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404 Eclipse Ind. Parkway
Address: 404 Eclipse Ind Parkway PREPARED 4/26/13, 9:27:40 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 4/26/13 ------------------------------------------------------------------------------------------------ ADDRESS . : 404 ECLIPSE IND PKWY SUBDIV: CONTRACTOR AMERICAN FREEDOM CONST LLC PHONE (253) 677-1185 OWNER BLUE MOUNTAIN LEASING PHONE PARCEL 06-30-18-1-1-0000-0000- APPI, NUMBER: 12-00001090 COMM NEW CONST ------------------------------------------------------------------------------------------------ PERMIT: BPC 00 BUILDING PERMIT - COMMERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ BLI 01 10/15/12 JLL BLDG FOUNDATION FOOTING 10/15/12 AP October 15, 2012 8:31:35 AM pbarthol. Alex 460-4248 — AM -- October 15, 2012 2:50:02 PM jlierly. Provide 3rd party report asap/jll BLFO 01 10/30/12 JLL BLDG FOUNDATION 10/30/12 AP October 30, 2012 8:44:05 AM pbarthol. Alex 460-4248 October 30, 2012 4:23:11 PM jlierly. BL99 01 4/26/13 BLDG FINAL 00 April 26, 2013 8:18:07 AM pbarthol. Scott 461-4724 ---------------------- ---- --------- COMMENTS AND NOTES -------------------------------------- CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY&ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES,WA 983 62 Application Number . . . . . 12-00001090 Date 9/27/12 Appl,cation pin number . . . 428860 Property Address . . . . . . 404 ECLIPSE IND PKWY ASSESSOR PARCEL NUMBER: 06-30-18-1-1-0000-0000- REPORT SALES TAX Application type description COMM NEW CONST on your state excise tax form subdivision Name . . . . . . Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . UNKNOWN (Location Code 0502) Application valuation . . . . 255700 ---------------------------------------------------------------------------- Application desc 5400 SF ADDITION TO EXISTING STRUCTURE ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ BLUE MOUNTAIN LEASING AMERICAN FREEDOM CONST LLC 2095 BLUE MOUNTAIN RD 13GO4 246TH ST EAST PORT ANGELES WA 983629203 GRAHAM WA 98338 (253) 677-1,185 Structure Information 000 000 METAL BUILDING --- --- ----------------------------------------------------------------------- --Permit . . . . . . BUILDING PERMIT - COMMERCIAL Additional desc . . 5400 SF METAL ADDITION Permit Fee . . . . 1893.85 Plan Check Fee 1231.00 Issue Date . . . . 9/27/12 Valuation . . . . 255700 Expiration Date 3/26/13 Qty Unit Charge Per Extension BASE FEE 1020.25 156.00 5.6000 THOU BL-100,001-500K (5.60 PER K) 873.60 ---------------------------------------------------------------------------- Special Notes and Comments This project will require a seperate permit and fire alarm plans for review. This project will require seperate permit and fire sprinkler plans for review. August 24, 2012 4:13:10 PM kdubuc. Plans do not show location of exits from the structure. Exits will need to be identified. August 28, 2012 10:54:11 AM sroberds. The proposal will result in an additional 5,400 sq.ft. metal building in the IH zone. No anticipated land use impacts. August 28, 2012 8:29:09 AM banders. OK Fire service line hot tap to be completed by a City approved contractor. Contact Public Works inspector 24 hrs prior to hot tap @ 417-4831 ----------------------------------------------------------------------------- Other Fees . .. . . . . . . . STATE SURCHARGE 4.50 ---------------------------------------------------- ----------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 1893.85 1893.85 .00 .00 Plan Check Total 1231.00 1231.00 .00 .00 Other Fee Total 4.50 4.50 .00 .00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel th provi * s of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit BUILDING PERMIT INSPECTION RECORD — PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS— Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings Sternwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: Under Floor/Slab Rough-In Water Line(Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted by AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall(interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pump/Furnace/FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted by MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs ,Skirting PLANNING DEPT. Separate Permit#s SEPA: Parking/Lighting ESA: Landscaping ISHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY1 USE Inspection Type Date Accepted By Electrical 417-4735 Construction-R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 P-if CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY &ECONOMIC DEVELOPMENT- BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES,WA 98362 Page 2 Application Number . . . . . 12-00001090 Date 9/27/12 Application pin number . . . 428860 Grand Total 3129.35 3129.35 .00 .00 REPORT SALES TAX on your state excise tax form to the City of Port Angeles (Location Code 0502) Separate Permits are required forelectrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work has commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Date Print Name Signature of Contractor or Authorized Agent Signature of Owner(if owner is builder) T:Forms/Building Division/Building Permit 4 BUILDING PERMIT INSPECTION RECORD – PLEASE PROVIDE A MINIMUM 24-HOUR NOTICE FOR INSPECTIONS– Building Inspections 417-4815 Electrical Inspections 417-4735 Public Works Utilities 417-4831 Backflow Prevention Inspections 417-4886 IT IS UNLAWFUL TO COVER,INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INCONSPICUOUS LOCATION. KEEP PERMIT AND APPROVED PLANS AT JOB SITE. Inspection Type Date Accepted By Comments FOUNDATION: Footings /C,-/2- Stemwall Foundation Drainage/Downspouts Piers Post Holes(Pole Bldgs.) PLUMBING: 'Onder Floor/Slab Rouqh-In Water Line(Meter to Bldg) Gas Line Back Flow/Water FINAL Date Accepted by AIR SEAL: Walls Ceiling FRAMING: Joists/Girders/Under Floor Shear Wall/Hold Downs Walls/Roof/Ceiling Drywall(interior Braced Panel Only) T-Bar INSULATION: Slab Wall/Floor/Ceiling MECHANICAL: Heat Pump/Furnace I FAU/Ducts Rough-in Gas Line Wood Stove/Pellet/Chimney Commercial Hood/Ducts FINAL Date Accepted by MANUFACTURED HOMES: Footing/Slab Blocking&Hold Downs ,Skirting PLANNING DEPT. Separate Permit#s SEPA: Parking/Lighting ESA: Landscaping ISHORELINE: FINAL INSPECTIONS REQUIRED PRIOR TO OCCUPANCY1 USE Inspection Type Date Accepted By Electrical 417-4735 C9 Construction-R.W. PW /Engineering 417-4831 Fire 417-4653 Planning 417-4750 Building 417-4815 D—if 90RI 0, CITY OF PORT ANGELES PUBLIC WORKS & UTILITIES 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number . . . . . 12-00001090 Date 9/27/12 Application pin number . . . 428860 Property Address . . . . . . 404 ECLIPSE IND PKWY ASSESSOR PARCEL NUMBER: 06-30-18-1-1-0000-0000- REPORT SALES TAX Application type description COMM NEW CONST Subdivision Name . . . . I . on your state excise tax form Property Use . . . . . . . . to the City of Port Angeles Property Zoning . . . . . . . UNKNOWN Application valuation . . . . 255700 (Location Code 0502) ---------------------------------------------------------------------------- Application desc 5400 SF ADDITION TO EXISTING STRUCTURE ---------------------------------------------------------------------------- Owner Contractor ------------------------ ------------------------ BLUE MOUNTAIN LEASING AMERICAN FREEDOM CONST LLC 2095 BLUE MOUNTAIN RD 13604 246TH ST EAST PORT ANGELES WA 983629203 GRAHAM WA 98338 (253) 677-1185 Structure Information 000 000 METAL BUILDING --- ---------------------------------------------------------------------------- Permit . . . . . . PUBLIC WORKS INSPECTION Additional desc . . FIRE LINE HOT TAP INSPECTION Permit Fee . . . . 55.00 Plan Check Fee .00 Issue Date . . . . 9/27/12 Valuation . . . . 0 Expiration Date 3/26/13 Qty Ur�it.Charge Per Extension 55.0 000 HR PW INSPECTION 55.00 ---------------------------------------------------------------------------- Special Notes and Comments This project will require a seperate permit and fire alarm plans for review. This project will require seperate permit and fire sprinkler plans for review. August 24, 2012 4:13:10 PM kdubuc. Plans do not show location of exits from the structure. Exits will need to be identifi;d. August 28, 2012 10:54:11 AM sroberds. The proposal will result in an additional 5,400 sq.ft. metal building in the IH zone. No anticipated land use impacts. August 28, 2012 8:29;09 Am banders. OK Fire service line hot tap to be completed by a City approved contractor. Contact Public Works inspector 24 hrs prior to hot tap @ 417-4831 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STATE SURCHARGE 4.50 ---------------------------------------------------------------------------- Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 55.00 55.00 .00 .00 Plan Check Total .00 .00 .0 0 .00 Other Fee Total 4.50 4.50 .00 .00 Grand Total 59.50 59.50 .00 .00 Separate Permits are required for electrical work,SEPA,Shoreline,ESA,utilities,private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days,if construction or work is suspended or abandoned for a period of 180 days after the work as commenced,or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances c governing Pis type of work will be complied with whether specified herein or not. The granting of a permit does not presume to ive a hori to ' late or cancel the provisions of any state or local law regulating construction or the performance of constructi 7 Signatu�e of C6ractor or Authorized Agent Date Signature of Owner(if owner is builder) Date T:Forms/Building Division/Public Works Permit PERMIT INSPECTION RECORD CAL1,417-4831 FOR UTILITY INSPECTIONS. PLEASE PROVIDE A MINIMUM 24 HOUR NOTICE. ITIS UNLAWFUL TO COVER, INSULATE OR CONCEAL ANY WORK BEFORE INSPECTED AND ACCEPTED. POST PERMIT INA CONSPICUOUS LOCATION KEEP PERMIT CARD AND APPROVED PLANS AT JOB SITE INSPECTIONTYPE DATE ACCEPTED COMMENTS YES PW UTTLITWS (Engineering Division) W R ATd LINE METER SEWER CONNECTION SANITAIZ�' STOK4 $1TE DRAINAGE ITE;EkOSION CONTROL PARKING SIDEWALK CURB&GUTTER DRIVEWAY APPROACH BACK-FLOW DEVICE FINAL INSPECTIONS REQUIRf�D PRIOR TO OCCUPANCY/USE RESIDENTIAL DATE YES NO COMMERCJAU DATE ACCEPTED YES NO -CONSTRUCTION R.W./PW/ CONSTRUCTION-R.W. ENGINEERING 4174807 PW/ENGINEERING FIRE 4174653 FIRE DEPT, PLANNING DEPT. 417-4750 PLANNING DEPT. BUILDING BUILDING 4815 T:Forms/Building Division/Public Works Permit THE 1 . 0 ' S G For City Use CITY OF RT ( E LES. P, A - 1�1 M -51 Permit#12, ca C W A S H I N G T 0 N , U . 5 . r-0 n 12-0 0 Z Date Receive 0 321 East S" Street Port Angeles, WA 98362 rDate 7Aooroved: 9,4111 C) P: 360-417-4817 F: 360-417-4711 hcatuzo@cityofpa.us Building Permit Application Project Address: H04 F,Ck dp-Se, kV--AWSiYV 6%( Or�W��q Main Contact: 1 1 Phone # Property Name Pfion,e �M�VA LJJ!;0 Owner 1VL Ntn 4 Mailing Address Email 2oq� -—\-.-. . city state z1Pb3,,, TVA wA Contractor Name Phone — �MQ'(icp �' cijss) (.a-+-+- I k OM; Mailing Address Email t-560q c o city State ip 6-4�' Wk I z Contractor License# Expiration: - W09A�-clo� 5 MLI, Project Va�11 -` roning: Tax Parcel# Lot i $ oej2 30_L,5-3_ 46L $ 00 2A)D\ Ty0e, of Residential 0 Commercial Industrial )9 Public 0 Permit Demolition 0 Fire 0 Repair 0 Reroof(tear off/lay over) E3 For the following,fill out both pages of permit application: New Construction [3 Remodel 13 Addition B- Tenant Improvement 0 Mechanical 0 Plumbing [3 Other 0 Existing Fire Sprinider System? Maximum height of structure ed Bedrooms rop d Bathrooms Yes 0 No < Project Description �+enl 0y4tA,-- U U I have read and completed the application and know it to be true and correct.I am authorized to apply for this permit and understand that it is my responsibility to determine what permits are required,and to obtain permits prior to working on projects.I understand the plan review fee is not refundable after review has occurred.I understand that I will forfeit 20%of the review fee if I cancel or withdraw the application before plan review has occurred.I understand that if the permit is not issued within 180 days of receipt,the application will be considered abandoned,and the fees forfeit. Date Print Name Sig Residential Structures Area Description(SQ FT) Existing Proposed Minimum$ For Office Use value Basement First Floor Second Floor Covered Deck/Porch/Entry Deck Garage Carport Other(describe) Area Totals Commercial Structures Area Description(SQ FT) Existing Proposed Minimum$ For Office Use value Structure(s) Addition 115,Lvo jV4 x W Tenant Improvement Other(describe) Area Totals Lot/Site Coverage Calculations Footprint(SQ FT)of all Structures: Lot Size: %Lot Coverage SQ FT Site coverage(all impervious+ %Site Coverage structures) Mechanical Fixtures Indicate how many of each typ of fixture to be installed or relocated as part of this projecL Air Handler Size: # Haz/Non-Haz Piping -#-of IMU-t-lets: Appliance Vent # Heater(Suu7spen�d��essed wall) # Boiler/Compressor Size: # _Uead'n-g--/Cooling appliance # repair/alteration Evaporative Cooler(attached,�no�t Pellet Stove/Wood-burning/Gas # portable) Fireplace'/Gas Stove/Gas Cook Stove/Misc. Fuel Gas Piping #of Outlets: Ventilation Fan,single duct # Furn!!!� a_ __ !eat Pump/ Size: # Ventilation System # ,_N4yrced Air Unit I I I Plumbing Fixtures Indicate how many of each type of fixture to be installed or relocated Plumbing Traps # Fuel gas pipi!n!w --tlets: -W oT Ou Water Heater # -Uedft-1I`ga-s piping #of Outlets: Water Line Vent piping # Sewer Line # Industrial waste pretreatment # -6ffier(describe): interceptor U 10 W rs, Ft X t po�d a prk�y S tt A/C > x a D..i-, *27 3,"e4, M&,�& 21201 wt.t Pond N_ Sq.F 4 X�, NIGE s4p7f, C fTo;r PORI, ANZGE F Pi Pr Ft .,A.-,I.. Legend: B 16 Sq ---------7 Outlet Drainage Course for n Enmrge Basin #1 and Neighbor CD (Y) Infittration e Ret ti 1,D Pond x Historical outlet Drainage Course for I (Y) n Basin #2, 3, 4, & 5. Now only neighbors, CU CO X Gj U V ,:I- 3 Principal chip production unit N 413GG, on pavement w/loutding protection CD U Hog fuel production site on pavement ----IRE—ES X4M _j M X4n __j Nm — m r e B I # e s Itl Mobile chip production site on pavement U� t 0 x� 57 06 are ee r XIST L nc o st! g orag a I Vehicle Maintenance Facility on 4-> 0) ty X�7 pavement and within building outtt <: Sq Ftt.4.W We .'183'251�rMtl 0,Wlc Straw DDatv Inlet storm water from neighbors, r1od %CM �j 0) not treated, to Ioe routed +> [,3 <: --q through site to outlet 0 LLJ CD 0 X4�4 n x Drainage Structure x ---------_-- rckinoL Ba I # S 47 q r F Drainage Boundary �,Ixist 9 to a N 418500 Y /C C5 M Drainage Systemi L n M 4.1 A Primary settlement pond (pre- x MKt S—f... -8 00 tD 20MO Sq Ft treat with loack wash) L B Primary Flocculation pond �A XMI I C 2nd Flocculation pond +1 < A/C 1 11 \ D 3rd Flocculation pond U3 It CU 0) W :�: btkr paw lood Waste E Surge intet preliminary settlement L :3 i A/C pond _Q 75 - X4"J .-face r4i a in M 42,M Sq,Ft. ----------- F Infiltration pond 39j�115 qua Feet G inlet preliminary settlement pond ---- ------ x P ces Ang Suowf ac U) X� - ----------- ----------------- !�r'. In e v sitm U ar L �j 4 9 S e _LJ D tor e, A/ -------- - --—------------—--- +> n x� P,.posed Shop N 412000 + at ain ge f! r Ion ffice A/C ma ri stor ae. > CD 0 ---- ---37- TOCK PILE L.,j -,4- n 41 A 11ji C Qj +> U Ll A/C WA� Scale: V-200' x Mal j 11042SP1 --------- --- "&4 ----------- - ------ Date: Aug.,2012 X�72 S �72 Sheet 1�7 AL ------T_-77 X"7� 4- E 991WO E 991500 E 992000 X�4 E 992500 3 Ft. wide remove existing roof. Continue same roof Insert 400SI62-43 AT between Purtins panel as new building Valley B-12 insert 3' valley under existing and new GOOS162-43 AT metal roofing, w/48 screws at 12' o.c. New Roof purlin spacing r n (2) #8 Screws -g Varies New Building on Remove 3' of roof in new valley per support New Cricket CC) Fasten to existing roof ()'% panel w/#8 screws at 12' o.c. CD M 4_�J'L (�J ,D n FA n n n n n n/nn n FA n n n n n n nr n n n n n n n n n n n n n n I M CO U 362SI62-43 AT CD 24' O.C. ,D 362TI25-43 Cont. M w1#12 Screws at 12' o.c. each side (t y P.) U V) 0) -C Existing Purlin 0) (typ.) ExistinQ Roof 0) Panel to Remain +> CD 1- 0 _j ILL DESIGN CRITERIA: Code: 2009 IBC (Y) Roof Live Load: 2OPSF �,D Ground Snow Load: 25 PSF M >,C0 'Roof Snow Load: 25 PSF #8 Screws at :�: Gr" Occupancy Category: 11 6' o.c. into exist. -Y Wind Speed: 90 MPH purlin (typ.) <: Wind Exposure: C D� Wind Importance Facctor: 1.0 Wind: 100 MPH 3 Sec. Gust a) -Q C Seismic Design Loads do 4'xl6'xl4 CA plate Remove Existing LL- �--q not Govern this design. w/ (IR) #8 Screws Eave as Req'd 0) 0) Ln Y L U <1 Face of existing 0)LLJ Building U > CD 0 LLJ j- a- -P U H. U/V Scale: 112 1 WA Job: 12023Cricket2 Date; Aug, 2012 Sheet 4Z7 - 14439 /S T E?R, /ONAL A —Re s o-s Existing N e w Eave (DO UN CD CO F— CD �,D Valley ExistinQ Cri( ket RooF CD 0 0 New Building Ridge LLJ �,D >,CO 3: M -Y -Q Common Building Line Ul Ridge line —Z' Ln CL) Cj) CL OL U < C�- LLJ 0 4-> ;I- L 0 > CD 0 Lj -,;I- a- -P 41 �7- H. Scale: Gk- 1'=15' Job: AT 12023RooPPLn 66' 6 0' Date: July, 2012 Sheet 14439 C/STF-P, /ONAL 2�of 2 Ak, Uwl �C/o WK U a. J-217 C) 41 1940- 363 265 47" Lo Co 50 ........ 4-0 "WW > AB 480/277, 897 C: is Co J-218 CD _0 7, pe ia�t-41 9 _�j 1 3 193 2 25 25 A !896 1s)is C() > ACSR Open 3 -363 nch 3-1 OOA c/o I_P-V.C- F 140k 10 —7- 300 C3 a % 167 167 2' 1�12,I NOTES Permit# AudhW=j I - v w1wilm f& 70 12, . &A 1 J f v 2- C)V\l 1)& /0 kA 12- C-IaW, U Nef PVbV IdL 5" IRM, CD IQL"es 9f cvj-A cLuVa 02111'.7- aef-es s Oc cky-�-, -t cCk cv-,� 0�eslc�npy-ovljao( v 12A 1 11, &Ad 3 cop-5 Ke4 qwbu C, T:Forms/Building DivisionNotes Structural Calculations for: Foundation for Hermann Bros. American Freedom-Steel Building Foundation Port Angeles, WA City of Port Angeles 7/25/2012 Job# 20120725AE 37421 4 10' AL Designed By: Eric J. Sniezak, P.E. P.O. Box 748 Eatonville, WA 98328 (253) 405-2200 EJS ENGINEERING, PLLC eric@ejs-engineering.com 20120622AE AFC Hermann Bro.x1sx P.O.Box 748 Eatonville,WA 98328 (253)405-2200 EJS ENGINEERING, PLLC Scope of Work Eric J. Sniezak, P.E. was asked to provide the structural calculations for the proposed structure. The following items are included: - Foundation/footing design I have provided the designer/architect/owner with two (2) sets of plans and structural calculations for use in obtaining a building permit for the referenced project at the referenced location. The scope of this agreement covers the design phase only. If site inspections are required by the building department, these will be performed at a additional hourly fee of $150.00 per hour (including travel time). Also, revisions to the original design will be billed at the hourly rate of $150.00 per hour-including site visits and travel time due to construction not following original engineering. To reuse these calculations for another site, contact Eric J. Sniezak P.E. for review and approval. A new cover sheet is required with a new site address. Questions about the attached information should be addressed to Eric J. Sniezak, P.E. Eric J. Sniezak, P.E. EJS Engineering, PLLC P.O. Box 748 Eatonville, WA 98328 (253) 405-2200 eric0eis-engineering.com Scope of Work 2of 6 E.JS Engineering, PLLC 20120622AE AFC Hermann Bro.xlsx Eric J.Sniezak, P.E. General Notes: Job#20120725AE ............... .................... .................... .. 7/25/2012 .......... .......... ........ ...... ............. .............................. ........... ................. ............ ..............11.1 -...1 111. ................. .............-1 .............. ....... Project: ...... ............ ............... ......I... .1..... ......... ............ ........ .......111. ............. .......... ........ ............. .. ............... .......... ..................... Foundation for Hermann Bros. ....... ................................ .......... ........... ............ ..... 1.111.111 . ... .......... .... .... ................... ................ American Freedom-Steel Building Foundation ............ .......... .......... ........... Port Angeles,WA ............. ...... ................... ....... .............--1....... .............................. .......1.11,............1.11.1111.1.1 ............. ........... ... ............... ............ .. . ........... ........... .......... ........... ...... ............ City of Port Angeles ..... ...... ..... ...... ....... ....... ......... ..... . ...... .......... Job#20120725AE .................... ........................ ............... ...... ............ .................. ....... ........... ................... ........ ........ ................1.11,...... ....... ................. ....... 11.1- - -........... .... . ............ ....... ............. ............ ... ............. ... ............. ............. ................... ........... ................. ..........-... Applicable Codes and Specifications: ... ....... ....... ... ............ ................... ................... ......... ................. .......... ..............11111...... ..................... ........ ................... 2009 International Building Code [IBC] .... .. ........... ...... ............ ....... ................ ............... ............... ................ ........... ............... ................ ..... ............. 2009 International Residential Code (IRC] ........ ............................. ...... ................. ...............''I'll ................ .... ...... ................. ............... ............. ... ............. ASCE 7-05 [ASCE] ............. .. ......... .......... .... ........ ............ ............. ........... ............. ........ .......... .................. ............. ................. 2005 NDS/ASD Wood Design Manual!FOU .............. .....................11 ....... ...................I... 11..... ....................... . ..... ........I.............. ..... .......... ......... ... ....... ........ .......... ............ . ...... ........... Simpson Strong-Tie Wood Construction Connectors C-2011 [Simpson] .... ....... ....... ............ ............. ..........._ ............... .............. ....... ............. .... ................ ........................ ... . . ............................ ..............-1............. ............................. Boise Engineered Wood Products-WSG 11/2005[BCI] ............ ...............I .......... .... ....................... ......................... ...................... ..........11 ....... ............ ...... ......... ....... ............. APA Technical Topic TT-100 [APA] ..... ..... ....... ........ .......... ....... .. ................. ........ ..............-11 1 .......................... ... ...................... ............................... .................-.1........11 ............................. .............................. .................... ......... ..............-.1''..''..'.. .......................... .............1111...1.11.11 .. ............................ Occupancy Category: II . :: ::I- C.ET15114& ............... ........................... .................. ...... ............ ........... b :T .......... .............. .......... . ............ .......... Vertical Loads: ..........I—- ................ ................. .............. ........ ............................. ............ .......... ............ ..... ....... ..... ...... .. ....... Dead Loads Live Loads .............. ........... ................. ........................... ...................I'll,... - .............................. ...........-......I......... ...........-................. Roof(L or S) 10 psf 20 psf 1ASCETbi .... ...... [AS.0 Floor 12 psf 40 psf ............ Deck 12 psf 25 psf 1ASCEITUA ............ Balcony 12 psf 60 psf AASCE.Tbl 441 ....... . ...... >100 s.f. Balcony 12 psf 100 psf 1A CE17blAr ................ ........... Storage 12 psf 20 psf IASQE.Tb[4.41�� .......... ............... ............ .......I—— ............. ........ ....... .......-.1''.. .1.............. ............... ....... ...... Timber Wall 10 psf n/a ........................... ... . ...... ....................-.1.... ............................. .................... ................... ................... ............................ ..................1-1-11 .... ....... ............................. ....................1 1... ............................ .......... ........ ................ Concrete 150 pcf n/a ................... .........- ............................. ......... .............. ____............ ......... ................ .......... ............. ......... .................. ........................ .......... .......... Steel 490 pcf n/a .. .... .... . ..... ... .............. .............. ............. .......... ............... ............. ......-.... ...... ......... ......... ............... .................... ........... ... ................... 1.1.111, 11 ................ ....... ............... ...111 ............................... ....... ..........I�........ ''I''. I� ............... ..... .... ............ ............ ................. ...... -........... ................ ........ .......... ............... ............ ........... Lateral Loads: .... . .... .. ......... ........ .... . ..... ........ ........ ............ ............... . .... .............................. Seismic Category D Wind Speed31G11St 90 mph S.I.E.�fig��6-.!].:.i���:��I!�i������� ........ .... ....... ................ ...... ................ .......... Exposure Category C ............. .............. ......... ... ............. ....... ................... ...... ___..............I—,........ ............................ ......................11 ............................... ..................1.1.11......11 .............................. Site Condition: .............-..... .............. ..... ............ ....... ......... ...... ........... .... . ............ I....I ............ ....... ............ ....... ......- .......... ................ ....................... Soil bearing 1500 psf .......... ... ........ . ...... .......... Frost Depth 16 inches .......... ........ ..... ............. ............... ............ .11,............. .. ................................ .......I............... ................................ ............................... .................................. ..........................--1 ............................... ............-....... 11 ..............................I. .. .... ...........-.......11 - .1111 ..................... ........ ........ ...................... .............. Jurisdiction: ............I...... ................ ............ .............. ............... .......... .......... City of Port Angeles .......... .......... .......... ............... ........... .. .... ......... ......... .... ... . .... . .... ..... ............ . ........ ...... ......... .... ...... ........... ....... ........... .............. ........ ...... ................. .......... ...... ... ........ .......... ..... . .... ...... .......... . .... ... ....... ....... ........... .......... ........ ...... General Notes 3 of 6 E-JS Engineering,PLLC 20120622AE AFC Hermann Bro.xlsx Eric J.Sniezak,P.E. Gravity Analysis Job#20120725AE .. ................ ...... ........... ..... ... (A) Foundation Design ............. ................... ................................. . ....................11 11....'' I''. ................. ...... Al-Foundation Line 1 .......... ......................I....... ........................ -�I..I..I...........I....-....... ... ............................. ... .... . .. Vertical Loading: ........................ ....... -..............I...... ....... .... ................. ... Dead Load,D 6,100.0 lbs D+F IIBC,qqn:16��.18��l�������:��������i��:�:::�:���:���: Fluid Load,F 0.0 lbs D+H+F+L+T [jR,&eQ I n 16. Lateral Earth Pressure,H 0.0 lbs D+H+F+(Lr or S or R) fmc Live Load(non roof),L 0.0 lbs; D+H+F+0.75(L+T)+0.75(L,or S or R) u8c. 16 ......eqtj...... ....... ........... .............. ................... ................ ........... .......... Self Straining Load,T 0.0 lbs D+H+F+(W+0.7E) "[j8C.j* 16'2]: ...... . ....... ......................I.................. .... .....................................- ..................................... Roof Live Load,Lr 11,300.0 lbs; D+H+F+0.75(W or 0.7E)+0.75L+0.75(L,or S or R) eqn 16�131��: .......... ................................... .............---I.....1-111''..'' .................................... . ................ Roof Snow Load,S 10,300.0 lbs; 0.6D+W+H IIWeqnN. .......... ...... .... ... . .... Rain Load,R 0.0 lbs; 0.6D+0.7E+H ...................- ...... ..... ............. Wind Load,W -8,800.0 lbs; .............. ................ ....................... ............ Seismic Load,E 1,000.0 lbs ........ ...... ..........-I....1. ............. ....... ..... ..........I..I I....I ............. ....... .............................. .... .....................-........ ................................. ................................11 ..................................... -..... ... ............... ....1 .11.1.1 .-................. .... ... . .... .........1.11 ....11 1 11 ............. . ...... . ...................... .... .... Max Value Min Value ....................... .... .... ..................... ..... ........ ..... ........ ...... ...... .......... ....... ........................ [IBC eqn 16-8] 6,100.0 lbs 6,100.0 lbs; .......... ........ ......I..............- ......................... .... ....... [IBC eqn 16-9] 6,100.0 lbs; 6,100.0 lbs ........................ ................. ......- .... ... .................... .... .... ............. ............... ........................... [IBC eqn 16-10] 17,400.0 lbs 6,100.0 lbs; ...... ..... ............. .......... .......... ............... [IBC eqn 16-11] 14,575.0 lbs 6,100.0 lbs; .............. ..........................—... ...................... .... ..................... ... :::: .......... ................ . ............ ......... . ..... [IBC eqn 16-12] 6,800.0 lbs; -2,700.0 lbs ...... . . . ........ .. . ............ ......... ...�I................... ........................ -.......... -.... ................ [IBC eqn 16-13] 15,325.0 lbs -500.0 lbs; ............ .... ..... .... ... .... ........................... .... ..... ....-.11...I.............111 - -I ........................... ..... ....................I....I ''I'll— ....................... .... .............. ........... ... UBC eqn 16-14] -5,140.0 lbs; -5,140.0 lbs ................ .........................I.. ........ ................... ... ....................I.............. .......- ........................................I. .'', ................. ....... . .... ...... . ... ... ... ........... [IBC eqn 16-151 4,360.0 lbs; 4,360.0 lbs; ..........-.... ............ .. ... ..... ..... ....... .. ........... ..... .... ... ...... .... .. ... .... Footing Size Lateral Control ............. .................... ... ..................... ... .. ........... .............. .. ..... I..I..I I...I................ ......... ......................... ......... ............. ................ ........... Soil Capacity 1,500 psf 4,700.0 lbs ...... ....... .......... ................. .......... .................. ................. Controlling Vertical Load 17,400.0 lbs; Embedment Length ....... ..... ............... ft2 ......... ..... ............. .... Area Required 11.60 30 inches ..... ... .. . ..... .... ....... .... ... ... ... . .......... .... .. min.req. 3A1 ft .............. ........................... ........................... ..''.................I....... ........................... ......... ......I.............11.....11 ... ....................................... .... I................... ...................... ..... ... -...........-....111 -.1 11.1 ................................. .... USE 3.50 ft .......... ... ........ .......... ... ... .... . . .... .... .... ft2 ............................ ...... ........................... . ......................... ..... by 3.50 ft Provided Area 12.25 ..................... ... ........................... .... ............ ................................................ ..........................-..... ...I...-1. ...................................... ...........................-....-.....1111. ................................................. ..........................-....I I .................................... ....................... 1 ''..'', Frost Depth 16 in . . ...... .............. ..... .... ... ... ........ ......... .... ... ... . .......... .... .1...... ..... .... . ... ..— ............. ... .... .............. ... ... Uplift Requirement 5,140.0 lbs; ................ ........................... .1.11.....................-..... ............................................ ...........I..............-....1 111.11 .................................. ..........I.......1111....I ......................... ... ... ............ ...... Footing min.thickness 2.80 ft ......................... .... ... . .... ... ... ............... .... ..... ..... ...... ........ .... ......................... ............................... ...........-.....-....1. ......................... ............. I.....111. ........... ................ ........ ... ..................... ...... ... ............................... -......................... ..........I................... ........ ..................... USE 3.5'x3.5'x4.0'footing with four 1" diam.anchor rods with 30" embedment length .....I.............................. ......................................... ............... .........I�....... ................ ................ Foundation 4 of 6 EJS Engineering,PLLC 20120622AE AFC Hermann Bro.xlsx Eric I Sniezak,P.E. Gravity Analysis Job#20120725AE ..... ....... .. . . ...... ............. ...... ...........-... ..... ................. ..................... . ... ...... A2-Foundation lines 2, 3, &4 ..... ...... . ....... . ........... ... ............... ...........-... ............-............. ............... .... .. .... Vertical Loading: ....... ... ... .................................... ...I............ .......— ..................... ........ ...... ........... . ........ ...... Dead Load,D 10,300.0 lbs; D+F eqnj - ............ .............. .6.8] -.......... .........-........................ .......... ... .............. ............ . ......... ...... ....... Fluid Load,F 0.0 lbs D+H+F+L+T )eqn 167:9] ..... ....... ....... ...... - .............. Lateral Earth Pressure,H 0.0 lbs; D+H+F+(L,or S or R) ::[IBCe 16.110] n ..q Live Load(non roof),L 0.0 lbs D+H+F+0.75(L+T)+0.75(Lr or S or R) [IBC eqn .............. .......... ...... Self Straining Load,T 0.0 lbs D+H+F+(W+0.7E) 1115C.pqr.i.16.1 J....'' Roof Live Load,Lr 20,300.0 lbs D+H+F+0.75(W or 0.7E)+0.75L+0.75(L or S or R) ................. ......... ........................... ...... .. ... ....... Roof Snow Load,S 18,200.0 lbs 0.6D+W+H 1113,C: :16. Rain Load,R 0.0 lbs 0.6D+0.7E+H JIBC.4dn 16-,*I5I.."'**.'*.'.'�. ...... ..... . ....... ... Wind Load,W -15,600.0 lbs ................ ........... ............ ...... ......... Seismic Load,E 1,400.0 lbs ..................... .............I...... ............ ...... ..................... .......... ..... ........................ ........................ ............ ....1. �.......—.1... .................. ....... ..... .... ......... ......... .1........ ....... ................... ............ ...... .............................-..... ....... ................................................. ..............................--....I....I... ................... .......... ....... ................. ...... ...... ...... ...... ... ..... ..... Max Value Min Value ...... .... ........ ...... ........................ -......-............-.-. .............-................. ........................11...... ............. .....................-........ .....-..... ...............--....... ....... RBC eqn 16-8] 10,300.0 lbs 10,300.0 lbs ........ ...... ...................... ......... ....... ................... ...... .......... ...... ............... [IBC eqn 16-9] 10,300.0 lbs 10,300.0 lbs ....... .... [IBC eqn 16-10] 30,600.0 lbs 10,300.0 lbs .... . ......... ....... . ......... ... ........... ..................... 11 - I......... -.............-I.. ... ............ ...................... ...................... ..........-....................-... .................................. ---......-..................I..... .................................. ......... .... [IBC eqn 16-11] 25,525.0 lbs 10,300.0 lbs ....... [IBC eqn 16-12] 11,280.0 lbs -5,300.0 lbs .............. ...... ...... .................................. ... ........................................ ...................... ............... ................................... ... ................... .............. ............................. .....I................I....I.... -................ ......... .............I--....1— .................... ...... .......... UBC eqn 16-13] 26,575.0 lbs -1,400.0 lbs .......... --.............. ............... �..........---- ..................................... [IBC eqn 16-14] -9,420.0 lbs -9,420.0 lbs; ...... ....-.......... ......... ..........-... .............. ......... ........ .... .............. ...1-1-1-.....I'll,..... ............. 1111..................... ..... ........ .... .................I............. ...... .............. -. ..... - ..................... ..... .. .... ....I.........111.1.. ...... ... ................... ...... .... ..................... ..... ..... ..-... .................... ..... ...... [IBC eqn 16-15] 7,160.0 lbs 7,160.0 lbs ....... .......... ...... ....... .......... ..... ..... ... ..... ...... .... ..... .... ... ...... ... .. ..... .......... ......... .. ..... ................ Footing Size Lateral Control ..................... ................. ..................................... ............................................ .. -1-1-......-1-......... ............1. � .. ......................................... ..................... ....... ..... ...... ....... ...... ..... .....1. .... .... .... ..... ...... Soil Capacity 1,500 psf 14,800.0 lbs; Controlling Vertical Load 30,600.0 lbs Embedment Length .....- ......... .......... .............. Area Required 20.40 ft' 30 inches ............. .............-............... ............... ............ .-............. .........-........................-... .................................. .........................................-... ........................... .................. ......................---............ .......................--........ ........... ..........I�.....I. ...................... ........... ...... .................... ......... min.req. 4.52 ft ..... .... ... .... .... .... USE 4.58 ft .......... .......... ................. ................. ...... ........ ......... ........ ....... by 4.58 ft Provided Area 21.01 ft' ..... .......... ................. ......I.......... ........ ............. ..... ...... ....... ................ ..... ........ ................. ............-....... ...................... ................I--.......I......... . ............................................. . Frost Depth 16 in ........ ....... ..... . ....... ............. Uplift Requirement 9,420.0 lbs .... ..... ... ................ ........ ....... ..... ... .... Footing min.thickness 4.00 ft ...... .... ..... ..... ..... ...... ...... ............... USE 4.58'x4.58'x4.0'footing with four 1"diam.anchor rods with 30"embedment length . ......... .................. ............................ ... ............-............... ........... ......I...-............................ ......................................... ...........-..............I.-........ ................................. ........... .........................1.1.111....... ................. .............. ........... ....-.......11. ..........I...1 . -.... ................. . ............. ...... ...I.............. ..........''. .1...I.... .................. ........... ........... . .......... Foundation 5 of 6 EJS Engineering,PLLC 20120622AE AFC Hermann Bro.xlsx Eric J.Sniezak,P.E. Gravity Analysis Job#20120725AE .............. .... ........... ........................... . .. ... ............... . .............. ........... ............ .............. .............. ............ A3-Crane Frame .......... ......I....... .. ............ ................. I... ...1.11---..........11..... . ....... .. ... ......... ............. ............. ............ .11............. .............. Vertical Loading: .......... .............. .......... . . ................ ....1.. 11 1. .......... ...... .......... Dead Load,D 800.0 lbs D+F U.BC.gqn 16-81: ...I.......I I . ........... . ............................... .................................... ................................ .......... ............. Fluid Load,F 0.0 lbs; D+H+F+L+T ah:16-91 .. ... .... ... ... Lateral Earth Pressure,H 0.0 1 bs D+H+F+(L,or S or R) . ......... .. Live Load(non roof),L 0.0 lbs D+H+F+0.75(L+T)+0.75(Lr or S or R) C UB: OCOA6 ............................ ............... Self Straining Load,T 0.0 lbs; D+H+F+(W+0.7E) ..RBC.eqn, A6"12:j::::: Roof Live Load,Lr 2,000.0 lbs; D+H+F+0.75(W or 0.7E)+0.75L+0.75(L,or S or R) .. ........ ... Roof Snow Load,S 0.0 lbs 0.6D+W+H -16 .... .. .......... ..................... ........... ............ .......... ........... Rain Load,R 0.0 lbs 0.6D+0.7E+H :II 0:e4n 1.. 1,511.11111 ........... ......................... ....................... Wind Load,W 6,800.0 lbs; .......... ............... ............... .......................... .......... ...... ....................................... Seismic Load,E 10,800.0 lbs ................................. ...................................... .... ................. ..................... ............ ... ... ... .. ... ...................-............... .... ............ .................... .......... ............ .......... ............ ................. ............ .........1. .......................... Max Value Min Value ...................... ........... -....................... ........... .......... .... ........................... ........................... ....I....................1. ..................................... ............. ....... .... ... ... . ... .... .... FBC eqn 16-8] 800.0 lbs 800.0 lbs ... ... ... .. ... .. . ......... .......................... -...........................�I...- . ........................................... [IBC eqn 16-9] 800.0 lbs 800.0 lbs; ... ................................ .............. .......... ................ ...... ................. ...................... .............-.1-.........-.1... I� ................... [IBC eqn 16-10] 2,800.0 lbs 800.0 lbs ............. . .... ...... ......... .......... ....... [IBC eqn 16-11] 2,300.0 lbs 800.0 lbs ......... . .............. ............................. I............................ . ................................ ----.............................. .......... ............................ .....................--...I.........11 11 ........................ . ....... ..... ...............I .I .. ......................... ...... ............. ...... ........... .... ... .. ... ... [IBC eqn 16-12] 8,360.0 lbs 7,600.0 lbs; ............................... .....-I...................... ................................ ................I......... .......................... ...... ..................... .-...I...... ....................................... .......................................... ....................................... I..I...............I...... ........ ....................................... [IBC eqn 16-13] 10,400.0 lbs 5,900.0 lbs ... .... ... .... . ... ... ... ... .. [IBC eqn 16-14] 7,280.0 lbs; 7,280.0 lbs ................ ......................................... ... ................I I...1....''. 1. 1 ...I.............................. ... .......... [IBC eqn 16-15] 8,040.0 lbs 8,040.0 lbs; ........... ........ .......... .......................... ......... . ............ ............. Footing Size Lateral Control .......................... .. ... ... ... ... ................ Soil Capacity 1,500 psf 5,500.0 lbs; ........ ....... .... ............... ..............--- ........... .................. .. ............. ............. .......................... ... .............. ............ Controlling Vertical Load 10,400.0 lbs; Embedment Length ................... ................... ..................... ............. .... ........ ... ft2 . ... ... .... ... .......... ... .... ... .. ... ... Area Required 6.93 24" inches .... ... .... . ... ... .... ....... ... .... ... ........ ...I.... ..... .. ... .... .... ... min.req. 2.63 ft .... ............. .... 11.11.......... .................... .........................I. ............................ .............I'll- ............ ....... .............. ............................ .................. USE 3.00 ft ........ .............................. ....I............................ .............................. .....................................I.........1. ................................................. .....--.................I...I...............1. ............................................... ft2 ..... ............... .......... ..... .................... by 3.00 ft Provided Area 9.00 .......... ............... ............... Frost Depth 16 in Uplift Requirement -800.0 lbs ................................ ... ... .... ......... ................. Footing min.thickness 3.00 ft ..... ...... ............ ............. ...... -1-----............ .............. ........... ................. . ......... ... .... ... USE3.0'x3.0'x3.0'footing with four 3/4" diam.anchor rods with 24" embedment length ....... ....... .... .... ... .... . ... ... ... ....... ......... - I.... . .................... ... ........ ........................ Foundation 6 of 6 1. t3UILOINC7 COPE: 2009 INTERNATIONAL OUILOING COPE 2. VERTICAL LOA05: ROOF FLOOR 5NOW LOAP 35 pof I LIVE LOAO 40 pof I PEAP LOAO 5 pof 12 pof 3. LATERAL WINE) LOA193: 90 MPH, EXPOSURE C EXIOTING 4. LATERAL OE15MIC LOA195: OE13MIC ZONE 0 5. 5OIL 5EARING PRE55URE: 1500 pof OTKUCTUREi ro. FRO,5T PEPTH: 10 l'-7 (S) VERFY 13AOEPLATE 51ZE 4" CLEAR COVER ANO E30LT LAYOUT #4 RE5AR CAGE AT 12" 5PACING VERTICAL #4 RE13AR VERTICAL5 AT CORNER ANO MIOPOINTO 0 0 #4 RE13AR TIE5 AT 12" 5PACING, r L30TH PIPECTION5 Lu (4) 1" OIAMETER ANCHOR R005 WITH 30" :r_ Q) D'� C:� EM13EOMENT LENGTH MIN (z) Lu 6"X6"X316' PLATE AT THE Lf Lu EN05 OF THE ROO 1)4 Lu z Li— --I L30LT OPACING TO CONFORM Q) Lu WITH OTEEL 15UILPiNG PACKAGE z VERIFIY 13A.5E PETAIL < < C�s 5EFOKE 5ETTING 13OLTO Lu 0 — :�� < 0 cz qo 10 ci Lu ks� ej (z) < Lu Lu < LU N Ca >< PLAN VIEW Lu --s OCALE 1" l'-O" ELEVATION VIEW Q) 2 Ln 5CALE 1" l'-O" 4% Lu Lu Z� WA 37421 0 -IST F007- ING FOK LINE 1 110NA oheet # 01 4" CLEAR COVER #4 RE13AK CAGE AT 12" 5PACING VERTICAL 1. OVILPINO COPE: 2009 INTERNATIONAL OUILPING COPE VEPFY 5A5EPLATE EW7-E 2. VERTICAL LOAP3: ROOF FLOOR #4 KEL3AR VERTICAL5 AT ONOW LOAO 35 pof ANO L30LT LAYOUT COKNEK ANO MIOPOINT5 LIVE LOAP 40 pof #4 KEL3AK TIE5 AT 12" 5PACING, PEAP LOAP 5 pof 12 pof L30TH PIPECTION5 3. LATERAL WINE) LOAPO: 90 MPH, EXPO,50RE C (4) 1" OIAMETER ANCHOR 9005 WITH 30" 4. LATERAL 5E15MIC LOAP,5: 5EI3MIC ZONE 0 5. 501L 13EARING PRE55ORE: 1500 prf EMOEOMENT LENGTH MIN C9. FR05T OEPTH: 16 G"X(3"X31&" PLATE AT THE ENO5 OF THE KOO 13OLT 5PACING TO CONFORM P7 0 WITH 3TEEL 1301LOING PACKAGE 1 112" 2'-1 112" VEKIFIY L3A:5E OETAIL 2' 13EFORE 3ETTING 13OLT5 TT Lu Lu 10 r LL- Lu z,� Lu Lu Q) to J— ci < Lu I? to 0 10 Tj 13) < Lu ts) < Lu LLI N 2'-3 112" 2'-3 112" z >< PLAN-.- VIEW UJ 5CALE 1" 4'-7" uj lu t'- WA ELEVATION VIEW I �F'� A 3CALE 1" = V-O" Nj7� 37421 2 .9 43 R -I ST z FOOTING FOK LINE5 9 4 IONAL olleet; "r ;� 0 21 1. 1301LOING COPE: 2009 INTERNATIONAL OUILPINO COPE 2. VERTICAL LOAP5: ROOF FLOOR 5NOW LOAP 35 pof LIVE LOAP 40 pof PEAP LOAO 5 pof 12 pof 3. LATERAL WINO LOA03: 90 MPH, EXP03URE C 4. LATERAL .5EI3MIC LOAP,5: 5EI3MIC ZONE P 5. 3OIL OEARING PRE53URE: 1500 pof 6. FR03T PEPTH: lro 4" VERIFY 13A3EPLATE (S) 4" CLEAR COVER #4 KE13AR CAGE AT 12" 5PACING VERTICAL #4 KE13AR VEKTICAL5 AT CORNER ANO MIPPOiNT5 < #4 RE13AR TIE5 AT 12" OPACING, 130TH OIRECTION5 LU (4) 314" PIAMETER ANCHOR 9003 WITH 24" Q) EMI3EI?MENT LENGTH MIN Z4 C�s Q) LU 6'X(5"X31,5" PLATE AT THE Li- Lu EN03 OF THE 900 Z,/ Lu z 13OLT OPACING TO CONFORM Q) LU WITH OTEEL 13UILL)iNG PACKAGE C) VEKIFIY 13A,5E PETAIL 6 < to c C� 13EFOKE 5ETTING 50LT5 ZZ ::) Lu 6 :�� U— < 10 0 (3) 31-0" Q i Lj z Lu LU < LU N PLAN VIEW ui -' 6 "ATLON ca E_LE�- VIEW 5CALE 1" 1'-0" ,5CALE 13' 1'-0" LU Lu b-- WA 37421 IST FOOTING FOK CKANE Is, IONAL oheet V-k 0 5 12E5I.6N—C9JTEKLA- 1. bUIL19ING COOE: 2009 INTERNATIONAL 13UILPING COOE 2. VERTICAL LOA03: ROOF FLOOR ONOW LOAO 35 pof LIVE LOAO 40 pof OEAi? LOAP 5 pof 12 pof 3. LATERAL WIN19 LOA05: 90 MPH, EXPO.5URE C 4. LATERAL 5EI5MIC LOA03: -5EI-5MIC ZONE 1) 5. 5OIL 13EARING PKE,55UPE: 1500 pof 6. FROOT OEPTH: 10 4" 5LA13 6" WIRE MEOH REINFORCEMENT ;�4 Lu 0 Q) LU Cie uj z U- --I uj z (3) #4 5AK5 IN F 7 /NO 0 #4 f3AR VERTICAL IN m 401, C. C:� #4 13AP 90 OEGREE f3ENO, LONG LE05 AT 45" O.C. Z ZZ :3 LU cv #4 13AKO 12" O.C. HORIZONTAL LU E2 < T3 CLEAN OACK FILL 0 LU IS) --j �31 CL UJ < LU N 0 Lo >< LLJ Q� n to 0 0 0 0 E2 ':� NI) LLI Lu FOUNPATION WALL FOR FILL 37421 21-0" IST r ONAL oheet lui-w I L # 0-E5LGN—CKlLERtA. 1. OUILOING COPE: 2009 INTERNATIONAL BVILPING COPE 2. VERTICAL LOA05: ROOF FLOOR 5NOW LOAO 35 pof LIVE LOAP 40 pcf PEA19 LOAO 5 pof 12 pof 3. LATERAL WINP LOAO,5: 90 MPH, EXPO3URE C 4. LATERAL 3E15MIC LOAP3: 5E15MIC ZONE I? 5. 5011- OEARING PRE55URE: 1500 pof ro. FRO,5T OEPTH: 10 10 Z Lu 0 Q) CN Q) LU LU LU Z� Lli LL- ---I Q) LU z C�A 0 Lij ILL Z) 0 LU q) 0 0 0 (z) < LU LU LU N VAKIFE-5 FOR 51TE CONPITION5—MIN PIM 6'-0" Lu —' 6 21-011 Lo Lu Lu A 37421 IST WINGWALL PETAIL ONA oheet; IV 005 U I V-E D q�- ISIons: 2nd tAa ell Kt Pril'ary S ttkenent pond A/C BasIns 420 3, 4, L4& Px ur I t ond S r CITY OF PbRT GEM 11 47 F p. WNW BUILDING DIVIZ511JI 4 r F Legend: Ft Co Outlet Drainage Course for cj'� d L Enlar e Basin #1 and Neighbor CD M I_f 0" 0,J ,D I.flltg d Ill ration d M Pond Historical outlet Drainage Course for Basin #2, 3, 4, & 5. Now only neighbors. 0_J CO C U-) PrincipaL chip production unit N 4130N. on pavement w/louLdinq protection YP a( C/D Hog fuel production site on pavement ,D �f Iti ------ ----WEE X4� _j X\ X r e Ba # e Sill I Mobile chip production site on pavement 57 6 are eet 870 uld x� stin tog 0 ag I xistl Lo a ji I i Vehicle Maintenance Facility on -P ij i x�7 S r-, CJ) +Y pavement and within building ��o�dS4 Ft Ir outlet �Straw BaLe Bar 0 Inlet storm water from neighbors, roads tch not treated, to be routed through site to outlet Q. LD LLJ CD 0 X-4 n x Drainage Structure Draina Ba i 6,47 47 S r e Drainage Boundary �Xist t a N 418500 Y M Drainage System; a- �,D 4ft A Primary settlement pond (pre- M x I'S f \��A 00 Sq F'1 treat with loack wash) Cu Co B Primary Flocculation pond N C 2nd Flocculation pond CD X4M A/C 4-.> D 3rd Flocculation pond 0j '11) U1 U3 7N�,� bvF Pond 11 �Waste E Surge inlet preliminary settlement - 1;zam=rf- - A/C 75 11 00 Sq Ft. H.0 F,.R Pr—*sov pond _Q X4M� f.. r in —------ 42AN S%FIL F Infiltration pond 391115 q eet G inlet pretiminary settlement pond - -------- x U 101T a C Ul ---- --- 4M P ces ——------ 9 n c, _?xL X�// - ------------ ----------------- ------ -ain e B si A/C �1,4 9 S ar eet LLJ t tor —------- Proposed Shop L 4-> ng x L ) I r ion N 4120M nj P, a 0Li7qqe ffic A/C + MaT iav stor ge. > CD 0 TOCK PILE.- -P TR/RR Qj U WA -,P 6t�Sq ot x"M A/C V td L/ Scale: 474 x X5� xs.0 X'$4Lt X=7 Al G) 1"-200' m J: Job:' X54U x 11042SP1 A/ x ------C xNu --------------- Date: Auq 2012 ST 7 Sheet O/STE x m7 NAL 71K --- ---------- - C., W W� TANK my X�4 x x"Ia n E 9910M E 99 15N E 992M X=14.E 992500 3 Ft. wide remove existing roof, Continue same roof Insert 400SI62-43 AT between Purlins panel as new building Valley 8-12 insert 3' valley under existing and new 600S162-43 AT metal roofing, w/48 screws at 12' o.c. New Roof purlin spacing (2) 48 Screws Varies New Building ------ Remove 3' of roof in new valley per support New Cricket Fasten to existing roof 00 M panel w/#8 screws at 12' o.c. CD M CU "D n n n n n n n n n n n n n n n n n n n I M F C�j CO L `4) (7" u 362SI62-43 AT CD 24' O.C. 362TI25-43 Cont. M w/#12 Screws at '-g 12' o.c. each side (typ.) U U� Existing Purlin 4-) 0) CJ) (typ.) Existing ROOF Q) D: Panel to Remain 4--, 0) CD C 0 LLJ DESIGN CRITERIA: Code: 2009 IBC M Roof Live Load: 20PSF �,D Ground Snow Load: 25 PSF M >,CC) 'Roof Snow Load: 25 PSF #8 Screws at i�: (J" Occupancy Category: II 6' o.c. into exist. -Y Wind Speed: 90 MPH purlin (typ.) Cl- <1 Wind Exposure: C -0j Wind Importance Facctor: 1.0 Wind: 100 MPH 3 Sec. Gust Seismic Design Loads do 4'xl6'xl4 GA plate Remove Existing LA not Govern this design. i wl (12) #8 Screws Eave as Req'd 0) 0) 4--> o) (— U Faceof existing Y 0)LJ Building U L L > CD 0 U H. Scale: ,3� WAS/�/ Job: C, 12023Cricket2 Date; Aug, 2012 Sheet 14439 C/STF?, SS/ONAL of 2 /�R�ei s i on s�- Existing N e w Eave Co ZT— m CD M ()J 0 I M F— OJ CC) CjN CD �,D m Valley u bo __j Existir)Q Cricket RooF CD (D 0 LLJ a- New Building Ridge m �'D m >,CO L 75 -Q C LA Common Building Line Rid e line U) 0) C Cj) I U < (4- 0)LLJ 0 +> > CD 0 Li -q- a- u Scale: �AE UIV 1"=15' 4, WA Job: z 12023RooFPln 6(D' (D 0 Date: July, 2012 Sheet 14439 G/S T F-?, 'ONAL 2 'Z4 r OF 2 Contractors or Tradespeople Printer Friendly Page Page I of 2 General/Specialty Contractor A business registered as a construction contractor with I-Ed to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name AMERICAN FREEDOM CONST LLC UBI No. 602396463 Phone 2536771757 Status Active Address 13604 246Th St East License No. AMERIFC965ML Suite/Apt. License Type Construction Contractor City Graham Effective Date 7/12/2004 State WA Expiration Date 7/12/2014 Zip 98338 Suspend Date County Pierce Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty Specialty Effective Expiration Status 1 2 Date Date SUREFIRE Construction SUREFSS005JK SPECIALITY SRVCS Contractor General Unused 4/12/2000 4/11/2001 Archived INC Business Owner Information Name Role Effective Date Expiration Date DURHAM, GAIL MARIE Partner/Member 07/12/2004 DURHAM, KENNETH ROBERT Partner/Member 07/12/2004 DURHAM, GARY ROBERT Partner/Member 07/12/2004 Bond Information Bond Company Bond Effective Expiration Cancel Impaired Bond Received Bond Name Account Date Date Date Date Amount Date Number DEVELOPERS Until 1 SURETY EtINDEM 542992C 06/24/2004 Cancelled $12,000.00 06/29/2004 CO I I I I Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Policy Number Effective Expiration Cancel Impaired Amount Received Name Date Date Date Date Date American Fi re Et https://fortress.wa.gov/lni/bbip/Print.aspx 8/21/2012 Contractors or Tradespeople Printer Friendly Page Page 2 of 2 5 Casualty BKA54730655 06/24/201106/24/2013 $1,000,000.00 06/21/2012 Co WESTERN 4 NATIONAL CPPOO19520 06/24/2009 06/24/201108/18/2011 $1,000,000.00 06/23/2010 ASSUR CO WESTERN 3 NATIONAL GL300009378 06/24/2007 06/24/2009 $1,000,000.00 06/16/2008 ASSUR CO FIRST 2 SPECIALTY FCP229001831402 06/24/2004 06/24/2007� $1,000,000.00�05/30/2006� INS Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https:Hfortress.wa.gov/lni/bbip/Print.aspx 8/21/2012 PREPARED 10/15/12, 9:4 3:5 3 INSPECTION TICKET PAGE 1 CITY OF PORT ANGELES INSPECTOR: JAMES LIERLY DATE 10/15/12 ------------------------------------------------------------------------------------------------ ADDRESS . : 404 ECLIPSE IND PKWY SUBDIV: CONTRACTOR AMERICAN FREEDOM CONST LLC PHONE : ,(253) 677-1185 OWNER BLUE MOUNTAIN LEASING PHONE PARCEL 06-30-18-1-1-0000-0000- APPL NUMBER: 12-00001090 COMM NEW CONST ------------------------------------------------------------------------------------------------ PERMIT. BPC 00 BUILDING PERMIT - CObSIERCIAL REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/COMMENTS ------------------------------------------------------------------------------------------------ BLI 01 10/15/12 BLDG FOUNDATION FOOTING M October 15, 2012 8:31:35 Am pbarthol. TV� AlexAM 460-4248 ----- -------------------------------- COMMENTS AND NOTES --------- ---------------------- EEL COMMATM DESIGN PACKAGE BUILDER: GENERAL STEEL CORPORATION CUSTOMER: HERMANN BROS. LOGGING & CONSTRUCTION JOB NUMBER: 12-B-80708 TABLE OF CONTENTS Page Design Criteria I Notes on Drawings 2-3 Deflection Criteria NA Project Layout NA Building A 4-17 Special Details 18 Original Design Completed thru Change Order 0 Revision Histo Update Date Rev# Reactions Reason for Revision Pages Revised Revised Eng. 9 Project Engineer: Anu Khanna(Oklahoma City) RECEIVED Checking Engineer: Russell Ma Signing Engineer: Russell Ma,P.E. AUG 2 1 201Z CTy O� C RT ANGELES BUILD17NG DNISION 14%r Star Building Systems P.O.Box 1376 Lockeford,CA 95237 (209)727-5504 May 2 5, 2012 1-800-685-7827 FAX(209)727-5820 GENERAL STEEL CORPORATION BUILDER SERVICES GROUP LITTLETON, CO 80127-4208 12-B-80708 HERMANN BROS. LOGGING & CONSTRUCTION PORT ANGELES, WA 901011 x 601011 x 201011 To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Star Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Star Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Star Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Star Building Systems Materials for Metal Buildings An NCI Company 3sSELL W Russell Ma, P.E. Regional Engineer 75 Ar 5/12 IftM.- Ads ACCREDITED AC472 12-B-80708 12101 E. Brandt Road, Lockeford, CA 95237 Star Building Systems P.O.Box 1376 Lockeford,CA 95237 (209)727-5504 ANGELES,Washington 1-800-685-7827 FAX(209)727-5820 Building Code . . . . . . . . . . . . . . . . . . . . . 2009 International Building Code Occupancy Category . . . . . . . . . . . . . . . . Normal (Category II) Roof Dead Load Superimposed . . . . . . . . . . . . . . . . . 2.5G psf Collateral . . . . . . . . . . . . . . . . . . . G.00 psf (6.00 psf Other) Roof Live Load . . . . . . . . . . . . . . . . . . . . 20.00 psf no reduction Snow Ground Snow Load (Pg) . . . . . . . . 25.00 psf Snow Load Importance Factor (1) 1.00 Flat Roof Snow Load (Pf) . . . . . 17.50 psf Snow Exposure Factor (Ce) . . . . 1.00 Thermal Factor (Ct) . . . . . . . . . . 1.00 Wind Basic wind Speed . . . . . . . . . . . . . 90.00 mph Wind Importance Factor (I) . . . 1.00 Wind Exposure Category . . . . . . . C Internal Pressure Coef (GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas (within 6.001 of corner) 17.16 psf pressure -22.89 psf suction Other Areas 17.16 psf pressure -18.59 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category . . . . . . D Soil Site Class . . . . . . . . . . . . . . D Stiff Soil Ss . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.205 g Sds . . . . . 0.818 g S1 . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.547 g Sdl . . . . . O.S47 g Analysis Procedure . . . . . . . . . . . Equivalent Lateral Force Column Line All Basic Force Resisting System C4 . Response modification Coefficient (R) 3.50 Seismic Response Coefficient (Cs) 0.234 Design Base Shear in kips (V) 31.05 Basic Structural System (from ASCE 7-05 Table 12.2-1) C4 Ordinary Steel Moment Frame lip SSELL ZWA 47539 /12 % AL AMS RAO?- ACCREDITED AC472 12-B-80708 12101 E. Brandt Road,Lockeford, CA 95237 BOLT TIGHTENING - Boltedonts with A325-09 Type 1 bol*t- greater than 1/21, diamter are specified as pretensioned joints in accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, June 30, 2004 . Pre-Tensioning can be accomplished by using the turn-of-nut method of tightening, calibrated wrench, twist off type tension control bolts or direct tension indicator as acceptable to the Inspecting Agency and Building Official. Installation Inspection requirements for Pre-Tensioned joints (Specification for Structural Joints Section 9.2) using turn-of-nut method is suggested. The connections on this project are not slip critical. material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi . Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS. Material properties of cold-formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, or ASTM A1011 HSLAS Class 1 grade 55, with a minimum yield point of 55 ksi. For Canada, material properties conform to CAN/CSA G40 .20/G40 .21 or equivalent. Using northern gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual . Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalls at a spacing not to exceed 33 .4 feet with the first downspout from both ends of the gutter run within 16 . 7 feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 4 in/hr rainfall intensity as it corresponds to a 5 year recurrence interval. The metal building manufacturer has not designed the structure for snow accumulation loads at the ground level which may impose snow loads on the wall framing provided by the manufacturer. The design collateral load has been uniformly applied to the design of the building. Hanging loads are to be attached to the purlin web. This may not be appropriate for heavily concentrated loads. Any attached load in excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using concentrated loads and may require seperate support members within the roof system. The framing at building A side B,D is designed to receive a future addition with a maximum bay spacing of 20 feet as measured between centerline of the existing endwall frame to the centerline of the future frame. 2 05/23/2012 0 1 0 The metal building manufacturer is not responsible for the deflection compatibility between the new structure and Existing by others at building A and side B. Determination of any seperation between the new structure and construction by others to comply with the provisions of the building code is not by the metal building manufacturer. Tie in to Existing is by Flash only. Tie in Flash Not By Manufacturer. The structure provided by the metal building manufacturer will have a longitudinal drift of 2 . 7511 inches under seismic load. This seismic drift is the maximum inelastic response displacement . The common wall at the existing building at Side B is to remain sheeted. The metal building manufacturer is not responsible for the snow drift and water leakage to Existing Building. The material supplied by the manufacturer has been designed for the following crane parameters . If the crane installed exceeds these parameters, a licensed engineer shall review the material to determine structural adequacy. Crane Parameters: Building A Location (distance from sidewall C) 4 . 75 ft Type of Crane Top Running Capacity 3 tons Classification B Maximum wheel load without impact 6 . 153 kips End Truck Wheel Base 10 .333 ft Bridge Span 80 .5 ft Bridge Weight 11.45 kips Hoist & Trolley Weight 0 .58 kips Pendant, Cab or Radio Operated Pendant Runway Beam Not by manufacturer Crane Rail Size 30 lb/yd Side Thrust (lateral) Load 0.49 kips Longitudinal load 1.23 kips Clearance Requirements Horizontal (column flange to center RW beam) 12 in vertical (bottom of rafter to top of rail) 24 in Crane stops are not by building manufacturer. All welded connections shall be performed by an AWS certified welder. Crane rail attachment is not by building manufacturer. Loads on frame are based on simple span runway beam. For alignment and maintenance, owner should refer to standards: ANSI B30 . 11, ANSI B30 . 17, ANSI B30 .2, ANSI MH27 . 1, CMAA No.70, CMAA No. 74 and CSA B167 in Canada. 3 05/23/2012 key Strut: x=cloubte Z, Bu I (cler xx=triple Z, OMS -1-lVM3GIS GENERAL STEEL CORPORATIO o=pipe(WM) 0109 Job Not 80708A runOl Version: ver0l-axkhanna 010 02 -11 Mon May 21 15139: 45 2012 -tt: j '0 '.j 10 j -gTxgl.--i T x0t.-9 1 X9 I . 6, 0 SV [14 r ct. u -1 �D '111� - 0- --- 0 0 0 m X m r V) x 0 0 V) 0 0 m z cu cu z �� ro GO) t=1 z ('� �D L) �D OD �2: 20 L 0 0 0 �DO 0 r- z 0c; W c r- 0 -UX m 2(0 cu (IS -i rri E < L Z m 0 z X 0 Z L Z -Ux r r5<21 Z F7---- �11 -1 [X/� 0 cj Lj cu 0 0 0 AE L6' 0 Struct. I 1 -1 L z 9 ,21 9 ILT 16x16 -40xl#- 16x 16 F. 0. 1-, D. F. 0. v- 1' 2 1' 2 Owner �U i�l 20, 0 20' 0 20' 0 HERMANN BROS, LOGGING & PORT ANGELES WA 98363 60' 0 P. O. M18462 SIDEWALL SWA 4 05/23/2012 Star Building Systems, OKC, OK Design Summary Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4.1.1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 08:38:48 R:\. .\12-B-80708\verOl-axkhanna\Bldg-A\run0l\80708A-bldg-A-0l.cds ------------------------------------------------------------------------------- M A I N B U I L D I N G D E S I G N S U M M A R Y R E P 0 R T All connections use ASTM A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. ROOF PLANE ------- RPA R:\Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\run0l\AroofRPA-Ol.edf Panel . . . . . . . . . . . . . . . . . . . . PBR26 Purlins . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Eave Struts . . . . . . . . . . . . . . 55.0 ksi Yield Strength PURLIN SPACING : 2@4.3780 7@5'0 1.2440 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 20.000 12X3.5Z14 None S 0.000 1.479 C 2 20.000 12X3.5Z14 None C 1.479 1.479 C 3 18.833 12X3.5Z14 None C 1.479 0.000 C RE 7.167 12X3.5Z14 None C 0.000 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7,8,9,10 @ Supports:1,2,3,4 Purlin Stiffened Clips @ Level 2,6,10 @ Supports:1,2,3,4 Purlin Backup Plate @ Supports:1,2,3,4, ROOF PLANE ------- RPC R:\Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\run0l\AroofRPC-01.edf Panel . . . . . . . . . . . . . . . . . . . . PBR26 Purlins . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Eave Struts . . . . . . . . . . . . . . 55.0 ksi Yield Strength PURLIN SPACING : 2@4.3780 7@5'0 1.2440 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- LE 7.167 12X3.SZ14 None s 0.000 0.000 C 1 18.833 12X3.5Z14 None C 0.000 1.479 C 2 20.000 12X3.5Z14 None C 1.479 1.479 C 3 20.000 12X3.5Z14 None C 1.479 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7,8,9,10 @ Supports:4,3,2,1 Purlin Stiffened Clips @ Level 2,6,10 @ Supports:4,3,2,1 Purlin Backup Plate @ Supports:4,3,2,1, RPC Purlin Strut @ 15.000 (ft) 12X3.5Z14 Bays 3 RPC Purlin Strut @ 15.000 (ft) 12X3.5Z14 Bays 2 RPC Purlin Strut @ 15.000 (ft) 12X3.5Z14 Bays 1 RPC Purlin Strut @ 35.000 (ft) 12X3.5Z14 Bays 3 RPC Purlin Strut @ 35.000 (ft) 12X3.5Z14 Bays 2 RPC Purlin Strut @ 35.000 (ft) 12X3.5Z14 Bays 1 RPC Purlin Strut @ 45.000 (ft) 12X3.5Z14 Bays 3 RPC Purlin Strut @ 45.000 (ft) 12X3.5Z14 Bays 2 RPC Purlin Strut @ 45.000 (ft) 12X3.5Z14 Bays 1 SWC Eave Strut @ 20.000 (ft) 12X3.5E14 Bays 3 SWC Double Strut @ 20.000 (ft) :12X3.5E14 Bays 2 SWC Eave Strut @ 20.000 (ft) 12X3.5E14 Bays 1 SWA Eave Strut @ 20.000 (ft) 12X3.5E14 Bays 1 SWA Double Strut @ 20.000 (ft) :12X3.5E14 Bays 2 SWA Eave Strut @ 20.000 (ft) : 12X3.5E14 Bays 3 5 05/23/2012 0 Star Building Systems, OKC, OK Design Summary Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4.1.1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 08:38:49 R:\. .\12-B-80708\verOl-axkhanna\Bldg-A\run0l\80708A—bldg—A-0i.cds ------------------------------------------------------------------------------- RPA Purlin Strut @ 5S.000 (ft) 12X3.SZ14 Bays 1 RPA Purlin Strut @ I 5S.000 (ft) 12X3.5Z14 Bays 2 RPA Purlin Strut @ 55.000 (ft) 12X3.SZ14 Bays 3 RPA Purlin Strut @ 75.000 (ft) 12X3.5Z14 Bays 1 RPA Purlin Strut @ 75.000 (ft) 12X3.SZ14 Bays 2 RPA Purlin Strut @ 7S.000 (ft) 12X3.5Z14 Bays 3 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. Eave strut interior connection at SWA uses (4) -1/2" A325 bolts w/SC-18 plate. Eave strut interior connection at SWC uses W -1/2" A325 bolts w/SC-18 plate. Eave strut connection at end-frame uses (4) -1/2" A325 bolts. BRACING ---- Roof: 1 bays Rod Plane SWA :Portal Frame Plane SWC :Portal Frame Plane EWB :End Frame Plane EWD :End Frame 6 05/23/2012 Star Building Systems, OKC, OK Design Summary Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4.1.1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 08:38:49 R:\. .\12-B-80708\verOl-axkhanna\Bldg-A\runol\80708A—bldg—A-0l.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWA -- ( 8.2SO" Inset columns ) R:\Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\run0l\AwallSWA-0l.edf Panel . . . . . . . . . . . . . . . . . . . . PBR26 Girts . . . . . . . . . . . . . . . . . . . . S5.0 ksi Yield Strength GIRTS SPACINGS 7'4 5'2 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 714 20.000 8X2.5Z16 F.O. S 0.000 0.000 C 2 714 20.000 8X2.5Z16 F.O. C 0.000 0.000 C 3 714 20.000 8X2.SZ16 F.O. C 0.000 0.000 S 1 1216 20.000 8X2.SZ16 F.O. S 0.000 0.000 C 2 1216 20.000 8X2.5Z16 F.O. C 0.000 0.000 C 3 1216 20.000 8X2.5Z16 F.O. C 0.000 0.000 S Note Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. FRAMED OPENINGS: Qty Size Jamb & Header Wall Bay Distance 1 1610 x 1610 8X3.SC14 SWA 1 216 1 1010 x 1410 8X3.5C14 SWA 2 610 1 1610 x 1610 8X3.5C14 SWA 3 110 7 05/23/2012 0 0 Star Building Systems, OKC, OK Design Summary Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4.1.1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 08:38:50 R:\. .\12-B-80708\verOl-axkhanna\Bldg-A\run0l\80708A—bldg—A-0l.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWC -- ( 8.25011 Inset columns ) R:\Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\runol\AwallSWC-0l.edf Panel . . . . . . . . . . . . . . . . . . . . PBR2G Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength GIRTS SPACINGS 714 5'2 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 714 20.000 8X2.5Z16 F.O. S 0.000 0.000 C 2 714 20.000 8X2.5Z16 F.O. C 0.000 0.000 C 3 714 20.000 8X2.5Z16 F.O. C 0.000 0.000 S 1 1216 20.000 8X2.5Z16 F.O. S 0.000 0.000 C 2 121G 20.000 8X2.SZ16 F.O. C 0.000 0.000 C 3 121G 20.000 8X2.5Z16 F.O. C 0.000 0.000 S Note Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. FRAMED OPENINGS: Qty Size Jamb & Header Wall Bay Distance 1 1610 x 1610 SX3.SC14 SWC 1 216 1 1010 x 14'0 8X3.5C14 SWC 2 4'0 1 1610 x 1610 8X3.5C14 SWC 3 110 8 05/23/2012 0 0 Star Building Systems, OKC, OK Design Summary Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4.1.1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 08:38:50 R:\. .\12-B-80708\verOl-axkhanna\Bldg-A\runol\80708A-bldg-A-0l.cds ------------------------------------------------------------------------------- Endwall Plane EWB Design . . . . . . . . Expandable Frame (CS R:\Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\run0l\AwallEWB-01.edf OPEN TO EXISTING N.B.M OPEN AREAS: Size wall Distance 9010 x 2319 EWB 010 Endwall Plane EWD Design . . . . . . . . Expandable Frame (CS R:\Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\run0l\AwallEWD-Ol.edf Panel . . . . . . . . . . . . . . . . . . . . . . . PBR2G Girts . . . . . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Girts Spacings 7'4 5'2 5'0 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 714 15.000 8X2.5Z16 None S 0.000 0.000 S 2 714 20.000 8X2.5Z12 None S 0.000 0.000 S 3 714 20.000 8X2.5Z12 None S 0.000 0.000 S 4 714 20.000 8X2.5Z12 None S 0.000 0.000 S S 714 15.000 8X2.5Z16 None S 0.000 0.000 S 1 1216 15.000 8X2.SZ16 None S 0.000 0.000 S 2 1216 20.000 8X2.5Z13 None S 0.000 0.000 S 3 1216 20.000 8X2.SZ13 None S 0.000 0.000 S 4 1216 20.000 8X2.5Z13 None S 0.000 0.000 S 5 1216 15.000 8X2.5Z16 None S 0.000 0.000 S 1 1716 15.000 8X2.5Z16 None S 0.000 0.000 S 2 1716 20.000 8X2.5Z13 None S 0.000 0.000 S 3 1716 20.000 8X2.5Z13 None S 0.000 0.000 S 4 1716 20.000 8X2.5Z13 None S 0.000 0.000 S 5 1716 15.000 8X2.SZ16 None S 0.000 0.000 S COLUMNS ----- 0.00011 Inset columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 4-B 15.0001 W8X10 50.0 ksi 0.00001 0.37511 BP thk w/ ( 4) -0.625" A36 4-C 35.0001 W8X10 50.0 ksi 0.00001 0.37511 BP thk w/ ( 4) -0.625" A36 4-D 55.0001 W8X10 50.0 ksi 0.00001 0.37511 BP thk w/ ( 4) -0.625" A36 4-E 75.0001 WBX10 50.0 ksi 0.00001 0.37511 BP thk w/ ( 4) -0.625" A36 9 05/23/2012 0 0 Star Building Systems, OKC, OK Design Summary Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4.1.1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 08:38:50 R:\. .\12-B-80708\verol-axkhanna\Bldg-A\run0l\80708A—bldg A 01.cds ------------------------------------------------------------------------------- EWD CONTD. . ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: STRUT-TO-COLUMN CLIP COL. NO. ENDWALL PLANE 4 --------- -------------------- PLANE SWA: LCC 4-B BETWEEN PURLINS, USING TYPE 3 CONN. , (4) -1/211 A32SN CF Brdg Channel (0.3750") (4) -3/411 A325N NO COLUMN EXTENSION 8X2.5C12 BRIDGE CHANNEL 4-C BETWEEN PURLINS, USING TYPE 3 CONN. , (4) -1/211 A325N CF Brdg Channel (0.3750") (4) -3/411 A325N NO COLUMN EXTENSION 8X2.5C12 BRIDGE CHANNEL 4-D BETWEEN PURLINS, USING TYPE 3 CONN. , (4) -1/211 A325N CF Brdg Channel (0.375011) (4) -3/411 A32SN NO COLUMN EXTENSION 8X2.5C12 BRIDGE CHANNEL 4-E BETWEEN PURLINS, USING TYPE 3 CONN. , (4) -1/211 A325N CF Brdg Channel (0.375011) W -3/4" A325N NO COLUMN EXTENSION 8X2.5C12 BRIDGE CHANNEL RCC PLANE SWC: FRAMES ----- Type Span Live Wind Eave Trib Grid Labels CS 90.000 20.00/ 90.00 20.00/ 20.00 1-4 Note: Use square anchor rod layout. 10 05/23/2012 0 0 Star Building Systems, OKC, OK Design Summary Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4.1.1 run0i Date: 05/22/12 Manufacturing Plant - NCI Start Time: 08:38:50 R:\. .\12-B-80708\verOl-axkhanna\Bldg-A\run0l\80708A—bldg—A-0l.cds ------------------------------------------------------------------------------- A-SWA-CF01 C A N 0 P Y D E S I G N S U M M A R Y R E P 0 R T BUILDING DATA Live Load: 20.00 psf CANOPY 610 x 5718 x 20'0 1. :12 Tributary Check: No Bays: 18'10 2010 18110 Ground snow: 25.00 psf Roof Snow Load: 17.50 psf Wind Exposure Category: C Wind Load: 90.00 mph Dead Load: 3.26 psf -------------------------------------------------------------------------------- PANELS ----- Roof: PBR26 PURLINS ---- Spacings(From Free-End) : 410 210 Bay Length Member Size Brace L Lap R Lap Bear # (ft) Identification Locations Exten Exten Stiff --------------------------------------------------------------------- 1 20.000 12X3.5Z14 None S 0.000 1.479 C 2 20.000 12X3.5Z14 None C 1.479 1.479 C 3 26.000 12X3.SZ14 None C 1.479 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2, @ Supports:1,2,3,4 Purlin Stiffened Clips @ Level 2, @ Supports:1,2,3,4 Purlin Backup Plate @ Supports:1,2,3, EAVE STRUTS ---- 12X3.5E14 E. @ Bays 1 - 3 RAFTER ---- Hot-Rolled Length Mem Depths at Member Description (ft) Start (in) End(in) --------------------------------------------------------------------- 6.021 7.890 7.890 W8X10 BOSS Starting Ending Web Out Flange Inner Flange Length Web Depth Web Depth Thickness Width Thickness Width Thickness (feet) (inches) (inches) (inches) (in. ) (in. ) (in.) (in.) --------------------------------------------------------------------- 0.688 8.163 7.480 0.1340 5.00 x 0.2500 5.00 x 0.2500 with 6.00 x 8.62 x 0.3750 (in) Boss End Plate. End Connection ---- Type ---- 1I1F Bolts ---- 0.750 A325 Bolts Plate ---- 7.765 X 6.000 X 0.375(in) 05/23/2012 Star Building Systems, OKC, OK Design Summary Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4.1.1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 08:38:51 R:\. .\12-B-80708\verOl-axkhanna\Bldg-A\run0l\80708A—bldg—A-0l.cds ------------------------------------------------------------------------------- A-SWC-CF01 C A N 0 P Y D E S I G N S U M M A R Y R E P 0 R T BUILDING DATA Live Load: 20.00 psf CANOPY 6'0 x 5718 x 20'0 1. :12 Tributary Check: No Bays: 18110 2010 18110 Ground snow: 25.00 psf Roof Snow Load: 17.50 psf Wind Exposure Category: C Wind Load: 90.00 mph Dead Load: 3.26 psf -------------------------------------------------------------------------------- PANELS ----- Roof: PBR26 PURLINS ---- Spacings(From Free-End) : 410 210 Bay Length Member Size Brace L Lap R Lap Bear # (ft) Identification Locations Exten Exten Stiff --------------------------------------------------------------------- 1 26.000 12X3.5Z14 None S 0.000 1.479 C 2 20.000 12X3.SZ14 None C 1.479 1.479 C 3 20.000 12X3.SZ14 None C 1.479 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2, @ Supports:1,2,3,4 Purlin Stiffened Clips @ Level 2, @ Supports:1,2,3,4 Purlin Backup Plate @ Supports:2,3,4, EAVE STRUTS ---- 12X3.5E14 E. @ Bays 1 - 3 RAFTER ---- Hot-Rolled Length Mem Depths at Member Description (ft) Start(in) End(in) --------------------------------------------------------------------- 6.021 7.890 7.890 W8X10 BOSS Starting Ending Web Out Flange Inner Flange Length Web Depth Web Depth Thickness Width Thickness Width Thickness (feet) (inches) (inches) (inches) (in.) (in.) (in.) (in. ) --------------------------------------------------------------------- 0.688 8.163 7.480 0.1340 5.00 x 0.2SOO 5.00 x 0.2500 with 6.00 x 8.62 x 0.3750 (in) Boss End Plate. End Connection ---- Type ---- 1I1F Bolts ---- 0.750 A325 Bolts Plate ---- 7.765 X 6.000 X 0.375(in) 12 05/23/2012 Star Building Systems FRAME ID #20 USER NAME:axkhanna DATE: 5/23/12 TIME:12:43:27 PAGE: 20-1 8600 S. 1-35, Oklahoma City, OK 73149 cs 90./20./19.417 20./90./25. JOB NAME:80708A FILE:frames–l.fra LOCATION: Gridlines 1 DETAIL FILE: active\ENG\12-B-80708\verol-axkhanna\Bldg-A\Drftg\x2OL (1) All sectional dimensions are in inches BOLTS:A325 FULLY TIGHT WEIGHT: 3986 lbs (2) All Flange lengths are measured along outer flange. PURLINS(horz. from eave) :12"-Z 2@414 9/1611,7@5' IGIRTS (vert. from floor) : B—Z 7'4",51211[8.25111 6XO.25 6XO.25 0.134 X0 2 5 0 134 6XO.25 C).134 X. 6X().2 5 0.156 6X0-25 O.F. 0.156 6XO. S 10,01, WEB THK. 6XO.25 1,101, 6XO.375 iolo., i.F. 11.755' 9 20' E.H. 12 1.00 5 C C 6 7 I(C 8 C m c� c; x 45' 0 3, CONNECTION DETAILS Location Q*-F C) Web Dep. 10.0 34.5 34.S N/A 36.0 26.0037 17.5 17.5 17.5 FULL DEP NONE (n - Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE SPLICE 2E/2E TRE STIF CAN STIF R3 Plate(DN) 8.OXO.625 N/A .3.75XO.375 8.OXO.25 8.OXO.625 N/A N/A N/A 6.OXO.375 3.75XO.375 N/A C? Plate(UP) N/A N/A N/A N/A 6.OXO.625 N/A N/A N/A 6.OXO.375 N/A N/A Bolts (4)-1 N/A N/A N/A (8)-3/4 N/A N/A N/A (8)-3/4 N/A N/A Star Building Systems FRAME ID #20 USER NAME:axkhanna DATE: 5/23/12 TIME:12:43:27 PAGE: 20-2 8600 S. 1-35, Oklahoma City, OK 73149 cs 90./20./19.417 20./90./25. JOB NAME:80708A FILE:frames-1.fra LOCATION: Gridlines 1 DETAIL FILE: active\ENG\12-B-80708\verol-axkhanna\Bldg-A\Drftg\x2OR (1) All sectional dimensions are in inches. BOLTS:A325 FULLY TIGHT WEIGHT: 3986 lbS (2) All Flange lengths are measured along outer flange. PURLINS(horz. from eave) :12"-Z 2@4'4 9/1611,7@5' Member Sizes and Connection Details Same as Left Side 6XO.2S 0.134 6XO.25 6X0-25 0.134 6XO.25 GXO.25 6X0-25 0.156 O.F. GXO.25 0.156 WEB THK. 1010" 6XO.375 11.755, 7 12 5 201 E.H. B CA W 45' CONNECTION DETAILS Location --A (7� T (�) - 0— (�) 0 @) C) Web Dep. 10.0 34.5 34.5 N/A 36.0 26.0037 17.5 17.5 17.5 FULL DEP NONE C." i�� Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE SPLICE 2E/2E TRE STIF CAN STIF co i's Plate(DN) 8.OXO.625 N/A 3.75XO.375 8.OXO.25 8.OXO.625 N/A N/A N/A 6.OXO.375 3.7SXO.375 N/A C? Plate(UP) N/A N/A N/A N/A 6.OXO.625 N/A N/A N/A 6.OXO.375 N/A N/A Bolts (4)-1 N/A N/A N/A (6)-3/4 N/A N/A N/A (8)-3/4 N/A NIA Star Building Systems FRAME ID #02 USER NAME:axkhanna DATE: 5/23/12 TIME:12:44:30 PAGE: 2-1 8600 S. 1-35, Oklahoma City, OK 73149 cs 90./20./19.417 20./90./25. JOB NAME:80708A FILE:frames_2-4.fra LOCATION: Gridlines 2 3 4 DETAIL FILE: tive\ENG\12-B-80708\verol-axkhanna\Bldg-A\Drftg\xQ2L.1 (1) All sectional dimensions are in inches. BOLTS:A325 FULLY TIGHT WEIGHT: 4768 lbs (2) All Flange lengths are measured along outer flange. PURLINS(horz. from eave) :12"-Z 2@4'4 9/1611,7@5' GIRTS (vert. from floor) : 8"-Z 71411,S'211[8.25111 6XO.375 6XO.37S O.IS6 6XO.25 0.156 6XO.25 O.F. 6X0.375 0.1B5 6XO- 5 WEB THK- 0.25 6X0-S 10,01, 6X0-5 10,01, 11.756' 9 1.00 8 TIC 12 7 1C 201 E.H. 5 Ic Ic C 4D, x w 45' El C� 'M 0 CONNECTION DETAILS 2 3 4 Location Q*-F Web Dep. 10.0 34.5 34.5 N/A 36.0 26.0033 17.5 17.5 17.5 FULL DEP NONE Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE SPLICE 2E/2E TRE STIF CAN STIF C4 -- --- Plate(DN) 8.OXO.625 N/A 3.7SX0.5 8.OX0.375 8.OXO.75 N/A N/A N/A 6.OXO.375 3.75XO.375 N/A Plate(UP) N/A N/A N/A N/A 8.OXO.7 5 N/A N/A N/A 6.OXO.375 N/A N/A Bolts (4)-1 N/A N/A N/A (8)-1 N/A N/A N/A (8)-3/4 N/A N/A Star Building Systems FRAME ID #02 USER NAME:axkhanna DATE: 5/23/12 TIME:12:44:30 PAGE: 2-2 8600 S. 1-35, Oklahoma City, OK 73149 cs 90./20./19.417 20./90./25. JOB NAME:80708A FILE:frames-2-4.fra LOCATION: Gridlines 2 3 4 DETAIL FILE: tive\ENG\12-B-80708\verOl-axkhanna\Bldg-A\Drftg\xO2R.1 (1) All sectional dimensions are in inches. BOLTS:A325 FULLY TIGHT WEIGHT: 4768 lbS (2) All Flange lengths are measured along outer flange. PURLINS(horz. from eave) :1211-Z 2@4'4 9/1611,7@5' GIRTS (vert. from floor) : 811-Z 7'411,5'211 [8.25111 Member Sizes and Connection Details Same as Left Side 6XO.375 0-156 6X0.375 6XO�25 0.156 6Xo-25 1010" 6X0-25 0-185 GX0-375 O'p. 1010" GX0.5 0.25 WEB THK. 1010" GX0.5 I.F. 11.756, 8 I.00F----- 7 12 5 201 E.H. B CA >1 o 4S' 1-3 CONNECTION DETAILS 2 3 4 Location (�)�-A CD Web Dep. 10.0 34.5 34.5 N/A 36.0 26.0033 17.5 17.5 17.5 FULL DEP NONE (j, 8 Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E SPLICE SPLICE SPLICE 2E/2E TRE STIF CAN STIF Plate(DN) 8.OXO.625 N/A 3.75X0.5 8.OXO.375 8.OXO.75 N/A N/A N/A 6.OXO.375 3.75XO.375 N/A Plate(UP) N/A N/A N/A N/A 8.OXO.75 N/A N/A N/A 6.OXO.375 N/A N/A Bolts (4)-1 N/A N/A N/A (8)-1 N/A N/A N/A (8)-3/4 N/A N/A Star Building Systems FRAME ID #03 USER NAME:axkhanna DATE: 5/23/12 TIME:09:37:36 PAGE: 3-1 8600 S. 1-35, Oklahoma City, OK 73149 pf 20./12.854 main building at planes S JOB NAME:80708A FILE:pf.fra LOCATION: bays 2-(Gridl ine A) 2-(Gridl ine F) DETAIL FILE: active\ENG\12-B-80708\verol-axkhanna\Bldg-A\Drftg\xo3L (1) All sectional dimensions are in inches. BOLTS:A325 FULLY TIGHT WEIGHT: 1754 lbs (2) All Flange lengths are measured along outer flange. Rafter Offset [17.50111 . Column Offsets [4.25"1- LEFT COLUMN [4.2511 RIGHT COLUMN O.F. 8XQ.25 WEE THK. 0.156 I.F. 8X0.25 16.271' 0.00 12 20' E.H. 201 E.H. 0 N�- 0.25" x NOTEPROVIDE W8X18 BRACKET AT THE LOCATION OF CRANE, 3/8" END PLATE,(4).3/4" BOLTS x x r7l\ :2 0 20' El 13 CONNECTION DETAILS Location c) — Web Dep. 17.5 17.5 17.5 N/A 25.5 25.5 17.5 17.5 17.5 N/A (JI -4 i;� Type BASE SPLICE HORZ STF CAP (EXT) 2E/2E 2E/2E BASE SPLICE HORZ STF CAP (EXT) co iz) Plate(DN) 8.OXO.375 N/A 3.75XO.375 8.OXO.25 8.OXO.75 C 8.OXO.75 C 8.OX0.37 5 N/A 3.75XO.375 8.OXO.25 C? rQ Plate(UP) N/A N/A N/A N/A 8.OXO.75 R 8.OXQ.75 R N/A N/A N/A N/A Bolts (4)-3/4 N/A N/A N/A (8)-1 (8)-1 (4)-3/4 N/A NIA N/A TRE CRA NE 12-B-80708 S.L 43.9375" 13.06" Span = 80'6 15/16" hIs with 4" ga. in flange, 3/4" washer 3/4" Bolts 1/4" Stiffener 3/8" x 3" Wide angle Tie-back (NS & FS) Cq 30 #/Yard rail, N.B.M 4-1/2"X3/8"X6" PL Rod brace If runway beam not by me ul ing manu ac rer L4 1/2 x 2 1/4 x 3/8 x 0'-4" Angle L3 x 3 x 1/4 Full depth stiff. 3/8 " (NS & FS) Angle brace w/ Runway beam N.B.M 3/4" bolts 3/8 Web stiff. 3/4 " A325 Bolts (NS & FS) 3/8 " Stiff. (NS & FS) 11 �T W18X35 Bracket L&q.611 18 05/23/2012 EL CORPORATtoN REACTIONS BUILDER: GENERAL STEEL CORPORATION CUSTOMER: HERMANN BROS. LOGGING & CONSTRUCTION JOB NUMBER: 12-B-80708 Notes 1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building loads or dimensions may change the reactions. The reactions will be superseded and voided by any future mailing. 2) The reactions provided have been created with the following layout(unless noted otherwise). a) A reaction table is provided with the reactions for each load group. b) Rigid Frames (1) Gabled Buildings (a) Left and Right columns are determined as if viewing the left side of the building,as shown on the anchor rod drawing,from the outside of the building. (b) Interior columns are spaced from left side to right side. (2) Single Slope Buildings (a) Left column is the low side column. (b) Right column is the high side column. (c) Interior columns are spaced from low side to high side. c) Endwalls (1) Left and Right columns are determined as if viewing the wall from the outside. (2) Interior columns are spaced from left to right. d) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer. e) Anchor rods are ASTM F 1554 Gr.36 material unless noted otherwise on the anchor rod layout drawing. f) X-Bracing (1) Rod Bracing reactions have been included in values shown in the reaction tables. (2) For IBC and UBC based building codes,when x-bracing is present in the sidewall,individual longitudinal seismic loads(RBUPEQ and RBDWEQ)do not include the amplification factor,K20. (3) For IBC and UBC based building codes,when x-bracing is present in the endwall,individual transverse seismic loads(EQ)do not include the amplification factor,QO. 3) Reactions are provided as un-factored for each load group applied to the column. The foundation engineer will apply the appropriate load factors and combine the reactions in accordance with the building code and design specifications to determine bearing pressures and concrete design. The factors applied to load groups for the steel column design may be different than the factors used in the foundation design. The manufacturer does not provide "maximum"load combination reactions.However,the individual load reactions provided may be used by the foundation engineer to determine the applicable load combinations for his/her design procedures and allow for an economical foundation design. Rev D 2/25/11 FRAME ID #20 USE xkhanna DATE: 5/23/12 PAGE: 20-3 cs 90./20./19.417 20./90./2 JOB W 80708A FILE:frames-i.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: GridlineB: 1 NOTE: All reactions are in kips and kip-ft. TIME:12:43:27 REACTION NOTATIONS HL- HR VL VR L-A� LOAD GROUP REACTION TABLE COLUMN *-F *-A LOAD GROUP HL VL I LNL HR VR LNR DL 1.8 3.4 0.0 -1.8 3.4 0.0 LL 7.1 11.3 0.0 -7.1 11.3 0.0 COLL 2.3 2.7 0.0 -2.3 2.7 0.01 ADW 0.2 0.9 0.0 -0.2 0.9 0.0 AlDlL 0.8 4.7 0.0 -0.8 4.3 0.0 AlDlR 0.8 4.31 0.0 -0.8 4.7 0.0 SNOW 6.2 10.3 0.0 -6.2 10.3 0.0 AlVIL 1.1 8.9 0.0 -1.1 4.4 0.0 AlHlR -0.5 -0.1 0.0 -0.5 0.1 0.0 AlHlL 0.5 0.1 0.0 0.5 -0.1 0.0 AIVIR 1.1 4.4 0.0 -1.1 8.9 0.0 EQ -2.8 -1.0 0.0 -2.8 1.0 0.0 WL1 -4.6 -8.7 0.0 2.8 -4.9 0.0 WL2 -3.0 -6.1 0.0 1.2 -2.3 0.0 LWLl -3.9 -8.8 -2.4 4.0 -7.5 0.0 LWL2 -4.0 -7.5 -2.4 3.9 -8.8 0.0 LWL3 -2.0 -5.8 -2.4 2.0 -5.3 0.0 LWL4 -2.0 -5.3 -2.4 2.0 -5.8 0.0 WL3 -2.8 -4.9 0.0 4.61 -8.7 0.0 WL4 -1.2 -2.3 0.0 3.01 -6.1 0.0 WAD GROUP DESCRIPTI DL Roof Dead Load LL Roof Live Load COLL Roof Collateral Load ADW Auxiliary Dead Weight AlDlL Auxiliary crane #1 Dead Loading #1 Max. at Left AlDlR Auxiliary Crane #1 Dead Loading #1 Max. at Right SNOW Roof Snow Load AlVlL Auxiliary Crane #1 Vert Loading #1 Max. at Left AlHlR Auxiliary Crane #1 Horz Loading #1 to the Right AlHlL Auxiliary Crane #1 Horz Loading #1 to the Left AlVlR Auxiliary Crane #1 Vert Loading #1 Max. at Right EQ Lateral Seismic Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWLl Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load NE ID #20 USEF W xkhanna DATE: 5/23/12 PAGE: 20-4 90./20./19.417 20./90./2 JOB 8 0708A FILE:frames—l.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 1 NOTE: All reactions are in kips and kip-ft. TIME:12:43:27 REACTION NOTATIONS HL— HR 1VL VR —L—] 6� A F F F* LOAD GROUP REACTION TABLE COLUMN *-F *-A LOAD GROUP HL VL LNL HR VR LNR RS 5.7 5.2 0.0 -5.7 9.9 0.0 LS 5.7 9.9 0.0 -5.7 5.2 0.0 P2Kl 1.4 1.0 0.0 -1.4 1.0 0.01 LOAD GROUP DESCRIPTION RS Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load P2K1 2000# Point Load AME ID #02 aanna DATE: 5/23/12 PAGE: 2-3 90./20./19.417 20./90./2 )8A FILE:frames-2-4.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 2 3 4 NOTE: All reactions are in kips and kip-ft. TIME:12:44:30 REACTION NOTATIONS HIL- 11R VL VR F� F-1-_Aj LOAD GROUP REACTION TABLE 2 3 4 COLUMN *-F *-A LOAD GROUP HL VL LNL HR VR LNR DL 3.1 4.9 0.0 -3.1 4.9 0.0 LL 14.8 20.3 0.0 -14.8 20.3 0.0 COLL 4.6 5.4 0.0 -4.6 5.4 0.0 ADW 0.2 0.9 0.0 -0.2 0.9 0.0 AlDlL 0.8 4.7 0.0 -0.8 4.3 0.0 AlDlR 0.8 4.3 0.0 -0.8 4.7 0.0 SNOW 12.9 18.2 0.0 -12.9 18.2 0.0 AlVlL 1.1 8.9 0.0 -1.1 4.4 0.0 AlHlR -0.5 -0.1 0.0 -0.5 0.1 0.0 AlHlL 0.5 0.1 0.0 0.5 -0.1 0.0 AlVlR 1.1 4.4 0.0 -1.1 8.9 0.0 EQ -3.9 -1.4 0.0 -3.9 1.4 0.0 -9.7 -14.6 0.0 5.9 -9.2 0.0 WL2 -6.6 -9.4 0.0 2.7 -4.0 0.0 LWL1 -8.1 -15.6 -2.4 8.3 -13.8 0.0 LWL2 -8.3 -13.8_ -2.4 8.1 -15.6 0.0 LWL3 -4.3 -10.0 -2.4 4.4 -9.3 0.0 LWL4 -4.4 -9.3 -2.4 4.3 -10.0 0.0 WL3 -5.9 -9.2 0.0 9.7 -14.6 0.0 WL4 -2.7 -4.0 0.0 6.6 -9.4 0.0 WAD GROUP DESCRIPTI DL Roof Dead Load LL Roof Live Load COLL Roof Collateral Load ADW Auxiliary Dead Weight AlDlL Auxiliary Crane #1 Dead Loading #1 Max. at Left AlDlR Auxiliary Crane #1 Dead Loading 41 Max. at Right SNOW Roof Snow Load AlVlL Auxiliary Crane #1 Vert Loading #1 Max. at Left AlHlR Auxiliary Crane #1 Horz Loading #1 to the Right AlHlL Auxiliary Crane #1 Horz Loading #1 to the Left AlVlR Auxiliary Crane #1 Vert Loading #1 Max. at Right EQ Lateral Seismic Load (parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary wind Load LWL4 Longitudinal Primary wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load %ME ID #02 tanna DATE: 5/23/12 PAGE: 2-4 90./20./19.417 20./90./2 8A FILE:frames-2-4.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 2 3 4 NOTE: All reactions are in kips and kip-ft. TIME:12:44:30 REACTION NOTATIONS HL- 11R VL VR L-1 E�] FA LOAD GROUP REACTION TABLE 2 3 4 COLUMN *-F *-A LOAD GROUP HL VL LNL HR VR LNR RS 11.7 9.9 0.0 -11.7 18.1 0.0 LS 11.7 18.1 0.0 -11.7 9.9 0.0 P2K1 1.4 1.0 0.0 -1.4 1.0 0.0 LOAD GROUP J)ESCRIPTI RS Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load P2K1 2000# Point Load Addlik FRAME ID #03 USE axkhanna DATE: S/22/12 PAGE: 3-2 pf 20./12.854 main buildina a JOB 80708A FILE:pf.fra SUPPORT REACTIONS FOR EACH LOAD GROUP LOCATION:bays 2-(Gridline A) 2-(Gridline F) NOTE: All reactions are in kips and kip-ft. TIME:10:44:52 N OT REACTIO 7 ONS HL— I— HR �VL VR L40AD GROUP REACTION TABLE COLUMN LEFT COLUMN RIGHT COLUMN LOAD GROUP HL VL LN1 HR VR LNR DL 0.0 0.8 0.0 0.0 0.8 0.0 EQ -5.5 -10.8 0.0 -5.2 10.8 0.0 WL1 -3.0 -6.8 0.0 -3.2 6.8 0.0 WL2 3.1 6.8 0.0 3.0 -6.8 LOAD GROUP DESCRIPTION DL Roof Dead Load EQ Lateral Seismic Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load Star Building Systems, * OK 0 Page: 6 Bracing Design Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4 . 1. 1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 10 :24 :49 R: \Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\runol\ ------------------------------------------------------------------------------- MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2009 International Building Code Windforce-resistance System Per: 2005 ASCE 7 Longitudinal wind loading case 1 (Endwall EWB is windward endwall) 90 mph Main framing wind load and coefficients Fully Enclosed Building, Normal Building Category, EXPOSURE C 73% of endwall surfaces in interior zone 27% of endwall surfaces in end zone within 12 feet of wall corners Velocity pressure coefficient ( Kh ) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 901885 Directionality Factor Kd ) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 85 Importance Factor ( I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Basic Pressure ( Qh . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 . 89627 Topographic factor Kzt at mean roof height = 1 . 0000 Windward wall . . . . . . . . . . . . . . . . . . . . . . [GCpf-GCpil = 0 . 6360 P= 10 . 110 psf Leeward wall . . . . . . . . . . . . . . . . . . . . . . . [GCpf-GCpil = -0 .1473 P= -2 .342 psf Roof Brace External loading Brc T Brc T Brc strut spans applied to strut line Total /bay Allow --------- ----- --------------------------- ------ ------ ------ PLANE RPC: 1 0 . 934 TOTAL 0 . 758 @ FRAME LINE 1 0 . 176 @ FRAME LINE 4 0 .625011 ROD 15 . 0001 Transfered 5 . 169 6 .47 6 .47 7 .48 2 2 .315 TOTAL 1 . 880 @ FRAME LINE 1 0 .435 @ FRAME LINE 4 0 .500011 ROD 20 . 0001 Transfered 2 .854 4 . 04 4 . 04 4 . 79 3 2 . 854 TOTAL 2 .317 @ FRAME LINE 1 0 . 537 @ FRAME LINE 4 0 .500011 ROD 10 . 000 , Transfered = 0 . 000 0 . 00 0 . 00 4 . 79 4 0 . 000 TOTAL 0 . 500011 ROD 10 . 000 , Transfered = 0 . 000 0 . 00 0 . 00 4 . 79 5 2 . 854 TOTAL 2 .317 @ FRAME LINE 1 0 .537 @ FRAME LINE 4 0 .500011 ROD 20 . 0001 Transfered 2 .854 4 . 04 4 . 04 4 . 79 6 2 .315 TOTAL 1 . 880 �E LINE 1 0 .435 0@0RAME LINE 4 0 .6250" ROD 15 . 000 ' Transfered 5 .169 6 .47 6 .47 7 .48 7 0 . 934 TOTAL 0 .758 @ FRAME LINE 1 0 . 176 @ FRAME LINE 4 PLANE RPA: --------- ----- --------------------------- ------ ------ ------ Star Building Systems, OK 0 Page: 7 Bracing Design Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4 . 1 . 1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 10 :24 :49 R: \Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\runol\ -------------------------------------------------------------------------------- MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 5 . 169 Transfered from roof Tier 2 20 . 001 0 . 934 TOTAL 0 .758 @ FRAME LINE 1 0 . 176 @ FRAME LINE 4 Transfered = 6 . 103 Load / Bay = 6 . 10 / 1 bays 6 . 10 Brace T / Bay = 6 .48 Rod Design = 0 .500011 CABLE Brace Allowable = 13 .45 Tier 1 12 . 851 0 . 000 TOTAL Transfered 6 . 103 ** See portal frame for load application Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWA: Line 7 5 . 169 Transfered from roof Tier 2 20 . 001 0 . 934 TOTAL 0 . 758 @ FRAME LINE 1 0 . 176 @ FRAME LINE 4 Transfered = 6 . 103 Load / Bay = 6 . 10 / 1 bays 6 . 10 Brace T / Bay = 6 .48 Rod Design = 0 . 500011 CABLE Brace Allowable = 13 .45 Tier 1 12 . 851 0 . 000 TOTAL Transfered 6 . 103 See portal frame for load application Star Building Systems, OK 10 Page: 8 Bracing Design Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4 . 1 . 1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 10 :24 :49 R: \Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\runol\ ------------------------------------------------------------------------------- MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2009 International Building Code Windforce-resistance System Per: 2005 ASCE 7 Longitudinal wind loading case 2 (Endwall EWD is windward endwall) 90 mph Main framing wind load and coefficients Fully Enclosed Building, Normal Building Category, EXPOSURE C 73% of endwall surfaces in interior zone 27% of endwall surfaces in end zone within 12 feet of wall corners Velocity pressure coefficient ( Kh ) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 901885 Directionality Factor Kd ) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 85 Importance Factor ( I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Basic Pressure ( Qh . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15. 89627 Topographic factor Kzt at mean roof height = 1 . 0000 Windward wall . . . . . . . . . . . . . . . . . . . . . . [GCpf-GCpil = 0 . 6360 P= 10 . 110 psf Leeward wall . . . . . . . . . . . . . . . . . . . . . . . [GCpf-GCpil = -0 .1473 P= -2 .342 psf Roof Brace External loading Brc T Brc T Brc strut spans applied to strut line Total /bay Allow --------- ----- --------------------------- ------ ------ ------ PLANE RPC: 1 0 . 934 TOTAL 0 . 176 @ FRAME LINE 1 0 .758 @ FRAME LINE 4 0 . 625011 ROD 15 . 0001 Transfered 5 .169 6 .47 6 .47 7 .48 2 2 .315 TOTAL 0 .435 @ FRAME LINE 1 1 . 880 @ FRAME LINE 4 0 .500011 ROD 20 . 0001 Transfered 2 . 854 4 . 04 4 . 04 4 . 79 3 2 . 854 TOTAL 0 . 537 @ FRAME LINE 1 2 .317 @ FRAME LINE 4 0 . 500011 ROD 10 . 000 , Transfered = 0 . 000 0. 00 0 . 00 4 . 79 4 0 . 000 TOTAL 0 . 500011 ROD 10 . 000 , Transfered = 0 . 000 0 . 00 0 . 00 4 . 79 5 2 . 854 TOTAL 0 .537 @ FRAME LINE 1 2 .317 @ FRAME LINE 4 0 . 500011 ROD 20 . 0001 Transfered 2 . 854 4 . 04 4 . 04 4 . 79 6 2 .315 TOTAL 0 .435111VE LINE 1 0 1. 880 @ FRAME LINE 4 0 .6250" ROD 15 . 000 ' Transfered 5 . 169 6 .47 6 .47 7 .48 7 0 . 934 TOTAL 0 . 176 @ FRAME LINE 1 0 .758 @ FRAME LINE 4 PLANE RPA: --------- ----- --------------------------- ------ ------ ------ Star Building Systems, OK 0 Page: 9 Bracing Design Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4 . 1 . 1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 10 :24 :49 R: \Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\run0l\ ------------------------------------------------------------------------------- MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 5 .169 Transfered from roof Tier 2 20 . 001 0 . 934 TOTAL 0 . 176 @ FRAME LINE 1 0 .758 @ FRAME LINE 4 Transfered = 6 . 103 Load / Bay = 6 . 10 / 1 bays 6 . 10 Brace T / Bay = 6 .48 Rod Design =' 0 .500011 CABLE Brace Allowable = 13 .45 Tier 1 12 . 851 0 . 000 TOTAL Transfered 6 . 103 See portal frame for load application Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWA: Line 7 5 . 169 Transfered from roof Tier 2 20 . 001 0 . 934 TOTAL 0 . 176 @ FRAME LINE 1 0 . 758 @ FRAME LINE 4 Transfered = 6 .103 Load / Bay = 6 . 10 / 1 bays 6 . 10 Brace T / Bay = 6 .48 Rod Design -- 0 . 500011 CABLE Brace Allowable = 13 .45 Tier 1 12 . 851 0 . 000 TOTAL Transfered 6 . 103 See portal frame for load application Star Building Systems, 0 OK Page: 10 Bracing Design Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4 .1 . 1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 10 :24 :49 R: \Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\run0l\ ------------------------------------------------------------------------------- MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2009 International Building Code Seismic-resistance System Per: 2009 International Building Code Longitudinal seismic loading case 1 (PLANE EWB endwall to opposite endwall is force direction) Soil Profile Type. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Seismic design category. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Mapped spectral response accel . for short periods (Ss) . . . . . . . . . . . . . . 1.205 Mapped spectral response accel . for 1 second periods (Si) . . . . . . . . . . . 0 . 547 Design , 5% damped spectral response accel . at short periods (Sds) 0 . 817793 Design , 5% damped spectral response accel . at period 1 sec. (Sdi) 0 . 547 Longitudinal Building Period (T) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 33 Seismic Reliability/Redundancy Factor. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 .3 Seismic Importance Factor (I) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Building minimum longitudinal R value. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 .5 Building minimum transverse R value. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 .5 Roof dead load included in Seismic force "W" (psf) . . . . . . . . . . . . . . . . . . 4 . 559 Roof collateral load included in Seismic force "W" (psf) . . . . . . . . . . . . 6 . 000 Roof Brace External loading (W) . 7rhoV Brc T Brc T Brc strut spans applied to strut line Total /bay Allow --------------------------- ------ ------ ------ ------ PLANE RPC: 1 17 . 170 TOTAL 10 .340 @ FRAME LINE 1 2 . 095 @ BAY 1, 2, 3 0 .546 @ FRAME LINE 4 0 . 625011 ROD 15 . 0001 Transfered 26 .526 5 . 64 7 . 06 7 . 06 7 .48 2 12 .370 TOTAL 3 . 696 @ BAY 1, 2, 3 1 .283 @ FRAME LINE 4 0 . 500011 ROD 20 . 0001 Transfered 14 . 155 3 . 01 4 .26 4 .26 4 . 79 3 10 .615 TOTAL 3 . 168 @ BAY 1, 2, 3 1 . 112 @ FRAME LINE 4 0 .500011 ROD 10 . 000 , Transfered 3 . 540 0 . 75 0 . 84 0 .84 4 . 79 4 7 . 081 TOTAL 2 . 112 @ BAY 1, 2, 3 0 .745 @ FRAME LINE 4 0 .500011 ROD 10 . 000 , Transfered 3 .540 0 .75 0 . 84 0 . 84 4 .79 5 10 .615 TOTAL 3 . 168 @ BAY 1, 2, 3 1 . 112 @ FRAME LINE 4 0 . 500011 ROD 20 . 0001 Transfered 14 . 155 3 .01 4 .26 4 .26 4 .79 6 12 .370 L 3 .696 *(�� 7�Y 1, 2, 3 1 .283 @ FRAME LINE 4 0 . 6250" ROD 15 . 000 , Transfered 26 .526 5 .64 7 . 06 7 . 06 7 .48 7 17 . 170 TOTAL 10 .340 @ FRAME LINE 1 2 . 095 @ BAY 1, 2, 3 0 . 546 @ FRAME LINE 4 PLANE RPA: --------- ----- --------------------------- ------ ------ ------ ------ - Using ASCE7-05 Eq(12 . 8-2) Sds/ (R/I)W R=3 . 50 Roof bracing load E=rhoV; rho=1 .30 Star Building Systems, 0 OK 0 Page: 11 Bracing Design Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4 .1 . 1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 10 :24 :49 R: \Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\run0l\ ------------------------------------------------------------------------------- MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 26 .526 Transfered from roof Tier 2 20 . 001 17 . 170 TOTAL 10 .340 @ FRAME LINE 1 2 . 095 @ BAY 1, 2, 3 0 . 546 @ FRAME LINE 4 Transfered = 43 .696 Weight (W) V = Using ASCE7-05 Eq(12 . 8-2) Sds/ (R/I)W R=3 .50 V = (0 . 82) / ( (3 .50) / (1 . 00) ) (43 . 70) = 10 .21 0 .7*Omega*V = 0 . 7*2 . 00*10 .210 14 .29 Brace T 15 . 18 Brace T Bay = 15 .18 / 1 bays 15 . 18 Rod Design = 0 . 500011 CABLE Brace Allowable = 19 .37 Tier 1 12 . 851 0 . 000 TOTAL Transfered = 10 .21 ** See portal frame for load application Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWA: Line 7 26 . 526 Transfered from roof Tier 2 20 . 001 17 . 170 TOTAL 10 .340 @ FRAME LINE 1 2 . 095 @ BAY 1, 2, 3 0 . 546 @ FRAME LINE 4 Transfered = 43 . 696 Weight (W) V = Using ASCE7-05 Eq(12 . 8-2) Sds/ (R/I)W R=3 .50 V = (0 . 82) / ( (3 . 50) / (1. 00) ) (43 .70) = 10 .21 0 . 7*Omega*V = 0 .7*2 . 00*10 .210 14 .29 Brace T 15 . 18 Brace T Bay = 15 . 18 / 1 bays 15 . 18 Rod Design = 0 .500011 CABLE 0 e Allowable = 19 .37 0 Tier 1 12 . 851 0 . 000 TOTAL Transfered = 10 .21 See portal frame for load application Star Building Systems, OK Page: 12 Bracing Design Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4 . 1 . 1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 10 :24 :49 R: \Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\run0l\ ------------------------------------------------------------------------------- MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2009 International Building Code Seismic-resistance System Per: 2009 International Building Code Longitudinal seismic loading case 2 (PLANE EWD endwall to opposite endwall is force direction) Soil Profile Type. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Seismic design category. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Mapped spectral response accel . for short periods (Ss) . . . . . . . . . . . . . . 1.205 Mapped spectral response accel . for 1 second periods (Si) . . . . . . . . . . . 0 . 547 Design 5% damped , spectral response accel . at short periods (Sds) 0 .817793 Design 5% damped , spectral response accel . at period 1 sec. (Sdi) 0 . 547 Longitudinal Building Period (T) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 .33 Seismic Reliability/Redundancy Factor. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.3 Seismic Importance Factor (I) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Building minimum longitudinal R value . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 . 5 Building minimum transverse R value . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 . 5 Roof dead load included in Seismic force "W" (psf) . . . . . . . . . . . . . . . . . . 4 . 559 Roof collateral load included in Seismic force "W" (psf) . . . . . . . . . . . . 6 . 000 Roof Brace External loading (W) . 7rhoV Brc T Brc T Brc strut spans applied to strut line Total /bay Allow --------- ----- --------------------------- ------ ------ ------ ------ PLANE RPC: 1 17 . 170 TOTAL 10 .340 @ FRAME LINE 1 2 . 095 @ BAY 1, 2, 3 0 . 546 @ FRAME LINE 4 0 .625011 ROD 15 . 0001 Transfered 26 . S26 5 .64 7 . 06 7 . 06 7 .48 2 12 .370 TOTAL 3 . 696 @ BAY 1, 2, 3 1 .283 @ FRAME LINE 4 0 .500011 ROD 20 . 0001 Transfered 14 . 155 3 . 01 4 . 26 4 .26 4 . 79 3 10 . 615 TOTAL 3 . 168 @ BAY 1, 2, 3 1 . 112 @ FRAME LINE 4 0 .500011 ROD 10 . 000 , Transfered 3 . 540 0 .75 0. 84 0 . 84 4 . 79 4 7 . 081 TOTAL 2 . 112 @ BAY 1, 2, 3 0 .745 @ FRAME LINE 4 0 .500011 ROD 10 . 000 , Transfered 3 .540 0. 75 0 . 84 0 . 84 4 .79 5 10 .615 TOTAL 3 .168 @ BAY 1, 2, 3 1. 112 @ FRAME LINE 4 0 . 500011 ROD 20 . 0001 Transfered 14 . 155 3 . 01 4 .26 4 .26 4 . 79 6 12 .370 &L 3 . 696 @ BAY 1, 2, 3 1 .283 @ FRAME LINE 4 0 . 6250" ROD 15 . 000 ' Transfered 26 . 526 5 . 64 7 . 06 7 . 06 7 .48 7 17 . 170 TOTAL 10 .340 @ FRAME LINE 1 2 . 095 @ BAY 1, 2, 3 0 . 546 @ FRAME LINE 4 PLANE RPA: --------- ----- --------------------------- ------ ------ ------ ------ - Using ASCE7-05 Eq(12 . 8-2) Sds/ (R/I)W R=3 . 50 Roof bracing load E=rhoV; rho=1. 30 Star Building Systems, 0 OK Page: 13 Bracing Design Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4 . 1 . 1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 10 :24 :49 R: \Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\run0l\ ------------------------------------------------------------------------------- MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 26 .526 Transfered from roof Tier 2 20 . 001 17 . 170 TOTAL 10 .340 @ FRAME LINE 1 2 . 095 @ BAY 1, 2, 3 0 . 546 @ FRAME LINE 4 Transfered = 43 . 696 Weight (W) V = Using ASCE7-05 Eq(12 . 8-2) Sds/ (R/I)W R=3 .50 V = (0 . 82) / ( (3 .50) / (1. 00) ) (43 . 70) = 10 .21 0 .7*Omega*V = 0 . 7*2 . 00*10 .210 14 .29 Brace T 15 . 18 Brace T Bay = 15 . 18 / 1 bays 15 . 18 Rod Design = 0 .500011 CABLE Brace Allowable = 19 . 37 Tier 1 12 . 851 0 . 000 TOTAL Transfered = 10 .21 ** See portal frame for load application Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWA: Line 7 26 . 526 Transfered from roof Tier 2 20 . 001 17 .170 TOTAL 10 . 340 @ FRAME LINE 1 2 . 095 @ BAY 1, 2, 3 0 .546 @ FRAME LINE 4 Transfered = 43 . 696 Weight (W) V = Using ASCE7-05 Eq(12 . 8-2) Sds/ (R/I)W R=3 . 50 V = (0 . 82) / ( (3 . 50) / (1. 00) ) (43 . 70) = 10 .21 0 .7*Omega*V = 0 . 7*2 . 00*10 .210 14 .29 Brace T 15 . 18 Brace T Bay = 15 . 18 / 1 bays 15 . 18 Rod Design = 0 .500011 CABLE &e Allowable = 19 .37 Tier 1 12 . 851 0 . 000 TOTAL Transfered = 10 .21 See portal frame for load application Star Building Systems, OK Page: 14 Bracing Design Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4 . 1 . 1 run0l Date: 05/22/12 manufacturing Plant - NCI Start Time: 10 :24 :49 R: \Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\run0l\ ------------------------------------------------------------------------------- MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN ROOF STRUT LINE DESIGN BLDG-A ROOF BRACING PURLIN STRUT NO. 2 ANALYSIS OF PURLIN LINE 4 ON ROOF PLANE RPC LOAD COMBINATIONS 1) 0 .60D + W3-1 2) 0 . 60D + W3-2 3) 0 . 60D + W4-1 4) 0 . 60D + W4-2 5) D + C + 3/4S + 3/4W3-1 6) D + C + 3/4S + 3/4W3-2 7) D + C + 3/4S + 3/4W4-1 8) D + C + 3/4S + 3/4W4-2 9) 1 . 11D + 1 . 11C + 0 . 91E3-1 10) 1. 11D + 1 . 11C + 0 . 91E4-1 WHERE D = DEAD LOAD C = COLLATERAL LOAD S = DESIGN SNOW LOAD L = LIVE LOAD W3-1= WIND CASE 1, POSITIVE INTERNAL PRESSURE W3-2= WIND CASE 1, NEGATIVE INTERNAL PRESSURE W4-1= WIND CASE 2, POSITIVE INTERNAL PRESSURE W4-2= WIND CASE 2, NEGATIVE INTERNAL PRESSURE E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext . Lengths (feet) StifReq Combination & Check Ratio ---- ------ ---------------------------- ------- ------------------------- LE 7 . 167 12X3 . 5Z14 5 . 000 6 0 .366 bending 10 L/1311 deflection 1 18 . 833 12X3 . SZ14 5 . 000 0 1 .4791 6 0 .365 shear+bending 6 L/2409 deflection 2 20 . 000 12X3 . 5Z14 5 . 000 1.4791 1.4791 10 0 . 727 axial+bending 8 L/6936 deflection 3 18 . 833 12X3 . 5Z14 5 . 000 1 .479 8 0 .436 shear+bending 8 L/1674 deflection RE 1. 167 12X3 . 5Z14 5 . 000 8 0 . 042 shear+bending 8 L/ 448 deflection Total line design weight is 341 .2 lbs . Star Building Systems, OK 0 Page: 15 Bracing Design Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4 . 1 . 1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 10 :24 : 50 R: \Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\run0l\ ------------------------------------------------------------------------------- MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN ROOF STRUT LINE DESIGN BLDG-A ROOF BRACING PURLIN STRUT NO. 3 ANALYSIS OF PURLIN LINE 8 ON ROOF PLANE RPC LOAD COMBINATIONS 1) 0 .60D + W3-1 2) 0 . 60D + W3-2 3) 0 . 60D + W4-1 4) 0 . 60D + W4-2 5) D + C + 3/4S + 3/4W3-1 6) D + C + 3/4S + 3/4W3-2 7) D + C + 3/4S + 3/4W4-1 8) D + C + 3/4S + 3/4W4-2 9) 1 . 11D + 1 . 11C + 0 . 91E3-1 10) 1 . 11D + 1 . 11C + 0 . 91E4-1 WHERE D = DEAD LOAD C = COLLATERAL LOAD S = DESIGN SNOW LOAD L = LIVE LOAD W3-1= WIND CASE 1, POSITIVE INTERNAL PRESSURE W3-2= WIND CASE 1, NEGATIVE INTERNAL PRESSURE W4-1= WIND CASE 2, POSITIVE INTERNAL PRESSURE W4-2= WIND CASE 2, NEGATIVE INTERNAL PRESSURE E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext . Lengths (feet) StifReq Combination & Check Ratio ---- ------ ---------------------------- ------- ------------------------- LE 7 . 167 12X3 . 5Z14 5 . 000 6 0 . 366 bending 10 L/1311 deflection 1 18 . 833 12X3 . SZ14 5 . 000 0 1 .4791 3 0 .372 axial+bending 6 L/2409 deflection 2 20 . 000 12X3 . 5Z14 5 . 000 1.4791 1 .4791 8 0 .411 shear+bending 8 L/6936 deflection 3 18 . 833 12X3 . 5Z14 5 . 000 1 .479 8 0 .436 shear+bending 8 L/1674 deflection RE 1 . 167 12X3 . SZ14 5 . 000 8 0 . 042 shear+bending 8 L/ 448 deflection Total line design weight is 341 .2 lbs . Star Building Systems, OK 0 Page: 16 Bracing Design Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4 . 1 .1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 10 :24 : 50 R: \Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\runol\ ------------------------------------------------------------------------------- MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN ROOF STRUT LINE DESIGN BLDG-A ROOF BRACING PURLIN STRUT NO. 4 ANALYSIS OF PURLIN LINE 10 ON ROOF PLANE RPC LOAD COMBINATIONS 1) 0 . 60D + W3-1 2) 0 . 60D + W3-2 3) 0 . 60D + W4-1 4) 0 . 60D + W4-2 5) D + C + 3/4S + 3/4W3-1 6) D + C + 3/4S + 3/4W3-2 7) D + C + 3/4S + 3/4W4-1 8) D + C + 3/4S + 3/4W4-2 9) 1 . 11D + 1 . 11C + 0 . 91E3-1 10) 1. 11D + 1 . 11C + 0 . 91E4-1 WHERE D = DEAD LOAD C = COLLATERAL LOAD S = DESIGN SNOW LOAD L = LIVE LOAD W3-1= WIND CASE 1, POSITIVE INTERNAL PRESSURE W3-2= WIND CASE 1, NEGATIVE INTERNAL PRESSURE W4-1= WIND CASE 2, POSITIVE INTERNAL PRESSURE W4-2= WIND CASE 2, NEGATIVE INTERNAL PRESSURE E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext . Lengths (feet) StifReq Combination & Check Ratio ---- ------ ---------------------------- ------- ------------------------- LE 7 . 167 12X3 . 5Z14 3 . 744 6 0 .281 bending 10 L/1773 deflection 1 18 . 833 12X3 .5Z14 3 .744 0 1.4791 6 0 .278 shear+bending 6 L/3180 deflection 2 20 . 000 12X3 . 5Z14 3 . 744 1 .4791 1.4791 8 0 .313 shear+bending 8 L/9086 deflection 3 18 . 833 12X3 . 5Z14 3 . 744 1 .479 8 0 .332 shear+bending 8 L/2199 deflection RE 1. 167 12X3 . 5Z14 3 . 744 8 0 . 032 shear+bending 8 L/ 589 deflection Total line design weight is 341 .2 lbs. Star Building Systems, OK 0 Page: 17 Bracing Design Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4 . 1 . 1 run0l Date: OS/22/12 Manufacturing Plant - NCI Start Time: 10 :24 :Sl R: \Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\run0l\ ------------------------------------------------------------------------------- MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN ROOF STRUT LINE DESIGN BLDG-A ROOF BRACING PURLIN STRUT NO. 5 ANALYSIS OF PURLIN LINE 8 ON ROOF PLANE RPA LOAD COMBINATIONS 1) 0 .60D + W3-1 2) 0 . 60D + W3-2 3) 0 .60D + W4-1 4) 0 . 60D + W4-2 5) D + C + 3/4S + 3/4W3-1 6) D + C + 3/4S + 3/4W3-2 7) D + C + 3/4S + 3/4W4-1 8) D + C + 3/4S + 3/4W4-2 9) 1 .11D + 1 . 11C + 0 . 91E3-1 10) 1. 11D + 1 . 11C + 0 . 91E4-1 WHERE D = DEAD LOAD C = COLLATERAL LOAD S = DESIGN SNOW LOAD L = LIVE LOAD W3-1= WIND CASE 1, POSITIVE INTERNAL PRESSURE W3-2= WIND CASE 1, NEGATIVE INTERNAL PRESSURE W4-1= WIND CASE 2, POSITIVE INTERNAL PRESSURE W4-2= WIND CASE 2, NEGATIVE INTERNAL PRESSURE E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext . Lengths (feet) StifReq Combination & Check Ratio ---- ------ ---------------------------- ------- ------------------------- LE 1 . 167 12X3 . 5Z14 5 . 000 8 0 . 042 shear+bending 8 L/ 448 deflection 1 18 . 833 12X3 . 5Z14 5 . 000 0 1 .4791 8 0 .436 shear+bending 8 L/1674 deflection 2 20 . 000 12X3 . SZ14 5 . 000 1 .4791 1 .4791 8 0 .411 shear+bending 8 L/6936 deflection 3 18 . 833 12X3 . 5Z14 5 . 000 1 .479 3 0 .372 axial+bending 6 L/2409 deflection RE 7 . 167 12X3 . 5Z14 5 . 000 6 0 .366 bending 10 L/1311 deflection Total line design weight is 341 .2 lbs. Star Building Systems, 0, OK Page: 18 Bracing Design Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4 . 1 . 1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 10 :24 :51 R: \Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\run0l\ ------------------------------------------------------------------------------- MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN ROOF STRUT LINE DESIGN BLDG-A ROOF BRACING PURLIN STRUT NO. 6 ANALYSIS OF PURLIN LINE 4 ON ROOF PLANE RPA LOAD COMBINATIONS 1) 0 .60D + W3-1 2) 0. 60D + W3-2 3) 0 . 60D + W4-1 4) 0 .60D + W4-2 5) D + C + 3/4S + 3/4W3-1 6) D + C + 3/4S + 3/4W3-2 7) D + C + 3/4S + 3/4W4-1 8) D + C + 3/4S + 3/4W4-2 9) 1. 11D + 1 .11C + 0 . 91E3-1 10) 1 .11D + 1 . 11C + 0 . 91E4-1 WHERE D = DEAD LOAD C = COLLATERAL LOAD S = DESIGN SNOW LOAD L = LIVE LOAD W3-1= WIND CASE 1, POSITIVE INTERNAL PRESSURE W3-2= WIND CASE 1, NEGATIVE INTERNAL PRESSURE W4-1= WIND CASE 2, POSITIVE INTERNAL PRESSURE W4-2= WIND CASE 2, NEGATIVE INTERNAL PRESSURE E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext . Lengths (feet) StifReq Combination & Check Ratio ---- ------ ---------------------------- ------- ------------------------- LE 1 . 167 12X3 . 5Z14 5 . 000 8 0 . 042 shear+bending 8 L/ 448 deflection 1 18 . 833 12X3 . 5Z14 5 . 000 0 1.4791 8 0 .436 shear+bending 8 L/1674 deflection 2 20 . 000 12X3 .5Z14 5 . 000 1.4791 1.4791 10 0 .727 axial+bending 8 L/6936 deflection 3 18 . 833 12X3 . 5Z14 5 . 000 1 .479 6 0 .365 shear+bending 6 L/2409 deflection RE 7 . 167 12X3 .5Z14 5 . 000 6 0 .366 bending 10 L/1311 deflection Total line design weight is 341.2 lbs. Star Building Systems, 10, OK 0 Page: 19 Bracing Design Program User: axkhanna Job Number: 8070-8A Design Summary Report Version: 4 . 1 . 1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 10 :24 : 51 R: \Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\run0l\ ------------------------------------------------------------------------------- MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN EAVE STRUT LINE DESIGN BLDG-A ROOF BRACING EAVE STRUT NO. 1 ANALYSIS OF EAVE STRUT LINE ON WALL PLANE SWC LOAD COMBINATIONS : 1) WS3 2) WS4 3) 0 . 91ES3 4) 0 . 91ES4 WHERE : WS3 = WIND LOAD FROM PLANE EWB WS4 = WIND LOAD FROM PLANE EWD ES3 = SEISMIC LOAD FROM PLANE EWB ES4 = SEISMIC LOAD FROM PLANE EWD Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio ---- ------ ---------------------------- ------- ------------------------ 1 18 . 833 12X3 .5E14 4 0 . 082 axial 3 0 . 176 connection 2 20 . 000 12X3 . 5E14 (DOUBLE) 3 0 .641 axial 3 0 . 773 connection 3 18 . 833 12X3 . 5E14 3 0 .388 axial 4 0 . 830 connection 2 20 . 000 12X3 .5Z14 (DOUBLE) 3 0 .745 axial 3 0 .685 connection Star Building Systems, 0, OK 0 Page: 20 Bracing Design Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4 . 1 . 1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 10 :24 : 52 R: \Jobs\Active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\run0l\ ------------------------------------------------------------------------------- MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN EAVE STRUT LINE DESIGN BLDG-A ROOF BRACING EAVE STRUT NO. 7 ANALYSIS OF EAVE STRUT LINE ON WALL PLANE SWA LOAD COMBINATIONS 1) WS3 2) WS4 3) 0 . 91ES3 4) 0 . 91ES4 WHERE WS3 = WIND LOAD FROM PLANE EWB WS4 = WIND LOAD FROM PLANE EWD ES3 = SEISMIC LOAD FROM PLANE EWB ES4 = SEISMIC LOAD FROM PLANE EWD Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext . Lengths (feet) StifReq Combination & Check Ratio ---- ------ ---------------------------- ------- ------------------------ 1 18 . 833 12X3 . 5E14 3 0 .388 axial 4 0 . 830 connection 2 20 . 000 12X3 . 5E14 (DOUBLE) 3 0 .641 axial 3 0 .773 connection 3 18 . 833 12X3 . 5E14 4 0 . 082 axial 3 0 . 176 connection 2 20 . 000 12X3 . 5Z14 (DOUBLE) 3 0 . 745 axial 3 0 .685 connection Star Building Systems, OK Page: 21 Bracing Design Program User: axkhanna Job Number: 80708A Design Summary Report Version: 4 . 1 . 1 run0l Date: 05/22/12 Manufacturing Plant - NCI Start Time: 10 :24 : 52 R: \Jobs\Active\ENG\12-3-80708\verOl-axkhanna\Bldg-A\run0l\ ------------------------------------------------------------------------------- MAIN BUILDING LONGITUDINAL BRACING DESIGN LONGITUDINAL BRACING DESIGN SUMMARY Roof Bracing: Brace Bay 3 Bay 2 Bay 1 Strut Spans 20. 000 feet 20 . 000 feet 20 . 000 feet ---------- ----- ------------- ------------- ------------- PLANE RPC: 1 12X3 . 5E14 12X3 .SE14 12X3 . 5E14 15 . 0001 0 . 625011 ROD 2 12X3 . 5Z14 12X3 .5Z14 12X3 . 5Z14 20 . 0001 0 . 500011 ROD 3 12X3 . 5Z14 12X3 .5Z14 12X3 .5Z14 10 . 000 , 0.500011 ROD 4 12X3 . 5Z14 12X3 .5Z14 12X3 .5Z14 10 . 000 , 0 .500011 ROD 5 12X3 . 5Z14 12X3 . 5Z14 12X3 .5Z14 20 . 0001 0 . 500011 ROD 6 12X3 . 5Z14 12X3 . 5Z14 12X3 .5Z14 15 . 0001 0 . 625011 ROD 7 12X3 . 5E14 12X3 . 5E14 12X3 .5E14 PLANE RPA: ---------- ----- ------------- ------------- ------------- Brace Bay 1 Bay 2 Bay 3 Sidewall Bracing: Brace Bay 3 Bay 2 Bay 1 Strut Spans 20 . 000 feet 20 . 000 feet 20 . 000 feet ---------- ----- ------------- ------------- ------------- PLANE SWC: 1 12X3 . 5E14 12X3 . 5E14* 12X3 .5E14 7 . 1461 0 . 500011 CABLE 12 . 8541 PORTAL FRAME ---------- ----- ------------- ------------- ------------- Brace Bay 1 Bay 2 Bay 3 Strut Spans 20 . 000 feet 20 . 000 feet 20 . 000 feet ---------- ----- ------------- ------------- ------------- PLANE SWA: 7 12X3 . 5E14 12X3 .5E14* 12X3 . SE14 7 . 1461 0 . 500011 CABLE 12 . 8541 PORTAL FRAME ---------- ----- ------------- ------------- ------------- Double Purlin Strut Star Building Systems, 0 OK User: Onna Page: F2- 24 R-Frame Design Program - Version v4 . 1 Job : 80708A Seismic Summary Report File: frames-1-4 . fra Date: 5/22/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 14 : 03 : 01 -------------------------------------------------------------------------------- Main Seismic Force Resisting System Per seismic frame line 1-4 ASCE 7 Standard 2005 Edition Standard Use Category Building for Seismic Loadings Seismic Loads Required for Building . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Response Acceleration Coeff . , for Short Periods [Ss] (%g) . . . . . . . . . . 120 .5000 Response Acceleration Coeff. , for 1 sec. Periods [Si] (%g) . . . . . . . . . 54 .7000 Long-period Transition Period Time [TLI (seconds) . . . . . . . . . . . . . . . . . . 16 . 0000 Seismic Performance Category . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Soil Profile Type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Seismic Site Coefficient [Fal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 0180 Seismic Site Coefficient [Fvl . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 .5000 Maximum Spectral Response Accel . , for Short Periods [Sms] (g) . . . . . . 1 .2267 Maximum Spectral Response Accel . , for 1 sec. Periods [Sm1j (g) . . . . . 0 . 8205 Design Spectral Response Accel . , for Short Periods [Sds] (g) . . . . . . . 0 . 8178 Design Spectral Response Accel . , for 1 sec. Periods [Sd11 (g) . . . . . . 0 . 5470 Seismic Response Modification Factor [R] . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 .5000 Seismic Importance Factor [I] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 0000 Storage/Equipment Areas and/or Service Rooms Exist . . . . . . . . . . . . . . . . . No Seismic Story Height [hn] (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21 . 8750 Seismic Fundamental Period [T] Used (seconds) . . . . . . . . . . . . . . . . . . . . . . 0 .3305 Seismic Overstrength Factor [OMEGAo] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 .5000 Longitudinal Seismic Redundancy/Reliability Factor [L-rhol . . . . . . . . . 1 .3000 Seismic Redundancy/Reliability Factor [rho] . . . . . . . . . . . . . . . . . . . . . . . . 1 .3000 Snow in Seismic Force Calculations [Used] M . . . . . . . . . . . . . . . . . . . . . . 0 . 00 Snow in Seismic Force Calculations [Min. Required] (%) . . . . . . . . . . . . . 0 . 00 Snow in Seismic Load Combinations [Used] (%) . . . . . . . . . . . . . . . . . . . . . . . 0 . 00 Snow in Seismic Load Combinations [Min. Required] (-.) . . . . . . . . . . . . . . 0 . 00 Mezz . Live load in Seismic Force Calculations [Used] M . . . . . . . . . . . 0 . 00 Mezz . Live load in Seismic Force Calculations [Min. Required] (%) . . 0 . 00 Mezz . Live load in Seismic Load Combinations [Used] (%) . . . . . . . . . . . . 100 . 00 Mezz . Live load in Seismic Load Combinations [Min. Required] M . . . 100 . 00 Building Height Limit (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65 . 0000 Seismic Story Drift Limit Factor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 0250 Seismic Story Drift Limit (in) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 . 0000 Seismic Deflection Amplification Factor [Cd] . . . . . . . . . . . . . . . . . . . . . . . 3 . 0000 Seismic Response Coefficient [Cs] Used . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 .2337 Seismic Story Drift [Cd*Drift/Importance Factor] (in) . . . . . . . . . . . . . . 2 . 994 Theta [Px*Delta/Vx/hx/Cd] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 005 Theta Max [ .5/BETA/Cd] where BETA=1 . 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 167 Roof Dead Load 10 . 676 Wall Weight 1 .200 Collateral Load 10 . 800 Snow Load 0 . 000 Rafter Crane Weight 0 . 000 ------------------------------------- Total Roof Weight 22 . 676 kip Total Roof Weight 22 .676 Mezzanine Weight 0 . 000 Col . Crane Weight 10 . 814 ------------------------------------- TOTAL Bldg Weight 33 .491 kips Seismic Coeff . 0 .2337 ------------------------------------- BASE SHEAR 7. 8253 kips Star Building Systems, OK User: 0 nna Page: F20- 1 R-Frame Design Program -fe�sion v4 . 1 Job : 80708A Input Data Echo File: frames-i .fra Date: 5/23/12 cs 90 ./20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 \\okcsxds0l\TS\Jobs\active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\ -------------------------------------------------------------------------------- VERSION v4 . 1 BRAND STAR DESCRIPTION cs 90 ./20 . /19 .417 20 . /90 . /25 . FRAME ID 20 frame line 1 # FRAME LEFT SIDE IS BLDG. PLANE SWC # AND FRAME RIGHT SIDE IS BLDG. PLANE SWA PRINT echo code loads base connection 1-deflection profile seismic detail flg-brace summary stiffeners pro_grplds OPTIMIZATION none *PLANT nci *JOB 80708A ANALYZE all *DATASET members brace combinations wind-array connection base BUILDING LABEL A LOCATION frame lines 1 LATERAL GRID LABEL 1 LONGITUDINAL GRID LABEL F A NUMBER FRAMES 1 *PRICE complete TYPE cs p cs 60 . 60 . WIDTH 90 . 45 . LENGTH 60 . EAVE 20 . *ROOF SLOPE 1. GIRT DEPTH 8 . 8 .25 *PURLIN DEPTH 12 . 12 .25 GIRT THICKNESS 0 . 059 *PURLIN THICKNESS 0 . 07 GIRT FLANGE 2 . 5 *PURLIN FLANGE 3 . 5 PURLIN STIFFNESS LEFT 117 .513 49 . 797 29. 349 25 . 033 *PURLIN STIFFNESS RIGHT 117 . 514 49 .797 29 .349 25 . 033 BUILDING CODE IB09 U=Normal P=Y DEAD LOAD 2 . 564 *COLLATERAL LOAD 6 . LIVE LOAD 20 . SNOW G=25 . T=1 . S=N WEL=51 . WER=51 . WML=51 . WMR=51 . WIND CODE AS05 SEISMIC CODE AS05 SEISMIC LOAD S1=54 .7 SS=120 .5 TL=16 . %CR=NORM %SR=NORM RHOL=1. 3 R=3 . 5 LOF=2 . TOF=2 . 5 RL=3 . 5 Cd=3 . Ct=0 . 028 SOIL PROFILE D SECOND ORDER FOA ROOF TRIBUTARY TR= 10 . WALL TRIBUTARY TR= 10 . S=O . E=20 . DESIGN ASD05 LATERAL BRACE LENGTH 20 . 00 STIFFNESS CHECK SNOW ONLY BOLT TIGHTENING Fully DEFLECTION ROOF L=180 . S=180 . W=180 . G=120 . DEFLECTION WALL L=60 . S=60 . W=60 . E=40 . C=100 . G=60. TW=60 . TE=50 . CANOPYL CFT=C FL=N PR=6 . LEN=66 . HT=20 . CS=1 . PD=12 .25 FT=0 .25 WH=8 . 163 CT=0 . 375 MN=5 . 0 . 178 BAY=19 .417 DL=3 . 821 LL=20 . SL=21 . US=5 .25 WL1=-23 . 6854 -1 .49 WL2=-23 .6854 -1.49 LWL1=-17 . 009 -1-. 07 LWL2=-10 . 9684 -0 .69 LWL3=-14 . 1477 -0 . 89 LWL4=-11 . 6043 -0 .73 WL3=-5 . 8816 -0 . 37 WL4=-5 . 8816 -0 .37 CANOPYR CFT=C FL=N PR=6 . LEN=66 . HT=20 . CS=1 . PD=12 .25 FT=0 .25 WH=8 . 163 CT=0 . 375 MN=5 . 0. 178 BAY=19 .417 DL=3 . 821 LL=20 . SL=21 . US=11 . 8446 WL1=-5 . 8816 0 .37 WL2=-5 . 8816 -0 .37 LWL1=-10 . 9684 -0 . 69 LWL2=-17 . 009 -1. 07 LWL3=-11 . 6043 -0 . 73 LWL4=-14 . 1477 -0 . 89 WL3=-23 . 6854 -1.49 WL4=-23 .6854 -1 .49 SYMKNEE CONNECTION SPLICE GUSSETS NA CRANE BCN=1 TY=T FU=N SU=B C HT= 12 . 8542 H CLR=l. V CLR=2 . X-L=4 .75 SPAN=80 . 5 VCDL= 0 . 946 0 . 946-VDMX=4 .6762 V:D-MN=4 .246-VTMX=9 . 1262 VTMN=4 .246 H L= 0 .488 H-R= 0 .488 '02 .4896 YV=10 . 6946 MW=O . I&F=8 . BRKT=Wl8X35 IMP= 0 . 1 BRACING SIDES LC=l RA=l RC=l BRACE ATTACHMENT FLANGE GIRT SPACING 7 .3333 5 . 1667 GIRT BRACE N N PURLIN SPACING 2@4 .378 7@5 . PURLIN BRACE C C C N C N C N C LEFT COLUMN BASE W=8 . T=0 .625 L=12 . N=2 D=l . 10 . 34 .5 9 . 8 . 0 .3125 0 . 185 8 . 0 . 5 34 .5 34 . 5 0 . 8 . 0 . 3125 0 .25 8 . 0 . 625 LEFT RAFTER CONNECTION 0=2E I=2E W=8 . 6 . T=0 . 625 D=0 . 75 36 . 0 . 0 . 6 . 0 .25 0 . 156 6 . 0 . 375 0 . 17 .5 10 . 6 . 0 .25 0 . 156 6 . 0 .25 17 . 5 0 . 10 . 6 . 0 .25 0 . 134 6 . 0 .25 0 . 17 .5 10 . 6 . 0 .25 0 . 134 6 . 0 .25 CONNECTION 0=2E I=2E W=6 . T=0 .375 D=0 .75 SYMMETRICAL STRUCTURAL WIND LOAD WL1 15 . 896 0 .2200 -0 . 8700 -0 .5500 -0 .4700 45 . 000 Left WIND LOAD WL2 15 .896 0 . 5800 -0 . 5100 -0 . 1900 -0 . 1100 45 . 000 Left WIND LOAD LWL1 15 . 896 -0 .6300 -1 .2500 -0 . 8700 -0 . 6300 12 . 000 WIND LOAD LWL2 15 . 896 -0 . 6300 -0 . 8700 -1 .2500 -0 . 6300 78 . 000 WIND LOAD LWL3 15 . 896 -0 . 6300 -0 .7100 -0 .5500 -0 . 6300 12 . 000 WIND LOAD LWL4 15 . 896 -0 . 6300 -0 .5500 -0 .7100 -0 . 6300 78 . 000 WIND LOAD WL3 15 . 896 -0 .4700 -0 . 5500 -0 . 8700 0 .2200 45 . 000 Right WIND LOAD WL4 15 . 896 -0 . 1100 -0 . 1900 -0 .5100 0 . 5800 45 . 000 Right LOAD COMBINATIONS 1) 1 . DL 1. LL 1 . COLL 1 . ADW *DEFL 60 . 120 . *PDELTA L 2) 1 . DL 1 . LL 1. COLL 1 . ADW *DEFL 60 . 120 . *PDELTA R 3) 1 . DL 1 . LL 1 . COLL 1. ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA L 4) 1 . DL 1 . LL 1. COLL 1. ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA R 5) 1 . DL 1 . LL 1 . COLL 1 . ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA L 6) 1 . DL 1 . LL 1 . COLL 1. ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA R 7) 1 . DL 1 . COLL 1. SNOW 1. ADW *DEFL 60 . 120 . *PDELTA L 8) 1 . DL 1 . COLL 1. SNOW 1. ADW *DEFL 60 . 120 . *PDELTA R 9) 1 . DL 1 . COLL 1. SNOW 1. ADW 1. AlDlL *DEFL 100 . 120 . *PDELTA L 10) 1 . DL 1. COLL 1. SNOW 1. ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA R 11) 1 . DL 1 . COLL 1 . SNOW 1 . ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA L 12) 1 . DL 1. COLL 1. SNOW 1 . ADW 1. AlDlR *DEFL 100 . 120 . *PDELTA R 13) 1 . DL 1. COLL 1. ADW 1 . AlVlL 1 . AlHlR *DEFL 100 . 120 . *PDELTA L 14) 1 . DL 1 . COLL 1. ADW 1 . AlVlL 1 . AlHlR *DEFL 100 . 120 . *PDELTA R 15) 1 . DL 1. COLL 1. ADW 1 . AlVlL 1 . AlHlL *DEFL 100 . 120 . *PDELTA L 16) 1 . DL 1. COLL 1. ADW 1 . AlVlL 1 . AlHlL *DEFL 100 . 120 . *PDELTA R 17) 1 . DL 1. COLL 1. ADW 1 . AlVlR 1 . AlHlR *DEFL 100 . 120 . *PDELTA L 18) 1 . DL 1. COLL 1. ADW 1 . AlVlR 1 . AlHlR *DEFL 100 . 120 . *PDELTA R 19) 1 . DL 1. COLL 1. ADW 1 . AlVlR 1 . AlHlL *DEFL 100 . 120 . *PDELTA L 20) 1 . DL 1. COLL 1. ADW 1 . AlVlR 1 . AlHlL *DEFL 100 . 120. *PDELTA R 21) 1 . 11449 DL 0 . 91 EQ 1. 11449 ADW *DEFL 50 . 120 . *PDELTA L 22) 1 . 11449 DL 0 . 91 EQ 1. 11449 ADW *DEFL 50 . 120 . *PDELTA R 23) 1 .11449 DL -0 . 91 EQ 1 . 11449 ADW *DEFL 50 . 120 . *PDELTA L 24) 1 .11449 DL -0 .91 EQ 1 . 11449 ADW *DEFL 50 . 120 . *PDELTA R 25) 1 . 11449 DL 1 .11449 COLL 0 . 91 EQ 1 . 11449 ADW 1 .11449 AlDlL *DEFL 100 . 120 . *PDELTA L 26) 1 . 11449 DL 1 . 11449 COLL 0 . 91 EQ 1. 11449 ADW 1 . 11449 AlDlL *DEFL 100 . 120 . *PDELTA R 27) 1 . 11449 DL 1 . 11449 COLL -0 .91 EQ 1 . 11449 ADW 1. 11449 AlDlL *DEFL 100 . 120 . *PDELTA L 28) 1 . 11449 DL 1 . 11449 COLL -0 . 91 EQ 1 . 11449 ADW 1. 11449 AlDlL *DEFL 100 . 120 . *PDELTA R 29) 1 .11449 DL 1 . 11449 COLL 0 . 91 EQ 1 . 11449 ADW 1 . 11449 AlDlR *DEFL 100 . 120 . *PDELTA L 30) 1 . 11449 DL 1 .114409COLL 0 . 91 EQ 1 . 11449 ADW ;k449 AlDlR *DEFL 100 . 120 . *PDELTA R 31) 1 . 11449 DL 1 . 11449 COLL -0 . 91 EQ 1 . 11449 ADW 1 . 11449 AlDlR *DEFL 100 . 120 . *PDELTA L 32) 1 .11449 DL 1 . 11449 COLL -0 . 91 EQ 1. 11449 ADW 1. 11449 AlDlR *DEFL 100 . 120 . *PDELTA R 33) 0 .48551 DL 0 . 91 EQ 0.48551 ADW *DEFL 50 . 120 . *PDELTA L 34) 0 .48551 DL 0 . 91 EQ 0 .48551 ADW *DEFL 50 . 120 . *PDELTA R 35) 0 .48551 DL -0 . 91 EQ 0 .48551 ADW *DEFL 50 . 120 . *PDELTA L 36) 0 .48551 DL -0 . 91 EQ 0 .48551 ADW *DEFL 50 . 120 . *PDELTA R 37) 0 . 73644 DL 2 . 5 EQ 0 .73644 ADW *TYPE R *APP C *PDELTA L 38) 0 .73644 DL 2 . 5 EQ 0 .73644 ADW *TYPE R *APP C *PDELTA R 39) 0 . 73644 DL -2 . 5 EQ 0 . 73644 ADW *TYPE R *APP C *PDELTA L 40) 0 .73644 DL -2 . 5 EQ 0 . 73644 ADW *TYPE R *APP C *PDELTA R 41) 1 .36356 DL 1 .36356 COLL 2 . 5 EQ 1.36356 ADW 1. 36356 AlDlL *TYPE R *APP C *PDELTA L 42) 1 .36356 DL 1 .36356 COLL 2 . 5 EQ 1 . 36356 ADW 1 .36356 AlDlL *TYPE R *APP C *PDELTA R 43) 1 .36356 DL 1 .36356 COLL -2 .5 EQ 1 . 36356 ADW 1 .36356 AlDlL *TYPE R *APP C *PDELTA L 44) 1 .36356 DL 1 .36356 COLL -2 .5 EQ 1 .36356 ADW 1 .36356 AlDlL *TYPE R *APP C *PDELTA R 45) 1 .36356 DL 1 .36356 COLL 2 . 5 EQ 1 .36356 ADW 1. 36356 AlDlR *TYPE R *APP C *PDELTA L 46) 1 .36356 DL 1 .36356 COLL 2 . 5 EQ 1 .36356 ADW 1. 36356 AlDlR *TYPE R *APP C *PDELTA R 47) 1 .36356 DL 1 .36356 COLL -2 .5 EQ 1. 36356 ADW 1 .36356 AlDlR *TYPE R *APP C *PDELTA L 48) 1 .36356 DL 1 .36356 COLL -2 .5 EQ 1 . 36356 ADW 1 .36356 AlDlR *TYPE R *APP C *PDELTA R 49) 0 .73644 DL 2 .5 EQ 0 . 73644 ADW *TYPE R *APP B *PDELTA L 50) 0 . 73644 DL 2 .5 EQ 0 .73644 ADW *TYPE R *APP B *PDELTA R 51) 0 .73644 DL -2 .5 EQ 0 . 73644 ADW *TYPE R *APP B *PDELTA L 52) 0 .73644 DL -2 .5 EQ 0 . 73644 ADW *TYPE R *APP B -PDELTA R 53) 1 .36356 DL 1 .36356 COLL 2 . 5 EQ 1 .36356 ADW 1.36356 AlDlL *TYPE R *APP B *PDELTA L 54) 1 .36356 DL 1 .36356 COLL 2 . 5 EQ 1 .36356 ADW 1.36356 AlDlL *TYPE R *APP B *PDELTA R 55) 1 .36356 DL 1 .36356 COLL -2 . 5 EQ 1 .36356 ADW 1 .36356 AlDlL *TYPE R *APP B *PDELTA L 56) 1 .36356 DL 1 . 36356 COLL -2 . 5 EQ 1 .36356 ADW 1 .36356 AlDlL *TYPE R *APP B *PDELTA R 57) 1 .36356 DL 1 . 36356 COLL 2 . 5 EQ 1 .36356 ADW 1 .36356 AlDlR *TYPE R *APP B *PDELTA L 58) 1 .36356 DL 1 . 36356 COLL 2 . 5 EQ 1 .363S6 ADW 1. 36356 AlDlR *TYPE R *APP B *PDELTA R 59) 1 .36356 DL 1 .36356 COLL -2 . 5 EQ 1 .36356 ADW 1 .36356 AlDlR *TYPE R *APP B *PDELTA L 60) 1 .36356 DL 1 .36356 COLL -2 . 5 EQ 1 .36356 ADW 1 .36356 AlDlR *TYPE R *APP B *PDELTA R 61) 0 .73644 DL 3 . 5 EQ 0 .73644 ADW *TYPE R *APP K *PDELTA L 62) 0 .73644 DL 3 . 5 EQ 0 .73644 ADW *TYPE R *APP K *PDELTA R 63) 0 . 73644 DL -3 . 5 EQ 0 .73644 ADW *TYPE R *APP K *PDELTA L 64) 0 . 73644 DL -3 .5 EQ 0 . 73644 ADW *TYPE R *APP K *PDELTA R 65) 1 .36356 DL 1 .36356 COLL 3 . 5 EQ 1 .36356 ADW 1.36356 AlDlL *TYPE R *APP K *PDELTA L 66) 1 .36356 DL 1 .36356 COLL 3 .5 EQ 1 .36356 ADW 1 .36356 AlDlL *TYPE R *APP K *PDELTA R 67) 1 .36356 DL 1 .36356 COLL -3 .5 EQ 1 .36356 ADW 1 .36356 AlDlL *TYPE R *APP K *PDELTA L 68) 1 .36356 DL 1 .36356 COLL -3 .5 EQ 1. 36356 ADW 1.36356 AlDlL *TYPE R *APP K *PDELTA R 69) 1 .36356 DL 1 . 3635 0 L 3 . 5 EQ 1 . 36356 ADW &56 AlDlR *TYPE R *APP K *PDELTA L 70) 1 .36356 DL 1 .36356 COLL 3 . 5 EQ 1 .36356 ADW 1 .36356 AlDlR *TYPE R *APP K *PDELTA R 71) 1 .36356 DL 1 .36356 COLL -3 .5 EQ 1.36356 ADW 1 .36356 AlDlR *TYPE R *APP K *PDELTA L 72) 1 .36356 DL 1 .36356 COLL -3 .5 EQ 1. 36356 ADW 1 . 36356 AlDlR *TYPE R *APP K *PDELTA R 73) 1 . DL 1 . WL1 1 . ADW *DEFL 60 . 120 . *PDELTA L 74) 1 . DL 1 . WLI 1 . ADW *DEFL 60 . 120 . *PDELTA R 75) 1 . DL 1 . WL2 1 . ADW *DEFL 60 . 120 . *PDELTA L 76) 1 . DL 1. WL2 1 . ADW *DEFL 60 . 120 . .*PDELTA R 77) 1 . DL 1. LWL1 1. ADW *DEFL 60 . 120 . *PDELTA L 78) 1 . DL 1 . LWL1 1. ADW *DEFL 60 . 120 . *PDELTA R 79) 1 . DL 1 . LWL2 1 . ADW *DEFL 60 . 120 . *PDELT,A L 80) 1 . DL 1 . LWL2 1 . ADW *DEFL 60 . 120 . *PDELTA R 81) 1 . DL 1 . LWL3 1 . ADW *DEFL 60 . 120 . *PDELTA L 82) 1 . DL 1. LWL3 1 . ADW *DEFL 60 . 120 . *PDELTA R 83) 1 . DL 1. LWL4 1 . ADW *DEFL 60 . 120 . *PDELTA L 84) 1 . DL 1. LWL4 1. ADW *DEFL 60 . 120 . *PDELTA R 85) 1 . DL 1 . WL3 1 . ADW *DEFL 60 . 120 . *PDELTA L 86) 1 . DL 1 . WL3 1 . ADW *DEFL 60 . 120 . *PDELTA R 87) 1 . DL 1 . WL4 1 . ADW *DEFL 60 . 120 . *PDELTA L 88) 1 . DL 1 . WL4 1 . ADW *DEFL 60 . 120 . *PDELTA R 89) 0 .6 DL 1 . WL1 0 . 6 ADW *DEFL 60 . 120 . *PDELTA L 90) 0 . 6 DL 1 . WL1 0 . 6 ADW *DEFL 60 . 120 . *PDELTA R 91) 0 . 6 DL 1 . WL2 0 . 6 ADW *DEFL 60 . 120 . *PDELTA L 92) 0 .6 DL 1 . WL2 0 . 6 ADW *DEFL 60 . 120 . *PDELTA R 93) 0 . 6 DL 1 . LWL1 0 . 6 ADW *DEFL 60 . 120 . *PDELTA L 94) 0 . 6 DL 1 . LWL1 0 . 6 ADW *DEFL 60 . 120 . *PDELTA R 95) 0 . 6 DL 1 . LWL2 0 . 6 ADW *DEFL 60 . 120 . *PDELTA L 96) 0 . 6 DL 1 . LWL2 0 . 6 ADW *DEFL 60 . 120 . *PDELTA R 97) 0 . 6 DL 1 . LWL3 0 . 6 ADW *DEFL 60 . 120 . *PDELTA L 98) 0 .6 DL 1 . LWL3 0 .6 ADW *DEFL 60 . 120 . *PDELTA R 99) 0 . 6 DL 1 . LWL4 0 .6 ADW *DEFL 60 . 120 . *PDELTA L 100) 0 .6 DL 1 . LWL4 0 .6 ADW *DEFL 60 . 120 . *PDELTA R 101) 0 .6 DL 1 . WL3 0 . 6 ADW *DEFL 60 . 120 . *PDELTA L 102) 0 . 6 DL 1 . WL3 0 . 6 ADW *DEFL 60 . 120 . *PDELTA R 103) 0 . 6 DL 1 . WL4 0 . 6 ADW *DEFL 60 . 120 . *PDELTA L 104) 0 . 6 DL 1 . WL4 0 . 6 ADW *DEFL 60 . 120 . *PDELTA R 105) 1 . DL 1. COLL 1 . WL1 1 . ADW 1. AlDlL *DEFL 100 . 120 . *PDELTA L 106) 1 . DL 1. COLL 1 . WL1 1 . ADW 1. AlDlL *DEFL 100 . 120 . *PDELTA R 107) 1 . DL 1. COLL 1 . WL1 1 . ADW 1. AlDlR *DEFL 100 . 120 . *PDELTA L 108) 1 . DL 1 . COLL 1 . WL1 1 . ADW 1. AlDlR *DEFL 100 . 120 . *PDELTA R 109) 1 . DL 1. COLL 1 . WL2 1 . ADW 1., AlDlL *DEFL 100 . 120 . *PDELTA L 110) 1 . DL 1 . COLL 1 . WL2 1 . ADW 1. AlDlL *DEFL 100 . 120 . *PDELTA R 111) 1 . DL 1. COLL 1 . WL2 1 . ADW 1. AlDlR *DEFL 100 . 120 . *PDELTA L 112) 1 . DL 1. COLL 1 . WL2 1 . ADW 1. AlDlR *DEFL 100 . 120 . *PDELTA R 113) 1 . DL 1. COLL 1 . LWL1 1. ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA L 114) 1 . DL 1 . COLL 1 . LWL1 1. ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA R 115) 1 . DL 1 . COLL 1 . LWL1 1. ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA L 116) 1 . DL 1 . COLL 1 . LWL1 1. ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA R 117) 1 . DL 1 . COLL 1 . LWL2 1. ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA L 118) 1 . DL 1 . COLL 1 . LWL2 1. ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA R 119) 1 . DL 1 . COLL 1 . LWL2 1 . ADW 1 . AlDlR *DEFL 100 . 120. *PDELTA L 120) 1 . DL 1 . COLL 1 . LWL2 1 . ADW 1. AlDlR *DEFL 100 . 120 . *PDELTA R 121) 1 . DL 1 . COLL 1. LWL3 1 . ADW 1. AlDlL *DEFL 100 . 120. *PDELTA L 122) 1 . DL 1 . COLL 1. LWL3 1 . ADW 1. AlDlL *DEFL 100 . 120. *PDELTA R 123) 1 . DL 1. COLL 1. LWL3 1. ADW 1. AlDlR *DEFL 100 . 120. *PDELTA L 124) 1 . DL 1. COLL 1. LWL3 1 . ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA R 125) 1 . DL 1. COLL 1 . LWL4 1 . ADW 1. AlDlL *DEFL 100 . 120 . *PDELTA L 126) 1 . DL 1. COLL 1 . LWL4 1. ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA R 127) 1 . DL 1 . COLL 1 . LWL4 1. ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA L 128) 1 . DL 1 . COLL 1 . 1& 1. ADW 1 . AlDlR *D10,00 . 120 . *PDELTA R 129) 1 . DL 1 . COLL 1 . WL3 1 . ADW 1. AlDlL *DEFL 100 . 120 . *PDELTA L 130) 1 . DL 1. COLL 1. WL3 1 . ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA R 131) 1 . DL 1 . COLL 1 . WL3 1 . ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA L 132) 1 . DL 1 . COLL 1 . WL3 1 . ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA R 133) 1 . DL 1 . COLL 1. WL4 1 . ADW 1. AlDlL *DEFL 100 . 120 . *PDELTA L 134) 1 . DL 1 . COLL 1. WL4 1 . ADW 1. AlDlL *DEFL 100 . 120 . *PDELTA R 135) 1 . DL 1. COLL 1 . WL4 1 . ADW 1. AlDlR *DEFL 100 . 120 . *PDELTA L 136) 1 . DL 1. COLL 1 . WL4 1 . ADW 1. AlDlR *DEFL 100 . 120 . *PDELTA R 137) 1 . DL 1 . COLL 0 . 75 WL1 1 . ADW 0 .75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 138) 1 . DL 1 . COLL 0 . 75 WL1 1. ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 139) 1 . DL 1. COLL 0 . 75 WL1 1. ADW 0 .75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 140) 1 . DL 1 . COLL 0 . 75 WL1 1. ADW 0 .75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 141) 1 . DL 1 . COLL 0 . 75 WL1 1. ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 142) 1 . DL 1. COLL 0 .75 WL1 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlR *DEFL 100. 120 . *PDELTA R 143) 1 . DL 1 . COLL 0 . 75 WL1 1. ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 144) 1 . DL 1 . COLL 0 . 75 WL1 1 . ADW 0 . 75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 145) 1 . DL 1 . COLL 0 . 75 WL2 1. ADW 0 .75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 146) 1 . DL 1. COLL 0 . 75 WL2 1 . ADW 0 .75 AlVlL 0 .75 AlHlR I*DEFL 100 . 120 . *PDELTA R 147) 1 . DL 1 . COLL 0 . 75 WL2 1 . ADW 0 . 75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 148) 1 . DL 1. COLL 0 . 75 WL2 1. ADW 0 .75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 149) 1 . DL 1 . COLL 0 . 75 WL2 1 . ADW 0 .75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 150) 1 . DL 1 . COLL 0 . 75 WL2 1 . ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 151) 1 . DL 1 . COLL 0 . 75 WL2 1. ADW 0 . 75 AlVlR 0 .75 AlHIL *DEFL 100 . 120 . *PDELTA L 152) 1 . DL 1. COLL 0 . 75 WL2 1. ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 153) 1 . DL 1 . COLL 0 .75 LWL1 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 154) 1 . DL 1 . COLL 0 .75 LWL1 1 . ADW 0 .75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 155) 1 . DL 1 . COLL 0.. 75 LWL1 1 . ADW 0 .75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 156) 1 . DL 1 . COLL 0 . 75 LWL1 1 . ADW 0 .75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 157) 1 . DL 1 . COLL 0 . 75 LWL1 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 158) 1 . DL 1 . COLL 0 . 75 LWL1 1 . ADW 0 .75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 159) 1 . DL 1 . COLL 0 . 75 LWL1 1 . ADW 0 .75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 160) 1 . DL 1 . COLL 0 . 75 LWL1 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 161) 1 . DL 1 . COLL 0 .75 LWL2 1 . ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 162) 1 . DL 1 . COLL 0 .75 LWL2 1 . ADW 0. 75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 , *PDELTA R 163) 1 . DL 1. COLL 0.75 LWL2 1 . ADW 0.75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 164) 1 . DL 1 . COLL 0 .OL2 1 . ADW 0 . 75 AlVlL AlHlL *DEFL 100 . 120 . *PDELTA R 165) 1 . DL 1 . COLL 0 . 75 LWL2 1 . ADW 0 . 75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 166) 1 . DL 1 . COLL 0 . 75 LWL2 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 167) 1 . DL 1 . COLL 0 . 75 LWL2 1 . ADW 0 .75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 168) 1 . DL 1 . COLL 0 .75 LWL2 1 . ADW 0 . 75 AlVlR 0. 75 AlHlL *DEFL 100 . 120 . *PDELTA R 169) 1 . DL 1 . COLL 0 . 75 LWL3 1 . ADW 0 . 75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 170) 1 . DL 1 . COLL 0 . 75 LWL3 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 171) 1 . DL 1. COLL 0 . 75 LWL3 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 172) 1 . DL 1 . COLL 0 . 75 LWL3 1 . ADW 0 . 75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 173) 1 . DL 1. COLL 0 . 75 LWL3 1 . ADW 0 . 75 AlVlR 0 . 7S AlHlR *DEFL 100 . 120 . *PDELTA L 174) 1 . DL 1 . COLL 0 . 75 LWL3 1 . ADW 0 . 75 AlVlR 0. 7S AlHlR *DEFL 100 . 120 . *PDELTA R 175) 1 . DL 1 . COLL 0 .75 LWL3 1 . ADW 0 . 75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 176) 1 . DL 1. COLL 0 . 75 LWL3 1 . ADW 0 .75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 177) 1 . DL 1 . COLL 0 . 75 LWL4 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 178) 1 . DL 1 . COLL 0 . 75 LWL4 1 . ADW 0 . 75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 179) 1 . DL 1 . COLL 0 . 75 LWL4 1 . ADW 0 . 75 AlVlL 0 . 7S AlHlL *DEFL 100 . 120 . *PDELTA L 180) 1 . DL 1 . COLL 0 .75 LWL4 1 . ADW 0 . 7S AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 181) 1 . DL 1. COLL 0 . 75 LWL4 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 182) 1 . DL 1 . COLL 0 . 75 LWL4 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 183) 1 . DL 1. COLL 0 . 75 LWL4 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 184) 1 . DL 1. COLL 0 .75 LWL4 1 . ADW 0 .75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 185) 1 . DL 1 . COLL 0 . 75 WL3 1. ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 186) 1 . DL 1 . COLL 0 . 75 WL3 1. ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 187) 1 . DL 1 . COLL 0 . 75 WL3 1 . ADW 0 .75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 188) 1 . DL 1 . COLL 0 . 75 WL3 1. ADW 0 .75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 189) 1 . DL 1. COLL 0 .75 WL3 1. ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 190) 1. DL 1. COLL 0 . 75 WL3 1 . ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 191) 1 . DL 1 . COLL 0 .75 WL3 1 . ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 192) 1 . DL 1 . COLL 0.75 WL3 1 . ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100. 120 . *PDELTA R 193) 1 . DL 1 . COLL 0 .75 WL4 1 . ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 194) 1 . DL 1. COLL 0 . 75 WL4 1 . ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 19S) l . DL 1 . COLL 0 . 75 WL4 1. ADW 0 .75 AlVlL 0 .75 AlHlL *DEFL 100. 120 . *PDELTA L 0 0 196) 1 . DL 1 . COLL 0 . 75 WL4 1. ADW 0 .75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 197) 1 . DL 1 . COLL 0 . 75 WL4 1 . ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 198) 1. DL 1 . COLL 0 . 75 WL4 1. ADW 0 . 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 199) 1 . DL 1 . COLL 0 .75 WL4 1. ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 200) 1 . DL 1 . COLL 0 . 75 WL4 1 . ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 201) 1 . DL 0 . 75 LL 1 . COLL 0 .75 WL1 1. ADW *DEFL 60 . 120 . *PDELTA L 202) 1 . DL 0 . 75 LL 1 . COLL 0 .75 WL1 1. ADW *DEFL 60 . 120 . *PDELTA R 203) 1 . DL 0 . 75 LL 1 . COLL 0 .75 WL2 1. ADW *DEFL 60 . 120. *PDELTA L 204) 1 . DL 0 . 75 LL 1. COLL 0 . 75 WL2 1. ADW *DEFL 60 . 120 . *PDELTA R 205) 1 . DL 0 .75 LL 1. COLL 0 . 75 LWL1 1 . ADW . *DEFL 60 . 120 . *PDELTA L 206) 1 . DL 0 . 75 LL 1. COLL 0 .75 LWL1 1 . ADW *DEFL 60 . 120 . *PDELTA R 207) 1 . DL 0 . 7S LL 1 . COLL 0 .75 LWL2 1 . ADW *DEFL 60 . 120 . *PDELTA L 208) 1 . DL 0 . 75 LL 1 . COLL 0 .75 LWL2 1 . ADW *DEFL 60 . 120 . *PDELTA R 209) 1 . DL 0 . 75 LL 1 . COLL 0 .75 LWL3 1 . ADW *DEFL 60 . 120 . *PDELTA L 210) 1 . DL 0 . 75 LL 1. COLL 0 . 75 LWL3 1 . ADW *DEFL 60 . 120 . *PDELTA R 211) 1 . DL 0 .75 LL 1. COLL 0 . 75 LWL4 1 . ADW *DEFL 60 . 120 . *PDELTA L 212) 1 . DL 0 . 75 LL 1 . COLL 0 .75 LWL4 1 . ADW *DEFL 60 . 120 . *PDELTA R 213) 1 . DL 0 . 75 LL 1 . COLL 0 .75 WL3 1 . ADW *DEFL 60 . 120 . *PDELTA L 214) 1 . DL 0 . 75 LL 1 . COLL 0 .75 WL3 1 . ADW *DEFL 60 . 120 . *PDELTA R 215) 1 . DL 0 . 75 LL 1. COLL 0 . 75 WL4 1. ADW *DEFL 60 . 120 . *PDELTA L 216) 1 . DL 0 .75 LL 1. COLL 0 . 75 WL4 1. ADW *DEFL 60 . 120 . *PDELTA R 217) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL1 1 . ADW *DEFL 60 . 120 . *PDELTA L 218) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 WL1 1 . ADW *DEFL 60 . 120 . *PDELTA R 219) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL2 1 . ADW *DEFL 60 . 120 . *PDELTA L 220) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL2 1. ADW *DEFL 60 . 120 . *PDELTA R 221) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL1 1 . ADW *DEFL 60 . 120 . *PDELTA L 222) 1 . DL 1. COLL 0 .75 SNOW 0 .75 LWL1 1 . ADW *DEFL 60 . 120 . *PDELTA R 223) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL2 1 . ADW *DEFL 60 . 120 . *PDELTA L 224) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL2 1 . ADW *DEFL 60 . 120 . *PDELTA R 225) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL3 1 . ADW *DEFL 60 . 120 . *PDELTA L 226) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL3 1 . ADW *DEFL 60 . 120 . *PDELTA R 227) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 7S LWL4 1 . ADW *DEFL 60 . 120 . *PDELTA L 228) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL4 1 . ADW *DEFL 60 . 120 . *PDELTA R 229)-l . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL3 1 . ADW *DEFL 60 . 120 . *PDELTA L 230) 1 . DL 1 . COLL 0 . 7S SNOW 0 . 75 WL3 1 . ADW *DEFL 60 . 120 . *PDELTA R 231) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 7S WL4 1. ADW *DEFL 60 . 120 . *PDELTA L 232) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL4 1 . ADW *DEFL 60 . 120 . *PDELTA R 233) 1 . DL 1 . COLL 0 . 75 SNOW 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 234) 1 . DL 1. COLL 0 .75 SNOW 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 235) 1 . DL 1 . COLL 0 . *OW 1 . ADW 0 . 75 AlVlL AlHlL *DEFL 100 . 120 . *PDELTA L 236) 1 . DL 1 . COLL 0 .75 SNOW 1 . ADW 0 . 75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 237) 1 . DL 1 . COLL 0 . 75 SNOW 1 . ADW 0 .75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 238) 1 . DL 1 . COLL 0 . 75 SNOW 1 . ADW 0 . 75 AlVlR 0. 75 AlHlR *DEFL 100 . 120 . *PDELTA R 239) 1 . DL 1 . COLL 0 . 75 SNOW 1 . ADW 0. 75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 240) 1 . DL 1. COLL 0 . 75 SNOW 1 . ADW 0 .75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 241) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL1 1. ADW 0 . 75 AML 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 242) 1 . DL 1. COLL 0 .75 SNOW 0 .75 WL1 1. ADW 0 . 75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 243) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL1 1. ADW 0 . 75 AML 0 .75 AlHIL *DEFL 100 . 120 . *PDELTA L 244) 1 . DL 1. COLL 0 .75 SNOW 0 . 75 WL1 1 . ADW 0 . 75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 245) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL1 1. ADW 0 . 75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 246) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL1 1 . ADW 0 . 75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 247) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL1 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 248) 1. DL 1. COLL 0 .75 SNOW 0 .75 WL1 1. ADW 0 . 75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 249) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL2 1 . ADW 0 . 75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 250) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 WL2 1. ADW 0 . 75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 251) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL2 1 . ADW 0 . 75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 252) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL2 1 . ADW 0 . 75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 253) 1 . DL 1 . COLL 0 .75 SNOW 0 .75 WL2 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 254) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL2 1. ADW 0 . 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 255) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL2 1. ADW 0 . 75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 256) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL2 1 . ADW 0 . 75 AlVlR 0 .75 AlHlL *DEFL 100 . 120. *PDELTA R 257) 1 . DL 1 . COLL 0 .75 SNOW 0 .75 LWL1 1 . ADW 0 .75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 258) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL1 1 . ADW 0 .75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 259) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL1 1 . ADW 0 .75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 260) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL1 1 . ADW 0 .75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 261) 1. DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL1 1 . ADW 0 .75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 262) 1 . DL 1 . COLL 0. 75 SNOW 0 . 75 LWL1 1. ADW 0 .75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 263) 1. DL 1 . COLL 0 .75 SNOW 0 .75 LWL1 1 . ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 264) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL1 1 . ADW 0 .75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 265) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL2 1 . ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 266) 1 . DL 1. COLL 0 . 75 SNOW 0 . 75 LWL2 1 . ADW 0 .75 AlVlL 0. 75 AlHlR A *DEFL 100 . 120 . *P DELI' 0 267) 1 . DL 1. COLL 0 . 75 SNOW 0 . 75 LWL2 1 . ADW 0 .79 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 268) 1 . DL 1 . COLL 0 .75 SNOW 0 .75 LWL2 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 269) 1 . DL 1. COLL 0 . 75 SNOW 0 . 75 LWL2 1 . ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 270) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 LWL2 1 . ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 271) 1 . DL 1 . COLL 0 .75 SNOW 0 .75 LWL2 1 . ADW 0 . 75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 272) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 LWL2 1 . ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 273) 1 . DL 1 . COLL 0 .75 SNOW 0 .75 LWL3 1 . ADW 0 .75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 274) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 LWL3 1 . ADW 0 . 75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 275) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL3 1 . ADW 0 .75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 276) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL3 1 . ADW 0 .75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 277) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL3 1 . ADW 0 . 75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 278) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL3 1 . ADW 0 .75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 279) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL3 1 . ADW 0 .75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 280) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL3 1 . ADW 0 . 75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 281) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL4 1 . ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 282) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL4 1. ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 283) 1 . DL 1. COLL 0 . 75 SNOW 0 . 75 LWL4 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 284) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL4 1 . ADW 0 .75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 285) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL4 1 . ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 286) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL4 1 . ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 287) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 LWL4 1 . ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 288) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 LWL4 1 . ADW 0 . 75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 289) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL3 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 290) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL3 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 291) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL3 1 . ADW 0 . 75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 292) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL3 1 . ADW 0 . 75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 293) 1 . DL 1. COLL 0 . 75 SNOW 0 . 75 WL3 1 . ADW 0 . 75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 294) 1 . DL 1. COLL 0 .75 SNOW 0 .75 WL3 1. ADW 0 . 75 AlVlR 0 .75 AlHlR *DEFL 100 . 120. *PDELTA R 295) 1. DL 1. COLL 0 . 75 SNOW 0 . 75 WL3 1. ADW 0 . 75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 296) 1 . DL 1. COLL 0 .75 SNOW 0 . 75 WL3 1. ADW 0 . 75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 297) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 WL4 1. ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 298) 1 . DL 1 . COLL 0 . 16OW 0 . 75 WL4 1 . ADW 0 .elVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 299) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 WL4 1. ADW 0 .75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 300) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL4 1 . ADW 0 . 75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 301) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL4 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 302) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 WL4 1. ADW 0 . 75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 303) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL4 1. ADW 0 .75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 304) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL4 1 . ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 305) 1 . DL 1. COLL 1 . RS 1. ADW *DEFL 60 . 120 . *PDELTA L 306) 1 . DL 1 . COLL 1 . RS 1. ADW *DEFL 60 . 120 . *PDELTA R 307) 1 . DL 1 . COLL 1 . RS 1 . ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA L 308) 1 . DL 1 . COLL 1. RS 1 . ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA R 309) 1 . DL 1. COLL 1. RS 1 . ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA L 310) 1 . DL 1 . COLL 1 . RS 1. ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA R 311) 1 . DL 1. COLL 1 . LS 1. ADW *DEFL 60 . 120 . *PDELTA L 312) 1 . DL 1. COLL 1 . LS 1. ADW *DEFL 60 . 120 . *PDELTA R 313) 1 . DL 1 . COLL 1 . LS 1 . ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA L 314) 1 . DL 1 . COLL 1 . LS 1 . ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA R 315) 1 . DL 1 . COLL 1. LS 1 . ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA L 316) 1 . DL 1. COLL 1. LS 1. ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA R 317) 1 . DL 1. ADW 1 . P2Kl *DEFL 60 . 120 . *PDELTA L 318) 1 . DL 1 . ADW 1 . P2Kl *DEFL 60 . 120 . *PDELTA R 319) 1 . LL *DEFL 60 . 180 . *TYPE D 320) 1 . SNOW *DEFL 60 . 180 . *TYPE D 321) 1 . LS *DEFL 60. 180 . *TYPE D 322) 1 . RS *DEFL 60 . 180 . *TYPE D 323) 1 . WL1 *DEFL 60 . 180 . *TYPE D 324) 1 . WL2 *DEFL 60 . 180 . *TYPE D 325) 1 . LWL1 *DEFL 60 . 180 . *TYPE D 326) 1 . LWL2 *DEFL 60 . 180 . *TYPE D 327) 1 . LWL3 *DEFL 60 . 180 . *TYPE D 328) 1 . LWL4 *DEFL 60 . 180 . *TYPE D 329) 1 . WL3 *DEFL 60 . 180 . *TYPE D 330) 1 . WL4 *DEFL 60 . 180 . *TYPE D 331) 1 .36356 DL 1 . EQ *DEFL 40 . 0 . *TYPE D *EQCD 3 . 0 332) 0 .73644 DL 1 . EQ *DEFL 40 . 0 . *TYPE D *EQCD 3 . 0 333) 1 .36356 DL -1 . EQ *DEFL 40 . 0 . *TYPE D *EQCD 3 . 0 334) 0 .73644 DL -1 . EQ *DEFL 40 . 0 . *TYPE D *EQCD 3 . 0 LOADS LC LW$ GLOB L C 0 . 010000 1 .200000 0 . 000000 # WIND FOR MINOR AXIS BENDING LC LW$ GLOB L C 0 . 010000 1 .200000 0 . 000000 # WIND FOR MINOR AXIS BENDING END Star Building Systems, 0 OK User: eanna Page: F20- 2 R-Frame Design Program - Version v4 . 1 Job : 80708A Building Grid label legend File: frames—i . fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Building Grid Label Legend Building A Frame Number 20 No. of Frames 1 Left Column Column @ * - F Right Column Column @ * - A *Frames located @ 1 Star Building Systems, 0, OK User: 1@anna Page: F20- 3 R-Frame Design Program - Version v4 . 1 Job : 80708A Code Summary Report File: frames-1 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Building :A Frame Number :20 Location: frame lines 1 No. of Frames: 1 Main Code Requirements Per International Building Code 2009 Edition Supporting Design Manual (s) : ASD - Allowable Stress Design AISC thirteenth edition 2005 2005 AISC Seismic Provisions for Structural Steel Buildings Frame Data ---------- Eave height Left & Right (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 000 Horizontal width from left to right steel line (feet) . . . . . . . . . . . . . . . 90 . 000 Horizontal distance to ridge from left side (feet) . . . . . . . . . . . . . . . . . . 45 . 000 Roof Slope Left & Right (rise: 12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1. 000 Column Slope Left & Right (lat : 12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 000 Purlin depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 . 000 Frame Rafter Inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 12 .250 Girt depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 . 000 Frame Column Inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 8 .250 Tributary Width left & right side (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 . 000 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .from Height 0 . 00 to Height 20 . 00 Tributary Width roof (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 . 000 Tension Flange Bolt Hole Reduction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Tension Field Action at Knee. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Second order analysis method. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C2 .2b Frame Design Loads ------------------ Dead Load to Frame Rafter (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 . 564 Frame Rafter Dead Weight (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 .238 Total Roof Dead Weight (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 . 802 Collateral Load to Frame Rafter (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 . 000 Roof Live Load Entered (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 000 Design Roof Live Load Used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 000 Ground Snow Load Entered [Pgl (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25 . 000 Snow Exposure Factor [Cel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1. 000 Snow Importance Factor [I] -- Standard Use Category. . . . . . . . . . . . . . . . . 1. 000 Snow Thermal Factor Entered [Ctl -- User Entered. . . . . . . . . . . . . . . . . . . . 1. 000 Snow Thermal Factor Used [Ct] Heated Building. . . . . . . . . . . . . . . . . . . . . . . . 1 . 000 Slippery & Unobstructed Roof Surface. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . No Roof Snow Load [Pf = 0 .7*Ce*Ct*I*Pg] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . 17. 500 Snow Slope Factor [Cs] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1. 000 Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf) . . . . . . . . . . . . . . . . . . . . . . . 17 . 500 Flat Roof Snow Load [Pf] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 .500 Design Uniform Roof Snow Load (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 . 500 Roof Snow For Unbalanced, Pattern, Drifting Snow Calculation (psf) . . 17 . 500 UNBALANCED SNOW LOADING(s) -------------------------- Unbalanced Roof Snow w/Wind From Left 5 .250 Soad at Left Side (psf) . .*. . . . . . . . . . . . Load at Right Peak (psf) . . . . . . . . . . . . . . . . . 29 . 345 Load at Right Canopy Eave (psf) . . . . . . . . . . 17 . 500 Drift Load Length Right (ft) . . . . . . . . . . . . . 21. 973 Unbalanced Roof Snow w/Wind From Right Load at Left Canopy Eave (psf) . . . . . . . . . . . 17 .500 Load at Left Peak (psf) . . . . . . . . . . . . . . . . . . 29 . 345 Drift Load Length Left (ft) . . . . . . . . . . . . . . 21 . 973 Load at Right Side (psf) . . . . . . . . . . . . . . . . . 5 .250 Star Building Systems, 0, OK User: Oanna Page: F20- 4 R-Frame Design Program - Version v4 . 1 Job : 80708A Wind Summary Report File : frames-1 . fra Date: 5/23/12 cs 90 ./20 . /19 .417 20 . /90. /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Main Windforce-resisting system Per ASCE 7 Standard 2005 Edition Eave height Left & Right (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 000 Wind Elevation on left column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 000 Wind Elevation on right column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 000 Total frame width (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 90 . 000 Total building length (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 60 . 000 Number of primary wind loadings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Star Building Systems, 0, OK User: Oanna Page: F20- 5 R-Frame Design Program - Version v4 .1 Job : 80708A Continue Wind Summary Report File: frames—i . fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Main Windforce-resisting system Per ASCE 7 Standard 2005 Edition PRIMARY WIND COEFFICIENTS FOR MAIN FRAME -------------------------------------------------------------------------------- Wind Load WL1 Wind from left direction Left Wall Left Rafter Right Rafter Right Wall Primary Coeff . (Cp) 0 .220 -0 . 870 ( 50 . 0'-.) -0 .550 ( 50 . 00-.) -0 .470 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction Left Wall Left Rafter Right Rafter Right Wall Primary Coeff . (Cp) 0 .580 -0 .510 ( 50 . 0%) -0 . 190 ( 50 . 0%) -0 . 110 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind Left Wall Left Rafter Right Rafter Right Wall Primary Coeff . (Cp) -0 .630 -1 .250 ( 13 . 30-o) -0 . 870 ( 86 . 7%) -0 . 630 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0 .630 -0 . 870 ( 86 . 7%) -1 .250 ( 13 .3%) -0 . 630 -------------------------------------------------------------------------------- Wind Load LWL3 Longitudinal wind Left Wall Left Rafter Right Rafter Right Wall Primary Coeff . (Cp) -0 . 630 -0 .710 ( 13 .3%) -0 . 550 ( 86 . 7-'.) -0 . 630 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind Left Wall Left Rafter Right Rafter Right Wall Primary Coeff . (Cp) -0 .630 -0 . 550 ( 86 . 70-.) -0 .710 ( 13 .30-o) -0 . 630 -------------------------------------------------------------------------------- Wind Load WL3 Wind from right direction Left Wall Left Rafter Right Rafter Right Wall Primary Coeff . (Cp) -0 .470 -0 .550 ( 50 . 0%) -0 . 870 ( 50 . 0%) 0 .220 -------------------------------------------------------------------------------- Wind Load WL4 Wind from right direction Left Wall Left Rafter Right Rafter Right Wall Primary Coeff . (Cp) -0 . 110 -0 . 190 ( 50 . 00-o) -0 . 510 ( 50 . 0%) 0 . 580 -------------------------------------------------------------------------------- Notes : 1 . Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%) . If not shown the coefficients are applied fully to their respective rafter. Star Building Systems, 0, OK User: Oanna Page: F20- 6 R-Frame Design Program - Version v4 . 1 Job : 80708A Load Combinations Report File: frames-i . fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Load Combination ------------------ 1) DL +LL +COLL +ADW (SOA-L) N A P 2) DL +LL +COLL +ADW (SOA-R) N A P 3) DL +LL +COLL +ADW +A1D1L (SOA-L) N A P 4) DL +LL +COLL +ADW +A1D1L (SOA-R) N A P 5) DL +LL +COLL +ADW +A1D1R (SOA-L) N A P 6) DL +LL +COLL +ADW +A1D1R (SOA-R) N A P 7) DL +COLL +SNOW +ADW (SOA-L) N A P 8) DL +COLL +SNOW +ADW (SOA-R) N A P 9) DL +COLL +SNOW +ADW +A1D1L (SOA-L) N A P 10) DL +COLL +SNOW +ADW +A1D1L (SOA-R) N A P 11) DL +COLL +SNOW +ADW +A1D1R (SOA-L) N A P 12) DL +COLL +SNOW +ADW +A1D1R (SOA-R) N A P 13) DL +COLL +ADW +A1V1L +A1H1R (SOA-L) N A P 14) DL +COLL +ADW +A1V1L +A1H1R (SOA-R) N A P 15) DL +COLL +ADW +A1V1L +A1H1L (SOA-L) N A P 16) DL +COLL +ADW +A1V1L +A1H1L (SOA-R) N A P 17) DL +COLL +ADW +A1V1R +A1H1R (SOA-L) N A P 18) DL +COLL +ADW +A1V1R +A1H1R (SOA-R) N A P 19) DL +COLL +ADW +A1V1R +A1H1L (SOA-L) N A P 20) DL +COLL +ADW +A1V1R +A1H1L (SOA-R) N A P 21) 1. 1145DL +0 . 91EQ +1 . 1145ADW (SOA-L) N A P 22) 1 . 1145DL +0 . 91EQ +1 . 1145ADW (SOA-R) N A P 23) 1 . 1145DL -0 . 91EQ +1 . 1145ADW (SOA-L) N A P 24) 1 . 1145DL -0 . 91EQ +1 .1145ADW (SOA-R) N A P 25) 1 . 1145DL +1 . 1145COLL +0 . 91EQ +1 . 1145ADW +1 . 114SAlDlL (SOA-L N A P 26) 1 . 1145DL +1 . 1145COLL +0 . 91EQ +1 . 1145ADW +1 . 1145AlDlL (SOA-R N A P 27) 1 . 1145DL +1 . 1145COLL -0 . 91EQ +1 . 1145ADW +1 . 1145AlDlL (SOA-L N A P 28) 1 . 1145DL +1 . 1145COLL -0 . 91EQ +1 .1145ADW +1 . 1145AlDlL (SOA-R N A P 29) 1 . 1145DL +1 . 1145COLL +0 . 91EQ +1 .1145ADW +1 . 1145AlDlR (SOA-L N A P 30) 1. 1145DL +1 . 1145COLL +0 . 91EQ +1 . 1145ADW +1 . 1145AlDlR (SOA-R N A P 31) 1 . 1145DL +1 . 1145COLL -0 . 91EQ +1 . 1145ADW +1 . 1145AlDlR (SOA-L N A P 32) 1 . 1145DL +1 . 1145COLL -0 . 91EQ +1 . 1145ADW +1 .1145AlDlR (SOA-R N A P 33) 0 .4855DL +0 . 91EQ +0 .485SADW (SOA-L) N A P 34) 0 .4855DL +0 . 91EQ +0 .4855ADW (SOA-R) N A P 35) 0 .4855DL -0 .91EQ +0 .4855ADW (SOA-L) N A P 36) 0 .4855DL -0 . 91EQ +0 .4855ADW (SOA-R) N A P 37) 0 . 7364DL +2 . 5EQ +0 .7364ADW (SOA-L) N C R P 38) 0 . 7364DL +2 . 5EQ +0 .7364ADW (SOA-R) N C R P 39) 0 . 7364DL -2 . 5EQ +0 .7364ADW (SOA-L) N C R P 40) 0 . 7364DL -2 .5EQ +0 . 7364ADW (SOA-R) N C R P 41) 1. 3636DL +1 .3636COLL +2 .5EQ +1 .3636ADW +1. 3636AlDlL (SOA-L) N C R P Star Building Systems, to, OK User: a0anna Page: F20- 7 R-Frame Design Program - Version v4 . 1 Job : 80708A Continue Load Comb Report File: frames-1 . fra Date: 5/23/12 cs 90 ./20 . /19 .417 20 ./90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Load Combination : ------------------ 42) 1 .3636DL +1 . 3636COLL +2 .5EQ +1 .3636ADW +1 .3636A1D1L (SOA-R) N C R P 43) 1. 3636DL +1 .3636COLL -2 .5EQ +1 .3636ADW +1. 3636A1D1L (SOA-L) N C R P 44) 1.3636DL +1 .3636COLL -2 .5EQ +1 .3636ADW +1. 3636AlDlL (SOA-R) N C R P 45) 1 . 3636DL +1 . 3636COLL +2 . SEQ +1 . 3636ADW +1. 3636A1D1R (SOA-L) N C R P 46) 1 .3636DL +1 .3636COLL +2 .5EQ +1 .3636ADW +1. 3636A1D1R (SOA-R) N C R P 47) 1.3636DL +1 .3636COLL -2 .5EQ +1 .3636ADW +1 .3636A1D1R (SOA-L) N C R P 48) 1 . 3636DL +1 .3636COLL -2 .5EQ +1 .3636ADW +1 .3636A1D1R (SOA-R) N C R P 49) 0 .7364DL +2 . 5EQ +0 .7364ADW (SOA-L) N B R P 50) 0 . 7364DL +2 .5EQ +0 .7364ADW (SOA-R) N B R P 51) 0 . 7364DL -2 .5EQ +0 .7364ADW (SOA-L) N B R P 52) 0 . 7364DL -2 . 5EQ +0 .7364ADW (SOA-R) N B R P 53) 1. 3636DL +1 .3636COLL +2 .5EQ +1 .3636ADW +1 . 3636A1D1L (SOA-L) N B R P 54) 1 .3636DL +1 .3636COLL +2 . 5EQ +1 .3636ADW +1 .3636A1D1L (SOA-R) N B R P 55) 1 . 3636DL +1 .3636COLL -2 . 5EQ +1 .3636ADW +1 .3636AlDlL (SOA-L) N B R P 56) 1. 3636DL +1 .3636COLL -2 . 5EQ +1 . 3636ADW +1 .3636A1D1L (SOA-R) N B R P 57) 1 . 3636DL +1 .3636COLL +2 . 5EQ +1 . 3636ADW +1 . 3636A1D1R (SOA-L) N B R P 58) 1 .3636DL +1 .3636COLL +2 . 5EQ +1 .3636ADW +1. 3636A1D1R (SOA-R) N B R P 59) 1.3636DL +1 .3636COLL -2 .5EQ +1 .3636ADW +1. 3636A1D1R (SOA-L) N B R P 60) 1. 3636DL +1 .3636COLL -2 .5EQ +1 .3636ADW +1. 3636A1D1R (SOA-R) N B R P 61) 0 . 7364DL +3 .5EQ +0 . 7364ADW (SOA-L) N K R P 62) 0 . 7364DL +3 .5EQ +0 . 7364ADW (SOA-R) N K R P 63) 0 . 7364DL -3 . 5EQ +0 . 7364ADW (SOA-L) N K R P 64) 0 . 7364DL -3 .5EQ +0 .7364ADW (SOA-R) N K R P 65) 1. 3636DL +1 . 3636COLL +3 .5EQ +1 .3636ADW +1 .3636AlDlL (SOA-L) N K R P 66) 1. 3636DL +1 .3636COLL +3 .5EQ +1 .3636ADW +1 .3636AlDlL (SOA-R) N K R P 67) 1. 3636DL +1 .3636COLL -3 .5EQ +1 .3636ADW +1.3636AlDlL (SOA-L) N K R P 68) 1.3636DL +1 .3636COLL -3 . 5EQ +1.3636ADW +1. 3636AlDlL (SOA-R) N K R P 69) 1.3636DL +1 .3636COLL +3 . 5EQ +1 .3636ADW +1.3636A1D1R (SOA-L) N K R P 70) 1 .3636DL +1 .3636COLL +3 .5EQ +1 .3636ADW +1.3636A1D1R (SOA-R) N K R P Star Building Systems, 0, OK User: a6anna Page: F20- 8 R-Frame Design Program - Version v4 . 1 Job : 80708A Continue Load Comb Report File: frames—i . fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 ./90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Load Combination : ------------------ 71) 1. 3636DL +1 .3636COLL -3 . 5EQ +1 .3636ADW +1 .3636AlDlR (SOA-L) N K R P 72) 1 .3636DL +1 . 3636COLL -3 .5EQ +1 .3636ADW +1 .3636AlDlR (SOA-R) N K R P 73) DL +WL1 +ADW (SOA-L) N A P 74) DL +WL1 +ADW (SOA-R) N A P 75) DL +WL2 +ADW (SOA-L) N A P 76) DL +WL2 +ADW (SOA-R) N A P 77) DL +LWL1 +ADW (SOA-L) N A P 78) DL +LWL1 +ADW (SOA-R) N A P 79) DL +LWL2 +ADW (SOA-L) N A P 80) DL +LWL2 +ADW (SOA-R) N A P 81) DL +LWL3 +ADW (SOA-L) N A P 82) DL +LWL3 +ADW (SOA-R) N A P 83) DL +LWL4 +ADW (SOA-L) N A P 84) DL +LWL4 +ADW (SOA-R) N A P 85) DL +WL3 +ADW (SOA-L) N A P 86) DL +WL3 +ADW (SOA-R) N A P 87) DL +WL4 +ADW (SOA-L) N A P 88) DL +WL4 +ADW (SOA-R) N A P 89) 0 . 6DL +WL1 +0 . 6ADW (SOA-L) N A P 90) 0 . 6DL +WL1 +0 . 6ADW (SOA-R) N A P 91) 0 . 6DL +WL2 +0 . 6ADW (SOA-L) N A P 92) 0 . 6DL +WL2 +0 . 6ADW (SOA-R) N A P 93) 0 . 6DL +LWL1 +0 . 6ADW (SOA-L) N A P 94) 0 . 6DL +LWL1 +0 . 6ADW (SOA-R) N A P 95) 0 . 6DL +LWL2 +0 . 6ADW (SOA-L) N A P 96) 0 . 6DL +LWL2 +0 . 6ADW (SOA-R) N A P 97) 0 . 6DL +LWL3 +0 . 6ADW (SOA-L) N A P 98) 0 . 6DL +LWL3 +0 .6ADW (SOA-R) N A P 99) 0 . 6DL +LWL4 +0 .6ADW (SOA-L) N A P 100) 0 . 6DL +LWL4 +0 . 6ADW (SOA-R) N A P 101) 0 . 6DL +WL3 +0 . 6ADW (SOA-L) N A P 102) 0 . 6DL +WL3 +0 . 6ADW (SOA-R) N A P 103) 0 . 6DL +WL4 +0 . 6ADW (SOA-L) N A P 104) 0 . 6DL +WL4 +0 . 6ADW (SOA-R) N A P 105) DL +COLL +WL1 +ADW +A1D1L (SOA-L) N A P 106) DL +COLL +WL1 +ADW +A1D1L (SOA-R) N A P 107) DL +COLL +WL1 +ADW +A1D1R (SOA-L) N A P 108) DL +COLL +WL1 +ADW +A1D1R (SOA-R) N A P 109) DL +COLL +WL2 +ADW +A1D1L (SOA-L) N A P 110) DL +COLL +WL2 +ADW +A1D1L (SOA-R) N A P 111) DL +COLL +WL2 +ADW +A1D1R (SOA-L) N A P 112) DL +COLL +WL2 +ADW +A1D1R (SOA-R) N A P 113) DL +COLL +LWL1 +ADW +A1D1L (SOA-L) N A P 114) DL +COLL +LWL1 +ADW +A1D1L (SOA-R) N A P 115) DL +COLL +LWL1 +ADW +A1D1R (SOA-L) N A' P 116) DL +COLL +LWL1 +ADW +A1D1R (SOA-R) N A P 117) DL +COLL +LWL2 +ADW +A1D1L (SOA-L) N A P 118) DL +COLL +LWL2 +ADW +A1D1L (SOA-R) N A P Star Building Systems, 0, OK User: *anna Page: F20- 9 R-Frame Design Program - Version v4 . 1 Job : 80708A Continue Load Comb Report File: frames-1 . fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Load Combination : ------------------ 119) DL +COLL +LWL2 +ADW +A1D1R (SOA-L) N A P 120) DL +COLL +LWL2 +ADW +A1D1R (SOA-R) N A P 121) DL +COLL +LWL3 +ADW +AID1L (SOA-L) N A P 122) DL +COLL +LWL3 +ADW +A1D1L (SOA-R) N A P 123) DL +COLL +LWL3 +ADW +A1D1R (SOA-L) N A P 124) DL +COLL +LWL3 +ADW +A1D1R (SOA-R) N A P 125) DL +COLL +LWL4 +ADW +A1D1L (SOA-L) N A P 126) DL +COLL +LWL4 +ADW +A1D1L (SOA-R) N A P 127) DL +COLL +LWL4 +ADW +A1D1R (SOA-L) N A P 128) DL +COLL +LWL4 +ADW +A1D1R (SOA-R) N A P 129) DL +COLL +WL3 +ADW +A1DIL (SOA-L) N A P 130) DL +COLL +WL3 +ADW +A1D1L (SOA-R) N A P 131) DL +COLL +WL3 +ADW +A1DIR (SOA-L) N A P 132) DL +COLL +WL3 +ADW +AlDlR (SOA-R) N A P 133) DL +COLL +WL4 +ADW +A1D1L (SOA-L) N A P 134) DL +COLL +WL4 +ADW +A1D1L (SOA-R) N A P 135) DL +COLL +WL4 +ADW +A1D1R (SOA-L) N A P 136) DL +COLL +WL4 +ADW +A1D1R (SOA-R) N A P 137) DL +COLL +0 .75WL1 +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA-L) N A P 138) DL +COLL +0 . 75WL1 +ADW +0 . 75A1V1L +0. 75AlHlR (SOA-R) N A P 139) DL +COLL +0 . 75WL1 +ADW +0 . 75A1VIL +0 . 75A1H1L (SOA-L) N A P 140) DL +COLL +0 . 75WLI +ADW +0 . 75A1V1L +0 .75A1H1L (SOA-R) N A P 141) DL +COLL +0 .75WL1 +ADW +0 . 75AlVlR +0 . 75AlHlR (SOA-L) N A P 142) DL +COLL +0 .75WL1 +ADW +0 . 75AlVlR +0 . 75AlHlR (SOA-R) N A P 143) DL +COLL +0 .75WL1 +ADW +0 . 75AlVlR +0 .75A1H1L (SOA-L) N A P 144) DL +COLL +0 .75WL1 +ADW +0 . 75AlVlR +0 .75A1H1L (SOA-R) N A P 145) DL +COLL +0 . 75WL2 +ADW +0 . 75A1V1L +0 .75AlHlR (SOA-L) N A P 146) DL +COLL +0 . 75WL2 +ADW +0 . 75A1V1L +0 .75AlHlR (SOA-R) N A P 147) DL +COLL +0 . 75WL2 +ADW +0 .75A1V1L +0 .75A1H1L (SOA-L) N A P 148) DL +COLL +0 . 75WL2 +ADW +0 . 75A1V1L +0 . 75A1H1L (SOA-R) N A P 149) DL +COLL +0 .75WL2 +ADW +0 . 75AlVlR +0 . 75AlHlR (SOA-L) N A P 150) DL +COLL +0 .75WL2 +ADW +0 . 75AlVlR +0 . 75AlHlR (SOA-R) N A P 151) DL +COLL +0 .75WL2 +ADW +0 . 75AlVlR +0 . 75A1H1L (SOA-L) N A P 152) DL +COLL +0 .75WL2 +ADW +0 . 75AlVlR +0 . 75A1H1L (SOA-R) N A P 153) DL +COLL +0 .75LWL1 +ADW +0 . 75A1V1L +0 .75AlHlR (SOA-L) N A P 154) DL +COLL +0 .75LWL1 +ADW +0 . 75A1V1L +0 .75AlHlR (SOA-R) N A P 155) DL +COLL +0 .75LWL1 +ADW +0 . 75A1V1L +0 . 75A1H1L (SOA-L) N A P 156) DL +COLL +0 .75LWL1 +ADW +0 . 75A1V1L +0 .75A1H1L (SOA-R) N A P 157) DL +COLL +0 .75LWL1 +ADW +0 . 75AlVlR +0 .75AlHlR (SOA-L) N A P 158) DL +COLL +0 .75LWL1 +ADW +0 . 75AlVlR +0 .75AlHlR (SOA-R) N A P 159) DL +COLL +0 .75LWL1 +ADW +0 . 75AlVlR +0 .75A1H1L (SOA-L) N A P 160) DL +COLL +0 .75LWL1 +ADW +0 .75AlVlR +0 .75A1H1L (SOA-R) N A P 161) DL +COLL +0 .75LWL2 +ADW +0 .75A1V1L +0 .75AlHlR (SOA-L) N A P 162) DL +COLL +0 .75LWL2 +ADW +0 .75A1V1L +0 .75AlHlR (SOA-R) N A P 163) DL +COLL +0 .75LWL2 +ADW +0 .75A1V1L +0 .75A1H1L (SOA-L) N A P 164) DL +COLL +0 .75LWL2 +ADW +0 .75A1V1L +0 .75A1H1L (SOA-R) N A P 165) DL +COLL +0 .75LWL2 +ADW +0 .75AlVlR +0 . 75AlHlR (SOA-L) N A P 166) DL +COLL +0 .75LWL2 +ADW +0 .75AlVlR +0 .75AlHlR (SOA-R) N A P 167) DL +COLL +0 .75LWL2 +ADW +0 .75AlVlR +0 .75A1H1L (SOA-L) N A P 168) DL +COLL +0 . 75LWL2 +ADW +0 . 75AlVlR +0 .75A1H1L (SOA-R) N A P Star Building Systems, 0, OK User: Onanna Page: F20- 10 R-Frame Design Program - Version v4 . 1 Job : 80708A Continue Load Comb Report File: frames-i .fra Date: 5/23/12 cs 90 ./20 . /19 .417 20 . /90./25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Load Combination : ------------------ 169) DL +COLL +0 .75LWL3 +ADW +0 . 75A1V1L +0 .75AlHlR (SOA-L) N A P 170) DL +COLL +0 .75LWL3 +ADW +0 .75A1V1L +0 . 75AlHlR (SOA-R) N A P 171) DL +COLL +0 .75LWL3 +ADW +0 .75A1V1L +0 .75A1H1L (SOA-L) N A P 172) DL +COLL +0 *75LWL3 +ADW +0 ,75A1V1L +0 ,75A1H1L (SOA-R) N A P 173) DL +COLL +0 . 75LWL3 +ADW +0 .75AlVlR +0 .75AlHlR (SOA-L) N A P 174) DL +COLL +0 . 75LWL3 +ADW +0 .75AlVlR +0 .75AlHlR (SOA-R) N A P 175) DL +COLL +0 .75LWL3 +ADW +0 .75AlVlR +0 .75A1H1L (SOA-L) N A P 176) DL +COLL +0 . 75LWL3 +ADW +0 .75AlVlR +0 .75A1H1L (SOA-R) N A P 177) DL +COLL +0 .75LWL4 +ADW +0 .75A1V1L +0 .75AlHlR (SOA-L) N A P 178) DL +COLL +0 .75LWL4 +ADW +0 .75A1VIL +0 . 75AlHlR (SOA-R) N A P 179) DL +COLL +0 .75LWL4 +ADW +0 . 75A1V1L +0 . 75A1H1L (SOA-L) N A P 180) DL +COLL +0 .75LWL4 +ADW +0 . 75A1V1L +0 .75A1H1L (SOA-R) N A P 181) DL +COLL +0 .75LWL4 +ADW +0 .75AlVlR +0 .75A1HIR (SOA-L) N A P 182) DL +COLL +0 . 75LWL4 +ADW +0 . 75AlVlR +0 .75AlHlR (SOA-R) N A P 183) DL +COLL +0 . 75LWL4 +ADW +0 .75AlVlR +0 .75A1H1L (SOA-L) N A P 184) DL +COLL +0 . 75LWL4 +ADW +0 .75AlVlR +0 .75A1H1L (SOA-R) N A P 185) DL +COLL +0 . 75WL3 +ADW +0 . 75A1V1L +0 .75AlHlR (SOA-L) N A P 186) DL +COLL +0 .75WL3 +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA-R) N A P 187) DL +COLL +0 .75WL3 +ADW +0 . 75A1V1L +0 . 75A1H1L (SOA-L) N A P 188) DL +COLL +0 .75WL3 +ADW +0 . 75A1V1L +0 . 75A1H1L (SOA-R) N A P 189) DL +COLL +0 .75WL3 +ADW +0 . 75AlVlR +0 . 75AlHlR (SOA-L) N A P 190) DL +COLL +0 . 75WL3 +ADW +0 . 75AlVlR +0 . 75AlHlR (SOA-R) N A P 191) DL +COLL +0 .75WL3 +ADW +0 . 75AlVlR +0 . 75A1H1L . (SOA-L) N A P 192) DL +COLL +0 . 75WL3 +ADW +0 . 75AlVlR +0 . 75A1H1L (SOA-R) N A P 193) DL +COLL +0 . 75WL4 +ADW +0 . 75A1V1L +0 . 75A1HIR (SOA-L) N A P 194) DL +COLL +0 . 75WL4 +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA-R) N A P 195) DL +COLL +0 . 75WL4 +ADW +0 . 75A1V1L +0 . 75A1H1L (SOA-L) N A P 196) DL +COLL +0 . 75WL4 +ADW +0 . 75A1V1L +0 . 75A1H1L (SOA-R) N A P 197) DL +COLL +0 .75WL4 +ADW +0 . 75AlVlR +0 . 75AlHlR (SOA-L) N A P 198) DL +COLL +0 .75WL4 +ADW +0 . 75AlVlR +0 . 75AlHlR (SOA-R) N A P 199) DL +COLL +0 .75WL4 +ADW +0 . 75AlVlR +0 . 75A1H1L (SOA-L) N A P 200) DL +COLL +0 .75WL4 +ADW +0 .75AlVlR +0 . 75A1H1L (SOA-R) N A P 201) DL +0 . 75LL +COLL +0 . 75WL1 +ADW (SOA-L) N A P 202) DL +0 . 75LL +COLL +0 . 75WL1 +ADW (SOA-R) N A P 203) DL +0 . 75LL +COLL +0 . 75WL2 +ADW (SOA-L) N A P 204) DL +0 .75LL +COLL +0 . 75WL2 +ADW (SOA-R) N A P 205) DL +0 .75LL +COLL +0 . 75LWL1 +ADW (SOA-L) N A P 206) DL +0 .75LL +COLL +0 . 75LWL1 +ADW (SOA-R) N A P 207) DL +0 .75LL +COLL +0 .75LWL2 +ADW (SOA-L) N A P 208) DL +0 .75LL +COLL +0 .75LWL2 +ADW (SOA-R) N A P 209) DL +0 .75LL +COLL +0 .75LWL3 +ADW (SOA-L) N A P 210) DL +0 .75LL +COLL +0 .75LWL3 +ADW (SOA-R) N A P 211) DL +0 .75LL +COLL +0 .75LWL4 +ADW (SOA-L) N A P 212) DL +0 .75LL +COLL +0 .75LWL4 +ADW (SOA-R) N A P 213) DL +0 .75LL +COLL +0 .75WL3 +ADW (SOA-L) N A P 214) DL +0 .75LL +COLL +0 .75WL3 +ADW (SOA-R) N A P 215) DL +0 .75LL +COLL +0 .75WL4 +ADW (SOA-L) N A P 216) DL +0 .75LL +COLL +0 .75WL4 +ADW (SOA-R) N A P 217) DL +COLL +0 .75SNOW +0 .75WL1 +ADW (SOA-L) N A P 218) DL +COLL +0 .75SNOW +0 .75WL1 +ADW (SOA-R) N A P Star Building Systems, 0, OK User- 0- - anna Page: F20- 11 R-Frame Design Program - Version v4 . 1 Job : 80708A Continue Load Comb Report File: frames-i .fra Date: 5/23/12 cs 90 ./20 . /19 .417 20 ./90 . /25. Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Load Combination : ------------------ 219) DL +COLL +0 .75SNOW +0 .75WL2 +ADW (SOA-L) N A P 220) DL +COLL +0 .75SNOW +0 . 75WL2 +ADW (SOA-R) N A P 221) DL +COLL +0 .75SNOW +0 .75LWL1 +ADW (SOA-L) N A P 222) DL +COLL +0 .75SNOW +0 .75LWL1 +ADW (SOA-R) N A P 223) DL +COLL +0 .75SNOW +0 .75LWL2 +ADW (SOA-L) N A P 224) DL +COLL +0 . 75SNOW +0 .75LWL2 +ADW (SOA-R) N A P 225) DL +COLL +0 .75SNOW +0 .75LWL3 +ADW (SOA-L) N A P 226) DL +COLL +0 .75SNOW +0 .75LWL3 +ADW (SOA-R) N A P 227) DL +COLL +0 .75SNOW +0 .75LWL4 +ADW (SOA-L) N A P 228) DL +COLL +0 .75SNOW +0 .75LWL4 +ADW (SOA-R) N A P 229) DL +COLL +0 .75SNOW +0 . 75WL3 +ADW (SOA-L) N A P 230) DL +COLL +0 .75SNOW +0 . 75WL3 +ADW (SOA-R) N A P 231) DL +COLL +0 .7SSNOW +0 . 75WL4 +ADW (SOA-L) N A P 232) DL +COLL +0 .75SNOW +0 . 75WL4 +ADW (SOA-R) N A P 233) DL +COLL +0 . 75SNOW +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA-L) N A P 234) DL +COLL +0 .7SSNOW +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA-R) N A P 235) DL +COLL +0 .75SNOW +ADW +0 . 75A1V1L +0 .75A1H1L (SOA-L) N A P 236) DL +COLL +0 .75SNOW +ADW +0 . 75A1V1L +0 .75A1H1L (SOA-R) N A P 237) DL +COLL +0 .75SNOW +ADW +0 . 75AlVlR +0 .75AlHlR (SOA-L) N A P 238) DL +COLL +0 .75SNOW +ADW +0 . 75AlVlR +0 .75AlHlR (SOA-R) N A P 239) DL +COLL +0 .75SNOW +ADW +0 . 75AlVlR +0 .75A1H1L (SOA-L) N A P 240) DL +COLL +0 .75SNOW +ADW +0 .75AlVlR +0 .75A1H1L (SOA-R) N A P 241) DL +COLL +0 .75SNOW +0 . 75WL1 +ADW +0 . 75A1V1L +0 .75AlHlR (SOA -L) N A P 242) DL +COLL +0 . 75SNOW +0 . 75WL1 +ADW +0 . 75A1V1L +0 .75AlHlR (SOA -R) N A P 243) DL +COLL +0 . 75SNOW +0 . 75WL1 +ADW +0 . 75A1V1L +0 .75A1H1L (SOA -L) I N A P 244) DL +COLL +0 . 75SNOW +0 . 75WL1 +ADW +0 . 75A1V1L +0 . 75A1H1L (SOA -R) N A P 245) DL +COLL +0 .75SNOW +0 .75WL1 +ADW +0 .75AlVlR +0 . 75AlHlR (SOA -L) N A P 246) DL +COLL +0 .75SNOW +0 .75WL1 +ADW +0 .75AlVlR +0 . 75AlHlR (SOA -R) N A P 247) DL +COLL +0 .75SNOW +0 . 75WL1 +ADW +0 . 75AlVlR +0 . 75AlHlL (SOA -L) N A P 248) DL +COLL +0 .75SNOW +0 . 75WL1 +ADW +0 . 75AlVlR +0. 75A1H1L (SOA -R) N A P 249) DL +COLL +0 .75SNOW +0 . 75WL2 +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA -L) N A P 250) DL +COLL +0 .75SNOW +0 . 75WL2 +ADW +0 .75A1V1L +0 . 75AlHlR (SOA -R) N A P 251) DL +COLL +0 .75SNOW +0 .7SWL2 +ADW +0 .75A1V1L +0 . 75AlHlL (SOA -L) N A P 252) DL +COLL +0 . 75SNOW +0 .75WL2 +ADW +0 .75A1V1L +0 . 75AlHlL (SOA -R) N A P 253) DL +COLL +0 . 75SNOW +0 .75WL2 +ADW +0 .75AlVlR +0 . 75AlHlR (SOA -L) N A P 254) DL +COLL +0 . 75SNOW +0 .75WL2 +ADW +0 . 75AlVlR +0 . 75AlHlR (SOA -R) N A P Star Building Systems, 9f, OK User: a9anna Page: F20- 12 R-Frame Design Program - Version v4 .1 Job : 80708A Continue Load Comb Report File: frames-1. fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Load Combination : ------------------ 255) DL +COLL +0 .75SNOW +0 .75WL2 +ADW +0 .75AlVlR +0 .75A1H1L (SOA -L) N A P 256) DL +COLL +0 .75SNOW +0 .75WL2 +ADW +0 . 75AlVlR +0 . 75A1H1L (SOA -R) N A P 257) DL +COLL +0 .75SNOW +0 .75LWL1 +ADW +0 .75A1V1L +0 .75A1H1R (SO A-L) N A P 258) DL +COLL +0 .75SNOW +0 . 75LWL1 +ADW +0 .75A1V1L +0 .75AlHlR (SO A-R) N A P 2S9) DL +COLL +0 .75SNOW +0 . 75LWL1 +ADW +0 .75A1V1L +0 . 75A1H1L (SO A-L) N A P 260) DL +COLL +0 . 75SNOW +0 .75LWL1 +ADW +0 . 75A1V1L +0 .75A1H1L (SO A-R) N A P 261) DL +COLL +0 . 75SNOW +0 . 7SLWL1 +ADW +0 .75AlVlR +0 .75AlHlR (SO A-L) N A P 262) DL +COLL +0 .75SNOW +0 .75LWL1 +ADW +0 .75AlVlR +0 . 75AlHlR (SO A-R) N A P 263) DL +COLL +0 .75SNOW +0 .75LWL1 +ADW +0 . 75AlVlR +0 . 75A1H1L (SO A-L) N A P 264) DL +COLL +0 . 75SNOW +0 .75LWL1 +ADW +0 . 75AlVlR +0 .75A1H1L (SO A-R) N A P 265) DL +COLL +0 . 75SNOW +0 .75LWL2 +ADW +0 . 75A1V1L +0 . 75AlHlR (SO A-L) N A P 266) DL +COLL +0 . 75SNOW +0 . 75LWL2 +ADW +0 . 75A1V1L +0 .75AlHlR (SO A-R) N A P 267) DL +COLL +0 .75SNOW +0 . 75LWL2 +ADW +0. 75A1V1L +0 .75A1H1L (SO A-L) N A P 268) DL +COLL +0 . 75SNOW +0 .75LWL2 +ADW +0 . 75A1V1L +0 .75A1H1L (SO A-R) N A P 269) DL +COLL +0 . 75SNOW +0 .75LWL2 +ADW +0 . 75AlVlR +0 .75AlHlR (SO A-L) N A P 270) DL +COLL +0 . 75SNOW +0 .75LWL2 +ADW +0 . 75AlVlR +0 .75AlHlR (SO A-R) N A P 271) DL +COLL +0 .75SNOW +0 . 75LWL2 +ADW +0 .75AlVlR +0 . 75A1H1L (SO A-L) N A P 272) DL +COLL +0 .75SNOW +0 .75LWL2 +ADW +0 . 75AlVlR +0 .7SA1H1L (SO A-R) N A P 273) DL +COLL +0 .75SNOW +0 .75LWL3 +ADW +0 .75A1V1L +0 .75AlHlR (SO A-L) N A P 274) DL +COLL +0 .75SNOW +0 .75LWL3 +ADW +0 .75A1V1L +0 .75AlHlR (SO A-R) N A P 275) DL +COLL +0 .7SSNOW +0 .75LWL3 +ADW +0 . 75A1V1L +0 .75A1H1L (SO A-L) N A P 276) DL +COLL +0 .75SNOW +0 .75LWL3 +ADW +0 .75A1V1L +0 .75A1H1L (SO A-R) N A P 277) DL +COLL +0 .75SNOW +0 .75LWL3 +ADW +0 . 75AlVlR +0 .75AlHlR (SO A-L) N A P 278) DL +COLL +0 .75SNOW +0 .75LWL3 +ADW +0. 75AlVlR +0 .75AlHlR (SO A-R) N A P 279) DL +COLL +0 .75SNOW +0 .75LWL3 +ADW +0. 75AlVlR +0 .75AlHlL (SO A-L) N A P Star Building Systems, 0, OK User: fanna Page: F20- 13 R-Frame Design Program - Version v4 . 1 Job : 80708A Continue Load Comb Report File : frames-i .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 ./90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Load Combination : ------------------ 280) DL +COLL +0 . 75SNOW +0 . 75LWL3 +ADW +0 . 75AlVlR +0 .75A1H1L (SO A-R) N A P 281) DL +COLL +0 .75SNOW +0 . 75LWL4 +ADW +0 .75A1V1L +0 . 75AlHlR (SO A-L) N A P 282) DL +COLL +0 .75SNOW +0 .75LWL4 +ADW +0 .75A1V1L +0 .75AlHlR (SO A-R) N A P 283) DL +COLL +0 .75SNOW +0 .75LWL4 +ADW +0 . 75A1V1L +0 . 75A1H1L (SO A-L) N A P 284) DL +COLL +0 .75SNOW +0 .75LWL4 +ADW +0 . 75A1V1L +0 . 75A1H1L (SO A-R) N A P 285) DL +COLL +0 . 75SNOW +0 . 75LWL4 +ADW +0 . 75AlVlR +0 . 75AIHlR (SO A-L) N A P 286) DL +COLL +0 . 75SNOW +0 . 75LWL4 +ADW +0 . 75AlVlR +0 .75AlHlR (SO A-R) N A P 287) DL +COLL +0 .75SNOW +0 .75LWL4 +ADW +0 .75AlVlR +0 .75A1H1L (SO A-L) N A P 288) DL +COLL +0 .75SNOW +0 .75LWL4 +ADW +0 . 75AlVlR +0 .75AlHlL (SO A-R) N A P 289) DL +COLL +0 .75SNOW +0 .75WL3 +ADW +0 . 75A1V1L +0 .75AlHlR (SOA -L) N A P 290) DL +COLL +0 . 75SNOW +0 .75WL3 +ADW +0 .75A1V1L +0 .75AlHlR (SOA -R) N A P 291) DL +COLL +0 . 75SNOW +0 .75WL3 +ADW +0 .75A1V1L +0 . 75A1H1L (SOA -L) N A P 292) DL +COLL +0 .75SNOW +0 . 75WL3 +ADW +0 .75A1V1L +0 . 75A1H1L (SOA -R) N A P 293) DL +COLL +0 .75SNOW +0 .7SWL3 +ADW +0 .75AlVlR +0 .75AlHlR (SOA -L) N A P 294) DL +COLL +0 .75SNOW +0 .75WL3 +ADW +0 .75AlVlR +0 .75AlHlR (SOA -R) N A P 295) DL +COLL +0 .75SNOW +0 .75WL3 +ADW +0 .75AlVlR +0. 75A1H1L (SOA -L) N A P 296) DL +COLL +0 .75SNOW +0 .75WL3 +ADW +0 .75AlVlR +0 . 75AlHlL (SOA -R) N A P 297) DL +COLL +0 .75SNOW +0 .75WL4 +ADW +0 .75A1V1L +0 . 75AlHlR (SOA -L) N A P 298) DL +COLL +0 .75SNOW +0 .75WL4 +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA -R) N A P 299) DL +COLL +0 .75SNOW +0 .75WL4 +ADW +0 . 75A1V1L +0 . 75A1H1L (SOA -L) N A P 300) DL +COLL +0 .75SNOW +0 .75WL4 +ADW +0 .75A1V1L +0 .75A1H1L (SOA -R) N A P 301) DL +COLL +0 .75SNOW +0 .75WL4 +ADW +0 .75AlVlR +0. 75AlHlR (SOA -L) N A P 302) DL +COLL +0 . 75SNOW +0 . 75WL4 +ADW +0 .75AlVlR +0 . 75AlHlR (SOA -R) N A P 303) DL +COLL +0 . 75SNOW +0 .75WL4 +ADW +0 . 75AlVlR +0 . 75A1H1L (SOA -L) N A P 304) DL +COLL +0 .75SNOW +0 .75WL4 +ADW +0 . 75AlVlR +0 .75A1H1L (SOA -R) N A P Star Building Systems, 9, OK User: 16 anna Page: F20- 14 R-Frame Design Program - Version v4 . 1 Job : 80708A Continue Load Comb Report File: frames—i .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Load Combination : ------------------ 305) DL +COLL +RS +ADW (SOA-L) N A P 306) DL +COLL +RS +ADW (SOA-R) N A P 307) DL +COLL +RS +ADW +A1D1L (SOA-L) N A P 308) DL +COLL +RS +ADW +A1D1L (SOA-R) N A P 309) DL +COLL +RS +ADW +A1D1R (SOA-L) N A P 310) DL +COLL +RS +ADW +A1D1R (SOA-R) N A P 311) DL +COLL +LS +ADW (SOA-L) N A P 312) DL +COLL +LS +ADW (SOA-R) N A P 313) DL +COLL +LS +ADW +A1D1L (SOA-L) N A P 314) DL +COLL +LS +ADW +A1D1L (SOA-R) N A P 315) DL +COLL +LS +ADW +A1D1R (SOA-L) N A P 316) DL +COLL +LS +ADW +A1D1R (SOA-R) N A P 317) DL +ADW +P2K1 (SOA-L) N A P 318) DL +ADW +P2K1 (SOA-R) N A P 319) LL D 320) SNOW D 321) LS D 322) RS D 323) WL1 D 324) WL2 D 325) LWL1 D 326) LWL2 D 327) LWL3 D 328) LWL4 D 329) WL3 D 330) WL4 D 331) 1 .3636DL +EQ D E 332) 0 . 7364DL +EQ D E 333) 1. 3636DL -EQ D E 334) 0 . 7364DL -EQ D E Star Building Systems, to, OK User: Sanna Page: F20- 15 R-Frame Design Program - Version v4 . 1 Job : 80708A Continue Load Comb Report File : frames—i .fra Date: 5/23/12 cs 90 ./20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Where DL = Roof Dead Load LL = Roof Live Load COLL = Roof Collateral Load ADW = Auxiliary Dead Weight A1D1L = Auxiliary Crane #1 Dead Loading #1 Max. at Left A1D1R = Auxiliary Crane #1 Dead Loading #1 Max. at Right SNOW = The Larger of: Code Defined Minimum Roof Snow Load User Input Minimum Roof Snow Load A1V1L = Auxiliary Crane #1 Vert Loading #1 Max. at Left A1H1R = Auxiliary Crane #1 Horz Loading #1 to the Right A1H1L = Auxiliary Crane #1 Horz Loading #1 to the Left A1V1R = Auxiliary Crane #1 Vert Loading #1 Max. at Right EQ = Lateral Seismic Load [parallel to plane of frame] WL1 = Lateral Primary Wind Load WL2 = Lateral Primary Wind Load LWL1 = Longitudinal Primary Wind Load LWL2 = Longitudinal Primary Wind Load LWL3 = Longitudinal Primary Wind Load LWL4 = Longitudinal Primary Wind Load WL3 = Lateral Primary Wind Load WL4 = Lateral Primary Wind Load RS = Unbalanced Right Roof Snow Load LS = Unbalanced Left Roof Snow Load P2K1 = 2000# Point Load Combination Descriptions -------------------------- N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Stress Design Combination - ASD05 C= Column Only Combination for Seismic D= Deflection Only Combination P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination LRFD E= Cd is applied and Ie is omitted from frame drift calculations Star Building Systems, 0, OK User: fanna Page: F20- 16 R-Frame Design Program - Version v4 .1 Job : 80708A User Load Report File: frames—i .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- * USER INPUT LOADS ------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 LC LW$ GLOB L C 0 . 010 1.2000 0 . 0000 0 . 000 2 LC LW$ GLOB L C 0 . 010 1.2000 0 . 0000 0 . 000 Star Building Systems, 0, OK User: 18 anna Page: F20- 17 R-Frame Design Program - Version v4 . 1 Job : 80708A Crane Report File: frames-i . fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90. /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Crane System Data for Crane # 1 in Span # -------------------------------------------- (Top running crane on brackets) Location of the center of the left rail from the steel line (feet) 4 . 7500 Span (distance between centers of rails) (feet) . . . . . . . . . . . . . . . . . . . . . . 80 . 5000 Distance from floor to the application point of lateral loads (feet) 12 .4896 Distance from floor to the application point of vertical loads (feet) 10 . 6946 Minimum web thickness at the crane attachment point (inches) . . . . . . . . . . 0 . 1780 Minimum flange width at the crane attachment point (inches) . . . . . . . . . . . 8 . 0000 Loads for Crane --------------- Dead weight of left runway beams (kips) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 9460 Dead weight of right runway beams (kips) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 9460 Maximum vertical dead load (kips) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 . 6762 Minimum vertical dead load (kips) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 .2460 Maximum vertical total loads (dead and lifted loads) (kips) . . . . . . . . . . . 9 . 1262 Minimum vertical total loads (dead and lifted loads) (kips) . . . . . . . . . . . 4 .2460 Lateral crane load from the left crane runway beam (kips) . . . . . . . . . . . . . 0 .4880 Lateral crane load from the right crane runway beam (kips) . . . . . . . . . . . . 0 .4880 * CRANE LOADS GENERATED ------------------------ LOAD MEM NAME SYS DIR TYP DIST. INTENSITY ECCEN. DESCRIPTION NO. 3 LC ADW YREF Y C 10 . 69 -0 . 946 4 . 75 CRANE 1 LOAD 4 RC ADW YREF Y C 10 .69 -0 . 946 -4 .75 CRANE 1 LOAD 5 LC A1D1L YREF Y C 10 .69 -4 .676 4 . 75 CRANE 1 LOAD 6 RC A1D1L YREF Y C 10 .69 -4 .246 -4 .75 CRANE 1 LOAD 7 LC A1D1R YREF Y C 10 . 69 -4 .246 4 .75 CRANE 1 LOAD 8 RC A1D1R YREF Y C 10 . 69 -4 . 676 -4 .75 CRANE 1 LOAD 9 LC A1V1L YREF Y C 10 . 69 -9 . 126 4 .75 CRANE 1 LOAD 10 RC A1V1L YREF Y C 10 . 69 -4 .246 -4 .75 CRANE 1 LOAD 11 LC A1V1R YREF Y C 10 . 69 -4 .246 4 .75 CRANE 1 LOAD 12 RC A1V1R YREF Y C 10 . 69 -9 . 126 -4 .75 CRANE 1 LOAD 13 LC A1H1R YREF X C 12 .49 0 .488 0 . 00 CRANE 1 LOAD 14 RC A1H1R YREF X C 12 .49 0 .488 0 . 00 CRANE 1 LOAD 15 LC A1H1L YREF X C 12 .49 -0 .488 0 . 00 CRANE 1 LOAD 16 RC A1H1L YREF X C 12 .49 -0 .488 0 . 00 CRANE 1 LOAD Star Building Systems, 9, OK User: fbanna Page: F20- 18 R-Frame Design Program - Version v4 . 1 Job : 80708A Canopy Report File: frames—i . fra Date: 5/23/12 cs 90 . /20 . /1.9 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Left Side Canopy Data --------------------- Canopy #1 : At Eave Canopy w/ Non-Flush purlin Width (horizontal projection from steel line) (feet) . . . . . . 6 . 0000 Length (used for drifting snow only) (feet) . . . . . . . . . . . . . . . 66 . 0000 Canopy bay size (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19.4170 Roof height at the wall (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 0000 Roof height at the free end (feet) . . . . . . . . . . . . . . . . . . . . . . . . 19 . 5000 Roof siope (rise:12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 0000 Purlin depth (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 .2500 Minimum column outer flange width (inches) . . . . . . . . . . . . . . . 5 . 0000 Minimum column outer flange thickness (inches) . . . . . . . . . . . 0 .1780 Canopy beam flange thickness (inches) . . . . . . . . . . . . . . . . . . . . . 0 .2500 Canopy beam vertical web height at the steel line (inches) 8 . 1630 Connection plate thickness (inches) . . . . . . . . . . . . . . . . . . . . . . . 0 .3750 Canopy Design Loads ------------------- Snow Thermal Factor [Ctl -- Unheated Canopy 1.2000 Slippery & Unobstructed Canopy Roof Surface No Canopy Snow Slope Factor [Cs] 1 . 0000 Total Canopy Dead Load (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 . 8210 Canopy Collateral Load (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 0000 Canopy Live Load Entered (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 0000 Canopy Live Load Used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 0000 Design Snow Load Used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21 . 0000 Unbalanced Snow Load Used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 .2500 Canopy wind elevation (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 .7500 Number of wind arrays . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Canopy wind coefficients and design loads ----------------------------------------- Wind Wind Coeff . Design Load Array (psf) WL1 -1 .490 -23 .69 WL2 -1 .490 -23 . 69 LWL1 -1. 070 -17 . 01 LWL2 -0 . 690 -10 .97 LWL3 -0 . 890 -14 . 15 LWL4 -0 .730 -11 . 60 WL3 -0 .370 -5 . 88 WL4 -0 .370 -5 .88 Star Building Systems, 9f OK User: 9anna Page: F20- 19 R-Frame Design Program - Version v4 .1 Job : 80708A Continued Canopy Report File: frames-i .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Right Side Canopy Data ---------------------- Canopy #1 : At Eave Canopy w/ Non-Flush purlin Width (horizontal projection from steel line) (feet) . . . . . . 6 . 0000 Length (used for drifting snow only) (feet) . . . . . . . . . . . . . . . 66 . 0000 Canopy bay size (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19.4170 Roof height at the wall (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20. 0000 Roof height at the free end (feet) . . . . . . . . . . . . . . . . . . . . . . . . 19. 5000 Roof slope (rise: 12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1. 0000 Purlin depth (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 .2500 Minimum column outer flange width (inches) . . . . . . . . . . . . . . . 5 . 0000 Minimum column outer flange thickness (inches) . . . . . . . . . . . 0 .1780 Canopy beam flange thickness (inches) . . . . . . . . . . . . . . . . . . . . . 0 .2500 Canopy beam vertical web height at the steel line (inches) 8 . 1630 Connection plate thickness (inches) . . . . . . . . . . . . . . . . . . . . . . . 0 .3750 Canopy Design Loads ------------------- Snow Thermal Factor [Ctl -- Unheated Canopy 1.2000 Slippery & Unobstructed Canopy Roof Surface No Canopy Snow Slope Factor [Cs] 1. 0000 Total Canopy Dead Load (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 . 8210 Canopy Collateral Load (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 0000 Canopy Live Load Entered (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 0000 Canopy Live Load Used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 0000 Design Snow Load Used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21. 0000 Unbalanced Snow Load Used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . 11. 8446 Canopy wind elevation (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19.7500 Number of wind arrays . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Canopy wind coefficients and design loads ----------------------------------------- Wind Wind Coeff. Design Load Array (psf) WL1 -0 . 370 -5 .88 WL2 -0 . 370 -5 . 88 LWL1 -0. 690 -10 . 97 LWL2 -1 . 070 -17 . 01 LWL3 -0 . 730 -11 . 60 LWL4 -0 . 890 -14 .15 WL3 -1 .490 -23 . 69 WL4 -1 .490 -23 . 69 CANOPY LOADS GENERATED ------------------------- LOAD MEM NAME SYS DIR TYP DIST. INTENSITY ECCEN. DESCRIPTION NO. 17 LC DL GLOB Y C 18 .61 -0 .445 -3 . 00 CANOPY LOAD 18 LC LL GLOB Y C 18 .61 -2 .330 -3 . 00 CANOPY LOAD 19 LC SNOW GLOB Y C 18 .61 -2 .447 -3 . 00 CANOPY LOAD 20 LC RS GLOB Y C 18 .61 -0 .612 -3 . 00 CANOPY LOAD 21 LC LS GLOB Y C 18 .61 -1. 709 -3 . 19 CANOPY LOAD 22 LC WL1 GLOB Y C 18 .61 2 . 759 -3 . 00 CANOPY LOAD 23 LC WL1 GLOB X C 18 .61 -0.230 0 . 00 CANOPY LOAD 24 LC WL2 GLOB Y C 18 . 61 2 . 759 -3 . 00 CANOPY LOAD 25 LC WL2 GLOB OC 18 . 61 -0 .230 010 CANOPY LOAD 26 LC LWL1 GLOB Y C 18 . 61 1. 982 -3 . 00 CANOPY LOAD 27 LC LWL1 GLOB X C 18 . 61 -0 . 165 0 . 00 CANOPY LOAD 28 LC LWL2 GLOB Y C 18 .61 1.278 -3 . 00 CANOPY LOAD 29 LC LWL2 GLOB X C 18 . 61 -0. 106 0 . 00 CANOPY LOAD 30 LC LWL3 GLOB Y C 18 .61 1. 648 -3 . 00 CANOPY LOAD 31 LC LWL3 GLOB X C 18 .61 -0 . 137 0 . 00 CANOPY LOAD 32 LC LWL4 GLOB Y C 18 . 61 1 . 352 -3 . 00 CANOPY LOAD 33 LC LWL4 GLOB X C 18 .61 -0 . 113 0 . 00 CANOPY LOAD 34 LC WL3 GLOB Y C 18 .61 0 . 685 -3 . 00 CANOPY LOAD 35 LC WL3 GLOB X C 18 .61 -0 . 057 0 . 00 CANOPY LOAD Star Building Systems, 0, OK User: Oanna Page: F20- 20 R-Frame Design Program - Version v4 . 1 Job : 80708A Continued Canopy Report File: frames-i .fra Date: 5/23/12 cs 90 ./20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- * CANOPY LOADS GENERATED (continued) ------------------------- LOAD MEM NAME SYS DIR TYP DIST. INTENSITY ECCEN. DESCRIPTION NO. 36 LC WL4 GLOB Y C 18 .61 0 . 685 -3 . 00 CANOPY LOAD 37 LC WL4 GLOB X C 18 .61 -0 . 057 0 . 00 CANOPY LOAD 38 RC DL GLOB Y C 18 .61 -0 .445 3 . 00 CANOPY LOAD 39 RC LL GLOB Y C 18 . 61 -2 .330 3 . 00 CANOPY LOAD 40 RC SNOW GLOB Y C 18 . 61 -2 .447 3 . 00 CANOPY LOAD 41 RC RS GLOB Y C 18 .61 -1 . 709 3 . 19 CANOPY LOAD 42 RC LS GLOB Y C 18 .61 -0 . 612 3 . 00 CANOPY LOAD 43 RC WL1 GLOB Y C 18 .61 0 . 685 3 . 00 CANOPY LOAD 44 RC WL1 GLOB X C 18 .61 0 . 057 0 . 00 CANOPY LOAD 45 RC WL2 GLOB Y C 18 .61 0 . 685 3 . 00 CANOPY LOAD 46 RC WL2 GLOB X C 18 . 61 0 . 057 0 . 00 CANOPY LOAD 47 RC LWL1 GLOB Y C 18 . 61 1 .278 3 . 00 CANOPY LOAD 48 RC LWL1 GLOB X C 18 .61 0 . 106 0 . 00 CANOPY LOAD 49 RC LWL2 GLOB Y C 18 .61 1 . 982 3 . 00 CANOPY LOAD 50 RC LWL2 GLOB X C 18 .61 0 . 165 0 . 00 CANOPY LOAD 51 RC LWL3 GLOB Y C 18 .61 1.352 3 . 00 CANOPY LOAD 52 RC LWL3 GLOB X C 18 .61 0 . 113 0 . 00 CANOPY LOAD 53 RC LWL4 GLOB Y C 18 .61 1 . 648 3 . 00 CANOPY LOAD 54 RC LWL4 GLOB X C 18 . 61 0 . 137 0 . 00 CANOPY LOAD 55 RC WL3 GLOB Y C 18 . 61 2 . 759 3 . 00 CANOPY LOAD 56 RC WL3 GLOB X C 18 .61 0 .230 0 . 00 CANOPY LOAD 57 RC WL4 GLOB Y C 18 .61 2 . 759 3 . 00 CANOPY LOAD 58 RC WL4 GLOB X C 18 .61 0 .230 0 . 00 CANOPY LOAD Star Building Systems, 0, OK User: 10anna Page: F20- 21 R-Frame Design Program - Version v4 . 1 Job : 80708A Load Report File: frames-1 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- * GENERAL LOAD CARDS GENERATED - -------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 LC LW$ GLOB L C 0 . 010 1 .2000 N/A 0 . 000 2 LC LW$ GLOB L C 0 . 010 1 .2000 N/A 0 . 000 3 LC ADW YREF Y C 10 .695 -0 . 9460 N/A 4 . 750 4 RC ADW YREF Y C 10 . 695 -0 . 9460 N/A -4 . 750 5 LC A1D1L YREF Y C 10 .695 -4 . 6762 N/A 4 .750 6 RC A1D1L YREF Y C 10 .695 -4 .2460 N/A -4 .750 7 LC A1D1R YREF Y C 10 .695 -4 .2460 N/A 4 .750 8 RC A1D1R YREF Y C 10 .695 -4 .6762 N/A -4 .750 9 LC A1V1L YREF Y C 10 .695 -9 . 1262 N/A 4 .750 10 RC A1V1L YREF Y C 10 .695 -4 .2460 N/A -4 .750 11 LC A1V1R YREF Y C 10 . 695 -4 .2460 N/A 4 .750 12 RC A1V1R YREF Y C 10 .695 -9 . 1262 N/A -4 . 750 13 LC A1H1R YREF x C 12 .490 0 .4880 N/A 0 . 000 14 RC A1H1R YREF x C 12 .490 0 .4880 N/A 0 . 000 15 LC A1H1L YREF x C 12 .490 -0 .4880 N/A 0 . 000 16 RC A1H1L YREF x C 12 .490 -0 .4880 N/A 0 . 000 17 LC DL GLOB Y C 18 .615 -0 .4450 N/A -3 . 000 18 LC LL GLOB Y C 18 . 615 -2 .3300 N/A -3 . 000 19 LC SNOW GLOB Y C 18 . 615 -2 .4470 N/A -3 . 000 20 LC RS GLOB Y C 18 . 615 -0 .6116 N/A -3 . 000 21 LC LS GLOB Y C 18 .615 -1.7094 N/A -3 . 193 22 LC WL1 GLOB Y C 18 .615 2 .7590 N/A -3 . 000 23 LC WL1 GLOB x C 18 .615 -0 .2300 N/A 0 . 000 24 LC WL2 GLOB Y C 18 .615 2 . 7590 N/A -3 . 000 25 LC WL2 GLOB x C 18 .615 -0 .2300 N/A 0 . 000 26 LC LWL1 GLOB Y C 18 .615 1. 9820 N/A -3 . 000 27 LC LWL1 GLOB x C 18 .615 -0 . 1650 N/A 0 . 000 28 LC LWL2 GLOB Y C 18 .615 1 .2780 N/A -3 . 000 29 LC LWL2 GLOB x C 18 .615 -0 . 1060 N/A 0 . 000 30 LC LWL3 GLOB Y C 18 . 615 1 . 6480 N/A -3 . 000 31 LC LWL3 GLOB x C 18 .615 -0 . 1370 N/A 0 . 000 32 LC LWL4 GLOB Y C 18 .615 1 .3520 N/A -3 . 000 33 LC LWL4 GLOB x C 18 . 615 -0 . 1130 N/A 0 . 000 34 LC WL3 GLOB Y C 18 . 615 0 .6850 N/A -3 . 000 35 LC WL3 GLOB x C 18 . 615 -0 . 0570 N/A 0 . 000 36 LC WL4 GLOB Y C 18 . 615 0 . 6850 N/A -3 . 000 37 LC WL4 GLOB x C 18 . 615 -0 . 0570 N/A 0 . 000 38 RC DL GLOB Y C 18 .615 -0 .4450 N/A 3 . 000 39 RC LL GLOB Y C 18 . 615 -2 .3300 N/A 3 . 000 40 RC SNOW GLOB Y C 18 . 615 -2 .4470 N/A 3 . 000 41 RC RS GLOB Y C 18 .615 -1. 7094 N/A 3 .193 42 RC LS GLOB Y C 18 .615 -0 . 6116 N/A 3 . 000 43 RC WL1 GLOB Y C 18 .615 0 . 6850 N/A 3 . 000 44 RC WL1 GLOB x C 18 .615 0 . 0570 N/A 0 . 000 45 RC WL2 GLOB Y C 18 .615 0 .6850 N/A 3 . 000 46 RC WL2 GLOB x C 18 .615 0 . 0570 N/A 0 . 000 47 RC LWL1 GLOB Y C 18 .615 1.2780 N/A 3 . 000 48 RC LWL1 GLOB x C 18 .615 0 . 1060 N/A 0 . 000 49 RC LWL2 GLOB Y C 18 .615 1 . 9820 N/A 3 . 000 50 RC LWL2 GLOB x C 18 .615 0 .1650 N/A 0 . 000 Star Building Systems, 0, OK User: a0anna Page: F20- 22 R-Frame Design Program - Version v4 .1 Job : 80708A Load Report File: frames-i . fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- 51 RC LWL3 GLOB Y C 18 . 615 1 .3520 N/A 3 . 000 52 RC LWL3 GLOB x C 18 . 615 0 . 1130 N/A 0 . 000 53 RC LWL4 GLOB Y C 18 .615 1 . 6480 N/A 3 . 000 54 RC LWL4 GLOB x C 18 .615 0 . 1370 N/A 0 . 000 55 RC WL3 GLOB Y C 18 .615 2 . 7590 N/A 3 . 000 56 RC WL3 GLOB x C 18 .615 0 .2300 N/A 0 . 000 57 RC WL4 GLOB Y C 18 .615 2 .7590 N/A 3 . 000 58 RC WL4 GLOB x C 18 .615 0 .2300 N/A 0 . 000 59 LC LWL1 GLOB L C 0 . 010 1 .2000 N/A 0 . 000 60 LC LWL2 GLOB L C 0 . 010 1.2000 N/A 0 . 000 61 LC LWL3 GLOB L C 0 . 010 1.2000 N/A 0 . 000 62 LC LWL4 GLOB L C 0 . 010 1.2000 N/A 0 . 000 63 LC LWL1 GLOB L C 0 . 010 1.2000 N/A 0 . 000 64 LC LWL2 GLOB L C 0 . 010 1.2000 N/A 0 . 000 65 LC LWL3 GLOB L C 0 . 010 1.2000 N/A 0 . 000 66 LC LWL4 GLOB L C 0 . 010 1.2000 N/A 0 . 000 67 LR DL XREF Y U 0 . 000 -0 . 0256 N/A 0 . 000 68 RR DL XREF Y U 0 . 000 -0 . 0256 N/A 0 . 000 69 LC SW GLOB Y U 0 . 000 -0 . 0452 N/A 0 . 000 70 LR Sw GLOB Y U 0 . 000 -0 . 0224 N/A 0 . 000 71 RC Sw GLOB Y U 0 . 000 -0 . 0452 N/A 0 . 000 72 RR Sw GLOB Y U 0 . 000 -0 . 0224 N/A 0 . 000 73 LR LL XREF Y U 0 . 000 -0 .2000 N/A 0 . 000 74 RR LL XREF Y U 0 . 000 -0 .2000 N/A 0 . 000 75 LR COLL XREF Y U 0 . 000 -0 . 0600 N/A 0 . 000 76 RR COLL XREF Y U 0 . 000 -0 . 0600 N/A 0 . 000 77 LR SNOW XREF Y U 0 . 000 -0 . 1750 N/A 0 . 000 78 RR SNOW XREF Y U 0 . 000 -0 . 1750 N/A 0 . 000 79 LR SBAL XREF Y U 0 . 000 -0 . 1750 N/A 0 . 000 80 RR SBAL XREF Y U 0 . 000 -0 . 1750 N/A 0 . 000 81 LR P2K1 XREF Y C 45 . 000 -2 . 0000 N/A 0 . 000 82 LR RS XREF Y U 0 . 000 -0 . 0525 N/A 0 . 000 83 RR RS XREF Y U 0 . 000 -0. 1750 N/A 0 . 000 84 RR RS XREF Y U 23 . 027 -0 . 1184 N/A 21 . 973 85 LR LS XREF Y U 0 . 000 -0 . 1750 N/A 0 . 000 86 LR LS XREF Y U 23 . 027 -0 . 1184 N/A 21 . 973 87 RR LS XREF Y U 0 . 000 -0 . 0525 N/A 0 . 000 88 LC WL1 MEMB Y U 0 . 000 -0 . 0350 N/A 0 . 000 89 RC WL1 MEMB Y U 0 . 000 0 . 0747 N/A 0 . 000 90 LR WL1 MEMB Y U 0 . 000 0 . 1383 N/A 0 . 000 91 RR WL1 MEMB Y U 0 . 000 0 . 0874 N/A 0 . 000 92 LC WL2 MEMB Y U 0 . 000 -0 . 0922 N/A 0 . 000 93 RC WL2 MEMB Y U 0 . 000 0 . 0175 N/A 0 . 000 94 LR WL2 MEMB Y U 0 . 000 0 . 0811 N/A 0 . 000 95 RR WL2 MEMB Y U 0 . 000 0 . 0302 N/A 0 . 000 96 LC LWL1 MEMB Y U 0 . 000 0 . 1001 N/A 0 . 000 97 RC LWL1 MEMB Y U 0 . 000 0 . 1001 N/A 0 . 000 98 LR LWL1 MEMB Y U 0 . 000 0 . 1987 N/A 0 . 000 99 RR LWL1 MEMB Y U 0 . 000 0 . 1383 N/A 0 . 000 100 LR LWL1 MEMB Y U 9 .648 -0 . 0604 N/A 0 . 000 Star Building Systems, 0, OK User- 16- anna Page: F20- 23 R-Frame Design Program - Version v4 . 1 Job : 80708A Load Report File: frames-i .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- 101 LC LWL2 MEMB Y U 0 . 000 0 .1001 N/A 0 . 000 102 RC LWL2 MEMB Y U 0 . 000 0 . 1001 N/A 0 . 000 103 LR LWL2 MEMB Y U 0 . 000 0 . 1383 N/A 0 . 000 104 RR LWL2 MEMB Y U 0 . 000 0 . 1987 N/A 0 . 000 105 RR LWL2 MEMB Y U 9 . 648 -0 . 0604 N/A 0 . 000 106 LC LWL3 MEMB Y U 0 . 000 0 . 1001 N/A 0 . 000 107 RC LWL3 MEMB Y U 0 . 000 0 . 1001 N/A 0 . 000 108 LR LWL3 MEMB Y U 0 . 000 0 . 1129 N/A 0 . 000 109 RR LWL3 MEMB Y U 0 . 000 0 . 0874 N/A 0 . 000 110 LR LWL3 MEMB Y U 9 .648 -0. 0254 N/A 0 . 000 111 LC LWL4 MEMB Y U 0 . 000 0 .1001 N/A 0 . 000 112 RC LWL4 MEMB Y U 0 . 000 0 .1001 N/A 0 . 000 113 LR LWL4 MEMB Y U 0 . 000 0 . 0874 N/A 0 . 000 114 RR LWL4 MEMB Y U 0 . 000 0 . 1129 N/A 0 . 000 115 RR LWL4 MEMB Y U 9 . 648 -0 . 0254 N/A 0 . 000 116 LC WL3 MEMB Y U 0 . 000 0 . 0747 N/A 0 . 000 117 RC WL3 MEMB Y U 0 . 000 -0 . 0350 N/A 0 . 000 118 LR WL3 MEMB Y U 0 . 000 0 . 0874 N/A 0 . 000 119 RR WL3 MEMB Y U 0 . 000 0 . 1383 N/A 0 . 000 120 LC WL4 MEMB Y U 0 . 000 0 . 0175 N/A 0 . 000 121 RC WL4 MEMB Y U 0 . 000 -0 . 0922 N/A 0 . 000 122 LR WL4 MEMB Y U 0 . 000 0. 0302 N/A 0 . 000 123 RR WL4 MEMB Y U 0 . 000 0 . 0811 N/A 0 . 000 Star Building Systems, 9, OK User: a9anna Page: F20- 24 R-Frame Design Program - Version v4 . 1 Job : 80708A Seismic Summary Report File: frames-1 .fra Date: 5/23/12 cs 90 ./20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Main Seismic Force Resisting System Per ASCE 7 Standard 2005 Edition Standard Use Category Building for Seismic Loadings Seismic Loads Required for Building . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Response Acceleration Coeff . , for Short Periods [Ssl (%g) . . . . . . . . . . 120 .5000 Response Acceleration Coeff. , for 1 sec. Periods [Si] (%g) . . . . . . . . . 54 .7000 Long-period Transition Period Time [TLI (seconds) . . . . . . . . . . . . . . . . . . 16 . 0000 Seismic Performance Category . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Soil Profile Type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Seismic Site Coefficient [Fal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 0180 Seismic Site Coefficient [Fvl . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 .5000 Maximum Spectral Response Accel . , for Short Periods [Sms] (g) . . . . . . 1 .2267 Maximum Spectral Response Accel . , for 1 sec. Periods [Sm1j (g) . . . . . 0 . 8205 Design Spectral Response Accel . , for Short Periods [Sds] (g) . . . . . . . 0 . 8178 Design Spectral Response Accel . , for 1 sec . Periods [Sd11 (g) . . . . . . 0 .5470 Seismic Response Modification Factor [R] . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 .5000 Seismic Importance Factor [I] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 0000 Storage/Equipment Areas and/or Service Rooms Exist . . . . . . . . . . . . . . . . . No Seismic Story Height [hn] (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21 . 8750 Seismic Fundamental Period [T] Used (seconds) . . . . . . . . . . . . . . . . . . . . . . 0 . 3305 Seismic Overstrength Factor [OMEGAo] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 . SOOO Longitudinal Seismic Redundancy/Reliability Factor [L-rhol . . . . . . . . . 1 .3000 Seismic Redundancy/Reliability Factor [rho] . . . . . . . . . . . . . . . . . . . . . . . . 1 . 3000 Snow in Seismic Force Calculations [Used] M . . . . . . . . . . . . . . . . . . . . . . 0 . 00 Snow in Seismic Force Calculations [Min. Required] (%) . . . . . . . . . . . . . 0 . 00 Snow in Seismic Load Combinations [Used] M . . . . . . . . . . . . . . . . . . . . . . . 0 . 00 Snow in Seismic Load Combinations [Min. Required] (%) . . . . . . . . . . . . . . 0 . 00 Mezz . Live load in Seismic Force Calculations [Used] M . . . . . . . . . . . 0 . 00 Mezz . Live load in Seismic Force Calculations [Min. Required] (%) . . 0 . 00 Mezz . Live load in Seismic Load Combinations [Used] (%) . . . . . . . . . . . . 100 . 00 Mezz . Live load in Seismic Load Combinations [Min. Required] M . . . 100 . 00 Building Height Limit (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65 . 0000 Seismic Story Drift Limit Factor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 0250 Seismic Story Drift Limit (in) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 . 0000 Seismic Deflection Amplification Factor [Cd] . . . . . . . . . . . . . . . . . . . . . . . 3 . 0000 Seismic Response Coefficient [Cs] Used . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 .2337 Seismic Story Drift [Cd*Drift/Importance Factor] (in) . . . . . . . . . . . . . . 2 . 708 Theta [Px*Delta/Vx/hx/Cd] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 004 Theta Max [ .5/BETA/Cd] where BETA=1 . 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 167 Roof Dead Load 7 .374 Wall Weight 0 . 600 Collateral Load 5 .400 Snow Load 0 . 000 Rafter Crane Weight 0 . 000 ------------------------------------- Total Roof Weight 13 .374 kips Total Roof Weight 13 . 374 Mezzanine Weight 0 . 000 Col . Crane Weight 10 . 814 ------------------------------------- TOTAL Bldg Weight 24 . 188 kips X X Seismic Coeff . = 10337 0 ------------------------------------- BASE SHEAR 5 . 6517 kips Seismic Load for Roof at col # 1 = 1 . 9646 kips Seismic Load for Roof at col # 2 = 1 . 9646 kips --------------------------------------------------- SEISMIC LOAD for Roof in TOTAL 3 . 9292 kips Seismic Load for Crane at col # 1 = 0 . 8613 kips Seismic Load for Crane at col # 2 = 0 . 8613 kips --------------------------------------------------- SEISMIC LOAD for Crane in TOTAL 1 . 7225 kips Star Building Systems, 0, OK User: O- anna Page: F20- 25 R-Frame Design Program - Version v4 . 1 Job : 80708A Continued Seismic Load Report File: frames—i .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- * SEISMIC GENERAL LOAD CARDS GENERATED -------------------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 124 LC EQ YREF x C 17 .478 1. 9646 N/A 0 . 000 125 LC EQ YREF x C 10 . 695 0 . 8613 N/A 0 . 000 126 RC EQ YREF x C 17 .478 1 . 9646 N/A 0 . 000 127 RC EQ YREF x C 10 . 695 0 . 8613 N/A 0 . 000 Star Building Systems, 0, OK User: lbanna Page: F20- 26 R-Frame Design Program - Version v4 . 1 Job : 80708A Forces and Allowable Stresses Summary File: frames-i . fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Left Column Analysis Length = 17 . 55 ft Kx = 1 . 00 Weight 790 . lbs Effective Ix = 2651 . 0 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 1 9 . 00 10 . 000 34 .500 8 . 00x 0 . 3125 0 . 1850 8 . 00x 0. 5000 12 .78 55 . 0 2 7 .22 34 . 500 34 .500 8 . 00x 0 .3125 0 .2500 8 . 00x 0 . 6250 0 . 00 55 . 0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 109 -22 . 6 -84 . 3 -12 . 3 8 .5 32 . 9 23 .5 2 . 3 0 .45 0 .42 0 .44 0 .45 3 208 -16 . 7 -162 . 3 -11 . 5 7 .7 35 . 6 25 . 6 4 . 1 0 .31 0 .43 0 .45 0 .45 1 -------------------------------------------------------------------------------- Left Rafter Analysis Length = 42 . 86 ft Kx = 1 . 00 Weight 960 . lbs Effective Ix = 585 . 7 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 3 11 . 76 36 . 000 26 . 004 6 . 00x 0 .2500 0 . 1560 6 . 00x 0 .3750 -4 . 05 S5 . 0 4 10 . 00 26 . 004 17 . 500 6 . 00x 0 . 2500 0 . 1560 6 . 00x 0 .2500 -4 . 05 55 . 0 5 10 . 00 17 .500 17 . 500 6 . 00x 0 .2500 0 . 1340 6 . 00x 0 .2500 0 . 00 55 . 0 6 10 . 00 17 .500 17 . 500 6 . 00x 0 .2500 0 . 1340 6 . 00x 0 .2500 0 . 00 55 . 0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 301 -12 .4 -177 . 9 11 . 8 12 .7 32 . 9 29 . 7 1 . 5 1 . 0 0 . 76 0 . 73 1 . 0 1 401 -11 .2 -76 .3 6 .2 10 . 9 32 . 9 25 . 1 2 . 8 0 .38 0 . 58 0 . 74 0 .74 309 512 -10 . 7 46 . 1 0 . 8 13 .5 28 . 1 33 . 0 4 . 6 0 . 07 0 .70 0 . 61 0 .70 314 603 -10 . 7 46 . 8 -0 .2 13 .5 28 . 1 33 . 0 4 . 6 0 . 02 0 . 71 0 . 62 0 .71 314 -------------------------------------------------------------------------------- Right Column Analysis Length = 17 . 55 ft Kx = 1 . 00 Weight 790 . lbs Effective Ix = 2651 . 0 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 7 9 . 00 10 . 000 34 . 500 8 . 00x 0 . 3125 0 . 1850 8 . 00x 0 . 5000 12 .78 55 . 0 8 7 .22 34 .500 34 .500 8 . 00x 0 .3125 0 .2500 8 . 00x 0 . 6250 0 . 00 55 . 0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 709 -22 . 6 -84 .3 -12 .3 8 .5 32 . 9 23 . 5 2 .3 0 .45 0 .42 0 .44 0 .45 6 808 -16 . 7 -162 . 3 -11. 5 7 . 7 35 . 6 25 . 6 4 . 1 0 .31 0 .43 0 .45 0 .45 2 Star Building Systems, 0, OK User: 19anna Page: F20- 27 R-Frame Design Program - Version v4 . 1 Job : 80708A Forces and Allowable Stresses Summary File: frames-1 . fra Date: 5/23/12 cs 90 ./20 . /19 .417 20 ./90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Right Rafter Analysis Length = 42 . 86 ft Kx = 1 . 00 Weight 960 . lbs Effective Ix = 585 . 7 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 9 11. 76 36 . 000 26 . 004 6 . 00x 0 .2500 0 .1560 6 . 00x 0 . 3750 -4 . 05 55 . 0 10 10 . 00 26 . 004 17 .500 6 . 00x 0 .2500 0 . 1560 6 . 00x 0 .2500 -4 . 05 55 . 0 11 10 . 00 17 . 500 17 . 500 6 . 00x 0 .2500 0 . 1340 6 . 00x 0 .2500 0 . 00 55 . 0 12 10 . 00 17 .500 17 . 500 6 . 00x 0 .2500 0 . 1340 6 . 00x 0 .2500 0 . 00 55 . 0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 901 -12 .4 -177 . 9 11. 8 12 .7 32 . 9 29 . 7 1 .5 1. 0 0 . 76 0 . 73 1 . 0 2 1001 -11 .2 -76 .3 6 .2 10 . 9 32 . 9 25 . 1 2 . 8 0 . 38 0 . 58 0. 74 0 . 74 314 1112 -10 .7 46 . 1 0 . 8 13 . 5 28 . 1 33 . 0 4 . 6 0 . 07 0 .70 0 . 61 0 . 70 309 1203 -10 . 7 46 . 8 -0 .2 13 .5 28 . 1 33 . 0 4 . 6 0 . 02 0 .71 0 . 62 0 . 71 309 -------------------------------------------------------------------------------- TOTAL MEMBER WEIGHT 3501. lbs Star Building Systems, 0, OK User: 19anna Page: F20- 28 R-Frame Design Program - Version v4 . 1 Job : 80708A Anchor Rod and Base Plate Design File : frames-1 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- BOTH EXTERIOR COLUMNS ANCHOR RODS AND BASE PLATE DESIGN Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4) - 1 . 000 in. Dia. A36 Anchor Rods Rod Gage : 4 . 000 in. Rod Spacing (in. ) : 4 . 0000, 1 @ 4 . 0000, 4 . 0000 Plate Size : 8 . 0000x 12 . 0000x 0 . 6250 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0 . 000 6 .214 68 .330 94 0 . 09 Rod Shear 12 .255 0 . 000 36 .443 3 0 . 34 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in. ) (in. ) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0 .31250 8 . 000 37 . 123 11. 037 3 0 .30 Outer Flg 0 . 31250 8 . 000 37 . 123 2 . 589 94 0 . 07 Web Plate 0 . 18750 10 . 000 27 . 842 12 .255 3 0 .44 Star Building Systems, 0 1 OK User: afanna Page: F20- 29 Design Program - Version v4 . 1 Job : 80708A Connection Report File: frames-i .fra Date: 5/23/12 cs 90 ./20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter and Right Rafter Depth 1 -------------------------------------------------------------------------------- BOLTS A325 H.S . - Fully Tightened (O.S. ) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I .S . ) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate : 8 . 00 x 0 . 6250 in. Plate: 6 . 00 x 0 . 6250 in Fy(Min) SS . 0 ksi Fy(Min) 55 . 0 ksi Fu 70 . 0 ksi Fu 70 . 0 ksi Flanges : Flanges : O.S . - 8 . 00 x 0 .2500 in. O.S. - 6 . 00 x 0 .2500 in. I .S . - 7 .75 x 0 .3750 in. I .S. - 6 . 00 x 0 .3750 in. Web Depth - 36 . 023 in. Web Depth - 36 . 023 in. Web Thickness 0 .250 in. Web Thickness 0 . 156 in. Gage - 3 . 000 in. Gage - 3 . 000 in. Center of Bolt to Flange : Center of Bolt to Flange: Pf top (out) - 1 . 177 in. Pf top (out) - 1 . 073 in. Pf top (ins) - 1. 572 in. Pf top (ins) - 1. 676 in. Pf bot (out) - 1 . 129 in. Pf bot (out) - 1 .222 in. Pf bot (ins) - 1 .496 in. Pf bot (ins) - 1. 399 in. Bolt Spacing- 3 . 000 in. Bolt Spacing- 3 . 000 in. Controlling Mode : Thick Plate Controlling Mode : Thick Plate Angle top - 85 .2 degrees Angle top - 94 . 8 degrees Angle bot - 90 . 0 degrees Angle bot - 81.2 degrees Left Side Frame Right Side Frame Controlling Moments Axial Shear Moments Axial Shear Load Combinations : (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 1) DL +LL +COLL +ADW (SOA-L -177 . 89 -11 .34 12 .79 -174 . 08 -11.34 12 . 70 62) 0 . 7364DL +3 .5EQ +0 .7364AD 126 . 32 -1 .31 -2 . 08 -166 . 79 -1.31 5 . 01 Connection Design Summary: Bolt Unity Check (O.S . ) = 0 . 6781 Plate Unity Check (O.S . ) = 0 .4973 Bolt Unity Check (I .S . ) = 0 .3456 Plate Unity Check (I .S. ) = 0 .2590 Star Building Systems, (6, OY, User: d0anna Page: F20- 30 R-Frame Design Program - Version v4 . 1 Job : 80708A Connection Report File: frames-i . fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Peak Connection @ Left Rafter and Right Rafter Depth 5 -------------------------------------------------------------------------------- BOLTS A325 H.S . - Fully Tightened (O.S . ) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I .S . ) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 6 . 00 x 0 . 3750 in. Plate: 6 . 00 x 0 .3750 in Fy(Min) 55 . 0 ksi Fy(Min) 55 . 0 ksi Fu 70 . 0 ksi Fu 70 . 0 ksi Flanges : Flanges : O.S. - 6 . 00 x 0 .2500 in. O.S . - 6 . 00 x 0 .2500 in. I .S. - 6 . 00 x 0 .2500 in. I .S. - 6 . 00 x 0 .2500 in. Web Depth - 17. 561 in. Web Depth - 17 . 561 in. Web Thickness 0 . 134 in. Web Thickness 0 . 134 in. Gage - 3 . 000 in. Gage - 3 . 000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 1 . 156 in. Pf top (out) - 1 . 156 in. Pf top (ins) - 1. 593 in. Pf top (ins) - 1 . 593 in. Pf bot (out) - 1. 094 in. Pf bot (out) - 1 . 094 in. Pf bot (ins) - 1 . 655 in. Pf bot (ins) - 1 . 655 in. Bolt Spacing- 3 . 000 in. Bolt Spacing- 3 . 000 in. Angle top - 85 .2 degrees Angle top - 85 .2 degrees Angle bot - 94 . 8 degrees Angle bot - 94 . 8 degrees Left Side Frame Right Side Frame Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 93) 0 . 6DL +LWL1 +0 . 6ADW (SOA -11. 80 5 .43 0 . 01 -11 . 80 5 .43 -0 . 01 1) DL +LL +COLL +ADW (SOA-L 38 . 37 -11 .34 0 . 05 38 .37 -11.34 -0 . 05 Connection Design Summary: Bolt Unity Check (O.S. ) = 0 . 1854 Plate Unity Check (O.S. ) = 0 .2892 Bolt Unity Check (I .S. ) = 0 .3489 Plate Unity Check (I .S. ) = 0 .5363 Required Connection Plate Welding >> (Using E70 Electrodes) ------------------------------------ Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Check Weld Location Type (in. ) (in. ) (kips) (kips) No. Ratio ------------------------------------------------------------------------------ Left Side of Conn Inner Flg Fillet-BS 0 . 1875 12 . 0000 50 . 1162 22 .6749 1 0 .4524 Outer Flg Fillet-BS 0 . 1875 12 . 0000 50 . 11,62 9 .4700 94 0 . 1890 Web Plate Fillet-BS 0. 1875 35 . 1213 97 .7859 2 .3879 96 0 . 0244 Right Side of Conn Inner Flg Fillet-BS 0 . 1875 12 . 0000 50 . 1162 22 . 6749 1 0 .4524 Outer Flg Fillet-BS 0 . 1875 12 . 0000 50 . 1162 9 .4700 94 0 . 1890 Web Plate Fillet-BS 0 . 1875 35. 1213 97 . 7859 2 .3879 96 0 . 0244 ------------------------------------------------------------------------------ NS - Near side weld, FS Far side weld, BS - Both sides weld. Star Building Systems, 0, OK User: 19anna Page: F20- 31 R-Frame Design Program - Version v4 . 1 Job : 80708A Knee and Stiffener Report File : frames—i.fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Left and Right Knee Design Knee Web Thickness Use 0 .2500 in. Thick Web Bearing Stiffener Type Horizontal Bearing Stiffener at Knee 3 .7500 X 0 .3750 in. Column Cap Plate 8 . 0000 X 0 .2500 in. Knee Panel Weld Sizes Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0 .2500 in. x 34 . 620 in. GMAW on NEAR Side (STD. WELD) Column Cap Plate: 0 .2500 in. x 3 . 000 in. GMAW on FAR Side (STD. WELD) Horizontal Stiffener: 0 .2500 in. x 34 . 500 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0 .2500 in. x 3 . 000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0 . 1875 in. x 33 .250 in. SAW on NEAR Side (STD. WELD) Column Outer Flange : 0 . 1875 in. x 33 .250 in. GMAW on FAR Side (STD. WELD) Column Connection Pl . : 0 . 1875 in. x 36 . 125 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld 0 . 3125 in. x 3 .750 in. GMAW Fillet Weld on BOTH Sides of Stiff . (STD. WELD) (STD. WELD) - Company Standard Weld was Designed and Checked as OK. Star Building Systems, *, OK User: Sanna Page: F20- 32 R-Frame Design Program - Version v4 . 1 Job : 80708A Flange Brace Report File: frames-1 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 ./90 . /25 . Start Time : 12 :43 :27 -------------------------------------------------------------------------------- GIRT SPACES VERTICAL MEASUREMENTS LEFT COLUMN RIGHT COLUMN 1 @ 714 @ FLOOR 1 @ 714 @ FLOOR 1 @ 512 1 @ 512 1 @ 716 @ EAVE 1 @ 716 @ EAVE PURLIN SPACES HORIZONTAL MEASUREMENTS LEFT RAFTER RIGHT RAFTER 2 @ 414-9/1611 @ EAVE 2 @ 414-9/1611 @ EAVE 7 @ 510 7 @ 510 1 @ 112-15/1611 @ PEAK 1 @ 112-15/1611 @ PEAK -------------------------------------------------------------------------------- MEMBER DISTANCE TO BRACE POINTS (Feet) - LEFT RAFTER Measured along T.F. from left steel line - RIGHT RAFTER Measured along T.F. from right steel line - EXT. COLUMNS Measured along T.F. from base -------------------------------------------------------------------------------- LFT COLUMN 7 .33 12 . 50 (N) (N) LFT RAFTER 4 .39 8 . 79 13 . 80 18 . 82 23 . 84 28 . 86 33 . 87 38 . 89 43 . 91 (C) (C) (C) (N) (C) (N) (C) (N) (C) RGT COLUMN 7 .33 12 .50 (N) (N) RGT RAFTER 4 .39 8 . 79 13 . 80 18 . 82 23 . 84 28 . 86 33 . 87 38 . 89 43 . 91 (C) (C) (C) (N) (C) (N) (C) (N) (C) -------------------------------------------------------------------------------- 'IN" Indicates that No flange braces are located at the brace point IICII Indicates that One 211x2IIx14 ga flange brace is located at the brace point -------------------------------------------------------------------------------- Star Building Systems, 9, OK User: afanna Page: F20- 33 R-Frame Design Program - Version v4 . 1 Job : 80708A Primary Deflection Report File: frames-1 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS . (Positive = X:Right Y:Upward) (Inches) Load Ext . Left Col Ext Right Col Comb X-Def Y-Def X-Def Y-Def ------------------------------------------------------------------------------ 1 -0 .269 0 . 018 0 .269 0 . 018 2 -0 .269 0. 018 0 .269 0 . 018 3 -0 .246 0 . 014 0 .278 0 . 017 4 -0 .246 0 . 014 0 .278 0 . 017 5 -0 .278 0 . 017 0 .246 0 . 014 6 -0 .278 0 . 017 0 .246 0 . 014 7 -0 .247 0 . 016 0.247 0 . 016 8 -0 .247 0 . 016 0 .247 0 . 016 9 -0 .224 0 . 012 0 .255 0 . 015 10 -0 .224 0 . 012 0 .255 0 . 015 11 -0 .255 0 . 015 0 .224 0 . 012 12 -0 .255 0 . 015 0 .224 0 . 012 13 0 .224 -0 . 020 0 . 390 0 . 025 14 0 .224 -0 . 020 0 . 390 0 . 025 15 -0 . 034 -0 . 001 0 . 132 0 . 007 16 -0 . 034 -0. 001 0 . 132 0 . 007 17 -0 . 132 0 . 007 0 . 034 -0 . 001 18 -0 . 132 0 . 007 0 . 034 -0 . 001 19 -0 . 390 0 . 025 -0 .224 -0 . 020 20 -0 . 390 0 . 025 -0 .224 -0 . 020 21 0 .781 -0 . 055 0 . 862 0 . 059 22 0 . 781 -0 . 055 0 . 862 0 . 059 23 -0 . 862 0 . 059 -0 . 781 -0 . 055 24 -0 . 862 0 . 059 -0 . 781 -0 . 055 25 0 .751 -0. 054 0 . 924 0 . 062 26 0 . 751 -0 . 054 0 . 924 0 . 062 27 -0 . 892 0 . 060 -0 . 719 -0 . 052 28 -0 . 892 0 . 060 -0 . 719 -0 . 052 29 0 . 719 -0 . 052 0 . 892 0 . 060 30 0 . 719 -0 . 052 0. 892 0 . 060 31 -0 . 924 0 . 062 -0 . 751 -0 . 054 32 -0 . 924 0 . 062 -0 . 751 -0 . 054 33 0 . 802 -0 . 056 0 . 841 0 . 058 34 0 . 802 -0 . 056 0. 841 0 . 058 35 -0 . 841 0 . 058 -0 . 802 -0 . 056 36 -0 . 841 0 . 058 -0 . 802 -0 . 056 73 0 . 072 -0 . 004 0. 014 0 . 000 74 0 . 072 -0 . 004 0. 014 0 . 000 75 0 . 039 -0 . 002 0 . 046 0 . 003 76 0 . 039 -0 . 002 0 . 046 0 . 003 77 0 . 029 -0 . 001 -0 . 049 -0 . 004 78 0 . 029 -0 . 001 -0 . 049 -0 . 004 79 0 . 049 -0 . 004 -0 . 029 -0 . 001 80 0 . 049 -0 . 004 -0 . 029 -0 . 001 81 0 . 003 0 . 000 -0 . 011 -0 . 001 82 0 . 003 0. 000 -0 . 011 -0 . 001 83 0 . 011 -0. 001 -0 . 003 0 . 000 84 0 . 011 -0. 001 -0 . 003 0 . 000 85 -0 . 014 0 . 000 -0 . 072 -0 . 004 86 -0 . 014 0 . 000 -0 . 072 -0 . 004 87 -0 . 046 0 . 003 -0. 039 -0 . 002 88 -0 . 046 0 . 003 0-0 . 039 -0 . 002 89 0 . 088 -0 . 005 -0 . 002 0 . 000 90 0 . 088 -0 . 005 -0 . 002 0 . 000 91 0 . 056 -0 . 003 0 . 030 0 . 002 92 0 . 056 -0 . 003 0 . 030 0 . 002 93 0 . 045 -0 . 002 -0 . 065 -0 . 004 94 0 . 045 -0 . 002 -0 . 065 -0 . 004 95 0 . 065 -0 . 004 -0 . 045 -0 . 002 96 0 . 065 -0 . 004 -0 . 045 -0 . 002 97 0 . 019 -0 . 001 -0 . 027 -0 . 001 98 0 . 019 -0 . 001 -0 . 027 -0 . 001 99 0 . 027 -0 . 001 -0 . 019 -0 . 001 100 0 . 027 -0 . 001 -0 . 019 -0 . 001 101 0 . 002 0 . 000 -0 . 088 -0 . 005 102 0 . 002 0 . 000 -0 . 088 -0 . 005 103 -0 . 030 0 . 002 -0 . 056 -0 . 003 104 -0 . 030 0 . 002 -0 . 056 -0 . 003 105 0 . 041 -0 . 004 0 . 076 0 . 003 106 0 . 041 -0 . 004 0 . 076 0 . 003 107 0 . 010 -0 . 001 0 . 044 0 . 001 108 0 . 010 -0 . 001 0 . 044 0 . 001 109 0 . 009 -0 . 002 0 . 108 0 . 006 110 0 . 009 -0 . 002 0 . 108 0 . 006 ill -0 . 022 0 . 001 0 . 077 0 . 003 112 -0 . 022 0 . 001 0 . 077 0 . 003 113 -0 . 002 -0 . 001 0 . 013 -0 . 001 114 -0 . 002 -0 . 001 0 . 013 -0 . 001 115 -0 . 033 0 . 002 -0 . 019 -0 . 003 116 -0 . 033 0 . 002 -0 . 019 -0 . 003 117 0 . 019 -0 . 003 0 . 033 0 . 002 118 0 . 019 -0 . 003 0 . 033 0 . 002 119 -0 . 013 -0 . 001 0 . 002 -0 . 001 120 -0 . 013 -0 . 001 0 . 002 -0 . 001 121 -0 . 028 0 . 001 0 . 051 0 . 002 122 -0 . 028 0 . 001 O . Osl 0 . 002 123 -0 . 059 0 . 003 0 . 019 0 . 000 124 -0 . 059 0 . 003 0 . 019 0 . 000 125 -0 . 019 0 . 000 0 . 059 0 . 003 126 -0 . 019 0 . 000 0 . 059 0 . 003 127 -0 . 051 0 . 002 0 . 028 0 . 001 128 -0 . 051 0 . 002 0 . 028 0 . 001 129 -0 . 044 0 . 001 -0 . 010 -0 . 001 130 -0 . 044 0 . 001 -0 . 010 -0 . 001 131 -0 . 076 0 . 003 -0 . 041 -0 . 004 132 -0 . 076 0 . 003 -0 . 041 -0 . 004 133 -0 . 077 0 . 003 0 . 022 0 . 001 134 -0 . 077 0 . 003 0 . 022 0 . 001 135 -0 . 108 0 . 006 -0 . 009 -0 . 002 136 -0 . 108 0 . 006 -0 . 009 -0 . 002 137 0 .228 -0 . 018 0 .296 0 . 019 138 0 .228 -0 . 018 0 .296 0 . 019 139 0 . 035 -0 . 004 0 . 103 0 . 005 140 0 . 035 -0 . 004 0 . 103 0 . 005 141 -0 . 038 0 . 002 0 . 029 -0 . 001 142 -0 . 038 0 . 002 0 . 029 -0 . 001 143 -0 .231 0 . 015 -0 . 164 -0 . 014 144 -0 .231 0 . 015 -0 . 164 -0 . 014 145 0 .204 -0 . 016 0 .320 0 . 021 146 0 .204 -0 . 016 0 . 320 0 . 021 147 0 . 011 -0 . 003 0 . 127 0 . 007 148 0 . 011 -0. 003 0 . 127 0 . 007 149 -0 . 062 0 . 004 0 . 053 0 . 001 150 -0 . 062 0. 004 0 . 053 0 . 001 151 -0 .256 0 . 017 0 0 . 140 -0 . 013 152 -0 .256 0 . 017 -0 . 140 -0 . 013 153 0 . 196 -0 . 016 0 .248 0 . 016 154 0 .196 -0 . 016 0 .248 0 . 016 155 0 . 003 -0 . 002 0 . 055 0 . 003 156 0 . 003 -0 . 002 0 . 055 0 . 003 157 -0 . 070 0 . 004 -0 . 018 -0 . 004 158 -0 . 070 0 . 004 -0 . 018 -0 . 004 159 -0 .264 0 . 018 -0 .211 -0 . 017 160 -0 .264 0 . 018 -0 .211 -0 . 017 161 0 .211 -0 . 017 0 .264 0 . 018 162 0 .211 -0 . 017 0 .264 0 . 018 163 0 . 018 -0 . 004 0 . 070 0 . 004 164 0 . 018 -0 . 004 0 . 070 0 . 004 165 -0 . 055 0 . 003 -0 . 003 -0 . 002 166 -0 . 055 0 . 003 -0 . 003 -0 . 002 167 -0 .248 0 . 016 -0 . 196 -0 . 016 168 -0 .248 0 . 016 -0 . 196 -0 . 016 169 0 .177 -0 . 014 0 .277 0 . 018 170 0 .177 -0 . 014 0 .277 0 . 018 171 -0 . 017 -0 . 001 0 . 084 0 . 005 172 -0 . 017 -0 . 001 0 . 084 0 . 005 173 -0 . 090 0 . 005 0 . 010 -0 . 002 174 -0 . 090 0 . 005 0 . 010 -0 . 002 175 -0 .283 0 . 019 -0 . 183 -0 . 015 176 -0 .283 0 . 019 -0 . 183 -0 . 015 177 0 . 183 -0 . 015 0 .283 0 . 019 178 0 . 183 -0 . 015 0 .283 0 . 019 179 -0 . 010 -0 . 002 0 . 090 0 . 005 180 -0 . 010 -0 . 002 0 . 090 0 . 005 181 -0 . 084 0 . 005 0 . 017 -0 . 001 182 -0 . 084 0 . 005 0 . 017 -0 . 001 183 -0 .277 0 . 018 -0 . 177 -0 . 014 184 -0 .277 0 . 018 -0 . 177 -0 . 014 185 0 . 164 -0 . 014 0 .231 0 . 015 186 0 . 164 -0 . 014 0 .231 0 . 015 187 -0 . 029 -0 . 001 0 . 038 0 . 002 188 -0 . 029 -0 . 001 0 . 038 0 . 002 189 -0 . 103 0 . 005 -0 . 035 -0 . 004 190 -0 . 103 0 . 005 -0 . 035 -0 . 004 191 -0 .296 0 . 019 -0 .228 -0 . 018 192 -0 .296 0 . 019 -0 .228 -0 . 018 193 0 .140 -0 . 013 0 .256 0 . 017 194 0 . 140 -0 . 013 0 .256 0 . 017 195 -0 . 053 0 . 001 0 . 062 0 . 004 196 -0 . 053 0 . 001 0 . 062 0 . 004 197 -0 . 127 0 . 007 -0 . 011 -0 . 003 198 -0 . 127 0 . 007 -0 . 011 -0 . 003 199 -0 .320 0 . 021 -0 .204 -0 . 016 200 -0 .320 0 . 021 -0 .204 -0 . 016 201 -0 . 141 0 . 010 0 .205 0 . 014 202 -0 . 141 0 . 010 0 .205 0 . 014 203 -0 . 165 0 . 012 0 .229 0 . 015 204 -0 . 165 0 . 012 0 .229 0 . 015 20S -0 . 173 0 . 012 0 . 158 0 . 011 206 -0 .173 0 . 012 0 . 158 0 . 011 207 -0 .158 0 . 011 0 . 173 0 . 012 208 -0 .158 0 . 011 0 . 173 0 . 012 209 -0 .192 0 . 013 0 . 186 0 . 013 210 -0 .192 0 . 013 0 . 186 0 . 013 211 -0 .186 0. 013 0 . 192 0 . 013 212 -0 . 186 0 . 013 0 . 192 0 . 013 213 -0 .205 0 . 014 0. 141 0 . 010 214 -0 .205 0 . 014 0 0 . 141 0 . 010 215 -0 .229 0 . 015 0 . 165 0 . 012 216 -0 .229 0 . 015 0 . 165 0 . 012 217 -0 . 124 0 . 009 0 . 189 0 . 012 218 -0 . 124 0 . 009 0 . 189 0 . 012 219 -0 .148 0 . 010 0 .213 0 . 014 220 -0 . 148 0 . 010 0 .213 0 . 014 221 -0 . 156 0 . 011 0. 141 0 . 009 222 -0 . 156 0 . 011 0 . 141 0 . 009 223 -0 . 141 0 . 009 0 . 156 0 . 011 224 -0 . 141 0 . 009 0 . 156 0 . 011 225 -0 . 176 0 . 012 0 . 170 0 . 011 226 -0 .176 0 . 012 0 . 170 0 . 011 227 -0 . 170 0 . 011 0 . 176 0 . 012 228 -0 . 170 0 . 011 0 . 176 0 . 012 229 -0 .189 0 . 012 0 . 124 0 . 009 230 -0 .189 0 . 012 0 . 124 0 . 009 231 -0 .213 0 . 014 0 . 148 0 . 010 232 -0 .213 0 . 014 0 . 148 0 . 010 233 0 . 029 -0 . 006 0 .431 0 . 028 234 0 . 029 -0 . 006 0 .431 0 . 028 235 -0 . 164 0 . 008 0 .237 0 . 014 236 -0 . 164 0 . 008 0 .237 0 . 014 237 -0 .237 0 . 014 0 . 164 0 . 008 238 -0 .237 0 . 014 0 . 164 0 . 008 239 -0 .431 0 . 028 -0 . 029 -0 . 006 240 -0 .431 0 . 028 -0 . 029 -0 . 006 241 0 . 113 -0 . 011 0 .411 0 . 026 242 0 . 113 -0 . 011 0 .411 0 . 026 243 -0 . 080 0 . 003 0 .218 0 . 013 244 -0 . 080 0 . 003 0 .218 0 . 013 245 -0 .153 0 . 009 0 . 144 0 . 006 246 -0 . 153 0 . 009 0 . 144 0 . 006 247 -0 .346 0 . 023 -0 . 049 -0 . 007 248 -0 *346 0 * 023 -0 * 049 -0 " 007 249 0 . 089 -0 . 009 0 .435 0 . 028 250 0 . 089 -0 . 009 0 .435 0 . 028 251 -0 . 104 0 . 005 0 .242 0 . 014 252 -0 . 104 0 . 005 0 .242 0 . 014 253 -0 . 177 0 . 011 0 . 168 0 . 008 254 -0 .177 0 . 011 0 . 168 0 . 008 255 -0 .371 0 . 024 -0 . 025 -0 . 005 256 -0 .371 0 . 024 -0 . 025 -0 . 005 257 0 . 081 -0 . 008 0 .363 0 . 023 258 0 . 081 -0 . 008 0 . 363 0 . 023 259 -0 . 112 0 . 005 0 . 170 O . Oio 260 -0 . 112 0 . 005 0 . 170 0 . 010 261 -0 . 185 0 . 011 0 . 097 0 . 004 262 -0 . 185 0 . 011 0 . 097 0 . 004 263 -0 .379 0 . 025 -0 . 096 -0 . 010 264 -0 .379 0 . 025 -0 . 096 -0 . 010 265 0 . 096 -0 . 010 0 .379 0 . 025 266 0 . 096 -0 . 010 0 .379 0 . 025 267 -0 . 097 0 . 004 0 . 185 0 . 011 268 -0 . 097 0 . 004 0 . 185 0 . 011 269 -0 . 170 0 . 010 0 . 112 0 . 005 270 -0 . 170 0 . 010 0 . 112 0 . 005 271 -0 .363 0 . 023 -0 . 081 -0 . 008 272 -0 .363 0 . 023 -0 . 081 -0 . 008 273 0 . 062 -0 . 007 0 .392 0 . 026 274 0 . 062 -0 . 007 0 .392 0 . 026 275 -0 .132 0 . 006 0 . 199 0 . 012 276 -0 .132 0 . 006 0 . 199 0 . 012 277 -0 .205 0 . 01310 0 . 125 0 . 006 278 -0 .205 0 . 013 0 . 125 0 . 006 279 -0 . 398 0 . 026 -0 . 068 -0 . 008 280 -0 .398 0 . 026 -0 . 068 -0 . 008 281 0 . 068 -0 . 008 0 . 398 0 . 026 282 0 . 068 -0 . 008 0 . 398 0 . 026 283 -0 . 125 0 . 006 0 .205 0 . 013 284 -0 . 125 0 . 006 0 .205 0 . 013 285 -0 . 199 0 . 012 0 . 132 0 . 006 286 -0 .199 0 . 012 '0 . 132 0 . 006 287 -0 .392 0 . 026 -0 . 062 -0 . 007 288 -0 .392 0 . 026 -0 . 062 -0 . 007 289 0 . 049 -0 . 007 0 . 346 0 . 023 290 0 . 049 -0 . 007 0 . 346 0 . 023 291 -0 . 144 0 . 006 0 . 153 0 . 009 292 -0 . 144 0 . 006 0 . 153 0 . 009 293 -0 .218 0 . 013 0 . 080 0 . 003 294 -0 .218 0 . 013 0 . 080 0 . 003 295 -0 .411 0 . 026 -0 . 113 -0 . 011 296 -0 .411 0 . 026 -0 . 113 -0 . 011 297 0 . 025 -0 . 005 0 . 371 0 . 024 298 0 . 025 -0 . 005 0 . 371 0 . 024 299 -0 . 168 0 . 008 0 . 177 0 . 011 300 -0 . 168 0 . 008 0 . 177 0 . 011 301 -0 .242 0 . 014 0 . 104 0 . 005 302 -0 .242 0 . 014 0 . 104 0 . 005 303 -0 .435 0 . 028 -0 . 089 -0 . 009 304 -0 .435 0 . 028 -0 . 089 -0 . 009 305 -0 . 841 0 . 059 -0 . 362 -0 . 025 306 -0 . 841 0 . 059 -0 . 362 -0 . 025 307 -0 . 818 0 . 055 -0 . 353 -0 . 026 308 -0 . 818 0 . 055 -0 .353 -0 . 026 309 -0 . 850 0 . 058 -0 .384 -0 . 029 310 -0 .850 0 . 058 -0 .384 -0 . 029 311 0 .362 -0 . 025 0 . 841 0 . 059 312 0 .362 -0 . 025 0 . 841 0 . 059 313 0 .384 -0 . 029 0 . 850 0 . 058 314 0 .384 -0 . 029 0 . 850 0 . 058 315 0 .353 -0 . 026 0 . 818 0 . 055 316 0 .353 -0 . 026 0 . 818 0 . 055 317 -0 . 089 0 . 006 0 . 089 0 . 006 318 -0 . 089 0 . 006 0 . 089 0 . 006 319 -0 . 175 0 . 011 0 . 175 0 . 011 320 -0 .153 0 . 010 0 . 153 0 . 010 321 0 .455 -0 . 031 0 . 747 0 . 053 322 -0 .747 0 . 053 -0 .455 -0 . 031 323 0 . 112 -0 . 007 -0 . 026 -0 . 002 324 0 . 080 -0 . 004 0 . 006 0 . 001 325 0 . 069 -0 . 004 -0 . 090 -0 . 006 326 0 . 090 -0 . 006 -0 . 069 -0 . 004 327 0 . 043 -0 . 002 -0 . 051 -0 . 003 328 O . OS1 -0 . 003 -0 . 043 -0 . 002 329 0 . 026 -0 . 002 -0 . 112 -0 . 007 330 -0 . 006 0 . 001 -0 . 080 -0 . 004 331 2 .582 -0 . 060 2 . 834 0 . 065 332 2 . 616 -0 . 061 2 . 801 0 . 065 333 -2 .834 0 . 065 -2 . 582 -0 . 060 334 -2 . 801 0 . 065 -2 . 616 -0 . 061 Pos . Max 2 . 616 0 . 065 2 . 834 0 . 065 Load Comb 332 333 331 331 Defl . H/ 80 H/ 74 ------------------------------------------------------------------------------ Neg. Max -2 . 834 -0 . 0610-2 . 616 -0 . 061 Load Comb 333 332 334 334 Defl . H/ 74 H/ 80 MAX RAFTER DEFLECTIONS for SPAN #1 . (Positive = Y:Upward) Load Max. Downward Deflection Max. Upward Deflection Comb Y-Def. X-Dist. from Left S.L. Y-Def . X-Dist . from Left S.L. ------------------------------------------------------------------------------ 1 -2 . 864 in. 45. 00 ft . 0 . 018 in. 87 . 62 ft . 2 -2 . 864 in. 45 . 00 ft . 0 . 018 in. 87 . 62 ft . 3 -2 . 820 in. 45 . 00 ft. 0 . 017 in. 87 . 62 ft . 4 -2 . 820 in. 45 . 00 ft. 0 . 017 in. 87 . 62 ft . 5 -2 . 820 in. 45 . 00 ft . 0 . 017 in. 2 .39 ft . 6 -2 . 820 in. 45 . 00 ft . 0 . 017 in. 2 . 39 ft. 7 -2 . 629 in. 45 . 00 ft . 0 . 016 in. 87 . 62 ft. 8 -2 . 629 in. 45 . 00 ft . 0 . 016 in. 87 . 62 ft . 9 -2 .585 in. 45 . 00 ft . 0 . 015 in. 87 . 62 ft . 10 -2 . 585 in. 45 . 00 ft . 0 . 015 in. 87 . 62 ft . 11 -2 .585 in. 45 . 00 ft . 0 . 015 in. 2 . 39 ft . 12 -2 .585 in. 45 . 00 ft. 0 . 015 in. 2 .39 ft . 13 -0 . 980 in. 39 . 07 ft. 0 . 059 in. 82 .47 ft . 14 -0 . 980 in. 39. 07 ft . 0 . 059 in. 82 .47 ft . 15 -0 . 936 in. 44 . 07 ft . 0 . 007 in. 87 . 62 ft . 16 -0 . 936 in. 44 . 07 ft . 0 . 007 in. 87 . 62 ft . 17 -0 . 936 in. 45 . 93 ft . 0 . 007 in. 2 . 39 ft . 18 -0 . 936 in. 45 .93 ft . 0 . 007 in. 2 . 39 ft . 19 -0 . 980 in. 50 . 93 ft . 0 . 059 in. 7 . 53 ft . 20 -0 . 980 in. 50 . 93 ft. 0 . 059 in. 7 . 53 ft . 21 -0 . 823 in. 28 .57 ft. 0 .415 in. 71 .41 ft . 22 -0 . 823 in. 28 .57 ft. 0 .415 in. 71 .41 ft. 23 -0 . 823 in. 61.43 ft. 0 .415 in. 18 . 59 ft . 24 -0 . 823 in. 61 .43 ft. 0 .415 in. 18 . 59 ft . 25 -1 .222 in. 33 .57 ft. 0 .303 in. 75 . 89 ft . 26 -1 .222 in. 33 .57 ft. 0 .303 in. 75 . 89 ft . 27 -1 .205 in. 56 .43 ft. 0 .286 in. 14 . 11 ft . 28 -1 .205 in. 56 .43 ft . 0 .286 in. 14 . 11 ft . 29 -1 .205 in. 33 . 57 ft . 0 .286 in. 75 . 89 ft . 30 -1 .205 in. 33 . 57 ft . 0 .286 in. 75 . 89 ft . 31 -1 .222 in. 56 .43 ft . 0 .303 in. 14 . 11 ft . 32 -1 .222 in. 56 .43 ft . 0 .303 in. 14 . 11 ft . 33 -0 . 687 in. 25 . 93 ft . 0.489 in. 68 . 67 ft . 34 -0 . 687 in. 25 . 93 ft . 0 .489 in. 68 . 67 ft . 35 -0 . 687 in. 64 . 07 ft . 0 .489 in. 21. 33 ft . 36 -0 . 687 in. 64 . 07 ft . 0 .489 in. 21 .33 ft . 73 -0 . 005 in. 3 .83 ft . 0 .313 in. 42 . 65 ft . 74 -0 . 005 in. 3 . 83 ft . 0 .313 in. 42 . 65 ft . 75 -0 . 060 in. 52 .49 ft . 0 . 005 in. 84 . 15 ft . 76 -0 . 060 in. 52 .49 ft. 0 . 005 in. 84 . 15 ft . 77 -0 . 004 in. 87. 62 ft. 0 .444 in. 44 .66 ft . 78 -0 . 004 in. 87. 62 ft. 0 .444 in. 44 . 66 ft . 79 -0 . 004 in. 2 .39 ft. 0 .444 in. 45 . 34 ft . 80 -0 . 004 in. 2 .39 ft. 0 .444 in. 45 . 34 ft . 81 -0 . 001 in. 86 .36 ft. 0 . 099 in. 44 . 07 ft. 82 -0 . 001 in. 86 .36 ft. 0 . 099 in. 44 . 07 ft . 83 -0 . 001 in. 3 .64 ft . 0. 099 in. 45 . 93 ft . 84 -0 . 001 in. 3 .64 ft. 0 . 099 in. 45 . 93 ft . 85 -0 . 005 in. 86 . 17 ft . 0 .313 in. 47 .35 ft . 86 -0 . 005 in. 86 . 17 ft . 0 .313 in. 47 .35 ft . 87 -0 . 060 in. 37 .51 ft. 0 . 005 in. 5 . 85 ft . 88 -0 . 060 in. 37 .51 ft . 0 . 005 in. 5 . 85 ft . 89 -0 . 006 in. 0 3 ft. 0 .487 ini 43 . 57 ft . 90 -0 . 006 in. 3 .33 ft. 0 .487 in. 43 . 57 ft . 91 -0 . 007 in. 5 . 85 ft . 0 . 129 in. 41 . 32 ft . 92 -0 . 007 in. 5 . 85 ft . 0 . 129 in. 41 . 32 ft . 93 -0 . 004 in. 87 .62 ft . 0 .619 in. 44 . 66 ft . 94 -0 . 004 in. 87 .62 ft. 0 .619 in. 44 . 66 ft . 95 -0 . 004 in. 2 .39 ft . 0 . 619 in. 45 . 34 ft . 96 -0 . 004 in. 2 .39 ft . 0 . 619 in. 45 . 34 ft . 97 -0 . 001 in. 87 . 62 ft . 0 .274 in. 44 . 66 ft . 98 -0 . 001 in. 87 . 62 ft . 0 .274 in. 44 . 66 ft . 99 -0 . 001 in. 2 .39 ft . 0 .274 in. 45 . 34 ft . 100 -0 . 001 in. 2 .39 ft . 0 .274 in. 45 . 34 ft . 101 -0 . 006 in. 86 . 67 ft . 0 .487 in. 46 .43 ft . 102 -0 . 006 in. 86 .67 ft . 0 .487 in. 46 .43 ft . 103 -0 . 007 in. 84 . 15 ft. 0 . 129 in. 48 . 68 ft . 104 -0 . 007 in. 84 . 1S ft. 0 . 129 in. 48 . 68 ft . 105 -0 .209 in. 47 .35 ft . 0 . 005 in. 85 . 74 ft. 106 -0 .209 in. 47 .35 ft . 0 . 005 in. 85 . 74 ft . 107 -0 .215 in. 50 . 02 ft . 0 . 001 in. 87 . 62 ft . 108 -0 .215 in. 50 . 02 ft . 0 . 001 in. 87 . 62 ft . 109 -0 . 570 in. 45 . 93 ft . 0 . 006 in. 87 . 30 ft . 110 -0 .570 in. 45 . 93 ft . 0 . 006 in. 87 . 30 ft . ill -0 .572 in. 46 .43 ft. 0 . 003 in. 87 . 62 ft . 112 -0 .572 in. 46 .43 ft. 0. 003 in. 87 . 62 ft . 113 -0 . 075 in. 43 .57 ft. -0 . 001 in. 87 . 62 ft . 114 -0 . 075 in. 43 .57 ft. -0 . 001 in. 87 . 62 ft . 115 -0 . 079 in. 50 . 93 ft . 0 . 002 in. 4 .76 ft . 116 -0 . 079 in. 50 . 93 ft . 0 . 002 in. 4 . 76 ft . 117 -0 . 079 in. 39 . 07 ft . 0 . 002 in. 85 . 24 ft . 118 -0 . 079 in. 39 . 07 ft . 0 . 002 in. 85 . 24 ft . 119 -0 . 075 in. 46 .43 ft . -0 . 001 in. 2 . 39 ft . 120 -0 . 075 in. 46 .43 ft . -0 . 001 in. 2 . 39 ft . 121 -0 .421 in. 44 .66 ft . 0 . 002 in. 87 . 62 ft . 122 -0 .421 in. 44 . 66 ft. 0 . 002 in. 87 . 62 ft . 123 -0 .421 in. 45 . 93 ft. 0 . 003 in. 2 . 39 ft . 124 -0 .421 in. 45 . 93 ft. 0 . 003 in. 2 .39 ft . 125 -0 .421 in. 44 . 07 ft. 0 . 003 in. 87 . 62 ft . 126 -0 .421 in. 44 . 07 ft. 0 . 003 in. 87 . 62 ft . 127 -0 .421 in. 45 .34 ft. 0 . 002 in. 2 .39 ft . 128 -0 .421 in. 45 .34 ft. 0 . 002 in. 2 .39 ft . 129 -0 .215 in. 39 . 98 ft. 0 . 001 in. 2 . 39 ft. 130 -0 .215 in. 39 . 98 ft. 0 . 001 in. 2 .39 ft . 131 -0 .209 in. 42 .65 ft. 0 . 005 in. 4 . 26 ft . 132 -0 .209 in. 42 .65 ft. 0 . 005 in. 4 .26 ft . 133 -0 .572 in. 43 .57 ft. 0 . 003 in. 2 . 39 ft . 134 -0 .572 in. 43 .57 ft. 0 . 003 in. 2 . 39 ft . 135 -0 .570 in. 44 . 07 ft. 0 . 006 in. 2 . 70 ft . 136 -0 .570 in. 44 . 07 ft. 0 . 006 in. 2 . 70 ft . 137 -0 .436 in. 35 . 90 ft. 0. 068 in. 78 . 63 ft . 138 -0 .436 in. 35 . 90 ft . 0 . 068 in. 78 . 63 ft . 139 -0 .390 in. 44 .66 ft . 0 . 007 in. 85 . 74 ft . 140 -0 .390 in. 44 .66 ft. 0 . 007 in. 85 . 74 ft . 141 -0 . 396 in. 48 . 68 ft . 0 . 002 in. 2 .39 ft . 142 -0 .396 in. 48 .68 ft . 0 . 002 in. 2 . 39 ft . 143 -0 .456 in. 54 .90 ft . 0 . 055 in. 11 .37 ft . 144 -0 .456 in. 54 .90 ft . 0 . 055 in. 11 .37 ft . 14S -0 . 689 in. 39 . 07 ft . 0 . 050 in. 81 . 38 ft . 146 -0 . 689 in. 39 . 07 ft . 0. 050 in. 81 .38 ft . 147 -0 .661 in. 44 . 66 ft . 0 . 007 in. 87 .30 ft . 148 -0 . 661 in. 44 . 66 ft . 0 . 007 in. 87 . 30 ft . 149 -0 . 664 in. 47.35 ft . 0 . 004 in. 2 . 39 ft . 150 -0 . 664 in. 47.35 ft. 0 . 004 in. 2 . 39 ft . 151 -0 .705 in. 51.43 ft. 0 . 038 in. 7. 53 ft . 1S2 -0 .70S in. 043 ft. 0 . 038 in-0 7 . S3 ft . 153 -0 .356 in. 34 . 07 ft. 0 . 071 in. 76 . 39 ft . 154 -0 .356 in. 34 . 07 ft . 0 . 071 in. 76 .39 ft . 155 -0 .292 in. 42 .65 ft . 0 . 003 in. 86 . 67 ft . 156 -0 .292 in. 42 .65 ft . 0 . 003 in. 86 . 67 ft . 157 -0 .293 in. 47 . 35 ft. 0 . 005 in. 3 . 83 ft . 158 -0 .293 in. 47 .35 ft . 0 . 005 in. 3 . 83 ft . 159 -0 .362 in. 56 .43 ft. 0 . 079 in. 13 .61 ft . 160 -0 .362 in. 56 .43 ft . 0 . 079 in. 13 .61 ft . 161 -0 . 362 in. 33 .57 ft . 0 . 079 in. 76 .39 ft . 162 -0 .362 in. 33 . 57 ft . 0 . 079 in. 76 .39 ft . 163 -0 .293 in. 42 . 65 ft . 0 . 005 in. 86 . 17 ft . 164 -0 .293 in. 42 . 65 ft. 0. 005 in. 86 . 17 ft . 165 -0 .292 in. 47 . 35 ft. 0 . 003 in. 3 .33 ft . 166 -0 .292 in. 47 .35 ft. 0 . 003 in. 3 .33 ft . 167 -0 .356 in. 55 . 93 ft. 0 . 071 in. 13 . 61 ft . 168 -0 .356 in. 55 . 93 ft. 0 . 071 in. 13 . 61 ft . 169 -0 . 589 in. 38 .57 ft. 0 . 049 in. 80 . 88 ft . 170 -0 .589 in. 38 .57 ft. 0 . 049 in. 80 . 88 ft . 171 -0 .550 in. 43 .57 ft. 0 . 005 in. 87 . 62 ft . 172 -0 .550 in. 43 .57 ft . 0 . 005 in. 87 . 62 ft . 173 -0 .551 in. 46 .43 ft . 0 . 005 in. 2 . 39 ft . 174 -0 .551 in. 46 .43 ft. 0 . 005 in. 2 . 39 ft . 175 -0 .591 in. 52 .49 ft. 0 . 052 in. 9 . 12 ft . 176 -0 . 591 in. 52 .49 ft. 0 . 052 in. 9 . 12 ft . 177 -0 .591 in. 37 .51 ft. 0 . 052 in. 80 . 88 ft . 178 -0 .591 in. 37 .51 ft . 0 . 052 in. 80 . 88 ft . 179 -0 . 551 in. 43 .57 ft . 0 . 005 in. 87 . 62 ft . 180 -0 . 551 in. 43 . 57 ft . 0 . 005 in. 87 . 62 ft . 181 -0 . 550 in. 46 .43 ft . 0 . 005 in. 2 .39 ft . 182 -0 .550 in. 46 .43 ft . 0 . 005 in. 2 .39 ft . 183 -0 . 589 in. 51.43 ft . 0 . 049 in. 9 . 12 ft . 184 -0 .589 in. 51 .43 ft . 0 . 049 in. 9 . 12 ft . 185 -0 .456 in. 35 . 10 ft. 0 . 055 in. 78 . 63 ft . 186 -0 .456 in. 35. 10 ft . 0 . 055 in. 78 . 63 ft . 187 -0 .396 in. 41 .32 ft. 0 . 002 in. 87 . 62 ft . 188 -0 .396 in. 41 .32 ft. 0 . 002 in. 87 . 62 ft . 189 -0 .390 in. 45 .34 ft. 0 . 007 in. 4 .26 ft . 190 -0 .390 in. 45 .34 ft. 0 . 007 in. 4 . 26 ft . 191 -0 .436 in. 54 . 10 ft . 0 . 068 in. 11 . 37 ft . 192 -0 .436 in. 54 . 10 ft. 0 . 068 in. 11 .37 ft . 193 -0 . 705 in. 38 .57 ft. 0 . 038 in. 82 .47 ft . 194 -0 . 705 in. 38 .57 ft. 0 . 038 in. 82 .47 ft . 195 -0 . 664 in. 42 .65 ft. 0 . 004 in. 87 . 62 ft . 196 -0 . 664 in. 42 .65 ft. 0 . 004 in. 87 .62 ft . 197 -0 . 661 in. 45 .34 ft . 0 . 007 in. 2 . 70 ft . 198 -0 . 661 in. 45 .34 ft. 0 . 007 in. 2 . 70 ft . 199 -0 . 689 in. 50 .93 ft . 0 . 050 in. 8 . 62 ft . 200 -0 .689 in. 50 .93 ft. 0 . 050 in. 8 . 62 ft . 201 -1 . 836 in. 45 .34 ft . 0 . 014 in. 87 . 62 ft . 202 -1 . 836 in. 45 .34 ft . 0 . 014 in. 87 . 62 ft . 203 -2 . 108 in. 45 .34 ft . 0 . 015 in. 87 . 62 ft . 204 -2 . 108 in. 45 .34 ft . 0 . 015 in. 87 . 62 ft . 205 -1 .736 in. 45 . 00 ft . 0 . 012 in. 2 .39 ft . 206 -1 .736 in. 45 . 00 ft. 0. 012 in. 2 .39 ft . 207 -1 .736 in. 45 . 00 ft. 0 . 012 in. 87 . 62 ft . 208 -1 .736 in. 45 . 00 ft. 0 . 012 in. 87 . 62 ft . 209 -1. 996 in. 45 . 00 ft . 0 . 013 in. 2 .39 ft . 210 -1 . 996 in. 45 . 00 ft . 0 . 013 in. 2 .39 ft . 211 -1 . 996 in. 45. 00 ft . 0 . 013 in. 87 . 62 ft . 212 -1 . 996 in. 45 . 00 ft . 0 . 013 in. 87. 62 ft . 213 -1 . 836 in. 44 . 66 ft . 0. 014 in. 2 . 39 ft . 214 -1 . 836 in. 44 .66 ft . 0 . 014 in. 2 .39 ft . 215 -2 . 108 in. &6 ft . 0. 015 in 0 2 . 39 ft . 216 -2 . 108 in. 44 .66 ft . 0 . 015 in. 2 . 39 ft . 217 -1 . 660 in. 45 .34 ft . 0 . 012 in. 87 . 62 ft . 218 -1 . 660 in. 45 .34 ft . 0 . 012 in. 87 . 62 ft . 219 -1 .931 in. 45 .34 ft . 0 . 014 in. 87 . 62 ft . 220 -1 . 931 in. 45 .34 ft . 0 . 014 in. 87 . 62 ft . 221 -1 .560 in. 45 . 00 ft . 0 . 011 in. 2 . 39 ft . 222 -1 .560 in. 45 . 00 ft . 0 . 011 in. 2 . 39 ft . 223 -1 .560 in. 45 . 00 ft . 0 . 011 in. 87 . 62 ft . 224 -1 . 560 in. 45 . 00 ft . 0 . 011 in. 87 . 62 ft . 225 -1 . 819 in. 45 . 00 ft. 0 . 012 in. 2 . 39 ft . 226 -1 . 819 in. 45 . 00 ft. 0 . 012 in. 2 . 39 ft . 227 -1 .819 in. 45 . 00 ft. 0. 012 in. 87 .62 ft . 228 -1 . 819 in. 45 . 00 ft . 0 . 012 in. 87 .62 ft . 229 -1 .660 in. 44 . 66 ft . 0 . 012 in. 2 .39 ft . 230 -1 .660 in. 44 . 66 ft . 0 . 012 in. 2 . 39 ft . 231 -1 . 931 in. 44 . 66 ft . 0 . 014 in. 2 .39 ft . 232 -1 . 931 in. 44 .66 ft . 0 . 014 in. 2 .39 ft . 233 -2 .183 in. 42 . 65 ft . 0 . 032 in. 86 .36 ft . 234 -2 . 183 in. 42 .65 ft. 0 . 032 in. 86 .36 ft . 235 -2 . 173 in. 44 .66 ft. 0 . 014 in. 87 . 62 ft . 236 -2 . 173 in. 44 .66 ft. 0 . 014 in. 87 . 62 ft . 237 -2 . 173 in. 45 .34 ft . 0 . 014 in. 2 .39 ft . 238 -2 . 173 in. 45 .34 ft . 0 . 014 in. 2 . 39 ft . 239 -2 . 183 in. 47 .35 ft . 0. 032 in. 3 .64 ft . 240 -2 . 183 in. 47 .35 ft . 0 . 032 in. 3 . 64 ft . 241 -1 . 623 in. 42 .65 ft . 0 . 037 in. 85 . 24 ft . 242 -1 . 623 in. 42 .65 ft . 0 . 037 in. 85 .24 ft . 243 -1 .611 in. 45 . 00 ft . 0 . 013 in. 87 . 62 ft . 244 -1 .611 in. 45 . 00 ft . 0 . 013 in. 87 . 62 ft . 245 -1 .613 in. 45 . 93 ft . 0 . 009 in. 2 . 39 ft . 246 -1 .613 in. 45 . 93 ft . 0 . 009 in. 2 . 39 ft . 247 -1 . 629 in. 47 .35 ft. 0 . 028 in. 4 .26 ft . 248 -1 . 629 in. 47 .35 ft. 0 . 028 in. 4 .26 ft . 249 -1 . 892 in. 42 .65 ft. 0 . 036 in. 85 . 74 ft . 250 -1 . 892 in. 42 .65 ft. 0 . 036 in. 85 . 74 ft . 251 -1 . 883 in. 45 . 00 ft. 0 . 014 in. 87 . 62 ft . 252 -1 . 883 in. 4S . 00 ft. 0 . 014 in. 87. 62 ft . 253 -1 . 884 in. 45 . 93 ft. 0 . 011 in. 2 . 39 ft . 254 -1 .884 in. 45 . 93 ft . 0 . 011 in. 2 . 39 ft . 255 -1 . 899 in. 47 .35 ft. 0 . 028 in. 3 . 83 ft . 256 -1 . 899 in. 47.35 ft. 0 . 028 in. 3 . 83 ft . 257 -1 .526 in. 42 . 65 ft. 0 . 032 in. 85 .24 ft . 258 -1 .526 in. 42 . 65 ft. 0. 032 in. 85 .24 ft . 259 -1 .512 in. 44 . 66 ft. 0 . 010 in. 87 . 62 ft . 260 -1 .512 in. 44 . 66 ft. 0 . 010 in. 87 . 62 ft . 261 -1 . 512 in. 45 .34 ft. 0. 011 in. 2 .39 ft . 262 -1 . 512 in. 45 .34 ft. 0 . 011 in. 2 .39 ft . 263 -1 .527 in. 47 .35 ft. 0 . 035 in. 4 .76 ft . 264 -1 . 527 in. 47 .35 ft. 0 . 035 in. 4 . 76 ft . 265 -1 . 527 in. 42 . 65 ft. 0 . 035 in. 85 .24 ft . 266 -1 . S27 in. 42 .65 ft . 0 . 035 in. 85 .24 ft . 267 -1 . 512 in. 44 .66 ft. 0 . 011 in. 87 . 62 ft . 268 -1 . 512 in. 44 .66 ft . 0 . 011 in. 87 . 62 ft . 269 -1 .512 in. 45 .34 ft . 0 . 010 in. 2 .39 ft . 270 -1 . 512 in. 45 .34 ft . 0 . 010 in. 2 .39 ft . 271 -1 .526 in. 47 .35 ft . 0. 032 in. 4 . 76 ft . 272 -1 .526 in. 47 .35 ft . 0. 032 in. 4 . 76 ft. 273 -1 .784 in. 42 .65 ft . 0. 032 in. 85 . 74 ft. 274 -1 .784 in. 42 .65 ft . 0 . 032 in. 85 .74 ft . 275 -1 .771 in. 44 .66 ft . 0 . 012 in. 87 . 62 ft . 276 -1 .771 in. 44 . 66 ft . 0 . 012 in. 87. 62 ft . 277 -1 .771 in. 45.34 ft. 0 . 013 in. 2 . 39 ft . 278 -1 . 771 in. 04 ft . 0 . 013 in* 2 .39 ft . 279 -1 . 784 in. 47 . 35 ft. 0 . 033 in. 4 .26 ft . 280 -1 . 784 in. 47 .35 ft . 0 . 033 in. 4 .26 ft . 281 -1 . 784 in. 42 .65 ft . 0 . 033 in. 85 . 74 ft . 282 -1 . 784 in. 42 . 65 ft. 0 . 033 in. 85 . 74 ft . 283 -1 . 771 in. 44 . 66 ft . 0 . 013 in. 87 . 62 ft . 284 -1 . 771 in. 44 . 66 ft . 0 . 013 in. 87 . 62 ft . 285 -1 .771 in. 45 .34 ft . 0 . 012 in. 2 . 39 ft . 286 -1 . 771 in. 45 .34 ft . 0 . 012 in. 2 . 39 ft . 287 -1 .784 in. 47 .35 ft . 0 . 032 in. 4 .26 ft . 288 -1 .784 in. 47 .35 ft . 0 . 032 in. 4 .26 ft . 289 -1 . 629 in. 42 . 65 ft . 0 . 028 in. 85. 74 ft . 290 -1 . 629 in. 42 . 65 ft. 0 . 028 in. 85. 74 ft . 291 -1 . 613 in.- 44 . 07 ft . 0 . 009 in. 87 . 62 ft . 292 -1 .613 in. 44 . 07 ft. 0 . 009 in. 87 . 62 ft . 293 -1 .611 in. 45 . 00 ft. 0. 013 in. 2 . 39 ft . 294 -1 .611 in. 45 . 00 ft. 0 . 013 in. 2 . 39 ft . 295 -1 .623 in. 47 .35 ft. 0 . 037 in. 4 . 76 ft . 296 -1 .623 in. 47 .35 ft. 0 . 037 in. 4 .76 ft . 297 -1 . 899 in. 42 .65 ft. 0 . 028 in. 86 . 17 ft . 298 -1 . 899 in. 42 .65 ft . 0 . 028 in. 86 . 17 ft . 299 -1 . 884 in. 44 . 07 ft . 0 . 011 in. 87 . 62 ft . 300 -1 . 884 in. 44 . 07 ft . 0 . 011 in. 87 . 62 ft . 301 -1 . 883 in. 45 . 00 ft . 0 . 014 in. 2 . 39 ft . 302 -1 . 883 in. 45 . 00 ft . 0 . 014 in. 2 . 39 ft . 303 -1 . 892 in. 47 . 35 ft. 0 . 036 in. 4 .26 ft . 304 -1 . 892 in. 47 .35 ft. 0 . 036 in. 4 .26 ft . 305 -2 .732 in. 51 .43 ft. 0 . 136 in. 7 . 53 ft . 306 -2 . 732 in. 51 .43 ft. 0 . 136 in. 7 . 53 ft . 307 -2 . 688 in. 51 .43 ft. 0 . 130 in. 7 . 53 ft . 308 -2 . 688 in. 51 .43 ft. 0 . 130 in. 7 . 53 ft . 309 -2 . 698 in. 51 .43 ft. 0 . 140 in. 8 . 62 ft . 310 -2 . 698 in. 51 .43 ft. 0 . 140 in. 8 . 62 ft . 311 -2 . 732 in. 38 .57 ft. 0 . 136 in. 82 .47 ft . 312 -2 . 732 in. 38 .57 ft . 0 . 136 in. 82 .47 ft . 313 -2 . 698 in. 38 .57 ft. 0 . 140 in. 81. 38 ft . 314 -2 . 698 in. 38 .57 ft. 0. 140 in. 81. 38 ft . 315 -2 .688 in. 38 .57 ft. 0 . 130 in. 82 .47 ft . 316 -2 .688 in. 38 .57 ft . 0 . 130 in. 82 .47 ft . 317 -0 . 958 in. 45 . 00 ft . 0 . 006 in. 2 . 39 ft . 318 -0 . 958 in. 45 . 00 ft . 0 . 006 in. 2 .39 ft . 319 -1 . 864 in. 45 . 00 ft. 0 . 011 in. 87 . 62 ft . 320 -1 .629 in. 45 . 00 ft. 0 . 010 in. 87 . 62 ft . 321 -1 . 810 in. 35 . 90 ft . 0 .203 in. 78 . 63 ft . 322 -1 . 810 in. 54 . 10 ft . 0 .203 in. 11.37 ft . 323 -0 . 007 in. 2 .70 ft. 0 .749 in. 44 . 07 ft . 324 -0 . 005 in. 3 .64 ft. 0 . 389 in. 43 .57 ft . 325 -0 . 006 in. 87 .62 ft. 0 . 882 in. 44 . 66 ft . 326 -0 . 006 in. 2 .39 ft. 0 . 882 in. 45 . 34 ft . 327 -0 . 003 in. 87 .62 ft . 0 . 536 in. 45 . 00 ft . 328 -0 . 003 in. 2 .39 ft . 0. 536 in. 45 . 00 ft . 329 -0 . 007 in. 87 .30 ft . 0. 749 in. 45 . 93 ft . 330 -0 . 005 in. 86 .36 ft . 0 .389 in. 46 .43 ft . 331 -0 . 882 in. 28 .57 ft . 0 .467 in. 70 . 92 ft . 332 -0 . 809 in. 27 . 52 ft . 0 .504 in. 70 . 00 ft . 333 -0 . 882 in. 61.43 ft . 0 .467 in. 19 . 08 ft . 334 -0 . 809 in. 62 .48 ft . 0 .504 in. 20 . 00 ft . Max. Def -2 . 864 in. 45. 00 ft. 0 .882 in. 44 .66 ft . Load Comb 1 325 Defl . L/359 L/999 PEAK DEF I LECTIONS (Posit* Y:Upward) LC # Y-Def -------------------- 1 -2 . 864 in. 2 -2 . 864 in. 3 -2 . 820 in. 4 -2 . 820 in. 5 -2 . 820 in. 6 -2 .820 in. 7 -2 .629 in. 8 -2 .629 in. 9 -2 .585 in. 10 -2 . 585 in. 11 -2 . 585 in. 12 -2 .585 in. 13 -0 .935 in. 14 -0 . 935 in. 15 -0 . 935 in. 16 -0 . 935 in. 17 -0 . 935 in. 18 -0 . 935 in. 19 -0 . 935 in. 20 -0 . 935 in. 21 -0 .437 in. 22 -0 .437 in. 23 -0 .437 in. 24 -0 .437 in. 25 -0 . 957 in. 26 -0 . 957 in. 27 -0 . 957 in. 28 -0 . 957 in. 29 -0 . 957 in. 30 -0 . 957 in. 31 -0 . 957 in. 32 -0 . 957 in. 33 -0 .212 in. 34 -0 .212 in. 35 -0 .212 in. 36 -0 .212 in. 73 0 .311 in. 74 0 .311 in. 75 -0 . 051 in. 76 -0 . 051 in. 77 0 .444 in. 78 0 .444 in. 79 0 .444 in. 80 0 .444 in. 81 0 . 099 in. 82 0 . 099 in. 83 0 . 099 in. 84 0 . 099 in. 85 0 . 311 in. 86 0 .311 in. 87 -0 . 051 in. 88 -0 . 051 in. 89 0 .486 in. 90 0 .486 in. 91 0 .124 in. 92 0 . 124 in. 93 0 . 619 in. 94 0 . 619 in. 95 0 .619 in. 96 0 . 619 in. 97 0 .274 in. 98 0 .274 in. 99 0 .274 in. 100 0 .274 in. 101 0 .486 in. 102 0 .486 in. 103 0 . 124 in. 104 0 . 124 in. 105 -0 .208 in. 106 -0 .208 in. 107 -0 .208 in. 108 -0 .208 in. 109 -0 . 570 in. 110 -0 .570 in. ill -0 .570 in. 112 -0 .570 in. 113 -0 . 075 in. 114 -0 . 075 in. 115 -0 . 075 in. 116 -0 . 075 in. 117 -0 . 075 in. 118 -0 . 075 in. 119 -0 . 075 in. 120 -0 . 075 in. 121 -0 .421 in. 122 -0 .421 in. 123 -0 .421 in. 124 -0 .421 in. 125 -0 .421 in. 126 -0 .421 in. 127 -0 .421 in. 128 -0 .421 in. 129 -0 .208 in. 130 -0 .208 in. 131 -0 .208 in. 132 -0 .208 in. 133 -0 .570 in. 134 -0 .570 in. 135 -0 .570 in. 136 -0 . 570 in. 137 -0 .390 in. 138 -0 .390 in. 139 -0 .390 in. 140 -0 .390 in. 141 -0 . 390 in. 142 -0 .390 in. 143 -0 .390 in. 144 -0 .390 in. 145 -0 .661 in. 146 -0 . 661 in. 147 -0 .661 in. 148 -0 .661 in. 149 -0 . 661 in. 150 -0 .661 in. 151 -0 .661 in. 152 -0 .661 in. 153 -0 .290 in. 154 -0 .290 in. 155 -0 .290 in. 156 -0 .290 in. 157 -0 .290 in. 158 -0 .290 in. 159 -0 .290 in. 160 -0 .290 in. 161 -0 .290 in. 162 -0 .290 in. 163 -0 .290 in. 164 -0 .290 in. 165 -0 .290 in. 166 -0 .290 in. 167 -0 .290 in. 168 -0 .290 in. 169 -0 . 549 in. 170 -0 .549 in. 171 -0 .549 in. 172 -0 .549 in. 173 -0 .549 in. 174 -0 . 549 in. 175 -0 . 549 in. 176 -0 .549 in. 177 -0 .549 in. 178 -0 . 549 in. 179 -0 .549 in. 180 -0 .549 in. 181 -0 .549 in. 182 -0 .549 in. 183 -0 . 549 in. 184 -0 . 549 in. 185 -0 .390 in. 186 -0 . 390 in. 187 -0 . 390 in. 188 -0 . 390 in. 189 -0 . 390 in. 190 -0 . 390 in. 191 -0 .390 in. 192 -0 .390 in. 193 -0 .661 in. 194 -0 .661 in. 195 -0 .661 in. 196 -0 .661 in. 197 -0 .661 in. 198 -0 . 661 in. 199 -0 .661 in. 200 -0 .661 in. 201 -1 . 836 in. 202 -1 . 836 in. 203 -2 . 107 in. 204 -2 . 107 in. 205 -1 .736 in. 206 -1 .736 in. 207 -1 .736 in. 208 -1 . 736 in. 209 -1 . 996 in. 210 -1 . 996 in. 211 -1 . 996 in. 212 -1 . 996 in. 213 -1 .836 in. 214 -1. 836 in. 215 -2 . 107 in. 216 -2 . 107 in. 217 -1 .660 in. 218 -1 .660 in. 219 -1 . 931 in. 220 -1 . 931 in. 221 -1 .560 in. 222 -1 . 560 in. 223 -1 .560 in. 224 -1 .560 in. 225 -1 . 819 in. 226 -1 . 819 in. 227 -1 . 819 in. 228 -1 . 819 in. 229 -1 .660 in. 230 -1 . 660 in. 231 -1 . 931 in. 232 -1 . 931 in. 233 -2 . 173 in. 234 -2 . 173 in. 235 -2 . 173 in. 236 -2 . 173 in. 237 -2 . 173 in. 238 -2 . 173 in. 239 -2 . 173 in. 240 -2 . 173 in. 241 -1 .611 in. 242 -1 . 611 in. 243 -1 .611 in. 244 -1 .611 in. 245 -1 .611 in. 246 -1 . 611 in. 247 -1 . 611 in. 248 -1 .611 in. 249 -1 . 883 in. 250 -1 . 883 in. 251 -1 . 883 in. 252 -1 . 883 in. 253 -1 . 883 in. 254 -1 . 883 in. 255 -1 . 883 in. 256 -1 . 883 in. 257 -1 .511 in. 258 -1 .511 in. 259 -1 .511 in. 260 -1 .511 in. 261 -1 .511 in. 262 -1 .511 in. 263 -1 .511 in. 264 -1 .511 in. 265 -1 .511 in. 266 -1 .511 in. 267 -1 .511 in. 268 -1 .511 in. 269 -1 .511 in. 270 -1 .511 in. 271 -1 .511 in. 272 -1 .511 in. 273 -1 .771 in. 274 -1 .771 in. 275 -1 .771 in. 276 -1 .771 in. 277 -1 .771 in. 278 -1 .771 in. 279 -1 . 771 in. 280 -1 . 771 in. 281 -1. 771 in. 282 -1 . 771 in. 283 -1 .771 in. 284 -1 .771 in. 285 -1 . 771 in. 286 -1 . 771 in. 287 -1 .771 in. 288 -1 .771 in. 289 -1 . 611 in. 290 -1 . 611 in. 291 -1 . 611 in. 292 -1 .611 in. 293 -1 .611 in. 294 -1 .611 in. 295 -1 . 611 in. 296 -1 . 611 in. 297 -1 . 883 in. 298 -1 . 883 in. 299 -1 . 883 in. 300 -1 . 883 in. 301 -1 . 883 in. 302 -1 . 883 in. 303 -1 . 883 in. 304 -1 . 883 in. 305 -2 .5S2 in. 306 -2 . 552 in. 307 -2 . 509 in. 308 -2 . 509 in. 309 -2 . 509 in. 310 -2 . 509 in. 311 -2 .552 in. 312 -2 .552 in. 313 -2 .509 in. 314 -2 . 509 in. 315 -2 . 509 in. 316 -2 . 509 in. 317 -0 . 958 in. 318 -0 . 958 in. 319 -1 . 864 in. 320 -1 .629 in. 321 -1 .552 in. 322 -1 .552 in. 323 0 .748 in. 324 0 .387 in. 325 0 . 882 in. 326 0 . 882 in. 327 0 . 536 in. 328 0 . 536 in. 329 0 . 748 in. 330 0 .387 in. 331 -0 .447 in. 332 -0 .329 in. 333 -0 .447 in. 334 -0 .329 in. Pos . Max 0 . 882 in. Load Comb 326 Defl . L/999 -------------------- Neg. Max -2 . 864 in. Load Comb 2 Defl . L/359 Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor) . LC# Cd Used ----- ------- 33 1 3 . 0 332 3 . 0 333 3 . 0 334 3 . 0 Star Building Systems, 0, OK User: Manna Page: F20- 34 R-Frame Design Program - Version v4 . 1 Job : 80708A Stiffener Design for TRE BRKT File: frames-1 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- EDS Crane # 1 on Left Column Anl pt Brkt web COL web Crane LD Eccen LC Shear Total Shear All Shear LOAD ht (in) ht (in) (kips) (in) (kips) (kips) (kips) COMB ------ -------- ------- -------- ----- -------- ----------- --------- ---- 203 16 . 85 34 . 50 10 . 98 28 .44 -4 . 85 13 .24 163 . 33 14 Bearing Stiffener Check ----------------------- Use 3 . 75in. X 0 .3750in. Bearing Stiffener - Unity Check= 0 . 124 Diagonal Stiffener Design ------------------------- No Diagonal or Panel Stiffener Required EDS Crane # 1 on Right Column Anl pt Brkt web COL web Crane LD Eccen LC Shear Total Shear All Shear LOAD ht (in) ht (in) (kips) (in) (kips) (kips) (kips) COMB ------ -------- ------- -------- ----- -------- ----------- --------- ---- 803 16 . 85 34 .50 10 . 98 28 .44 -4 . 85 13 .24 163 . 33 19 Bearing Stiffener Check ----------------------- Use 3 . 75in. X 0 .3750in. Bearing Stiffener - Unity Check= 0 . 124 Diagonal Stiffener Design ------------------------- No Diagonal or Panel Stiffener Required Star Building Systems, 9, OK User: 10- anna Page: F20- 3S R-Frame Design Program - Version v4 . 1 Job : 80708A Stiffener Design for Canopy File: frames—i .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :43 :27 -------------------------------------------------------------------------------- Canopy Stiffener on Left Column Web Thickness Use 0 .2500 inches Thick Web Bearing Stiffener Type No stiffeners are required Bottom Bearing Stiffener Bearing Stiffener Size Not Required Control Case 7 Allowable At Ctrl Case 25 .208 kips Check Ratio 0 .6013 Panel Stiffener Size Not Required Control Case 0 Allowable Shear Cap. 0 . 000 kips Check Ratio 0 . 0000 Canopy Stiffener on Right Column Web Thickness Use 0 .2500 inches Thick Web Bearing Stiffener Type No stiffeners are required Bottom Bearing Stiffener Bearing Stiffener Size Not Required Control Case 7 Allowable At Ctrl Case 25 . 208 kips Check Ratio 0 .6013 Panel Stiffener Size Not Required Control Case 0 Allowable Shear Cap. 0 . 000 kips Check Ratio 0 . 0000 Vertical Clearance at the Left Knee is 16 .2204 feet Vertical Clearance at the Right Knee is 16 .2204 feet I Star Building Systems, *' OK User: a0anna Page: F2- 1 R-Frame Design Program - Version v4 . 1 Job : 80708A Input Data Echo File: frames-2-4 .fra Date: 5/23/12 cs 90 ./20 . /19 .417 20 ./90 . /25 . Start Time: 12 :44 :30 \\okcsxds0l\TS\Jobs\active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\ -------------------------------------------------------------------------------- VERSION v4 . 1 BRAND STAR DESCRIPTION cs 90 . /20 . /19 .417 20 ./90 . /25 . frame line 2-4 FRAME ID 2 # FRAME LEFT SIDE IS BLDG. PLANE SWC # AND FRAME RIGHT SIDE IS BLDG. PLANE SWA PRINT echo code loads base connection 1 deflection profile seismic detail flg-brace summary stiffeners pro_grplCs OPTIMIZATION none *PLANT nci *JOB 80708A ANALYZE all *DATASET members brace combinations wind-array connection base BUILDING LABEL A LOCATION frame lines 2-4 LATERAL GRID LABEL 2 3 4 LONGITUDINAL GRID LABEL F A NUMBER FRAMES 3 *PRICE complete TYPE cs p cs 60 . 60 . WIDTH 90 . 45 . LENGTH 60 . EAVE 20 . *ROOF SLOPE 1 . GIRT DEPTH 8 . 8 .25 *PURLIN DEPTH 12 . 12 .25 GIRT THICKNESS 0 . 059 *PURLIN THICKNESS 0 . 07 GIRT FLANGE 2 . 5 *PURLIN FLANGE 3 .5 PURLIN STIFFNESS LEFT 117 . 513 49 . 797 29 .349 25 . 033 *PURLIN STIFFNESS RIGHT 117 . 514 49 . 797 29 . 349 25 . 033 BUILDING CODE IB09 U=Normal P=Y DEAD LOAD 2 .564 *COLLATERAL LOAD 6 . LIVE LOAD 20 . SNOW G=25 . T=1 . S=N WEL=51 . WER=51 . WML=51 . WMR=51 . WIND CODE AS05 SEISMIC CODE AS05 SEISMIC LOAD S1=54 .7 SS=120 .5 TL=16 . %CR=NORM %SR=NORM RHOL=1.3 R=3 .5 LOF=2 . TOF=2 . 5 RL=3 . 5 Cd=3 . Ct=0 . 028 SOIL PROFILE D SECOND ORDER FOA ROOF TRIBUTARY TR= 20 . WALL TRIBUTARY TR= 20 . S=O . E=20 . DESIGN ASD05 LATERAL BRACE LENGTH 20 . 00 STIFFNESS CHECK SNOW ONLY BOLT TIGHTENING Fully DEFLECTION ROOF L=180 . S=180 . W=180 . G=120 . DEFLECTION WALL L=60 . S=60 . W=60 . E=40 . C=100 . G=60 . TW=60. TE=50 . CANOPYL CFT=C FL=N PR=6 . LEN=66 . HT=20. CS=1 . PD=12 .25 FT=0 .25 WH=8 . 163 CT=0 . 375 MN=5 . 0 . 178 BAY=19 .417 DL=3 . 821 LL=20 . SL=21 . US=5 .25 WL1=-23 .6854 -1 .49 WL2=-23 .6854 -1.49 LWL1=-17 . 009 -1 . 07 LWL2=-10 . 9684 -0 . 69 LWL3=-14 .1477 -0 . 89 LWL4=-11 . 6043 -0 . 73 WL3=-5 . 8816 -0 .37 WL4=-5 . 8816 -0 .37 CANOPYR CFT=C FL=N PR=6 . LEN=66 . HT=20 . CS=1 . PD=12 .25 FT=0 .25 WH=8 . 163 CT=0 .375 MN=5 . 0 . 178 BAY=19 .417 DL=3 . 821 LL=20 . SL=21 . US=11 . 8446 WL1=-5 . 8816 -0 . 37 WL2=-5 . 8816 -0 .37 LWL1=-10 . 9684 -0 .69 LWL2=-17 . 009 -1 . 07 LWL3=-11. 6043 -0 . 73 LWL4=-14 . 1477 -0 . 89 WL3=-23 . 6854 -1 .49 WL4=-23 . 6854 -1 .49 SYMKNEE CONNECTION SPLICE GUSSETS NA CRANE BCN=1 TY=T FU=N SU=B C-HT= 12 . 8542 H-CLR=1. V-CLR=2 . X-L=4 .75 SPAN=80 .5 VCDL= 0 . 946 0 . 946 VDMX=4 . 6762 VDMN=4 .246 VTMX=9. 1262 VTMN=4 .246 H L= 0 .488 H-R= 0 .488 *2 .4896 YV=10 . 6946 MW=0 . 1*F=8 . BRKT=Wl8X35 IMP= 0 . 1 BRACING SIDES LC=l RA=l RC=l BRACE ATTACHMENT FLANGE GIRT SPACING 7 .3333 S . 1667 GIRT BRACE N N PURLIN SPACING 2@4 .378 7@5 . PURLIN BRACE C C C N C N C N C LEFT COLUMN BASE W=8 . T=0 . 625 L=12 . N=2 D=l . 10 . 34 .5 9 . 8 . 0 . 3125 0 . 185 8 . 0. 5 34 .5 34 . 5 0 . 8 . 0 . 3125 0 .25 8 . 0 . 625 LEFT RAFTER CONNECTION 0=2E I=2E W=8 . T=0 . 75 D=l. 36 . 0 . 0 . 6 . 0 . 375 0 .25 6 . 0 . 5 0 . 17 .5 10 . 6 . 0 . 25 0 . 185 6 . 0 . 5 17 . 5 0 . 10 . 6 . 0 .375 0 . 156 6 . 0 .25 0 . 17 .5 10 . 6 . 0 .375 0 . 156 6 . 0 . 25 CONNECTION 0=2E I=2E W=6 . T=0 . 375 D=0 .75 SYMMETRICAL STRUCTURAL WIND LOAD WL1 15 . 896 0 .2200 -0 . 8700 -0 . 5500 -0 .4700 45 . 000 Left WIND LOAD WL2 15 . 896 0 . 5800 -0 .5100 -0 . 1900 -0 . 1100 45 . 000 Left WIND LOAD LWL1 15 . 896 -0 . 6300 -1 .2500 -0 . 8700 -0 . 6300 12 . 000 WIND LOAD LWL2 15 . 896 -0 . 6300 -0 . 8700 -1 .2500 -0 . 6300 78 . 000 WIND LOAD LWL3 15 . 896 -0 . 6300 -0 . 7100 -0 .5500 -0 . 6300 12 . 000 WIND LOAD LWL4 15 . 896 -0 . 6300 -0 . 5500 -0 .7100 -0 . 6300 78 . 000 WIND LOAD WL3 15 . 896 -0 .4700 -0 . 5500 -0 . 8700 0 .2200 45 . 000 Right WIND LOAD WL4 15 . 896 -0 . 1100 -0 . 1900 -0 .5100 0 . 5800 45 . 000 Right LOAD COMBINATIONS 1) 1 . DL 1 . LL 1 . COLL 1 . ADW *DEFL 60 . 120 . *PDELTA L 2) 1 . DL 1. LL 1 . COLL 1 . ADW *DEFL 60 . 120 . *PDELTA R 3) 1 . DL 1. LL 1 . COLL 1. ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA L 4) 1 . DL 1. LL 1 . COLL 1 . ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA R 5) 1 . DL 1. LL 1 . COLL 1. ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA L 6) 1 . DL 1. LL 1. COLL 1 . ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA R 7) 1 . DL 1. COLL 1. SNOW 1 . ADW *DEFL 60 . 120 . *PDELTA L 8) 1 . DL 1. COLL 1. SNOW 1 . ADW *DEFL 60 . 120 . *PDELTA R 9) 1 . DL 1. COLL 1 . SNOW 1 . ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA L 10) 1 . DL 1. COLL 1 . SNOW 1 . ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA R 11) 1 . DL 1 . COLL 1 . SNOW 1 . ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA L 12) 1 . DL 1 . COLL 1 . SNOW 1 . ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA R 13) 1 . DL 1 . COLL 1 . ADW 1 . AlVlL 1 . AlHlR *DEFL 100 . 120 . *PDELTA L 14) 1 . DL 1 . COLL 1 . ADW 1 . AlVlL 1 . AlHlR *DEFL 100 . 120 . *PDELTA R 15) 1 . DL 1 . COLL 1 . ADW 1 . AlVlL 1 . AlHlL *DEFL 100 . 120 . *PDELTA L 16) 1 . DL 1 . COLL 1 . ADW 1 . AlVlL 1 . AlHlL *DEFL 100 . 120 . *PDELTA R 17) 1 . DL 1 . COLL 1 . ADW 1 . AlVlR 1 . AlHlR *DEFL 100 . 120 . *PDELTA L 18) 1 . DL 1 . COLL 1 . ADW 1 . AlVlR 1 . AlHlR *DEFL 100 . 120 . *PDELTA R 19) 1 . DL 1 . COLL 1 . ADW 1 . AlVlR 1 . AlHlL *DEFL 100 . 120 . *PDELTA L 20) 1 . DL 1 . COLL 1 . ADW 1 . AlVlR 1 . AlHlL *DEFL 100 . 120 . *PDELTA R 21) 1 . 11449 DL 0 . 91 EQ 1 . 11449 ADW *DEFL 50 . 120 . *PDELTA L 22) 1 . 11449 DL 0 . 91 EQ 1 . 11449 ADW *DEFL 50 . 120 . *PDELTA R 23) 1 . 11449 DL -0 . 91 EQ 1 . 11449 ADW *DEFL 50 . 120 . *PDELTA L 24) 1 . 11449 DL -0 .91 EQ 1 . 11449 ADW *DEFL 50 . 120 . *PDELTA R 25) 1 . 11449 DL 1 . 11449 COLL 0 . 91 EQ 1 . 11449 ADW 1. 11449 AlDlL *DEFL 100 . 120 . *PDELTA L 26) 1 . 11449 DL 1 .11449 COLL 0 . 91 EQ 1. 11449 ADW 1 . 11449 AlDlL *DEFL 100 . 120 . *PDELTA R 27) 1 . 11449 DL 1 .11449 COLL -0 . 91 EQ 1 .11449 ADW 1. 11449 AlDlL *DEFL 100 . 120 . *PDELTA L 28) 1 . 11449 DL 1 .11449 COLL -0 .91 EQ 1. 11449 ADW 1.11449 AlDlL *DEFL 100 . 120 . *PDELTA R 29) 1 . 11449 DL 1 .11449 COLL 0 . 91 EQ 1. 11449 ADW 1. 11449 AlDlR *DEFL 100 . 120 . *PDELTA L 0 0 30) 1 . 11449 DL 1 . 11449 COLL 0 . 91 EQ 1. 11449 ADW 1 . 11449 AlDlR *DEFL 100 . 120 . *PDELTA R 31) 1 . 11449 DL 1 . 11449 COLL -0 . 91 EQ 1 . 11449 ADW 1 . 11449 AlDlR *DEFL 100 . 120 . *PDELTA L 32) 1 . 11449 DL 1 . 11449 COLL -0 . 91 EQ 1 . 11449 ADW 1 . 11449 AlDlR *DEFL 100 . 120 . *PDELTA R 33) 0 .48551 DL 0 . 91 EQ 0 .48551 ADW *DEFL 50 . 120 . *PDELTA L 34) 0 .48551 DL 0 . 91 EQ 0 .48551 ADW *DEFL 50 . 120 . *PDELTA R 35) 0 .48551 DL -0 . 91 EQ 0 .48551 ADW *DEFL 50 . 120 . *PDELTA L 36) 0 .48551 DL -0 . 91 EQ 0 .48551 ADW *DEFL 50 . 120 . *PDELTA R 37) 0 .73644 DL 2 . 5 EQ 0 . 73644 ADW *TYPE R *APP C *PDELTA L 38) 0 .73644 DL 2 . 5 EQ 0 .73644 ADW *TYPE R *APP C *PDELTA R 39) 0 .73644 DL -2 .5 EQ 0 .73644 ADW *TYPE R *APP C *PDELTA L 40) 0 . 73644 DL -2 . 5 EQ 0 . 73644 ADW *TYPE R *APP C *PDELTA R 41) 1.36356 DL 1 .36356 COLL 2 . 5 EQ 1 . 36356 ADW 1. 36356 AlDlL *TYPE R *APP C *PDELTA L 42) 1 .36356 DL 1 .36356 COLL 2 . 5 EQ 1 . 36356 ADW 1. 36356 AlDlL *TYPE R *APP C *PDELTA R 43) 1 .36356 DL 1 .36356 COLL -2 . 5 EQ 1 .36356 ADW 1 .36356 AlDlL *TYPE R *APP C *PDELTA L 44) 1 .36356 DL 1 . 36356 COLL -2 . 5 EQ 1.36356 ADW 1 .36356 AlDlL *TYPE R *APP C *PDELTA R 45) 1 .36356 DL 1 .36356 COLL 2 . 5 EQ 1 .36356 ADW 1 .36356 AlDlR *TYPE R *APP C *PDELTA L 46) 1 .36356 DL 1 .36356 COLL 2 . 5 EQ 1 .36356 ADW 1. 36356 AlDlR *TYPE R *APP C *PDELTA R 47) 1 .36356 DL 1 .36356 COLL -2 .5 EQ 1 . 36356 ADW 1 .36356 AlDlR *TYPE R *APP C *PDELTA L 48) 1 .36356 DL 1 . 36356 COLL -2 .5 EQ 1 . 36356 ADW 1 .36356 AlDlR *TYPE R *APP C *PDELTA R 49) 0 .73644 DL 2 .5 EQ 0 .73644 ADW *TYPE R *APP B *PDELTA L 50) 0 . 73644 DL 2 . 5 EQ 0 .73644 ADW *TYPE R *APP B *PDELTA R 51) 0 . 73644 DL -2 .5 EQ 0 . 73644 ADW *TYPE R *APP B *PDELTA L 52) 0 .73644 DL -2 .5 EQ 0 . 73644 ADW *TYPE R *APP B *PDELTA R 53) 1 .36356 DL 1 .36356 COLL 2 . 5 EQ 1 .36356 ADW 1. 36356 AlDlL *TYPE R *APP B *PDELTA L 54) 1 .36356 DL 1 .36356 COLL 2 . 5 EQ 1 .36356 ADW 1.36356 AlDlL *TYPE R *APP B *PDELTA R 55) 1 .36356 DL 1 .36356 COLL -2 . 5 EQ 1 .36356 ADW 1 .36356 AlDlL *TYPE R *APP B *PDELTA L 56) 1 .36356 DL 1 .36356 COLL -2 . 5 EQ 1 .36356 ADW 1.36356 AlDlL *TYPE R *APP B *PDELTA R 57) 1 .36356 DL 1 .36356 COLL 2 . 5 EQ 1 .36356 ADW 1.36356 AlDlR *TYPE R *APP B *PDELTA L 58) 1 .36356 DL 1 .36356 COLL 2 . 5 EQ 1 .36356 ADW 1.36356 AlDlR *TYPE R *APP B *PDELTA R 59) 1 .36356 DL 1 .36356 COLL -2 . 5 EQ 1 . 36356 ADW 1 .36356 AlDlR *TYPE R *APP B *PDELTA L 60) 1 .36356 DL 1 .36356 COLL -2 . 5 EQ 1 .36356 ADW 1 .36356 AlDlR *TYPE R *APP B *PDELTA R 61) 0 .73644 DL 3 . S EQ 0 .73644 ADW *TYPE R *APP K *PDELTA L 62) 0 . 73644 DL 3 . 5 EQ 0 .73644 ADW *TYPE R *APP K *PDELTA R 63) 0 .73644 DL -3 . S EQ 0 . 73644 ADW *TYPE R *APP K *PDELTA L 64) 0 .73644 DL -3 . 5 EQ 0 .73644 ADW *TYPE R *APP K *PDELTA R 65) 1 .36356 DL 1 .36356 COLL 3 . 5 EQ 1 .36356 ADW 1 . 36356 AlDlL *TYPE R *APP K *PDELTA L 66) 1 .36356 DL 1 .36356 COLL 3 . 5 EQ 1 .36356 ADW 1. 36356 AlDlL *TYPE R *APP K *PDELTA R 67) 1 .36356 DL 1 .36356 COLL -3 .5 EQ 1.36356 ADW 1.36356 AlDlL *TYPE R *APP K *PDELTA L 68) 1 .36356 DL 1 .36356 COLL -3 .5 EQ 1 .36356 ADW 1 .36356 AlDlL *TYPE R *APP K *PDELTA R 69) 1 .36356 DL 1.3635*L 3 . 5 EQ 1 .36356 ADW *356 AlDlR -TYPE R *APP K *PDELTA L 70) 1 . 36356 DL 1 .36356 COLL 3 .5 EQ 1 .36356 ADW 1. 36356 AlDlR *TYPE R *APP K *PDELTA R 71) 1 .36356 DL 1 .36356 COLL -3 .5 EQ 1 .36356 ADW 1 .36356 AlDlR *TYPE R *APP K *PDELTA L 72) 1 .36356 DL 1 .36356 COLL -3 . 5 EQ 1 .36356 ADW 1 .36356 AlDlR *TYPE R *APP K *PDELTA R 73) 1 . DL 1. WL1 1 . ADW *DEFL 60 . 120 . *PDELTA L 74) 1 . DL 1. WL1 1 . ADW *DEFL 60 . 120 . *PDELTA R 75) 1 . DL 1 . WL2 1 . ADW *DEFL 60 . 120 . *PDELTA L 76) 1 . DL 1 . WL2 1 . ADW *DEFL 60 . 120 . *PDELTA R 77) 1 . DL 1 . LWL1 1 . ADW *DEFL 60 . 120 . *PDELTA L 78) 1 . DL 1 . LWL1 1 . ADW *DEFL 60 . 120 . *PDELTA R 79) 1 . DL 1 . LWL2 1 . ADW *DEFL 60 . 120. *PDELTA L 80) 1 . DL 1. LWL2 1. ADW *DEFL 60 . 120 . *PDELTA R 81) 1 . DL 1. LWL3 1. ADW *DEFL 60 . 120 . *PDELTA L 82) 1 . DL 1. LWL3 1. ADW *DEFL 60 . 120. *PDELTA R 83) 1 . DL 1. LWL4 1. ADW *DEFL 60 . 120 . *PDELTA L 84) 1 . DL 1. LWL4 1. ADW *DEFL 60 . 120 . *PDELTA R 85) 1 . DL 1 . WL3 1 . ADW *DEFL 60 . 120 . *PDELTA L 86) 1 . DL 1 . WL3 1 . ADW *DEFL 60 . 120 . *PDELTA R 87) 1 . DL 1 . WL4 1 . ADW *DEFL 60 . 120 . *PDELTA L 88) 1 . DL 1 . WL4 1 . ADW *DEFL 60 . 120 . *PDELTA R 89) 0 .6 DL 1 . WL1 0 . 6 ADW *DEFL 60 . 120 . *PDELTA L 90) 0 . 6 DL 1 . WL1 0 . 6 ADW *DEFL 60 . 120 . *PDELTA R 91) 0 .6 DL 1 . WL2 0 . 6 ADW *DEFL 60 . 120 . *PDELTA L 92) 0 .6 DL 1 . WL2 0 . 6 ADW *DEFL 60 . 120 . *PDELTA R 93) 0 .6 DL 1 . LWL1 0 . 6 ADW *DEFL 60 . 120 . *PDELTA L 94) 0 . 6 DL 1 . LWL1 0 . 6 ADW *DEFL 60 . 120 . *PDELTA R 95) 0 . 6 DL 1 . LWL2 0 . 6 ADW *DEFL 60 . 120 . *PDELTA L 96) 0 . 6 DL 1 . LWL2 0 . 6 ADW *DEFL 60 . 120 . *PDELTA R 97) 0 . 6 DL 1 . LWL3 0 .6 ADW *DEFL 60 . 120 . *PDELTA L 98) 0 . 6 DL 1 . LWL3 0 .6 ADW *DEFL 60 . 120 . *PDELTA R 99) 0 . 6 DL 1 . LWL4 0 .6 ADW *DEFL 60 . 120 . *PDELTA L 100) 0 .6 DL 1 . LWL4 0 . 6 ADW *DEFL 60 . 120 . *PDELTA R 101) 0 . 6 DL 1 . WL3 0 . 6 ADW *DEFL 60 . 120 . *PDELTA L 102) 0 .6 DL 1 . WL3 0. 6 ADW *DEFL 60 . 120 . *PDELTA R 103) 0 .6 DL 1 . WL4 0 .6 ADW *DEFL 60 . 120 . *PDELTA L 104) 0 .6 DL 1 . WL4 0. 6 ADW *DEFL 60 . 120 . *PDELTA R 105) 1 . DL 1 . COLL 1. WL1 1 . ADW 1. AlDlL *DEFL 100 . 120 . *PDELTA L 106) 1 . DL 1 . COLL 1 . WL1 1 . ADW 1. AlDlL *DEFL 100 . 120 . *PDELTA R 107) 1 . DL 1 . COLL 1 . WL1 1 . ADW 1. AlDlR *DEFL 100 . 120 . *PDELTA L 108) 1 . DL 1 . COLL 1 . WL1 1 . ADW 1. AlDlR *DEFL 100 . 120 . *PDELTA R 109) 1 . DL 1 . COLL 1 . WL2 1 . ADW 1. AlDlL *DEFL 100 . 120 . *PDELTA L 110) 1 . DL 1 . COLL 1 . WL2 1 . ADW 1. AlDlL *DEFL 100 . 120 . *PDELTA R 111) 1 . DL 1 . COLL 1. WL2 1 . ADW 1. AlDlR *DEFL 100 . 120 . *PDELTA L 112) 1 . DL 1 . COLL 1. WL2 1 . ADW 1. AlDlR *DEFL 100 . 120 . *PDELTA R 113) 1 . DL 1 . COLL 1. LWL1 1. ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA L 114) 1 . DL 1 . COLL 1. LWL1 1. ADW 1. AlDlL *DEFL 100 . 120 . *PDELTA R 115) 1 . DL 1 . COLL 1. LWL1 1. ADW 1. AlDlR *DEFL 100 . 120. *PDELTA L 116) 1 . DL 1 . COLL 1. LWL1 1. ADW 1. AlDlR *DEFL 100 . 120. *PDELTA R 117) 1 . DL 1 . COLL 1. LWL2 1. ADW 1. AlDlL *DEFL 100 . 120 . *PDELTA L 118) 1 . DL 1 . COLL 1. LWL2 1 . ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA R 119) 1 . DL 1 . COLL 1. LWL2 1 . ADW 1. AlDlR *DEFL 100 . 120 . *PDELTA L 120) 1 . DL 1. COLL 1. LWL2 1 . ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA R 121) 1 . DL 1. COLL 1. LWL3 1 . ADW 1. AlDlL *DEFL 100 . 120 . *PDELTA L 122) 1 . DL 1. COLL 1 . LWL3 1 . ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA R 123) 1 . DL 1. COLL 1 . LWL3 1 . ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA L 124) 1 . DL 1. COLL 1. LWL3 1. ADW 1. AlDlR *DEFL 100 . 120 . *PDELTA R 125) 1 . DL 1. COLL 1 . LWL4 1. ADW 1 . AlDlL *DEFL 100 . 120. *PDELTA L 126) 1 . DL 1 . COLL 1. LWL4 1. ADW 1. AlDlL *DEFL 100 . 120 . *PDELTA R 127) 1 . DL 1 . COLL 1. LWL4 1 . ADW 1. AlDlR *DEFL 100 . 120 . *PDELTA L 128) 1 . DL 1 . COLL 1. 0 1. ADW 1. AlDlR *D*100 . 120 . *PDELTA R 129) 1 . DL 1 . COLL 1. WL3 1 . ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA L 130) 1 . DL 1. COLL 1 . WL3 1 . ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA R 131) 1 . DL 1 . COLL 1 . WL3 1 . ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA L 132) 1 . DL 1 . COLL 1 . WL3 1 . ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA R 133) 1 . DL 1. COLL 1 . WL4 1 . ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA L 134) 1 . DL 1. COLL 1 . WL4 1 . ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA R 135) 1 . DL 1. COLL 1 . WL4 1 . ADW 1. AlDlR *DEFL 100 . 120 . *PDELTA L 136) 1 . DL 1 . COLL 1. WL4 1 . ADW 1. AlDlR *DEFL 100 . 120 . *PDELTA R 137) 1 . DL 1 . COLL 0 . 75 WL1 1 . ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 138) 1 . DL 1 . COLL 0. 75 WL1 1 . ADW 0 . 75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 139) 1 . DL 1. COLL 0 .75 WL1 1 . ADW 0 .75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 140) 1 . DL 1 . COLL 0 . 75 WL1 1. ADW 0 .75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 141) 1 . DL 1 . COLL 0 . 75 WL1 1. ADW 0 .75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 142) 1 . DL 1 . COLL 0 . 75 WL1 1 . ADW 0 .75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 143) 1 . DL 1. COLL 0. 75 WL1 1 . ADW 0 .75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 144) 1 . DL 1 . COLL 0 .75 WL1 1 . ADW 0 . 75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 145) 1 . DL 1 . COLL 0 . 75 WL2 1 . ADW 0 . 75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 146) 1 . DL 1 . COLL 0 . 75 WL2 1. ADW 0 . 75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 147) 1 . DL 1 . COLL 0 . 75 WL2 1. ADW 0 .75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 148) 1 . DL 1. COLL 0 . 75 WL2 1. ADW 0 . 75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 149) 1 . DL 1 . COLL 0 . 75 WL2 1. ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 1SO) l . DL 1 . COLL 0 . 75 WL2 1. ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 151) 1 . DL 1 . COLL 0 .75 WL2 1 . ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 152) 1 . DL 1 . COLL 0 .75 WL2 1 . ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 153) 1 . DL 1 . COLL 0 .75 LWL1 1 . ADW 0. 75 AlVlL 0. 75 AlHlR *DEFL 100 . 120 . *PDELTA L 154) 1 . DL 1 . COLL 0 .75 LWL1 1 . ADW 0. 75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 155) 1 . DL 1 . COLL 0 .75 LWL1 1 . ADW 0. 75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 156) 1 . DL 1 . COLL 0 .75 LWL1 1 . ADW 0. 75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 157) 1 . DL 1 . COLL 0 .75 LWL1 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 158) 1 . DL 1 . COLL 0 . 75 LWL1 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 159) 1 . DL 1 . COLL 0 .75 LWL1 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 160) 1. DL 1 . COLL 0. 75 LWL1 1 . ADW 0 . 75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 161) 1 . DL 1 . COLL 0.75 LWL2 1 . ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 162) 1 . DL 1 . COLL 0 . 75 LWL2 1 . ADW 0. 75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 163) 1 . DL 1. COLL 0 . 75 LWL2 1 . ADW 0.75 AlVlL 0.75 AlHlL *DEFL 100 . 120 . *PDELTA L 164) 1 . DL 1. COLL 0 .*L2 1 . ADW 0 . 75 AlVlL AlHlL *DEFL 100 . 120 . *PDELTA R 165) 1 . DL 1 . COLL 0 . 75 LWL2 1 . ADW 0. 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 166) 1 . DL 1 . COLL 0 . 75 LWL2 1 . ADW 0. 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 167) 1 . DL 1 . COLL 0 . 75 LWL2 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 168) 1 . DL 1 . COLL 0. 75 LWL2 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 169) 1 . DL 1. COLL 0 . 75 LWL3 1 . ADW 0 .75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 170) 1 . DL 1 . COLL 0 .75 LWL3 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 171) 1 . DL 1 . COLL 0 . 75 LWL3 1 . ADW 0 . 75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 172) 1 . DL 1 . COLL 0 . 75 LWL3 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 173) 1 . DL 1. COLL 0. 75 LWL3 1 . ADW 0 . 75 AlVlR 0 . 7S AlHlR *DEFL 100 . 120 . *PDELTA L 174) 1 . DL 1. COLL 0 .75 LWL3 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 175) 1 . DL 1 . COLL 0 . 75 LWL3 1 . ADW 0 .75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 176) 1 . DL 1 . COLL 0 . 75 LWL3 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 177) 1 . DL 1. COLL 0 . 75 LWL4 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 178) 1 . DL 1 . COLL 0.75 LWL4 1 . ADW 0 . 7S AlVlL 0 . 7S AlHlR *DEFL 100 . 120 . *PDELTA R 179) 1 . DL 1 . COLL 0 .7S LWL4 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 180) 1 . DL 1 . COLL 0 .75 LWL4 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 181) 1 . DL 1 . COLL 0 . 75 LWL4 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 182) 1 . DL 1. COLL 0 . 75 LWL4 1 . ADW 0. 75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 183) 1 . DL 1. COLL 0 . 75 LWL4 1 . ADW 0 . 75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 184) 1 . DL 1 . COLL 0 . 75 LWL4 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 185) 1 . DL 1 . COLL 0 . 7S WL3 1 . ADW 0 .75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 186) 1 . DL 1 . COLL 0 . 75 WL3 1 . ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 187) 1 . DL 1 . COLL 0 . 75 WL3 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 188) 1 . DL 1 . COLL 0 . 75 WL3 1 . ADW 0 . 75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 189) 1 . DL 1. COLL 0 . 75 WL3 1. ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100. 120 . *PDELTA L 190) 1 . DL 1 . COLL 0 . 75 WL3 1. ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100. 120 . *PDELTA R 191) 1 . DL 1. COLL 0 . 75 WL3 1. ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 192) 1 . DL 1. COLL 0 .75 WL3 1. ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 193) 1 . DL 1 . COLL 0 .75 WL4 1 . ADW 0 .75 AlVlL 0 . 75 AlHlR *DEFL 100. 120 . *PDELTA L 194) 1 . DL 1 . COLL 0. 75 WL4 1 . ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 195) 1 . DL 1. COLL 0 . 75 WL4 1. ADW 0 .75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 0 0 196) 1 . DL 1 . COLL 0 . 75 WL4 1 . ADW 0 .75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 197) 1 . DL 1 . COLL 0 .75 WL4 1 . ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 198) 1 . DL 1. COLL 0 . 75 WL4 1. ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 199) 1 . DL 1 . COLL 0 . 75 WL4 1 . ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 200) 1 . DL 1 . COLL 0 . 75 WL4 1. ADW 0 . 75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 201) 1 . DL 0 . 75 LL 1. COLL 0 .75 WL1 1 . ADW *DEFL 60 . 120 . *PDELTA L 202) 1 . DL 0 . 75 LL 1 . COLL 0 .75 WL1 1 . ADW *DEFL 60 . 120 . *PDELTA R 203) 1 . DL 0 . 75 LL 1 . COLL 0 .75 WL2 1. ADW *DEFL 60 . 120 . *PDELTA L 204) 1 . DL 0 .75 LL 1. COLL 0 .75 WL2 1. ADW *DEFL 60 . 120 . *PDELTA R 205) 1 . DL 0 .75 LL 1. COLL 0 . 75 LWL1 1 . ADW *DEFL 60 . 120 . *PDELTA L 206) 1 . DL 0 . 75 LL 1. COLL 0 . 75 LWL1 1 . ADW *DEFL 60 . 120 . *PDELTA R 207) 1 . DL 0 . 75 LL 1. COLL 0 . 75 LWL2 1 . ADW *DEFL 60 . 120 . *PDELTA L 208) 1 . DL 0 . 75 LL 1 . COLL 0 . 75 LWL2 1 . ADW *DEFL 60 . 120 . *PDELTA R 209) 1 . DL 0 . 75 LL 1 . COLL 0 .75 LWL3 1 . ADW *DEFL 60 . 120 . *PDELTA L 210) 1 . DL 0 . 75 LL 1 . COLL 0 .75 LWL3 1 . ADW *DEFL 60 . 120 . *PDELTA R 211) 1 . DL 0 .75 LL 1 . COLL 0 .75 LWL4 1 . ADW *DEFL 60 . 120 . *PDELTA L 212) 1 . DL 0 .75 LL 1. COLL 0 .75 LWL4 1 . ADW *DEFL 60 . 120 . *PDELTA R 213) 1 . DL 0 . 75 LL 1. COLL 0 .75 WL3 1. ADW *DEFL 60 . 120 . *PDELTA L 214) 1 . DL 0 . 75 LL 1 . COLL 0 .75 WL3 1 . ADW *DEFL 60 . 120 . *PDELTA R 215) 1 . DL 0 . 75 LL 1 . COLL 0 .75 WL4 1 . ADW *DEFL 60 . 120 . *PDELTA L 216) 1 . DL 0 . 75 LL 1. COLL 0 .75 WL4 1 . ADW *DEFL 60 . 120 . *PDELTA R 217) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL1 1. ADW *DEFL 60 . 120 . *PDELTA L 218) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 WL1 1. ADW *DEFL 60 . 120 . *PDELTA R 219) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 WL2 1. ADW *DEFL 60 . 120 . *PDELTA L 220) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL2 1 . ADW *DEFL 60 . 120 . *PDELTA R 221) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL1 1 . ADW *DEFL 60. 120 . *PDELTA L 222) 1 . DL 1. COLL 0 . 75 SNOW 0 . 75 LWL1 1 . ADW *DEFL 60 . 120 . *PDELTA R 223) 1 . DL 1. COLL 0 . 75 SNOW 0 . 75 LWL2 1 . ADW *DEFL 60 . 120 . *PDELTA L 224) 1 . DL 1 . COLL 0. 75 SNOW 0 .75 LWL2 1 . ADW *DEFL 60 . 120 . *PDELTA R 225) 1 . DL 1 . COLL 0 .75 SNOW 0 .75 LWL3 1 . ADW *DEFL 60 . 120 . *PDELTA L 226) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL3 1 . ADW *DEFL 60 . 120 . *PDELTA R 227) 1 . DL 1 . COLL 0 .75 SNOW 0 .75 LWL4 1 . ADW *DEFL 60. 120 . *PDELTA L 228) 1 . DL 1 . COLL 0 .75 SNOW 0 .75 LWL4 1 . ADW *DEFL 60 . 120 . *PDELTA R 229) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL3 1 . ADW *DEFL 60 . 120 . *PDELTA L 230) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL3 1 . ADW *DEFL 60 . 120 . *PDELTA R 231) 1 . DL 1 . COLL 0. 75 SNOW 0 . 75 WL4 1. ADW *DEFL 60 . 120 . *PDELTA L 232) 1 . DL 1. COLL 0. 75 SNOW 0 . 75 WL4 1. ADW *DEFL 60 . 120 . *PDELTA R 233) 1 . DL 1. COLL 0 . 75 SNOW 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 234) 1 . DL 1. COLL 0 .75 SNOW 1 . ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 235) 1 . DL 1 . COLL 0 . 760W 1 . ADW 0 . 75 AlVlL O*AlHlL *DEFL 100 . 120 . *PDELTA L 236) 1 . DL 1. COLL 0 . 75 SNOW 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 237) 1 . DL 1 . COLL 0 . 75 SNOW 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 238) 1 . DL 1 . COLL 0 . 75 SNOW 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 239) 1 . DL 1 . COLL 0 . 75 SNOW 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 240) 1 . DL 1 . COLL 0 . 75 SNOW 1 . ADW 0 . 75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 241) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL1 1 . ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 242) 1 . DL 1. COLL 0 . 75 SNOW 0 . 75 WL1 1. ADW 0 . 75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 243) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL1 1. ADW 0 . 75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 244) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 WL1 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 245) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 WL1 1 . ADW 0 . 75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 246) 1 . DL 1. COLL 0 . 75 SNOW 0 . 75 WL1 1 . ADW 0 . 75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 247) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL1 1 . ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100. 120 . *PDELTA L 248) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL1 1. ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 249) 1 . DL 1. COLL 0 . 75 SNOW 0 . 75 WL2 1. ADW 0 . 75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 250) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL2 1. ADW 0 .75 AlVlL 0 . 7S AlHlR *DEFL 100 . 120 . *PDELTA R 251) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL2 1. ADW 0 . 75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 252) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL2 1. ADW 0 . 75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 253) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL2 1. ADW 0 . 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 254) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL2 1. ADW 0 .75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 255) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL2 1. ADW 0 .75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 256) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL2 1. ADW 0 .75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 257) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL1 1 . ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 258) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL1 1 . ADW 0 . 75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 259) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL1 1 . ADW 0 . 75 AlVlL 0. 75 AlHlL *DEFL 100 . 120 . *PDELTA L 260) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL1 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 261) 1 . DL 1. COLL 0 . 75 SNOW 0 . 75 LWL1 1 . ADW 0 .75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 262) 1 . DL 1. COLL 0 . 75 SNOW 0 . 75 LWL1 1 . ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100 . 120. *PDELTA R 263) 1 . DL 1. COLL 0 . 75 SNOW 0 . 75 LWL1 1 . ADW 0 .75 AlVlR 0 .7S AlHlL *DEFL 100 . 120. *PDELTA L 264) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 LWL1 1 . ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100 . 120. *PDELTA R 265) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 LWL2 1 . ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 266) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL2 1 . ADW 0 . 75 AlVlL 0. 75 AlHlR *DEFL 100 . 120 . *PDELTIO 267) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL2 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 268) 1 . DL 1. COLL 0 . 75 SNOW 0 .7S LWL2 1 . ADW 0 .75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 269) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 LWL2 1 . ADW 0 . 75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 270) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 LWL2 1 . ADW 0 .75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 271) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL2 1 . ADW 0 .75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 272) 1 . DL 1 . COLL 0 .75 SNOW 0 . 75 LWL2 1 . ADW 0 .75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 273) 1 . DL 1. COLL 0 . 75 SNOW 0 . 75 LWL3 1 . ADW 0 . 75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 274) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL3 1 . ADW 0 . 75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 275) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL3 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 276) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL3 1. ADW 0 . 75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 277) 1 . DL 1. COLL 0 . 7S SNOW 0 .75 LWL3 1 . ADW 0 . 75 AlVlR 0 .75 AlHIR *DEFL 100 . 120 . *PDELTA L 278) 1 . DL 1 . COLL 0 . 7S SNOW 0 . 75 LWL3 1 . ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 279) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL3 1 . ADW 0 .75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 280) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 LWL3 1 . ADW 0 .75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 281) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 LWL4 1 . ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 282) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 LWL4 1 . ADW 0 .75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 283) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL4 1 . ADW 0 .75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 284) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL4 1 . ADW 0 .75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 285) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL4 1 . ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 286) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 LWL4 1 . ADW 0 .75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 287) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL4 1 . ADW 0 .75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 288) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 LWL4 1 . ADW 0 .75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 289) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL3 1. ADW 0. 75 AlVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 290) 1 . DL 1. COLL 0 . 75 SNOW 0 . 75 WL3 1 . ADW 0 . 75 AlVlL 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 291) 1 . DL 1 . COLL 0 . 75 SNOW 0 .7S WL3 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 292) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL3 1. ADW 0 . 75 AlVlL 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 293) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL3 1. ADW 0 . 75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA L 294) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL3 1 . ADW 0 .75 AlVlR 0 .75 AlHlR *DEFL 100 . 120 . *PDELTA R 295) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL3 1 . ADW 0 . 75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA L 296) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 WL3 1. ADW 0 . 75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 297) 1 . DL 1 . COLL 0.75 SNOW 0 .75 WL4 1. ADW 0 .75 AlVIL 0 .75 AlHlR *DEFL 100. 120 . *PDELTA L 298) 1 . DL 1. COLL 0 .#OW 0 .75 WL4 1. ADW 0 . *lVlL 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 299) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL4 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 300) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL4 1 . ADW 0 . 75 AlVlL 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA R 301) 1 . DL 1 . COLL 0 . 75 SNOW 0 .75 WL4 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA L 302) 1 . DL 1. COLL 0 . 75 SNOW 0 .75 WL4 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlR *DEFL 100 . 120 . *PDELTA R 303) 1 . DL 1 . COLL 0 .75 SNOW 0 . 75 WL4 1 . ADW 0 . 75 AlVlR 0 . 75 AlHlL *DEFL 100 . 120 . *PDELTA L 304) 1 . DL 1 . COLL 0 . 75 SNOW 0 . 75 WL4 1 . ADW 0 . 75 AlVlR 0 .75 AlHlL *DEFL 100 . 120 . *PDELTA R 305) 1 . DL 1. COLL 1 . RS 1 . ADW *DEFL 60 . 120 . *PDELTA L 306) 1 . DL 1. COLL 1. RS 1. ADW *DEFL 60 . 120 . *PDELTA R 307) 1 . DL 1. COLL 1. RS 1. ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA L 308) 1 . DL 1 . COLL 1. RS 1. ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA R 309) 1 . DL 1 . COLL 1. RS 1. ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA L 310) 1 . DL 1. COLL 1 . RS 1 . ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA R 311) 1 . DL 1 . COLL 1 . LS 1 . ADW *DEFL 60 . 120 . *PDELTA L 312) 1 . DL 1 . COLL 1 . LS 1 . ADW *DEFL 60 . 120 . *PDELTA R 313) 1 . DL 1. COLL 1 . LS 1 . ADW 1 . AlDlL *DEFL 100 . 120. *PDELTA L 314) 1 . DL 1. COLL 1. LS 1 . ADW 1 . AlDlL *DEFL 100 . 120 . *PDELTA R 315) 1 . DL 1 . COLL 1. LS 1 . ADW 1 . AlDlR *DEFL 100 . 120. *PDELTA L 316) 1 . DL 1 . COLL 1. LS 1. ADW 1 . AlDlR *DEFL 100 . 120 . *PDELTA R 317) 1 . DL 1 . ADW 1 . P2K1 *DEFL 60 . 120 . *PDELTA L 318) 1 . DL 1 . ADW 1 . P2K1 *DEFL 60 . 120 . *PDELTA R 319) 1 . LL *DEFL 60 . 180 . *TYPE D 320) 1 . SNOW *DEFL 60 . 180 . *TYPE D 321) 1 . LS *DEFL 60 . 180 . *TYPE D 322) 1 . RS *DEFL 60 . 180 . *TYPE D 323) 1 . WL1 *DEFL 60 . 180 . *TYPE D 324) 1 . WL2 *DEFL 60 . 180 . *TYPE D 325) 1 . LWL1 *DEFL 60 . 180 . *TYPE D 326) 1 . LWL2 *DEFL 60 . 180 . *TYPE D 327) 1 . LWL3 *DEFL 60 . 180 . *TYPE D 328) 1 . LWL4 *DEFL 60 . 180 . *TYPE D 329) 1 . WL3 *DEFL 60 . 180 . *TYPE D 330) 1 . WL4 *DEFL 60 . 180 . *TYPE D 331) 1 .36356 DL 1. EQ *DEFL 40 . 0 . *TYPE D *EQCD 3 . 0 332) 0 .73644 DL 1 . EQ *DEFL 40 . 0 . *TYPE D *EQCD 3 . 0 333) 1 .36356 DL -1. EQ *DEFL 40 . 0 . *TYPE D *EQCD 3 . 0 334) 0 . 73644 DL -1. EQ *DEFL 40. 0 . *TYPE D *EQCD 3 . 0 LOADS LC LW$ GLOB L C 0 . 010000 1 .200000 0 . 000000 # WIND FOR MINOR AXIS BENDING LC LW$ GLOB L C 0 . 010000 1 .200000 0 . 000000 # WIND FOR MINOR AXIS BENDING END Star Building Systems, 0, OK User: 10. anna Page: F2- 2 R-Frame Design Program - Version v4 . 1 Job : 80708A Building Grid label legend File: frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Building Grid Label Legend Building : A Frame Number : 2 No. of Frames 3 Left Column Column @ * - F Right Column Column @ * - A *Frames located @ 2 3 4 Star Building Systems, 40, OK User: a0anna Page: F2- 3 R-Frame Design Program - Version v4 . 1 Job : 80708A Code Summary Report File: frames-2-4 . fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 ./90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Building :A Frame Number :2 Location: frame lines 2-4 No. of Frames : 3 Main Code Requirements Per International Building Code 2009 Edition Supporting Design Manual (s) : ASD - Allowable Stress Design AISC thirteenth edition 2005 2005 AISC Seismic Provisions for Structural Steel Buildings Frame Data ---------- Eave height Left & Right (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 000 Horizontal width from left to right steel line (feet) . . . . . . . . . . . . . . . 90 . 000 Horizontal distance to ridge from left side (feet) . . . . . . . . . . . . . . . . . . 45 . 000 Roof Slope Left & Right (rise: 12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 000 Column Slope Left & Right (lat : 12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 000 Purlin depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 . 000 Frame Rafter Inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 12 .2SO Girt depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 . 000 Frame Column Inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 8 .250 Tributary Width left & right side (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 000 from Height 0 . 00 to Height 20 . 00 Tributary Width roof (feet) . . . . . 20 . 000 Tension Flange Bolt Hole Reduction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Tension Field Action at Knee. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Second order analysis method. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C2 .2b Frame Design Loads ------------------ Dead Load to Frame Rafter (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 . 564 Frame Rafter Dead Weight (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 522 Total Roof Dead Weight (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 . 086 Collateral Load to Frame Rafter (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 . 000 Roof Live Load Entered (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20. 000 Design Roof Live Load Used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 000 Ground Snow Load Entered [Pgl (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25 . 000 Snow Exposure Factor [Cel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 000 Snow Importance Factor [I] -- Standard Use Category. . . . . . . . . . . . . . . . . 1 . 000 Snow Thermal Factor Entered [Ct] -- User Entered. . . . . . . . . . . . . . . . . . . . 1 . 000 Snow Thermal Factor Used [Ct]Heated Building. . . . . . . . . . . . . . . . . . . . . . . . 1 . 000 Slippery & Unobstructed Roof Surface. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . No Roof Snow Load [Pf = 0 .7*Ce*Ct*I*Pg] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . 17. 500 Snow Slope Factor [Cs] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1. 000 Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf) . . . . . . . . . . . . . . . . . . . . . . . 17 . 500 Flat Roof Snow Load [Pf] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 .500 Design Uniform Roof Snow Load (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17. 500 Roof Snow For Unbalanced, Pattern, Drifting Snow Calculation (psf) . . 17. 500 UNBALANCED SNOW LOADING(s) -------------------------- Unbalanced Roof Snow w/Wind From Left Ooad at Left Side (psf) . . 0 . . . . . . . . . . . 5 .250 Load at Right Peak (psf) . . . . . . . . . . . . . . . . . 29 . 345 Load at Right Canopy Eave (psf) . . . . . . . . . . 17 . 500 Drift Load Length Right (ft) . . . . . . . . . . . . . 21 . 973 Unbalanced Roof Snow w/Wind From Right Load at Left Canopy Eave (psf) . . . . . . . . . . . 17 . 500 Load at Left Peak (psf) . . . . . . . . . . . . . . . . . . 29 . 345 Drift Load Length Left (ft) . . . . . . . . . . . . . . 21 . 973 Load at Right Side (psf) . . . . . . . . . . . . . . . . . 5 .250 Star Build I ing Systems, 0, OK User: a4knna Page: F2- 4 R-Frame Design Program - Version v4 . 1 Job : 80708A Wind Summary Report File: frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Main Windforce-resisting system Per ASCE 7 Standard 2005 Edition Eave height Left & Right (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 000 Wind Elevation on left column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 000 Wind Elevation on right column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 000 Total frame width (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 90 . 000 Total building length (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 60 . 000 Number of primary wind loadings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Star Building Systems, 0, OK User: a0nna Page: F2- 5 R-Frame Design Program - Version v4 .1 Job : 80708A Continue Wind Summary Report File: frames-2-4 .fra Date: 5/23/12 cs ' 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Main Windforce-resisting system Per ASCE 7 Standard 2005 Edition PRIMARY WIND COEFFICIENTS FOR MAIN FRAME Wind-Load-WL1---------Wind-from-left-direction---------------------------------- Left Wall Left Rafter Right Rafter Right Wall Primary Coeff . (Cp) 0 .220 -0 . 870 ( 50 . 0%) -0 .550 ( 50 . 0%) -0 .470 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0 . 580 -0 .510 ( 50 . 0%) -0 . 190 ( 50 . 0%) -0 . 110 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0 . 630 -1 .250 ( 13 .3%) -0 . 870 ( 86 .7%) -0 . 630 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind Left Wall Left Rafter Right Rafter Right Wall Primary Coeff . (Cp) -0 . 630 -0 . 870 ( 86 . 7%) -1 .250 ( 13 .3%) -0 . 630 -------------------------------------------------------------------------------- Wind Load LWL3 Longitudinal wind Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0 .630 -0 .710 ( 13 . 3%) -0 . 550 ( 86 . 7%) -0. 630 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind Left Wall Left Rafter Right Rafter Right Wall Primary Coeff . (Cp) -0 . 630 -0 . 550 ( 86 . 7%) -0 . 710 ( 13 .3%) -0 . 630 -------------------------------------------------------------------------------- Wind Load WL3 Wind from right direction Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0 .470 -0 . 550 ( 50 . 0%) -0 . 870 ( 50 . 00-.) 0 .220 ---- ---- --- ---- ---- ----- --------- Wind Load WL4 Wind from right direction Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0 . 110 -0 . 190 ( 50 . 0%) -0 . 510 ( 50 . 0%) 0 . 580 -------------------------------------------------------------------------------- Notes 1 . Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%) . If not shown the coefficients are applied fully to their respective rafter. Star Building Systems, 0, OK User: a0anna Page: F2- 6 R-Frame Design Program - Version v4 . 1 Job : 80708A Load Combinations Report File : frames-2-4 . fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 ./90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL +LL +COLL +ADW (SOA-L) N A P 2) DL +LL +COLL +ADW (SOA-R) N A P 3) DL +LL +COLL +ADW +A1D1L (SOA-L) N A P 4) DL +LL +COLL +ADW +A1D1L (SOA-R) N A P 5) DL +LL +COLL +ADW +A1D1R (SOA-L) N A P 6) DL +LL +COLL +ADW +A1D1R (SOA-R) N A P 7) DL +COLL +SNOW +ADW (SOA-L) N A P 8) DL +COLL +SNOW +ADW (SOA-R) N A P 9) DL +COLL +SNOW +ADW +A1D1L (SOA-L) N A P 10) DL +COLL +SNOW +ADW +A1D1L (SOA-R) N A P 11) DL +COLL +SNOW +ADW +A1D1R (SOA-L) N A P 12) DL +COLL +SNOW +ADW +A1D1R (SOA-R) N A P 13) DL +COLL +ADW +A1V1L +A1H1R (SOA-L) N A P 14) DL +COLL +ADW +A1V1L +AlHlR (SOA-R) N A P 15) DL +COLL +ADW +A1V1L +A1H1L (SOA-L) N A P 16) DL +COLL +ADW +A1V1L +A1H1L (SOA-R) N A P 17) DL +COLL +ADW +A1V1R +A1H1R (SOA-L) N A P 18) DL +COLL +ADW +A1V1R +A1H1R (SOA-R) N A P 19) DL +COLL +ADW +A1V1R +A1H1L (SOA-L) N A P 20) DL +COLL +ADW +A1V1R +A1H1L (SOA-R) N A P 21) 1. 1145DL +0 . 91EQ +1 . 1145ADW (SOA-L) N A P 22) 1 . 1145DL +0 . 91EQ +1 . 1145ADW (SOA-R) N A P 23) 1 . 1145DL -0 . 91EQ +1 . 1145ADW (SOA-L) N A P 24) 1 . 1145DL -0 . 91EQ +1. 1145ADW (SOA-R) N A P 25) 1 . 1145DL +1 . 1145COLL +0 . 91EQ +1 . 1145ADW +1 . 1145AlDlL (SOA-L N A P 26) 1 . 1145DL +1 . 1145COLL +0 . 91EQ +1 .1145ADW +1 . 1145AlDlL (SOA-R N A P 27) 1 . 1145DL +1 . 1145COLL -0 . 91EQ +1. 1145ADW +1 . 1145AlDlL (SOA-L N A P 28) 1 . 1145DL +1. 1145COLL -0 . 91EQ +1. 1145ADW +1 . 1145AlDlL (SOA-R N A P 29) 1 . 1145DL +1 . 1145COLL +0 . 91EQ +1. 1145ADW +1 . 1145AlDlR (SOA-L N A P 30) 1. 1145DL +1 . 1145COLL +0 . 91EQ +1. 1145ADW +1 . 1145AlDlR (SOA-R N A P 31) 1. 1145DL +1 . 1145COLL -0 . 91EQ +1. 1145ADW +1 . 1145AlDlR (SOA-L N A P 32) 1. 1145DL +1 . 1145COLL -0 . 91EQ +1. 1145ADW +1 . 1145AlDlR (SOA-R N A P 33) 0 .4855DL +0 . 91EQ +0 .4855ADW (SOA-L) N A P 34) 0 .4855DL +0 . 91EQ +0 .4855ADW (SOA-R) N A P 35) 0 .4855DL -0 . 91EQ +0.4855ADW (SOA-L) N A P 36) 0 .4855DL -0 . 91EQ +0 .4855ADW (SOA-R) N A P 37) 0 . 7364DL +2 .5EQ +0 . 7364ADW (SOA-L) N C R P 38) 0 . 7364DL +2 .SEQ +0 . 7364ADW (SOA-R) N C R P 39) 0 . 7364DL -2 . 5EQ +0 . 7364ADW (SOA-L) N C R P 40) 0 . 7364DL -2 . 5EQ +0 .7364ADW (SOA-R) N C R P 41) 1. 3636DL +1 .3636COLL +2 .SEQ +1 .3636ADW +1 .3636AlDlL (SOA-L) N C R P Star Building Systems, 9, OK User: 19anna Page: F2- 7 R-Frame Design Program - Version v4 . 1 Job : 80708A Continue Load Comb Report File: frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Load Combination : ------------------ 42) 1 . 3636DL +1.3636COLL +2 . 5EQ +1 .3636ADW +1 .3636AlDlL (SOA-R) N C R P 43) 1. 3636DL +1.3636COLL -2 . 5EQ +1 .3636ADW +1. 3636A1D1L (SOA-L) N C R P 44) 1 .3636DL +1 .3636COLL -2 . 5EQ +1 .3636ADW +1 . 3636A1D1L (SOA-R) N C R P 45) 1. 3636DL +1 .3636COLL +2 .5EQ +1 .3636ADW +1. 3636A1D1R (SOA-L) N C R P 46) 1 .3636DL +1 .3636COLL +2 . 5EQ +1 .3636ADW +1. 3636A1D1R (SOA-R) N C R P 47) 1. 3636DL +1 .3636COLL -2 .5EQ +1 .3636ADW +1 . 3636A1D1R (SOA-L) N C R P 48) 1. 3636DL +1.3636COLL -2 .5EQ +1 .3636ADW +1 . 3636A1D1R (SOA-R) N C R P 49) 0 . 7364DL +2 . 5EQ +0 . 7364ADW (SOA-L) N B R P 50) 0 . 7364DL +2 .SEQ +0 . 7364ADW (SOA-R) N B R P 51) 0 . 7364DL -2 .5EQ +0 .7364ADW (SOA-L) N B R P 52) 0 . 7364DL -2 .5EQ +0 .7364ADW (SOA-R) N B R P 53) 1. 3636DL +1 .3636COLL +2 .5EQ +1 .3636ADW +1 .3636A1D1L (SOA-L) N B R P 54) 1 . 3636DL +1 .3636COLL +2 .5EQ +1 .3636ADW +1. 3636A1D1L (SOA-R) N B R P 55) 1 .3636DL +1 .3636COLL -2 .5EQ +1 .3636ADW +1 . 3636AlDlL (SOA-L) N B R P 56) 1. 3636DL +1 .3636COLL -2 .5EQ +1 .3636ADW +1 .3636A1D1L (SOA-R) N B R P 57) 1. 3636DL +1 .3636COLL +2 .5EQ +1 .3636ADW +1. 3636AlDlR (SOA-L) N B R P 58) 1 . 3636DL +1 . 3636COLL +2 . 5EQ +1 .3636ADW +1.3636AlDlR (SOA-R) N B R P 59) 1. 3636DL +1 .3636COLL -2 .5EQ +1 .3636ADW +1.3636AlDlR (SOA-L) N B R P 60) 1 .3636DL +1 .3636COLL -2 . 5EQ +1 .3636ADW +1 .3636AlDlR (SOA-R) N B R P 61) 0 . 7364DL +3 .5EQ +0 .7364ADW (SOA-L) N K R P 62) 0 . 7364DL +3 .5EQ +0 .7364ADW (SOA-R) N K R P 63) 0 . 7364DL -3 .5EQ +0 .7364ADW (SOA-L) N K R P 64) 0 . 7364DL -3 .5EQ +0 . 7364ADW (SOA-R) N K R P 65) 1 .3636DL +1 .3636COLL +3 . 5EQ +1 .3636ADW +1 . 3636AlDlL (SOA-L) N K R P 66) 1 .3636DL +1 .3636COLL +3 .5EQ +1 .3636ADW +1 . 3636A1D1L (SOA-R) N K R P 67) 1. 3636DL +1 .3636COLL -3 .5EQ +1 .3636ADW +1. 3636A1D1L (SOA-L) N K R P 68) 1.3636DL +1.3636COLL -3 . 5EQ +1 .3636ADW +1 .3636A1D1L (SOA-R) N K R P 69) 1. 3636DL +1.3636COLL +3 . 5EQ +1 .3636ADW +1 .3636A1D1R (SOA-L) N K R P 70) 1 .3636DL +1.3636COLL +3 . SEQ +1.3636ADW +1 .3636A1D1R (SOA-R) N K R P Star Building Systems, OK User: aOanna Page: F2- 8 R-Frame Design Program - Version v4 . 1 Job : 80708A Continue Load Comb Report File: frames-2-4 . fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 ./90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Load Combination ------------------ 71) 1 .3636DL +1 .3636COLL -3 .5EQ +1 .3636ADW +1.3636AlDlR (SOA-L) N K R P 72) 1 .3636DL +1 .3636COLL -3 .5EQ +1 .3636ADW +1. 3636AlDlR (SOA-R) N K R P 73) DL +WL1 +ADW (SOA-L) N A P 74) DL +WL1 +ADW (SOA-R) N A P 75) DL +WL2 +ADW (SOA-L) N A P 76) DL +WL2 +ADW (SOA-R) N A P 77) DL +LWL1 +ADW (SOA-L) N A P 78) DL +LWL1 +ADW (SOA-R) N A P 79) DL +LWL2 +ADW (SOA-L) N A P 80) DL +LWL2 +ADW (SOA-R) N A P 81) DL +LWL3 +ADW (SOA-L) N A P 82) DL +LWL3 +ADW (SOA-R) N A P 83) DL +LWL4 +ADW (SOA-L) N A P 84) DL +LWL4 +ADW (SOA-R) N A P 85) DL +WL3 +ADW (SOA-L) N A P 86) DL +WL3 +ADW (SOA-R) N A P 87) DL +WL4 +ADW (SOA-L) N A P 88) DL +WL4 +ADW (SOA-R) N A P 89) 0 . 6DL +WL1 +0 . 6ADW (SOA-L) N A P 90) 0 . 6DL +WL1 +0 . 6ADW (SOA-R) N A P 91) 0 . 6DL +WL2 +0 . 6ADW (SOA-L) N A P 92) 0 . 6DL +WL2 +0 . 6ADW (SOA-R) N A P 93) 0 . 6DL +LWL1 +0 .6ADW (SOA-L) N A P 94) 0 . 6DL +LWL1 +0 .6ADW (SOA-R) N A P 95) 0 . 6DL +LWL2 +0 . 6ADW (SOA-L) N A P 96) OADL +LWL2 +0 .6ADW (SOA-R) N A P 97) 0 . 6DL +LWL3 +0 . 6ADW (SOA-L) N A P 98) 0 . 6DL +LWL3 +0 . 6ADW (SOA-R) N A P 99) 0 . 6DL +LWL4 +0 . 6ADW (SOA-L) N A P 100) 0 . 6DL +LWL4 +0 . 6ADW (SOA-R) N A P 101) 0 . 6DL +WL3 +0 . 6ADW (SOA-L) N A P 102) 0 . 6DL +WL3 +0 . 6ADW (SOA-R) N A P 103) 0 . 6DL +WL4 +0 . 6ADW (SOA-L) N A P 104) 0 . 6DL +WL4 +0 . 6ADW (SOA-R) N A P 105) DL +COLL +WL1 +ADW +A1D1L (SOA-L) N A P 106) DL +COLL +WL1 +ADW +A1D1L (SOA-R) N A P 107) DL +COLL +WL1 +ADW +A1D1R (SOA-L) N A P 108) DL +COLL +WL1 +ADW +A1DIR (SOA-R) N A P 109) DL +COLL +WL2 +ADW +A1D1L (SOA-L) N A P 110) DL +COLL +WL2 +ADW +A1D1L (SOA-R) N A P 111) DL +COLL +WL2 +ADW +A1D1R (SOA-L) N A P 112) DL +COLL +WL2 +ADW +A1D1R (SOA-R) N A P 113) DL +COLL +LWL1 +ADW +A1D1L (SOA-L) N A P 114) DL +COLL +LWL1 +ADW +A1D1L (SOA-R) N A P 115) DL +COLL +LWL1 +ADW +A1D1R (SOA-L) N A P 116) DL +COLL +LWL1 +ADW +A1D1R (SOA-R) N A P 117) DL +COLL +LWL2 +ADW +A1D1L (SOA-L) N A P 118) DL +COLL +LWL2 +ADW +A1D1L (SOA-R) N A P Star Building Systems, 0, OK User: a0anna Page: F2- 9 R-Frame Design Program - Version v4 . 1 Job : 80708A Continue Load Comb Report File: frames-2-4 . fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Load Combination ------------------ 119) DL +COLL +LWL2 +ADW +A1D1R (SOA-L) N A P 120) DL +COLL +LWL2 +ADW +A1D1R (SOA-R) N A P 121) DL +COLL +LWL3 +ADW +A1D1L (SOA-L) N A P 122) DL +COLL +LWL3 +ADW +A1D1L (SOA-R) N A P 123) DL +COLL +LWL3 +ADW +A1D1R (SOA-L) N A P 124) DL +COLL +LWL3 +ADW +A1D1R (SOA-R) N A P 125) DL +COLL +LWL4 +ADW +A1D1L (SOA-L) N A P 126) DL +COLL +LWL4 +ADW +AID1L (SOA-R) N A P 127) DL +COLL +LWL4 +ADW +A1D1R (SOA-L) N A P 128) DL +COLL +LWL4 +ADW +A1D1R (SOA-R) N A P 129) DL +COLL +WL3 +ADW +A1D1L (SOA-L) N A P 130) DL +COLL +WL3 +ADW +A1D1L (SOA-R) N A P 131) DL +COLL +WL3 +ADW +A1D1R (SOA-L) N A P 132) DL +COLL +WL3 +ADW +A1D1R (SOA-R) N A P 133) DL +COLL +WL4 +ADW +A1D1L (SOA-L) N A P 134) DL +COLL +WL4 +ADW +A1D1L (SOA-R) N A P 135) DL +COLL +WL4 +ADW +A1D1R (SOA-L) N A P 136) DL +COLL +WL4 +ADW +A1D1R (SOA-R) N A P 137) DL +COLL +0 .75WL1 +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA-L) N A P 138) DL +COLL +0 .75WL1 +ADW +0 . 75AlVlL '+0 . 75AlHlR (SOA-R) N A P 139) DL +COLL +0 .75WLI +ADW +0 . 75A1V1L +0 . 75AlHlL (SOA-L) N A P 140) DL +COLL +0 . 75WL1 +ADW +0 . 75A1V1L +0 . 75AlHlL (SOA-R) N A P 141) DL +COLL +0 . 75WL1 +ADW +0 . 7SAlVlR +0 . 75AlHlR (SOA-L) N A P 142) DL +COLL +0 . 75WL1 +ADW +0 . 75AlVlR +0 . 75AlHlR (SOA-R) N A P 143) DL +COLL +0 . 75WL1 +ADW +0 . 75AlVlR +0 . 75A1H1L (SOA-L) N A P 144) DL +COLL +0 . 75WL1 +ADW +0 . 75AlVlR +0 . 75A1H1L (SOA-R) N A P 145) DL +COLL +0 . 75WL2 +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA-L) N A P 146) DL +COLL +0 .75WL2 +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA-R) N A P 147) DL +COLL +0 . 75WL2 +ADW +0 . 75A1V1L +0 . 75AlHlL (SOA-L) N A P 148) DL +COLL +0 . 75WL2 +ADW +0 .75A1V1L +0 . 75AlHlL (SOA-R) N A P 149) DL +COLL +0 . 75WL2 +ADW +0 . 75AlVlR +0 . 75AlHlR (SOA-L) N A P 150) DL +COLL +0 . 75WL2 +ADW +0 . 75AlVlR +0 . 75AlHlR (SOA-R) N A P 151) DL +COLL +0 .75WL2 +ADW +0 . 75AlVlR +0 . 75AlHlL (SOA-L) N A P 152) DL +COLL +0 . 75WL2 +ADW +0 . 75AlVlR +0 . 75AlHlL (SOA-R) N A P 153) DL +COLL +0 .75LWL1 +ADW +0 .75A1V1L +0 . 75AlHlR (SOA-L) N A P 154) DL +COLL +0 .75LWL1 +ADW +0 .75A1V1L +0 . 75AlHlR (SOA-R) N A P 155) DL +COLL +0 .75LWL1 +ADW +0 .75A1V1L +0 . 75A1H1L (SOA-L) N A P 156) DL +COLL +0 . 75LWL1 +ADW +0 .75A1V1L +0 .75A1H1L (SOA-R) N A P 157) DL +COLL +0 . 75LWL1 +ADW +0 .75AlVlR +0 .75AlHlR (SOA-L) N A P 158) DL +COLL +0 . 75LWL1 +ADW +0 .75AlVlR +0 .75AlHlR (SOA-R) N A P 159) DL +COLL +0 . 75LWL1 +ADW +0 . 75AlVlR +0 .75A1H1L (SOA-L) N A P 160) DL +COLL +0 . 75LWL1 +ADW +0 . 75AlVlR +0 .75A1H1L (SOA-R) N A P 161) DL +COLL +0 . 75LWL2 +ADW +0 . 75A1V1L +0 .75AlHlR (SOA-L) N A P 162) DL +COLL +0 . 75LWL2 +ADW +0 . 75A1V1L +0 .75AlHlR (SOA-R) N A P 163) DL +COLL +0 . 75LWL2 +ADW +0 . 75A1V1L +0 . 75AlHlL (SOA-L) N A P 164) DL +COLL +0 . 75LWL2 +ADW +0 .75A1V1L +0 .75A1H1L (SOA-R) N A P 165) DL +COLL +0 .75LWL2 +ADW +0 .75AlVlR +0 . 75AlHlR (SOA-L) N A P 166) DL +COLL +0 .75LWL2 +ADW +0 .75AlVlR +0 . 75AlHlR (SOA-R) N A P 167) DL +COLL. +0 .75LWL2 +ADW +0 .75AlVlR +0 .75A1H1L (SOA-L) N A P 168) DL +COLL +0 .75LWL2 +ADW +0 .75AlVlR +0 .75A1H1L (SOA-R) N A P Star Building Systems, 0, OK User: afanna Page: F2- 10 R-Frame Design Program - Version v4 . 1 Job : 80708A Continue Load Comb Report File : frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 ./90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Load Combination : ------------------ 169) DL +COLL +0 . 75LWL3 +ADW +0 .75A1V1L +0 .75AlHlR (SOA-L) N A P 170) DL +COLL +0 . 75LWL3 +ADW +0 .75A1V1L +0 .75AlHlR (SOA-R) N A P 171) DL +COLL +0 . 75LWL3 +ADW +0 .75A1V1L +0 .75A1H1L (SOA-L) N A P 172) DL +COLL +0 . 75LWL3 +ADW +0 .75A1V1L +0 .75A1H1L (SOA-R) N A P 173) DL +COLL +0 .75LWL3 +ADW +0 .75AlVlR +0 .75AlHlR (SOA-L) N A P 174) DL +COLL +0 .75LWL3 +ADW +0 . 75AlVlR +0 . 75AlHlR (SOA-R) N A P 175) DL +COLL +0 .75LWL3 +ADW +0 . 75AlVlR +0 . 75A1H1L (SOA-L) N A P 176) DL +COLL +0 . 75LWL3 +ADW +0 . 75AlVlR +0 . 75A1H1L (SOA-R) N A P 177) DL +COLL +0 . 75LWL4 +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA-L) N A P 178) DL +COLL +0 . 75LWL4 +ADW +0 . 75A1V1L +0 .75AlHlR (SOA-R) N A P 179) DL +COLL +0 . 75LWL4 +ADW +0 .75A1V1L +0 .75A1H1L (SOA-L) N A P 180) DL +COLL +0 . 75LWL4 +ADW +0 .75A1V1L +0 .75A1H1L (SOA-R) N A P 181) DL +COLL +0 .75LWL4 +ADW +0 .7SAlVlR +0 .7SAlHlR (SOA-L) N A P 182) DL +COLL +0 .75LWL4 +ADW +0 . 75AlVlR +0 .75AlHlR (SOA-R) N A P 183) DL +COLL +0 .75LWL4 +ADW +0 . 75AlVlR +0 .75A1H1L (SOA-L) N A P 184) DL +COLL +0 . 75LWL4 +ADW +0 . 75AlVlR +0 .75A1H1L (SOA-R) N A P 185) DL +COLL +0 . 75WL3 +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA-L) N A P 186) DL +COLL +0 .75WL3 +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA-R) N A P 187) DL +COLL +0 .75WL3 +ADW +0 . 75A1V1L +0 . 75A1H1L (SOA-L) N A P 188) DL +COLL +0 . 75WL3 +ADW +0 . 75A1V1L +0 . 75A1H1L (SOA-R) N A P 189) DL +COLL +0 .75WL3 +ADW +0 . 75AlVlR +0 . 75AlHlR (SOA-L) N A P 190) DL +COLL +0 .75WL3 +ADW +0 . 75AlVlR +0 . 75AlHlR (SOA-R) N A P 191) DL +COLL +0 .75WL3 +ADW +0 . 75AlVlR +0 . 75A1H1L (SOA-L) N A P 192) DL +COLL +0 .75WL3 +ADW +0 . 75AlVlR, +O . 75AlHlL (SOA-R) N A P 193) DL +COLL +0 . 75WL4 +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA-L) N A P 194) DL +COLL +0 . 75WL4 +ADW +0 . 75A1V1L +0 .75AlHlR (SOA-R) N A P 195) DL +COLL +0 . 75WL4 +ADW +0 . 75A1V1L +0 .75A1H1L (SOA-L) N A P 196) DL +COLL +0 . 75WL4 +ADW +0 . 75A1V1L +0 .75A1H1L (SOA-R) N A P 197) DL +COLL +0 . 75WL4 +ADW +0 . 75AlVlR +0 .75AlHlR (SOA-L) N A P 198) DL +COLL +0 . 75WL4 +ADW +0 . 75AlVlR +0 . 75AlHlR (SOA-R) N A P 199) DL +COLL +0 . 75WL4 +ADW +0 . 75AlVlR +0 . 75A1H1L (SOA-L) N A P 200) DL +COLL +0 . 75WL4 +ADW +0 . 75AlVlR +0 . 75A1H1L (SOA-R) N A P 201) DL +0 .75LL +COLL +0 .75WL1 +ADW (SOA-L) N A P 202) DL +0 .75LL +COLL +0 .75WL1 +ADW (SOA-R) N A P 203) DL +0 .75LL +COLL +0 .75WL2 +ADW (SOA-L) N A P 204) DL +0 .75LL +COLL +0 .75WL2 +ADW (SOA-R) N A P 205) DL +0 .75LL +COLL +0 .75LWL1 +ADW (SOA-L) N A P 206) DL +0 .75LL +COLL +0 . 75LWL1 +ADW (SOA-R) N A P 207) DL +0 .75LL +COLL +0 . 75LWL2 +ADW (SOA-L) N A P 208) DL +0 .75LL +COLL +0 . 75LWL2 +ADW (SOA-R) N A P 209) DL +0 .75LL +COLL +0 . 75LWL3 +ADW (SOA-L) N A P 210) DL +0 .75LL +COLL +0 . 75LWL3 +ADW (SOA-R) N A P 211) DL +0 .75LL +COLL +0 . 75LWL4 +ADW (SOA-L) N A P 212) DL +0 .75LL +COLL +0 .7SLWL4 +ADW (SOA-R) N A P 213) DL +0 .75LL +COLL +0 .75WL3 +ADW (SOA-L) N A P 214) DL +0 .75LL +COLL +0 .75WL3 +ADW (SOA-R) N A P 215) DL +0 .75LL +COLL +0 .75WL4 +ADW (SOA-L) N A P 216) DL +0 . 75LL +COLL +0 .75WL4 +ADW (SOA-R) N A P 217) DL +COLL +0 .75SNOW +0 .75WL1 +ADW (SOA-L) N A P 218) DL +COLL +0 .75SNOW +0 .75WL1 +ADW (SOA-R) N A P Star Building Systems, 9, OK User: afanna Page: F2- 11 R-Frame Design Program - Version v4 .1 Job : 80708A Continue Load Comb Report File: frames-2-4 . fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Load Combination : ------------------ 219) DL +COLL +0 . 75SNOW +0 . 75WL2 +ADW (SOA-L) N A P 220) DL +COLL +0 .75SNOW +0 . 75WL2 +ADW (SOA-R) N A P 221) DL +COLL +0 .75SNOW +0 . 75LWL1 +ADW (SOA-L) N A P 222) DL +COLL +0 .75SNOW +0 .75LWL1 +ADW (SOA-R) N A P 223) DL +COLL +0 .75SNOW +0 . 75LWL2 +ADW (SOA-L) N A P 224) DL +COLL +0 .75SNOW +0 .75LWL2 +ADW (SOA-R) N A P 225) DL +COLL +0 . 75SNOW +0 . 75LWL3 +ADW (SOA-L) N A P 226) DL +COLL +0 . 75SNOW +0 .75LWL3 +ADW (SOA-R) N A P 227) DL +COLL +0 .75SNOW +0 . 75LWL4 +ADW (SOA-L) N A P 228) DL +COLL +0 .75SNOW +0 . 75LWL4 +ADW (SOA-R) N A P 229) DL +COLL +0 .75SNOW +0 . 75WL3 +ADW (SOA-L) N A P 230) DL +COLL +0 . 75SNOW +0 . 75WL3 +ADW (SOA-R) N A P 231) DL +COLL +0 .75SNOW +0 . 75WL4 +ADW (SOA-L) N A P 232) DL +COLL +0 .75SNOW +0 . 75WL4 +ADW (SOA-R) N A P 233) DL +COLL +0 .75SNOW +ADW +0 .75A1V1L +0 . 75AlHlR (SOA-L) N A P 234) DL +COLL +0 . 75SNOW +ADW +0 .75A1V1L +0 . 75AlHlR (SOA-R) N A P 235) DL +COLL +0 . 75SNOW +ADW +0 . 75A1V1L +0 .75A1H1L (SOA-L) N A P 236) DL +COLL +0 . 75SNOW +ADW +0 . 75A1V1L +0 .75A1H1L (SOA-R) N A P 237) DL +COLL +0 . 75SNOW +ADW +0 . 75AlVlR +0 .75AlHlR (SOA-L) N A P 238) DL +COLL +0 .75SNOW +ADW +0 . 75AlVlR +0 .75AlHlR (SOA-R) N A P 239) DL +COLL +0 .75SNOW +ADW +0 . 75AlVlR +0 .75A1H1L (SOA-L) N A P 240) DL +COLL +0 .75SNOW +ADW +0 . 75AlVlR +0 .75A1H1L (SOA-R) N A P 241) DL +COLL +0 .75SNOW +0 . 75WL1 +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA -L) N A P 242) DL +COLL +0 .75SNOW +0 . 75WL1 +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA -R) N A P 243) DL +COLL +0 . 75SNOW +0 . 75WL1 +ADW +0 . 75A1V1L +0 . 75A1H1L (SOA -L) N A P 244) DL +COLL +0 . 75SNOW +0 . 75WL1 +ADW +0 . 75A1V1L +0 . 75A1H1L (SOA -R) N A P 245) DL +COLL +0 . 75SNOW +0 . 75WL1 +ADW +0 .75AlVlR +0 . 75AlHlR (SOA -L) N A P 246) DL +COLL +0 . 75SNOW +0 . 75WL1 +ADW +0 . 75AlVlR +0 .75AlHlR (SOA -R) N A P 247) DL +COLL +0 .75SNOW +0 . 75WL1 +ADW +0 . 75AlVlR +0 .75A1H1L (SOA -L) N A P 248) DL +COLL +0 .75SNOW +0 . 75WL1 +ADW +0 . 75AlVlR +0 .75A1H1L (SOA -R) N A P 249) DL +COLL +0 . 75SNOW +0 . 75WL2 +ADW +0 . 75A1V1L +0. 75AlHlR (SOA -L) N A P 250) DL +COLL +0 .75SNOW +0 . 75WL2 +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA -R) N A P 251) DL +COLL +0 . 75SNOW +0 . 75WL2 +ADW +0 .75A1V1L +0 . 75A1H1L (SOA -L) N A P 252) DL +COLL +0 . 75SNOW +0 . 75WL2 +ADW +0 .75A1V1L +0 . 75A1H1L (SOA -R) N A P 253) DL +COLL +0 . 75SNOW +0 . 75WL2 +ADW +0 .75AlVlR +0 .75AlHlR (SOA -L) N A P 254) DL +COLL +0 .75SNOW +0 .75WL2 +ADW +0 .75AlVlR +0 .75AlHlR (SOA -R) N A P Star Building Systems, 0, OK User: 0- anna Page: F2- 12 R-Frame Design Program - Version v4 . 1 Job : 80708A Continue Load Comb Report File: frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 ./90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Load Combination : ------------------ 255) DL +COLL +0 . 75SNOW +0 . 75WL2 +ADW +0 .75AIVlR +0 . 75A1H1L (SOA -L) N A P 256) DL +COLL +0 . 75SNOW +0 . 75WL2 +ADW +0 .75AlVlR +0 .75A1H1L (SOA -R) N A P 257) DL +COLL +0 .75SNOW +0 . 75LWL1 +ADW +0 .75A1V1L +0 .75AlHlR (SO A-L) N A P 258) DL +COLL +0 .75SNOW +0 .75LWL1 +ADW +0 . 75A1V1L +0 .75AlHlR (SO A-R) N A P 259) DL +COLL +0 . 75SNOW +0 .75LWL1 +ADW +0 . 75A1V1L +0 .75AlHlL (SO A-L) N A P 260) DL +COLL +0 . 75SNOW +0 . 75LWL1 +ADW +0 . 75A1V1L +0 . 75AlHlL (SO A-R) N A P 261) DL +COLL +0 . 75SNOW +0 . 75LWL1 +ADW +0 . 75AlVlR +0 .75A1H1R (SO A-L) N A P 262) DL +COLL +0 .75SNOW +0 .75LWL1 +ADW +0 .75AlVlR +0 .75AlHlR (SO A-R) N A P 263) DL +COLL +0 . 75SNOW +0 .75LWL1 +ADW +0 . 75AlVlR +0 .75A1H1L (SO A-L) N A P 264) DL +COLL +0 . 75SNOW +0 . 75LWL1 +ADW +0 . 75AlVlR +0 . 75A1H1L (SO A-R) N A P 265) DL +COLL +0 .75SNOW +0 . 75LWL2 +ADW +0. 7SAlVlL +0 . 75AlHlR (SO A-L) N A P 266) DL +COLL +0 .75SNOW +0 . 75LWL2 +ADW +0 . 75A1V1L +0 . 75AlHlR (SO A-R) N A P 267) DL +COLL +0 .75SNOW +0 .75LWL2 +ADW +0 . 75A1V1L +0 . 75A1H1L (SO A-L) N A P 268) DL +COLL +0 . 75SNOW +0 .75LWL2 +ADW +0 . 75A1V1L +0 . 75A1H1L (SO A-R) N A P 269) DL +COLL +0 .75SNOW +0 .75LWL2 +ADW +0 .75AlVlR +0 . 75AlHlR (SO A-L) N A P 270) DL +COLL +0 . 75SNOW +0 .75LWL2 +ADW +0 .75AlVlR +0 . 75AlHlR (SO A-R) N A P 271) DL +COLL +0 .75SNOW +0 . 75LWL2 +ADW +0 .75AlVlR +0 . 75A1H1L (SO A-L) N A P 272) DL +COLL +0 .75SNOW +0 . 75LWL2 +ADW +0 . 75AlVlR +0 .75AlHlL (SO A-R) N A P 273) DL +COLL +0 .75SNOW +0 . 75LWL3 +ADW +0 .75A1VIL +0 . 75AlHlR (SO A-L) N A P 274) DL +COLL +0 .75SNOW +0 . 75LWL3 +ADW +0 . 75A1V1L +0 . 75AlHlR (SO A-R) N A P 275) DL +COLL +0 .75SNOW +0 . 75LWL3 +ADW +0 . 75A1V1L +0 . 75A1H1L (SO A-L) N A P 276) DL +COLL +0 .75SNOW +0 .75LWL3 +ADW +0 . 75A1V1L +0 .75A1H1L (SO A-R) N A P 277) DL +COLL +0 .75SNOW +0 .75LWL3 +ADW +0 . 75AlVlR +0 .75AlHlR (SO A-L) N A P 278) DL +COLL +0 .75SNOW +0 .75LWL3 +ADW +0. 75AlVlR +0 .75AlHlR (SO A-R) N A P 279) DL +COLL +0 .75SNOW +0 .75LWL3 +ADW +0. 75AlVlR +0 .75AlHlL (SO A-L) N A P Star Building Systems, to, OK User: aGanna Page: F2- 13 R-Frame Design Program - Version v4 . 1 Job : 80708A Continue Load Comb Report File: frames-2-4 . fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Load Combination : ------------------ 280) DL +COLL +0 .75SNOW +0 .75LWL3 +ADW +0 . 75AlVlR +0 . 75A1H1L (SO A-R) N A P 281) DL +COLL +0 .75SNOW +0 .75LWL4 +ADW +0 .75A1V1L +0 . 75AlHlR (SO A-L) N A P 282) DL +COLL +0 .75SNOW +0 . 75LWL4 +ADW +0 .75A1V1L +0 .75AlHlR (SO A-R) N A P 283) DL +COLL +0 . 75SNOW +0 . 75LWL4 +ADW +0 . 75A1V1L +0 . 75A1H1L (SO A-L) N A P 284) DL +COLL +0 . 75SNOW +0 .75LWL4 +ADW +0 . 75A1V1L +0 .75A1H1L (SO A-R) N A P 285) DL +COLL +0 .75SNOW +0 .75LWL4 +ADW +0 . 75AlVlR +0 .75AlHlR (SO A-L) N A P 286) DL +COLL +0 . 75SNOW +0 . 75LWL4 +ADW +0 . 75AlVlR +0 .75AlHlR (SO A-R) N A P 287) DL +COLL +0 . 75SNOW +0 . 75LWL4 +ADW +0 . 75AlVlR +0 . 75A1H1L (SO A-L) N A P 288) DL +COLL +0 .75SNOW +0 .75LWL4 +ADW +0 .75AlVlR +0 . 75A1H1L (SO A-R) N A P 289) DL +COLL +0 .75SNOW +0 .75WL3 +ADW +0 .75A1V1L +0 . 75AlHlR (SOA -L) N A P 290) DL +COLL +0 . 75SNOW +0 .75WL3 +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA -R) N A P 291) DL +COLL +0 . 75SNOW +0 . 75WL3 +ADW +0 . 75A1V1L +0 . 75A1H1L (SOA -L) N A P 292) DL +COLL +0 . 75SNOW +0 . 75WL3 +ADW +0 . 75A1V1L +0 . 75A1H1L (SOA -R) N A P 293) DL +COLL +0 . 75SNOW +0 . 75WL3 +ADW +0 . 75AlVlR +0 . 75AlHlR (SOA -L) N A P 294) DL +COLL +0 .75SNOW +0 . 75WL3 +ADW +0 . 75AlVlR +0 . 75AlHlR (SOA -R) N A P 295) DL +COLL +0 .75SNOW +0 . 75WL3 +ADW +0 . 75AlVlR +0 . 75A1H1L (SOA -L) N A P 296) DL +COLL +0 .75SNOW +0 .75WL3 +ADW +0 . 75AlVlR +0 . 75A1H1L (SOA -R) N A P 297) DL +COLL +0 .75SNOW +0 . 75WL4 +ADW +0 . 75A1V1L +0. 75AlHlR (SOA -L) N A P 298) DL +COLL +0 . 75SNOW +0 . 75WL4 +ADW +0 . 75A1V1L +0 . 75AlHlR (SOA -R) N A P 299) DL +COLL +0 .75SNOW +0 . 75WL4 +ADW +0 .75A1V1L +0 . 75A1H1L (SOA -L) N A P 300) DL +COLL +0 .75SNOW +0 . 75WL4 +ADW +0 .75A1V1L +0 . 75A1H1L (SOA -R) N A P 301) DL +COLL +0 .75SNOW +0 . 75WL4 +ADW +0 .75AlVlR +0 . 75AlHlR (SOA -L) N A P 302) DL +COLL +0 .75SNOW +0 . 75WL4 +ADW +0 . 75AlVlR +0 .75AlHlR (SOA -R) N A P 303) DL +COLL +0 .75SNOW +0 .75WL4 +ADW +0 . 75AlVlR +0. 75A1H1L (SOA -L) N A P 304) DL +COLL +0 .75SNOW +0 .75WL4 +ADW +0 .75AlVlR +0 . 75A1H1L (SOA -R) N A P Star Building Systems, 0, OK User: a 0 anna Page: F2- 14 R-Frame Design Program - Version v4 . 1 Job : 80708A Continue Load Comb Report File : frames-2-4 .fra Date: 5/23/12 cs 90 ./20 . /19 .417 20 . /90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Load Combination : ------------------ 305) DL +COLL +RS +ADW (SOA-L) N A P 306) DL +COLL +RS +ADW (SOA-R) N A P 307) DL +COLL +RS +ADW +A1D1L (SOA-L) N A P 308) DL +COLL +RS +ADW +A1D1L (SOA-R) N A P 309) DL +COLL +RS +ADW +A1D1R (SOA-L) N A P 310) DL +COLL +RS +ADW +A1D1R (SOA-R) N A P 311) DL +COLL +LS +ADW (SOA-L) N A P 312) DL +COLL +LS +ADW (SOA-R) N A P 313) DL +COLL +LS +ADW +A1D1L (SOA-L) N A P 314) DL +COLL +LS +ADW +A1D1L (SOA-R) N A P 315) DL +COLL +LS +ADW +A1D1R (SOA-L) N A P 316) DL +COLL +LS +ADW +A1D1R (SOA-R) N A P 317) DL +ADW +P2KI (SOA-L) N A P 318) DL +ADW +P2K1 (SOA-R) N A P 319) LL D 320) SNOW D 321) LS D 322) RS D 323) WL1 D 324) WL2 D 325) LWL1 D 326) LWL2 D 327) LWL3 D 328) LWL4 D 329) WL3 D 330) WL4 D 331) 1 . 3636DL +EQ D E 332) 0 . 7364DL +EQ D E 333) 1. 3636DL -EQ D E 334) 0 . 7364DL -EQ D E Star Building Systems, 0, OK User: afanna Page: F2- 15 R-Frame Design Program - Version v4 . 1 Job : 80708A Continue Load Comb Report File: frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Where DL = Roof Dead Load LL = Roof Live Load COLL = Roof Collateral Load ADW = Auxiliary Dead Weight A1D1L = Auxiliary Crane #1 Dead Loading #1 Max. at Left A1D1R = Auxiliary Crane #1 Dead Loading #1 Max. at Right SNOW = The Larger of : Code Defined Minimum Roof Snow Load User Input Minimum Roof Snow Load A1V1L = Auxiliary Crane #1 Vert Loading #1 Max. at Left A1H1R = Auxiliary Crane #1 Horz Loading #1 to the Right A1H1L = Auxiliary Crane #1 Horz Loading #1 to the Left A1V1R = Auxiliary Crane #1 Vert Loading #1 Max. at Right EQ = Lateral Seismic Load [parallel to plane of frame] WL1 = Lateral Primary Wind Load WL2 = Lateral Primary Wind Load LWL1 = Longitudinal Primary Wind Load LWL2 = Longitudinal Primary Wind Load LWL3 = Longitudinal Primary Wind Load LWL4 = Longitudinal Primary Wind Load WL3 = Lateral Primary Wind Load WL4 = Lateral Primary Wind Load RS = Unbalanced Right Roof Snow Load LS = Unbalanced Left Roof Snow Load P2K1 = 2000# Point Load Combination Descriptions : -------------------------- N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Stress Design Combination - ASDOS C= Column Only Combination for Seismic D= Deflection Only Combination P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination LRFD E= Cd is applied and Ie is omitted from frame drift calculations Star Building Systems, 0, OK User: afanna Page: F2- 16 R-Frame Design Program - Version v4 . 1 Job : 80708A User Load Report File : frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- * USER INPUT LOADS ------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 LC LW$ GLOB L C 0 . 010 1.2000 0 . 0000 0 . 000 2 LC LW$ GLOB L C 0 . 010 1.2000 0. 0000 0 . 000 Star Building Systems, 0, OK User: a 0 anna Page: F2- 17 R-Frame Design Program - Version v4 . 1 Job : 80708A Crane Report File: frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Crane System Data for Crane # 1 in Span # -------------------------------------------- (Top running crane on brackets) Location of the center of the left rail from the steel line (feet) . . . 4 . 7500 Span (distance between centers of rails) (feet) . . . . . . . . . . . . . . . . . . . . . . 80. 5000 Distance from floor to the application point of lateral loads (feet) 12 .4896 Distance from floor to the application point of vertical loads (feet) 10 . 6946 Minimum web thickness at the crane attachment point (inches) . . . . . . . . . . 0 . 1780 Minimum flange width at the crane attachment point (inches) . . . . . . . . . . . 8 . 0000 Loads for Crane --------------- Dead weight of left runway beams (kips) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 9460 Dead weight of right runway beams (kips) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 9460 Maximum vertical dead load (kips) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 . 6762 Minimum vertical dead load (kips) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 .2460 Maximum vertical total loads (dead and lifted loads) (kips) . . . . . . . . . . . 9 . 1262 Minimum vertical total loads (dead and lifted loads) (kips) . . . . . . . . . . . 4 .2460 Lateral crane load from the left crane runway beam (kips) . . . . . . . . . . . . . 0 .4880 Lateral crane load from the right crane runway beam (kips) . . . . . . . . . . . . 0 .4880 * CRANE LOADS GENERATED ------------------------ LOAD MEM NAME SYS DIR TYP DIST. INTENSITY ECCEN. DESCRIPTION NO. 3 LC ADW YREF Y C 10 . 69 -0 . 946 4 . 75 CRANE 1 LOAD 4 RC ADW YREF Y C 10 . 69 -0 . 946 -4 . 75 CRANE 1 LOAD 5 LC A1D1L YREF Y C 10 . 69 -4 . 676 4 . 75 CRANE 1 LOAD 6 RC A1D1L YREF Y C 10 . 69 -4 .246 -4 .75 CRANE 1 LOAD 7 LC A1D1R YREF Y C 10 . 69 -4 .246 4 .75 CRANE 1 LOAD 8 RC A1D1R YREF Y C 10 .69 -4 . 676 -4 .75 CRANE 1 LOAD 9 LC A1V1L YREF Y C 10 .69 -9 . 126 4 .75 CRANE-1 LOAD 10 RC A1V1L YREF Y C 10 . 69 -4 .246 -4 .75 CRANE 1 LOAD 11 LC A1V1R YREF Y C 10 . 69 -4 .246 4 .75 CRANE 1 LOAD 12 RC A1V1R YREF Y C 10 . 69 -9. 126 -4 .75 CRANE 1 LOAD 13 LC A1H1R YREF X C 12 .49 0 .488 0 . 00 CRANE 1 LOAD 14 RC A1H1R YREF X C 12 .49 0 .488 0 . 00 CRANE 1 LOAD 15 LC A1H1L YREF X C 12 .49 -0 .488 0 . 00 CRANE 1 LOAD 16 RC A1H1L YREF X C 12 .49 -0 .488 0 . 00 CRANE-1 LOAD Star Building Systems, 0, OK User: a*nna Page: F2- 18 R-Frame Design Program - Version v4 . 1 Job : 80708A Canopy Report File: frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90. /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Left Side Canopy Data --------------------- Canopy #1 : At Eave Canopy w/ Non-Flush purlin Width (horizontal projection from steel line) (feet) . . . . . . 6 . 0000 Length (used for drifting snow only) (feet) . . . . . . . . . . . . . . . 66 . 0000 Canopy bay size (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 .4170 Roof height at the wall (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 0000 Roof height at the free end (feet) . . . . . . . . . . . . . . . . . . . . . . . . 19 .5000 Roof slope (rise: 12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 0000 Purlin depth (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 .2500 Minimum column outer flange width (inches) . . . . . . . . . . . . . . . 5 . 0000 Minimum column outer flange thickness (inches) . . . . . . . . . . . 0 . 1780 Canopy beam flange thickness (inches) . . . . . . . . . . . . . . . . . . . . . 0 .2500 Canopy beam vertical web height at the steel line (inches) 8 .1630 Connection plate thickness (inches) . . . . . . . . . . . . . . . . . . . . . . . 0 .3750 Canopy Design Loads ------------------- Snow Thermal Factor [Ctl -- Unheated Canopy 1 .2000 Slippery & Unobstructed Canopy Roof Surface No Canopy Snow Slope Factor [Cs] 1. 0000 Total Canopy Dead Load (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 . 8210 Canopy Collateral Load (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 0000 Canopy Live Load Entered (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20. 0000 Canopy Live Load Used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 0000 Design Snow Load Used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21 . 0000 Unbalanced Snow Load Used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . 5.2500 Canopy wind elevation (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19.7500 Number of wind arrays . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Canopy wind coefficients and design loads ----------------------------------------- Wind Wind Coeff. Design Load Array (psf) WL1 -1 .490 -23 .69 WL2 -1 .490 -23 .69 LWL1 -1 . 070 -17 . 01 LWL2 -0 .690 -10 . 97 LWL3 -0 . 890 -14 .15 LWL4 -0 .730 -11 .60 WL3 -0 . 370 -5 .88 WL4 -0 .370 -5 .88 Star Building Systems, 0, OK User: a*nna Page: F2- 19 R-Frame Design Program - Version v4 . 1 Job : 80708A Continued Canopy Report File: frames-2-4 . fra Date: 5/23/12 cs 90 ./20 . /19 .417 20 . /90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Right Side Canopy Data ---------------------- Canopy #1 : At Eave Canopy w/ Non-Flush purlin Width (horizontal projection from steel line) (feet) . . . . . . 6 . 0000 Length (used for drifting snow only) (feet) . . . . . . . . . . . . . . . 66 . 0000 Canopy bay size (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 .4170 Roof height at the wall (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 0000 Roof height at the free end (feet) . . . . . . . . . . . . . . . . . . . . . . . . 19 .5000 Roof slope (rise: 12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 0000 Purlin depth (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 .2500 Minimum column outer flange width (inches) . . . . . . . . . . . . . . . 5 . 0000 Minimum column outer flange thickness (inches) . . . . . . . . . . . 0 . 1780 Canopy beam flange thickness (inches) . . . . . . . . . . . . . . . . . . . . . 0 .2SOO Canopy beam vertical web height at the steel line (inches) 8 . 1630 Connection plate thickness (inches) . . . . . . . . . . . . . . . . . . . . . . . 0 .3750 Canopy Design Loads ------------------- Snow Thermal Factor [Ctl Unheated Canopy 1 .2000 Slippery & Unobstructed Canopy Roof Surface No Canopy Snow Slope Factor [Cs] 1 . 0000 Total Canopy Dead Load (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 . 8210 Canopy Collateral Load (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 0000 Canopy Live Load Entered (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 0000 Canopy Live Load Used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 0000 Design Snow Load Used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21. 0000 Unbalanced Snow Load Used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 . 8446 Canopy wind elevation (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 . 7500 Number of wind arrays . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Canopy wind coefficients and design loads -------------------------------- Wind Wind Coeff . Design Load Array (psf) WL1 -0 . 370 -5 . 88 WL2' -0 . 370 -5 . 88 LWL1 -0 . 690 -10 .97 LWL2 -1 . 070 -17 . 01 LWL3 -0 . 730 -11 . 60 LWL4 -0 . 890 -14 .15 WL3 -1 .490 -23 . 69 WL4 -1 .490 -23 .69 CANOPY LOADS GENERATED ------------------------- LOAD MEM NAME SYS DIR TYP DIST. INTENSITY ECCEN. DESCRIPTION NO. 17 LC DL GLOB Y C 18 . 61 -0 .445 -3 . 00 CANOPY LOAD 18 LC LL GLOB Y C 18 . 61 -2 .330 -3 . 00 CANOPY LOAD 19 LC SNOW GLOB Y C 18 . 61 -2 .447 -3 . 00 CANOPY LOAD 20 LC RS GLOB Y C 18 . 61 -0 . 612 -3 . 00 CANOPY LOAD 21 LC LS GLOB Y C 18 .61 -1 . 709 -3 . 19 CANOPY LOAD 22 LC WL1 GLOB Y C 18 .61 2 .759 -3 . 00 CANOPY LOAD 23 LC WL1 GLOB X C 18 .61 -0.230 0 . 00 CANOPY LOAD 24 LC WL2 GLOB Y C 18 .61 2 . 759 -3 . 00 CANOPY LOAD 25 LC WL2 GLOB *C 18 . 61 -0 .230 O .00ANOPY LOAD 26 LC LWL1 GLOB Y C 18 . 61 1 . 982 -3 . 00 CANOPY LOAD 27 LC LWL1 GLOB X C 18 . 61 -0 . 165 0 . 00 CANOPY LOAD 28 LC LWL2 GLOB Y C 18 . 61 1 .278 -3 . 00 CANOPY LOAD 29 LC LWL2 GLOB X C 18 . 61 -0 . 106 0 . 00 CANOPY LOAD 30 LC LWL3 GLOB Y C 18 . 61 1 . 648 -3 . 00 CANOPY LOAD 31 LC LWL3 GLOB X C 18 .61 -0 . 137 0 . 00 CANOPY LOAD 32 LC LWL4 GLOB Y C 18 .61 1 .352 -3 . 00 CANOPY LOAD 33 LC LWL4 GLOB X C 18 .61 -0 . 113 0 . 00 CANOPY LOAD 34 LC WL3 GLOB Y C 18 .61 0 . 685 -3 . 00 CANOPY LOAD 35 LC WL3 GLOB X C 18 .61 -0 . 057 0 . 00 CANOPY LOAD Star Building Systems, 9, OK User: afnna Page: F2- 20 R-Frame Design Program - Version v4 .1 Job : 80708A Continued Canopy Report File: frames-2-4 . fra Date: S/23/12 cs 90 ./20 . /19 .417 20 . /90 . /2S . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- * CANOPY LOADS GENERATED (continued) ------------------------- LOAD MEM NAME SYS DIR TYP DIST. INTENSITY ECCEN. DESCRIPTION NO. 36 LC WL4 GLOB Y C 18 .61 0. 685 -3 . 00 CANOPY LOAD 37 LC WL4 GLOB X C 18 . 61 -0 . 057 0 . 00 CANOPY LOAD 38 RC DL GLOB Y C 18 .61 -0 .445 3 . 00 CANOPY LOAD 39 RC LL GLOB Y C 18 .61 -2 .330 3 . 00 CANOPY LOAD 40 RC SNOW GLOB Y C 18 .61 -2 .447 3 . 00 CANOPY LOAD 41 RC RS GLOB Y C 18 . 61 -1. 709 3 . 19 CANOPY LOAD 42 RC LS GLOB Y C 18 . 61 -0 . 612 3 . 00 CANOPY LOAD 43 RC WL1 GLOB Y C 18 . 61 0 . 685 3 . 00 CANOPY LOAD 44 RC WL1 GLOB X C 18 . 61 0. 057 0 . 00 CANOPY LOAD 45 RC WL2 GLOB Y C 18 .61 0 .685 3 . 00 CANOPY LOAD 46 RC WL2 GLOB X C 18 .61 0 . 057 0 . 00 CANOPY LOAD 47 RC LWL1 GLOB Y C 18 . 61 1 .278 3 . 00 CANOPY LOAD 48 RC LWL1 GLOB X C 18 . 61 0 . 106 0 . 00 CANOPY LOAD 49 RC LWL2 GLOB Y C 18 . 61 1. 982 3 . 00 CANOPY LOAD SO RC LWL2 GLOB X C 18 .61 0 . 165 0 . 00 CANOPY LOAD 51 RC LWL3 GLOB Y C 18 .61 1. 352 3 . 00 CANOPY LOAD S2 RC LWL3 GLOB X C 18 .61 0 . 113 0 . 00 CANOPY LOAD 53 RC LWL4 GLOB Y C 18 .61 1 .648 3 . 00 CANOPY LOAD 54 RC LWL4 GLOB X C 18 .61 0 . 137 0 . 00 CANOPY LOAD 55 RC WL3 GLOB Y C 18 .61 2 . 759 3 . 00 CANOPY LOAD 56 RC WL3 GLOB X C 18 . 61 0 .230 0 . 00 CANOPY LOAD 57 RC WL4 GLOB Y C 18 . 61 2 . 759 3 . 00 CANOPY LOAD 58 RC WL4 GLOB X C 18 . 61 0 .230 0 . 00 CANOPY LOAD Star Building Systems, 0, OK User: a*nna Page: F2- 21 R-Frame Design Program - Version v4 . 1 Job : 80708A Load Report File: frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :44 : 30 -------------------------------------------------------------------------------- * GENERAL LOAD CARDS GENERATED - -------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END I LC LW$ GLOB L C 0 . 010 1.2000 N/A 0 . 000 2 LC LW$ GLOB L C 0 . 010 1.2000 N/A 0 . 000 3 LC ADW YREF Y C 10 . 695 -0 . 9460 N/A 4 .750 4 RC ADW YREF Y C 10 .695 -0 . 9460 N/A -4 .750 5 LC A1D1L YREF Y C 10 . 695 -4 . 6762 N/A 4 .750 6 RC A1D1L YREF Y C 10 . 695 -4 .2460 N/A -4 .750 7 LC A1D1R YREF Y C 10 . 695 -4 .2460 N/A 4 . 750 8 RC A1D1R YREF Y C 10 .695 -4 . 6762 N/A -4 . 750 9 LC A1V1L YREF Y C 10 .695 -9 . 1262 N/A 4 . 750 10 RC A1V1L YREF Y C 10 .695 -4 .2460 N/A -4 . 750 11 LC A1V1R YREF Y C 10 .69S -4 .2460 N/A 4 . 750 12 RC A1V1R YREF Y C 10 .695 -9 . 1262 N/A -4 . 750 13 LC A1H1R YREF x C 12 .490 0 .4880 N/A 0 . 000 14 RC A1H1R YREF x C 12 .490 0 .4880 N/A 0 . 000 15 LC A1H1L YREF x C 12 .490 -0 .4880 N/A 0 . 000 16 RC A1H1L YREF x C 12 .490 -0 .4880 N/A 0 . 000 17 LC DL GLOB Y C 18 . 615 -0 .4450 N/A -3 . 000 18 LC LL GLOB Y C 18 . 61S -2 .3300 N/A -3 . 000 19 LC SNOW GLOB Y C 18 . 615 -2 .4470 N/A -3 . 000 20 LC RS GLOB Y C 18 . 615 -0 .6116 N/A -3 . 000 21 LC LS GLOB Y C 18 . 615 -1 .7094 N/A -3 . 193 22 LC WL1 GLOB Y C 18 . 615 2 .7590 N/A -3 . 000 23 LC WL1 GLOB x C 18 . 615 -0 .2300 N/A 0 . 000 24 LC WL2 GLOB Y C 18 . 615 2 .7590 N/A -3 . 000 25 LC WL2 GLOB x C 18 . 615 -0 .2300 N/A 0 . 000 26 LC LWL1 GLOB Y C 18 .615 1. 9820 N/A -3 . 000 27 LC LWL1 GLOB x C 18 . 615 -0 . 1650 N/A 0 . 000 28 LC LWL2 GLOB Y C 18 . 615 1 .2780 N/A -3 . 000 29 LC LWL2 GLOB x C 18 . 615 -0 . 1060 N/A 0 . 000 30 LC LWL3 GLOB Y C 18 . 615 1 .6480 N/A -3 . 000 31 LC LWL3 GLOB x C 18 . 615 -0 . 1370 N/A 0 . 000 32 LC LWL4 GLOB Y C 18 . 615 1 .3520 N/A -3 . 000 33 LC LWL4 GLOB x C 18 . 615 -0 . 1130 N/A 0 . 000 34 LC WL3 GLOB Y C 18 . 615 0 . 6850 N/A -3 . 000 35 LC WL3 GLOB x C 18 . 615 -0 . 0570 N/A 0 . 000 36 LC WL4 GLOB Y C 18 . 615 0 . 6850 N/A -3 . 000 37 LC WL4 GLOB x C 18 . 615 -0 . 0570 N/A 0 . 000 38 RC DL GLOB Y C 18 .615 -0 .4450 N/A 3 . 000 39 RC LL GLOB Y C 18 . 615 -2 .3300 N/A 3 . 000 40 RC SNOW GLOB Y C 18 .615 -2 .4470 N/A 3 . 000 41 RC RS GLOB Y C 18 .615 -1. 7094 N/A 3 . 193 42 RC LS GLOB Y C 18 .615 -0 . 6116 N/A 3 . 000 43 RC WL1 GLOB Y C 18 .615 0 .6850 N/A 3 . 000 44 RC WL1 GLOB x C 18 .615 0 . 0570 N/A 0 . 000 45 RC WL2 GLOB Y C 18 .615 0 .6850 N/A 3 . 000 46 RC WL2 GLOB x C 18 .615 0 . 0570 N/A 0 . 000 47 RC LWL1 GLOB Y C 18 .615 1 .2780 N/A 3 . 000 48 RC LWL1 GLOB x C 18 .615 0 .1060 N/A 0 . 000 49 RC LWL2 GLOB Y C 18 .615 1 .9820 N/A 3 . 000 50 RC LWL2 GLOB x C 18 . 615 0 .1650 N/A 0 . 000 Star Building Systems, 0, OK User: a 0 anna Page: F2- 22 R-Frame Design Program - Version v4 . 1 Job : 80708A Load Report File: frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 ./90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- 51 RC LWL3 GLOB Y C 18 . 615 1 .3520 N/A 3 . 000 52 RC LWL3 GLOB x C 18 . 615 0 . 1130 N/A 0 . 000 53 RC LWL4 GLOB Y C 18 . 615 1 .6480 N/A 3 . 000 54 RC LWL4 GLOB x C 18 . 615 0 . 1370 N/A 0 . 000 55 RC WL3 GLOB Y C 18 . 615 2 .7590 N/A 3 . 000 56 RC WL3 GLOB x C 18 . 615 0 .2300 N/A 0 . 000 57 RC WL4 GLOB Y C 18 .615 2 .7590 N/A 3 . 000 58 RC WL4 GLOB x C 18 .615 0 .2300 N/A 0 . 000 59 LC LWL1 GLOB L C 0 . 010 1.2000 N/A 0 . 000 60 LC LWL2 GLOB L C 0 . 010 1.2000 N/A 0 . 000 61 LC LWL3 GLOB L C 0 . 010 1 .2000 N/A 0 . 000 62 LC LWL4 GLOB L C 0 . 010 1 .2000 N/A 0 . 000 63 LC LWL1 GLOB L C 0 . 010 1 .2000 N/A 0 . 000 64 LC LWL2 GLOB L C 0 . 010 1 .2000 N/A 0 . 000 65 LC LWL3 GLOB L C 0 . 010 1.2000 N/A 0 . 000 66 LC LWL4 GLOB L C 0 . 010 1.2000 N/A 0 . 000 67 LR DL XREF Y U 0 . 000 -0 . 0513 N/A 0 . 000 68 RR DL XREF Y U 0 . 000 -0 . 0513 N/A 0 . 000 69 LC SW GLOB Y U 0 . 000 -0 . 0452 N/A 0 . 000 70 LR Sw GLOB Y U 0 . 000 -0 . 0304 N/A 0 . 000 71 RC Sw GLOB Y U 0 . 000 -0 . 0452 N/A 0 . 000 72 RR Sw GLOB Y U 0 . 000 -0 . 0304 N/A 0 . 000 73 LR LL XREF Y U 0 . 000 -0 .4000 N/A 0 . 000 74 RR LL XREF Y U 0 . 000 -0.4000 N/A 0 . 000 75 LR COLL XREF Y U 0 . 000 -0 . 1200 N/A 0 . 000 76 RR COLL XREF Y U 0 . 000 -0 . 1200 N/A 0 . 000 77 LR SNOW XREF Y U 0 . 000 -0 . 3500 N/A 0 . 000 78 RR SNOW XREF Y U 0 . 000 -0 . 3500 N/A 0 . 000 79 LR SBAL XREF Y U 0 . 000 -0 .3500 N/A 0 . 000 80 RR SBAL XREF Y U 0 . 000 -0 . 3500 N/A 0 . 000 81 LR P2K1 XREF Y C 45 . 000 -2 . 0000 N/A 0 . 000 82 LR RS XREF Y U 0 . 000 -0 . 1050 N/A 0 . 000 83 RR RS XREF Y U 0 . 000 -0 . 3500 N/A 0 . 000 84 RR RS XREF Y U 23 . 027 -0 .2369 N/A 21 . 973 85 LR LS XREF Y U 0 . 000 -0 .3500 N/A 0 . 000 86 LR LS XREF Y U 23 . 027 -0 .2369 N/A 21 . 973 87 RR LS XREF Y U 0 . 000 -0 . 1050 N/A 0 . 000 88 LC WL1 MEMB Y U 0 . 000 -0 . 0699 N/A 0 . 000 89 RC WL1 MEMB Y U 0 . 000 0 . 1494 N/A 0 . 000 90 LR WL1 MEMB Y U 0 . 000 0 .2766 N/A 0 . 000 91 RR WL1 MEMB Y U 0 . 000 0 . 1749 N/A 0 . 000 92 LC WL2 MEMB Y U 0 . 000 -0 . 1844 N/A 0 . 000 93 RC WL2 MEMB Y U 0 . 000 0 . 0350 N/A 0 . 000 94 LR WL2 MEMB Y U 0 . 000 0. 1621 N/A 0 . 000 95 RR WL2 MEMB Y U 0 . 000 0 . 0604 N/A 0 . 000 96 LC LWL1 MEMB Y U 0 . 000 0 .2003 N/A 0 . 000 97 RC LWL1 MEMB Y U 0 . 000 0 .2003 N/A 0 . 000 98 LR LWL1 MEMB Y U 0 . 000 0 .3974 N/A 0 . 000 99 RR LWL1 MEMB Y U 0 . 000 0 .2766 N/A 0 . 000 100 LR LWL1 MEMB Y U 9 . 648 -0 . 1208 N/A 0 . 000 Star Building Systems, to, OK User: a(Manna Page: F2- 23 R-Frame Design Program - Version v4 . 1 Job : 80708A Load Report File: frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 ./90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- 101 LC LWL2 MEMB Y U 0 . 000 0.2003 N/A 0 . 000 102 RC LWL2 MEMB Y U 0 . 000 0 .2003 N/A 0 . 000 103 LR LWL2 MEMB Y U 0 . 000 0 .2766 N/A 0 . 000 104 RR LWL2 MEMB Y U 0 . 000 0 .3974 N/A 0 . 000 105 RR LWL2 MEMB Y U 9 .648 -0 .1208 N/A 0 . 000 106 LC LWL3 MEMB Y U 0 . 000 0 .2003 N/A 0 . 000 107 RC LWL3 MEMB Y U 0 .000 0 .2003 N/A 0 . 000 108 LR LWL3 MEMB Y U 0 . 000 0 .2257 N/A 0 . 000 109 RR LWL3 MEMB Y U 0 . 000 0 . 1749 N/A 0 . 000 110 LR LWL3 MEMB Y U 9 .648 -0 . 0509 N/A 0 . 000 111 LC LWL4 MEMB Y U 0 . 000 0 .2003 N/A 0 . 000 112 RC LWL4 MEMB Y U 0 . 000 0 .2003 N/A 0 . 000 113 LR LWL4 MEMB Y U 0 . 000 0 .1749 N/A 0 . 000 114 RR LWL4 MEMB Y U 0 . 000 0 .2257 N/A 0 . 000 115 RR LWL4 MEMB Y U 9 . 648 -0 . 0509 N/A 0 . 000 116 LC WL3 MEMB Y U 0 . 000 0 . 1494 N/A 0 . 000 117 RC WL3 MEMB Y U 0 . 000 -0 . 0699 N/A 0 . 000 118 LR WL3 MEMB Y U 0 . 000 0 . 1749 N/A 0 . 000 119 RR WL3 MEMB Y U 0 . 000 0 .2766 N/A 0 . 000 120 LC WL4 MEMB Y U 0 . 000 0 . 0350 N/A 0 . 000 121 RC WL4 MEMB Y U 0 . 000 -0 . 1844 N/A 0 . 000 122 LR WL4 MEMB Y U 0 . 000 0 . 0604 N/A 0 . 000 123 RR WL4 MEMB Y U 0 . 000 0 . 1621 N/A 0 . 000 Star Building Systems, to, OK User: a0anna Page: F2- 24 R-Frame Design Program - Version v4 . 1 Job : 80708A Seismic Summary Report File: frames-2-4 . fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 ./90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Main Seismic Force Resisting System Per ASCE 7 Standard 2005 Edition Standard Use Category Building for Seismic Loadings Seismic Loads Required for Building . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Response Acceleration Coeff. , for Short Periods [Ssl (-.g) . . . . . . . . . . 120 .5000 Response Acceleration Coeff. , for 1 sec. Periods [Si] (%g) . . . . . . . . . 54 .7000 Long-period Transition Period Time [TLI (seconds) . . . . . . . . . . . . . . . . . . 16 . 0000 Seismic Performance Category . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Soil Profile Type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Seismic Site Coefficient [Fal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 0180 Seismic Site Coefficient [Fvl . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 5000 Maximum Spectral Response Accel . , for Short Periods [Sms] (g) . . . . . . 1 .2267 Maximum Spectral Response Accel . , for 1 sec. Periods [Smil (g) . . . . . 0 . 8205 Design Spectral Response Accel . , for Short Periods [Sds) (g) . . . . . . . 0 . 8178 Design Spectral Response Accel . , for 1 sec. Periods [Sdil (g) . . . . . . 0 .5470 Seismic Response Modification Factor [R] . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 .5000 Seismic Importance Factor [I] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 0000 Storage/Equipment Areas and/or Service Rooms Exist . . . . . . . . . . . . . . . . . No Seismic Story Height [hn] (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21 . 8750 Seismic Fundamental Period [T] Used (seconds) . . . . . . . . . . . . . . . . . . . . . . 0 .3305 Seismic Overstrength Factor [OMEGAol . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 .5000 Longitudinal Seismic Redundancy/Reliability Factor [L-rhol . . . . . . . . . 1 . 3000 Seismic Redundancy/Reliability Factor [rho] . . . . . . . . . . . . . . . . . . . . . . . . 1 .3000 Snow in Seismic Force Calculations [Used] M . . . . . . . . . . . . . . . . . . . . . . 0 . 00 Snow in Seismic Force Calculations [Min. Required] (-.) . . . . . . . . . . . . . 0 . 00 Snow in Seismic Load Combinations [Used] (01) . . . . . . . . . . . . . . . . . . . . . . . 0 . 00 Snow in Seismic Load Combinations [Min. Required] (%) . . . . . . . . . . . . . . 0 . 00 Mezz . Live load in Seismic Force Calculations [Used] M . . . . . . . . . . . 0 . 00 Mezz . Live load in Seismic Force Calculations [Min. Required] (%) . . 0 . 00 Mezz . Live load in Seismic Load Combinations [Used] M . . . . . . . . . . . . 100 . 00 Mezz . Live load in Seismic Load Combinations [Min. Required] (%) . . . 100 . 00 Building Height Limit (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65 . 0000 Seismic Story Drift Limit Factor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 0250 Seismic Story Drift Limit (in) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 . 0000 Seismic Deflection Amplification Factor [Cd] . . . . . . . . . . . . . . . . . . . . . . . 3 . 0000 Seismic Response Coefficient [Cs] Used . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 .2337 Seismic Story Drift (Cd*Drift/Importance Factor] (in) . . . . . . . . . . . . . . 2 . 994 Theta [Px*Delta/Vx/hx/Cd] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 005 Theta Max [ .5/BETA/Cd] where BETA=1 . 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 167 Roof Dead Load 10 . 676 Wall Weight 1 .200 Collateral Load 10 . 800 Snow Load 0 . 000 Rafter Crane Weight 0 . 000 ------------------------------------- Total Roof Weight 22 . 676 kips Total Roof Weight 22 . 676 Mezzanine Weight 0 . 000 Col . Crane Weight 10 . 814 ------------------------------------- TOTAL Bldg Weight 33 .491 kips X X Seismic Coeff . = 10337 ------------------------------------- BASE SHEAR 7 .8253 kips Seismic Load for Roof at col # 1 = 3 . 1108 kips Seismic Load for Roof at col # 2 = 3 . 1108 kips --------------------------------------------------- SEISMIC LOAD for Roof in TOTAL 6 .2215 kips Seismic Load for Crane at col # 1 = 0 . 8019 kips Seismic Load for Crane at col # 2 = 0 . 8019 kips --------------------------------------------------- SEISMIC LOAD for Crane in TOTAL 1 . 6037 kips Star Building Systems, 9, OK User: afanna Page: F2- 25 R-Frame Design Program - Version v4 . 1 Job : 80708A Continued Seismic Load Report File: frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 ./90 . /2S . Start Time: 12 :44 : 30 -------------------------------------------------------------------------------- * SEISMIC GENERAL LOAD CARDS GENERATED -------------------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 124 LC EQ YREF x C 17 .520 3 . 1108 N/A 0 . 000 125 LC EQ YREF x C 10 .695 0 . 8019 N/A 0 . 000 126 RC EQ YREF x C 17 .520 3 .1108 N/A 0 . 000 127 RC EQ YREF x C 10 . 695 0 .8019 N/A 0 . 000 Star Building Systems, 0, OK User: a4anna Page: F2- 26 R-Frame Design Program - Version v4 . 1 Job : 80708A Forces and Allowable Stresses Summary File: frames-2-4 .fra Date: 5/23/12 cs 90 ./20 . /19 .417 20 ./90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Left Column Analysis Length = 17 . 59 ft Kx = 1 . 00 Weight 793 . lbs Effective Ix = 2653 . 0 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 1 9. 00 10 . 000 34 .500 8 . 00x 0 . 3125 0 . 1850 8 . 00x 0 . 5000 12 .78 55 . 0 2 7 . 20 34 .500 34 .500 8 . 00x 0 . 3125 0 .2500 8 . 00x 0. 6250 0 . 00 55 . 0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 109 -35 . 9 -171 . 8 -23 . 7 8 . 5 32 . 9 23 .4 2 . 3 0 . 84 0 .76 0 . 81 0 . 84 3 208 -29 . 9 -331 . 1 -22 . 8 7 . 7 35 . 6 25 .4 4 . 1 0 . 62 0 . 91 0 . 94 0 . 94 1 -------------------------------------------------------------------------------- Left Rafter Analysis Length = 42 . 86 ft Kx = 1 . 00 Weight = 1305 . lbs Effective Ix = 773 . 7 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 3 11 . 76 36 . 000 26 . 003 6 . 00x 0 .3750 0 .2500 6 . 00x 0 . 5000 -4 . 05 55 . 0 4 10 . 00 26 . 003 17 . 500 6 . 00x 0 . 2500 0 .1850 6 . 00x 0 . 5000 -4 . 05 55 . 0 5 10 . 00 17 .500 17 .500 6 . 00x 0 .3750 0 .1560 6 . 00x 0 .2500 0 . 00 55 . 0 6 10 . 00 17 .500 17 . 500 6 . 00x 0 .3750 0 .1560 6 . 00x 0 .2500 0 . 00 55 . 0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 301 -24 . 6 -349 .2 23 . 0 15 .6 32 . 9 32 . 7 3 . 8 0 .49 0 .98 0 . 90 0 . 98 1 401 -21 .3 -153 .4 12 .2 11 .7 35 .4 27 . 8 4 . 0 0 .39 0 .91 0 . 86 0 . 91 309 512 -20 .4 87 .6 1.4 14 . 1 31. 1 38 .2 6 . 3 0 . 08 0 . 95 0 . 96 0 . 96 314 603 -20 .2 88 . 6 -0. 5 14 . 1 31 . 1 38 .2 6 . 3 0 . 03 0 . 96 0 . 97 0 .97 314 --- ----- ---- ---- ---- ---- ---- --- ---- ---- ---- ---- --- Right Column Analysis Length 17 . 59 ft Kx = 1 . 00 Weight 793 . lbs Effective Ix = 2653 . 0 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 7 9. 00 10 . 000 34 .500 8 . 00x 0 .3125 0 . 1850 8 . 00x 0 . 5000 12 .78 55 . 0 8 7 .20 34 . 500 34 . 500 8 . 00x 0 . 3125 0 .2500 8 . 00x 0 . 6250 0 . 00 55 . 0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 709 -35 . 9 -171 . 8 -23 . 7 8 .5 32 . 9 23 .4 2 . 3 0 . 84 0 .76 0. 81 0 . 84 6 808 -29 . 9 -331 . 1 -22 . 8 7 .7 35 .6 25 .4 4 . 1 0 . 62 0 . 91 0. 94 0 . 94 2 -------------------------------------------------------------------------------- Star Building Systems, to, OK User: a6nna Page: F2- 27 R-Frame Design Program - Version v4 . 1 Job : 80708A Forces and Allowable Stresses Summary File: frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Right Rafter Analysis Length = 42 . 86 ft Kx = 1 . 00 Weight = 1305 . lbs Effective Ix = 773 .7 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 9 11. 76 36 . 000 26 . 003 6 . 00x 0 . 3750 0 .2500 6 . 00x 0 . 5000 -4 . 05 55 . 0 10 10 . 00 26 . 003 17 .500 6 . 00x 0 .2500 0 . 1850 6 . 00x 0 . 5000 -4 . 05 55 . 0 11 10 . 00 17 .500 17 . 500 6 . 00x 0 .3750 0 . 1560 6 . 00x 0 .2500 0 . 00 55 . 0 12 10 . 00 17 . 500 17 . 500 6 . 00x 0 . 3750 0 . 1560 6 . 00x 0.2500 0 . 00 55 . 0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 901 -24 . 6 -349 .2 23 . 0 15 .6 32 . 9 32 . 7 3 . 8 0 .49 0 . 98 0 . 90 0 .98 2 1001 -21 .3 -153 .4 12 .2 11 . 7 35 .4 27 . 8 4 . 0 0 .39 0 . 91 0 . 86 0 . 91 314 1112 -20 .4 87 .6 1.4 14 .1 31 . 1 38 .2 6 .3 0 . 08 0 . 95 0 . 96 0 . 96 309 1203 -20 .2 88 . 6 -0 . 5 14 . 1 31 . 1 38 .2 6 .3 0 . 03 0 . 96 0 . 97 0 .97 309 -------------------------------------------------------------------------------- TOTAL MEMBER WEIGHT 4196 . lbs Star Building Systems, 9, OK User: a0anna Page: F2- 28 R-Frame Design Program - Version v4 . 1 Job : 80708A Anchor Rod and Base Plate Design File: frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 ./90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- BOTH EXTERIOR COLUMNS ANCHOR RODS AND BASE PLATE DESIGN Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4) - 1 . 000 in. Dia. A36 Anchor Rods Rod Gage : 4 . 000 in. Rod Spacing (in. ) : 4 . 0000, 1 @ 4 . 0000, 4 . 0000 Plate Size : 8 . 0000x 12 . 0000x 0 .6250 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0 . 000 12 . 102 68 .330 94 0 . 18 Rod Shear 23 . 663 0 . 000 36 .443 3 0 . 65 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in. ) (in. ) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0 .31250 8 . 000 37 . 123 17 .381 3 0 .47 Outer Flg 0 . 31250 8 . 000 37 . 123 4 . 046 94 0 . 11 Web Plate 0 . 18750 10 . 000 27 . 842 23 . 663 3 0 . 85 Star Building Systems, 9, OK User: a4anna Page: F2- 29 R-Frame Design Program - Version v4 . 1 Job : 80708A Connection Report File: frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter and Right Rafter Depth 1 -------------------------------------------------------------------------------- BOLTS A325 H.S . - Fully Tightened (O.S. ) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row) (I .S . ) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 8 . 00 x 0 .7500 in. Plate: 8 . 00 x 0 . 7500 in Fy(Min) 55 . 0 ksi Fy(Min) 55 . 0 ksi Fu 70 . 0 ksi Fu 70 . 0 ksi Flanges : Flanges: O.S. - 8 . 00 x 0 .3750 in. O.S. - 6 . 00 x 0 .3750 in. I .S . - 7 . 75 x 0 . 5000 in. I .S. - 6 . 00 x 0 .5000 in. Web Depth - 36 . 020 in. Web Depth - 36 . 020 in. Web Thickness 0 .250 in. Web Thickness 0 .250 in. Gage - 3 .500 in. Gage - 3 . 500 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 1 .438 in. Pf top (out) - 1. 312 in. Pf top (ins) - 1. 686 in. Pf top (ins) - 1. 811 in. Pf bot (out) - 1.381 in. Pf bot (out) - 1.491 in. Pf bot (ins) - 1. 619 in. Pf bot (ins) - 1 . 503 in. Bolt Spacing- 3 . 500 in. Bolt Spacing- 3 . 500 in. Controlling Mode : Thick Plate Controlling Mode : Thick Plate Angle top - 85 .2 degrees Angle top - 94 . 8 degrees Angle bot - 90 . 0 degrees Angle bot - 81 .2 degrees Left Side Frame Right Side Frame Controlling Moments Axial Shear Moments Axial Shear Load Combinations : (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 1) DL +LL +COLL +ADW (SOA-L -349 .20 -22 .64 24 . 98 -342 .36 -22 . 64 24 . 81 96) 0 . 6DL +LWL2 +0 . 6ADW (SOA 126 . 18 10 . 56 -9 .48 124 .41 10 .50 -10 . 12 Connection Design Summary: Bolt Unity Check (O.S . ) = 0 . 7412 Plate Unity Check (O.S. ) = 0 .6268 Bolt Unity Check (I .S. ) = 0 . 3347 Plate Unity Check (I .S. ) = 0 .2812 Star Building Systems, 0, OK User: a*nna Page: F2- 30 R-Frame Design Program - Version v4 .1 Job : 80708A Connection Report File: frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 . /90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Peak Connection @ Left Rafter and Right Rafter Depth 5 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S. ) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I .S . ) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 6 . 00 x 0 .3750 in. Plate: 6 . 00 x 0 .3750 in Fy(Min) 55 . 0 ksi Fy(Min) 55 . 0 ksi Fu 70 . 0 ksi Fu 70 . 0 ksi Flanges : Flanges: O.S. - 6 . 00 x 0 .3750 in. O.S. - 6 . 00 x 0 .3750 in. I .S. - 6 . 00 x 0 .2500 in. I .S. - 6 . 00 x 0 .2500 in. Web Depth - 17 . 561 in. Web Depth - 17 . 561 in. Web Thickness 0 . 156 in. Web Thickness 0 . 156 in. Gage - 3 . 000 in. Gage - 3 . 000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 1 . 156 in. Pf top (out) - 1. 156 in. Pf top (ins) - 1 .467 in. Pf top (ins) - 1.467 in. Pf bot (out) - 1. 094 in. Pf bot (out) - 1. 094 in. Pf bot (ins) - 1.655 in. Pf bot (ins) - 1 . 655 in. Bolt Spacing- 3 . 000 in. Bolt Spacing- 3 . 000 in. Angle top - 85 .2 degrees Angle top - 85 .2 degrees Angle bot - 94 . 8 degrees Angle bot - 94 . 8 degrees Left Side Frame Right Side Frame Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 93) 0 . 6DL +LWL1 +0 .6ADW (SOA -22 .45 11 .51 0 . 05 -22 .45 11 .51 -0 . 05 2) DL +LL +COLL +ADW (SOA-R 69 . 71 -22 .64 -0 . 08 69 .71 -22 .64 0. 08 Connection Design Summary: Bolt Unity Check (O.S . ) = 0 .3720 Plate Unity Check (O.S. ) = 0 .5760 Bolt Unity Check (I .S . ) = 0 . 6347 Plate Unity Check (I .S. ) = 0 . 9720 Required Connection Plate Welding >> (Using E70 Electrodes) ------------------------------------ Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Check Weld Location Type (in. ) (in. ) (kips) (kips) No. Ratio ------------------------------------------------------------------------------ Left Side of Conn Inner Flg Fillet-BS 0 . 1875 12 . 0000 50 . 1162 41 . 5723 1 0. 8295 Outer Flg Fillet-BS 0 .3125 12 . 0000 83 . 5270 19 . 0642 93 0 .2282 Web Plate Fillet-BS 0 . 1875 35 . 1213 97 . 7859 4 . 8601 93 0 . 0497 Right Side of Conn Inner Flg Fillet-BS 0 . 1875 12 . 0000 50 . 1162 41 .5723 1 0 . 8295 Outer Flg Fillet-BS 0 .3125 12 . 0000 83 . 5270 19 . 0642 93 0.2282 Web Plate Fillet-BS 0 . 1875 35 . 1213 97 . 7859 4 . 8601 93 0 . 0497 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. Star Building Systems, 0, OK User: a*I anna Page: F2- 31 R-Frame Design Program - Version v4 . 1 Job : 80708A Knee and Stiffener Report File: frames-2-4 . fra Date: 5/23/12 cs 90 ./20 . /19 .417 20 ./90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Left and Right Knee Design Knee Web Thickness Use 0 .2500 in. Thick Web Bearing Stiffener Type Horizontal Bearing Stiffener at Knee 3 . 7500 X 0 .5000 in. Column Cap Plate 8 . 0000 X 0 .3750 in. Knee Panel Weld Sizes Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0 .2500 in. x 34 . 620 in. GMAW on NEAR Side (STD. WELD) Column Cap Plate: 0 .2500 in. x 3 . 000 in. GMAW on FAR Side (STD. WELD) Horizontal Stiffener: 0 .2500 in. x 34 . 500 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0 .2500 in. x 3 . 000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0 . 1875 in. x 33 .250 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0 . 1875 in. x 33 .250 in. GMAW on FAR Side (STD. WELD) Column Connection Pl . : 0 . 1875 in. x 36 . 125 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld Use 3 . 750 in. Long Complete-Joint-Penetration Groove GMAW Weld (STD. WELD) (STD. WELD) - Company Standard Weld was Designed and Checked as OK. Star Building Systems, 0, OK User: alOnna Page: F2- 32 R-Frame Design Program - Version v4 . 1 Job : 80708A Flange Brace Report File: frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 ./90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- GIRT SPACES VERTICAL MEASUREMENTS LEFT COLUMN RIGHT COLUMN 1 @ 714 @ FLOOR 1 @ 714 @ FLOOR 1 @ 512 1 @ 512 1 @ 716 @ EAVE 1 @ 716 @ EAVE PURLIN SPACES HORIZONTAL MEASUREMENTS LEFT RAFTER RIGHT RAFTER 2 @ 414-9/1611 @ EAVE 2 @ 414-9/1611 @ EAVE 7 @ 510 7 @ 510 1 @ 112-15/1611 @ PEAK 1 @ 112-15/1611 @ PEAK -------------------------------------------------------------------------------- MEMBER DISTANCE TO BRACE POINTS (Feet) - LEFT RAFTER Measured along T.F. from left steel line - RIGHT RAFTER Measured along T.F.. from right steel line - EXT. COLUMNS Measured along T.F. from base -------------------------------------------------------------------------------- LFT COLUMN 7 .33 12 . 50 (N) (N) LFT RAFTER 4 . 39 8 .79 13 . 80 18 . 82 23 . 84 28 . 86 33 . 87 38 . 89 43 . 91 (C) (C) (C) (N) (C) (N) (C) (N) (C) RGT COLUMN 7 .33 12 .50 (N) (N) RGT RAFTER 4 .39 8 . 79 13 . 80 18 . 82 23 . 84 28 .86 33 . 87 38 . 89 43 . 91 (C) (C) (C) (N) (C) (N) (C) (N) (C) -------------------------------------------------------------------------------- 'IN" Indicates that No flange braces are located at the brace point IICII Indicates that One 21Ix2IIx14 ga flange brace is located at the brace point -------------------------------------------------------------------------------- Star Building Systems, 9, OK User: a9anna Page: F2- 33 R-Frame Design Program - Version v4 . 1 Job : 80708A Primary Deflection Report File: frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 ./90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS . (Positive = X:Right Y:Upward) (Inches) Load Ext . Left Col Ext Right Col Comb X-Def Y-Def X-Def Y-Def ------------------------------------------------------------------------------ 1 -0 .422 0 . 031 0 .422 0 . 031 2 -0 .422 0 . 031 0 .422 0 . 031 3 -0 .404 0 . 028 0 .428 0 . 030 4 -0 .404 0 . 028 0 .428 0 . 030 5 -0 .428 0 . 030 0 .404 0 . 028 6 -0 .428 0 . 030 0 .404 0 . 028 7 -0 .386 0 . 028 0 .386 0 . 028 8 -0 .386 0 . 028 0 .386 0 . 028 9 -0 .369 0 . 025 0 .393 0 . 027 10 -0 .369 0 . 025 0 .393 0 . 027 11 -0 .393 0 . 027 0 .369 0 . 02S 12 -0 .393 0 . 027 0 .369 0 . 025 13 0 . 103 -0 . 010 0 . 368 0 . 024 14 0 . 103 -0 . 010 0 . 368 0 . 024 15 -0 . 096 0 . 004 0 . 169 0 . 010 16 -0 . 096 0 . 004 0. 169 0 . 010 17 -0 . 169 0 . 010 0 . 096 0 . 004 18 -0 . 169 0 . 010 0 . 096 0 . 004 19 -0 .368 0 . 024 -0 . 103 -0 . 010 20 -0 .368 0 . 024 -0 . 103 -0 . 010 21 0 . 852 -0 . 060 0 . 964 0 . 067 22 0 . 852 -0 . 060 0 . 964 0 . 067 23 -0 . 964 0 . 067 -0 . 852 -0 . 060 24 -0 . 964 0 . 067 -0 . 852 -0 . 060 25 0 .785 -0 . 057 1. 055 0 . 073 26 0 .785 -0 . 057 1. 055 0 . 073 27 -1 . 031 0 . 071 -0 . 761 -0 . 055 28 -1 . 031 0 . 071 -0 . 761 -0 . 055 29 0 . 761 -0 . 055 1. 031 0 . 071 30 0 . 761 -0 . 055 1. 031 0 . 071 31 -1 . 055 0 . 073 -0 . 785 -0 . 057 32 -1 . 055 0 . 073 -0 . 785 -0 . 057 33 0 . 881 -0 . 062 0 . 935 0 . 065 34 0 . 881 -0 . 062 0 . 935 0 . 065 35 -0 . 935 0 . 065 -0 . 881 -0 . 062 36 -0 . 935 0 . 065 -0 . 881 -0 . 062 73 0 . 095 -0 . 007 -0 . 015 -0 . 002 74 0 . 095 -0 . 007 -0 . 015 -0 . 002 75 0 . 044 -0 . 003 0 . 036 0 . 002 76 0 . 044 -0 . 003 0 . 036 0 . 002 77 0 . 047 -0 . 003 -0 . 095 -0 . 007 78 0 . 047 -0 . 003 -0 . 095 -0 . 007 79 0 . 095 -0 . 007 -0 . 047 -0 . 003 80 0 . 095 -0 . 007 -0 . 047 -0 . 003 81 0 . 009 0 . 000 -0 . 030 -0 . 002 82 0 . 009 0 . 000 -0 . 030 -0 . 002 83 0 . 030 -0 . 002 -0 . 009 0 . 000 84 0 . 030 -0 . 002 -0. 009 0 . 000 85 0 . 015 -0 . 002 -0. 095 -0 . 007 86 0 . 015 -0 . 002 -0 . 095 -0 . 007 87 -0 . 036 0 . 002 -0 . 044 -0 . 003 88 -0 . 036 0 . 002 0-0 . 044 -0 . 003 89 0 . 118 -0 . 008 -0 . 038 -0 . 003 90 0 . 118 -0 . 008 -0 . 038 -0 . 003 91 0 . 066 -0 . 004 0 . 014 0 . 001 92 0 . 066 -0 . 004 0. 014 0 . 001 93 0 . 069 -0 . 004 -0 . 118 -0 . 008 94 0 . 069 -0 . 004 -0 . 118 -0 . 008 95 0 . 118 -0 . 008 -0 . 069 -0 . 004 96 0 . 118 -0 . 008 -0 . 069 -0 . 004 97 0 . 032 -0 . 001 -0 . 052 -0 . 003 98 0 . 032 -0 . 001 -0 . 052 -0 . 003 99 0 . 052 -0 . 003 -0 . 032 -0 . 001 100 0 . 052 -0 . 003 -0 . 032 -0 . 001 101 0 . 038 -0 . 003 -0 . 118 -0 . 008 102 0 . 038 -0 . 003 -0 . 118 -0 . 008 103 -0 . 014 0 . 001 -0. 066 -0 . 004 104 -0 . 014 0 . 001 -0 . 066 -0 . 004 105 0 . 028 -0 . 003 0 . 076 0 . 004 106 0 . 028 -0 . 003 0 . 076 0 . 004 107 0 . 004 -0 . 001 0 . 052 0 . 002 108 0 . 004 -0 . 001 0 . 052 0 . 002 109 -0 . 023 0 . 001 0 . 127 0 . 007 110 -0 . 023 0 . 001 0 . 127 0 . 007 ill -0 . 047 0 . 003 0 . 103 0 . 006 112 -0 . 047 0 . 003 0 . 103 0 . 006 113 -0 . 020 0 . 001 -0 . 004 -0 . 001 114 -0 . 020 0 . 001 -0 . 004 -0 . 001 115 -0 . 044 0 . 003 -0 . 028 -0 . 003 116 -0 . 044 0 . 003 -0 . 028 -0 . 003 117 0 . 028 -0 . 003 0 . 044 0 . 003 118 0 . 028 -0 . 003 0 . 044 0 . 003 119 0 . 004 -0 . 001 0 . 020 0 . 001 120 0 . 004 -0 . 001 0 . 020 0 . 001 121 -0 . 058 0 . 004 0 . 062 0 . 004 122 -0 . 058 0 . 004 0 . 062 0 . 004 123 -0 . 082 0 . 006 0 . 038 0 . 002 124 -0 . 082 0 . 006 0 . 038 0 . 002 125 -0 . 038 0 . 002 0 . 082 0 . 006 126 -0 . 038 0 . 002 0 . 082 0 . 006 127 -0 . 062 0 . 004 0 . 058 0 . 004 128 -0 . 062 0 . 004 0 . 058 0 . 004 129 -0 . 052 0 . 002 -0 . 004 -0 . 001 130 -0 . 052 0 . 002 -0 . 004 -0 . 001 131 -0 . 076 0 . 004 -0 . 028 -0 . 003 132 -0 . 076 0 . 004 -0 . 028 -0 . 003 133 -0 .103 0 . 006 0 . 047 0 . 003 134 -0 .103 0 . 006 0 . 047 0 . 003 135 -0 . 127 0 . 007 0 . 023 0 . 001 136 -0 . 127 0 . 007 0 . 023 0 . 001 137 0 . 155 -0 . 013 0 .257 0 . 017 138 0 . 155 -0 . 013 0 .257 0 . 017 139 0 . 006 -0 . 002 0 . 108 0 . 006 140 0 . 006 -0 . 002 0 . 108 0 . 006 141 -0 . 048 0 . 003 0 . 054 0 . 001 142 -0 . 048 0 . 003 0 . 054 0 . 001 143 -0 . 197 0 . 013 -0 . 095 -0 . 009 144 -0 . 197 0 . 013 -0 . 095 -0 . 009 145 0 . 117 -0. 010 0 .296 0 . 020 146 0 . 117 -0 . 010 0 .296 0 . 020 147 -0 . 032 0 . 001 0 . 147 0 . 009 148 -0 . 032 0 . 001 0. 147 0 . 009 149 -0 . 087 0 . 006 0 . 092 0 .004 150 -0 . 087 0.006 0 . 092 0 . 004 151 -0 .236 0 . 016 0-0 . 057 -0 . 006 152 -0 .236 0 . 016 -0 . 057 -0 . 006 153 0 . 119 -0 . 010 0 . 197 0 . 013 154 0 . 119 -0 . 010 0 . 197 0 . 013 155 -0 . 030 0 . 001 0 . 048 0 . 003 156 -0 . 030 0 . 001 0 . 048 0 . 003 157 -0 . 085 0 . 006 -0 . 006 -0 . 002 158 -0 . 085 0 . 006 -0 . 006 -0 . 002 159 -0 .234 0 . 016 -0 . 155 -0 . 013 160 -0 .234 0 . 016 -0 . 155 -0 . 013 161 0 . 155 -0 . 013 0 . 234 0 . 016 162 0 . 155 -0. 013 0 .234 0 . 016 163 0 . 006 -0 . 002 0 . 085 0 . 006 164 0 . 006 -0 . 002 0 . 085 0 . 006 165 -0 . 048 0 . 003 0 . 030 0 . 001 166 -0 . 048 0 . 003 0 . 030 0 . 001 167 -0 . 197 0 . 013 -0 . 119 -0 . 010 168 -0 . 197 0 . 013 -0 . 119 -0 . 010 169 0 . 091 -0 . 008 0 .247 0 . 017 170 0 . 091 -0 . 008 0 .247 0 . 017 171 -0 . 058 0 . 003 0 . 098 0 . 007 172 -0 . 058 0 . 003 0 . 098 0 . 007 173 -0 . 113 0 . 008 0 . 043 0 . 001 174 -0 .113 0 . 008 0 . 043 0 . 001 175 -0 .262 0 . 018 -0 . 106 -0 . 009 176 -0 .262 0 . 018 -0 . 106 -0 . 009 177 0 . 106 -0 . 009 0 . 262 0 . 018 178 0 . 106 -0 . 009 0 .262 0 . 018 179 -0 . 043 0 . 001 0 . 113 0 . 008 180 -0 . 043 0 . 001 0 . 113 0 . 008 181 -0 . 098 0 . 007 0 . 058 0 . 003 182 -0 . 098 0 . 007 0 . 058 0 . 003 183 -0 .247 0 . 017 -0 . 091 -0 . 008 184 -0 .247 0 . 017 -0 . 091 -0 . 008 185 0 . 095 -0 . 009 0 . 197 0 . 013 186 0 . 095 -0 . 009 0 . 197 0 . 013 187 -0 . 054 0 . 001 0 . 048 0 . 003 188 -0 . 054 0 . 001 0. 048 0 . 003 189 -0 . 108 0 . 006 -0 . 006 -0 . 002 190 -0 . 108 0 . 006 -0 . 006 -0 . 002 191 -0 .257 0 . 017 -0 . 155 -0 . 013 192 -0 .257 0 . 017 -0. 155 -0 . 013 93 0 . 057 -0. 006 0 .236 0 . 016 194 0 . 057 -0. 006 0 .236 0 . 016 1195 -0 . 092 0 . 004 0 . 087 0 . 006 196 -0 . 092 0 . 004 0. 087 0 . 006 197 -0 . 147 0 . 009 0 . 032 0 . 001 198 -0 . 147 0 . 009 0 . 032 0 . 001 199 -0 .296 0 . 020 -0 . 117 -0 . 010 200 -0 .296 0. 020 -0 . 117 -0 . 010 201 -0 .238 0 . 018 0 .298 0 . 022 202 -0 .238 0 . 018 0 .298 0 . 022 203 -0 .276 0 . 021 0 . 336 0 . 025 204 -0 .276 0 . 021 0 .336 0 . 025 205 -0 .274 0 . 021 0 .238 0 . 018 206 -0 .274 0 . 021 0 .238 0 . 018 207 -0 .238 0 . 018 0 .274 0 . 021 208 -0 .238 0 . 018 0 .274 0 . 021 209 -0 .302 0 . 023 0.287 0 . 022 210 -0 .302 0 . 023 0 .287 0 . 022 211 -0 .287 0. 022 0 . 302 0 . 023 212 -0 .287 0 . 022 0 .302 0 . 023 213 -0 .298 0 . 022 0 .238 0 . 018 214 -0 .298 0 . 02210 0 .238 0 . 018 is 215 -0 .336 0 . 025 0 .276 0 . 021 216 -0 .336 0 . 025 0 .276 0 . 021 217 -0 .211 0 . 016 0 .271 0 . 020 218 -0 .211 0 . 016 0 .271 0 . 020 219 -0 .250 0 . 019 0 .310 0 . 022 220 -0 .250 0 . 019 0 .310 0 . 022 221 -0 .248 0 . 019 0 .211 0 . 016 222 -0 .248 0 . 019 0 .211 0 . 016 223 -0 .211 0 . 016 0 .248 0 . 019 224 -0 .211 0 . 016 0 .248 0 . 019 225 -0 .276 0 . 021 0 .261 0 . 020 226 -0 .276 0 . 021 0 .261 0 . 020 227 -0 .261 0 . 020 0 .276 0 . 021 228 -0 .261 0 . 020 0 .276 0 . 021 229 -0 .271 0 . 020 0 .211 0 . 016 230 -0 .271 0 . 020 0 .211 0 . 016 231 -0 .310 0 . 022 0 .250 0 .019 232 -0 .310 0 . 022 0 .250 0 . 019 233 -0 . 142 0 . 008 0 .495 0 . 034 234 -0 . 142 0 . 008 0 .495 0 . 034 235 -0 .291 0 . 018 0 .346 0 . 024 236 -0 .291 0 . 018 0 . 346 0 . 024 237 -0 .346 0 . 024 0 .291 0 . 018 238 -0 .346 0 . 024 0 .291 0 . 018 239 -0 .495 0 . 034 0. 142 0 . 008 240 -0 .495 0 . 034 0 . 142 0 . 008 241 -0 . 029 0 . 000 0 .442 0 . 030 242 -0 . 029 0 . 000 0 .442 0 . 030 243 -0 . 178 0 . 011 0 .293 0 . 020 244 -0 . 178 0 . 011 0 .293 0 . 020 245 -0 .233 0 . 016 0 .238 0 . 015 246 -0 .233 0 . 016 0 .238 0 . 015 247 -0 .382 0 . 027 0 . 089 0 . 004 248 -0 .382 0 . 027 0 . 089 0 . 004 249 -0 . 067 0 . 003 0 .480 0 . 033 250 -0 . 067 0 . 003 0 .480 0 . 033 251 -0 .216 0 . 014 0 . 331 0 . 022 252 -0 .216 0 . 014 0 . 331 0 . 022 253 -0 .271 0 . 019 0 .276 0 . 017 254 -0 .271 0 . 019 0 .276 0 . 017 255 -0 .420 0 . 029 0 . 127 0 . 007 256 -0 .420 0 . 029 0 . 127 0 . 007 257 -0 . 06S 0 . 003 0 . 382 0 . 026 258 -0 . 065 0 . 003 0 . 382 0 . 026 259 -0 .214 0 . 014 0 .233 0 . 016 260 -0 .214 0 . 014 0 .233 0 . 016 261 -0 .269 0 . 019 0 . 178 0 . 011 262 -0 .269 0 . 019 0 . 178 0 . 011 263 -0 .418 0 . 030 0 . 029 0 . 000 264 -0 .418 0 . 030 0 . 029 0 . 000 265 -0 . 029 0 . 000 0 .418 0 . 030 266 -0 . 029 0 . 000 0.418 0 . 030 267 -0 . 178 0 . 011 0 .269 0 . 019 268 -0 . 178 0 . 011 0 .269 0 . 019 269 -0 .233 0 . 016 0 .214 0 . 014 270 -0 .233 0 . 016 0 .214 0 . 014 271 -0 .382 0 .026 0. 065 0 . 003 272 -0 .382 0 . 026 0. 065 0 . 003 273 -0 . 093 0 . 005 0 .431 0 . 030 274 -0 . 093 0 . 005 0.431 0 . 030 275 -0 .242 0 . 016 0 .282 0 . 020 276 -0 .242 0. 016 0 .282 0 . 020 277 -0 .297 0 . 021 0 0 .227 0 . 015 278 -0 .297 0. 021 0 .227 0 . 015 279 -0 .446 0 . 032 0 . 078 0 . 004 280 -0 .446 0 . 032 0 . 078 0 . 004 281 -0 . 078 0 . 004 0 .446 0 . 032 282 -0 . 078 0 . 004 0 .446 0 . 032 283 -0 .227 0 . 015 0 .297 0 . 021 284 -0 .227 0 . 015 0 .297 0 . 021 285 -0 .282 0 . 020 0 .242 0 . 016 286 -0 .282 0 . 020 0 .242 0 . 016 287 -0 .431 0 . 030 0 . 093 0 . 005 288 -0 .431 0 . 030 0 . 093 0 . 005 289 -0 . 089 0 . 004 0 . 382 0 . 027 290 -0 . 089 0 . 004 0 .382 0 . 027 291 -0 .238 0 . 015 0 .233 0 . 016 292 -0 .238 0 . 015 0 .233 0 . 016 293 -0 .293 0 . 020 0 . 178 0 . 011 294 -0 .293 0 . 020 0 . 178 0 . 011 295 -0 .442 0 . 030 0 . 029 0 . 000 296 -0 .442 0 . 030 0 . 029 0 . 000 297 -0 . 127 0 . 007 0 .420 0 . 029 298 -0 . 127 0 . 007 0 .420 0 . 029 299 -0 .276 0 . 017 0 .271 0 . 019 300 -0 .276 0 . 017 0 .271 0 . 019 301 -0 .331 0 . 022 0 .216 0 . 014 302 -0 .331 0 . 022 0 .216 0 . 014 303 -0 .480 0 . 033 0 . 067 0 . 003 304 -0 .480 0 . 033 0 . 067 0 . 003 305 -1 .337 0 . 096 -0 . 587 -0 . 039 306 -1 .337 0 . 096 -0 . 587 -0 . 039 307 -1 . 319 0 . 093 -0 . 580 -0 . 040 308 -1 . 319 0 . 093 -0 . 580 -0 . 040 309 -1 .343 0 . 095 -0 . 604 -0 . 042 310 -1 .343 0 . 095 -0 . 604 -0 . 042 311 0 . 587 -0 . 039 1. 337 0 . 096 312 0 . 587 -0 . 039 1. 337 0 . 096 313 0 . 604 -0 . 042 1. 343 0 . 095 314 0 . 604 -0 . 042 1 . 343 0 . 095 315 0 .580 -0 . 040 1 . 319 0 . 093 316 0 .580 -0 . 040 1 . 319 0 . 093 317 -0 . 095 0. 007 0 . 095 0 . 007 318 -0 . 095 0 . 007 0 . 095 0 . 007 319 -0 .281 0 . 021 0 .281 0 . 021 320 -0 .246 0 . 018 0 . 246 0 . 018 321 0 .727 -0 . 049 1 . 196 0 . 086 322 -1 . 196 0 . 0 86 -0 . 727 -0 . 049 323 0 . 151 -0 . 010 -0 . 071 -0 . 005 324 0 . 100 -0 . 006 -0 . 020 -0 . 002 325 0 . 103 -0 . 006 -0 . 151 -0 . 010 326 0 . 151 -0 . 010 -0 . 103 -0 . 006 327 0 . 065 -0 . 003 -0 . 086 -0 . 005 328 0 . 086 -0 . 005 -0 . 065 -0 . 003 329 0 . 071 -0 . 005 -0 . 151 -0 . 010 330 0 . 020 -0 . 002 -0 . 100 -0 . 006 331 2 . 822 -0 . 066 3 . 165 0 . 074 332 2 . 867 -0 . 067 3 . 120 0 . 073 333 -3 . 165 0 . 074 -2 . 822 -0 . 066 334 -3 . 120 0 . 073 -2 . 867 -0 . 067 Pos . Max 2 . 867 0. 096 3 . 165 0 . 096 Load Comb 332 305 331 311 Defl . H/ 73 H/ 66 ------------------------------------------------------------------------------ Neg. Max -3 . 165 -0 . 067 02 . 867 -0 . 067 Load Comb 333 332 334 334 Defl . H/ 66 H/ 73 MAX RAFTER DEFLECTIONS for SPAN #1 . (Positive = Y:Upward) Load Max. Downward Deflection Max. Upward Deflection Comb Y-Def. X-Dist . from Left S.L. Y-Def . . X-Dist . from Left S.L. ------------------------------------------------------------------------------ 1 -4 .326 in. 45 . 00 ft . 0 . 031 in. 87 . 61 ft . 2 -4 .326 in. 45 . 00 ft. 0 . 031 in. 87 . 61 ft . 3 -4 .291 in. 45 . 00 ft . 0 . 030 in. 87 . 61 ft . 4 -4 .291 in. 45 . 00 ft . 0 . 030 in. 87 . 61 ft . 5 -4 .291 in. 45 . 00 ft . 0 . 030 in. 2 . 39 ft . 6 -4 .291 in. 45. 00 ft . 0 . 030 in. 2 . 39 ft . 7 -3 . 964 in. 45 . 00 ft . 0 . 028 in. 87 . 61 ft . 8 -3 . 964 in. 45 . 00 ft . 0 . 028 in. 87 .61 ft . 9 -3 . 929 in. 45 . 00 ft. 0 . 027 in. 87 . 61 ft . 10 -3 . 929 in. 45 . 00 ft. 0 . 027 in. 87 . 61 ft . 11 -3 . 929 in. 45 . 00 ft . 0 . 027 in. 2 .39 ft . 12 -3 . 929 in. 45 . 00 ft . 0 . 027 in. 2 . 39 ft . 13 -1 .414 in. 41 .31 ft . 0 . 027 in. 86 . 17 ft . 14 -1 .414 in. 41 .31 ft . 0 . 027 in. 86 . 17 ft . 15 -1 .396 in. 44 .66 ft. 0 . 010 in. 87 . 61 ft . 16 -1 .396 in. 44 .66 ft. 0 . 010 in. 87 . 61 ft . 17 -1 .396 in. 45 .34 ft. 0 . 010 in. 2 .39 ft . 18 -1 .396 in. 45 .34 ft . 0 . 010 in. 2 .39 ft . 19 -1 .414 in. 48 . 69 ft . 0 . 027 in. 3 . 83 ft . 20 -1 .414 in. 48 .69 ft . 0 . 027 in. 3 . 83 ft . 21 -0 . 985 in. 29 . 97 ft . 0 .420 in. 71.40 ft . 22 -0 . 985 in. 29 . 97 ft . 0 .420 in. 71.40 ft . 23 -0 . 985 in. 60 . 03 ft . 0 .420 in. 18 . 60 ft . 24 -0 . 985 in. 60 . 03 ft. 0.420 in. 18 . 60 ft. 25 -1 . 659 in. 35 . 09 ft. 0 .258 in. 77 .30 ft . 26 -1 .659 in. 35 . 09 ft . 0 .258 in. 77. 30 ft . 27 -1 .647 in. 54 . 91 ft . 0 .245 in. 11. 37 ft . 28 -1 .647 in. 54 . 91 ft . 0 .245 in. 11. 37 ft . 29 -1 .647 in. 35 . 09 ft . 0 .245 in. 78 . 63 ft . 30 -1 . 647 in. 35 . 09 ft . 0 .245 in. 78 . 63 ft . 31 -1 . 659 in. 54 . 91 ft . 0 .258 in. 12 .70 ft . 32 -1 . 659 in. 54 . 91 ft . 0 .258 in. 12 .70 ft . 33 -0 . 793 in. 27 .51 ft . 0 . 519 in. 68 .66 ft . 34 -0 . 793 in. 27 .51 ft . 0 . 519 in. 68 . 66 ft . 35 -0 .793 in. 62 .49 ft . 0 . 519 in. 21 . 34 ft . 36 -0 .793 in. 62 .49 ft . 0 .519 in. 21 . 34 ft . 73 -0 . 007 in. 2 .39 ft. 0 .585 in. 42 . 65 ft . 74 -0 . 007 in. 2 .39 ft . 0 . 585 in. 42 . 65 ft . 75 -0 . 031 in. 61 .44 ft . 0 . 059 in. 32 . 64 ft . 76 -0 . 031 in. 61 .44 ft . 0 . 059 in. 32 . 64 ft . 77 -0 . 007 in. 87 .61 ft . 0.778 in. 44 . 66 ft . 78 -0 . 007 in. 87 .61 ft . 0 . 778 in. 44 . 66 ft . 79 -0 . 007 in. 2 .39 ft . 0 .778 in. 45 .34 ft . 80 -0 . 007 in. 2 .39 ft . 0 .778 in. 45 .34 ft . 81 -0 . 002 in. 87 .61 ft . 0 .244 in. 44 . 06 ft . 82 -0 . 002 in. 87 .61 ft . 0 .244 in. 44 . 06 ft. 83 -0 . 002 in. 2 .39 ft . 0 .244 in. 45 . 94 ft . 84 -0 . 002 in. 2 .39 ft . 0 .244 in. 45 . 94 ft . 85 -0 . 007 in. 87 .61 ft . 0 .585 in. 47 .35 ft . 86 -0 . 007 in. 87 . 61 ft . 0 .585 in. 47 .35 ft. 87 -0 . 031 in. 28 .56 ft. 0 . 059 in. 57. 36 ft . 88 -0 . 031 in. 28 .56 ft. 0. 059 in. 57.36 ft . 89 -0 . 008 in. 99 ft . 0 . 815 in.* 42 . 65 ft . 90 -0 . 008 in. 2 .39 ft. 0 . 815 in. 42 . 65 ft . 91 -0 . 004 in. 2 .39 ft. 0 .270 in. 39 . 98 ft . 92 -0 . 004 in. 2 .39 ft. 0 .270 in. 39 . 98 ft . 93 -0 . 008 in. 87 .61 ft. 1. 010 in. 44 . 66 ft . 94 -0 . 008 in. 87 .61 ft . 1. 010 in. 44 . 66 ft . 95 -0 . 008 in. 2 .39 ft . 1. 010 in. 45 . 34 ft . 96 -0 . 008 in. 2 .39 ft. 1. 010 in. 45 . 34 ft . 97 -0 . 003 in. 87 . 61 ft . 0 .476 in. 44 . 66 ft . 98 -0 . 003 in. 87 . 61 ft . 0 .476 in. 44 . 66 ft . 99 -0 . 003 in. 2 .39 ft . 0 .476 in. 45 . 34 ft . 100 -0 . 003 in. 2 .39 ft . 0 .476 in. 45. 34 ft . 101 -0 . 008 in. 87 . 61 ft . 0 . 815 in. 47 . 35 ft . 102 -0 . 008 in. 87 .61 ft . 0 . 815 in. 47 . 35 ft . 103 -0 . 004 in. 87 .61 ft. 0 .270 in. 50 . 02 ft . 104 -0 . 004 in. 87 .61 ft. 0 .270 in. 50. 02 ft. 105 -0 .267 in. 50 . 02 ft. 0 . 004 in. 87 .61 ft. 106 -0 .267 in. 50 . 02 ft . 0 . 004 in. 87 . 61 ft. 107 -0 .274 in. 51.44 ft . 0 . 002 in. 87 . 61 ft . 108 -0 .274 in. 51.44 ft . 0 . 002 in. 87 . 61 ft . 109 -0 . 814 in. 47 .35 ft . 0 . 007 in. 87 . 61 ft . 110 -0 . 814 in. 47 .35 ft . 0 . 007 in. 87 . 61 ft . ill -0 . 817 in. 47 .35 ft . 0 . 006 in. 87 . 61 ft . 112 -0 . 817 in. 47 .35 ft . 0 . 006 in. 87 . 61 ft . 113 -0 . 057 in. 47 .35 ft . 0 . 001 in. 2 . 39 ft . 114 -0 . 057 in. 47 .35 ft . 0 . 001 in. 2 . 39 ft . 115 -0 . 064 in. 54 . 11 ft. 0 . 008 in. 12 . 70 ft . 116 -0 . 064 in. 54 . 11 ft. 0 . 008 in. 12 . 70 ft . 117 -0 . 064 in. 35 . 89 ft . 0 . 008 in. 77 . 30 ft . 118 -0 . 064 in. 35 . 89 ft . 0 . 008 in. 77 . 30 ft . 119 -0 . 057 in. 42 . 65 ft . 0 . 001 in. 87 . 61 ft . 120 -0 . 057 in. 42 . 65 ft . 0 . 001 in. 87 . 61 ft . 121 -0 . 590 in. 45 . 00 ft . 0 . 004 in. 87 . 61 ft . 122 -0 . 590 in. 45 . 00 ft . 0 . 004 in. 87 . 61 ft . 123 -0 . 590 in. 45 . 94 ft . 0 . 006 in. 2 . 39 ft . 124 -0 . 590 in. 45 . 94 ft . 0 . 006 in. 2 . 39 ft . 125 -0 .590 in. 44 . 06 ft . 0 . 006 in. 87 . 61 ft . 126 -0 .590 in. 44 . 06 ft . 0 . 006 in. 87 . 61 ft . 127 -0 .590 in. 45 . 00 ft . 0 . 004 in. 2 . 39 ft . 128 -0 .590 in. 45 . 00 ft . 0 . 004 in. 2 . 39 ft . 129 -0 .274 in. 38 .56 ft . 0 . 002 in. 2 . 39 ft . 130 -0 .274 in. 38 .56 ft . 0 . 002 in. 2 . 39 ft . 131 -0 .267 in. 39 .98 ft . 0 . 004 in. 2 . 39 ft . 132 -0 .267 in. 39 . 98 ft. 0 . 004 in. 2 . 39 ft . 133 -0 . 817 in. 42 .65 ft . 0 . 006 in. 2 .39 ft . 134 -0 . 817 in. 42 .65 ft . 0 . 006 in. 2 . 39 ft . 135 -0 . 814 in. 42 .65 ft . 0 . 007 in. 2 .39 ft . 136 -0 . 814 in. 42 .65 ft . 0 . 007 in. 2 .39 ft . 137 -0 .550 in. 41 .31 ft . 0 . 028 in. 84 . 15 ft . 138 -0 . 550 in. 41 .31 ft . 0 . 028 in. 84 . 15 ft. 139 -0 .542 in. 46 .44 ft . 0 . 006 in. 87 . 61 ft . 140 -0 . 542 in. 46 .44 ft . 0 . 006 in. 87 . 61 ft . 141 -0 . 550 in. 48 . 69 ft. 0 . 003 in. 2 . 39 ft . 142 -0 . 550 in. 48 . 69 ft. 0 . 003 in. 2 . 39 ft . 143 -0 . 589 in. 52 .49 ft. 0 . 025 in. 7 . 53 ft . 144 -0 .589 in. 52 .49 ft. 0 . 025 in. 7 . 53 ft . 145 -0 .962 in. 42 . 65 ft. 0 . 023 in. 86 . 17 ft. 146 -0 . 962 in. 42 .65 ft. 0 . 023 in. 86 . 17 ft . 147 -0 . 957 in. 45.94 ft. 0 . 009 in. 87 . 61 ft. 148 -0 . 957 in. 4S . 94 ft. 0 . 009 in. 87 .61 ft . 149 -0 . 961 in. 47 .35 ft . 0. 006 in. 2 .39 ft . 150 -0 . 961 in. 47 .35 ft. 0 . 006 in. 2 .39 ft . 151 -0 . 986 in. 50 . 02 ft . 0 . 018 in. 3 . 83 ft . 152 -0 . 986 in. 92 ft. 0 . 018 in.* 3 . 83 ft . 153 -0 .418 in. 38 .56 ft. 0 . 029 in. 81 . 37 ft . 154 -0 .418 in. 38 . 56 ft . 0 . 029 in. 81 . 37 ft . 155 -0 .391 in. 44 . 66 ft . 0 . 003 in. 87 . 61 ft . 156 -0 . 391 in. 44 . 66 ft . 0 . 003 in. 87 . 61 ft . 157 -0 .394 in. 47.35 ft . 0 . 006 in. 2 . 39 ft . 158 -0 .394 in. 47 .35 ft . 0 . 006 in. 2 .39 ft . 159 -0 .431 in. 52 .49 ft . 0 . 043 in. 10 . 04 ft. 160 -0 .431 in. 52 .49 ft. 0 . 043 in. 10 . 04 ft . 161 -0 .431 in. 37 .51 ft. 0 . 043 in. 79 . 96 ft . 162 -0 .431 in. 37 .51 ft. 0 . 043 in. 79 . 96 ft . 163 -0 .394 in. 42 . 65 ft . 0 . 006 in. 87 . 61 ft . 164 -0 .394 in. 42 . 65 ft . 0 . 006 in. 87 . 61 ft . 165 -0 .391 in. 45 .34 ft . 0 . 003 in. 2 . 39 ft . 166 -0 .391 in. 45 .34 ft . 0 . 003 in. 2 . 39 ft . 167 -0 .418 in. 51.44 ft. 0 . 029 in. 8 . 63 ft . 168 -0 .418 in. 51 .44 ft. 0 . 029 in. 8 . 63 ft . 169 -0 . 808 in. 41.jl ft. 0 . 021 in. 85 . 24 ft . 170 -0 . 808 in. 41.31 ft. 0 . 021 in. 85 .24 ft . 171 -0 .792 in. 44 . 66 ft. 0 . 007 in. 87 . 61 ft . 172 -0 .792 in. 44 . 66 ft . 0 . 007 in. 87 . 61 ft . 173 -0 . 792 in. 45 . 94 ft . 0 . 008 in. 2 . 39 ft . 174 -0 .792 in. 45 . 94 ft. 0 . 008 in. 2 .39 ft . 175 -0 . 811 in. 48 .69 ft. 0 . 024 in. 4 .76 ft . 176 -0 . 811 in. 48 . 69 ft . 0 . 024 in. 4 . 76 ft . 177 -0 .811 in. 41.31 ft . 0 . 024 in. 85 .24 ft . 178 -0 . 811 in. 41 .31 ft . 0 . 024 in. 85 .24 ft . 179 -0 .792 in. 44 . 06 ft . 0. 008 in. 87 . 61 ft . 180 -0 .792 in. 44 . 06 ft. 0. 008 in. 87 . 61 ft . 181 -0 . 792 in. 45 .34 ft. 0 . 007 in. 2 . 39 ft . 182 -0 . 792 in. 45 .34 ft. 0 . 007 in. 2 . 39 ft . 183 -0 . 808 in. 48 . 69 ft . 0 . 021 in. 4 .76 ft . 184 -0 . 808 in. 48 . 69 ft . 0 . 021 in. 4 . 76 ft . 185 -0 . 589 in. 37 .51 ft . 0 . 025 in. 82 .47 ft . 186 -0 .589 in. 37 . 51 ft . 0 . 025 in. 82 .47 ft . 187 -0 .550 in. 41 .31 ft . 0 . 003 in. 87 . 61 ft . 188 -0 .550 in. 41 .31 ft . 0 . 003 in. 87 .61 ft . 189 -0 .542 in. 43 .56 ft . 0 . 006 in. 2 . 39 ft . 190 -0 . 542 in. 43 .56 ft . 0 . 006 in. 2 . 39 ft . 191 -0 . 550 in. 48 .69 ft. 0 . 028 in. 5 . 85 ft . 192 -0 .550 in. 48 .69 ft. 0 . 028 in. 5 . 85 ft . 193 -0 .986 in. 39. 98 ft. 0 . 018 in. 86 . 17 ft . 194 -0 . 986 in. 39. 98 ft. 0 . 018 in. 86 . 17 ft . 195 -0 . 961 in. 42 . 65 ft. 0 . 006 in. 87 . 61 ft . 196 -0 . 961 in. 42 . 65 ft. 0 . 006 in. 87 . 61 ft . 197 -0 . 957 in. 44 . 06 ft. 0 . 009 in. 2 .39 ft . 198 -0 . 957 in. 44 . 06 ft . 0 . 009 in. 2 .39 ft . 199 -0 . 962 in. 47 .35 ft. 0 . 023 in. 3 . 83 ft . 200 -0 . 962 in. 47 .35 ft. 0 . 023 in. 3 . 83 ft . 201 -2 .739 in. 4S .34 ft. 0 . 022 in. 87 .61 ft. 202 -2 .739 in. 45 .34 ft. 0 . 022 in. 87 . 61 ft . 203 -3 .155 in. 45 .34 ft. 0 . 025 in. 87 . 61 ft . 204 -3 .155 in. 45 .34 ft . 0 . 025 in. 87 . 61 ft . 20S -2 . 589 in. 45 . 00 ft . 0 . 021 in. 2 .39 ft . 206 -2 .589 in. 45 . 00 ft . 0 . 021 in. 2 .39 ft . 207 -2 .589 in. 45 . 00 ft. 0 . 021 in. 87 . 61 ft . 208 -2 .589 in. 45 . 00 ft . 0 . 021 in. 87 .61 ft . 209 -2 . 989 in. 45 . 00 ft . 0 . 023 in. 2 .39 ft . 210 -2 .989 in. 45 . 00 ft . 0 . 023 in. 2 . 39 ft . 211 -2 . 989 in. 45 . 00 ft . 0 . 023 in. 87 .61 ft . 212 -2 . 989, in. 45.00 ft . 0 . 023 in. 87 .61 ft. 213 -2 .739 in. 44 .66 ft. 0 . 022 in. 2 . 39 ft . 214 -2 .739 in. 44 .66 ft. 0. 022 in. 2 .39 ft . 215 -3 . 155 in. 96 ft. 0 . 025 in.0 2 .39 ft . 216 -3 . 155 in. 44 . 66 ft. 0 . 025 in. 2 . 39 ft . 217 -2 .467 in. 45 .34 ft. 0 . 020 in. 87 . 61 ft . 218 -2 .467 in. 45 .34 ft. 0 . 020 in. 87 . 61 ft . 219 -2 . 883 in. 45 .34 ft . 0 . 022 in. 87 . 61 ft . 220 -2 . 883 in. 45 .34 ft. 0 . 022 in. 87 . 61 ft . 221 -2 .317 in. 45 . 00 ft. 0 . 019 in. 2 . 39 ft . 222 -2 .317 in. 45 . 00 ft . 0 . 019 in. 2 . 39 ft . 223 -2 .317 in. 45 . 00 ft . 0 . 019 in. 87 . 61 ft . 224 -2 . 317 in. 45 . 00 ft . 0 . 019 in. 87 . 61 ft . 225 -2 .717 in. 45 . 00 ft. 0 . 021 in. 2 .39 ft . 226 -2 .717 in. 45 . 00 ft . 0 . 021 in. 2 .39 ft . 227 -2 .717 in. 45 . 00 ft. 0 . 021 in. 87 . 61 ft. 228 -2 .717 in. 45 . 00 ft. 0 . 021 in. 87 . 61 ft . 229 -2 .467 in. 44 .66 ft . 0 . 020 in. 2 .39 ft. 230 -2 .467 in. 44 .66 ft . 0 . 020 in. 2 . 39 ft . 231 -2 . 883 in. 44 .66 ft . 0 . 022 in. 2 . 39 ft . 232 -2 . 883 in. 44 . 66 ft . 0 . 022 in. 2 . 39 ft . 233 -3 .300 in. 44 . 06 ft . 0 . 034 in. 87 . 61 ft . 234 -3 .300 in. 44 . 06 ft. 0 . 034 in. 87 .61 ft . 235 -3 .295 in. 45 . 00 ft. 0 . 024 in. 87 .61 ft . 236 -3 .295 in. 45 . 00 ft. 0 . 024 in. 87 . 61 ft . 237 -3 .295 in. 45 . 00 ft . 0 . 024 in. 2 .39 ft . 238 -3 .295 in. 45 . 00 ft . 0 . 024 in. 2 . 39 ft . 239 -3 .300 in. 45 . 94 ft . 0 . 034 in. 2 .39 ft . 240 -3 .300 in. 45 . 94 ft . 0 . 034 in. 2 . 39 ft . 241 -2 .429 in. 44 . 06 ft . 0 . 030 in. 87 . 61 ft . 242 -2 .429 in. 44 . 06 ft. 0 . 030 in. 87 . 61 ft. 243 -2 .427 in. 45 . 34 ft. 0 . 020 in. 87 . 61 ft . 244 -2 .427 in. 45 .34 ft. 0 . 020 in. 87 . 61 ft . 24S -2 .429 in. 45 . 94 ft. 0 . 016 in. 2 . 39 ft . 246 -2 .429 in. 45 . 94 ft . 0 . 016 in. 2 . 39 ft . 247 -2 .438 in. 46 .44 ft . 0 . 027 in. 2 .39 ft . 248 -2 .438 in. 46 .44 ft . 0 . 027 in. 2 . 39 ft. 249 -2 . 844 in. 44 . 06 ft . 0 . 033 in. 87 . 61 ft . 250 -2 . 844 in. 44 . 06 ft . 0 . 033 in. 87 . 61 ft . 251 -2 . 843 in. 45 .34 ft . 0 . 022 in. 87 . 61 ft . 252 -2 . 843 in. 45 .34 ft . 0 . 022 in. 87 . 61 ft . 253 -2 . 844 in. 45 . 94 ft . 0 . 019 in. 2 . 39 ft . 254 -2 . 844 in. 45 . 94 ft . 0 . 019 in. 2 . 39 ft . 255 -2 . 853 in. 46 .44 ft . 0 . 029 in. 2 . 39 ft . 256 -2 .853 in. 46 .44 ft . 0 . 029 in. 2 . 39 ft . 257 -2 .282 in. 43 . 56 ft . 0 . 026 in. 87 . 61 ft . 258 -2 .282 in. 43 . 56 ft. 0 . 026 in. 87 . 61 ft . 259 -2 .277 in. 45 . 00 ft. 0 . 016 in. 87 .61 ft . 260 -2 .277 in. 45 . 00 ft. 0 . 016 in. 87 . 61 ft. 261 -2 .278 in. 45 .34 ft. 0 . 019 in. 2 . 39 ft . 262 -2 .278 in. 45 .34 ft. 0 . 019 in. 2 . 39 ft . 263 -2 .285 in. 46 .44 ft. 0 . 030 in. 2 . 39 ft. 264 -2 .285 in. 46 .44 ft. 0 . 030 in. 2 . 39 ft . 265 -2 .285 in. 43 .56 ft . 0 . 030 in. 87 . 61 ft . 266 -2 .285 in. 43 . 56 ft . 0 . 030 in. 87 . 61 ft . 267 -2 .278 in. 44 . 66 ft . 0 . 019 in. 87 . 61 ft . 268 -2 .278 in. 44 . 66 ft . 0 . 019 in. 87 . 61 ft . 269 -2 .277 in. 45 . 00 ft . 0 . 016 in. 2 . 39 ft . 270 -2 .277 in. 45 . 00 ft . 0 . 016 in. 2 .39 ft . 271 -2 .282 in. 46 .44 ft . 0 . 026 in. 2 .39 ft . 272 -2 .282 in. 46 .44 ft. 0 . 026 in. 2 . 39 ft . 273 -2 .683 in. 44 . 06 ft. 0 . 030 in. 87. 61 ft. 274 -2 .683 in. 44 . 06 ft. 0 . 030 in. 87. 61 ft . 275 -2 .678 in. 45 . 00 ft. 0 . 020 in. 87 .61 ft . 276 -2 .678 in. 45 . 00 ft. 0 . 020 in. 87 .61 ft . 277 -2 .678 in. 45 .34 ft. 0 . 021 in. 2 . 39 ft . 278 -2 .678 in. 0 34 ft . 0 . 021 in.0 2 . 39 ft . 279 -2 .684 in. 46 .44 ft . 0 . 032 in. 2 . 39 ft . 280 -2 . 684 in. 46 .44 ft . 0 . 032 in. 2 . 39 ft . 281 -2 .684 in. 43 . 56 ft . 0 . 032 in. 87 . 61 ft . 282 -2 . 684 in. 43 . 56 ft . 0 . 032 in. 87 .61 ft . 283 -2 . 678 in. 44 . 66 ft . 0 . 021 in. 87 . 61 ft . 284 -2 . 678 in. 44 . 66 ft . 0 . 021 in. 87 . 61 ft . 285 -2 .678 in. 45 . 00 ft . 0 . 020 in. 2 .39 ft . 286 -2 .678 in. 45 . 00 ft. 0 . 020 in. 2 .39 ft . 287 -2 . 683 in. 45 . 94 ft. 0 . 030 in. 2 .39 ft . 288 -2 . 683 in. 45 . 94 ft. 0 . 030 in. 2 .39 ft . 289 -2 .438 in. 43 . 56 ft . 0 . 027 in. 87 . 61 ft . 290 -2 .438 in. 43 . 56 ft . 0 .027 in. 87 . 61 ft . 291 -2 .429 in. 44 . 06 ft . 0 . 016 in. 87 . 61 ft . 292 -2 .429 in. 44 . 06 ft. 0 . 016 in. 87 . 61 ft . 293 -2 .427 in. 44 .66 ft. 0 . 020 in. 2 .39 ft . 294 -2 .427 in. 44 .66 ft . 0 . 020 in. 2 .39 ft . 295 -2 .429 in. 45 . 94 ft . 0 . 030 in. 2 .39 ft . 296 -2 .429 in. 45 . 94 ft . 0 . 030 in. 2 .39 ft . 297 -2 . 853 in. 43 . S6 ft . 0 . 029 in. 87 . 61 ft . 298 -2 . 853 in. 43 .56 ft. 0 . 029 in. 87 . 61 ft . 299 -2 . 844 in. 44 . 06 ft. 0 . 019 in. 87 . 61 ft . 300 -2 . 844 in. 44 . 06 ft . 0 . 019 in. 87 . 61 ft . 301 -2 . 843 in. 44 .66 ft . 0 . 022 in. 2 .39 ft . 302 -2 . 843 in. 44 .66 ft . 0 . 022 in. 2 .39 ft . 303 -2 . 844 in. 45 . 94 ft. 0 . 033 in. 2 .39 ft . 304 -2 . 844 in. 45 . 94 ft. 0 . 033 in. 2 . 39 ft . 305 -4 . 157 in. 51.44 ft . 0 .191 in. 7 . 53 ft . 306 -4 . 157 in. 51 .44 ft . 0 . 191 in. 7 . 53 ft . 307 -4 . 121 in. 51 .44 ft . 0 . 186 in. 7 .53 ft . 308 -4 . 121 in. S1 .44 ft . 0 . 186 in. 7 . 53 ft . 309 -4 . 129 in. 51.44 ft. 0 . 194 in. 7 . 53 ft . 310 -4 . 129 in. 51.44 ft. 0 . 194 in. 7 . 53 ft . 311 -4 . 157 in. 38 .56 ft. 0. 191 in. 82 .47 ft . 312 -4 . 157 in. 38 .56 ft. 0 . 191 in. 82 .47 ft . 313 -4 . 129 in. 38 . 56 ft . 0 . 194 in. 82 .47 ft . 314 -4 . 129 in. 38 .56 ft . 0 . 194 in. 82 .47 ft. 315 -4 .121 in. 38 .56 ft . 0 . 186 in. 82 .47 ft. 316 -4 . 121 in. 38 .56 ft . 0 . 186 in. 82 .47 ft . 317 -0 . 981 in. 45 . 00 ft . 0 . 007 in. 87 . 61 ft . 318 -0 . 981 in. 45 . 00 ft. 0 . 007 in. 87 . 61 ft . 319 -2 . 878 in. 45 . 00 ft. 0 . 021 in. 87 . 61 ft . 320 -2 . 515 in. 45 . 00 ft. 0 . 018 in. 87. 61 ft . 321 -2 . 834 in. 35 . 89 ft. 0 .303 in. 77 . 30 ft . 322 -2 . 834 in. 54 . 11 ft. 0 .303 in. 12 . 70 ft . 323 -0 . 010 in. 2 .39 ft. 1. 162 in. 43 . 56 ft . 324 -0 . 006 in. 2 .39 ft . 0 .611 in. 42 . 65 ft . 325 -0 . 010 in. 87.61 ft. 1 .358 in. 44 . 66 ft . 326 -0 . 010 in. 2 .39 ft. 1.358 in. 45 . 34 ft . 327 -0 . 005 in. 87. 61 ft. 0 . 824 in. 44 . 66 ft . 328 -0 . 005 in. 2 .39 ft. 0 . 824 in. 45 . 34 ft. 329 -0 . 010 in. 87 . 61 ft. 1 .162 in. 46 .44 ft. 330 -0 . 006 in. 87. 61 ft. 0 .611 in. 47 .35 ft. 331 -1 . 048 in. 29. 06 ft. 0 .477 in. 71.40 ft . 332 -0 . 946 in. 27 . 51 ft. 0 .526 in. 69 . 99 ft . 333 -1 . 048 in. 60 . 94 ft. 0 .477 in. 18 . 60 ft . 334 -0 . 946 in. 62 .49 ft. 0 . 526 in. 20 . 01 ft . Max. Def -4 .326 in. 45. 00 ft. 1.358 in. 45. 34 ft . Load Comb 1 326 Defl . L/237 L/757 PEAK DEFLECTIONS (Posit* Y:Upward) LC # Y-Def -------------------- 1 -4 .326 in. 2 -4 .326 in. 3 -4 .291 in. 4 -4 .291 in. 5 -4 .291 in. 6 -4 .291 in. 7 -3 . 964 in. 8 -3 . 964 in. 9 -3 . 929 in. 10 -3 . 929 in. 11 -3 . 929 in. 12 -3 . 929 in. 13 -1 . 396 in. 14 -1 .396 in. 15 -1 .396 in. 16 -1 . 396 in. 17 -1 . 396 in. 18 -1 .396 in. 19 -1 .396 in. 20 -1 .396 in. 21 -0 . 580 in. 22 -0 .580 in. 23 -0 . 580 in. 24 -0 .580 in. 25 -1 .413 in. 26 -1 .413 in. 27 -1 .413 in. 28 -1 .413 in. 29 -1 .413 in. 30 -1 .413 in. 31 -1 .413 in. 32 -1 .413 in. 33 -0 .282 in. 34 -0 .282 in. 35 -0 .282 in. 36 -0 .282 in. 73 0 .578 in. 74 0 .578 in. 75 0 . 024 in. 76 0 . 024 in. 77 0 .778 in. 78 0 .778 in. 79 0 .778 in. 80 0 .778 in. 81 0 .244 in. 82 0 .244 in. 83 0 .244 in. 84 0 .244 in. 85 0 . 578 in. 86 0 .578 in. 87 0 . 024 in. 88 0 . 024 in. 89 0 . 810 in. 90 0 . 810 in. 91 0 .256 in. 92 0 .256 in. 93 1 . 010 in. 94 1 . 010 in. 95 1 . 010 in. 96 1 . 010 in. 97 0 .476 in. 98 0 .476 in. 99 0 .476 in. 100 0 .476 in. 101 0 . 810 in. 102 0 . 810 in. 103 0 .256 in. 104 0 .256 in. 105 -0 .255 in. 106 -0 .255 in. 107 -0 .255 in. 108 -0 .255 in. 109 -0 . 809 in. 110 -0 . 809 in. ill -0 .809 in. 112 -0 . 809 in. 113 -0 . 056 in. 114 -0 . 056 in. 115 -0 . 056 in. 116 -0 . 056 in. 117 -0 . 056 in. 118 -0 . 056 in. 119 -0 . 056 in. 120 -0 . 056 in. 121 -0 . 590 in. 122 -0 .590 in. 123 -0 .590 in. 124 -0 .590 in. 125 -0 .590 in. 126 -0 . 590 in. 127 -0 . 590 in. 128 -0 .590 in. 129 -0 .255 in. 130 -0 .255 in. 131 -0 .255 in. 132 -0 .255 in. 133 -0 . 809 in. 134 -0 . 809 in. 135 -0 . 809 in. 136 -0 . 809 in. 137 -0 . 541 in. 138 -0 .541 in. 139 -0 .541 in. 140 -0 .541 in. 141 -0 .541 in. 142 -0 .541 in. 143 -0 . 541 in. 144 -0 .541 in. 145 -0 . 956 in. 146 -0 . 956 in. 147 -0 . 956 in. 148 -0 . 956 in. 149 -0 . 956 in. 150 -0 . 956 in. 151 -0 . 956 in. 152 -0 . 956 in. 153 -0 .391 in. 154 -0 .391 in. 155 -0 .391 in. 156 -0 .391 in. 157 -0 .391 in. 158 -0 .391 in. 159 -0 . 391 in. 160 -0 .391 in. 161 -0 .391 in. 162 -0 .391 in. 163 -0 .391 in. 164 -0 .391 in. 165 -0 .391 in. 166 -0 .391 in. 167 -0 .391 in. 168 -0 .391 in. 169 -0 .791 in. 170 -0 .791 in. 171 -0 .791 in. 172 -0 .791 in. 173 -0 .791 in. 174 -0 .791 in. 175 -0 .791 in. 176 -0 .791 in. 177 -0 . 791 in. 178 -0 .791 in. 179 -0 . 791 in. 180 -0 .791 in. 181 -0 .791 in. 182 -0 .791 in. 183 -0 .791 in. 184 -0 . 791 in. 185 -0 .541 in. 186 -0 .541 in. 187 -0 .541 in. 188 -0 .541 in. 189 -0 .541 in. 190 -0 .541 in. 191 -0 . 541 in. 192 -0 . 541 in. 193 -0 . 956 in. 194 -0 . 956 in. 195 -0 . 956 in. 196 -0 . 956 in. 197 -0 . 956 in. 198 -0 . 956 in. 199 -0 . 956 in. 200 -0 . 956 in. 201 -2 .738 in. 202 -2 .738 in. 203 -3 . 154 in. 204 -3 . 154 in. 205 -2 .589 in. 206 -2 .589 in. 207 -2 .589 in. 208 -2 .589 in. 209 -2 . 989 in. 210 -2 . 989 in. 211 -2 . 989 in. 212 -2 . 989 in. 213 -2 .738 in. 214 -2 .738 in. 215 -3 .154 in. 216 -3 .154 in. 217 -2 .466 in. 218 -2 .466 in. 219 -2 .882 in. 220 -2 .882 in. 221 -2 .317 in. 222 -2 .317 in. 223 -2 .317 in. 224 -2 . 317 in. 225 -2 .717 in. 226 -2 .717 in. 227 -2 .717 in. 228 -2 .717 in. 229 -2 .466 in. 230 -2 .466 in. 231 -2 . 882 in. 232 -2 .882 in. 233 -3 .295 in. 234 -3 .295 in. 235 -3 .295 in. 236 -3 .295 in. 237 -3 .295 in. 238 -3 .295 in. 239 -3 .295 in. 240 -3 .295 in. 241 -2 .427 in. 242 -2 .427 in. 243 -2 .427 in. 244 -2 .427 in. 245 -2 .427 in. 246 -2 .427 in. 247 -2 .427 in. 248 -2 .427 in. 249 -2 . 842 in. 250 -2 . 842 in. 251 -2 . 842 in. 252 -2 . 842 in. 253 -2 . 842 in. 254 -2 . 842 in. 255 -2 . 842 in. 256 -2 . 842 in. 257 -2 .277 in. 258 -2 .277 in. 259 -2 .277 in. 260 -2 .277 in. 261 -2 .277 in. 262 -2 .277 in. 263 -2 .277 in. 264 -2 .277 in. 265 -2 .277 in. 266 -2 .277 in. 267 -2 .277 in. 268 -2 .277 in. 269 -2 .277 in. 270 -2 .277 in. 271 -2 .277 in. 272 -2 .277 in. 273 -2 .678 in. 274 -2 .678 in. 27S -2 .678 in. 276 -2 .678 in. 277 -2 .678 in. 278 -2 .678 in. 279 -2 . 678 in. 280 -2 . 678 in. 281 -2 . 678 in. 282 -2 .678 in. 283 -2 .678 in. 284 -2 . 678 in. 285 -2 .678 in. 286 -2 .678 in. 287 -2 .678 in. 288 -2 .678 in. 289 -2 .427 in. 290 -2 .427 in. 291 -2 .427 in. 292 -2 .427 in. 293 -2 .427 in. 294 -2 .427 in. 295 -2 .427 in. 296 -2 .427 in. 297 -2 . 842 in. 298 -2 . 842 in. 299 -2 . 842 in. 300 -2 . 842 in. 301 -2 .842 in. 302 -2 . 842 in. 303 -2 . 842 in. 304 -2 . 842 in. 305 -3 . 841 in. 306 -3 . 841 in. 307 -3 .806 in. 308 -3 . 806 in. 309 -3 . 806 in. 310 -3 . 806 in. 311 -3 . 841 in. 312 -3 .841 in. 313 -3 . 806 in. 314 -3 . 806 in. 315 -3 . 806 in. 316 -3 . 806 in. 317 -0 . 981 in. 318 -0 . 981 in. 319 -2 .878 in. 320 -2 .515 in. 321 -2 .393 in. 322 -2 .393 in. 323 1 . 158 in. 324 0 . 604 in. 325 1 .358 in. 326 1 .358 in. 327 0 .824 in. 328 0 .824 in. 329 1 .158 in. 330 0 .604 in. 331 -0 .587 in. 332 -0 .432 in. 333 -0 .587 in. 334 -0 .432 in. Pos. Max 1 .358 in. Load Comb 325 Defl . L/757 -------------------- Neg. Max -4 .326 in. Load Comb 2 Defl . L/237 Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor) . LC# Cd Used ----- ------- 331 3 . 0 332 3 . 0 333 3 . 0 334 3 . 0 Star Building Systems, 0, OK User: a*- nna Page: F2- 34 R-Frame Design Program - Version v4 . 1 Job : 80708A Stiffener Design for TRE BRKT File: frames-2-4 .fra Date: 5/23/12 cs 90 ./20 . /19 .417 20 . /90 . /25 . Start Time: 12 :44 : 30 -------------------------------------------------------------------------------- EDS Crane # 1 on Left Column Anl pt Brkt web COL web Crane LD Eccen LC Shear Total Shear All Shear LOAD ht (in) ht (in) (kips) (in) (kips) (kips) (kips) COMB ------ -------- ------- -------- ----- -------- ----------- --------- ---- 203 16 . 85 34 .50 0 . 9S 28 .44 -22 . 84 -21 .28 163 .33 1 Bearing Stiffener Check ----------------------- Use 3 . 75in. X 0 .3750in. Bearing Stiffener - Unity Check= 0 . 199 Diagonal Stiffener Design ------------------------- No Diagonal or Panel Stiffener Required EDS Crane # 1 on Right Column Anl pt Brkt web COL web Crane LD Eccen LC Shear Total Shear All Shear LOAD ht (in) ht (in) (kips) (in) (kips) (kips) (kips) COMB ------ -------- ------- -------- ----- -------- ----------- --------- ---- 803 16 . 85 34 .50 0 . 95 28 .44 -22 . 84 -21 .28 163 . 33 2 Bearing Stiffener Check ----------------------- Use 3 . 75in. X 0 .3750in. Bearing Stiffener - Unity Check= 0 . 199 Diagonal Stiffener Design ------------------------- No Diagonal or Panel Stiffener Required Star Building Systems, -9, OK User: a4knna Page: F2- 35 R-Frame Design Program - Version v4 . 1 Job : 80708A Stiffener Design for Canopy File : frames-2-4 .fra Date: 5/23/12 cs 90 . /20 . /19 .417 20 ./90 . /25 . Start Time: 12 :44 :30 -------------------------------------------------------------------------------- Canopy Stiffener on Left Column Web Thickness Use 0 .2500 inches Thick Web Bearing Stiffener Type No stiffeners are requirel-I Bottom Bearing Stiffener Bearing Stiffener Size Not Required Control Case 7 Allowable At Ctrl Case 25 .208 kips Check Ratio 0 .6013 Panel Stiffener Size Not Required Control Case 0 Allowable Shear Cap. 0 . 000 kips Check Ratio 0 . 0000 Canopy Stiffener on Right Column Web Thickness Use 0 .2500 inches Thick Web Bearing Stiffener Type No stiffeners are require- Bottom Bearing Stiffener Bearing Stiffener Size Not Required Control Case 7 Allowable At Ctrl Case 25 . 208 kips Check Ratio 0 .6013 Panel Stiffener Size Not Required Control Case 0 Allowable Shear Cap. 0 . 000 kips Check Ratio 0 . 0000 Vertical Clearance at the Left Knee is 16 .2012 feet Vertical Clearance at the Right Knee is 16 . 2012 feet Star Building Systems, ou -, OK User: aOanna Page: F3- 1 R-Frame Design Program - Version v4 . 1 Job : 80708A Input Data Echo File: pf . fra Date: 5/23/12 pf 20 . /12 . 854 main building at planes SWA Start Time: 09 :37 :38 and SWC \\okcsxds0l\TS\Jobs\active\ENG\12-B-80708\verOl-axkhanna\Bldg-A\ -------------------------------------------------------------------------------- VERSION v4 . 1 BR-AND STAR DESCRIPTION pf 20 . /12 . 854 main building at planes SWA and SWC FRAME ID 3 PRINT echo code base connection 1-deflection profile seismic detail flg brace summary stiffeners OPTIMIZATION none *PLANT nci *JOB 80708A ANALYZE all *DATASET members brace combinations wind-array connection base LOCATION bays 2- (Gridline A) 2- (Gridline F) NUMBER FRAMES 2 *PRICE complete TYPE pf p cs 60 . 60 . WIDTH 20 . EAVE 20 . GIRT DEPTH 0 . 4 .25 *PURLIN DEPTH 0 . 17 . 5 GIRT FLANGE 2 . 5 *PURLIN FLANGE 2 .5 BUILDING CODE IB09 U=Normal WIND CODE AS05 SEISMIC CODE AS05 SEISMIC LOAD S1=54 . 7 SS=120 .5 TL=16 . %CR=NORM %SR=NORM RHOT=1.3 R=3 .5 TOF=2 . 5 Cd=3 . Ct=0 . 028 SOIL PROFILE D SECOND ORDER FOA ROOF TRIBUTARY TR= 0 . WALL TRIBUTARY TR= 0 . S=O . E=O . DESIGN ASD05 STIFFNESS CHECK NONE BOLT TIGHTENING Fully DEFLECTION WALL L=60 . S=60 . W=60 . E=40 . C=100 . G=60 . TW=60 . TE=50 . SYMKNEE CONNECTION SPLICE GUSSETS NA GIRT BRACE PURLIN BRACE LEFT COLUMN BASE W=8 . T=0 . 375 L=18 . 0625 N=2 D=0 . 75 17 . 5 0 . 10 . 8 . 0 .25 0 . 134 8 . 0 .25 0 . 17 .5 0 . 8 . 0 . 3125 0 .3125 8 . 0 . 3125 LEFT RAFTER CONNECTION 0=2E I=2E W=8 . T=0 . 75 D=1. 25 . 5 25 .5 0 . 8 . 0 .25 0 . 156 8 . 0 .25 CONNECTION 0=2E I=2E W=8 . T=0 .75 D=1. SYMMETRICAL ALL WIND LOAD 0 . 000 0 . 000 0 . 0000 0 . 0000 0 . 0000 0 . 0000 0 . 000 Left WIND LOAD 0 . 000 0 . 000 0 . 0000 0 . 0000 0 . 0000 0 . 0000 0 . 000 Left LOAD COMBINATIONS 1) 1 . DL *DEFL 60 . 0 . *PDELTA L 2) 1 . DL *DEFL 60 . 0 . *PDELTA R 3) 1 . 11449 DL 0 . 91 EQ *DEFL 50 . 0 . *PDELTA L 4) 1 . 11449 DL 0 . 91 EQ *DEFL 50 . 0 . *PDELTA R 5) 1 . 11449 DL -0 . 91 EQ *DEFL 50 . 0 . *PDELTA L 6) 1 . 11449 DL -0 . 91 EQ *DEFL 50 . 0. *PDELTA R 7) 0 .48551 DL 0 . 91 EQ *DEFL 50 . 0 . *PDELTA L 8) 0 .48551 DL 0 . 91 EQ *DEFL 50 . 0 . *PDELTA R 9) 0 .48SS1 DL -0 . 91 EQ *DEFL 50 . 0 . *PDELTA L 10) 0 .48551 DL -0 . 91 EQ *DEFL 50 . 0. *PDELTA R 11) 0 .73644 DL 2 .5 EQ *TYPE R *APP C *PDELTA L 12) 0 .73644 DL 2 .5 EQ *TYPE R *APP C *PDELTA R 13) 0 .73644 DL -2 .5 EQ*PE R *APP C *PDELTA L 14) 0 .73644 DL -2 . 5 EQ *TYPE R *APP C *PDELTA R 15) 1 .36356 DL 2 .5 EQ *TYPE R *APP C *PDELTA L 16) 1 .36356 DL 2 .5 EQ *TYPE R *APP C *PDELTA R 17) 1 . 36356 DL -2 . 5 EQ *TYPE R *APP C *PDELTA L 18) 1 .36356 DL -2 . 5 EQ *TYPE R *APP C *PDELTA R 19) 0 .73644 DL 2 .5 EQ *TYPE R *APP B *PDELTA L 20) 0 .73644 DL 2 .5 EQ *TYPE R *APP B *PDELTA R 21) 0 .73644 DL -2 . 5 EQ *TYPE R *APP B *PDELTA L 22) 0 . 73644 DL -2 .S EQ *TYPE R *APP B *PDELTA R 23) 1 .36356 DL 2 .5 EQ *TYPE R *APP B *PDELTA L 24) 1 .36356 DL 2 .5 EQ *TYPE R *APP B *PDELTA R 25) 1 .36356 DL -2 .5 EQ *TYPE R *APP B *PDELTA L 26) 1 .36356 DL -2 .5 EQ *TYPE R *APP B *PDELTA R 27) 0 .73644 DL 3 .5 EQ *TYPE R *APP K *PDELTA L 28) 0 .73644 DL 3 . 5 EQ *TYPE R *APP K *PDELTA R 29) 0 .73644 DL -3 .5 EQ *TYPE R *APP K *PDELTA L 30) 0 .73644 DL -3 .5 EQ *TYPE R *APP K *PDELTA R 31) 1 .363S6 DL 3 . 5 EQ *TYPE R *APP K *PDELTA L 32) 1 .36356 DL 3 . 5 EQ *TYPE R *APP K *PDELTA R 33) 1 .36356 DL -3 . 5 EQ *TYPE R *APP K *PDELTA L 34) 1 .36356 DL -3 . 5 EQ *TYPE R *APP K *PDELTA R 35) 1 . DL 1 . WL1 *DEFL 60 . 0 . *PDELTA L 36) 1 . DL 1 . WL1 *DEFL 60 . 0 . *PDELTA R 37) 1 . DL 1 . WL2 *DEFL 60 . 0 . *PDELTA L 38) 1 . DL 1 . WL2 *DEFL 60 . 0 . *PDELTA R 39) 0 . 6 DL 1 . WLI *DEFL 60 . 0 . *PDELTA L 40) 0 . 6 DL 1 . WLI *DEFL 60 . 0 . *PDELTA R 41) 0 . 6 DL 1 . WL2 *DEFL 60 . 0 . *PDELTA L 42) 0 . 6 DL 1 . WL2 *DEFL 60 . 0 . *PDELTA R 43) 1 . 36356 DL 1 . EQ *DEFL 40 . 0 . *TYPE D *EQCD 3 . 0 44) 0 . 73644 DL 1 . EQ *DEFL 40 . 0 . *TYPE D *EQCD 3 . 0 45) 1 . 36356 DL -1. EQ *DEFL 40 . 0 . *TYPE D *EQCD 3 . 0 46) 0 . 73644 DL -1 . EQ *DEFL 40 . 0 . *TYPE D *EQCD 3 . 0 LOADS LC WL1 GLOB X C 19. 500000 6 . 103000 0 . 000000 #USER INPUT LOAD RC WL2 GLOB X C 19. 500000 -6 . 103000 0 . 000000 #USER INPUT LOAD LC EQ GLOB X C 19 . 500000 7 .794000 0 . 000000 #USER INPUT LOAD LC EQ GLOB X C 12 . 500000 2 .416000 0 . 000000 #USER INPUT LOAD END Star Building Systems, 0-, OK User: a0lanna Page: F3- 2 R-Frame Design Program - Version v4 . 1 Job : 80708A Code Summary Report File: pf .fra Date: 5/23/12 pf 20 . /12 . 854 main building at planes SWA Start Time: 09 :37 :38 and SWC -------------------------------------------------------------------------------- Building Frame Number :3 Location: bays 2- (Gridline A) 2- (Gridline F) No. of Frames : 2 Main Code Requirements Per International Building Code 2009 Edition Supporting Design Manual (s) : ASD - Allowable Stress Design AISC thirteenth edition 2005 2005 AISC Seismic Provisions for Structural Steel Buildings Frame Data ---------- Eave height Left & Right (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 000 Horizontal width from left to right steel line (feet) . . . . . . . . . . . . . . . 20 . 000 � Horizontal distance to ridge from left side (feet) . . . . . . . . . . . . . . . . . . 20 . 000 Roof Slope Left & Right (rise: 12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 000 Column Slope Left & Right (lat : 12) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 000 Purlin depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 000 Frame Rafter Inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 17 . 500 Girt depth left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 000 Frame Column Inset left & right side (inches) . . . . . . . . . . . . . . . . . . . . . . . 4 .250 Tributary Width left & right side (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 000 from Height 0 . 00 to Height 0 . 00 Tributary Width roof (feet) . . . . : , * * * * * * * * * * * ' ' * * * . . . . . . 0 . 000 Tension Flange Bolt Hole Reduction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Tension Field Action at Knee. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Second order analysis method. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C2 .2b Frame Design Loads ------------------ Ground Snow Load Entered [Pg] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 000 Snow Exposure Factor [Cel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 000 Snow Importance Factor [I] -- Standard Use Category. . . . . . . . . . . . . . . . . 1. 000 Snow Thermal Factor Used [Ct]Heated Building. . . . . . . . . . . . . . . . . . . . . . . . 1. 000 Slippery & Unobstructed Roof Surface. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Roof Snow Load [Pf = I*Pg] (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 000 Snow Slope Factor [Cs] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 000 Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf) . . . . . . . . . . . . . . . . . . . . . . . 0 . 000 UNBALANCED SNOW LOADING(s) -------------------------- No Unbalanced Roof Snow Loadings . Star Building Systems, 0, OK User: a4anna Page: F3- 3 R-Frame Design Program - Version v4 . 1 Job : 80708A Wind Summary Report File: pf. fra Date: 5/23/12 pf 20 . /12 . 854 main building at planes SWA Start Time: 09 :37 :38 and SWC -------------------------------------------------------------------------------- Main Windforce-resisting system Per ASCE 7 Standard 2005 Edition Eave height Left & Right (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 000 Wind Elevation on left column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 000 Wind Elevation on right column (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 000 Total frame width (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 000 Number of primary wind loadings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Star Building Systems, 0, - , OK User: a9A .anna Page: F3- 4 R-Frame Design Program - Version v4 .1 Job : 80708A Continue Wind Summary Report File: pf. fra Date: 5/23/12 pf 20 . /12 . 854 main building at planes SWA Start Time: 09 :37 : 38 and SWC -------------------------------------------------------------------------------- Main Windforce-resisting system Per ASCE 7 Standard 2005 Edition *** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME -------------------------------------------------------------------------------- Wind Load 0 . 000 Wind from left direction Left Wall Left Rafter Right Rafter Right Wall Primary Coeff . (Cp) 0 . 000 0 . 000 ( 0 . 0%) 0 . 000 (100 . 0%) 0 . 000 -------------------------------------------------------------------------------- Wind Load 0 . 000 Wind from left direction Left Wall Left Rafter Right Rafter Right Wall Primary Coeff . (Cp) 0 . 000 0 . 000 ( 0 . 0%) 0 . 000 (100 . 0%) 0 . 000 -------------------------------------------------------------------------------- Notes 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x*-.) . If not shown the coefficients are ' applied fully to their respective rafter. Star Building Systems, Ow OK User: a0lr.nna Page: F3- 5 R-Frame Design Program - Version v4 . 1 Job : 80708A Load Combinations Report File: pf. fra Date: 5/23/12 pf 20 . /12 . 854 main building at planes SWA Start Time: 09 :37 :38 and SWC -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL (SOA-L) N A P 2) DL (SOA-R) N A P 3) 1 . 1145DL +0 . 91EQ (SOA-L) N A P 4) 1* 1145DL +0 * 91EQ (SOA-R) N A P 5) 1. 1145DL -0 . 91EQ (SOA-L) N A P 6) 1. 1145DL -0 . 91EQ (SOA-R) N A P 7) 0 .4855DL +0 . 91EQ (SOA-L) N A P 8) 0 .4855DL +0 . 91EQ (SOA-R) N A P 9) 0 .4855DL -0 . 91EQ (SOA-L) N A P 10) 0 .4855DL -0 . 91EQ (SOA-R) N A P 11) 0 . 7364DL +2 .5EQ (SOA-L) N C R P 12) 0 . 7364DL +2 . 5EQ (SOA-R) N C R P 13) 0 . 7364DL -2 . 5EQ (SOA-L) N C R P 14) 0 . 7364DL -2 . 5EQ (SOA-R) N C R P 15) 1 . 3636DL +2 .5EQ (SOA-L) N C R P 16) 1. 3636DL +2 .5EQ (SOA-R) N C R P 17) 1 . 3636DL -2 . 5EQ (SOA-L) N C R P 18) 1 .3636DL -2 . 5EQ (SOA-R) N C R P 19) 0 . 7364DL +2 . 5EQ (SOA-L) N B R P 20) 0 . 7364DL +2 . 5EQ (SOA-R) N B R P 21) 0 . 7364DL -2 . 5EQ (SOA-L) N 3 R P 22) 0 . 7364DL -2 .5EQ (SOA-R) N B R P 23) 1. 3636DL +2 . 5EQ (SOA-L) N B R P 24) 1 . 3636DL +2 .5EQ (SOA-R) N B R P 25) 1 .3636DL -2 .5EQ (SOA-L) N B R P 26) 1 .3636DL -2 . 5EQ (SOA-R) N B R P 27) 0 . 7364DL +3 . 5EQ (SOA-L) N K R P 28) 0 . 7364DL +3 . 5EQ (SOA-R) N K R P 29) 0 . 7364DL -3 .5EQ (SOA-L) N K R P 30) 0 . 7364DL -3 . 5EQ (SOA-R) N K R P 31) 1. 3636DL +3 .5EQ (SOA-L) N K R P 32) 1 . 3636DL +3 .5EQ (SOA-R) N K R P 33) 1 . 3636DL -3 .5EQ (SOA-L) N K R P 34) 1 . 3636DL -3 .5EQ (SOA-R) N K R P 35) DL +WL1 (SOA-L) N A P 36) DL +WL1 (SOA-R) N A P 37) DL +WL2 (SOA-L) N A P 38) DL +WL2 (SOA-R) N A P 39) OADL +WL1 (SOA-L) N A P 40) 0. 6DL +WL1 (SOA-R) N A P 41) 0 . 6DL +WL2 (SOA-L) N A P 42) 0 . 6DL +WL2 (SOA-R) N A P 43) 1 .3636DL +EQ D E 44) 0 .7364DL +EQ D E 45) 1 *3636DL -EQ D E 46) 0 . 7364DL -EQ D E Star Building Systems, 0 OK User: a(bnna Page: F3- 6 R-Frame Design Program - Version v4 . 1 Job : 80708A Continue Load Comb Report File: pf . fra Date: 5/23/12 pf 20 . /12 . 854 main building at planes SWA Start Time: 09 :37 :38 and SWC -------------------------------------------------------------------------------- Where DL = Roof Dead Load EQ = Lateral Seismic Load [parallel to plane of frame] WL1 = Lateral Primary Wind Load WL2 = Lateral Primary Wind Load Combination Descriptions : -------------------------- N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Stress Design Combination - ASDOS C= Column Only Combination for Seismic D= Deflection Only Combination P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations Star Building Syste.ms, ie, OK User: afanna Page: F3- 7 R-Frame Design Program - Version v4 . 1 Job : 80708A User Load Report File: pf. fra Date: 5/23/12 pf 20 . /12 . 854 main building at planes SWA Start Time: 09 :37 :38 and SWC -------------------------------------------------------------------------------- * USER INPUT LOADS ------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 LC WL1 GLOB x C 19 . 500 6 . 1030 0 . 0000 0 . 000 2 RC WL2 GLOB x C 19 .500 -6 . 1030 0 . 0000 0 . 000 3 LC EQ GLOB x C 19 .500 7 .7940 0 . 0000 0 . 000 4 LC EQ GLOB x C 12 .500 2 .4160 0 . 0000 0 . 000 Star Building Systems, 0_' OK User: a*anna Page: F3- 8 R-Frame Design Program - Version v4 . 1 Job : 80708A Seismic Summary Report File : pf . fra Date: 5/23/12 pf 20 ./12 . 854 main building at planes SWA Start Time: 09 :37 :38 and SWC -------------------------------------------------------------------------------- Main Seismic Force Resisting System Per ASCE 7 Standard 2005 Edition Standard Use Category Building for Seismic Loadings Seismic Loads Required for Building . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Yes Response Acceleration Coeff. , for Short Periods [Ssl (%g) . . . . . . . . . . 120 . 5000 Response Acceleration Coeff . , for 1 sec. Periods [S11 (%g) . . . . . . . . . 54 .7000 Long-period Transition Period Time [TLI (seconds) . . . . . . . . . . . . . . . . . . 16 . 0000 Seismic Performance Category . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Soil Profile Type . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Seismic Site Coefficient [Fal . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 0180 Seismic Site Coefficient [Fvl . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 5000 Maximum Spectral Response Accel . , for Short Periods [Sms] (g) . . . . . . 1.2267 Maximum Spectral Response Accel . , for 1 sec. Periods [Smil (g) . . . . . 0 . 8205 Design Spectral Response Accel . , for Short Periods [Sds] (g) . . . . . . . 0 . 8178 Design Spectral Response Accel . , for 1 sec . Periods [Sdil (g) . . . . . . 0 . 5470 Seismic Response Modification Factor [R] . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 . SOOO Seismic Importance Factor [I] . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 . 0000 Storage/Equipment Areas and/or Service Rooms Exist . . . . . . . . . . . . . . . . . No Seismic Story Height [hn] (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 . 0000 Seismic Fundamental Period [T] Used (seconds) . . . . . . . . . . . . . . . . . . . . . . 0 . 3076 Seismic Overstrength Factor [OMEGAol . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 .5000 Longitudinal Seismic Redundancy/Reliability Factor [L-rhol . . . . . . . . . 1 .3000 Seismic Redundancy/Reliability Factor [rho] . . . . . . . . . . . . . . . . . . . . . . . . 1 .3000 Snow in Seismic Force Calculations [Used] M . . . . . . . . . . . . . . . . . . . . . . 0 . 00 Snow in Seismic Force Calculations [Min. Required] (%) . . . . . . . . . . . . . 0 . 00 Snow in Seismic Load Combinations [Used] M . . . . . . . . . . . . . . . . . . . . . . . 0 . 00 Snow in Seismic Load Combinations [Min. Required) (%) . . . . . . . . . . . . . . 0 . 00 Mezz . Live load in Seismic Force Calculations [Used) M . . . . . . . . . . . 0 . 00 Mezz . Live load in Seismic Force Calculations [Min. Required] M . . 0 . 00 Mezz . Live load in Seismic Load Combinations [Used] (%) . . . . . . . . . . . . 100 . 00 Mezz . Live load in Seismic Load Combinations [Min. Required] (-.) . . . 100 . 00 Building Height Limit (feet) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65 . 0000 Seismic Story Drift Limit Factor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 . 0250 Seismic Story Drift Limit (in) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 . 0000 Seismic Deflection Amplification Factor [Cd] . . . . . . . . . . . . . . . . . . . . . . . 3 . 0000 Seismic Response Coefficient [Cs] Used . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 .2337 Roof Dead Load 1 .591 Wall Weight 0 . 000 Collateral Load 0 . 000 Snow Load 0 . 000 Rafter Crane Weight 0 . 000 ------------------------------------- Total Roof Weight 1. 591 kips Total Roof Weight 1. 591 Mezzanine Weight 0 . 000 Col . Crane Weight 0 . 000 ------------------------------------- TOTAL Bldg Weight 1. 591 kips X X Seismic Coeff. 0 .2337 ------------------------------------- BASE SHEAR = 10717 kips Seismic Load for Roof at col # 1 = 0 . 1858 kips Seismic Load for Roof at col # 2 = 0 . 1858 kips --------------------------------------------------- SEISMIC LOAD for Roof in TOTAL 0 .3717 kips SEISMIC GENERAL LOAD CARDS GENERATED -------------------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 13 LC EQ YREF x C 17 .458 0 . 1858 N/A 0 . 000 14 RC EQ YREF x C 17 .458 0 . 1858 N/A 0 . 000 Star Building Systems, 0' OK User: a9anna Page: F3- 9 R-Frame Design Program - Version v4 . 1 Job : 80708A Forces and Allowable Stresses Summary File: pf. fra Date: 5/23/12 pf 20 . /12 . 854 main building at planes SWA Start Time: 09 :37 :38 and SWC -------------------------------------------------------------------------------- Left Column Analysis Length = 17 .46 ft Kx = 1 . 00 Weight 482 . lbs Effective Ix = 496 . 7 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 1 10 . 00 17 .500 17 .500 8 . 00x 0 .2500 0 . 1340 8 . 00x 0 .2500 0 . 00 55 . 0 2 6 . 38 17 .500 17 .500 8 . 00x 0 .3125 0 .3125 8 . 00x 0 . 3125 0 . 00 55 . 0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 107 -10 .4 -49 . 6 -5 . 0 9 .4 33 . 0 21 .4 4 . 6 0 .45 0 . 52 0 . 76 0 . 76 5 207 -10 .2 -72 . 7 -2 . 8 7 .7 32 . 9 23 .3 19. 8 0 . 02 0 . 51 0 . 70 0 . 70 5 -------------------------------------------------------------------------------- Left Rafter Analysis Length = 17 . 78 ft Kx = 1 . 00 Weight 483 . lbs Effective Ix = 878 . 7 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 3 16 .27 25 . 500 25 . 500 8 . 00x 0 .2500 0 . 1560 8 . 00x 0 . 2500 0 . 00 55 . 0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 301 4 . 7 -82 . 5 10 . 1 32 . 9 32 . 9 20 .6 2 . 9 0 . 85 0 .45 0 . 72 0 . 85 5 -------------------------------------------------------------------------------- Right Column Analysis Length = 17 .46 ft Kx = 1 . 00 Weight 482 . lbs Effective Ix = 496 . 7 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start (in) End(in) (in) Thick (in) Angle (ksi) 4 10 . 00 17 . 500 17 .500 8 . 00x 0 .2500 0 .1340 8 . 00x 0 .2500 0 . 00 55 . 0 5 6 . 38 17 .SOO 17 .500 8 . 00x 0 . 3125 0 .3125 8 . 00x 0 . 3125 0 . 00 55 . 0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 407 -10 .4 -49.2 -4 . 9 9 .4 33 . 0 21 .4 4 . 6 0.44 0 .52 0 .75 0 .75 4 506 -10 .2 -80 .6 -4 . 9 7 .7 32 . 9 25 .6 19. 8 0. 04 0 .56 0 .70 0 .70 4 -------------------------------------------------------------------------------- TOTAL MEMBER WEIGHT 1446 . lbs Star Building Systems, to, OK User: a9anna Page: F3- 10 R-Frame Design Program - Version v4 .1 Job : 80708A Anchor Rod and Base Plate Design File : pf. fra Date: 5/23/12 pf 20 . /12 . 854 main building at planes SWA Start Time: 09 : 37 :38 and SWC -------------------------------------------------------------------------------- BOTH EXTERIOR COLUMNS ANCHOR RODS AND BASE PLATE DESIGN Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4) - 0 .750 in. Dia. A36 Anchor Rods Rod Gage 4 . 000 in. Rod Spacing (in. ) : 3 . 0000, 1 @ 4 . 0000, 11 . 0625 Plate Size 8 . 0000x 18 . 0625x 0 .3750 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0 . 000 27 .516 57 .653 21 0 .48 Rod Shear 14 . 082 0 . 000 30 .748 25 0 .46 Shear & Tension 14 . 033 27 .511 48 . 638 20 0 . 57 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in. ) (in. ) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0 .25000 8 . 000 44 . 548 8 . 673 21 0 . 19 Outer Flg 0 .25000 8 . 000 44 . 548 8 . 673 21 0 . 19 Web Plate 0 . 18750 17 . 500 73 . 086 17 .329 20 0 .24 Star Building Systems, 0, OK User: a9nna Page: F3- 11 R-Frame Design Program - Version v4 .1 Job : 80708A Connection Report File: pf. fra Date: 5/23/12 pf 20 . /12 . 854 main building at planes SWA Start Time: 09 : 37 :38 and SWC -------------------------------------------------------------------------------- Vertical Knee Connection @ Both Sides -------------------------------------------------------------------------------- BOLTS A325 H.S . - Fully Tightened (O.S . ) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row) (I .S . ) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 8 . 00 x 0 .7500 in. Plate: 8 . 00 x 0 . 7500 in Fy(Min) 55 . 0 ksi Fy(Min) 55 . 0 ksi Fu 70 . 0 ksi Fu 70 . 0 ksi Flanges : Flanges : O.S . - 8 . 00 x 0 .2500 in. O.S. - 8 . 00 x 0 .2500 in. I .S. - 7 . 81 x 0 .3750 in. I .S. - 8 . 00 x 0 .2500 in. Web Depth - 25 .500 in. Web Depth - 25 . 500 in. Web Thickness 0 .312 in. Web Thickness 0 . 156 in. Gage - 3 . 500 in. Gage - 3 . 500 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 1 .375 in. Pf top (out) - 1.375 in. Pf top (ins) - 1 . 875 in. Pf top (ins) - 1 . 875 in. Pf bot (out) - 1 .375 in. Pf bot (out) - 1. 500 in. Pf bot (ins) - 1 .750 in. Pf bot (ins) - 1. 750 in. Bolt Spacing- 3 .500 in. Bolt Spacing- 3 . 500 in. Controlling Mode : Thick Plate Controlling Mode : Thick Plate Angle top - 90 . 0 degrees Angle top - 90 . 0 degrees Angle bot - 90 . 0 degrees Angle bot - 90 . 0 degrees Left Side Frame Right Side Frame Controlling Moments Axial Shear Moments Axial Shear Load Combinations : (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 33) 1 .3636DL -3 .5EQ (SOA-L) -334 .76 19 .29 40 .43 318 . 13 19 .29 39 . 83 29) 0 .7364DL -3 .5EQ (SOA-L) -334 . 56 19 .30 40 .28 318 . 13 19 .30 39 . 95 Connection Design Summary: Bolt Unity Check (O.S . ) = 0 . 7893 Plate Unity Check (O.S. ) = 0 . 6772 Bolt Unity Check (I .S . ) = 0 . 7557 Plate Unity Check (I .S. ) = 0 . 6560 Star Building Systems, 0, OK User: a0nna Page: F3- 12 R-Frame Design Program - Version v4 . 1 Job : 80708A Knee and Stiffener Report File: pf. fra Date: 5/23/12 pf 20 ./12 . 854 main building at planes SWA Start Time: 09 :37 :38 and SWC -------------------------------------------------------------------------------- Left and Right Knee Design Knee Web Thickness Use 0 . 3125 in. Thick Web Bearing Stiffener Type Horizontal Bearing Stiffener at Knee 3 .7500 X 0 . 3750 in. Column Cap Plate 8 . 0000 X 0 .2500 in. Knee Panel Weld Sizes Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0 .2500 in. x 17 . 500 in. GMAW on BOTH Sides **NON-STD. Horizontal Stiffener: 0 .3125 in. x 17 . 500 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0 .3125 in. x 3 . 000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange : 0 . 1875 in. x 25 . 500 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0 . 1875 in. x 25 . 500 in. GMAW on FAR Side (STD. WELD) Column Connection Pl . : 0 .2500 in. x 25 . 500 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld Use 3 . 750 in. Long Complete-Joint-Penetration Groove GMAW Weld **NON-STD. (STD. WELD) - Company Standard Weld was Designed and Checked as OK. **NON-STD. - Non-Standard Weld is Required (Non-Std. Size, Length or Location) . Star Building Systems, 0' OK User: a9nna Page: F3- 13 R-Frame Design Program - Version v4 . 1 Job : 80708A Flange Brace Report File : pf . fra Date: 5/23/12 pf 20 . /12 . 854 main building at planes SWA Start Time: 09 :37:38 and SWC -------------------------------------------------------------------------------- GIRT SPACES - VERTICAL MEASUREMENTS LEFT COLUMN RIGHT COLUMN 1 @ 2010 @ FLOOR 1 @ 2010 @ FLOOR PURLIN SPACES - HORIZONTAL MEASUREMENTS LEFT RAFTER RIGHT RAFTER 1 @ 2010 @ EAVE -------------------------------------------------------------------------------- MEMBER DISTANCE TO BRACE POINTS (Feet) - LEFT RAFTER Measured along T.F. from left steel line - RIGHT RAFTER Measured along T.F. from right steel line - EXT. COLUMNS Measured along T.F. from base -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Star Building Systems, 0 OK User: a*anna Page: F3- 14 R-Frame Design Program - Version v4 . 1 Job : 80708A Primary Deflection Report File: pf . fra Date: 5/23/12 pf 20 . /12 . 854 main building at planes SWA Start Time: 09 :37 : 38 and SWC -------------------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X:Right Y:Upward) (Inches) Load Ext. Left Col Ext Right Col Comb X-Def Y-Def X-Def Y-Def ------------------------------------------------------------------------------ 1 0 . 000 0 . 000 0 . 000 0 . 000 2 0 . 000 0 . 000 0 . 000 0 . 000 3 1 .317 0 . 009 1 . 313 -0 . 010 4 1.317 0 . 009 1 .313 -0 . 010 5 -1 .317 -0 . 010 -1.313 0 . 009 6 -1 .317 -0 . 010 -1.313 0 . 009 7 1 .317 0 . 009 1. 313 -0 . 009 8 1 .317 0 . 009 1. 313 -0 . 009 9 -1 .317 -0 . 009 -1 . 313 0 . 009 10 -1 .317 -0 . 009 -1 . 313 0 . 009 35 0 . 639 0 . 004 0 . 636 -0 . 005 36 0 . 639 0 . 004 0 . 636 -0 . 005 37 -0 .636 -0 . 005 -0 . 639 0 . 004 38 -0 .636 -0 . 005 -0 . 639 0 . 004 39 0 . 639 0 . 004 0 . 636 -0 . 005 40 0 . 639 0 . 004 0 . 636 -0 . 005 41 -0 . 636 -0 . 005 -0 . 639 0 . 004 42 -0 . 636 -0 . 005 -0 .639 0 . 004 43 4 . 342 0 . 010 4 .328 -0 . 011 44 4 . 342 0 . 010 4 .328 -0 . 010 45 -4 . 342 -0 . 011 -4 .328 0 . 010 46 -4 .342 -0 . 010 -4 .328 0 . 010 Pos. Max 4 .342 0 . 010 4 . 328 0 . 010 Load Comb 43 44 44 46 Defl . H/ 48 H/ 48 ------------------------------------------------------------------------------ Neg. Max -4 . 342 -0 . 011 -4 . 328 -0 . 011 Load Comb 46 45 45 43 Defl . H/ 48 H/ 48 MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upward) Load Max. Downward Deflection Max. Upward Deflection Comb Y-Def . X-Dist . from Left S.L. Y-Def . X-Dist . from Left S.L. ------------------------------------------------------------------------------ 1 -0 . 002 in. 10 . 00 ft . 0 . 000 in. 1 . 11 ft . 2 -0 . 002 in. 10 . 00 ft . 0 . 000 in. 1 . 11 ft . 3 -0 . 029 in. 6 .38 ft . 0 . 019 in. 15 .42 ft . 4 -0 . 029 in. 6 .38 ft . 0 . 019 in. 15 .42 ft . 5 -0 . 022 in. 15 .42 ft . 0 . 026 in. 4 . 58 ft . 6 -0 . 022 in. 15 .42 ft . 0 . 026 in. 4 . 58 ft . 7 -0 . 028 in. 4 .58 ft. 0 . 020 in. 15 .42 ft . 8 -0 . 028 in. 4 .58 ft. 0 . 020 in. 15 .42 ft. 9 -0 . 021 in. 15.42 ft. 0 . 027 in. 4 .58 ft . 10 -0 . 021 in. 15 .42 ft. 0.027 in. 4 .58 ft . 35 -0 . 019 in. 6 .38 ft. 0. 007 in. 15 .42 ft . 36 -0 . 019 in. 6 .38 ft . 0 . 007 in. 15 .42 ft . 37 -0 . 019 in. 02 ft. 0 . 007 in.10 4 . 58 ft . 38 -0 . 019 in. 13 .62 ft. 0 . 007 in. 4 . 58 ft . 39 -0 . 018 in. 6 .38 ft . 0 . 007 in. 15 .42 ft . 40 -0 . 018 in. 6 .38 ft . 0 . 007 in. 15 .42 ft . 41 -0 . 018 in. 13 . 62 ft . 0 . 007 in. 4 . 58 ft . 42 -0 . 018 in. 13 .62 ft . 0 . 007 in. 4 . 58 ft . 43 -0 . 031 in. 6 .38 ft . 0 . 021 in. 15 .42 ft . 44 -0 . 031 in. 4 . 58 ft . 0 . 021 in. 15 .42 ft . 45 -0 . 023 in. 15 .42 ft . 0 . 029 in. 4 . 58 ft . 46 -0 . 023 in. 15 .42 ft. 0 . 029 in. 4 . 58 ft . Max. Def -0 . 031 in. 6 . 38 ft. 0 . 029 in. 4 . 58 ft . Load Comb 43 46 Defl . L/999 L/999 PEAK DEFLECTIONS (Positive Y:Upward) LC # Y-Def -------------------- 1 0 . 000 in. 2 0 . 000 in. 3 -0 . 010 in. 4 -0 . 010 in. 5 0 . 009 in. 6 0 . 009 in. 7 -0 . 009 in. 8 -0 . 009 in. 9 0 . 009 in. 10 0 . 009 in. 35 -0 . 005 in. 36 -0 . 005 in. 37 0 . 004 in. 38 0 . 004 in. 39 -0 . 005 in. 40 -0 . 005 in. 41 0 . 004 in. 42 0 . 004 in. 43 -0 . 011 in. 44 -0 . 010 in. 45 0 . 010 in. 46 0 . 010 in. Pos . Max 0 . 010 in. Load Comb 46 Defl . L/999 -------------------- Neg. Max -0 . 011 in. Load Comb 43 Defl . L/999 Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor) . LC# Cd Used ----- ------- 43 3 . 0 44 3 . 0 45 3 . 0 46 3 . 0 Vertical Clearance at the Left Knee is 16 .3750 feet -'W7 Vertical Clearance at thfght Knee is 16 . 3750