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Home My WebLink AboutAPP & DOCS - 03-00017 - District 7 Health Department - Additione, H� PUIL PERMIT APPLICA REXBURG, ID DATE THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT FOR THE WORK HEREIN INDICATED OR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICATIONS. OWNER A4 t s' P 47x — g JOB ADDRESS 21+,41 "" e d a PHONE * ; BUILDER A �r . ARCHITECT _ _ _ �►3r ? / DESIGNER STRUCTURE: ❑NEW O REMODEL w w O ADDITION O REPAIR O RENEWAL O FIRE DAMAGE O RESIDENCE MM. Q EDUCATIONAL Q GOVT Q RELIGIOUS ❑FENCE Q PATIO Q CARPORT Q GARAGE ❑AWNING FOOTINGS FOUNDATION BASEMENT FLOORS EXT. WALLS INT. WALLS CEILING ROOF HEAT INSULAT CONCRETE CONCRETE Q PARTIAL WOOD W000 &WOOD Q BUILT UP. 0jbAS O MASONRY O MASONRY O FULL Q CONCRETE O MASONRY O MASONRY QWDRYWALL Q WOOD SH. COIL WCEILING O OTHER Q OTHER "0 Q OTHER Q CONCRETE Q CONCRETE U PLASTER CauIP. SK O COAL FLOORS "VENEER §DRYWALL (j Q FIREPLACE ' ERIMETER 'I 1 METAL U PLASTER O ACOUSTIC ROLL ROOF. Q ELECTRIC O STUCCO O TILE 0 Q T OPEN Q METAL This permit is issued subject to the regulations contained in the Uniform Building Code and Zoning Regulations of Rexburg, and it is hereby agreed that the work to be done as shown in the plans and specifications will be completed in accordance with the regulations pertaining and applicable thereto: The issuance of the permit does not waive restrictive covenants. REMARKS; DEPARTMENT OF BUILDING & ZONING VALUE FEE PAID Q CASH K APPU BUILDING DATE ADDRESS INSPECTOR WHrrE- O—ft Copy CANARY- Suitdmg DePmMla 'S Copy PINK - Assessors COPY GOLDENROD - Inspector / APPLICATION FOR BUILDING PERMIT CITY OF REXB URG, IIIAHO Date of Application �i Ts Permit No. � OWNER Name i 9 0 Al ��i c/ & , l , Site Address._ o i e s7 k i, T s Mailing Address / - City /State /ZiP p�C�i Vre' c� Telephone/Fax/Mobile CONTRACTOR Name —.-. 7� n �-� 0 4, o T .Z& G► Mailing Address / 1 ^/ (� 5 City /State /ZiP ,�� 7t ew4 17al Telephone/Fax/Mobile aCX �� 4 - 3S' // f oh,�r 7PI ;2 e R ,Z PROJECT INFORMATION DEPARTMENT APPROVAL Property Zone: Is existing use compatible with zoning, (screening parking, etc) When was this building last occupied Architect/ Engineer Firm Plan Name Subdivision Lot Block Circle One Residenti Commercial Educational Government Remodel Other Circle One New House dditio emodel to House New Commercial Commercial Remodel Circle One Basement: None/ Finished / Unfinished Other: None/ Patio/ Carport/ Awning N/A Lot Square Footage Lot Width Square Fee Garage Square Feet Number of Stories - H eight of Building What will structure be used for: Home Home Business Apartment Commercial Other Will there be an apartment? if so, how many units Total Estimated Cost i Are you in a flood plain Signature of Applicant : k*+ k****************#*: k*****: k �� k********* *******: k�k** �k*****: k**** *:k�k * * * * * *�k * * *T:k * * * * * * * * * : *: :k *� *: •i::� *:� Code Building Permit Fees Zone , �d Plan Check Fees Buildin T CITY ,OF REXBURG Plumbing Permit Fees 7_1 [ S . �~`� APR 1 7 2003 Digging Permit Fees Water & Sewer Fees PAID CASH $ — Front Footage Fee CHECK$ TOTAL S Signature of Inspector Issued by (12( � V Lf6a CITY OF REXBU iG APPLICATION FOR PLUMBING PERMIT OWNER FEES Name E < # . t c �F t r 4:.. .l i i i Plumbing Permit ..................... $ Address '1 °/ f f ` 4 n w Tel. Sewer Inspection ................... $ Lot BIL Add. Inspection of Pipe ................... $ PW BER Inspection of Fixtures .. ...... .. $ Name 11 " Address '; L/ Tel. NATURE OF INSTALLATION TOTAL Use Rough Plumbing Septic Tank Fixtures Water Piping Complete Sewer DESCRIPTION OF WORK Bath Tubs Urinal Showers Sink Trap IN OF Laundry Trays Water Heater Wash mi n °fir APR 1 7 2003 Toilet Slop Sinks Kitchen Sinks F Drain D rinking Fountains Writer Softeners Dish Washing Mach. C lothes Washer Lawn Sprinklers g R Plumbing .Sewer Other ay Finish Plumbing E INSP. NAME Received: Date By INSPECTOR'S RECORD N W S SUBCONTRACTOR LIST Excavation & Earthwork: C, Concrete: Ticmnsn, ( v s Masonry: T I& Roofing: es e v ('nos 77 Insulation: l � Drywall Painting: �.g rPS' P L,9 FF�'C'o��L P, i.vTiN y Floor Coverings: �� i ,,' o r s Plumbing: l,�iYi'�� l��uN►� �'nr�'] Heating: Electrical: 5 �,¢�� S`,5 , '77,c Tr "e- SPECIAL CONSTRUCTION (Manufacturer or Supplier) Roof Trusses: L3 M e Floor / Ceiling Joists: Sf,,s Cabinets: A rte,,, tG`� A t1 �"�►�, :�,� 7 s Siding /Exterior Trim: } �„�,,, a „i Other: FROM : HOLLEY' UNITED PLUMBING PHONE NO. : 208 356 5055 UNITED PLUMBRB G & HEATING PHONE (208)356 -4111 * FAX (208)356 -5055 FAX To: —,PpC.� A �}L4MP5Ga1 From: S7re-j E- h�o Date: 4A l 0 3 f Apr. 02 2003 04:26PM P1 Fax: (, 14 - 09 3 Go Wages: ( Including cover): I_ Re: EAS - I 01fA yI lk Comments: &, 4 T gA c - t (aar-Aw paw ti t 1.1r - 3� *qS—V PLV t3l �►� ` 9 C 0 If yo u N;,o Aja y T41 0G S v P.O. Box 97 Rexburg, Idaho 83440 a I d e rso n karst & m it ro ❑ ❑ PO. Box 51911 Idaho Falls, Idaho 83405 Phone 208.522.4030 ARCHITECTS, P. . ❑ 319 'A' Street Idaho Falls, Idaho 83402 Fax 208.522.3020 March 25, 2003 Val Christensen City of Rexburg 12 North Center P.O. Box 280 Rexburg, ID 83440 RE: District Seven Health Offices - Addition & Renovation Plan Review comments Dear Mr. Christensen, I have had an opportunity to address your comments and concerns on the above referenced project. The following are responses to those comments. Be assured that the General Contractor will receive a copy of these comments and will be required to implement them into the project where applicable. BUILDING OFFICIAL Item #1: (Corrections to Loads /Calculations) I have attached calculations from G & S Structural Engineering. The calculations indicate that the building was sufficiently designed in the initial phases to accommodate the new loading parameters. Item #2: (Truss Clips) The Contractor shall install at each roof truss and /or joist (1) Simpson H -1 seismic tie truss clips. Item #3: (Corridor Fire Rating) The following corridors shall be constructed of 1 -hr Fire Resistive Construction (Hall 101, Hall 104, Hall 110, WIC Office 102) as indicated on the attached UL rating parameters, GA No. RC2601, GA No.- WP3520 or GA No.- WP3605. This construction shall include, but not be limited to, partition wall construction, roof ceiling construction, doors and windows. Where existing corridor wall construction receives infill construction or new doors and frames, the new construction shall also meet the parameters indicated above. 1 of 2 Alderson, Karst & Mitro P.A. 03/26/03 Item #4: (Exit Lighting) I have attached a sketch indicating both new and existing exit lights. Item #5: (Light Switching) My Electrical Engineer has included Dual Level Switching in Addendum #1 Item #6: (Fire Dept Review) See Below. FIRE MARSHALL Item #5: (Fire Extinguisher) The existing portion of the building currently has (2) extinguishers, one located in the mechanical Room 118, and one in Alcove 121. The Owner will provide outside of this contract (2) new extinguishers, one in Waiting 101 and one in Storage 108. Due to phasing of this project we will have the (2) new extinguishers installed prior to the Owner occupying the addition portion. Item #10: (Comments) A. We will forward to your office (1) copy of the new Fire Alarm components (Drawings & Specs) for your review and comments when the contractor submits them to my Engineer for approval. B. We have added to the contract by Addenda #1, the following items: 1) The pull station at Main Entrance is existing and will remain. 2) Add (1) strobe in Hallway 136. 3) Add (1) strobe in Hallway 117. If you need any furth r help or clarifications, please call. I G Craig G. K rst Alderson, Karst & Mitro Architects, P.A. CC: file 2 of 2 Alderson, Karst & Mitro P.A. 03/26/03 af� 011exiar7 STATE OF IDAHO www.ci.rexb P.O. Box 280 12 North Center Street Rexburg, Idaho 83440 Phone (208) 359 -3020 Fax (208) 359 -3022 e -mail rexburg @ci.rexburg.id.us 3/14/2003 Craig Karst AK &M Architects P.O. Box 51977 Idaho Falls, ID 83405 Dear Craig, I have reviewed the drawings for the District Seven Health Office Addition and have identified the following discrepancies: - 1. Page A6 of the drawings identify the design criteria as roof with a 33 lb /sq.ft. live load, wind at 70 mph and seismic category 2B. Our snow load for roof design is 35 lb/sq.ft. and the wind speed is 90 mph. A 2B seismic category is from the 1997 UBC and Rexburg was in a seismic category 3. The 2000 IBC uses a different design for seismic. Please provide new structural design using the correct criteria. Include the calculations that support the new design. Include shear wall locations (including any interior required by the code) and their nailing patterns. 2. Show truss clips where trusses connect to bearing walls. Y 3. Please identify the corridor as being built to 1 hr. fire rated construction. Provide details. pj�M 4. Identify exit lights in corridor. s _ 5. The Energy Conservation Code requires bi -level lighting in any room with more than one light fixture. Please provide switching details for this purpose. 6. The Fire Department has reviewed the plans and I have attached a copy of their report to the back of this document. 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 REXBURG MADISON COUNTY FIRE DEPARTMENT P.O. Box 280 26 North Center Rexburg, Idaho 83440 (2 08) 359 -3010 2000 INTERNATIONAL FIRE CODE Plan Date: 1 -27 -03 Plan Review Review Date: 2 -28 -03 Building Name: DISTRICT SEVEN HEALTH REMODEL Building Address: BARNEY DAIRY ROAD AND NORTH SECOND EAST Stories: ONE Type of Construction: II -B Occupancy Classification: B Existing Floor Area: APPROXIMATELY 3224 SQUARE FEET New Construction Floor Area: APPROXIMATELY 2028 SQUARE FEET 1).Required Fire Flow (Appendix III -A): 1750 GPM /TWO HOURS Comments: NONE 2).Water Supply (Article 9, Section 903) Required: YES Fire Hydrant Location: NORTH THIRD EAST X3 Fire Hydrant Flows: OKAY Fire Flow Test Location: SAME AS ABOVE Fire Flow Supplied By: FD Other Approved Water Source: NONE Water Supply Acceptable: YES Fire Hydrant Location Acceptable: YES Water Supply Comments: NONE 3.)Fire Apparatus Access Roads (Article 9 Section 902) Required: YES Acceptable: Width: X Length: X Surface: X Complete Road Acceptable: YES Comments: NONE 4).Access Roads and Water Supply, Including Fire Hydrants Are Required To Be Installed And Made Serviceable Prior To And During Time Of Construction (Article 9 Section 901.3): YES Comments: IF NOT INSTALLED AND MADE OPERATIONAL PRIOR TO CONSTRUCTION A STOP WORK ORDER WILL BE ISSUED. � Installation Of Portable Fire Extinguisher (Article 10 Section ``✓✓ 1002) Required: YES Location Acceptable: NOT SHOWN Type Provided Acceptable: NOT SHOWN Comments: MINIMUM SIZE OF 2A10BC REQUIRED WITHIN TRAVEL DISTANCES THROUGHOUT FACILITY 6).Automatic Fire Extinguishing Systems: (Article 10 Section 1003 Required: NO Type Of System Being Installed: Sprinkler System Monitoring Required (Article 10 Section 1003.3) Required: NO Comments: 7).Standpipes (Article 10 Section 1004) Required: NO Type Required: Comments: 8) Ventilating Hood And Duct Fire Extinguishing System (Article 10 Section 1006.2) Required: NO Type Being Provided: Automatic Fuel Shutoff Shown (Article 10 Section 1006.2.4): Portable Fire Extinguisher Shown (Article 10 section 1006.2.7): Comments: 9).Fire Alarm Systems (Article 10 Section 1007)Required: NO, BUT PLANS SHOW INSTALLATION OF NEW AND UPGRADE OF OLD SYSTEM Type Of System Required: Manual: Automatic: Both: X Type Of System Being Provided: Manual: Automatic: Both: X Components Of System Shown: Smoke Detectors: X Heat Detectors: X Manual Pull Station: X Sounding Devices: X Visual Devices: X Door Holders: Duct Detectors: Flow Alarm: Sprinkler Valve Monitoring: Fire Alarm System Acceptable: SEE COMMENTS. 10).Other Corrections That Are Required By Special Occupancy Or Conditions: SEE COMMENTS Comments: PLEASE PROVIDE THE FOLLOWING IN REGARDS TO THE ALARM SYSTEM: ALARM CONTROL AND SIGNALLING EQUIPMENT, ANNUNCIATION, POWER CONNECTION, BATTERY CALCULATIONS, CONDUCTOR TYPE AND SIZES, VOLTAGE DROP CALCULATIONS, MANUFACTURERS, MODEL NUMBERS AND LISTING INFORMATION FOR EQUIPMENT, DEVICES AND MATERIALS, AND THE INTERFACE FOR SAFETY CONTROL FUNCTIONS. SEE BELOW FOR MISSING HORN /STROBES, PULL STATIONS, ETC. THAT NEED TO BE ADDED TO SYSTEM. ARE MAGNETIC DOOR HOLDERS GOING TO BE USED THROUGHOUT THE BUILDING? IF S0, PLEASE ADDRESS. Plans As Submitted Are Acceptable: NO, PLEASE ADDRESS NOTED ITEMS Plans Checked By: CHRIS HUSKINSON Date: 2 -28 -03 Please furnish comments back to the plan reviewer in the following manner: Written Comments: X New Plans: X ALARM SYSTEM ITEMS: 1. ADD PULL STATION AT MAIN ENTRANCE 2. ADD HORN /STOBE UNIT IN HALLWAY 136, WEST END 3. ADD HORN STROBE UNIT IN HALLWAY 117, NORTH END. 10702 A2 s MW K RT A. !Ir N Nme v 0 =o =�v y � qC 4 I I - - -; 00 I i m7b i I I I i I I I I I L---- - - - - -- I ll I I � , I --------- -- M*M Arlo I P.4a I I 1 I I PEM I I I 1 �If CQ!OfIkH O \ � I i F. YA%4 r I — r- I JCc IP_ 1 1 I I QfiCE / _ / / .fit Li III i j I I I I! w ` \ !!I $ AT 80 - 1 gC4U�T -- e Tn c�a - - - � I L - I � - - - - - - - - - - - - - - - - - - - - - - - - - - - I I I - - - - - - - - - - - - - - - - - -.. - - - - - - - - - - - --i I I I I MAIN LEVEL RENOVATION PLAN �a 10702 A2 s MW K RT A. !Ir N Nme v 0 =o =�v y � qC 4 G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 Telephone: (208) 523 -6918 E -mail: gs @dataway.net Fax: (208) 523 -6922 March 21, 2003 #03101 Mr. Craig Karst Alderson, Karst, and Mitro Architects 379 A Street Idaho Falls, ID 83402 Re: rt mm ; n Madison County, Idaho Dear Mr. Karst, G & S Structural Engineers performed the structural evaluation of the above referenced addition. The drawings as shown meet or exceed the requirements of the 2000 International Building Code. The evaluation incorporated a 35 psf roof snow load, wind forces due to a 90 mph 3 second gust in exposure C, and seismic forces resulting from a seismic design category D. This letter applies only for the above referenced addition and does not cover any other structural, mechanical, electrical, or architectural features. Please don't hesitate to call if you have any questions or if I can be of further assistance. Sincerely, a le�wlc_� Adam Hoopes DISTRICT SEVEN HEALTH OFFICE ADDITION & RENOVATION MADISON COUNTY, IDAHO DESIGN CALCULATIONS FOR DISTRICT SEVEN HEALTH OFFICE ADDITION & RENOVATION JOB # 03101 Client: ALDERSON, KARST, & MITRO ARCHITECTS IDAHO FALLS, IDAHO Designed by: Adam Hoopes TABLE OF CONTENTS PAGE 1.0 -1.5 2.0 -2.1 3.0 4.0 5.0 -5.4 END DESCRIPTION Lateral Analysis Shear Walls Holdowns Footings Beam and Joist Designs G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 Telephone: (208) 523 -6918 E -mail: gs @dataway.net Fax: (208) 523 -6922 Project. �s /� �`�-� O �'` Project No. Designed By c z ToZt4l - e- �,4c yS�S 9O 112z.�� .,e �cvsv . C, r J ® '� lrdl .�s gr sx. Z 14 L-A 4c S►�p. = z Y = 8 G &S Structural Engineers Z / Sheet Project Project No. Date 3 13 Designed By mtl_lr F- t1cG �i ( '8-x 14 /2,g 2-� F - 6Se/o -/-- (/, / z!) l el �? Z) _ 63 &s g s r [2/Z ?)I ,.► - = �� -,+«ll k;t i5'�i ^q 7000 W - - -- �-- 740 2 1 1 G &S Structural Engineers Sheet W N N NEw_ N O 0 0 Z m m Z a 0 Z a r W C r v Z 0 TABLE 1609.6.2.1(1) MAIN WINDFORCE- RESISTING SYSTEM LOADS FOR A BUILDING WITH MEAN ROOF HEIGHT OF 30 FEET LOCATED IN EXPOSURE B (psf) BASIC WIND SPEED V (mph- 3- second gust) LOAD DIRECTION ROOF ANGLE HORIZONTAL LOADS VERTICAL LOADS MAXIMUM HORIZONTAL WALL LOADS End zone Interior zone End zone Interior zone Windward overhang Zone Wall Roof Wall Roof Windward roof Leeward roof Windward roof Leeward roof End zone Interior zone 1E 4E 1 4 0 to 5° 11.5 -5.9 7.6 -3.5 -13.8 -7.8 -9.6 -6.1 -19.3 -15.1 8.7 -6.7 6.4 -5.2 Transverse 20 15.9 -4.2 10.6 -2.3 -13.8 -9.6 -9.6 -7.3 -19.3 -15.1 10.8 -9.0 7.8 -6.7 85 30 ° <an gle <45° 12.9 8.8 10.2 7.0 5.0 -7.8 4.3 -6.7 -4.5 -5.2 9.6 -7.3 8.2 -6.1 Longitudinal All angles 11.5 -5.9 7.6 -3.5 -13.8 -7.8 -9.6 -6.1 -19.3 -15.1 8.7 -6.7 6.4 > 0 to 5 12.8 -6.7 8.5 -4.0 1 -15.4 -8.8 -10.7 1 -6.8 -21.6 -16.9 9.8 -7.5 7.2 5.8 Transverse 20° 17.8 - 4.7 11.9 - 2.6 - 15.4 - 10.7 - 10.7 - 8.1 - 21.6 - 16.9 12.1 - 10.1 8.8 7 5 90 30 ° <an gle <45° 14.4 9.9 11.5 7.9 5.6 -8.8 4.8 -7.5 -5.1 -5.8 10.7 -8.1 9.1 -6.8 Longitudinal All angles 12.8 -6.7 8.5 -4.0 -15.4 -8.8 -10.7 -6.8 -21.6 -16.9 9.8 -7.5 7.2 5 8 0 to 5° 15.9 -8.2 10.5 49 -19.1 -10.8 -13.3 -8.4 -26.7 -20.9 12.0 -9.3 8.8 - Transverse 20° 22.0 -5.8 14.6 -3.2 -19.1 -13.3 -13.3 -10.1 -26.7 -20.9 14.9 -12.5 10.8 -9.3 100 30 ° <an>Ie545° 17.8 12.2 14.2 9.8 6.9 -10.8 5.9 -9.3 -63 -72 133 -10.1 11.3 -8.4 Longitudinal All angles 15.9 -8.2 10.5 -4.9 -19.1 -10.8 -13.3 -8.4 -26.7 -20.9 12.0 9.; 8.8 - 7 - 2 0 to 5° -5.4 4 - - - 0 1; 1 9 -7 9 Transverse 20o 24.2 4 11 5 4 4 4 -) 3. 0 1o. +' 11.9 105 30 ° <an le545 19.7 -13.4 15.6 10.8 7.6 -11.9 6.6 -10.3 -6.9, -7.9 1 14.6 -11.1 12.4 -9.2 Longitudinal All angles 17.5 -9.1 11.6 -5.4 -21.0 -11.9 -14.6 -9.2 -29.4 -23.0 1 13.3 -10.3 9.7 -7.9 0 to 5 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 - 32. - 25.3 14.6 - 11.3 10.7 - 8.7 Transverse 20° 26.6 -7.0 17.7 -3.9 -23.1 1 16.0 -16.0 1 -12.2 -32 -25.3 18.1 -15.1 13.1 -11.3 110 30 ° <an le <45° 21.6 14.8 17.2 11.8 8.3 -13.1 7.2 -11.3 -7.6 -8.7 16.0 1 -12.2 13.7 -10.1 Longitudinal All angles 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -16.0 -10.1 -32.3 -25.3 14.6 -11.3 10.7 - 8.7 0 to 5 22.8 -11.9 15.1 -7.0 -27.4 -15.6 -19.1 -12.1 -38.4 -30.1 17.3 -13.4 12.7 -10.3 Transverse 20° 31.6 -8.3 21.1 -4.6 -27.4 -19.1 -19.1 -14.5 -38.4 -30.1 21.5 -18.0 15.6 -13.4 120 30 ° <an le545° 25.7 17.6 20.4 14.0 9.9 -15.6 8.6 -13.4 -9.0 -10.3 19.1 -14.5 16.2 -12.1 Longitudinal All angles 22.8 -11.9 15.1 -7.0 -27.4 -15.6 -19.1 -12.1 -38.4 -30.1 17.3 -13.4 1 12.7 -10.3 0 to 5° 24.8 -12.9 16.4 -7.6 -29.8 -16.9 -20.7 -13.1 -41.7 -32.6 18.8 -14.5 13.8 -11.2 Transverse 20° 34.3 -9.1 22.9 -5.0 -29.8 -20.7 -20.7 -15.7 -41.7 -32.6 23.3 -19.5 16.9 -14.5 125 30 ° <angle <_45 27.9 19.1 22.2 15.2 10.7 -16.9 9.3 -14.5 -9.8 -11.2 20.7 -15.7 17.6 -13.1 Lon "tudinal All angles 24.8 12.9 16.4 7.6 29.8 16.9 20.7 13.1 41.7 32.6 18.8 14.5 13.8 11.2 (continued) D W r m rn 0 io o� N r C n C n r t7 m U) C) Z Designer: Adam Hoopes Date: 03/21/2003 Project: District Seven Health - Rexburg SEISMIC DESIGN: G & S Structural Engineers 1600 John Adams Parkway Idaho Falls, Idaho 83401 Type of Occupancy (Table 1604.5 and 1607.1) Building Category or Seismic Use Group (Table 1604.5 and 1616.2) Seismic Importance Factor: (Table 1604.5) Soil Site Class (1615.1.1) Response Modification Coeff. R (Table 1617.6) Building Location: (Latitude & Longitude, or zip Code) Approximate Fundamental Period, T h„ = Height (feet) above base to highest level of building. C Building Period Coefficient (See 1617.4.2.1) Calculate Approximate Fundamental Period, T C /4 Maximum Considered Earthquake Response Accelerations: Short Periods, Ss (CD rom) 1 Second Period, S1: (CD rom) Earthquake Response Accelerations Adjusted for Site Class Effects: Site Coefficients: F = Fa: (Table 1615.1.2(1) or CD rom) Fv: (Table 1615.1.2(2) or CD rom) SM s: = FaS (Eq. 16 -16 or CD rom) SM1: = FvS1 (Eq. 16 -17 or CD rom) Design Spectral Response Acceleration Parameters (1615.1.3) SDS = 2 /3S = (Eq. 16-18) SDI = 2 13S = (Eq. 16 -19) Commercial Building Category = I l Site Class = D R= 6 h„ = 17 C = 0.02 T = 0 167 III S = 0.606 g S = 0.193 g F = 1.310 g F = 2.030 g SMs= `- 0794'g SM1 = 0 392 g S = A 0.52 9 g S DI = �6 9 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 S SDC* S SDC' Commercial I 0.529 D ** 0.261 D ** D ** * SDC is the "Seismic Design Category" 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. J Designer: Adam Hoopes Date: 03/21/2003 Project: District Seven Health - Rexburg General Procedure Response Spectrum: To =.2Sd1 /Sds= Ts =Sd1 /Sds= For periods s To: Ts >_ For periods >_ To Sa= .6 *T +.4 Sa = S G & S Structural Engineers 1600 John Adams Parkway Idaho Falls, Idaho 83401 (1615.1.4) For periods > Ts: Sa = Sd1 To = Ts = cn Z O rte' Q ~ LU w 0.600 0.500 0.400 2f S M 0 4 t g3 U U I f 3 .f # �k� ��j �H�E F�9` Lk } � w 0.300 Z }e 4dA 4y. Srµ9 O i Y � s u �- 0.200 0.100 . F E E LU 0.000E � I 0.0 0.1 0.5 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 PERIOD T Seismic Response Coefficient, Cs: (1617.4.1.1) Since Seismic Design Category is D ** and S1 is less than 0.6 thus Cs min = 0.044Sds(le) Cs shall not be less than: C = 0.044Sds(le) = 0.023 } Cs calculated Cs = Sds /(R /le) = 0.088 } Cs need not exceed: Cs = Shc /((R /le) *T) = 0.2601 Cs used for design of Seismic base shear = X088} Seismic Base Shear: V = Cs *W See Section 1617 for the E to use in the load combinations of Section 1605.4. Q = The effect of horizontal seismic forces = Seismic base shear (V) = Cs *W (Eq. 16 -37) (Eq. 16 -35) (Eq. 16 -36) (Eq. 16 -34) Seismic load effect E. Where the effects of gravity and the seismic ground motion are additive, seismic load, E, for use in Formulas 16 -5, 10, and 17 shall be defined by: E = p *Q + 0.2 *Sp *D (Eq. 16 -28) Where the effects of gravity and seismic ground motion counteract, the seismic load, E, for use in Formulas 16 -6, 12, and 18 shall be defined by: t?:099 9 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 E = p *Q - 0.2 *SpS *D (Eq. 16 -29) i,s MCE Parameters - Conterminous 48 States Zip Code - 83440 Central Latitude = 43.763462 Central Latitude = 43.763462 Central Longitude = - 111.609017 Data are based on the 0.10 deg grid set Period SA Period (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 Project . Project No. Designed By �.0 Date 33 l/= �o ,-� �Alox V, 44 s (!:�, �, 1 pi7Z 13 5' Fly /Dw / % "c "' o^� 0 le- In5? G &S Structural Engineers L Sheet N O1 N N O 0 0 z M M z O z D r TABLE 2306.3.1— continued RECOMMENDED SHEAR (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS- FIR - LARCH, OR SOUTHERN PINEe FOR WIND OR SEISMIC LOADING `V h o i t i �v f t"le�t t ,i .i: 1 .t..l'Y.AI i, i�.. " .YTS;.✓ .:5� i.� -��1 F:. �.I`. ^Kd .� x it D r M N W O Of W 0 0 0 v BLOCKED DIAPHRAGMS U UNBLOCKED DIAPHRAGMS Fastener spacing (inches) at diaphragm boundaries (all cases) F Fasteners spaced 6" max. at at continuous panel edges parallel s supported edgesb to load (Cases 3, 4), and at all panel edges (Cases 5 and 6)b 6 4 4 2 2 - 2 2c C Case 1 (No COMMON M MINIMUM 6 NAIL SIZE M MINIMUM M MINIMUM N NOMINAL u unblocked OR F FASTENER N NOMINAL W WIDTH OF F Fastener spacing (inches) at e edges or A All other STAPLEf P PENETRATION P PANEL F FRAMING o other panel edges c continuous c configurations LENGTH I IN FRAMING T THICKNESS M MEMBER ( (Cases 1, 2, 3 and 4)b j joints parallel ( (Cases 2, 3, PANEL GRADE A AND GAGE ( (inches) ( (inch) ( (inches) 6 to load) 4 4, 5 and 6) 6 6 6 4 4 3 3 t 11/2 3 3/8 2 2 1 160 2 210 3 315 3 360 1 140 1 105 16 Gage 1 1 3 3 1 180 2 235 3 355 4 400 1 160 1 120 2 2 255 3 340 5 505 5 575 2 230 1 170 8d 1 1 3 3 2 285 3 380 5 570 6 645 2 255 1 190 7 /16 1 2 2 1 165 2 225 3 335 3 380 1 150 1 110 16 Gage 1 1 3 3 1 190 2 250 3 375 4 425 1 165 1 125 Sheathing, 1 Single Floor and 2 2 2 270 3 360 5 530 6 600 2 240 1 180 other grades 8 8d 1 1 3 15/32 3 3 300 4 400 6 600 6 675 2 265 2 200 2 2 290 3 385 5 575 6 655 2 255 1 190 and PS 2 l lOdd 1 1 3 3 3 325 4 430 6 650 7 735 2 290 2 215 (continued) 1 2 2 1 160 2 210 3 315 3 360 1 140 1 105 16 Gage 1 1 3 3 1 180 2 235 3 355 4 405 1 160 1 120 10dd 1 1 2 2 3 320 4 425 6 640 7 730 2 285 2 215 3 3 360 4 480 7 720 8 820 3 320 2 240 19 /32 1 2 2 1 175 2 235 3 350 4 400 1 155 1 115 16 Gage 1 1 3 3 2 200 2 265 3 395 4 450 1 175 1 130 (continued) .i: 1 .t..l'Y.AI i, i�.. " .YTS;.✓ .:5� i.� -��1 F:. �.I`. ^Kd .� x it D r M N W O Of W 0 0 0 v Y" 7 Project _ ( _ Project No. Designed By_ w4L,05 Sa 5� `Jc �U Date � 63 r-2/� 2/3 C pL= 2 /3 9 * /s� 23Yc.) 9 ( M B3 �P= M5(9) - 80K33)< 3312) a yc 67%1 a�2c ✓2� v 2x� S -e q NO GrJ �G 4 ,� G &S Structural Engineers Sheet Project Project No Designed By_ Lc. c� 2 p/X _ 2. " x61 Date ` L/ O-3 /t t/.ac _ F,-AO & 0 f .VT� 2to,L 5 3' /SDa G &S Structural Engineers Sheet Project -1 Project No Designed By O �i�17r.L� S s' �L r�� Date 3 Z11 " -�;- x % L VL Aga y�� VL- G &S Structural Engineers Sheet COMPANY PROJECT G&S Structural Engineers WoodWorks' 1600 John Adams Pkwy. Suite 200 Idaho Falls, Idaho SOF/WARE FOR WOOD DESIGN Adam Hoopes - - - - - - - - - - -. - - Mar. 21 - 2003 1 3 2 9:28 - Design Check Calculation Sheet Sizer2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] P to tern _ Start End Start End _ Lo ad? Loadl Dead Full UDL 100.0 No [Load Snow Full UDL 1 75.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : LN 0 ' 16' -6" Dead r 940 940 Live 1444, 1444 Total 2384; 2384 Bearing: -- -- -- Mr = Length - 1.0 1.0 LVL n -ply, 1.8E, 2600Fb, 1- 3/4x9 -1/4 ", 3 -Plys Self Weight of 14.0 plf automatically included in loads; Load combinations: [CC-IBC; SECTION vs. DESIGN CODE NDS -1997: ( Ibs, Ibs -ft, or in) F C riterion Shear Analysis V @d = V alue 2161 Desi n Vr = Value 10612 Analysis /Design V /Vr = 0.20 Bending( +) M = 9835 Mr = 19327 M /Mr = 0.51 Live Defl'n 0.47 = L/422 0.55 = L/360 0.85 Total Defl'n 0.77 = L/256 1.10 = L /180 0.70 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 2600 1.15 1.00 1.00 1.000 1.04 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending( +): LC# 2 = D +S, M = 9835 lbs -ft Shear LC# 2 = D +S, V = 2384, V @d = 2161 lbs Deflection: LC# 2 = D +S EI= 623.27e06 lb -in2 /ply Total Deflection = 1.00(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. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT -UP SCL- BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. COMPANY 1 PROJECT G&S Structural Engineers Wood Works' 1600 John Adams Pkwy. Suite 200 Idaho Falls, Idaho SOF/WARE FOR WOOD DESIGN Adam Hoopes Mar. 21, 2003 13:24:01 Beaml Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] j Pattern Start End Start End (Load? Loadl:Dead Full UDL 920.0 No Load2 Snow Full UDL _� 980.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : V 5' Dead Live T 1071 2450 -- - -- 1071 2950 Total 3521 Shear 3521 Bearing: r- _ I V /Vr = 0.46 Length 1 1.0 4401 1.0 LVL n -ply, 1.8E, 2600Fb, 1- 3/4x5 -1/2 ", 3 -Plys Load combinations: ICC -IBC; Self Weight of 8.32 plf automatically included in loads; SECTION vs. DESIGN CODE NDS -1997: ( Ibs, Ibs -ft, or in) _Criterion_ Analysis Value Design Value Analysis /Design Shear V @d = 2875 Vr = 6310 I V /Vr = 0.46 Bending( +) M = 4401 Mr = 7335 M /Mr = 0.60 Live Defl'n 0.11 = L /570 0.17 = L/360 0.63 Total Defl'n 0.15 = L/396 0.33 = L /180 0.45 ADDITIONAL DATA: FACTORS: F CD Fb' += 2600 1.15 Fv' = 285 1.15 Fcp'= 750 E' = 1.8 million CM Ct CL CF Cv Cfu Cr LC# 1.00 1.00 1.000 1.11 1.000 1.00 1.00 2• 1.00 1.00 2 1.00 1.00 _ 1.00 1.00 2 Bending( +): LC# 2 = D +S, M = 4401 lbs -ft Shear : LC# 2 = D +S, V = 3521, V @d = 2875 lbs Deflection: LC# 2 = D +S EI= 131.02e06 lb -in2 /ply Total Deflection = 1.00(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) S Z. DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT -UP SCL - BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. tan .' � a s 3 v,. 16" TJI® /Pro TM -350 2 p lies ^ 16" o/c �G� �tSt� TJ- Beam(TM) 6.05 Serial Number: 7002002043 r M Page 03/21/20032:11:19PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 1.5.12 FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 34' 17' 17' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 100.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition SUPPORTS: Input Bearing Vertical Reactions (Ibs) Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 2.25" 1007 / 304 / 0 11311 2 Stud wall 3.50" 3.50" 2799 / 980 / 0 / 3778 3 Stud wall 3.50" 2.25" 1007 / 304 / 0 / 1311 DESIGN CONTROLS: Detail Other End, Rim 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® Intermediate None End, Rim 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® - Deflection Criteria: STAN DAR D(LL:0.400 ",TL:U240). - 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. - Concentrated load requirements for standard non - residential floors have been considered. -The load conditions considered in this design analysis include alternate 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: 3.29 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 Custom product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OP ERATOR INFORMATION: Adam Hoopes G &S Structural Engrs. 1600 John Adams Pkwy. Suite 200 Idaho Falls, Idaho 83401 Phone : 208 -523 -6918 Fax 208 -523 -6922 gs @dataway.net Copyright Z 2002 by Trus Joist, a Weyerhaeuser Business TJIS and TJ -Beam% are registered trademarks of Trus Joist. e -I Joist and TJ-Pro- are trademarks of Trus Joist. Maximum Design Control Control Location Shear (Ibs) 1889 1628 3940 Passed (41%) Lt. end Span 2 under Floor loading Vertical Reaction (Ibs) 3778 3778 4640 Passed (81%) Bearing 2 under Floor loading Moment (Ft -Lbs) -6344 -6344 14986 Passed (42 %) Bearing 2 under Floor loading Live Load Deft (in) 0.119 0.400 Passed (0999 +) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.144 0.840 Passed (0999 +) MID Span 2 under Floor ALTERNATE span loading TJPro 64 45 Passed Span 1 - Deflection Criteria: STAN DAR D(LL:0.400 ",TL:U240). - 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. - Concentrated load requirements for standard non - residential floors have been considered. -The load conditions considered in this design analysis include alternate 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: 3.29 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 Custom product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OP ERATOR INFORMATION: Adam Hoopes G &S Structural Engrs. 1600 John Adams Pkwy. Suite 200 Idaho Falls, Idaho 83401 Phone : 208 -523 -6918 Fax 208 -523 -6922 gs @dataway.net Copyright Z 2002 by Trus Joist, a Weyerhaeuser Business TJIS and TJ -Beam% are registered trademarks of Trus Joist. e -I Joist and TJ-Pro- are trademarks of Trus Joist. TJ- 8eam(TM)6.OSSerial "Nu o,rBusi 16" TJI® /Pro(TM) -350, 2 plies a@ 16" o/c User:2 03/21/20032:11:38PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 1.5.12 FOR THE APPLICATION AND LOADS LISTED 1❑' ;F2] 17' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 100.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 2.25" 1133 / 397 / 0 / 1530 End, Rim 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50" 2.25" 1133 / 397 10 / 1530 End, Rim 1 Ply 1 1/4" 0.8E TJ- Strand Rim Board® DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1493 -1478 3940 Passed (38 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1493 1493 2616 Passed (57 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 6188 6188 14986 Passed (41 %) MID Span 1 under Floor loading Live Load Defl (in) 0.159 0.400 Passed (U999 +) MID Span 1 under Floor loading Total Load Deft (in) 0.215 0.829 Passed (0927) MID Span 1 under Floor loading TJPro 64 45 Passed Span 1 - Deflection Criteria: STAN DAR D(LL:0.400 ",TL:U240). - 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. - Concentrated load requirements for standard non - residential floors have been considered. 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: 3.29 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 Custom product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERA INFORMATION: Adam Hoopes G &S Structural Engrs. 1600 John Adams Pkwy. Suite 200 Idaho Falls, Idaho 83401 Phone: 208 -523 -6918 Fax :208 -523 -6922 gs @dataway.net Copyright E. 2002 by Trus Joist, a Weyerhaeuser Business TJIS and TJ -Beamg are registered trademarks of Trus Joist. e -I Joist-,Pro- and TJ -Pro° are trademarks of Trus Joist. ROOF- CE1UNG SYSTEMS GA FILE NO. RC 4W WAMIC 1 HO GYPSUM BOARD, WOOD JOISTS, ROOF COVERING FIRE Base layer 5 /e" type X gypsum wallboard applied at right angles to 2 x 10 wood joists 24" o.c. with 1 Type W or S drywall screws 24" o.c. Face layer 5 /s" type X gypsum wallboard or gypsum veneer base applied at right angles to joists with 1 7 /8" Type S drywall screws 12" o.c. at joints and intermediate joists and 1 1 /2 " Type G drywall screws 12" o.c. placed 2" back on either side of end joints. Joints offset 24" from base layer joints. Wood joists supporting 1 /2 ' plywood with exterior glue applied at right angles to joists with 8d nails. Appropriate roof covering. Ceiling provides one hour fire resistance protection for wood framing, including trusses. Approx. Ceiling Weight: 5 psf Fire Test: FM FC 172,2-25-72 This Space Left Blank GA- 600 -2000 t Contact the manufacturer for more detailed information on proprietary products. 115 WALLWANbINTERIOR PAWITIONS, "WOOD FRAMED GA FILE NO. GENERIC' 1 HOUR 351b 39 ST GYPSUM WALLBOARD, WOOD STUDS FIRE SULINt?` One layer 5 /e" type X plain or predecorated gypsum wallboard applied parallel to each side ...�„ of 2 x 4 wood studs 24" o.c. with 6d coated nails, 1 7 /8 11 long, 0.0915" shank, 1 /4" heads, 7" o.c. at joints and top and bottom plates and 3 /8" beads of adhesive at intermediate studs. Joints staggered 24" on opposite sides. (LOAD- BEARING) Thickness: 4 Approx. Weight: 7 psf Fire Test: FM WP 90, 8 -21 -67 Sound Test: G &H NG- 246FT, 7 -2-65 GA FILE NO. WP 36 f5 GENERIC ' i HOUR 30 to 34 8TC FIRE SOUND GYPSUM WALLBOARD, WOOD STUDS One layer 5 /e" type X plain or predecorated gypsum wallboard, water- resistant gypsum _ backing board, or gypsum veneer base applied parallel or at right angles to each side of 2 x 4 wood studs 16" o.c. with 6d coated nails, 1 /8" long, 0.0915" shank, Y4" heads, 7" o.c. Joints of square edge, bevel edge or predecorated wallboard may be left exposed. Joints staggered 16" on opposite sides. (LOAD - BEARING) Thickness: 4 Approx. Weight: 7 psf Fire Test: UL R1319-4,-6,6-17-52; UL R2717-39,1-20-66; UL R3501-52,3-15-66, UL Design U305; ULC Design W301 Sound Test: OR 648, 2-4-64 GA FILE NO. WP 3615 PROPRIETARY f 1 HOUR Sty t4 34 STC GLASS MAT GYPSUM BOARD, WOOD STUDS SOUND ' One layer 5 1e" proprietary type X glass mat water - resistant gypsum backing board applied parallel or at right angles to 2 x 4 wood studs 16 o.c. with phosphate coated nails, 1 long, 1 /4" diameter cupped heads, 8" o.c. Joints staggered 16" on opposite sides and covered with 10x10 mesh glass tape and tile adhesive. (LOAD - BEARING) PROPRIETARY GYPSUM BOARD Thickness: 4 G -P Gypsum 5 J e " Dens - Shield Fireguard® Approx. Weight: 7 psf Fire Test: WHI- 495 -0853, 5- 14-87; WHI - 495 -0854, 5 -15 -87 Sound Test: See WP 3605 (OR 64 -8, 2 -4 -64) GA FRA NQ. WP GENERIC ' I HOUR 30 to 34 STC GYPSUM VENEER BASE, GYPSUM VENEER PLASTER, F IRE ". ND WOOD STUDS One layer 1 /2" type X gypsum veneer base applied at right angles to each side of 2 x 4 wood studs 16" o.c. with 5d etched nails, 1 long, 0.099" shank, 1 /4" heads, 8" o.c. IN" gypsum veneer plaster applied over each face. Vertical joints staggered 16" and horizontal joints 12" on opposite sides. Sound tested .� without gypsum veneer plaster. (LOAD - BEARING) Thickness: 4 Approx. Weight: 7 psf Fire Test: UC, 1 -12-66 Sound Test: G &H I13I -35FT, 5 -26-64 GA- 600 -2000 t Contact the manufacturer for more detailed information on proprietary products. 59