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HomeMy WebLinkAboutCO & DOCS - 03-00014 - Academy Apartments - New 8-PlexCERTIFICATE or OCCUPANCY City of Rexburg Department of Building Inspection Building Permit No: R- 03 -03 -11 Applicable edition of code: International Building Code 2000 ❑ International Residential Code 2000 Site address: 437 South 4th West Use and occupancy: Residential Apartments Type of construction: Wood Frame V Design occupant load: (8) Eight units - (6) six occupants per unit Sprinkler System required: ❑ Yes IX No Name and address of owner: Glen B. Reed 695 Madera Place St. George, Utah 84790 Contractor: Glen B. Reed Construction Company Special conditions: Occupancy: )f Full ❑ Partial ❑ Temporary This Certificate, issued pursuant to the regith'eme_nts of section 109 of th International Building Code, certifies that, at the time of issuance, this building or that portion of the building that was inspected on the bate fisted was found to be in compliance with the requirements of the code for the group and division of occupancN and the use for which the proposed occupancN was ciassifia C.O. Issued by: Date: September 5, 2003 (FPM Building Official There shall be no future change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any Nation there until the Buildin' Off ial has re 'eyed and approved said future changes, z Water Department." ��s � e Department of Idaho Electrical Department - ( 356 -483o) ❑ Merlin Webster ..�% D2.7.2 of Application ,—D 3 0 WI\ E7R Name Glen 13. Reed Size Address So. 4th W., Rexburg, ID _Addr (695:Madera Place., City/S:azeiZip S t . George, UT 84790 Tel 4 3 5 - 6 2 8 - 6 3 5 2 Ceti CO Name, Glen Reed Construction Co. Majimg Address 595 Madera Place C7. St. George, UT 84790 TelephonefFax/Mobile 4-F78--6352 _APPLICATION FOR BDIDD PER:V1_11 CITY O R 1...RG, IDAHO Permit No R, O_E-2),3 —/ PROTECT ENT OLrtON D= APPROVAL - 9ropern- Zone: HDR Is existing use cc.)raba:ibe zoning, (screenLng barking, etc) Yes Wen was this building last occupied N/A Achitect/ Engineer Firm Sundberg & Assoc . Flan N Academy Apartments Sukdi Klinger Addition Lot 2 Block 4 Circle One P..esidential _ Educatio aai G Remodel. Otner Crol- One Yz 'A' HO use Aciditioa'Remodel :3 ouse (7\1-.7,77.7;E o er:;i2d Remodel C:rcie One Basement: None/ Finished / iishe Other: Non-.; P-- Canord Aw7ung, Ni Lot Square Footage 25,515 SF Lo7. Wicii:::: 1.2 1 ' 6" 67 ( Square Feet 11 P-2 Garage Square Feet N/A NUM ' 0:.'..r - r: S to ri es 2 Heignt oE3uilding 26 ' 10" TvVaat will st be used for: Horne Horne Business Aa Cozamercia..1 Other Will there be an apartment? Yes Total Esomated Cost $ (40` I I/ 567 Sigianz of Appiicanz Code Zone Building Type Ace 7ou La a flood plain LE so, how nan 7, its Eight ,=,..*.m,g.w*...c.*..m.XVx*z acUlding Pe= Fees Plan Clieck Fees PET7mbulg Fees Witer Fees Ft 77 S 3, 777 377. 17 ( /2, /95. -63 Name Glen B. Reed Adder 450 S.4th W. TeL 435 -628 -6352 Lot BR. Add. PLUMBER Name Reed Plumbing Co. Address Tel 503-656-9012 --2-ati21911-1770115- 0 •N• NATURE OF INSTALLATION Septic Tank Water Piping Rough Plumbing (Fixtures c.te Bath Tubs Showers Laundry Trays Wash Basin Toilet Stop Sinks tritchen Sinks Floor Dwain Drinking 'Fountains Water Softeners Dish Washing Mad Ckathes Washer CITY OF REXBURG APPLJCATION F OR PLUMBING PERMIT OWNER FEES Plumbing Permit $ _C) Use DESCRIPTION OF WORK Urinal Sink Trap WON Heater Other Laval Sprinklers TY OF REXBURG me CASH $ CHECK $ APR 7 2003 Sewer Inspection $ Inspection of Pipe Inspection of Fixtures $ J/ F $ TOTAL $ JO, Received: Date By Rough Piumbi Sewer Other Finish. Plumbing INSPECTOR'S RECORD N s IMP NAME SUBCONTRACTOR LIST Excavation & Earthwork: Waters Construction Co . , Inc . , 271 0 Midway AvP _ , Triaho Falls , ID Concrete: Eagle River Construction, Inc. , 2952 W. 3000 N., Rexburg, ID Masonry: N/A Roofing: BMC West, (Jay Taylor Const., 420 Gullane Cir., Idaho Falls, ID) Insulation: Bob's Insulation & Supply, 1805 W 4900 So., Idaho Falls, ID D rywali: Action Drywall, 329 Damascas, St. George, UT 84790 Painting: Glen B. Reed, 695 Mabera Place, St. George, UT FloorCoverings: Carpet Mart, 4382 Haroldson, Unit 4, Idaho Falls, ID Plumbing: Reed Plumbing Co. ,P.O. Box 2603, Oregon City, OR 97045 Heating: Conan, Inc., 429 W. 18th St., Idaho Falls, ID Electrical: Class Electrical, Inc./1941 N. Serenity Dr . , St . Ganrge, UT Roof Trusses: SPECIAL CONSTRUCTION (Manufacturer or Supplier) BMC West (Jay Taylor Construction) Floor / Ceiling Joists: BMC West (Jay Tayinr rnnSt _ , a20 Gni 1 anP Cir. ,Idaho Falls. Cabinets: Stock Building Supply, 999 S. Bluff St., St. George, UT 84770 Siding /Exterior Trim: Kenny Sanders, 994 E. 1200 N., Shelley, ID Other: REQUEST FOR A CONDITIONAL BUILDING PERMIT FOR PARTIAL BUILDING CONSTRUCTION TO: Building Official for the City of Rexburg Pursuant to the provisions of the Uniform Building Code, the undersigned requests that a building permit be issued for: Footings and Foundations only at: Glen .B. Reed ii South 4 West Rexburg, Idaho 83440 Acknowledgment is made that the plans for the complex are not complete and that final approval of the building will not be given until the final plans have been approved. We recognize that proceeding with partial construction at this time is entirely at the risk of the Architect/Owner with there being no assurance that the final Certificate of Occupancy for the entire building or structure will be granted. We further absolve the City of Rexburg and officers and employees thereof, of all responsibility for the issuance of a partial permit and further agree that any work performed under this permit will be removed or otherwise corrected to be in accord with the requirements of the final approved plans when a permit for the entire building or structure is finally granted. Dated this 19t Day of March, 2003. Approved: 19 March 2003 CITY OF EXBURG By ohn Milia By ����� "� Y Glen B. Reed Owner 3/19/2003 Newell Goldberry Sunberg and Associates 111 E. 16 Idaho Falls, ID 83404 Dear Newell, STATE OF IDAHO www.ci.rexburg.id.us P.O. Box 280 12 North Center Street Rexburg, ldaho 83440 Phone (208) 359 -3020 Fax (208) 359 -3022 e -mail rexburg @ci.rexburg.id.us I have reviewed the Glenn Reed Apartment drawings and have identified the following discrepancies: 1. Please identify a parking buffer as per the Rexburg Zoning Ordinance where the parking lots adjoin other properties. 2. The sidewalk and the curb and gutter at the entrance access must be constructed per City of Rexburg design requirements (6 inches thick with steel reinforcement). Please identify on plans. 3. The walls and door of the laundry must be 1 hr. fire rated as per Table 302.1.1 of the 2000 International Building Code (IBC). 4. Please provide details for the drains pipes that will have to penetrate the fire resistive party walls at the laundry and where the bedroom sinks are adhacent to the wall. 5. Please provide structural calculations for either allowable stress design or the LRFD design method. Also provide Spectral Response Coefficients for the one second and the short. 6. Clearly identify all required braced wall panels on the plans. Include their nailing procedures. I am assuming that you are using some of the interior gypsum walls in your calculations. 7. The plans show a truss clip on the wall section but do not identify the type or the spacing of the connectors. 8. Provide a quality assurance plan for seismic resistance systems as per IBC section 1705. 9. The Fire Department has reviewed the plans. I have attached a copy of their report. Please provide the necessary information they have requested. Please return two sets of revised plans. Let me know if I can be of any further assistance. If you have any questions, please give me a call at 359 -3020 ext. 324. Sincerely, Val Christensen Building Official cc John Millar Chris Huskinson REXB URG- MADISON COUNTY EMERGENCY SERVICES 26 NORTH CENTER STREET REXBURG, IDAHO 83440 208 -359 -3010 208 -359 -3006 FAX 2000 International Fire Code Plan Date: 2 -27 -03 Plan Review Review Date: 3 -18 -03 Building Name: ACADEMY (GLEN REED) APARTMENTS Building Address: 450 SOUTH FOURTH WEST Stories: 2 Type of Construction: V -B Occupancy Classification: R -2 Existing Floor Area: N/A New Construction Floor Area: APPROXIMATELY 5,891 SQUARE FEET 1. Required Fire Flow (Appendix B): 2,000 GPM /TWO HOURS Comments: WITH FULLY SPRINKLERED BUILDING FIRE FLOW DROPS TO 1500 GPM 2. Water Supply (Section 508, Appendix C) Required: YES Fire Hydrant Location: 4 SOUTH /4 WEST Fire Hydrant Flows: EXISTING OK Fire Flow Test Location: 4 TH SOUTH /4 WEST Fire Flow Supplied By: RMCES Other Approved Water Source: NONE Water Supply Acceptable: YES Fire Hydrant Location Acceptable: YES Water Supply Comments: NONE 3. Fire Apparatus Access Roads (Section 503, Appendix D) Required: YES Acceptable Width: YES Complete Road Acceptable: YES Comments: NONE Length: YES Surface: YES 4. Access Roads and Water Supply, including fire hydrants are required to be installed and made serviceable prior to and during time of construction (Section 501): Comments: IF NOT INSTALLED PRIOR TO CONSTRUCTION AND MADE OPERATIONAL, A STOP WORK ORDER WILL BE ISSUED. 5. Installation of portable fire extinguishers (Section 906) Required: YES Location shown: NOT SHOWN Type provided acceptable: NOT SHOWN Comments: MINIMUM SIZE OF 2A1OBC FIRE EXTINGUISHER REQUIRED TO BE MOUNTED ON THE WALL IN EACH UNIT. 6. Automatic fire extinguishing systems (Section 903) Required: NO Type of system being installed: Sprinkler system monitoring (Section 907) required: Comments: 7. Standpipes (Section 905) required: NO Type required: Comments: 8. Ventilating hood and duct fire extinguisher system (Section 609) required: NO Type being provided: Automatic fuel shut -off required: Portable fire extinguisher shown: Comments: 9. Fire alarm systems (Section 907) required: YES Type of system required: Manual: Automatic: X Both: Type of system being provided: Manual: Automatic: Both: Components of system shown: Smoke Detectors: Heat Detectors: Manual Pull Station: Sounding Devices: Visual Devices: Door Holders: Duct Detectors: Flow Alarm: Sprinkler Valve Monitoring: Fire Alarm System Acceptable: PLANS DO NOT SHOW SMOKE DETECTORS OR HORN /STROBE UNITS IN HANDICAPPED APARTMENTS. 10. Other corrections that are required by special occupancy or conditions: Plans as submitted are acceptable: YES, WITH ABOVE ITEMS ADDRESSED PRIOR TO BUILDING PERMIT BEING ISSUED. Plans checked by: CHRIS HUSKINSON Date: 3 -18 -03 Please furnish comments back to the plan reviewer in the following manner: Written Comments: X New Plans: X REED APARTMENT BUILDING REXBURG, IDAHO PAGE 1.0 -1.2 2.0 -2.8 3.0 -3.4 4.0 -4.3 5.0 -5.11 Telephone: (208) 523 -6918 STRUCTURAL DESIGN CALCULATIONS FOR THE NEW APARTMENT BUILDING TO BE LOCATED IN REXBURG, IDAHO Client: Sundberg & Associates, Inc. Idaho Falls, Idaho Designed by: Mark D. Andrus, PE Project #03024 TABLE OF CONTENTS DESCRIPTION Design Criteria Floor Framing Design Window and Door Header Designs Foundation Design Lateral Design G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 E -mail: gs @dataway.net Fax: (208) 523 -6922 Project A ee% 19,rtril,771 ,S /4 Designed By 27e-4 .0f Jpb 1 ( 2OozD s13.G. . � h - 35 l os,P- 1 17 ij7 1o.h �rJr Pei.e€ i� _ , F /kcr /i- %a /OV p 6 GeJ rfrie s //)bu ✓e se'/ P si - 2u is r e (A utned) Pe.- sae 7;14e.- /B 2 baste u e.1 0 4y clayey $ rnL s /17 i G 4.7e./ &i4/ey 9rrs -e/ (sw, SP, sM,s c-, (� , 4 scls/x7/L G &S Structural Engineers Project No. 03 OZ t/ Date / (50 " sece714(4 j0osure- 3 S/J C %ao =� 5� dam, +e = 0/ 20 Sheet Drift Surcharge Load (Pd) 63 PSF Length of Snow Drift (W) 12.2 Feet Length of Snow Drift (W) 6.0 Feet Drift Surcharge Load (Pd) 31 PSF Designer: Mark Andrus G & S Structural Engineers Date: 112912003 1600 John Adams Parkway Project: Reed Apartment Building Idaho Falls, Idaho 83401 Ground Snow Load (Pg) Exposure Factor (Ce) Thermal Factor (Ct) Importance Factor (I) Flat -Roof Snow Load (Pf) Roof Type Warm/Cold Roof Slope Factor (Cs) SNOW LOAD CALCULATIONS (IBC SECTION 1608) 35 Other Cold (Sloped -Roof snow Load (Ps) 1 35 1 lice Dams & Icicles along Eaves 1 70 I Snow Drifting On Lower Roofs Height of step in Roof /Projection (hr) Density of Snow (7) Height of balanced Snow Load (hb) Snow Drifting Required? Windward Drifting Length of Lower Roof (Iu) Height of Snow Drift (hd) 50 PSF 1 Table 7 -2 ASCE 7 -98 1 Table 7 -3 ASCE 7 -98 1 Table 7-4 ASCE 7 -98 10 Feet 20.5 PCF 1.71 Feet Yes PSF Roof Slopes Tess than 15 Degrees Surface Section 7.4 ASCE 7 -98 Figure 7 -2 ASCE 7 -98 PSF PSF Section 7.4.5 ASCE 7 -98 Leeward Drifting Length of Roof upwind of the Drift (lu) 55 Feet 25 Foot Minimum Height of Snow Drift (hd) 3.05 Feet 25 Feet 25 Foot Minimum 1.12 Feet Snow Drifting from Roof Projections / Parapets Upwind Length of Roof (Iu) 25 Feet 25 Foot Minimum Height of projection (hr) 5 Feet Section 7.8 ASCE 7 -98 Roof Projection less than 15 Feet long Drift Load not Required 1/ 1.2 1.0 0.8 8 0.6 0.4 0.2 0.0 0.0 Figure 7 -2 (a) Graphs for Determining Roof Slope Factor Cs, for Warm and Cold Roofs 3 4 6 8 12 on on on on on 12 12 12 12 12 5° \ Unobstructed \ Slippery Surfaces with R >= 30' (5.3 ") for \ Unventilated Roofs or R >= 20* (3.5 ") for \ \ Ventilated Roofs • ° F 'h ft /Btu •• K'm II 30.0 60.0 Roof Slope (Degrees) a. Warm roofs with Ct = 1.0 or less All Other Surfaces 90.0 1.2 0.8 8 0.6 0.4 0.2 Figure 7 -2 (b) Graphs for Determining Roof Slope Factor Cs, for Warm and 3 4 6 Cold Roofs on on on on on 12 12 12 12 12 b. Cold roofs with 15 \ \ Ct = 1.2 Unobstructed \ All Slippery Surfaces 0 30 Other Surfaces Roof Slope (Degrees) 60 90 1, Z Project 19P, r* B/, Designed By Ad tl8 f� - - m,� y i;, 8eas G &S Structural Engineers sil13h s,,an E /S ' -40 / f 011 Y 'y - CZ U r 7rlbt,� A-Me- _ /2'k, Z J 2.41 ' Ccte3 Fr;( Sirrl i� i s Los? Gee Project No. OSO2y Date / -Z -0 "ao441 s co" y ;" !2 =v � jl / TSz f PRa - ► SPCC. ►l� "�� 6- ea. C cirri e•- d' i b e- La_ �ja fs� apcit 1 // P7b /p/go-/6 G u 7!`! I2 %9 - 2- ) /'/X l / LUL 1 S,P„n. '• / /=b N • k/-e) d � 7'y / j /2 Are•, '1/2- (2 -1' 12 9 -* 2 -13 /y / / WI- // nr /,Rd'- /6 0.74 " r ,;2 doi 11 i � r /P4U / 5 e, /1D' Yi- use sir/7 2L-{.S j�c,�elS 160.4 w,9. LVL ass, .? - /%y, //% L✓L r9e - : /a. -I,.is 14/ /Gtr' craCS6 2,0 Sheet 4:J q 4; ? TJ- geam(TM) 6.05 Serial Num : 7 20020 9 User: 2 1/27/2003 10:08:05 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE Page 1 Engine Version: 1.5.12 APPLICATION AND LOADS LISTED 0 SUPPORTS: DESIGN CONTROLS: PROJECT INFORMATION: 13' 6" Copyright ©. 2002 by Trus Joist, a Weyerhaeuser Business TJIT and TJ -Beamfi are registered trademarks of Trus Joist. e -I Joist °,Pro° and TJ -Pro" are trademarks of Trus Joist. 11 7/8" TJI® /Pro(TM) -150 @ 16" o/c El 0 LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead 11' 2" 0 Overall Dimension: 37' 2" 12'6" Product Diagram is Conceptual. 4 Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Plate on masonry wall 5.50" 4.25" 329 / 115 / 0 / 444 A3: Rim Board 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50" 3.50" 793 /271/0 / 1064 B3 None 3 Stud wall 3.50" 3.50" 753 /250/0 / 1004 B3 None 4 Plate on masonry wall 5.50" 4.25" 312 / 107 / 0 / 419 A3: Rim Board 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,63 Maximum Design Control Control Location Shear (Ibs) -579 -539 1562 Passed (34 %) Rt. end Span 1 under Floor ADJACENT span loading Vertical Reaction (Ibs) 1064 1064 1895 Passed (56 %) Bearing 2 under Floor ADJACENT span loading Moment (Ft -Lbs) -1279 -1279 3765 Passed (34 %) Bearing 2 under Floor ADJACENT span loading Live Load Defl (in) 0.090 0.438 Passed (L/999 +) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.116 0.656 Passed (U999 +) MID Span 1 under Floor ALTERNATE span loading TJPro 54 45 Passed Span 1 - Deflection Criteria: MINIMUM(LL:U360,TL 1J240). - Allowable moment was increased for repetitive member usage. - Deflection analysis is based on composite action with single layer of 23/32 ", 3/4" Panels (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include altemate and adjacent member pattern loading. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32 ", 3/4" Panels (24" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.55 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. OPERATOR INFORMATION: Mark Andrus G &S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 Phone : (208) 523-6918 Fax : (208) 523-6922 gs @dataway.net 2t/ CORRIDOR JOISTS 11 7/8" TJI® /Pro(TM) -150 @ 16" o/c TJ- B0am(TM) 6.0:3' Serial Num r. 700200209 User 2 1/27/2003 10:32:58 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE Page 1 Engine Version: 1.5.12 APPLICATION AND LOADS LISTED LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 100.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Width 1 Plate on masonry wall 5.50" 2 Plate on masonry wall 5.50" - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): Al: Blocking DESIGN CONTROLS: Shear (lbs) Vertical Reaction (lbs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum 811 811 2147 Bearing Length 5.50" 5.50" Vertical Reactions (Ibs) Live /Dead/Uplift/Total 756/113/0/869 756/113/0/869 Design Control Control -799 1420 Passed (56 %) 811 1420 Passed(57 %) 2147 3765 Passed (57 %) 0.141 0.353 Passed (U901) 0.162 0.529 Passed (L/783) 61 45 Passed 11' 4" Detail Other Al: Blocking Al: Blocking 1 PIyTJI®/Pro(TM) -150 1 Ply TJI®/Pro(TM)-150 Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 Product Diagram is Conceptual. Limits: End supports, 3 1/2" . Intermediate supports, 3 1 /2" with web - Deflection Criteria: MINIMUM(LL:U360,TL:L/240). - Allowable moment was increased for repetitive member usage. - Deflection analysis is based on composite action with single layer of 23/32", 3/4" Panels (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32 ", 3/4" Panels (24" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.55 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Copyright S 2002 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist', ProTM and TJ -Pro' are trademarks of Trus Joist. OPERATOR INFORMATION: Mark Andrus G &S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 Phone: (208) 523-6918 Fax : (208) 523-6922 gs ©dataway.net Z, Z CORRIDOR JOISTS WITH BEARING WALL LOAD 1 7/8" TJI®/Pro(TM) -150 @ 16" o/c TJ- Beam(TM) EA Serial Num�o02039 User:2 1/27/2003 11:51:57 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE Page 1 Engine Version: 1.5.12 APPLICATION AND LOADS LISTED 3 LOADS: Analysis is fora Joist Member. Primary Load Group - Residential - Living Areas (psf): 100.0 Live at 100 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(plf) Floor(1.00) 325.0 49.0 6' 6" SUPPORTS: DESIGN CONTROLS: PROJECT INFORMATION: Copyright © 2002 by Trus Joist, a Weyerhaeuser Business TJIX and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist Pro' and TJ -Pro' are trademarks of Trus Joist. 4, 11' 4" El Product Diagram is Conceptual. Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift /Total 1 Plate on masonry wall 5.50" 5.50" 938 / 141 / 0 / 1079 Al: Blocking 1 Ply TJI®/Pro(TM) -150 2 Plate on masonry wall 5.50" 5.50" 1006 / 151 / 0 / 1157 Al: Blocking 1 Ply TJI®/Pro(TM) -150 - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. - See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): Al: Blocking Maximum Design Control Control Location Shear (Ibs) -1100 -1087 1420 Passed (77 %) Rt. end Span 1 under Floor loading Vertical Reaction (lbs) 1100 1100 1420 Passed (77 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 3380 3380 3765 Passed (90 %) MID Span 1 under Floor loading Live Load Defl (in) 0.210 0.353 Passed (L/606) MID Span 1 under Floor loading Total Load Dell (in) 0.241 0.529 Passed (U527) MID Span 1 under Floor loading TJPro 61 45 Passed Span 1 - DeMeNon Criteria: MINIMUM(LL:L/360,TL:1J240). -A lowabM moment was increased for repetitive member usage. - Defledien analysis is based on composite action with single layer of 23/32 ", 3/4" Panels (24" Span Rating) GLUED 8 NAILED wood decking. - Bradrp(Lu): All compression edges (top and bottom) must be braced at 2' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ RATING SYSTEM - The TJ Rating System value provides additional floor performance information and is based on a GLUED 8 NAILED 23/32 ", 3/4" Panels (24" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include' Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.55 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. OPERATOR INFORMATION: Mark Andrus G&S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 Phone : (208) 523-6918 Fax : (208) 523-6922 gs ©dataway.net z3 TJ+Beam(TM) Serial rium " 7 o2oozo s 11 7/8" TJI ® /Pro(TM) -150 @ 16" O/c Use r.2 1/27/2003 10:09:43 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE Page 1 Engine Version: 1.5.12 APPLICATION AND LOADS LISTED SUPPORTS: DESIGN CONTROLS: Shear (Ibs) Vertical Reaction (lbs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro PROJECT INFORMATION: LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead Input Width 1 Stud wall 5.50" 2 Microllam LVL beam 3.50" Maximum 471 471 1510 0 Bearing Vertical Reactions (lbs) Length Live/Dead/Uplift /Total 4.25" 362 /136/0/498 Hanger 358 / 134 / 0 / 492 Design Control Control -471 1420 Passed (33 %) 471 1420 Passed(33 %) 1510 3765 Passed (40 %) 0.113 0.428 Passed (IJ999 +) 0.155 0.642 Passed (L/994) 51 45 Passed Top Flange Offset N/A 13' 6" - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,H1: Face Mount Hanger HANGERS: Simpson Stronq -Tie® Connectors Support Model Slope Skew Reverse � Flanges 2 Face Mount Hanger tits 0/12 0 No �— IASG =t S - Nailing for Support 2: Face: 10 -N10 , Top N/A, Member: 2 -N10 Top Flange Slope N/A Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 Support Wood Species N/A - Deflection Criteria: MINIMUM(LL:1J360,TL:L/240). - Allowable moment was increased for repetitive member usage. - Deflection analysis is based on composite action with single layer of 23/32 ", 3/4" Panels (24" Span Rating) GLUED 8 NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32 ", 3/4" Panels (24" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.55 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software wit be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. Copyright 2002 by Trus Joist, a Weyerhaeuser Business TJIv,TJ -Beams and Microllamx are registered trademarks of Trus Joist. e -I Joist', Pro" and TJ -Pro' are trademarks of Trus Joist. Simpson Strong -TieE Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. OPERATOR INFORMATION: Mark Andrus G &S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 Phone : (208) 523 -6918 Fax : (208) 523 -6922 gs©dataway.net Product Diagram is Conceptual. Ply Depth Nailing Detail Other Depth N/A N/A N/A A3: Rim Board 1 Ply 1 1/4" 0.8E TJ -Strand Rim Board® 1 11.88" N/A H1: Face Mount Hanger None Intermediate supports, 3 1/2" with web try WM, UPPER FLOOR BEAM CASE #1 2 Pcs of 1 3/4" x 11 7/8" 1.9E Microllam® LVL TJ43eam(TM) 6.65 Serial 2002039 User: 2 1/27/2003 10:13:33 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE Page 1 Engine Version: 1.5.12 APPLICATION AND LOADS LISTED PROJECT INFORMATION: LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 12' 3" Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Copyright v 2002 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. OPERATOR INFORMATION: Mark Andrus G &S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Fats, ID 83401 Phone : (208) 523-6918 Fax : (208) 523-6922 gs @dataway.net Product Diagram is Conceptual. Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Wood column 3.00" 3.00" 3063/1220/0/4283 L5 None 2 Wood column 3.00" 3.00" 3063 / 1220 / 0 / 4283 L5 None -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L5 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 4197 -3433 7897 Passed (43 %) Rt. end Span 1 under Floor loading Moment (Ft -Lbs) 12853 12853 17848 Passed (72 %) MID Span 1 under Floor loading Live Load Defl (in) 0.294 0.408 Passed (L/499) MID Span 1 under Floor loading Total Load Deft (in) 0.412 0.613 Passed (L/357) MID Span 1 under Floor loading - Deflection Criteria: MINIMUM(LL:L/360,TL:L/240). - Bracing(Lu): At compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. j. UPPER FLOOR BEAM CASE #2 1 3/4" x 11 7/8" 1.9E Microllam® LVL TJ+Beam(TM) 615 Serial Num r. 70020 0 9 User: 2 1/27/2003 10:15:56 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE Page 1 Engine Version: 1.5.12 APPLICATION AND LOADS LISTED 9' LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 12' 3" Primary Load Group - Residential - Living Areas (p50: 40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: El Overall Dimension:13' 4' —� Product Diagram is Conceptual. Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift /Total 1 Wood column 5.50" 5.50" 1919/730/0 /2648 L5 None 2 Wood column 3.50" 4.61" 4366/1689/0 /6055 L5 None 3 Wood column 3.50" 3.50" 949/45/-788/994 L5 None -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L5 - Bearing length requirement exceeds input at support(s) 2. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -3499 -2727 3948 Passed (69 %) Rt. end Span 1 under Floor loading Moment (Ft -Lbs) -4806 -4806 8924 Passed (54 %) Bearing 2 under Floor loading Live Load Defl (in) 0.097 0.289 Passed (L/999 +) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.133 0.433 Passed (L/784) MID Span 1 under Floor ALTERNATE span loading - Deflection Criteria: MINIMUM(LL:L/360,TL:L/240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and slated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Copyright 6 2002 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. OPERATOR INFORMATION: Mark Andrus GaS Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 Phone: (208) 523 -6918 Fax : (208) 523-6922 gs@dataway.net UPPER FLOOR BEAM CASE #2 2 Pcs of 1 3/4" x 11 7/8" 1.9E Microllam® LVL TJ- Bgam(TM) 6.05'Serial Num a 700200 9 User..2 1/27/2003 10:16:15 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE Page 1 Engine Version: 1.5.12 APPLICATION AND LOADS LISTED LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 12' 3" Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: PROJECT INFORMATION: Copyright :0 2002 by Trus Joist, a Weyerhaeuser Business Microllamx is a registered trademark of Trus Joist. OPERATOR INFORMATION: Mark Andrus G &S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 Phone : (208) 523 -6918 Fax : (208) 523-6922 gs @dataway.net Overall Dimension: 13' 4' -2. Product Diagram is Conceptual. Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead/Uplift/Total 1 Wood column 5.50" 5.50" 1919/752 /0/2670 L5 None 2 Wood column 3.50" 3.50" 4366 /1740 /0 /6106 L5 None 3 Wood column 3.50" 3.50" 949 / 471 -788 / 995 L5 None -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L5 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -3529 -2751 7897 Passed (35 %) Rt. end Span 1 under Floor loading Moment (Ft -Lbs) -4847 -4847 17848 Passed (27 %) Bearing 2 under Floor loading Live Load Defl (in) 0.049 0.289 Passed (U999 +) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.067 0.433 Passed (U999 +) MID Span 1 under Floor ALTERNATE span loading - Deflection Criteria: MINIMUM(LL:L/360,TL:!J240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattem loading. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. 2t1 A.. T UPPER FLOOR BEAM CASE #3 2 Pcs of 1 3/4" x 11 7/8" 1.9E Microllam® LVL TJ- BeAm(TM) 6.05 $anal Num e�r 7 20 User..2 1/27/200310:20:18AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE Page 1 Engine Version: 1.5.12 APPLICATION AND LOADS LISTED a SUPPORTS: 11' 6" -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): L5 PROJECT INFORMATION: Copyright J 2002 by Trus Joist, a Weyerhaeuser Business Micro11amA is a registered trademark of Trus Joist. 4 a LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 12' 3" Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead/Uplift/Total 1 Wood column 5.50" 5.50" 2405 / 941 / 0 / 3346 15 None 2 Wood column 3.50" 3.50" 6556 / 2389 / 0 / 8945 L5 None 3 Wood column 3.50" 3.50" 3533 / -40 / -2615 / 3493 L5 None 4 Wood column 5.50" 5.50" 6629/2618/0/9247 L5 None 5 Wood column 2.25" 2.25" 2572 / 990 / 0 / 3563 L5 None 7' 4" DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 5094 4259 7897 Passed (54 %) Lt. end Span 4 under Floor ADJACENT span loading Moment (Ft -Lbs) -10355 -10355 17848 Passed (58 %) Bearing 4 under Floor ADJACENT span loading Live Load Defl (in) 0.192 0.415 Passed (L/779) MID Span 4 under Floor ALTERNATE span loading Total Load Defl (in) 0.260 0.622 Passed (11574) MID Span 4 under Floor ALTERNATE span loading Overall Dimension: 35' 4" 12' 6" Product Diagram is Conceptual. - Deflection Criteria: MINIMUM(LL:IJ360,TL:IJ240). - Uplift exceeds 1000 lbs for unbalanced load. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate and adjacent member pattem loading. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. OPERATOR INFORMATION: Mark Andrus G&S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 Phone : (208) 523 -6918 Fax : (208) 523-6922 gstdataway.net Z8 Project Xead Designed By .ji j4i ./rul I) ' f J *AJ $. car 1 er-4/e t-g (n,n+e l-- oacLn1..c or O et igi .e. - r— rvuvs+ heatIOL d kerb Ali„, /i f �i u d t biendeta 7f rY?um 174vin 5fa/l = 4 0 2 -6." i d> ir��rH oz� LL = /l. 5 (11) f (n ∎ 15 c . = 9b ?. S i o/F D1 = / � 5t7o), +645 - 05) +$G = 5-7/ %• 2— 2X /v tea/ Ga25'7t GJGC/ cr G� l� vmg' e 1.w,ng - 5, = 946 i%'0-.'rrrrar r►- i j t L l 31Z 4- 1,33010) , = !133L/PO = t13 Qt oc /.33 6/ 7 0 1 763 p14 ti's 6. 2h '41-(8) 4- 3(/2d) /2 /8P /.- G &S Structural Engineers =a r?- u.8e 2- 2.Xivs q - ThIfIrj 4> ,2^ 2_ xicD e.si sp.r. % 7=0" w 1 ( ; +-r: zo _ p ) 4> 3 -2)c /0 f S Project No. Oc3D.2'-/ Date /�?7 -03 Dc : 3 1a) 4- /, 33 Cri >s0 -A-- all c.9iYi a 0~- / /R /Wu'r'7 P /sir G /ter as--e 3-2)(44 across. f rrh4/;*1 er7,1i ee.. - 7y# 7 4 . Al and e ff wes>L C./ c_r 3,0 Sheet 3,1 1 %Vood"Vorks SOFTWARE FOR WOOD DESIGN COMPANY Mark D. Andrus, PE G& S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 Jan. 27, 2003 11:00:38 PROJECT Beam1 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft) Start End Pattern Load? Loadl Load2 Load3 Dead Live Snow Full UDL Full UDL Full UDL 571.0 270.0 682.5 No No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0 0' A 4' 6" Dead Live Total Bearing: Length 1300 1607 2907 1300 1607 2907 1.6 1.6 Lumber n -ply, D.Fir -L, No.2, 2x10 ", 2 -Plys Self Weight of 6.59 pif automatically included in Toads; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv @d = 103 fb = 917 0.02 = <L/999 0.02 = <L/999 0.05 = <L/999 Fv' = 109 Fb' = 1126 0.15 = L/360 0.30 = L /180 fv /Fv' = 0.95 fb /Fb' = 0.81 0.14 0.15 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 900 1.15 1.00 1.00 0.989 1.10 1.000 1.00 1.00 3 Fv' = 95 1.15 1.00 1.00 3 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 3 Bending( +): LC# 3 = D +.75(L +S), M = 3270 lbs -ft Shear : LC# 3 = D +.75(L +S), V = 2907, V @d = 1911 lbs Deflection: LC# 3 = D +.75(L +S) EI= 158.29e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. 3,1 11 ' Wood\ SOFTWARE FOR WOOD DESIGN COMPANY Mark D. Structural G & S Structural Engineers Idaho John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 Jan. 27, 2003 11:02:00 PROJECT Beam1 LOADS: Design Check Calculation Sheet Sizer 2002a ( lbs, psf, or plf ) Load Loadl Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Load2 Load3 Dead Live Snow Full UDL Full UDL Full UDL 160.0 53.0 105.0 No No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : o' 4'6" Dead Live Total Bearing: Length 366 267 632 366 267 632 1.0 1.0 Lumber n -ply, D.Fir -L, No.2, 2x4 ", 2 -PI s --� Y use. 2 -2.Xi0-5 Self Weight of 2.49 plf automatically included in Toads; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv @d = 79 fb = 1394 0.09 = L/617 0.06 = L/847 0.19 = L/277 Fv' = 109 Fb' = 1552 0.15 = L/360 0.30 = L /180 fb /Fb' = 0.90 0.43 0.65 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 900 1.15 1.00 1.00 1.000 1.50 1.000 1.00 1.00 3 Fv' = 95 1.15 1.00 1.00 Fcp'= 625 1.00 1.00 3 E' = 1.6 million 1.00 1.00 3 Bending( +): LC# 3 = D +.75(L +S), M = 711 lbs -ft Shear : LC# 3 = D +.75(L +S), V = 632, V @d = 550 lbs Deflection: LC# 3 = D +.75(L +S) Ei= 8.57e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side- loaded, special fastening details may be required. 3,2 • fit %VoodVVo rks® SOFTWARE FOR WOOD DESIGN COMPANY Mark D. Andrus, PE G & S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 Jan. 27, 2003 11:11:03 PROJECT Beam1 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Load2 Load3 Dead Live Snow Full UDL Full UDL Full UDL 763.0 133.0 1218.0 No No No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : A A 0' 3' 6" Dead Live Total Bearing: Length 1347 2132 3478 1347 2132 3478 1.9 Lumber n -ply, D.Fir -L, No.2, 2x10 ", 2 -Pays Self Weight of 6.59 plf automatically included in Toads; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv @d = 105 fb = 854 0.01 = <L/999 0.01 = <L/999 0.03 = <L/999 Fv' = 109 Fb' = 1129 0.12 = L/360 0.23 = L /180 fv /Fv' = 0.96 fb /Fb' = 0.76 0.11 0.11 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 900 1.15 1.00 1.00 0.992 1.10 1.000 1.00 1.00 4 Fv' = 95 1.15 1.00 1.00 4 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 Bending( +): LC# 4 = D +S, M = 3043 lbs -ft Shear : LC# 4 = D +S, V = 3478, V @d = 1946 lbs Deflection: LC# 4 = D +S EI= 158.29e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. 5,1 , di Mark Woodworks ® SOFTWARE FOR WOOD DESIGN COMPANY D. Andrus, PE G & S Structural Engineers 1600 John Adams Pkwy., Suite 200 Idaho Falls, ID 83401 Jan. 27, 2003 11:13:41 PROJECT Beam1 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Load2 Dead Snow Full UDL Full UDL 80.0 480.0 No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ° 0 0' 9' Dead Live Total Bearing: Length 404 2160 2564 404 2160 2564 1.0 1.0 Lumber n -ply, D.Fir -L, No.2, 2x10 ", 3 -Plys ✓ Self Weight of 9.89 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Dead Defl'n Live Defl'n Total Defl'n fv @d = 77 fb = 1079 0.03 = <L/999 0.15 = L/723 0.19 = L/565 Fv' = 109 Fb' = 1309 0.30 = L/360 0.60 = L /180 fv /Fv' = 0.70 fb /Fb' = 0.82 0.50 0.32 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 900 1.15 1.00 1.00 1.000 1.10 1.000 1.00 1.15 2 Fv' = 95 1.15 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending( +): LC# 2 = D +S, M = 5770 lbs -ft Shear : LC# 2 = D +S, V = 2564, V @d = 2125 lbs Deflection: LC# 2 = D +S EI= 158.29e06 lb -in2 /ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3. BUILT -UP BEAMS: it is assumed that each ply is a single continuous member (that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top - loaded. Where beams are side - loaded, special fastening details may be required. 3.9 riojec[ �2t� j , , r te . y ^- a/� ' Designed By 7,7 /4�,1yef Project No. 7JbvGy Date / —Z5-02 Laait A 4ve Y�(257 yo (2) = IOZo Ply 1:69d lex ! yz Li j /b-C t do(l = 5 5 , �.� C� eL 1C l�G ,� -,wr•, Lal u,+m 1 trfroi Ave- dv 2 /`e- ` IvL; /ue t' Yz[`.2' Flo ('%z:.)Zy /bs De l .d Y (Z4)/5194 t, Z )104) /sf 44,L. wv oo. �� sio P ly- t z /9 p DL .l✓xr.� �e 4rAn1 �.47)4 1v acr 4.- rr77C 4 4' io X / = G " ei St 4 / 4- '5-S rj • ; go) 35 WU plia /vA.L / 2C 1 - gYtio(Z) 16110(,2 1 /bZo / - F DtwL /vim,[ Yt ( Zti) /s f- /4, 00) t h (ye.)-2 z 7 /- ya p /4 G &S Structural Engineers /U "X 2 • o e - '/ 3 i/ oy ,, yo Sheet • Reed Apartment Building 1I N tn cn ' o r : I M — Loads P (k) DL LL C Allowable Soil Bearing : 2000 psf Concrete Weight :145 pcf Concrete fc :2.5 ksi Steel fy :60 ksi Vx (k) X +Vx A D _ Service Soil Bearing Maximum Bearing 1292.87 psf DL +LL Max/Allowable Ratio .646 A D� C Flexure Design Maximum MuXX /�S 3.77857e -7 k -ft ACI 9.1 Maximum MuZZ /gS .308 k -ft ACI 9.1 A D ■ ■ ■ ■ ■ ■ ■■ MINN Z direction steel requires the following placement: Region 1 (starts at A): 2.004 in Region 2 (middle): 12 in Region 3 (ends at D): 2.004 in Maximum Shear Check Ratios (Vu l0 Vc) Two Way (Punching) Shear NA One Way Shear, X dir. cut 0 One Way Shear, Z dir. cut 0 Overturning Moment Safety Factors (OTM SF) OTM SF About X -X Axis NA DL +LL OTM SF About Z -Z Axis NA DL +LL Concrete Bearing (For Vertical Loads Only!) Maximum Bu /RS 3.887 k ACI 9.1 Allowable Bc 89.25 k .544 1.02 f) 0 Vz (k) +Vz D C B 1292.87 psf 0 psf Uplift B : X Dir. Steel: .216 in (min) a Z Dir. Steel: .288 in (min) C Steel: .021 in Steel: .247 in Steel: .021 in ACI 9.1 ACI 9.1 Mx (k -ft) Mz (k -ft) Overburden (ps +Mx +Mz B A A D +Over Reed Apartment Building (D Allowable Soil Bearing Concrete Weight Concrete fc Steel fy - Loads P (k) DL LL OL1 :2000 psf :145 pcf :2.5 ksi :60 ksi Vx (k) A +Vx D Service Soil Bearing Maximum Bearing 1996.21 psf DL +LL Max/Allowable Ratio .998 A D Flexure Design Maximum MuXX /pS 7.17061e-6 k -ft ACI 9.1 Maximum MuZZ IRf 1.861 k -ft ACI 9.1 A B $$X Dir. Steel: .81 in (min) X direction steel requires the following placement: Region 1 (starts at A): 13.5 in Steel: .174 in Region 2 (middle): 18 in Steel: .463 in Region 3 (ends at B): 13.5 in Steel: .174 in B C Maximum Shear Check Ratios (Vu IBS Vc) Two Way (Punching) Shear NA One Way Shear, X dir. cut 0 ACI 9.1 One Way Shear, Z dir. cut .023 ACI 9.1 Overturning Moment Safety Factors (OTM SF) OTM SF About X -X Axis NA DL +LL OTM SF About Z -Z Axis NA DL +LL Concrete Bearing (For Vertical Loads Only!) Maximum Bu Ife 19.668 k ACI 9.1 Allowable Bc 334.688 k Vz (k) Mx (k -ft) Mz (k -ft) Overburden (psf) 2.16 5.76 2.629 0 1996.21 psf 0 psf Uplift +Mz A D +Over "Az Reed Apartment Building PD Allowable Soil Bearing Concrete Weight Concrete f c Steel fy Loads P (k) DL .74 LL 2.32 D ¢ C/X 1 ft < Z a N . 0 C :2000 psf :145 pcf :2.5 ksi :60 ksi Vx (k) +Vx A D — Service Soil Bearing Maximum Bearing 1814.17 psf DL +LL Max/Allowable Ratio .907 A B 1814.17 psf O psf Uplift D� C — Flexure Design Maximum MuXX IBS 8.02176e -7 k -ft ACI 9.1 Maximum MuZZ /RS .713 k -ft ACI 9.1 A D ••••• ••••• ••••• Z direction steel requires the following placement: Region 1 (starts at A): 6 in Steel: .072 in 2 Region 2 (middle): 12 in Steel: .288 in 2 Region 3 (ends at D): 6 in Steel: .072 in 2 Maximum Shear Check Ratios (Vu IBS Vc) Two Way (Punching) Shear NA One Way Shear, X dir. cut 0 ACI 9.1 One Way Shear, Z dir. cut .054 ACI 9.1 Overturning Moment Safety Factors (OTM SF) OTM SF About X -X Axis NA DL +LL OTM SF About Z -Z Axis NA DL +LL Concrete Bearing (For Vertical Loads Only!) Maximum Bu Igf 8.251 k ACI 9.1 Allowable Bc 204 k Vz (k) +Vz D C B UX Dir. Steel: .216 in (min) �+ Z Dir. Steel: .432 in (min) Mx (k -ft) Mz (k -ft) Overburden (psf) +Mx B A +Mz A D 100 +Over Project Xeeut 42: t 9+? Designed By jl eliu,8 ^• s (2 '&i14.11) AA wmJ dre4.-7 , Cl £nt) titre& = / /,2s('3) 2 = 370 4 m4eri r-2rM4.- arte-- (71,0 - (z)/ii,26 = 55 s 4 f'tJO- e rlr t. ' 4 , i n4cd ic-e- &me. area- _ 7(71)4- = 5/775 7 = wAli eno/ z = 67 = aI) m it Zone. 424.- - 552. s( // 9) _ iCT = 5r , 75 / / As-/ /west aIit.,4 Project No. OZO2/ Date / Z 3 GAG 11 tic Z e Arre R end e eare., = //2s03)a = 370 ,5 .4Z - �, �! frWerice 2•- area _ (6 - 1 )= 730 P4 tr/DP Brto P Zeile Mv4-17ir° Q Ms, = 8.61(07)- 6,(.7(Z9 = 5"//.88 Z7 i 7$) 760,2.1( nig) (//,1) - 72.)-Act • • 1.) ►v� 1 estii9 i rr s 77rrit. = /933) /bs 0 /k) Vi c /o•4 = Z) 733 lbf 69 5/y,90 /bs (� S7 /, 75 /ss /€9/,23 /As- /3 31 Jbs 059E - 1 , % /bs f3109.5" /b.s 4 /ve, c/ /bs 2)733 As. yr O G &S Structural Engineers Sheet Project /feect ,- 61+. Designed By �� fi1,zcs 1L ,J DPS, 4 6 LAG, 17P,..r9e7 P rte4 c,J 61.1.- Ro r"Pk ; f _a G &S Structural Engineers Ave a a- 22 rr.. 7"6 /e / (o, Z / ) C, 41) 74-e- ; /yh/- f .arm. sc. Ad 4 -mom ,i 4f y u 1 . LviN.1 e: ryn �aS l e t 1 �r�navars:�_ /2,8 mo w' ev,o 1718 /l,q 0/ . ,e� .o / �.0 — �o. J R _ ,7 zo nc = / l'f # - /y: 3N Project No. ,O3024 Date /- 2'1 -03 .and z. ,e t 174) p sis Lim pSt Fold p..s' , -iN ??,'e ; 1/19 psefi e = (e AO( 7b 7, / I - -p- 'C�► 1s ot- ,'iv (18L6') - 79 v y ( 0 z,b t t+ or- Sheet 2 b 1RUGIURALDESIGN 0 J N 0 0 2000 INTERNATIONAL BUILDING CODE® 1MNDWARD ROOF TRANSVERSE ELEVATION 1MNDWARD ROOF 1 VERY LONGITUDINAL ELEVATION LEEWARD ROOF LEEWARD ROOF 11111111 CAL J // / / / / / / / / / / / ///////////////)J L/2 L/2 U W W 0 0 FIGURE 1609.6(3) APPLICATION OF MAIN WINDFORCE- RESISTING SYSTEM (MWFRS) LOADS FOR SIMPLE DIAPHRAGM BUILDINGS FIGURE 1609.6(3) SZ 321 322 TABLE 1609.6.2.1(1) 0 a W CC 0 0 a X W z 0 W 0 0 -J W W u. O 0 1- W 11 0 0 Z N Q W t0 • z 0 O I— t J CO Z I--0 5 m cr 0 u_ 0 0 J W 1•- rn 0 cn z W cc W 0 cr 0 LL 0 z C N O y Z > CD ta (7 a W E G co W Q V1 00 'D • 00 N c N V1 00 Vl 00 00 R N f` .p t;l 00 ; 00 00 r` F r` M O N N N O N t� 00 T `p N M , 0 f` M p w1 - �"� •• M N V1 r"' vl 00 t.• ^_ co N ' ' ' ' 00 R ▪ M ? ON V1 7 ▪ sp t` 00 O sO • 00 O� 00 (7 ~ • p� 7 M CV . .p = .� ^ M 00 o0 M t� 00 • �O t` O� M O W ^ N N ^ 0 a 0 J J 2 0 N z 0 s O N R y V h V 'ot V' ' o f 11. W 0 o ° lb 0 o VI 9 0 VI v 0 vi L o V I _u 0 V I u ' rn • d u o VI u 0 0 0 0 0 C W N .r C - - 00 v) 0 00 VI o U CC G p W O -7.,4:' _ W ..7-c.. _ c A 0 ( c A$ p CC g O O a o e O V a V a 0 V p N V 0 0 o Q Q O O p M M M O p O 0 N td - U N 0 N 'O L 'O 0) ' U • ' p 0 ▪ C 0) C 0) O W c y > y > > J ` 00 0 C 0 N •- - m 2' ▪ „, kel Q 0 2000 INTERNATIONAL BUILDING CODE s3 STRUCTURAL DESIGN Project ffP�l �4�n, ,�,�� gam Project No. 0302 ) Designed By 7 Liozel )s ►�i� Fram (r l , ,„ ;i d„ ) GPO G &S Structural Engineers ea u.pi." Gee- 839 K v 11 ./ 4e e_kss D deur (A`4 -c►g _ I €elsrn■C. has e. s\-te-s. t V= ,' a 52, 14 V ,°757,t,) 1)e m- @ Roe/ _ L2 (3s) 420 U,0121 1 111 1 6 #2(84,6,)] (A)) = /7 e Gl (&oi2) + 8 (z Ll k) +2.,(8.1,61)1 ,o = I I s 0 81 zS98(oS re.)-7/01 £voue et-4- l93 / 2, 03 scs = ,5291 lZ = 6 Y = ,07 Cc) (2$ SG,)) Z tbs m Cc rch tL rYrit, � rr e _ ec r r . (s 4 e r a1 evij,1 c5Z 411e. b to net n, , P 4 er- = Z 1 (o /bs 4.4 y \h4j 4 s4 -t4bu inn : ( 5 2) e G/o��r ���� b (a_ 9v �� 17 y 7 7k, /32oq /6f /A.k.a.; = .v901.0 /b Date / -2 7 - D3 S, Sheet C/cQ'7,s 1) REXBURG, MADISON CTY. Date and Time: 1/27/2003 3:19:38 PM MCE Parameters - Conterminous 48 States Zip Code - 83440 Central Latitude = 43.763462 Central Longitude = - 111.609017 Data are based on the 0.10 deg grid set Period SA (sec) ( %g) 0.2 060.6 Map Value, Soil Factor of 1.0 1.0 019.3 Map Value, Soil Factor of 1.0 MCE Parameters x Specified Soil Factors 0.2 080.0 Soil Factor of 1.32 1.0 039.2 Soil Factor of 2.03 MCE Parameters - Conterminous 48 States Zip Code - 83440 Central Latitude = 43.763462 Central Longitude = - 111.609017 Data are based on the 0.10 deg grid set Period SA (sec) ( %g) 0.2 060.6 Map Value, Soil Factor of 1.0 1.0 019.3 Map Value, Soil Factor of 1.0 MCE SPECTRUM x SOIL FACTORS Fa = 1.32 Fv = 2.03 Period SA (sec) ( %g) 0.000 032.0 0.4FaSs 0.098 080.0 To 0.200 080.0 T =0.2, FaSs 0.490 080.0 Ts 0.500 078.5 0.600 065.4 0.700 056.1 0.800 049.1 0.900 043.6 1.000 039.2 T =1.0, FvS1 1.100 035.7 1.200 032.7 1.300 030.2 1.400 028.0 1.500 026.2 1.600 024.5 1.700 023.1 1.800 021.8 1.900 020.7 2.000 019.6 Period, sec Sa, g 0.00 0.320 0.10 0.801 0.20 0.801 0.49 0.801 0.50 0.785 0.60 0.654 0.70 0.561 0.80 0.491 0.90 0.436 1.00 0.392 1.10 0.357 1.20 0.327 1.30 0.302 1.40 0.280 1.50 0.262 1.60 0.246 1.70 0.231 1.80 0.218 1.90 0.207 2.00 0.196 • Maximum Considered Earthquake Ground Motion Fa = 1.32 F1 = 2.03 Zip Code = 83440 Central Lat. = 43.763462 deg Central Long. = - 111.609017 deg 1 Ol C 0 0.75 d u 0.5 0.25 0 I 0 0.5 1 Period, sec 1.5 2 Nature of Occupancy Seismic Use Group Table 1616.3.(1) Table 1616.3.(2) Largest SDC from Tables 1616.3.(1) &(2) SDC* to Use for Design SDS SDC* SD1 SDC* Commercial I 0.529 D ** 0.261 D ** D ** D ** • Designer: Mark Andrus Date: 1/27/2003 Project: Reed Apartment Building SEISMIC DESIGN: Type of Occupancy: (Table 1604.5 and 1607.1) Commercial Building Category or Seismic Use Group: (Table 1604.5 and 1616.2) Building Category = Seismic Importance Factor: 1 e = Soil Site Class: Site Class = Response Modification Coeff. R: R = (Table 1604.5) (1615.1.1) (Table 1617.6) Building Location: (Latitude & Longitude, or Zip Code) Approximate Fundamental Period, T h = Height (feet) above base to highest level of building. G = Building Period Coefficient (See 1617.4.2.1) Calculate Approximate Fundamental Period, T C *h„ Maximum Considered Earthquake Response Accelerations: Short Periods, Ss: (CD rom) 1 Second Period, S1: (CD rom) Earthquake Response Site Coefficients: F F,,: SMS : _ SM1: _ F F„S1 Accelerations Adjusted for Site Class Effects: (Table 1615.1.2(1) or CD rom) (Table 1615.1.2(2) or CD rom) (Eq. 16 -16 or CD rom) (Eq. 16 -17 or CD rom) Design Spectral Response Acceleration Parameters: SDS = S = 2 /3S 2 /3S = (Eq. 16 -18) (Eq. 16 -19) * SDC is the "Seismic Design Category" G & S Structural Engineers 1600 John Adams Parkway Idaho Falls, Idaho 83401 (1615.1.3) h„ Ct = Ta = S = S = F = F" = SMS SM1 = SDS = SD1 = S1 = 0.193 ** Seismic Use Groups I and II structures located on sites with mapped maximum considered earthquake spectral response acceleration at 1- second periodm S1, equal to or greater thatn 0.75g, shall be assigned to Seismic Design Category E, and Seismic Use Group III structures located on such sites shall be assigned to Seismic Design Category F. 1.00 D 6 22 0.02 0.203 0.606 g 0.193 g 1.310 g 2.030 g 0.794 g 0.392 g 0.529 g 0.261 g 6,7 • • Designer: Mark Andrus Date: 1/27/2003 Project: Reed Apartment Building General Procedure Response Spectrum: To =.2Sd1 /Sds= Ts =Sd1 /Sds= For periods _< To: Sa= .6(Sds/To) *T +.4Sds Ts >_ For periods >_ To: Sa = Sds Seismic Response Coefficient, Cs: Since Seismic Design Category is D ** and S1 is less than 0.6 thus Cs min Cs shall not be Tess than: C = 0.044Sds(Ie) = Cs calculated Cs = Sds /(R /Ie) = Cs need not exceed: Cs = Sd1 /((R /Ie) *T) = Cs used for design of Seismic base shear = Seismic Base Shear: (1615.1.4) For periods > Ts: Sa = Sd1/T (1617.4.1.1) = 0.044Sds(Ie) 0.023 } 0.088 } 0.214 } 0.088 V = Cs *Wh,y \/= .v(a3W See Section 1617 for the E to use in the Toad combinations of Section 1605.4. QE = The effect of horizontal seismic forces = Seismic base shear (V) = Cs *W Seismic Toad effect E. Where the effects of gravity and the seismic ground motion are additive, seismic Toad, E, for use in Formulas 16 -5, 10, and 17 shall be defined by: E = p *QE + 0.2 *Sp *D (Eq. 16 -28) Where the effects of gravity and seismic ground motion counteract, the seismic Toad, E, for use in Formulas 16 -6, 12, and 18 shall be defined by: E = p *QE - 0.2 *Sp *D G & S Structural Engineers 1600 John Adams Parkway Idaho Falls, Idaho 83401 To = Ts = (Eq. 16 -37) (Eq. 16 -35) (Eq. 16 -36) (Eq. 16 -34) 0.099 g 0.494 g T =p Sa /g 0.0 0.212 0.1 0.529 0.5 0.529 0.6 0.435 0.8 0.326 1.0 0.261 1.2 0.218 1.4 0.187 1.6 0.163 1.8 0.145 2.0 0.131 (Eq. 16 -29) per- "77,6k /6 / ?. L , 1 -Us sn.npl, ' 1/' p ore o� see m Project jleegC 13/4 Designed By 7J74/,,�f /Lip `Ire- G &S Structural Engineers 7L (219ULo) sher,r -)d/ ler y //t 71 /k hA /I 0,2 fie ,/ ,/J se4r,vvt Project No. 0 3q.7y Date J -27-63 10 9 6'3 /bs 3 Co ` (`j seq. -.. ; e 4 1 0" /..►y/.!) Forre- u - P% .11s = lizuz zvg) Is, Go /Gs 744 rhea, -wvU 1e/t9 3(.0' (y se, .. r3). 9 =o ,4n /4 = 3c) y p) 47 163 RAP Gl f /r,�r O i tt 161(9)(i3) = /317L - '{4 - - /b. iZl�l = (zo)t 80o)](9) + Z (9) = 6,1 LDS ..Ibs 4/0-t,,e) Are-e_ = 1 j 7In - 2 I3 (lp I to S) - /c4, 7 15S 9 •tlo - ' mss oTM = /83( 63 a3) = 3621 I1 PI 6165 + CH(1' ) +8O0)19)Z/.. + H(15-)(Z)9 = /z 9 i5' , Y -/s 3/o711 - Z /302q/5) 7 3122 Ibs ra (�8� 5�•h 1-15TGZ$ . f - -G�l - cry / /US' /6 the S/Yn sTf/l�B 8' / : � /n - 3 1 #s lb s � ■Jj Designed By , Z rk.Y11..�, AJes,L s ur 7; Project No. U&._):e y /d'Y -G = Z 1 /0 co n hxlc a 14 -C1 /4# l3 = 5 7 7 /b5- Gall) 4 : rome @ /4,;/ P 4v -r La./4 ` G'r frz, it, zo5) 3302lbs Re-e- 4 - 3 3o Z /Zci ,74Z -, •Tjy= !3S(.►z)( = /3 Z9b tJ -l R N = /14, (o 7( f 800)162Y-1h_ ^ 3 y °SO No 46s4'Dit..41 TPf40,!e 0 .6 /5- zy� Date / 57M /38 p/- ,171e) L zGiv 6 hs,p aryl _ 13662)4 + 9DM8 235 -4/ 3y °B t L?9 ( /s) t 80)P1) 6 /7/ 30 ,4L- J / D Sheet ' " Designed By j7 ; ,� � 4J i v)G�.l /[�cr� / 7,64/ iii iu. v i NA1 -f 2 .0P_Ssy,1 SheafitotYS o . U � _ / @ ,&» Aiek 5y77 /5) cshee.rAia k.: th = Ho '< c.ei pet- A S'/77 y0 z 13 7 p/- Tore- e ' 14 - _.. '- - IN �l3Zv�i') 334 15s 3 3oz / BG-sed u. per., 51i .-- prr�ri,�- ! s ��c /ei7plAi c )1 a / - f ne..,m as wr l/ 0! e res c7 / 7 7 u r9- ,O / , doze.„,s, are-` j u 0..9../, 3 /J ?a%' A/ , s .v t J /kt'er1 wrl1,J CAkv /weo,L 6 rrotect ivo. KirSUL1 Date / - 4 - 0 - 4 - ) - 7 t A I �-- 7 pe 1 s--'' ?piu -/ 6; G &S Structural Engineers Sheet