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Permit 2310 Beachcomber Trail BUILDING, PLANNING AND ZONING INSPECTION DEPARTMENT CITY OF ATLANTIC BEACH, FLORIDA CERTIFICATE OF OCCUPANCY WORKSHEET Date Requested: Building Contractor: Building Permit Number: Address : iG Legal Description: Jd Improvements to the above described property have been completed in accordance with the terms of the permit and is certified to be ready for occupancy as Lowest Floor Elevation: 7 required as built BEFORE ISSUING CERTIFICATE OF OCCUPANCY THE FOLLOWING MUST BE COMPLETE DEPARTMENT DATE NOTIFIED DATE APPROVED BY Fire Public Works /v • 3._ y /y3 - � �J,«- �Er��in Planning Building ADDRESS BUILDING PERMIT NUMBER --------------- INSPECTIONS: FOOTING I � � UNDER SLAB PLUMBING,1�, SLAB : Y(, FRAMING S` 3_q COVER-UP INSULATION 3 _14 FINAL BUILDING CERTIFICATE OF OCCUPANCY / 0 —3 ELECTRICAL PERMIT # INSPECTIONS ROUGH �_3'R FINAL �- G MECHANICAL PERMIT # PLUMBING PERMIT # / NOTES: OjA op i pJ# s CITY OF ATLANTIC BEACH S} 800 SEM HOLE ROAD j ATLANTIC BEACH,FLORIDA 32233 INSPECTION PHONE LINE 247-5826 Application Number . . . . . 03-00027351 Date 12/05/03 Property Address . . . . . . 2310 BEACHCOMBER TR Tenant nbr, name . . . . . . REPLACE AIR HANDLER Application description . . . MECHANICAL ONLY Property Zoning . . . . . . . TO BE UPDATED Application valuation . . . . 0 Owner Contractor ------------------------ ----------------- - ------ CRUISE, JOE FLORIDA HOME AIR CONDT & APPL 2310 BEACHCOMBER TRAIL 8252 103RD STREET ATLANTIC BEACH FL 32233 JACKSONVILLE FL 32210 (904) 777-4300 ---------------------------------------------------------------------------- Permit . . . . . . W/W/O MECHANICAL PERMIT Additional desc . . Permit Fee . . . . 110 . 00 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 110 . 00 110 . 00 . 00 . 00 Plan Check Total . 00 . 00 . 00 . 00 Grand Total 110 . 00 110 . 00 . 00 . 00 BUILDING MATERIAL,RUBBISH AND DEBRIS FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAULED AWAY BY EITHER CONTRACTOR OR OWNER "FAILURE TO COMPLY WITH THE CONSTRUCTION LIEN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS"ISSUED ACCORDING TO APPROVED PLANS WHICH ARE PART OF THIS PERMIT AND SUBJECT TO REVOCATION FOR VIOLATION OF APPLICABLE PROVISIONS OF LAW. 011Q, -, , BUILDING OFFICIAL CITY OF ATLA TIC BEACH MECHANICAL PERMIT APPLICATION 4r'3 �a Date: Owner of Property: Job Address: Contractor: R'1.- V\on,..t VsL -&- BUD, �o•t�� In consideration of permit given for doing the work as described in the above statement,we hereby agree to perform said work in accordance with the attached plans and specifications which are a part hereof and in accordance with the City of Atlantic Beach ordinances and standards of good practice listed therein. III. GENERAL INFORMATION A. Type of heating fuel: B. Electric IS OTHER CONSTRUCTION BEING DONE ON THIS ❑ Gas: _LP _Natural _Central Utility BUILDING OR SITE? tw' ❑ Oil ❑ Other-Specify IF YES,GIVE NUMBER OF CONSTRUCTION PERMIT IV. MECHANICAL EQUIPMENT TO BE NATURE OF WORK — Residential or Commercial INSTALLED ❑ New Building (Provide complete list of components on back of this form) Existing Building Heat _Space _Recessed V central _Floor 5ir+ Replacement of existing system ❑ Air Conditioning: Room Central ❑ New Installation(No system previously installed) ❑ Duct System: Material Thickness ❑ Extension or add-on to existing system Maximum capacity cfrn ❑ Other-Specify ❑ Refrigeration ❑ Cooling tower: Capacity gpm ❑ Fire sprinklers: Number of heads THIS SPACE FOR OFFICE USE ONLY ❑ Elevator: _ Manlift_Escalator (Number) (Received) ❑ Gasoline pumps (Number) ❑ Tanks (Number) Remarks ❑ LPG containers (Number) ❑ Unfired pressure vessel Permit Approved by Date ❑ Boilers ❑ Other–Specify Permit Fee LIST ALL EQUIPMENT AIR CONDITIONING AND REFRIGERATION EQUIPMENT Number Units Description Model Number Manufacturer Capacity Approving (Tons) Agency HEATING–FURNACES,BOILERS,FIREPLACES Number Units Des ription Model Number Manufacturer Capacity Approving E BT Agency mom) Lk L— TANKS How Many Nominal Capacity Type Liquid Name of Serial Approving And Dimensions Contained Manufacturer No. Agency 800 Seminole Road•Atlantic Beach,Florida 32233-5445 Phone:(904)247-5800•Fax:(904)247-5845• htty://www.cLatiantic-beach.fl.us 1/14/03 l d CITY OF wry Office of Building Official, REQUEST FOR INSPECTION Date_ �' _ Permit No. Time 2 Receive t�LJ P.M. (� J Address ocafity �) Owner's Name � Contractor � v BUILDING CONCRETE ELECTRICAL i�:�PLUMBING MECHANICAL Framing Footing Rough Wiring i Rough-----7— Air Cond. & i Re Roofing .I Slab Temp Pole Top Out �Heating Insulation Lintel I Final Sewer Fire Place I Pre Fab READY FOR INSPECTION . Mon/ Tues Wed. 1hurS Friday _ P.M�� — A.M. Inspection Made ___ __ '^ _/_ i RM InspectorFina! Inspection Certificate of Occupancy I Dare &4# _ CITY OF 'ter Office of Building Official REQUEST FOR INSPECTION Date Permit No. _ Time / S Received Job Address calif Owner's Name _ Contractor BUILDING CRETE ELECTRICAL PLUMBING MECHANICAL Framing El Wiring ❑ Rough C' Air Cond, & Re Roofing ❑ Slab Temp Pole ❑ Top Out E Heating Insulation ❑ Lintel Final 0 Sewer ❑ Fire Place ❑ Pre Fab READY INSPECTION AINIJ Mon, Tues. Wed, Thurs. Friday Inspection Mads _�! _ P.M. -•sp5cia ,.�ia' �/ ___ Final Inspection !- Certificate of Occupancy f Date --- ---—--------- C; T; Gt+ AdaA4c feisd, -q4mAa Offcc of Building Official REQUEST FOR INSPECTION Permit No. ---- ne A.M. P.M 16 Job Address Locality wvner's ams _-- ----__ Contractor ( Z_S C 7Fr _�_ UILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL Footing Rough`Hiring Rough Air Cond. & e Rooting - Slab i Temp Pole Top Out Heating �r sWation Lintel Final Sewer Fire Place READY FOR INSPECTION Pre Fab �yA.M l Tues /�� We S. Thurs. Friday ---`—__—P.M A.M. on Made PM. 1 Inspection Cer!iticate of Occupancy L ; r1atF Of ��,• 00%c�a1 go rg ool -, uvt4sf 5 01c, t ovk pecca't � J b✓ l� BANG Nea�,a a°e C� t�a,tol Ode /'� G°a O pce Fab PM. Beed / V �Ft\GP- G 109 Obt e� E1•� gM9 Se�ec h� � Fclaay Name 000&S, osve G Stab atiP �. PM. at tarp t Occap / rex GivG\N �mtet �e Fra ate°// ab„ F< ooC'a9 O R��ta�jOaOate F / CITY OF 1/- 1 r Office of Building Offlclal SFoUEST F0R INSPECTION 1 Permit No. / �` 93 CITY OF «M SMOUNOU ROAD ATl.WflC/XACit.ii.OltiM J22J34i15 TUMMOM(!MO 247-SM .rf l 1 FAX 0"204M NOTICE TO: Water Department FROM: Building Department DATE: /,() >4 Please be advised that the final building inspection has been completed on each of the following addresses and construction water is no longer needed: Permit Number Address -''Since el i Building Department 4 r �` CITY OF �}�_t a�&aA B�L-"tl�L Office of Building Official REQUEST FOR INSPECTION /,i;Z/ /3 Permit No. .___�_d_ Time A.M. Received - .� P.M. Job Add r s r. Loc ty Owner's Name Contracto' BUILDING CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing G' Footing Q u ging ❑ Rough Air Cond. & Re Roofing Cl Slab n Temp Pole Top Out Heating Insulation ❑ Lintel D Final Sewer El Fire Place Pre Fab READY FOR INSPECTION A.M. Mon. Tues. / Wed. Thurs. Friday P.M. ^� A.M. Inspection Made °'` '� P.M. Inspector____ nspector __ Final Inspection i7 Certificate of Occupancy Ci Date 'A9 DATE-1a-A PRE-SERVICE DIVISION JACKSONVILLE ELECTRIC AUTHORITY 233 WEST DUVAL STREET JACKSONVILLE, FLORIDA 32202 THE FOLLOWING FINAL INSPECTION(S) HAVE BEEN MADE AND ARE SATISFACTORY : ------------ ------__^----------------------------_____-____-- ------ ' ------------------------------------------------- ------ ' --------------------------------------------------- ------------------------------------------------- Enclosed are the blue copies of the permits. SI 'RELY, BUILDING INSPECTION DIVISION cc:FILE F Cir fifir�t E of Orrupunrg Tito of Attantir N=4 — Noriba Department of +Nutlbtq nsputton This Certificate issued pursuant to the requirements of Section 103.8 of the Southern Standard Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances regulating building construction or use. For the following. - y use Classification Single Family Res idence Bldg.Permit No. 11938 Group W•f raMe Type Construction S f Fire District At 1 ant i_c Beach. 3 Owner of Building Joseph r ti g,- Address 2310 Bea .hr+nmher Tra{1 Bu' in Address 2 1 a Locality A t l anti r RPa r•h 3 RT 32931 n... By: DON C. FORD Building Official Date: z o POST IN A CONSPICUOUS PLACE CITY OF Office of Building Official REQUEST FOR INSPECTION MW Time � Permit No, Time A.M Received ___ —_. __-P.M. Job Address ocai Owner's Name �_ !'- "� {! _—__Contractor _ UlLl? CONCRETE ELECTRICAL PLUMBING MECHANICAL Framing 1 Footing Rough Wiring Rough Air Cond. & Re Roofing = Slab i Temp Pole Top Out Heating Insulation i-1 Lintel C; Final Sewer Fire Place C' Pre Fab RE OR INSPECTION A.M. Mon. Tues. Wed. Thurs. Friday Inspection Mad --- -------------- -- -- ----— _ o r� a 1rs � F� otiorrGtc;cL�a� P-ctor_ .-- r-- ---- -_---- -- Date PERRET & ASSOCIATES' - 931 PCE MAP SHOWING BOUNDARY SURVEY OF LOT 31 BLOCK -- AS SHOWN ON MAP OF Oc 6,4A1 W,44 K !YA117- 0A1E AS REcoRDED w PUT BOOK 42 PAGES / •/.o OF THEet/�MWAlr Rv6GIC ReCOROS of 011V-44 M., ,C4.4 CERTIFIED TO: JACX�/vv/c 4 6, /yloRell 6,40 C A-V O E w E E S a,QA,v 7' 1 i B6cTiav d7, Tow.✓S�//p x s oc/ TN , RAN4'Bt9 E,QST //FAQ/NG BADE) i A leg eOMM%�• � <e r,,q�frvA� i/abs� i N N t�°y � c�'��Pa c q�'Q�• 1Q 46fi O� /l.? re 9' 'r NG's .•G�.R a�ti:•O �a. $R/CK m qct ' • h O it,. �h Alavlrw t All iYOil a t f B�Ac�GoM r'so•a w� - C:-,T 3 01996 MAP RE✓/1eD: M3a.9i.,...• s 4Y..�wx� .:r, am c.t..a7.r,.. m.'.lA'tnrf Sind Zoning CITY OF ATLANTIC BEACH N° 20176 FLORIDA NAME ` Fr--/Z-- ADDRESS ADDRESS CITY � �SPFci K'- r When Signed, Dated and Numbered, This Becomes an OfftdiFOF AE TO Received Paymenf ANTIC BEACH, FLORIDA TREASU . nil+nLlunItK riurit5 PAGE 02 ICY 10 '96 06 56AP1 ATL BCH FAI CITY L P.2 CITY OF ATLANTIC BEACH TREE REMOVAL APPLICATION &. I jgigW=A met be aabMd try R P tw MORAY Wor to tM KDOW0 SOP ICaT[ONS WILL NOT 8F PR ESBED. 3170 APPUC NAME ADDRESS TELEPHONE z, C,y 3 i U., / l C,- e.._e7 wr_It ADDRESS OR LEGAL DESCRIPTION OF PROPOSED TREE REMOVAL 3. DESCRIBE PURPOSE OF TREE REMOVAL: 4. SP:CIFY TREES PROPOSED FOR REMOVAL AS FOLLOWS: (76 NUMBER SPECIES DIAMETER(08H) CONDITION OK iek if OK -T 6. TOTAL NUMBER OF TREES TO 8E REMOVED: 6. TOTAL NUMBER OF INCHES OF TREES TO BE REMOVED: 3,i 7. SPECIFY PROPOSED REPLACEMENT TREES AS FOLLOWS: NUMBER SPECIES DIAMETER (DON) 3 7r-ee �-er✓icy► SERVICE MAT l •1 , 1996 MR. JOE CRU1SL 315 GARDEN LANE ATLANTIC REACH, FLORIDA 3.2233 RF: LOT J1 - BEACHCOMBER TRAIL OCEAN WALK SUB DEAR W. CR.UTSF: AFTER MEETING WITH YOU AND MR. K1CKLIGHTIAZ TO REV1L"W THE TREES T,OCATED UN THE ABOVE. REFERENCED PROPLRTY, W PROFESSIONAL OPINION IS AS FOLLOWS : 44" LIVE OAK TREE 1S HOLLOW AND LEANING AT A 45 DLUKEL ANGLE, WE RECOMMEND THAT IT lit: REhVVED .DUE TO THE TREE BEING A HAZARD TO PROSPECTIVE HOMEOWNER. 18" BAT TREE (RECUGNIZED AS A 33" OAK TKEL UN TREE SURVEY) IS ALSO HOLLOW AND WE RECOMMEND IT BE RAVED AS WELL, 30" OAK TREE TS A SOUND, HEALTHY TREE. (RECOGNIZED AS UNMARKED TREE ON TREE SURVEY) IF YOU SHOULD NEED ANY FURTHER INFORMATION, PLEASE FEEL FREE TO CONTACT OUR OFFICE AT THE NUMBER LISTED BELOW, SINCERELT, A y �. ENNET G ," 6E I GER. PRLSIDENT Blg Ben's Tree Service 2717 St. Johns Bluff Road . Jacksonville, FL 32216 a (904) 641-1131 CITY OF ATLANTIC BEACH N° 19594 FLORIDA NAME S i r t47—P-8, C-L"S T©rrl F ® me. ADDRESS 3 � P47-1 A A,) 7'1 C-.- kV b CITY J PC C& SCh n7 V i t, LiE 3 `zz-'7-.5�-- `4 11 3 /2 !r3 %7-- 3-2- . C-9 roq- $15.00 74 Date: 8i1i I: ;gip+: 0976434 CRECKS 1104 00100003291000 When Signed, Dated and Numbered, This Becomes an Official Receipt MAKE CHECKS PAYABLE TO Received Payment CITY OF ATLANTIC BEACH, FLORIDA TREASURER TRANSMITTAL DOCUMENT FOR JEA DATE: The following permits have passed "rough" inspection: Permit No. Address 1 lC , r En eslxNE%xexxx=xXAxkmexx= xofxxtzhexlp=md)$=. Please update your records accordingly. y 1 � T n �� UI LDI G CLERK CITY OF ATLANTIC BEACH /vcb t f r p�y f p�,y� _ �{ �+ f NT©F AT 0 ON &EitK� C i-�tt� i " .'.»" LESES ON BI dck SO }qY{ v F 3 - k C k. V" i j Zi 1. r fd { h i Az / t r ,`f T ji Mir Y. CITY OF ATLANTIC BEACH APPLICATION FOR PLUMBING PERMIT JOB LOCATION: �r OWNER OF PROPERTY: Y-cm L5 PLUMBING CONTRACTOR: CONTRACTOR'S ADDRESS: STATE LICENSE NUMBER: (! �'�� TELEPHONE:��/Q HOW MAZY OF THE FOLLOWING FIXTURES INSTALLED SINKS SHOWERS LAVATORIES WATER HEATERS BATH TUBS DISHWASHERS URINALS DISPOSALS CLOSETS WASHING MACHINES FLOOR DRAINS SHOWER PANS OTHER TOTAL FIXTURES: X 3.50 + $15.00 MINIMUM PERMIT FEE _ $25.00 SIGNATURE OF OWNER: - J SIGNATURE OF CONTRACTOR: � p ----------------------------------------------------------------------------- INSTALLATION OF PLUMBING AND FIXTURES MUST BE IN ACCORDANCE WITH THE 1994 STANDARD PLUMBING CODE. CALL A DAY AHEAD TO SCHEDULE INSPECTIONS - (904) 247-5826 SEWER CONNECTIONS MUST BE CALLED IN TO PUBLIC WORKS FOR INSPECTION PRIOR TO COVERING UP - (904) 247-5834. C � RESIDENTIAL REPAIR 1326 ROMNEY STREET JACKSONVILLE,FLORIDA 32211 NEW CONSTRUCTION (904)744-6604 October 15, 1996 City of Atlantic Beach Atlantic Beach, FL 32250 Re: permit number 12030 may Concern: allow this letter to serve as a rization to cancel the above-captioned plumbing*& n order that Bayorcor Plum may pueir own permit and finish the job. Please call with any s. Thank you, CW Wood, President CW Wood Plumbing CWW/cab CITY OF 2 C 1996 A.n mmc nwH.r.,oAmr►32233-sw PROPERTY DESCRIPTION TELErMONIL ON)U7-SM Buildiand Zanin � �""�'°"�'-5"°'5 Lot #1., Block #._. i Seng ion �� Subdivision: O� �J��u7) .�.�-.- Street Name r3�Q _,pESIPTION OF WORK or Address: E'ZC� it in a FLOOD HAZARD ' sn Flood Zone:_area complete page S . Brief Descrip tion,,.,, �_ � u Class of Work: (New/ Remodel/Addition: ZONING INFOMTION Type of Construction: Zoning Proposedl District: Uae: �� - re5� timated Value $ Exceptions or Variances Materials: Granted: Solid or Filled ground: Roof : Method of Heating: OWNER INFORNaTION Property Owner:, c- t ,q. o h Phone: �` �-7 �k Mailing G qG � ) �� Address �� L Zip: CONTRACTOR INFORMATION Contractor: lc �L,r O'Lkm Ha-,W-�dvlc- Phone:_M(`3�qo Mailing Address: ' Shx Zip: License Number: C� C�3�3 �`7 Dat*:—e �_ (o I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF THE LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH, WHETHER SPECIFIED HEREIN OR NOT. THE ORANTINO OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY FEDERAL, STATE OR LOCAL RULES , REGULATIONS, ORDINANCES, OR LAWS IN ANY MANNER, INCLUDING THE GOVERNING OF CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION OF THE PROPERTY. I UNDERSTAND THAT THE ISSUANC OF THIS PERMIT IS CONTINGENT UPON THE ABOVE INFORMATION BEING TRUE AND ORRECT AND THAT THE PLANS AND SUPPORTING DATA HAVE BEEN OR SHALL BE PROVI D AS REQUIRED. Owner Signature Date Contractor Sig ure Date �� FLOOOPLA2N DUVL% WNSMT INFORMATION Type of Devolopmont s w-........ -------- Flood Zones........ Required Lowest Floor Clevatioas if building is ioaated wAthin a Slaod hasard sons& m *urvwr •u"t be iade AMM TM MAS HAS ebb !"C=19D& oerti=yiwg that th.- LOMEBT FLOOR CLCYATION to equal to or above the boo& flood elevation estabiimbed ter that sows,. NO final Inapetst10w will be spade and no aer 4016et& of occupancy will be Issued until the survey to as Siie with tb& Building Department. COMMENTS% Applicant AoknowledNeo mts t understand that the Issuance of this permit to ooatAwgent upas the &bow Ansarmattan being correct and that %be, plans and data have boom or shall be provided as roquired& 2 spree, to saoply with OIL applicable provision* o= llydiwanoe bb09 Zd-1-iS and ail other laws or ordtpanoes assoctAng the proposed de"lopaent. Dater,.. w..�. liQant& �watY��rcrow...��+.rrwwww.u..www------- Department' ---.. --Department" we .Required Lowest Floor btievatAon w......ww....,.....«.._..__ As Avilt Lowest Flow elevation �......,.w ,,......-....-raw survey Filed with building D"mrtsMlrrt ...........Suildin9 Dapastwent Representative Pape 3 t T Ye OF MR �� , CITY NTI VRT IT INFORMATION LOCATION INFORMA'TIO�i Nr, er« 127 5 Addree�ir s` 2310 BEACHCO14BER TRAIL 4 � Trp:eUTI,LTTj,,lS ATLANTIC BRACH, 'FLORI0 12233 d31,40i 'of Work:l ENLZOAL DESCRIPTION - 1.Co. t r. TYPE,:VOOP FRAME S I bck Lot : 31 : _ 0 Pr r + tleeiSINCLR FAMILY recti, � � t} 3�tbd: 1�r�- ;�' o Dif4i 'l1n r; Subd vi is n:OCBARWALR et . value `2 ,$a6. I rc Ct ;tt 0 .00T'ate'3, dee 9�r.4Q 05.0Q tA 04 ON APPLICATION FEES - -- k Addy. WATER 1 BE 0 .00 FLORID Ptk _ RADON GAS-H.R.S. 0.00 . ..: ., 'FORMAT I RADON CAS 5 �+ PN I C B P R'�'1 C�� . RC1T E. .t�tI ' CROSS' CONNECTION 35.00 ' " k K at } ' No""- A"C0 �'i � AND FOOTINGS,i41U; T$ t PEC""E1"3 BE�tE POURM b i Ps# t#T VOib SIX MONTH$AFTER�&E OF 1a� UP T F AL,AVOW$H,AND"00RtS,fROMTHIS WORK MUST NOT,BE PLACkQ IN PUBLIC SPACE,ANQ MAST BAR AND f`VLE0 AWAY OR OWNER ' ` E MEC NA LtEN LAW SAN .' ' tIWQ APP PLANS WHICH ARE PART OF THIS PERMIT ANC SUBJECT TO U OP LAW, Utes 1@x/87 �� . g343 IIS S hc t. 34 WWI � u b+ r Addlres 231CI SEA C 4 EIi" R IL Pni t +� tS, LDD AT1lI "2C BEACH k , } > A 323 NEW� � .� ... ._� ZQAI y,DESCRSPTICo . tt CS V C1 Q a a z T10to - 8 $4,190.19 Amount- I APPLICATION �� COM ..., IT I goo b 'FLORIDA ' P RADON, CAt-H.R.S., RADON CAH % k C, . FISC rt C . it3t t JACK t 3 2 2 2 C1 i398 CO C D - -/3 i i ti i 4 a' 40 .,_AL1.dOf POAMS AND MonNCS Mu�3T '��E�R B�E£I=OI�t>c POtIRINC� PSRMIt VOID SIX M ONT t o R DATE OF,1S$U8 Ki t7►ESAM'FAW THIS WORK MIDST NC?l'i3I�P{�ACI=D IN PUBLIC SI'ACE�AN MAt1S1 SIy GI: A 1f�tQiAiJlt A1IAY.8Y SI "tit HC+ NTAACtOF7R DVI Y Vs NIAW k' C&YA., f QY PL"J�WCH ARS PART OF CHIS�P`>WIT �� Tit� A' *. s . CITY OF ATLANTIC BEACH PERMIT CALCULATION SHEET Address 3 / �F_ c/f GOM��✓L 1�. Date '/s Heated Square Footage ��@ $_ �Q�O�per sq f.t = > 3 300 Garage/Shed S per sq Carport/Porch @ S f��per sq Deck @ $ ® per sq ft. = S Patio 0 _@ $ _____per s q ft = ----- -- TOTAL VALUATION : Total Valuation 1st $ %00 OOD 19j- r F6 �4 F.66 SS T y.o4 Remaining Value $ Da per thousand portion thereof TOTAL BUILDING FEE $__ _0 ,0 + 1/2 Filing Fee 2y.D0 ( � ) Fireplaces @ $15 . 00 $ z,5-.0 0 BUILDING PERMIT FEE WATER IMPACT FEE SEWER IMPACT FEE 0 WATER METER/TAP S �C.0 O _ CAPITAL IMPROVEMENT S 1 SEWER TAP S__-_��~C) — (�$1�1 _73- RADON (HRS) . 0050 $ SECTION H PAVING HYDRAULIC SHARES S — — CROSS CONNECTION $ , b OTHESURCHARGE . 0050 R $� GRAND TOTAL DUE S yl 90 i 9 ADDITIONAL PERMITS OR FEES : Mechanical Plumbinq _ Electric/New Electric/Temp ; SwimmingPool Septic Tank Well Sign_ Finish Floor Elevation Survey Other CALCULATIONS and/or NOTES : 12248, DEe 1'LAOlt io NTtC S 7 , 7777- PESIT INFORMATION, � � �� -- LOCATION INI�ORMATTtON . .:. -^---- .��` mi t 7 12 24,8 Addr s i f BLACHCOMB N TA I L Pe r�tlt� P :�C � ATLANTIC ,BEACH., FLORIDA 32233 1WorkNEW -- ---- LEGAL DESCRIPTION � ___----_- $� : " ► :WOOD FRS ..B 1 oak: Lo : 31 'I'tals SINOLE;'P' lILY : + ,; 0 S�ubd. Rnc : tl DWI tot , Val u r . a 13ti I rov._- Costr Total ,foo E mount; tC + t � AL R A'r AND AIR IN N zw'. BIOME - `ICON .� A,PkLICATION FEES I Il t► ' __ `' ;� C RU I -,. T 8I..04 Add LCR hA32 �P Yl e . //1CKSC? i; a L yy 3222 F E I Fop"ANO FOOTINGS MUST BE INSPECTED BEFORE POupJNG F RMIT VOA©SIX MONTHS AFTER©AYi`OF ISSUE 8 h1©MATIw# AtiL�I SISH,AND I3EBRIS'FROM THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MWST BE CLEARED W!'ANt3 N6iWLEa kWAY 8 EIT if R.CONTRAOTOR Ir3R OWNER Ul �' THS ECHANIV �� N LAW",CAN R �,1�L7 IN �E FOA TOi " � 11.DIN IMPR EMENT iI Q QIN bP "HEL)PLANS ARE PART,OF THIS IERMI �BttClf TO Al :iC PROV IONS#3F lA1tV. gllr{�( #TLAI TIC Of*H BUILD OEPARTMENT � uIL. BUILDING AND ZONING INSPECTION DIVISION CITY OF ATLANTIC BEACH ATLANTIC BRACH, FLORIDA Saa3S APPLICATION FOR MECHANICAL PERMIT CALL-IN NUMBER IMPORTANT -- Applicant to complete all items in sections I, 11, 111, and IV. 1. Street Address: ` LOCATION 4 31 D &qcACx r►L OF Intersecting Streets: Between �L�1 -N1.c !� Anda. WILDING c� Sub-division 11. IDENTIFICATION — To be completed by all applicants. In consideration of permit given for doing the work as described in the above statement we hereby agree to perform said work in accordance with the attached plans and specifications which are a pert hereof and in accordance with the City of Jacksonville ordinances and standards of good practice listed therein. Nonso of Mechanical Contractors Coohactor (Print) �) Master Neese of Fmporty Owner K'/'C4 mre of Owner Signature of ornod Agent Architect or Engineer 111. 64 NO A►L INFORMATION AXIE f hhngfool: B' is OTHER CONSTRUCTION BEING DONE ON cTHIS BUILDING OR SITE?Q6u—❑ LP 17 Natural ❑ Central Utility if YES, GIVE NUMBER OF CONSTRUCTION C3 OR PERMIT Q Other — Specify IV. MICMANICAL 1pU1PM1NT TO 21 INSTALLED NA UAE OF WORK Pmvida complete lid of components on bed;�ntftl asa) Residential or ❑ Commercial Hent ❑ Space E3ece Raed O Hoer New Building Air Condrt'roning: ❑ Room-A. oom Centre) /❑- Existing Building b Dant. System: Mofar:o � . Thick ❑ Replacement of existing system Manimum pecily '3& Lr-� c f.m. /4 New Installation(No system previously Installed) Q Refrigeafien © Extension or add-on to existing system C1 Other — Specify Q Cooling twor: Capacity O,psn, Q fire sprinllom: Number of heap Q Elevator ❑ Monliff ❑ Escalator (number) THIS SPACE FOR OPNCE US ONLY Q Gasoline PumisG (member) IReeeiws!) Q Tonle (number) Remae4s Q LOS confei"m (number) Q Unfired pressure y"M Q loners Po"Mil, Approved by tLa. Q Other -- Specify Penn»Imo. LIST ALL EQUIPMENT All CONDITIONING AND REFRIGERATION EQUIPMENT Number Units Deaerlptloa Moder Number litam><taotow (TOWS)) 7yao-ATTO CITY OF ATLANTIC BEACH, FLORIDA ADPiovodby APPLICATION .FOR ELECTRICAL PERMIT - ' ' TO THE CHIEF ELECTRICAL INSPECTOR: DATE: 199(.0 IMPORTANT NOTICE: IN CONSIDERATION OF PERMIT GIVEN FOR DOING THE WORK AS DESCRIBED IN THE FOLLOWING, WE HEREBY AGREE TO PERFORM SAID WORK IN ACCORDANCE WITH THE ATTACHED PLANS AND SPECIFICATIONS, WHICH ARE A PART HEREOF, AND IN ACCORDANCE WITH THE ELECTRICAL REGULATIONS, CODES AND CITY OF ATLANTIC BEACH ORDINANCES. ELECTRICAL FIR 1M: ` ' TO ASTER ELEICIAN SIG1� RE rJOURNEYMA NAME 1 L^`��1 �. r ADDRESS: s'�]`3 10 &aCL CO-Inb Pr 7-T RFD BOX BLDG.SIZE 55 S ir' BETWEEN: RES.(Lf APT.( 1 COMM.( ) PUBLIC( 1 INDUS.( 1 NEW(11 OLD( ) REW.( 1 ADDITION( ) TRAILER( )) TEMP.( ) SIGNS ( ) SQ.FT. SERVICE: NEW(✓)ll, INCREASE( 1 REPAIR( 1 FEE CONDUCTOR SIZE 2- AMPs3 COPPER ALUM. �' J o SWITCH OR BREAKER 00 AMPS PH 3 W d,io VOLT CC, RACEWAY EXIST.SERV.SIZE AMPS PH W VOLT RACEWAY FEEDERS NO. SIZE IND. SIZE NO. SIZE LIGHTING OUTLETS CONCEALED OPEN TOTAL RECEPTACLES CONCEALED OPEN TOTAL O.SO AMPS. 31.100 AMPS. SWITCHES INCANDESCENT FLUORESCENT&M.V. FIXED 0.100 AMPS. OVER APPLIANCES i BELL TRANSF. AIR H.P.RATING H.P.RATING CONDITIONING COMP.MOTOR OTHER MOTORS AMPS CEIL HEAT: KW-HEAT 0.1 OVER MOTORS H.P. VOLTAGE PHS NO. 1 H.P. VOLTAGE PHS MISCELLANEOUS TRANSFORMERS: UNDER 600 V. OVER 600 V. NO. KVA NO. KVA NO.NEON TRANSF. NO. VA. A. MOTOR SIZE SWITCH FLASHER EACH SIGN — 1 FORWARDED S rI TOTAL FEES r ��' or HW.OR^ yAim or. � TP «MECHANCkw i 1 I$ER Tt1 'G :, .w Attu •NEw pR)M DE�aC:F ' IDA 32233 _ yet �y �yy�y y� tyµy"� �+y 'FAMILY1C Sect >: LE Iteng ; Sub d, u3. fE2" «;OCR' ALK' vat1ue: 295 ,8.$6,0ti xttp'rov.A Cost : 0.41 tal Pe s . �itfitllt 25Q D4to cr k IFIPIG WATER HEATED, { . :. . . . TION APPLICATION FEES __ at1 ► * ` CRUISE I T ~25.00 A ? o" , . `I►fJR I IFII y3f, • ~W It FORMAT I C;A CES FL 32043 Exp: } 3 r ; t i NCR"tCE-�*ALL CokeRgya PORms AND FOOTINGS MUST BE MSPECTS0 BEFORE POURING PERMIT VOID SIX MONTHS AFTER DATE OF ISSUE BUILDING MATEFIIAL;I S15H;AN13 DEBRIS.FR¢M THIS WORK MUST NOT BE PLACED IN PUBLIC SPACE,AND MUST BE CLEARED UP AND HAl 1;ED AV�AY� S"15R CONTRACTOR OR OWNER DMPLY"'WITH THE:MECHANIVS-LIF.M.,JAW CAN RESULT IN" WRE VEMENTS Its C:CIRDIN{ Tt APPRbUEt)PLANS WHICH ARE PART OF THIS PERMIT A4 U 19 REA # R 91� ii€�F AP PI.�CA% PROMIONS+DF LAVA! G a 3I84 r. . { ATWANI IC:BEACH-BUILDING, EPARTMENT BUILDING AND ZONING INSPECTION DIVISION CITY OF ATLANTIC BEACH ATLANTIC 89ACM, FLORIDA $aasa APPLICATION FOR MECHANICAL PERMIT CALL-IN NUMBER IMPORTANT -- Applicant to complete all items in sections I, II, III, and IV. LOCATION Street Addrou: OF latersactial Sheet: Between And WILDING 'It/ S��-divQsien fl. IDENTIFICATION — To be completed by all applicants. la considereCon of permit given for doing the work as described in the above statement we hereby agree to ptrform said work in accordance w;M the artachpd plans and specifications which are a part hereof and in accordance with the City of Jacksonville ordinances and standards o/ good practice Gsted there;., New* e< I.lechaskal f— '/ Cenkssten Ctract« (hint) � G>�1—Se�c� !C2 'S Master ar Ka.e of l hspriy owner Sigaatwre 04 owaar Signature of W AN*Wn' sd Ageat Architect or Engineer III. GOAL INFOU" A' Type a heating W: e• IS OTHER CONSTRUCTION BEING DON[ON ❑ sec ttk THIS WILDING OR SITE 1 V ❑ Netw el Q Central WHY IF Yes, GIVE NUMBER OF CONSTRUCTION ❑ Oi PERMIT //23 ❑ Othw — SeecHy V. WICKAN" PUP~ TO K WWAUJID NATt{�0 WORD( (PPOW eo mpleh kiet of cemp.ent,ea Mod of this"I ;__1" dentlal or 0 Commercial C3m"' C) Spca 0 1606"WO cenfai O Flow Hew Buildinq Q Air Ceadrt»wbN: (3 Room Q Costen" ❑ Existing Building ❑ Dwct STstom: MMeatsaiusww upoly ��New`tcnnlstsllstlon ment of existing system (No system previously Installed). ❑ © Extension or add-on to existing system D other—Specify ❑ Cooling to.e►: C.apcity N�+e• Q Fww q+inkiers: Ne"or of loss* ... .. ❑ bw*e v ❑ Maafih 0 bselatw ii}ili B►ACI 004 ORWI UIIE ONLY O 660816n9 lNr111Merl tReeoiresll Q Ta«h ��._...�.lswmbwl ROMA$ QLeo amts.--- ....._.r_.�IwWMsr) 0 U&&W pftuwo veeses �prbsr „� �etffy �'�/�c-"�,�-.�f��Gt��' 1'srsnit he�..�..• �.��. UST ALL EQUIPMENT Atilt CONDMONING AND REFWARATION EQUWNENT Number vale. Desetii>;uft KOM Number R[astW►ot>tatBtr (�sj �� I m AMG • FURNACES. &0ILERJ% FIREPLACE; frtmoLh1 r t7as 2]..ermkimm IRAN"Winvab.. �`- 00 L10*01*0#OF Btll#.dlNt ClTY.QF ATLANTIC BEACH F Permit' "I-u�aeer"s 11431 Address: LOCATION INFORMATION -_----__- Perini t Type►:PLt1l�lHI g 2 le EEACHCt3+lBt R TRAIL Cl aIsa of Work-UM _ ATLANTIC BzAcH,. FLORIDA 3223 . rHlG1C"}C# �.. LEGAL DESCRIPTION ------, . Constr. Tye@:NCa� ��Rrr Proae�ae►d' iSIM�LE 'AM"SLY Lot: 'Twp: SedCtfc�n: . Q Subd; Rn (I I re}ling is : 0 �ubd -Vi cion:ACEANWA,LR tat, �value.: 0.00 Improv, -Costs Total: re At ici r 64 00 t i 6 s INGf. I1 RIM HOMES APPLICATION FNSE _------ TON name IT 64 00 LORiz MAT !" " 7IN A 41 Lic--' 1IIScP s f I 1 4 } ¢i 1 INCE--AU I NCREM FOAM AND FOOTINGS AAUST of tN$FFSC3 p BEFORE POURING, PEF�NItI`1lC)I SIx MONTHS AFTER GATE OF ISLE #IisQtN4 Mot,R1k4 %.A 1BE3I6I�,AN'i)DEBRIS FRO4 THIS WORK MUST t+ttll'BE PLACER 1N PUBLIC SPACE,Al+t)MUST 8E CL E8Y �I714CVIwRA , t 'CONTRACTOR " FA LURE t ' .Y WI T I .HE UECHANI * UEN LAW CAURESULT IN ' S 'PRO Ih TWI E FORTE SUILDING,IMPROVEMENTS -777 3 1S U%EI ACCORDING'Ta APPRavvD PLANS WHICH ARE PART O THIS"PERMIT t 40Rfi�A S OR a V kl I al*"#i F'LtE�A84.IM'"PFI ?VISIG►I�I "�11 1#W. �� , i ATLA�I'TIC BEACH I�UILDING DEPARTMENT .nom d 6ryi 1 CITY OF ATLANTIC BEACH APPLICATION FOR PLUMBUG PERMIT JOB LOCATION: W51e r OWNER OF PROPERTY : Id PLUMBING CONTRACTOR t4iteof Ielkle CONTRACTOR' S ADDRESS: STATE LICENSE NUMBER: 076 9 TELEPHONE: HOW MANY OF THE FOLLOWING FIXTURES INSTALLED SINKS SHOWERS LAVATORY WATER HEATERS BATH TUBS / DISHWASHERS _URINALS DISPOSALS CLOSETS WASHING MACHINE FLOOR DRAINS SHOWER PANS OTHER t1 OO' TOTAL FIXTURES: / x $3 . 50 + $15 . 00 MINIMUM PERMIT FEE - $25 . 00 SIGNATURE OF OWNER: S I GNAT.UAE OF CONTRACTOR: ----------------------------------------------------------------- INSTALLATION OF PLUMBING AND FIXTURES MUST BE IN ACCORDANCE WITH THE MOST RECENT EDITION OF THE SOUTHERN STANDARD PLUMBING CODE. CALL A DAY AHEAD TO SCHEDULE INSPECTIONS - ( 904) 247-5826 SEWER CONNECTIONS MUST BE CALLED INTO PUBLIC WORKS FOR INSPECTION PRIOR TO COVERING UP - ( 904) 247-5834 I Department o+ Community FLORlDA E�ERGY EFFICIENCv CODE FIN8 C�hSTRUCTIO� ' .'M 600A-9� Resi�ential Conpnnert Prescript�ve Metho� �R�JE�T �4ME: CRU[SE RE3IDENCE | 8{lLDER: KICKLI-HTER ADDRESS: | PERMI�TING ~ | CLlMATE JAX KICKLIGHTER PERMIT NO. cnnor c.1Constructior [� Z. Si '�gle pamily detached or Multifamily attached 2. jly — � I � �ul �jfamily-No. . � Multifamily, is this a wor�t case 5. Cunditioned floor �. Predcninant eave overhang 7. Porch overhang len�th � ft . ) �. Glass area and ` Single Pa-'e Double Pa�e b^ Tint m or fjlso] ar screen Ba ~ 0 . 0sqft 659. 3js�f� _ ___ , type and znsulation : ' ' ---- a. Slab oo grade (R-value , perimeter / 9a .R= � .00 , �81 . 00 f+ hWund , raised (R-v�lue , area ) 9b.R=19. �0 , 823 .00 ��f' --- � Nei �all type area and jnsulation : ' -- a . Exteriorrame ( Insulation R-value ) 10a-2 R=11 . 0� . 1869. 00sqf � a� Ad� acent : 2 . Wood frame ( Insuletion R-value) 10a-2 R=11 . 00 26�. �0s�|t -- � . ' �pj l ing type area and jnsu1ation : ' -- = �. �nder attic ( Insu1ation �-value ) 1� a .R=30 . J(� , 3073 09sq� t �istribution systems ---- a . Ducts ( Insulation + Location \ 12a. R= 6 O0 / unc'"n; 3 .Cooling system l3 . Type: 4.Heat�ng �ystem : 14 . Fype : �eat Pum� 5.Hot �ater system : 15 . Type: E1sctr�c --- EF: 3. �0 --- 6.H�t �at�r Credits: (HR-Heat Recovery, 16. --- DHP-Dedicated HeaL Pump > '-- 7. ]nfiltration practice: 1 , 2 or Credits (CF-Ceiling F�n , CV-Cross vent , HF-Whole house fan , RB-Attic radiant -- - barrier, MZ-Multizone ) �.�FI (nust not exceed 100 points ) 19 . 96 . �5 b . lntal Base points 19b. 67747 . 05 --- ---- .....-------- '----------------------------------------------- - -'------' - -------- ------------------'-... ... -----........ -- -------------------------- ------ --- He/eby certzfy that the plans and � �eview of Lhe p�an� a�� specifjcatinn� �e''� fic�tiens covered �y this ca1�u- | covered by thi� calcula�jon indica1es �t�un are in comp1iance with the | com�liance with the F1o~ida Ener�y c�id E � Code ' Before co'�struction cs romplet*j | this b�ilding wil1 be � nspe'�tpd fnr RED � comp� jance in acc�rdacce wir� �ecLi�~ he,eby certify that Lhis building is � conpliance with the Florida Energy � | /1 ER/4GEN CITY OF ATLANTIC BEACH Fixture Unit Worksheet for Water Impact Fee FIXTURE UNITS ARE ESTABLISHED AS THE MEASUREMENT OF WATER DEMAND FOR EACH WATER FIXTURE UNIT INSTALLED AND CONNECTED TO THE CITY WATER SYSTEM. THE WATER SUPPLY CHARGE IS HEREBY FIXED AT TWENTY DOLLARS PER FIXTURE UNIT CONNECTED TO THE CITY WATER SYSTEM. \, BATHROOM GROUP CONSISTING OF SERVICE -SINK TRAP STAND WATER CLOSET, LAVATORY 6 BATH-, (8) TUB OR SHOWER STALL (6) jWATER CLOSET WATER CLOSET, TANK OPERATED (4) l VALVE OPERATED (8) BATHTUB/SHOWER (2) URINAL WALL LIP (4) SHOWER GROUP PER HEAD (3) 3 FLOOR DRAIN (1) I SHOWER STALL DOMESTIC (2) LAUNDRY TRAY (2) LAVATORY (1) _3 COMBINATION SINK AND TRAY (3) WASHING MACHINE (3) POT, SCULLERY SINK (4) __L_DISHWASHER (2) - WASH SINK EACH SET OF � r 6 4 r1 FAUCETS (2) RffCM SINK (2) — DENTAL LAVATORY (1) 1 KITCHEN SINK WITH WASTE _ DENTAL UNIT OR CUSPIDOR (1) GRINDER (3) BIDET (2) URINAL STALL, WASHOUT (4) FLUSHING RIM SINK (8) COMBINATION SINK AND TRAY WITH FOOD DISPOS. (4) URINAL, PEDESTAL, SYPHON JET DRINKING FOUNTAIN (1/2) BLOWOUT (2) LAVATORY, BARBER/BEAUTY ICE MAKER (1/2) i SHOP (2) SURGEONS SINK (3) LAVATORY, SURGEONS (2) JACUZZI (2) URINAL STALL, WASHOUT (4) TOTAL FIXTURE UNITS �� Q $20.00 EACH $ (� JOB INFORMATION 9,,310 CITY OF ATLANTIC BEACH, FLORIDA ApprovAPPLICATION FOR ELECTRICAL PERMIT TO THE CHIEF ELECTRICAL INSPECTOR: DATE: S 5 19 9 IMPORTANT NOTICE: IN CONSIDERATION OF PERMIT GIVEN FOR DOING THE WORK AS DESCRIBED IN THE FOLLOWING, WE HEREBY AGREE TO PERFORM SAID WORK IN ACCORDANCE WITH THE ATTACHED PLANS AND SPECIFICATIONS, WHICH ARE A PART HEREOF, AND IN ACCORDANCE WITH THE ELECTRICAL REGULATIONS, CODES AND CITY OF ATLANTIC BEACH ORDINANCES. ELECTRICAL FIRM: M ER ELECTRICIAN SI A URE JOURNEYMAN �/ �1 Q / L NAME '\1 UK�'�k k-r WS+02-1 ADDRESS:123II (JQ,Ci� fi1LQ,y��jQ+' �� RFD-BOX BOX BLDG.SIZE BETWEEN: RES.I, ) APT.( ) comm.( ) PUBLIC( 1 INDUS.( I NEW l vl/ OLD( ) REW.( I ADDITION( ) TRAILER ( 1 TEMP. SIGNS ( ) SO.FT. SERVICE: NEW( 4-"' INCREASE( ) // REPAIR ( ) FEE CONDUCTOR SIZE ii-C.e AMPS Ll 0 COPPER ALUM. SWITCH OR BREAKER (X 0 AMPS PH 3 W dOVOLT G RACEWAY EXIST.SERV.SIZE AMPS PH W VOLT RACEWAY FEEDERS NO. SIZE NO. SIZE NO. SIZE LIGHTING OUTLETS CONCEALED OPEN TOTAL RECEPTACLES CONCEALED OPEN TOTAL 0.00 AMPS. "1,100AMP6 SWITCHES INCANDESCENT FLUORESCENT&M.V. FIXED 0.100 AMP9. OVER APPLIANCES BELL TRANSF. AIR H.P.RATING H.P.RATING s CONDITIONING COMP.MOTOR OTHER MOTORS AMPS CEIL HEAT: KW-HEAT 0 1 OYER MOTORS H.P. VOLTAGE PNS NO. 1 H.P. VOLTAGE PHS MISCELLANEOUS TRANSFORMERS: UNDER 600 V. OVER 600 V. NO. KVA NO. KVA NO.NEON TRANSF. NO. VA. MA. MOTOR SIZE SWITCH FLASHER EACH SIGN FORWARDED S TOTAL FEES �5, O O CITY_OF C � Office of Building Official REQUEST FOR INSPECTION �> Date Permit No. _ //0 d Time A.M. Received T Job Ad ss c y Owner's � Name or BUILDING CONC E ELE RICAL PLUMBING MECHANICAL Framing ❑ otin g D Rough ❑ Air Cond. & Cl Re Roofing ❑ Slab ❑ Temp Pole Top Out ❑ Heating Insulation ❑ Lintel ❑ Final Sewer ❑ Fire Place ❑ Pre Fab READY FOR INSPECTION A.M. Mon. Tues. Wed. Thurs. Friday A.M. Inspection Made P.M. Inspector Final In,pectl Certificate of O cupancy C Date ------------ .---- DATE: S' 3 .— 9 w PRE:-SERVICE DIVISION JACKSONVILLE ELECTRIC AUTHORITY 233 WEST DUVAL STREET JACKSONVILLE, FLORIDA 32202 THE FOLLOWING FINAL INSPECTION(S) HAVE BEEN MADE: AND ARE: SATISFACTORY: -- y_'A L-n-2------------- -------------- ------ ------------------------------------------------- Enclosed are the blue copies of the permits. '�IiQ EREL V . 1 BUILDING INSPECTION DIVISION cc: FILE MAY-17-96 FRI 13 : 18 P. 91 Hidden Hills Country Club JOHN WIELAND HOMES 3901 MONUMENT ROAD JACKSONVILLE, FL 32223 PHONE: 642-8440 FAX: 646-4377 FAX COVER SHEET TO: COMPANY: ll, � FAX: FROM: t—AA0 L DATE: BE: L-tax k4tK Loi �s ac�f COMMENTS: &gji_aftijgr V Tna L ocLr N p S r -' e t u �. NUMBER OF PAGES INCLUDING COVED SHEET: PLE UE CONTACT W YOU DID NOT RECEIVE ANY PART OF THIS TRANS SSION. � ` �* INFILTRATION REDUC �TICE C& PLIANCE CHECKLIST ** COMPONENTS SECTID� REQUIREMENTS FOR EACH PRACTICE CHECK =============================================================================== PRACTICE #1 606. 1 COMPLY WITH ALL INFILTRATION PRESCRIPTIVES. .............__ _........__... __ _....._..... ...__..........__........ ________..... ........___.......................... _____ Windows 606. 1 Maximum of 0 . 34 CFM per linear foot of operable crack ( includes sliding glass doors ) . ..........___ _.....___ ..._....____ _........ ........ ___ Exterior & 606 . 1 Maximum of 0 . 5 CFM per sq . ft . of door area : solid Adjacent Doors core, wood panel , inswated or glass doors only. .................._..........___ _..........______ ..........__.........____........ ___ _.....__ E,terior Joints 606. 1 To be caulked , gasketed , weather-stripped or other - Cracks wise sealed . ........._ .............____....._____.........._........._____ ...._..... _______________ PRACTICE 52 606, 1 COMPLY WITH PRACTICE #1 AND THE FOLLOWI!vG : ..............________...... __..... _______________________ Exterior Walls 606 . 1 Top plate penetrations sealed . Infiltration barrier & Floors installed . Sole plate/floor joint caulked or sealed . ............... ................................__.........................__....._ ........... .........._...................______....... __ .......... ___________ ___ Exterior Walls 606 . 1 Penetrations, joints and cracks on interior surface & Ceilings caulked , sealed or gasketed . ...... .........................__ _..... __________________________________________________________ DuctWork 606. 1 Ductwork in unconditioned space must be sealed . ........._..........____ _............._____ _.....___ Fireplaces 606. 1 Equipped with outsire combustion air , doors and flue �aApers. ------------------------------------------------------------------------------- Exhaust Fans 606. 1 Equipped w�th dampers. Coc.bustion devAces see 606 . 1 . A . 2. ...................__.......................__.....________.....____ _........______ _ _..... ____ Combustion 606 . 1 Be in unconditioned space (except tirect vent ) , draw Applia�ces air from unconditionud space , exhaust to oitside . Cooking aprliances shall be damps-ad and use intermittent ignition . _... ....._______ .........._____ ........ ................ ___________ ** OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by nnl residences , ) n* ...___ _..........__ Aater Heaters 612. 1 Comply with efficiency requirements in Table 6-12 . SwLtch or clearly marked c� rcuit breaker (electric ) or cutoff ( gas) must be provided . External or built- in heat trap required . _.........____ _..... __.............._______ _............. _________ _....._____ Swimming Pools 612 . 1 Spas and heated pools must have covers ( except solar & Spas heated ) . Non-commercial pools must have a pump timer . Gas spa & pool heaters must have a minimum thermal efficiency of 78 percent. ---------------------------------------------------------------------------- -- Shower Heads 612 . 1 Water flow must be restricted to no more than 3 gal - lons per minute at S0 PSIG . ..............._..........__....._.....____ _................. .....___________...._... _........ ___________ _.... ..._.........__..... ___..... HVAC Duct 610 . 1 All ducts , fittings, mechanical equipment and planum Const-uction chambers shall be mechanically attacLed , sealed , ins- lnsulation & ulated and installed in accordance with the criteria Installation of Section 610. 1 . 49C ' 2 & 610 . 1 . ABC . 3 . Duct in attics must be insulatet to a minimum of R-6 . Air handlers sha7 ) rot be installed in attics unless in mechanical closet. ...........................___....._____.....__________ _......... _.....______.........._____ .................._..........______ HVAC Controls 607 . 1 Separate readily accessible manual or automatic thermostat for each system. ........ ......................__________........._ ............__...................___......................... __ Insulation 604. 1 Ceilings minimum R-19. Common Walls - F,ame R-11 or ` SUMMER CALCULATlON5 === BASE =============================================================================== GLASS---------------- ! ORIEN AREA x BSPM = POINTS | TYPE SC DRIFIA AREA x SPM x SDF = POINTS _ ........__ ............______........._______ _........ ____ ...._______ ........_........ ____ ..........____ N 128 . 00 65. 8 8422 ' 4 | DBL CLR N 6.0 38 . 3 . 9| 20F . 4 | DBL CLR N 20 .0 38. 7 &94 . 5 | CBL CLR N 36. 0 38.3 . 91 1750. 1 | DBL CLR � 36 ,0 38. 3 .91 1250. 1 | DBL CPR N 30.0 38 . 95 1091 . 5 E 177.00 65 . 8 11646 . 6 D3L 71 E 35. 0 79 . 7 . 77 21M .6 | DBL CLR E 35.0 79. 7 . 77 2160. 6 | DBL CLR E 20 .0 79. 7 . 92 1458. 5 | DBL CLR E 20.0 79. 7 . 92 1458. 5 � DBL CLR E 42. 0 79. 7 2047. 1 | DBL CLR E 25. 0 79. 7 .92 1923 . 1 S 163 .00 65 . 8 10725.4 | DM CLR S 20 . 0 66 . 2 .85 1128.7 | DBL CLR S 20 0 66 .2 . 85 1l28.7 � DBL CLR S 2010 66 . 2 .85 1128.7 | DBL CLP S 6.0 66 . 2 .85 538 .6 | DBL CLR S 12. 0 66 . 2 .93 734 .2 | DBL CLR S 24 . 0 66 .2 . 93 1469.6 | DBL CLR S 24 . 0 66.2 . 93 1469.6 | DBL CLR S 37 . 0 66 .2 .93 2265. 7 W 191 . 35 65.8 12590. 8 | DBL CUR W 20 . 0 79.7 . 92 2458. 5 � DBL C, R W 30. 0 79 . 7 .92 2187 .8 | DBL CLR W 36 . 0 79. 7 . 92 2625. 3 | DBL C�R W 30 . 0 79 .7 . 39 928. 7 | DBL CLR W 30 . 0 79. 7 .39 928.7 | DBL MR W 33. 3 79.7 .39 1032. 4 | DBL CLI W 12 .0 79 . 7 .92 875. 1 ......... ...__............. ____.......... ...... ... ... .....__.....________ _.........____.............. _______________________ . 15 x COND. FLOOR / TOTAL GLASS = ADJ . x GLASS = ADJ GLASS � GLASS AREA AREA FACTOR POINTS POINTS | POINTS ...._.....________ _... ... ....._____............ ___________............. __..........___........ _.......... ..._________ .............________ . 15 4, 555.00 659. 35 1 .036 43 , 385 . 23 441, 957.86 | 35 , 304 . 09 =============================================================================== NON GLA�S--.... .......------- ' AREA x BSPM = POINTS | TYPE R-VALUE AREA x SPM = FOINTS _........._____..............__......... ........_____________ __....____.........____________ WALLS---------------- ' ' Ext 1869. 0 . 9 1682 . 1 | Ext Frame-FaceBric 11 . 0 1869 . 0 . 40 747 . � Adj 262 . 0 . 7 183 . 4 | AM Wood Frame 11 . 0 262. 0 . 70 183. 4 ' DOORS---------------- ( Ext 40. 0 6 . 1 244 . 0 | Ext Wocd 20 . 0 6. 10 122.0 | Ext Wood 20 . 0 6. 10 122 . ; Adj 1B . 0 2 . 4 43.2 | Ad j Wooc: 18 .0 2 . 40 43.2 CEILINGS------------- ' UA 2801 . 0 . 6 1680 . 6 | Under Atnic 30 .0 1432 . 0 .60 859 .2 | Under Attic 30 .O 818.0 . 60 490.8 � Lnder Attic 30 . 0 823 . O .60 493. 8 FLOORS--'------------ � Slb 181 .0 -37 . 0 -6697 . 0 | Slab-on-Grade . 0 181 . 0 -41 . 20 -7457 . 2 Rol 823 . 0 -4 .0 -3283.51 | Rst Wood Adjacent 19.0 823. 0 .10 329. 2 INFILTRAT[ON--- ------ ' 4555.0 8. Q 36440 . 0 Practice #2 4555 0 8. 00 36440 . 0 =============================================================================== [J|AL �3UMMER PDINTS �7 678 09 =============================================================================== TOTAL x SYSTEM = COOLING | TOTAL x CAP x �i/CT x SYSTEM x CREDIT = COOLING SUM PTS MULT POINTS | CC�PON RATIO MULT MULT MULT POI�T9 __... ....____ ____________________....._..... ________________________________________________ 75,250 .38 .37 27 , 842 . 64 ) 67 , 678 .09 � . 00 1 . 100 .340 860 21 ,767 . 98 =============================================================================== ~ W�NTEP CALCULATIONS === BASE AS-BUILT === =============================================================================== GLASS---------------- ' ORIEN ARE� x BWPM = POINTS | TYPE 5C OR] EN AREA x WPM x WOF = POINTS ___________________ ______________________________ N 128. 00 -10 .6 -1356. 8 DBL 3LR N 6 .0 7 . 3 1 . 13 49 . 7 | DBL CLR N 20.0 7. 3 1 . 13 165 . 7 | DBL CLR � 36 . 0 7 . 3 1 . 13 298. 3 | DBL CLR N 36 .0 7 . 3 1 . 13 298 .3 | DBL CLR N 30.0 7 . 3 1 .08 235. 4 E 177 . 00 -10 . 6 -1876 . 2 | DBL [LR E 35.0 -9 .2 . 39 -127 . 0 � DBL CLR E 35.0 -9 . 2 .39 -127 .0 | DBL Ci- R E 20.0 -9 .2 . 76 | DBL CLR E 20 . 0 -9 . 2 76 -139 .4 | DBL CLR E 42. 0 9. 2 - . 11 41 .9 > DBL CLR E 25 . 0 -9 . 2 . 76 -174. � S 163. 00 -10. 6 -1727 .8 | DBL CLS S 20 . 0 -28 .4 . 93 530 .6 -5M. 6 | DBL CLR S 20 .71 -?8. 4 .93 -530 . 6 | DBL CLR S 6.0 -28 .4 . 93 -159.2 | DB12.0 -28 .4 .97 -329 . 4 | DBL CLR S 24. 0 -28. 4 .?7 -658 . 9 | DBL CLR 5 24 . 0 -28. 0 . 97 -658. 9 ` I/BL CLR E 37 . 0 -28. 4 . 97 -1015.8 W 191 . 35 -10 . 6 -2028 .3 | DBL CLR W 20. 0 -9 . 2 .76 -139.4 CLR W 30. 0 -9. 2 . 76 -209. 1 | DBL CLR W 36 .0 -9 .2 . 76 -250 . 9 ' DBL CLR W 30 .0 -9 .2 - 97 266.8 ` | DBL CLR W 30 . 0 -9.2 - .97 266 .8 | DBL CLR W 33. 3 -9 .2 -. 97 296 . . ' DBL CLR W 12.0 -9 . 2 . 76 -B3.6 ' ........._....._............. ______........._____________....__-______________________..... ...... ______-_-____ . 15 x COND . FLOOR / TOTAL GLASS = ADJ . x GLASS = ADJ GLASS | GLASS AREA AREA FACTOR POINTS POIATS POIHTS _........_____.........___________________________________________.....__----___ . 15 4 , 555. 00 659. 31 1 . 03v -6 , 989 . 11 -7 ,242 . 45 1 -3,884 . 62 =============================================================================== NON SLASS------------ � AREA x BWPM = POINTS | TYPE R-VALUE AREA x WPM = POINTS ------------------------------------------------------------------------------ �AL�S------ --------- | Ext 1869 .0 2 . 2 4111 .8 \ Ext 1869 .0 3. 50 6541 . 5 Ani 262.0 3 . 6 943. 2 | Adj WooO Frame 11 .0 262 .0 3.60 943 .2 ' DO[RS---------------- | Ext 40.0 12. 3 492. 0 | Ext Wood 20 .0 12 .30 246.0 | Ext Wood 20 . 0 12.30 246.0 AN 18.0 11 . 5 207 . 0 | NO Wood 1R .0 11 . 50 207. 0 CEILlNGS------------- | UA 2801 . 0 1 . 2 3361 . 2 | Under Attic 30 .0 1432 .0 1 .20 1718 . 4 � Under Attic 30 .0 818 .0 1 . 20 981 .6 ' L|nder Attic 30 . 0 823 . 0 1 .20 987. 6 FLUURS--------------- � Sib 181 .0 8. 9 1610.9 b-on-Grade . 0 181 .0 18 . S0 3402. 8 Rsd B23 .0 1 .0 790 . 1 | Rod Woo! Adjacent 19 . 0 823 . 0 2 .20 1810.6 lNFILTRATION--------- | 4555. 0 7 . 4 33707 . 0 | Practice #2 4555 . 0 7 . 40 33707 .0 ______-_____-__~=============================== ........... _........._____- / U / l /' W1/v | LW i'O1NTS � . 37 , 9S0. 73 | 46,907 .08 TOTAL x SYSTEM = HEArING | TOTAL C..' x SYSTEM x CREDIT = HEAlING WIN PTS MULT POINTS | COMPON 10" 7IO MULT MULT MULT POINTS _....... ....______....._______ 37,980 .73 . 55 20 ,889 . 40 ' 46 , 907 .08 1 . 00 1 . 100 .484 1 . 000 24,973 . 33 =============================================================================== ~ ` WATER HEATIN� === BASE === | === AS-BUILT === =============================================================================== NUM OF x MULT = TO[AL | TANK VOLUi1E EF TANK x FU! T x GRED lT = TOTAL BEDRMS | RATIO MUL� ........._________........._____ ........____ ..._ _.....__........._________________ 5 3803 .0 19, 015. 00 | 50 . 90 1 . 000 3719. 7 1 .00 18, 598. 33 =============================================================================== SUMMARY *u***************************************************************************** === BASE === | === AS-BUILT === =============================================================================== COOLING HEATING HOT WATER TOTAL | CODLING HEATING HOT WATER TOTAL POINTS + PCINTS + POINTS = POINTS | POINTS + POINTS + POINTS = POINTS _.........._........ ______ _.....____.....____ ........._______________ 27842.6 20889. 4 19015. 0 67 , 747. 05 | 21768. 0 24973 . 3 18598. 3 65, 339 .65 =============================================================================== * EPI ~ ENE�GY 8UIDE For detaile� information of the EPI rating number or for any ITEM listed , ask your Builder for EPl= 96 . 4 DCA Form 600A-93 or Form 6004-93 0 10 20 30 40 50 A 70 80 90 100 | --------------------------------------X-- ' The maximum allowable EPI As The lower the EPl the more OffAcAmpt t4e �omr RESIDENTIAL ENERGY PERFORMAHCE RATING SHEET ITEM HOME VALUE Low Elficlency High Efficiency SINGL CLR DBL TINT ` INSULATION. . . . . . . . . . . ' . . . . . . R-10 R-30 Ceiling R-Va` ue , , , , , , , , , 30 0 ' , . ..._......._ _... ..... ___--X } P-0 R-7 wall R-Valva. . . . . . . . . ^ ' --------------------X | R-0 R-19 Floor R-Value . . . . . . . . . � ----------______X____ AIR CONDITIONER. . . . . . . . . . . . . 10. 0 SEER 17. 0 SEER/EER . . . . . . . . . . . . . . . . . . 10. 0 | X------___________--- . 9 .7 EER 16 . 0 HEATING SYSTEM. . . . . . . . ' . . . . . �. 8 HSPF 12.0 Electric 0. 78 AFUE 0 .90 GasAFUE . , . . . . . . ' . ^ . 0. 00 ( ---.....-... .......... ....._ ...... ... ... ..... - . WATER HEATER. . . . . . . . . . . . . . . . ' 0 . 88 0 , 96 Electric EF. . . . . . . . . . . . . . 0 . 90 | ----X---------------- ' 0. 54 0. 90 Gas EF. . . . . . . . . . . . . . 0 . 00 ' --------- ____ . . . 0 .40 0 . 80 SolarEF . . . . . . . . . . . . . ' � _____-__------------- | OTHER FEATURES. . . . . . . . . . . ^ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , I certify that these energy saving features requi-ed for the Florida Energy Code have been insta7led in this nc` se . BuUder Acdress: .........___Iate : ... ....... __ ............._________ Florida Energy Code for Building Construction - 1993 Florida Department of Community Affairs FL-EPL C�RD�3 ' ^ AERIAL # 5304 * RESMANUJ ( c ) * 03-15-1996 WHOLE HOUSE HEAT GAIN / HEAT LOSS CALCULATION USlNG FLA/RES(c ) DATA FILES (BASED ON A . C.C. A . MANUAL J - SEVENTH EDITION ( c ) 1986 by A . C . C.A . ) ....... ....__.............._........ ..........______________.......... __ .................... ........... �� AX_fL___'-__-'-_-___ ___-------.------__--� __-___- ______�_______________ LWNEWT—-__--............ .................... _ ......................................-............ _-_____'_______________________________________________ Bl�}G_C�O��Tf(-'�K'TCXl=ISf!T{�f|T _______ _-_____ _____ H ..................................... � ......'.......-_........ ........... _ .......-_......_..... -_-- ...................................... ........................ ......................... ............. Conditioned Floor Area : 4555 SF GLASS/SF RATIO = 147: * Climatic Conditions & Design Conditions * __... ....___.....____ ........ .....................................__ ........ .............................. _____________ _....___........ ___________ Geographical Location : Florida | Jackso�ville _ ........___.........._ ...__________..............__....._____........._________....._______.........._____..... ...___.........______ ........... ........_ North Latitude / Elevation | 30 Deg . / 24 Ft . Above Sea Level Outdoor Winter Dry Bulb | 32 Deg . F Indoor Winter Dry Bulb | 70 Deg . F Winter (Actual ) Temp.Diff . | 38 Deg . F Winter Temp. Diff . (wTd ) | 40 Deg . F ]utdoor Summer Dry Bulb | 94 Deg . F Outdoor Summer Wet 8ulb | 77 Deg . F ` Outdoor Summer Hum . Ratio Gr/Lb | 114 Indoor Summer Relaltive Hum . | 50% Indoor Summer Design Gr/Lb. | 49 Indoor Summer Dry Bulb | 75 Deg . F indoor Summer Wet Bulb 62 . 3 Deg . F @ 64 Gr/Lb Summer Daily Range | 19 Deg . F - L Summer (Actual ) Temp .Diff . | 19 Deg . F Summer (User Sel ) Temp.Diff . ( sTd ) 20 Deg . F ..............._.....__ _ _.....__............................._____........ _ .........._ ............___.............._______... ..... ___ * HEATING SUMMARY * CRU[SEKK . DAT * COOLING SUMMARY * SUBTOTAL : 61674 . 21 ; STRUCTURE SENSIBLE : 39527 .20 | MECH. VENT- 300 Cfm : 6270 . 00 MECH.VENT : 45797. 20 | TEMP .SWING @ 3 DEG. : 1 . 00 | OCCUPANT/APPLIANCE : 4200 .00 DUCT LOSS : 3083 . 71 | DUCT GAIN : 4999 .72 TOTAL LOSS/BTUH : 64757 . 92 : TOTAL SENSIBLE : 54996 . 92 : TOTAL LATENT : 56457.73 ! SENSIBLE + LATENT : 111454. 70 20% OVERSIZE FACTOR : 12951 . 58 | 201 SENS.OVRSZE FTR: 10999 .38 A[�TUAL + 20% OVERSIZE : 77709 . 51 | SENS. + 20% OVERSIZE : 65996 . 31 * EQUIPMENT SELECTION * # ___/ HU MOD HTS INPUT______________f�TG OUTPUT__________�1TG CFM______��FUE.'|�1SPF____________ SENSIBLE .... ........._LATENT CLG _TOVAL__. (S)EER ______�CLG CFM .........._____ ...............________...........__'TYPE______�__�_ ' ^ * LOAD CALCULATION * TYPE Inside Shade Sc Area Loss/Btu" Gain/Btuh GLASS East Double Cir Drapes/Blints 1 35. 00 1015. 00 1610.00 East Double Cir Drapes/B1inrs 1 35 .00 1015 .00 161Q. V� East Double Clr Drapes/Blinds 1 20.00 580 . 00 920 . 00 East Double Cir Drapes/Blinds 1 20 . c0 580 .00 920. 0C East Double Kir Drapes/Blinds 1 42 .S0 1218 .00 1932 . 00 East Double Mr Drapes/Blinds 1 25. 00 725 . 00 1150. 00 West OWN e Cir Drapes/Blinds 1 20 .00 580 .00 920 00 West Double Cir Drapes/Blinds 1 30 . 00 870 . 00 1380. 00 Wes�' Double Cir Drapes/Blinds 1 36. 00 1044 , 00 1656. 00 West Double Cir Drapes/Blinds 1 30.00 870 . 00 13B0. 00 West Double Clr Drapes/Blinds 1 30 .00 870 .00 1380 . 00 West Double Clr Drapes/Blinds 1 33. 30 965 . 70 1531 .80 West Douole Clr Drapes/Blinds 1 12 . 00 348 . 00 552 .00 North Jouble Cir Drapes/Blinds 1 6 . 00 174 .00 96 . 00 North Double Cir Drapes/Blinds 1 20. 00 580 .00 320. 00 North Double Cir Drapes/B1inds 1 36 .00 i045 , 00 576. 00 North Double Clr Drapes/Blinds 1 36 .00 1044 . 00 576.00 North Double Clr Drapes/Blinds 1 30.00 870 . 00 4B0 . 00 South Double Or Drapes/Blinjs 1 20 .00 580.00 500 O0 South Double Cir Drapes/Blinds 1 20.00 580 .00 500.00 South Double Cir Drapes/Blinds 1 20. 00 580 . 00 500. 00 South Double Cir Drapes/Blinds 1 6 . 00 174.00 150.00 South Double Clr Drapes/Elinds 1 12 .00 348. 00 300 . 00 South Double C1r Drapes/Elinds 1 24 .00 696 , 00 600 ,00 South Double Clr Drapes/Blinds 1 24 .00 696.00 600. 00 Sou�h Double Cir Drapes/Blinds 1 37 .00 1073.00 925 . 00 infiltration : Winter Htm ( 30 . 33 ) x 659 . 30 17996 . 57 Infiltration : Summer Htm ( 7 ) x 659. 30 4615 . 10 R-Value Area Loss/Btuh Gain/Btuh WA L L S---------------------------------------'------------------------------ Wood Frame w/Brick - Ext . 11 1869. 00 6728 . 40 4672 . 50 Wooj Stud - Adj . 11 262 .00 943.20 445 4O SUBTOTALS: 2131 .00 7671 .60 5117 .90 D O O R MOO QEre/Wood Core/Wood - Ext. 0 20 . 0O 570 .00 254 .00 Sol� � Core/Wood - Ext . 0 20 . 00 570. 00 254 .00 Solid Core/Wood - Adj . 0 18 .00 399. 60 75. 60 Infiltration :Winter Htm( 30.33 > x 58.00 1759 . 14 . 00 Infiltration : Summer Htm( 7 ) x 58 .00 406.00 SUBTOTALS : 58 .00 3298 .74 989 .60 CE I L l N G S------------------------'--------------------------------------- Under Attic 30 1432.00 1861 . 60 2291 . 20 Under Attic 30 818 .00 1063. 40 1308 . 80 Under Attic 30 823 . 00 1069. 90 1316 ' 80 _........____ SUBTOTALS: T073.00 3994 .90 4916 . 80 F L O O R Slab on on Grade 0 181 . 00 Lin .Ft . 5864 . 40 000 .00 Raised Wood - Adjacent 19 823. 00 Sq .Ft . 1728. 30 823.00 _....._ ........ __.....____ SUBTDTALS: 181 .00 LAn .Ft . 7592. 70 823.00 SU8TOTALS: 823.w0 Sq .Ft . * TOTAL STRi/CTURE SENSIBLE * ........._.....___ 61674 . 21 39527 . 20 �..........�� i Nk CYNTHIA B. PEREZ Engineering Services 59 Phillips Avenue Ponte Vedra Beach, Florida 32082 (904) 273-6942 O E v A 0 pA �%jkC ECH C B��,Lo�N� f OIFIFIC MAY 14199 April 8, 1996 Mr. Steve Kicklighter Kicklighter Custom Homes Jacksonville, FL -�: 2 ' 1996 Dear Mr. Kicklighter: hilding and Zoning Reference is made to the set of plans for the construction of the Crise's residence at Atlantic Beach, Duval Co., Fl. The drawings were prepared by Mehm, number 3312-95, dated Feb. 96; a total of 8 sheets without a site plan were provided. As requested by you and in an effort to comply with the requirements of Atlantic Beach Building Department, a wind load analysis was performed on referenced structure. The "Residential Wind Design and Analysis" software (Second Edition) by Edward F. Hubert, P.E. was used for the calculations. In an effort to comply with the engineering work requested and after various computations, my recommendations are as follows: a. Construction shall be in accordance with Chapter XVII, Wood Construction of the Standard Building Code, latest edition. b. Wind load construction shall be in compliance with the analysis included in Enclosure 1. c. Uplifting connectors to be used at the headers of wall openings shall be in compliance with Enclosure 2. d. All windows and doors (including garage doors) shall withstand wind loads of 100 mph before failure. It is imperative you read and comprehend the engineer's wind load designs and make sure your sub-contractors understand the work required before it is done. The undersigned is not responsible for misinterpretations of this design during construction. In the case that Atlantic Beach building requirements are more stringent than those stated herein, the County's specifications shall be used. If I can be of any further assistance, please contact me at your convenience. Sincerely, J . a . Wnthia B. P ez Engineer/Owner Data entry by: CBP Date : 4-8-96 Project name : RESIDENCE FOR KICKLIGHTER HOMES Location : CRUISE' S RESIDENCE AT ATLANTIC BEACH FLORIDA ------------------------------------------------------------------------------- R E S I D E N T I A L W I N D D E S I G N A N D A N A L Y S I S A product of EDA Software, Inc . Based on the Standard Building Code, 1994 edition ------------------------------------------------------------------------------- **** GENERAL INPUT DATA **** Permanent construction L-shaped building --------------------------------------------------- A Bearing wall at roof level <----Plan outline D of residence ------Ridge------ v Bearing wall at roof level ---------- --------------------- Bearing wall----> <---Bearing E at roof level wall v ------------------- <------------- A -------------> I <------- B -------> I 1 <---------------------- C ------------------------> 1 All dimensions are out to out of studs . Dimension A = 22 . 67 feet Dimension B = 41 . 16 feet Dimension C = 63 . 83 feet Dimension D = 34 . 83 feet Dimension E = 14 feet Roof overhang in long direction from outer face of stud = 1 feet generally Roof overhang at short end wall from outer face of stud = 1 feet generally Height of exterior wall to top of plate on long side = 19 . 5 feet constant Roof cross slope = 7 /12 Wind velocity = 110 mph **** DEGREE OF ENCLOSURE **** ---------------- ------- ---- --- ---------- ------ --- ----------------- Assume that this building is an ' Enclosed building' per Code 1606 . 2 . 3 . -------------- --- - -- - -- - - - ----- -------- --- ---- -- ------- ---------------- .... ,.<`ZiliSdi�3��11.tT)f3f`r �jyk it......,, i:,-cc..c.i`ti�:{t3s -cL nK4'kRS2Rhi�2T�th}fts�Lfl' 'zi ...... ti **** STRUCTURAL FRAMING INPUT DATA **** *** Roof Structural Data *** Member number 1 Normal gable type house truss--supported by exterior walls only Span length out to out of supports = 14 feet Roof cross slope = 7 /12 Truss spacing = 24 inches Overhang = 1 feet Member number 2 Jack truss--hip-ended roof Span length out to out of supports = 30 feet Roof cross slope = 7 /12 Truss spacing = 24 inches Overhang = 1 feet Member number 3 Jack truss--hip-ended roof Span length out to out of supports = 34 . 83 feet Roof cross slope = 7 /12 Truss spacing = 24 inches Overhang = 1 feet Member number 4 Jack truss--hip-ended roof Span length out to out of supports = 41 . 16 feet Roof cross slope = 7 /12 Truss spacing = 24 inches Overhang = 1 feet *** Wall Structural Data *** Spacing of wall studs = 16 inches Total number of plates = 3 Wall stud number 1 is 8 feet high out to out of plates Wall stud number 2 is 10 feet high out to out of plates COEFFICIENTS AND PRESSURES FOR UPLIFT Main Wind Force Resisting Systems Actual pressure = Velocity pressure x Use factor x Coefficient Wind velocity is 110 mph Mean roof height is 25 . 13 feet Velocity pressure is 28 . 65624 psf Use factor is 1 . 0 Roof cross slope is 7 on 12, which equals 30 . 25644 degrees to horizontal End zone width is 6 . 966001 feet Coefficient Design Pressure (psf) ------------------------------------------------------------------- End zone Windward wall (1E) - . 75 -21 . 5 Windward roof (2E) -1 .4 -40 . 12 Leeward roof (3E) - . 8 -22 . 93 Leeward wall (4E) - . 75 -21 . 5 Overhang -1 . 5 -42 . 99 Interior zone Windward wall (1) - . 7 -20 . 06 Windward roof (2) -1 -28 . 66 Leeward roof (3) - . 65 -18 . 63 Leeward wall (4) - . 7 -20 . 06 Overhang -1 . 5 -42 . 99 COEFFICIENTS AND PRESSURES FOR LATERAL FORCES Main Wind Force Resisting Systems Actual pressure = Velocity pressure x Use factor x Coefficient Wind velocity is 110 mph Mean roof height is 25 . 13 feet Velocity pressure is 28 . 65624 psf Use factor is 1 . 0 Roof cross slope is 7 on 12 , which equals 30 . 25644 degrees to horizontal End zone width is 6 . 966001 feet y/ZEssu�LES Coefficient Design Pressure. (psf) ------------------------------------------------------------------- End zone Windward wall (1E) 1 28 . 65 Windward roof (2E) . 5 14 . 32 Leeward roof (3E) - .4 -11 . 47 Leeward wall (4E) - . 35 -10 . 03 Overhang -1 . 5 -42 . 99 Interior zone Windward wall (1) . 85 24 . 35 Windward roof (2) . 45 12 . 89 Leeward roof (3) - . 3 -8 . 6 Leeward wall (4) - . 25 -7 . 17 Overhang -1 . 5 -42 . 99 ROOF LOADING--Roof Number 1 (pounds per square foot) Roof cross slope = 7 inches per foot --------------------------------------- Fiberglass shingles 200 # per square and 2 layer of 15 # felt = 2 . 3 No insulation 7/16 in. roof sheathing = 1 . 31 ------------------------------------------------------------------------- Total roof unit weight on slope = 3 . 61 Cosine of roof cross slope = . 8637789 ------------------------------------------------------------------------- Roof unit weight on horizontal = 4 . 17931 2 in. x 4 in. wood trusses at 24 in. spacing = 2 . 240024 1 layer of 1/2 in. gypsum board ceiling--plain = 2 Ceiling insulation R-30 = • 5 Air-conditioning ductwork = 1 Full lighting = • 3 Miscellaneous = 0 ------------------ Total = 10 . 21933 Roof Unit Dead Load = 11 psf Roof dead load supported generally by wall = 183 . 7197 plf ROOF LOADING--Roof Number 2 (pounds per square foot) Roof cross slope = 7 inches per foot --------------------------------------- Fiberglass shingles 200 # per square and 2 layer of 15 # felt = 2 . 3 No insulation 7/16 in. roof sheathing = 1 . 31 ------------------------------------------------------------------------- Total roof unit weight on slope = 3 . 61 Cosine of roof cross slope = . 8637789 ------------ ------------------------------------------------------- ------ Roof unit weight on horizontal = 4 . 17931 2 in. x 4 in. wood trusses at 24 in. spacing = 2 . 240024 1 layer of 1/2 in. gypsum board ceiling--plain = 2 Ceiling insulation R-30 = . 5 Air-conditioning ductwork = 1 Full lighting = • 3 Miscellaneous = 0 ----------------------------------- = 10 . 21933 Total Roof Unit Dead Load = 11 psf Roof dead load supported generally by wall = 183 . 7197 plf ROOF LOADING--Roof Number 3 (pounds per square foot) Roof cross slope = 7 inches per foot --------------------------------------- Fiberglass shingles 200 # per square and 2 layer of 15 # felt = 2 . 3 No insulation 7/16 in. roof sheathing = 1 . 31 ------------------------------------------------------------------------- Total roof unit weight on slope = 3 . 61 Cosine of roof cross slope = . 8637789 ------------------------------------------------------------------------- Roof unit weight on horizontal = 4 . 17931 2 in. x 4 in. wood trusses at 24 in. spacing = 2 .240024 1 layer of 1/2 in. gypsum board ceiling--plain = 2 Ceiling insulation R-30 = • 5 Air-conditioning ductwork = 1 Full lighting = • 3 Miscellaneous = 0 ----------------------------------------- = 10 . 21933 Total Roof Unit Dead Load = 11 psf Roof dead load supported generally by wall = 183 . 7197 plf ROOF LOADING--Roof Number 4 (pounds per square foot) Roof cross slope = 7 inches per foot --------------------------------------- Fiberglass shingles 200 # per square and 2 layer of 15 # felt = 2 . 3 No insulation 7/16 in. roof sheathing = 1 . 31 ----------------------------------------------------------------- Total roof unit weight on slope = 3 . 61 Cosine of roof cross slope = . 8637789 --------------------------------------------------- ------------- Roof unit weight on horizontal = 4 . 17931 2 in. x 4 in. wood trusses at 24 in. spacing = 2 . 240024 1 layer of 1/2 in. gypsum board ceiling--plain = 2 Ceiling insulation R-30 = • 5 Air-conditioning ductwork = 1 Full lighting = ' 3 Miscellaneous = 0 Total = 10 . 21933 Roof Unit Dead Load = 11 psf Roof dead load supported generally by wall = 183 . 7197 plf ROOF LOADING--Roof Number 5 (pounds per square foot) Roof cross slope = 7 inches per foot --------------------------------------- Fiberglass shingles 200 # per square and 2 layer of 15 # felt = 2 .3 No insulation 7/16 in. roof sheathing = 1 .31 ------------------------------------------------------------------------- Total roof unit weight on slope = 3 . 61 Cosine of roof cross slope = . 8637789 ------------------------------------------------------------------------- Roof unit weight on horizontal = 4 . 17931 2 in. x 4 in. wood trusses at 24 in. spacing = 2 .240024 1 layer of 1/2 in. gypsum board ceiling--plain = 2 Ceiling insulation R-30 = • 5 Air-conditioning ductwork = 1 Full lighting = • 3 Miscellaneous = 0 ------------------------------- Total = 10 . 21933 Roof Unit Dead Load = 11 psf Roof dead load supported generally by wall = 183 . 7197 plf ROOF LOADING--Roof Number 6 (pounds per square foot) Roof cross slope = 7 inches per foot --------------------------------------- Fiberglass shingles 200 # per square and 2 layer of 15 # felt = 2 . 3 No insulation 7/16 in. roof sheathing = 1 . 31 ------------------------------------------------------------------------- Total roof unit weight on slope = 3 . 61 Cosine of roof cross slope = . 8637789 ------------------------------ ------------------- -- --- --- --- --- ---------- Roof unit weight on horizontal = 4 . 17931 2 in. x 4 in. wood trusses at 24 in. spacing = 2 . 240024 1 layer of 1/2 in. gypsum board ceiling--plain = 2 Ceiling insulation R-30 = • 5 Air-conditioning ductwork = 1 Full lighting = • 3 Miscellaneous = 0 --------------------------------------- - 10 . 21933 Total Roof Unit Dead Load = 11 psf Roof dead load supported generally by wall = 183 . 7197 plf ROOF LOADING--Roof Number 7 (pounds per square foot) Roof cross slope = 7 inches per foot --------------------------------------- Fiberglass shingles 200 # per square and 2 layer of 15 # felt = 2 . 3 No insulation 7/16 in. roof sheathing = 1 . 31 ------------------------------------------------------------------------- Total roof unit weight on slope = 3 . 61 Cosine of roof cross slope = . 8637789 ------------------------------------------------------------------------- Roof unit weight on horizontal = 4 . 17931 2 in. x 4 in. wood trusses at 24 in. spacing = 2 . 240024 1 layer of 1/2 in. gypsum board ceiling--plain = 2 Ceiling insulation R-30 = . 5 Air-conditioning ductwork = 1 Full lighting = . 3 Miscellaneous = 0 Total = 10 . 21933 Roof Unit Dead Load = 11 psf Roof dead load supported generally by wall = 183 . 7197 plf ROOF LOADING--Roof Number 8 (pounds per square foot) Roof cross slope = 7 inches per foot --------------------------------------- Fiberglass shingles 200 # per square and 2 layer of 15 # felt = 2 . 3 No insulation 7/16 in. roof sheathing = 1 . 31 ------------------------------------------------------------------------- Total roof unit weight on slope = 3 . 61 Cosine of roof cross slope = . 8637789 -------- --------------------------- -------------------------------- ---- -- Roof unit weight on horizontal = 4 . 17931 2 in. x 4 in. wood trusses at 24 in. spacing = 2 . 240024 1 layer of 1/2 in. gypsum board ceiling--plain = 2 Ceiling insulation R-30 = 5 Air-conditioning ductwork = 1 Full lighting = . 3 Miscellaneous = 0 ------------------------------------------------------------------------- ------------------------------------------------------------------------- Total = 10 . 21933 Roof Unit Dead Load = 11 psf Roof dead load supported generally by wall = 183 . 7197 plf ROOF MEMBER DEAD LOAD REACTIONS AT BEARINGS All values are in pounds Roof member number 1 --Span 14 feet, Slope 7 /12 , interior zone---- 154 Roof member number 2 --Span 14 feet, Slope 7 /12, end zone--------- 154 Roof member number 3 --Span 30 feet, Slope 7 /12, interior zone---- 318 Roof member number 4 --Span 30 feet, Slope 1 /12, end zone--------- 318 Roof member number 5 --Span 34 . 83 feet, Slope 7 /12, interior zone---- 367 Roof member number 6 --Span 34 . 83 feet, Slope 7 /12, end zone--------- 367 Roof member number 7 --Span 41 . 16 feet, Slope 7 /12, interior zone---- 432 Roof member number 8 --Span 41 . 16 feet, Slope 7 /12, end zone--------- 432 EXTERIOR WALL LOADING (pounds per linear foot) Wood frame wall-- 8 ft . out to out plates--Second story 3--2 in. x 4 in. plates = 2 . 865625 2 in. x 4 in. studs at 16 in. spacing = 5 .462598 R-13 Insulation = 1 . 90625 Brick veneer siding = 326 . 6667 1/2 in. Gypsum board--Total 1 layer--- = 16 Total = 352 . 9011 Exterior Wall Unit Dead Load 353 plf EXTERIOR WALL LOADING (pounds per linear foot) Wood frame wall-- 10 ft . out to out plates--First story 3--2 in. x 6 in. plates = 4 . 503125 2 in. x 6 in. studs at 16 in. spacing = 10 . 83564 R-13 Insulation = 2 .40625 Brick veneer siding = 406 . 6667 1/2 in. Gypsum board--Total 1 layer--- = 20 Total = 444 .4117 Exterior Wall Unit Dead Load = 445 plf Combined Wall Unit Dead Load = 798 plf FLOOR LOADING (pounds per square foot) Carpeting = 1 3/4 in. plywood flooring = 2 .25 Wood joists 2 in. x 16 in. at 24 in. spacing = 2 . 732292 Gypsum board plain ceiling--total 1 layer of 1/2 in. = 2 Air-conditioning ductwork and potable water pipes = 1 . 5 Full lighting = • 3 ------------------------------ Total = 9 .782291 Floor Unit Dead Load = 10 psf Floor dead load supported by wall = 200 . 6266 plf FLOOR LOADING (pounds per square foot) Carpeting = 1 3/4 in. plywood flooring = 2 . 25 Wood joists 2 in. x 16 in. at 24 in. spacing = 2 .732292 Gypsum board plain ceiling--total 1 layer of 1/2 in. = 2 Air-conditioning ductwork and potable water pipes = 1 . 5 Full lighting = • 3 ------------------------------- Total = 9 . 782291 Floor Unit Dead Load = 10 psf Floor dead load supported by wall = 171 . 2797 plf S U M M A R Y O F H U R R I C A N E A N C H O R D E S I G N SEMCo hurricane anchors Member number 1 --Span 14 feet--located in interior zone--Model HCPR Member number 2 --Span 14 feet--located in end zone----- --Model HCPRF Member number 3 --Span 30 feet--located in interior zone- -Model HCPR & HCPL Member number 4 --Span 30 feet--located in end zone----- --Model HCPR & HCPL Member number 5 --Span 34 . 83 feet--located in interior zone--Model HCPR & HCPL Member number 6 --Span 34 . 83 feet--located in end zone- - - - ---Model HCPR & HCPL Member number 7 --Span 41 . 16 feet--located in interior zone- -Model HCPR & HCPL Member number 8 --Span 41 . 16 feet--located in end zone- - -- ---Model HCPR & HCPL S U M M A R Y O F H U R R I C A N E A N C H O R A N A L Y S I S All values of forces are in pounds . Resistances were increased by 60 percent . End zone width = 6 . 966001 feet Code : C = Compliance N' = Non-compliance SEMCo hurricane anchors Member 1 --Gable roof--Span 14 feet, at 24 inches oc- -in interior zone : Uplift = 577 Dead = 154 Net = 423 Model HCPR, Resistance = 520 C Model HCPR--20 gauge anchor, 4--8d nails to truss, 4- -8d nails to plate 777.7 Member 2 --Gable roof--Span 14 feet, at 24 inches oc--in end zone : Uplift = 678 Dead = 154 Net = 524 Model HCPRF, Resistance = 540 C Model HCPRF--18 gauge anchor, 6--8d nails to truss, 6--8d nails to plate Member 3 --Hip roof--Span 30 feet, at 24 inches oc--in interior zone: Uplift = 944 Dead = 318 Net = 626 Model HCPR & HCPL, Resistance = 1040 C Model HCPR and HCPL--20 gauge anchor, 4-8d to truss, 4-8d to plate (each) Member 4 --Hip roof--Span 30 feet, at 24 inches oc--in end zone: Uplift = 944 Dead = 318 Net = 626 Model HCPR & HCPL, Resistance = 1040 C Model HCPR and HCPL--20 gauge anchor, 4-8d to truss, 4-8d to plate (each) Member 5 --Hip roof--Span 34 . 83 feet, at 24 inches oc--in interior zone: Uplift = 1075 Dead = 367 Net = 708 Model HCPR & HCPL, Resistance = 1040 C Model HCPR and HCPL--20 gauge anchor, 4-8d to truss, 4-8d to plate (each) Member 6 --Hip roof--Span 34 . 83 feet, at 24 inches oc--in end zone : Uplift = 1075 Dead = 367 Net = 708 Model HCPR & HCPL, Resistance = 1040 C Model HCPR and HCPL--20 gauge anchor, 4-8d to truss, 4-8d to plate (each) Member 7 --Hip roof--Span 41 . 16 feet, at 24 inches oc--in interior zone : Uplift = 1247 Dead = 432 Net = 815 Model HCPR & HCPL, Resistance = 1040 C Model HCPR and HCPL--20 gauge anchor, 4-8d to truss, 4-8d to plate (each) Member 8 --Hip roof--Span 41 . 16 feet, at 24 inches oc--in end zone : Uplift = 1247 Dead = 432 Net = 815 Model HCPR & HCPL, Resistance = 1040 C Model HCPR and HCPL--20 gauge anchor, 4-8d to truss, 4-8d to plate (each) **** ANALYSIS OF ROOF SHEATHING AS SHEAR DIAPHRAGM TRANSVERSE **** Shear analysis applies along supporting shearwalls . Roof trusses are Southern Pine lumber, spaced at 24 inches Sheathing is Oriented Strand Board, 7/16 inch thick Sheathing has no intermediate blocking Fasteners on panel ends are 8d nails spaced at 3 inches Fasteners in panel interior are 8d nails spaced at 12 inches Total lateral wind force on building = 49151 pounds Total force transferred through diaphragm to shearwalls = 18581 pounds Total length of shearwalls = 46 feet MINIMUM REQUIRED TOTAL SHEARWALL LENGTH = 44 .4 FT. --LOCATE EVENLY THROUGHOUT Actual diaphragm force per unit length of shearwall = 403 plf Allowable diaphragm force per unit length of shearwall = 418 plf ------------------------------------------------------------------------------- *** Summary of Analysis *** Roof sheathing diaphragm satisfies Code requirements . **** ANALYSIS OF ROOF SHEATHING AS SHEAR DIAPHRAGM LONGITUDINAL **** Shear analysis applies along supporting shearwalls . Roof trusses are Southern Pine lumber, spaced at 24 inches Sheathing is Oriented Strand Board, 7/16 inch thick Sheathing has no intermediate blocking Fasteners on panel ends are 8d nails spaced at 3 inches Fasteners in panel interior are 8d nails spaced at 12 inches Total lateral wind force on building = 24689 pounds Total force transferred through diaphragm to shearwalls = 12638 . 25 pounds Total length of shearwalls = 40 feet MINIMUM REQUIRED TOTAL SHEARWALL LENGTH = 30 . 2 FT. --LOCATE EVENLY THROUGHOUT Actual diaphragm force per unit length of shearwall = 315 plf Allowable diaphragm force per unit length of shearwall = 418 plf ------------------------------------------------------------------------------- *** Summary of Analysis *** Roof sheathing diaphragm satisfies Code requirements . I **** ANALYSIS OF ROOF SHEATHING FOR FASTENER WITHDRAWAL **** Interior zone (area Ri) Roof trusses are Southern Pine lumber, spaced at 24 inches Sheathing is 7/16 inch with no intermediate blocking Size of sheathing is 48 inches by 96 inches Fasteners along end trusses are 8d nails spaced at 3 inches Fasteners along int . trusses are 8d nails spaced at 12 inches Total outward wind force on sheathing = 944 pounds Total withdrawal resistance of 49 nails = 3721 pounds (increased for wind) Fastening of roof sheathing satisfies Code requirements . Edge strip (area Si) width = 3 .483 feet Roof trusses are Southern Pine lumber, spaced at 24 inches Sheathing is 7/16 inch with no intermediate blocking Size of sheathing is 48 inches by 96 inches Fasteners along end trusses are 8d nails spaced at 3 inches Fasteners along int . trusses are 8d nails spaced at 12 inches Total outward wind force on sheathing = 1414 pounds Total withdrawal resistance of 49 nails = 3721 pounds (increased for wind) Fastening of roof sheathing satisfies Code requirements . End zone (areas Se and C) width = 6 . 966001 feet Roof trusses are Southern Pine lumber, spaced at 24 inches Sheathing is 7/16 inch with no intermediate blocking Size of sheathing is 48 inches by 96 inches Fasteners along end truss are 8d nails spaced at 3 inches Fasteners along end wall are 8d nails spaced at 3 inches Fasteners along int . trusses are 8d nails spaced at 12 inches Total outward wind force on sheathing = 1287 pounds Total withdrawal resistance of 49 nails = 3721 pounds (increased for wind) Fastening of roof sheathing satisfies Code requirements . **** DESIGN OF WALL STUDS **** *** Design of Wall Stud Number 1 *** 2 in. x 4 in. single studs at 16 in. spacing Stud height is 7 . 625 feet--located in interior zone Top of studs is laterally supported by ceiling diaphragm or other method Spruce--Pine--Fir lumber----Number 1--Number 2 grade Sheathing is 7/16 inch rated OSB, span rating 24/16 Cross-sectional properties : Composite action between wood stud and sheathing: Transformed section analysis Elastic modulus of wood stud = 1400000 in. A2 Elastic modulus of sheathing = 722857 in. ~2 Modular ratio = . 3227041 Location of neutral axis : Distance from inside face of stud = 2 . 342264 inches Distance from exterior face of sheathing = 1 . 595236 inches Cross-sectional area = 7 . 508928 sq. in. Moment of inertia = 11 . 51701 in. A4 Section modulus--stud/sheathing bending in vertical plane : Inside face of stud = 4 . 917041 in. A3 Outside of plywood = 7 . 219624 in. A3 Section modulus for sheathing bending in horizontal plane = . 3828125 in. ~3 Total outward force on stud = 377 pounds Stud moment = 359 ft-lb. Composite bending stresses in vertical stud: Stud inside face Actual = 876 psi Allowable = 2415 psi (adjusted) Sheathing exterior Actual = 192 psi Allowable = 661 psi (adjusted) Stud shear stress Actual = 49 psi Allowable = 112 psi (adjusted) Stud tensile stress Actual = 62 psi Allowable = 1020 psi (adjusted) Interaction bending and tension actual/allowable stress ratio total = .4235172 Sheathing stress horiz : Actual = 206 psi Allowable = 222 psi (adjusted) Deflections : Stud : Actual = . 1457 in. Allowable = . 5083 in. ------------------------------------------------ ------------------------------- *** Summary of Design *** Wall structure satisfies all Code requirements . **** DESIGN OF WALL STUDS **** *** Design of Wall Stud Number 2 *** 2 in. x 4 in. single studs at 16 in. spacing Stud height is 7. 625 feet--located in end zone Top of studs is laterally supported by ceiling diaphragm or other method Spruce--Pine--Fir lumber----Number 1--Number 2 grade Sheathing is 15/32 inch rated OSB, span rating 24/16 Cross-sectional properties : Composite action between wood stud and sheathing:' Transformed section analysis Elastic modulus of wood stud = 1400000 in. A2 Elastic modulus of sheathing = 722857 in. A2 Modular ratio = . 322704 Location of neutral axis : Distance from inside face of stud = 2 . 37615 inches Distance from exterior face of sheathing = 1 . 5926 inches Cross-sectional area = 7 . 67028 sq. in. Moment of inertia = 11 . 9269 in. A4 Section modulus--stud/sheathing bending in vertical plane : Inside face of stud = 5 . 019423 in. A3 Outside of plywood = 7 .488947 in. A3 Section modulus for sheathing bending in horizontal plane = .4394531 in. A3 Total outward force on stud = 434 pounds Stud moment = 413 ft-lb. Composite bending stresses in vertical stud: Stud inside face Actual = 988 psi Allowable = 2415 psi (adjusted) Sheathing exterior Actual = 213 psi Allowable = 661 psi (adjusted) Stud shear stress : Actual = 57 psi Allowable = 112 psi (adjusted) Stud tensile stress : Actual = 61 psi Allowable = 1020 psi (adjusted) Interaction bending and tension actual/allowable stress ratio total = .4689136 Sheathing stress horiz : Actual = 207 psi Allowable = 222 psi (adjusted) Deflections : Stud : Actual = . 162 in. Allowable = . 5083 in. ------------------------------------------------------------- ------------------ *** Summary of Design *** Wall structure satisfies all Code requirements . **** DESIGN OF WALL STUDS **** *** Design of Wall Stud Number 3 *** 2 in. x 6 in. single studs at 16 in. spacing Stud height is 9 . 625 feet--located in interior zone Top of studs is laterally supported by ceiling diaphragm or other method Spruce--Pine--Fir lumber----Number 1--Number 2 grade Sheathing is 15/32 inch rated OSB, span rating 24/16 Cross-sectional properties : Composite action between wood stud and sheathing: Transformed section analysis Elastic modulus of wood stud = 1400000 in. A2 Elastic modulus of sheathing = 722857 in. A2 Modular ratio = . 322704 Location of neutral axis : Distance from inside face of stud = 3 .426929 inches Distance from exterior face of sheathing = 2 . 541821 inches Cross-sectional area = 10 . 67028 sq. in. Moment of inertia = 37 . 50793 in. A4 Section modulus--stud/sheathing bending in vertical plane : Inside face of stud = 10 . 94505 in. A3 Outside of plywood = 14 . 75632 in. A3 Section modulus for sheathing bending in horizontal plane = .4394531 in. A3 Total outward force on stud = 475 pounds Stud moment = 571 ft-lb. Composite bending stresses in vertical stud: Stud inside face Actual = 626 psi Allowable = 2415 psi (adjusted) Sheathing exterior Actual = 149 psi Allowable = 661 psi (adjusted) Stud shear stress : Actual = 61 psi Allowable = 112 psi (adjusted) Stud tensile stress : Actual =-22 psi Allowable = 1020 psi (adjusted) Interaction bending and tension actual/allowable stress ratio total = . 268323 Sheathing ttress horiz : Actual = 179 psi Allowable = 222 psi (adjusted) Deflections : Stud : Actual = . 1134 in. Allowable = . 6416 in. ------------------------------------------------------------------------------- *** Summary of Design *** Wall structure satisfies all Code requirements . **** DESIGN OF WALL STUDS **** *** Design of Wall Stud Number 4 *** 2 in. x 6 in. single studs at 16 in. spacing Stud height is 9 . 625 feet--located in end zone Top of studs is laterally supported by ceiling diaphragm or other method Spruce--Pine--Fir lumber----Number 1--Number 2 grade Sheathing is 15/32 inch rated OSB, span rating 24/16 Cross-sectional properties : Composite action between wood stud and sheathing: Transformed section analysis Elastic modulus of wood stud = 1400000 in. A2 Elastic modulus of sheathing = 722857 in. A2 Modular ratio = . 322704 Location of neutral axis : Distance from inside face of stud = 3 .426929 inches Distance from exterior face of sheathing = 2 . 541821 inches Cross-sectional area = 10 . 67028 sq. in. Moment of inertia = 37 . 50793 in. A4 Section modulus--stud/sheathing bending in vertical plane : Inside face of stud = 10 . 94505 in. A3 Outside of plywood = 14 . 75632 in. A3 Section modulus for sheathing bending in horizontal plane = .4394531 in. A3 Total outward force on stud = 545 pounds Stud moment = 655 ft-lb. Composite bending stresses in vertical stud: Stud inside face : Actual = 718 psi Allowable = 2415 psi (adjusted) Sheathing exterior : Actual = 172 psi Allowable = 661 psi (adjusted) Stud shear stress Actual = 70 psi Allowable = 112 psi (adjusted) Stud tensile stress Actual =-22 psi Allowable = 1020 psi (adjusted) Interaction bending and tension actual/allowable stress ratio total = . 3064182 Sheathing stress horiz : Actual = 206 psi Allowable = 222 psi (adjusted) Deflections : Stud : Actual = . 1301 in. Allowable = . 6416 in. ------------------------------------------------------------------------------- *** Summary of Design *** Wall structure satisfies all Code requirements . **** ALLOWABLE STRESS PROPERTIES **** Base stresses (psi) : Wood: Bending = 875 Tension = 425 Shear = 70 Elastic modulus = 14p0000 Adjustment factors for wood: Duration (Du) = 1 . 6 Wet service (Wt) = 1 Temperature (Tm) = 1 Stability (St) = 1 Size (Sz) = 1 . 5 Volume (Vm) = 1 Flat use (Fu) = 1 Repetitive (Rp) = 1 . 15 Curvature (Cu) = 1 Form (Fm) = 1 Shear stress (Sh) = 1 Allowable stresses (psi) : Wood: Bending = 2415 (Base x Du x Wt x Tm x St x Sz x Vm x Fu x Rp x Cu x Fm) Tension = 1020 (Base x Du x Wt x Tm x Sz) Shear = 112 (Base x Du x Wt x Tm x Sh) Elastic modulus = 2240000 (Base x Wt x Tm) Sheathing: Bending = 222 (Base x 1 . 33) Elastic modulus = 61904 . 76 (Base) Modular ratio = . 322704 T R A N S V E R S E D R A G S T R U T N A I L D E S I G N 7aP p44f 6'S Wall fra ng is 2 in. x 4 in. studs Wall framing lumber is Southern Pine Fasteners are 16d common nails Approximate nail spacing = 4 inches Total lateral force on building = 49151 pounds Force applied at top of walls = 18581 pounds Total dragstrut length = 46 feet Shear per unit dragstrut length = 403 pounds per linear foot Actual shear on each nail = 134 pounds Allowable shear on each nail = 161 pounds Dragstrut nailing satisfies Code requirements . ------------------------------------------------------------------------------- L O N G I T U D I N A L D R A G S T R U T N A I L D E S I G N POO -1014716--s Wall fr ing is 2 in. x 4 in. studs Wall framing lumber is Southern Pine Fasteners are 16d common nails Approximate nail spacing = 4 inches Total lateral force on building = 24689 pounds Force applied at top of walls = 12638 pounds Total dragstrut length = 40 feet Shear per unit dragstrut length = 315 pounds per linear foot Actual shear on each nail = 105 pounds Allowable shear on each nail = 161 pounds Dragstrut nailing satisfies Code requirements . /fin' l Gu i rHd29-w�.. **** T R A N S V E R S E S H E A R W A L L D E S I G N **** Wall framing is 2 in. x 6 in. studs at 16 . inch spacing O Wall stud framing lumber is Southern Pine Wall shear siding is CD plywood sheathing -- 19/32 inch thick Wall sheathing has all edges nailed S 1 Wall shear siding is applied directly to framing Fasteners : lod common nails spaced along edges at 2 inch centers Fasteners : 10d common nails spaced in interior at 12 inch centers Total lateral force on building = 49151 pounds Force applied at top of walls = 38961 pounds Accumulated total shearwall length = 45 . 5 feet Actual unit shear on shearwalls = 856 pounds per linear foot Allowable unit shear on shearwalls = 1161 pounds per linear foot Shearwall satisfies Code requirements . ----------------------------------------------------- **** L O N G I T U D I N A L S H E A R W A L L D E S I G N **** Wall framing is 2 in. x 6 in. studs at 16 inch spacing Wall stud framing lumber is Southern Pine Wall shear siding is CD plywood sheathing -- 19/32 inch thick Wall sheathing has all edges nailed Wall shear siding is applied directly to framing Fasteners : 10d common nails spaced along edges at 2 inch centers Fasteners : 10d common nails spaced in interior at 12 inch centers Total lateral force on building = 24689 pounds Force applied at top of walls = 24982 pounds Accumulated total shearwall length = 40 feet Actual unit shear on shearwalls = 624 pounds per linear foot Allowable unit shear on shearwalls = 1161 pounds per linear foot Shearwall satisfies Code requirements . --------------------------- ----------------------- *** ANALYSIS OF OUTWARD FORCES ON PLYWOOD WALL SHEATHING *** Wall number 1 : Total outward wind force on sheathing = 1131 pounds : Total withdrawal resistance of 154 NAILS = 22484 pounds Wall number 2 : Total outward wind force on sheathing = 1302 pounds : Total withdrawal resistance of 154 NAILS = 22484 pounds Wall number 3 : Total outward wind force on sheathing = 1425 pounds : Total withdrawal resistance of 182 NAILS = 26572 pounds Wall number 4 : Total outward wind force on sheathing = 1635 pounds : Total withdrawal resistance of 182 NAILS = 26572 pounds I **** T R A N S V E R S E S H E A R W A L L A N A L Y S I S r� Wall framing is 2 in. x 4 in. studs at 16 inch spacing Wall stud framing lumber is Spruce--Pine--Fir Wall shear siding is Oriented Strand Board -- 7/16 inch thick Wall sheathing has all edges nailed Fasteners : 8d common nails spaced along edges at 3 inch centers Fasteners : 8d common nails spaced in interior at 12 inch centers Total lateral force on building = 49151 pounds Force applied at top of walls = 18581 pounds Accumulated total shearwall length = 46 feet Actual unit shear on shearwalls = 403 pounds per linear foot Allowable unit shear on shearwalls = 429 pounds per linear foot Shearwall satisfies Code requirements . ------------------------------------------------------------------------------- **** L O N G I T U D I N A L S H E A R W A L L A N A L Y S I S **** Wall framing is 2 in. x 4 in. studs at 16 inch spacing Wall stud framing lumber is Spruce--Pine--Fir Wall shear siding is Oriented Strand Board -- 7/16 inch thick Wall sheathing has all edges nailed Fasteners : 8d common nails spaced along edges at 3 inch centers Fasteners : 8d common nails spaced in interior at 12 inch centers Total lateral force on building = 24689 pounds Force applied at top of walls = 12638 pounds Accumulated total shearwall length = 40 feet Actual unit shear on shearwalls = 315 pounds per linear foot Allowable unit shear on shearwalls = 429 pounds per linear foot Shearwall satisfies Code requirements . ------------------------- ---- ---------- ----------------- ----------------------- I *** ANALYSIS OF OUTWARD FORCES ON WALL SHEATHING *** Wall number 1 : Total outward wind force on sheathing = 1131 pounds : Total withdrawal resistance of 108 nails = 6026 pounds Wall number 2 : Total outward wind force on sheathing = 1302 pounds : Total withdrawal resistance of 108 nails = 6026 pounds Wall number 3 : Total outward wind force on sheathing = 1425 pounds : Total withdrawal resistance of 128 nails = 7142 pounds Wall number 4 : Total outward wind force on sheathing = 1635 pounds : Total withdrawal resistance of 128 nails = 7142 pounds **** ANALYSIS OF STRAP TIES **** Studs at 16 in. spacing Straight ties SEMCo Model RS150--all nails per mfr--data by operator not EDA--10d nails Spruce--Pine--Fir framing lumber 3�jr� Go,✓C �ZZ-/Oq�i��iGS Strap tie spacing is 48 inches Total uniform wind uplift in second story at floor level = 535 plf Uniform dead loads per linear foot : Roof = 183 . 7197 plf Wall = 352 . 9011 plf --------------------- Total = 536 . 6208 plf Total uniform dead load i econd story at floor leve = 536 plf Net wind uplift in second story =-1 plf Total uplift force on each strap tie =-4 pounds Allowable tension load on strap tie = 1316 pounds (increased by 60 percent) --------------------------------------------------------------------------- *** Summary of Analysis *** Strap ties COMPLY with Code requirements . 'ASE�� ter/✓ UIoC//=T/�/�� 47' . 77Zc'S T— J P � 2 **** ANALYSIS OF SHEATHING FASTENERS **** Wall framing is Spruce--Pine--Fir lumber Sheathing is 7/16 inch Oriented Strand Board Sheathing extends from bottom of bottom plate to top of top plate Fasteners are 8d common nails at 3 inch spacing Total uniform wind uplift in second story at top of wall level = 535 plf Uniform dead loads per linear foot : Roof = 183 . 7197 plf --------------------- Total = 183 . 7197 plf Total uniform dead load in second story at top of wall level = 183 plf Net wind uplift in second story at top of wall level = 352 plf Total uplift force on each nail = 88 pounds Allowable shear on each nail = 97 pounds (increased for wind) Sheathing to plate fastening satisfies all Code requirements . /5Z�> i,,/ 11Z-1 /6s� ez 2 �S8 its **** ANALYSIS OF SHEATHING FASTENERS **** Wall framing is Spruce--Pine--Fir lumber Sheathing is 7/16 inch Oriented Strand Board Sheathing extends from bottom of bottom plate to top of top plate Fasteners are 8d common nails at 3 inch spacing Total uniform wind uplift in first story at floor level = 535 plf Uniform dead loads per linear foot : Roof = 183 . 7197 plf Wall = 352 . 9011 plf Floor = 171 . 2797 plf Wall = 444 .4117 plf --------------------- Total = 1152 . 312 plf Total uniform dead load in first story at floor level = 1152 plf Net wind uplift in first story at floor level =-617 plf Total uplift force on each nail =-155 pounds Allowable shear on each nail = 97 pounds (increased for wind) Sheathing to plate fastening satisfies all Code requirements . **** ANALYSIS OF PORCH ROOF BEAM TO COLUMN CONNECTION Columns are at 102 inch spacing 9 SEMCo Model RS150 BENT IN "U"--all nails per mfr. --data supplied by operator, not EDA Southern Pine framing lumber Total uniform wind uplift at top of column = 358 plf Total uniform dead load at top of column = 49 plf Net uniform wind uplift at top of column = 309 plf Total uplift force on connector = 1309 pounds Allowable tension load on connector = 3290 pounds (increased by 60 percent) --------------------------------------------------------------------------- *** Summary of Analysis *** Connection satisfies all Code requirements . posT � **** ANALYSIS OF PORCH ROOF BEAM TO COLUMN CONNECTION Columns are at 87 inch spacing SEMCo Model RS150 BENT IN "U" --all nails per mfr. --data supplied by operator, not EDA Spruce--Pine--Fir framing lumber Total uniform wind uplift at top of column = 374 plf Total uniform dead load at top of column = 52 plf Net uniform wind uplift at top of column = 322 plf Total uplift force on connector = 1168 pounds Allowable tension load on connector = 2632 pounds (increased by 60 percent) --------------------------------------------------------------------------- *** Summary of Analysis *** Connection satisfies all Code requirements . pa�sT Za **** ANALYSIS OF PORCH ROOF BEAM TO COLUMN CONNECTION Columns are at 87 inch average spacing SEMCo l Model RS150 BENT IN "U" --all nails per mfr. --data supplied by operator, not EDA Southern Pine framing lumber Total uniform wind uplift at top of column = 374 plf Total uniform dead load at top of column = 52 plf Net uniform wind uplift at top of column = 322 plf Total uplift force on connector = 2337 pounds Allowable tension load on connector = 3290 pounds (increased by 60 percent) --------------------------------------------------------------------------- *** Summary of Analysis *** Connection satisfies all Code requirements . AA 6 Lk-�N AT 7Yi5 6077Z/h aF **** DESIGN OF FOUNDATION ANCHORAGE **** Anchor bolts are 1/2 inch A307, with 2 inch SEMCo round washer at 48 inches Total uniform wind uplift on foundation = 535 pounds per linear foot Uniform dead loads in pounds per linear foot : Roof = 183 . 7197 plf Wall = 352 . 9011 plf Floor = 171 . 2796 plf Wall = 444 .4117 plf -------------------- Total = 1152 . 312 plf Total uniform dead load times 2/3 = 768 pounds per linear foot Net uplift force on foundation =-233 pounds per linear foot Total uplift force on each anchor bolt =-932 pounds Safe tension value of each anchor bolt = 1635 pounds (increased for wind) Bolt safe tension value is governed by washer failure ------------------------------------------------------------------------------- *** Summary of Design *** Foundation anchorage satisfies all Code requirements . **** DESIGN OF CORNER HOLD-DOWN REQUIREMENTS **** Hold-down is 1/2 inch anchor bolt with 3 inch square plate washer, each wall Normal anchor bolt spacing = 48 inches Distance from corner to hold-down device = 6 . 5 inches Distance from corner to first interior anchor bolt = 48 inches Net uplift force on foundation =-233 pounds per linear foot Tributary distance to corner device = 2 . 270833 feet Net uplift on corner hold-down device =-530 pounds Uplift tension due to shearwall action in a transverse shearwall segment : Distance from corner to hold-down device = 6 . 5 inches Distance from corner to first interior anchor bolt = 6 inches Total shear from shearwall segment = 7706 pounds Height of wall = 19 . 5 feet Uniform dead load times 2/3 = 531 pounds per linear foot Shearwall moment at bottom of wall = 110973 foot-pounds Additional tension at corner device = 8044 pounds Total uplift tension on corner hold-down devices = 7514 pounds Allowable tension on corner hold-down devices = 7572 pounds ---------------------------------------------------- ---------------------- --- *** Summary of Design *** Corner hold-down device COMPLIES with Code requirements . r33 /2S b sYP 1 t Z(-/Js /�s��,� � � a 9J P 70 /�s > 7/si �,v r�x r�ry Ar **** DESIGN OF FOUNDATION ANCHORAGE **** Anchor bolts are 1/2 inch A307, with 2 inch SEMCo round washer at 48 inches Total uniform wind uplift on foundation = 535 pounds per linear foot Uniform dead loads in pounds per linear foot : Roof = 183 . 7197 plf Wall = 352 . 9011 plf Floor = 171 .2796 plf Wall = 444 .4117 plf -------------------- Total = 1152 .312 plf Total uniform dead load times 2/3 = 768 pounds per linear foot Net uplift force on foundation =-233 pounds per linear foot Total uplift force on each anchor bolt =-932 pounds Safe tension value of each anchor bolt = 1635 pounds (increased for wind) Bolt safe tension value is governed by washer failure ------------------------------------------------------------------------------- *** Summary of Design *** Foundation anchorage satisfies all Code requirements . **** DESIGN OF CORNER HOLD-DOWN REQUIREMENTS **** Hold-down is 1) RS150 (data by operator, not EDA) , each wall Normal anchor bolt spacing = 48 inches Distance from corner to hold-down device = 6 inches Distance from corner to first interior anchor bolt = 48 inches Net uplift force on foundation =-233 pounds per linear foot Tributary distance to corner device = 2 . 25 feet Net uplift on corner hold-down device =-525 pounds Uplift tension due to shearwall action in a transverse shearwall segment : Distance from corner to hold-down device = 6 inches Distance from corner to first interior anchor bolt = 6 inches Total shear from shearwall segment = 7706 pounds Height of wall = 10 feet Uniform dead load times 2/3 = 531 pounds per linear foot Shearwall moment at bottom of wall = 56909 foot-pounds Additional tension at corner device = 3621 pounds Total uplift tension on corner hold-down devices = 3096 pounds Allowable tension on corner hold-down devices = 7896 pounds ---------------------------------------------------------------- -------------- *** Summary of Design *** Corner hold-down device COMPLIES with Code requirements . r3) (!, �-us /6s,,1 **** ANALYSIS OF FOUNDATION **** Stemwall is 8 inch concrete masonry, filled with grout, 16 inches high Footing is 24 inches wide by 12 inches deep Earth cover over top of footing is 4 inches Total uniform wind uplift on foundation = 535 pounds per linear foot Uniform dead loads in pounds per linear foot : Roof = 183 . 7197 plf Wall = 352 . 9011 plf Floor = 171 . 2797 plf Wall = 444 .4117 plf -------------------- Total = 1152 . 312 plf Total uniform dead load times 2/3 = 768 pounds per linear foot Net uplift force at top of foundation =-233 pounds per linear foot Weight of stemwall footing earth x 2/3 = 334 pounds per linear foot Net uplift at bottom of footing = 0 pounds per linear foot ---------------------------------------------------- *** Summary of Analysis *** Foundation is stable. **** ANALYSIS OF REINFORCING STEEL **** Grade 40 reinforcing steel, Number 4 vert . bars at 48 inch centers Total uniform wind uplift on foundation = 535 pounds per linear feet Uniform dead loads in pounds per linear foot : Roof = 183 . 7197 plf Wall = 352 . 9011 plf Floor = 171 . 2797 plf Wall = 444 . 4117 plf -------------------- Total = 1152 . 312 plf Total uniform dead load times 2/3 = 768 pounds per linear foot Net uplift force on foundation =-233 pounds per linear foot Weight of concrete block stemwall x 2/3 = 81 pounds per linear foot Net uplift at top of footing = 0 pounds per linear foot Total uplift force on each re-bar = 0 pounds Safe tension value of each re-bar = 5236 pounds (increased by 1/3) -------- ---------- ------------------------------------------------------- *** Summary of Analysis *** Reinforcing steel satisfies all Code requirements . **** SUMMARY OF REINFORCING DATA **** Foundation wall data: Wall is composed of 8 inch concrete masonry, fully grouted. Wall reinforcing is Grade 40 steel, Number 4 at 48 inch centers Minimum required lap splice for Number 4 bar is 20 inches . Minimum required clearance for Number 4 bar is 1 . 5 inches . For poured floor slabs--Number 4 bar extends to 1 inch below top of slab. Wall reinf. in footing has a std. A.C. I . hook, 6 inches below top of footing. Footing data: Footing is continuous, 24 inches wide by 12 inches deep. Footing concrete is 2500 psi Footing reinforcing is Grade 40 steel, 2--# ( ) longitudinal . Minimum required splice length = 25 inches Reinforcing steel shall have cover as follows : Top-------6 inches Sides-----3 inches Bottom----3 inches �9 7 **** ANALYSIS OF PORCH COLUMN ANCHORAGE TO FOUNDATION *** k1'J Columns are 6 in. x 6 in. x 19 .5 ft . at 102 inches spacingw G7,/] �ull` J SEMCo Model ABP66----12 gauge strap, 14 gauge plate----12-1 d nails Southern Pine framing lumber for columns Top of column: Uniform wind uplift = 358 plf Total wind uplift to column = 1521 pounds Uniform roof dead load = 49 plf Total roof dead load to column = 212 pounds Weight of column = 140 pounds --------------------------------------------- Total dead load at anchorage = 352 pounds Anchorage dead load times 2/3 = 234 pounds Net uplift force at anchorage = 1287 pounds Bottom of column anchorage : Net uplift force = 1287 pounds Allowable tension load = 2035 pounds (increased by 60 percent) -------------------------------------------------------------- *** Summary of Analysis *** Connections COMPLY with Code requirements . **** ANALYSIS OF PORCH COLUMN ANCHORAGE TO FOUNDATION Columns are 2 in. x 4 in. x 10 ft . at 87 inches spacing SEMCo Model RS150 BENT IN "U"--all nails per mfr. --data supplied by operator, not EDA Spruce--Pine--Fir framing lumber for columns Top of column: Uniform wind uplift = 368 plf Total wind uplift to column = 1336 pounds Uniform roof dead load = 51 plf Total roof dead load to column = 186 pounds Weight of column = 9 pounds --------------------------------------------- Total dead load at anchorage = 195 pounds Anchorage dead load times 2/3 = 130 pounds Net uplift force at anchorage = 1206 pounds Bottom of column anchorage : Net uplift force = 1206 pounds Allowable tension load = 2632 pounds (increased by 60 percent) -------------------------------------------------------------- *** Summary of Analysis *** Connections COMPLY with Code requirements . L' **** ANALYSIS OF PORCH COLUMN ANCHORAGE TO FOUNDATION *** BUST z� Columns are 6 in. x 6 in. x 10 ft . at 87 inches average S cing SEMCo Model WAP66 & 5/8" BOLTS--all nails per mfr. --data supplied by operator, not EDA Southern Pine framing lumber for columns Top of column: Uniform wind uplift = 374 plf Total wind uplift to column = 2716 pounds Uniform roof dead load = 52 plf Total roof dead load to column = 379 pounds Weight of column = 72 pounds --------------------------------------------- Total dead load at anchorage = 451 pounds Anchorage dead load times 2/3 = 300 pounds Net uplift force at anchorage = 2416 pounds Bottom of column anchorage : Net uplift force = 2416 pounds Allowable tension load = 4000 pounds (increased by 60 percent) -------------------------------------------------------------- *** Summary of Analysis *** Connections COMPLY with Code requirements . ENCLOSURE 2 DESIGN OF HURRICANE ANCHORS AT WALL OPENINGS The ext. walls with the highest net uplifting force is 1,316 lbs. as per Holmes Lumber analysis in file (anything with higher uplifting needs special connector). a. For an opening up to six feet long, the uplifting reaction at each end of the header will be: 4 rafters X 1,316 lbs. = 5,264 lbs. 5,264 lbs. / 2 = 2,632 lbs. Use (1) RS150 SEMCO rolled strapping (or equal) cut to size and on the interior of the wall connect the cripple (2 X 4), the header and wrap the strapping over the top plates to the header on the exterior side of wall. It shall be secured with 11-1Od common nails on each side of the wall. b. For an opening larger than six feet long but up to 12 feet, the uplifting reaction at each end of the header will be: 7 rafters X 1,316 lbs. = 9,212 lbs. 9,212 lbs. / 2 = 4,606 lbs. Use (2) RS 150 SEMCO rolled strapping (or equal) cut to size and on the interior of the wall connect the cripple (2 X 4), the header and wrap the strapping over the top plates to the header on the exterior side of wall. It shall be secured with 11-10d Common nails on each side of the wall. c. For garage door opening: 9 rafters X 1,316 lbs. = 11,844 lbs. 11,844 lbs. / 2 = 5,922 lbs. Use (1) SEMCO FTP42 secured with 22-10d nails and (2) RS 150 bent in "U" with 11-10d nails on each side of stud. These connectors will provide a total uplifting capacity of 8,292 lbs. ( 3,028 lbs. + (2,632 x 2) lbs.). Rolled strapping shall be installed in accordance with the manufacturers's specifications and also as per Drawing W-1. Rolled strapping calculations: RS 150 uplifting = 1,645 lbs. Bent in "U" shape = 1,645 (2) = 3,290 lbs. Uplifting reduced for securing with S-P-F studs = 3,290 (.80) = 2,632 lbs. Connector's maximum allowable uplifting = 2,632 lbs. pvsj2 **** ANALYSIS OF PORCH COLUMN ANCHORAGE TO FOUNDATION ( SdPP Columns are 2 in. x 4 in. x 10 ft . at 87 inches spacing SEMCo Model RS150 BENT IN "U" --all nails per mfr. --data supplied by operator, not EDA Spruce--Pine--Fir framing lumber for columns Top of column: Uniform wind uplift = 368 plf Total wind uplift to column = 1336 pounds Uniform roof dead load = 51 plf Total roof dead load to column = 186 pounds Weight of column = 9 pounds --------------------------------------------- Total dead load at anchorage = 195 pounds Anchorage dead load times 2/3 = 130 pounds Net uplift force at anchorage = 1206 pounds Bottom of column anchorage : Net uplift force = 1206 pounds Allowable tension load = 2632 pounds (increased by 60 percent) -------------------------------------------------------------- *** Summary of Analysis *** Connections COMPLY with Code requirements . **** ANALYSIS OF PORCH COLUMN ANCHORAGE TO FOUNDATION /kra-rlm SdP Columns are 6 in. x 6 in. x 10 ft. at 87 inches average sp cing SEMCo Model WAP66 & 5/8" BOLTS--all nails per mfr. --data supplied by operator, not EDA Southern Pine framing lumber for columns Top of column: Uniform wind uplift = 374 plf Total wind uplift to column = 2716 pounds Uniform roof dead load = 52 plf Total roof dead load to column = 379 pounds Weight of column = 72 pounds --------------------------------------------- Total dead load at anchorage = 451 pounds Anchorage dead load times 2/3 = 300 pounds Net uplift force at anchorage = 2416 pounds Bottom of column anchorage : Net uplift force = 2416 pounds Allowable tension load = 4000 pounds (increased by 60 percent) -------------------------------------------------------------- *** Summary of Analysis *** Connections COMPLY with Code requirements . ENCLOSURE 2 DESIGN OF HURRICANE ANCHORS AT WALL OPENINGS The ext. walls with the highest net uplifting force is 1,316 lbs. as per Holmes Lumber analysis in file (anything with higher uplifting needs special connector). a. For an opening up to six feet long, the uplifting reaction at each end of the header will be: 4 rafters X 1,316 lbs. = 5,264 lbs. 5,264 lbs. / 2 = 2,632 lbs. Use (1) RS150 SEMCO rolled strapping (or equal) cut to size and on the interior of the wall connect the cripple (2 X 4), the header and wrap the strapping over the top plates to the header on the exterior side of wall. It shall be secured with 11-10d common nails on each side of the wall. b. For an opening larger than six feet long but up to 12 feet, the uplifting reaction at each end of the header will be: 7 rafters X 1,316 lbs. = 9,212 lbs. 9,212 lbs. / 2 = 4,606 lbs. Use (2) RS 150 SEMCO rolled strapping (or equal) cut to size and on the interior of the wall connect the cripple (2 X 4), the header and wrap the strapping over the top plates to the header on the exterior side of wall. It shall be secured with 11-1Od Common nails on each side of the wall. c. For garage door opening: 9 rafters X 1,316 lbs. = 11,844 lbs. 11,844 lbs. / 2 = 5,922 lbs. Use (1) SEMCO FTP42 secured with 22-10d nails and (2) RS 150 bent in "U" with 11-1Od nails on each side of stud. These connectors will provide a total uplifting capacity of 8,292 lbs. ( 3,028 lbs. + (2,632 x 2) lbs.). Rolled strapping shall be installed in accordance with the manufacturers's specifications and also as per Drawing W-1. Rolled strapping calculations: RS 150 uplifting = 1,645 lbs. Bent in "U" shape = 1,645 (2) = 3,290 lbs. Uplifting reduced for securing with S-P-F studs = 3,290 (.80) = 2,632 lbs. Connector's maximum allowable uplifting = 2,632 lbs. I I A T e T0 NUDft) ru a) ry Lp L-- - ------- -7 f I r3A .............p NT C) LA.) T;.z ru O ........... O; 7 O Lo O; A k 77 �7 Tin To ru TR /QJ I LJ TF; Tr 6 5 34 ' 10" 14 -5" ap 261996 Building and Zoning M al c- >o ' 0 DESIGNED BY: C) C, CD JOB DESCRIPTION: JOB LOCATION: Tl m *lj —,Z m 0 Ln z RAG KICKLIGHTER HOMES CRUISE RES.' Job: 6-0758 LOT T1 30'0 HIP 7 THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. 11991 SBC) 2 Complete Trusses Required UPLIFT (L B): 1550 1550 BRG.LOC (FT): 0.00 29.75 TRUSS DESIGNED FOR 110 MPH WIND, 15.00 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . TOP CHORD 2x4 SP 12 N ENCLOSED OR FULLY OPEN BUILDING. BOT CHORD 2x4 SP I1 Dense ---------------------------------------------------- WEBS 2x4 SP /3 TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (0-Gravity (-)-Uplift --------------------------------------------------------------- NAILING SCHEDULE: (0.13lx3.0_g1Tail5) xxx UPLIFT xxx I xxx HANGER xxx TOP CHORD: f ROW @ 16" D.C. H5 - -4550(jacks Only) I HUS26 - 4 27510 -12B61(fOd 1ply) BOT CHORD: 1 ROW @ 16" D.C. MIS12 = -10001 1 HUS26 - 4 33151 -15501(16d (ply) WEBS : 1 ROW @ 4" D.C. MTS12 - -20001(2 Each) I HHUS48 - 4 42991 -1660/(10d 2ply) USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS MIT28B - -37861(2 Each) MCI I HHUS48 - 4 51801 -20000116d 2ply) IN EACH ROW TO AVOID SPLITTING. MIT268 = -44551(2 Each) (16d)I HGUS48 - 4 66401 -219911f0d 2ply) MSI60 - -4688/(Per 2ply) I HGUS48 - 4 80000 -26501(16d 2ply) PREDICTED VERTICAL DEFLECTION IS 0.96" DUE TO LIVE LOAD CS150 - -165011Each) I HGUS5.5- 4113351 -39451(16d 3ply) AND 0.32" DUE TO DEAD LOAD AT X - 15-00-00. --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/MANGER DETAILS DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. RECOMENDED CAMBER 1/2" AT MIOSPAN BETWEEN BEARINGS. /1 HIP DESIGNED TO SUPPORT 07-00-00 JACKS WITH NO WEBS. A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. 3 12 7' } 26' 7' -{ 5X9 3 T1.5x3 .5x3 T 2'0*14 2.0.14 3X7(A 1) X7(Af) f 0'f"2 HS X4 3X 2'512 3X63X 3X7 �- 2 30 2 --� 7* 16' I---7' -3 3M -3 0 Rv=3024# U=1550/ W=3" Rv=3024/ U=15500 W=3" TAG = T2 SEO = 71644 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY= 1 PLIES= 2 TOTAL= 2 REV. 17.3u6 SCALE =0.2282 ALPINE ENGINEERED PROOUCIS. INC. TRUSSES REGUIRE EXTREME CARE 0 4/0 2/ TC LL 30 .0 PSF REF t I MPORT ANTX*SHALL 1x11 BE RESPONSIBLE FOR ANY ARNING IN HANDLING, ERECTION AND DEVIATION FROM THIS OE51ON OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN Y� usTC DL 7 0 PSF OATE 04/0 2/96 FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH 05(88 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE , .1ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM QUIRE MEMS. UNLESS OTHERWISE INOICAIEO. TOP - BC OL 10 •0 PSF DRWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 5606 RAG IRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD M BC LL 0 •0 PSF CONNECTORS PER DRAWINGS 130. 150 C I6OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE _ STATE OF _ TOT.L0. 47 .0 PSF 0/A LEN. 30-0-0 CONFORM W/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/91) FOR PROPER �.'� SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS 4 D RTD" I .3 3 F ce OUR.FAC. IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OILIER WAY. DESIGN 10 THE TRUSS ERECTION CONTRACIOR' IN ER n --TPI " TRUSS PLATE INSTITUTE. NOS " 1991 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 1,T' SPACING see above T Y PF h I PS JOB: 6-0758 LOT T2 30'0 HIP 9 THIS DWG, PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S IAYOUI IOP CIIOf1D 2x4 SP /2 N : 12 2x4 SP /1 N: PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) 001 CHORD 2x4 SP /2 N UPLIFT (LB): 820 820 WEBS 2x4 SP /3 BRG.LOC (FT): 0.00 29.75 TRUSS DESIGNED FOR 110 MPH WIND, 15.00 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TQP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 8.50' ENO ZONE FROM EDGE OF THE ROOF. RECOMENOEO CAMBER 112" AT MIDSPAN BETWEEN BEARINGS. --------------------------------------------------------------- TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. (+)=Gravity (-)-Uplift MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. --------------------------------------------------------------- T UPLIFT MMM I MITM HANGER xxx H5 -4550(Jacks Only) ( HUS26 - + 2751/ -12861(10d (ply) MTS12 - -10000 I HUS26 + 33151 -15500(16d (ply) MIS12 - -20000(2 Each) I HHUS48 - + 42991 -16601110d 201y) MTT28B - -37860(2 Each) (10d)I HHUS48 - + 51800 -2000/(16d 2ply) MTT28B - -44551(2 Each) (16d)I HGUS48 - + 66401 -2199/110d 2plyl MST60 - -4688/(Per 2ply) I HGUS48 - + 80001 -26501(16d 2ply) CS150 - -16501(Each) I HGUS5.5- +113351 -39450116d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 8' 12' 1 9' 3 v- 5X8 i 1.5X3 :;�.5X3 N 3X7(A 1) X7(A1) FV 1D'1"2 • X4 415 ix a 3X4 �2' 1 30' 2 -.� Rv=15610 U-8201 W-3" Rv-15611{ U=8200 W-3- TAG -3' PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY - i TOTAL 1 REV. 17.3u6 SCALE =0.2282 ALPINE ENGINEERED PRDDUEis, INC. TRUSSES REQUIRE EXIREME CARE 04/02496 T C LL 30 .0 PSF REF x*IMPORT ANTlElf SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING, ERECTION AND DEVIATION FROM THIS DESIGN on THESE SPECIFICATIONS, OA ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN F �., , TC DL 7 .0 PSF DATE 04/02/96 ^ t FAILURE TO BUILD 111E 11x155 IN CONFORMANCE WITH OSf88 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE - ` - 10 .0 1 ALPINE CONNECTORS ARE MADE OF 20GA GALY. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP _ - BC DL 10 •0 PSF DRWG A4A6 GR 0 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER TRUSS AND UNLESS OTHERWISE LOCATED ON THIS OESICN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD x 606 - BC LL 0 .0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C 160A-F, DESIGN S7ANOARD$ WITH PROPERLY ATTACHED RIGID CEILING -- SEE - STATE Of ` T O T.L D. 47 .0 PSF D/A LEN. t CONFORM M/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER ' SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION, FURNISH A COPY OF THIS �G'^' Q'ice F DUR.FAC. 1 -33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN IO 111E TRUSS ERECTION CONTRAGTOq. I YEG HIPS P S -IP • TRUSS PLATE INSTITUTE. NOS 1991 NATIONAL DESIGN SPECIFICATION FOR WOO CONSTRUCTION 1„1,111`' SPACING 24.0"�ITYPE Job: 6-0758 LOT T3 30'0 HIP 11 THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFRS LAYOUT TOP CHORD 2x4 SP :2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) DOT CHORD 2x4 SP :1 N UPLIFT (LB): 820 820 WEBS 2x4 SP 13 BRG.LOC (FT): 0.00 29.75 TRUSS DESIGNED FOR 110 MPH WIND. 15.00 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 8.50' END ZONE FROM EDGE OF THE ROOF. RFCOMFNOED CAMBER 3/8• AT MIDSPAN BETWEEN BEARINGS. --------------------------------------------------------------- TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER Rf.DIIIRCMCNIS A HIGIU CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. (+)-Gravity (-)-Uplift MUST DE PROPERLY ATTACHED TO THE BOTTOM CHORD. --------------------------------------------------------------- TIMM UPLIFT 71x■ I MMM HANGER xxx H5 = -4551(Jacks Only) 1 HUS26 - + 27511 -1286:(10(j )ply) NTS12 - -10000 1 HUS26 - + 33151 -15501(164 Iply) MTS12 - -20001(2 Each) I HHUS48 - + 42990 -1660:110d 2ply) MTT288 - -37861(2 Each) (10d)I HHUS48 - + 51801 -20000(16d 2ply) MTT288 - -44551(2 Each) (16d)I HGUS40 - + 66400 -2199011Od 2ply) MST60 - -4688:(Per 2ply) I HGUS48 - + 80001 -2650:(160 2ply) CS150 - -1650#(Each) I HGUS5.5- +113350 -39451(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS �— fl' 8' 1f' T 3 0 5X5 X4 X5 1.5X3 1.5X3 0 0 "I 3 X 6-(A f) X6(Af) m V 3 f4 3X7 4X5 3X7 m 10'1"2 �- 2- 30' 2 -� Rv=15610 U-8200 W-3- Rv=15610 U-820/ W-3' TAG = T4 SEO = 71647 PLT . TYP.-ALPINE DESIGN CRIT=TPI OTY = i TOTAL = i REV. 17.3u6 SCALE =0.2282 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 04/02/96 TC LL 30 .0 PSF REF t **IMPORTANT** SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION ANDDEVIATION FROM :NIS DESIGN OR (NESE SPECIFICAIIONS. OR ANY BRACING $EE HIB-91 BT 7P1SEE THIS DESIGN L1C a TC OL 7 0 PSF DATE 04/02/96 FAILUIIE 10 BUILD THE TRUSS IN CONFORMANCE MIIH 05'eB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE - ` / �IALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASIN QUIREMENIS. UNLESS OTHERWISE INDICATED. TOP - - BC OL +0 0 PSF DRWG A4e6 GR B EXCEPT AS NOTEO, APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 5606 TnUSS AND UNLESS 0THERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHOTID M - BC LL 0 .0 PSF RAG 4 CUNNECIORS PER DRAWINGS 130. 150 C I50A-F DESIGN STANDARDS WI10 PROPERLY AILACHEO RIGID CEILING -- SEE STALE OE _ TOT.LO. 47 •0 PSF 10/A LEN. CONFORM M/APPLICABLE PROVISIONS OF NDS C TPI AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/91) FOR PROPER SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS ' ' E D R1� Q. OUR.FAC. 1 . 33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER MAV. DESIGN TO THE TRUSS ERECTION CONTRACTOR. :NEER`': H IPS ---IPI TRUSS PLATE INSTITUTE NOS 1991 NATIDNai OE SIGN SPECIFICATION FOR WOOD CONSTRUC.TInN 'aaTi�Ti��YY SPACING 24 .0" T YTir lob: 6-0758 LOT T4 30'0 HIP It THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFH'S LAYOUT IOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) BOT CHORD 2x4 SP 02 N UPLIFT (LB): BID 810 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 29.75 TRUSS DESIGNED FOR 110 MPH WIND, 15.00 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOMS . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 8.50' END ZONE FROM EDGE OF THE ROOF. RECOMENDED CAMBER 3/8" AT MIDSPAN BETWEEN BEARINGS. --------------------------------------------------------------- TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REOUIREMENTS A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. (+)=Gravity (-)-Uplift MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. --------------------------------------------------------------- MMM UPLIFT MMM I MMM HANGER MMM H5 455#(Jacks Only) I HUS26 - + 2751/ -12860(10d 1p1y) MTS12 - -10001 I HUS26 - + 33150 -1550#(16d 1ply) MTS12 - -20000(2 Each) I HHUS48 - + 42990 -166001100 2ply) MTT28B - -3786#(2 Each) (1Oct)I HHUS48 - + 51800 -20000(16d 2ply) MTT28B - -4455((2 Each) (16d)I HGUS48 - + 66400 -219901100 2ply) MST60 - -46813f(Per ?ply) I HGU948 - + 000050 -26500116d 2ply) CS150 - -1650f(Each) I HGUS5.5- +113350 -39450(16(1 3p1y1 --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 13' �- —4' } 13' --� T 3 5X5 X v" 3X4 3.,4 to In 3X6(At) X6(A]) ! m 10']"2 5K4 31R4 1.5x 3X5 Rv=1561# U=8100 W=3" Rv-15610 U=8104 W-3" 33 SEG = 71649 PLT. Ty DESIGN CRIT-TPI OTY = I TOTAL - i REV. 17.3u6 SCALE =0.2282 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES DEOUIIIE EXIREME CARE O/�,02 TC LL 30 .0 PSF REF xx IMPORTANT**SHALL NOT BE RESPDNSIBLE FIA .N7 ARNING IN HANDLING, ERECTION AND 7 DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. ITL ANY BRACING, SEE NIB-91 BY IPj. SEE THIS DESIGN V,�,ll,US F��., TC DL / O PSF DATE 04/02/96 ^ t FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH 05188 BY IP(. FOR ADDITIONAL SPECIAL PERMANENT BRACING ITE ` V ALPINE CONNECTORS ARE MAGE OF 20GA GALV. STEEL MEETING ASTM OUIPE ME NIS. UNLESS OINERMISE INDICA/E O. 1� - - BC OL 10 .0 PSF ORWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS SO EACH FACE OF CMRG$NAIL BE LA IERALIY BIIACEO M1i11 PROPER 554$ TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATIACHEO PLYWOOD SHEATHING. BOTTOM CHORD BC LL 0 .0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C 160A-f. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE - STATE OF TOT.LD. 47 O PSF Q/A -EN. CONFORM M/APPLICABLE PROVISIONS OF NOS C IPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER .__? P'� SEAL ON #NIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF TNIS - L r`w` Q'`� F Dua.FAc. 1 . 33 IN DNL7, AND SNAIL NOT BE RELIED UPON IN ANY OTHER WAY, DESIGN TO THE TRUSS ERECTION CONTRACTOR. INE�� •--TPI - TRUSS PLATE fN5T17UTE N05 19q1,NAit!1Hn' DESIGN$PEC IFiCATTON FOR W000 CCL RUCiiON '''l�lli �„� SPAC•Ns 24 ,0" Fyn, H I P S Job: 6-0758 LOT T5 34' 10 Hio 7 THIS DWG. PREPARED Y THE ALPINE DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) TOP CHORD 2x4 SP 82 N : T2. T3 2x6 SP #1 Dense: UPLIFT (LB): 2060 2060 BOT CHORD 2x6 SP 81 N ITRG.LOC (FT): 0.00 34.54 WEBS 2x4 SP 83 TRUSS DESIGNED FOR 110 MPH WIND 21.80 FT MEAN HEIGHT. WITH DEAD LOAD OF 5.00 PSF (TOPJ AND 5.00 PSF (BOTTOM) ENCLOSED OR FULLY OPEN BUILDING. BEARING BLOCKS: NAIL TYPE: 0.131x3.0 nails --------------------------------------------------------------- BRG X-LOC /BLOCKS LENGTH/BLK /NAILS/BLK TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS 0 0.000' 1 12" B (+)-Gravity (-)-Uplift 1 34.542' 1 12" 8 --------------------------------------------------------------- NOTE: FOR ADDITIONAL DETAILS REFER TO DRAWING 8139. MMM UPLIFT MMM I MMX HANGER www BEARING BLOCK TO BE SAME SPECIES. SIZE 6 GRADE AS CHORD. 115 - -4550(Jacks Only) I HUS26 - * 2751/ -12860(10d 1ply) MIS12 = -10001 I HUS26 - + 33158 -15508(16d 1ply) DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. MIS12 - -20000(2 Each) I HHUS48 - + 42998 -16600110d 2ply)) MTT28B - -37868(2 Each) (10d)I HHUS48 - + 51808 -2000#116d 2ply) (A) 1X4 'T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH MT126B = -44550(2 Each) MCI)[ HGUS48 - + 66408 -2199#(10d 2pIy) 8d NAILS @ 6' O.C. BRACING MATERIAL TO BE SUPPLIED BY MS160 - -46880(Per 2ply) 1 HGUS48 - * 80008 -26500(16d 2p1y) ERECTION CONTRACTOR. CS1SO - -16508(Each) 1 HGUS5.5- +113358 -39458(16d 3ply) -------------------------------------------------------------- 01 HIP DESIGNED TO SUPPORT 07-00-00 JACKS WITH NO WEBS. REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. T7xe 2X6 5X6 3X4 7XI3 fp;- T !n 7 f.5X3 (A) (A) 1.5X3 0 in 3X3(C3X3(C1) 4X7(C1) 4X7(C1) 19'7" X4 4X12 4X8 3X4 HS412 �-2' 34'f0" 2 7' 20'10" 7' -Alf -Alf Rv=3521# U=2060/ W=3"8 Rv=35210 U=2060/ W=3"8 SEG = 71653 PLT.TYP.-ALPINE DESIGN CRIT=TPI GTY = 1 TOTAL = 1 REV. 17.3u6 SCALE =0. 1998 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 04/02/96 TC LL 30 .0 PSF REF *IMPORT ANT mx SHALL N01 BE RESPONSIBLE FOR ANY WARNING IN HANDLING. ERECTION AND DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OU ANY BRACING. SEE HI0-91 BY IPL SEE THIS DESIGN ` S FTS TC DL 7 .0 PSF DATE 04/02/96 nFAIIUHE TO BUILD THE TRUSS IN CONFORMANCE 01111 OSIBB BY 1P1 FOR ADDITIONAL SPECIAL PERMANENT BRACING HF ` v 10 .0 F ot AIPINE CONNEC1085 AiiE MADE (x 20GA GALV. SIEEI HEFTING ASI# QUIREMEN75. INILE55 OiHERMISE IIqICAiEO. IOP - BC DL 10 •0 PSF DRWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - 5606 - 1HUSS AND UI.ESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD W ' BC LL 0.0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C 16OA-F. DESIGN SIANOAROS WITH PROPERLY ATIACIED RIGIO CEILING -- SEE - STATE TOT.LO. 47 .0 PSF O/A LEN. 34-10-0 CONFORM W/APPLICABLE PROVISIONS OF NOS C IPI. AN ENGINEER'S ALP/NE TECHNICAL UPDATE 17/1/911 FOR PROPER SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS t 0 gIOP 1 .33 IN ONLY. AM SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN 10 THE TRUSS ERECTION CONTRACTOR. ' OUR.FAC. r"EE""" SPACING S@0 dhOV2 TYPF _h1OS --TPI - TRUSSPLATE INSTITUTE NOS_`99�NATIONAI OESIG�SPECIFICATION FOR 0000 CONSTRUCTIO N ,�Ii�11T, -` _ee ` Job: 6-0758 LOT T6 34' 10 HiTHIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP 12 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) OOT CHORD 2x4 SP 12 N UPLIFT (1-8): 1070 1070 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 34.54 TRUSS DESIGNED FOR 110 MPH WIND, 22.39 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TPP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 8.50' ENO ZONE FROM EDGE OF THE ROOF, A IIIGIO CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. --------------------------------------------------------------- MHSI HF PROPEnIY AIIACHED TO THE BOTTOM CHORD. TYPICAL SIMPSON OR EQUAL UPIIFT/HANGER RFOl11RFMFNIS (f)-GravlLy (-)-Upllll --------------------------------------------------------------- NNN UPLIFT NNN I UNIT HANGER MMM H5 -4551(Jacks Only) I HUS26 - + 27511 -12861(100 1ply) MTS12 - -10000 1 HUS26 - + 3315/ -15501(166 1ply) MTS12 - -20001(2 Each) I HHUS48 - + 42991 -16601(iod 2ply) MTT288 - -37861(2 Each) (100 1 HHUS48 + 51801 -20001(16d 2p1 y) MTT288 - -44551(2 Each) (16d)) HGUS48 - + 66401 -21991(1Od 201y) MST60 - -46881(Per 2ply) I HGUS48 - + 80001 -26501(16d 2pIy1 CS150 - -16501(Each) I HGUS5.5- +113351 -39451116d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 16 10" 9 -{ 5X5 3X4 3X4 5X5 T f2 T 7 1.5X3 n 1.5X3 n In a-1 3X5(A1) X5(A1) nv 19'7" X6 3X4 k2' } 34'10" 1 2 -� Rv=17910 U-10700 W-3"8 Rv-179111 U-10700 W-3"8 SEO = 71655 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY = f TOTAL = 1 L REV. 17.3u6 SCALE =0. 1998 ALPINE ENGINEERED PAOOUCIS. INC. 11 1111 111. E%TREME CARE 04102 TC LL 30 .0 PSF REF t x*IMPORTANTxx SMALL NOT BE RESPONSIBLE FAIR ANY ARNING IN HANDLING• ERECTION AND DEVIATION FROM 1M15 DESIGN OR /HESE SPE[IFICATIONS, 0�1 ANY BRACING. SEE NIB-91 BY 7P1. SEE 7Mt5 DESIGN TTIVS11 '� TC DL 7 .0 PSF DATE 04/02/96 FAILURE TO BUILD THE TRUSS IN CONiORNANCE NIIH OSTBB BY TPI- TOR AODITTONAL SPECIAL PERMANENT WRAC TNG RE `�0 \\\ ALPINE CONNECTORS ARE MAGE OF 20W GAIv. STEEL MEETING ASTM QUIRE ME NIS. UNLESS OTHERWISE INDICATED. TOP - - BC DL 10 0 PSF DRWG A446 GR 0 EXCEPT A5 NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SMALL BE LATERALLY BRACED WITH PROPER 5606 IIlU55 ANO UNLESS OTHERWISE LOCAIEO ON THIS DESIGN. POST]ION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CNO{q N w 8C LL 0 .0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C 160A-i DESIGN STANDARDS WITH PROPERLY AiIACHEp RIGID CEILING SEE = STATE OF TOT LD. 47 O PSF Q/A LEN. *(' CONFORM W/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER ' Q'- SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS E D Rift !N ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. <" DUR.FAC. 1 .33 /NEE ,.` SPACING 24.0" HIPS --TP TRUSS AI INSTITUTE NDS • 1991 NAT(ONAI. DESIGN SPECIFICATION FOR M000 CONSTRUCTIO ,'l 111 T YPE Job: 6-0758 LOT T7 34* 10 Hl THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM ]RUSS MFRS LAYOUT TOP CHORD 2x4 SP 12 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) 801 CHORD 2x4 SP 12 N UPLIFT (LB): 1080 1080 WEBS 2x4 SP M3 BRG.LOC (FT): 0.00 34.54 TRUSS DESIGNED FOR 110 MPH WINO, 22.97 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 8.50' END ZONE FROM EDGE OF THE ROOF. A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24` O.C. --------------------------------------------------------------- MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (N-Gravity (-)-Uplift --------------------------------------------------------------- XXx UPLIFT xxx I MMX HANGER xxx H5 455/(Jacks Only) I HUS26 - + 2751/ -12861(fOd 1ply) MTS12 - -1000/ HUS26 - + 3315! -15501(160 1ply) MTS12 - -20001(2 Each) HHUS48 - + 42991 -1660►(10d 2ply) MT728B - -37861(2 Each) (fOd)1 HHUS48 - IF 51801 -20000(16d 2ply) MTT280 - -44551(2 Each) (16d11 HGUS48 - + 66401 -21991(100 2plyi MS760 - -46871(Per 2ply) 1 IIGUS4B 40000 -2650/(16d 2pIy1 CS150 - -16501(Each) 1 I1GUS5.5: +113351 -394!1/116d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 12'10' { 11' 5X61.5X3 56 u1 12 7 C�;7 1.5X3 1.5X3 uT m a, to 3X5(A 1) X5(A1) � X 3X6 X X4 19'7" �- 2' 34'10" 2 —� AV-17911 U-10800 W-3"B Av=1791/ U-10801 W-3"8 SEG = 71657 PLT . TYP.-ALPINE DESIGN CRIT=TPI QTY = i TOTAL = 1 11 REV. 17.3u6 SCALE =0. 1998 ALPINE ENGINEERED PRODUCTS+. INC. TRUSSES REQUIRE EXTREME CARE 04/02/ TC LL 30 .0 PSF REF If X I MPOR T AN T XX SHALL NOT BE RESPONSIBLE FDA ANY WARNING IN HANDLING, ERECTION AND „111„ 0 DEVIATION FROM THIS DESIGN OR )HESE SPECIFICATIONS. ORANY BRACING. SEE HILj TPI. SEE THIS DESIGN �1' fT�i� TC OL / O PSF DATE 04/02/96 n FAILURE 10 BUILD 711E )BUSS IN CONFORMANCE NIIN OSfBB BY IPI. FOR ADDITIONAL PE RMANE Ni BRACING RE ` vvim ALPINE CONNEC(ORS Af1E MADE OF 20GA GALY- SIEEI MEELING ASIN OUtRENEN75. UNLERM ISE INDICATED, lOP - BC DL 1O O p$F DRWG Aaa6 GR B EXCEPT A$NGIED. APPLY CONNEC)ORS TO EACH FACE OF C/gRO SHALL BE LY BRACED NI TH PROPER5606 IRUS$ ANO UNLESS GINERWISE LOCAIEO ON THIS DESIGN. POSITION LY AIIACIEO PLYIZE AIH LNG. IfOITOM cNIXID 8C L L O O PSF RAG CONNEC1085 PER ORAW(NGS 130. 150 C )GOA FDESIGN STANDARDS MIIN PROPERLY AO RIG10 CEILING SEFSTATE OFTOT.LD. 47 O PSF O�A LEN. CONFORM N/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICATE 17/1/911 FOR PROPER 'SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICAFURNISH A COPY OF THIS O RioIN GNLY, ANO SHALL NOT BE RELIED UPON IN ANY OTHER NAY. OESIGN TO THE TRECTION CONTRACTOR. DUR.Fac i 33,--TPI - TRUSS PIAT NSIIIUiE NOS 1991 NAIIONAI DESIGN SPECIE CA710N C SiRlICT10N _�� •Y. .� W SPACING 24.0" JTYPF- HIPS Job: 6-0758 LOT T8 34* 10 Hio 13 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) 1101 CHORD 2x4 SP 02 N UPLIFT (LB): 1080 1080 WEBS 2x4 SP 03 BRG.LOC WTI: 0.00 34.54 TRUSS DESIGNED FOR 110 MPH WIND, 23.55 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TQP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 8.50' END ZONE FROM EDGE OF THE ROOF. (A) 1X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH --------------------------------------------------------------- BD NAILS V 6. O.C. BRACING MATERIAL TO BE SUPPLIED BY TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS EFTECTION CONTRACTOR. (0-Gravity (-)-Uplift --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" Q.C. WWW UPLIFT WWW I MMM HANGER MMM MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 - -4550(Jacks Only) 1 HUS26 - + 27510 -12861(10d !ply) MTS12 - -10000 1 HUS26 - + 3315/ -15500(16d 1ply) MTS12 - -20000(2 Each) 1 HHUS48 - + 42990 -16600(fOd 2ply) MTT28B - -37860(2 Each) (10d)I HHUS48 - + 51800 -20000116d 2ply) MTT28B - -44550(2 Each) (16d)1 HGUS48 - + 66400 -21990(10d 2ply) MST60 - -46880(Per 2ply) I HGUS48 - + 80000 -26500(16d 2ply) CS150 - -16500(EachI I HGUS5.5- +f 13350 -39450116d 3p y) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS �- 13' �— 8'10" } 13 -I 5X5 3X4 55 7 3X4 A) (A) X4 'n r� n A 3X5(A 101 >4X5(A1) 3X7 �-2' 34'10" 2 Rv=17910 U=10800 W-3"8 Rv-17910 U-10800 W-3"8 TAG = T23 SEG = 71659 PLT . TYP.-ALPINE DESIGN CRIT=TPI (]TY = 1 TOTAL = 1 REV. 17.3u6 SCALE =0. 1998 ALPINE ENGINEERED PRODUCTS, INC TRUSSES REGUIRE EXTREME CARE 04/02/,96 TC LL 30 .0 0 PSF REF t x*IMPORTANT 111E SHALL NOT BE RESPONSIBLE FOR AL WARNING IN HANDLING, ERECTION AND — OEviAIION FROM THIS OESIGN OR 11(SE $PFCIFIGIIONS, OR ACING SEE HIB-91 DY IPI $EE IRIS OE SIGN 1TC DL 7 •0 PSF DAZE 04/02/96 FAILUHE IO BUILD 111E TRUSS IN CONFORMANCE WITH OSIBB BY IADDITIONAL SPECIAL PERMANENT BRACING IIE1S1ALPINE CONNECTORS ARE MAGE OF 20GA GALY. SIEEI 14E11NG ASREMENTS. UNLESS DIHERMI SE IND ICAIED, IOP - . - BC DL +0 0 PSF DRUG A446 GR B EXCEPT AS NDIEO, APPLY CONNECTORS IO EACH FACE RD SHALL BE LATERALLY BRACED WITH PROPER - 5606 - /� RAG TRUSS AND UNLESS OTHERWISE LOCAIEO ON THIS DESIGN, POSITIATTACHED PLYWOOD SHEATHING, BOTTOM CHORD W BC LL 0 .0 PSF RA`s CONNECTORS PER DRAWINGS 130. 150 C 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE : STATE OF TOT.LD. 47 .0 PSF 0/A LEN. Cori ORM M/APPLICABLE PROVISIONS OF NOS C 1P7. AN ENGINEERINE TECTWICAL UPDATE 1]/1/911 FOR PROPER P P.`. SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HEWALL APPLICATION. FURNISH A COPY OF THIS E O RID Q OUR.FAC. 1 .33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER NAY. IGN TO IHE TRUSS ERECTION CONTRACTOR. INEEfA`' SPACING 24 0" HIPS --TPI • TRUSS PLATE INSTITUTE NOS 1991 NATIONAf PEC IFICAIION FOR WOOD CONSTRIx:ifON -��,�— T YPF - Job: 6-0758 LOT T9 34' 10 Hip 15 THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM IHUSS MFR'S LAYOUT TOP CHORD 2x4 SP 11 Dense : 12 2x4 SP 02 N: PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SOC) BOF CHORD 2x4 SP 12 N UPLIFT (LB): 1080 1080 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 34.54 TRUSS DESIGNED FOR 110 MPH WIND, 24.14 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 8.50' END ZONE FROM EDGE OF THEROOF A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. --------------------------------------------------------------- MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (ll-Gravity (-)-Uplift -------------------------------------------------------------- - NkN UPLIFT kNk I MMM HANGER MMM H5 4551(JackS Only) I HUS26 - + 27511 -12861(10d 1ply) MTS12 - -10001 1 HUS26 - + 33151 -15501(16d 101y) MTS12 - -20001(2 Each) I HHUS48 - + 42991 -16601(fOd 2ply) MTT28B - -37861(2 Each) (fOd)1 HHUS48 - + 51801 -20001(16d 2ply) MTT28B - -44551(2 Each) (160)1 HGUS48 - + 66401 -21991(10d 2ply) MST60 - -4688/(Per 2ply) I HGUS48 - + 80001 -26500(16d 2ply) CS150 - -16501(Each) I HGUS5.5- +113351 -39451(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 15' —�--4-10- 1 15' ---1 5X6 X6 12 1.5X3 1.5X3 vl 7 In t 3X5(A 1) 3X5(A1) 4 19.7" X X6 4 4 2' 34'10" 2 —� Rv=17911 U=10801 W-3"8 Rv=1791/ U-1080/ W-3"8 TAG = T22 SE0 = 71662 PLT. TYP. -ALPINE DESIGN CRIT=TPI OTY - 1 TOTAL i REV. 17.3u6 SCALE =0. 1998 ALPINE ENGINEEREO PRODUCTS. INC. TRUSSES fEWIRE ExiRENE CARE 04/496 TC LL 30 .0 PSF REF t **IMPORTANT1()E$HALL NOT BE RESPONSIBLE FOR ANr ARN ING tNHP.NOLTNG, ERECTION AND DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS,. OR ANY GRACING SEE HI6-9: eY TPI. SEE THIS DESIGNTC DL 7 O PSF DA1F 04/02/96 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH Qtige BY TPI. OR ADDITIONAL SPECi4L PERMANENT BRACING RE V 10 .0 ALPINE CONNECTORS ARE MADE OF ZOGA GALV. STEEL f{STING ASiN OUIPEMENTS. UNLESS OTHERWISE INDICATED. IDP - ..�, - 8C DL 10 .0 PSF OR-,'v A446 GR 8 EXCEPT AS NOTED. APPLY CONNECTORS TO E/•CH FACE OF CHORD SHALL BE LATEPALLY BRACED WITH PROPER 5506 TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD - S< - 13C LL 0 0 PSF RAG CONNECIORS PER DRAWINGS 130, 150 C 160A F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF 10T.LD. 47 .0 PSF 0/1,. LEN. CONFORM W/APPL ICABIE PROVISIONS OF NDS G TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER P Q', SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS CQ Ria F Q OUR.FAC. .33 IN ONLY, ANO SHALL NOT BE RELIED UPON IN ANY OTHER MAY, DESIGN 10 THE !PUSS ERECTION CONTRACTOR. S � ItvE E1; •--IP IRU54 ATE NSTIlU1E NR$ 1991 NAT IONAI DESIGN SPECIFICATION FOR N000 C NSTRUC7[ON �_TI�,.I TI IY• SPACING 2 4 0 T Y PF HIPS Job: 6-0758 LUT TIO 34' 10 Hio 17 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CIIORO 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) BUT CHORD 2x4 SP 02 N UPLIFT (LB): 1090 1090 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 34.54 TRUSS DESIGNED FOR 110 MPH WINO, 24.72 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TpP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED (A) 1x4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH ------_A-_8 -----WITHIN--A-8.50'---------END-ZONE---------FROM-EDGE-----OF---THE----ROOF. ---------------------- 80 NAILS 0 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY TYPICAL SIMPSON OR EOUAL UPLIFT/HANGER REQUIREMENTS ERECTION CONTRACTOR. (0-Gravity (-)-Uplift ------------------- ---------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. WNM UPLIFT MMM I IT" HANGER MNN MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 - -455#(Jacks Only) I IIUS26 - + 2751/ -12860(10d iply) MTS12 - -1000# 1 IIUS26 - + 3315# -1550110641 (ply) MTS12 - -20000(2 Each) I HHUS48 - + 42990 -1660#(SOa 2p IV) MTT288 - -37868(2 Each) (10d)I HHUS48 - + 51800 -20001(1641 2ply) MTT288 - -44550(2 Each) (16a)I HGUS48 - + 66400 -2199/(100 2ply) MST60 - -4688 Per 2ply) I HGUS48 - + 80000 -2650#(16d 2p V) CS150 - -1650#(Each) I HGUS5.5- +11335# -39450(160 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 17' �� 17' 5X5 5 3x4 X4 1n 12 lL' m 7 F,;- 3X5 X5 m 1.5X3 (A) ) 1.5X3 3X5(A 1) X5(A1) R 3X4 3X6 3X4 ]9'7" 3X4 k2- 34'10" 2 —, Rv=1791# U=1090/ W=3"8 Rv=1791# U=1090/ W-3"8 SEO = 71664 PLT.TYP.-ALPINE DESIGN CRIT=TPI OTY = 1 TOTAL = 1 REV. 17.3u6 SCALE =0. 1998 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 04/02/x'6 TC LL 30 .0 PSF REF *1t I MPGR T AN T x Tf$HALL NOT BE RESPONSIBLE OR ANY WARNING IN HANDLING, ERECTION AND DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, 'OR ANY BRACING SEE HIO-91 BY TPI. SEE THIS DESIGN VIV � TC DL 7 •0 PSF DATE 04/02/96 FAILURE TO BUILO THE TRUSS IN CONFORMANCE MI7H OS788 8V TPIFDR AQUIIIONAL $PECIAL PERMANENT BRACING RE ALPINE CONNECTORS ARE NAGE OF 20GA GALV. STEEL M€ETING ASTM OUIREMENIS. UNLESS OTHERWISE INDICATED. TOP - - BC OL 10 .0 PSF ORWG AA<6 GR D E%CEP/ A$NOTED APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER111USS ANO/UNLESS OTHERWISE LOCATED ON THIS DESIGN• POSITION LY AIIACNEO PLYWOOD SHEATHING, BOTTOM CHORDBC LL 0 •0 PSF RAG CONNECigI$PER ORANINGS 730, 150 C I60A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE TOT.LD. 47 .0 PSF 0/A LENCOMORM W/APPLICABLE PROVISIONS OF NDS C IPI. AN ENGINFER'S ALPINE IE[IIN/CAL UPDATE 11/1/911 FOR PROPERSEAL ON IMI$ORANIN6 APPLIES 10 IME COMPONENT OEPICTEO NENE DRYWALL APPLICA#1ON FURNISH A COPY OF iH15IN ONLY• AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN TO THE TAUS$EREC1(ON CONTRACTOR. DUR.Fac. i 33 SPACING 24.0" HIPS --7P /M1$ A! INS711U1E NDS 991 NATIONAL-0ESIGN SPECIF1C4710N FOR T,1i1.1�`� TYPE PE Job: 6-0758 LOT T11 34' 10 Common THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP 42 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) BOT CtiORO 2x4 SP 12 N UPLIFT (LB): 1090 1090 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 34.54 TRUSS DESIGNED FOR 110 MPH WIND. 24.84 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (T P) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 8.50' END ZONE FROM EDGE OF THE ROOF. (A) 1X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH --------------------------------------------------------------- 8d NAILS @ 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS ERECTION CONTRACTOR. (+)=Gravity (-)-Uplift --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" D.C. MMM UPLIFT MMM I MMM HANGER MMM MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 4551(Jacks Only) I HUS26 - + 27511 -12EI60(IOd !ply) MTS12 - -10001 1 HUS26 - + 33151 -155011 16d !ply) MTS12 - -20001(2 Each) I HHUS48 - ♦ 42991 -1660/(100 201y) MTT288 - -37864(2 Each) (100)1 HHUS48 - + 51801 -20000116d 2ply) MTT288 - -44551(2 Each) (16d)I HGUS48 - + 66401 -2199/11Od 2ply) 14ST60 - -46881(Per 2ply) I HGUS48 - + 80004 -26501(16d 2ply) CS150 - -16501(Each) I HGUS5.5- +113351 -39451(160 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 17'5" } 17'5" --—� 5X5 3X4 3X4 12 t° 0 7 3X5 (A) X5 0 1.5X3 (A) ) 1.5X3 3X5(A 1) X5(Ai) � 19'7" X X X Xml_z� ]__+ 2' } 34'10" 2 Rv=17910 U=10904( W=3"8 Rv-1791/ U=1090/ W-3"8 TAG = T50 SEO = 71668 PLT . TYP.-ALPINE DESIGN CRIT=TPI OTY = 2 TOTAL = 2 REV. 17.3u6 SCALE =0. 1998 A1PIIa ENCINr1IM0 wxWxxls. INC IRu55as TMDuIRE IxIRr"I CAIx. 04��t" : , TC LL 3O . O PSF Il(-I T'1IMPORTANT1l 11 SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN Nl NDL INc. ERECTION AND - n (\ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. AOR ANY BRACING. SEE N18-91 BY TPI. SEE TNIS DESIGN �I("VCF'�., TC OL 7 .0 PSF DATE 04/02/96 FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH OSI88 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ` v,y O\\\\\\V^ ALPINE CONNECTORS ARE MADE OF 206A GALV- STEEL ME£TIgG ASTM OU164EMENTS UNLESS O'HERNISE INDICATED, TOP - /.l' - 13C OL 10 .0 PSF DRWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER /+ TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, PUSIIION LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD ��Ev6 BC LL 0 . 0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 [ 160A F. DESIGN STANOAiIUS WITH PROPERLY ATTACHED RIGID CEILING -- SEE - $TATs OF TO .L0. 47 O PSF (]/A LEN. 4 CONFORM M/APDL{[ABLE PROVISIONS Of NDS G TPI. AN ENGINEER'5 ALPINE TECHNICAL UPDATE (7/1/911 FOR PROPER - SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION FURNISH A COPY OF THIS EQ p". F OUR.FAC. 1 .33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER NAY DESIGN TO THE TRUSS ERECTION CONTRACTOR. C OMN -TPI TT1U53 Ai INSTITUTE. NO 1991 NATIONAL DESIGN SPECIi1CA71ON FOR MOOD[O TRU[TION /HT�HHHHT` SPACING 24.0" ITYPF Job: 6-0758 LOT T 1 G 13'2 GABLE THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS SUBMITTED BY IRu5S Mill IOP CHORD 2x4 SP 12 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) 801 C110110 2x4 SP 12 N UPLIFT (LB): 120 PLF WEBS 2x4 SP 03 BRG.LOC (FT): OVER CONTINUOUS SUPPORT TRUSS DESIGNED FOR 110 MPH WIND. 21.51 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. ENCLOSED OR FULLY OPEN BUILDING. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. --------------------------------------------------------------- TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS Alt PtAIES ARE 1.5x3 EXCEPT AS NOTED. M-Gravity (-)-Uplift --------------------------------------------------------------- NNN UPLIFT NNN I NNN HANGER MMM H5 - -4550(Jacks Only) I HUS26 - + 27511 -12061(100 'Ply! MTS12 - -10000 1 HUS26 - + 33151 -15500(16d 1ply l MYS12 - -20001(2 Each) I HHUS48 - + 42991 -16600(fOd 2ply) MTT28B - -37861(2 Each) (10d)I HHUS48 - + 51801 -20000(16d 2ply) MTT288 - -44551(2 Each) (16d)1 HGUS48 - + 66401 -2199011Od 2ply) MST60 - -46680(Per 2ply) I HGUS48 - + 80001 -26500116d 2ply) CS150 - -16501(Each) I HGUS5.5- +113350 -39450(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 'A� A- 1.3"11 1'3"11 5'3"5 -- 6'1"7 3X4 0 12 0 3X3 X3 3X5 X5 s u 'Bl19'7" �-- —2 13'2* - + 2' ---{ R=117 plf W=13'2" TAG = T14 SEG = 71670 PLT . TYP.-ALPINE DESIGN CRIT=TPI QTY = 1 TOTAL = 1 REV. 17.3u6 SCALE =0.4519 ALPINE ENGINEERED PROIXKTS. INC. TRUSSES REQUIRE EXTREME CARE 04/02/9 TC LL 30 .0 PSF REF t XXIMPORTANTXN SHALL NOT BE AESPONSIBLE FUR ANY ARNING IN HANDLING. ERECTION AND DEv1Al10N FRGM THIS DESIGN OR )HESE SPECIFICAIIONS. OR ANY BRACINGSEE HIB-91 BY 1P1. SEE THIS DESIGNTC OL 7 .0 PSF DATE 04/02/96 FAILUAE TO BUILD THE TRU55 IN CONFORMANCE NIGH OST88 BY IPI. i0A AODIIIONAL SPECIAL PERMANENT GRACING RE ` - .EALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENIS. UNLESS OTHERWISE INDICATE.. TOP - - 13C DL 10 .0 PSF DRWG A446 GA B EXCEPT AS NOTED APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 5606 HWSS AND%ftESS OIHEAWISE LOCATED ON TtIIS DESIGN• POSHIDN LY AIIACH£O PLYWOOD SHEATHING. 11011UM CtWiU BC LL 0 .0 PSFRAGCON14CIORS PER DRAWINGS 170. 150 C 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIG10 CEILING -- SEE51 TE of T0T.LD. 47 .0 PSF 0/A LEN. CONFORM W/APPLICABLE PROVISIONS OF NDS G IPI AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER EO RTO' 7, SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF )HIS ' DUR.FAC 1 . 33 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OIIA:A WAY DESIGN 10 THE TRUSS ERECTION CONTRACTOR. /NEER`' i +--IPI TRUSS ATE JNSIITUTENOS 1991 NATIONAI. IGFSiGN SPECIFICATION FOR W000 CON TRI1CTIpN 1 SPACING 24.0" JTYPF SPEC Job: 6-0758 LOT T12 1COMMON THIS DWG. PREPARED FROM COMPUTER INPUT LOADS & DIMENSIONS SUBMI I IED BY TRUSS MFR IDP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) DDi CHORD 2x4 SP 82 N UPLIFT (LB): 500 500 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 12.88 TRUSS DESIGNED FOR 110 MPH WIND, 21.68 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM► . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. TYPICAL SIMPSON OR EOUAL UPLIFT/HANGER REOUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)-Gravity (-)-Uplift --------------------------------------------------------------- xMx UPLIFT xxx ( ITrr HANGER MITI H5 - -455/(Jacks Only) I HUS26 - + 27511 -1286#000 1ply) MTS12 - -1000# 1 HUS26 - + 3315# -1550#(16d (ply) MTS12 - -20001(2 Each) I HHUS48 - + 42991 -16601(10d 2ply) MIT28B - -37860(2 Each) (fOd)1 HHUS48 - + 51801 -2000#(160 2ply) MTT28B - -44551(2 Each) (16d)I HGUS48 - + 66401 -21991(tOd 2ply) MST60 - -46881(Per 2ply) I HGUS48 - + 80000 -26501(16d 2ply) CS150 - -1650/(Each) I HGUS5.5- +113351 -39450 6d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 6'7" 6'7" -( 4X4 Lo In lU 12 (L Q 7 V T 2X4(A1) X4(A1) 4.5 '—--2 13'2" 2 ---� Rv-772/ U-5000 W-3"8 Rv-7720 U-500/ W-3"8 TAG = T9 SEG = 71672 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY = 3 TOTAL 3 REV. 17.3u6 SCALE =0.4519 ALPINE ENGIMEEIIEO PRODUCTS, INC TRUSSES REOUTAE EXTREME CARE 04/02/96 TC LL 30 .0 PSF REF t **IMPORTANT**SHALL RIOT BE RESPONSIBLE FOR ANT ARNING IN HANDLING. ERECTION AND DEYIAIION FROM IVIS DESIGN OR THESE SPECIFICAIIONS. DR ANY 6RACIHG. SEf HIB-9f 8Y TPI. SEE 1N15 DESIGN �` VS F ',, TC OL 7 0 PSF GATE04/02/96 FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH OST8B BY IPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ` `� - ALPINE CONNECTORS ARE MADE OF 20GA GAL VSTEEL MEETING ASTM DUIREMENTS. UNLESS OTHERWISE INDICATED. TOP BC OL 10 0 PSF DRWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD 4ulL BE LATERALLY BRACED WITH PROPER 5606 - TRUSSAND UNLESS O11IEIRWISE LOCATED ON THIS DESIGN. POSITION LY AITACHEO PLYWOOD SHEATHING, 00I10M CHOIM3 IT BC LL 0 •O p$F RAG LONNECIORS PER DRAWINGS IAO. 150 C I6OA-F. DESIGN STANOARUS NI III PRp'ERLY ATTACHEO RIGIO CEILING -- SEE _ $TAIE of - - TOT.L0. 47 .0 PSF O/A LEN. CONFORM N/APPLICABLE PROVISIONS OF NOS C TPI, AN ENGINEER'S ALPINE IECHNICAL UPDATE 17/1/911 FOIi PROPER t.'� SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS CO RIO� Q',: F OUR.FAC. 1 .33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OiTIEfl MAY_ DESIGN 70 THE TRUSS ERECTION CONTRACTOII. /NEER`'. SPACING 24.0" C 0 M N --TPI " TRUSSAl INSTITUTE. NOS " 1991 NATIONAL OESIGN SPEC IF LCAT i R C 6TRUCT ION IIIIII�`` �_ T Y PF CMN lob: 6-0758 LOT T14 40'4 TR Y HIP 7 THIS DWG. PREPARFD B"HE AT PINE JOT! OFSIGNI R PROGRAM FROM Diu;!; MI I1 5 I AYORI IOP CHORD 2x4513 02 N : T2 2x4 SP #1 N: �] Complete m 1301C OI CIIDIID 2x4 SP 02 N 1, plete Trusses Required WEBS 2x4 SP 03 NAILING SCHEDULE: (0.131x3.0-jMails) PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) TOP CHORD: I ROW @ 16" O.C. UPLIFT (LB): 860 2360 1380 BOT CHORD: 1 ROW @ 16" D.C. BRG.LOC (FT): 0.00 14.35 40.04 WEBS : 1 ROW @ 4" O.c. TRUSS DESIGNED FOR 110 MPH WIND 21.80 FT MEAN HEIGHT USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . IN EACH ROW TO AVOID SPLITTING. ENCLOSED OR FULLY OPEN BUILDING. ---------------------------------------- BEARING BLOCKS: NAIL TYPE: 0.131x3.0-gSails TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS BRG X-LOC #BLOCKS LENGTH/BLK #NAILS/BLK (+)-Gravity (-)-Uplift 1 14,354' 1 12" 3 ---------------------------- --------- --------------- NOTE: FOR ADDITIONAL DETAILS REFER TO DRAWING 8139. MMM UPLIFT Mxx I MMM HANGER MMM BEARING BLOCK TO BE SAME SPECIES, SIZE 6 GRADE AS CHORD.- 115 - -455#(Jacks Only) I HUS26 - 2751# 12860(10tl iply) MfS12 - -10000 1 HUS26 - + 33151 -15500116d !ply) DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. MIS12 - -20000(2 Each) I HHUS48 - + 42990 -16600120d 2ply) MTT28B - -37860(2 Each) (10d)I HHUS48 - + 51801 -20000(160 2ply) (A) (2) SCAB BRACES. SAME GRADE AND LENGTH AS WEB MEMBER. MT126B - -44550(2 Each) (16d)I HGUS48 - + 66400 -21990(fOd 2p 1y) ATTACH ONE TO EACH FACE WITH 160 NAILS a 4" O.C. BRACING MST60 - -4688#(Per 2ply) I HGUS48 - + 80000 -2650#(164 2pIyl) MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. CS150 - -1650#(Each) I HGUS5.5- +113350 -3945#(16d 3ply) --------------------------------------------------------------- 01 HIP DESIGNED TO SUPPORT 07-00-00 JACKS Willi NO WEBS. REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/MANGER DETAILS A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. SHIM ALL SUPPORTS TO SOLID BEARING. `--7' 1 1.5X3 26.4" X8 7. 12 5X8 3X12 -) XG 3X14 I- T7 3X4 ,AX6 3X14 3JA1) T- 3X5(A 1) 2' 6X1 �Xf2 Tr f2 3W 1.5X3 7x108 5x6 12 1.5X3 3X4 7X8 12 Fry f iX X 4. N"43X X7 -i3- a6X 3. 13'0"12 6'11"8 X 40'4" 7' X 26'4" 1 7- 5 8# 578# Rv=604# U=8600 W=3"8 Rv=19870 U=1380/ W=3"8 Rv=54240 U=2360# W=3"8 TAG = T38 SEG = 71674 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY= 1 PLIES= 2 TOTAL= 2 REV. 17.3u6 SCALE =0. 1087 AIP,Trt ENGINEERED IN1001IC15, 1NC 11 ISIS REWIRE I.I. E CARE 04/02/96 TC LL 30 .0 PSF REF *I MP 0R T AN T X X SHALL NOT BE RESPONSIBLE TOR ANY A RN I NG IN HANOLING, EAECTION AND „1!I„ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. 00 ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN T C OL 7 .0 PSF DAT E 04/02/96 ^ t FAILURE 10 BUILD 111E TRUSS IN CONFORMANCE WITH OST88 BY IPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ` V ALPINE CONNECTORS ARE MAGE OF 20GA GALY. STEEL MEETING AStM OUIREMENIS. UNLESS OiHEgMISE INDICATED. IOP 13CDL 10 0 PSF ()RW(jA4A6 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER !BUSS ANO UNLESS OTHERWISE LOCATED ON THIS OESIGN, PCSIIION LY ATTACHED PLYWOOD 54EAMILAr, 00TIOM CHORDW 5606 BC LL 0 -0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C I6OA-F, DESIGN STANDARDS MIM PROPERLY AtTACHEG RIGID CEILING -- SEE 9. STATE OF TOT.LD. 47 .0 PSF 0/A LEN. CONFORM M/APPLICABLE PROVISIONS OF NOS C 7P1. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1791) FOR PROPER SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS E O RID Q Y` IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN 10 TME IRU55 ERECTION CONTRACTOR. OUR.F AC. 1 .33 1...10 SPACING see above HIPS --TP 11x155 PLATE INSTITUTE. NDS 1991 NAT IDNAI DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 1 ! 1l1�1, T YPE Job: 6-0758 LOT T15 4 '4 TRAY HIP 9 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM THUSS MfH'S LAYOUT PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) TOP CHORD 2x4 SP 02 N UPLIFT (LB): 530 1070 690 BOT CHORD 2x4 SP 12 N BRG LOC (FT): 0.00 14.35 40.04 WEBS 2x4 SP 13 TRUSS DESIGNED FOR 110 MPH WIND, 22.39 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED BEARING BLOCKS: NAIL TYPE: 0.131x3.0 9 sails WITHIN A 6.50' END ZONE FROM EDGE OF THE ROOF. BRG X-LOC #BLOCKS LENGTH/8LK /NAILS/8LK --------------------------------------------------------------- 1 14.354' 1 12" 1 TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS NOTE: FOR ADDITIONAL DETAILS REFER TO DRAWING 8139. (0-Gravity (-)-Uplift BEARING BLOCK TO BE SAME SPECIES, SIZE 6 GRADE AS CHORD. ------------------- ---------------------------------------- xxx UPLIFT xxx I xxx HANGER xxx DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. H5 = -455#(Jacks Only) I HUS26 - + 2751# -12%0(10d tply) MTS12 - -1000# 1 HUS26 - + 3315# -15, If(16d (ply) (A) 1X4 'T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH MIS12 - -20000(2 Each) I HHUS48 - + 42990 -16600(100 2ply) Bd NAILS 0 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY MIT20B - -37860(2 Each) (IO(j)I HHUS48 - + 51801 -20001(16d 2ply) ERECTION CONTRACTOR. MT128B - -44551(2 Each) (16d)I HGUS48 - + 6640: -21990(10d 2ply) MS160 - -46880(Per 2ply) I HGUS48 - + 80001 -2650/116d 2ply) A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. CS150 - -1650#(Each) I HGUS5.5- +11335: -3945:(16d 3pIy) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS SHIM ALL SUPPORTS TO SOLID BEARING. 22'4" �-----9 --I T5X5 3X7 3X5X X4 X5 12 T u' 7 L A) 1.5X3 In 3X4 n In -- 3x5 lA 1)In X6(R) 3x5(A 1) iv 3 a 5X6(R) 12 ]9'7" 12 3x3 3X5 X7 Q 8 5X6 3X43X3 1.5X3 12 1.55X3 14 4.4 25'8"4 -1 1-3""--4'S` 73'0"f2 3' --{ 3'0"8 �6 40'4" Rv=4301 U=530# W=3"8 Rv-2528: U=1070# W=3"B Rv=987: U=690/ W-3"8 TAG = T25 SEO = 71676 PLT . TYP.-ALPINE DESIGN CRIT-TPI OTY = 1 TOTAL - 1 REV. 17.3u6 SCALE =0. 1833 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REWIRE EXTREME CARE 04/02/96 T C LL 30.0 PSF REF x x I MPOR T AN T H X SHALL Not BE RESPONSIBLE FOR ANYWARNING IN HANDLING. ERECTION]IOP T1IH1, DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS X11l V$ ��.� T C OL 7 .0 PSF OAT E 04/02/961 ^ FAILURE TO Wilp 111E 11x155 IN CONFORMANCE WITH OSIBB BY IPI. FOR ADDITIONAL SPECIAL PERMAHENI BRAC , V ALPINE CONNE,CIORS ARE MADE OF ?OGA GALV. STEEL MEETING ASTM OUIREMENIS. UNLESS OTHERWISE IIAICATE - - BC DL 10 .0 PSF DAWG A445 GR B EXCEPT A9 NOTED APPLY CONNECTORS IO EACH FACE OF CNORO SHALL BE LATERALLY BRACED WITH 5606 - IRl1SS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHEO PLYWOOD SHEATHING. BOTTOM x BC LL 0 .0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHEO RIGID CEILING $LATE OF Q0-4 CONDib1 M/APP(ICAOLE PROVISIUNS OF NIS C IPI. AN ENGINEER'S ALPINE IECHWICAL UPDATE 1)/1/911 Fog] TOT.LD. 47 .0 PSF 0/A LEN. 0CORIOSFAL ON IVIS ORAMING APPLIES 10 I1/E COMPOFENT pEPICTEO HETE DRYWALL APPIILAt10N. FUTIHISH A COPY O ' . DOR.FAG. 1 . 33 IN ONLY• ANO SHALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN 10 THE TRUSS ERECTION CONTRACTINEE�I.Y` n (� --TPI " TRUSS AT INSTITUTE NOS " 1991 NATIONAL DESIGN SPECIFICATION FOR W000 CONSTRUCT ON T11H.111•T SPACING 24.0" T Y PF h 1 P S Job: 6-0758 LOT T16 4 '4 TRAY HIP 11 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP /2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) BOT CiiORD 2x4 SP 12 N UPLIFT (LB): 500 1130 680 WEBS 2x4 SP 13 BRG.LOC (FT): 0.00 14.35 40.04 TRUSS DESIGNED FOR 110 MPH WIND, 22.97 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 10.50' END ZONE FROM EDGE OF THE ROOF. (A) 1X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH --------------------------------------------------------------- 60 NAILS @ 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS ERECTION CONTRACTOR. (+)-Gravity (-)=Uplift --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. MMM UPLIFT MMM I MMM HANGER MMM MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 -4551(Jacks Only) I HUS26 - + 27511 -1286I(fOtl 1ply) MTS12 - -10000 1 HUS26 - + 33150 -MON(1 66 1 p I y I SHIM ALL SUPPORTS TO SOLID BEARING. MTS12 - -20001(2 Each) I HHUS48 - + 42991 -16601(100 2ply) MTT288 - -37861(2 Each) (10d)I HHUS48 - + 51801 -20001116d 2pIy) MT1288 - -44551(2 Each) (160)1 HGUS48 - + 66401 -219911100 2ply) MST60 - -46881(Per 2ply) 1 HGUS48 - + 80001 -26501116d 2ply) CS150 = -16501(Each) I HGUS5.5- +113351 -39451116d 3ply) ------------------------------------------------------------ REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 1B'4" 5X8 4 X6 12 X4 In 7 p 3X4 (A) A) m ITT) � 3X4 � q1 3x5 lA 1) 3X5(A f) cu 3 N X6(57(5(R► 12 19'7" 12 3X3 3X5 X7 8 5X5 3X43X3 1.5X3 12 —��3 14'4"4 25'8"4 —( 2 314.6--}m�3 Xflu 6 4'5"12 --i=XQ 8 73'0"f2 3' 3'0'8 40'4" Rv=4380 U=5001 W-3"8 Rv=2515# U=11300 W=3"8 Rv=9910 U=6800 W-3"8 TAG = T27 SEO = 71678 PLT . TYP.-ALPINE DESIGN CRIT=TPI DTY = 1 TOTAL = i REV. 17.3u6 SCALE =0. 1833 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REWIRE EXTREME CARE 04/02/96 TC LL 30 .0 PSF REF X X I MPORT A N T XN SHALL NOT BE RESPONSIBLE FOR ANY A RN I NG IN HANOLING. ERECTION ARD 7 .0 n I\ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN �`I♦IUS'IF'�., TC OL / •0 PSF DATE 04/02/96 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OS780 BY iPI FOR ADDITIONAL SPECIAL PERMANENT BRACING TNG RE - , v - p ALPINE CONNECIORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM GUIREMENIS. UNLESS OTHERWISE INDICATED, IOP - - BC DL 10 .0 PSF DRWG O A446 GR IT EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - 5606 - O O PSF RAG TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY AITACHF_C PLYWOOD SHEATHING, BOTTOM CHORD W BC LL 1 4 CONNECIDRS PER DRAWINGS 130. 150 C 160A-F. DESIGN STANDARDS MIT"PROPERLY AITAC"EO RIGID CEILING -- SEE STATE OF TOT L.D. 4 7 .0 PSF O/A LEN \U U CONFORM W/APPL ICAOLE PROVISIONS OF NDS C IPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/7/911 FOR PROPER SEAL ON ]HIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS E 0 Rig Q F DUR.FAC. 1 . 33 IN ONLY, AIM]SHALL NOT BE RELIED UPON IN ANY OT/ER MAY. DESIGN 70 THE TRUSS ERECTION CONIRACTDR. /NEE '. HIPS --TPI " TRUSS PLATE INSTITUTE`_, NOS 19A1 NATIONA1 UESIGN SPFCIFICA710N FOOPW10D CONSIRI/CIIHN `- III�i.�l`' SPA C T NG_ 24,0" T Y F1r PS lob: 6-0758 LOT T17 40'4 TRAY HIP 13 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT IOP CHOHO 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) HOT CHORD 2x4 SP 12 N UPLIFT (LB): 470 1190 660 wEBS 2x4 SP 03 :W1. W3 2x4 SP 02 N: BRG.LOC (FT): 0.00 14.35 40.04 TRUSS DESIGNED FOR 110 MPH WIND, 23.55 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 10.50' END ZONE FROM EDGE OF THE ROOF. (A) 1X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH --------------------------------------------------------------- 8d NAILS 0 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY TYPICAL SIMPSON OR EOUAL UPLIFT/HANGER REQUIREMENTS ERECTION CONTRACTOR. (+)=Gravity (-)-Uplift ------------------- ---------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. xxx UPLIFT Kxx I KKx HANGER xxx MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 -455#(Jacks Only) I HUS26 - + 27510 -12860(10d !ply) MTS12 - -10001 1 HUS26 - + 33150 -1550#(16d !ply) SHIM ALL SUPPORTS TO SOLID BEARING. MTS12 - -20001(2 Each) I HHUS48 - + 42990 -16600(1Od 2ply) MTT28B - -37860(2 Each) (10d)l HHUS48 - + 51800 -2000:1160 2ply) MTT28B - -44551(2 Each) D W I HGUS48 - + 66401 -2199�1,Od 2ply) MST60 - -4688#(Per 2ply) I HGUS48 - + 8000! -2650#(16d 2ply) CS150 -1650#(Each) I HGUS5.5- +113350 -394501160 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/MANGER DETAILS 13' 14'4" 13' -) 5X6 3X4 X4 5A7 1.5X3 to ]2 X 4 tI7 7 3X4 (A) A) (A) t` h X8 5X6 3X5(A 1) 3X5(A 1) X3 X3 5X4 3X4 X6 e 5X5 3X3 12 14'4"4 �- 25'8"4 -� 2 24'4" 3. 1 3 0"8 3' -- --6111"8 40'4" Rv=561# U=4700 W=3"8 Rv-23240 U=1190# W-3"8 Rv-1060/ U=660/ W-3"8 TAG = T28 SEO = 71680 PLT . TYP.-ALPINE DESIGN CRIT=TPI OTY = 1 TOTAL = i REV. 17.3u6 SCALE =0. 1833 ALPINE ENGINEERED PP40MIS. INC. TRUSSES AEOUIRE EXTREME CARE 04/02/96 TC LL 30 .0 PSF REF t XIMPORTANT*X SHALL NOT BE RESPONSIBLE FDR ANY ARN ING IN HANDLING. ERECTION AND DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANT BRACINGSEEHIB-91BY TPI. SEE THIS DESIGN •1T�VS IrF � - TC OL 7 .0 PSF DATE 04/02/96 FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH O5T88 BY IPF FOR ADOIIIONAL SPECIAL PERMANENT BRACING REALPINE CONNECTORS ARE MADE OF 206A GALV. STEEL MEETING ASIN OUIREMENIS UNLESS OTHERWISE INDICATED. TOP - BC DL 10 .0 PSF DRWG A4A6 GR 8 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER5606 TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSII LON LY AIIACHEO PLYWOOD SHEATHING. BGTIDM CHORD BC LL 0 •0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE — STATE OF = TOT.LO. 47 .0 PSF O/A LEN. CONFORM W/APPLICABLE PROVISIONS OF NDS C TPI, AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS `ORIOp Q DUR.FAC. 1 . 33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER NAv_ DESIGN TO THE TRUSS ERECTION CONIRA[10R. F WEER`': SPACING 2 4.0" H I P S s •--NPT " TRUSS ATE TN9TITD TE NOS 1991 NITIONAI DESIGN SPEC IF ICAl1ON FOR#000 CONSTRUCTION I�Ii�•••• T Y PF Job: 6-0758 LOT T18 4 '4 TRAY HIP 15 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM IHUSS MFR'S LAYOUT 10P CHORD 2x4 SP 12 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. 6991 SBC) ROT CHORD 2x4 SP 12 N UPLIFT (LB): 440 1250 640 WEBS 2x4 SP 83 : Wf, W3 2x4 SP 02 N: BRG.LOC (FT): 0.00 14.35 40.04 TRUSS DESIGNED FOR 110 MPH WIND. 24.14 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 10.50' END ZONE FROM EDGE OF THE ROOF. (A) 1X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH --------------------------------------------------------------- Rd NAILS @ 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REOUIREMENIS ERECTION CONTRACTOR. W-Gravity (-)-Uplift ------------------- ---------------------------------------- Ill) 2X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH xxx UPLIFT xxx IMMM HANGER xxx 160 NAILS @ 4" O.C. BRACING MATERIAL TO BE SUPPLIED BY H5 455#(Jacks Only) I HUS26 - + 27511 -12860 hod 1ply) ERECTION CONTRACTOR. MTS12 - -10000 1 HUS26 - + 33150 -15500(16d Iply) MTS12 - -20000(2 Each) I NHUS413 - + 42990 -16600110d 2ply) A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. MTT288 - -37868(2 Each) (10d)I HHUS48 - + 51808 -200011 6d 2ply) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MTT288 - -4455/(2 Each) (16d)) HGUS48 - + 66401 -21991110d 2ply) MST60 - -4668#(Per 2131y) I HGUS48 - + 80008 -2650#(16d 2ply) SHIM ALL SUPPORTS TO SOLID BEARING. CS150 - -1650/(Each) I HGUS5.5- +113351 -3945I(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS I 15' 10'4" + 15' -1 5X 3X45 3X4 Irl 12 X4 In 7 3x4 (al ) (A) 01 m (A) 3X5(A1) 3X5�(Afl X3 19 7" X3 5X4 3X8 X X 1.5X3 14'4"4 --IT- 25'8"4 1 2' � 40'4" Rv=5718 U=4408 W=3"8 Rv=2321# U=12508 W-3"8 Rv-1052# U=6401 W-3"8 TAG = T29 SEO = 71682 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY = 1 TOTAL 1 REV. 17.3u6 SCALE =0. 1833 ALPINE ENGINEERED PROOl1C TS. INC. TRUSSES REQUIRE EVREME CARE 04/02/96 TC LL 30 •O PSF REF t XXIMPORTANTM)E SHALL NOT BE RESPONSIBLE FOR ANY ARNI NG N HAHOLING. ERECTION ANO `DEVIATION FRGM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BPA[ING. SEE HIQ-97 5* 1P1, SEE THIS DESIGNUSTC DL 7 .0 PSF DATE 04/02/96 TAILINIE 10 GUILD 11E TRUSS IN COWORMANCE MITI/OSIBa BY IPI. FORA""IONAL SPEC!AL PERMANENT BRACING 1$ ,EALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIHEMENtS. WaESS ,1°+ERWISE INDICATED, IOP - - BC OL 10 •0 PSF DAWG AAAG GR B EXCEPT AS NIEO. APPLY CONNECIDBS TO EACH FACE W r CHORDS/ALL BE La?_-;_LY BRACED KITH PROPER5606 IHUS4 AND MESS OTHERWISE LOCAIEG ON THIS DESIGN. POSIIIGN {LY ATTACHED PLTWC06 5r+EAIHING. BOTTOM CHOIIU BC LL w0 •0 PSF RAG CONWC10T15 PER DRAWINGS 130. 150 C 160A-F. DESIGN 61ANGA(105 MIIH PROPERLY AT':C•tE0 PIG10 CEILING -- SEESTATE OF = TOT.LD. 47 .O PSF O/A LEN. CONFORM W/APPLICABLE PROVISIONS OF NOS C IPI. AN ENGINEER'S ALPINE TECHNICAL UPOAIE (7/1/91) FOR PROPER LORIO� P= SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION FURNISH A COPY OF THIS F Q � DUR.FAC. 1 33 (N ONLY, ANO SHAH NOT BE RELlEO UPON IN ANY OYER MAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. INEEa`'��` --TPI " TRUSS PLATE INSTITUTE. NOS " 1991 NATIONAI DESIGN SPECIE CATION FOR WOOD CONSTRUCTION SPACING 24.0" T Y PF 141 P S Job: 6-0758 LOT T19 40'4 TRAY HIP 17 THIS DWG. PREPARED BY THE ALPINE JOB RESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT IDTT CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. 11991 SOC) DUI CHORD 2x4 SP 02 N UPLIFT (LB): 440 1250 640 WEBS 2x4 SP 03 : W1, W3 2x4 SP 02 N: BRG.LOC (FT): 0.00 14,35 40.04 TRUSS DESIGNED FOR 110 MPH WIND, 24.72 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 10.50' END ZONE FROM EDGE OF THE ROOF. (A) 1X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH --------------------------------------------------------------- 8d NAILS @ G" O.C. BRACING MATERIAL TO BE SUPPLIED BY TYPICAL SIMPSON OR EOUAL UPLIFT/HANGER REOUIREMFNTS (RUCTION CONTRACTOR. (/)-Gravity 1-)-Uplift ------------------- ---------------------------------------- (13) 2X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH MMM UPLIFT MMM I MMM HANGER MMM 16d NAILS @ 4" O.C. BRACING MATERIAL TO BE SUPPLIED BY H5 - -455#(JackS Only) I HUS26 - + 27511 -12861 k Od 1ply) ERECTION CONTRACTOR. MTS12 - -1000# 1 HUS26 - + 33151 -15501116d 1p)y) MTS12 - -20000(2 Each) I HHUS48 - + 4299# -1660#1300 2ply) A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. MTT28B - -37860(2 Each) (1001 HHUS48 - + 51808 -200011160 2ply) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MTT28B - -44551(2 Each) (16d)) HGUS48 - + 66400 -2199#IlOd 2ply) MST60 - -4688 Per 2plyl I HGUS48 - + 80000 -26500(160 2pIy) SHIM ALL SUPPORTS TO SOLID BEARING. CS150 - -1650:(Each) I HGUS5.5- +113351 -39450116d 3pIy) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 17' } 6'4" } 17' - 5X7 f X6 3X4 X4 12 1.5X3 m 7 p 3X5 B) (A) (A) in 3x4 1 1.5X3 3X5(A1) 3X5(A1l X3 X35X4 3XB 3X 3X3 4X4 14'4"4 E- 25.8"4 l 2' _l T 40'4" Rv=5700 U=4400 W=3"8 Rv=2310# U=12500 W=3"8 Rv=1065/ U=6400 W-3"8 TAG = T30 SEO = 71685 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY = 2 TOTAL = 2 REV. 17.3u6 SCALE =0. 1833 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REOUIRE EXTREME CARE 04/02/96 TC LL 30.0 0 PSF REF ASO XIMPORTANTM SMALL NOT BE RESPONSIBLE FOR ANr ARNING IN HAMMING, ERECTION AND DEVIATION FROM THIS DESIGN OR (HESE SPECIFICATIONS. OR ANY BRACING. SEE 1118-91 BY IPI. SEE THIS DESIGN �� U�j F'�. TC DL7 •O PSF DATE 04/02/96 FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY TPI FOR ADDITIONAL SPECIAL PERMANENT BRACING RE �j ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED, TOP _ () - BC OL 10 .0 PSF DRWG 0 A446 GR 8 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - 5506 - (\��/,\Y\\\ IRUSS AND UNLESS OTHERWISE LOCATED ON TH15 DESIGN, 1051110" LY ATTACHED PLYWOOD SHEATHING, BO 11ON CHORD W BC LL 0 .0 PSF RAG \/\\ CONNECTORS PER DRAWINGS 130. 150 C 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID LE ICING -- SEE - $TATE of TOT.L0. 47 O PSF 0/A LEN. U VVV CONE ORM M/APPLICABLE PROVISIONS OF NOS C IPI AN ENGINEER S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER CQ 4TH SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS Q DUR.FAC 1 . 33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER NAY. DESIGN 10 TME TRUSS ERECTION CONTRACTOR. SPACING, 2 4,0" FNE� 1. --TPI TRUSS PLAT INSTITUTE. NOS - 1991 NATION AI DESIGN SPECIFICATION FOR W000 CONSTRUCTT N 1_�-1�� - lob: 6-0758 LOT T20 40'4 HIP 17 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM THUSS Mffl'S LAYOUI TOP CHORD 2x4 SP 02 N : T1 2x4 SP #1 N: PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) 12 2x4 SP 01 Oense: UPLIFT (LB): 440 1250 640 HO[ CIJORfI 2x4 SP #2 N BRG.LOC (FT): 0.00 14.35 40.04 WEDS 2x4 SP 03 TRUSS DESIGNED FOR 110 MPH WIND. 24.72 FT MEAN HLIGHI, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. WITHIN A 10.50' END ZONE FROM EDGE OF THE ROOF. --------------------------------------------------------------- (A) 1x4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REOUIREMENTS Bd NAILS P 6" D.C. BRACING MATERIAL TO BE SUPPLIED BY (i)=Gravity (-)=Uplift ERECTION CONTRACTOR. --------------------------------------------------------------- MMM UPLIFT MMM I MMM HANGER MMM (B) 2x6 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH H5 - -455#(JackS Only) I HUS26 - + 27511 -1286#(100 1ply) 16d NAILS 0 4" O.C. BRACING MATERIAL TO BE SUPPLIED BY MTS12 - -10000 I HUS26 - + 33151 -15501(16d #ply) ERECTION CONTRACTOR. MTS12 - -2000/(2 Each) I HHUS48 - + 42991 -16600810d 2pfy) MTT28B - -37860(2 Each) (100)1 HHUS48 - + 51801 -20000(16d 2p V) A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. M11288 - -44550(2 Each) (16d)( HGUS48 - + 66401 -21991(fOd 2p y) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MS160 - -4688#(Per 2plyl I HGUS48 - + 80000 -26501(16d 2p Y) CS150 - -1650S(Each) I HGUS5.5- +113351 -39450(16d 3p y) SHIM ALL SUPPORTS TO SOLID BEARING. --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 17' T 6'4" + 17' -� 6X6 E X6 X4 In12 !^ 7 L,- 5X6 8) (A) (A) m .5X3 (A) 3X5(A1) 3X5(A 1) 19.7" X X X4 4X5 3X6 14'4"4 t- 25'8"4 2' 40'4" Rv=576# U=4400 W-3"8 Rv-23010 U=1250# W=3"8 Rv=1068/ U=640# W-3"8 TAG = T24 SEG = 71688 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY = 2 TOTAL = 2 REV. 17.3u6 SCALE =0. 1805 ALPINE ENGINEERED PRODUCTS. INC- TRUSSES REWIRE EXTREME CARE 04/02/96 TC LL 30 .0 PSF REF x*IMPORTANT*x SHALL NOT BE RESPONSIBLE FOR ANYWARNING IN HANDLING. ERECTION AND ,111 DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIS-91 BY IPI. SEE THIS DESIGN T C DL 7 .0 PSF DATE 04/02/96 nt FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH 0SIe8 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ` v ALPINE CONNEC10R5 ARE MADE OF 20GA GALY. STEEL MEETING ASTM OUIREMENIS. UNLESS OTHERWISE INOI6AIED, TOP BC DL 0 O PSF DRWG A4A6 GR B E%CEPi AS NOTED. APPLY CONNECi0R5 10 EACH FACE OFCHORD SHALL BE LATERALLY BRACED WITHPROPER5606 TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSIITON LY ATTACHED PLYWOOD SHEATHING, 801109 CHDRO - BC LL 0 •O PSF RAG CONNECTORS PER DRAWINGS 130, 150 C 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE of [DUR OT LD. 47 O PSF 0/A LEN. CONFORM W/APPLICABLE PROVISIONS OF NOS C IPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER SEAL ON IRIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS E 0('110 IN ONLY, ANO SHALL NOT BE RELIED UPON IN ANY OTHER NAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. .FAC. 1 .33 INEEI',.` w "--TPI " TRUSS PLATE INSTITUTE NOS " 1991 N4ilUNA! DESIGN SPECIFICATIONFOR 9000 CONSTRUCTION '''�IITi1.11Y SPACING 24.0" T v PF COM N Job: 6-0758 LOT T22 40'4 TRAY HIP 17 THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMIIIED BY TRUSS MFR TOP CHORD 2x4 SP 12 N : T1 2x13 SP 02 N: PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) 1301 C110RD 2x4 SP /2 N UPLIFT (LB): 250 1260 640 WFBS 2x4 SP /3 :W9 2x4 SP N2 N: BRG.LOC (FT): 0.00 14.35 40.04 TRUSS DESIGNED FOR 110 MPH WINO, 24.72 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 10.50' ENO ZONE FROM EDGE OF THE ROOF. (A) Ix4 "T" BRACE SAME GRADE AS WEB MEMBER. ATTACH WITH --------------------------------------------------------------- [I11 NAILS P (i" O.C. BRACING MATERIAL TO BE SUPPLIED BY TYPICAL SIMPSON DR EQUAL UPt.IFT/HANGER IU OUIHFMENIS LRECIION CONTRACTOR. (#)-Gravity (-)-Uplift ------------------------------------------------------ A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. NNN UPLIFT NMM I NNN HANGER MMN--------- MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 - -4551(JackS Only) 1 HUS26 = + 27511 -12860it0d )ply) MTS12 - -10001 I HUS26 = + 33151 -15501(16d (ply) SHIM ALL SUPPORTS TO SOLID BEARING. MTS12 - -20001(2 Each) I HHUS46 - + 42991 -16600110d 2ply) MTT28B = -37861(2 Each) (100)l HHUS48 - + 51801 -20001(16d 2pIy) MTT268 - -44551(2 Each) (16d)1 HGUS48 - + 66401 -2199111Od 201y) MST60 - -46881(Per 2ply) 1 HGUS48 - + 80001 -26501(16d 2pIy) CS150 -16500(Each) I HGUS5.5- +113351 -39451(160 3p 1y) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 17 6'4" 17' 1 5X6 5 1.5X3 X4 12 m 7 7X6 A) (A) (A) cn 0 0 1.5X3 1.5X3 3X5(A1) PI 3X3 X3 3 3X35X3 1. X 5X4 X X X 19 7 X 14'4"4 25'11"12 1� B X4 4'0"9 ---- 7'7"3 9 25'11"12 40'4" Rv=5601 U=2500 W=3"B Rv=20780 U=1260/ W=3"8 Rv=1147/ U=640/ W-3"8 TAG = T32 SEG = 71690 PL( . TYP.-ALPINE DESIGN CRIT-TPI OTY = 1 TOTAL = 1 REV. 17.3u6 SCALE =0. 1924 ALPINE ENGINEERED PRODUCTS, INC. 11 E5 REQUIRE EXTREME CARE 04/02/96 TC LL 30 .0 PSF REF e )(*IMPORTANTif1( 51-LL NOT BE RESPONSIBLE FOR ANY ARNING IN RANOLING, ERECT ION ANODEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANYBRACING. SEEHIB-91BYtPi. SEE THIS DESIGN 1i�1turJ1i � TC OL 7 .O PSF 0A 1 E 04/02/96 FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY IPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ` v©\`\\ AIPINE CONNECTORS ARE MAGE OF 20GA GALv. STEEL MEEtING ASTM OVIREMENIS. UNLESS OCHERMISE lNOICAIEO. tOP 8C DL 10 O PSF t)RWG \ AAe6 GR B E%CEPI AS NOTED. APPLT CONNECTORS TO EACH TACE Of C1gR0 SHALL BE LATERALLY BRACED WITH PROPER5606\ TRUSS AND WIESS OIHERMISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. 001109 CHORD BC LL O.0 PSF RAG \ CONNECTORS PER DRAWINGS 130. 150 C 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE of TOT.LD. 47 O PSF O/A LEN. CONFORM M/APPLICABLE PROVISIONS OF NOS C IPI, AN ENGINEFR'S ALPINE TECHNICAL UPDATE (1/1/4.) FOR PROPER + P'� SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS E 0 AIS Q•� IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN 10 IHE TRUSS ERECTION CONTRACTOR. F DUR.FAC. 1 3 3 !NE ' SPACING 24.0" SPEC --TP TRtt55 PLATE INSS ITUI NO$ 1991 NATIONAL DESIGN SPECIFICATION f R MOOD CON51RUC110N .l,i` (YPE Job: 6-0758 LOT T23 14-4-4 TRAY HIP 7 THIS DWG. PREPARED FROM COMPUTER INP [LOADS 6 DIMENSIONS SUBMITTED BY TR SS MFR. PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) 2 Complete Trusses Required _ :�_ UPLIFT (LB): 620 910 BRG LOC (FT): 0.00 14.10 TRUSS DESIGNED FOR 110 MPH WIND, 21.80 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . TOP CHORD 2x8 SP /1 N : T2 2x4,SP 12 N: iNCLOSED OR FULLY OPEN BUILDING. BOT CHORD 2x4 SP /2 N --- -------------------------------------------------- WEBS 2x4 SP /3 TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (+1-Gravity (-)-Uplift --------------------------------------------------------------- NAILING SCHEDULE: (0.131x3.0_g_Tails) MMM UPLIFT MMX I WxW HANGER KKK TOP CHORD: 1 ROW @ 16" D.C. H5 4551(Jacks Only) I HUS26 - + 27511 -12661(lOd 101y) BOT CHORD: 1 ROW @ 16" o.c. MTS12 = -10001 1 HUS26 = + 33151 -15501(16d 1ply) WEBS : 1 ROW @ 4" D.C. MIS12 - -20001(2 Each) I HHUS48 - + 42991 -16600 10d 2ply) USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS M11280 - -37061(2 Each) (10all HHUS48 - + 51801 -20000116d 2ply) IN EACH ROW TO AVOID SPLITTING. M11280 -44551(2 Each) (160)1 HGUS48 - + 66401 -21990(10d 2ply) MST60 - -46B81(Per 2ply) I HGUS48 - + 80001 -26500(16d 2ply) PREDICTED HORIZONTAL MOVEMENT IS 0.26" DUE TO LIVE LOAD CS150 - -16501(Each) I HGUS5.5- +113351 -39451(16d 3ply) AND 0.15' DUE TO DEAD LOAD AT ONE SUPPORT. --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. 01 HIP DESIGNED TO SUPPORT 07-00-00 JACKS WITH NO WEBS. A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. PROVIDE HANGER AT RIGHT ENO OF TRUSS FOR 1546.15 LBS. �- -- 7' 7'4'4 -� 7X6 3X4 f. 12 7 In In 3 In v X v 1.5X X N T 33 4'5 . X3 1.5X3 4'0"9 10'3'11 3X3 14'4"4 - 6'4"9 7'4"4 Rv=1189# U=620# W=3"B R=15460 U=9100 TAG = T62 SEO = 71692 PLT . TYP.-ALPINE DESIGN CRIT=TPI OTY= 1 PLIES- 2 TOTAL= 2 REV. 17.3u6 SCALE =0.4460 ALPINE ENGINEERED PRODUCTS, INTRUSSES REQUIRE EXTREME CARE 04/02/96 TC LL 30 .0 PSF REF x I MP OR T AN T M X SHALL MOT BE RESPONSIBLE FOR ANYWARNING N IN NANOL ING. ERECTION AND , /. 7 .0 7 i\ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE H18-91 BY IPI. SEE THIS DESIGN ` eF�i� TC DL / .0 PSF DATE 04/02/96 ^ \\U\\I J1LU\ FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH OS/B8 BY IPI. FOR ADDITIONAL SPECIAL PERMANENI BRACING RE - , v 0\\\\\ ALPINE CONNECIORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENIS. UNLESS OTHERWISE INDICATED. TDP - - BC OL 10 .0 PSF DRWG Aub GR B EXCEPT AS N01ED. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER \V,^ 5606 TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATIAGfO PLYWOOD SHEATHING. BOTTOM CHORD W BC LL 0 .0 PSF RAG CONNECIORS PER DRAWINGS 130, 150 C IGGA-F. DESIGN SIANOAROS W11H PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF T D T.L D. 47 .0 PSF /A LEN. 1 4-4-4 CONFORM M/APPLICABLE PROVISIONS OF NOS C TPJ. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS E O P^' OUR.FAC. 1 .33 IN ONLY, AND SHAH N01 BE RELIED UPON IN ANY OTHER MAT. DESIGN TO THE TRUSS ERECTION LONIRACIOR. -TP " TRUSS PLAT NSIIIUIE ND " 1991 NATIONAL .. RESIGN SPECIFICATION FOR WOOD CTRACTION ,H1 `, SPACING see above T Y PE spec Job: 6-07513LOT T24 14-4-4 TRAY HIPM 9 THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS SUBMITTED BY TRUSS MFR. TOP CHORD 2x8 SP #1 N : T2 2x4 SP 02 N: PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) HOT CHORD 2x4 SP 02 N UPLIFT (LB): 310 430 WEBS 2x4 SP 03 BRG.LOC IFT): 0.00 14.10 TRUSS DESIGNED FOR 110 MPH WIND, 22.39 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . PITEDICTED HORIZONTAL MOVEMENT IS 0.33' DUE TO LIVE LOAD ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED AND 0 15" DUE TO DEAD LOAD AT ONE SUPPORT. WITHIN A 4.50' END ZONE FROM EDGE OF THE ROOF. ------------------------------------------------------ _.-_._-- IILFLLCI]ON CRIIERIA IS L/360 LIVE AND L/240 TOTAL LOAD. TYPICAL SIMPSON OR EQUAL UILIFI/HANGER RLOUIIILMLNIS (t)=Gravity (-)=Uplift RECOMENDED CAMBER 1/4" AT MIDSPAN BETWEEN BEARINGS. ----------------------------------------------------------- WWW UPLIFT MMW ) NMR HANGER MMM A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. H5 = -455/(Jacks Only) I HUS26 - + 27510 -12B60(10d 1ply) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MTS12 - -10000 1 HUS26 - + 3315/ -15500"6d 1ply) MTS12 - -2000/(2 Each) I HHUS48 - + 42990 -16600110d 2p 1y) MTT28B = -37860(2 Each) 110d)I HHUS48 - + 51800 -20000(16d 2ply) MT728B - -44551(2 Each) (16d)I HGUS48 - + 66400 -21990(fOd 201V) MS160 - -4688/(Per 2ply) I HGUS48 - + 80000 -26500116d 2ply) CS150 = -1650#(Each) I HGUS5.5- +113350 -3945#(160 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE HANGER AT RIGHT ENO OF TRUSS FOR 665.68 LBS. 5'4'4 -� 7X6 1,5X3 3X4 12 u3 7 L u) X A f. 1.5X 6 3 N '5 3 3 5X3 1.5X3 1 147 4'0"9 10'3"]f 1. ) 14'4"4 Rv=678/ U-3100 W-3"8 R=666/ U=430# TAG = T39 SEO = 71694 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY = 1 TOTAL = 1 REV. 17.3u6 SCALE =0.3961 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 04/02/96 TC LL 30 .0 PSF REF (�� X X IMP ORT AN T X X SHALL 401 BE RESPONSIBLE FOR ANYWARNING IN HANDLING. ERECTION AND Y I \ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING SEE HI8-91 BY TPI. SEE THIS DESIGN Tllus 1��'�., TC OL 7 .0 PSF DATE 04/02/96 1O O n \\U\^/NICU\ FA[LURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSIOB BY IPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE _ ` - O\\\\\\�/ ALPINE CONNECTORS ARE MADE OF 20GA GALV, STEEL MEETING ASIM OUIREMENIS. UNLESS OTHERWISE INDICATED. TOP - - BC OL PSF DRWG , O A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - 5606 _ O O PSF RAG tMUSS AMU UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD W BC LL CONNECIORS PER DRAWINGS 130. 150 C 160A-F. DESIGN STANOAROS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF _ TOT L 0. 4 7 •0 PSF O/A L E N. CONFORM M/APPLICABLE PROVISIONS OF NOS C TPI, AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER P P SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS E ORI, F Q . ISPACING 24.0 UR.FAC. 1 .33 IN ONLY. ANO SHALL NOT BE RELIED UPON IN ANY OTHER MAY-- . DESIGN 10 THE TRUSS ERECTION CONTRACTOR. I "IP " TRU S PLATE INSTITUTE NOS - 1991 NATIONAL DESIG SPECIFICATION FOR WOOD CONSTRUCTION H.!,oY, TYPE SPEC Job: 6-0758 LOT T25 14-4-4 TRAY HIPM 11 THIS DWG. PREPARED FROM COMPUTER INPUT ILOADS fi DIMENSIONS SUBMITIED BY TRUSS MFR. i0P Cii0R0 2.0 SP /1 N : T2 2x4 SP 02 N: PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) 801 CHORD 2x4 SP /2 N UPLIFT (LB): 290 470 WEBS 2x4 SP 03 :W9 2x4 SP /2 N: BRG.LOC (FT): 0.00 14.10 TRUSS DESIGNED FOR 110 MPH MIND 22.97 FT MEAN HEIGHT. WITH DEAD LOAD OF 5.00 PSF (TOPI AND 5.00 PSF (BOTTOM) . PREDICTED HORIZONTAL MOVEMENT IS 0.50' DUE TO LIVE LOAD ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED AND 0.28" DUE TO DEAD LOAD AT ONE SUPPORT. WITHIN A 8.50' END ZONE FROM EDGE OF THE ROOF. --------------------------------------------------------------- OEFLFCIION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (+)-Gravity 1-)-Uplift RECOMENDED CAMBER 1/4" AT MIOSPAN BETWEEN BEARINGS. ------------------------------------------------------------- xxx UPLIFT MMM I MMM HANGER MMN A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. H5 - -4551(Jacks Only) I HUS26 - + 2751/ -12860(1 Od 1ply) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MTS12 - -10000 1 HUS26 - + 33151 -1550 16d 1ply) MTS12 - -20001(2 Each) I HHUS48 - + 4299/ -166011100 201y) PROVIDE HANGER AT RIGHT END OF TRUSS FOR 665.68 LBS. MTT288 - -37861(2 Each) (IOd)I HHUS48 - + 51801 -2000/(160 2ply) MTT28B - -44551(2 Each) (160)1 liGUS48 - + 66401 -219901fOd 2ply) M5160 - -46801(/Ter 2ply) I IIGUS40 - + 00000 -2650#116d 2p 1y) CS150 - -16501(Each) I HGUS5.5- +113351 -39451(16d 300 --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS RIGHT ENO VERTICAL DESIGNED FOR VERTICAL LOADS ONLY. f l' + 3'4"4 --- 7X6 1 3 3X3 2 12 � 7 In oT oT IU lU 4x5(A2) 1. .5X 3 a 4X10 <'s 3 nil 5X3 19'7" 3X3 RT 4'0"9 —10'3"11 3X3 1.5 3 14'4"4 Rv=678# U=290# W=3"8 R=666# U=470# TAG = T40 SEG = 71696 PLT . TYP.-ALPINE DESIGN CRIT=TPIL QTY = 1 TOTAL = 1 REV. 7.3u6 SCALE =0.3161 ALPINE ENGINEERED PAODIICIS. INC. TRUSSES REOUIRE EXTREME CARE 04/02/96 TC LL 30 .0 PSF REF e **IMPORTANT1E*SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION AND DEVIAl1oN FROM THIS DESIGN OR /HESE SPECIfICAli0N5. DR ANY BRACING. SEE NIB-91 BY IPI. SEE THI]OESIG 1� � 1�' TC DL 7 .0 PSF DATE 04/02/96 FAILURE i0 BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY IPI. FOR AOOI7IONAL SPECIAL PERMANENI BRE\ ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASIN OUIREMENiS. U10.ES5 OIHFRM)$E INDICAP - - BC DL iO O PSF URWG A446 GR B EXCEPT AS MOIEo. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH R _IRUSS AND UNESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOIIM5608 BC LL0 •0 PSF RAG CONNECTORS PER DRAWINGS 130. 150 C 1601-F. DESIGN STANDARDS MITH PROPERLY ATTACHED RIGID CEILINE - STATE CIF T0T.LD. 47 •0 PSF O/A LEN. CONFORM W/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/91) FOR tr SEAL ON THIS ORAWING APPLIES TO THE COWONENI DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPYS RQDUR.FAC. i 33 IN ONLY. AND SHALL NOT BE RELIED WON IN ANY 0111ER MAY. DESIGN TO THE TRUSS ERECTION.CONTRAIfYEEn;� SPACING 24.D" TypF SPEC A7 NSI LUTE NO$ • 991 NATIONAL. DESIGN SPE IFjCAI N F W000 CONSTRUCTI11111 Job: 6-0758 LOT T26 14-4-4 TRAY HIPM 13 THIS DWG. PREPARED FROM COMPUTER INPUT LOAD 6DIMENSIONS) SUBMITIEU BY TRUSS MFH TOP CHORD 2x4 SP /2 N : T1 2x8 SP 01 N: PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) OOI C1i)HO 2x4 SP I2 N UPLIFT (LB): 270 510 WEBS 2x4 SP 13 :WB 2x4 SP 02 N: BRG.LOC (FT): 0.00 14.10 TRUSS DESIGNED FOR 110 MPH WIND. 23.55 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . PREDICTED HORIZONTAL MOVEMENT IS 0.60' DUE TO LIVE LOAD ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED AND 0 32" DUE TO DEAD LOAD AT ONE SUPPORT. WITHIN A 8.50' END ZONE FROM EDGE OF THE ROOF. --------------------------------------------------------------- UFFLECiION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS M-Gravity (-)=Uplift RECOMENDED CAMBER 1/4" AT MIOSPAN BETWEEN BEARINGS. --------------------------------------------------------------- ■xx UPLIFT MMM I MMM HANGER MMM A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. H5 - -455/(JackS Only) I HUS26 - + 27511 -12860(10d (ply) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MT512 - -10000 1 HUS26 - + 3315/ -15500(16d (ply) MTS12 - -20001(2 Each) I HIIUS48 - + 42990 -166001100 2ply) 1111OVIDE HANGER AT RIGHT ENO OF TRUSS FOR 665.73 LBS. MTT28B - -3786/(2 Each) (fOd)I HHUS48 - + 51801 -20000116d 2ply) MTT28B - -44551(2 Each) (160)1 HGUS48 - + 66400 -21991(fOd 2ply) MST60 - -46880(Per 2ply) I HGUS48 - + 80000 -26500(160 2ply) CS150 - -16500(Each) I HGUS5.5- +113351 -39450(160 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS RIGHT END VERTICAL DESIGNED FOR VERTICAL LOADS ONLY. — 13 ^--� 5X6 1. X 1.5X3 7X6 12 In 7 L,- 3X5 3X5(A 1) 1.5X3 .5 3X JX3 +'S 3 5X3 19'7" X3 X 41 4'0"9 -�- 10'3"11 14'4"4 31 Rv=6781 U=2700 W-3"8 R=6660 U-5101 TAG = T41 SEO = 71698 PLT . TYP.-ALPINE DESIGN CRIT=TPI OTY = 1 TOTAL = 1 REV. 17.3u6 SCALE =0.2696 ALPINE ENGINEERED PROOUCIS. INC. TRUSSES REQUIRE Ex1REME CARE 04/02/06 T C LL 30 .0 PSF REF 2 X IMPORTANT** SHALL 101 BE RESPONSIBLE FOR AMYWARNING TN HANDLING, ERECTION AND — eINEE"S."Q' TC DL 7 .0 PSF (IATE 04/02/96 DEVIAt10N FROM THIS DESIGN 011 MESE SPECIFICATIONS, OH ANY BRACING SEE 1118-91 BY IPI. SEE THIS DESIGNTAI)UHE 10 OUILO THE i1W55 IN CONE ORMANCE X1111 OSIBB BY IPI fON ADUIIIONAL SPECIAL PERMANENT DIIAC TNG IE - ALPINE CONNECTORS ARE MADE OF 20GA GALY. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICAIEO. IOP - BC OL 10 .0 PSF DAWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SMALL BE LATERALLY BRACED WITH PROPERp ((,�INUSS ANO U10.ESS 011ERWISE LOCATED ON TH]5 OESIGN, POSITION LY AIIACNED PLYM000 SHEAIMING. BOfIOM CHORD BC LL O PSF RA"CONNECIORS PER DRAWINGS 130. 150 C I6OA FDESIGN STANDARD$ WITH PROPERLY ATTACHED RIGID CEILING - SEE - T OT.LO. 47 .0 PSF 0/A LEN CONFORM M/APPLICABLE PROVISIONS OF NOS C IPI AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPERSEAL ON THIS DRAWING APPLIES TO THE COMPONENI DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS � DUR.FAC. 1 .33 IN ONLY, ANO SHALL NOT BE RELIED UPON IN ANY (TIMER MAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. I'--TPI • TRUSS PLAT INSTITUTE NOS 1991 NATIONAL OE SIGH SPECK[CATION FOR MOO CO TIIUCTION SPACING 24.0" T YPE SPEC lob: 6-0758 LOT T27 '4-4-4 TRAY MONO THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS SUBMITTED BY TRUSS MFR. IOP CHORD 2xB SP /1 N : T2 2x4 SP 12 N: PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 500 DOI CHORD 2x4 SP /2 N UPLIFT (LB): 240 600 WEBS 2x4 SP 13 :WB 2x4 SP 12 N: BRG.LOC (FT): 0.00 14.10 TRUSS DESIGNED FOR 110 MPH WIND. 23.95 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . PREDICTED HORIZONTAL MOVEMENT IS 0.58' DUE TO LIVE LOAD ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED AND 0.31" DUE TO DEAD LOAD AT ONE SUPPORT. WITHIN A 0.50' ENO ZONE FROM EDGE OF THE ROOF. --------------------------------------------------------------- DFFLF(:IION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS 0)=Gravity (-)=Uplift RFCOMLNDED CAMBER 1/4" AT MIDSPAN BETWEEN BEARINGS. --------------------------------------------------------------- MMM UPLIFT MNM I MMM HANGER MMM (A) 1x4 M3 HEM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO H5 -455/(Jacks Only) I IIUS26 - + 27511 -1286/(100 )ply) DE EQUALLY SPACED. ATTACH WITH (2) 8d NAILS. BRACING MTS12 - -10001 1 HUS26 - + 33151 -15501(160 (ply) MATERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A MTS12 - -20001(2 Each) I HHUS48 - + 42991 -16601000 2ply) SUITABLE SUPPORT BY ERECTION CONTRACTOR. MTT288 - -37861(2 Each) (fO(j)I HHUS48 - + 51801 -20000(16d 2ply) MTT288 - -44551(2 Each) (16011 HGUS48 - + 66401 -21990(I0d 2DIV) A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. MST60 - -46881(Per 2ply) I HGUS48 - + 80001 -2650/1160 2ply) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. CS150 - -16500(Each) I HGUS5.5- +113351 -39451(16d 3ply) --------------------------------------------------------------- PROVIDE HANGER AT RIGHT END OF TRUSS FOR 665.71 LBS. REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS RIGHT ENO VERTICAL DESIGNED FOR VERTICAL LOADS ONLY. 2X2 3X4 12 7X6 7 p To A)� m m 3X5(Ai) 1.5X3 1.5X3 3X3 3X3 N 45 35X3 —L 4 3X3 4'0"9 — -� 410'3"11 —i.5-3 14'4"4 Rv=6780 U=2401 W=3"8 R=6660 U-600/ TAG = T53 SEG = 71700 PLT . TYP.-ALPINE DESIGN CRIT=TPI OTY = 4 TOTAL = 4 REV. 17.3u6 SCALE =0.2269 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REOUIRE EXTREME CARE 04/C2; TC LL 30 .0 PSF REF *IMPORTANT*x SHALL NOT BE RESPONSIBLE FIR ANY WARNING IN HANDLING. ERECTION AND T11, OEVIAT ION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIO-91 BY IPI, SEE THIS DESIGN TC OL 7 .0 PSF DATE 04/02/96 n FAITURE TO DUILU THE TRUSS IN CONFORMANCE WITH G5'-'e BY IPI, FOR ADDITIONAL SPECIAL PERMANENT BRACING RE - ` J'Vu - \\\\\V� ALPINE CONNECTORS ARE MAGE OF TOGA GALV. STEEL MEETING'A51N OUIREME NIS. UNLESS OTHERWISE INDICATED, IOP - ��Jf - eC DL 10 .0 PSF (]R W(`j O A446 GR B EXCEPT AS NOTEO. APPLY CONNECTORS TO Ek-P.FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - - IRUSS AND UNLESS Of HERWISE LOCATED ON THIS DESIGN, POST I ION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORU - �6 ' BC LL 0 .0 PSF RAG CONNECTORS PER DRAWINGS 130, 150 C 160A-F DESIGN SIANOARDS WITH PROPERLY ATTACIIED RIGID CEILING -- SEE STATS ^F TOT.LD. 47 .0 PSF (]/A LEN. CONFORM w/APPLICABLE PROVISIONS OF NOS C IPI. AN ENGINEER'5 ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER V,;- SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED fIERE DRYWALL APPLICATION. FURNISH A COPY OF THIS T", Q . DUR.FAC. 1 . 33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY DESIGN TO THE TMT55 ERECTION CONTRACTOR. SPACING 24 Q" SPE/. --TPI TRUSS ATE INSTITUTE. NOS 1991 NATIONAL DESIGN SPECIFICATION FOR X000 CONSiRUC7I0N TTI LII T YPF ob.- (6-0758) LOT T28 25-7-12 TRAY H PM 7 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP 12 N : T2 2x6 SP 02 N: BEARING BLOCKS: NAIL TYPE: 0.)31x3.0 T18ils BOT CHORD 2x4 SP 02 N :82 2x4 SP 11 N: BRG X-LOC #BLOCKS LENGTH/BLK NAILS/BLK 63 2x6 SP 01 Dense. 0 0.000' 1 12" 1 WEBS 2x4 SP 03 :W5, WB 2x4 SP #2 N: NOTE: FOR ADDITIONAL DETAILS REFER TO DRAWING 8139. BEARING BLOCK TO BE SAME SPECIES. SIZE 6 GRADE AS CHORD. PREDICTED HORIZONTAL MOVEMENT IS 0.33' DUE TO LIVE LOAD PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. 11991 SBC) AND 0.22" DUE TO DEAD LOAD AT ONE SUPPORT. UPLIFT (LB): 1490 1490 BAG-LOC (FT): 0.00 25.40 DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. TRUSS DESIGNED FOR 110 MPH WIND, 21.80 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . (A) 1X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH ENCLOSED OR FULLY OPEN BUILDING. 8d NAILS @ 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY --------------------------------------------------------------- ERECTION CONTRACTOR. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (+)-Gravity (-!-Uplift (H) 2X6 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH -------------------------------------------------------------- 164 NAILS @ 4" O.C. BRACING MATERIAL TO BE SUPPLIED BY MMM UPLIFT MMM I xxx HANGER xxW ERECTION CONTRACTOR. H5 - -455#(Jacks Only) 1 HUS26 - + 27510 -12860(104 !ply) MTS12 - -10000 1 HUS26 - + 33150 -1550#(16d !ply) 01 HIP DESIGNED TO SUPPORT 07-00-00 JACKS WITH NO WEBS. MTS12 - -2000012 Each) i HHUS48 - + 4299# -16600(10d 2ply) MIT280 - -37860(2 Each) IIO(j)I HHUS48 - + 51000 -2000#(t6d 2ply) A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. MTT28B - -44550(2 Each) (16d)1 HGUS48 - + 6640# -21990(10(J 2ply) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MS160 - -46880(Per 2ply) 1 HGUS48 - + 80000 -26500(16d 2ply) CS150 - -16500(Each) I HGUS5.5- +113350 -39451(164 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE HANGER AT RIGHT END OF TRUSS FOR 2640.87 LBS. �- 7' — �- 18'7"12 -) 6X7 5X9 3X9 BAB 5X7 T 12 T 7 1.5X3 SP) (8 v HS612 HS612 v 3X8(61) a X4 H 412 A 8 6X12 3X4 12 25'7"12 718'7"12 56 Rv=2564/ U=14900 W=3"8 R=26410 U-14900 TAG = T43 SED = 71702 PLT . TYP.-ALPINE DESIGN CRIT=TPI QTY = 1 TOTAL = 1 REV. 17.3u6 SCALE =0. 1665 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 04/02/!N6 TC LL 30 .O PSF REF t xxIMPORTANT)(1(SMALL N01 BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION AFD DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. ORANY BRACINGSEE HIS-91 BY TPI. SEE THIS DESIGN X (� T TC DL 7 .O PSF OATE . 04/02/96FAILURE IO BUILD THE TRUSS IN CONFORMANCE WITH 05188 Br IPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ` .lALPINE CONNECTORS ARE MADE OF 200A GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TDP8C OL W .O PSF DRWG AA+6 GR B EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED With PROPER 5606O O PSF RAG TRUSS AND L*&ESS OTHERWISE LOCATED ON THIS DESIGN, POSITIUN LY ATTACHED PLYWOOD SHEATHING, BOTTOM CHORD BC LLCONNECTORS PER DRAWINGS 130. 150 C I6OA-F. DESIGN STANDARDS WITH PROPERLY AIIACHEO RIG10 CEILING -- SEE - STATE of = TOT.LD. 47 .0 PSF 0/A LEN. \U\ CONFORM M/APPLICABLE PROVISIONS OF FOS[ IPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER P Q± SEAL ON THIS DRAWING APPLIES TO THE COMPONENT OFPICTEO/HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS <DRID Q ` DUR.FAC. 1 . 33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER NAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. INE Y: --TPI - TRUSS-PLATE INSTITUTE. NOS - 1991 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION SPACING see above T YPF H I P M Job: 6-0758 LOT T29 25-7-12 TRAY HIPM 9 THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM iHUSS MFR'S LAYOUT TOP CHORD 2x4 SP 12 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) 1101 CHORD 2x4 SP 02 N UPLIFT (LB): 810 690 WCOS 2x4 SP 03 BRG.LOC (FT): 0.00 25.40 TRUSS DESIGNED FOR 110 MPH WIND 22.39 FT MEAN HEIGHT. WITH DEAD LOAD OF 5.00 PSF (TOP( AND 5.00 PSF (BOTTOM) . PHEDICIEO HORIZONTAL MOVEMENT IS 0.18' DUE TO LIVE LOAD ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED AND 0.10" DUE TO DEAD LOAD AT ONE SUPPORT. WITHIN A 8.50' END ZONE FROM EDGE OF THE ROOF. --------------------------------------------------------------- DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (0-Gravity (-1=uplift (A) 1X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH --------------------------------------------------------------- 80 NAILS 9 6' D.C. BRACING MATERIAL TO BE SUPPLIED BY xxx UPLIFT MMM I MMM HANGER MMM ERECTION CONTRACTOR. H5 = -455!(Jacks Only) I HUS26 = + 2751! -12861(fOd (ply) MTS12 - -1000/ I HUS26 + 3315! -15500116d (ply) A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. MTS12 - -20001(2 Each) I HHUS48 - + 42990 -166011100 2ply) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MTT288 - -3786/(2 Each) (fOd)1 HHUS48 - + 5180! -2000!1160 2ply) MTT288 - -44550(2 Each) (16d)I HGUS48 - + 66400 -2199!1100 2ply) MST60 = -4688#'Per 2ply) I HGUS48 - + 8000! -26500(160 201y) CS150 -1650#(Each) I HGUS5.5= +113350 -39451(160 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE HANGER AT RIGHT END OF TRUSS FOR 1183.45 LBS. �--- — 9' i 16'7'12 5X8 JX9 3X4 05 4X4 ;n 12 4X5 (A) u7 n 7 n 1n In 6X4 6X6 6X6 5X12 _ 3X4(A 1) e s 4X (R) 6 5X5 4X5 8 5X812 12 1 .5X4 m 6X6 �- 2 6--1 3' ---� 3'0"12 --�'— 3' --�- 2-3-8 �--3' 6' -3- 25'7" 3' ---}-� 25'7'12 Rv=13810 U-8100 W-3'8 R-11830 U-6900 TAG = T44 SEO = 71704 PLT . TYP.-ALPINE DESIGN CRIT=TPI OTY = 1 TOTAL = 1 REV. 17.3u6 SCALE =0.2806 ALPINE ENGIWERED PROOUCIS, INC. TRUSSES REWIRE EXTREME CARE 04/02/96 TC LL 30 .0 PSF FIEF X X I MPOR T AN T TE SMALL NDl BE RESPONSIBLE FOR ANY A R N I NG IN HANDLING. ERECTION AND :Y (\ DEVIATION FROM THIS DESIGN OR (MESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY 1P1, SEE THIS DESIGN 1111,5 TC DL 7 •O PSF DATE 04/02/96 FAILURE TO BUILD THE TRUSS IN COW ORMANCE WITH OST88 BY TPI. FOR AODIIIONAL SPECIAL PERMANENT BRACING RE - -` - \\\\\vim ALPINE CONNECTORS ARE MADE OF FOGA GALV. STEEL MEETING ASIM I GUi REMENIS UNLESS OTHERWISE INDICATED. TOP �'` BC DL 1O .0 PSF DRWG S� A446 Gil B EXCEPT AS MOTTO APPLY CONNECTORS 10 EACH FACE OF &CHORD SHALL BE LATERALLY BRACED 01111 PIIOPER - �\ 1BUSS AND UNLESS OTHERWISE LOCAILO ON PHIS(DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CMORO Y BC LL 0 .0 PSF RAG 'CONNECTORS PER OR 130. 150[ 160A-F. OE SIGN SdANDAR05 WI t�1 PROPERLY ATTACHED RIGID LE IL IVIG -- SEE STATE OF TOT LO. 47 0 PSF U�A LET`(. U ,CDNFORM M/APPLICABLE PROVISIONS OF NOS C IPI. AN ENGINEER'S ALPINE IEC(-:CAL UPDATE 17/I/4t: FOR PROPER P Q',- SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE ORYWAEL APPLICATION. FURNISH A C'3PY OF THIS E O RICv' DUR.Fac. 1 .33 IN ONLY. AND SHALL 001 BE RELIED UPON IN ANY OTHER MAY. DESIGN 10 7NE TRUSS ERECTION CONTRACTOR. --iP IRU$ PLATE INSTITUTE. NOS 1991 NAT ION AI DESIGN SPEC IF(CAT WI F K MOOD CONSTRUCTION l0le1110 SPACING 24.0" T Y PF H I P M Job: 6-0758 LOT T30 25-7-12 TRAY H PM 11 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) 1301 CHORD 2x4 SP 12 N UPLIFT (LB): 790 710 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 25.40 TRUSS DESIGNED FOR 110 MPH WIND, 22.97 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . PREDICTED HORIZONTAL MOVEMENT IS 0.18" DUE TO LIVE LOAD ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED AND 0.10" DUE TO DEAD LOAD AT ONE SUPPORT. WITHIN A 8.50' END ZONE FROM EDGE OF THE ROOF. --------------------------------------------------------------- DFFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS W-Gravity (-)-Uplift (A) 1X4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH --------------------------------------------------------------- 8d NAILS 9 6" O.C. BRACING MATERIAL TO BE SUPPLIED BY WWW UPLIFT MMM I MMM HANGER WWX ERECTION CONTRACTOR. H5 - -4550(Jacks Only) 1 HUS26 - + 27511 -12860(10d 1ply) MTS12 - -10001 HUS26 - + 33151 -15500116d 1ply) A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. MIS12 - -2000112 Each) HHUS48 - + 42990 -16601(fOd 2ply) MUST DE PROPERLY AfTACHEO TO THE BOTTOM CHORD. M17288 - -37861(2 Each) 10d)I HHUS40 - + 51000 -20000(16d 2ply) MTT288 - -44551(2 Each) 116d)l HGUS48 - + 66400 -21990110d 2ply) PROVIDE HANGER AT RIGHT END OF TRUSS FOR 1183.45 LBS. MS160 - -468138(Per 2ply) I HGUS48 - + 80000 -26500(16d 2ply) CS150 - -16501(Each) I HGUS5.5- +113350 -39450(164 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS RIGHT END VERTICAL DESIGNED FOR VERTICAL LOADS ONLY. 14'7"12 - _( 5X6 3X4 4X X 4X6 uT 12 ) (A) IrI 7 p 4X5 rn ID 1D 5X4 5X12 X12 5X5(R) 3X4(A 1) 16" to 4.5 �I 4X5(R) 6 5X7 X7 A 8 5X8 :2 12 1.5X4 m 6X6 �-- 2* -�---3' ---{--3-0-12 --}---3' --+2'3-8 •-[---3' — -� 6' �--3' ----y-� 25'7'12 Rv=13810 U-7900 W-3"8 R=11830 U=710/ TAG = T45 SEO = 71706 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY = 1 TOTAL = 1 REV. 17.3u6 SCALE =0.2603 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REQUIRE EXTREME CARE 04/02/96 TC LL 30 .0 PSF REF t XXIMPORTANT** SHALL NOT BE RESPONSIBLE FOR AMY ARN ING IN HANDLING, ERECTION ANODEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACINGSEEHIS-91 BY TPI. SEE THIS DESIGN 91N IT(, DL 7 0 PSF DATE04/02/96 FAILURE 10 BUILD IHE TRUSS IN CONFORMANCE WITH OStBD BY IPJ. FOR ADDITIONAL SPECIAL PERMANENT BRACTNG RE ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED, TOP - - BC OL 10 .0 PSF ORWG A446 GR B EXCEPT AS NDTEO. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - - RAG 1RUSS AND UNLESS OIHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD BC LL 0 .0 PSF CONNECTORS PER DRAWINGS 130, 150 C 16OA-F, DESIGN SIANUANDS W11H PROPERLY AITACIED RIGID CEILING -- SEE - OF TOT.LD. 47 .0 PSF FJ/A LEN. CONFORM W/APPLICABLE PROVISIONS OF NOS C IPI, AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPERQ�SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS ' OUR.FAC. 1 . 33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN 10 THE TRUSS ERECTION CONTRACTOR. �� SPACING 24.0" HIPM --IP - TRUSSPLAT INSTITUTE NOS " 1991 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION TRH IIIIH II' T Y PE )11(1: 6-0758 LOT T31 25-7-12 TRAY N PM 13 THIS DWG. PREPAREO BY IHE ALPINE JOB DESIGNT'R PROGRAM FROM IliIJ,S MI 11'S IAYOUI 10P CHORD 2x4 SP 12 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) HOI CHORD 2x4 SP 12 N UPLIFT (LB): 600 740 WEBS 2x4 SP 13 BRG.LOC (FT): 0.00 25.40 TRUSS DESIGNED FOR 110 MPH WIND, 23.55 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF I12P) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 8.50' END ZONE FROM EDGE OF THE ROOF. (A) 1x4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH --------------------------------------------------------------- BO NAILS 9 6' O.C. BRACING MATERIAL TO BE SUPPLIED BY TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS ERECTION CONTRACTOR. (+)=Gravity (-)=Uplift ------------------- ---------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. MMM UPLIFT xxx I MMM HANGER NMM MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 - -4551(Jacks Only) I HUS26 - + 2751/ -12860(1Od 1ply) NTS12 - -1000/ 1 HUS26 - + 33151 -155011160 1ply) PROVIDE HANGER AT RIGHT END OF TRUSS FOR 1191.49 LBS. MTS12 - -20001(2 Each) I HHUS48 - + 42991 -166011104 2ply) MTT288 - -37861(2 Each) (10d)l HHUS48 - + 51801 -20001(16d 2ply) MTT268 - -44551(2 Each) (160)1 HGUS48 - + 66401 -21991110d 2pIVI MST60 - -436880(Per 2pIy1 I HGUS48 - + 80001 -26501(16d 2ply) C5150 - -16500(Each) I HGUS5.5- +113351 -39451(16d 3ply) ---------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS RIGHT END VERTICAL DESIGNED FOR VERTICAL LOADS ONLY. —13' 12'7"12 --� 5X5 3X4 3X9 3x12 12 uT 7 L,- A);n r' 3X7 X5 5X6(R) 6X4 6X6 X4(A1) I'6" N 4'5 1 8 19'7* M (R) ,:16 �.- 4X50 5X6 Q 4X4(R) -"�'—31 3 0"12 --�---3 —�- 2-3-8 -1---3 — 1� 6 — —3 25'7'12 Rv=12190 U=600# W-3"8 R=11910 U-7400 TAG = T51 SEO = 71708 PLT . TYP.-ALPINE DESIGN CRIT=TPI OTY = f TOTAL = 1 REV. 17.3u6 SCALE =0.2797 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 04/02/96 TC LL 30 .0 PSF REF 1(1IIMPORTANTX 1T SHALL NUT BE RESPONSIBLE FOR ANY WARNING IN HANDLING. ERECTION AND I,TTTI1T I' I\ DEVIATION FROM THIS DESIGN OR THESE '+PECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN T C OL 7 O PSF UA T E 04/02/96 n \\U\\I IILU\ FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH OST8B BY TPI, FOR AOGiiIJNAL SPECIAL PERMANENT BRACING RE - - ALPINE CONNECTORS ARE MADE DF 20GA GALV. STEEL MEETING ASTM OUIREMENI"s UNLESS OTHERWISE INDICATED. TOP - - BC OL 10 .0 PSF DRWG O A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHAL; BE LATERALLY BRACED WITH PROPER - 5606 - 0 .0 PSF RAG IRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY AII.AC'A_L)PLYW000 SHEAIHING. BOTTOM CMARD M BC L L CONNEC IORS PER DRAWINGS 130. 150 C 16OA-F. DESIGN STANDARDS WIIH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF TOT.L D. 47 .0 PSF O/A LEN. CONFORM W/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECIWICAL UPDATE 17/1/911 FOR PROPER SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS d RIO e. 1 .33 IN ONLY. AND SHAH 001 BE RELIED UPON IN ANY DIMER MAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. INEEA`' DUR.FAC. --TP - T AIINSTITUTE, NOS 99 NATIONAL DESIGNSPECIFICATION FOR WOOD ON TR TION TTIII SPACING 24.0"�_ T Y PF H I P M lob: 6-0758 LOT T32 25-7-12 TRAY HIP 15 SR THIS OWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S I AYOUI 1017 C110110 2x4 SP /2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. 0 991 SOC) DOT CHORD 2x4 SP /2 N UPLIFT (LB): 590 770 WEDS 2x4 SP 13 BRG.LOC (FT): 0.00 25.40 TRUSS DESIGNED FOR 110 MPH WINO 24.14 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP} AND 5.00 PSF (BOTTOM} . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 8.50' END ZONE FROM EDGE OF THE ROOF. (A) 1x4 "T" BRACE. SAME GRADE AS WEB MEMBER. ATTACH WITH --------------------------------------------------------------- Bd NAILS 9 6' D.C. BRACING MATERIAL TO BE SUPPLIED BY TYPICAL SIMPSON OR EOUAL UPLIFT/HANGER REQUIREMENTS ERECTION CONTRACTOR. (+)=Gravity (-)-Uplift --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. xxlt UPLIFT MMM I mxx HANGER MMM MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 - -455#(Jacks Only) 1 HUS26 - + 27511 -12861(10d (ply) MTS12 - -10000 1 HUS26 - + 33150 -15501(16d (ply) MTS12 - -20001(2 Each) I HHUS48 - + 42991 -16600(IOd 2ply) MTT28B - -37861(2 Each) (10d)) HHUS48 - + 51801 -20001(16d 2ply) MTT28B - -44551(2 Each) (16d)l HGUS48 - + 66401 -21991(1Od 2ply) MST60 - -4688#(Per 2ply) 1 HGUS48 - + 80001 -26501060 2ply) CS150 - -16501(Each) 1 HGUS5.5- +113351 -39451(160 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE HANGER AT RIGHT END OF TRUSS FOR 1191.48 LBS. I- 15' } 10'4" A — 4X5 3X4 X3 3X12 12 In 7 p (A) A) In rn rn 3X7 6x4 6X6 3X4(A1) I.E. 5 Q 6 19'7" 4d( (R) 12 4X5(R) -}---3' L-43'0"12 —�---3' 15'3"8 25'7"12 Rv=1219# U=590# W=3"8 R=1191# U-770/ TAG = T46 SEG = 71710 PLT . TYP.-ALPINE DESIGN CRIT=TPI OTY = 1 TOTAL = i REV. 17.3u6 SCALE =0.2527 ALPINE ENGINEERED PRODUCTS, INC. IRUSSES REOUIRE EXIREME CARE 04/02/96 TC LL 30 .0 PSF REF XX IMPORTANT](*S1/ALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING, ERECTION AND e1NEF6V"9' DEVIAI ION FROM THIS OE51GN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN TC OL / •0 PSF DATE 04/02/96 FAITURE TO BUILO THE TRUSS IN CONFORMANCE #ITN OSIBB BY IPI FDR ADDITIONAL SPECIAL PERMAfENT BRACING REV� ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENIS. UNLESS OTHERWISE INDICATED. TOP BC DL 10 •0 PSF DRWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER _ - IRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSIIIUN LY ATTACHED PLYWOOD SHEATHING. BOTION CHORDBC LL 0 0 PSF RAG EUNNECIORS PER DRAWINGS 130. 150 C 160A-F. DESIGN STANDAPUS WITH PROPERLY ATTACHED RIGID CEILING -- SEE - TOT.LD. 47 .0 PSF 0/A LEN. CONORM M/APPLICABLE PROVISIONS OF NDS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPERIrSEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS ' OUR.FAC. i .33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OIHEA WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR ,`\ +--TP " TRUSS PLAT INSTITUTE. NOS - 1991 NATIONAL RESIGN SPECIFICATION FOR WOOD CON TRUCI ON �HNH„ININY SPAC I NG 24.0" 1 Y PE H I P M Job: 6-0758 LOT T33 25-7-12 TRAY HIP 17 SR THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFH'S LAYOUT 10P CHORD 2x4 SP 12 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) B01 CHORD 2x4 SP 12 N UPLIFT (LB): 600 770 WEBS 2x4 SP 13 BRG.LOC (FT): 0.00 25.40 TRUSS DESIGNED FOR 110 MPH WIND, 24.72 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) OEFLECIION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 8.50' END ZONE FROM EDGE OF THE ROOF. (A) 1X4 13 HEM-FIR OR BETTER CONTINUOUS LATERAL BRACING TO -------------------------------------------------------------- BE EQUALLY SPACED. ATTACH WITH (2) Bd NAILS. BRACING TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REOUIREMENTS MA(ERIAL TO BE SUPPLIED AND ATTACHED AT BOTH ENDS TO A (4)-Gravity (1"Up13ft SUITABLE SUPPORT BY ERECTION CONTRACTOR. --------------------------------------------------------------- xxM UPLIFT xxx I MMM HANGER xxx A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. H5 - -455#(Jacks Only) I HUS26 - + 27511 -12861(10d (ply) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. MTS12 - -1000/ 1 HUS26 - + 3315/ -15500(16d (ply) MTS12 - -20001(2 Each) I HHUS48 - + 42991 -16601(fOd 2ply) P140VIDE HANGER AT RIGHT END OF TRUSS FOR 1191.49 LBS. MTT288 - -37861(2 Each) Mall HHUS48 - + 51801 -20001(160 2ply) MTT288 - -44551(2 Each) (16d)I HGUS48 - + 66401 -21990"00 2ply) MST60 - -46881(Per 2ply) I HGUS48 - + 80001 -26501116d 2ply) CS150 - -1650#(Each) I HGUS5.5- +113351 -39451(16d 3p1y) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/MANGER DETAILS RIGHT END VERTICAL DESIGNED FOR VERTICAL LOADS ONLY. N 17' 4X5 5X6 X2 3X12 12 m 7 A) ) ( ru m (A) 3X7 CD 6X4 6X6 3X4(Al) I•s• l X4 6X6L 4X5(R) 3X8 19'7' 1- 2 13 0 -3' 15'3"8 25'7'12 Rv=1219# U=6000 W=3"B R=1191/ U=770/ TAG = T47 SEO = 71713 PLT . TYP.-ALPINE DESIGN CRIT=TPI QTY = 3 TOTAL = 3 REV. 17.3u6 SCALE =0.2084 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 04/02/96 Q TC LL 30.0 PSF REF X X I MPOR T AN T*M SHALL NOT BE RESPONSIBLE FOR ANYWARNING IN HANDLING. ERECTION AND V 1LL111HHL, , i DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN .��us TC DL 7 .0 PSF DATE 04/02/96 ,Y FAILURE 10 B111L0 THE i1M155 IN CONFORMANCE M17M OS IBB BY IPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE 10 .0 1 ALPINE CONNECTORS ARE MADE OF 200A GALV. STEEL MUN MEETING ASIM OUIPEMENIS LESS OTHERWISE INDICATED. TOP - - BC DL l O .O PSF DRWG O A446 GR 6 EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - 5606 - O O PSF R A G TRUSS AND U CESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD x 8C LL NLONNECTORS PER DRAWINGS 130. 150 C 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF _ T O T.LO. 4 7 •O PSF 0/A L E N. CONFORM W/APPLICABLE PROVISIONS OF NOS C IPI. AN ENGINEERE5 ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER C D Pip$' Q SEAL ON THIS DRAWING APPLIES 10 THE COMPONENI DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS �. Q DUR.FAC. 1 .33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANT OTHER WAY DESIGN i0 THE TRUSS ERECTION CONTRACTOP. --TP • TRUSS PLATE INSTITUTE. NOS - 1991 NATIONAL. OES GN SPECIFICATION FOR MOOD CONSTRUCTION H,i,HH��•` SPACING 2 4. PE H I P M Job: 6-0758 L 0 T T34 '4 HiDM Girder THIS DWG. PREPARED BY THE ALPINE J DES GNER PROGRAM FROM TRUSS MFR'S LAYOUT 1(111 ('110110 2x4 SP 02 N 2 Complete Trusses Required �—s BOI IT 2xp SP f1 N 'B2 2x8 SP /2 N: P `+ WEBS 2x4 SP /3 :W5. W10 2x4 SP 02 N: WIT 2x4 SP it Dense: NAILING SCHEDULE: 10.131x3.0-g nails) TOP CHORD: 1 ROW @ 16" O.C. PPOVIOE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) BOT CHORD: 1 ROW @ 3" o.c. UPLIFT (LB): 4910 6470 WEBS : 1 ROW @ 4" o.C. BRG.LOC (FT): 0.00 22.00 USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS TRUSS DESIGNED FOR 110 MPH WIND, 23.95 FT MEAN HEIGHT, IN EACH ROW TO AVOID SPLITTING. WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED BEARING BLOCKS: NAIL TYPE: 0.131x3.0 y sails WITHIN A 8.50' END ZONE FROM EDGE OF THE ROOF. BRG X-LOC #BLOCKS LENGTH/BLK (NAILS/BLK --------------------------------------------------------------- 0 0.000' 2 12" 13 TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS 1 22.000' 2 12" 20 (0-Gravity (-)-Uplift NOTE: FOR ADDITIONAL DETAILS REFER TO DRAWING 8139. --------------------------------------------------------------- BEARING BLOCK TO BE SAME SPECIES. SIZE 6 GRADE AS CHORD. xxx UPLIFT xxx I MNM HANGER MMM E15 = -455/(Jacks Only) 1 HUS26 - + 27510 -1286#(100 1ply) DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. MIS12 - -1000/ 1 HUS26 - + 33150 -15501 16d 1ply) MIS12 = -20000(2 Each) I HHUS48 - + 42990 -16600(IOd 2ply1) (A) SCAB BRACE: SAME SIZE AND GRADE AS WEB MEMBER. LENGTH TO BE MIT2BB - -3786012 Each) (`100)) HHUS48 - + 51800 -20000116d 20Y MIN. OF 80% OF WEB LENGTH. ATTACH WITH 16d NAILS @ 4"O.C. M11200 - -44550(2 Each) (060)1 HGUS48 - + 66400 -21990 100 2p1 BRACING MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. MS160 - -46881(Per 2ply) I HGUS48 - + 80000 -26500116a 2ply CS150 - -1650#(Each) I HGUS5.5- +113350 -39450116d 3ply) (B) (2) SCAB BRACES. SAME GRADE AND LENGTH AS WEB MEMBER. --------------------------------------------------------------- ATTACH ONE TO EACH FACE WITH 16d NAILS @ 4- O.C. BRACING REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS MATERIAL TO BE SUPPLIED BY ERECTION CONTRACTOR. SPECIAL LOADS RIGHT ENO VERTICAL DESIGNED FOR VERTICAL LOADS ONLY. -------------------------------------------------- TC - From 74 PLF at -2.15 to 74 PLF at 22.33 A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. BC - From 27 PLF at 0.00 to 138 PLF at 7.00 MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. BC - From 914 PLF at 7.00 to 914 PLF at 22.33 BC - 3040 LB Concentrated Load at 7.00 �--�14'4"4 -- --+-—7'11-12 —-� 5X5 7X6 8X8 12 6X8 T 7 L,' 4X6 (A) ) m3X4 (A m 4X5(A3) I 4X5(A 3) 1. X X 5X6 7X8 N 22'4" 7' 15'4" 3 400 Rv=8462# U=49100 W=3"8 Rv=10976# U=64700 W=4" TAG = T26 SEG = 71718 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY= 1 PLIES= 2 TOTAL= 2 REV. 17.3u6 SCALE =0. 1277 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CAVE 04/02/q, 6 T C LL 30 .0 PSF REF t XMIMPORTANTXX SHALL NOT BE RESPONSIBLE FR ANY ARNING IN HANDLING. ERECTION ANO ,DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY IPI. SEE THIS DESIGN ��TUS �� TC DL7 .O PSF OATE 04/02/96 FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH OSTB8 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED• TOP - BC DL 1G •O PSF URWG A4A6 GR 8 EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER O .O PSF RAG 5ED6TRUSS ANDUNLESS OTHEPNISE LOCATED ON 1HI$DESIGN, POSIiIUN LY ATTACHED PLYW000 SHEATHING, BOIIOM CHORD NBC LLCONNECTORS PER DRAWINGS 130, 050 C 160A-F. DESIGN STAN0AR05 MITM PROPERLY At1AC11E0 RIGID CEILIHG '- SEE $TATE of TOT.LO. 47 O PSF U/A LENCONFORM M/APPL ICABIE PROVISIONS OF NDS C IPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE T7/1/91) FOR PROPER M p� SEAL ON THIS DRAWING APPLIES l0 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF 7N1$ C O F.1� ': F OUH.FAC. 1 • 33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN 10 THE TRUSS ERECTION CONTRACTOR. INEE�'I'll .-TPI-- TRUS .ATE INSTITUTE, NOS " 99 NATIONAL SIGN SPECIFICATION FOR WOOD CONSTRUCTION 111T�1111A SPACING see above T YPF H IPM L Job: 6-0758 LOT PIGGY *4 COMMON THIS DWG. PREPARED FROM COMPUTER INPUT LOADS G. DIMENSIONS SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) BOT CHORD 2x4 SP /2 N UPLIFT (LB): 200 230 200 WEBS 2x4 SP /3 BRG.LOC (FT): 0.00 3.02 6.04 TRUSS DESIGNED FOR 110 MPH WIND. 30.76 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILOING. --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. TYPICAL SIMPSON OR EOUAL UPLIFT/HANGER REOUIREMENIS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. (0-Gravity (-)-Uplift ------------------- ---------------------------------------- SHIM ALL SUPPORTS TO SOLID BEARING. xxx UPLIFT NNN I *UK HANGER MM H5 - -4551(Jacks Only) 1 HUS26 - + 27511 -120601M 1 O 1ply) MTS12 - -10004 1 HUS26 - + 33151 -15501(16d Iply) MTS12 - -20001(2 Each) I HHUS48 - + 42991 -1660/(1Od 2ply) MTT288 - -37861(2 Each) Mall HHUS48 - + 51801 -200011160 2ply) MTT288 - -44551(2 Each) (16d)l IIGUS48 - + 66401 -2199/(IOd 2p)y) MS160 - -4688/(Per 2ply) I HGUS48 - + 80001 -26501(16d 2ply) CS150 - -16500(Each) I HGUS5.5- +113351 -39451(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS — 3'2" _ 3'2" m 12 m m 7 p w Li 2911"f0 29'10" 3'2" 3'2" 10"3 7"1 10"3 1.5X3 6'4" Rv=401 U=200# W=3"8 Rv=5041 U=2300 W=3"8 Rv=401 U=2000 W=3"8 TAG = T63 SEE = 71720 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY - 4 TOTAL = 4 REV. 17.3u6 SCALE =1 .2250 ALPINE ENGINEERED PRODUCTS, INC. :TUSSIS REQUIRE EXTREME CARE 04/02/96 TC LL 30 .0 0 PSF REF XX I MPGR T AN T X X SMALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING, ERECTION AND (� n T\ OEtl1AilON FROM THIS DESIGN OR (MESE SPECIFICATIONS. OR ANY BRACING. SEE HIO-91 BY IPI, SEE ,Mls DESIGN el_s�?'- TC OL 0 PSF UATE 04 02 76 FAILURE TO BUILD T7E TRUSS IN CONFORMANCE WITH OST88 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE -AIPINE CONNECTORS ARE MADE OF 20CA GALY. STEEL MEETING ASTM OUIREMENIS UNLESS OTHERWISE INDICATED. IOP - BC DL 10 •0 PSF ORWG AAAG GR B EXCEPT AS WTEO. APPLY C0INECCORS 10 EACM FACE OF CIaORp SHAH BE LATERALLY BRACED WITH PROPER - - 0 .0 PSF RAG USS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORE) BC LLCONNECTORS PER DRAW{1165 130. 150 C 160A-F. OESIGN STANOAHOS 4f7H PROPERLY ATIACHEO R1G10 CEILING -- SEE TOT.LO. 47 O PSF USA LEN. CONFORM N/APPLICABLE PROPISIONS OF NOS C IPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/f/9f) fOR PRq>ERQ'�SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS DUR.FAC. 1 .33 IN ONLY, ANO SHALL NOT BE AELIEO UPON IN ANY OTHER NAY. DESIGN IO TIE TRUSS ETECIION CONTRA.FOR.--TP " I AI NSf IUIE N S 991 NAT ONAL OE GN SP C F AT f R N IRUCtl N '1 ``` SPACING 2 4.0„ I�YpF COM N Job: 6-0758 LOT PIGGY '4 HIP 2 THIS DWG. PREPARED FROM COMPUTER INPUT LOADS 6DIMENSIONS) SUBMIIILO BY TRUSS MFR 1 )1' 0/101111 2x4 SP 12 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) 001 CHORD 2x4 SP 02 N UPLIFT (LB): 200 200 200 WEBS 2x4 SP 13 BRG.LOC (FT): 0.00 3.02 6.04 TRUSS DESIGNED FOR 110 MPH WIND, 30.42 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. TYPICAL SI14PSON OR EQUAL UPLIFT/HANGER REOUIREMENTS MUST 13E PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)-Gravity (-)-Uplift --------------------------------------------------------------- SHIM ALL SUPPORTS TO SOLID BEARING. xMx UPLIFT xxN I MMM HANGER xxN H5 - -4551(.lacks Only) I HUS26 - + 27511 -1286/(tOd JOY) MTS12 - -10001 1 HUS26 - + 33151 -15501(16d 1ply) MTS12 - -20001(2 Each) 1 HHUS48 - + 42991 -1660/(100 2ply) MTT286 - -37861(2 Each) (1001 HHUS48 - + 51801 -20001(16d 2P1Y) MTT288 - -44551(2 Each) (16d)I HGUS48 - + 66401 -21991(1Od 2pIy) MST60 - -46881(Per I HGUS48 +f0001 -26501(16d 2ply)2HGUS5.5- + 83351 -39451(16d 3p V)- -1650 (Eacoly)h) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS 05 12 0 7 o 29'11"f0 1.5X3 1 X 29'10" 3'2" 3'2" 10"3 '7"1 10"3 6'4" Rv=1271 U=2000 W-3"8 Rv=3300 U-2000 W-3"8 Rv=1270 U=200# W-3'8 TAG = T64 SEG = 71722 PLT . TYP.-ALPINE DESIGN CRIT=TPI OTY = 2 TOTAL = 2 REV. 17.3u6 SCALE =1 .2250 ALPINE ENGINEERED PROOI/C15, INC. TRUSSES REQUIRE EXTREME CARE 04/02/96 TC LL 30 .0 PSF REF **I MPOR T AN T I(l(SMALL NOT BE RESPONS18LE FDR ANY ARMING IN HANDLING, Eaet110N AND 1111j ' TC OL 7 .0 PSF DATE 04/02/96 DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIS-91 BY TPI. SEE THIS DESIGN �I eT�� ^ FAIT URE 10 BUILD THE TRUSS IN CONFORMANCE WITH OS IBB OY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE _ , .`US - \\\\\\/� ALPINE CONNECTORS ARE MADE OF 206A GALY. STEEL MEETING ASIN OUIREMENTS. UNLESS 0114ERWJSE INDICATED. TOP - BC OL 10 0 PSF DRWG A146 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - 5606 _ O O PSF R A G TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, PoS1110N LY ATTACHED PLYWOOD SHEATHING. BOIICN L/xxto x _ BC L L CONNECTORS PER DRAWINGS U0. 150 G 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIG10 CEILING -- S_E STATE OF _ TOT.L D. 47 .0 PSF 0/A L E N FONFORM W/APPLICABLE PROVISIONS OF NDS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER - SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS - ' ( °,.,c,e. ]OUR.FAC. 1 .33 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN 10 Tlx: TRUSS ERECTION CONTRACTOR. /NEE„'��' --TPI ” TRUSS AT INSTITUTE, NOS 991 NATIONAI DESIGN SPECIFICATION FOR WOOD ON TRUCI N '�,I„�„Y _,-- SPACING 24.0"� TYPF �_COMN .lob: (6-0758) LOT J 7'0 HIP JACK THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS SUBMITTED BY TRUSS MFR. IOP CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SOC) OOT CHORD 2x4 SP /1 Dense UPLIFT (LB): 290 370 WIDS 2x4 SP 03 BRG.LOC (FT): 0.00 9.90 9.90 TRUSS DESIGNED FOR 110 MPH WIND, 15.00 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. --------------------------------------------------------------- 1111S DIPJACK 15 DESIGNED TO SUPPORT A CORNER SET WITH 07-00-00 TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS SEIBACK. CORNER JACKS HAVE NO WEBS. (fl-Gravity (-)-Uplift ------------------- ---------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. www UPLIFT wxx I NUM HANGER MMM MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 - -4550(Jacks Only) I HUS26 - + 27510 -12860(fOd 1ply1 MTS12 -10000 1 HUS26 - + 33150 -15500(16d 1ply) MTS12 -20001(2 Each) I HHUS48 - + 42990 -16600(1OCT 2ply) MTT28B - -3786/(2 Each) Mull NHUS48 - + 51800 -20000116d 2ply) MTT2813 - -44551(2 Each) 0601 HGUS48 - + 6640/ -2199011Od 2ply) MS160 - -46680(Per 2ply) 1 HGUS48 - + 80000 -26500116d 2pIy) CS150 -16500(Each) I HGUS5.5- +113350 -39450(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 3 ) 16d TOE-NAILS AT TOP CHORD. PROVIDE ( 3 ) 16d TOE-NAILS AT BOTTOM CHORD. Rv-2830 NAILED 11 '9"12 2.12 v- 4 !n (U (U T 2X 1 A'S 10' X �— 2'9"15 9'10"13 Rv-3790 U-2901 W-4"15 Rv=4410 U=3700NAILED TAG = T59 SEO = 71726 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY = 2 TOTAL = 2 REV. 17.3u6 SCALE =0.6096 ALPINE ENGINEEREO PAOOl1CTd. INC. TRUSSES REQUIRE EXTREME CARE 04/02/86 TC LL 30 .0 PSF REF X I MPOR T AN T X X SHALL NOT BE RESPONSIBLE FOR ANYWARNING IN MANGLING. ERECTION AND (� -rAl'.E 1111111TC OL 7 .0 PSF DATE 04/02/96 \Uv DEVIATION FROM THIS DESIGN 04 THESE SPECIFICATIONS, Oh ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN 1' ^ FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH OSIBB BY IN FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ALPINE CONNECTORS ARE MADE OF 206A GALV. STEEL MEETING ASTM OUIREMENIS. UNLESS OHIEAWJSE INDICATED. IOP - - BC DL 10.0 PSF DRWG A446 GR B EXCEPT AS NOTED. APPLY CONNECIOR$ 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPERO .O PSF RAG TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSTIION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORDBC LLCONNECTORS PER DRAWINGS 130. 150 C 16OA-F. DESIGN SIANDAROS WITH PROPERLY ATTACHED RIGID CEILING -- SEE T0T.LO. 47 .0 PSF 0/A LENCONFORM W/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/911 FOR PROPERSEAL ON THIS aTAWING APPLIES TO INE LOMPOMENT DEPICTED HERE DRYWALL APPLICATION, FURNISH A COPY OF TRI$ OUR.FAC. 1 .33 IN ONLY, AND SHALL NOT BE RELIED UPON iN ANY OTHER WAY. DESIGN TO 1. TRUSS ERECTION CONTRACTOR, SPACING see above fYPF SPEC PLATINSTITUTE, NOS 991 NAT ON AI DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 1'1IH I11111�-�„ �-_��-�_� Job: 6-0 758 L 0 T J 7'0 END JACK TH15 DWG. PREPARED FROM COMPUTER INPUT JLOAQS 6 DIMENSIONS SUBMITTED BY TRUSS MFH, IOP CDORD 2x4 SP 12 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) D01 CHORD 2x4 SP 02 N UPLIFT (LB): 460 200 320 WEBS 2x4 SP 12 N BRG.LOC (FT): 0.00 7.00 7.00 TRUSS DESIGNED FOR 110 MPH WIND, 21.80 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 4.50' END ZONE FROM EDGE OF THE ROOF. A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. --------------------------------------------------------------- MUST DE PROPERLY ATTACHED TO THE BOTTOM CHORD. TYPICAL SIMPSON OR EOUAL UPLIFT/HANGER REQUIREMENTS (+)-Gravity (-1=Uplift --------------------------------------------------------------- I1wR UPLIFT Xxx I Mr>t HANGER 11xIT H5 - -45511Jacks Only) I HUS26 - + 27511 -12861(104 1ply) MTS12 - -10001 IIUS26 - + 33151 -T5501(16d 1plyl MTS12 - -2000112 Each) HHUS48 - + 42991 -1660111Od 2ply) MTT288 - -37861(2 Each) (10d)I HHUS48 - + 51801 -20000116d 2ply) MTT28B - -44551(2 Each) (16(j)1 HGUS48 - + 66401 -2199111Od 2p1 y) MST60 - -46881(Per 2ply) 1 HGUS48 - + 80001 -26500(I6d 2p1y) CS150 - -1650#(Each) I HGUS5.5- +113351 -394511164 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 3 ) 160 TOE-NAILS AT TOP CHORD. RV-212/ U-3200NAILED PROVIDE ( 2 ) 16d TOENAILS AT BOTTOM CHORD. 23'8"4 KF in 12 in c 7 v 2X4(A 1) 45 I9'7- 2' "2. 1 .7' Rv-5271 TU-460# 14-3"8 Rv-731 U-2000NAILED TAG = T54 SEO = 71732 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY = 18 TOTAL = 18 REV. 17.3u6 SCALE =0.4262 ALPINE ENGINEERED PRODUCT$, INC. TRUSSES REQUIRE EXTREME CAM 04/02/96 TC LL 30 .0 PSF AEF KX I MPOR T A N T X*SHALL NOT BE RESPONSIBLE FIIR ANY WARNING IN HANDLING, ERECTION AND \�l v J� OEVIAIION FROM THIS DESIGN OR THESE SPECIFICATIONS, ON ANY BRACING SEE H18-91 BY IPI SEE THIS DESIGN �U'$ F r TC DL 7 .0 PSF DATE 04/02/96 ^ FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH GST88 BY TPI FOR ADDITIONAL SPECIAL PERMANENT BRACING RE �'1 - ALPINE CONNECTORS ARE MADE OF 70GA GAL V. STEEL MEETING ASTM OUIREwENts. UNLESS OTHERWISE INDICATED. IDP - _ BC DL 10 .0 PSF DRWG A446 OR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED MIIH PROPER . TRUSS AND UNLESS 01HERwISE LOCATED ON THIS DESIGN, POSITION LY AT7AC,EO PLYWOOD SHEATHING, BOTTOM CHORU x 5606 BC LL 0 .0 PSF R A G CONNECTORS PER DRAWINGS 130. 150 i 160A-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE - STATE OF _ TOT.LD. 47 .0 PSF O/A LEN. CONFORM M/APPLICABLE PROVISIONS Of NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 1)/1/911 FOR PROPEH SEAL ON 7NIS/DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS Q 1 .33 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER MAr, DESIGN 10 THE TRUSS ERECTION CONTRACTOR. DUR.FAC. -- � � INEE��.TP • 1 A7 NSI TUl NOS 991 NATIONAL D N P F AT N F M CONSTRUCTION N �'N„ T.Y'` SPACING 2 4 0" T YPF SPEC Job: 6-0758 L 0 T J 5'0 CORNER JACK THIS OWG. PREPARED FROM COMPUTER INPUT -(LDAUS & DIMENSIONS) 5UBMI11EO BY TRUSS MFR. TOP CHORD 2x4 SP /2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SOC) BUT CHORD 2x4 SP /2 N UPLIFT (LB): 350 200 210 WEBS 2x4 SP 12 N BRG.LOC (FT): 0.00 5.00 5.00 TRUSS DESIGNED FOR 110 MPH WIND, 15.00 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 4.50' END ZONE FROM EDGE OF THE ROOF. A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. --------------------------------------------------------------- MUST DE PROPERLY ATTACHED TO THE BOTTOM CHORD. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (+)-Gravity (-)=Uplift ------------------- ---------------------------------------- xxx UPLIFT NMW I TINN HANGER NWW H5 - -4551(jacks Only) I HUS26 - + 27511 -12060(10d lily) MTS12 - -1000/ 1 HUS26 - + 33151 -1550/(16d 1plyl MTS12 - -20001(2 Each) I HHUS48 - + 42991 -16600(1Od 2ply) MTT26B - -37860(2 Each) (10d)I HHUS48 - + 51801 -2000/(16d 2pIyI MTT288 - -44550(2 Each) (160)1 HGUS48 - + 66401 -2199/11 OCT 2plyl MST60 - -4688/(Per 2ply) 1 HGUS48 - + 80001 -26500(160 2ply) CS150 - -16500(Each) 1 HGUS5.5- +113350 -39450(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 2 1 16d TOE-NAILS AT TOP CHORD. Rv-1330 U-2100NAILED PROVIDE ( 2 1 16d TOE-NAILS AT BOTTOM CHORD. 12'11`4 In Tn rT1 12 m m 7 m 2X4(A 1) +� 10 �2 5 1 Rv-4460 U■350/ W-3'8 Rv-441 U-2001NAILEO TAG = T55 SEG = 71734 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY = 10 TOTAL 10 REV. 17.3u6 SCALE =0.5387 ALPINE ENGINEEREO PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 04/02/96 TC LL 30 .0 PSF REF t x X IMPORTANT XX SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION ANDDEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIO-91 BY IPJ. SEE THIS OES15N 1, ,, TC DL 7 •O PSF DATE 04/02/96 FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH OSTBB BY IPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE - ` usALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP - - BC DL 10 .0 PSF ORWG A446 GR B EXCEPT AS IgtEO, APPLY CONNECTORS SO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 5606 O O PSF RAG TRUSS AND IX1LE55 OTHERWISE LOCATED ON THIS OESIGk, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD W ' BC LL CONNECTORS PER DRAWINGS 130. 150 C 16GA-F, DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF _ TOT.LD. 47 .0 PSF OSA LEN. CONFORM N/APPLICABLE PROVISIONS OF NDS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PPDPER ' SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF [H15 D R1� v 1 .33 DUR.FAC. IN ONLY. AND 51/ALL NOT BE RELIED UPON IN ANY OTHER NAY. DESIGN TO THE TRUSS ERECTION CONTRACIOR. ' F INE E��'�.` SPEC --TPI - TRUSS Al NSl T TE NOS • 99 NATIONAL DES GN C FICAT N i R M C NSIRUCT N ''��11,11" SPACING 24.D"r� T Y PE _ Job: 6-0758 LOT J 3'0 CORNER JACK THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS SUBMITTED BY TRUSS MFR f0P CHORD 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) OOT CHORD 2x4 SP 02 N UPLIFT (LB): 300 200 200 WEBS 2x4 SP 02 N BRG.LOC (FT): 0.00 3.00 3.00 TRUSS DESIGNED FOR 110 MPH WIND. 15.00 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . OLFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. TYPICAL SIMPSON OR EOUAL UPLIFT/MANGER REOUIREMENTS MUSBE PROPERLY ATTACHED TO THE BOTTOM CHORD. (+)-Gravity (-)-Uplift --------------------------------------------------------------- xxx UPLIFT xxx 1 Mxx HANGER xxx H5 - -455/(Jacks Only) I HUS26 - + 27510 -12861(104 )ply) M1S12 - -10001 I HUS26 - + 33150 -15500(16d 1ply) MTS12 - -20001(2 Each) HHUS48 - + 42990 -16600(IOd 2ply) MTT28B - -37860(2 Each) (10d)I HHUS48 - + 51800 -20000(16d 2ply) MTT288 - -44550(2 Each) (l6d)1 HGUS48 - + 66400 -21990(100 2ply) MS160 - -46880 Per 2ply) HGUS48 80000 -26500(16d 2ply) I 5- f lCS150 - -16500( + y► --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 2 1 16d TOE-NAILS AT TOP CHORD. PROVIDE ( 2 1 16d TOENAILS AT BOTTOM CHORD. Rv-370 U-2000NAILED 11'9"4 Tn u� (U 12 (V 7 —�— 2x4(A1) . 5 1o• I_ 2. 3. Rv-3650 U-3000 W-3"8 Rv-130 U-2000NAILED JAG = T58 SE = 71736 PLT. TYP.-ALPINE DESIGN CRIT=TPI QTY = 12 TOTAL = 12 REV. 17.3u6 SCAL =0.7564 ALPIME ENGINEERED PROOUCIS, INC. TRUSSES REWIRE EXTREME CARE 04/02/96 TC LL 30.0 PSF REF t XXIMPORTANT1lXSHALL .01 TIE RESPONSIBLE FOR ANY ARNING N HANDLING. ERECTION ANDDEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR'ANY BRACING. SEE HIS-91 BY IPI. SEE THIS DESIGN VSTATE TC DL 7 .0 PSF UAIE 04/02/96 FAILURE 10 BUILD THE TRUSS IN CONFORMANCE WITH 05188 By IPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE .EALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASIM OUIPEMENIS. UNLESS OTHERWISE INDICATED. lop - 8C OL 10.0 PSF DRWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - - BC LL 0 0 PSF RAG IRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD CONNECTORS PER DRAWINGS 130. 150 E I6OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE _ TOT.LD. 4 •0 PSF D/A EN CONFORM M/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE II/1/91F FOR PROPER SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF i:'.ISP`� OUR.FAC. 1 .3 3IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN 10 111E IRUSS ERECTION CONTRACTOR. SPEC P�F --IP - TRUSSATINSTITUTE. N 99 NATIONAL DESIGN SPECIFICATIONFOR N CONSTRUCTION .......0" SPAC I NG 2 4.D" I Y PF J 1. Job: 6-0 758 L 0 T J 1 '0 CORNER JACK THIS DWG, PREPARED FROM COMPUTER INPUT _(LOADS 6 DIMENSIONS SUBMITTED BY TRUSS MFR. TOP CHORO 2x4 SP 12 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) 1307 CHORD 2x4 SP 12 N UPLIFT (LBI: 330 200 200 WEBS 2x4 SP 12 N BRG.LOC IFT): 0.00 1.00 1.00 TRUSS DESIGNED FOR 110 MPH WINO, 15.00 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24- O.C. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. M-Gravity (-),Uplift --------------------------------------------------------------- MWM UPLIFT NMM I UNIT HANGER NMM H5 - -4551(Jacks Only) I HUS26 - ♦ 27511 -1286/(10d !ply) MIS12 - -10001 1 HUS26 - t 33151 -1550/(16d Iply) MTS12 - -20001(2 Each) i 11HUS48 - + 42991 -1660#1lod 2ply) MTT28B - -37861(2 Each) (10a)1 HHUS48 - t 51801 -20001(160 2ply) MTT288 - -44551(2 Each) (16d)I HGUS48 - ♦ 66401 -2199/(100 201 y) MS160 - -4688/(Per 2ply) I HGUS48 - ♦ 80001 -2650/116d 2pIy) CS150 - -1650/(Each) I HGUS5.5- +11335/ -39451(16d 3ply) -------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 2 ) 16d TOE-NAILS AT TOP CHORD. PROVIDE l 2 ) 16d TOE-NAILS AT BOTTOM CHORD. T10.7'4 7 p 1o, f- 2' ' Rv=5081 U-3301 W=3"8 Rv=245E U=2000NAILED Rv=40* U=2001NAILED TAG = T56 SEO = 71738 PLT. TYP.-ALPINE DESIGN CRIT-TPI OTY - 12 TOTAL 12 REV. 17.3u6 SCALE =1 . 1792 ALPINE ENGINEERED PRODUCTS, INC. TRUSSES REQUIRE EXTREME CARE 04/02/!46 TC LL 30.0 PSF REF )1 IMP OR T ANT*x SHALL NOT BE RESPONSIBLE FOWARNING ANY IN HANDLING. ERECTION AND 7 .n 1\ DEYIAIION FROM THIS DESIGN OR (HESE SPECIFICATIONS. OR ANY BRACING. SEE HIB-91 BY TPI. SEE THIS DESIGN �T`I`IUS lle--,, , rc OL O PSF DATE 04/02/96 FAILURE TO BUILO THE TRUSS IN CONFORMANCE WITH OST80 BY IPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE - ` //�� ^ ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASIA QUIRENENTS. UNLESS OTHERWISE INDICATED. TOP - - gL- OL 10 .0 PSF DRWG (\�\ A446 GR B EXCEPT A9 NOTED. APPLY CONNECTORS TO EACH FACE OF 0110110 SHALL BE LATERALLY BRACED WITH PROPER 5606 BC LL 0 O PSF RAG IIIUSS AND UNLESS 011#RWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PlYM000 SHE A 7H IFIG. BOTTOM CMOHO W CONNECIORS PER DRAWINGS 130. 150 G 16OA-F DESIGN STANDARDS WITH PROPERLY ATIACHED RIGID CEILING -- SEE STATE OF TOT.LD. 47 . PSF Q�A L E N. CONFORM W/APPLICABLE PROVISIONS OF NOS C IPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER D RIP SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF TH15 ' L( Q JOUR.FAC. 1 .33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY 0111ER MAY, DESIGN TO THE TRUSS ERECTION CON/RACIOR. INEE�',�` ---TPI - TRUSS PLATE INSTITUTE. NOS - 1991 NATION At RESIGN SPECIFICATION FOR WOOO 00NSTRUCTIDN '��l//l�„1�` SPACING 24.0� T YPF SPEC Job: 6-0758 LOT J 7'0 HIP JACK THIS OWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS SUBMI I TFTI HY TRUSS Mf it 1011 CHORD 2x4 SP #2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) H0I CHORD 2x4 SP t1 Dense UPLIFT (L8): 440 200 320930 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 9.90 9.90 TRUSS DESIGNED FOR 110 MPH WIND. 15.00 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (IQP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. --------------------------------------------------------------- ]HIS HIPJACK IS DESIGNED TO SUPPORT A CORNER SET WITH 07-00-00 TYPICAL SIMPSON OR EDUAL UPLIFT/HANGER REOUIREMENIS SETBACK, CORNER JACKS HAVE NO WEBS. M-Gravity (-)-Uplift A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" D.C. MMM UPLIFT-mm; ( MMM HANGER MMW MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 - -4550(Jacks Only) I HUS26 - + 27510 -12861(100 1pIY) MTS12 - -10000 1 HUS26 - + 3315# -15500(16d !ply) MTS12 - -2000#(2 Each) ( HHUS48 - + 42990 -16600(1Od 2ply) MTT288 - -3786#12 Each) (10011 HHUS48 - + 5180# -2000006d 2ply) MT128B - -44550(2 Each) (16d)I IIGUS48 - + 66400 -21990(10d 2ply) MST60 - -4688#IPer 2p)y) I HGUS48 - + 80001 -26500(IGd 2ply) CS150 - -1650#(Each) I HGUS5.5- +113350 -3945#1160 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE 1 3 ) 160 TOE-NAILS AT TOP CHORD. PROVIDE 4v]JI 4kdULT�gjyjfVAj&D80TTOM CHORD. m 9'10'13 �( 14'1"B 'n 12 1.5X4 !n 4.95 p to c v T 2X4(A1) 4'5 1p' X �----- 2'9"15 -' 9'10"13 -- —� Rv=379# U-4400 W-4"15 Rv=411# U=328930#NAILED TAG = T57 SEO = 71724 PLT . TYP.-ALPINE DESIGN CRIT-TPI OTY - 4 TOTAL 4 REV. 17.3u6 SCALE -0.4136 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REGUIRE EXTREME CARE 0 4/0 2 F gro TC LL 30 .0 PSF REF t XXIMPORTANT**SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING. ERECTION AND ,,,,,,Vlr4 UEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACING. SEE HIS-9f BY TPJ. SEE THIS DESIGN ' ' TC OL 7 .0 PSF UA TE 04/02/96 FAILURE TO BUILD TIE TRUSS IN CONFORMANCE WITH 05188 BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ALPINE CONNECTORS ARE MADE OF 20GA GALY. STEEL MEETING ASIM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP BC DLO 0 PSF (]RWGA446 GR B EXCEPT AS NOTEDAPPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER BC LL 0 •0 PSF RAG IRUSS AND 1MLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY AITACHEO PLYWOOD SHEATHING. BOTTOM CHORDCONNECIORS PER DRAWINGS 130. ISO C I6OA-F. DESIGN STANDARDS WITH PROPERLY ATTACTIED RIGID CEILING -- SEE T D T LD 47 •0 PSF O/A L C N CONFORM M/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINEER'S ALPINE TECHNICALUPDATE 17/1/911 FORPROPERSEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THISP ''. OUR.FAC. 1 .33 IN ONLY. ANO SHALL NOT BE RELIED UPON IN ANY OTHER NAY. DESIGN TO THE IRUSS ERECTION CONTRACTOR. ` SPEC + /''�•--TP " IRU AT NST TUTE SIGN SPECIFICAT 14 FOR W 1RllCi ,'"IIT1.1.`` SPACING see a b o v e T y PF SPE C Job: 6-0758 LOT J 7'0 TRAY END JACK THIS OWG. PREPARED FROM COMPUTER INPUT ILOADS & DIMENSIONS SUBMITTED BY 114USS MFR. IUP CITORD 2x4 SP 82 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SDC) H01 CHORD 2x4 SP 02 N UPLIFT (LB): 420 260 200 WEBS 2x4 SP 83 :W2 2x4 SP 82 N: BRG.LOC (FTI: 0.00 7.00 7.00 TRUSS DESIGNED FOR 110 MPH WIND, 21.80 FT MEAN HEIGHT WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOMI . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCAIEU WITHIN A 4.50' ENO ZONE FROM EDGE OF THE ROOF. A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. -------------------------------------------------------------- MUST DE PROPERLY ATTACHED TO THE BOTTOM CHORD. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (+l-Gravity (-)-Uplift ------------------- ---------------------------------------- xxx UPLIFT xxx I RMM HANGER MMM H5 - -4558(Jacks Only) 1 HUS26 - + 27510 -12861(100 1ply) MTS12 - -10001 I HUS26 - + 33151 -155011 f6d IpIy) 14TS12 - -20001(2 Each) I HHUS48 - + 42991 -16608(10d 2ply) MTT288 - -37861(2 Each) (100)1 HHUS48 - + 51801 -20008116d 2ply) MTT288 - -44551(2 Each) (16d)I HGUS48 - + 66401 -219981100 2ply) MST60 - -46881(Per 2ply) i HGUS48 - + 80001 -26508(160 2ply) CS150 - -16501(Each) I HGUS5.5- +113351 -39458(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE 1 3 ) 16d TOE-NAILS AT TOP CHORD. Rv=731 U=2000NAILED Rv=3951 U=2600NAILEI)E ( 2 I f6d TOE-NAILS AT BOTTOM CHORD. _F: 2 3'8"4 1.5X3 1.5X3 � in fV lIl 12 In 21'7" V 7 C,;7 3 3 3 �+ 2X4(A1) s 3 E+19'7" Rv=5271 U-420/ W-3"8 TAG = T65 SEO = 79740 PLT . TYP.-ALPINE DESIGN CRIT=TPI OTY 2 TOTAL - 2 REV. 17.3u6 SCALE =0.4262 ALPINE ENGINEERED PRODUCTS. INC. IRUSSES REQUIRE EXTREME CARE 04/02/96 T C LL 30 .0 PSF REF t *IMPORTANT**SHALL NOT BE RESPONSIBLE FOR ANY ARNING IN HANDLING, ERECTION AND7OEVIAIION FROM THIS DESIGN OR IME$E SPECIFICAi(ONS, OR ANY BRACING. SEE MIB-91 BY TPI. SEE TMT$DESIGNeVC.9 TC DL / •0 PSF UATE 04/02/96 FAILURE TO BUILO THE TRUSS IN CONFORMANCE WITH OST88 BY IPI. FOR ADDITIONAL SPECIAL PERMANENI BRACING RE ,EALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENTS. UNLESS OTHERWISE INDICATED, TOP - BC OL 10 .0 PSF ORWG A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD$HALL BE LATERALLY BRACED WITH PROPER0 0 PSF RAG IIIUSS AND UNLESS OTHERWISE LOCA/EO ON TII(S DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOIIOM CHORD BC LL \\vU( CONNECTORS PER DRAWINGS 130, 150 G I6OA-F. DESIGN STANDARDS WIT"PROPERLY ATTACHED RIGID CEILING -- SEE TOT.LO. 47 •0 PSF U/A LLNCOHFORM W/APPLICABLE PROVISIONS OF NDS C IPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE (7/1/911 FOR PROPERiT�SEAL ON THIS DRAWING APPLIES 10 THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS ' • OUR.FAC. ! .33 IN ONLY, ANO SHALL NOT BE RELIED UPON IN ANY OILIER WAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. ��`` C(�--TPI TRUSS PLAT INST TUTE NOS • 199IiATATIONAI DFSIGN SPECIFICATION FOR WOOD CONSTRICTION f X111SPACING 24 .0" 1 vpr 9PFC --- - Job: 6-0758 LOT J 7'0 TRAY END JACK THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS C DIMENSIONS) SUBMITTED By TRUSS MFR TOP CHORD 2x4 SP 12 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) HOT CHORD 2x4 SP 02 N UPLIFT ILB): 420 260 200 WEBS 2x4 SP 03 BRG,LOC (FT): 0.00 7.00 7.00 TRUSS DESIGNED FOR 110 MPH WIND, 21.80 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . PIIEDICTED HORIZONTAL MOVEMENT IS 0.24' DUE TO LIVE LOAD ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED AND 0 11" DUE TO DEAD LOAD AT ONE SUPPORT. WITHIN A 4.50' END ZONE FROM EDGE OF THE ROOF. --------------------------------------------------------------- DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. TYPICAL 5I14PSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (0-Gravity H-Uplift A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 244 O.C. --- --------------------------------- MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. xxx UPLIFT NNN ) MNM HANGER NMN H5 - -455/(Jacks Only) 1 HUS26 - + 27511 -12860(fOd 1ply) MTS12 - -10001 I HUS26 - + 33151 -15500116d 101y) MTS12 - -20001(2 Each) I HHUS48 - + 4299# -16601110d 201Y) MTT288 - -37861(2 Each) (10011 HHUS48 - + 51001 -2000/(16d 2o 10 MTT288 - -4455112 Each) 11601 HGUS48 - + 66401 -2199111Qd 2ply) MST60 - -46881(Per 2ply) I HGUS48 - + 80001 -2650#116d 201y) CS150 - -1650#(Each) I HGUS5.5- +113351 -39450(16d 3010 --------------------------------------------------------------. REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 3 ) 160 TOE-NAILS AT TOP CHORD. PROVIDE ( 2 1 16d TOE-NAILS AT BOTTOM CHORD. Rv=2490 U-2000NAILED Rv=350 U=260#NAILED 23'8"4 P CUT 12 1.5X3 v �? 1.5X3 w21'7` 7 3 3 IV 2X4(A1) n r. s 3 19 7• �-—2 3'4'11 --� �---—3 7' Rv-5271 U=420# W-3"8 TAG = T67 SED = 71742 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY 3 TOTAL = 3 REV. 17.3u6 SCALE =0.4119 ALPINE ENGINEERED PRODUCTS. INC. TALISSES REOUTAE EX/.ENE CARE 04/02/96 TC LL 30.0 PSF REF xx IMPORTANTxx SHALL NOT BE AESPONSIBLE FOR ANY ARNING IN HANDLING, ERECITON AND Y n \ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HTB-9/ BY TPI. SEE THIS DESIGN �, CJ`�'rT�i - TC DL 7 O PSF GATE 0 4/02/96 n \\UV\TIAU\ FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OSIBB BY TPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE - , , - O\\\i\lv� ALPINE CONNEC I ORS ARE MADE OF 20GA OILY. STEEL MEETING ASTM OUIREMENTS UNLESS OTHERWISE INDICATED, lop - - 8C DL 10 •0 PSF ORWG A446 CA S EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER 55UFs 0 O PSF RAG (\\ )\ TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. 801104 CHUM _ K 8C LL CONNECTORS PER DRAWINGS 130. 150 C i60A-f. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF TOT.LD. 47 .0 P5F O/A LEN \U\ CONFORM W/APPLICABLE PROVISIONS OF NOS C TPI, AN ENGINEER'S ALPINE ICCHNICAL UPDATE 17///911 FOR PROPER h P SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS CC Ani Q DUR.FAC. 1 .33 IN ONLY. ANO SHALL NOT BE RELIED UPON IN ANY OTHER WAY, DESIGN TO THE TRUSS ERECTION CONTRACTOR. F INEE''. SPEC --TPI - TRUSS P AT NSi IUIE NOS 99 NATIONAL DESIGN SPECIFICATION F WO CONSTRUCTION ''�T. ,111�L' sPAC I NG 24.0" ITYPE_ Job: 6-075 LOT J 7'0 TRAY END JACK THIS DWQ. PREPARED FROM COMPUTER INPUT jLOAD2 6DIMENSIONS) SUBMITTED BY TRUSS MFR IOP CHORD 2x4 SP 12 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. 11991 SBC) 1301 CHORD 2x4 SP 12 N UPLIFT (LB): 420 260 200 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 7.00 7.00 TRUSS DESIGNED FOR 110 MPH WIND 21.80 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED CA FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 4,50' END ZONE FROM EDGE OF THE ROOF.---------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24" O.C. ----------------------------------- MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REOUIREMENTS 1+)-Gravity I-)-Uplift --------------------------------------------------------------- xxx UPLIFT xmx ) MMM HANGER xxx H5 - -455f(Jacks Only) I HUS26 - + 27510 -12861(iOd III ly) MTS12 - -10000 t HUS26 - + 33150 -1550MIJ60 1ply) MTS12 - -2000/(2 Each) I HHUS48 - + 42991 -1660#( Od 2ply) MTT28B - -3786/(2 Each) MUM HHUS48 - + 51800 -2000#(16d 2ply) MT1288 - -4455/(2 Each) (16d)l HGUS48 - + 66400 -21991110d 2plyl MST60 - -4688/(Per 2plyl 1 HGUS48 - + 80001 -26500116d 2ply) CS150 - -1650/(Each) I HGUS5.5- +113351 -39450 16d 3plyl --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 3 ) 160 TOE-NAILS AT TOP CHORD. Rv-2570 U-2000NAILED Rv=270 U-2600NARrg8E 1 2 ) 16d TOE-NAILS AT BOTTOM CHORD. 23'B"4 in 1.5X3 Cu In 5 In in 12 �n X21'7' Q 7 P v 1.5X3 fV (U 's 2X4 lAf1 �8 4's 19'7' 4 R) 12 r `(' 7' Rv=5270 U=4200 W-3"8 TAG = T68 SEG = 71744 PLT. TYP.-ALPINE DESIGN CRIT=TPI OTY 11 TOTAL = 11 REV. 17.3u6 SCALE =0 .4262 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 04/02/96 TC LL 30 .0 PSF REF (�� *X I MPOR T AN T M X SHALL NOT BE RESPONSIBLE FOR ANYWARNING IN HANDLING, ERECTION AND T\ DEVIATION FROM THIS DESIGN OR (HESE SPECIFICAIIONS. OR ANY BRACING, SEE HIB-91 BY IPI. SEE THIS DESIGN .`�jc ``��. TC DL 7 .0 PSF DATE 04/02/96 FAILURE TO BUILD HE TRUSS IN CONFORMANCE WI1M QSFBe BY IPI. MI ADOIIIONAL SPECIAL PERMANENT BRACING RE ALPINE CONNECTORS ARE MADE OF 706A GALV, STEEL MEETING ASTM OUT REMEN TS. UNLESS OTHERWISE IMQICAIEO, TOP - ,t/I - BC DL 10 .0 PSF DR('�(•i &446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER - .,F�S - 0 .0 0 PSF RAG "J\ IRUSS AND UNLESS OTHERWISE LOCATED ON /HIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEAIHING. BOTTOM CHORD - x - BC LL 6 CONNECTORS PER DRAWINGS 130, 150 C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE STATE OF TOT LD. 47.0 PSF 01A LEN. CONFORM W/APPLICABLE PROVISIONS OF NOS C IPI. AN ENGINEER'S ALPINE TECHNICAL UPDATE 47/1/911 FOR PROPER C D RTO+ P SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRVWALL APPLICATION. FURNISH A COPY OF THIS Q 0UR.FAC. 1 .33 IN ONLY. AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY, DESIGN 10 INE TRUSS ERECTION CONTRACTOR. SPEC C F^ --TPI " TRUSS AlINSTITUTE, NO 991 NATIONAL OF SIGN SPECIFICATION FOR WOOD C TRUCTI �„T ,._ .'_ SPACING 2-Z.0" 1 Y PF J L C Job: 6-0758 LOT J-5'0 TRAY CDR JACK THIS ONG. PREPARED FROM COMPUTER INPUT (LOA92 & DIMENSIONS SUBMITiED BY TRUSS MFR. TOP CIIORO 2x4 SP 02 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBCI HOT CHORD 2x4 SP 02 N UPLIFT (LB): 350 380 WEBS 2x4 SP 03 BRG.LOC (FT): 0.00 5.00 5.00 TRUSS DESIGNED FOR 110 MPH WIND. 21.22 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. THIS TRUSS MAY NOT BE LOCATED WITHIN A 4.50' ENO ZONE FROM EDGE OF THE ROOF. A RIGIO CEILING OR CONTINUOUS LATERAL BRACING AT 24" D.C. --------------------------------------------------------------- MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS (0=Gravity (-)=Uplift ------------------- ---------------------------------------- *X* UPLIFT MMM ( MMM HANGER MMM H5 - -4550(Jacks Only) 1 HUS26 - + 27510 -12868 1o 1ply) MTS12 - -10000HUS26 - + 33151 -15500(161 1ply) MTS12 - -20000(2 Each) HHUS48 - + 42990 -16600(fOd 2ply) MTT28B - -37860(2 Each) (IOdI HHUS48 - + 51800 -20001116d 2ply) MT1260 - -44550(2 Each) (16d) HGUS48 - + 66400 -21990110d 2ply) MST60 - -46880(Per 2ply) HGUS48 - + 80000 -26500(16d 2ply) CS150 - -16500(EaCh) ( HGUS5.5- +113350 -3945/(161 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS PROVIDE ( 3 1 16d TOE-NAILS AT TOP CHORD. PDE ( 2 ) 16d TOE-NAILS AT BOTTOM CHORD. Rv-1610 NAILED Rv-160 U-380MAILE 22'6"4 m 1.5X3 21'7" io 12 rl m 7 L X3 Tn 1. 3 3 �+ 2X4(All In T 1. 3 L �--2' 3'4"1 f -}-- 4--1' 5' Rv=4460 U-3500 W-3"8 TAGT669 SEO = 71746 PLT. TY .-ALPINE DESIGN CRIT=TPI QTY - 2 TOTAL s 2 REV. 17.3u6 SCALE =0.5387 ALPINE ENGINEERED PRODUCTS. INC. TRUSSES REQUIRE EXTREME CARE 04/02/96 TC LL 30.0 PSF REF t x*I MPORT ANT X X BHALL NOTBEPESPONSIBLE FOR ANT ARNING N HANDLING. ERECTION ANDDEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS, OR ANY BRACINGSEE HIS-91 BY TPI. SEE THIS DESIGN �TCRS -�� TC OL 7 .O PSF I)ATE 04/02/96 FAILURE 10 BUILD 111E TRUSS IN CONFORMANCE WITH OSTBB BY IPI. FOR ADDITIONAL SPECIAL PERMMffNT BRACING RE , 1AIPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASTM OUIREMENIS. UNLESS OTHERWISE INDICATEO, IOP - }"� BC DL !0 •0 PSF WING AAAB GR B EXCEPT AS NOTED. APPLY CONNECIORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER ,TRUSS AND UNLESS OIPERMISE LOCATED ON IMIS DESIGN• POST IION LY ATIACHED PLYWOOD SHEATHING. BOTTOM CHORD BC LL ,1-07 .0 PSF RAGCONNECTORS PER DRAWINGS 130. 150 C IGOA-F DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEES1AlE Of y/ 0 PSI O�Q !_rN CUNFORN M/APPLICABLE PROVISIONS OF NOS C IPI. AN ENGINEERS ALPINE IEGINICAI UPDATE (7/1/971 FOR PROPER TOT.LO. - SEAL ON 11/1S DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS to n10P Q P`` F DUR.FAC. 1 .33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER WAY. DESIGN 10 THE TRUSS ERECt10N CONTRA C TOR. INE EAS�L\ --IPI - TRUSS AT INSTITUTE. NOS - 1991 NATIONAL DESIGN SPECIFICATION FOR WOOD CON TRUCTION �.��11�:I`�'`..—ISPAC I NG 24:0" - T Y PF SPEC Job: 6-0758 LOT J 7'0 TRAY HIP JACK THIS DWG. PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS SUBMIIILD BY IRUSS MIH 10P CHORD 2x4 SP /2 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) BOT CHORD 2x4 SP 12 N UPLIFT (LB): 420 330 200 WEBS 2x4 SP 13 :W2. W4 2x4 SP /2 N: BRG.LOC (FT): 0.00 9.90 9.90 TRUSS DESIGNED FOR 110 MPH WIND, 21.80 FT MEAN HEIGHT, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) . DEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. ENCLOSED OR FULLY OPEN BUILDING. --------------------------------------------------------------- THIS HIPJACK IS DESIGNED TO SUPPORT A CORNER SET WITH 07-00-00 TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS SETBACK. CORNER JACKS HAVE NO WEBS. 1+)-Gravity 1-)-Uplift --------------------------------------------------------------- A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. MMM UPLIFT MMM I MMM HANGER MMM MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. H5 - -455/(Jacks Only) I HUS25 - + 27511 -1286/(100 111 MTS12 - -10001 I HUS26 - + 3315# -15500(16d /ply) MTS12 - -2000/12 Each) I HHUS46 - + 4299! -1660#11Od 2ply) MT128B - -37861(2 Each) (100)1 HHUS48 - + 51801 -2000#(16d 2ply) MTT208 - -4455/(2 Each) (160)1 HGUS48 - + 6640/ -2199#(10d 2ply) MST60 - -4688/(Per 2p)y) I HGUS48 - + 8000! -26501(16d 2ply) CS150 - -1650/(Each) I HGUS5.5- +113351 -39451(16d 3p10 --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS Rv=316/ U=2000NAILED Rv=409/ U=3300NAILED 23'8"8 1.5X3 3X4 In iP EV Ul � ul 21'7" v 4.95 p 1.5X3 3) v Xj FnE T 2X4(A1) 17711 A'S i L 3X4 (---2'9"15 } 9'10"13 AV-379# U-420/ W-3"8 TAG = T66 SEO = 71728 PLT. TYP.-ALPINE DESIGN CRIT-TPI OTY 1 TOTAL = i REV. 17.3u6 SCALE =0.4423 ALPINE ENGINEERED PRODUCIS, INC. TRUSSES REOUIRE EXTREME CARE 04/02/96 TC LL 30 •O PSF REF X*I MPOR T AN T X X SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING. ERECTION AND DEVIATION FROM THIS DESIGN OR THESE SPECIiICAT10N5, OR ANY BRACING. SEF NIB-91 BY 'PE. SEE THIS DESIGN VII' 1e`� TC DL 7 .0 PSF DATE 04/02/96 n FAILURE 10 BUILD THE TRUSS IN CONFORMANCE MI IH OST80 BY IPI. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE _ ` �DS 'T� - .E ALPINE CONT{C1084 ARE NAGE OF 20GA GAIY STEEL MEETING ASTM QUIRE MEMS. UNLESS OTHERWISE INDICATED, TOP I _ BC DL l O O PSF UIlWG (\�\� A446 GR B EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF CHORD STALL BE LATERALLY BRACED WITH PROPER _ T M� :6 - BC L L 0 O PSF RAG 1Nu55 AND UNLESS OTHERWISE LOCATED On THIS DESIGN, POSITION LY ATIA[Tf0 PLYWOOD SHEATHING. BOIIOM CHORD - \\"U(^v\ CONNECTORS PER DRAWINGS 130. 150 C I60A-f. DESIGN STANDARDS MIIN PROPERLY ATTACHED RIGID CEILING -- SEE SIAM; OF TOT.LD. 47 .0 PSF 0/A LEN. CONFORM M/APPLICABLE PROVISIONS OF NDS C IPJ, AN ENGINEER'S ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER SEAL ON THIS DRAWING APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF THIS C Q PIQ w Q P`` ouR.FAC. i . 33 IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY GIHER WAY. DESIGN TO THE IRUSS ERECTION CONTRACTOR. `c fNEERS Oy e SPEC__.___ --IP TRUSSAI INSTITUTE. NOS 99 NATIONAL. DESIGN SPECIFICATION FORM O CONSTRUCT SPACING see a b N ��N��•T �`` i- oy I Y PF ..v.- Job: 6-0758 LOT J 7'0 TRAY HIP JACK THIS DWG. PREPARED FROM COMPUTER INPUT ILOADS 6 DIMENSIONS SUBMIIIED BY TRIISS MFR 1017 CHORD 2x8 SP 12 N PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. (1991 SBC) H01 C110110 2x4 SP 12 N UPLIFT (LB): 280 350 200 WEBS 2x4 SP 13 BRG.LOC (FT): 0.00 9.90 9.90 TRUSS DESIGNED FOR 110 MPH WIND, 21.80 FT MEAN IIEIG111, WITH DEAD LOAD OF 5.00 PSF (TOP) AND 5.00 PSF (BOTTOM) PREDICTED HORIZONTAL MOVEMENT IS 0.22" DUE TO LIVE LOAD ENCLOSED OR FULLY OPEN BUILDING. AND 0.06 DUE TO DEAD LOAD AT ONE SUPPORT. ------------------------------- -------------------------------- TYPICAL SIMPSON OR EQUAL UPLIFT/HANGER REQUIREMENTS IIEFLECTION CRITERIA IS L/360 LIVE AND L/240 TOTAL LOAD. W-Gravity (-)-Uplift --------------------------------------------------------------- IHIS HIPJACK IS DESIGNED TO SUPPORT A CORNER SET WITH 07-00-00 NxN UPLIFT xxx I MMM HANGER rxx SETBACK. CORNER JACKS HAVE NO WEBS. H5 - -455/(Jacks Only) I HUS26 - + 27510 -12861110d 1ply) MTS12 - -40008 1 HUS26 - + 33151 -15500116d 1ply) A RIGID CEILING OR CONTINUOUS LATERAL BRACING AT 24' O.C. MTS12 - -20001(2 Each) I HHUS46 - + 42991 -1660:120d 2ply) MUST BE PROPERLY ATTACHED TO THE BOTTOM CHORD. M11288 - -37860(2 Each) Md) HHUS48 - + 51801 -20001(16d 2ply) MTT288 - -44550(2 Each) 116411 HGUS48 - + 66401 -21991(10d 2DIyl MST60 - -46881(Per 2ply) 1 HGUS48 - + 80001 -26501(16d 2ply) CS150 - -16500(Each) I HGUS5.5- +113351 -39450(16d 3ply) --------------------------------------------------------------- REFERENCE HOLMES LUMBER DETAIL SHEET FOR UPLIFT/HANGER DETAILS Rv-6130 U-2000NAILEO 23'4"8 In In in in nl 12 (U 3X iAj 1. 21'7" f 71— 3 X3 5'8"6 4'2"7 9'10"13 Rv-3700 U=2800 W-3"8 Rv=1130 U=3500NAILED 1AG = T70 SEO = 71730 PLT . TYP.-ALPINE DESIGN CRIT=TPI OTY 1 TOTAL - 1 REV. 17.3u6 SCALE =0.5181 ALPINE ENGINEERED PROOUCIS. INC. TRUSSES REWIRE EXTREME CARE 04/02/96 TC LL 30 .0 PSF REF X I MPOR T AN T XX SHALL NOT BE RESPONSIBLE FOR ANY WARNING IN HANDLING. ERECTION AND 1\ DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE NIB-91 8Y TPI. SEE THIS DESIGN 9'. TC DL 7 .0 PSF 0A TE 04/02/96 FAILURE IO BUILD THE TRUSS IN CONFORMANCE WITH OSP88 BY IPI FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ALPINE CONNECTORS ARE MADE OF 20GA GALV. STEEL MEETING ASIM OUIREMENTS. UNLESS OTHERWISE INDICATED. TOP - BC OL 10.0 PSF (JRWG A4A6 GR 8 EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER TRUSS ANO UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTOM CHORD 8C LL 0'0 PSF RA`,+CONNECTORS PER DRAWINGS 130. 150 C 16OA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGID CEILING -- SEE TOT.LD. 47 .0 PSF O/A LENCUNTORM M/APPLICABLE PROVISIONS O' NDS C TPI. AN ENGINEER'$ ALPINE fEC11NICAl UPDAIE (7/1/911 FOR PROPERSFAL ON /NIS GRAMTNG APPLIES IO f11E COMPONENT OEPIC7E0 ITERE DR YMALL AP PLICA I(ON. FURNISH A COPT OF TH15 � OUR.FAC. 1 .33IN ONLY, AND SHALL NOT BE RELIED UPON IN ANY OTHER MAY. DESIGN TO THE TRUSS ERECTION CONTRACTOR. �` [+ --TP - 7 PLAT INSTITUTE. NDS 1991 NATIONAL. OFSIGN SPECIFICATION FOR MOOD CONSTR{x:T ION 7,,,,R17�' SPACING see above TYf71 SPEC