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HomeMy WebLinkAboutAPPLICATIONS, CO, MULT DOCS - 05-00063 - Hard Hat CafeI V 4gEXB CITY of CERTIFICATE OF OCCUPANCY REXB C ' America's Family Community Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 Phone (208) 359 -3020 / Fax (208) 359 -3022 Building Permit No: Applicable Edition of Code: Site Address: Use and Occupancy: Type of Construction: Design Occupant Load: Sprinkler System Required: Name and Address of Owner: Contractor: 0500063 International Building Code 2003 957 S Yellowstone Hwy Hard Hat Cafe Type V -N, Unprotected 258 No Brj Taylor Llc 430 W Hwy 26 Blackfoot, ID 83221 Rocky Mountain Contractors Special Conditions: Occupancy. Assembly, less than 300, without a stage This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time time of issuance, this building or that portion of the building that vies inspected on the date listed vies found to be in compliance vuth the requirements of the code for the group and division of occupancy and the use for thhich the proposed occupancy vies classified. Date C.O. Issued: January 10, 2006 3PM C.O Issued by: F �10 1 &1 Building Official There shall be no further change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Water De State of Idaho Electrical Department CITY OF REXB URG BUILDING PERMIT APPLICATION 0500063 19 E MAIN, REXBURG, ID. 83440 Pleas 208 - 359 -3020 X326 If the qua Hard Hat Cafe Henn .s Fork Plaza PARCEL NUMBER: Q [j l \ �,- 3 Lo \ ak SUBDIVISION: /�P UNIT# BLOCK# LOT# OWNER: Q: }." ,� CyH s CONTACT PHONE # yoj PROPERTY ADDRESS: PHONE #: Home f) _ {T Work Cell I OWNER MAILING ADDRESS: , .YV CITY: ? STATE:�ZIP: V �.. APPLICANT (If other than owner) (If applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) MAILING ADDRESS OF APPLICANT a .0c > 4 , , &-,, CITY:_ PHONE #: Home ( ) Work STATE; ZIP Cell ( ) CONTRACTOR PHONE: Home# Work# Cell# MAILING ADDRESS: j�S'7 �' l''` CITY « STATE ZIP y t How many houses are located on this property? Did you recently purchase this property? Nam es (If yes give owner's name Is this a lot split? NO YES (Please bring copy of new legal description of property) PROPOSED USE: (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garagej Addition, Etc.) APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: Under penalty of perjury, I hereby certify that I have read this application and state that the information herein is correct and I swear that any information which may hereafter be given by me in hearings before the Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above - mentioned property for inspections purposes. NOTE: The building official may revoke a permit on approval issued under the provisions of the 2000 International Code in cases of any false statement or misrepresentation of fact in the application or on the plans on which the permit or approval was based. Permit void if not started withjegO days. Permit void if work stops for 180 days. of Owner /Applicant / A_ a s DATE WARNING — BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE! Plan fees are non - refundable and are paid in full at the time of application beginning January 1. 2005. City of Rexburg's Acceptance of the plan review fee does not constitute plan approval "Building Permit Fees are due at time of application" "Building Permits are void if you check does not clear" NAME e g e { e PROPERTY ADD S 8S SUBDIVISION Dwelling Units: SETBACKS FRONT Parcel Acres: jy Front Footage (if applicable) Storm Water Length Permit# BACK_ la4_1 SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) First Floor Area (41e es f� Unfinished Basement area %/ 4 Second floor/loft area JAL Finished basement 4rea. 1 2ZA Third floor /loft area Garage area .74 Shed or Barn /)/.A- Carport/Deck (30" above grade)Area bA- Remodel (Need Estimate) $ Water Meter Count: Water Meter Size: 1 PLUMBING Plumbing Contractor's Name: 4 4 - 41 l s ® 6 ,tea C Business Name: [ �s Address ! S tate 1D Zip Contact Phone: 5L Business Phone: ( ) FIXTURE COUNT Clothes Washing Machine l Sprinklers I Dishwasher �_ Tub /Showers _041: Floor Drain Toilet/Urinal _ Garbage Disposal �y Water Heater Z Hot Tub /Spa 4� A— Water Softener T Sinks S (Lavatories, kitchens, bar, mop) Plumbing Estimate $ l5`2o (Commercial Only) Signature of Contractor License number Date The City of Rexburg's permit fee schedule is the same as required by the State of Idaho 2 I NAME &. !-cwt �___ PROPERTY ADDRESS, 5' S�,�F G Permit# SUBDIVISION MECHANICAL / Mechanical Contractor's Name: Business Name: Ll Address l e State l d Zip Contact Phone: ( ) ,j ' 1- - 1 - 5� Business Phone: ( ) FIXTURES & APPLIANCES COUNT ❑ Furnace Furnace /Air Conditioner Combo . ❑ Heat Pump ❑ Air Conditioner ❑ Evaporative Cooler ❑ Unit Heater ❑ Space Heater ❑ Decorative gas-fired appliance �b ❑ Incinerator ❑ Boiler ❑ Pool Heater ❑ Similar fixtures or Appliances: ❑ Exhaust or Vent Ducts ❑ Dryer Vents ❑ Range Hood Vents ❑ Cook Stove Vents ❑ Bath Fan Vents ❑ Other similar vents & ducts: ❑ Fixtures or Appliance outlets of the gas piping system Mechanical Estimate $ ' x> on (Commercial Only) Heat (Circle all that apply Goa Oil Coal Fireplace Electric Point of Delivery must be shown on plans. Please check all that Apply: Signature of Contractor License number Date The City ofRexburg's permit fee schedule is the same as required by the State ofldaho 3 - LOCATION OF WORK TO BE DONE: STREET ADDRESS WHERE WORK WILL BE DONE: $ �q BUSINESS NAME WHERE WORK WILL BE DONE: DATES FOR WORK TO BE DONE: TO CONTACT PERSON PHONE NUMBER: 7 JA CELL # ( ,aOg ) *) a -&gC / PLEASE CHECK THE TYPE OF PERMIT(S) YOU ARE APPLYING FOR: ❑ AUTOMATIC FIRE - EXTINGUISHING SYSTEMS ❑ COMPRESSED GASES ❑ FIRE ALARM AND DETECTION SYSTEMS AND RELATED EQUIPMENT ❑ FIRE PUMPS AND RELATED EQUIPMENT ❑ FLAMMABLE AND COMMBUSTIBLE LIQUIDS ❑ HAZARDOUS MATERIALS ❑ INDUSTRIAL OVENS ❑ LP -GAS ❑ PRIVATE FIRE HYDRANTS ❑ SPRAYING OR DIPPING ❑ STANDPIPE SYSTEMS ❑ TEMPORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES APPLICANTS SIGNATURE DATE HENRY' S FORK PLAZA Y Commencing at the North Quarter Corner of Section 36 Township 6 North, Range 39 East of the Boise Meridian, Madison County, Idaho and running thence 500'23'12 "E 1943.08 feet along the Center Section Line; thence S90'00'00 "E 348.28 feet to the Point of Beginning, running thence N30'03'13 "E 723.04 feet to the south line of Taylor Property Instrument Number 268571; thence N89'47'40 "E 604.06 feet along said line to the northwest corner of Gordon Steiner property Instrument Number 172331; thence SOO'24'13 "E 624.53 feet along said line to the north line of Lewis Garnet Etal property Instrument Number 296658; thence S89'47'40 "W 970.57 feet along said line to the Point of Beginning, containing 11.29 acres. FINAL PLAT PART OF NE 114 OF SECTION 36, TOWNSHIP 6 NORTH, RANGE 39 EAST, B. M. MADISON COUNTY, IDAHO OWNER'S CERTIFICATE KNOW ALL MEN BY THESE PRESENTS: that we the undersigned are the owners of the tract of land included within the Boundary Description shown hereon and have caused the some to be platted and divided into Blocks, Lots and Streets, to be hereafter known as HENRY'S FORK LEGEND PLAZA, Madison County, Idaho and we do hereby dedicate to the Public, all streets and P.O.B. POINT OF BEGINNING rights -of -way as shown hereon. The easements shown hereon are not dedicated to the public for the purpose therein mentioned. but the right to use said easements are hereby perpetually reserved for public utilities, roadway PROPERTY LINE slopes, drainage of for any other use designated on the plot. We also cerify that the lots — - -- LOT LINE shown on this plat are eligible and will receive water and sewer from the City of Rexburg and said Municipality has agreed in writing to serve said lots. We also certify that this subdivision is — — — — — — 10' UTILITY EASEMENT not in the FIRM delineated 100 -year flood plain. SET 1/2" IRON ROD WITH IN WITNESS WHEREOF, have hereunto hands this �` acl ay "+'Qb 9369 W CAP MARKED L.S. we set our of , 2005. BRJ Tay10 - ECG` SET 5 / 8" IRON ROD WITH y/ YELLOW CAP MARKED L.S. �ane A. Robbins, President. 9369 BLANKET EASEMENT FOR ACKNOWLEDGEMENT STATE OF IDAHO On lhis&T ttl day of VI ✓ r t 2005 before me, the undersigned, a Notary Public in and for said State, personally appeared BLANE . ROBBINS known to me to be the signer of the above Owner's Certificate as principal, and have executed the same for the purpose therein mentioned. IN WITNESS WHEREOF, I hove hereunto set my hand and offixed my day and year first above written. `r T ( tf (�. No f, th Mt e of fd aho Residtn� in ll,/ y , 1l�tilfj s 5 i aunty, Commission Expiration Date: Y•l�A'1 1 );)t trj F N Lot 1 o - \ 0.72 Acres CITY'S ACCEPTANCE / This foregoing plat was duly accepted nd op roved by the City of Rexburg, Idaho by resolution adoped this 1L day of�, 2005. / M ayor City Engineer I D, I�au 7 City Clerk Planning & Zoning N W E SCALE SAL IAN SURVEYOR'S CERTIFICATE E�S I Kurtis J. Roland, depose and say that I am a Professional Land Surveyor, that I have surveyed the exterior boundary of the tract of land described in g36 the Boundary Description attached hereto, that said tract will be stoked on the ground according to State Law Section 50 -1303, State of Idaho //1(, f �, fib• �� And the interior monuments for the subdivision will be set in accordace / with Section 50 -1303, Idaho Code. 'iZ, OF CFRTIFICATF NO. 9369 � /S J. EXAMINING SURVEYOR'S CERTIFICATE I hereby certify that I have examined this plat and find it to be correct and acceptable as ulr d in Section 50 -1305 of the Idaho Code. e sional Land Surveyor Cert. No. IRRIGATION CERTIFICATE < Requirement of Idaho Code 31 -3805 are met. Agreement between Fremont- Madison Irri otion District and Developer recorded as o, Instrument Number 1 ] A _ o m m N TREASURER'S CERTIFICATE I the undersigned County treasurer in and for the County of Madison, N state of Idaho, per the requirements of Idaho Code 50 -1308, do z b hereby certify that all county property taxes due for the property ° ° n included in this project are current. w l �^ Date: r2 ° A Madison Cod ty Treasurer N 1/4 SECTION C SECTION 36 T.6N., R.39E. FOUND MONUMENT INST. NO. 185048 o / rn Lot 7 1.26 Acres Lot 8 0.35 Acres 19.73 - - - - ---- - - - - - L 0 1 � BLOCK 1 M ro I N0.' ri Iro w - Lot 4 ci Who IM M z n 3.68 Acres 3 . N b o z I v z 40'INGRESS /EGRESS EASEMENT PRIVATE DRIVE — — — — — --- — — — N89'47 "E 491,41' F .__..._ ___ _— — __ _ 10000' — 100.00' 100.00' 100.00' . 99.41' z Lot 9 Lot 10 1 Lot 11 P: Lot 12 It Lot 13 n rn 0.35 Acres m 0.35 Acres m 0.35 Acres m 0.35 Acres m 0.35 Acres Cm O z ih N N N I� W u1 N $ 9 _ � 0 O O 100100 — 10006 — 100.00 100.00 100.04— S89'47'40 "W 970,57' P.O.B. LEWIS GARNET ETAL INST. NO. 296658 a , 348'28 E HEALTH DEPARTMENT CERTIFICATE at CENTER SECTION CDR Sanitary restrictions as required by Idaho Code, Title 50, Chapter 13 have been satisfied based on the DEQ approval of the design plans SECTION 36, T.6N., R.39E. and specifications and the conditions imposed on tha developer for continued satisfaction of sanitory restrictions. Buyer is cautioned FOUND MONUMENT that at the time of this approval, no drinking water . or sewer /septic facilities were constructed. Building construction can be allowed r INST. NO. 268777 with appropriate building permits if drinking water or sewer facilities hove since been constructed or if the developer is simultaneously RECORDERS CERTIFICATE constructing those facilities. If the developer fails to construct facilities or meet the other conditions of DEQ, then sanitary restrictions I hereby certify that the foregoing plat of the HENRY'S FORK PLAZA, Madison County, are in force, in accordance with Section 50 -1326, Idaho Code, and no construction of any building or 3heltor requiring drinking water Schiess & Associates Idaho was filed for recording In the office of the Recorder of Madison County. Idaho or sewer /septic facilities shall be allowed. InStrUment # 318000 Number this SfI da of Ftb 2005 at i/ ;V3 m and recorded under instrument DISTRICT 7 STATE BOARD OF HEALTH REXBURG, MADISON, IDAHO ENGINEERING- PLANNING -LAND SURVEYING eOp - _ 2005- 02-28 04:43:00 No. of Pages: 1 S 4 Date: � - a Recorded for: RICK HAN�jOCK IDAHO FALLS, IDAHO REXBURG, IDAHO Madison aunty R ecorder �� Environmental Health Specialist MARILYN R. RASMUSSEN _, (208) 522-1244 (209) J56 -80 Ex- Offlclo Recorder Oepu y t y 30.02' / / / N89'47'40'E 19.13' ' UTILITY EASEMENT FOR NATURAL GAS REGULATOR STATION 161.34' / 16.52' DEDICATED RIGHT OF WAY TO Cltt OF REXBURG ° / w 10 UTILIT ' Y EASEMENT •r°a - % N Lot 1 o - \ 0.72 Acres \ / �3S9S \ \ / 120.40' . ,- 54.29' -� 75.20' / / TAYLOR PROPERTY INST. NO. 268571 Lot 2 0.71 Acres - — — — — — — — — — — — I� Lot 3 h N 0.77 Acres wM Z _ to ` - - -� ir? __204.00' _ - -__- 220.06' \ N894740'E 499.26' — — — — — — — — __.. — — — — — — — — — — — — — — -- -- — — — — — 40' INGRESS /EGRESS EASEMENT PRIVATE DRIVE Lot 5 / 0.76 Acres J y � `z- pl \ Lot 6 \ 1.03 Acres w \ \ / \ - -- — — — — — — — — / \ N89'47'40 ° E 768.31' 1 68.31' 100.00' `/ UTILITIES /4. / CLX11CFETE PAD 7-- z J I I FIRST FLOOR. PLAN 3/16" =1` -0" I i».s 5 i i CONCRETE PAD aw ze f ala an ( � zrz �, of Kit �tra sk zn f ( f ( O OPEN To BELOW LOUVERED vmT9 CLERESTORY PLAN 3/16" =1' -0 WALL LEGEND *E* TYPICAL STUD WALL TYPICAL STUD WALL WITH SOUND ATTENUATING BATT INSULATION 0 - !`/oo 0 0 0 4.4"t- L71 - 1- S, 3 211 at ama � HARD HAT CAFE j . t HENRY'S FORK PLAZA. 859 S, YELLOWSTONE REXBURG, IDAHO DUBBE MOULDER ARCHITECTS P.C. ARCHITECTURE • HISTORIC PRESERVATION • IN'I EKIORS P.O. BOX 9227 ■ 1160 ALPINE LANE ■ SUITE 2A JACKSON HOLE, WYOMING 83002 P.O. BOX 169 • 37 NORTH FIRST EAST • SUITE DRIGGS , IDAHO 83422 OWNERSHIP & USE OF DOCUMENTS DRAWINGS & SPECIFICATIONS, AS INSTRUMENTS OF PROFESSIONAL SERVICE ARE AND SHALL REMAIN THE PROPERTY OF THE ARCHITECT. I' THESE DOCUMENTS ARE NOT TO BE USED IN WHOLE OR IN PART FOR ANY PROJECT OR PURPOSES WHATSOEVER, WITHOUT THE PRIOR SPECIFIC WRITTEN AUTHORIZATION OF DUBBE- MOULDER ARCHITECTS, P.C. Sheet Title: FIRST FLOOR PLAN REVISIONS 1 2 3 4 5 6 Drawn By: J Checked By: K.D Date: Sheet Number: 7 MARCH 16, 2005 Scale. 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X TO 1/2" AT JT. V TO X AT JT, T AS SHOWN. PIa a uffaera ,Y): [D:a6 D.0-7 -111. [E:4&O.0-9- . (GA 60.0-",wt-".0- 10-0 0". tAA a2 11 x5 0] LOADING (id) SPACING 2.0-0 CS! DEFL in 000) Udell Lid PLATES GRIP TCLL 35.0 Pistes Increase 0.92 TC 0.72 Verl(LL) 1.42 V >628 240 M1120 1871144 TCDL 7.0 Lumber Increase 0.02 BC 0150 Vert{TL) - 1.99 V >448 180 M1120H 1481108 BCLL 0.0 Rep Stress Incr NO We 0.57 Hwz(%) 0.52 0 rVe Na M1118H 141/138 BCDL 7.0 Code 10020031TPMM (MOW Weight 375416 LUMBER BRACING TOP CHORD 1.5 X 11 - 718 LSL Tmw Grade Tnoepr TOP CHORD Sfruclund wand sheathing directly applied or 6.0.0 oc purins, exospt A D 1.S X 9.5 LSL Truss Grade, M-P 1.5 X 9.5 LSL Truss Grade wW yedicak SOT CHOM 1 b x 117/8 LSL Tares Gms •6; a 80T CHORD Rigid using directly applied or 1 x0.0 oc tracing. Z-AA 1.5 X 94 LSL Truss Grade, 04R 1.5 X 9.5 LSL Thus Grade WEBS 2 X 4 SPF 1850E 1.5E - E=BW F-Y 2 X 4 SPF Stta118td, G W 2 X 4 SPF Shrd(&d H-V 2 X 4 SPR Stud fitd, t-V 2 X 4 SPF Stu&W, J LI2 X 4 SPF S1utM K-S 2 X 4 SPF SitrtVM REACTIONS Q6lsize) AA-978 M4W, 0= 9787fa5-8 Maur HOMAA -105(1 ad asset 5) Max U00k - 816200ad case 3), 0e-6162(bW else 4) FORCES Qb) - LUAMum Cwnpreeeior Ma dmum Texleion TOP CHORD A43=M, B-C-. 1 72571 1 3 4, C- D- 20008/ 13085, "- 19485x12779, E-F =36060!23497, F G=- 45938/28818. G- X45 938129818, H- 1=49657! 32263, Iii- 45938724818, J- K=- 45938x28818, NFL=- 3M=3497, L-M- 19468112778, M44- 20CM130W, N- 0- 1725111134, C7 P -0/80, B- AA= 190111149, 0-0-190111145 SOT CHORD Z- AA- 7499H1650, Z.A8r- 19063'19543, AB ACS- 19065429547, AC-AD✓190t37f29550, AD- AE=190SW28654, Y-AEe -1907 V29557, Y- AF= 25619x39'110, AF -AG-25619'39710, X-AGm- 25618139710, X- AH- 25619/39710, V roAAH= 25619!39710, W- AI=-31454"8771, AF-A.lo- 31454148771, AJ- AK- 3145M4e771, AK -AL=- 31454!48771, AL -AM=- 31454148771, V-AMk 31454148771, V- AN-- 31462/48771, AN-AO =31452748771, AO WP 31451!48771, AP -Air- 31452148771, AQ AR-314521 48771, U- AR= 31452!48771, U-AS - 25618!39710, T- AS- 25818139710, T- AT= 25818738710, AT -AUs- 25618/39710, SAU=25618139710, S-AV -- 18070'19667, AV- AW-- 19068129554, -WAX =19068728551, AX-AY =19063129547, R-AY=- 19061729544, Q-R-- 7498711850 WEBS CZ - 529918016, D-Z- 417918124, E -Z-1200577633, E -Y= 619579414, F- Y=494413881, F -W- .488717229, G-W- 242784 H- Vi- 431212064, H-V-- 103111381, I-V- 403111361, W= 331212083, Jd1= 247!54, K-Lf-- 78229, K-S =5944/9681, L- S= 419579414, L- R= 12005!7633, WR-41781 8124, N- R=-530078045, C- AA =141M103, N-0-- 1 41 3 819 1 03 Coibu ed on page 2 10243 C. November 22,2005 WARN=- sWlneeer.see e ON1le9AM 16YaWi Rwamm"" SivaOSlass On wdld for ure only Wth Wak owrwcW& fib derpn 6 bad arty upon pwvnetw 4xwL and k rot set txl+6dud buidbv conw orw . &d*IY of dp6t2r! 4xdtt++e�t n and pww imarpaWm of comow*ht is ma wwAIV of M*Aw lost.. -not k. dedenar. B,neinn, fabdcoTiw�. 4 canfroL storag deNery. erealbn and 0 i Z , Dtr k WwI S M'�. SdMy laknr�sn ava9o�e tI'arn nss Plafe InsfRUte, SB3 U'Orloelo Odve, Hodson. WI AViAL �s Rk;�. t * Law cA 96e10 Mi�ak' 1IW23105 WED 09:11 FAX 2085226459 BMC WEST TRUSS IM 002 JOD rnm T yw un R9a949aW iOa�9ati IT "= A1.1 SPECfA1 2 4 .lab Rafaf4hCe Ones) mw,, - tn� rru.,U), Lvww rru s. w amw v.ew a AN is zM ell I el[ Giausowa, mc. 10� � rago c NOTES 1) 4-ply tntsa to be connected together with 0.131"x3" Palls as follows: Top ctordscoonaced so fdWws: 1.5 X 9.5- 2 row) at 041-0 oc, 1.5 X 11.88 - 2 rows at 0." or, 2 X 4 -1 row at 49-0 oC Bottom chords Corrected as follows: 1.5 X 9.5 - 2 rows at 0.4-0 oo,1.5 X 1119 - 2 rows at 0.44 oc. Webs connected as follows: 2 X 4 -1 row A 49.0 oc. Attadt chards with 1f2 inch danader bolts (ASTM a-307) with washers at 2-0-0 on center. 2) AN loads are considered equally 90OW to Of puts, a mpt B noted as front (F) or back (B) We in Vw LOAD CASE(S) sect+ort. Ply to ply connections have beat provided to distre only foods noted as (F or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered fo this design. 4) VVerd: ASCE 7-W; 90mph; h-WR; TCDL�Qpsf; BCDL=4.2pst; Category 11; Exp C; endoted: MWFRS gable and zone; canwever left and right exposed; porch felt and right exposed; Lumber L10L =1.33 plate dip DOL =133. 5) WAfWNG: The unusually tong apart andfor oonkuration of this truss requires that ardrerne care be used m its appliedlon. the proptr transportation, unloading and erection methods. Assure that all required web lateral tracing Is communicated to the building contractor. Ensure that over-all buidHtg bracing is designed by a qualified anginser, architec or building designer. 6) Provide adequate drainage to prevent water pondng. 7) This muse has boon designed for a 10.0 psf Mom chord tive bad nonconmaent whh any odner live beds. 8) AN pines are MT20 plates u hfeea otherwise indicated. 9) This true requires plate Inspection per the Tooth Carat Method when this truss is dram for quality assurance Inspection. 10) Bearing at joints) AA, Q considers pare to grain value using ANSVrPI I angle to grain fonraea. Building designer should verify caperity of bearing surf_ 11) This tntss is designed In accordance with the 2003 IMemational Building Code section 2306.1 and referenced standard ANSVfP11. 12) HwgWa) or other connection dovke(s) shat be provided sufficient to support come nd Wad(s)1061 b down and 699 lb up at B-3-3, 337 Ib down and 247 lb up at 10-0.12, 337 lb down and 247 b up at 12-0-12,337 b down and 247 lb up at 14 -0.12, 337 Ib down and 247 Ib up o 18.0 -12, 337 Ib down and 247 fir up at 18-0.12, 3371b down and 247 Ib up st 20.0 -12, 337 Ib down and 247 Ib up a 22-0-12,337 b down and 247 Ib up at 244-12,337 W down and 247 lb up al 26-0-12,337 lb down and 247 lb up at 28-0-12,337 b down and 2471b up at 30 -0-i2, S37 Ib down and 247 th up ai 32 -0-12, 3371b dower and 247 ib up at 344-12, 337 lb dawn and 247Ib up M 360 -12, 3371b dawn and 247 Ib up 99 37.3.12, 337 Ib dam and 247 b up at 38 -6-12, 337 Ib down and 247 lb up at 40.6 -12, 337 ib down and 247 Ib up al 4249 -12, 337 Ib down and 247 b up at 44-0 -12, 337 Ib down and 247 Ib tap at 46-6-12, 337 lb doom and 247 fb up at 48812, 337 bb down and 247 b up at 506.12, 337 lb dam and 247 to up at 52.0 -1$ 337 Ib dcvm and 247 H) up at 54-5 -12, 337 ib dam and 247 ib up at 56.9 -12, 337 9t down and 247 lb up at 5B -6-12, 337 Ib down snd 247 lb up at 608.12, 337 b do%m and 247 Ib up at 62 -6-12, and 337 ib down and 2471) up st 644;.12, and i061 Ib dawn and 898 b up at 86.4 -5 on banam chord. The deaig iseleclion at such connection dr Ace(s) le the reapor*biliy of others. LOAD CASES) Standard 1) Regular. Lumber i w"" =0.92, gate Incrowec8.52 Uniform Loads (pit) Vert XB= -94, 8- 0--94, D- Mr-94, M4)= -04.0- 1 Z- AA=-14, R -Z-14, Q-R =14 Concentrated Loads (fb) Vert Z= 1061(F) X=- 337(17 R= 1061(F) Ya337(F) V=-337(1`) S—W(F) T- 337(F) ABA W(F) AQ 337(F) AD--337(F) AE =3378 AF=- 337(F) AG AH--- 337(F) AS=- 337(F) A3= 337(F) Ate- 337(F7 AL- 337(F) AM—M7(F) AN-337(F) AO-WI(F) AP- 337(F) AQ=- 337(P) AR--337(F) AS= -337(F) AT-- 337(F) ALJ=- 337(F) AV+■ -W7(F) AWa- 337(F) AX=- 337(F) AY= -W(F) WART BAR- 9AdrVM ParaftvWMwWR1AD OR ==AND nFCLV=la WM PAGE119"M MF= VOL 0 Vold for use only %-* MBek connectors R& design 6 based only upon Parorr e� sfwNn and G fa an kdrHdud building component. C W ►buts OA e Anal M_ I The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC West -Idaho Falls, ID. Pages or sheets covered by this seal: RI 8516406 thru RI 8516415 My license renewal date for the state of Idaho is December 31, 2005. October 5,2005 Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI /TPI -2002 Chapter 2. Scale = 1:141.1 TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 8-8-8 15-9 -0 26-1 -8 37 -3 -12 48-6 -0 58 -10-8 65 -11 -0 74 -7 -8 8-8-8 7 -0-8 10 -48 11 -2-4 11 -2-4 10-4 -8 7 -D-8 B-8-8 Plate Offsets (X,Y): [B:0- 3- 8,0 -5 -0], [C:0- 5- 0,0 -6 -0], [E:0- 5- 0,0 -6 -0], [F:0- 5- 0,0 -6 -0], [H:0- 5- 0,0 -6 -0], [1:0- 3- 8,0 -5 -0], [L:0- 5- 4,0 -3 -8], [M:0- 5- 0,0 -5 -4], [N:0- 5- 4,Edge], [0:0- 7- 0,0 -5-0], LOADING (psf) 5.50 F1 2 1Ox10 M1120= 10x10 M1120= DEFL in (loc) I /defl Ud 8x10 M1120= 8x10 M1120= TCLL 35.0 Plates Increase 0.92 D E F G Vert(LL) -0.95 8x10 M1120 M1120 197/144 TCDL 7.0 Lumber Increase 0.92 Bx10 M1120� Vert(TL) -1.54 C H BCLL 0.0 Rep Stress Incr YES °b 10x10 M1120H= K n/a n/a BCDL 7.0 Code IBC2003/TP12002 10x10 M1120H= A B I LUMBER BRACING P O N J o r5 TOP CHORD 2 X 8 DF SS O 10x10 M1120H= 8x14 M1120H= 10x10 M1120H= M N BOT CHORD 2 X 6 DF 180OF 1.6E R 8x10 101120= 8x10 M1120= L S 6x12 M1120= 2.00 F12 6x12 101120= K 3x12 M112011 WEBS WARNING:ANY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS3x12101120 11 B -S 2 X 4 DF 240OF 2.OE, B -R 2 X 4 DF 240OF 2.0E IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, THE BUILDING DESIGNER, I -K 2 X 4 OF 240OF 2.OE, I -L 2 X 4 DF 240OF 2.0E OR OTHERS. TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 8-8-8 15-9 -0 26-1 -8 37 -3 -12 48-6 -0 58 -10-8 65 -11 -0 74 -7 -8 8-8-8 7 -0-8 10 -48 11 -2-4 11 -2-4 10-4 -8 7 -D-8 B-8-8 Plate Offsets (X,Y): [B:0- 3- 8,0 -5 -0], [C:0- 5- 0,0 -6 -0], [E:0- 5- 0,0 -6 -0], [F:0- 5- 0,0 -6 -0], [H:0- 5- 0,0 -6 -0], [1:0- 3- 8,0 -5 -0], [L:0- 5- 4,0 -3 -8], [M:0- 5- 0,0 -5 -4], [N:0- 5- 4,Edge], [0:0- 7- 0,0 -5-0], LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 35.0 Plates Increase 0.92 TC 0.95 Vert(LL) -0.95 O >940 240 M1120 197/144 TCDL 7.0 Lumber Increase 0.92 BC 0.96 Vert(TL) -1.54 N -0 >579 180 M1120H 148/106 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.91 K n/a n/a BCDL 7.0 Code IBC2003/TP12002 (Matrix) Weight: 535 lb LUMBER BRACING TOP CHORD 2 X 8 DF SS TOP CHORD Structural wood sheathing directly applied or 2 -10 -11 oc purlins, except BOT CHORD 2 X 6 DF 180OF 1.6E end verticals. WEBS 2 X 4 SPF Stud /Std *Except* BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. D -P 2 X 4 SPF 1650F 1.5E, G -N 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt C -R, D -Q, E -P, E -0, F -0, F -N, G -M, H -L, B -R, B -S 2 X 4 DF 240OF 2.OE, B -R 2 X 4 DF 240OF 2.0E I -L I -K 2 X 4 OF 240OF 2.OE, I -L 2 X 4 DF 240OF 2.0E REACTIONS (lb /size) S= 3833/0 -5 -8, K= 3833/0 -5 -8 Max HorzS=- 223(load case 6) Max UpliftS=- 1529(load case 5), K=- 1529(load case 6) FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/80, B -C =- 6740/2661, C -D =- 7548/3112, D -E =- 7879/3377, E -F =- 8615/3709, F -G= 7879/3356, G -H= 754813096, H -1= 6740/2648, I -J =0/80, B -S= 3790/1514, I -K =- 3790/1477 BOT CHORD R -S =- 365/360, Q -R =- 2566/6592, P -Q =- 2575/6824, O -P =- 3322/8562, N -O =- 3292/8562, M -N =- 2521/6824, L -M= 2471/6592, K -L =- 142/360 WEBS C -R =- 1503/495, C -Q =- 200/699, D -Q =- 539/137, D -P =- 1129/2514, E -P= 1486/552, E -0 =- 180/346, F -O =- 180/346, F -N =- 1486/552, G -N= 1139/2514, G -M =- 539/137, H -M =- 202/699, H -L =- 1503/492, B -R =- 2168/5622, I -L =- 2156/5622 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 4.2psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) WARNING: The unusually long span and /or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over -all building bracing is designed by a qualified engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Bearing atjoint(s) S, K considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capaci of bearing surface. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard C7 October 5,2005 WARNING - VerVy design parameters and HEAD NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of aramenters and proper incorporation of component is responsibility shown Citrus Heights, CA, 95610 tY desi n 9 P P P P P P tY of building designer- 9 - not truss designer. 9 Bracing is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSII Building Component M i T e km Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - 12-0-9 10 -8 -0 22 -0 -0 32 -0-0 42 -7 -8 52 -7 -8 63-11-8 M-7 76-7 8 2 -0-0 10 -8 -0 11-40 10 -0-0 10 -7 -8 10-0 -0 11 -4 -0 10 -8-0 2 -0-0 t � JOb Truss T russ T ype Q ty Ply ROCKY MTN. CONST. - HARD HAT CAFE (loc) I /deft Ud PLATES GRIP 818516408 09058 -OS A1C SPECIAL 2 1 N -O >949 240 M1120 1971144 TCDL 7.0 Job Reference (optional) (IDAHO FALLS), IDAHO FALLS, ID 83402 6.200 s Jul 13 2005 MiTek Industries, Inc. Tue Oct 04 06:55:21 2005 Page 1 ? - 0 - 11 -4 -0 22 -0-0 32 -6-0 42 -1 -8 52 -7 -8 63-3 -8 74 -7 -8 76 -7 -$ 2 -0-0 11 -4 -0 10-8 -0 10-6 -0 9-7 -8 10 -6 -0 10-8 -0 11 -4 -0 2 -0-0 TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 10x10 M1120= 5.50 F1 2 5x6 M1120= 8x10 M1120= 10x10 M1120= D o E F G 8x10 M1120 0 8x10 M1120-- 8x16 M1120= B A Scale = 1:141.4 8x16 M1120= I J P O N M \7 Q 10x16 M1120H = 10x10 M1120H = 3x6 M1120 11 1Ox16 M1120H = L R 9x12 M11181-1= 9x12 M1118H= K 3x12 M1120 11 2.00 12 3x12 M1120 11 WARNING:ANY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, THE BUILDING DESIGNER, OR OTHERS. 11 -4 -0 22 -1 -8 32 -6-0 42 -1 -8 52-6 -0 63 -3-8 74-7 -8 11 -4 -0 10 -9 -8 10-4 -8 9-7 -8 10-4 -6 10 -9-8 11-4 -0 Plate 0 I N 1� LOADING (psf) SPACING 2-0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 35.0 Plates Increase 0.92 TC 0.95 Vert(LL) -0.94 N -O >949 240 M1120 1971144 TCDL 7.0 Lumber Increase 0.92 BC 0.94 Vert(TL) 1.52 N -O >584 180 M1120H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.82 K n/a n/a M1118H 141/138 BCDL 7.0 Code IBC2003/TP12002 (Matrix) Weight: 547 lb LUMBER BRACING TOP CHORD 2 X 8 DF SS TOP CHORD BOT CHORD 2 X 6 DF 180OF 1.6E WEBS 2 X 4 SPF Stud /Std *Except* BOT CHORD E -P 2 X 4 SPF 1650F 1.5E, F -M 2 X 4 SPF 1650F 1.5E WEBS B -R 2 X 6 DF 180OF 1.6E, B -Q 2 X 4 DF 240OF 2.0E I -K 2 X 6 DF 180OF 1.6E, I -L 2 X 4 DF 240OF 2.0E D -P 2 X 4 SPF 1650F 1.5E, G -M 2 X 4 SPF 165OF 1.5E REACTIONS (lb /size) R= 3832/0 -5 -8, K= 3832/0 -5 -8 Max Horz R=- 222(load case 6) Max UpliftR=- 1530(load case 5), K=- 1530(load case 6) Structural wood sheathing directly applied or 3 -1 -15 oc purlins, except end verticals. Rigid ceiling directly applied or 2 -2 -0 oc bracing. 1 Row at midpt F -O, B -Q, I -L 2 Rows at 1/3 pts E -P, F -M FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/82, B -C =- 7385/2897, C -D =- 7606/3120, D -E =- 6807/2912, E -F= 8020/3476, F -G= 6809/2897, G -H =- 7609/3103, H -1= 7384/2883, I -J =0/82, B -R =- 3820/1517, I- K=- 3820/1480 BOT CHORD Q -R =- 484/635, P -Q =- 2553/6587, O -P =- 3146/8020, N -O =- 312218021, M -N =- 3124/8023, L -M= 2474/6586, K -L =- 262/636 WEBS C -Q= 991/271, C -P =- 190/900, E -1 1977/805, E -O =- 208/343, F -O =- 316/310, F -N= 137/331, F -M =- 1974/804, H -M= 196/904, H -L =- 992/268, B -Q =- 2246/5895, I -L =- 2232/5892, D -P =- 99312132, G -M =- 985/2122 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) WARNING: The unusually long span and /or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over -all building bracing is designed by a qualified engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Bearing at joint(s) R, K considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capac of bearing surface. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED JUTEE REFERENCE PAGE MIF7473 BEFORE USE 7777 Greenback Lane r_r•6 Design valid for use only with Welk connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of design n aromenters and proper incorporation of component is responsibility of building designer- - not truss designer. Bracing shown Citrus Heights, CA, 95610 PP tY 9 P P P P P P tY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB -89 and BCS11 Building Component M i T e k� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. October 5,2005 Job rUSS FUSS Type ty DEFL ROCKY MTN. CONST. - HARD HAT CAFE floc) I /deft Ud PLATES GRIP R18516410 09058 -05 AtE SPECIAL 2 T P'y 1 N -0 >812 240 M1120 197/144 TCDL 7.0 Job Reference (optional) o.cuu a uw w zuuu mi i cK muu—i , in, i ue uu uv uu.aa. cuua rage . n2 - - 0 9 18 - 0 - 0 30 - 10 - 8 43 - 9 - 0 56 - 7 - 8 1 65 - + 74 2 -0 -0 9-0-0 9 -0-0 12 -10-8 12 -10-8 12 -10-8 9-0-0 9-0-0 2 -0 -0 Scale = 1:144.0 5.50 F1 2 10x10 M1120= 1Ox10 M1120= 10x10 M1120= 10x10 M1120= D o 8x10 MII20 E F G _ 8x10 M1120- 0 C H 10x10 M1120H= °4 10x10M1120H= n A B I J 0 P O N M N TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 9-0-0 18 -1 -8 30 -10-8 43-9 -0 56-6 -0 65-7 -8 74 -7 -8 30-0 9 -1 -8 12 -9 -0 12 -10-8 12 -9 -0 9-1 -8 30-0 WARNING:ANY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, THE BUILDING DESIGNER, OR OTHERS. October 5,2005 Plate LOADING(psf) SPACING 2 -0 -0 CSI DEFL in floc) I /deft Ud PLATES GRIP TCLL 35.0 Plates Increase 0.92 TC 0.93 Vert(LL) -1.10 N -0 >812 240 M1120 197/144 TCDL 7.0 Lumber Increase 0.92 BC 0.77 Vert(TL) -1.83 N -0 >488 180 M1120H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.88 K n/a n/a M1118H 141/138 BCDL 7.0 Code IBC2003/TP12002 (Matrix) Weight: 590 lb LUMBER BRACING TOP CHORD 2 X 8 DF SS TOP CHORD BOT CHORD 2 X 6 DF 1800F 1.6E *Except* O -P 2 X 6 LSL Truss Grade, M -N 2 X 6 LSL Truss Grade BOT CHORD N -0 2 X 6 LSL Truss Grade WEBS WEBS 2 X 4 SPF Stud /Std *Except* C -P 2 X 4 SPF 1650F 1.5E, E -P 2 X 6 DF 180OF 1.6E E -N 2 X 6 DF 180OF 1.6E, F -M 2 X 6 DF 180OF 1.6E H -M 2 X 4 SPF 1650F 1.5E, B -R 2 X 4 DF 240OF 2.0E B -Q 2 X 4 DF 240OF 2.OE, I -K 2 X 4 DF 240OF 2.0E I -L 2 X 4 DF 240OF 2.OE, D -P 2 X 4 SPF 1650F 1.5E G -M 2 X 4 SPF 1650E 1.5E REACTIONS (lb /size) R= 3833/0 -5 -8, K= 3833/0 -5 -8 Max Horz R=1 89(load case 5) Max UpliftR=- 1508(load case 4), K=- 1508(load case 3) Structural wood sheathing directly applied or 2 -6 -2 oc purlins, except end verticals. Rigid ceiling directly applied or 4 -9 -11 oc bracing. 1 Row at midpt E -N, B -Q, I -L 2 Rows at 1/3 pts E -P, F -M FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/80, B -C =- 6901/2843, C -D =- 7787/3348, D -E =- 7027/3124, E -F= 9323/4201, F -G =- 7022/3111, G -H= 7783/3334, H -1= 690312835, I -J =0/80, B -R =- 3790/1460, 1 -K =- 3790/1455 BOT CHORD Q -R =- 323/360, P -Q= 2502/6200, O -P =- 3939/9328, N -O =- 3939/9328, M -N= 3905/9320, L -M =- 2467/6202, K -L =- 153/359 WEBS C -Q =- 1265/429, C -P= 467/1341, E -P =- 2979/1319, E -0= 184/441, E -N =- 298/285, F -N =- 2341442, F -M =- 2979/1318, H -M =- 467/1334, H -L =- 1265/426, B -Q =- 2329/5770, I -L =- 2321/5773, D -P= 1057/2182, G -M =- 1057/2195 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 4.2psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left ar right exposed ; porch left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) WARNING: The unusually long span and /or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over -all building bracing is designed by a qualified engineer, architect, or building designer. Continued on page 2 ® WARNING - Verfir design parameters and READ NOTES ON THIS AND INCLUDED AUTEE REFERENCE PAGE ffiIF7473 BEFORE USE. 7777 Greenback Lane r_r_tT Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aramenters and proper incorporation Citrus Heights, CA, 95610 1 pp fy g p p p poration of component h responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For ge guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofho Drive, Madison, WI 53719. M Q 10x16 M1120H = 8x14 M1120H 8x14 M1120H= 10x16 M1120H L R 8x14 M11181­1= 8x14 M1118H= K 3x12 M1120 11 2.00 F12 3x12 M1120 11 Job Truss Truss Type Q ty P ly ROCKY MTN. CONST. - HARD HAT CAFE (loc) I /deft Ud PLATES GRIP 818516411 (09056 -OS Al F SPECIAL 2 1 P >857 240 M1120 197/144 TCDL 7.0 Job Reference (optional) WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6.200 s Jul 13 2005 MiTek Industries, Inc. Tue Oct 04 06:55:23 2005 Page 1 � -0 -0�0 r 16-0 -0 27 -3 -12 37 -3 -12 47 -3 -12 58-7 -8 66 -7 -8 74-7 -8 76 -7 -$ 2 -0-0 8-0 -0 8-0-0 11 -3 -12 10 -0 -0 10 -0 -0 11 -3-12 B-0-0 8-0-0 2 -0-0 Scale = 1:144.0 TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 5.50 F12 Bx10 M1120= 8x10 M1120 = 3x6 M1120 11 8x10 M1120= 8x10 M1120= 1= I� IN 2.00 12 WARNING:ANY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, THE BUILDING DESIGNER, OR OTHERS. i 8-0-0 16 -1 -8 27 -3-12 37 -3-12 47 -3-12 58-IS10 66 -7 -8 74 -7 -8 8-0-0 8-1 -8 11 -2 -4 10 -0-0 10-0 -0 11 -2 -4 8-1 -8 8-0-0 LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 35.0 Plates Increase 0.92 TC 0.78 Vert(LL) -1.04 P >857 240 M1120 197/144 TCDL 7.0 Lumber Increase 0.92 BC 0.83 Vert(TL) -1.67 P >535 180 M1120H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.70 L n/a n/a M1118H 141/138 BCDL 7.0 Code IBC2003/1 (Matrix) Weight: 588 lb LUMBER BRACING TOP CHORD 2 X 8 DF SS TOP CHORD BOT CHORD 2 X 8 DF SS WEBS 2 X 4 SPF Stud /Std *Except* BOT CHORD C -R 2 X 4 SPF 1650F 1.5E, E -R 2 X 4 DF 240OF 2.0E WEBS G -N 2 X 4 DF 240OF 2.OE, I -N 2 X 4 SPF 1650F 1.5E B -T 2 X 4 DF 240OF 2.OE, B -S 2 X 4 DF 240OF 2.0E J -L 2 X 4 DF 240OF 2.OE, J -M 2 X 4 DF 240OF 2.0E D -R 2 X 4 SPF 1650F 1.5E, H -N 2 X 4 SPF 165OF 1.5E REACTIONS (lb /size) T= 3833/0 -5-8, L= 3833/0 -5 -8 Max Horz T=-1 72(load case 6) Max UpliftT=- 1541(load case 4), L=-1541 (load case 3) Structural wood sheathing directly applied or 2-6 -14 oc pudins, except end verticals. Rigid ceiling directly applied or 4 -9 -11 oc bracing. 1 Row at midpt E -P, G -P, B -S, J -M 2 Rows at 1/3 pis E -R, G-N FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/79, B -C =- 6659/2810, C -D =- 7808/3436, D -E= 7097/3204, E -F= 10478/4803, F -G= 10478/4803, G -H =- 7097/3195, H -I =- 780813427, I -J =- 6659/2802, J -K =0/80, B -T =- 3769/1488, J -L =- 3769/1484 BOT CHORD S -T =- 299/389, R -S =- 2483/6005, Q -R= 4229/9763, P -Q =- 422819762, O -P =- 4198/9762, N -O =- 4198/9763, M -N= 2454/6005, L -M= 159/389 WEBS C -S =- 1393/506, C -R =- 587/1522, E -R= 3346/1526, E -Q= 153/364, E -P= 433/1053, F -P =- 794/311, G -P =- 434/1053, G -O =- 152/364, G -N =- 3346/1526, I -N= 590/1522, I -M =- 1393/504, B -S =- 2301/5535, J -M= 2294/5535, D -R =- 1124/2302, H -N= 1120/2302 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 4.2psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) WARNING: The unusually long span and /or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor. Ensure that over -all building bracing is designed by a qualified engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Bearing atjoint(s) T, L considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Continued on page 2 �Q ' .� October 5,2005 WARNING - Verify design parameters and READ NOTES ON T87S AND INCLUDED AUTER REFERENCE PAGE MZI- 7473 BEFORE USE. 7777 Greenback Lane _r_40 Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 1 is for lateral support of individual web members only. Addifional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB -89 and BCSII Building Component M i T e k°° Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. S 12x14 M1118H= 10x10 M1120H= 5x8 M1120= 10x10 M1120H= 12x14 M1118H= M T 8x14 M112011= 8x14 MI120H= L 3x12 M1120 11 3x12 M1120 11 Job T russ Truss Type Q ty Ply ROCKY MTN. CONST. - HARD HAT CAFE (loc) I /deft Ud PLATES GRIP 818516412 09058 -05 A1G SPECIAL 2 1 Q >758 240 M1120 197/144 TCDL 7.0 Job Reference (optional) a Ml. vv O i kI nu rALLo), IUAMU rALLJ, W Od UZ a.ZUu s Uul 14 ZUua MI I eK Inaus[nes, Inc. I ue ucl u4 uo:aa:Z9 ZUua rage i � -0 ��1 14 -0-0 25 -7 -14 37 -3 -12 48 -11 -10 60 -7 -8 67 -7 -8 i 74-7-8 4 2 -0-0 7 -0-0 7 -0-0 11 -7 -14 11 -7 -14 11 -7 -14 11 -7 -14 7 -0-0 7 -0-0 2 -0-0 Scale = 1:144.0 TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 8x10 M1120= 8x10 101120= 5.50 F12 10x10 M1120= 8x10 M1120= 10x10 M1120= D o E F G H i C r� N N 2.00 F12 WARNING:ANY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, THE BUILDING DESIGNER, OR OTHERS. 7 -0-0 1 14 -1 -8 25 -7 -14 37 -3 -12 48 -11 -10 60-6 -0 { 67 -7 -8 i 74 -7 -8 7 -D-0 7 -1 -8 11 -6 -6 11 -7 -14 11 -7 -14 11 -6 -6 7 -1 -8 7 -0-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 35.0 Plates Increase 0.92 TC 0.84 Vert(LL) -1.18 Q >758 240 M1120 197/144 TCDL 7.0 Lumber Increase 0.92 BC 0.90 Vert(TL) -1.89 Q >473 180 M1120H 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.74 L n/a n/a M1118H 141/138 BCDL 7.0 Code IBC2003/TPI2002 (Matrix) Weight: 624 lb LUMBER BRACING TOP CHORD 2 X 8 DF SS TOP CHORD BOT CHORD 2 X 8 DF SS WEBS 2 X 4 SPF 1650F 1.5E *Except* BOT CHORD C -U 2 X 4 SPF Stud /Std, E -T 2 X 6 DF 180OF 1.6E WEBS E -S 2 X 4 SPF Stud /Std, E -Q 2 X 6 DF 180OF 1.6E F -Q 2 X 4 SPF Stud /Std, G -Q 2 X 6 DF 180OF 1.6E G -O 2 X 4 SPF Stud /Std, G -N 2 X 6 DF 180OF 1.6E I -M 2 X 4 SPF Stud /Std, B -U 2 X 4 DF 240OF 2.0E J -M 2 X 4 DF 240OF 2.0E REACTIONS (lb /size) V= 3833/0 -5 -8, L= 3833/0 -5 -8 Max HorzV= 156(load case 5) Max UpliftV=- 1574(load case 4), L=- 1574(load rase 3) Structural wood sheathing directly applied or 2 -2 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 4 -6 -14 oc bracing. 1 Row at midpt E -Q, G -Q 2 Rows at 1/3 pts E -T, G -N FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/80, B -C =- 6284/2711, C -D =- 7730/3466, D -E= 7055/3234, E -F= 11574/5387, F -G= 11574/5387, G -H =- 7055/3227, H -1= 7730/3459, I -J =- 6284/2706, J -K =0/80, B -V =- 3762/1521, J -L= 3762/1518 BOT CHORD U -V =- 239/278, T -U= 2397/5665, S -T =- 4640/10448, R -S =- 4640/10448, Q -R =- 4640/10448, P -Q=- 4617/10448, O- P= -461 7/1 044 8, N -O =- 4617/10448, M -N =- 2375/5665, L -M =- 115/278 WEBS C -U =- 1543/596, C -T =- 73111756, E -T =- 4030/1875, E -S= 166/397, E -Q =- 630/1446, F -Q =- 972/383, G -Q =- 630/1447, G -O =- 166/397, G- N=- 4030/1875,1 -N =- 733/1756,1 -M =- 1543/595, B- U=- 2270/5334,J -M =- 2265/5334, H -N =- 1130/2287, D -T =- 1133/2287 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 4.2psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left ant right exposed ; porch left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 3) WARNING: The unusually long span and /or configuration of this truss requires that extreme care be used in its application. Use proper transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor Ensure that over -all building bracing is designed by a qualified engineer, architect, or building designer. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Bearing at joint(s) V, L considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Continued on page 2 'Z5 � per`' fl F "-Z ON G October 5,2005 ® WARNING - Verf fy design parameters and READ NOTES ON THIS AND 1MMUDED AUTER REF ERENCE PAGE M37 7473 BEFORE IUSE. 7777 Greenback Lane ­1110 Design valid for use only voth M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 PP tY 9 P P P P P P >Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crfferia, DSB -89 and BCSII Building Component M i T e km Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. U 12x14 M1118H = 8x14 M1118H WB = 3x6 M1120 11 12x14 MII18H= M V 6x12101120= 6x12 M1120= L 3x12 M1120 11 3x6 M1120 11 5x10 M1120= 8x14 M1118H WB = 3x12 M1120 11 Job Truss Truss Type Qty Ply . CONST. - HARD HAT CAFE (loc) I /deft Ud TCLL 35.0 Plates Increase R18516413 09058 -05 A1H SPECIAL 2 >999 =jo bReferTeNnce (optional TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 8x10 MII20= 8x10 MII20= ��a �-0 -f 60-0 i 12 -0 -0 24 -7 -14 37 -3 -12 49 -11 -10 62 -7 -8 68 -7 -8 74 -7 -8 7,6 -7 -5 T i � 2 -0-0 60-0 60-0 12 -7 -14 12 -7 -14 12 -7 -14 12 -7 -14 60-0 60-0 2 -0-0 Scale = 1:140.3 5.50 12 8x10 M1120= 8x10 M1120= 8x10 M1120= 5x10 M1120- D ° E F G H 5x10 M1120� 0 3x6 M1120 11 C 1 3x6 MII20 11 _ A 6 J , o u R Q P O N Iv 2.00 F12 WARNING:ANY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, THE BUILDING DESIGNER, OR OTHERS. October 5,2005 12 -1 -8 22 -1 -8 I 32 -1 -8 42 -6 -0 52 -60 62 -60 74-7 -8 12 -1 -8 10 -0 -0 10 -0 -0 10 -4 -8 10-0 -0 10 -0 -0 12 -1 -8 LOADING ll SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud TCLL 35.0 Plates Increase 0.92 TC 0.50 Vert(LL) -0.84 O-P >999 240 TCDL 7.0 Lumber Increase 0.92 BC 0.70 Vert(TL) -1.37 O-P >653 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.54 L n/a n/a BCDL 7.0 Code IBC2003/TP12002 (Matrix) LUMBER BRACING TOP CHORD 2 X 8 DF SS TOP CHORD BOT CHORD 2 X 6 DF 180OF 1.6E WEBS 2 X 4 SPF Stud /Std `Except' BOT CHORD D -Q 2 X 4 SPF 1650F 1.5E, H -N 2 X 4 SPF 165OF 1.5E B -S 2 X 4 SPF 1650F 1.5E, C -S 2 X 4 SPF 1650F 1.5E J -L 2 X 4 SPF 1650F 1.5E, I -L 2 X 4 SPF 1650F 1.5E REACTIONS (lb /size) S= 383310 -5 -8, L= 3833/0 -5 -8 Max Horz S=-1 39(load case 6) Max UpliftS=-1607(load case 4), L=- 1607(load case 3) PLATES GRIP M1120 197/144 Weight: 1020 lb Structural wood sheathing directly applied or 5 -8 -10 oc puriins, except end verticals. Rigid ceiling directly applied or 8 -5 -5 oc bracing. FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/80, B -C =- 524/322, C -D =- 7472/3412, D -E =- 10384/4896, E -F =- 12153/5751, F -G =- 12153/5747, G -H =- 10384/4892, H -I =- 7472/3408, I -J =- 524/319, J -K =0/80, B -S =- 750/392, J -L =- 750/389 BOT CHORD R -S =- 2140/4981, Q -R =- 2979/6817, P -Q =- 5071/11219, O -P =- 5751/12663, N -O =- 5055/11219, M -N =- 2963/6817, L -M= 2126/4981 WEBS C -R =- 995/2182, D -Q =- 1984/4193, E -Q =- 2049/891, E -P =- 623/1257, F -P =- 820/301, F -O =- 820/301, G -O =- 623/1257, G -N =- 2049/891, H -N= 1984/4193, I -M =- 996/2182, C -S =- 5953/2507, I -L =- 5953/2504, D -R =- 248/374, H -M =- 227/374 NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 8 - 2 rows at 0 -9 -0 oc, 2 X 4 - 1 row at 0 -9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -98; 90mph, h =25ft; TCDL= 4.2psf; BCDL= 4.2psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left at right exposed ; porch left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 5) WARNING: The unusually long span and /or configuration of this truss requires that extreme care be used in its application. Use prope� transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor Ensure that over -all building bracing is designed by a qualified engineer, architect, or building designer. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Continued on page 2 ® WARNING - 9erjjy design parameters and READ NOTES ON TNIS AND INCLUDED MITES REFERENCE PAGE AM 7473 BEFORE USE 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of design aromenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shovin Citrus Heights, CA, 95610 Applicability 9 P Pr P P P P tY 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding j� ek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/711 Quality Criteria, DSO -89 and BCSI7 Building Component M, , Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. S 8x12 M1120= 5x6 M1120= 7x8 M1120= 7x8 MI120= 5x6 M1120= 8x12 M1120= L 5x6 1011120= 5x6 M1120= Job T russ Truss Type Q ty Ply ROCKY MTN. CONST. - HARD HAT CAFE (loc) I /defl Ud TCLL 35.0 Plates Increase 818516414 09058 -05 All SPECIAL 2 2 Job Reference o tional �2 -0 -0 10-0 -0 20 -11 -2 31 -10-3 I 42 -9-5 53-8 -6 64 -7 -8 74 -7 -8 76 -7 -8 2 -0-0 10-0 -0 10 -11 -2 10 -11 -2 10 -11 -2 10 -11 -2 10 -11 -2 10 -0-0 2 -0-0 Scale = 1:140.3 TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. 8x10 M1120= 6x8 M1120= 8x10 MI120= 5.50 F12 8x10 M1120= 5x6 M1120= 5x6 M1120= 8x10 M1120= C o D E F G H I 2.00 F12 10 -1 -8 19 -2 -4 10 -1 -8 9 -0-12 WARNING:ANY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, THE BUILDING DESIGNER, OR OTHERS. 28 -1 -8 F 37-3 46-6-0 55 -5-4 64 -6 -0 74 -7 -8 B-11 -4 9-2 -4 9-2 -4 B -11-4 30-12 10 -1 -8 1 IN I^ LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud TCLL 35.0 Plates Increase 0.92 TC 0.65 Vert(LL) -1.05 P >853 240 TCDL 7.0 Lumber Increase 0.92 BC 0.77 Vert(TL) -1.67 P >533 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.54 L n/a n/a BCDL 7.0 Code IBC2003/TP12002 (Matrix) LUMBER BRACING TOP CHORD 2X 8 DF SS TOP CHORD BOT CHORD 2 X 6 DF 180OF 1.6E WEBS 2 X 4 SPF Stud /Std 'Except' BOT CHORD C -R 2 X 4 SPF 1650F 1.5E, I -N 2 X 4 SPF 1650F 1.5E B -T 2 X 4 SPF 1650F 1.5E, B -S 2 X 4 SPF 1650F 1.5E J -L 2 X 4 SPF 1650F 1.5E, J -M 2 X 4 SPF 1650F 1.5E REACTIONS (lb /size) T= 3833/0 -5 -8, L= 3833/0 -5 -8 Max HorzT=- 123(load case 6) Max Upliftr=- 1639(load case 4), L=- 1639(load case 3) PLATES GRIP M1120 197/144 Weight: 1011 lb Structural wood sheathing directly applied or 5-4 -2 oc purlins, except end verticals. Rigid ceiling directly applied or 7 -11 -15 oc bracing. FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/80, B -C =- 730913308, C -D =- 10667/5079, D -E =- 1306816243, E -F =- 13904/6639, F -G =- 13904/6639, G -H =- 13068/6241, H -I =- 10667 /5076,1 -J= 7309 / 3306 ,J- K= 0/80,B- T=- 3794/1586,J -L =- 3794/1584 BOT CHORD S -T =- 280/396, R -S =- 2886/6499, Q -R= 5250/11414, P -Q =- 6402/13829, O -P =- 6393/13829, N -0= 5241/11414, M -N =- 2877/6499, L -M =- 173/396 WEBS C -R =- 2319/4872, D -R= 2289/1020, D -Q =- 1008/2051, E -Q =- 1283/545, E -P =- 125/238, G -P= 125/238, G -0= 1283/545, H -O =- 1008/2051, H -N =- 2289/1020, I -N =- 2319/4872, B -S =- 2733/6118, J -M =- 2731/6118, C -S =103/251, I -M =- 85/251 NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 8 - 2 rows at 0 -9 -0 oc, 2 X 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -98; 90mph; h =25ft; TCDL= 4.2psf; BCDL= 4.2psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left at right exposed ; porch left and right exposed; Lumber DOL =1.33 plate grip DOL =1.33. 5) WARNING: The unusually long span and /or configuration of this truss requires that extreme care be used in its application. Use prope transportation, unloading and erection methods. Assure that all required web lateral bracing is communicated to the building contractor Ensure that over -all building bracing is designed by a qualified engineer, architect, or building designer. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Continued on page 2 ffffffIllllt f "t ( / to 1r l October 5,2005 .WARNING - Ver{(y design parameters and READ NOTES ON TIDS AND INCLUDED AfTES REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane r_40 Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, . is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 4 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB -89 and BCSII Building Component M iTek` Safety Information available from Truss Plate Institute, 593 D'Onofrio Drive, Madison, WI 53719. b K U Y V N M T 8x12 M1120= 5x8 M1120= 8x10 M1120= 5x6 M1120= 8x10 M1120= 5x8 M1120= Bxl2 M1120= L 3x6 M1120 1 3x6 MII20 , , e t Job Truss Truss Type Qpy Ply ROCKY MTN. CONST. - HARD HAT CAFE DEFL in (loc) I /deft Ud PLATES GRIP TCLL 35.0 Plates Increase 0.92 TC 0.72 818516415 09058 -OS A1J SPECIAL 2 4 Job Reference (optional) ? -0 -0 4-4-2 ] 7 -9-0 14 -3-13 20 -10-11 1 27 -5 -8 i 34 -0-5 40 -7 -3 i 47 -2 -0 1 53 -8 -13 60 -3-11 66 -10-6 i 70 -3-6 i 74 -7 -8 76-7 -® 2 -0-0 4-4-2 3-4 -14 6-6-13 6-6-13 6-6-13 66-13 66 -13 6-6-13 6-6-13 6-6-13 6 6-13 3- 414 4-4-2 2 -0-0 Scale = 1:139.2 12x12 M1120= 12x12 MII20= 5.50 12 10x10 M1120 12x12 MII20= 6x8 MI120= 12x12 MI120= 6x8 M1120= 6x8 MI120= 12x12 MII20= 6x8 M1120= 12x12 MI120= D E F G H I J K L M 10x10 M1120- 3x8 MII90 I I �14 I N I�7 WARNING:ANY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, THE BUILDING DESIGNER, OR OTHERS. B-3-0 17� 27 -5-8 37 -3 -12 47-2-0 55 -8-4 66-4 -8 74 -7 -8 63-0 9-8-4 9 -6-4 9 -10-4 9-10 -4 9-6-4 9-64 63-0 TEMP. AND PERMANENT BRACING PLAN SHALL BE DESIGNED BY QUALIFIED BLDG. DESIGNER AND APPROVED BY ARCHITECT, PROJECT ENGINEER AND LOCAL BLDG. DEPT. Plate Offsets (X,Y): [D:0 -6 -0 0 -7 -11] [E:0 -6 -0 0 -9 -8] [G0- 6- 0,0 -9 -8] [J:0 -6 -0 0 -9 -8] [L:0 -6-0 0 -9 -8] [M:0 -6 -0 0 -7 -11] [Q:0 -2 -11 0 -5 -0] [V:0 -10 -0 0 -9 -8] [AA:0 -2 -11 0-5-0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 35.0 Plates Increase 0.92 TC 0.72 Vert(LL) 1.42 V >628 240 M1120 187/144 TCDL 7.0 Lumber Increase 0.92 BC 0.50 Vert(TL) -1.99 V >448 180 M1120H 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.52 Q n/a n/a M1118H 141/138 BCDL 7.0 Code IBC2003/TP12002 (Matrix) Weight: 3754 lb LUMBER BRACING TOP CHORD 1.5 X 11 -7/8 LSL Truss Grade *Except* TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except A -D 1.5 X 9.5 LSL Truss Grade, M -P 1.5 X 9.5 LSL Truss Grade end verticals. BOT CHORD 1.5 X 11 -7/8 LSL Truss Grade *Except* BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. Z -AA 1.5 X 9.5 LSL Truss Grade, Q -R 1.5 X 9.5 LSL Truss Grade WEBS 2 X 4 SPF 1650F 1.5E *Except* F -Y 2 X 4 SPF Stud /Std, G -W 2 X 4 SPF Stud /Std H -V 2 X 4 SPF Stud /Std, 1 -V 2 X 4 SPF Stud /Std, J -U 2 X 4 SPF Stud /Std K -S 2 X 4 SPF Stud /Std REACTIONS (lb /size) AA= 9787/0 -5 -8, Q= 9787/0 -5 -8 Max HorzAA= 105(load case 5) Max UpliftAA= 6162(load case 3), Q=- 6162(load case 4) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD A -B =0/80, B -C =- 1725/1134, C -D =- 20008/13065, D -E =- 19465/12779, E -F =- 36060/23497, F -G =- 45938/29818, G -H =- 45938/29818, H -I =- 49657/32263, I -J=- 45938/29818, J -K =- 4 5 9 38/2 98 1 8, K -L =- 36060123497, L -M =- 19465/12778, M -N =- 20008/13065, N -0= 1725/1134, O -P =0/80, B -AA =- 1901/1149, O -Q =- 1901/1145 k� rr BOT CHORD Z -AA= 7499/11650, Z -AB= 19063/29543, AB- AC= 19065/29547, AC -AD =- 19067/29550, AD -AE =- 19069/29554, C-ONAt �ryy Y- AE= 19071/29557, Y -AF =- 25619/39710, AF -AG= 25619/39710, X -AG =- 25619/39710, X -AH =- 25619/39710, W AH= 25619/39710, W = 31454/48771, AI cif C,\ - AI - AJ= 31454/48771, AJ - AK = 31454/48771, AK - AL = 31454/48771, AL AM= 31454/48771, V - AM= 31454/48771, V - AN= 31452 / 48771, AN - A0 = 31452/48771, AO - AP - 31452/48771 fi AP -AQ =- 31452/48771, AQ -AR =- 31452/48771, U -AR =- 31452/48771, U- AS=- 25618/39710, T- AS=- 25618/39710, T- AT=- 25618/39710, AT- AU=- 25618/39710, S- AU=- 25618/39710, S- AV= 19070/29557, AV -AW =- 19068/29554, AW- AX=- 1 9066/2 95 5 1, AX-AY=-19063/29547, R -AY= 1 9 06 1/29 544, Q -R =- 7498/11650 6 4 WEBS C -Z =- 5299/8046, D -Z =- 4179/6124, E -Z =- 12005/7633, E -Y =- 6195/9414, F -Y= 5944/3681, F -W =- 4687/7229, G -W =242/5 , H -W =- 3312/2064, H -V =- 1031/1381, I -V =- 1031/1381, 1 -U =- 3312/2063, J -U =- 242/54, K -U =- 4687/7229, K -S =- 5944/3681, L -S =- 6195/9414, L -R =- 12005/7633, M -R =- 4179/6124, N -R =- 5300/8046, C -AA= 1413619103, N -Q =- 14136/9103 - OF t pp Continued on page 2 ON G October 5,2005 ® WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU- -7473 BEFORE USE. 7777 Greenback Lane 40 Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB -89 and BCSII Building Component M iT Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Z AB AC AD AE Y AF AG X AH W Al AJ AK AL V AM AN AO AP AQ AR AS AT ALI S AV AW AX AY R AA 12x14 M1118H= 6x8 M1120= 12x12 M1120= Special 12x20 MI120H= 6x12 M1120= Special 6x8 M1120= 12x14 M111811 = Q 10x10 M1120= Special Special Special 10x10 MII20= Special Special 6x12 M1120= Special Special Special Special 12x12M1120= Special Special 2.00 12 Special Special Special Special Special Special Special Special Special Special Special Special Special Special Special Special Special Special Symbols PLATE LOCATION AND ORIENTATION 3/4' *Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in- sixteenths. Apply plates to both sides of truss and securely seat. 0 J /1 d *For 4 x 2 orientation, locate plates 0 - 1 ,6' from outside edge of truss. *This symbol indicates the required direction of slots in connector plates. * Plate location details available in MTek 20/20 software or upon request. 11W_11l V44 The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and /or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI /TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB -89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6 -4 -8 dimensions shown in ft -in- sixteenths 1 2 TOP CHORDS 0 O x U CL O 3 JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS /LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA 96 -31, 95 -43, 96 -20 -1, 96 -67, 84 -32 ICBO 4922, 5243, 5363, 3907 SBCCI 9667, 9730, 9604B, 9511, 9432A MTek Engineering Reference Sheet: MII -7473 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X- bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 0 W 4. Cut members to bear tightly against each other. x Q_ 5. Place plates on each face of truss at each O joint and embed fully. Knots and wane at joint locations are regulated by ANSI /TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI /TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non - structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. ® 2004 MiTek® 8 7 6 5 � 4 / � ,l OS 00063 Hard Hat Cafe Henrvs Fork Plaza DYNANUC STRUCTURES 1887 North 1120 West, Provo, Utah 84604 (ph) 801.356.1140 (fax) 801.356.0001 Structural Calculations for: HARD HAT CAFE HENRY'S FOK PLAZA REXBURG, ID Service Provided for: DUBBE ~ MOULDER ARCHITECTS March 14, 2005 i A. PROJECT: CLIENT: SCOPE: 1aa fit Wae_ HENRY'S FORK PLAZA REXBURG, ID DUBBE— MOULDER ARCHITECTS P.O. BOX 9227 1160 ALPINE LANE SUITE 2A JACKSON HOLE, WY PROVIDE STRUCTURAL DESIGN, DRAWINGS, AND CALCULATIONS FOR COMMERCIAL PLAZA BUILDING 0 Cover Sheet.med CODE CRITERIA: 2000 IBC Seismic Design Category: D Design Wind Speed: 90 MPH EXP: C Snow: Pg = 50 PSF EXP 0.7 Pf = 35 PSF Soil: Bearing: qa = 2000 psf (allowable, assumed) Structural Fill: see geo- technical report Backfill: E.F.P = 35 pcf (assumed) Frost: 36 in MATERIALS: WOOD: Dimensional Lumber Douglas Fir -larch #2 Glu -lam Beams: Simple Spans: 24F -V4 DF /DF CONNECTIONS: Simpson STEEL: Beams: ASTM A992 (Gr. 50) fy = 50 ksi Columns: ASTM A500 (Gr. B) fy = 46 ksi BOLTS: A325 -N (steel to steel) A307 (embedded in concrete or masonry) MASONRY: Strength: fm = 1500 psi Reinforcing: Grade 60 CONCRETE: Strength: 2500 psi (used for design) FOR CONSTRUCTION: (See Spec.) Reinforcing: Grade 60 Cover Sheet.mod Revised January, 2000 Page 1 of 1 I 1 Load Summary.mcd DESIGN LOADS: Roof Live load: =35.0 psf ROOF DEAD LOADS: Roof Dead Load: Shingles =2.50 psf Sheathing =2.00 psf Framing =3.00 psf Ceiling =2.50 psf Insulation =2.50 psf Misc =2.69 psf Total roof dead load: =15.0 psf WALL DEAD LOADS: Framing =1.50 psf Sheathing =2.25 psf Gyp. Board =2.50 psf Veneer =7.00 psf Misc =1.75 psf Total wall dead load: =15.0 psf Loads House.mcd Revised August 1999 Page 1 of 1 RAMSBEAM V2.0 - Gravity Beam Design Licensed to: Dynamic Structures Job: Hard Hat Steel Code: AISC 9th Ed. SPAN INFORMATION: Ridge Beam Beam Size (User Selecte ) = W12X19 Fy = 50.0 ksi Total Beam Length (ft) = 23.00 Top Flange Braced By Decking LOADS: Self Weight = 0.019 k /ft Line Loads (k /ft): Distl Dist2 DL1 DL2 Pre DLl Pre DL2 LL1 0.00 23.00 0.180 0.180 0.000 0.000 0.315 SHEAR: Max V (kips) = 5.91 fv (ksi) = 2.07 Fv = 20.00 MOMENTS: Span Cond Moment kip -ft Center Max + 34.0 Controlling 34 .0 REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) Live load (in) Total load (in) @ Lb Cb Tension Flange ft ft fb Fb 11.5 0.0 1.00 19.15 33.00 11.5 0.0 1.00 19.15 33.00 Left Right 2.29 2.29 3.62 3.62 5.91 5.91 at 11.50 ft = -0.332 at 11.50 ft = -0.526 at 11.50 ft = -0.858 LL2 0.315 Comp Flange f b Fb 19.15 33.00 L/D = 831 L/D = 525 L/D = 322 3 RAMSBEAM V2.0 - Gravity Beam Design Licensed to: Dynamic Structures J b o Hard Hat Steel Code: AISC 9th Ed. SPAN INFORMATION: Eave Beam Beam Size (User Selecte ) = W12X19 Fy = 50.0 ksi Total Beam Length (ft) = 23.00 Top Flange Braced By Decking LOADS: Self Weight = 0.019 k /ft Line Loads (k /ft): Distl Dist2 DL1 DL2 Pre DLl Pre DL2 LL1 0.00 23.00 0.130 0.130 0.000 0.000 0.230 SHEAR: Max V (kips) = 4.36 fv (ksi) = 1.53 Fv = 20.00 MOMENTS: Span Cond Moment kip -ft Center Max + 25.1 Controlling 25.1 REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) Live load (in) Total load (in) @ Lb Cb Tension Flange ft ft fb Fb 11.5 0.0 1.00 14.12 33.00 11.5 0.0 1.00 14.12 33.00 Left Right 1.71 1.71 2.64 2.64 4.36 4.36 at 11.50 ft = -0.249 at 11.50 ft = -0.384 at 11.50 ft = -0.633 LL2 0.230 Comp Flange f b Fb 14.12 33.00 L/D = 1109 L/D = 719 L/D = 436 14 RAMSBEAM V2.0 - Gravity Beam Design Licensed to: Dynamic Structures Job: Hard Hat Steel Code: AISC 9th Ed. SPAN INFORMATION: Eave Beam (low) Beam Size (User Selected) = W1 X26 Fy = 50.0 ksi Total Beam Length (ft) = 23.00 Top Flange Braced By Decking LOADS: Self Weight = 0.026 k /ft Line Loads (k /ft): Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 0.00 23.00 0.280 0.280 0.000 0.000 0.500 SHEAR: Max V (kips) = 9.27 fv (ksi) = 2.47 Fv = 17.90 MOMENTS: Span Cond Moment kip -ft Center Max + 53.3 Controlling 53.3 REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) Live load (in) Total load (in) @ Lb Cb Tension Flange ft ft fb Fb 11.5 0.0 1.00 16.66 33.00 11.5 0.0 1.00 16.66 33.00 Left Right 3.52 3.52 5.75 5.75 9.27 9.27 at 11.50 ft = -0.221 at 11.50 ft = -0.361 at 11.50 ft = -0.581 LL2 0.500 Comp Flange fb Fb 16.66 33.00 L/D = 1250 L/D = 765 L/D = 475 r� RAMSBEAM V2.0 - Gravity Beam Design r Licensed to: Dynamic Structures 1V Job: Hard Hat Steel Code: AISC 9th Ed. SPAN INFORMATION: Hip Beam Beam Size (Userr SeTe = W21X50 Fy = 50.0 ksi Total Beam Length (ft) = 39.00 Top Flange Braced By Decking LOADS: Self Weight = 0.050 k /ft Line Loads (k /ft): Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0.00 39.00 0.000 0.560 0.000 0.000 0.000 0.980 SHEAR: Max V (kips) = 2 1.00 fv (ksi) = 2.65 Fv = 20.00 MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Comp Flange kip -ft ft ft fb Fb fb Fb Center Max + 159.6 22.4 0.0 1.00 20.26 33.00 20.26 33.00 Controlling 15 9.6 22.4 0.0 1.00 20.26 33.00 - -- - -- REACTIONS (kips): Left Right DL reaction 4.62 8.26 Max + LL reaction 6.37 12.74 Max + total reaction 10.99 21.00 DEFLECTIONS: Dead load (in) at 20.08 ft = -0.603 L/D = 776 Live load (in) at 20.28 ft = -0.895 L/D = 523 Total load (in) at 20.28 ft = -1.498 L/D = 312 RAMSBEAM V2.0 - Gravity Beam Design Licensed to: Dynamic Structures Job. Hard Hat Steel Code: AISC 9th Ed. SPAN INFORMATION: Entry Beam Beam Size (User Selected) = W12X14 Fy = 50.0 ksi Total Beam Length (ft) = 1 7 Top Flange Braced By Decking LOADS: Self Weight = 0.014 k /ft Point Loads (kips): Flange Bracing Dist DL Pre DL LL Top Bottom 6.50 0.41 0.00 0.94 Yes No Line Loads (k /ft): Distl Dist2 DL1 DL2 Pre DLl Pre DL2 LL1 0.00 13.00 0.150 0.240 0.000 0.000 0.350 SHEAR: Max V (kips) = 5.32 fv (ksi) = 2.32 Fv = 18.75 LL2 0.560 MOMENTS: Span Cond Moment kip -ft Center Max + 18.4 Controlling 18.4 REACTIONS (kips): DL reaction Max + LL reaction Max + total reaction DEFLECTIONS: Dead load (in) at Live load (in) at Total load (in) at @ Lb Cb Tension Flange ft ft fb Fb 6.5 0.0 1.00 14.83 33.00 6.5 0.0 1.00 14.83 33.00 Left Right 1.46 1.66 3.20 3.66 4.67 5.32 Comp Flange f b Fb 14.83 33.00 6.56 ft = -0.065 L/D = 2408 6.56 ft = -0.143 L/D = 1092 6.56 ft = -0.208 L/D = 751 I A Wall - Header Load LOAD DESIGN CHART #5 (SEE DETAILS SIP -112 through SIP -114) R- CONTROL® STRUCTURAL INSULATED PANELS HEADER HEADER DEPTH SPAN 12e 18 24' DEFLECTION L/480 L/36 L/24O L/48 L/36O L/24O L/48 1,/360 2 L 0 4' -Oe 524 703 708 762 773 773 837' 837 837 A (eurtaae same aoodiuo�7 SIP -114 D 6' -0" 319 374' 374 466 466' 466 557 557 557 P L F 8'- 0" 218 248 248' 351 351 351' 455 455 455 [11 LIMITED TO ULTIMATE FAILURE LOAD DIVIDED BY A FACTOR OF SAFETY OF THREE (3). [21 PLEASE REVIEW NOTES ON PAGE 3. Note: Details SIP -112a and SIP -112b are not illustrated here. Refer to R- Control SIP detail book. Headers I 1 I I t I 1 1 � I R- zsp..ifi. Sips.. V 11 J Bottom plate. ° presents R- Control SIP infill below NOTE: Diagram represents headers lnr headers in a wall assembly. Headers may be any window openings. type, refer to detail SIP -113. Minimum openings. Numbers dimensions ore not required between indicate sequencing for installation. openings, but the posts supporting the Refer to SIP -115 header must extend to the floor. Also, for connection of 2x's the bottom plate of the header must ISOMETRIC extend to the outside of the post. Scale: NTS Updated 5 -1 -99 R— Control SIP ISOMETRIC 7I FLE: N0. Scale: NTS Headers SIP -112 R- Control — Do -All -Ply, each side. R- Control SIP used as header. Bd Nails or 14 ga. II 1 1 /z " staples e o.c. ach side, top & bottom or equivalent. Control Do- AII -Ply continuous. co R- Control o- ol DAII -Ply jl typical each side, top & bottom. Continuous bottom plate. �� 2x framing around II I j hi�z I� -'" II ry d v 6 oL_ °� ou1� 9 3 c t o a c openings. Numbers indicate sequencing for installation. NOTE: Diagram represents field /shop Refer to SIP -115 cut openings in a monolithic for connection of 2x's wall assembly. Splines may occur to OSB panel faces. above & below openings. Minimum panel dimension of 12 must be Pone! Width I'-- SECTION Scale: NTS Updaed 5 -1 -99 R— Control SIP TITLE: Header sections NO. (R- Control Pandl) SIP -113 R- Control SIP. Continuous top plate. Surface spline.? J N Continuous bottom plate. �� 2x framing around window and door openings. Numbers indicate sequencing for installation. NOTE: Diagram represents field /shop Refer to SIP -115 cut openings in a monolithic for connection of 2x's wall assembly. Splines may occur to OSB panel faces. above & below openings. Minimum panel dimension of 12 must be maintained over openings. See ISOMETRIC Header Load Design Chart for allowable foods. Scale: NTS Updated 5 -1 -99 R— Control SIP TITLE: 51v asod os Header N0. (eurtaae same aoodiuo�7 SIP -114 N I SQUARE TUBE COLUMN DESIGN INTERIOR COLUMN Column Section and Physical Properties Unsupported Length: Lx := 22 -ft Column Section: TS 8 x 8 x 1/4 Axial Load: Ly' 22 -ft P:= 36•k Yield Stress: F y := 46•ks Moments: Mx := 1•in•P Modulus of elasticity: E:= 29000 -ksi My := 0•ft•k Web Thickness: t:= .25 -in Section Width: b:= 8-in Effective Length Factor: K:= 1.0 Interaction Coefficient: Cnix := 1.0 Area A:= 7.59•in Cmy := 1.0 Section Modulus S:= 18.8 -in 3 Bending Coefficient: Cb := 1.0 Radius of gyration r:= 3.15-in Axial Stress: fa := P fa = 4.7 ksi A Bending Stresses: fbx .= Mx fbx = 1.91 ksi S fby := fby = 0 ksi Sy I:= if (Lx > Ly, Lx, Ly) Slenderness Ratio Comparison: K -1 = 83.8 Preferably less than 200 r Allowable Axial Stress: Column slenderness ratio Cc := 1 2 rz2 FY E I Cc= 111.554 C K•1 / 2 \ J 1 — Fy 2 12.7r •E 2 L E2 2 := E2_1 :_ 2.Cc — / & 1l2 K•1 K•1 3 23• 3 Cr) Cr) r J I 5 L 3 8-Cc 8 Cc Fa := if ( < Cc, E2_1, E2_2 Fa = 17420.1 psi r Allowable Bending Stress: Fbx := if b 190 ifrLx _< 1200• b , 0.66 -Fy, 0.6•Fyl, 0.6-F Fbx = 27.6 ksi �t ksi L Cksi) Fby := if b ! 190 if[Ly <_ 1200• b , 0.66•Fy, 0.6-FY] , 0.6•F Fby = 27.6 ksi L j Fy i L Cksi) J j 6 TS 8 x 8 x .25.mcd Revised June, 1999 Page 1 of 2 iL Combined Stresses: 2 12•n •E F'ex := ex = 21260.1 psi 23•( K•Lx l2 F' l` r ) Hl_1 := fa + Cmx.fbx + / Cmyfby Fa C 1 — f a I Fbx I 1 — f a 1•Fby F'ex) ` F'ey J Hl 2 := fa + fbx + fby 0.60•Fy Fbx Fby 2 12•n •E Fey 2 Fey = 21260.1 psi 23•I K Ly `l r ) Hl - 1 = 0.362 < 1.00 HI = 0.241 < 1.00 If fa = 0.27 < 0.15, Equation H1_3 is permitted in liew of equations Hl — 1 and Hl — 2 Fa H1 3:= fa + fbx + fby Fa Fbx Fby HI — 3 = 0.342 < 1.00 6 TS 8 x 8 x .25.mcd Revised June, 1999 Page 2 of 2 STRUCTURAL DESIGN ABLE 1609.6.2.1 (1) SIMPLIFIED DESIGN WIND PRESSURE (MAIN WlNI)FnOrrC_D=O)CTl►,r 0 - 15 r- I.2� 1 17.1 12.p 13.E 1.6 l 5 - Zo I (. 1 1g. (, 12. 11. 1 0.2 - Z� t• �S" i�.� 13. 15. In• ? 14. 1�. 7 T , oaa 2A �a F� t(Fr t3F-r VL � \r ( 2, r-- -4- S ��I.�,�� t ( 7 Z. 3 .`k Few) } 1Z( ?A }Sb)(t'2.a� 41.6 ri�r- + c c<< -�c 16. 1 T ttvT a �r -t 1 2( �'�+16 >C�3PTx`I' fi ��rr�l��Frx�b• �P cis Il l3 LATERAL ANALYSIS - SEISMIC BASE SHEAR - 2000 IBC BUILDING GEOMETRY Number of Stories: N:= 1 (N = 4 max) Dimensions & Dead Loads: Length Width Story Height Story DL Wall DL PARAPET: h (N +1) ' 0-ft DLw (N +1) := 0•psf STORY 4: L := 0-ft D := 0-ft h := 0-ft DL := 0•psf DLw := 0•psf STORY 3: L := 0 -ft D := 0-ft h := 0-ft DL := 0•psf DLw := 0•psf STORY 2: L := 0-ft D := 0-ft h := 0-ft DL := 0•psf DLw := 0•psf STORY 1: L := 80-ft D := 76-ft h := 9-ft DL := 15•psf DLw := 15•psf (Table 1617.4.2; p.361) x:= 1.. N 0 (� (1617.4.2; p.360) T:= if (T > Ta Ta' Cu, Ta) W = 112.26 k DESIGN CRITERIA Seismic Use Group: I Soil Site Class: D 'Design (1616.2.1; p.354) (Table 1615.1.1; p.350) Category Spectral Response Acceleration: Cd short eriods p .� 1 -sec. period catA = 1 (Fig. 1615 ( 9 5 (); p.341) (Fig. 1615(6); p.343) S,:= .508 S1 := .165 catB = 2 i =1 catC = 3 Site Coeffficients: F 1.39 a F 2.14 v _ catD = 4 (Table 1615.1.2(1); p.351) catE = 5 (Table 1615.1.2(2); p.351) calf = 6 Design SRA Parameters: Sds := 0.67•F Ss Shc := 0.67•F S1 (Eqn. 16 -18; p.350) (Eqn. 16 -19; p.350) Sds = 0.473 Shc = 0.237 Seismic Design Category": D cat := catD (1616.3; p.354) LATERAL SYSTEM: Wood Framed Shear Walls BUILDING WEIGHT Response Modification Factor: R:= 6.0 Diaphragms: wd := DL •L •D (Table 1617.6; p.365) x x x x Importance Factor: 1 Walls: ww := DLw • hx + DLw h(x +1) (Table 1604.5; p.297) x x 2 (x +1) 2 Fundamental Period (appx.): T a :_ 0.1•N Story Weight: w x := wd + ww •(2•L + 2•D x x `` x x (Eqn. 16 -39; p.361) C := 1.2 Building Weight: W:= �w (Table 1617.4.2; p.361) (1617.4.2; p.360) T:= if (T > Ta Ta' Cu, Ta) W = 112.26 k Fundamental Period: T = 0.1 x Total Height: hn :_ h. x i i =1 Seismic Base Shear Revised January, 2002 Page 1 of 3 BASE SHEAR CALCULATIONS Seismic Response Coefficient: (1617.4.1.1; p.360) Design Response Coefficient: TOTAL BASE SHEAR: Vertical Distribution Distribution Exponent: (1617.4.3; p.361) Distribution Factor: (Eqn. 16-42; p.361) Short Periods: (Eqn. 16 -37; p.360) Csmin 0.044•Sd,•l Calculated: (Eqn. 16 -35; p.360) _ Sds Cs. R Long Periods: (Eqn. 16 -36; p.360) Shc Csmax R C � J Ta C := if (c, < Csmin Csmin C s) C := if(Cs > CsmaxXsmax, Cs) Min. Cat. E & F: (Eqn. 16 -38; p.360) Csef := 0.5• S 1 T le C = 0.079 STRENGTH (Egn.16 -34; p.359) V:= C V'= 88521b k1 := I N tl := 0.5) (2 , (2.5 wx `hnx)k Cv X N x =1 Cs Csef if (cat >_ 5)•(C < Csef) Csef if (S1 >_ 0.6)•(C < Csef) C otherwise ALLOWABLE (Egn.16 -34; p.359) V :_ V - 1.4 V = 63231b k:= 1 if T<0.5 1interp(t1, kl , T) if 0.5<T<_2.5 2 if T > 2.5 STORY SHEAR: STRENGTH ALLOWABLE (Egn.16 -41; p.361) (Egn.16 -41; p.361) F F := Cv • V Fa := x X x x 1.4 STORY 4: F = 1 Ib Fa = a lb STORY 3: F = lb Fa = ■ lb STORY 2: F =a lb Fa = v lb STORY 1: F 8852 lb Fa = 6323 lb Seismic Base Shear Revised January, 2002 Page 2 of 3 15 DIAPHRAGM FORCES Seismic Diaphragm Force: (Design Category A - C) (Eqn. 16-62; p.372) Seismic Diaphragm Force: (Design Category D - F) (Eqn. 16 -65; p.374) Minimum / Maximum: (1620.3.3; p.374) DIAPHRAGM FORCES: STORY 4: STORY 3: STORY 2: STORY 1: PERPENDICULAR TO L: PERPENDICULAR TO D: wd wd FpLl := 0.2 -I,-Sds- x + 2 -ww FpD1 :_ F0.2•le -Sds -� X + 2 - ww 11 X � Lx x) x L ( D x x)J N y F. i F i_x Px = N y w. i =x Fpmin := 0.15.Sd Fpmax := 0.3- Sds-le Fp := if (Fp < Fpmin Fpmin Fp X ` Fp := if (Fp x x > Fpmax , Fpmax x , Fp x l) wd wd FpL2 := Fp - x + 2.ww 1 FpD2 := Fp -� x + 2 -ww X x I L x) x x 1 I D x) FpL x FpLI x if cat <_ 3 FpL2 if cat >_ 4 ALLOWABLE FpL FpL x :_ 1.4 FpLa = i plf FpLa = I plf FpLaz = I plf FpLat = 72 Of FpD := FpD 1 x if cat _< 3 FpD2 x if cat >_ 4 ALLOWABLE FpD FpDa :_ 1.4 FpDa = t plf FpDa = a plf FpDx, = r plf FpDa l = 75 pif NOTE: forces added from offsets or changes in stiffness of the vertical resisting elements need to be added to the diaphragm design, see (1620.1.5; p.372) & (1620.3.3; p.374). Seismic Base Shear Revised January, 2002 Page 3 of 3 K? li+'c�aA� An'A2ys 5•�St -{PS 4 S•6S-��PS 11 LATERAL ANALYSIS - WOOD DIAPHRAGM DESIGN - 2000 IBC STORY GEOMETRY Diaphragm Dimensions: Applied Diaphragm Forces: (from base shear calculator) Vertical Resistance: (number of lines) Horizontal Space: (between resistance lines) DIAPHRAGM DESIGN Diaphragm Shear: Bending, Openings, Deflections: ROOF Length L:= 80 -ft PERPENDICULAR TO L Width D:= 76-ft PERPENDICULAR TO D FpLa := 72 -plf (ALLOWABLE) FpDa := 75 -plf (ALLOWABLE) n:= 2 (n = 5 max) m:= 2 (m = 5 max) '=11 i:= 1..n I := 80 -ft - Betw. VL1 & VI-2 1 := 0 -ft - Betw. VI-2 & VI-3 1 := 0 -ft - Betw. VI-3 & VL4 1 := 0 -ft - Betw. VL4 & VI-5 `' 1f k: =0..n W... Roof diaphragm constructed of 8" thick structurally insulated panels. From "R- Control" design tables, the allowable diaphragm forces using R- Control Screw fasteners at 6" o.c. is 500 plf which far exceeds the values calculated. Wood Diaphragm Design Revised January, 2002 Pa e 1 of 1 j:= 1..M d = 76 -ft - Betw. VD1 & VD2 d := 0 -ft - Betw. VD2 & VD3 d := 0 -ft - Betw. VD3 & VD4 d := 0 -ft - Betw. VD4 & VD5 p: = 0..m Roof diaphragm constructed of 8" thick structurally insulated panels. From "R- Control" design tables, the allowable diaphragm forces using R- Control Screw fasteners at 6" o.c. is 500 plf which far exceeds the values calculated. Wood Diaphragm Design Revised January, 2002 Pa e 1 of 1 Wall - Unity Equation IF This equation is used to determine design suitablilty. The equation takes into account the ultimate load for a panel subjected to both axial and transverse (bending) conditions: - design axial load allowable axial load (SEE LOAD DESIGN CHART 2B) Wall - Axial Loading LOAD DESIGN CHART #213 (SEE DETAIL SIP -101) + design transverse load allowable transverse load R- CONTROL STRUCTURAL INSULATED PANELS Optional blocking to PANEL HEIGHT 7/16" OSB THICKNESS EPS CORE THICKNESS 3 1/2" CORE 5 1/2" CORE AXIAL [11 LOAD [PLF] 8'- 0" 2750 4000 10._011 2500 3500 12'- 0" 2000 3000 14'- 0" 'I 2750 16'- 0" li 2500 [11 LIMITED TO ULTIMATE FAILURE LOAD DIVIDED BY A FACTOR OF SAFETY OF THREE(3). [21 PLEASE REVIEW NOTES ON PAGE 3. (SEE LOAD DESIGN CHART 4) <1 Varies NOTE: OSB skins must b fully supported by foundation .system. SECTION Scale: NTS Wall - Shear Loading LOAD DESIGN CHART #6 (SEE DETAIL SIP -101) Factory electrical chase. I; I I Slide i Panel VRDo—AI — C ontrol I� down. I —Ply continuous sealant. — R— Control e Do— AII —Ply typical each side. NOTE: Use minimum grade SPF #2 or engineered equivalent for 2x plating Updated 12 -1 -99 R— Control SIP TITLE: N0. Plate Connections SIP -101 R- CONTROL STRUCTURAL INSULATED PANELS Optional blocking to PANEL HEIGHT increase point load EPS CORE THICKNESS capacity. Design as r 1 1/2 req'd for specific case. - - - -- — ! Spacer board (optional) where required for ,I li standard 8' drywall 'I li application. N it I, Nails go. it I to es 1 1/2" staples ® 6" 1 ;I h o.c. each side, or I� equivalent. Typical II top & bottom. Varies NOTE: OSB skins must b fully supported by foundation .system. SECTION Scale: NTS Wall - Shear Loading LOAD DESIGN CHART #6 (SEE DETAIL SIP -101) Factory electrical chase. I; I I Slide i Panel VRDo—AI — C ontrol I� down. I —Ply continuous sealant. — R— Control e Do— AII —Ply typical each side. NOTE: Use minimum grade SPF #2 or engineered equivalent for 2x plating Updated 12 -1 -99 R— Control SIP TITLE: N0. Plate Connections SIP -101 R- CONTROL STRUCTURAL INSULATED PANELS PANEL HEIGHT 7/16" OSB THICKNESS EPS CORE THICKNESS 3 1/2" CORE 51/2 " - LORI; RACKING SHEAR N/A 335 PLF [1) PLEASE REVIEW NOTES ON PAGE 3. . 0 0 11 a 9 LATERAL ANALYSIS - 1 STORY WOOD SHEAR WALL DESIGN - 2000 IBC LINE 1, 2 and B STORY 1 PIERS Length Height Tributary # Piers in Shear Line: nl := 2 (n = 8 max) 1: Story Shear: Fa := 11.3 -k (Allowable) 2: Shear Attributed To Line: Va := 5.65k (Allowable) 3: Story DL: DL := 15 -psf 4: Wall DL: DLw := 15 -psf 5: Story Length & Width: L := 80 -ft D := 76 -ft 6: Story Height: h := 9-ft 7: Sill Plate Length: Ls := 60 -ft 8: REDUNDANCY 10 Max. Element -Story Ratio: rmax Val lw • lwl (1617.2.2; p.359) l �11 1 Fal Redundancy Factor: P1 2 (Eqn. 16 -32; p.359) rmax L P1 = if(PI < 1.0,1.0,if(PI ? 1 . 5 , 1 . 5 ,P1)) 11 := 19-ft hl := 10-ft ti := 6-ft 11 14. ft h1 := 10-ft t1 := 6-ft 11 := 0-ft h1 := 9-ft t1 := 6-ft 11 := 0 -ft h1 9-ft t1 6-ft 11 := 0-ft h1 := 9-ft t1 := 3-ft 11 0-ft h1 := 9-ft t1 0-ft 11 0-ft h1 0-ft t1 0-ft 11 := 0-ft hl := 0 -ft ti := 0-ft lw := 14 -ft (smallest pier length) Nominal Overturning: MI. := Mol il — Mrl il Tension at Pier Ends: T1 Ml i :_ t 11 ii DEFLECTION CALCULATIONS Wood Shear Wall Design Revised January, 2002 Page 1 of 2 P1 = SHEAR CALCULATIONS ANCHOR BOLTS P1•Va PI•Va Unit Shear (for walls): v := Unit Shear (for bolts): vb E11 Lsi OVERTURNING CALCULATIONS it := 1.. n1 1/2 „ bolt in 1 1/2 sill: s 0 5 ._ (615•1b)•1.33 vb1 (P1-Va1•h1) Overturning Moment: Moli1 . — II1 �11 I llil „ bolt i 1 1!2ill 5/8 on ' s: s 0 625 .= (878•1b) -1.33 vb1 J ll il ll il Resisting Moment: Mrl := 0.67 (DL + (DLw hl 2 2 Nominal Overturning: MI. := Mol il — Mrl il Tension at Pier Ends: T1 Ml i :_ t 11 ii DEFLECTION CALCULATIONS Wood Shear Wall Design Revised January, 2002 Page 1 of 2 [aa SUMMARY, STORY 1 Reduction in shear walls due to height to width ratio less than 2:1 lw r:= 2 — r = 3.111 as per (57) of Utah ammended code h r:= if(r> 1.0,1.0,r) Unit Shear Uplift vi — = 171 plf Pier 1: T1 = 13 lb r Pier 2: T1 = 4151b SHEAR WALLS Pier 3: T1 = e lb Exterior walls shall be constructed Pier 4: T14 = lb from 5 1/2" Structurally Insulated Panels. Pier 5: TI = lb SIP wall panels have a shear capacity pier 6: T1 = r lb of 335 p/f which is much lower than 1 6 those calculted. ' *' Pier 7: TI = lb Pier 8: TI 8, _ lb ANCHOR BOLTS 1/2" A.Bolts 5/8" A.Bolts 5 0.5 = 104 in 5 0.625 = 149 in USE: 1/2" dia. x 10" J -bolts Spacing = 32" o.c. HOLD DOWN Pier Deflection NONE NONE Wood Shear Wall Design Revised January, 2002 Pa e 2 of 2 2t w t k LATERAL ANALYSIS - 1 STORY WOOD SHEAR WALL DESIGN - 2000 IBC P1 = SHEAR CALCULATIONS ANCHOR BOLTS LINE A STORY 1 PIERS Length Height Tributary # Piers in Shear Line: nl := 8 (n = 8 max) 1: 11 := 3.5 -ft hl := 5 -ft ti := 6 -ft Story Shear: Fa := 9.35 -k (Allowable) 2: 11 := 5 -ft h1 := 5 -ft t1 := 6 -ft Shear Attributed To Line: Va := 4.7k (Allowable) 3: 11 := 5 -ft hl := 5 -ft t1 := 6 -ft Story DL: DL := 15 -psf 4: 11 := 3 -ft hl := 5 -ft t1 := 6 -ft Wall DL: DLw := 15 -psf 5: 11 := 3 -ft hl := 5 -ft ti := 6 -ft Story Length & Width: L := 80 -ft D := 76 -ft 6: 11 := 3 -ft hl := 5 -ft t1 := 6-ft Story Height: h := 5 -ft 7: 11 := 3 -ft h1 := 5 -ft t1 := 6 -ft Sill Plate Length: Ls := 29 -ft 8: 11 := 3.5 -ft h1 := 5 -ft t1 := 6 -ft 1W := 3 -ft (smallest pier length) REDUNDANCY 10 Val 1wt Max. Element -Story Ratio: rmax := lw - 1 1 (1617.2.2; p.359) �11 Fai Redundancy Factor: p l := (Eqn. 16 -32; p.359) rmaxl L 1 D l P1:= if(p1 <- 1.0,1.0,if(pI _> 1 . 5 , 1 . 5 ,P1)) P1 = SHEAR CALCULATIONS ANCHOR BOLTS P1-Va P1•Va Unit Shear (for walls): v := Unit Shear (for bolts): vb :_ �11 Lsl OVERTURNING CALCULATIONS it := l..nl 1/2" bolt in 1 1/2' sill: s 0 5 := (615.1b). 1.33 vb (pl•Val•h11 Overtuming Moment: - Molil ' II llil �� " 5/8 bolt in 1 1/2 sill: s (878 1.33 0 625 = vb J 1 11 i1 ll il Resisting Moment: Mrlil := 0.67 (DL -ll + (DLw 2 2 Nominal Overtuming: Mlil := M01 i1 - Mr1 %1 Tension at Pier Ends: T1 Ml i :_ t 11i1 DEFLECTION CALCULATIONS Wood Shear Wall Design Revised January, 2002 Pa e 1 of 2 U SUMMARY, STORY 1 Reduction in shear walls due to height to width ratio less than 2:1 lw r:= 2 — r= 1.2 as per (57) of Utah ammended code h r:= if(r> 1.0,1.0,r) Unit Shear v — = 162plf Pier 1: r Pier 2: SHEAR WALLS Pier 3: *** Exterior walls shall be constructed Pier 4: from 5 1/2" Structurally Insulated Panels. Pier 5: SIP wall panels have a shear capacity of 335 p/f which is much lower than Pier 6: those calculted. * ** Pier 7: Pier 8: ANCHOR BOLTS 1/2" A.Bolts 50.5 =.61 in USE: 1/2" dia. x 10" J -bolts Spacing = 32" o.c. 5/8" A.Bolts 5 0.625 = 86 in Uplift HOLD DOWN Pier Deflection STRAP WINDOWS STRAP WINDOWS STRAP WINDOWS STRAP WINDOWS STRAP WINDOWS STRAP WINDOWS STRAP WINDOWS STRAP WINDOWS Wood Shear Wall Design Revised January, 2002 Pa e 2 of 2 2 7 2 M ^ 4- Preliminary Footings and Foundation Design Assumed soil bearing pressure: p := 2000•psf Continuous wall load F1: wl := (35 + 15)•25•plf + 9.15•plf Spread footing F2: P2:= 12000-lb Spread footing F3: P3 := 36000-lb Exterior wall cont. footings: W1 W:= — w = 8.31 in use 20" x 12" x cont. w /(2) #4 cunt P Spread footing no. F2: W := T P 2 w = 2.449 ft use 2' - 6" sq. x 12" w/ (3) #4 ea. way P Spread footing no. F3: w := T P 3 w = 4.243 ft use 4' - 6" sq. x 12" w/ (5) #4 ea. way P 9 Footings.mcd Revised June, 1999 Page 1 State of Idaho DIRK KEMPTHORNE DEPARTMENT OF INSURANCE Governor 700 West State Street, 3rd Floor Boise, Idaho 83720 -0043 Phone(208)334 -4370 FAX # (208)3344375 MARY L. HARTUNG Director MARK LARSON State Fire Marshal PLAN REVIEW FOR FIRE SPRINKLER SYSTEMS PROJECT: STREET ADDRESS: "& 5. s CITY R. FIRE PROTECTION CONTRACTOR: ADDRESS: v.. So8y5 CITY: STATE: + q w ZIP: 93AW05" PHONE NO: Z - 6 V 5 7 7 FAX NO: 8=- .ZS - 0 15 SIGNATURE ON PLAN: c 46NSot{f. - t D DATE ON PLAN: DATE PLAN RECEIVED: - G - - S DATE PLAN REVIEWED: -Z$-c-'� ITEM NO. CODE REFERENCE DEFICIENCY NOTED NOTE SYSTEMS EXCEEDING 20 SPRINKLERS IN SIZE SHALL BE CONSTANTLY SUPERVISED AT A CENTRAL LOCATION — I.F.C. 903.4 NOTE IT IS ACKNOWLEDGED THAT AN UNAPPROVED BACKFLOW PREVENTER IS INSTALLED PER THE DEMAND OF THE LOCAL WATER PURVEYER. DUE TO THE HIGH PRUPORTED FAILURE RATE, STATE FIRE MARSHAL'S OFFICE, AND ITS PERSONNEL, DOES NOT APPROVE OF OR TAKE ANY RESPONSIBILITY FOR THE BACKFLOW DEVICE. REVIEWED BY: Idaho Enterprises PO Box $ Fairfield, Idaho 83327 PLANS REVIEW R: Mel Fletcher P 4 -2337 Fax 208 -764 -2090 CC TO: Mark Larson) Idaho Surveying & Rating File A.H.J. — Qt' ( h208 APPROVED - If deficiencies noted \ above are corrected and subject to a field inspection, ❑ D� - Resubmit with items noted * corrected. Equal Opportunity Employer 3 -D FIRE PROTECTION, INC. P. 0. BOX 50845 IDAHO FALLS, ID 83405 -0845 HYDRAULIC CALCULATIONS FOR Hard Hat Cafe Rexburg, Idaho Remote Area #1 - Dining Room June 6, 2005 - DESIGN DATA- OCCUPANCY CLASSIFICATION: DENSITY: AREA OF APPLICATION: COVERAGE PER SPRINKLER: NUMBER OF SPRINKLERS CALCULATED: TOTAL SPRINKLER WATER FLOW REQUIRED: Light Hazard 0.10 gpm /sq. ft. 2002 sq. ft. 139 sq. ft. 18 sprinklers 417.7 gpm TOTAL WATER REQUIRED (including hose): 517.7 gpm FLOW AND PRESSURE (@ PUMP): 517.7 gpm @ 73.2 psi SPRINKLER ORIFICE SIZE: 1/2 inch NAME OF CONTRACTOR: 3 -D Fire Protection Inc DESIGN /LAYOUT BY: Carol HenScheid NICET Level III #100827 AUTHORITY HAVING JURISDICTION: Idaho State Fire Marshal CONTRACTOR CERTIFICATION NUMBER: Idaho State Fire Sprinkler Contractor #FPC -008 CALCULATIONS BY HASS COMPUTER PROGRAM (LICENSE # 16010595) HRS SYSTEMS, INC. SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 2 DATE: 6 /6 /2005SUBMITTALS \HYDRAULIC CALCULATIONS \REMOTE #1 DINING ROOM.SDF JOB TITLE: Hard Hat Cafe Remote #1 Dining Room WATER SUPPLY DATA SOURCE STATIC RESID. FLOW AVAIL. TOTAL REQ'D NODE PRESS. PRESS. @ PRESS. @ DEMAND PRESS. TAG (PSI) (PSI) (GPM) (PSI) (GPM) (PSI) Ul 90.0 85.0 1134.0 88.8 517.7 73.2 AGGREGATE FLOW ANALYSIS: TOTAL FLOW AT SOURCE 517.7 GPM TOTAL HOSE STREAM ALLOWANCE AT SOURCE 100.0 GPM OTHER HOSE STREAM ALLOWANCES 0.0 GPM TOTAL DISCHARGE FROM ACTIVE SPRINKLERS 417.7 GPM NODE ANALYSIS DATA NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI) (GPM) 101 31.2 K= 5.60 12.0 19.4 102 31.2 K= 5.60 13.4 20.5 103 19.0 K= 5.60 8.4 16.2 104 19.0 K= 5.60 7.0 14.8 105 19.0 K= 5.60 7.8 15.7 106 15.2 K= 5.60 8.0 15.9 107 15.2 K= 5.60 9.1 16.9 108 15.2 K= 5.60 10.9 18.5 109 19.0 K= 5.60 19.2 24.6 110 15.2 K= 5.60 13.7 20.8 111 15.2 K= 5.60 15.4 21.9 112 11.0 K= 5.60 30.9 31.1 113 11.0 K= 5.60 29.8 30.6 114 11.0 K= 5.60 29.2 30.3 115 11.0 K= 5.60 28.6 30.0 116 11.0 K= 5.60 28.5 29.9 117 11.0 K= 5.60 28.6 30.0 118 11.0 K= 5.60 30.1 30.7 1T 29.0 - - - - 23.4 - - - 2B 20.7 - - - - 31.8 - - - 3 11.0 - - - - 39.9 - - - 4 15.2 - - - - 36.1 - - - 5T 19.0 - - - - 9.7 - - - 6B 18.5 - - - - 13.3 - - - 7T 15.2 - - - - 12.3 - - - 8B 14.7 - - - - 16.6 - - - 9 11.0 - - - - 28.5 - - - 10T 19.0 - - - - 22.0 - - - 11B 18.5 - - - - 23.2 - - - 12T 15.2 - - - - 22.3 - - - 13B 14.7 - - - - 25.4 - - - 14 11.0 - - - - 32.1 - - - 15 11.0 - - - - 59.2 - - - SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 3 DATE: 6 /6 /2005SUBMITTALS\HYDRAULIC CALCULATIONS\REMOTE #1 DINING ROOM.SDF JOB TITLE: Hard Hat Cafe Remote #1 Dining Room NODE ANALYSIS DATA NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI) (GPM) Rl 11.0 - - - - 61.0 - - - BF1 4.0 - - - - 64.9 - - - BF2 4.0 - - - - 70.4 - - - R2 1.0 - - - - 72.3 - - - U1 2.5 SOURCE 73.2 417.7 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 4 DATE: 6 /6 /2005SUBMITTALS \HYDRAULIC CALCULATIONS \REMOTE #1 DINING ROOM.SDF JOB TITLE: Hard Hat Cafe Remote #1 Dining Room PIPE DATA PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL /FT (PSI) Pipe: 1 -19.4 1.049 PL 11.67 PF 1.4 101 31.2 5.6 12.0 19.4 7.2 120 FTG - - -- PE 0.0 102 31.2 5.6 13.4 20.5 0.123 TL 11.67 PV Pipe: 2 -39.9 1.049 PL 12.25 PF 9.0 102 31.2 5.6 13.4 20.5 14.8 120 FTG ET PE 0.9 1T 29.0 0.0 23.4 0.0 0.468 TL 19.25 PV Pipe: 3 -39.9 1.049 PL 8.33 PF 4.8 1T 29.0 0.0 23.4 0.0 14.8 120 FTG E PE 3.6 2B 20.7 0.0 31.8 0.0 0.468 TL 10.33 PV Pipe: 4 -39.9 1.380 PL 15.54 PF 1.9 2B 20.7 0.0 31.8 0.0 8.6 120 FTG - - -- PE 2.4 4 15.2 0.0 36.1 0.0 0.123 TL 15.54 PV Pipe: 4A -39.9 1.380 PL 9.92 PF 2.0 4 15.2 0.0 36.1 0.0 8.6 120 FTG T PE 1.8 3 11.0 0.0 39.9 0.0 0.123 TL 15.92 PV Pipe: 5 -16.2 1.049 PL 9.62 PF 1.3 103 19.0 5.6 8.4 16.2 6.0 120 FTG T PE 0.0 5T 19.0 0.0 9.7 0.0 0:088 TL 14.62 PV Pipe: 6 -14.8 1.049 PL 11.17 PF 0.8 104 19.0 5.6 7.0 14.8 5.5 120 FTG - - -- PE 0.0 105 19.0 5.6 7.8 15.7 0.075 TL 11.17 PV Pipe: 7 -30.5 1.049 PL 1.54 PF 1.9 105 19.0 5.6 7.8 15.7 11.3 120 FTG T PE 0.0 5T 19.0 0.0 9.7 0.0 0.284 TL 6.54 PV Pipe: 8 -46.7 1.049 PL 0.50 PF 3.4 5T 19.0 0.0 9.7 0.0 17.3 120 FTG T PE 0.2 6B 18.5 0.0 13.3 0.0 0.625 TL 5.50 PV Pipe: 9 -15.9 1.049 PL 12.92 PF 1.1 106 15.2 5.6 8.0 15.9 5.9 120 FTG - - -- PE 0.0 107 15.2 5.6 9.1 16.9 0.085 TL 12.92 PV Pipe: 10 -32.8 1.049 PL 4.96 PF 3.2 107 15.2 5.6 9.1 16.9 12.2 120 FTG T PE 0.0 7T 15.2 0.0 12.3 0.0 0.324 TL 9.96 PV Pipe: 11 -18.5 1.049 PL 7.96 PF 1.5 108 15.2 5.6 10.9 18.5 6.9 120 FTG T PE 0.0 7T 15.2 0.0 12.3 0.0 0.112 TL 12.96 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 5 DATE: 6 /6 /2005SUBMITTALS \HYDRAULIC CALCULATIONS \REMOTE #1 DINING ROOM.SDF JOB TITLE: Hard Hat Cafe Remote #1 Dining Room PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL /FT (PSI) Pipe: 12 -51.2 1.049 PL 0.50 PF 4.1 7T 15.2 0.0 12.3 0.0 19.0 120 FTG T PE 0.2 8B 14.7 0.0 16.6 0.0 0.742 TL 5.50 PV Pipe: 13 -46.7 1.380 PL 9.92 PF 1.6 6B 18.5 0.0 13.3 0.0 10.0 120 FTG - - -- PE 1.7 8B 14.7 0.0 16.6 0.0 0.164 TL 9.92 PV Pipe: 14 -98.0 1.380 PL 9.92 PF 10.3 8B 14.7 0.0 16.6 0.0 21.0 120 FTG T PE 1.6 9 11.0 0.0 28.5 0.0 0.647 TL 15.92 PV Pipe: 15 -24.6 1.049 PL 9.25 PF 2.7 109 19.0 5.6 19.2 24.6 9.1 120 FTG T PE 0.0 10T 19.0 0.0 22.0 0.0 0.190 TL 14.25 PV Pipe: 16 -24.6 1.049 PL 0.50 PF 1.0 10T 19.0 0.0 22.0 0.0 9.1 120 FTG T PE 0.2 11B 18.5 0.0 23.2 0.0 0.190 TL 5.50 PV Pipe: 17 -20.8 1.049 PL 11.58 PF 1.6 110 15.2 5.6 13.7 20.8 7.7 120 FTG - - -- PE 0.0 111 15.2 5.6 15.4 21.9 0.139 TL 11.58 PV Pipe: 18 -42.7 1:049 PL 8.04 PF 6.9 111 15.2 5.6 15.4 21.9 15.9 120 FTG T PE 0.0 12T 15.2 0.0 22.3 0.0 0.529 TL 13.04 PV Pipe: 19 -42.7 1.049 PL 0.50 PF 2.9 12T 15.2 0.0 22.3 0.0 15.9 120 FTG T PE 0.2 13B 14.7 0.0 25.4 0.0 0.529 TL 5.50 PV Pipe: 20 -24.6 1.380 PL 9.92 PF 0.5 11B 18.5 0.0 23.2 0.0 5.3 120 FTG - - -- PE 1.7 13B 14.7 0.0 25.4 0.0 0.050 TL 9.92 PV Pipe: 21 -67.3 1.380 PL 9.92 PF 5.1 13B 14.7 0.0 25.4 0.0 14.4 120 FTG T PE 1.6 14 11.0 0.0 32.1 0.0 0.323 TL 15.92 PV Pipe: 22 154.2 2.203 PL 7.67 PF 1.2 14 11.0 0.0 32.1 0.0 13.0 120 FTG - - -- PE 0.0 112 11.0 5.6 30.9 31.1 0.154 TL 7.67 PV Pipe: 23 123.1 2.203 PL 10.83 PF 1.1 112 11.0 5.6 30.9 31.1 10.4 120 FTG - - -- PE 0.0 113 11.0 5.6 29.8 30.6 0.101 TL 10.83 PV Pipe: 24 92.5 2.203 PL 10.83 PF 0.6 113 11.0 5.6 29.8 30.6 7.8 120 FTG - - -- PE 0.0 114 11.0 5.6 29.2 30.3 0.060 TL 10.83 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 6 DATE: 6 /6 /2005SUBMITTALS \HYDRAULIC CALCULATIONS \REMOTE #1 DINING ROOM.SDF JOB TITLE: Hard Hat Cafe Remote #1 Dining Room PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL /FT (PSI) Pipe: 25 62.2 2.203 PL 12.21 PF 0.5 114 11.0 5.6 29.2 30.3 5.2 120 FTG E PE 0.0 115 11.0 5.6 28.6 30.0 0.029 TL 19.03 PV Pipe: 26 32.3 2.203 PL 14.00 PF 0.1 115 11.0 5.6 28.6 30.0 2.7 120 FTG - - -- PE 0.0 116 11.0 5.6 28.5 29.9 0.009 TL 14.00 PV Pipe: 27 2.4 2.203 PL 12.46 PF 0.0 116 11.0 5.6 28.5 29.9 0.2 120 FTG - - -- PE 0.0 9 11.0 0.0 28.5 0.0 0.000 TL 12.46 PV Pipe: 28 -95.6 2.203 PL 1.54 PF 0.1 9 11.0 0.0 28.5 0.0 8.0 120 FTG - - -- PE 0.0 117 11.0 5.6 28.6 30.0 0.063 TL 1.54 PV Pipe: 29 -125.5 2.203 PL 14.00 PF 1.5 117 11.0 5.6 28.6 30.0 10.6 120 FTG - - -- PE 0.0 118 11.0 5.6 30.1 30.7 0.105 TL 14.00 PV Pipe: 30 -156.3 2.203 PL 55.50 PF 9.8 118 11.0 5.6 30.1 30.7 13.2 120 FTG E PE 0.0 3 11.0 0.0 39.9 0.0 0.157 TL 62.32 PV Pipe: 31 -196.2 2:203 PL 60.12 PF 19.3 3 11.0 0.0 39.9 0.0 16.5 120 FTG ET PE 0.0 15 11.0 0.0 59.2 0.0 0.240 TL 80.58 PV Pipe: 32 -221.5 2.203 PL 69.88 PF 27.1 14 11.0 0.0 32.1 0.0 18.6 120 FTG ET PE 0.0 15 11.0 0.0 59.2 0.0 0.300 TL 90.34 PV Pipe: 33 -417.7 3.314 PL 3.08 PF 1.8 15 11.0 0.0 59.2 0.0 15.5 120 FTG E PE 0.0 Rl 11.0 0.0 61.0 0.0 0.133 TL 13.27 PV Pipe: 34 -417.7 3.314 PL 7.00 PF 0.9 R1 11.0 0.0 61.0 0.0 15.5 120 FTG - - -- PE 3.0 BF1 4.0 0.0 64.9 0.0 0.133 TL 7.00 PV Pipe: 35 FIXED PRESSURE LOSS DEVICE BF2 4.0 0.0 70.4 0.0 5.5 psi, 417.7 gpm BF1 4.0 0.0 64.9 0.0 Pipe: 36 -417.7 3.068 PL 3.00 PF 0.6 BF2 4.0 0.0 70.4 0.0 18.1 120 FTG - -- PE 1.3 R2 1.0 0.0 72.3 0.0 0.193 TL 3.00 PV Pipe: 37 -417.7 6.280 PL 200.00 PF 1.5 R2 1.0 0.0 72.3 0.0 4.3 140 FTG 4ETG PE -0.6 Ul 2.5 SRCE 73.2 (N /A) 0.004 TL 340.00 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 7 DATE: 6 /6 /2005SUBMITTALS\HYDRAULIC CALCULATIONS\REMOTE #1 DINING ROOM.SDF JOB TITLE: Hard Hat Cafe Remote #1 Dining Room PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL /FT (PSI) NOTES: (1) Calculations were performed by the HASS 7.6 computer program under license no. 16010595 granted by HRS Systems, Inc. 4792 LaVista Road Tucker, GA 30084 (2) The system has been calculated to provide an average imbalance at each node of 0.004 gpm and a maximum imbalance at any node of 0.155 gpm. (3) Total pressure at each node is used in balancing the system. Maximum water velocity is 21.0 ft /sec at pipe 14. (4) PIPE FITTINGS TABLE Pipe Table Name: STANDARD.PIP PAGE: * MATERIAL: S40 HWC: 120 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G A D N Ell Tee LngEll ChkVly BfyVly GatVly AlmChk DPVly NPTee 2.203 6.82 13.64 4.09 15.00 8.18 1.36 13.64 13.64 13.64 3.314 10.19 21.84 7.28 23.29 14.56 1.46 18.93 18.93 21.84 PAGE: A MATERIAL: S40 HWC: 120 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G A D N Ell Tee LngEll ChkVly BfyVly GatVly AlmChk DPVly NPTee 1.049 2.00 5.00 2.00 5.00 6.00 1.00 10.00 10.00 5.00 1.380 3.00 6.00 2.00 7.00 6.00 1.00 10.00 10.00 6.00 3.068 7.00 15.00 5.00 16.00 10.00 1.00 13.00 13.00 15.00 PAGE: D MATERIAL: DIRON HWC: 140 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G N Ell Tee LngEll ChkVly BfyVly GatVly NPTee 6.280 22.00 47.00 14.00 51.00 16.00 5.00 47.00 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 8 • DATE: 6 /6 /2005SUBMITTALS \HYDRAULIC CALCULATIONS \REMOTE #1 DINING ROOM.SDF JOB TITLE: Hard Hat Cafe Remote 41 Dining Room WATER SUPPLY ANALYSIS Static: 90.00 psi Resid: 85.00 psi Flow: 1134.0 gpm 100.0 LEGEND ,: o G A U G 60.0 E P R E 40.0 S S U R E 20.0 p s i 0.0 -14.7 1 Available pressure 88.83 psi @ 517.7 gpm Required pressure 73.17 psi @ 517.7 gpm A. Source Supply Curve B. System Demand Curve 400600800 1000 1200 1400 1600 1800 2000 FLOW (GPM) SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 9 DATE: 6 /6 /2005SUBMITTALS \HYDRAULIC CALCULATIONS \REMOTE #1 DINING ROOM.SDF JOB TITLE: Hard Hat Cafe Remote #1 Dining Room WATER SUPPLY CURVE 96+ I I 88+ 0 \ \ \ \ \ \ \ \ \ \\ I < - 85.0 psi @ 1134 gpm I Flow Test Point I 80+ I I x 72+ I I I P 64+ R E S I S 56+ U I R 1 E 48+ ( I P I S I I 40+ I I I 32+ I I I 24+ I i 16+ LEGEND " I I X = Required Water Supply " 1 73.17 psi @ 517.7 gpm 8+ I 0 = Available Water Supply " I 88.83 psi @ 517.7 gpm " I 0++ +--------- +------ - - - - -+ 400 600 800 1000 1200 1400 1600 1800 2000 FLOW (GPM) 3 -D FIRE PROTECTION, INC. P. 0. BOX 50845 IDAHO FALLS, ID 83405 -0845 HYDRAULIC CALCULATIONS FOR Hard Hat Cafe Rexburg, Idaho Remote Area #2 - Kitchen June 6, 2005 - DESIGN DATA- OCCUPANCY CLASSIFICATION: Ordinary Hazard Group 1 DENSITY: 0.15 gpm /sq. ft. AREA OF APPLICATION: 961 sq. ft. COVERAGE PER SPRINKLER: 130 sq. ft. NUMBER OF SPRINKLERS CALCULATED: 9 sprinklers TOTAL SPRINKLER WATER FLOW REQUIRED: 203.2 gpm TOTAL WATER REQUIRED (including hose): 453.2 gpm FLOW AND PRESSURE (@ PUMP): 453.2 gpm @ 45.6 psi SPRINKLER ORIFICE SIZE: 1/2 inch NAME OF CONTRACTOR: 3 -D Fire Protection Inc DESIGN /LAYOUT BY: Carol Henscheid NICET Level III #100827 AUTHORITY HAVING JURISDICTION: Idaho State Fire Marshal CONTRACTOR CERTIFICATION NUMBER: Idaho State Fire Sprinkler Contractor #FPC -008 CALCULATIONS BY HASS COMPUTER PROGRAM (LICENSE # 16010595) HRS SYSTEMS, INC. • SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 2 DATE: 6/6/2005ATA SUBMITTALS \HYDRAULIC CALCULATIONS \REMOTE #2 KITCHEN.SDF JOB TITLE: Hard Hat Cafe Remote #2 Kitchen WATER SUPPLY DATA SOURCE STATIC RESID. FLOW AVAIL. TOTAL REQ'D NODE PRESS. PRESS. @ PRESS. @ DEMAND PRESS. TAG (PSI) (PSI) (GPM) (PSI) (GPM) (PSI) Ul 90.0 85.0 1134.0 89.1 453.2 45.6 AGGREGATE FLOW ANALYSIS: TOTAL FLOW AT SOURCE 453.2 GPM TOTAL HOSE STREAM ALLOWANCE AT SOURCE 250.0 GPM OTHER HOSE STREAM ALLOWANCES 0.0 GPM TOTAL DISCHARGE FROM ACTIVE SPRINKLERS 203.2 GPM NODE ANALYSIS DATA NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI) (GPM) 201 10.0 K= 5.18 19.0 22.6 202 10.0 K= 5.28 17.5 22.1 203 10.0 K= 5.28 18.9 23.0 204 10.0 K= 5.43 12.9 19.5 205 10.0 K= 5.43 13.9 20.2 206 10.0 K= 5.43 18.0 23.0 207 10.0 K= 5.10 25.7 25.9 208 10.0 K= 5.28 18.7 22.8 209 10.0 K= 5.28 20.7 24.0 IT 29.0 - - - - 12.6 - - - 2B 20.7 - - - - 17.9 - - - 3 11.0 - - - - 24.3 - - - 4 15.2 - - - - 28.7 - - - 20 16.6 - - - - 20.4 - - - 21 12.0 - - - - 25.2 - - - 22T 19.0 - - - - 25.2 - - - 23B 18.5 - - - - 26.5 - - - 24 16.6 - - - - 27.9 - - - 25 11.0 - - - - 33.4 - - - 15 11.0 - - - - 35.1 - - - R1 11.0 - - - - 35.6 - - - BF1 4.0 - - - - 38.9 - - - BF2 4.0 - - - - 44.4 - - - R2 1.0 - - - - 45.8 - - - Ul 2.5 SOURCE 45.6 203.2 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 3 DATE: 6/6/2005ATA SUBMITTALS \HYDRAULIC CALCULATIONS \REMOTE #2 KITCHEN.SDF JOB TITLE: Hard Hat Cafe Remote #2 Kitchen PIPE DATA PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL /FT (PSI) Pipe: 1 -22.6 1.049 PL 4.25 PF 1.8 201 10.0 5.2 19.0 22.6 8.4 120 FTG ET PE -8.2 1T 29.0 0.0 12.6 0.0 0.163 TL 11.25 PV Pipe: 2 -22.6 1.049 PL 8.33 PF 1.7 1T 29.0 0.0 12.6 0.0 8.4 120 FTG E PE 3.6 2B 20.7 0.0 17.9 0.0 0.163 TL 10.33 PV Pipe: 3 -22.1 1.049 PL 8.92 PF 1.4 202 10.0 5.3 17.5 22.1 8.2 120 FTG - - -- PE 0.0 203 10.0 5.3 18.9 23.0 0.157 TL 8.92 PV Pipe: 4 -45.1 1.049 PL 2.46 PF 4.4 203 10.0 5.3 18.9 23.0 16.7 120 FTG T PE -2.9 20 16.6 0.0 20.4 0.0 0.585 TL 7.46 PV Pipe: 5 -19.5 1.049 PL 7.96 PF 1.0 204 10.0 5.4 12.9 19.5 7.2 120 FTG - - -- PE 0.0 205 10.0 5.4 13.9 20.2 0.124 TL 7.96 PV Pipe: 6 -39.7 1.049 PL 8.92 PF 4.1 205 10.0 5.4 13.9 20.2 14.8 120 FTG - - -- PE 0.0 206 10.0 5.4 18.0 23.0 0.463 TL 8.92 PV Pipe: 7 -62.8 1.049 PL 2.46 PF 8.1 206 10.0 5.4 18.0 23.0 23.3 120 FTG T PE -0.9 21 12.0 0.0 25.2 0.0 1.080 TL 7.46 PV Pipe: 8 -22.6 1.380 PL 13.00 PF 0.8 2B 20.7 0.0 17.9 0.0 4.8 120 FTG 2E PE 1.8 20 16.6 0.0 20.4 0.0 0.043 TL 19.00 PV Pipe: 9 -67.6 1.380 PL 4.54 PF 1.5 20 16.6 0.0 20.4 0.0 14.5 120 FTG - - -- PE 2.4 3 11.0 0.0 24.3 0.0 0.326 TL 4.54 PV Pipe: 10 -67.6 1.610 PL 8.46 PF 1.3 3 11.0 0.0 24.3 0.0 10.7 120 FTG - - -- PE -0.4 21 12.0 0.0 25.2 0.0 0.154 TL 8.46 PV Pipe: 11 -130.4 1.610 PL 1.46 PF 4.9 21 12.0 0.0 25.2 0.0 20.6 120 FTG T PE -1.4 4 15.2 0.0 28.7 0.0 0.519 TL 9.46 PV Pipe: 12 -25.9 1.049 PL 10.96 PF 3.3 207 10.0 5.1 25.7 25.9 9.6 120 FTG T PE -3.9 22T 19.0 0.0 25.2 0.0 0.209 TL 15.96 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 4 DATE: 6/6/2005ATA SUBMITTALS \HYDRAULIC CALCULATIONS \REMOTE #2 KITCHEN.SDF JOB TITLE: Hard Hat Cafe Remote #2 Kitchen PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL /FT (PSI) Pipe: 13 -25.9 1.049 PL 0.50 PF 1.2 22T 19.0 0.0 25.2 0.0 9.6 120 FTG T PE 0.2 23B 18.5 0.0 26.5 0.0 0.209 TL 5.50 PV Pipe: 14 -22.8 1.049 PL 12.00 PF 2.0 208 10.0 5.3 18.7 22.8 8.5 120 FTG - - -- PE 0.0 209 10.0 5.3 20.7 24.0 0.166 TL 12.00 PV Pipe: 15 -46.9 1.049 PL 10.96 PF 10.0 209 10.0 5.3 20.7 24.0 17.4 120 FTG T PE -2.9 24 16.6 0.0 27.9 0.0 0.629 TL 15.96 PV Pipe: 16 -25.9 1.380 PL 9.92 PF 0.5 23B 18.5 0.0 26.5 0.0 5.5 120 FTG - - -- PE 0.8 24 16.6 0.0 27.9 0.0 0.055 TL 9.92 PV Pipe: 17 -72.7 1.610 PL 9.38 PF 3.1 24 16.6 0.0 27.9 0.0 11.5 120 FTG T PE 2.4 25 11.0 0.0 33.4 0.0 0.176 TL 17.38 PV Pipe: 18 -90.3 2.203 PL 60.12 PF 4.6 4 15.2 0.0 28.7 0.0 7.6 120 FTG ET PE 1.8 15 11.0 0.0 35.1 0.0 0.057 TL 80.58 PV Pipe: 19 -40.1 2.203 PL 202.54 PF 2.8 4 15.2 0.0 28.7 0.0 3.4 120 FTG 3E PE 1.8 25 11.0 0.0 33.4 0.0 0.013 TL 223.00 PV Pipe: 20 -112.8 2.203 PL 6.92 PF 1.8 25 11.0 0.0 33.4 0.0 9.5 120 FTG T PE 0.0 15 11.0 0.0 35.1 0.0 0.086 TL 20.56 PV Pipe: 21 -203.2 3.314 PL 3.08 PF 0.5 15 11.0 0.0 35.1 0.0 7.6 120 FTG E PE 0.0 Rl 11.0 0.0 35.6 0.0 0.035 TL 13.27 PV Pipe: 22 -203.2 3.314 PL 7.00 PF 0.2 Rl 11.0 0.0 35.6 0.0 7.6 120 FTG - - -- PE 3.0 BF1 4.0 0.0 38.9 0.0 0.035 TL 7.00 PV Pipe: 23 FIXED PRESSURE LOSS DEVICE BF2 4.0 0.0 44.4 0.0 5.5 psi, 203.2 gpm BF1 4.0 0.0 38.9 0:0 Pipe: 24 -203.2 3.068 PL 3.00 PF 0.2 BF2 4.0 0.0 44.4 0.0 8 -8 120 FTG - - -- PE 1.3 R2 1.0 0.0 45.8 0.0 0.051 TL 3.00 PV Pipe: 25 -203.2 6.280 PL 200.00 PF 0.4 R2 1.0 0.0 45.8 0.0 2.1 140 FTG 4ETG PE -0.6 Ul 2.5 SRCE 45.6 (N /A) 0.001 TL 340.00 PV SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 5 DATE: 6/6/2005ATA SUBMITTALS \HYDRAULIC CALCULATIONS \REMOTE #2 KITCHEN.SDF JOB TITLE: Hard Hat Cafe Remote #2 Kitchen PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) FL /FT (PSI) NOTES: (1) Calculations were performed by the HASS 7.6 computer program under license no. 16010595 granted by HRS Systems, Inc. 4792 LaVista Road Tucker, GA 30084 (2) The system has been calculated to provide an average imbalance at each node of 0.007 gpm and a maximum imbalance at any node of 0.180 gpm. (3) Total pressure at each node is used in balancing the system. Maximum water velocity is 23.3 ft /sec at pipe 7. (4) PIPE FITTINGS TABLE Pipe Table Name: STANDARD.PIP PAGE: * MATERIAL: S40 HWC: 120 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G A D N Ell Tee LngEll ChkVly BfyVly GatVly A1mChk DPVly NPTee 2.203 6.82 13.64 4.09 15.00 8.18 1.36 13.64 13.64 13.64 3.314 10.19 21.84 7.28 23.29 14.56 1.46 18.93 18.93 21.84 PAGE: A MATERIAL: S40 HWC: 120 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G A D N Ell Tee LngEll ChkVly BfyVly GatVly A1mChk DPVly NPTee 1.049 2.00 5.00 2.00 5.00 6.00 1.00 10.00 10.00 5.00 1.380 3.00 6.00 2.00 7.00 6.00 1.00 10.00 10.00 6.00 1.610 4.00 8.00 2.00 9.00 6.00 1.00 10.00 10.00 8.00 3.068 7.00 15.00 5.00 16.00 10.00 1.00 13.00 13.00 15.00 PAGE: D MATERIAL: DIRON HWC: 140 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G N Ell Tee LngEll ChkVly BfyVly GatVly NPTee 6.280 22.00 47.00 14.00 51.00 16.00 5.00 47.00 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 6 DATE: 6/6/2005ATA SUBMITTALS \HYDRAULIC CALCULATIONS \REMOTE #2 KITCHEN.SDF JOB TITLE: Hard Hat Cafe Remote #2 Kitchen WATER SUPPLY ANALYSIS Static: 90.00 psi Resid: 85.00 psi Flow: 1134.0 gpm 100.0 LEGEND G A U G 60.0 E P R E 40.0 S S U R E 20.0 p s i 0.0 -14.7 1 Available pressure 89.08 psi @ 453.2 gpm q Required pressure 45.59 psi @ 453.2 gpm A. Source Supply Curve B. System Demand Curve 400600 800 1000 1200 1400 1600 1800 2000 FLOW (GPM) SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 7 DATE: 6/6/2005ATA SUBMITTALS \HYDRAULIC CALCULATIONS \REMOTE #2 KITCHEN.SDF JOB TITLE: Hard Hat Cafe Remote #2 Kitchen WATER SUPPLY CURVE 96+ I I 88+ \ \ \ \ \ \ \ \ \ \\ * < -85.0 psi @ 1134 gpm I Flow Test Point I 80+ I I I 72+ I I I P 64+ R E I S I S 56+ U R E 48+ ( I x P S I 40+ I I I 32+ I I i 24+ I I 16+ LEGEND " I " I X = Required Water Supply 45.59 psi @ 453.2 gpm " 8+ 1 0 = Available Water Supply " I 89.08 psi @ 453.2 gpm " I " 0---+---+----+-----+------+----------------- +--------- +------ - - - - -+ 400 600 800 1000 1200 1400 1600 1800 2000 FLOW (GPM) SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 8 DATE: 6/6/2005ATA SUBMITTALS\HYDRAULIC CALCULATIONS\REMOTE #2 KITCHEN.SDF JOB TITLE: Hard Hat Cafe Remote #2 Kitchen Utility Report: Equivalent K- Factor Calculator Node Sprinkler Pres. Dia. Pipe Ftgs. Total H -W Equivalent Name K- Factor (psi) (in) Len.(ft) Len.(ft) coef. K- factor ----------------------------------------------------------------------- 201 5.60 7.00 1.049 10.67 T 15.67 120.00 5.18 202 5.60 7.00 1.049 6.59 T 11.59 120.00 5.28 204 5.60 7.00 1.049 1.00 T 6.00 120.00 5.43 207 5.60 7.00 1.049 9.25 2T 19.25 120.00 5.10 0 OMNI SECURITY SYSTEMS INC. 4134 EAST 200 NORTH RIGBY IDAHO 83442 208 - 745 -1020 FAX 208 745 1564 TO WHOM IT MAY CONCERN We (OMNI SECURITY SYSTEMS INC.) have been contracted to provide and install the fire alarm system on the Hard Hat Cafe in Rexburg Idaho. We will be submitting our shop drawings to the fire inspector for review and approval as soon as they are completed. Thank you in advance _ �J 3 Mark Pettichord 03130/2005 14:56 208- 525 -8381 3 -D FIRE PROTECTION PAGE 02 3 —D FIRE PROTECTION, INCa P.O. Box 50845 Idaho Falls, Idaho 83405 -0845 Telephone (208) 525 -8377 • Fax (208) 525 -8381 March 29, 2005 Chris Huskinson City of Rexburg Fire Department Rexburg, Idaho RE: Hard Hat Cafe New Building Fire Sprinkler System Rexburg, Idaho Dear Mr. hluskinson, ' We have a signed notice to proceed froiix Mr. Brett Hancock to provide the dire sprinkler system for the above referenced project. We will design, fabricate, and install a wet pipe fire sprinkler system to meet the requirements of NTFPA 13 for light hazard occupancy sprinkler design and installation.. Design and.calculations shall be submitted to the Idaho State Fire Marshal's office for approval and their forwarded on to you for your review and approval. if at any time you have any questions regarding.this project, please do not hesitate to contact me. We are looking forward to partnering with your department and Mr. Hancock for a successful project. Sincerely, LaMar Hayward Cc: Val Christensen, City of Rexburg Brett Hancock C)esion .. Installation a Maintenance • Inspection 03130/2005 14:58 208- 525 -8381 3 -D FIRE PROTECTION PAGE 02/02 3 -D FIDE PROTECTION, INC. P.O. Box 50845 Idaho Fails, Idaho 83405 -0845 Telephone (208) 525.8377 • Fax (208) 525 -8381 March 29, 2005 Chris Huskinson City of Rexburg Fiore Department Rexburg, Idaho RE: Hard Hat Cafe New Building Fire Sprinkler System Rexburg, Idaho Dear Nfr. Huskinson, We have a signed notice to proceed. fWin Mr. Brett Hancock to provide the fire spridder system for the above referenced protect. We will design, fabricate, and install a wet pipe fire sprinkler system to meet the requirements of NFPA, 13 for light Mzard occupancy sprinkler design and installation. Design and.calcalations sball be submitted to the Idaho State Fire Marshal's office for approval and them forwarded on to you for your review and approval. If at any time you have any questions regarding.this project, please do not hesitate to contact me. We are looking forward to partnering with your department and Mr. Hancock for a successful project. Sincerely, LaMar Hayward Cc: Val Christensen, City of Rexburg Brett Hancock 0 6 Design • Installation a Maintenance a Inspection 1 2 3 4 5 6 7 6 9 10 11 '12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 A B C D F G li K L SITE PLAN SCALE: 1 " = 30' -0 EQUIPMENT & DEVICE LEGEND U N A P E R S RELIABLE MODEL F1FR UPRIGHT 7 t ] RELIABLE MODEL F1FR RECESSED PENDENT r _ T RELIABLE MODEL F3QR DRY PENDENT RELIABLE MODEL F3QR DRY SIDEWALL Li - 1 13/33" Escvtcnwn ' > (13 �m System *ee Cuc —� ( � 6' (152.0 INSTALLATION /LAYOUT DRAWINGS INDICATE THE PROPOSED A. Top Beam Clamp 2. U —hook B. Nut & Washer 3. Coach screw .. r.. - - - -- -- 5. U — 3 1 /32m aa. LOCATION OF PIPING, PIPE STANDS, COMPONENTS, ETC. F. Lag Bolt 7. Bracket G. Rod Coupling 8. m 9. Special (See Detail) I. Side Beam Bracket RELIABLE MODEL F3QR DRY SIDEWALL Li - 1 13/33" Escvtcnwn ' > (13 �m System *ee Cuc —� ( � 6' (152.0 HANGERS INSTALLATION /LAYOUT DRAWINGS INDICATE THE PROPOSED A. Top Beam Clamp 2. U —hook B. Nut & Washer 3. Coach screw C. Unistrut Nut - - - -- -- 5. U — 3 1 /32m aa. LOCATION OF PIPING, PIPE STANDS, COMPONENTS, ETC. F. Lag Bolt 7. Bracket G. Rod Coupling 8. m 9. Special (See Detail) I. Side Beam Bracket J. Speedy Fastener FIELD ADJUSTMENTS OF PIPE ROUTING, PIPE LENGTHS, AND Revision: 2 1 /2'(63.5mm W ;n woe 2 19 /64'[58.]mn)DLl 7 --'-` Mj..alment Ro.ge � Eec�lctxon ydlw(menl HANGERS INSTALLATION /LAYOUT DRAWINGS INDICATE THE PROPOSED A. Top Beam Clamp 2. U —hook B. Nut & Washer 3. Coach screw C. Unistrut Nut 4. Eye —rod D. Drop —in Anchor 5. U — E. Hilti Stud LOCATION OF PIPING, PIPE STANDS, COMPONENTS, ETC. F. Lag Bolt 7. Bracket G. Rod Coupling 8. H. Wing Toggle 9. Special (See Detail) I. Side Beam Bracket J. Speedy Fastener FIELD ADJUSTMENTS OF PIPE ROUTING, PIPE LENGTHS, AND Revision: POSITIONING OF HANGERS, ETC. SHALL BE ANTICIPATED AND T EXPECTED. THESE CHANGES SHALL MEET NFPA REQUIREMENTS AND ARE TO BE RED —LINED AND INCORPORATED ONTO THE "AS— BUILT" DRAWINGS ACCORDINGLY. NOTICE NOMENCLATURE IT IS THE OWNERS RESPONSIBILITY TO PROVIDE ADEQUATE CROSS MAIN DESIGNATION — — — — c ROSSMAIN n• ALARM VALVE & RISER - - - - - CONTROL VALVE - - - - - - - --- UPRIGHT ON 1" RISER — — — — — — — —p— HEAT TO PREVENT FREEZING THROUGHOUT WET PIPE SPRINKLER SYSTEM AREAS AND IN ENCLOSURES FOR DRY PIPE AND OTHER TYPES OF VALVES CONTROWNG WATER FEED MAIN DESIGNATION— — — — — — — FM n• HORIZONTAL ALARM VALVE — — — — —{�-- KEY VALVE — — — — — — — — — �� STANDARD UPRIGHT HEAD — — — — STANDARD PENDENT HEAD — — — — — — — o-- — — — SUPPLIES T O SPRINKLER SYSTEMS. ELEVATION TO CL OF PIPE AS ( NOTED ) — — � � DRY PIPE VALVE &RISER — — — — ®— POST INDICATOR VALVE (PIV)— — — P � PENDENT HEAD BELOW CEILING — — — — — O — WATER SUPPLY INFORMATION LINE DESIGNATION — — — — — — — — — 0 DELUGE VALVE & RISER — — — — ®-- PIV W /TAMPER SWITCH STANDARD UPRIGHT SIDEWALL — — STANDARD PENDENT SIDEWALL — — --aa STATIC 90 P si RESlouat 85 p s i p CALCULATION DESIGNATION - - - - - - 0 CHECK VALVE - - - - - - - - -r- r SIAMESE FIRE DEPT CONNECTION - �- HORIZONTAL SIDEWALL — — — — — HEAD ABOVE & BELOW CEILING — — — — ---r — — FLOWING GPM FLNG 1134 FLOW DATE 08, f 11 04 GPM FL O Golden Beau tY NEW UNDERGROUND — — — — — — — — �-�� FLOW SWITCH — — — — — — — — � SINGLE FIRE DEPT CONNECTION — — — T DRY PENDENT HEAD — — — — — — — FLUSH TYPE HEAD — — — — — — — — — SOURCE OF INFORMATION 3 — D Fire Protection Inc. EXISTING UNDERGROUND — — — — — — WATER MOTOR GONG — — — — — m FIRE HYDRANT — — — — — — — — EARTHQUAKE BRACE REVISIONS — — — — — — — — — — — — — 0 ELECTRIC BELL - - - - - -- ® FIRE HYDRANT W /PUMP - - -- RISE UP ----- - - - - DROP DOWN---- - - - - -- —P— -- — � — HANGERS 1. All—thread rod A. Top Beam Clamp 2. U —hook B. Nut & Washer 3. Coach screw C. Unistrut Nut 4. Eye —rod D. Drop —in Anchor 5. U — E. Hilti Stud 6. Pipe strap F. Lag Bolt 7. Bracket G. Rod Coupling 8. H. Wing Toggle 9. Special (See Detail) I. Side Beam Bracket J. Speedy Fastener GENERAL NOTES 1$ //_ 13 , NOTE: ALL ELECTRICAL ALARM WIRING OR WIRING OF ANY KIND TO BE BY OTHERS. 01 6" UNDERGROUND TO BE FLUSHED & TESTED PRIOR TO CONNECTION 02 2" CLEAR SPACE AROUND RISER 03 3" x 11" REDUCING FLANGE ® FLEXIBLE COUPLING 05 3" CAPPED TEE FOR FLUSHING © SUPPLY SIDE PRESSURE GAUGE O 3" DOUBLE CHECK BACKFLOW PREVENTER WITH TAMPERED BUTTERFLY VALVES ® 3" SWING CHECK VALVE �9 3" BACK TO FIRE DEPARTMENT CONNECTII 100 3" RISER MANIFOLD 11 WATERFLOW SWITCH 12 HYDRAULIC CALCULATIONS PLACARD 13 SYSTEM SIDE PRESSURE GAUGE 14 1" BALL VALVE 15 SITE GLASS 16 2" BALL VALVE 17 2" MAIN DRAIN TO EXTERIOR 18 SPRINKLER HEAD CABINET WITH SPARE SPRINKLER HEADS AND WRENCH 19 SEISMIC BRACE PER NFPA 13 20 ELECTRIC BELL (BY OTHERS) 21 SINGLE FIRE DEPARTMENT CONNECTION 22 2" MAIN DRAIN 23 SPLASH BLOCK FIRE DEPT CONNECTION DETAIL NOT TO SCALE Q� _Q) APPROVAL STAMP APPROVAL STAMP ' 9- STATE OF IDAHO PLANS ACCEPTED SUBJECT TO COMMENTS CHANGES INDICATED IN TRANSMITTAL LETTER. INSI TION IS SUBJECT TO A FIELD I PMPF.0 10 . REVIEWED BY: < C,\ HEAD COUNT Sp rinkler Type Fin. Off. K —Foc. Can Temp. Symb Qt 3-D FIRE PROTECTION, INC. Design • Installation Maintenance • Inspection For Service or Repair D & 24 Hrs. Ernergenvy Service Please Call 'l 525 -8377 Fox (208) 5.5— 381 3 -D P.O. Box 50845 Idaho Falls, Idaho 83405 -0845 Total 1150- 205 -01.dw 1) UNDERGROUND SUPPLY BY OTHERS. 3 —D FIRE PROTECTION WORK TO BEGIN AT STUB INTO BUILDING AS SHOWN ON THE DRAWINGS. 2) SYSTEM DESIGN TO START AT NODE U1 AND CONTINUE THROUGHOUT THE BUILDING. SYSTEM DESIGNED PER NFPA 13 FOR LIGHT HAZARD OCCUPANCY. KITCHEN DESIGNED FOR ORDINARY HAZARD GROUP 1 OCCUPANCY. 3) THE SYSTEM THROUGHOUT THE BUILDING IS A WET —PIPE SYSTEM AND MUST HAVE ADEQUATE HEAT TO PREVENT FREEZING. 4) ALL EQUIPMENT AND MATERIAL TO BE U/L LISTED OR FM APPROVED. DOMESTIC MADE NOT REQUIRED. ALL SCHEDULE 40 STEEL PIPE TO BE THREADED AND /OR ROLLED GROOVED. ALL THIN WALL PIPE ( "EDDY— FLOW ") TO BE ROLLED GROOVED USING GROOVED TYPE COUPLINGS AND FITTINGS APPROVED FOR FIRE PROTECTION SYSTEM USE. ALL PIPE TO EXTERIOR OF BUILDING TO BE SCHEDULE 40 GALVANIZED. TYPE OF PIPING: FEED MAIN PIPING: EDDY —FLOW CROSS MAIN PIPING: EDDY —FLOW BRANCH LINE PIPING: EDDY —FLOW SCH 40 — 1 " PIPE 5) SYSTEM TO BE INSTALLED, FLUSHED AND TESTED IN ACCORDANCE WITH NFPA 13. 6) ALARM DEVICE FOR SYSTEM IS AN AMES MAXIM M200 BFG DOUBLE CHECK VALVE BACKFLOW PREVENTER WITH BUILT —IN VALVE TAMPER SWITCHES, FLOW INDICATOR & VALVE TAMPER SWITCHES TO BE CONNECTED TO FIRE ALARM SYSTEM IF APPLICABLE. 7) ALL ELECTRICAL WIRING, OF ANY KIND, IS BY OTHERS. 8) FIRE CAULK ALL PENETRATIONS THROUGH FIRE WALL /SMOKE SEPARATIONS. 9) ALL PIPING TO BE HUNG FROM STRUCTURAL MEMBERS BY USE OF 3/8" TOP BEAM CLAMPS AS SHOWN IN HANGER DETAILS. 10) TYPE OF CONSTRUCTION: NEW STEEL BAR JOIST BUILDING FITTERS NOTES 1) ALL LINES SHALL HAVE ZERO FLEX TYPE GROOVED COUPLINGS 2) ALL GROOVED PIPING DIMENSIONS ARE SHOWN CENTER TO CENTER OR CENTER TO END. ALL THREADED PIPING DIMENSIONS ARE SHOWN CUT LENGTH 3) WHERE FIRE SPRINKLER PIPING PENETRATES IDENTIFIED FIRE WALLS FIRE —CAULK AND SEAL PENETRATIONS AS REQUIRED 4) COORDINATE THE LOCATION OF ALL SPRINKLER PIPING WITH OTHER SUBCONTRACTORS TO AVOID POSSIBLE OBSTRUCTIONS TO SPRINKLER DISCHARGE 5) LOCAL AUTHORITY HAVING JURISDICTION: REXBURG FIRE MARSHAL CHRIS HUSKINSON — TELEPHONE: 359 -3010 L a� a' _ W 2nd S O = L O d /O,o� v ' v' W 4th S a W th S c� 20 r �¢ AREA OF WORK To Idaho Falls REXBURG VICINITY MAP NO SCALE CAROL HENSCHEID NICEf III NO. 100827 ENGINEERING TECH. 2005 1 10 30 .1 E'>�w� SCALE: 1 3 0 ' -0 Contract Name: MANUFACTURER /MODEL ca e: As Hard Hat Cafe CENTRAL CV -1F _• Drawn: _Not C. Henscheid 859 South Yellowstone RELIABLE, MODEL F1FR, QUICK RESPONSE, 1/2" ORIFICE, 155', MAXIMUM SPACING 12'- 0x10' -10 (130 sq.ft.). Checked: L. Hayward Rexburg, Idaho RELIABLE, MODEL F3QR, DRY SIDEWALL, QUICK RESPONSE, 1/2" ORIFICE, 200', NO MORE THAN 7' -6" OFF ANY WALL Date: 06/06/05 Contract with: Revision: Rocky Mountain Contractors 560 West 1 st North Riqby, Idaho 83442 Description: Site Plan /Riser Detail Contract # 1150 -205 Drawing: F -1 of 2 DEVICE MANUFACTURER /MODEL 3" DOUBLE CHECK ASSEMBLY AMES MAXIM MODEL M200 BFG 3" CHECK VALVE CENTRAL CV -1F UPRIGHT SPRINKLER (OVERHEAD PROTECTION) RELIABLE, MODEL F1FR, UPRIGHT, QUICK RESPONSE, 1/2" ORIFICE, 155, MAXIMUM SPACING 9'- 11x14' —O (139 sq.ft.). USE 200' HEADS IN CLERESTORY AREA PENDENT SPRINKLER (AREAS WITH LOWERED CEILINGS) RELIABLE, MODEL F1FR, QUICK RESPONSE, 1/2" ORIFICE, 155', MAXIMUM SPACING 12'- 0x10' -10 (130 sq.ft.). DRY PENDENT SPRINKLERS (ENTRY VESTIBULES) RELIABLE, MODEL F3QR, DRY PENDENT, QUICK RESPONSE, 1/2" ORIFICE, 155' NO MORE THAN 7' -6 OFF ANY WALL DRY SIDEWALL SPRINKLERS (OVERBUILD) RELIABLE, MODEL F3QR, DRY SIDEWALL, QUICK RESPONSE, 1/2" ORIFICE, 200', NO MORE THAN 7' -6" OFF ANY WALL 19 �_ R1 II— A 1�-] a--C IF— D I- F 11—G 80' -0" I 1 H 8' -0" G — ' 8 '' 0 " I K 1 K L L M N 80 , - 0 "— LIGH I HAZ.AHD OCCUNANCY 0.10 gpm OVER 2002 sq.ft. 18 HEADS CALCULATED AT 139 sq.ft. PER HEAD. SYSTEM DEMAND: 417.7 qpm AT 73.2 psi FIRE DEPT. —� CONNECTION FIRE PROTECTION PL'�AN I T _ ( REN OR[ 0.1 CAL SYS PLC 1 T 16 17 8 I BUILDING SECTION I rB - '� SCALE: 1/8" = 1' -0 F-2 12 �5 1 / . SCALE: 1/8 = 1' -0 FITTERS NOTES o 1) ALL LINES SHALL HAVE ZERO FLEX TYPE GROOVED COUPLINGS RETAINING STRAP BRACE PIPE TOP BEAM CLAMP 2) ALL GROOVED PIPING DIMENSIONS ARE SHOWN CENTER TO CENTER OR CENTER TO END. ALL THREADED PIPING DIMENSIONS ARE SHOWN CUT LENGTH P QUICK END 3) WHERE FIRE SPRINKLER PIPING PENETRATES IDENTIFIED FIRE LONGITUDINAL BRACE WALLS FIRE —CAULK AND SEAL PENETRATIONS AS REQUIRED QUICK CLAMP �\ 4) COORDINATE THE LOCATION OF ALL SPRINKLER PIPING WITH \" OTHER SUBCONTRACTORS TO AVOID POSSIBLE OBSTRUCTIONS TO SPRINKLER DISCHARGE BASIC BRACE ASSEMBLY (� � APPROVAL STAMP 5) LOCAL AUTHORITY HAVING JURISDICTION: C. �v REXBURG FIRE MARSHAL 3/8" ALL — THREAD ROD CHRIS HUSKINSON — TELEPHONE: 359 -3010 R V CAROL HENSCHEID NICET III NO. 100827 APPROVAL STAMP ENGINEERING TECH. PIPE RING E ' STATE OF �O IDAHO 2005 PLANS ACCEPTED SUBJECT TO COMMENTS / AND TO LONGITUDINAL BRACE RISER BRACE CHANGES INDICATED IN T DNSS ITTgL L INS AND TION IS SUBJECT INSTALLATION /LAYOUT DRAWINGS INDICATE THE PROPOSED LOCATION OF PIPING, PIPE STANDS, COMPONENTS, ETC. S �` �`�, REVIEWED BY: 0 5' 10' 20' FIELD ADJUSTMENTS OF PIPE ROUTING, PIPE LENGTHS, AND TOP BEAM CLAMP HANGER DETAILS `� `' POSITIONING OF HANGERS, ETC. SHALL BE ANTICIPATED AND S EISMIC BRACING DETAILS NOT TO SCALE ArE. ---- -_ r EXPECTED. THESE CHANGES SHALL MEET NFPA REQUIREMENTS NOT To SCALE ---- �___ —_____ S AND ARE TO BE RED —LINED AND INCORPORATED ONTO THE "AS— BUILT" DRAWINGS ACCORDINGLY. SCALE: 1/8" = 1' -0 NOTICE NOMENCLATURE HANGERS HEAD COUNT RESPONSIBILITY Contract Name: Scale: As N oted v- IT Is THE OWNER'S RESPONSIBILITY TO PROVIDE ADEQUATE CROSS MAIN DESIGNATION— — — — c ROSSMAIN '7 71 ALARM VALVE &RISER — — — — — ®-- CONTROL VALVE UPRIGHT ON 1" RISER---- - - - -p¢- 1. All- thread rod A. Top Beam Clamp Sprinkler Type Fi 3 -D FIRE PROTECTIO INC Hard Hat Cafe Drawn: C n. Orif. K -Foc. Can Temp. Symb. Qty. C. He HEAT TO PREVENT FREEZING THROUGHOUT WET PIPE STANDARD UPRIGHT HEAD - - - - - - - {}- SPRINKLER SYSTEM AREAS AND IN ENCLOSURES FOR DRY FEED MAIN DESIGNATION— — — — — — — FM n• HORIZONTAL ALARM VALVE — — — — KEY VALVE — — — — — — — — — — 2. U —hook B. Nut & Washer Reliable F1FR Upright Brass 1/2 5.6 - -- 15F 0 52 � I nstallation 859 South Yellowstone Checked: L. Hayward PIPE AND OTHER TYPES OF VALVES CONTROLLING WATER 0 STANDARD PENDENT HEAD - - - - - -- D e s I g n • SUPPLIES To SPRINKLER SYSTEMS. �pp� PENDENT HEAD BELOW CEILING - - - - -n- 3. Coach screw C. Unistrut Nut Reliable F1FR Upright Brass 1/2' 5.6 - -- 200' Q 5 Rexburg Idaho Date: 06/06/05 ELEVATION TO CL OF PIPE (AS NOTED) — — � � DRY PIPE VALVE &RISER — — — — ®— POST INDICATOR VALVE (PIV)— — — —D'4— STANDARD UPRIGHT SIDEWALL - - - - --� 4. Eye -rod D. Drop -in Anchor Reliable F1 FR Pend White 1/2' 5.6 White 155' Q 25 Maintenance Inspection WATER SUPPLY INFORMATION LINE DESIGNATION — — — — — — — — — 0 DELUGE VALVE: & RISER — — — — PIV W /TAMPER SWITCH STANDARD PENDENT SIDEWALL 5. U — bolt E. Hilti Stud 3 �� Contract with: Revision: � — — — — — — --�- — — — — —+a �- HORIZONTAL SIDEWALL - - - - - - - --t _ Reliable F3QR Dry Pend White 1/2' 5.6 White 155' For Service or Repair SI RESIDUAL 85 DSI cY Service Rock 4 t y Mountain Contractors STATIC 90 p CALCULATION DESIGNATION — — — — — — CHECK VALVE — — — — — — — — -iv- SIAMESE FIRE DEPT CONNECTION— HEAD ABOVE & B ELO W CE ILING 6. Pie stro F. La Bolt \ D & 24 Hrs. Emer en - - - - P P 9 Reliable F3QR Dry SW Brass 1/2' 5.6 - -- 155' 4 2 Please coil Zoe 525 -8377 -- GPM FLOWING 1134 FLOW DATE 08111 /04 DRY PENDENT HEAD - - - - - - - Fox (208) 5�5 81 560 West 1 st North NEW UNDERGROUND - - - - - - - - - � FLOW SWITCH - - - - - - - - � SINGLE FIRE DEPT CONNECTION - - - � � 7. Bracket G. Rod Coupling LOCATION Golden Beauty FLUSH TYPE HEAD - - - - - - - - --- 8 H. Wing Toggle 3--D P.O. BOX 50845 ------- - - - - -- ® Rigby Idaho 83442 SOURCE OF INFORMATION 3 —D Fire Protection Inc. EXISTING UNDERGROUND — — — — — — WATER MOTOR GONG — — — — — FIRE HYDRANT — — — — — — — — c--o —a EARTHQUAKE BRACE - - - - - - - RISE UP - - - - - - - - - - - ---0— 9. Special (See Detail) I. Side Beam Bracket Idaho Falls, Idaho 83405-0845 Description: Contract # 1150 - 205 - - - - - -- - - -- c-� DROP DOWN---- - - - - -- REVISIONS ELECTRIC BELL FIRE HYDRANT WPUMP — — / J. Speedy Fastener Total 1 88 1150- 205 -02.dw Fire Protection Plans Drawing: F -2 of 2 M BUILDING SECTION rA SCALE: 1/8" = 1' -0 F- -0" 12 %.-� 15 ( 29 30 EL. 33' -2t EL. 26' -11 1 r 1 EL. 26' -11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 p 80' -0" . - 8 ' - 0 " - • - 8 ' - 0 " 8 - 0 " 8 - 0 n � - U ' — O n C] � — O " 8 — O " —$' —O" 81 -0"�