 33 - 0.60DL+LW1+LWINDI L2E 34 - 0.60DL+LWI+LWINDI R2E 35#- 0.60DL-LWI+LWINDI L2E 36#- 0.60DL-LWI+LWINDI R2E 37 - 0.60DL+LW2+LWIND2 L3E 38 - 0.60DL+LW2+LWIND2 R3E 39 - 0.60DL-LW2+LWIND2 L3E 40 - 0.60DL-LW2+LWIND2 R3E 41 - DL+CL+SEIS 42 - DL+CL-SEIS 43 - DL+CL+LL 44 - DL+CL+LL 45 - LL 46 - LL 47 - DL+0.70WL1 48 - DL+0.70WL2 49 - DL+0.70WR1 50 - DL+0.70WR2 51 - DL+0.70LW1+LWINDI L2E 52 - DL+0.701,W1+LWINDIR2E 53 - DL-0.70LW1+LWIND1_L2E 54 - DL-0.70LW1+LWIND2 R2E 55 - DL+0.70LW2+LWIND2_L3E 56 - DL+0.70LW2+LWIND2 R3E 57 - DL-0.701,W2+LWIND2 1.3E 58 - DL-0.70LW2+LWIND2 R3E FRAME AREA: Frame Area = 110.9- Building Area=1052.08 Ratio= 0.11 WEIGHTS: Member 1 2 9 Weight (lb) 286 3 2X28 286 Total Waiotjt: (lb) Er am n1, ra =- 1228 lntericr Col. - 0 Ccr,ri. Plates = 121 Base idates - 2i Trans Stiff = 0 1370 REACTIONS: �.' dewall Columns) Load ----Left Column-------- -------- -Right Column------- ld YX ) Fy(k ) Fz (k ) M(f-k ) Fx(k ) Fy(k ) Fz (k ) 111(f-k ) ----- ------- ------- ------- ------ ------- 1 6.22 0.00 0.00 -2.18 6.25 0.00 0.00 2 "�, 8 6.25 0.00 0.00 -2.18 6.22 0.00 0.00 3 1 ."6 5.06 0.00 0.00 -1 .76 5.09 0.00 0.00 4 5.09 0.00 0.00 -1.76 5.06 0.00 0.00 0.00 0.00 -1.05 -4 .84 0.00 0.00 6 ;c -5.79 0.00 0.00 -1.02 -0.86 0.00 0.00 7 1 .C5 -4 .84 0.00 0.00 5.75 -9.67 0.00 0.00 8 C2 -0.86 0.00 0.00 5.79 -5.79 0.00 0.00 4 -0.41 -12 .22 5.73 0.00 0.49 -11 .35 5.73 0.00 1 4' -11 .35 5.73 0.00 0.41 -12.22 5.73 0.00 it - . -'4 -5.48 0.00 0.00 0.42 -4.62 0.00 0.00 12 C;. 4; -4 .62 0.00 0.00 0.34 -5.48 0.00 0.00 13 :!. E7 -8.19 5.73 0.00 -0.84 -7.82 5.73 0.00 14 0.84 -7 .82 5.73 0.00 -0.87 -8.19 5.73 0.00 15 (i. 94 -1 .44 0.00 0.00 -0.91 -1.08 0.00 0.00 16 0. 91 -1 .08 0.00 0.00 -0.94 -1.44 0.00 0.00 17 -2 . 90 -3.43 0.00 0.00 -2.20 0.31 0.00 0.00 18 -2. 93 -0.51 0.00 0.00 -2.17 3.30 0.00 0.00 19 2 .20 0.31 0.00 0.00 2.90 -3.43 0.00 0.00 2.0 2 .17 3.30 0.00 0.00 2.93 -0.51 0.00 0.00 21 I . io -5.28 4.30 0.00 -1.04 -4.63 4 .30 0.00 22 1. 04 -4 .63 4 .30 0.00 -1.10 -5.28 4 .30 0.00 23 1 . 15 -0.22 0.00 0.00 -1.09 0.42 0.00 0.00 24 1 .09 0.42 0.00 0.00 -1.15 -0.22 0.00 0.00 25 � .G6 -2 .25 9.30 0.00 -2.03 -1.98 4 .30 0.00 26 2.G3 -1 .98 4.30 0.00 -2.06 -2.25 4 .30 0.00 27 2 . 11 2.80 0.00 0.00 -2.08 3.07 0.00 0.00 262.08 3.07 0.00 0.00 -2.11 2.80 0.00 0.00 29 95 -10.30 0.00 0.00 -0.86 -5.48 0.00 0.00 30 -5. 98 -6.42 0.00 0.00 -0.83 -1.50 0.00 0.00 31 0.86 -5.48 0.00 0.00 5.95 -10.30 0.00 0.00 32 C.83 -1 .50 0.00 0.00 5.98 -6.42 0.00 0.00 33 -0. 61 -12.85 5.73 0.00 0.69 -11.99 5.73 0.00 34 -0. 69 -11 .99 5.73 0.00 0.61 -12.85 5.73 0.00 35 -0. 53 -6. 11 0.00 0.00 0.62 -5.25 0.00 0.00 36 -0. 62 -5.25 0.00 0.00 0.53 -6.11 0.00 0.00 37 0. 68 -8.82 5.73 0.00 -0.64 -8.46 5.73 0.00 38 0. 64 -8"46 5.73 0.00 -0.68 -8.82 5.73 0.00 39 0.75 -2.08 0.00 0.00 -0.7]. -1.72 0.00 0.00 40 0.71 -1 .72 0.00 0.00 -0.75 -2.08 0.00 0.00 41 0. 4_" 1.56 0.00 0.00 -0.51 1 .61 0.00 0.00 42 0.51 1 . 61 0.00 0.00 -0.45 1 .56 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 43 -0.11 0.16 -1 .54 94 -1 .54 45 -0.09 0.12 -1.21 46 0.09 -1 .21 97 1 .52 ] .3i 1.23 46 1 ._`.1 ] .40 0.68 -I .52 1 .23 -1.51 0.68 � = -0.01 1 .19 -0.18 1 .14 54 0 -0.01 1.19 " G -0.07 0.51 56 0.00 0.51 00 -0.07 0.50 58 C'7 0-00 0.50 DEFLECTION; RATIO: Lateral Defl Load @ 1'op Of Col Vert Defl ld Left Right @ Midspan 43 2660 1440 389 44 1440 2060 389 45 2634 1844 497 46 1 44 2634 497 4 -' 1`>C! 174 487 4E 51 163 882 49 1;'4 150 487 50 163 151 882 51 17709 1315 525 52 1_15 17700 525 53 20427 1297 526 54 1297 20417 526 55 66950 3130 1183 56 3130 66962 1183 57 81203 3078 1188 58 3077 81257 1188 MAX DEFLECTION: TYpF Deflect Span/Deflect Limit ----------- Live Vertical -1 .20 498. 180. Holi,-ontal Drift -1.52 151. 60. HOriz-1tal Spring Constant= 1. 60 k/in P-DE1,TA CHF,CK: (Direct Analysis) Max Deflect Ratio Left Cclumn: 0.0497 Right Column: 0.0497 Max first order drift (in) = 2.30 Max seconc order drift (in) = 2.14 Ratio second/first - 0.93 SlOMG130 Flange Hole 3/17/10 1 :90p1r, S I G M 0 1 0A Rigid Frame Clearances 3/17/10 1 :40prrj VERTICAL CLEARANCE: Location Span X Coord Ccc rc ------ ------------ ------------- 1-7 09-03" 2'09-09" Left-CO 1 17 '09-03" 97 '02-O Right Col Midspan 20'00-07" 25'00-00" HORIZONTAL CLEARANCE: --------------------- Location Span X Coordl X-Coc7 rd _ ------- --------------- 99 '05-02" 2'09-0-7" 9 Left Col - Right-Col ------____- ___ . /�0 SlOM0130A Rigid Frame Design Warnings1 : pm --------- No Warnings