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MUP 2001-296City of La Quinta Community Development Department 78-495 Calle TampicoQ La Quinta, California 9225 --"- (760) 777-7125 FAX: (760) -123 _ 4 CITY QF LA QUINTA FINANCE DEPT OFFICE USE ONLY Case Na. f 1N U 2ct� 1- x APPLICATION FOR MINOR SE PERMIT APPROVAL MINOR USE PERMIT applications are reviewed and approved by the Community Development Director pursuant to Section 9.210.020, of the Zoning Code. The purpose of the review is to ensure that land uses requiring the permit do not have an adverse impact on surrounding properties, residents, or businesses. APPLICANTE- L C r= (Print) MATi.iNC ADDRESS &n , IA/ A -W kY-7`fWSW, I if) Phone No.h(rO) x) - 9 - 6 Z'S P i CITY, STATE, ZIP: i LTJ, I ZOZ Fax No.�-% bC-) PROPERTY OWNER (If different):C _ rr(P (Print) c MAILING ADDRESS: VV l t11C IV kLf JIt,, L Phone N 7w C5.sq ' SZE, CITY, STATE, ZIP:=�C .[ IL �� I�C� . _ - Z O Z Fax No. ( 700 ?UZ o � ` t PROJECT LOCATION: [ � - & q— Scz- y 2 I , T, 6, S PROPOSED USE AND/OR CONSTRUCTION (Including operational information): NA,OE ( i �Lk 2 ll jarrach sheets- LEGAL DESCRIPTION (LOT & TRACT OR A.P.N.): LZ Z.�„ C [ UC l . l Iz 7'7J-Z(d7-oih1 61q,v2DA'�"nZt AIS\Miwr Use Pcrmit RECVD FOR PR ASSIGNED TO (DATE) (INITIALS) f L .gjJB FISSION >?FQ11TRFMENTS. ❑ Plot Plan, floor plans and elevation plans (as determined by Community Development Department staff). Five (5) sets of plans on 8'Y" x 11" sheet or folded down to 8%:" x 11". 0 Filing fee for Minor Use Permit. If filing multiple applications, the most expensive application will be charged full fee, with remaining related applications discounted 50% for each. This discount does not appl%' to Environmental Information form. NAME OF APPLICANT `)E:T- d (...1 SIGNATURE OF APPLICA—DATE.S-�'� NAME OF PROPERTY OWNER C ' SIGNATURE OF PROPER OWNER(S) 111 AATE`�Z-�'DI IF NOT SAME AS APPLIC (Signature provides consent or app - n or r posed activity). DATE (Separate written authority by owner to submit application may be provided) NOTE: FALSE OR MISLEADING INFORMATION GIVEN IN THIS APPLICATION SILLL.L. BE GROUNDS FOR DENYING APPLICATION. A I tNrtinor Uu PCcmit P.O. Box 1504 78-495 CALLS TAMPICO LA QUINTA, CALIFORNIA 92253 June 14, 2001 Mr. Peter Bilicki CRV La Quinta 70, LP 200 E. Washington Avenue, Suite 4100 Escondido, California 92025 SUBJECT: MINOR USE PERMIT 2001-296 FOR SDP 2001-701 Dear Mr. Bilicki: (7 60) 777-7000 FAX (760) 777-7101 The Community Development Department has approved your request to establish a model home complex and guest parking lot in Tract 28961 (Lots 28-31) pursuant to Section 9.60.250 of the Municipal Code, subject to the following conditions: 1. Prior to issuance of a building permit, a $1,000 security deposit shall be posted insuring that the temporary improvements are removed from the site once this permit expires. Building permits cannot be issued for the model houses until the final construction plans have been approved by this Department. 2. Mounted on the exterior of the sales office front door shall be, a written notice providing emergency personnel your 24-hour emergency phone number they can call in case problems arise that need your prompt attention (i.e., minimum 1" high letters). 3. The proposed guest parking lot shall be constructed before the sales complex is used. Temporary landscape and irrigation improvements for the parking lot shall be installed prior to opening the model home sales office. Please submit your plans to this office within 60 days for review and approval. 4. A sign permit is required for any on-site advertising. 5. Install one 2A1OBC fire extinguisher inside the front exit door of the sales office. MUP296 Inno.PGA Models - 50 Greg r�r • • 6. The City may elect to add Conditions to this application request to mitigate any problems that arise not previously addressed herein. The temporary facilities shall be removed on June 14, 2002, unless an extension is granted by the Community Development Director. This decision may be appealed to the Planning Commission provided the necessary paperwork and filing fee of $175.00 are filed with this office within 15 days. If you have any questions, please contact me at 760-777-7067. Enclosures P,CTOR MDS Consulting Community Development Director Building and Safety Director Fire Department Betty Sawyer, Executive Secretary Diane Aaker, Senior Secretary (B & S) MUP296 Inno.PGA Models - 50 Greg AUG 22 101 16:2? FR INNOVATIVE COPIPIUNITIE760 839 8246 TO 7714156 P.01!05 - -' . -- ' ---- -- --' (WJ. 110d r. 1 7119/ol 1F d x 7SM9 ad Ague 32 To: Pete Bilicki Date: 8M 5/01 La °o°'d• CA Company: Innovative Resort Job 9 446.06 Communkies YQICE IEO.IT1�Ot3 FAX- 790astevrs Fax * (760) 839-8246 Pages 5 , including cover @-MiIL-From: George Prine cc: Subject "Eagle Bend At PGA West', Model Site MESSAGE Attached is Minor Use Permit 2001-296 for SOP 2001-7004, Models and parking. The approval of the Precise Plot Plans shoud be forthcoming, shortly. PAV101 &I. r YO ---*v JUN 15 101 10'.15 j *TTACHM'ENT 2 pOWIE 70 LP 2 8 2W �CRV LA QUVqTAo . 1545 FARADAYAVENUE city & L QUINTA CARLSBAD'CA 92008 BUILDING AND SAFETY January 26, 2010 Building Safety Department Buildi Division Cit of La Quinta 78-495 Calle Tampico La Quinta, CA 92253 Property Address: Lots 1-22 of Tract no 28738 and Lots 1-48 of Tract no 28961. To whom it may concern: tn rship with Weare the managing partner of CRV La Quinta nd at PGA hWest.o in Weare in process of Innovative Communities constructed Eagle closing that entity and would like to know if you have any deposits or bonds on hand in the name of CRV La Quinta 70 LP. If so, please let me know what the process is in order to return that money to us. I can be Com reached at 760-804-6900 x104 or email at trotter(a�capstoneadvisors. Thank you, ohn Trotter Authorized Signatory CRV La Quinta 70 LP OF Ltd C] 0 MEMORANDUM TO: Susan Maysels, Deputy City Clerk FROM: Carolyn Walker, Executive Secretary rY DATE: February 5, 2010 SUBJECT: Request for Information on Tracts 27838, 28961, 28444, and 29147 by CRV La Quinta 70 (Golf West LP) and Capstones Golf West Susan: Diane Aker brought over several letters requesting information on the Tracts noted above. After checking our tract and model home deposit files, we have located the following information: Tract 28444: Minor Use Permit 98-106 was submitted, along with .the $75.00 application fee. Also included in the file was a letter to Innovative Resort Communities (3/21/00) requesting a Certificate of Deposit in the amount of $1,500. (Attachment 1). 1 was unable to locate any documentation confirming receipt of the CD. Tracts 28738 and 28961: We found no documentation of deposits for Tract 28738. We did find a Model Home Receipt for $1,000 deposited on 2/25/02 (Attachment 2). We do not have any documentation confirming this deposit was refunded. Tract 29147: Minor Use Permit 2001-285 was submitted on April 16, 2001, along with the $75.00 application fee. Included in the file was a letter requesting a $2,000 security deposit "...insuring that the temporary improvements are removed from the site once.." the permit expires. There was also a copy of the check stub showing $2,000 had been deposited on April 25, 2.001 (Attachment 3). We do not have any documentation confirming this deposit was refunded. If you have any questions, or need further information, please let.me know. Thank you. il:\C ROI.YN\Leeals!Cap�toues_CRV Recluest.doe Carolyn Walker From: Diane Martin Sent: Monday, February 08, 2010 10:41 AM To: Susan Maysels Cc: Tommi Sanchez; Diane Aaker; Carolyn Walker Subject: FW: Attached Image Attachments: 2394_001. pdf Page 1 of 1 Good morning all, Hope the attached is helpful...... It appears the only refund due is for a model home deposit of $1,000.00. (either Tract 28738 or Tract 28961). Also find attached copies of refunds. I did not find anything on Tract 28444, nor do we have a deposit outstanding during this time for $1,500 as discussed in Carolyn's memo to Susan ?./R/?.()1() PROJECT COSTING DETAILED PROJECT ANALYSIS 10:02AM 02/08/10 CITY OF LA QUINTA PROJECT 261-087 PAGE 1 ALL TRANSACTIONS PROJECT DESCRIPTION NUMBER 261 087 CD -EAGLE BEND MODEL EST AA � ACT 02/25/02 Rev SUB PROJ 087 SUB -TOTAL PROJ. 261-087 SUB -TOTAL PROJ. ACTUAL COST TO DATE PROJ. ACTUAL REVENUE TO DATE PROJ. VARIANCE TO DATE PROFIT(LOSS) (261-087) REGULAR OVERTIME TOTAL LABOR MATERIAL REVENUE TRANSACTION HOURS HOURS HOURS AMOUNT AMOUNT AMOUNT DESCRIPTION 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -------- --------' 0.00 --------- 0.00 ------------ 0.00 ----- 0.00 -------- -------- 0.00 --------- 0.00 ------------ 0.00 ----- 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ----0.00 1000.00 -----0.00 -------- 0.00 0.00 101 000 441 345 0.00 -1000.00 -1000..00 C/R, receipt 059467 ---- ------------ 0.00 -1000.00 0.00 -1000.00 ---- ------------ 0.00 -1000.00 / 0.00 -----1000 00 r ID s DEMAND / CHECK F E\QUEST �C�M OF TNF'�C a Return check to requestor XXX Mail check t4AR 0 2 ?010 Name / Title of person requesting check cFn0FCq NqN� QUINT E SEPT A CAROLYN WALKER, EXECUTIVE SECRETARY Department individual is associated with: PLANNING Check payable to: CRV LA QUINTA 70 LP 3'3_3 Amount: $ 1,000.00 ams (Vendor o. 1545 FARADAY AVENUE (Address) CARLSBAD CA 92008 Check description and invoice number: Account Number: 4---1 Project Number: 961 087 Refund of MOdel Home Deposit for MUP 2001-296 (TT 28961), deposited on 2/25/02 to In checking t u ng & Satety, all models have been finalled an funds are eligible for refund. Appropriate documentation is attached: APPROVED FOR PAYMENT (Finance Department Use Only) BY: BY: ACCOUNT N DESCRIPTION MODEL HOME DEPOSIT Date: Name of Purpose of Expiration Date: Amount of Deposit: $ Finance Department: Charge to account: 101-000-261-000 Finance (White) Applicant (Yellow) Case No: Inded to: 1, 2,1 Pr) j� . v 02 C'TYO 4.4%, t�tf Project a� Log (Pink) File (Goldenrod) 1,000.00 ............. .. . �• • •- -• • �� WELLS FARGO BANK 86325 17.24/1210 18) 4 i CHECK NO. P.O. BOX 1504 g` 78-495 CALLE TAMPICO DATE AMOUNT s= LA QUINTA, CA 92247 (780) 777-7150 02/23/2010 $****1, 000.00 CRV LA QUINTA 70 LP 1545 FARADA AVENUE CARLSBAD CA 92008 AUTHORIZED SIG ATURE a AUTHORIZED S NATURE LEASE VALVE YDRANT ROVED PLAN (PROPOSED) 'ROVED PLAN (PROPOSED) TIC WATER SERVICE TION SERVICE 'DOTING - DEPTH IN FEET DEPTH FOOTING SYMBOL J Li r n R ,E z O In 0 Q f - SACK LINE Y EASEMENT iw irncV L A A D Q2 INDICATES SHEET NO. A ER C GARAGE STEM WA GARAGE FINISHED FLOOR PAD ELE1i Fin EXTRA DEPTH FOOTII WHERE SHOWN DWELLI FINISHI FLOOR • FOOTING — JACK. N CKLAUS TOURNAKEW COURSE 30 _ 29 • ua LOT r —k 28 eov MI -M u®�o u�na o pyo® r�s�••wmw . •rasur.�msw�� ;ELISE PLOT PLANS 0 B= m ae ALOTBPAWFMUT we rn. a re �� •scow,31 gym• me arwno Date Ee-19-A approved b1G ❑ Planning Commission ❑ City Council �_ F,�omm t Dept. -- Initials --------- Case Case No. Exhibit .0 -With Conditions 52nd I AVENUE z PUBLIC UTILITY EASEMENT 53rd AVENUE W EXISTING WATER COMMUNITYDEVEPEMENT DIRECTOR I AV EXISTING AIR RELEASE VALVE 4ENG0, EXP. XNG -- EXISTING FIRE HYDRANT 54th AVENUE SAXON D D i EXISTING IRRIGATION SERVICE ED PGA WEST � :3 z PD PAD ELEVATION FL AIRPORT BLVD. TRACT NO. GARAGE FLOOR h FINISHED FLOOR 28981 FINISHED GRADE TC TOP OF CURB HP HIGH POINT BD BACK OF DRIVE GARDEN WALL WEISKOPF DAYLIGHT FILL - DAYLIGHT CUT BSL BUILDING SETBACK LINE / 58th AVENUE VICINITY MAP NOT TO SCALE LEGEND ----------- PUBLIC UTILITY EASEMENT - ___ _— S -- - EXISTING SEWER W EXISTING WATER COMMUNITYDEVEPEMENT DIRECTOR I AV EXISTING AIR RELEASE VALVE 4ENG0, EXP. XNG -- EXISTING FIRE HYDRANT CIT WATER PER APPROVED PLAN (PROPOSED) SAXON SEWER PER APPROVED PLAN (PROPOSED) EXISTING DOMESTIC WATER SERVICE i EXISTING IRRIGATION SERVICE ED EXTRA DEPTH FOOTING - DEPTH IN FEET ED - EXTRA DEPTH FOOTING SYMBOL PD PAD ELEVATION FL FLOW LINE GF GARAGE FLOOR FF FINISHED FLOOR FG FINISHED GRADE TC TOP OF CURB HP HIGH POINT BD BACK OF DRIVE GARDEN WALL DAYLIGHT FILL - DAYLIGHT CUT BSL BUILDING SETBACK LINE / R/W RIGHT OF WAY PUE PUBLIC UTILITY EASEMENT ® AC UNIT OWNER / DEVELOPER INNOVATIVE RESORT COMMUNITIES ASSESSOR'S PARCEL NO.'S In the City of La Quinta, County of Riverside, State of California ■ Pr ecitse Plot P1 aff"nb 4`961Traut'am' Alft BEING A SUBDIVISION OF LOTS 7, 8, 9, 35, 37 AND 42 OF TRACT NO. 21643, PER MAP FILED IN BOOK 203, PAGES 37 THROUGH 50 INCLUSIVE OF MAPS, OFFICIAL RECORDS OF RIVERSIDE COUNTY, CALIFORNIA "EAGLE� A01"A 1AIEST 775-21-005 775-27-010 775-26-007 775-27-012 775-27-004 775-27-014 775-27-005 BASIS OF BEARING THE BASIS OF BEARINGS SHOWN HEREON ARE BASED ON THE CENTERLINE OF MADISON STREET, SHOWN AS N 0'10'26" W PER TRACT NO. 21643 FILED IN BOOK 203, PAGES 37 THROUGH 50 OF MAPS, RECORDS OF RIVERSIDE COUNTY CALIFORNIA. LEGAL DESCRIPTION LOTS 28, 29, 30 & 31 OF TRACT NO. 28961, PER MAP FILED IN BOOK 289 OF MAPS, AT PAGE 47-52, OF MAPS, RECORDS OF RIVERSIDE COUNTY CALIFORNIA. UNDERGROUND UTILITIES ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE INDICATED WITH THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER, BY ACCEPTING THESE PLANS OR PROCEEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT REPORTED TO THE UNDERSIGNED, NOT INDICATED OR SHOWN ON THE RECORDS EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK, GARAGE STEM WALL GARAGE FINISHED FLOOR PAD � ELEVATION FOOTING J EXTRA DEPTH FOOTING WHERE SHOWN DWELLING FINISHED FLOOR FOOTING 3' SIDE YARD STOOP 5' SIDE YARD CLEARANCE FOR GROUND MOUNTED MECHANICAL EQUIPMENT. C G Mill. 1: - PROPOSED ISLOCKWALL un 6' MAX. o EXPOSEED SIDE YARD MIN. COVER -� 6" BELOW LOWEST SWALE FL. UNLESS OTHERWISE INDICATED TYPICAL SWALE DETAIL NOT TO SCALE _ 2' MIN. PL o -WALL ® z j 8' TYP. ip AR YARD PATI o 2% MIN. s< -�.`': R�. ,,... I �� MSN' 2•, 10' MIN. 2% IN CUT 4:1 IN FILL REAR YARD TYPICAL TYPICAL SWALE DETAIL NOT TO SCALE 10'MINIMUM IN REARYARD MIN IMUM BSL �— 5' SIDEYARD -~ 5' SIDEYARD MINIMUM MINIMUM R PAD ELEVATION I CONCRETE OCK WALL T 2 L BSL _ s .J 75' TO BLDG. 10' PUE— 20' To GARAGE _ FINISH GRADE �� CORE DRILL 2-3" DIA. MIN. MiN. �� R/W HOLES FOR DRAINAGE CURB THRU THE WALL DRAINAGE BSL= BUILDING SETBACK UNE DETAIL TYPICAL LOT GIRADIt'Ki NOT TO SCALE PRIVATE ENGINEERING NOTE CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OR CONSTRUCTION, OF THE PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS. REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. DESIGNED BY: DRAWN BY: CHECKED BY: � c� No. 20596 r" m a Exp. 9-30-01 A APPROVED FOR PERMITTING: PLANNING AND ZONING COMPLIANCE: CHECKED AND RECOMMENDED FOR APPROVAL BY: UM HARTUNG DATE ERRY HERMAN DATE M_.SAXON DATE BUILDINGKURT AND AT SAFETY DIRECTOR COMMUNITYDEVEPEMENT DIRECTOR I 4ENG0, EXP. XNG DATE:SERV/30/01 CIT C L TA SAXON 67'-0" 6T-0" MODEL INDEX NOT TO SCALE PREPARED UNDER THE DIRECTION OF: PLANNERS STANLEY C. MORSE EXP. DATE 9/30/01 SCALE: AS SHOWN R.C.E. 20596 DATE: FEB, 2001 GENERAL NOTES 1. ANY GRADING PERFORMED TO ESTABLISH OR REESTABLISH THE BUILDING PAD ELEVATION SHALL BE PERFORMED IN ACCORDANCE WITH THE APPROVED ROUGH GRADING PLAN AND A SEPARATE PERMIT ISSUED BY THE LA QUINTA PUBLIC WORKS DEPARTMENT. 2. THE CONTRACTOR IS AUTHORIZED TO PROCEED WITH FINE GRADING ACTIVITY RELATED TO ELEVATIONS SHOWN ON THIS PLAN, ON ANY SPECIFIC LOT ON THE PLAN, ONLY IF, A VALID BUILDING PERMIT HAS BEEN ISSUED BY THE LA QUINTA BUILDING & SAFETY DEPARTMENT FOR CONSTRUCTION OF THE PRIMARY STRUCTURE ON THAT PARTICULAR LOT. 3. A SEPARATE PERMIT SHALL BE OBTAINED FROM THE LA QUINTA BUILDING & SAFETY DEPARTMENT FOR ANY BLOCK WALLS SHOWN ON THIS PLAN. 4. THIS PLAN IS FOR ON—LOT CONSTRUCTION USE ONLY. ALL OFF—LOT CONSTRUCTION ACTIVITY, SUCH AS DRIVEWAY APPROACHES OR OTHER IMPROVEMENTS IN THE STREET RIGHT OF WAY, SHALL BE PERFORMED BY THE SEPARATE PLANS AND PERMIT ISSUED BY THE LA QUINTA PUBLIC WORKS DEPARTMENT. 5. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL REQUIRED PERMITS. 6. THE CONTRACTOR, AND ITS SUBCONTRACTORS, ARE RESPONSIBLE FOR ENSURING THE DRAINAGE CONCEPT SHOWN ON THIS PLAN IS NOT COMPROMISED BY LANDSCAPING FEATURES OR OTHER APPURTENANCES NOT SHOWN ON THIS PLAN. 7. AFTER CLEARING PLANT GROWTH AND OTHER DELETERIOUS MATERIAL FROM THE BUILDING PAD, THE GROUND SURFACE WITHIN THE BUILDING ENVELOPE SHALL BE SCARIFIED TO A MINIMUM OF C AND THEN COMPACTED TO NINETY PERCENT (90%) RELATIVE DENSITY PER A.S.T.M. SPECIFICATIONS. 8. THE CONTRACTOR SHALL NOT DISTURB EXISTING SURVEY MONUMENTS OR BENCH MARKS NOTED ON THE PLANS, OR FOUND DURING CONSTRUCTION. REMOVAL AND REPLACEMENT SHALL BE PERFORMED BY AN APPROPRIATELY REGISTERED CIVIL ENGINEER OR LICENSED LAND SURVEYOR. 9. ALL STREETS, PUBLIC OR PRIVATE, SHALL BE CLEANED DAILY OF DIRT, MUD, AND DEBRIS DEPOSITS RESULTING FROM ANY ACTIVITY RELATED TO CONSTRUCTION OCCURRING ON THE LOTS SHOWN ON THIS PLAN. CLEANING SHALL BE PERFORMED TO THE SATISFACTION OF THE BUILDING OFFICIAL OR CITY ENGINEER. 10. THE CONTRACTOR SHALL PROVIDE 'FUND EROSION AND DUST CONTROL MEASURES AS REQUIRED BY THE FUGITIVE DUST CONTROL PLAN APPROVED FOR THIS PROJECT. 11. CONSTRUCTION OPERATIONS AND MAINTENANCE OF EQUIPMENT WITHIN ONE HALF MILE OF HUMAN OCCUPANCY SHALL BE PERFORMED ONLY DURING THE TIME PERIODS AS FOLLOWS: OCTOBER 1ST TO APRIL 30TH MONDAY — FRIDAY 7:00 A.M. TO 5:30 P.M. SATURDAY 8:00 A.M. TO 5:00 P.M. MAY 1ST TO SEPT. 30TH MONDAY — FRIDAY 6:00 A.M. TO 5:00 P.M. SATURDAY 8:00 A.M. TO 5:00 P.M. WORK IS PROHIBITED ON SUNDAYS AND FEDERAL HOLIDAYS. GRADING NOTES 1. IF THE CIVIL ENGINEER OR SOILS ENGINEER ARE CHANGED DURING THE COURSE OF WORK, ALL WORK SHALL BE STOPPED UNTIL A REPLACEMENT HAS AGREED TO ACCEPT THE RESPONSIBILITY FOR CERTIFICATION UPON COMPLETION OF THE WORK. 2. GRADING SHALL BE IN ACCORDANCE WITH THE ENGINEERED GRADING REQUIREMENTS OF THE UNIFORM BUILDING CODE, LATEST EDITION, AND SOILS REPORT: 86-04-209, BUENA ENGINEERS DATED: APRIL 17, 1986 UPDATE LETTER: PROJECT NO. 522-7029-81230 DATED: DECEMBER 30, 1998 SLADDEN ENGINEERING (760) 772-3893 3. THE FINAL UTILITY LINE BACKFILL REPORT FROM THE PROJECT SOILS ENGINEER SHALL INCLUDE AN APPROVAL STATEMENT THAT THE TRENCH BACKFILL HAS BEEN PLACED AND COMPACTED FOR THE INTENDED USE. 4. ALL CONSTRUCTION AREAS SHALL BE PROPERLY POSTED AND LIGHTED IN CONFORMANCE WITH THE STATE MANUAL OF WARNING SIGNS, LIGHTS AND DEVICES FOR USE IN THE PERFORMANCE OF WORK UPON HIGHWAYS, IN ORDER TO ELIMINATE HAZARDS. 5. THE CONTRACTOR IS RESPONSIBLE TO PREVENT SILT CONTAMINATION OR STORMWATER FACILITIES DURING CONSTRUCTION. IMMEDIATELY PRIOR TO THE CONCLUSION OF BUILDING CONSTRUCTION AND LANDSCAPING, THE CONTRACTOR SHALL CONDUCT, IN THE PRESENCE OF THE CITY INSPECTOR, A PERFORMANCE TEST DESIGNED TO CLEARLY DEMONSTRATE THE FUNCTIONAL ADEQUACY OF THE STORMWATER FACILITIES. M 0 R S E 79-799 Old Avenue 52 La QuiMa, CA 92253 ® D O K I C H Voice: 760-771-4013 S C H U L T Z FAX: 760-771-4073' ENGINEERS SURVEYORS BENCHMARK- -i - - M. 1 1/'r O.D..P. FILLED W CONC. IN O.D. CONIC. COLLAR DN. 0.6', 330' NORTH OF C.L INT. OF WASHINGTON STREET & 52nd AVENUE & 6.2' SOUTH OF PP# 98927D. ELEV. 540.110 CONTOUR DATUM IS SEA LEVEL PLUS 500 FEET TO AVOID NEGATIVE NUMBERS. S.D.P. 2001- 701 IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA a PRECISE PLOT PLANS1 co r SHT. 0) TRACT NO. 28961 N "EAGLE BEND" AT PGA WEST OF SHTS. z MODELS - LOTS 28- 31 FOR: INNOVATIVE RESORT COMMUNITIES W.O. NO: FILE: I:\44606\PG\PGMOD-01 5-31-01 12"x12" GRATE (NDS -1212) 12"x12"x6" ADAPTER (NDS -1223) C4 REDUCER (NDS -607) 0.5% MIN -�- 4" CAP (NDS -406)4" TEE 47 PVC SCHD 40 (NDS -401) AREA DRAIN INLET- OU N.T.S. 69 4' ATRIUM -� DRAIN (NDS -13) 4" TO/ REDUCER (NDS -4,07) TLET DETAIL \\ x AC � \ A \ , p.717 TEMPORARY AC PARKING LOT DETAIL NTS 33 32 IIS 1 3" ABS ASTM -D 2751 SDR -35 DRAIN PIPE SET INVERT OF PIPE 1/2" ABOVE FL OF GUTTER 31 M �2 PL�'N 6 o�z 30 w 0.5% MIN _0.5%_� 1 MODEL PLAN 1 R FF=474.6 g PAD=474.1 1 \g.45 ADDRESS 56-150 \ 473.2 TG TG \ 4723 INV I M INV 1 ® q 411A ¢< CF,h11+ 1 I / / 1 / " 1 , T /C\j 1 .. � o• 7 'n \ !Sq I 472. \\ \V I T( F _ - 91.40 \A \ WATER ON i -� 6�tih i ---''- -'- EXIST• �' V.C. 1 e_. Ll 112.28' oz --sjz MIN 29 _ r 19.63' MODEL PL IN 2R 474.9 P=474-4 P=474.4 ADDRESS 56-134 1 z 15' �3 jTg ^ Q 473.9 473.6 NP D NP 1619' GF=474.1 47= Gf=474.4 h�i 5• y �j`9S 3_4 ��a• �tiF. '?s. M (J, --__ —----------_---_:— 1 _-139.32' 75.23' 3g 43' 7/ / ?0DT70 % � / ----------------- .. �� 662' i i UNDERGROUND UTILITIES ALL UNDERGROUND UTILITIES OR STRUCTURES REPORTED BY THE OWNER OR OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE INDICATED WITH THEIR APPROXIMATE LOCATION AND EXTENT. THE OWNER, BY ACCEPTING THESE PLANS OR PROCEEDING WITH IMPROVEMENTS PURSUANT THERETO, AGREES TO ASSUME AND LIABILITY T L UNDERSIGNED L A 0 HOLD U DERS GNED HARMLESS FOR ANY DAMAGES RESULTING FROM EXISTENCE OF UNDERGROUND UTILITIES OR STRUCTURES NOT REPORTED TO THE UNDERSIGNED, NOT INDICATED OR SHOWN ON THE RECORDS EXAMINED. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES OR STRUCTURES SHOWN AND ANY OTHER UTILITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNERS OF THE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. PRIVATE ENGINEERING NOTE CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OR CONSTRUCTION OF THE PROJECT. INCLUDING SAFETY OF ALL PERSONS AND PROPERTY,THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. DESIGNED BY: DRAWN BY. Q CHECKED BY: No. 20596 � Exp. 9-30-01 P C 1VIL )\ PREPARED UNDER THE DIRECTION OF: DATE: LOT F STANLEY C. MORSE EXP. DATE 9 30 01 R.C.E. 20596 (7rPj APPROVED FOR PERMITTING: PLANNING AND ZONING COMPLIANCE: CHECKED AND RECOMMENDED FOR APPROVAL BY: TOM HARTUNG DATE JERRY HERMAN DATE ( KURT M. SAXON DATE BUILDING AND SAFETY DIRECTOR l i 44180 EXP. DATE: 6/30/01 CITY OF LA QUINTA CITY OF LA QUINTA I SAXON ENGINEERING SERVICES CHECKED BY: No. 20596 � Exp. 9-30-01 P C 1VIL )\ PREPARED UNDER THE DIRECTION OF: DATE: LOT F STANLEY C. MORSE EXP. DATE 9 30 01 R.C.E. 20596 (7rPj APPROVED FOR PERMITTING: PLANNING AND ZONING COMPLIANCE: CHECKED AND RECOMMENDED FOR APPROVAL BY: TOM HARTUNG DATE JERRY HERMAN DATE ( KURT M. SAXON DATE BUILDING AND SAFETY DIRECTOR COMMUNITY DEVELOPEMENT DIRECTOR ( R.C.E. 44180 EXP. DATE: 6/30/01 CITY OF LA QUINTA CITY OF LA QUINTA I SAXON ENGINEERING SERVICES 41HQ W1 6-NSTRUCT CURB FA (Sf f DEq 41\ FG 4J 27 SCALE 1"=20' M O R S E 79-799 Old Avenue 52 ® La Quinta, CA 92253 DO KI CH Voice: 760-771-4013 S C H u L T z FAX: 760-771-4073 PLANNERS ENGINEERS SURVEYORS SCALE: SEE ABOVE BENCH MARK: DATE: FEB. 2001 SEE SHEEP N0. 1 S.D.P. 2001-701 ' V c U IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA 4 PRECISE PLOT PLANS SHT. Z T . O TRACT N 28961 n "EAGLE BEND" AT PGA WEST of SHTS. MODELS - LOTS 28- 31 FOR: INNOVATIVE RESORT COMMUNITIES W.O. No: a FIlE: !:\44606\PG\PGMOD-02 5-31-0 eJob Cover Sheet /•hb.. Engineering eJob 7/16/2009 This eJob is prepared exclusively for: Imperial Valley Lumber Co (1087) 931 W Main Barstow, CA 92311 Work Order: 05912 Job Customer: LANG CONST. Job Name: STREBINGER ADD. Job Address: Truswal ID: T376664.J408238 Page I of I CI*iY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION AUG o 4 2009 I hereby verify that this document was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer. I am responsible for the design of each component detail only -- not for the proper manufacture of the components. This document is no longer valid if any modifications are made to it ITW Building Components Group 4445 Northpark Drive, Suite 102 Colorado Springs, CO 80907 800-322-4045 NOTE: The trusses have designed for an extra 2 psf on the bottom chord for any future additional loads. The structural calculations are based on a total load of 42 psf, whereas the trusses are designed for 44 psf. Larry W. Lang, P.E. oF ESS/o4n �PW. 4 ++" I CIV"- � ' Reviewed & accepted Larry W. Lang, P.E. file://C:\Documents and Settings\TransfersC\Local Settings\Temp\radDCA4F.tmp.O.eJob\e... 7/16/2009 0 *eJob Fable of Contents 'Aimp.h.b., 1 a .rxUSV OVA01 , ,IVA SYS'1A5 Engineering eJob 7/16/2009 Table of Contents Page 1 of J Page No. 11 Truss Label F Page No. Truss Label Page No.___Il Truss Label 1 71 Al 2 A2 3-711 A3 4 A4 5 A5 6 B1 7 11 B2 8 IF CJ 19 =1 D1 Page 1 ITW Building Components Group 4445 Northpark Drive, Suite 102 Colorado Springs, CO 80907 800-322-4045 li Job Scope of Work Statement /h0.1d" - \ L \' AWWW� Ad SYST AILS Engineering eJob 7/16/2009 Truss Engineer Design Responsibilities Page 1 of 1 The engineer's signature on this design certifies that the individual component depicted, if built with the materials and to the placements and tolerances specified, will bear the loads shown on the drawing. Users of the component are responsible for determining that any as -built component conforms to the design. The loading and dimensions specified have been provided by others and have not been verged by the signing engineer. The building designer is responsible for determining that the dimensions and loads for each component match those required by the plans and by the actual use of the individual component. The building designer is responsible for ascertaining that the loads shown on the designs meet or exceed applicable building code requirements and any additional factors required in the particular application. The engineer's seal on the attached component designs indicates acceptance of professional engineering responsibility solely for the design of the individual component assuming that the loading and dimension requirements are as represented to the engineer. The suitability and use of this component for any particular building is the responsibility of the building designer in accordance with ANSI/TPI, Section 2. The engineer certifying this component is not responsible for anything beyond the specific scope of work set forth above, including but not limited to, the loading factors used in the design of the component, the dimensions of the component, the transfer of lateral loads from the roof and/or forward to the shear walls down to the foundation, connection of the components to the bearing support, the design of the bearing supports, the design and connection to the shear walls, the design of temporary or permanent building bracing required in the roof and/or floor systems, transfer of vertical loads down to the foundation, the design of the foundation or analysis in connection with the roof and/or floor diaphragms of the building. This is a high quality facsimile of the original engineering document. A wet or embossed seal copy of this engineering document is available upon request. ITW Building Components Group 4445 Northpark Drive, Suite 102 Colorado Springs, CO 80907 800-322-4045 eJob Table of Details 'Adomp.\. IINU'!'e.'� A SYSTEM Page 1 of 1 Engineering eJob 7/16/2009 Required Details* Other Available Details* hftp://www.itwbcg.com/trussconnections.php *Sealed versions of these .details are available upon request. ITW Building Components Group 4445 Northpark Drive, Suite 102 Colorado Springs, CO 80907 800-322-4045 STREB=NGER ADD. LANG CONST . Pl�o�w: c7.s4r>) zs6-Z 1.=o SALES REP: A.A. DUE DATE: 01/09/09 DSGNR/CHKR: JOB / JOE TC Live 20.00 psf TC Dead 14.00 put SC Live 0.00 psf BC Dead 10.00 psf LS WOII: 05912 SCALE: 1/8" - 1' Date: 7/16/2009 e:39 DurFac-Lbr 1.25 DurFae-Plt 1.25 O.C. Spacing: 2 Design Spec: IITr/DCfg: 39 / 0 /Job Name: STREBINGER ADD. Truss ID: Al Qty: 2 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 3008 3,50" 2.16" 2 30- 8- 4 3009 3.50" 2.16" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (s an L/952 NEM 4-5 (LIV ) LC 1 L. -0.39" D- -0.44" T. -0.82" CRITICAL MF118ER FoRCEs: TC O]Ig. WR. / TENS. OUR. CSI 1-2 -7736 1.23 / v0. 1.60 o.a1 1-3 -9013 1.25 / 201 1.80 0.87 4l-4 -10313 1.25 / 212 1.60 0.77 S-6 -7757 1.25 % 178 1.60 14 1 0.41 BC ROMP. W0.. / TENS. WR. CSI 7-8 -117 1.60 / 7292 1.25 0.65 65 io -47 1L" is s60o % 1011847 Las 0.8 10-11 -184 1.60 / 10184 1.25 0.87 1 12 -147 1.60 / 7179 1.25 0.65 1i-13 -117 1.80 / 7294 1.25 0.65 We OONP.(WR.)/ TENS.11 W0.. CSI 469 1.25 0.08 2273 I.ZS 0.39 -9 -/388(1.23)/ so 1.60 0.16 1-10 / 347 1.23 0.06 4-10 / 346 1.25 0.06 4-11 -15:7(1.2:)/ 80 1.60 0.16 5-11 / 2275 1.25 0.39 5-12 / 469 1.23 0.08 16SOF-1.SE 16SOF-1. SE STUD OF to avoid ponding. fired (by others) to ng. See BCSI Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. 2-PLYI Nail w/10d COMMON stai$ered(per NDS) in: TC- 2 BC- 2 WEA_ 2 PER lent Cluster screws if shown are 3" longi 20 psf bottom cAord live load NOT requred on this truss per IBC/IRC requirements for attics with limited storage. 7-11-11 2-PLYS 1 (2 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to 3oint QC Detail Sheets for C� factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL . ♦ + ♦ + + + + ♦ t + ♦ + f + a + + ♦ t t t Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi -ply with hanggers are based on hanger nails using 3.0" nails min. into the carrying member. If shown, use additional fasteners for point loads from the back plyys4 distributed symm. in the chords, within 12 of hanger flange. Use anK other approved detail D ANyYbyy others). IAMOUNTSGUN SHOWN MUST BEUINS1fALLEDNFROMCTHETER FRONT AND BACK FACE EQUALLY (TOTAL NAILS - DOUBLE THE AMOUNT SHOWN 10d - 10d NAILS, SDS S mpson SDS screws . - Special Connection Req. (by others) + + • + + t + + + i + r + + + ♦ + + + + + + 7-11-11 ,5 8_' REQUIRED 4.00 14-10-0 1 -4.0 374# 374# 2-1 -13 3) X 0-3-16 This design based on chord bracing applied per the following schedule: max o.c. from to TC 48.00" 7-11-11 22-10- 0 UPLIFT REACTIONS) Support C&15Wfnd 8 1b Non -Wind 2 This truss is5designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length 80.00 ft, Bldg Width - 40.00 ft Mean roof height - 11.49 ft, mph - 90 ASCE7 II Standard Occupancy, Dead Load - 14.4 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 131 sqft ----------LOAD CASE al DESIGN LOADS -------- ------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 88.00 - 1- 4- 0 88.00 0- 0- 0 0.45 TC Vert 68.00 0- 0- 0 68.00 8- 0- 0 0.59 TC Vert 165.04 8- 0- 0 165.04 22-10- 0 O.S9 TC Vert 68.00 22-10- 0 68.00 30-10- 0 0.59 TC Vert 88.00 30-10- 0 88.00 32- 2- 0 0.4S BC Vert 48.54 0- 0- 0 48.54 30-10- 0 0.00 Ob0 Ox 1--12 L1 00 Fastener TC Yet TC Vert 220.0 8- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 TC Vert 220.0 22-10- 0 1.00 TC Vert 154.0 22-10- 0 0.00 TC Vert 0.0 30- 8- 4 1.00 uq OAC nuolo oAo NY 30-10-0 7 8 9 10 11 12 13 An connector plates are r Strength. Phbas are to be are positioned as shown I High Strength 20 ga., "S" for Super Ins and false, hams plates Nh structural platers (or staple). V.June " • << 927 CAA 30, 2011 CMV �Q 9kCF CA1.�F� 7/16/2009 215 - Imperial V ley � WARNING Read all notes on this sheet and give a copy of /t to the Erecting Contractor. Lust: LANG CONST. trop n has based by the component manufacturer DIR: Dri ve_C_05912_L00005_]00001 This design b for an thdMdual building component net system. been on specifications provided W0: D r i ve_C_O S 912_L00005 ® wd done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: JOE #LC - 53 WT: 142# are to be verified by us component manufacturer and/or building designer prior to fabrication. The building deaWner must ascertain that the loads TC Live 20.00 psf L i veDu r L-1.2 5 P-1.2 5 udiks0 on this design meat or exceed the leading Imposed by the local building code and the particular appilodon. The design assume* that fttop chord T R U S WA L Is laterally braced by the roof or floor shasthing and the bothrm chord is laterally braced by a rigid sheathing material dlredlyattached, unless otherwise TC Snow(Pf) 0.00 psf SnowDur L -1.1S P-1.15 ® SYSTEMS Hated. eraang sham Is for lateral support of components member only to reduce buckling length. This component $hall not be placed In any envbonmerd Ihatwlfl cause the meubura content of the wood to exceed 19%andnor cause connsclor plate corrosion. Fabricate, handle, Install TC Dead 14.00 psf psf Re p Mbr18O0 nd / COMP / Tens and brace the toss In aocardane* wird the fo"owlnp atatWards:'Jolnt and Cutting Detail Reporis' avallsde u output from Truncal aileron:, BC Live 0.00 P / 1.00 / 1.00 8M Building Components Group, Inc. 'ANSIrTPI 11, WTCA 1' • Wood Truss Couned of Amens Standard Design RespomlDilmes, BUILDING COMPONENT SAFETY INFORMATION • BC Dead 10.00 psf O. C ,Spacing 2- 0- 0 4416 Nortlrparn Dr. stw f0$ Odle, Spas., oo 80:07 (SCSI 1-03) and 8081 SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is bated at 583 D'OnoMo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.8 Wlpawn53719. The American Forest arid Paper Association (AFPA) Is located at I I I 1 1 Oth SftK NW. Ste 800, Washington. DC 20030. Bldg Code: CBC -07 DEFL RATIO: L/240 TC: L/240 Job Name: STREBINGER ADD. Truss !D: A2 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 20 SPF 165OF-1.SE Designed per ANSI/TPI 1-2002 This design based on chord bracing applied 1 0- 1-12 1474 3.50" 2.11" BC 2x4 SPF 165OF-1.SE This design does not account for long term per the following schedule: 2 30- 8- 4 1474 3.50" 2.11" BRG REQUIREMENTS based ONLY WEB 20 HF STUD time dependent loading (creep). Building max o. c. from to shown are on the truss material at each bearing MAX DEFLECTION Refer to Joint QC Detail Sheets for Cy factors and Rotational Tolerances. Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF TC 36.00" 7- 0-15 22-10- 0 UPLIFT REACTIONS) (span) L/999 MEM 3-4 (LIVE) LC 1 L- -0.32" D- -0.38" T. -0,71" IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 MULTIPLE LOAD CASES. IF THIS TRUSS IS CARRIED IN A HANGER THAT Support C&C Wind Non -Wind 1 -144 lb CRrr1CAL NENBER FORCES:1Tdocument TC COMP. (WR, / TENS. OUR. CSI and AN and are reported in available ESR -1118. HANGER IS BASED ON 1.5" HANGER NAIL FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY 2 -144 lb This truss is desi ned usin the 9 1-2 -3370 1. 194 1.SO3 0.66 Loaded for 10 PSF non -concurrent BCLL. CARRYING MEMBERS. IF 2.5" GUN NAILS ARE CBC -07 / ASCE7-05 pacification 2-3 -3137(1.25)/ 22311:SO 0.Be 3-4 -4249 1.23 251 1.60))) o.sS Loaded for 200 lb non -concurrent moving BCLL Drainage be USED THE HANGERS MUST BE RE-EVALUATED 6T41IS Bldg Enclosed Yes, Importance Factor 1.00 Truss Location Not End Zone s-6 -ilio iris % 22se 1:6600 ores must provided to avoid ponding. 20 psf bottom chord live load NOT required this IBC/IRC for (BY Continuous �ateral bracing attached to flat TC indicated. Lumber be . Hurricane/Ocean Line - No Exp Category . C Bldg Length 80.00 ft Bldg Width 40.00 ft eC COMP. OUR. / TENS, DUR. CSS on truss per requirements attics limited storage. as must structural Brace 0 24" o.c. unless noted. - • Mean roof height 11.83 ft, 90 7-e -133 1.60 / 3131 1.25 0.61 with grade. - mph ASCE7 II Standard Occupancy, Dead Load - 14.4 psf 8-9 -167 1.60 / 3046 1.25 0.57 9-10 -222 1.60 / 4190 1.25 0.72 Designed as Main Wind Force ResistingSystem 10-u 22 1.60 / 4190 1.23 o.fo -Low-rise and Components and Cladding ll -tai 1. so / 3046 1.21 0.56 12-19 -133 1.60 / 3131 1.25 0.62 Tributary Area - 62 sqft Will CONP.(WR.)/ TENS, OUR. CSI 2-9 / 352 1.21 0,12 2-91.25 0.30 3-9 -813(1.25 / 101 1.60 0.19 3-30 -28 1.25 / 240 1.25 0.08 4-10 -28 1.23 / 240 1.23 0.08 4-11 -813 1.25 / �p 1 1.60 0.19 5-11 8 1.80 / BS7 1.25 0.30 5-12 / 353 1.25 0.12 3-7-13 1 S 3) 0-3-15 9-11-11 9-11-11 r 1 2 k 3 4 5 8 1 4.00 i 14-10-0 i 4.0 LA4 JAD obutua :SAD LA4 Pq3010-0 04 r 7 8 9 10 11 12 13 4.115 = I SHIP 0-3-15 1 r 6 927 COO) June 30, 2011 C1V11ra�Pi . Sfmigth.Plart" an tes o be posltlre oneeddwper Joahti Detail Reports. Cpracedled irycled plates andHigh daf be�fn� plates for Super als.pos)tlonsd 4s shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 7/16/2009 215 - Imperi a 7 V 7ey WARNINGRead all notes on this sheet and ghre a copy of N to the Erecting Contractor. Cust: LANG CONST. Is duse"am. it has been bythe DIR: Drive_C_05912-L0000S_J00001 This design for anIndMdualbuilding component not based onspecnloationsprovided component manufacturer W0: Drive-C-05912_L000OS and done M accordance with fine current versions of TPI and AFPA design standards. No resporWbllhy N assumed for dimensional accuracy. Dimensions Dsgnr: JOE #LC - 53 WT: 148# are to be verified by the component manufacturer andfor building designer pdor to fabrication. The bullding designer must ascertain that the bade TC Live 20.00 psf Li ve Du r L-1.2 5 P-1.2 5 WRaed an this design meet or exceed the loading Imposed by the local bullding code and the particular application. The design Sesames that the top chord T R U S WA L is laterally bread by the roof of floor sheathing and the bottom chord Is laterally braced by a rlgld sheathhg material directly attached, unless aborMsa TC Snow(Pf) 0.00 psf SnowDu r L-1.15 P-1.15 SYSTEMS noted. Bracing Nam Is for lateral support of components members only to reduce buckling tergm. This component shall not be placed In any amr1rommentthat wl8ausethe moisture content ofthe wood toeaed19%and/or ameconnector plate crortosion. Fabnate,handle,Install TC Dead 14.00 psf Rep Mb r Brill / Comp /Tens� and bras inn trues In accordance with the following standards:'Jobt and Cutting Oetall Reports avalkabte es output from Truewak software, BC Live 0.00 psf 1.10 / 1.10 / 1.10 /f U0► Building Components Group, Inc. 'ANBIRPI 11', WTCA 1' • Wood TNes Council of Amorlm Standard Design ResponslWkme% SUILDINO COMPONENT SAFETY INFORMATION. BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 445 rfor"&* Dr. 5tw fog, Colo. apg&, CO Oliver (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Three Plate Institute (TPI) Is located at 583 D'Onotdo Drive, Madison. TRUSPLUS 6.0 VER: T6.5.8 Wlscenaln53719. The American Forest and Paper Anoclatlan (AFPA) Is located at I I I I 10 Street NW, &a 600, Washington, DC 20030. Bldg Code: CBC -07 DEFL RATIO: L/240 Tr: L/240 JJob Name: STREBINGER. ADD. Truss ID: A3 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 1549 3.50" 2.22" 2 30- 8- 4 1549 3.50" 2.22" BRC REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (s L/999 MEM 4-5 an) : (LIVE) LC 1 L. -0.24" D- -0.28" T. -0,52" CRITICAL MEMBER CFS: TC WHIP,OUR TENS. DUR, cSI 1- 2- -36161.25 / a8 1.66 0.33 3-4 -29171.25 / -28341.2S / 88 1.60 0.36 81 1.60 0.32 4-S -28441.25 / 83 1.60 0.36 S-6 -28341.25 / 81 1.60 0.32 8-7 -29221.25 / 89 1.60 0.36 7-6 -361611.23 / B8 1.60 0.53 ar COMP. sill.)/ TEMS. DUR. CSI 9-10 -42 1.60)/ 3374 1.25 0.76 10.15 -46 1.60)/ 3369 1.23 0.69 n -u u-13 / / 27151.23 0.61 29441.23 0.68 15-14 / 2715 1.25 0.65 14-15 15-16 48(1.60)/ 42(1.60)/ 3369 1.23 0.68 3374 1.25 0.76 M'B OOMP.(DUR.)/ TENS.CSI 2-10 2-n / -714 1.23 / 301 94 1.23OUR. 0.10 1.60 0.50 5-n -S3 1.60 / 560 1.23 0.19 3-12 -111 1.2! / 544 1.2S 0.19 4-12 5-15 -247 1.25 / -247 1.25 / 109 109 1.60 0.09 1.60 0.09 6-15 -98 1.23 / 536 1.23 0.19 6-14 52 1.60 / 551 1.23 0.19 7-14 -in 1.25 / 94 1.60 0. so 7-15 / 302 1.23 0.10 2x4 SPF I6SOF-1.SE 2x4 SPF 16SOF-1.5E 2x4 HF STUD 2x6 DFL *2 THE COMPOSITE RESULT OF ng is required (by others) to ion/toppling. See BCSI 1. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN and are reported in available ,and ESR-1118. Loaded for 10 PSF non -concurrent BCLL, Loaded for 200 lb non -concurrent moving BCLL Drainage must be provided to avoid ponding. 20 psf bottom chord live load NOT required on tis truss per IBC/IRC requirements for attics with limited storage. Attach the horizontal block to the bottom chord with R2-4 plates (2x4 block) or 113-6 plates (2x6 block) at 24"O.C. max., in addition to the plating shown. If plating is not shown, position a tie plate at each end and then install them at 24"O.C. between. 12-0-0 I 6-10-0 12-0-0 1 1 2 3 4 5 6 7 8 4.00 -4.0 2X4 5X6 LJIV DAD JAL,A9 3X4 3X4 75# 1 1 75# 30-10-0 1 9 10 1112 1314 15 16 1 "tea arta 7 a are to be asshown 120 ga., "S" for Super rams plata plats (or staple). UPLIFT REACTIONS) : WARN/NG Read a!1 notes on this sheet and give a copy of It to the Erecting Contractor. This design is for an Individual bulkm building component not truss, system. Ahas been ' based on spedce Oeatioprovided by the component manufacturer and done in accordance with the cufrem versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional aaawacy. 01menslona ars to be verified by the component manufacturer arWor building designer prior to fabrication. The building designer must ascertain that the toads Support ChC Wind Non -Wind 1 -105 lb WT : 168# 2 -10S psf Hip -Drop : 0-1-9 This truss is designed using the T R U S WA L ®w SYSTEMS AM Bullding ComponaMs Group, Ino. CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 1.00 TC Snow(Pf) 0.00 TC Dead 14.00 BC Live 0.00 BC Dead 10.00 Truss Location - Not End Zone SnowDur L-1.15 P-1,15 Re Mb r Bnd / Com p 1.00 / l.00 i Tens 0. C. Spac i ng 2- 0- 0 Hurricane/Ocean Line- No Category - C Bldg Length 80.00 ft Bldg Width 40.00 ft (SCSI 1.03) and SCSI SUMMARY l3NEET8' by WTCA and TPI. The Truss Plate Institute (TPI) Is bated at 689 C'ononb Drive, Madison, Wisconsin 537% The Amarban Fored and Paper Association (AFPA) Is loodacl at 1111 1ft SV*K W, Ste 800, Washington, DC 2=8. - - Mean roof height - 12.16 ft, mph - 90 ASCE7 II Standard Occupancy Dead Load - 14.4 kesisting psf Designed as Main Wind Force System - Low-rise and Components and Cladding TributaryArea - 65 syyft ----------LOAD CASE FI DESIGN LOADS ---------------- Dir L.PIf L.Loc R.P1f R.Loc LL/TL TC Vert 86.00 - 1- 4- 0 88.00 0- 0- 0 0.4S TC Vert 68.00 0- 0- 0 68.00 30-10- 0 0.59 TC Vert 88.00 30-10- 0 88.00 32- 2- 0 0.45 BC Vert 20.00 0- 0- 0 20.00 30-10- 0 0.00 Type.., lbs X.Loc LL/TL Fastener TC Vert 0.0 0- 1-12 1.00 TC Vert 0.0 30- 8- 4 1.00 SC Vert 7S.0 14- 5- 0 0.45 BC Vert 7S.0 16- 5- 0 0.45 4-9-0 SHIP 0-3-15 r .6 927 04 June 30, 2Y&IN CIVV1• 215 - Imperi a 1 VN 7ey WARN/NG Read a!1 notes on this sheet and give a copy of It to the Erecting Contractor. This design is for an Individual bulkm building component not truss, system. Ahas been ' based on spedce Oeatioprovided by the component manufacturer and done in accordance with the cufrem versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional aaawacy. 01menslona ars to be verified by the component manufacturer arWor building designer prior to fabrication. The building designer must ascertain that the toads Cust : LANG CONST. DIR: Dri ve_C_05912_L00005_J00001 W0: Drive -C -05912-L00005 Dsg n r : JOE #LC - 53 WT : 168# TC Live 20.00 psf Li veDu r L-1.25 P-1.25 this design meet or exceed the loading Imposed by the local building code and the particular application. The design ateumes that the top chord u011ted on ce T R U S WA L ®w SYSTEMS AM Bullding ComponaMs Group, Ino. to tsterally, braced by the roof or floorsheathing arta the bottom chord to laterally braced by a rigid sheathing material directly attached. unless othervnee noted. Braolng shown ts for Word support of components members only to reduce bucldfrm length. This component shall not be placed In any amironmafdthatwillcaomoisturecomardofthewoodtoaxaeed19%andforaussconnector platecofrala. Fabriate,handle. Install the and brace this true In accordance with the foliovAng dandards:'Jolm and cutting Detail Report' enflable as output from Tnuswal software, 'ANSYTPI 1', WTCA V. Woos Tram Caund m Ameda Standard Design Responalbllltles, SUILDINO COMPONENT SAFETY INFORMATION- TC Snow(Pf) 0.00 TC Dead 14.00 BC Live 0.00 BC Dead 10.00 psf psf psf P psf SnowDur L-1.15 P-1,15 Re Mb r Bnd / Com p 1.00 / l.00 i Tens 0. C. Spac i ng 2- 0- 0 4446 NWVWAU t Dr. Sta, 10; Colo. Spga., CO 50907 TRUSPLUS 6.0 VER: T6.5.8 (SCSI 1.03) and SCSI SUMMARY l3NEET8' by WTCA and TPI. The Truss Plate Institute (TPI) Is bated at 689 C'ononb Drive, Madison, Wisconsin 537% The Amarban Fored and Paper Association (AFPA) Is loodacl at 1111 1ft SV*K W, Ste 800, Washington, DC 2=8. Bldg Code: CBC -07 DEFL RATIO: L/240 TC: L/240 (Job Name: STREBINGER ADD. Truss ID: A4 Qty: 1 BRC X -LOC REACT SIZE REQ'D 1 0- 1-12 1549 3.S0" 2.22" OIR: Driveive_C-05_05912_L00005_]00001 3e" El BRC REQUIREMNTSshownarbasei ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC 1 L- -0.23" D- -0.26" T. -0.49" CRITICAL MDeER TC MNP.jlXJR100�C"1ENS. Wlt. CSI 1-2 -36171.23 / 78 1.60 O.S32-3 SnowDur L-1.15 P-2.15 -29 31.23 / 9S 1.60 0.963-4 TC Dead 14.00s f p -28541.25 /B2 1.60 0.27 4-5 -2881.25 / B3 1.60 0.33 S-6 -28341.25 / -29191.25 /931.60 82 1,60 0.278-7 0.967-8 0. C. Spaci ng 2- 0- 0 -36171.25 / 79 1.60 0.53 Bc 9-3A COMP. oua. / 28 1.60 / TENS. tx1R. CSI TENS 2.25 0.76 10-11 -31 1. / 3370 1.25 0.69 12- 2 / 2712 1.2S 0.58 12-13 / 2858 1.25 0.60 13-14 14-15 / 31(1.60)/ 27U 1.2s 0 57 3370 1.25 0.68 1l-16 -28(1.60)/ 3375 1.25 0.76 M9 2-]D MMP,(OUA.)/ TEMS, p1A. Cs 1.25 0.10 2-11 / -720 1.25 / 301 91 1.80 0.50 3-11 -1S 1.60 / 519 1.25 0.18 5-12 sS 1.23 / 425 1.23 0.14 4-12 -190 1.23 / 90 1.60 0.07 5-13 -191 1.25 / 89 1.60 0.07 6-13 -47 1.25 / 414 1.23 0.14 6-14 IS 1.60 / 514 1.25 0.18 7-14 -716 1.23 / 91 1.60 O.So 7-15 / 303 1.25 0.10 TC 20 SPF 16SOF-1.SE 8C 2x4 SPF 16SOF-1.SE WEB 20 HF STUD STR BLK 2x6 DFL 02 Refer to Joint QC Detail Sheets for 4 factors and Rotational Tolerances. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Drainage must be provided to avoid ponding. 20 psf bottom chord live load NOT required on this truss pper IBC/IRC requirements for attics with limited storage. ••(PM) -PLATE MI Designed per AI This design do, time depende Designer muse THIS DESIGN IS MULTIPLE LOAD IF THIS TRUSS HANGER IS BASI 1 -PLY AND 3" 1 CARRYING MEMBI USED THE HAM (BY b'THERS). Permanent brae USED -See Joint Report** 1-2002 account for long term ing (creep). Building n for this. MPOSITE RESULT OF is required (by others) to /toppling. SSee BCSI 1 2 3 5 8 7 8 4.00 -4.0 2X4 2X4 7XR This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 11- 7- 4 13- 7- 4 TC 24.00" 17- 2-12 19- 2-12 UPLIFT REACTIONSS) : Support CBC W nd Non -Wind This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed . Yes, Importance Factor - 1.00 Truss Location . NotEnd Zone Hurricane/Ocean Line . No Exp Category - C Bldg Length - 80.00 ft, Bldg Width . 40.00 ft Mean roof height - 12.43 ft, mph 90 ASCE7 II Standard Occupancy Dead Load - 14.4 psf Designed as Main Wind Force Desisting System - Low-rise and Components and Cladding Tributary Area - 65 sgqft --- ------LOAD CASE #i DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 88.00 - 1- 4. 0 88.00 0- 0- 0 0.45 TC Vert 68.00 0- 0- 0 68.00 30-10- 0 0.59 TC Vert 88.00 30-10- 0 88.00 32- 2- 0 0.4S BC Vert 20.00 0- 0- 0 20.00 30-10- 0 0.00 .Type... lbs X.Loc LL/TL Fastener TC Vert 0.0 0- 1-12 1.00 TC Vert 0.0 30- 8- 4 1.00 BC Vert 7S.0 14- 5- 0 0.45 BC Vert 7S.0 16- S- 0 0.45 Attach the horizontal block to the bottom chord with 112-4 plates (2x4 block) or 113-6 plates (2x6 block) at 24"O.C. max., in addition to the plating shown. If plating is not shown, thentinstallithemate at 24"O.C. ea h between. ZAI# QAO JA14 4^-# 3X4 3X4 75# 1 1 75# 30-10-0 9 10 11 12 13 14 15 18 Strennggth.PPlites are t ~be �ItlonWw20 per ol;A uDnelhall Repots Circled for High false hams plate for Super aro posWoned as shown above. Shift gable stud plebs to avoid overlap with structural plates (or staple), 7/16/2( 215 - Imperia 1 V?) 7ey WARN/NU Read all notes on this sheet and give a copy of It to the Erwdng Contractor. Dust: . Is building be* it has been baud the component manufacturer OIR: Driveive_C-05_05912_L00005_]00001 This design for anlrNMdualcomponemnot usystem. onspeomoa6oreprwWodby W0: D r i ve_C_05912_L00005 ® Is assumed for dlmeonal accuracy. Olmenslom end done In accordance with the anent versions of TPI and AFPA design standards. No respomlbillty, ml Dsg n r : 30E #LC - 53 WT : 171# are to be verified o' Oe amp. manufacturer and/or building designer prior to rab icallon. The bullding designer must aaa.In and bre load, TC Live 20.00 psf L i veDu r L-1.25 P-1.25 ens on this design meet or exceed the loading Imposed by the local building code and Ne particular application. The dealgn aaaumea Net the top chord T R U S WA L ing and the bottom chord Is Intercity braced by a rigid sheathing material directly attached, unleothenAse Is laterally laterally braced by the rador noor sheathing a TC Snow(Pf) 0.00 psf SnowDur L-1.15 P-2.15 ® SYSTEMS noted. Brisling shown Is for lateral support of components, members only to reduce buobing Islip. This component small not be placed In any amtronmentthatwill cause the moisture contend ofthe wood toarmsed19%sndlwcause connector plate corrosion. Fabricate, handle, Install TC Dead 14.00s f p Re Mb r Bnd / Com p p /Tens re, acrd brace this true m s000rderbe with the folly wing WMafft Jolm and Cutting Detall Reports' swllable as output from Truswal software, Live 0.00 psf 1.00 / 1.00 / 1.00 SM Building Components Group, Inc. 'ANslnpi i', WTCA 1' • Wood True* Council of Amens Standard Design RespomlWiftIM BUILOINO COMPONENT (SAFETY INFORMATION • BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4416 Nordic" Dr, Bax rot, Cob. 8p9a., 00 60907 (SC61 143) and SCSI SUMMARY SHEETS' by WTCA and TPI. The True* Plate Institute (TPI) le bated at 683 O'Onohlo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.8 wbocndnwrie. The American Fored and Paper Association (AFPAj Is I*NW at I I I t I fth Streek NW, Ste 800, Washington. OC 20M. aide Code: CBC -07 OFF[ RATIO! vzan Tr! I /pan 4ob Name: STREBINGER ADD. Truss ID: AS Qty: 2 BRC X -LOC REACT SIZE REO'D 1 0- 1-12 1550 3.50" 2.22" 5X8 5X8 BRG REQUIREMENTSlshown3are based on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 1 L- -0.23" D- -0,24" T- -0.47" CRMCAL MF3IBER CES: TC OONP.lolgl',�TENS. OUR. CSI 1-2 -34871.25/10 1.600.792-! -27881.25/28 1.600.30 3-4 -7161.25/6S 1.600.20 4-S -7181.25 65 1.600.20 3-6 -2788.2328 1.600.306-7 -3487/ 10 1.60 0.79 8C COMP.01IR.)/ TENS. WR. CSI 8-9 9-20 / 3237 / 3232 1.23 1.23 0.91 0.75 10-11 / 1953 1.23 0.52 U-12 / 19161.23 0.42 11-12 -138(1.60)/ 596 1.25 0,37 12-13 u-13 / 1916 -138(1.60)/ $96 1.23 1.2s 0.42 0.37 13-14 11-15 / 1933 / 3232 1.25 1.25 0.32 0.76 15^16 / 3237 1.23 0.91 20-11 50099 0.42 13^10 -106(1.2510 )% 1.25 AN connector plains are i7MCO Wave20 go . unleaa preceded by "N" for High Strength 20 ga. "S" for Super OW.(DUR.)� TENS IwS 1 " 0, 2-10 9-10 -869(1.25)/ 871.60 0.30 / 5371.23 0.77 5-14 / 3871.23 0.74 6.14 -869(1.23)/ 871.60 0.50 B-15 / 35111.25 0.12 T8 OOMP. Ill TENS.(DUR.) CSI and done In accordance with the current versions of TPI and AFPAdesgn standards. No responstbillty Is assumed for dimensional accuracy. Dimensions 40 0.40 17-57 -19011.25)% vA4W COW.(DUR.)// TENN.SS6RiltS) 0.091 210OF-1.8E 165OF-1.5E STUD STUD STUD -DESI(S.'ISrTHEaCOMPOSITEvRESULT-OF TIPLE LOAD CASES. HIS TRUSS IS CARRIED IN A HANGER THAT GER IS BASED ON 1.5" HANGER NAIL§ FOR LY AND 3" HANGER NAILS FOR MULTI -PLY RYING MEMBERS. IF 2.5" GUN NAILS ARE D THE HANGERS MUST BE RE-EVALUATED bTHERS). psf bottom chord live load NOT required his truss per IBC/IRC requirements for cs with limited storage. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Attic room load . 0 psf, tus any added loads indicated. Room h' Defl. is L/240. IRC/IBC truss plate values are based an testing and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Attic collar tie requires lateral bracing shown plus bracing at the panel points of the collar tie (unless noted otherwise), or rigid sheathing is required. 15-5-0' 6 15-5-0 f 1 2 3 4 5 6 7� 4.00 -a.o UPLIFT REACTIONS) : Support X85 1b Non -Wind 2 -8S lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No Ex& Category - C Bldg length - 80.00 ft Bldg Width - 40.00 ft Mean roof height - 12.3 ft, mph 90 ASCE7 II Standard Occupancy Dead load - 14.4 psf Designed as Main Wind Force AesistinSystem - Low-rise and Components and Cladding Tributary Area - 65 is ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 88.00 - 1- 4- 0 88.00 0- 0- 0 0.45 TC Vert 68.00 O- O- 0 68.00 12- B- 4 O.S9 TC Vert 68.00 12- 8- 4 68.00 12-10- 0 0.59 TC Vert 68.00 12-10- 0 68.00 18- 0- 0 0.59 TC Vert 68.00 18- 0- 0 68.00 18- 1-12 0.59 TC Vert 68.00 18- 1-12 68.00 30-10- 0 0.59 TC Vert 88.00 30-10- 0 88.00 32- 2- 0 0.45 BC Vert 20.00 0- 0- 0 20.00 12- 8- 4 0.00 BC Vert 20.00 12- 8- 4 20.00 18- 1-12 0.00 BC Vert 20.00 I8- 1-12 20.00 30-10- 0. 0.00 .Type... lbs X.Loc LL/TL Fastener TC Vert 0.0 0- 1-12 1.00 TC Vert 0.0 30- 8- 4 1.00 BC Vert 75.0 14- 5- 0 0.45 BC Vert 75.0 16- 5- 0 0.45 R5X6 5X8 5X8 3X4 2X4 3X4 5-ji 0 SHIP 3X12 3X12 x x 0.3-15 2X4 5X8 3X4 3X4 5X8 2X4 0.3-15 Q(tQ ESS I _ SCr7X8 ~ 75# i i 75# Z 30-1 OTO f . B 927 CA f l 8 9 10 11123 14 15 18 x . June 30, 2011 C1y11. �P 4 aF CALM AN connector plains are i7MCO Wave20 go . unleaa preceded by "N" for High Strength 20 ga. "S" for Super are positioned as as shre own above. Shift gable it �plaat" tll o ovoid oveMPgi plate* stdru t rat Phbiboa:tople). 7/16/2009 215 - Imper i a 1 VN 7ey Read all notes on this Sheet and give a copy of /t to the Erecting Contractor. DLANG CONST. IR: IR : Dri ve_C_05912-L00005_300001 for an Indual building Component not trues system. n has linen based on specifications provided by the Component manufacturer This design b NW WO: Dri ve_C_05912_L00005 ® and done In accordance with the current versions of TPI and AFPAdesgn standards. No responstbillty Is assumed for dimensional accuracy. Dimensions Dsg n r : JOE #LC - 75 WT: 160/1 as to be verifed by Me component manufacturer and/or bundln g designer prior to fabrication. The building designer must ascertain that the bade TC Live 20.00 psf Li veDu r L-1.25 P-1.25 utilized on this design meet Cr exceed the loading Imposed by the local building code and the particular application. The design sesumes that the top chord T R U S WA L Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Pf) 0.00 psf SnoWDu r L-1.15 P-1.15 SYSTEMS not" Bracing shown is fa lateral support of Components members only to reduce budding length. This component Mall not be placed In any environment that win to mead 19%andlorauseConnectorplateonnalon. Fabricate, handle, Insall TC Dead 14.00 psf p Re Mb r Bnd / Com p 0 / 00 ® and brace this toss In scoordance with me follaMg standards:'Joint and Cutting Detail Reports' avallable as output from Truewal software, BC Live 0.00 psf 1.00 1.0 1 / I Building Components Group, Inc. BB• 'AN8/rPl 1', WTCA 1'- Wood Truas Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION - BC Dead 10.00 psf O. C, Spac i ng 2- 0- 0 4445 Northpark Dr. Ste. fol, Cob. Spge., CO 8=7 • (SCSI 1.03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) N located at 683 D'Onafrio Drive, Maclean, TRUSPLUS 6.0 VER: T6.5.8 Wfsamins3rio. The American Forest and Paper Association (APPA) Islocated at Ill 11gmStreet NW. Ste 80o,Washington, OC20038. Bida Code: CBC -07 DEFL RATIO: L/240 Tc: 1 /7411 /Job Name: STREBINGER ADD. Truss ID: B1 Qty: 2 BAG X -LOC REACT SIZE REQ'D 1 0- 8-12 1088 3.50" 1.S0' 2 1S- 2-12 1169 3.50" 1.SO" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (s an) L/999 MEM 2-3 (LIVE) LC 1 L- -0.14" D- -0.12" T- -0.26" CRITICAL MEMBER CES: Tc COMP. ((WR.3 TENS. ((DUR. CSI 2-3 -2518(1.25)% 211(1.603 0.32 3-4 -2617(1.25)/ 232(1.80 0.24 ec COMP.((WR. / TENS.(otRt. CS1 S-6 3S 1(1.603/ 2259(1.253 0.45 sa 136 1.so / 2270 las o.3a 7-8 183 1.60 / 2460 1.25 0.29 Vie cow.(WR.)/ TENS. WR. CSI 2-6 / 298 1.23 0 0 3_� -40(1.23) 532 1.25 0.05 TC 2x4 SPF 1650F-1SE BC 2x4 SPF 165OF-ESE WEB 2x4 HF STUD Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. loaded for 30 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL + + + + + + + + a + + + + + + + + + + + + + Nail pattern shown is for PLF loads and Eloads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi -ply with hangers are based on hanger nails using 3.0" nails min. into the carrying member. If shown, use additional fasteners for point loads from the back plyys8 distributed S"in the chords. within 12 of hanger flanae. 10d - 10d NAILS, SDS - Simpson SDS screws or equivalent substitute. (e) Special Connection Req. (by others) + + + + + + + + + + + + + + + + + + + + + + per ANSI/TPI 1-2002 gn does not account for Ion term pendent loading (creep). Building r must account for this. GN IS THE COMPOSITE RESULT OF LOAD CASES. RUSS IS CARRIED IN A HANGER THAT S BASED ON 1.5" HANGER NAIL FOR D 3" HANGERNAILS FOR MULTI -PLY MEMBERS. IF 2.5" GUN NAILS ARE E HANGERS MUST BE RE-EVALUATED Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent roPItion/toppling. See SCSI and 1. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural 2-PLY1 Nailaw/10d2COK4Nt staiverenotedr NDS) in: TC- 2 BC- 2 WESt- 2 PER WTI -- Cluster screws, if shown are 3" long 20 psf bottom chord live load NOT required on this truss per IBC/IRC requirements for attics with limited storage. 2-PLYS 11 2 ' ' 3 4 ' REQUIRED 4.00 211#1 4-2-8 148# 4.0 2-2-3 3X4 °1a FYR 0-7.014- I 9-8 I 1 STUB 5 6 7 8 SSbeenggth.PPlatu�ineto be p�wltlo( psave 2 are positioned as shown above. BANt ga High Strength 20 go., "S" for Super ss and tittles fume ptates Ith structural plates for staple). This design based on chord bracing applied :WARNING Read all notes on this sheet and give a copy of N to the Erecting Contractor. 9 9 per the following schedule: max o.c. from to DIR: Drive_C_05912_L00005_100001 TC 48.00" 5- 6-11 9- 9- 8 an component not on epscmcatbro presume UPLIFT REACTIONS) : Support C'146ind Non -Wind Ds n r : JOE #LC • 3 7 WT : 62# lit loads we to be verified by the component manufacturer and/or building deelgner prior to fabrication. The building designer must ascertain that the b 2 -159 lb TC Live 20.00 psf This truss is desiggned using the CBC -07 / ASCE7-OS Specification T R U S WA L Bldg Enclosed - Yes, Importance Factor - 1.00 TC Snow (Pf) 0.00 psf Truss Location - Not End Zone ® SYSTEMS Hurricane/Ocean Line - No Exp Category - C Bldg Length 80.00 ft Bldg Width 40.00 ft TC Dead 14.00 psf - Mean roof height - 11.69 ft, mph - 90 ASCE? II Standard Occupancy Dead Load - 14.4 Aesisting psf Designed as Main Wind Force System -Low-rise and Components and Cladding IM Building Components OrOup, Inc. TributaryArea - 49 sift BC Dead 10.00 psf ----------LOAD CASE 0 DESIGN LOADS ---------------- Mea Normpertr W, sta 10k Colo. spga, Co Resor . Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 68.00 0- 7- 0 68.00 S- 7- 0 0.59 TC Vert 123.96 5- 7- 0 123.96 9- 9- 8 0.59 TC Vert 68.00 9- 9- 8 68.00 15- 4- 8 0.59 TC Vert 88.00 15- 4- 8 88.00 16- 8- 8 0.45 SC Vert 36.46 0- 7- 0 36.46 1S- 4- 8 0.00 L1 Fastener W Vert 124.0 S- 7-c0 00 TC Vert 86.8 5- 7- 0 0.00 TC Vert 87.1 9- 9- 8 1.00 TC Vert 61.0 9- 9- 8 0.00 TC Vert 0.0 IS- 2-12 1.00 2-''-4 SHIP 0-3-15 215 - Imperia 1 V 1 ey :WARNING Read all notes on this sheet and give a copy of N to the Erecting Contractor. 9 9 Cust: LANG CONST, This design b forIndividual trued tt M@ beenInd components manufacturer basstandards. DIR: Drive_C_05912_L00005_100001 an component not on epscmcatbro presume W0: Dri ve_C_05912_L00005 f Dim end dons In accordance wont the overset venlom of TPI and AFPA design ahnddrdw No responsibility b dreamed far dimensional accuracy, Dhnenelam I nc t e currg AFPA and Ds n r : JOE #LC • 3 7 WT : 62# loads we to be verified by the component manufacturer and/or building deelgner prior to fabrication. The building designer must ascertain that the b 9 TC Live 20.00 psf Li veDu r L-1.25 P-1.25 Wind on 01%design meet or exceed the boding Imposed by Me local building oode and the particular application, The design assumed that the top chard T R U S WA L Is laterally braced by the roof or floor shaming and the bottom chord to laterally booed by a rib sheathing material directly mashed, unlea emerwlee TC Snow (Pf) 0.00 psf SnowDu r L-1.15 P-1.15 ® SYSTEMS noted. t)ocing shown b for lateral support of components member only b reduce bu*lrtg length. This componeo Mall not be placed in any erwkonmem that will awe the moisture content of the wood to exceed 19% arbfor cause connector plate corrosion. Fabricate, handle, Install TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens and bre- Into true'n--rdanoe wlm Ins following standards; 'Joint and Cubing Detail Report' "table asoutput from Truswal sonwoo, BC Live 0.00 psf 1.00 / 1.00 / 1, 00 IM Building Components OrOup, Inc. 'ANSVTPI 11, WTCA V - Wood Tom Council of America Standard Design Respomlbilmes,'SUILDINO COMPONENT WETY INFORMATION • BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 Mea Normpertr W, sta 10k Colo. spga, Co Resor (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Tom Plate Institute (TPq Is located @1993 D'Onofno Drive, Madison, TRUSPLUS 6.0 VER: T6.5.8 Wlsoonsln53719. The American Forest and Paper Association (AFPA) is located at I I I I 10 Streat NW. Ste 800, Wssitinglon, DC 20DU Bldg Code: CBC -07 DEFL RATIO: L/240 TC: L/240 lJob Name: STREBINGER ADD. Truss ID: B2 Qty: 3 ERG_X-LOC REACT SIZE REQ'D 1 0 8-12 649 3. SO" 1.50" 2 1S- 2-12 770 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/873 MEM S-6 (LIVE) LC 32 L- -0.20" D. -0.12" T- -0.32" CRITICAL MEMBER FORCES: 273 �1€OUR.)/ TENS.(OUR.) CSI 1-1 1177 1,353% 233016600 0.50 BC COMp.(WR.)/ TENS,((DUR.)) CSI 4-S -67(1.803/ ]D49(1.233 O,S1 S-6 -67(1.60 / UAS 1.25 0.63 WS Cow. (OUR.) TENS.(OUR.) CSI 2-5 / 359(1.25) 0.22 TC 20 SPF 165OF-I.SE BC 2x4 SPF 16SOF-1,5E WEB 20 HF STUD Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL 20,psf bottom chord live load NOT required on this truss per IBC/IRC requirements for attics with limited storage. 2-1 11 3X4 0 4.00 R5X8 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF THIS TRUSS IS CARRIED IN A HANGER THAT HANGER IS BASED ON 1.5" HANGER NAM FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CARRYING MEMBERS. IF 2.5" GUN NAILS ARE USED THE HANGERS MUST BE RE-EVALUATED (BY 6THERS). 4.0 14-0 0-7-0 I 14-9.8 I STUB 4 8 8 All conptt%Puaplates, l testa bi positioned Wave 20 corn uDdiU p�s�d by "M" for High Strength 20 ga., "S" for Super pe R ports. Circled plates and false frame plates are positioned as shown above ShNt gable stud plates to avoid overlap with structural plates for staple). UPLIFT REACTIONS) : Support �76Wind 7b Non -Wind 2 12S lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed . Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length - 80.00 ft, Bldg Width - 40.00 ft Mean roof height - 11.45 ft, mph - 90 ASCE7 II Standard Occupancy Dead Load - 14,4 psf Designed as Main Wind Force �tesisting System Low-rise and Components and Cladding Tributary Area - 30 sqft 3-3-12 SHIP 0-3-15 215 - Imperial V ley WARNING Read an notes on this sheet and give a co of k to the Erecting Contractor. g Py 9 Dust: LANA �+ Is for Indlvidwl It been by the manWaoWrer DIR: Drive_C_05912_L00005_J00001 C-OS9 This design an Wilding component not Wa system. has based on epselnatlons provided component W0; Dri ve_C_05912_L00005 nal racy. Dimensions ons of TPI and AFPA design standards. No reonalbility assumed for dimensioaccu and done In accordance with the einem versions b DS n r : JOE #LC - 3 7 i1fT : 51 g are to be "rifled by the component mamdacturer andfor building designer prior to fabrication. The building designer must ascertain that the lode TC Live 20.00 psf L i veDu r L-1.2 5 P-1.2 5 um� on thio design meet or &wood ft loading unposed by the local building code and the particular application. The design sawmes that me top chord T R U S WA L b laten8y braced by the roof or floor ahsathhp and the bottom chord h lateralty braced by a Hold sheathing material directly attached, unless otherwise TC Snow (Pf) 0.00 psf SnowDu r L-1.15 P-1.15 ® SYSTEMS rtstsd. Bnotng shown is for lateral supportof components members only to reduce buolding length. This component shall not be placed in any emlronmsm thatwwOl sues the moisture content of One wood to exceed 19%andfor cause connector plate corrosion. Fabricate, handle, IrrotsO TC Dead 14.00 psf P Re Mb r Brill / Com P p / Tens and brace this Miss m accordance with the following standards:'Jolm and Cutting Detsli Reporter &"liable a output from Tnuwsl sonw'are, BC Live 0.00 psf 1.15 / 1.10 / 1.10 IM Building ComponaMs Group, Inc. 'ANSI/TPI 1', WrCA V • Wood Truss Council of America Standard Design Raponsibliftim BUILDING COMPONENT SAFETY INFORMATION. BC Dead 10.00 psf C . C. Spaci ng 2- 0- 0 IMO Northpark Dr. Sts, 102, Cola Spga., 00 80907 (VCef 1.03) and'BCSI SUMMARY SHEETS by WrCA and TPI. The Trues Plate Institute (TPp is located at 663 D'Onefdo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.8 wisoonsin5W19. The American Force and Paper Association (AFPA) to located at I I I I 19M Street NW, Ste 800. Washington, OC 20038. BldQ Code: CBC -07 DEFL RATIO: L/240 TC: L/240 Job Name: STREBINGER ADD. Truss ID: CJ Qty: 1 Wr : 45# BRG X -LOC REACT SIZE REQ'D TC 2x4 SPF 210OF-1.8E Designed per ANSI/TPI 1-2002 UPLIFT REACTIONS) WJIIW on nets design meet or exceed the loedbg imposed by me local bulding code and me particular application. The deeVn assumes, that the top chord 1 3- 2-12 1039 3.50" 1.50" 2 7- 7- 8 77 3.50" 1.50" BC 2x4 SPF 210OF-1.8E WEB STUD This design does not account for long term dependent loading Support C&C Wiind Non -Wind SnowDur L-1.15 P-1.15 Re Mb r Bnd / Com p , p / Tens 1.00 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 BRG REQUIREMENTS shown are based ONLY 2x4 HF WEDGE 2x8 DFL #2 time (creep). Building Designer must account for this. 1 -245 lb 2 117 lb -262 lb DEFL RATIO: on the truss material at each bearing Lumber shear allowables are per NOS. Refer to Joint QC Detail Sheets for This truss is designed using the MAX DEFLECTION (s an) : L/999 MEM 5-6 33 THIS DESIGN IS THE COMPOSITE RESULT OF Cy factors and Rotational Tolerances. CBC -07 / ASCE7-OS Specification (LIVE) LC MULTIPLE LOAD CASES. /IBC truss plate values are based on IRC0.02" Bldg Enclosed . Yes, Importance Factor - 1.00 L. -0.02" D- - T- -0.03" IF THIS TRUSS IS CARRIED IN A HANGER THAT testingg and approval as required by IBC 1703 Truss Location . Not End Zone MAX DEFLECTION (cant) : L/251 MEM OL- 1 (LIVE) LC 1 HANGER IS BASED ON 1.S" HANGER NAIB FOR and ANSI/TPI and are reported in available Hurricane/Ocean Line No Exp Category - C L- 0.25" D- -0.25" T. -O.SO" 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CARRYING MEMBERS. IF 2.5" GUN NAILS ARE document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Bldg Length 80.00 ft Bldg Width - 40.00 ft Mean roof height - 10.43 ft, mph 90 aITICAL MP.(DU wa�sc TC COMP.(WR.)/ TENS. WR. CSI USED THE HANGERS MUST BE RE-EVALUATED 6THERS). Loaded for 200 lb non -concurrent moving BCLL is ASCE7 II Standard Occupancy Dead Load . 14.4 psf a- 1 / 70 1.25 0.69 1-2 ss 1.60 / woo 1.25 0.58 (BY End verticals are designed for axial loads Permanent bracing required Cby others) to rotation/toppling. See BCSI Designed as Main Wind Force Low-rise and Components Cladding System Cladding w(1.zs)/ z1 1.is 0.16 only unless noted prevent and ANSI/TPI 1. and and Tributary Area 20 otherwise. Extensions above or below the truss 20 sf bottom chord live load NOT required - sqft ----------LOAD CASE #1 DESIGN LOADS ---------------- BC COMP.C(WR.)/ TEXS.`(WR.) CSI a -s -1065(1.253/ 73(1.60) o.zs profile if an g y) have been designed for loads on t is truss per IBC/IRC requirements for Dir L.PIf L.Loc R.PIf R.Loc LL/TL 5-6 -wiz 1.25 / 65(`1.60)) 0.24 indicated only. Horizontal loads ap lied at Been attics with limited storage. TC Vert 68.00 - 1-11- 0 68.00 O- 0- 0 TC 0.59 wR COW.((WR.)/ TEMS. WR. CSI 2-s -288(2.25)/ 61 outs D.os the end of the extensions have not considered unless shown. A drop -leg to an Vert 0.00 O- O- 0 68.00 4- 0- 0 TC Vert 68.00 4- 0- 0 68.00 6- 4- 4 0.59 0.59 2-6 / 1M 1.25 0.38 otherwise unsupported wall may create a hinge design TC Vert 34.00 6- 4- 4 34.00 7- 9- 4 BC Vert 0.00 0- 0- 0 6- 4- 4 0.S9 3-6 -96(1.25)/ 47 1.60 0.02 effect that requires additional consideration (by others), 62.77 BC Vert 10.00 6- 4- 4 10.00 7- 9- 4 0.31 0.00 + ... ♦ . + + + + ♦ + i + + ♦ a r + + . + .Type... lbs X.Loc LL/TL Fastener OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.I TC Vert 175.0 - 1-10-10 0.45 Overhang Soffit loading - 0.0 psf ♦. 1 i . t o t+ 4 i i} 4 4 . i 4 i♦♦ i 2 2.83 2xa 3 i1 7-9-4 t r 4 5 8 rtes aro ITWBCG Wave 20 ga. unless preceded by "H" for High Strength 20 ga., "S" for Super are to be positioned per Joint DstsU Reports. Circled plates and false frame plates shown above. Shit gable stud plates to avoid overlap with structural plates (or staple►. to r N June 30, 2011 C1V11. 215 - Impei i 1 V)1 ey i WARNING Reed all notes on this sheet and hre a co of It to the Erectln Contractor. 9 copy 9 urer This design14 for d Indince with t binding component not trues AFPA R has been based on specifications provided Irl the dimensional curacy. Dim and done b aoardanoe with the current venom of TPI and AFPA tlealpn standards. No roeporroldllly b assumed for dmenalonal aoburacy. Dimensions aro to be verified by the component manufacturer and/or building designer plot to fabrication. The building designer must iooerlaln that the bads DIR: LANs, LONST . DIR: Drive_C_05912_L00005_300001 MIO: Dri ve_C_05912_L00005 Dsgn r : JOE #LC - 39 Wr : 45# TC Live 20.00 psf L i veDu r L-1.2 5 P-1.2 5 WJIIW on nets design meet or exceed the loedbg imposed by me local bulding code and me particular application. The deeVn assumes, that the top chord T R U S WA L ® SYSTEMS RM Building Components Group, Inc. Is laterally broeed Dy the roof or floor shcemtrg and Oro bottom chord b laterally braced by a lgb sheatMng material directly attached, union otherwise noted. Bracing shown Is for lateral support of components members only to reduce buobing length. This component shall not be placed In any anvlronmerd that will cause the motstrnre oontant -fine e wood to exceed 19% ardor cause connector plate corrosion, Fabricate, handle, Install and brow thistruss In aaaordanoe wath the fonoMng etandards:'Jdnt and Cutbrg Detstl Reports' avellabie as, output Som Trtwnl wftw'ore, 'AN6VrPI 11, WTCA 1'. Wood Truss Council of America Standard Design Responsibilitles, 13UILDING COMPONENT SAFETY INFORMATION - TC TC BC BC Snow(Pf) 0.00 psf Dead 14.00 psf P Live 0.00 psf Dead 10.00 psf SnowDur L-1.15 P-1.15 Re Mb r Bnd / Com p , p / Tens 1.00 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 4ue NordWhir Dr. Sts. 102, Cob. spats., CO 80907 TRUSPLUS 6.0 VER: T6.S.81w" IS= 143) and 'SCSI SUMMARY SHEETS' Dy WTCA and TPI. The Trim Plate Institute (TPI) Is boated at 593 D'Onotrlo Drive, Madlson, 63719. 'rho American Fored and Paper Anodedon (AFPA) Is located at I I I i 19th Street NW, Ste 800, Washington, DC. Bldg Code: CBC -07 DEFL RATIO: L/240 TC L/2401 Job Name: STRESINGER ADD. Truss ID: D1 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 438 3.50" 1,50" BRG REQUIREMENTS 335 n3are basedaT,&Y on the truss material at each bearing MAX DEFLECTION (span) L/999 MEM 4-5 (LIVE) LC 27 L- -0.01" D.-0.01' T- -0.02" CRV1:3 Tc ICAL MEMB-29 (W0..)/ TFNS.SDUn.) CSI 2 '-29c Camp. s((1.23j7)/ 17 1 23 0.07 `sBe 3 iu580o)% TIP seti 3 o�19 j.17 wa comp.(Dua.)/ TENS.((Dua. CsI 2-8 -403(1.15)% 132(1.60 0.09 3-8 -101(1.13)/ 39(1.80 0.02 20 SPF 165OF-1.5E 2x4 SPF 165OF-1.SE 2x4 HF STUD to Joint QC Detail Sheets for tors and Rotational Tolerance testing and approval as required by IBC 1703 and ANSI/rPI and are reported in available document ESR -1118. Loaded for SO PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if ant) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). per ANSI/TPI 1-2002 9 does not account for long term pendent loading (creep). Building r must account for this. GN IS THE COMPOSITE RESULT OF LOAD CASES. RUSS IS CARRIED IN A HANGER THAT S BASED ON 1.5" HANGER NAIL FOR 20 psf bottom chord live load NOT required on this truss per IBC/IRC requirements for attics with limited storage. 4.00 2 3 I 140 1� 5 -%- PAA D 4 5 81 rise aro ITWSCt3 Wave 20 ga. unlea preceded by "H" for High Strength 20 ga., "S" for Super ora to bs posHloned W Joint Detall Reports. Circled plate* and false frame plate$ a *hewn chow. BhM cable stud plate* to avoid oveMp with structural plate* (or staple). UPLIFT REACTIONS) : Support �lWWin Non-Wind 2 -107 lb This truss is designed using the CBC -07 / ASCE7-OS Specification Bldg Enclosed Yes, Importance Factor - 1.00 Truss Location Not End Zone Hurricane/Ocean Line - No Ex Category - C Bldg Length - 80.00 ft Bldg Width - 40.00 ft Mean roof height 10.4 ft, mph 90 ASCE? II Standard Occupancy Dead Load - 14.4 psf Designed as Main Wind Force Aesisting System - Low-rise and Components and Cladding Tributary Area - 11 sqft 2-2-4 2-'l-0 SHIP 215 - Imperi a 1 V 1 ey WARNING Read all notes on this sheet and give a co of It to the Erecting Contractor. 9 Py 9 CUst: LANG CONST C This N for building in= system. it has been based on specifications by the component manufacturer DIR: Drive_C_05912_L00005_]00001 design an IndNldual component not provked W0: Drive -C -05912-L00005 ® and done In accordance with the current veNons of TPI and AFPA design Standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds n 9 r : JOE #LC - 32 Wr: 27A aro b be verined by the component manufacturer andlor building designer prior to fabrioatlon. The building designer must "certain Net Me losce TC Live 20.00 psf Li ve Du r L - 1 . 2 5 P-1.2 5 uVtaea on this design meet of exosed the loading Imposed by the local building code and the particular application. The design assumce that the top chord T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord Is latarairy braced by a rgld sheathing material directly attached, unless otherwtae TC Snow (Pf) 0.00 psf SnowDu r L-1.1 S P-1.15 noted. Snaring ahoam is for lateral support of components members only to reduce budding length. This component shall not be placed in any TC Dead 14.00 psf Rep Mb r Bnd / Com / Tens ® SYSTEMS a.M rn-mth„ will cause the ' moisturs o"M of Via wood to exceed 19% endror cause connector plats corrosion. Faorloste, handle, Install BC Live 0.00 psf 1.15 / 1.10 / 1.10 IMBUllding Components Oroup, Inc. aro brace this two In accordance with the following standarda'JoW and Cutting Detail Reports' awllable as cutpd from Truaval software, 'ANWWI1%%VrCA i'- Wood Tram CounsB of America Standard Design ResponsloUm",'BUILDINO COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 "a Nwftwy or, Ste 10; Cob. SPga. Co 0=7 (Beal 143) and'BCSI SUMMARY SHEETS' by WTOA and TPI. The Tnm Plate Institute (TPp Is located at 583 D'Onofrlo Drive, Madison, TRUSPLUS 6.0 VER: T6.S.8 WnoonsIn53718. The American Forest and Paper Association (APPA)Is be" at111119MtaYr NW, Ste 800,washinglon,DC2oare. Bldg Code: CBC -07 DEFL RATIO: L/240 TC: L 24 I, 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVERHEAD PURLIN HIP FRAMING DETAIL 1, 2x4 91 HF OR N2 DF PURLINS 4- • 0 " O.0 I, 2x4 #I HF OR N2 DF CONTINUOUS STIFFENER ATTACHED TO POST. 1, HIP TRUSS 91 SETBACK FROM END WALL AS NOTED ON TRUSS. DESIGN. f, EXTENDED END JACK TOP CHORD (TYPICAL) S COMMON TRUSS. F. HIP CORNER IUCF i ER: • ' `: '::`` 3. 1x4 CONTINUOUS LATERAL BRACING. g i, EXTENDED BOTTOM CHORD. SECTION A LATERAL STABILITY OF ROOF SYSTEM IS PER BUILDINO DESIGNER. SETBACK AS NOTED ON TRUSS DESIGN, HIP TRUSSES 24" O.C. (TYPICAL) _SECTION B ADEQUATE CONNECTION . BY OTHERS (TYPICAL). WARNING Read all notes on $hla shoot and give a copy of It to the Erecting Contractor. Thu delrgn u la an worn0ual tu," componn9, a nit Dein based on ep0QhC2Udlu provelo0 Uy the Compdnanr manutalaWsr and done n Reclean '4 wah IM parent vutwnc of TPI and AFPA aeOgn Oarufaras. No Imponuodly u ss.umed Im Wmenuo"I armmay Dvnen.wru we ®® ®® to of vel1Ued by IM compone I manutactwer andldr budding uss+unvr pnol l0 labl"Jon The buouno dv.iunvr .nail ascertain Inet the load4 w,nnd m 1tul assign mcn a sscaad the Wading vnputed by the Iocal budding cuoe. 11 n+awned met Hie lop mid n W.rarl/ braLad oy br .aloft 100/ ensmnu+9 and Ina bdllom chola Is lalwaoy Wae.d oy a ngel 7nNlrunu malrqul dOoCby alla.nlwL wr411 diem." noted. a/aging Ihown It 10/lateral suppoa of ConIPcnwtl mamWn any to reduce buC►hn9 lengm. This compon►nl snag na be pLaced n any envvar INA4 Irk ,�ALWALI , SYMXM wig mivav the molllwe Wnlenl of the tvom e.c"a lel Amlot Cause connector plate euntumm. Fdui"v. Iwndta, el.wl UW Ul.ce bug buss m IIyfJSW/1l SY51ThA5 CORPOMIgN aCconlehce "An the 1010.119 pP enoards: 'TRUSCOM MANUAL' by wwU,'OUAUTY CONTROL STANUA7ID FDR M9TAL PLATE CONNECTED WOOD TRUSSES' • (OST•001.'NANOUNO INSTALUNO AND BMCINO METAL PLATE CONNECTED WOOD TRUSSES• • (Htb•go amu •NIO.91 SUMMARY SHEET oy TPI. The Truce Plate Wlrtwe RFt) V touted at 597 D'Ononw Ornu, Madison, Wdeonen 50719. Tne Amencen Porea and Papvr A IDCULnn (AFPA(is. localed at 1250 Cornooicul Ave. NW, SIe 200, Wurunglon, DC 20078. END JACK / RAFTER STANDARD DETAILS (CALIFORNIA STYLE) TRUSS PLATES AND LUMBER AS SHOWN, OR PER OPTIONAL EXTENSION INDIVIDUAL TRUSS DESIGNS. 3-4 A 2-6 (3-4 AL1".) � HIP GIRDER CHORDS B JACK TOP CHORD: 2X4; #2 OR BETTER DF -L, #1/#2 OR BETTER CAN S -P -F, 91 OR BETTER S -P -F, #2 OR BETTER HEM -FIR, OR 1650F MSR ANY SPECIE JACK BOT CHORD: 2X4; #2 OR BETTER ANY SPECIE, OR 165OF MSR ANY. SPECIE CORNER RAFTER: 2X6; SELECT STRUCTURAL ANY SPECIE, OR 1650F MSR ANY SPECIE, OR DOUBLE (STACKED) 2X4 PER OTHER STANDARD DETAILS, OR 2X8 #2 OR BETTER ANY SPECIE. -TOP CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8'-0" MAXIMUM, WITH :: ;`EXTENSIONS SUPPORTED AT 48" O.C. MAXIMUM BEYOND. -TOP CHORD MAY BE SPLICED AS SHOWN, ABOVE THE HIP GIRDER ONLYI -BOTTOM CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8'-0" MAXIMUM. -DO NOT SPLICE THE BOTTOM CHORD. -TOP CHORD PITCH MAY VARY FROM 4112 MINIMUM TO 8112 MAXIMUM. -BOTTOM CHORD PITCH MUST BE FLAT (0112). -2X6 RAFTER MAY BE SEAT CUT AT WALL, AND TRIMMED TO 2X4 WIDTH (3.5") FOR OVERHANG UP TO 34" (24" @ 45 DEGREES) MAX. -THIS DETAIL APPLIES TO 45 DEGREE HIPSET JACKS AND CORNER RAFTERS ONLYI TOP CHORD TO DETAIL AER) BON CHORD TO DETAIL R') C (TOP CHORD O RAFTER}ON DETAIL C11 1 -PLY OR MORE GIRDER JACK TOP CHORD B B e C A RUNS OVER GIRDER JACK TOP CHORD it/ TOP CHORD. BE SINGLE 1� R \MUST LEO OR C DOUBLE B B \ \ DOUBLE BEVELED 1 1 wo or 1G0 IVAIL.I, I MMW%Aln (2) 10d or 16d NAILS, (2) 10d or 16d NAILS, EACH JACK T.C. INTO RAFTER, THROUGH JACK T.C. INTO THROUGH JACK B.C. INTO TOE -NAILED, PER SCHEDULE GIRDER TOP CHORD, TOE- GIRDER BOT CHORD, TOE- BELOW, OR ADEQUATE RAFTERNAILED, OR ADEQUATE NAILED, OR ADEQUATE MECHANICAL HANGER PER MECHANICAL HANGER PER MECHANICAL HANGER MANUF. CATALOG, MANUF. CATALOG. PER MANUF. CATALOG. NAILING REQUIRED: IiLll V-0" $ 4'-0" JACK T.C, (2) NAILS NOTE: IF Z'-0" SIDE JACK BOTTOM CHORDS ARE USED (INSTEAD 6'-0" JACK (ONT.0(3) NAILS OF WEDGES AT THE WALL), THEY MAY BE ATTACHED TO THE - JACK (ONE FACE OF BOTTOM CHORD OF THE FIRST END JACK AS PER DETAIL'13". RAFTER ONLY) (4) NAILS TC Live 16.00DurFarm L-1.25 P•1.26 er DESIGNED FOR 10 PSF NON -CONCURRENT BOTTOM CHORD LIVE LOAD. p PLATES & NAILS DESIGNED FOR GREEN LUMBER VALUES. TC Daed 1400 psr flap MOr 0nd 1.15 OC Live 0.00 psf O Speeln0 2. D" 0 WIND LOADED FOR 75 MPH, EXPOSURE "C', MAXIMUM. C NO POINT LOADS, MECHANICAL UNITS, HVAC, SPRINKLERS, OR OTHER CC Becd 10.00 paf Daslan Spac UBC -87 ITEMS CAUSING ADDITIONAL LOADS ON THE STANDARD JACKS IS TOTAL 40.00 pet' DER RAT10: L240 TC: U100 ALLOWED, WITHOUT SPECIAL DESIGN. <} 1 :• 1�. Q THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION 1Li j _I N • C 5 8 ;1 fi I ®� ®� SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR Xp. 12, 06 z ; DATE: 912E DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS >St 111 THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL REF: EJ -1 IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT\ ®-4t�s��T►�'�)�T�S APPLIED TO THIS OR ANY SIMILAR ISSUE• TRUSWAL SYSTEMS ASSUMES NO 1N�`%%� �`�`��T�?a� .. ne--wauucum rnuet tri �.. 0 t—AI kC DES: 0 FRAMING DETAILS FOR CONVENTIONALLY FRAMED VALLEY For ahorter valley Illlo, eliminate longer FILL inembere and reepccllve detalla. 140TES: (1) Valley raftern not to exceed A+-0" clear apan -;• •• a Valley Fill to 30'-0" - (2) Nailing per UBC except an noted below A 13 8 . D.. ,.• DETAIL! (A) 2x1 pont to 1/2 Valley -width purlln "_►r"__ � (9) 2x4 peel to bearing, Gable End or Girder truce G G tr ++ (C) 2x4 poet to truss where shown ' (D) 2x4 post to 2x4x4'-0'+ purlln A TOP Cfi0R0 OF TRUSS TO BE SHEETED OR LATERALLY BRACED PER TRUSS DESIGN G UNDER VALLEY FRAMING(BY OTHERS). c ` • 44 Valley totters arilh 9-14d 2t0 No, 8:liem-Fit '• '. _ . too -nails to ridge typical}h- -Fir ridge oupport.ed s G oOF SS/p� A ; 0S 4i0 �,. SS // A, D (ohnUar) $ 0 S ' 59 m M cr_ 'P. /24/06 FoFCAUFO -SECTION A -A Provide solid blu a between trusses to support ridge If necessary.. UP TO 50 PSF TOTAL LOAD, Fila No. V r. r 9 Q. rruwru eo,+mcraa n n t ... � r�,,. a••ar m a � u .. � ► -+.w .rd,..+ r. .. ti�.-a roano.,aa r.,,. a:+ a r -r.. m. ►�,rw d w,,..d • ! i �'��►�mn;�1l..�a•Ikjh+h'et��+hvN�O•Iti'�A1-t+ne.tete.np.m,eA.d►e.p,►nra,lretreaiM4an.lalRa, uie..e,.e.n.�rdl..m.p+�aw,.nwa+.�.atwrYaw„a TRUSM Dslet IIVPII.tfh Conventional e mi►y{a'btai�M+^"''Dt„war....i,.•,.►•wvr...aomn.+,•trusaM+m�..e►o6..+�„ o�erboQa+aneaam+rannawaaa t ®SYSST M lleltr-2B-$6�1 1)es,BylJN Ck.B71t`d"+'��rw•+�'+r1110e.ger.`�, la•rsr►.nti.w,a,+. u.Iwvrrn.4da1•.re-e.+w.,...+-w tcin+v'w�+.o+,oa..wrrsi+,o�..+^me1 60n,n *-W Mao" W".1 wM I.sry ok4 n« 04 W -h W 640 n a , 1 M°a koh drys rt.q ,w lf•, n nn/ ii e/ id M ► utl.