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2005-677 (OFC)11 P.O. Box 1504 LA QuINTA, CALIFORNIA 92247-1504 78-495 CA.LLE TAMPICO LA QuINTA, CALIFORNIA 92253 August 29, 2005 Mr. Nolan Sparks TD Desert Development PO Box 1716 La Quinta, CA 92247 SUBJECT: MINOR USE PERMIT 2005-677 81-570 CARBONERAS (ADMINISTRATIVE OFFICE) Dear Mr. Sparks: (760) 777-7000 FAX (760) 7.77-7101 The Community Development Department has reviewed your request for an administrative office on Lot 25 of Tract -31681-1 located at 81-570 Carboneras. Our Department has approved your request subject to the exhibits on!file and the following conditions: 1. Prior to use of the administrative office, a cash deposit in the amount of $1,000.00 shall be posted with the Community Development Department to insure the removal of the improvements once the permit has expired or the use terminated as required by the City Council Ordinance #361. The deposit will be refunded when all sales office improvements have been removed.. 2.. A building permit is required. Contact the Building and Safety. Department at (760) 777-7012 for permit requirements. 3. Provide restroom facilities in the sales office to accommodate personnel. 4. Mounted on the exterior of the office 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). 5. Install one 2A10BC fire extinguisher inside the office. 6. The administrative office shall be permitted to remain until August 29, 2006, unless a time extension is applied for and granted by this Department. The F�) Lam Community Development Director may extend the permit for a set time period if needed. No fee is charged to extend this permit. 7. The City may elect to add Conditions to this application request to mitigate any problems that arise not previously addressed herein. 8. The applicant/property owner agrees to defend, indemnify, and hold harmless the City of La. Quinta (the "City"), it's agents, officers and employees from any claim, or litigation arising out of the City's approval of this project. This indemnification shall include any award toward attorney's fees. The City of La Quinta shall have the right to select its defense counsel in its sole discretion. This decision maybe appealed to the Planning Commission by anyone provided they submit the necessary paperwork and filing'fee of $175.00 to this office within 15 days of approval of this permit. Should you hav§�any questions please contact me at (760) 777-7067. Sinc4ely, JAY WUU Assistant Planner C:' c -Building-& Safety Department Public Works Department AND SAFWY : 1p cl 1p 10,00, :T YP. 2 RI 5 0 5w PN=4& 0 5C )7--46.6 26 25 2B PB=44.9 i. 13 GP --a-0 . . . . . . . . . . . . W; Jp 1p cl 1p 10,00, :T YP. 2 RI 5 ION OF 5. YEARS SALES CENTER 52 PE"43.5 c AIR FAI 26 PE -43.8 FA 25 2B (m� V N 24 5CR _1% ?y 44 03 443 C / N 15d° 37 23 6BR " L/` s c � / c / O { v 44D `., C / } C TJ rc \ 93 r 'arc 4x c o Stix w 2 5 T� 44.48 —FS — a� TC c TC \ ' tivi144p-o./ - . T \ A49 NOTES © TRAFFIC LID ® SEE WALL DETAIL ON SHEET ONE. SALES.. CENTER i I 26 PEa43.8 TOM G BUILD MG AND CITY OF LA QU MARCH 13, 2006 CITY OF LA QUINTA! DEPARTMENT OF' BUILD LA QUINTA, CA. i i Re.: ANDALUSIA ATi CORAL MOUNTAIN TEMPORARY ADMINISTRATION BUILDIN 8I=570 CARBONERAS LA QUINTA, CA JOB NO.: 4253 TO WHOM IT MAY CONCERN I HAVE BEEN SUPPLIED WITH TRUSS CALCUI FABRICATORS OF COACHELLA, CALIFORNIA, THE PROJECT' NOTEID- ABOVE. UPON REVIEW PACKAGE, AND IN LIGHT OF THE STRUCTUR, TRUSS LAY -OUT AND LOADING IN GENERAL STRUCTURAL DESIGN INTENT AS DOCUMEN CALCULATIONS PREPARED BY OUR' FIRM FO] IF YOU HAVE ANY QUESTIONS OR COMMENT ANY OTHER ISSUE PLEASE DO NOT HESITATE ZEYAbTAQiH' I':E. OQROFESS No.57958. .06-30-0 G `I'T,9T C 1 VI FOF CAL1F0�� Rf STRUCTURAL CONSULTANTS; [N -C. -1 53 MERLE DRIVE, STE. B, PALM DESERT, CA 92211 PHONE (760) 836-1000 FAX (760) 836-0856 E- MAIL RAYMOND@RFSTRUCTURAL.COM AND SAFETY AND ATTACHED ATE ECEMI H THE TRUSS C , DESIGN DOCI 3NFORMANCE D IN THE STRI CHE NOTED PR REGARDING THE IN CONTACTING I S 'SPATES �3, 2005, FOR :,ATION 'S, I FIND THE THE ISSUES OR - TITLE., -,.OF LAQUINTA ILDING & SAFETY DEPT. APPROV D rEnergyCons ION DAT 3 3 Q B Standards Compliance ort p (Interior Lighting Only) ANDALUSIA GUEST HOUSE ADMIN OFFICE ANDALUSIA - LA QUINTA October 18, 2005 Madlin's Job Number: 25515A Project Designer: PEKAREK-CRANDELL, INC. 31872 CAMINO CAPISTRANO, SUITE 100 AN JUAN CAPISTRANO, CA 92675 TELEPHONE (949) 487-2320 0 adli s enterprises Catherine M. Madlin, Certified Energy Analyst Post Office Box 1443 w Palm Springs, CA 92263 Phone 760-322-5004 / 760-323-3644 Fax E-mail: Cmadlin@aol.com ,a Madlin s enterprises Catherine M. Madlin, Certified Energy Analyst 760-322-50041323-3644 Fax...... - Title 24 Energy Conservation Standards Compliance Report This proposed project has been reviewed for compliance with the 2005 State of California Energy Conservation Standards, Title 24, by Madlin s Enterprises. The building design described in this compliance report is in conformance with the standards as outlined in the attached compliance forms and documentation. Date: October 18, 2005 Job Number: 25515A Designer's Name: PEKAREK-CRANDELL, INC. Developer's Name: CORAL OPTION 1, LLC. Project Name: ANDALUSIA GUEST HOUSE ADMIN OFFICE Project Location: ANDALUSIA, LA QUINTA Method of Compliance: ENERGYPRO V4 CERTIFIED COMPUTER PROGRAM Post Office Box 1443 w Palm Springs, CA 92263 Certified Energy Analyst Catherine M. Madlin � NR98-9 -W C A B E C R98-90-144 Califomia Association of Building Energy Consultants Post Office Box 1443 w Palm Springs, CA 92263 wS Madlin.'s enterprises Catherine M. Madlin, Certified Energy Analyst v 760-322-5004 l 323-3644 (far) Title 24 Compliance Forms CERTIFICATE OF COMPLIANCE (Part 1 of 4) LTG - PROJECT NAME DATE Andalusia Admin GH Office 10/18/2005 PROJECT ADDRESS La Quinta �r PRINCIPAL DESIGNER - LIGHTINGTELEPHONE:a*_; . 9. � _ . ; Sparks Construction 760-771-1941 DOCUMENTATION AUTHOR TELEPHONEChedced by/DateX ext Madlin's Enterprises (760) 322-5004 K� Ed(orcementAgencyUser' GENERAL INFORMATION DATE OF PLANS BUILDING CONDITIONED FLOOR AREA CLIMATE ZONE 532 Sq.Ft. 1 15 BUILDING TYPE ® NONRESIDENTIAL ❑ HIGH RISE RESIDENTIAL ❑ HOTEUMOTEL GUEST ROOM ® CONDITIONED SPACES ® UNCONDITIONED SPACES ❑ INDOOR & OUTDOOR SIGNS PHASE OF CONSTRUCTION ® NEW CONSTRUCTION ❑ ADDITION ❑ ALTERATION METHOD OF LIGHTING ❑ COMPLETE BUILDING ® AREA CATEGORY ❑ TAILORED ❑ PERFORMANCE COMPLIANCE ❑ COMMON LIGHTING STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations. This certificate applies only to building lighting requirements. The documentation preparer hereby certifies that the documentabo is accurate and complete. DOCUMENTATION AUTHOR SIGNAry JDATE Catherine M. Madlin CEA G2�y The Principal Lighting Designer hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application. The proposed building has been designed to meet the lighting requirements contained in Sections 110, 119, 130 through 132, and 146, 148 and 149 of Title 24, Part 6. Please Check One: (These sections of the Business and Professions Code are printed in full in the Nonresidential Manual.) ❑ I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to,sign this document as the person responsible for its preparation; and that I am licensed in the State of California aea bivil engineer or electrical engineer, or I am a licensed architect. '> 0 I affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code*by Section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation; and that I am a licensed/contrafor performing this work. ❑ I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code tis document because it pertains to a structure or type of work described as exempt pursuant tou�si�Ie;;s and7Professions Code Sections 5537, 5538 and 6737.1. is PRINCIPAL LIGHTING DESIGNER - NAME SIGNATURE DATE LIC. Sparks Construction LIGHTING MANDATORY MEASURES Indicate location on plans of Note Block for Mandatory Measures LIGHTING COMPLIANCE FORMS & WORKSHEETS (Check box if worksheet is included) Ox LTG -1-C, Parts 1 of 4 and 2 of 4: Certificate of Compliance. Part 1 of 4 and 2 of 4 are required for all submittals ®LTG -1-C, Part 3 of 4: Certificate of Compliance. Part 3 of 4 submittal is required only if Control Credits are claimed ®LTG -1-C, Part 4 of 4: Certificate of Compliance. Part 4 of 4 submittal is required when lighting controls are installed ®LTG -2-C: Interior Lighting Schedule ®LTG -3-C: Portable Lighting Worksheet ®LTG -4-C: Lighting Controls Credit Worksheet Ox LTG -5-C: Interior Lighting Power Allowance ❑LTG -6-C: Tailored Method Worksheet OLTG-7-C: Room Cavity Ratio Worksheet OLTG-8-C: Common Lighting Systems Method Worksheet OLTG-9-C: Line Voltage Track Lighting Worksheet EnergyPro 4.0 by Energysoft User Number. 1069 Job Number. 25515A Page:1 of 9 CERTIFICATE .OF COMPLIANCE (Part 2 of 4) LTG -1 -C � PROJECT NAME DATE Andalusia Admin GH Office 1 10/18/2005 INSTALLED INTERIOR LIGHTING POWER FOR CONDITIONED AND UNCONDITIONED SPACES INSTALLED WATTS INSTALLED LIGHTING, CONDITIONED SPACES (From LTG -2-C) 612 PORTABLE LIGHTING (From LTG -3-C) 0 LIGHTING CONTROL CREDIT, CONDITIONED SPACES (From LTG -4-C) 0 CONDITIONED SPACE ADJUSTED INSTALLED LIGHTING POWER 612 INSTALLED LIGHTING, UNCONDITIONED SPACES (From LTG -2-C) 14 LIGHTING CONTROL CREDIT, UNCONDITIONED SPACES (From LTG -4-C) 0 UNCONDITIONED SPACE ADJUSTED INSTALLED LIGHTING POWER 14 ALLOWED INTERIOR LIGHTING POWER FOR CONDITIONED SPACES ❑ COMPLETE BUILDING METHOD (From LTG -5-C) ALLOWED ❑X AREA CATEGORY METHOD (From LTG -5-C) WATTS ❑ TAILORED METHOD (From LTG -5-C) ALLOWED LIGHTING POWER 624 ALTERNATE COMPLIANCE ❑ PERFORMANCE METHOD ❑ COMMMON LIGHTING SYSTEM (From LTG -8-C) ALLOWED INTERIOR LIGHTING POWER FOR UNCONDITIONED SPACES From LTG -5-C) 15 MANDATORY INTERIOR AND DAYLIGHTING AUTOMATIC CONTROLS CONTROL LOCATION CONTROL CONTROL TYPE Check 8 NOTEjTO (Room #) IDENTIFICATION (Auto Time Switch Dimming, etc.) SPACE CONTROLLED Daylightin x FlELDf ENTRY ATS ATS ENTIRE OFFICE Contractor May Use ATS From Main Panel in Admin Building. CERTIFICATE OF COMPLIANCE (Part 3 of 4) LTG -1-C _ PROJECT NAME DATE Andalusia Admin GH Office 1 10/18/2005 CONTROLS FOR CREDIT IN CONDITIONED AND UNCONDITIONED SPACES CONTROL LOCATION (Room # or Dwa. #) CONTROL IDENTIFICATION CONTROL TYPE (Occupant. Davliaht. Dimmina. etc.) NOTE TO EnergyPro 4.0 by EnergySoft User Number: 1069 Job Number. 25515A Page:3 of 9 1 CERTIFICATE OF COMPLIANCE (Part 4 of 4) LTG-1-C PROJECT NAME Andalusia Admin GH Office DATE 10/18/2005 Designer: This form is to be used by the designer and attached to the plans. Listed below are all the acceptance tests for lighting systems. The designer is required to check the boxes by all acceptance tests that apply and list all equipment that require an acceptance test. If all equipment of a certain type requires a test, list the equipment description and the number of systems to be tested in parentheses. The NJ number designates the Section in the Appendix of the Nonresidential ACM Manual that describes the test. Also indicate the person responsible for performing the tests (i.e. the installing contractor, design professional or an agent selected by the owner). Since this form will be part of the plans, completion of this section will allow the responsible party to budget for the scope of work appropriately. Building Departments: Before an occupancy permit is granted for a newly constructed building or space, or a new lighting system system serving a building or space is operated for normal use, all control devices serving the building or space shall be certified as meeting the Acceptance Requirements for Code Compliance. In addition a Certificate of Acceptance, LTG-1-A, Forms shall be submitted to the building department that: A. Certifies plans, specifications, installation certificates, and operating and maintenance information meet the requirements'of 10-103(b) and Title 24 Part 6. Test Description Test Performed By: LTG-2-A: Lighting Control Acceptance Document - Occupancy Sensor Acceptance - Manual Daylight Controls Acceptance - Automatic Time Switch Control Acceptance Equipment requiring acceptance testing Automatic Time Switch O LTG-3-A: Automatic Daylighting Controls Acceptance Document Equipment requiring acceptance testing EnergyPro 4.0 by EnergySoft User Number. 1069 Job Number: 25515A Page:4 of 9 INTERIOR LIGHTING SCHEDULE (Part 1 of 2) LTG -2-C PROJECT NAME DATE Andalusia Admin GH Office 10/18/2005 INSTALLED LIGHTING POWER FOR CONDITIONED SPACES Luminaire Lam s/Ballasts Installed Watts C D E F G H I J Name Type Description d �3 r� Z c c 3.,ac �v, dm� 3�x r!z �m� 3•yQ r � 3vd yam v vm cn Yes No r t z X03 N _ 5 Amo, x»_ d A.4�4ec ft Fluorescent TS Energy Savings F32T8 30 1.0 104.0 X 5 520 B (1) 42w Compact Fluorescent Trip/Quad 4 in Elec X24 -4 42 1.0 46.0 X _ 2 _ 92 PAGE TOTAL _612 BUILDING TOTAL (sum of all pages) E 612 PORTABLE LIGHTING (From LTG -3-C) .� CONTROL CREDIT (From LTG -4-C) E-0 ADJUSTED ACTUAL WATTS E 612) EnergyPro 4.0 by EnergySoft User Number. 1069 Job Number. 25515A Pagev of 9 INTERIOR LIGHTING SCHEDULE (Part 2 of 2) LTG -2-C PROJECT NAME DATE Andalusia Admin GH Office 10/18/2005 J INSTALLED LIGHTING POWER FOR UNCONDITIONED SPACES Luminaire Lamps/Ballasts Installed Watts C D E F _ G H I _ J Name Type Description vB V C d C 5.,DO- d.� N f T o 3mx V N C N C »° N_.0 m `� C �mx al r/� m___T_Y.SNo O cm __ 0 .13 r C Z 5x,3 Lu N w _ 7 X=m v N rD _ n E �lec3w Compact Fluorescent Triple 4 Pin CFM 13W/GX24 -1 1 13 1.0 14.0 X 1 14 PAGE TOTAL E 14 BUILDING TOTAL (sum of all pages) L 14 CONTROL CREDIT (From LTG -4-C)[ Ol ADJUSTED ACTUAL WATTS E 14 EnergyPro 4.0 by EnergySoft User Number. 1069 Job Number: 25515A Page£ of 9 PORTABLE LIGHTING WORKSHEET LTG - NAME Andalusia Admin GH Office DATE 10/18/2005 A B BUILDING TOTAL TABLE 1 - PORTABLE LIGHTING NOT SHOWN ON PLANS FOR OFFICE AREAS >250 SQUARE FEET A B C D ROOM # OR ZONE ID DEFAULT IsgJ AREA SFS TOTAL WATTS .fB X C)_ TOTAL 0 0 TABLE 2 - PORTABLE LIGHTING SHOWN ON PLANS FOR OFFICE AREAS >250 SQUARE FEET TOTAL AREA (SF) (FROM TABLES 1+2+3) A B BUILDING TOTAL C D E F G ROOM # PORTABLE LIGHTING OR ZONE ID Description # OF FIXT. LUMIN. TASK WATTS PER AREA FIXTURE (SF) # OF TASK AREAS TOTAL AREA (SF) (D x E) TOTAL WATTS (C x E) TOTAL 0 0 ROOM # TOTAL AREA OR ZONE ID (SF) Designer needs to provide detailed documentation that the lighting level provided by the overhead lighting meets the needs of the space. The details Include luminaire types and mounting locations relative to work areas. TOTALS 0 BUILDING SUMMARY - PORTABLE LIGHTING BUILDING SUMMARY TOTAL AREA (SF) (FROM TABLES 1+2+3) TOTAL WATTS BUILDING TOTAL 0 0 EnergyPro 4.0 by EnergySoft User Number. 1069 Job Number: 25515A Page:7 of 9 INTERIOR LIGHTING POWER ALLOWANCE LTG -5-C PROJECT NAME Andalusia Admin GH Office DATE 18/2005 10/ALLOWED LIQHTING POWER (Choose One Method) COMPLETE BUILDING METHOD - CONDITIONED SPACES ALLOWED WATTS BUILDING CATEGORY (From Section 146 Table 146-13) WATTS PER SF COMPLETE BLDG. AREA ALLOWED WATTS AREA CATEGORY METHOD - CONDITIONED SPACES ALLOWED WATTS AREA CATEGORY (From Section 146 Table 146-C) WATTS PER SF AREA (SF) Office 1.20 362 434 Lo bby, Main Entry 1.50 90 135 Commercial Industrial Storage 0.60 10 6 Electrical, Mechanical Room 0.70 70 49 PAGE TOTAL 532 C 624 BUILDING TOTAL 532 C 624 AREA WATTS TAILORED METHOD - CONDITIONED SPACES TOTAL ALLOWED WATTS (From LTG -6-C or from computer run.) C� UNCONDITIONED SPACES Complete Building and Area Catagory Methods Category (From Section 146 Table 146 -B&C) WATTS PER SF AREA (SF) ALLOWED WATTS 21 21 AREA PAGE TOTAL BUILDING TOTAL C 15 C 15 WATTS TAILORED METHOD - UNCONDITIONED SPACES TOTAL UNCONDITIONED SPACES ALLOWED WATTS (From LTG -5-C and LTG -6-C) 1 0 � n Pro 4. User Number. 1069 Job Number. 25515A Page:8 of 9 LIGHTING MANDATORY MEASURES LTG -MM PROJECT NAME E Andalusia Admin GH Office DATE DAT10/18/2005 _I _DESCRIPTION Des!9ner Enforcement [X:] § 131(d)1 For every floor, all interior lighting systems shall be equipped with a separate automatic control to shut off the lighting. This automatic control shall meet the requirements of Section 119 and may be an occupancy sensor, automatic time switch, or other device capable of automatically shutting off the lighting. § 131(d)20verride for Building Lighting Shut-off: The automatic building shut-off system is provided with a manual, accessible override switch in sight of the lights. The area of override is not to exceed 5,000 square feet O§ 119(h) Automatic Control Devices Certified: All automatic control devices specified are certified, all alternate equipment shall be certified and installed as directed by the manufacturer. X] §111 Fluorescent Ballast and Luminaires Certified: All fluorescent fixtures specified for the project are certifled and listed in the Directory. All installed fixtures shall be certified. R§ 132 Tandem Wiring for One and Three Lamp Fluorescent Fixtures: All one and three lamp fluorescent fixtures are tandem wired with two lamp ballasts where required by Standards Section 132; or all one and three lamp fluorescent fixtures are specified with electronic high -frequency ballasts and are exempt from tandem wiring requirements. X❑ § 131(a) Individual Room/Area Controls: Each room and area in this building is equipped with a separate switch or occupancy sensor device for each area with floor -to -ceiling walls. § 131(b) Uniform Reduction for Individual Rooms: All rooms and areas greater than 100 square feet and more than 0.8 watts per square foot of lighting load shall be controlled with bi-level switching for uniform reduction of lighting within the room. § 131(c) Daylight Area Control: All rooms with windows and skylights that are greater than 250 square feet and that allow for the effective use of daylight in the area shall have 50% of the lamps in each daylit area controlled by a separate switch; or the effective use of daylight cannot be accomplished because the windows are continuously shaded by a building on the adjacent lot Diagram of shading during different times of the year Is Included on plans. § 131(e) Display Lighting. Display lighting shall be separately switched on circuits that are 20 amps or less. EnergyPro 4.0 by EnergySoft User Number: 1069 Job Number: 25515A Page:9 of 9 Madlin-'s enterpn*ses Catherine M. Madlir; Certired Enemy Analyst v 760-322-5004 l 323-3644 (fax) ....... Addendums and Notes 25515A Andalusia GH Admin Ltg to PC ..... � i+'°W d'rY+y+ a 1, ' ''�?s�a�'^ �...:trr�2f' ' .+.1�:3'•ac,.ssYa".h � w,�ii` `-'fG:slw dL'r'�.��C� �.. DATE 10/17/2005 NAME TD.DEV.ANDALUSIA.ADMIN. LTG JOB # 25490A TO BY CMAD FIXTURE SYMBOL A.4 B C D E F SPACE AREA % 2x4 4 Tube CF 42 CF 26 CF 18 CF 13 75 W Office 196 0.35 .2 Entry 90 0.16 2 Storage 10 0.02 Switch Room 70 0.13 1 Office 2 166 0.30 2 Mech (Uncond) 21 0.04 1 0 0.00 0 0.00 553 1.00 5 2 0 0 1 0 MadlinI s enterprises Catherine M. Madlin, Certified Energy Analyst W 760-322-5004 / 323-3644 Fax Post Office Box 1443 v' Palm Springs, CA 92263-1443 W Cmadlin@aol.com ....... Title 24 2005 Building Energy Efficiency Standards Nonresidential Manual Excerpt — Lighting Shut-off Controls Shut -Off Controls §131(d) The Standards require that lits%' n flo r of a ui �' g be controlled by a separate automatic conti0 d �Jce r ntrok\Point w i"multiple point control systems). The s m o be shut-off are: • A t must be continuously lit, such as hotel lobbies and 24- hour, 365 day per year grocery stores where lights are never turned off. • Security or emergency egress lighting that must be continuously on, provided if does not exceed 0.5 Me and the area is controlled by switches accessible only to authorized personnel (the security or egress area must be documented on the plans). • Corridors, guest rooms, and lodging quarters of high-rise residen ' buildings or hotel/motels. The shut-off control need not be a single control, but a 'n u �a switches, occupancy sensors, or other automatic ols�IC, ons .2.1.1 A. Automatic Time Switches and B. Occuoaht�n s). �� When an occupant -s sing se tgm*t the automatic shut-off requirement, it must s a orda with manufacturer's instructions with rd to4f�ne�i of sors. Auti swi"es with programmable solid state perpetual calendar conja � can alsobe used to meet the shut-off requirement. These devare typically available with multiple channels of control, and may also be used to meet the mechanical system automatic time switch control requirements. Madlin' enterprises ♦VVVVV♦ Title 24 2005 Building Energy Efficiently Standards Nonresidential Manual Excerpt — Lighting Shut-off Controls To Enclosed Areas or Floors if Multipoint Control Main kB 0 T to $ic e S S tch for Enclosed Building Space 5000 sf Timed Manual Override. Manual Switch and Override are only one device. Figure 5-4 — Timed Manua! Override o � � c A. Automatic Time Switches §119(c) Automatic time switch soled I - ocks, are programmable ire e, auMt�on I hut- the lights according to pre - d sI a the hours of operation of the building. The ve c abilto store two separate daily programs for capability p Y p � � eekends). To prevent losing the time of day and the schedules, the time switch must contain back-up power for at least 10 hours during power interruption. Most building automation systems can meet these requirements, provided they are certified to the Energy Commission. MadlinI s enterprises Catherine M.Wadlin, Certified Energy Analyst W 760-322-5004 / 323-3644 Fax Post Office Box 1443 w Palm Springs, CA 92263-1443 W Cmadlin@aol.com ....... Title 24 2005 Building Energy Efficiency Standards Lighting Controls in Enclosed Spaces (b) Multi -Level Lighting Controls. The general lighting of any enclosed space 100 square feet or larger in which the connected lighting load exceeds 0.8watts per square foot, and that has more than one light source (luminaire}, shall have multi-level lighting controls. A multi-level lighting control is a lighting control that reduces lighting power by either continuous dimming, stepped dimming, or stepped switching while ain ' in a reasonably uniform level of illuminance throughout the area controlled. Multilevel control&hall have on that is between 50% and 70% of design lighting power and at least one ep 01 i um 1 o opera ' than 35% of full razed lighting system power (this control step couldw etel I ting i -level control). A reasonably uniform level of illuminance in an area shall be acldev Z: -V'of th .oll inir 2 \\S�kchNg �kxnkt6la in luminaires, alternate luminaires, and alternate rows ofluminaires. 0PMN to Section 131(b): Lights in corridors. TEMP( AND] STRUCTURAL FOR DA ANDALUSIA AT CORAL MOUNT OF LA QUINTA G & SAFETY DEPT. PPROVED 3 CONSTRUCTION] RARY ADMINISTRATION °BUILDING I )ETACHED TEMPORARY OFFICES. DESIGNER: CLIENT: DESIGNED (PLAN 2, ELEVATION (PLAN 3XC ) T.L. AT LA QUINTA, CA JOB # 4253 9130/2005 /2EJ(5i-lb 11fq/66 T.D. D �OQROF,ESS/p� M. Fq F c� ti� pay c No.57958 Exp. 06 -30 -Ob c1T,gT CIVI — F CF CAUF R F STRUCTURAL CONSULTANTS, 75-153 MERLE DRIVE, STE. B, PALM DESERT, PHONE (760) 836-1000 FAX 99) nC�C�C�Od�ll Iii JAN Z 7 2006 -CRANDELL, INC. F DEVELOPMENT -AD FAQIR P.E. 92211 )836-0856 9 STRUCTURAL CALCULATI FOR ANDALUSIA AT CORAL MOUNTAIN TEMP RARY ADMINISTRATION BUILDING I (PLAN 2, ELEVATION "B") DESIGNED: CLIENT: DESIGNED BYI: T.L. AT LA QUINTA, CA JOB # 4253 9/30/2005 T.D. D -CRANDELL, INC. r DEVELOPMENT AD FAQIH P.E., R F STRUCTURAL CONSULTANTS, INC.1 75-153 MERLE DRIVE, STE. B, PALM DESERT, CA. 92211 PHONE (760) 836-1000 FAX (760) 836-0856 DESIGN CRITERIA Roof load at 4 to 12 slope: Tile roof = 10.00 psf Plywood = 2.50 psf Trusses = 3.00.psf Drywall = 2.50 psf Insulation = 1.00 psf Miscellaneous = 1.00 psf Dead Load = 20.00 psf Live Load = 16.00 psf Total = 36.00 psf Exteriors walls = 15 psf Interior) walls= 10.00 psf Seismic zone =.4 Fault type.= A Na = 1.0 approximately 12 km to fault Soil profile = Sd Seismic coefficient Ca = 0.44Na Structural system R = 4.5 Seismic factor = (2.5 x 0.44 x 1.0 x 1.0)/(11 = 0.175W See calculations for rho factor. Wind exposure = C Wind spei d = 70 mph Maximum height 15 ft wind factor = 17.36 psf Maximum height 20 ft wind factor = 18.51 psf Maximum fieight 25 ft wind factor = 19.49 psf) Soil bea�ing pressure = 1500 psf per Sv-4dPnl soils report. 1997 Uniform Building Code/2001 California Bu 4 x 45) .0-7 - �I F.nQj rioAC� +ig ilding Code [A To specify your title block on Title: ANDALUSIA Total Load Job # 4253 these f" Ilrres, UST the, SETTINGS Dsqnr-- Description : -0.256 in Date: 3:14PM, 4 AUG 04 !main menu selectio n,choose the CUSTOM 5.500 ft ... Length/Defl I -and-eat "Scope: 'PLAN2.wl 516.07 LEVA, B. C your title block -infolmation; *D.L. Defl) ... Deflection Rev: 550100 User. KW -0604868, Ver 5.5.0, 25 -Sep -2001 General Timber Beam Page I (c)1983-2001 ENERCALC Engineering Software 0.000 in c:1er,5514253 andalusia.ecmCalculations am Description BM1 - LEFT/RIGHT OF PATIO 1 0.000 in General Informat* Calculatl6is are designed to 1997 NDS and 1997 USC Requirements Section Name 5.126x10.6 Span Center Span 11.00 ft ..... Lu 0.001ft Beam Width 5.125 in Left-Cantilev -ft ....... Lu 0.,0011M Beam Depth 10.500 in Right Cant * It .....Lu 0.00M Member Type GIuLam r Douglas r, 24F - V4 Fb Ba!j, Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Ay6w 190.0 psi Beam End Fixity Pin -Pin Fc low 650.0 psi 1,800.0 ksi Full. Lenoth Uniforin Loads Center =L 2 00 #/ft LL 288.00 #/ft -Left-Cantilever DL #/ft LL #/ft Right Cantilever DL #tft LL #/ft Trapezoidal Loadsl,,,,.. #1 DL @ Left 11&e6 #/ft LL @ Left #/ft st6rt Loc 0.000• ftle DL @ Right 11 #/ft I LL @'Right Vitt End Loc 1*1.000 ftf Summary Bear i* Design OK Span= I 1.00ft, Beam dth = 5.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress F afi 0.446 if Maximum Mo nt 10.5 k -ft Maximum Shear 1.5 617 k Al wabl' jit0i 23.5 k -ft Allowable 1 i,!8 k `L os"'ve M Max. Positive M ent 16.45 k -ft at 5.500 ft Shear: @ Left .3.80 k Max. NegativeinmFnt 0.00 k -ft at 0.000 ft @ Right 3.80 k Max @ L pport 0.00 k -ft Camber: @ Left b.000 in VNegafive Max @ Rig Sup ort 0.00 k -ft Support P1 if @ Center 10.224 in Max. M ow 23.54 Reactions... Q Right 000 in fb 1,331.78 psi fv 105.94 psi Left DL 2.22 k Max 3.80 k Fb . 3,000.Ob psi Fv 237.50 psi Right DL 2.22 k Max 3.80 k n... Dead Load Total Load Left Cantilever.. Deflection Deflect -0.149 in -0.256 in Deflection ...Location 5.500 ft 5.500 ft ... Length/Defl ... Length/Defl 884.9 516.07 Right Cantilever... Carnber( using 1. *D.L. Defl) ... Deflection @ Center 0.224 in ... Length/Defl @Left 0.000 in @ Right 0.000 in of TE, 0.000 in. 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 r COMPANY ( PROJECT R.F. Structural Consultants, Inc. Andalusia �- W60dWork so 75-153 Merle Drive, Ste. B (P an 2rBary Administration Building Palm Desert, CA 92211 SOnWARE FOR WOOD DESIGN Sep. 26, 2005 13:59:20 Beam #2 - Drop BM at Rear of Office Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Value Magnitude Location [ft] Pattern 1683 fv @d = 100 = Fv' 190 fv/Fv' = 0.53 Start End Start End Load? Loadl Dead Full Atea 4155 20.00(16.50)* Live Defl'n No Load2 Live Full Area 1.2 16.00(16.50)* Total Defl'n No Load3 Dead Full Area 15.00 (3.00)* No '1'r1DULary W1QLn (rL) MAXIMUM REACTION 0' (lbs) and BEARING LENGTHS (in) : 12'-9" Dead 2472 Analysis Value Desi n- Value Analysis/Design 2472 Live 1683 fv @d = 100 = Fv' 190 fv/Fv' = 0.53 1683 Total 4155 = 1688 Fb' = 2400 fb/Fb' = 0.70 4155 Bearing: Live Defl'n 0.18 = L/867 0.43 = L/360 0.42 1.2 I Total Defl'n I 1.2 Length Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x10-1/2" I,✓l STfi-A)4 4iW Self Weight of 12.78 plf automatically included in loads; IS 'C Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; I SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CD �CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = DIL, M = 13244 lbs -ft Shear LC# 2 = DIL, V = 4155, V@d = 3585 lbs Deflection: LC# 2 = D+L EI= 889.9le06 lb-in2 Total Deflection = 1.Q0(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=)Snow W=wind I=impact C=construction CLd=concentrat (All LC, s are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all case loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be late6lly supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length b4sed on smaller of Fcp(tension), Fcp(comp'n). This is conservative except where point Criterion Analysis Value Desi n- Value Analysis/Design Shear fv @d = 100 = Fv' 190 fv/Fv' = 0.53 Bending(+) fb = 1688 Fb' = 2400 fb/Fb' = 0.70 Live Defl'n 0.18 = L/867 0.43 = L/360 0.42 Total Defl'n 0.44 = L/351 0.64 = L/240 0.68 ADDITIONAL DATA: FACTORS: F CD �CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = DIL, M = 13244 lbs -ft Shear LC# 2 = DIL, V = 4155, V@d = 3585 lbs Deflection: LC# 2 = D+L EI= 889.9le06 lb-in2 Total Deflection = 1.Q0(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=)Snow W=wind I=impact C=construction CLd=concentrat (All LC, s are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all case loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be late6lly supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length b4sed on smaller of Fcp(tension), Fcp(comp'n). This is conservative except where point Deflections CentegSpan... Dead Load To specify your title block on Title: ANDALUSIA Job # 4253 thesip-five'lifies, use thtSETTINGS Dsgrtr:. Description nate- 3:18PK4, 4 AUG 04 main menu selection, :CUSTOM choose the Deflection PrintimI&T.4le-Slock-tabandent- Scope '!?Lfi1V2 W11ELEV A your title block info#nation. 3.250 I't 3.250 ft Rev: 550100 User: KW -0604868. Ver 5.5.0, (c)1983-2001 ENERCALC Engineering ___0WM0M23 25 -Sep -2001 General Timber Beam Software Page 1 LUM- .1 C7\ec55IA253 andilusia.ecw:Calculations Description IFRIV13 - FRONT OF FOYERli' P 668.14 Right Cantilever... General Informati6n Calculations are designe 1997 NDS and 1997 lJ1*BC Requirements Section Name 4x8 Center Span 6.5 .....Lu 0.00!' Beam Width 3.500 in Left Cantilever ft ". . .''.Lu 0-oWft Beam Depth 7.250 in Right Cantilever ft .....Lu 0.00� Member Type ir - Larch, No. Sawn Douglas Fir @ Left Fb Base Allow 875.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi 0:000 in T E 1,300.0 ksi Full1eingth Uniform Loads. Center -DL 180.00 #/ft LL 180.00 #/ft Vt LffCahfilevet' "OL #/ft LL #/ft Right Cantilever DL LL #tft Traeezoidal Loads I. #1 DLLeft 60.00 #/ft LL @ Left #/ft Start Loc 0.000 W DL-gq'RI,93ht 60*.00 #/ft/ LL '@ Right #/ft End Loc 6.500 ftiN Summary Beath Design OK Span= 6.50ft, Beam Width = 3. Oin x Depth = 7.25in, Ends are Pin -Pin '3 Max Stress Ratio 0.759 : 1 Maximum Moment M 2.2 k -ft Maximum Shear 1.5 ZO k N Allowab�e 3.9 k -ft Allowable Z,!7 k Max. Positive Mo 1� ent 2.22 k -ft at 3.250 ft Shear: .' @ Left ::i 1.36 k Max. Negative Mon me 0.00 k -ft at 6.500 ft @ Right 1.36 k Max @ Left Supp lol 0.00 k -ft Camber, @ Left 0.000 in Max @ Right Sup rt 0.00 k -ft @ Center 0.100 in Max. M allow 0 3.91 Reactions... @ Right 1 0.000 in fb 8.11 psi tv 80.69 psi Left DL 0.78 k Max 1.36 k �j Fb 1-45 psi Fv 106.25 psi Right DL 0.78 k Max i 1.36 k Deflections CentegSpan... Dead Load Total Load Left Cantilever... Dead Load - Total Load Deflhction -0.067. in -0.117.in Deflection .0.000 in 0, -.0.0100 in Location 3.250 I't 3.250 ft ... Length/Defl 0.0 0.0 ... Length/Del 1 1,169.2 668.14 Right Cantilever... Camber ( using 1.5 D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.100 in ... Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0:000 in T Vt I. To specify our title 'block on Title: ANDALUSIA Job # 4253 p fy y these f ue.lines, use the. -SETTINGS Dsgnr: Date: 3:19PM, 4 AUG 04 Description : CUSTOM main menu selections1nt, choose the ' Prin 4 Title:Blor.1E IW..and:e � I Scope: PLAN2 W/-EtEV J4; 8; C 2If1f your•,titleblock infor#nation. ' Rev: 550100 I =' Pae 1 User:KW-0604868,Ver5.5.0,25Sep•2001 General Timber Beam on li 9 (c)1983-2001 ENERCALC Engineering Software c:\ec55W253�adalusia.ecw:Calculation, Description .8M4. - REAR. OF FOYER.. I °� General Information ..in .0.094. in -0.164 in Calculations are designedlto 1,997 NDS and 1997 UBC Requirements Section Name 4x10 3.8 k -ft Center Span 8.50 ft i ....Lu 0.00 A Beam Width * D.L. Defl) ... 3:500in Left Cantilever Shear: .. ;Lu 0:00(fit Beam Depth 9.250 in Right Cantilever ft ...Lu 0'00 iift Member Type D Sawn Douglas Fir - Larch, No.2' Reactions... �9- 19 " 7 !' t/ / @ R; 9l fv 82.70 psi Left DL . Fb Base Allow 75.0 psi Fv 106.25 psi Right DL Load Dur. Factor Max 1.250 Fv Allow 85.0 psi s Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniformil Loads Center <- DL- 180.00 #/ft LL 180.00 #/ft LOrCarttilever "'DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left I 60.00 #/ft/LL @ Left #/ft Start Loc 0.000 ft!DL'@-'Right '60.00 #/ft.'@ Right #/ft End Loc 8:500 ftii Span= 8.50ft, Beam Width = Max Stress Ratio Max. Positive Moment Max. Negative Moinen Max @ Left Support Max @ Right Supp Max. Mallow tb9.96 psi Fb 1,3'1.2 15 psi Fin x Depth = 9.25in, Ends are Pin -Pin ..in .0.094. in -0.164 in 0.778 :1 ...Location 4.250 ft 4.250 ft 3.8 k -ft Maximum Shear * 1.5 6.4 k -ft Right Cantilever... Allowable * D.L. Defl) ... 3.79 k -ft at 4.250 ft Shear: @ Left 0.00 k -ft at 8.500 ft @ Rigl 0.00 k -ft @ Right Camber: '@ Left 0.00 k -ft D _77 � � @ Cen 6.37 Reactions... �9- 19 " 7 !' t/ / @ R; 9l fv 82.70 psi Left DL . 1.02 k Max Fv 106.25 psi Right DL 1.02 k Max Del ..in .0.094. in -0.164 in Deflection ...Location 4.250 ft 4.250 ft ...Length/Defl ...Length/Deft 01 1,085.9 620.53 Right Cantilever... Camber ( using 1. * D.L. Defl) ... Deflection @ Center 0.141 in ...Length/Deft @ Left 0.000 in @ Right 0.000 in D _77 � � T�14 re �9- 19 " 7 !' t/ / �'- Design OK 21'.7 k 3!'•4 k +1.78 k 1.78 k 0.000 in 0.141 in 0.000 in ii 1.78 k 1.78k 0.00 ..in 0.000 in 0.00.0 0.000 i in 0.000 in 01 0.0 W od Wo r ks® SORWAREFOR WOOD DESIGN COMPANY R.F. Structural Consultants, 75-153 Merle Drive, Ste. B Palm Desert, CA 92211 Sep. 26, 2005 14:38:25 Inc. PROJECT 1-1253 Andalusia Temporary Administration Building (Plan 26) Beam #5- Drop Bm at Office 3 Location [ft] Start End Design Check Calculation Sheet Sizer 2002a Loadl LOADS: ( Ibs, psf, or Of ) Load Type Distribution Design Value Magnitude ,Start End Location [ft] Start End Pattern Load? Loadl Dead Full Aea Bending(+) 20.00 (5.50)* Total No Load2 Live Full A= 2747 16.00 (5.50)* 0.21 No Load3 Dead Full Asea 0.45 15.00 (5.00)* No Load4 Dead Point 610 10.50 No Loads Live Point 300 10.50 No *Tributary Wlcltn (rt) MAXIMUM REACTION 0' (Ibs) and BEARING LENGTHS (in) : 14'-6" Dead 1618 sis Value Design Value Analysis/Design 1892 Live 721 Fv' = 85 fv/Fv' = 0.67 Bending(+) 855 Total 2339 fb/Fb' = 0.70 Live Defl'n 0.10 2747 Bearing: 0.21 Total Defl'n 0.32 = L/537 0.73 = L/240 0.45 Length 1.0 I 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC;. SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Anal sis Value Design Value Analysis/Design Shear fv @d = 57 Fv' = 85 fv/Fv' = 0.67 Bending(+) fb = 940 Fb' = 1350 fb/Fb' = 0.70 Live Defl'n 0.10 = <L/999 0.48 = L/360 0.21 Total Defl'n 0.32 = L/537 0.73 = L/240 0.45 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 L.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Ell = 85 1.00 L.00 1.00 2 Fcp'= 625 L.00 1.00 - E' = 1.6 million L.00 1.00 2 Bending(+): LC# 2 = Dj�L, M = 9494 lbs -ft Shear LC# 2 = DIL, V = 2638, V@d = 2391 lbs Deflection: LC# 2 = D�L EI=1115.29e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=now W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the defaujt deflection limits are :appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. f COMPANY I PROJECT q �?,2 C R.F. Structural Consultants, Inc. Andalusia Wd.od W®rS® 75-153 Merle Drive, Ste. B Temporary Administration Building Palm Desert, CA 92211 (Plan 26 SOFTWARE FOR WOOD DESIGN Sep. 26, 2005 14:35:09 . Beam #�- Drop Bm at Office 3 Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern 288 fv@d = 38 Start End Start End Load? Loadl Dead Full Area 20.00 (6.00)* 1200 No Load2 Live Full A ea 16.00 (6.00)* L/360 No Load3 Dead Full Afea 15.00 (5.00)* L/240 No F•rrioutary wiatn (rt) MAXIMUM REACTION 0' lbs) and BEARING LENGTHS (in) : i 6' Dead 607 is Value Desi n 607 Live 288 fv@d = 38 288 Total 895 Bending(+) fb 895 Bearing: 1200 fb/Fb' = 0.48 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.11 Total Defl'n __Length 1.0 I I L/240 1.0 Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottcim= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=Dsi. and in 1 Criterion Anal is Value Desi n Value Analysis/Design Shear fv@d = 38 Fv' = 85 fv/Fv' = 0.44 Bending(+) fb = 581 Fb' = 1200 fb/Fb' = 0.48 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.11 Total Defl'n 0.07 = <L/999 0.30 = L/240 0.24 ADDITIONAL DATA: FACTORS: F CD 1CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 �.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 1342 lbs -ft Shear LC# 2 = D+L, V = 895, V@d = 758 lbs Deflection: LC# 2 = DIL EI= 122.01e06 lb=int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=s(now W=wind I=impact C=construction CLd=concentrat (All LC's are listen in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clau 4.4.1. To specify your title these: five. Unes,. use rtiain menu selectio Printing.& Title Bloc your title block info) Rev: 550100 User: Kw -0604868, Ver 5.5.0, (c)1983-2oo1 ENERCALC Eng Description ,lock on Title: ANDALUSIA C� �' 'I ' Calculations are designedlto he -SETTINGS Dsgnr: 8 choose the Description: CUSTOM @ Right .tab, and•ent` Scope : "" PLAN2 W/EI ration: ft ( -Sep -2001 General Timber. Beam 7.500 in tering Software ft ...Lu MT- RIGHT OF PORTICO Member Type F Job #4253 Date_ 3:21 PM, 4 AUG 04 1C, I Page 1 c55�4253 and atusia.ecw:Calculations General Information 'Aj kv C� �' 'I ' Calculations are designedlto 1997 NDS.and 1997 UBC Requirements Section Name 8 Center Span 9.50 ftLuh @ Right 0.00ft Beam Width 5.500 in Left Cantilever- ft i .. u 0.00 jfit Beam Depth 7.500 in Right Cantilever ft ...Lu 0.00 :ft Member Type Sawn Douglas Fir - Larch, No.1 tb 945 6 psi N 62.18 psi Left DL 1.07 k Fb Base Allow 1,350. si Deflections Load Dur. Factor 1.250 Fv Allow 0 psi ...Location 4.750 ft 4.750 ft ...Length/Deft Beam End Fixity Pin -Pin Fc Allow 5.0 psi @ Center 0.200 in ...Length/Deft a 0.000 in E 600.0 ksi Full Len th Uniform Loads Center DL 135.00 #/ft135.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DLA/ft LL #/ft Trapezoidal Loads #1 DL @ Left 90.00 #/ft L Left #/ft Start Loc 0.000 ft DL @ Right 90.00 #/ft @ Right #/ft Enid Loc 9.500 ft ill Summary2- 1 Beam Design OK 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 OF i i' J Span= 9.50ft, Beam Width = 5.500in Depth = 7.5in, Ends are Pin -Pin * 1.5 Max Stress Ratio 0.585 : 1 4;4 k Maximum Moment 4.1 k -ft Maximum Shear @ Right Allowable 7.3 k -ft Allowable 0.000 in Max. Positive Mor�tent 4.06 k -ft at 4.750 ft Shear: @ Right Max. Negative Moment 0.00 k -ft at 0.000 ft ;1,71 k Max @Left Support 0.00 k -ft Camber. Max @ Right Suppo 0.00 k -ft Max. M allow ,. I 7.25 Reactions:.. tb 945 6 psi N 62.18 psi Left DL 1.07 k Fb 1,6 .50 psi Fv 106.25 psi Right DL 1.07 k Deflections Center S an... Dead Load Total Load Left Cantilever... Defl-4,n -0.133 in -0.213 in Deflection ...Location 4.750 ft 4.750 ft ...Length/Deft ...Length/Defl 855.3 534.59 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection @ Center 0.200 in ...Length/Deft @ Left 0.000 in @ Right 0.000 in I 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 OF i i' J * 1.5 2!6 k 4;4 k @ Left jj1.71 k @ Right 1.71 k @ Left 0.000 in @ Center 0.200 in @ Right 0.000 in Max ;1,71 k Max 1.71 k 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 OF i i' J To specify your title on Title: ANDALUSIA (block these live Gries, use the SETTINGS Dsgnr: main menu selection, choose the Description : CUSI printing B,IiideSbc�C:iab,:aad ent Irmation: Scope: PLAIN your title block info Left7 Cantilever Rev: 550100 User. KW -0604868, Ver 5.5.0, 25 -Sep -2001 General Timber Beam (c)1983-2001 ENERCALC Engineering Software 5.500 in Description . M8.- LEFT OF PORTICO General Information Section Name 4x6 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Job #53 Date: 3:25PM, 4 AUG 04 0 W/ ELEV A, -B, C, 2M Page 1 Full .Len th.,Uniforrrt Loads:.., Center DL 135.00 ##r LL 135.00 #/ft Left Cantilever DL . /ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left I 90.00 # LL @ Left #/ft Start Loc 0.000 ft DL @ Right 90.00,0/ LL @ Right #/ft End Loc 5:500 ft Span= 5.50ft, Bd'am Max Stress Ratio Maximum Molmei Allowable Max. Positive Mo nt Max. Negative M " en Max @ LeFpport port Max @ Ri Left Max. Mal fb 925.71, psi Fb 1,421.8p psi Deflections 3.500in x Depth = 5.5in, Ends are Pin -Pin 0.726 : 1 Calculations are desi ed to 1997 NDS and 1997 UBC Requirements 0.0 Center Span .50 ft I. ....Lu 0.00 Cf 3.500 in Left7 Cantilever ft ...:Lu 0:00 ift 5.500 in Right Cantilever ft ....Lu 0. 00 Sawn Douglas Fir- Larch o.2 @ Left 0.00 k -ft at Fb Base Allow 875.0 psi @ Right 1.250 Fv Allow 85.0 psi Camber: Pin -Pin Fc Allow 625.0 psi E 1,300.0 ksi Reactions... Full .Len th.,Uniforrrt Loads:.., Center DL 135.00 ##r LL 135.00 #/ft Left Cantilever DL . /ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left I 90.00 # LL @ Left #/ft Start Loc 0.000 ft DL @ Right 90.00,0/ LL @ Right #/ft End Loc 5:500 ft Span= 5.50ft, Bd'am Max Stress Ratio Maximum Molmei Allowable Max. Positive Mo nt Max. Negative M " en Max @ LeFpport port Max @ Ri Left Max. Mal fb 925.71, psi Fb 1,421.8p psi Deflections 3.500in x Depth = 5.5in, Ends are Pin -Pin 0.726 : 1 0.000 in 0.0 0.0 0.000 in 0.000 in 1.4 k -ft Maximum Shear' 1.5 2.1 k -ft Allowable 1.36 k -ft at 2.750 ft Shear. @ Left 0.00 k -ft at 5:500 ft @ Right 0.00 k -ft Camber: @ Left 0.00 k -ft @ Center 2.09 Reactions... Ri 9 Right fv 77.14 psi Left DL 0.62 k Max Fv 106.25 psi Right DL 0.62 k Max ,Center Span...Dead Load Total Load Left Cantilever... Deflection -0.073 in -0.117 in Deflection ...Location 2.750 ft 2.750 ft ...Length/Defl ...Length/Defl 898.8 561.74 Right Cantilever... Camber (. using 1.5 " D.L. Deft) ... Deflection @ Center 0.110 in ...Length/Deft @ Left 0.000 in @ Right 0.000 in r� Design OK 11.5 k 1. 2;0 k 0.99 k a 0.99 k 0.000 in 11 0.110 in 6.000 in 10.99 k i 0.99k 0.000 in i 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 To specify your title these five tines, use main menu selectio Prtnting4 Tiit1& Bl" yoar. title -block- infoi Rev: 550100 User. KW -0604868, Ver 5.5.0; (c)1983.2001 ENERCALC Eng Description c on Title: ANDALUSIA iETTtNGS- Dsgiar=- pose the Description : CUSI ,and.ent Scope: PLAT in. !001 General Timber Beam Software -.RIGHT OF GARAGEI Job #4253 Date- 3:26PM, 4 AUG 04 N W/ ELEV A;'B -C', 2M ,'• Page 1 General Information Span= 6.06ft, Beam Width = 5.500in x Calculations are design I to 1997 NDS and 1997 UBC Requirements Section Name 6x8 (4-t 7- t'/ )(/C) Center Span 6 ft I ....Lu 0.001hBeam Width 5:500 in Left'Cantilever ft i :.. rCu O:OO ft Beam Depth 7.500 in Right Cantilever ft ...Lu 0.00'ft Member Type Sawn Douglas Fir - Larch, No.1 Allowable @ Center 0.061 in Fb Base Allow 1,350.0 psi k -ft at Load Dur. Factor 1.250 Fv Allow 85.0 psi Max. Negative Mo-nent Beam End Fixity Pin -Pin Fc Allow 625.0 psi @ Right Q/ / Max @ Left Support E 1,600.0 ksi Full. Length Uniform.Loads;::. : Center DL 360.00 #/ft LL 360.00 0/ft j Leff' Cantilever DL #/ft LL #%ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 75.00 #/ft L eft- #/ft Start Loc 0.000 ftl' DL @Right 75.00 #/ft @ Right #/ft End Loc 6:000 ft Summary Beam Design OK Deflections Span= 6.06ft, Beam Width = 5.500in x epth = 7.5in, Ends are Pin -Pin Center Span... Dead Load Max Stress Ratio Left Cantilever... 0.816 :1 -0.041. in -0.075 in Deflection ...Location Maximum Mo(nent 3.000 ft 3.6 k -ft Maximum Shear " 1.5 960.89 Allowable Camber ( usi g 1. 7.3 k -ft Allowable @ Center 0.061 in Max. Positive Moment .3.58 k -ft at 3.000 ft Shear. @ Left @ Right Max. Negative Mo-nent 0.00 k -ft at 0.000 ft @ Right Q/ / Max @ Left Support 0.00 k -ft Camber: @ Left Max @ Right Sup;port 0.00 k -ft @ Center Max. M allow . 7.25 Reactions... @ Right fb 832.5q psi fv 86.73 psi Left DL 1.30 k Max Fb 1,687.5Q ps' Fv 106.25 psi Right DL 1.30 k Max Deflections Center Span... Dead Load Total Load Left Cantilever... Deflection -0.041. in -0.075 in Deflection ...Location 3.000 ft 3.000 ft ...Length/Deft ...Lengthl efl 1,756.1 960.89 Right Cantilever... Camber ( usi g 1. • D.L. Defl.) ... Deflection @ Center 0.061 in ...Length/Deft @ Left 0.000 in @ Right 0.000 in Q/ / -2- 0.000.in 0.0 0.000 in 0.0 36 k 414 k :,2.38 k 2.38 k 0.000 in 6.061 in 0.000 in 2.38 k 2.38 k 0.000 in 0.0 0.006 in 0.0 To specify your title Iblock on Title: ANDALUSIA diose- ve lines, usthe SETTINGS fir= main menu selectio,, choose the Description : CUSI Priegng$ f ills Block: nactd ►t Scope: PLAN your -title block information. General Iriformation Rev: 550100 1�e User: KW -0604868, Ver 5.5.0, 25-sep-2001 g p `general 1 imber Ueal� (c)1983-2001 ENERCALC Engineering Software Section Name 6x8 Description . ...BM1A...-.FROUT QF.GARAGE 1 . Job #4253 Date: 3:27PIVi, 4 AUG 04 ,f ELEVA; B' 21% r' Page 1 Design OK Span=18.50ft, Beam Width = 5.500iyr Depth = 7.5in, Ends are Pin -Pin Max Stre/psiFv o 0.443 : 1 Maximunt 2.6 k -ft Maximum Shear * 1.5 0!s k Allo5.8 k -ft Allowable 35 k Max. Positivt 2.57 k -ft at 9.250 ft Shear: @Left' '60.55 k Max. Negatint 0.00 k -ft at 18.500 ft @ Right 0.55 k Max @ Left 0.00 k -ft Camber. @ Left 0.000 in Max @ Righ0.00 k -ft @ Center 0.767 in Max. M allow5.80 @ Right 6.000 in Reactions... fb . si ' fv 20.18 psi Left DL 0.55 k Max 0.55 k Fb 1,si Fv 85.00 psi Right DL 0.55 k Max 0.55k. Deflections. Center pan... Dead Load Total Load Left Cantilever... Dead Load Total Load Defl coon -0:5'41 in 4.51.1 in Deflection 0.000 in 0:000 in Location 9.250 ft 9.250 ft ...Length/Defl 0.0 0.0 ..Length/Defl 434.3 434.34 Right Cantilever... tuber ( using 1.5' D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.767 in... ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in C -) TT .. 1 ` } V �i i I. General Iriformation Calculations are design to 1997 NDS and 1997 UBC Requirements Section Name 6x8 Center Span 1 0 ft ....Lu 0.001h Beam Width 5.500 in Left Cantilever ft ....Lu 0.00! Beam Depth 7.500 in Right Cantilever ft ....Lu 0.00 i:ft Member Type Sawn Douglas Fir - Larch, N Fb Base Allow 1,350.0 psi Load Dur. Factor 1.000 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi PuII .Length Uniform Loads'' Center DL 60:00 #/ft LL #/ft Left Cantilever DL #/ LL .. #/ft Right Cantilever DL ft LL #/ft Design OK Span=18.50ft, Beam Width = 5.500iyr Depth = 7.5in, Ends are Pin -Pin Max Stre/psiFv o 0.443 : 1 Maximunt 2.6 k -ft Maximum Shear * 1.5 0!s k Allo5.8 k -ft Allowable 35 k Max. Positivt 2.57 k -ft at 9.250 ft Shear: @Left' '60.55 k Max. Negatint 0.00 k -ft at 18.500 ft @ Right 0.55 k Max @ Left 0.00 k -ft Camber. @ Left 0.000 in Max @ Righ0.00 k -ft @ Center 0.767 in Max. M allow5.80 @ Right 6.000 in Reactions... fb . si ' fv 20.18 psi Left DL 0.55 k Max 0.55 k Fb 1,si Fv 85.00 psi Right DL 0.55 k Max 0.55k. Deflections. Center pan... Dead Load Total Load Left Cantilever... Dead Load Total Load Defl coon -0:5'41 in 4.51.1 in Deflection 0.000 in 0:000 in Location 9.250 ft 9.250 ft ...Length/Defl 0.0 0.0 ..Length/Defl 434.3 434.34 Right Cantilever... tuber ( using 1.5' D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.767 in... ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in C -) TT .. 1 ` } V �i i I. tTo specify your title block on Title: ANDALUSIA r Job #4253 these free lutes, the SETTINGS Dsgnr. Date-- 3�8PM, 4 AUG 04 Description : CUSTOM main menu selectio l , choose the Prinfin :8. Titte-Sloc� -tab*.an eat Scope: PLAN2 W/ ELE ; B, `C'21% your:title-block information. Rev. 550100 Page 1 ' User. Kw -0604869, Ver 5.5.0, 25 Sep 2001 General Timber Beam (c)19932001 ENERCnLC Engineering Software c:1ec55W253 andasusia.ecw:Calculations Description BM11: - LEFT OF GARAGE 2. C General Information Calculations are de igned to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Center Span 19 50 ft ....Lu 0.00!ft Beam Width 3.500 in Left Cantilever "ft i .. :Lu 0.00 jft Beam Depth 9.250 in Right Cantilever. ft . ....Lu 0.00 [;ft Member Type Sawn Douglas Fir - Larch, N Fb Base Allow 875.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,300.0 ksi Full Length Uniform Loads Center DL 135.00 #/ft LL 135.00 #/ft LefVCani"ilevet ' DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Trapezoidal Loads #1 DL @ Left 105:00 #/ft LL eft #/ft Start Loc 0.0010.ftli DL @ Right 105.00 #/ft LL relfRight #/ft End Loc 9.500 ft;! Summary Beam Design OK Span= 9.50ft, Belam Width = 3.500in x Dep = 9.25in, Ends are Pin -Pin �! Max Stress Ratio •777 :1 ,r Maximum Mgment 4.2 k -ft Maximum Shear" 1.5 2117 k Allowable 6.4 k -ft Allowable 3i4 k Max. Positive Moment 4. k -ft at 4.750 ft Shear. @ Left ;1.78 k ' Max. Negative Moment 0. 0 k -ft at 0.000 ft @ Right z. 1.78 k is Max @ Left Support 0. 0 k -ft Camber: @ Left 0.000 in Max @ Right Support .00 k -ft @ Center 0.220 in Max. M allow 6.37 @Right U.000 in � Reactions... i fb1,017.11 psi fv 82.53 psi Left DL 1.14 k Max ':1.78 k Fb 1,531.25 psi Fv 106.25 psi Right DL 1.14 k Max i 1.78k Deflections ' Center Span.., JDead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.147 in -0.229 in Deflection 0.000 in 0.000 in ...Location 4.750 ft 4.750 ft ...Length/Defl 0.0 i 0.0 ...Length/Defl 777.8. 497.81 Right -Cantilever.. Camber ( using 1, 5 " D.L. Def! ) ... Deflection 0.000 in i 0.000 in @ Center 0.220 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Full Length Uniforl'n Center Left Cantilever Right Cantilever Loads. . L DL 180.00 #/ft L DL #/ft L DL #tft LL 180.00 #/ft #/ft #Ift To specify your title block on Title: ANDALUSIA Job # 4253 these fiver fines, use the SETTINGS Dsgnr: Date: 3:29kI, 4 AUG 04 main menu selection, choose the Description CUSTOM 75.00 #/ft LL ft testing ,&T-ftle-BlockAab,-,and ent Scope: PLAN21 W/ ELEV A, B, C, 21VI Ia your title block information. 75.00 #/ft - LL fight #/ft End Loc 13'500 Rev: 550100Page User. KW -0604868, Ver 5.5.0, ?5 -Sep -2001 General Timber Beam 1 (c)l983-2001 ENERCALC Engineering Software C71ec5544253 andalusia.ecw:Calculations Description aM.1.2 AT GARAGE 2. Be Span= 13.50ft, Beam Width a Width e h 5.500in x epth = 11.5in, Ends are Pin -Pin h 5' 0 x pt General information Max Stress Ratio Calculations are designed to 1997 -ND and 1997 Y"BC Requirements Section Name 6x12 Center Span 13.50 ft Ltj, 0.001A Beam Width 5.5Q0 in Left Cantilever ft u -1.1 0,00 Beam Depth 11.500 in Right Cantilever ..Lu fl: 0*00'ft Member Type Sawn Douglas Fir - Larch, No. I Load Dur. Factor l 1.250 Fb Base Allow 11350.0 Fv Allow 8�/5p S i ent Beam End Fixity Pin -Pin 6 - 0 psi Fc Allow 'OD ,17 112.94 k Max. Negative Moment E 00.0 ksi 0.00 k -ft at 0.000 It Full Length Uniforl'n Center Left Cantilever Right Cantilever Loads. . L DL 180.00 #/ft L DL #/ft L DL #tft LL 180.00 #/ft #/ft #Ift 3 Trapezoidal Loadsl 6.750 It .4cation Length/Defl Rlg1Tt Cantffever.. 948.1. #1 DL'@ Left * D.L. Defl ) ... 75.00 #/ft LL ft Wilt Start -Loc 0.000- ft DL @ Right 75.00 #/ft - LL fight #/ft End Loc 13'500 ft Summ'ary Beam Design OK Be Span= 13.50ft, Beam Width a Width e h 5.500in x epth = 11.5in, Ends are Pin -Pin h 5' 0 x pt Max Stress Ratio at 0. 65, 0.655 :1 Maximum Moment Orn Moment nt 9.9 k -ft Maximum Shear* 9 1.5 44 k Allowable Ile __S 17.0 k -ft 7 0 Allowable 61, k Max. Positive Mo )m ent /7no 9.91 k -ft at 6.750 ft Shear: @ Left ,17 112.94 k Max. Negative Moment 0.00 k -ft at 0.000 It @ Right !i 2.94 k Max @ Left Support ft 0.00 k -ft Camber: @ Left- 0.000 in Max @ Right Support 0.00 k -ft @ Center 6.256 in Max. M allow 17.05 Reactions... @ Right 6.000 in fb 980.94 si 9 fv 69.63 psi Left DL 1.72 k Max 2.94 k Fb 1,687. psi 1 0 Fv 106.25 psi Right DL 1.72 k Max 2.94k Deflections DefleFtyn Left Cantilever... -0.171 in Deflection I 6.750 It .4cation Length/Defl Rlg1Tt Cantffever.. 948.1. Camber (using 115 * D.L. Defl ) ... @ Center 0.256 in @ Left 0.000 in @ Right 0.000 in Total Load Left Cantilever... -0.291 in Deflection 6.750 ft Length[Defl 555.79. Rlg1Tt Cantffever.. Deflection ... Length/Defl 17 -T -E.0 �r 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 COMPANY PROJECT R.F. Structural Consultants, Inc. Andalusia / 3 WdodWorks® 75-153 Merle Drive, Ste. B Temporary Administration Building Palm Desert, CA 92211 (Plan 2B) SOFlWAREFOR WOOD DESIGN Sep. 26, 2005 15:23:01 Beam #13 - Drop BM at Rear Patio Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf Load Type Dist ibution Magnitude Location (ft] Pattern 1122 Fv' = 237 fv/Fv' = 0.25 Bending(+) Start End Start End Load? Load1 Dead Full Area 3331 20.00 (5.50)* 0.38 No Load2 Constr. Full Area 1.0 16.00 (5.50)* No Load3 Dead Full Area 15.00 (3.00)* No 'Tributary wiatn (ft) MAXIMUM REACTION 0' (lbs) and BEARING LENGTHS (in) : 25'-6" Dead 2209 Value Design Value Analysis/Design 2209 Live 1122 Fv' = 237 fv/Fv' = 0.25 Bending(+) 1122 Total 3331 fb/Fb' = 0.46 Live Defl'n 0.32 3331 Bearing: 0.38 Total Defl'n 0.96 = L/319 1.28 = L/240 1.0 Load Deflection) + Live Load Deflection. I 1.0 Length Lateral support: top= full, bot SECTION vs. DESIGN Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x1 Self Weight of 18.26 plf automatically included in loads; at supports; Load combinations: ICC -IBC; NDS -1997: (stress=psi, and in ) Criterion Analysis Value Design Value Analysis/Design Shear fv@ �= 59 Fv' = 237 fv/Fv' = 0.25 Bending(+) fb = 1326 Fb' = 2877 fb/Fb' = 0.46 Live Defl'n 0.32 = L/948 0.85 = L/360 0.38 Total Defl'n 0.96 = L/319 1.28 = L/240 0.75 ADDITIONAL DATA: FACTORS: F CD Fb'+= 2400 1.25 Fv' = 190 1.25 Fcp'= 650 E' = 1.8 million Bending(+): LC# 2 = I Shear : LC# 2 = I Deflection: LC# 2 = I Total Deflection = 1 (D=dead L=live S= (All LC's are list( DESIGN NOTES: 1. Please verify that the defa 2. GLULAM: The loading coe loads occur at 1/3 points of a 3. GLULAM: bxd = actual bre 4. Glulam Beams shall be lat 5. GLULAM: bearing length t CM Ct CL CF CV Cfu Cr LC# .00 1.00 1.000 1.00 0.959 1.00 1.00 2 .00 1.00 2 .00 1.00 - .00 1.00 2 C, M = 21236 lbs -ft C, V = 3331, V@d = 3004 lbs C EI=2594.49e06 lb-in2 0(Dead Load Deflection) + Live Load Deflection. now W=wind I=impact C=construction CLd=concentrat in the Analysis output) deflection limits are appropriate for your application. :lent KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point )an (NDS Table 5.3.2). th x actual depth. illy supported according to the provisions of NDS Clause 3.3.3. ed on smaller of Fcp(tension), Fcp(comp'n). oy_ To specify your title block on Title: ANDALUSIA Job # 4253 these five lines, use the SETTINGS Dsgnr: Date: 3:3713101, 4 AUG 04 Description: CUSTOM main menu selection, choose the Printing & Title Block tab, and ent Scope : PLAN2 W/ ELEV A, B, C, 2M your title block information. Rev: 550100 User. KW -0604868, Ver 5.5.0, 25 -Sep -2001 General Timber Beam (c)1983-2001 ENERCALC Engineering Software Description B 1 - RIGHT/LEFT OF PATIO 1 ELEV B Page 1 Full Length Uniform Loads 0.000 ft . Center General Information 105.00 #/ft Calculations are designed to 1997 NDS and 1997 UBC Requirements DL #/ft Right Cantilever DL a Section Name 5.125x13.5 Center Span 11.75 ft .:...Lu 0.00 i1ft Beam Width 5.125 in Left Cantilever . ft .....Lu 0.00 ;ft Beam Depth 13.500 in Right Cantilever It .....Lu 0.00 A Member Type GluLam Douglas Fir - Larch, No.1 Deflection -0.105 in -0.184 in Deflection Fb Base Allow 1,350.0 psi 6.110 ft Load Dur. Factor 1.250 Fv Allow 85.0 psi Right Cantilever... Beam End Fixity Pin -Pin Fc Allow 625.0 psi 0.158 in ...Length/Defl E 1,600.0 ksi - Full Length Uniform Loads 0.000 ft . Center DL 105.00 #/ft Left Cantilever DL #/ft Right Cantilever DL #/ft Trapezoidal Loads fv 94.78 psi #1 DL @ Left 36.00 #/ft LL @ Left DL @ Right 90.00 #/ft LL @ Right #2 DL @ Left 275.00 #/ft LL @ Left DL @ Right 275.00 Wit LL @ Right Point Loads Dead Load 1,133.0lbs lbs lbs Live Load 1133.0 lbs lbs lbs ...distance 6.500 ft 0.000 ft 0.000 ft LL #/ft LL #/ft LL #/ft 36.00 #/ft 90.00 #/ft 275.00 #/ft 275.00 #/ft lbs lbs 0.000 ft Start Loc' 0.000 ft . End Loc 6.500 ft Start Loc 6.500 ft" End Loc 11.750 ft lbs lbs lbs 0.000 ft 0.000 It 4 0.000ft Beam, Design OK Span=11.75ft, Beam Width = 5.125in x Depth=13.5in, Ends are Pin -Pin Max Stress Ratio 0.892 : 1 Maximum Moment 13.9 k -ft Maximum Shear * 1.5 Allowable 21.9 k -ft Allowable Max. Positive Moment 13.91 k -f4 at 6.486 ft Shear. @ Left Max. Negative Moment -0.00 k -ft at 11.750 ft @ Right Max @ Left Support 0.00 k -ft Camber: @ Left @ Center @ Right Max Max 0.000 in 0.0 6 6 k 7'4 k 2.83 k 4.37 k 0.000 in 6.158 in 0.000 in i'12.83 k 4.37 k 0.000 in 0.0 0.000 in 0.000 in 0.0 0.0 J I; Max @ Right Support 0.00 k -ft Max. M allow 21.89 Reactions... fb 1,071.95 psi fv 94.78 psi Left DL 1.73 k Fb 1,687.50 psi Fv 106.25 psi Right DL 2.49 k Deflections Center Span... Dead Load Total Load Left Cantilever... Deflection -0.105 in -0.184 in Deflection ...Location 6.063 ft 6.110 ft ...Length/Deft ...Length/Deft 1,339.8 767.42 Right Cantilever... Camber ( using 1.5 " D.L. Def! ) ... Deflection @ Center 0.158 in ...Length/Defl @ Left 0.000 in - @ Right 0.000 in @ Center @ Right Max Max 0.000 in 0.0 6 6 k 7'4 k 2.83 k 4.37 k 0.000 in 6.158 in 0.000 in i'12.83 k 4.37 k 0.000 in 0.0 0.000 in 0.000 in 0.0 0.0 J I; To specify your title block on Title: ANDALUSIA. : Job #4253 these five lines, use the SETTINGS Dsgnr: Date: 3:38PM, 4 AUG 04 Description: CUSTOM 'main menu selection, choose the Printing & Title Block tab, and ent Scope: PLAN2 W/ ELEV A, B, C, 2M your title block information. Rev: 550100 User. KW -0604868, Ver 5.5.0, 25 -Sep -2001 t eneral Timber Beare Page 1 (c)1983-2001 ENERCALC Engineering Software :\ec55kt253 andalusia.ecw:Calculation, Description BM15 -REAR OF FOYER - General Information. Dead Load Calculations are d igned to 1997 NDS and 1997.UBC Requirements Section Name 4x10 Dead Load Center Span 8.25 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00, ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Lar , No.2 ...Length/Deft 2,714.3 1,357.13 Fb Base Allow 875.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi @ Center 0.055 in E 1,300.0 ksi 0.0 Full Len th .Uniform Loads @ Left 0 000 ' Center DL 18.00 ft LL 18.00 #/ft Left..Cantilever.. DL #/ft LL #/ft Right Cantilever DL #tft LL #/ft Trapezoidal Loads #1 DL @ Left LL @ Left #/ft Start Loc 3.000 ft DL @ Right 3 LL @ Right 36.00 #/ft End Loc 7.500 ft #2 DL @ Left 10tftft 14 LL @ Left 149.00 #/ft Start Loc 7.500 'ftDL @ Right 14 LL @ Right 149.00 #/ft End Loc 8.250 It Point Loads Dead Load 783.01b 185.0 Itis lbs lbs lbs lbs; lbs Live Load 783.01 185.0 Itis lbs lbs lbs Ibsli lbs ...distance 7.50 3.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beane Design OK Span= 8.25ft, earn Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stre Ratio 0.889 : 1 Maxim Moment 1.7 k -ft Maximum Shear * 1.5 3.1 k owable 6.4 k -ft Allowable 3.4 k Max. P sitive Moment 1.69 k -ft at 4.983 ft Shear: @ Left > 0.58 k Max. egative Moment -0.00 k -ft at 8.250 ft @ Right 2.04 k Me @ Left Support 0.00 k -ft Camber. @ Left ;:0.000 in M x @Right Support 0.00 k -ft@ Center °0.055 in ax. M allow 6.37 @ Right Reactions... 10.000 in fb 406.79 psi fv 94.42 psi Left DL 0.29 k Max 0.58 k Fb 1,531.25 psi Fv 106.25 psi Right DL 1.02 k Max 2.04 k Center Span... Dead Load Total Load Left Cantilever... Dead Load :Total Load Deflection -0.036 in -0.073 in Deflection 0.000 in 0.000 in ...Location 4.290 ft 4.290 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,714.3 1,357.13 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.055 in ...Length/Defl 0.0 0.0 @ Left 0 000 ' in @ Right �� ro (z PIAN zc3 � Full Length Uniform Loads To specify your title block on Title: ANDALUSIA DL 75.00 #/ft Job # 42u3 these five lines, use the SETTINGS Dsgnr: Date: 3:46PM, 4 AUG 04 #/ft Description :CUSTOM main menu selection, choose the DL #/it LL #/ft Printing & Title Block tab, and ent Scope : PLAN2 W/ ELEV A, B, C, 2M Trapezoidal Loads your title block information. Rev: 550100 user Kw -0604868, ver 5.5.0, 25 -Sep -2001 General Timber Beam 18.00 #/ft Page 1 (c)198&2001 ENERCALC Engineering Software Start Loc C:1ec5514253 andalusia.ecw:Calculations Description BM16 - RIGHT OF GARAGE 1 ELEV B DL @ Right 72.00 #/ft LL @ Right 72.00 #/ft End Loc 7.750 ft General Information Calculations are designed to 1997 NDS and 1997 AJBC Requirements Section Name 6x6 Center Span 8.00 ft .....Lu 0.00 ft Start Loc Beam Width 5.500 in Left Cantilever ft .....Lu 0.00. ft LL @ Right Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00. ft Point Loads Member Type Sawn Douglas Fir -Larch, No.1 Fb Base Allow 1,350.0 psi 153.0 lbs lbs Load Dur. Factor 1.250 Fv Allow 85.0 psi Ibsl` lbs Live Load 640.0 lbs Beam End Fixity Pin -Pin Fc Allow 625:0 psi lbs lbs i. lbs, lbs E .1,600.0 ksi 1.500 ft 0.000 ft Full Length Uniform Loads Center DL 75.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/it LL #/ft Trapezoidal Loads #1 DL @ Left 18.00 #/ft LL @ Left 18.00 #/ft Start Loc 1.500 ft DL @ Right 72.00 #/ft LL @ Right 72.00 #/ft End Loc 7.750 ft #2 DL @ Left 108.00 #/ft LL @ Left 108.00 #/ft Start Loc 7.750 ft DL @ Right 108.00 #/ft LL @ Right 108.00 #/ft End Loc 8.000 ft Point Loads Dead Load 640.0 lbs 153.0 lbs lbs lbs lbs Ibsl` lbs Live Load 640.0 lbs 153.0 lbs lbs lbs lbs i. lbs, lbs ...distance 7.750 ft 1.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft '' 0.000 ft Summary Beam Design OK Span= 8.00ft, Beam Width= 5.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.943 : 1 Maximum Moment 1.6 k -ft Maximum Shear1.5 3.0 k Allowable 3.9 k -ft - Allowable 3.2 k Max. Positive Moment 1.61 k -ft at 4.224 ft Shear: @ Left 0.78 k Max. Negative Moment -0.00 k -ft at 8.000 ft @ Right 2.02 k Max @ Left Support 0.00 k -ft Camber: @ Left :;0.000 in Max @ Right Support 0.00 k -ft @ Center :`0.161 in Max. M allow 3.90 Reactions.:. @ Right 10.000 in fl) 697.72 psi fv 100.15 psi Left DL 0.54 k Max 0.78 k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.16 k Max 2.02k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load !!Total Load Deflection -0.107 in -0.158 in Deflection 0.000 in 0.000 in ...Location 4.032 ft 4.032 ft ...Length/Deft 0.0 0.0 ...Length/Deft 895.3 608.33 Right Cantilever... Camber I using1.5' D.L. Def! 1 ••• Deflection 0.000 in I, 0.000 in @ Center 0.161 in ...Length/Def) 0.0 0.0 @ Left 0.000 in @ Right 0.000 in To specify your title block on Title: ANDALUSIA Job # 4253 these five lines, use the SETTINGS Dsgnr: Date: 3:47P:M, 4 AUG 04 main menu selection, choose the Description : CUSTOM Printing & Title Block tab, and ent Scope: PLAN2 W/ ELEV A, B, C. 2M your title block information. Rev: 550100 Page 1 User: KW -0604668, Ver 5.5.0, 25 -Sep -2001 General Timber Beare (01983-2001 ENERCALC Engineering Software c:\ec55\4253 andalusia.ecw:Calculation Description -OM-17 -LEFT OF PORTICO ELEV B r General Information Calculations are designed to 1997 NDS and 1997 ,UBC Requirements Section Name 4x6 Center Span 5.50 ft .....Lu 0.00,, ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.06 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00, ft Member Type Sawn Douglas Fir - Larch, No.1 Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads'. .. Center DL 90.00 #/ft LL #/ft is Left Cantilever DL #/ft LL #/ft Right Cantilever DL #!ft LL #/ft Trapezoidal Loads #1 DL @ Left 126.00 #/ft LL @ Left 126.00 #/ft Start Loc 0.000 ft DL @ Right 126.00 #/ft LL @ Right 126.00 #/ft End Loc 2.000 ft #2 DL @ Left 72.00 #/ft LL @ Left 72.00 #/ft Start Loc 2.000 ft DL @ Right 41.00 #/ft LL @ Right 41.00 #/ft End Loc 5.500 It Point Loads Dead Load 320.0 lbs lbs lbs lbs lbs lbs'!,' lbs Live Load 320.0 lbs lbs lbs lbs lbs Ibsi lbs ...distance 2.000 ft . 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft j Summary Beam Design OK Span= 5.508, Beam Width = 3.500in x Depth = 5.5in, Ends are Pin -Pin Max Stress Ratio 0.883 : 1 Maximum Moment 1.7 k -ft Maximum Shear * 1.5 1.8 k Allowable 3.2 k -ft Allowable 2.0 k Max. Positive Moment 1.72 k -ft at 2.002 ft Shear: @ Left 1.20 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.83 k Max @ Left Support 0.00 k -ft Camber. @ Left ;0.000 in Max @ Right Support 0.00 k -ft @ Center iO.101 in Max. M allow 3.23 @ Right Reactions... :;0.000 in fb 1,172.90 psi fv 93.86 psi Left DL 0.73 k Max 1.20 k Fb 2,193.75 psi Fv 106.25 psi Right DL 0.54 k Max 0.83 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load :Total Load Deflection -0.067 in -0.110 in Deflection 0.000 in 0.000 in ...Location 2.662 ft 2.640 ft ...Length/Deft 0.0 0.0 ...Length/Deft Camber ( using 1.5 " D.L. 982.8 Defl ) ... 597.35 Right Cantilever... Deflection 0.000 in 0.000 in @ Center 0.101 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in To specify your title block on Title: ANDALUSIA Job # 4253 these five lines, use the SETTINGS Dsgnr: Date: 3:49PM, 4 AUG 04-� Description : CUSTOM main menu selection, choose the Printing & Title Block tab, and ent Scope: PLAN2 W/ ELEV A, B, C, 2M it your title block information. Rev: 550100 Pae 1 User. KW -0604868, ver 5.5.0, 25 -Sep -2001 General Timber Beam 9 (c)1983-2001 ENERCALC Engineering Software cAec5514253 andalusia.ecw calculations Description BM ,,B`- RIGHT OF PORTICO ELEV B i General Information 41 t, aicuiations are designed to 1997 NDS and 1997'UBC Requirements Section Name §x8� Span= 9.50ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Center Span 9.50 ft .....Lu 0.00 ft Beam Width / 5.500 in Left Cantilever ft .....Lu 0.06 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.06 ft Member Type Sawn Douglas Fir - Larch, No.1 LL #/ft Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 6250 psi @ Left 2.06 k E 1,600.0 ksi Full Length Uniform Loads.. Span= 9.50ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio Center DL 90.00 #/ft LL #/ft _ Left Cantilever DL #/ft LL #/ft Allowable Right Cantilever DL #/ft LL #/ft ! Max. Positive Moment Trapezoidal Loads at 4.788 ft Shear: @ Left 2.06 k Max. Negative Moment -0.00 k -ft #1 DL @ Left 131.00 #/ft LL @ Left 131.00 #/ft Start Loc 2.000 ft DL @ Right 131.00 #/ft LL @ Right 131.00 #/ft End Loc 7.250 fE #2 DL @ Left 65.00 #/ft LL @ Left 65.00 #/ft Start Loc 0.000 it DL @ Right 65.00 #/ft LL @ Right 65.00 #/ft End Loc 2.000 fi 74.82 psi #3 DL @ Left 65.00 #/ft LL @ Left 65.00 #/ft Start Loc 7.250 ft 106.25 psi DL @ Right 65.00 #/ft LL @ Right 65.00 #/ft End Loc 9.500 ft Point Loads 4 Center Span... Dead Load Total Load Left Cantilever... Dead Load Dead Load 320.0 lbs 320.0 lbs lbs lbs lbs Ibsii lbs Live Load 320.0 lbs 320.0 lbs lbs lbs lbs lbs:: lbs ...distance 2.000 ft 7.250 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Deflection 0.000 in 0.000 in @ Center 0.243 in Design OK ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearm Span= 9.50ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.704 : 1 Maximum Moment 5.0 k -ft Maximum Shear* 1.5 3.1 k Allowable 7.3 k -ft Allowable 4.4 k Max. Positive Moment 5.03 k -ft at 4.788 ft Shear: @ Left 2.06 k Max. Negative Moment -0.00 k -ft at 9.500 ft @ Right 2.01 k Max @ Left Support 0.00 k -ft Camber: , @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center ;10.243 in Max. M allow 7.25@ Reactions... Right 1•0.000 in fb 1,171.09 psi fv 74.82 psi Left DL 1.24 k Max 2.06 k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.22 k Max 2.01 k Deflections 4 Center Span... Dead Load Total Load Left Cantilever... Dead Load !tTotal Load Deflection -0.162 in -0.270 in Deflection 0.000 in 0.000 in ...Location 4.750 ft 4.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 704.7 421.88 Right Cantilever... Camber ( using 1.5 ` D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.243 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in COMPANY PROJECT u 3 G ® R.F. Structural Consultants, Inc. Andalusia y WoodWorks 75-153 Merle Drive, Ste. B Temporary Administration Bwlding Palm Desert, CA 92211 (Plan 26) SOFTWARE FOR WOOD DESIGN Sep. 26, 2005 14:55:46 Beam If - 1+car Garage Door HDR Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Total 2283 2283 Start End_ Start End Load? Loadl Dead Full Area 20.00(11.50)* 1237 No Load2 Constr. Full Area 16.00(11.50)* L/360 No Load3 Dead Full Area 15.00 (3.00)* L/240 No -arriouLary wiarn (rr) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 9'-9" Dead 1386 1386 Live 897 897 Total 2283 2283 Bearing: 119 fv/Fv' = 0.59 1.0 1.0 Length Lumber -soft, D.Fir-L, No.2, 4x12" Self Weight of 9.35 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 70 "Fv' = 119 fv/Fv' = 0.59 Bending(+) fb = 905 Fb' = 1237 fb/Fb' = 0.73 Live Defl'n 0.06 = <L/999 0.33 = L/360 0.17 Total Defl'n 0.14 = L/816 0.49 = L/240 0.29 ADDITIONAL DATA: FACTORS: F CD CM Ct CL" CF CV Cfu Cr LC# Fb'+= 900 1.25 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2 Fv' = 95 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1-.00 2 Bending(+): LC# 2 = D+C, M = 5565 lbs -ft Shear : LC# 2 = D+C, V = 2283, V@d = 1844 lbs Deflection: LC# 2 = D+C EI= 664.44e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=Construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 11 11 u I I I I COMPANY PROJECT 41 3 -5 -�_ R.F. Structural Consultants, Inc. Andalusia '„,O WoodWork575-153 Merle Drive, Ste. B Temporary Administration Building Palm Desert, CA 92211 (Plan 2B) SOFTWARE FOR WOOD DESIGN Sep. 26, 2005 14:49:51 Beam 00- Garage Door HDR (office Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern fv @d = 61 fb = 1378 0.27 = L/888 0.78 = L/309 972 Total Start End Start End Load? Loadl Dead Full Area 20.00 (6.00)* Fcp'= 650 No Load2 Live Full Area 16.00 (6.00)* 1.0 No Load3 Dead Full Area 15.00 (3.00)* No =Tributary wiatn (rt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 20'-3" Dead 1819 Design Value 1819 Live 972 fv @d = 61 fb = 1378 0.27 = L/888 0.78 = L/309 972 Total 2791 1.00 1.000 2791 Bearing: 1.00 1.00 2 Fcp'= 650 1.00 1.00 Length 1.0 1.00 1.0 Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x12" {,✓/ 5 i-h'yV0AA0 Self Weight of 14.61 plf automatically included in loads; C�q%o 6e -g Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n FACTORS: F CD Shear Bending(+) Live Defl'n Total Defl'n fv @d = 61 fb = 1378 0.27 = L/888 0.78 = L/309 Fv' = 190 Fb' = 2400 0.68 = L/360 1.01 = L/240 fv/Fv' = 0.32 fb/Fb' = 0.57 0.41 0.78 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 14127 lbs -ft Shear : LC# 2 = D+L, V = 2191, V@d = 2515 lbs Deflection: LC# 2 = D+L EI=1328.38e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT R.F. Structural Consultants, Inc. Andalusia' WoodWork 75-153 Merle Drive, Ste. B �ministration Building J Palm Desert, CA 92211 Ian 2B) ��r SOFTWARE FOR WOOD DESIGN Sep. 26, 2005 12:22:31 Beam i�r - HDR at Right of Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 630 Total Start End Start End Load? Loadl Dead Full Area 20.00(15.00)* 1200 No Load2 Live Full Area 16.00(15.00)* 1.0 No Load3 Dead Full Area 15.00 (3.00)* L/240 No -rrinuzary wiaLn trz) MAXIMUM 0' 5'-3" Dead 924 Value 924 Live 630 Shear 630 Total 1554 85 1554 Bearing: fb = 883 Fb' = 1200 fb/Fb' = 0.74 Live Defl'n Length 1.0 0.17 = 1.0 Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations:. ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 64 Fv' = 85 fv/Fv' = 0.75 Bending(+) fb = 883 Fb' = 1200 fb/Fb' = 0.74 Live Defl'n 0.03 = <L/999 0.17 = L/360 0.19 Total Defl'n 0.08 = L/759 0.26 = L/240 0.32 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 F1' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E. = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 2040 lbs -ft Shear : LC# 2 = D+L, V = 1554, V@d = 1283 lbs Deflection: LC# 2 = D+L EI= 122.O1eO6 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT 4-13 5 %- R.F. Structural Consultants, Inc. Andalusia Z2 WO DIS Wo r k s® 75-153 Merle Drive, Ste. B Temporary Administration Building Palm Desert, CA 92211 (Plan 2B) 27.._ SOFTWARE FOR WOOD DESIGN Sep. 26, 2005 14:27:08 Beam Drop BM at Rear of Office Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear 744 Total Start End Start End Load? Loadl Dead Full Area 20.00(15.50)* 1.0 No Load2 Live Full Area 16.00(15.50)* L/360 No Load3 Dead Full Area 15.00 (5.00)* L/240 No xrriourary wiarn cru) MAXIMUM REA :TIONS (lbs) and BEARING LENGTHS (in 0' 6' Dead 1184 Value 1184 Live 744 Shear 744 Total 1928 85 1928 Bearing: fb = 673 Fb' = 1.0 fb/Fb' = 0.56 1.0 Length. Timber -soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 56 Fv' = 85 fv/Fv' = 0.65 Bending(+) fb = 673 Fb' = 1200 fb/Fb' = 0.56 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.12 Total Defl'n 0.06 = <L/999 0.30 = L/240 0.20 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million .1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 2893 lbs -ft Shear : LC# 2 = D+L, V = 1928, V@d = 1527 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT �� R.F. Structural Consultants, Inc. Andalusia WoodWorks' 75-153 Merle Drive, Ste. B Temporary Administration Building Palm Desert, CA 92211 (Plan 2B) ;23 SOFTWARE FOR WOOD DESIGN Sep. 26, 2005 14:31:58 Beam HDR at Hallway 2 Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 810 Total Start End Start End Load? Loadl Dead Full Area 20.00(22.50)* Length No Load2 Constr. Full Area 16.00(22.50)* L/360 No Load3 Dead Full Area 15.00 (5.00)* L/240 No -rripuLary wiaLn k1L) MAXIMUM 0. 4'-6" Dead 1195 Value 1195 Live 810 Shear 810 Total 2005 119 2005 Bearing: fb = 883 Fb' = Length 1.0 Live Defl'n 1.0 Lumber -soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -11997: (stress=psi, and in) .Criterion Analysis Value Design Value Analysis/Design Shear fv @d.= 87 Fv' = 119 fv/Fv' = 0.73 Bending(+) fb = 883 Fb' = 1462 fb/Fb' = 0.60 Live Defl'n 0.02 = <L/999 0.15 = L/360 0.12 Total Defl'n 0.05 = <L/999 0.22 = L/240 0.21 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb''+= 900 1.25 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Ell = 95 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 2255 lbs -ft Shear : LC# 2 = D+C, V = 2005, V@d = 1466 lbs Deflection: LC# 2.= D+C EI= 177.83e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction ,CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I I I COMPANY PROJECT "I �. 5 R.F. Structural Consultants, Inc. Andalusia 21 WoodWorks R 75-153 Merle Drive, Ste. B Temporary Administration Building Palm Desert, CA 92211 (Plan 26) SOFTWARE FOR WOOD DESIGN Sep. 27, 2005 09:50:37 Beam #24 - HDR at Hallway 2 Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Full,.Area 20.00 (2.00)* 95 No Load2 Live Full Area 16.00 (2.00)* 1.0 No Load3 Dead Full Area 15.00 (5.00)* L/360 No Load4 Dead Point 1200 1.75 No Loads Live Point 810 1.75 No =•rrinutary wiatn (rt) MAXIMUM 0' 6'-9" Dead 1309 Value 731 Live, 708 Shear 318 Total 2017 95 1049 Bearing: fb = 535 Fb' = 1.0 fb/Fb' = 0.54 1.0 Length Lumber -soft, D.Fir-L, No.2, 4x12" Self Weight of 9.35 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 71 Fv' = 95 fv/Fv' = 0.75 Bending(+) fb = 535 Fb' = 990 fb/Fb' = 0.54 Live Defl'n 0.01 = <L/999 0.22 = L/360 0.05 Total Defl'n 0.03 = <L/999 0.34 = L/240 0.10 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 3289 lbs -ft Shear LC# 2 = D+L, V = 2017, V@d = 1870 lbs Deflection: LC# 2 = D+L EI= 664.44e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. KDS -1 ID 0 7- LATERAL ANALYSIS SECTION 1 - L1 Wind: '. } I 2i9 Sheet #: 16.5 Job #: Ce......................../............................................................. ................... Plan: PLAN 2 Date: 8/4/2'004 Wind: '. Plate height(ft)......................................................................` .................10 Building height(ft)................................................................ ................ 16.5 Windheight,(ft)................................................................... ................20 Ce......................../............................................................. ................... 1.13 Cq....................................................................................... 1.3 qs(pso............................................................................... ................ 12.6;. Iw..........................................................................................................1 Wind pressure = Ce*Cq*qs*lw(psf)............................................:.................18.51 Tributary ht = plate ht/2 + (bldg ht -plate ht)(ft)............................................... 11.5i: Wind load = wind pressure x tributary height,(plf).........................:................. 213 Seismic: Seismicfactor........................................................................:................. 0.175 Roofdepth(ft).............................:..........................................:................. 66 Roofwt(psf)........................................................................................... 20 Exterior wall wt(psf)..................................................................................15 Interior wall wt(psf)...................................................................................10 Number of exterior wall........................................................... ............... 2 1 Number of interior wall............................................................................... 2 If Total dead load(plf)..................................................................................1570;: v = seismic factor x total dead load (pif)......................................................... 275 Governing load(pif)............................................................ ...... SEISMIC 275 i Roof Diaphragm: Span(ft).................................................................................................. 28 Maximum shear = (load)(span/2)/(depth)(plf).................................................. 58.33 Chord force = (1/8)(load)(span ^2)/depth((Ib)................................................. 408 ' USE 1/2 -IN CDX UNBLOCKED 24/0 W/ 10D AT 6-IN,12-IN O/C USE 12-16D PER PLATE SPLICE, UNO , LATERAL ANALYSIS SECTION 2-L2 Wind: Sheet#� � Job #: 25 Plan: PLA 2 Date: , ' if � ' Plate height - � Building height (ft).................................................................................... � 18 � Wind height, - '' � [�*........................ L-----------------...-------..113. . Cn......................................................................................................... � 1.3' qs/,.................................................................................................. 12. Iw........................................................................................................... 1 VVmd pressure = lV/osM.............................................................. 1Q.G1 Tributary ht=plate ht/2+(bldg ht) (ft) ............................................... 11 \8/hld load =wind pressure xtributary height, holf\----------.^—..—.. 204 Seismic: Seismic factor .......................................................................................... Ci1 75 Roofdepth 0t.......................................................................................... 48 Roofmt/oao........................................................................................... 2O Exterior wall mt(msf)................................................................................... 15 � Interiorwall mt(osM.................................................................................... 10 Number of exterior wall .............................................................................. Number ofinterior wall ....... ....................................................................... Totaldead load /oU1................................................................................... v=seismic factor xtotal dead load (oUl------------------'21� ' � / ' &pan(ft)--------------.-----_____________ 30 j7 K8a�rnU[Ooh�ar=0oad\(apa\/olf\.................................................. C�hordfon:e=(1/8)/hoad\/aoa/Uh\-------..--'.-----.. 497 it USE 1/2 -IN CDX UNBLOCKED 240W/ 10DAT6-|N.12-|N O/C USE 12-16D PER PLATE SPLICE' HNO � � � ' LATERAL ANALYSIS SECTION 3 - L3 IN Sheet #: Job #: 4253,:! Plan: PLAN 2 Date: 8/4/2004 Plateheight (ft) ........................................................................................ 16 Building height (ft) .................................................................................... 17. Windheight, (ft) ....................................................................................... 20 Ce........................ / .............................................................. 15 Cq......................................................................................................... 1.3 qs(psf) .................................................................................................... 12.6; lw.......................................................................................................... 1 Wind pressure = Ce*Cq*qs*lw (psf) .............................................................. 18.51 Tributary ht = plate ht/2 + (bldg ht -plate ht) (ft) ............................................... 9.5 Wind load = wind pressure x tributary height, (plf) ........................................... 176 Seismic: Seismicfactor ............................................................................................ 0.175 Roofdepth (ft) ........................................................................................... 17 Roof wt (psf) ............................................................................. I ................ 20 Exterior wall wt (psf) .................................................................................. 15 Interior wall wt (psf) ................................................................................... 10 Number of exterior wall ............................................................. ................ 2 Number of interior wall ............................................................................... 0 Totaldead load (plq .................................................................................. 580 v = seismic factor x total dead load (plf) ........................................................ 102 Governing load (plf) .................................................................... WIND 176 Roof Diaphragm: Span(ft) .................................................................................................. 11 Maximum shear = (load) (span/2)/(depth) (plf) ................................................. 56.94 Chord force = (1/8)(load)(span A 2)/depth ((1b) .................. ............................... 157 USE 1/2 -IN CDX UNBLOCKED 24/0 W/ 10D AT 6 -IN, 1 2 -IN O/C USE 12-16D PER PLATE SPLICE, LINO 11 11 rLATERAL ANALYSIS �+ Sheet #: Job #: 4253; iN Plan: PLA 2 Date: 8/4/2'004 SECTION 4 - L4 f ' Wind: Plate height(ft).............................................................. .......................... .10 Building height(ft)................................................I.................................... 15 ' Wind height,(ft)...................................................I ................... ................. 15 Ce......................../................................................................................ 1.06 Cq.................................................................... ............... 1.3 ' qs(psf)............................................................. 12.61: Iw............................................................. .... I ...................................1 Wind pressure = Ce*Cq*qs*lw(psf).............................................:................17.36 Tributary ht =plate ht/2 + (bldg ht -plate ht) (ft)........... 10 Wind load = wind pressure x tributary height, (plf)..... ................................... 174 I' Seismic: i Seismicfactor.......................................................................................... 0.175 Roofdepth(ft)......................................................................... ' ...............14 Roofwt(psf)...................................................... 20 Exterior wall wt(psf).............................................1...................:................15 Interior wall wt(psf)..................................................................................10 ' Number of exterior wall............................................................. ! ................ 2 Number of interior wall...............................................................................1 Total dead load (plf).. . • .480 v = seismic factor x total dead load pl ............. (p f) ..................:............... 84 S Governing load(plf)................................................................. WIND 174 Roof Diaphragm: ap agm. ' Span(ft)................................................................................................. Maximum shear = (load)(span/2)/(depth) (plf).................................................124.29 20 Chord force = (1/8)(load)(span^2)/depth((Ib)................................................. 621 USE 1/2 -IN CDX UNBLOCKED 24/0 W/ 10D AT 6-IN,12-IN O/C USE 12-16D PER PLATE SPLICE, LINO N 11 11 Governing load(plf).................................................................... WIND 259 Roof Diaphragm: Span(ft)........................................... ....................... 28 Maximum shear =load s an/2 / de th I ............. ... :......... ................. 80.54 Chord force = (1/8)(load)(span"2)/depth ((Ib) .................. ...... 564 1 USE 1/2 -IN CDX UNBLOCKED 24/0 W/ 10D AT 6-IN,12-IN O/C USE 12-16D PER PLATE SPLICE, UNO ie L� 11 r, f LATERAL ANALYSIS " 30 . Sheet # : Job #: 4253 . Plan: PLAN 2 Date: 8/4/2Q04 SECTION 1 - T1 Wind: r Plate height(ft)........................................................................................10 Building height(ft)................................................................. ................ 19 ' Wind height,(ft)................................................:......................... 20 Ce......................../...............................................................................1.13 Cq..........................................................................................................1.3 ' qs(psf)................................................................................ ............... 12.6 Iw..........................................................................................................1 Wind pressure = Ce*Cq*qs*lw (psf)............... il' 18.51;, ' Tributary ht = plate ht/2 + (bldg ht -plate ht)(ft)............................................... 14 Wind load = wind pressure x tributary height,(plf)........................................... 259 ` Seismic: Seismicfactor.......................................................................................... 0.176 Roofdepth(ft).......................................................................................... 45 ' Roof wt(psf)........................................................................................... 20 Exterior wall wt(psf)................................................................ .:................15 Interior wall wt(psf)...................................................................................10 Number of exterior wall.............................................................................. 2 Number of interior wall............................................................................... -. 2 Total dead load(plf).................................................................:................1150: v = seismic factor x total dead load(plf)........................................................ 201 Governing load(plf).................................................................... WIND 259 Roof Diaphragm: Span(ft)........................................... ....................... 28 Maximum shear =load s an/2 / de th I ............. ... :......... ................. 80.54 Chord force = (1/8)(load)(span"2)/depth ((Ib) .................. ...... 564 1 USE 1/2 -IN CDX UNBLOCKED 24/0 W/ 10D AT 6-IN,12-IN O/C USE 12-16D PER PLATE SPLICE, UNO ie L� 11 11 11 LATERAL ANALYSIS 4 Sheet #: ' Job #: 42531; Plan: PLAN 2 Date: 8/4/2004 SECTION 2 - T2 Wind: Plate height(ft).........................................................................................10 i� t Buildingheight(ft).................................................................................... 16 Windheight,(ft).......................................................................................20 Ce......................... /................................................................................ 1.13 Cq......................................................................................................... 1.3 ' qs(psf).................................................................................................. 12.6 Iw..........................................................................................................1 Wind pressure = Ce*Cq*qs*lw(psf)..............................................................18.51; ' Tributary ht = plate ht/2 + (bldg ht -plate ht)(ft).............................. A ................ 11 Wind load = wind pressure x tributary height,(plf)........................................... 204 Seismic: Seismicfactor.......................................................................................... 0.175 Roofdepth(ft).......................................................................................... 38 ' Roof wt(psf).:............................................................................... ....... 20 Exterior wall wt(psf)..................................................................................15 Interior wall wt(psf)...................................................................................10 ' Number of exterior wall.............................................................................. 2 Number of interior wall ...................................................... ...................... 2 Total dead load(plf)..................................................................................10101; v = seismic factor x total dead load I ............. 177 r r Governing load(plf).................................................................... WIND 204 Roof Diaphragm: ......... ............... Span(ft)........................................... .......................... Maximum shear = (load) (spa n/2)/(depth) (plf)............................................... ... 24 is 64 4 Chord force = (1/8)(load)(span^2)/depth ((Ib) ................................................. 387 ' USE 1/2 -IN CDX UNBLOCKED 24/0W/ 10D AT 6-IN,12-IN O/C USE 12-16D PER PLATE SPLICE, UNO 11 11 1 i; LATERAL ANALYSIS Sheet #: Job #: 4253!-, Plan: PLAN 2 Date: 8/4/20K 04 r SECTION 3 - T3 Wind: Plateheight(ft)........................................................................................16 Building height(ft).................................................................................... 17.5 rWind height,(ft).......................................................................................20 Ce........................ /...................................................................... ........... 1.13 Cq......................................................................................................... 1.3 qs(psf)................................................................................................... 12.6 .. Iw..........................................................................................................1 , Wind pressure = Ce*Cq*qs*lw(psf)..............................................................18.51 1 Tributary ht = plate ht/2 + (bldg ht -plate ht)(ft)............................................... 9.5 Wind load = wind pressure x tributary height,(pif)........................................... 176 Seismic: ` Seismicfactor.......................................................................................... 0.175; Roofdepth(ft)..........................................................................................13 Roof wt(psf).......................................... � r ................................................. 20 Exterior wall wt(psf)....................................................................:.............15 Interior wall wt(psf)...................................................................................10 Number of exterior wall.............................................................................. 2 Number of interior wall................................................................................ 0 Total dead load(plf)..................................................................................500 v = seismic factor x total dead load(plf)........................................................ 88 rGoverning load(plf).................................................................... WIND 176 Roof Diaphragm: Span(ft)................................................................................................. 17 ' Maximum shear =loadpan/2)/(depth)I ( )(s (p f) .................................................115.0:8 Chord force = (1/8)(load)(span ^2)/depth((Ib)................................................. 489 USE 1/2 -IN CDX UNBLOCKED 24/0 W/ 10D AT 6-IN,12-IN O/C USE 12-16D PER PLATE SPLICE, UNO 1 :� � I I I LATERAL ANALYSIS Sheet #: Job #: 4253;` ' Plan: PLAN 2 Date: 8/4/2004 SECTION 4 - I� �Y Wind: Plate height(ft)........................................................................................ 1 Building height(ft).................................................................................... 17 5 : Wind height,(ft).......................................................................................20 Ce......................../................................................................................. 1 13 '� . Cq..................................................... 1.3 qs(psf).................................................................................................. 12.6 Iw................................................................... Wind pressure = Ce*Cq*qs*lw(psf)..............................................................18.51!i Tributary ht = plate ht/2 + (bldg ht -plate ht)(ft)............................................... 12.5 Wind load = wind pressure x tributary height,(plf)........................................... 231 ' Seismic: Seismicfactor.......................................................................................... 0.170 Roofdepth(ft).......................................................................................... 22 Roofwt(psf)........................................................................................... 20 :. Exterior wall wt(psf)..................................................................................15 Interior wall wt(psf)...................................................................................10 Number of exterior wall.............................................................................. 2 Number of interior wall...............................................................................1 Total dead load(plf)...............................................................640 r v = seismic factor x total dead load(plo........................................................ 112 i� Governing load(plf)..................................................................... WIND 231 Roof Diaphragm: Span(ft)................................................................................................. 13 Maximum shear = (load) (spa n/2)/(depth) (plf)................................................. 68.25, Chord force = (1/8)(load)(span^2)/depth((Ib).................................................. 222 USE 1/2 -IN CDX UNBLOCKED 24/0 W/ 10D AT 6-IN,12-IN O/C USE 12-16D PER PLATE SPLICE, UNO Total load = 275 if x 22.5' = 6188# SW length SW shear = 6188/18 = 344 plf Use SW Type 11 w/ 2x sill plate & 5/8" x 12" A.B. @ 32" o/c Max drag load = 2627#. Use 24-16D's per top plate splice:. Max uplift load = 4816# ok- Use Simpson HPAHD22-2P at exterior and HPA35 at interior D�-- end. SW3 - LEFT OF MASTER SUITE AND BED 2 Total load = 275 plf x 8.5' + 212 plf x 16.5' = 5836# SW length = 8 + (9—.31-5 SW shear = 5836/2.2.5= 344 f Use SW Type 11 w/ 2x sill plate & 5/8" x 12" A.B. @ 32" o -./c alc.. Max drag load = 2298#. Use 24-16D's per top plate splice;.O Max uplift load = 3440#0Er_ Use Simpson HPAHD22 to hold down each ends. SW4 - RIGHT OF LAUNDRY AND BATH 3 Total load = 212 p�,f x 17.0' = 3604#2 ( SW length = 5 +14 _ 'E �y►� P(� SW shear = 3604/ ,r= elf v Use SW Type It w/ 2x sill plate & 5/8" x (. A.B. @o/c Max drag load = 1432#. Use 18-16D's per'top plate splice,,. Max uplift load = 2410# C> Use Simpson HPAHD22 to hold down each corners. ' SW5 - RIGHT OF GARAGE 2 Total load = 174 plf x 10.5' = 1827# SW length = 6.5' SW shear = 1827/6.5 = 281 plf Use SW Type it w/ 2x sill plate & 5/8" x 12" A.B. @ o./c Max drag load = 1050#. Use 128-16D's per top plate splice. Max uplift load = 2810# D K Sheet#: 31 Job#: 4253 SW DESIGN (UBC 1997/CBC 2001)' SW1 - RIGHT OF GREAT RM Total load = 275 plf x 14.0' 3850# SW length =4P54 7-,50+o y, SW shear = 3850/ = 2.5e3 --15-1-f P4,,4 Use SW Type 10 w/I'Lx sill plate & 5/8" x 12" A.B. @ 48" o,,/c Max drag load = 1515#. Use 18-16D's per top plate splice.e Max uplift load = 3598# U �- Use Simpson HPAHD22 to hold down each corners. SW2 - LEFT OF KITCHEN Total load = 275 if x 22.5' = 6188# SW length SW shear = 6188/18 = 344 plf Use SW Type 11 w/ 2x sill plate & 5/8" x 12" A.B. @ 32" o/c Max drag load = 2627#. Use 24-16D's per top plate splice:. Max uplift load = 4816# ok- Use Simpson HPAHD22-2P at exterior and HPA35 at interior D�-- end. SW3 - LEFT OF MASTER SUITE AND BED 2 Total load = 275 plf x 8.5' + 212 plf x 16.5' = 5836# SW length = 8 + (9—.31-5 SW shear = 5836/2.2.5= 344 f Use SW Type 11 w/ 2x sill plate & 5/8" x 12" A.B. @ 32" o -./c alc.. Max drag load = 2298#. Use 24-16D's per top plate splice;.O Max uplift load = 3440#0Er_ Use Simpson HPAHD22 to hold down each ends. SW4 - RIGHT OF LAUNDRY AND BATH 3 Total load = 212 p�,f x 17.0' = 3604#2 ( SW length = 5 +14 _ 'E �y►� P(� SW shear = 3604/ ,r= elf v Use SW Type It w/ 2x sill plate & 5/8" x (. A.B. @o/c Max drag load = 1432#. Use 18-16D's per'top plate splice,,. Max uplift load = 2410# C> Use Simpson HPAHD22 to hold down each corners. ' SW5 - RIGHT OF GARAGE 2 Total load = 174 plf x 10.5' = 1827# SW length = 6.5' SW shear = 1827/6.5 = 281 plf Use SW Type it w/ 2x sill plate & 5/8" x 12" A.B. @ o./c Max drag load = 1050#. Use 128-16D's per top plate splice. Max uplift load = 2810# D K Sheet#. 3 Job#: 4253 Use Simpson HPAHD22-2P at exterior and HTT22 at corner fot holdowns. SW6 - LEFT OF PORTICO Total load = 176 plf x 6.0' + 174 plf x 10.5' = 2883# SW length = 78,5'-$Cll,bo-�,5, A/l6,,-,v,0 ,,�r��3ow ' SW shear = 2883/V-.5 = 3,4� -38&/,V pLF Use SW Type 1% w/ 2x sill plate & 5/8" x 12" A: B. @ J2" o%c -5-TU- Max drag load = 1923#. Use 18-16D's per top plate splice:. Max uplift load = 5100# Uv,_ Use Simpson HTT22 for holdowns. SW7 - FRONT OF GARAGE 2 Total load = 231 plf x 6.75'= 1560# SW length = 6.0' SW shear = 1560/6.0 = 260 plf Use SW Type 10 w/ 2x sill plate & 5/8" x 12" A.B. @ 48" oi/c Max drag load = 1115#. Use 12-16D's per top plate splice;`. Max uplift load = 2600# Use Simpson HPAHD22 at exterior and HTT22 at corner for holdowns. SW8 - REAR OF GARAGE 2 Total load = 231 plf x 6.75' + 176 plf x 8.5' = 3056# SW length = 9.5' SW shear = 3056/9.5 = 322 plf Use SW Type 11 w/ 2x sill plate & 5/8" x 12" A.B. @ 32" of/c Max drag load = 1601#. Use 18-16D's per top plate splice!. Max up'lift load = 3220# Use Simpson HPAHD22 at exterior and HTT22 at corners for holdowns. SW9 - REAR OF PORTICO Total load = 176 plf x 8.5' = 1496# SW length = 8' SW shear = 1496/8 = 187 plf Use SW Type 10 w/ 2x sill plate & 5/8" x 12" A.B. @ 48" o/c Max drag load = 408#. Use 12-16D's per top plate splice.;' Max uplift load = 2805# Use Simpson HPAHD22 at exterior and HTT22 at corner for holdowns. SW10 - FRONT OF GARAGE 1 Total load = 204 plf x 12.5' SW length = 4' SW shear = 2550/4 = 638 plf = 550# TOTAJ- Lo& Cluj SW10 - FRONT OF GARAGE\1 Total load = 204 plf x Use HF10X18 1-1/8 w/ t Max drag load = 223 U Use 3-#5 bars top nd bott ' SWll - REAR OF GARAGE 1 Lam' C AND 2M ONLY) =2550# 1 capacity = 3017#� D/✓1�� 24-16D' s per top plate s lice::�. �n 10'-0" past HF E/W. Total load = 204 plf x 23.75' = 4845# SW length = 10' SW shear = 4845/10 = 485 plf Use SW Type 12 w/ 2x sill plate & 5/8" x 12" A.B. ' Max drag load = 2850#. Use 24-16D's per top plate Max uplift load = 4850# Use Simpson HPAHD22-2P at both ends for holdowns. SW12 - FRONT OF DINING AND W.I.C. Total load = 204 plf x 12' + 259 plf x SW length = 8 + 8 = 16' SW shear = 5233/16 = 327 plf Use SW Type 11 w/ 2x sill plate & 5/8" Max drag load = 550#. Use 12-16D's per Max uplift load = 3270# 12" o,/c splice; 10.75' = 5233# x 12" A.B. @ 32" o/c top plate splice. Use Simpson HPAHD22 at exterior and HPA28 at holdowns. interior for; SW13 - REAR OF DINING AND MASTERBATH Total load = 259 plf x 26' = 6734# r Sheet#: .96 SW shear = 6734/15 _ 1-/ Y g,93 PLF U Job#: 4253 ,{ Use ' SW Type 13 w/ 3x sill plate & 5/8" x 12" A.B. @ 16" o%c Max drag load = 2119#. Use 24-16D's per top plate Max drag load = 2.040#. Use 18-16D's per top plate splice'.;. Max uplift load = 6380# 3-#5 bars Use Simpson HDBA at both ends for holdowns. Use 3-#5 bar;:§ SW14 - REAR OF GREAT RM otal load = 259 plf x 22' _ (5698#)X�'i,3 = 3 56U,�6 top and bottom 10'-0" past SW E/W. SW10 - FRONT OF GARAGE\1 Total load = 204 plf x Use HF10X18 1-1/8 w/ t Max drag load = 223 U Use 3-#5 bars top nd bott ' SWll - REAR OF GARAGE 1 Lam' C AND 2M ONLY) =2550# 1 capacity = 3017#� D/✓1�� 24-16D' s per top plate s lice::�. �n 10'-0" past HF E/W. Total load = 204 plf x 23.75' = 4845# SW length = 10' SW shear = 4845/10 = 485 plf Use SW Type 12 w/ 2x sill plate & 5/8" x 12" A.B. ' Max drag load = 2850#. Use 24-16D's per top plate Max uplift load = 4850# Use Simpson HPAHD22-2P at both ends for holdowns. SW12 - FRONT OF DINING AND W.I.C. Total load = 204 plf x 12' + 259 plf x SW length = 8 + 8 = 16' SW shear = 5233/16 = 327 plf Use SW Type 11 w/ 2x sill plate & 5/8" Max drag load = 550#. Use 12-16D's per Max uplift load = 3270# 12" o,/c splice; 10.75' = 5233# x 12" A.B. @ 32" o/c top plate splice. Use Simpson HPAHD22 at exterior and HPA28 at holdowns. interior for; SW13 - REAR OF DINING AND MASTERBATH Total load = 259 plf x 26' = 6734# r SW length = 7 + _ Is' SW shear = 6734/15 _ 1-/ Y g,93 PLF Use SW Type 13 w/ 3x sill plate & 5/8" x 12" A.B. @ 16" o/c d Max drag load = 2119#. Use 24-16D's per top plate splice.. Max uplift load = 8582# C)k h Use Simpson HD10A at both ends for holds. Use 3-#5 bars top and bottom 10'-0" past SW E/W. SW14 - REAR OF GREAT RM otal load = 259 plf x 22' _ (5698#)X�'i,3 = 3 56U,�6 _ - $�'o /q/�Tzo `y� Dnl 6 Use (2) HF12X24 -,?-/8 w/ total capacity = V4-9-&#0� Max drag load = 2035#. Use 24-16D's per top plate splice;. O k Use 3-#5 top and bottom 10'-0" past HF E/W. I �jS- 3101-r- Sheet# : • Job# : 42::53 SW15 - REAR OF PATIO 2 Total load = 125plf x Lir = 2-5�4 Use HFlOX18 = /8 w/ total capacity = 364;Q1# Jgja 4 Max drag load = 1975#. Use 18-16D's per top plate splicejl. Use 3-#5 top and bottom 10'-0" past HF E/W. SW16 - REAR OF PATIO 1 Total load = 201 plf x 8' x 73% = 1173# Use HF12X18 7/8 w/ total capacity = 1584# Max drag load = 1090#. Use 12-16D's per top plate splice'. Use 3-#5 top and bottom 10'-0" past HF E/W. SW17 - RIGHT OF. PORTI �i T. Total load = 176 pl x 6' = 1056# w*NOGc'-'S Use HFlOX12 7/8 w total capacity = 1312# L - l6, 509 g50S .b0 Max drag load/ad 00#. Use 12-16D's per top plate splice.i. Use 3-#5 top bottom 10' -0" past HF E/W. t. 16; S 6 4x..5/ � �T- � 32 PLS 41 Sr SW18 -'RIGHT OF BATH 3 (E 2M) w% 5''�� Total load = 212 plf x . 5' = 742#��STa� pz, SW length = 5' L6� /6/> s Pel Sf`a�.G SW shear = 742/5 149 plf a�`� ��r `� 4 . �; Use SW Type 10 / 2x sill plate & 5/8" x 12" A.B. @ 48" o./c Max drag to = 350#. Use 12-16D's per top plate splice.; ;L -I - Max uplif load = 1490# Use Sim on HPAHD22 at exterior and HTT22 at corner for holdo s .��' FOUNDATION DESIGN Sheet#: 3 Job# : 4253 Plan : PLAN Soil bearing pressure = 1500 psf Roof load: 36 psf x 45/2 = 810 plf Wall: 15 psf x 14 = 210 Footing: 150 pcf x 1 x 1 = 150 Total = 1170 plf' Width required = (1170/1500)x12 = 9.4" Use 12" x 12" continuous footing with�44 bar at top and:, bottom Footing capacity = (1500 x 40 x 12)/(144) = 5000 lbs PAD DESIGN B24 =740# Use 2'-6" sq x 12" deep pad w/ 3 4 bars each way B25R = 9 4 1\0 �23 Use 0 1 sq 12" deep p w/ 344 bars each way ftv� GT at Garage 1 ele- C 54509 Use 2'-6" sq x 12" pad w/ 3-#4 bars each way GT at Garage 1 e ev 2M = 35# Use 3'-0" sq x 2" deep pad 3-#4 bars each way S& 60 C I ' ,,.a^¢-=•man..c.�:.. � :..- �..a.. T:.� -.. .... a.:.=: ... _ .:,'firs __.. .. t.F r.. ..,,r...,.:.:.. ,. STRUCTURAL CALCULATIONS FOR ANDALUSIA DETACHED TEMPORARY OFFICES (PLAN 3XC GUEST SUITE) AT LA QUINTA, CA JOB # 4253 9/30/2005 DESIGNER: PEKAREK-CRANDELL, INC. CLIENT: T.D. DESERT DEVELOPMENT DESIGNED BY: T.L. ZEYAD FAQIR P.E. R F STRUCTURAL CONSULTANTS, INC. 75-153 MERLE DRIVE, STE. B, PALM DESERT, CA. 92211 PHONE (760) 836-1000 FAX (760) 836-0856 V2 s 3 O E -T -,4c [+C --D rE-f xF. C) FFrC. IS DESIGN CRITERIA ROOF LOAD AT 4 TO 12 SLOPE: TILE ROOF = 10.00 psf PLYWOOD = 2.50 psf TRUSSES = 3.00 psf DRYWALL = 2.50 psf INSULATION = 1.00 psf MISCELLANEOUS =1.00 psf DEAD LOAD = 20.00 psf LIVE LOAD = 16.00 psf TOTAL = 36.00 psf EXTERIOR WALLS =15.00 psf INTERIOR WALLS =10.00 psf SEISMIC ZONE 4 FAULT TYPE A Na =1.0 APPROXIMATELY 12 km TO FAULT SOIL, PROFILE Sd SEISMIC COEFFICIENT Ca = 0.44Na STRUCTURAL SYSTEM R = 4.5 SEISMIC FACTOR = (2.5 X 0.44 x 1.00 x 1.00)/(1.4 x 4.5) = 0.175W SEE CALCULATIONS FOR p FACTOR WIND EXPOSURE C WIND SPEED 70 MPH MAXIMUM HEIGHT 15 ft WIND FACTOR 17.36 psf MAXIMUM HEIGHT 20 ft WIND FACTOR 18.51 psf MAXIMUM HEIGHT 25 ft WIND FACTOR 19.49 psf SOIL BEARING PRESSURE 1500 psf (per Earthsystems Southwest soils report) 1997 UNIFORM BUILDING CODE/2001 CALIFORNIA BUILDING CODE 11 11 Ul 11 COMPANY PROJECT y;? '! ® R.F. Structural Consultants, Inc. Andalusia / �WoodWorks 75-153 Merle Drive, Ste. B Detached Guest Suite Palm Desert, CA 92211 (flan 3 YC� SOFTWARE FOR WOOD DESIGN Mar. 23, 2005 11:32:25 Beam Typ. HDR at Guest Suite Design Check Calculation Sheet Sizer 2002a ��TAC. �p TQM ii LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern Shear 304 Total ". 808 Start End Start End Load? fb = Loadl Dead ii Full Area 20.00 (8.00)* 1.0 No Load2 Live Full Area 16.00 (8.00)* Total Defl'n;; No <L/999 Load3 Dead Full Area 15.00 (3.00)* No rrinuLary wiaLn (rL) li MAXIMUM REACTION 4'-9^ Dead ? 509 Value 509 Live 304 Shear 304 Total ". 808 85 808 Bearing: fb = 415 Fb' = ;11.0 fb/Fb' = 0.35 1.0 Length Timber -soft, D.Fir-L, No. 1, 6x6" Self Weight of 7.19 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load corpbinations: ICC -IBC; IS SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion 1i Analysis Value Design Value Analysis/Design Shear fv @d = 32 Fv' = 85 fv/Fv' = 0.38 Bending (+) fb = 415 Fb' = 1200 fb/Fb' = 0.35 Live Defl'n`' 0.01 = <L/999 0.16 = L/360 0.08 Total Defl'n;; 0.09 = <L/999 0:29 = L/240 0.18 ry . ADDITIONAL DATA: FACTORS: F 1 CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 0.00 1.00 1.00 2 Fcp'= 625 ,; 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ii Bending(+): LC# 2 = D+L, M = 959 lbs -ft Shear : LC# 2 = D+L, V = 808, V@d = 652 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's ale listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. V�6 vn L Z oP Q v rj Entry Office 1 — JtUrUgE Swi I.ch 1='Oorr� j ,�71, -- LATERAL ANALYSIS ECTION #1 LONGITUDINAL PLATE HEIGHT = 10.00 FT ROOF VERAGE HEIGHT = 13.00 FT WIND F,,ORCE (70 MPH) = 17.36 PSF WIND?JOAD = 17.36 psf x (13.00 ft-10.00ft/2) = 138.88 PLF SEISMIC LOAD= 0.175 x ((20.00 x 14.00)+(15.00 x 2 x 5.00)+(10.00 x l x 5.00)) SEISMIC LOAD= 84.00 PLF WIND GOVERNS = 138.88 PLF MAX. SHEAR = 138.88 plf x (26.00 ft)/(2 x 14.00 ft) = 128.96 PLF CHORD, FORCE = 138.88 plf x (26.00 ft**2)/(8 x 14.00 ft) = 838.24 LBS USE (6) 16 D's PER TOP PLATE SPLICE. SECTION #1 TRANSVERSE PLATE +HEIGHT = 10.00 FT ROOF AVERAGE HEIGHT = 13.00 FT WIND FORCE (70 MPH) = 17.36 PSF WIND LOAD = 17.36 psf x (13.00 ft-10.00ft/2) = 138.88 PLF SEISNIIC LOAD= 0.175 x ((20.00 x 40.00)+(15.00 x 2 x 5.00)+(10.00 x 2 x 5.00)) SEISMIC LOAD= 183.75 PLF SEISMIC GOVERNS = 183.75 PLF MAX. SHEAR = 183.75 plf x (14.00 ft)/(2 x 40.00 ft) = 32.16 PLF CHORD' FORCE = 183.75 plf x (14.00 ft**2)/(8 x 40.00 ft) = 112.55 LBS USE (6)1:16 D's PER TOP PLATE SPLICE. q -z'53 1 LATERAL ANALYSIS ' SHEA 11WALL #1 REAR ELEV ION � F � �-s .x1-- TOTALLOAD = 138.88 plf x (14.00 ft/2) = 972.16 LBS ' USE HARDY FRAME PANEL, USE (1) HF 10 x 18-7/8. TOTALiCAPACITY = 1912.00 LBS MAX. DRAG LOAD = 553.04 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. 1 USE (g)1I#5 BARS TOP AND BOTTOM 8 FT PAST HARDY FRAME PANEL EACH WAY. 1 SHEARI'WALL #2 INTERIOR GUEST SUITE WALL ' TOTAL LOAD = 138.88 plf x (40.00 ft/2) = 2777.60 LBS SHEARNALL LENGTH = 7.50 FT SHEAR;WALL = 2777.60 lbs/7.50 ft = 370.35 PLF ' USE SIMAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL. MAX. DRAG LOAD = 1388.80 LBS. USE (12) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 3589.53 LBS ' USE SIIVIPSON HPA35 TO HOLD DOWN EACH END. 1 SHEARTWALL #3 FRONT ELEVATION � nF cAssra TOTALLOAD = 138.88 plf x (26.00 ft/2) = 1805..44 LBS SHEARiWALL LENGTH = 5.00 FT SHEARjjWALL = 1805.44 lbs/5.00 ft = 361.09 PLF USE Sl -WAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL. MAX. DRAG LOAD = 1160.36 LBS. USE (10) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 3360.90 LBS USE S *PSON HTT22 TO HOLD DOWN EACH END. 1 �(rl�7 ' SHEAR! WALL #4 IST ELEVATION �oF c�ssrA� TOTALI,�LOAD =183.75 pif x14.00 ft/2)-1286.25 LBS SHEAR1;11WALL LENGTH = ( r �P.5 �' ) ' SHEAR; WALL = 1286.251bs/ 9 -ft = 64-A1444,F 75, 6 6 PAF USE SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C.,m MAX. DRAG LOAD = 607.40 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. D MAX. UPLIFT LOAD = -168.10 LBS o k NO UPLIFT, NO HOLDOWNS REQUIRED. II 11 �-! 2-63 LATERAL ANALYSIS L EFT SHEARI WALL #5 RiGW ELEVATION OF C.AS,.x tA, TOTA4LOAD = 183.75 plf x (14.00 ft/2) =1286.25 LBS SHEAR; WALL LENGTH = (21.00 - 2.50 - 2.50 - 2.50) = 13.50 FT (around window) SHEARWALL = 1286.251bs/13.50 ft = 95.28 PLF USE SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C. MAX. DRAG LOAD = 607.40 LBS: USE (6) 16D'S PER TOP PLATE SPLICE. MAX.'UPLIFT LOAD = -289.74 LBS NO SIGNIFICANT UPLIFT, NO HOLDOWNS REQUIRED. SHEET:..' JOB NC . ' PLAN: DATE: Q B -7 -AC H Cp 7-4 3A c. FOUNDA I ION ANALYSIS ,. (SB) SOIL BEARING PSF TO BE CONFIRMED PRIOR ' TO CONSTRUCTION CONFIRMED BY SOILS REPORT. ' ALOWABLE POINT LOAD ON CONTINUOUS FOOTING 150® ' P MAX = SB x S x W �. ._ - ................. _ _ 144 POST P MAX @ ( 1 -STORY) _ 0 0 - P ALLOWABLE = P MAX - TOTAL (S/12) 0 O Grnclj 'a• a ., a' ..' i .. ® � S=40 AT 1 STORY S=52 AT 2 STORY ji)o PAPS kECD-LALZAE- ' 0 CONTINOUS FOOTING (cb TYP LOADS TO FOOTING ' ROOF =� 0 S x WALL x a ' FLOOR = x = CONCRETE SELF WEIGHT = f .� O X ) 2 ll- TOTAL = 66 PLF 5130 (W) WIDTH REQUIRED = . USE WIDE X DEEP CONTINUOUS FOOTING @ 1 - STORY PORTI(bNS ' ALOWABLE POINT LOAD ON CONTINUOUS FOOTING 150® ' P MAX = SB x S x W �. ._ - ................. _ _ 144 POST P MAX @ ( 1 -STORY) _ 0 0 - P ALLOWABLE = P MAX - TOTAL (S/12) 0 O Grnclj 'a• a ., a' ..' i .. ® � S=40 AT 1 STORY S=52 AT 2 STORY ji)o PAPS kECD-LALZAE- ' 0 R F STRUCTURAL CONSULTANTS, INC. 75-153 MERLE DRIVE, STE. B, PALM DESERT, CA 92211 PHONE (760) 836-1000 FAX (760) 836-0856 E- MAIL RAYMOND@RFSTRUCTURAL.COM REDUNDANCY FACTOR CALCULATIONS r(max.) = (LOAD @a S. W. / TOTAL LOAD)x(10/L) with 10/L smaller or equal to 1.00 p = 2 (20/(r{max.) x A)) TOTAL AREA =4 53 lo A r TOTAL SEISMIC LOAD IN ONE DIRECTION LONGITUDINAL ' r(I) 4.0 ?$5�� S r(Z.) = b. 1/0/ r(3) = 0, )1 of) r(&t) D ro9'2xf" r(3) _ ap r( ) r( ) _ r( ) _ RHO LONGITUDINAL = �r6 USS RHO TRANSVERSE = VJ TRANSVERSE r(j) = �! r(s) r(g+ _ 1 r(@ $1=d - 0,� r(!4 = 4P,47,p low: m m 'f' Cguest flouce 6 -Bi '°'�TSIGNED f RESIDENTIAL COMMERCIAL S FLOOR TRUSSES �� W o>o� �Z 85-435 MIDDLETON STREET, THERMAL. CALIFORNIA 92 �z�90 i o -n OFFICE: (760) 397-4122 • FAX: (760) 397-4724 _ �m c www.spates.com Zo m U) Y U m M F- 1 9D N UJ C T10 = 200 PLF I 'l — 16'9" t 24" 0.1. 8. i A - Y i OD 0 c e O O 9D N UJ C T10 = 200 PLF ! ■I■ i• imi■ils ii-��i iii i i I �i i■t 24" O.C. I C.D 24"0C24"0C. ~ ° to ■ '_124 4 Lr) M U e In A A e N II - - Min - I �_�- � X11■ IN IN .. .. IN t RNDRLUSIR PLAN 2-B ' 9/28/04 I 'l — 16'9" t 24" 0.1. 8. i (n � Y U OD 0 c e O O = e O 1-- 1-- T45 JRCKS 7 m -) LL �- m ° m A o = 1 _jM o zrA mLLu e .. V 8 S 4 - -- o A m a N A n ul o n n m o RL LL on II ! ■I■ i• imi■ils ii-��i iii i i I �i i■t 24" O.C. I C.D 24"0C24"0C. ~ ° to ■ '_124 4 Lr) M U e In A A e N II - - Min - I �_�- � X11■ IN IN .. .. IN t RNDRLUSIR PLAN 2-B ' 9/28/04 _ _ THIS�EPARt COMPMPUT � DIM ) SUB_ BY T� ( ANUALUZ-! - IZ ) `WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING.. INSTALLING AND BRACING. REFER i0 BCS] 1 03 (BUILDING COMP OTIC Ni $pFErY INFORMAtiON), PIIBLISIIE.D BY IPI (tR11$i r1.nIE INSlillll[, SB.I VCHO(RIO DR.. SUITE ROD. MADISON, NI 53]19) AND MTCA (Moon INIIS$ coHNCII. nr AMrRIF.A. Gann I:Nrr.RPRISI: L. MADISON- NI 5 9) FOR SAFETY PRACTICES PRIOR TO PERFORMING r11ESE FII t1 f.FION$. IINLCSS OIIII:PNISI: IUOlfnll;n. TOP CHORD SHALL HAVE PROPERLY ATTACHED PRIOR PANELS AND D011DM f. HORD SIAL:. IIAVF, n PR nPER1.Y AIIACHrn RIGID CEILnIG. c �oFESS)o L O`D W `,�1 � ✓ C�PNov 18 20'�5� T C L L TC DL BC DL 1 6 14.0 7.0 0 PSF F PSF PSF Top chord 2x4 SPF 1650f -1.5E 16322 05299072 —IMPORTANT—FURNISH A COPY Or THIS DESIGN TO THE INSTALLATION CONIRAF.FnR. ALPINI. (OGINEI:RLD 70 mph wind, 16.60 ft mean h9t, ASCE 7-93, CLOSED bldg, located anywhere Bot chord 2x4 SPF 2100f -1.8E ALPINE PRODUCTS. INC. SMALL NOT BE REsPnNSIBLE FOR ANY DCv1ATION FROM nns DC SIGN; ANY rAn.IIRE FD nu n.0 u[ TRUSS IN CONT ORMANCE MItPl: OR FAOPICATING, IIA" NG. $HIPPING. INS FnLLINf, A ITR nf,l Nf, of TpII SSI: s. in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC Webs 2x4 HF Std/Stud P S F CA -ENG P C H/ G W H DL=5.2 psf. SPECIAL LOADS No. C 58005 ExD,6-30-2006 q� CIVIL a�P FOFCAUFoa TOT . L D . 37 .0 P S F S E 0 N Deflection meets L/360 live and L/240 total load. ------(LUMBER DUR,FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 28 PLF at -1.59 to 28 PLF at 30.26 10 psf BC live load per UBC. BC From 34 PLF at 0.00 to 34 PLF at 0.29 BC From 44 PLF at 0.29 to 44 PLF at 28.38 BC From 34 PLF at 28.38 to 34 PLF at 28.67 0-5-0 T 4X4= 3X5 (Al) = JnT OAY 3X5 (Al) 1-6-0 �y E 7-9-5 6-6-11 6-6 11 7-9-5 10-9-10 7-0-12 10-9-10 I _ 14-4-0 _ I _ 14-4-0 _ I i 28-8-0 Over 2 Supports R=1153 U=180 W=3.5" 5-2-5 0-5-0 14-0-12 R=1153 U=180 W=3.5" PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.1875" Ft. S ates Fabricators 760-397-4122 85-435 Middleton Street,Thermal CA `WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING.. INSTALLING AND BRACING. REFER i0 BCS] 1 03 (BUILDING COMP OTIC Ni $pFErY INFORMAtiON), PIIBLISIIE.D BY IPI (tR11$i r1.nIE INSlillll[, SB.I VCHO(RIO DR.. SUITE ROD. MADISON, NI 53]19) AND MTCA (Moon INIIS$ coHNCII. nr AMrRIF.A. Gann I:Nrr.RPRISI: L. MADISON- NI 5 9) FOR SAFETY PRACTICES PRIOR TO PERFORMING r11ESE FII t1 f.FION$. IINLCSS OIIII:PNISI: IUOlfnll;n. TOP CHORD SHALL HAVE PROPERLY ATTACHED PRIOR PANELS AND D011DM f. HORD SIAL:. IIAVF, n PR nPER1.Y AIIACHrn RIGID CEILnIG. c �oFESS)o L O`D W `,�1 � ✓ C�PNov 18 20'�5� T C L L TC DL BC DL 1 6 14.0 7.0 0 PSF F PSF PSF R E F DATE DRW _ R 7 9 5 10/26/05 CAUSR795 16322 05299072 —IMPORTANT—FURNISH A COPY Or THIS DESIGN TO THE INSTALLATION CONIRAF.FnR. ALPINI. (OGINEI:RLD ALPINE PRODUCTS. INC. SMALL NOT BE REsPnNSIBLE FOR ANY DCv1ATION FROM nns DC SIGN; ANY rAn.IIRE FD nu n.0 u[ TRUSS IN CONT ORMANCE MItPl: OR FAOPICATING, IIA" NG. $HIPPING. INS FnLLINf, A ITR nf,l Nf, of TpII SSI: s. BC L L 0.0 P S F CA -ENG P C H/ G W H Alpine Engineered Products Inc. Sacramento, Ca 95428 DESIGN CONFORMS M1 t APPLIr,ABLE PROVISIONS OF HOG (NATIONAI. DESIGN SPr C. NY AfAPA) AD IPI. AI,PIH[ OND CTOR rLAiES ARE MADE OF 20/18116GA (M.0/S1X) ASIM A653 f.RADE 40160 (M, Nnl.$) GALV. SIIEI„ APPLY PLATES 10 EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON TIIIS IT jr,POSITION ITR O0.AMING$ II:On(, ANY INSPECFION or PLATES rOLLOMEn BY (1) SMALL DE PER ANNEX A3 OF rrll-znnz SLr...1. A SEAL nN THIS Df.iIGNf$IIONNMR5111ECSIIPIAoI1.1/Y ANDPROTUS[IOFAIFIIISrr.OMI'nI UF 11F.NIRfoRIIANYOIIIIIlDI11GOIl$IIIIInNl;SP11141RRIIIIUSS Yf1nI* I I. BUILDING ni$16NER PER ANSI/IPI I SEG. R. * (��p No. C 58005 ExD,6-30-2006 q� CIVIL a�P FOFCAUFoa TOT . L D . 37 .0 P S F S E 0 N - 61937 D U R .FAC . 1 . 2 5 FROM T S SPACING 24.0" JREF- 1SRN795_Z15 _ M M M M M M M M M M _ THIS _EPARE_ COMPL�UT (M DIME_ SUB�SY TR_ (AINUALUL-:AINUALUJIA YL L IKUJJtZ) uesigner:rill In IaLer -- "" - ieb Top chord 2x4 SPF 1650f.1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/240 total load. 0-5-0 T 4X4= 70 mph wind, 16.60 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. 3X5 (Al) = 3h4 5X4 3X5 (Al) 1I� 6-01 IE 7-9-5 _I_ 6-6-11 ,I_ 6-6-11 J— 7-9-5 J C 10-9-10 T 7-0-12 T 10-9-10 I_ 14-4-0 _I_ 14-4-0 _I R=1157 U=180 W=3.5" 8-8-0 Over 2 Supports 0-5-0 T R=1057 U=180 W=3.5" (ANDALU2-:ANDALUSIA PL 2 TRUSSES Designer:Fill in later -- , ** - 1-26) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 "WARNING-- TRUSSES REOUI RE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. 85-435 Middleton Street, Thermal CA REFER TO BCSi 1.03 (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. $B.l �pFESS/p D'ONOFRIO DR.. SUITE 200. MADISON, NI $7719) AND NTCA (MOOD TRUSS COUNCIL OF AMERICA, 6300 CNTCRPNI SC LN. MADISON, HI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING 711E SE FUNCTIONS. UNLESS OTNC RNISE MIDI CATE D. O\p `/`I TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTIOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ov 8 20t5 —IMPORTANT—FURNISH A COPY Or THIS DESIGN TO III[ INSTALLAITO14 CONTRACTOR. ALPINE LNG LENT. IY ALPINE PROOIICTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: AHY FA11.11RF IO 01111.0 ""TRUSS IN CONFORMANCE .[III TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING A FIR A r, 11.G OF IRIISSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPCC. BY ACAPA) AND FPI. ALPINE CONNECTOR PL Af ES ARE MADE OF 20/I6/IGGA (4,N/S/X) A11"A111 GRADE NO/GO (W, K/11, $) GAIN. $IEI.I,. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OiHER111SE I0 ATCD 011 7111$ DESIGN, ,0 1P11 PER 1)RANING$ II:OA 2. * o. C 58005 `,1 ANY INSPECTION Or PI.AIE$ FOLLOMCD BY (i) $IIAI.L BC PCR ANN[% A.l OF IP11-2002 SCC, -T. A SIAL ON TIII$ Exp. 6-30-2006 Alpine Engineered Products Inc. ORAMIHG IHDI f.ATE$ ACCEPTANCE OF PROFC SSI ONAI r.NGiuLEa IMG aCSPONS iD ICI IY SOLELY FDR 711 f. 1R11S$ 111P NI D' CIVIL �P Sacramento, Ca 95§28 DESIGN SNOH11, [ $111 TAB 11.IIY AND IISE Or THIS f.OHP011ENT FOR ANY NNILDING IS TIIE RFSPONSIBILTIY Or III T, q� BUILDING DESIGNER PER ANSI/IPI 1 sr C. 2. pp C�(FO CA/2/-/-/-/R/- TC LL 16.0 PSF TC DL .14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale=.25"/Ft REF R795-- 19104 DATE 10/31/05 DRW CAUSR795 05304009 CA -ENG PCH/GWH SEON- 66678 FROM TS JREF- 1SR0795_ZO4 M M M M M M M M M M M _ THISMEPARL_ COMPMPUT ( DIM(_) SUB_ BY Tr tANUALUZ-f - 1h) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E :82 2x4 SPF 2100f -1.8E: Webs 2x4 HF Std/Stud SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 28 PLF at -1.59 to 28 PLF at 30.26 BC From 34 PLF at 0.00 to 34 PLF at 16.94 BC From 44 PLF at 16.94 to 44 PLF at 28.38 BC From 34 PLF at 28.38 to 34 PLF at 28.67 Negative reaction(s) of -507# MAX. (See below) Requires uplift connection. 70 mph wind, 16.60 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/240 total load. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1 Truss transfers 200.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. ** THE MAXIMUM HORIZONTAL REACTION IS 5733# ** 0-5-0 T 4X4=- 0 -5-0 X4= 2 X 4 4 r 2X40 4 0-5-0 1 14-0-12 B2 T 3X6 (Al) = 3X4= 5X6= 3X6 (Al) 1 5-2-5 1 1-6-0 16-11-4 - C-1 1-6-0 H lE 7-9-5 J- 6-6-11 _I_ 6-6 11 J- 7-9-5 �J r 10-9-10 -7 7-0-12 T 10-9-10 =l 14-4-0 ,I_ 14-4-0 _I 28-8-0 Over 2 Supports _1 R=106 PLF U=11 PLF W=16-11-4 R=1278/-508 U=180 W=3.5" Rh=1-/-338 plf through 16-11-4 shear wall from 0-0-0 to 16-11-4 (ANDALU2-? - T5) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.1875" Ft. S ates Fabricators 760-397-4122 P 85435 Middleton Street, Thermal CA -WARNING" 1RUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SNIPPING. INSTALLING AND BRACING. REFER 10 BL:I 1 O,1 (BBILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATT. INSIlrOrE. $8.1 D'ON0FRI0 DP SUITE 200. MADISON. NI 53719) AND NTCA (MOOD TRUSS COUNCIL OF AMERICA. 6.100 ENTLRPRISI: LN. MADISON, NI x.1719) FOR SAFETY PRACTICES PRIOR TO PCRFORMING THIS1 FUtICTIDNS. UNLESS OTHERNISC INDICATED. �Q E GoY`� w,� IY W It, T C TC L L DL 1 6 D 14.0 P S F P S F R E F DATE R 7 9 5 16327 10/27/05 TOP CNO RD "TALL NAVF PROPERLY ATTACNEO STRUCTURAL PANELS AND BOL TOM C110 RD SNpLL NAVE n PROPERLY Ar1ACHED RIGID CC IL I"". � O`0 Q��� Y �i IV O ov P CI -Po UU CC((�� BC DL 7.0 PSF DRW CAUSR795 05300179 -IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION con;RACTOR. ALPIN1: ENGINEEREDPRODU BE RF.SPONSORIFABRFOR THIS ANY BUILD IL B C L L 0. 0 P S F C A -ENG P C H/ G W H ALPINE AFAILURE RH5Sr.5THE CATINGCYIATION IIANDLI1IGRDM TRUSSCI" C(1110RMANCELNPT. SHIPPINGCSI.SIALLI.GNG101 1 Alpine Engineered Products Inc. Sacramento, Ca 95k8 DESIGN CO NI'OR MS Ni TH APPLICABLE PROVISI0r15 OF BOS (Np T I ONAL Or. SI GN SPC r., RY AFA PA) AND lrl. AI. PI TIE C011RE CTOR r 1,rCS ARE MADE OF 20/1en FGA (N,11/$/X) All. A65.0 GRADE AO/60 (N. K/H.S) GAIN. "' FI,. APPLY PLATES 10 CACTI FACE OF TRUSS AND. UNLESS DIIII:RNISr. I.Ofnlf.D ON III I$ OESIGIt. POSII10N rI:R oRnNI1fS I(Un7, AIn INSPECTION OF PLATCS FBLLDNEo BY (I) s11Al.1, nC Pr.R nNNr.% A-1 Or IPII ROOy SCC.'. A $CAI. OR THIS DR A.NG INOIC"TEs ACCCPTnNCC DF BY OFrSSIONnI. I: Nf.I NCI:RING RE SPO TIS 1011.11 Y SOIrI.Y fOR ITN' IRII$S ly .10I1:N1 OUILDINGIIOCSIGNENTHER'HITAB'LI AND HSE or 1111$ CHMPONI:NT I'OR ANY BUILDING IS IN:*: RLSPHNSIH IIY Dr TBE * No. C 58005 Exp. 6.30.2006 �/` civh_ \P gTFCFCAL1FC�l, TOT. LD. 37.0 P S F S E 0 N- 34183 D U R .FAC . 1 .25 FROM T S SPACING 24.0" JREF- 1SRN795_Z15 _ = M M = M M M = M = =THIS _EPARE_ COMPI_PUT (M 01ME SUBI_BY TRM. (ANDALU2-:ANDALUSIA PL 2 TRUSSES Designer:Fill in later -- , ** - T6) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Wabs 2x4 HF Std/Stud 70 mph wind, 16.60 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Truss transfers 200.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. 0-5-0 T 4X4= Negative reaction(s) of -329# MAX. (See below) Requires uplift connection. ** The maximum horizontal reaction is 5735# ** Deflection meets L/360 live and L/240 total load. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. 4X6(A1) = 1 SAO = 3X1O(B1) 1-6-0 H 1-6-0 �7-9-5 _I_ 6 6-11 _I_ 6-6-11 ,I_ 7-9-5 I 10-9-10 T 7-0-12 T 10.9-10 11 I_ 14-4-0 _1_ 14-4-0 _I (a) 0-5-0 114-0-12 1 5-2-5 t 28-8-0 Over 2 Supports R=1620/-329 U=180 W=3.5" R=1620/ 329 U=180 W=3.5" Rh=5736/-5736 (ANDALU2-:ANDALUSIA PL 2 TRUSSES Designer:Fill in later ** T6) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.1875" Ft. S atesFabricators 760-397-4122 P - 85-435 Middleton Street, Thermal CA ALPINE *`WARNING* 1R11SSES RCOIIIRL EXTREME CARE IN FABRICATION. DANDLING. SHIPPING, INSTA1.I,INIi AND TRACING, REFER 10 Of.SI 1.O-1 (BIIILDITIC COMPONENT SA(EIY INT'ORMnrinrl), PUNLISUCB DY IPI (IRA'S PTAH. INSIIID11:. 58J 1)'ONOr0.I0 DR.. SIIITF. 200. MADISON, NI SJI19) AND Nif-A (NnOD rR11SS f.OIINf,II. ni' nMF,RILA, f.JHO I:NrIRPRISI: I.N, PRIOR TO PF.RrORMINf. III r.1 FONCTInNS. HIII.I.SS OI 11 r.RNlS. INDILnirO, MAOIS011. NI 5OI19) FOR $nFC1Y AT TOP CIIO OR SIIAL I. HAVE PRO P F.REY Ai TAC'IF.O SI'R II f, TO L PANELS AN OOIIOM (.1100.0 SII AI.1. II AVT. A PP.OP I: P.I.Y n11Af, 11 f.D 0.IG10 CEILING. `*IMPORTANT`*FORNISO A COPY OF rDIS DESIGN TO TOC INSTALL A 11nN CONIRAT.IOR, AI.PINC EHGINECR(.D PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY OCVIAIIUN FROM THIS DESIGN: ARY I'AILIIPC In OIIILD THC 1RIISS IN F-ONFORMAIICE NIM IPI: OR FABRIF.A"I". IIANOL ING. SHI PPIIIG. INSI AI. I. ING R NNnL.ING OF INIIS SCS. r`[c ((11j pQOILYlJ�O�F. , (-Q�````p_Nw yq may, Q!V- � V O V TC L L TC DL BC DL B C L L 16. O 14 D 7.0 0.0 P S F PSF PSF P S F REF R795 15593 DATE 10/27/05 DRW CAUSR795 05300057 C A -ENG PCH/CWC Alpine Engineered Products Inc. Sacramento, Ca 95$28 DESIGN CONFn4TS NIT11 APPLICABLE PROVISION5 OF NOS (NATIONAL DFSIT.N SPL,. BY AIFIA) AND IPI, AI.PINC Ln ON C F.TnR PLATES ARE MADE OF 20/10/1Gf.A'(N,11/5/K) ASlln AF.S.I GRADE An/!O (N. K/II, S) GnI.V. 511'1:1.. APPLY PLntf.S 10 Cnf.11 rAfr. Or IRxss AND. 11NLCS5 01"I'll 5[ IOCAirD nx nns D[Slr,x. PpvI1nN 1'. '1. Bxnulxrs Irnn•z. ANY INSPECTION OF PEATLS rnLLONED BY (1) SHALI. or PER ANNEY AJ Or IPA -2002 S1.C.3. A SIA. 011 IVIS DRANINL INBIr.ATES ACCCPTANF.E OF PROFESSIONAI. ENGiNET. P.I NG xf SPOHSIIIILIIY Sn111.1 rn P. III I: IRKS$ f, ntlPn NI:HI Oor. IIIILUINGIIDfSIG4CRTPCRSnNSI�TPlr1 SCf USE OF 71115 r.OMPONr.Nt r0R ANY pIIII.DINL IS t11C RrSVI111SINII.IIt' nF tIIL' NO. * Exp.6-30-2007 �, y Cry` OFCAI.�F� TOT. L D . 37 0 P S F S E 0 N 66196 OUR .FAC. 1 . 25 FROM TS SPACING 24.0" JREF- 1SRN795_ZO7 _ M M M M M M M M M M _ THIS _EPARE_ COMPL_PUT (_ DIME_ SUBI_BY TR_ t ANUALUL-:AINUALUJ I A YL G IKUJDtZ) Uesl gner: I•T II in IaLer -- "" - I Top chord 2x4 SPF 1650f -1.5E Bot cord 2x4 SPF 1650f -1.5E Whebs 2x4 HF Std/Stud :W1, W6 2x4 SPF $1/#2: (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/240 total load. Truss transfers 200.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. (S) 2X4 TOP CHORD BLOCK.SAME GRADE AS TOP CHORD ATTACH BLOCK TO THE TOP CHORD WITH W2X4 ALPINE WAVE PLATES @ 24" OC THROUGHOUT, PLUS HEEL PLATES AS SHOWN. 70 mph wind, 12.56 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Roof overhang supports 10.00 psf soffit load. See DWGS A07015EN1103, GBLLETIN1103, & GBLBRSTC1103 for more requirements. Truss designed for 10 psf non -concurrent bottom chord live load. ** The maximum horizontal reaction is 6000x/ ** (U) Negative Reaction (U=XXX see below) requires uplift connection. 1 (S) 5X4= (S) 4_ 4 3 X 4 % 5-1-6 W1 (A A) 3 X 4 0-5-0 0-5-0 W T T10-0-12 (U=411)J (U=370)- \ `(U=297) Iu=5s4P / �-(U=278) (U=478} 3X4(A1) � (U=281) 3X5= U=336) 3X4= 3X4(Ai) >-6-0 6X4= 7-7-9 7-4-11 7-2-1 7-9-8 10-1-3 4 -3 -5 -6I -B3-5 14-4-8 I_ 15-0-4 _1_ 15-0-4 _I 30-0-8 Over Continuous Support R=78 PLlF U=6 PLF W=30-0-8 Rh=+/- 200 PLF over shearwall located from 0-0-0 to 30-0-8 Note: All Plates Are 2X4 Except As Shown. PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.1875" Ft. S ales Fabricators 760-397-4122 p 85-435 Middleton Street, Thermal CA --WARNING-- TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO Bf.51 1.03 (BUILDING COMPONENT SAFETY INFORMATION). PIIDLIS14EO BY TPI (TRIISS PLAIF. INSTIIIII[, SBJ D.ONOFRIO DR.. SUITE 200. MADISON. MI 53719) AND MTCA (HOOD TRUSS COUNCIL Or AMERICA, 6300 [NIERPRISE LN. MADISON. MI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS BTHERIIISE INDICATED. TOP CHORD SMaLI NAVE PROPERLY ATTACKED STRUCTURAL PA VELS AND BOitOM CHORD SIIn LL IIA VE A PR OPG. R I.Y At CNED RIGID CEILING. �OFESS�O OBD W 1611 ✓ P C/ Nov 18 0 Z / TC LL TC D L BC DL 16 D 14.0 7.0 PSF P S F PSF REF R795 19143 DATE 10/27/05 DRW CAUSR795 05300260 A L P I N E "'IMPORTANT—FORNISH A COPY OF THIS DESIGN TO THE INSTALLATION r,ONI'RACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILHRI: TO BUILD THE TRUSS IN CONFORMANCE MITA TPI: OR FABRICATIIIG. IIANDLING. SIIIPPING. INSTALLING A BRAf,I NL OF I'0. USSE 5. B C L L 0.0 P S F CA -ENG J M F/ G W H Alpine Engineered Products Inc. Sacramento, Ca 95928 51 GN CONFORMS MI IN APPLICABLE PROVISION$ OF NDS (NAT ZONAL OE SIGF $PEC. DY AF AP A) aI1IT IPI. ALPINF. DE" CON TIE C TOR PLATES ARE MADE OF 20/1B/I6GA (W.H/S/K) ASTM n653 GRADE 10/60 (W, K/N, S1 GAL V. SI[[L. APPLY PLATES TO E,CH FACE OF TRUSS AND. IINLESS OTHERWISE LOCATED ON 11115 OESI GTI. POSITION PER DRAWINGS 160A 2. ANY INSPECTONOF PLATES FOLLOWED BY (I) SHALL DE PER ANNEX A3 OF IP11'2002 SEC.3. A SFAI. 011 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR IHC IRNSS r.OHPONF.NI TIES" N'I'DISIGNCRTPFRSANSIO`LL;11 SCC NSI OF THIS COMPONENT FOR ANY BUILDING. IS INE RLSPONSIRILIIY OF IN f. 2. No. C 58005 * >f Exp. 6.30-2006 ASj CIVIL- \P 4TFOFCALtFO�a T 0 T L D 37.0 P S F S EON - 43521 R E V D U R .FAC . 1 .25 FROM T S SPACING 24.0" JREF- 1SR0795_ZO4 - Spates Fabricators 760-397-4122 85- 435 Middleton Street, Thermal CA -WARNING-TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO SCSI 1.03 (BUILDING COMPONENT SAFETY NCIL O 300 INFORMATION). PHOLTSIIED BY TPI (TRUSS PLAT( INSTITUTE. 503 D'ONOF RIO DR.. SUITC 200, MADISON. MI 53]19) ANO .TCA (MOOD TRUSS COUF AMERICA, 6ENIERPRII. N. MAD SAFETY PRAcrICEN PRO OR ERFORMNG I T HESE S. PPA.ELSI 10/27/05 QpFESSrO ��"-��- •r ,�i PCH/GWH - THISMEPAR� COMPMPUT � DIM_) SUB_ BY Tf R. (ANDALU2-? - T10) C' JREF- "IMPORTANT "FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE LNGINLERED Top chord 2x4 SPF 1650f -1.5E 70 mph wind, 12.72 ft mean hgt, ASCE 7-93, CLOSED bldg, located Bot chord 2x4 SPF 1650f -1.5E LOHNE f -T 0R PI LIES ARE MAGE OF 20 118(..11/S/K) ASTM AGSJ TRADE A0/60 (., K/II, S) GALV. Stl'C I.. APPLY PLATES TO IACH FACE OF FRH IS ANO. UNI. ESS OrHERNISE LO LAT CD OH THIS DESIGN. POSIIIUN PEP. DRA.INF,S IGOA-2. ANY INSPECT Ii1N OF PLATES FOLL O.EO BY (1) $IIA LL OC PER ANN HEA.l OF fPl 1.2002 SEC.3. A SEAL ON 11115 ORA.1tIG TNI/II.ATE$ ACCEPTANCE OF PROFESSIONAL CNGINEERIIIG RESPONSIBILITY SOLELY FOR Illi. 10.1155 C.OMPONCNT DESIGN $HOIIM. TIE SUITABILITY AND II SF. OF THIS f.OMPON[11T FOR ANY BUILDING IS TIIE RCSP011SIBII.II OF I'll( BUI T., MG OI:SIGNER PER ANSI/TPI 1 SEL. 2. anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, Webs 2x4 HF Std/Stud wind BC DL=5.2 psf. SPECIAL LOADS H = recommended connection based on manufacturer tested capacities and ------ (LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) calculations. Conditions may exist that require different connections TC From 60 PLF at -1.59 to 60 PLF at 30.04 than indicated. Refer to manufacturer publication for additional BC From 24 PLF at 0.00 to 24 PLF at 5.50 information. BC From 14 PLF at 5.50 to 14 PLF at 30.04 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. 0-5-0 1, T 4X4= Deflection meets L/360 live and L/240 total load. 4X4(A1) 5X4= 3x4= 4X4(A1) 1-6-0 �y 1 7-8-8 _I, 7-3-12 _I_ 7-2-12 _I_ 7-9-8 I 10-1-3 T 9-10-2 T 10-1-3 �l 15-0-4 _1_ 15-0-4 _I 5-5-1 0-5-0 710-0-12 30-0-8 Over 2 Supports _1 R=1260 U=180 W=3.5" R=1111 U=180 H=Simpson MUS26 Girder is (2)2X6 min. DF -L (ANDALU2-? - T10) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 85- 435 Middleton Street, Thermal CA -WARNING-TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO SCSI 1.03 (BUILDING COMPONENT SAFETY NCIL O 300 INFORMATION). PHOLTSIIED BY TPI (TRUSS PLAT( INSTITUTE. 503 D'ONOF RIO DR.. SUITC 200, MADISON. MI 53]19) ANO .TCA (MOOD TRUSS COUF AMERICA, 6ENIERPRII. N. MAD SAFETY PRAcrICEN PRO OR ERFORMNG I T HESE S. PPA.ELSI 10/27/05 QpFESSrO ��"-��- •r ,�i PCH/GWH TO PSL CHOR DM SHALL HAYED PROP E R LY ATTACU EDS SIR, CTURAL ANOT 00 TTOMU LN OR DII SIIAL L HAVE AT PROPERLYT ATTACHED RIGID COIL TNG. 34533 �O�D 7 V,Q'N Ov D C' JREF- "IMPORTANT "FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE LNGINLERED ALPINE PRODUCTS. II.C. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM ])ITS DESIGN: ANY FAILURE 10 0111LO THE TRUSS IN COUCORMAHCC WITH IPI; OR FABRICATING. IIANDLING, SHIPPING. INSTALLING A BRACING OF rRI1551:5. 0ESI G1I LOAF��I M5 .ITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC„ BY nCAPAj AND IPI. AI.PINF. Alpine Engineered Products Inc. Sacramento, Ca 95928 LOHNE f -T 0R PI LIES ARE MAGE OF 20 118(..11/S/K) ASTM AGSJ TRADE A0/60 (., K/II, S) GALV. Stl'C I.. APPLY PLATES TO IACH FACE OF FRH IS ANO. UNI. ESS OrHERNISE LO LAT CD OH THIS DESIGN. POSIIIUN PEP. DRA.INF,S IGOA-2. ANY INSPECT Ii1N OF PLATES FOLL O.EO BY (1) $IIA LL OC PER ANN HEA.l OF fPl 1.2002 SEC.3. A SEAL ON 11115 ORA.1tIG TNI/II.ATE$ ACCEPTANCE OF PROFESSIONAL CNGINEERIIIG RESPONSIBILITY SOLELY FOR Illi. 10.1155 C.OMPONCNT DESIGN $HOIIM. TIE SUITABILITY AND II SF. OF THIS f.OMPON[11T FOR ANY BUILDING IS TIIE RCSP011SIBII.II OF I'll( BUI T., MG OI:SIGNER PER ANSI/TPI 1 SEL. 2. No. C 58005 ENO. 6-a0-2006 CIVIL O �� OF CAUrr a�P CA/2/-/-/-/R/- TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.011 Scale =.1875"/Ft REF R795-- 16338 DATE 10/27/05 DRW CAUSR795 05300185 CA -ENG PCH/GWH SEON- 34533 FROM TS JREF- 1SRN795_ZlS _ M M M M M M r M M _ THIS_EPARf_ COMPMPUT (� OIMM) SUB_ BY TF t HIVUHLUC-r - Iii) "WARNING•' TRUSSES REOUIRE EXTREME CARE IN FABRICATION, NI NOL ING. SIT IPII!!G. IITS 1A1.LING AND BRACING. REFER TO BCSI 1 OJ (BIIILDING COMPONENT SAFETY INFORMAtION). PIIBLISIICD DY TPI (TRIISS PI.nTE INStIIUTC, SO,I D'ON0F111 DR,. Sill tE 200. MADISON. NI 57 719) nN0 NTF.A (MOOD tRIISS GOIINCIL OF nTRUSSn, r.J00 ENTERPRI5I I.N. QK�E�)O TC LL 16.0 PSF R E F Top chord 2x4 SPF 1650f -1.5E p w � nOV y ov QN8 C� TC BC DL DL Negative reaction(s) of -386th MAX. (See below) Requires uplift connection. Bot chord 2x4 SPF 1650f -1.5E ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBI. FOR ANY DEVIATION FROM THIS D1a1G1+: Axr Fnn.uar. rn nnn.D nlr. TRIISS IN CONF ORMA"" Will" IPI: OR FAORICATIN G. IIA IT LIt+G. SIII PPI Hf. INSTALLING A ORAf.i Nf, pi' IRII$SF G. BC LL O.O Webs 2x4 HF Std/Stud PCH/GWH DESIGN C0ITFORM$ NI 111 ApPLILADLF. PROVISION$ OF ND$ (NATIONAL pf.51GN SPG'. BY AFAPA) AtlD Ipi. nLplrN: CIIN NE CION PLATE$ ARE MApE OF 20/IB/1GGA (N .11/$/K) ASTM AGSJ GRADE AO/GO (N, K/N. S) GAL V. STC EI.. APPLY TOT . L D 3 7 O PSF S E 0 N- 61418 AlpmeESacramenor�Cda95028C PLACES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCA TCD ON THIS DC SIGN. POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A.l OF TPI1.2002 SCC.J. A $EAI. ON 1115 p RAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR 111E TRUSS F.OMPOIICNT DESIGN SHOWN. THE SUITABILITY AI+0 USE OF THIS COMPONENT FOR ANY OUILDITIC IS TIIE RESPONSIBILITY OF TN[ BUILDING DESIGNER PER ANSI/TPI 1 SCC. � No. C 58005 Ezp.6-30-2006 �9` civil_ ��\P OFCgL1F ** The maximum horizontal reaction is 6010tt ** SPECIAL LOADS D U R .FAC 1 2 5 FROM T $ SPACING 24.0" JREF- 1 RN795_Z15 ------(LUMBER DUR.FAC.=1.25 / PLATE OUR.FAC.=1.25) 70 mph wind, 12.72 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere TC From 60 PLF at -1.59 to 60 PLF at 30.04 in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC BC From 24 PLF at 0.00 to 24 PLF at 5.50 DL=5.2 psf. BC From 14 PLF at 5.50 to 14 PLF at 30.04 Truss transfers 200.00 PLF along top chord through truss to support(S) Deflection meets L/360 live and L/240 total load. where indicated. Diaphragm and connections are to be designed by Engineer of Record. 10 psf BC live load per UBC. 0-5-0 I T 4X4= (:D J A U — 3X1O(B1) 1-6-0 r J, — kk ) 7-9-7 7-2-13 7-2-1 7-9-8 10-1-3 9-10-2 0 -1 F12 10-6.0 I_ 15-0-4 _1_ 15-0-4 _I R=1746/-292 U=180 W=3.5" Rh=6011/-6011 30-0-8 Over 2 Supports 5-5-1 0-5-0 110-0-12 R=1652/-386 U=180 PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.1875" Ft. S ates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNING•' TRUSSES REOUIRE EXTREME CARE IN FABRICATION, NI NOL ING. SIT IPII!!G. IITS 1A1.LING AND BRACING. REFER TO BCSI 1 OJ (BIIILDING COMPONENT SAFETY INFORMAtION). PIIBLISIICD DY TPI (TRIISS PI.nTE INStIIUTC, SO,I D'ON0F111 DR,. Sill tE 200. MADISON. NI 57 719) nN0 NTF.A (MOOD tRIISS GOIINCIL OF nTRUSSn, r.J00 ENTERPRI5I I.N. QK�E�)O TC LL 16.0 PSF R E F R 7 9 5 16340 MADISON, NI 5,7719) FOR $Atr.TY PRACTICES PRIOR TO PERFORMING THE SI. FUNC oNs. nN1.E55 OIIIF.RNISC IDNICAIF.n, 10P CN B R I) SII AI.L ITAVE PROPERLY AT T A C.II CD SrRN C TINT A I. PANELS AND DOIinM LIIHRD SII AI.L NAV1; n PROPF: R I.Y ntl nf.11CH RIGID CEILING. "IMPORTANT"FURNISH A Copy Or THIS DESIGN In II11: INSTALLA11011 CONTRACTOR. ALPINE CNGIIIEERED p w � nOV y ov QN8 C� TC BC DL DL 14.0 7.0 P S F PSF DATE DRW l O 2 6 O 5 / / CAUSR795 05299059 ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBI. FOR ANY DEVIATION FROM THIS D1a1G1+: Axr Fnn.uar. rn nnn.D nlr. TRIISS IN CONF ORMA"" Will" IPI: OR FAORICATIN G. IIA IT LIt+G. SIII PPI Hf. INSTALLING A ORAf.i Nf, pi' IRII$SF G. BC LL O.O PSF CA -ENG PCH/GWH DESIGN C0ITFORM$ NI 111 ApPLILADLF. PROVISION$ OF ND$ (NATIONAL pf.51GN SPG'. BY AFAPA) AtlD Ipi. nLplrN: CIIN NE CION PLATE$ ARE MApE OF 20/IB/1GGA (N .11/$/K) ASTM AGSJ GRADE AO/GO (N, K/N. S) GAL V. STC EI.. APPLY TOT . L D 3 7 O PSF S E 0 N- 61418 AlpmeESacramenor�Cda95028C PLACES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCA TCD ON THIS DC SIGN. POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A.l OF TPI1.2002 SCC.J. A $EAI. ON 1115 p RAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR 111E TRUSS F.OMPOIICNT DESIGN SHOWN. THE SUITABILITY AI+0 USE OF THIS COMPONENT FOR ANY OUILDITIC IS TIIE RESPONSIBILITY OF TN[ BUILDING DESIGNER PER ANSI/TPI 1 SCC. � No. C 58005 Ezp.6-30-2006 �9` civil_ ��\P OFCgL1F D U R .FAC 1 2 5 FROM T $ SPACING 24.0" JREF- 1 RN795_Z15 _ r M M M M M M M M _ THISMEPARt COMPMPUT JMDIMM) SUB_ BY T�. ( AIVUALUC-' - 110 ) Top chord 2x4 SPF 2100f -1.8E :T2 2x4 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f 1.5E Webs 2x4 HF Std/Stud :W2, W4 2x4 SPF /1.1/#2: H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. 10 psf BC live load per UBC. 0-5-0 T 3X6(Al) = 5X6= 70 mph wind, 12.96 ft- mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/240 total load. A / = 3X6(A1) 1-6-0 E 8-9-5 7-8-11 718 -1 4 4-11 13-2-0 8-9-5 I 895 7811 I 16-6-0 ,I, 16-6-0 ,I 33-0-0 Over 2 Supports —I R=1216 U=180 H=Simpson MUS26 R=1318 U=180 W=5.5" Girder is (2)2X6 min. DF -L 5-11-0 0-5-0 1 10-0-12 T PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CSA 2 R - Spates Fabricators 760-397-4122 85-435 Middleton Street, Thermal CA "WARNING" TRUSSES REOIIIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSIALLING AND BRACING. REFER TO OCSI 1-D3 (DIIILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY IPI (tRIISS PLATE INSTITIIIE. 583 D'OHOFRIO DR., SIII iE 200, MADISON. HI 5-3719) AIID HILA (MOOD IRIISS COD C. II. OF nM[P.ICA. G30D ENI(PPRISE I.N. �pFESS7Q TC LL 16.0 P S F MADISON.HI 53719) FOR SAFETY PRACTICES PRIOR 10 PERFORMING IHESE TIINF.TIONS. ".LESS OINERHISE INBIGAlLIT.((w TOP CM"D SIT NAVF. PROPERLY AIT ACHED STRUCT US AL PA I. LS AND 80 TTOM F.110RD SII AI.I. IIAlE A PRO PE P I.Y nT1CATI:D RIGID CEILING. — IMPORTANT "FNRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED p��'O o 1 2 (� T1. BC DL DL 14.0 _7 PSF .0 PSF PRODUALPINE TRUSSC14 CONFORMANCELWITH BEPIRESPONSORLFABRICATING.HANDE FOR ANY LING. SHIPPING. INSTALLINGN FROM THIS DESIGN: YNFDRACINGIOF'BTRIISSESF EIC L L 0.0 P S F "EST 'ITCONFORMS HI IN APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFNPA) AND TPI. ALPINE C.IINE CTOR PLATES ARC MADE OF 20/iB/16GA (W,II/S/R1 ASA653 GRADE' AO/60 (W. R/II, S) GAIN. STEEL. APPLY T 0 T . L D 37.0 P S F Alpine Engineered Products. Inc. Sacramento, Ca 95928 PLATES TO CAf.N FACE OF IRIISS AND. UNLESS OLIIERWISC LOCA tCD ON 11115 DESIGN, POSITION PER, DRAWINGS IFOn-Z. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF IP11 2002 SEC.3. A 5CAL ON TATS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR INC TRUSS f.OMPON[NI DESIGN SNOHN. THC SUITABILITY AND u5E OF TIT15 COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF tll( BUILDING DESIGNER PER AlIS1/iPl 1 SEG. 2. * No. C 58005 Exp.6-30-2006 9 CtUt1 �CFCAL►F� �P D U R .FAC . 1 .25 SPACING 24.0" Scale =.1875"/Ft REF R795-- 16346 DATE 10/26/05 DRW CAUSR795 05299079 CA -ENG PCH/GWH SEON- 58195 FROM TS JREF- 1SRN795_ZlS M M M M M M M M M M _ THIS_EPARE_ COMPMPUT (M DIM(_) SUB_ BY TF�. ( ANUALU2-? - T17 ) Top chord 2x4 SPF 2100f -1.8E :T2 2x4 SPF 1650f -1.5E: Bot ch9rd 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :W2, W4 2x4 SPF X11#2: H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. 10 psf BC live load per UBC. ( 0-5-0 T 3X61, 1) — 5X6= 70 mph wind, 12.96 ft mean hgt, ASCE 7 93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C. wind TC DL=9.4 psf, wind BC DL=5.2 psf. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/240 total load. J A / 3X6 (Al) 1-6-0 E (� 8-9-5 1 7-8-11 7-8-11 I_ 8-9-5 I I 8-9-5 1 7-8-11 16 - 111 258410 16-6-0 _I 16-6-0 I 33-0-0 Over 2 Supports R=1201 U=180 H=Simpson MUS26 R=299 PLF U=40 PLF W=4-5-8 Girder is (2)2X6 min. DF -L -n 5-11-0 0-5-0 T10-0-12 PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA 2 R - Spates Fabricators 760-397-4122 85-435 Middleton Street, Thermal CA "WARNING"' TRUSSES RCOUIRE EXTREME CARE IN FABRICATION, HANDLING. SNIPPING.. INSTAII.ING AILD BRACING. RCFCR f0 BCSI 1,.11"11,U.11 IING COMPONENT SAFETY INFORMATION>. PIIOLISIIF.D OY TPI (1111155 PLATE INSIITUTF.. SBJ D onnFRIO DR.. Si0. MADISON, NI 517191 ANO RICA (WnOD TRUSS COUNCIL OF AMERICA, 6300 Ctll1. P. PRISE Ltl, 10/26/05 QOFE4S/p CAUSR795 05299078 TC LL 16.0 FROM PSF JREF- MADISON, NI 57719) FOR $AfETY PRACTICES PRIOR TO PCRFORMIIIL THE SC FUNCTIONS. UtllC55 OTHERWISE IND1CArFp. TOP CIIORO SHALL HAVE PROPERLY aTiA CIICD STRUC i11R AL PANELS AND DO rT OM G. .SNAIL NAVE A PROPCRLY ALIAf.IIEp 111610 CEILING. --IMPORTANT—FNROISH A COPY OF THIS DESIGN TO TIIE INSTALLATION CONTRACTOR. ALPINE ENGINEERED `D 0 (� 0 v 2 w [An TC BC DL DL 14.0 7.0 C P S F P S F A L P I N E PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM 11115 DESIGN; A1IY FAILURE 10 BUILD ETSE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING„ INSTALLING A BRACING OF iRlls SC $. B C L L 0.0 P S F DESIGN CONFORMS NI IN APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPCC. BY AFAPA) ANI) IPI. AI.PI NE CONNF CT OR PLATES ARE MADE OF 20/18/16GA (N. IT"1K) ASTM A653 GRAD' AD/60 (N, K/H, S) cALv. S1EEL. APPLY TOT. L D . 37.0 P S F Alpine Engineered Products Inc. Sacra mento, Ca95§28 PLATES 10 EACH FACE OF TRU SS AND. UNLESS OINERWisE LOCATED OH THIS DESIGN, POSIIInN PER DRAWINGS I6nA-L. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PCRIANNEX A3 OF TP11-2OO2 SEC, -T, A SEAL DN IRIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIDILIIY SOLELY FOR 1110 TRUSS f.OMPONCNT DESIGN SHOWN. THE SHIIABILIiY AND IISE OF THIS f.OMPONENT FOR ANY BUILDING IS ill F. OCSPBHSIBILIIY OF TIIE BUILT-IN,, DESIGNER PER ANSI/TPI 1 SEC. 2. No. C 58005 Exp. 6-30-2006 ( CtutL 9 a�P �OF(,`gL1F D U R . FAC. 1 . 25 SPACING 24.011 Scale =.187511/Ft. REF R795-- 16348 DATE 10/26/05 DRW CAUSR795 05299078 CA -ENG PCH/GWH SEON- 58192 FROM TS JREF- 1SRN795_Z15 M M M M M r M = = = _ THISM.EPAR� COMPMPUT � DIM M) SUB_ BY T�R. (ANUALUZ-! - IltS) Top chord 2x4 SPF 2100f -1.8E :T2 2x4 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :144, W8 2x4 SPF 1650f -1.5E: :W6 2x4 SPF 2100f -1.8E: H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1 ** THE MAXIMUM HORIZONTAL REACTION IS 58001f ** 0-5-0 T 5X6 (A2) = Zx4111 10-9-10 1 C5 4-1-13 i 1E 4-113 Negative reaction(s) of 635ff MAX. (See below) Requires uplift connection. 70 mph wind, 13.23 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/240 total load. Truss transfers 200.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. 4X4= ,Sx4= 6-1-3 1 6-3-0 6-1-3 6-3-0 16-6-0 5X7= sxn= 2 X 4 III 18-2-6 �I 6-3-0E6-3-0 ,I 6-3-0 6-3-0 _ I _ 12-6-0 _I 9-0-0 Over 2 Supports R=1862/-636 U=180 H=Simpson HUS26 R795-- 16350 DATE Girder is (2)2X6 min. DF -L CAUSR795 05300187 CA -ENG PCH/GWH Rh=+/ -319 plf through 18-2-6 shear wall FROM TS JREF- 1SRN795_Z15 (ANDALU2-? - T18) from 10-9-10 to 29-0-0 PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 `•WARNING— TRUSSES RCOHIRE EXTREME CARE IN FABRICATION, HANDLING. SIIIPPING, INSTALLING AND BRACING. 85-435 Middleton Street, Thermal CA REFER TO BCS( 1-03 (BIIILDIHG COMPONENT SAFETY INFORMATION), PHBLISIIED BY IPI (IR11S5 PLATE INSTIiIITF., SD3 �pFE D'OHOFRIO DR.. SII(TE 200. NAD(SON. NI 537191 AIID NT CA (HOOD TRUSS COUNCIL OF AMERICA. 6.300 [NIERPRISE LN, MADISON, WI 537191 FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FIINCTI OHS. UNLESS OTHERN ISE IRDICAiF.D. TOP CHORD SHALL HAVE PROPERLY ATTA CII ED STRUCTURAL PANELS AND B0ITOM CNORD SHALL HAVE A PROPERLY ATFAF.IICD �O�D RIGID CEILING. Q� -IN 0v — IMPORTANT—FORNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE. ENGINEERED ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILHR( to BUILD THC TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAI. DESIGN SPEC. BY AFAPA) A.,.,1%.",. ALPINF. CONNECTOR PLATES ARE MADE DF 2.0XIB/16GA (W, 11/S/%) ASIM AG 53 GRADE AO/60 (W. K71I.S) GA.I.AP PI.Y PL ALES TO EACN FACE OF TRH AND. UHLES$ OTHER ISE LOCATED ON THIS DESIGN, POST T ION PC..A DRAWINGS 160A-2. It N0. C: 58005 # ANY INSPECTION OF PLA TCS FOLLOW[D OY (i) SNAL1. BC PER ANNE% P3 OF TPI1-2002 SC f.. 3. A S6. AI. ON 11115 EYp. 6.30-2006 Alpine Engineered Products Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT Ctvtl_ `p Sacramento, Ca 95§28 DESIGNGHDESIGNERIII[ SUITABILITY AND SECUSE OF THIS COMPONENT FOR ANY BUILDING 15 111( RESPONSIBILITY OF THE 2. oF(,gltFo�``' R=1630/-333 U=180 W=3.5" CA/2/-/-/-/R/- TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale=.25"/Ft REF R795-- 16350 DATE 10/27/05 DRW CAUSR795 05300187 CA -ENG PCH/GWH SEQN- 48585 FROM TS JREF- 1SRN795_Z15 M M M M M M = M _ THISMEPAR[_ LOMP_PUT (M DIM[_) SUB_ BY TF_2. ( ANDALU2-? - T19 ) Top chord 2x4 SPF 2100f -1.8E :T2 2x4 SPF 1650f -1.5E: Bot chprd 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :W2, W4 2x4 SPF +'111j2: H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. 10 psf BC live load per UBC. 0-5-0 T 4X4= 70 mph wind, 13.23 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL --5.2 psf. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/240 total load. 3X5 (Al) = ZA4III 5X7= 4 A— 2X4111 1 �E 8-9-4 ��E 7-8-12 SIE 7-8-12 a+E 4 9-4 _I ( 8-9-4 T 7-8-12 1 7-8-12 T 4 9-4 16-6-0 ,I_ 12-6-0 _I 29-0-0 Over 2 Supports R=1080 U=180 H=Simpson MUS26 Girder is (2)2X6 min. DF -L R=1159 U=180 W=5.5" PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.25" Ft. S ates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA `WARNING " TRUSSES REOUiRE EXTREME CARE IN FABRICATION. MANDLIMG. SHIPPING. INSTALLING AND BRACING. REFER TO BLS. 1-111 (B111LDIHG COMPONENT SAFETY INrORMATI11N). PUBLISHED BY IPI (IRHSS PLATE INSTituTE. 583 O'ONOF0.I0 DR.. SIIItF. 200. MADISON. HI 51]19) AHD NTLA (MOOD IRl15S f.OUNLiI OF AM(RIf-n, 6300 ENTERPRISE LN, OFESS/ p4 O- TC L L 16.0 P S F R E F R 7 9 5 16352 ALPINE MADISON. HI SJ]19) FOR SAFETY PRACTICES PRIOR i0 PERFORMING THESE FUNCTIONS. UNLESS OIIIi.RNi$E INpIf.ATF.O. TOP CHORD SHALL II AVE PROPERLY ATTACHED STRUCTURAL PANELS AND 00 TTOM CHORD 511 At,L II A V F, n PROP FITLY AT TA G-IICD RIGID CEILING. " IMPORTANT "ruRNISR A COPY OF THIS DESIGN To THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE 10 BUILD THE IRUSs IN CONFERMANG,E WITH TPI: ON FABRICATING, HANDLING, SNIPPING. INSTALLING A DRAGING OF IRIISSES. y^ (� � ov 8 Old T C BC B C D L DL L L 1 4.0 7.0 0.0 P S F PSF P S F DATE DRW CA -ENG 10/26/05 CAUSR795 P C H/ 05299077 G W H AI ine Engineered Productsq Inc. P Sacramento, Ca95028 DESI GIt CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPAI AND TP1. ALPINE CONNECTOR PLATES ARE MADE OF 20/1B/1GGA (10.111111) ASTM ABS -1 GRADE AO/60 IN. R/II.S) CAIN. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS 01"ERW11[ I.00AIED 011 IVIS DESIGN, POSITION PER DRAWINGS IGOn-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX AJ OF TPII.2O02 SEG -.3. A SEAL ON THIS DRAWING IND If.A TEs ACCEPTANCE OF PROrE SSI ONAL ENGINEERING RESPONSIBILITY SOI F.IY FOR "" TRUSS f.OMPONC Nt DESIGN 511OWN. IIIE SHITADILITY AND II SC OF HITS COMPONENT FOR AHY OII 101Nf IS i11E RCSPODSIDIUtY OG III1 BUILDING DESIGNER PER ANSI/TPI 1 SEC. P. * Ljj No. C 58005 l:xp.6-aO-2006 C1V 1` P 9�oF V1,16- `a\ TOT . L D . 37.0 P S F S EON - 61462 D U R .FAC 1 2 5 FROM T S SPACING 24.0" JREF 1SRN795_Z15 M M M M M M M M _ THISMEPARL_ COMPMPUT (M OIM�) SUBMBY T�. (ANDALU2-? - T20) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :W2, W4 2x4 SPF 11.1/(}2: :Lt Slider 2x4 SPF 1650f -1.5E: BLOCK LENGTH = 1.500' SPECIAL LOADS ------ (LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at -0.59 to 60 PLF at 29.59 BC From 14 PLF at 0.00 to 14 PLF at 28.00 0-9-0 T 4X4= 70 mph wind, 13.13 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL -=5.2 psf. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/240 total load. 10 psf non concurrent bottom chord live load applied per ANSI/TPI-1. 3 X 4 3X4 (E3) = -- I--/ 'A / 1 2X4 111 III 1-6-0 2 X 4 1-6.0 (E 7-9-5+E 7-8-11 1� 7-8-11 1E 4-9-5 �I ( 7-9-5 T 7-8-11 7-8-11 4-9-5 1 15-6-0 �I, 12-6-0 _I R=1129 U=180 W=5.5" 8-0-0 Over 2 Supports R=1129 U=180 W=5.5" (ANDALU2-? - T20) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 `WARNING" TRUSSES N[OUINE EXTREME CARE IN FABRICATION. HANDLING. 5111 PPI NG. INSTALLING AND BRACING. 85-435 Middleton Street,ThertnalCA ""' TO SCSI 1-03 (BI11LOING COMPONENT SAFETY INFORMAI1011), PUBLISIIED OY TPI (IRIISS PLATE INSTIIHTC. SN3 �3FESS7 O'ONOFRIO OR., $UI TE 200. MADISON, XI 53710) AND NI CA (WOOD IRUS GBNN C.IL OF AMERICA. G300 INIIRPRISr I.N, O MADISON, WI 53719) FOR SAFETY PRA f.I ICES PRIOR TO PC0.FO0.M1 NL INC SI. 1'11 NCIIONS. IINLE SS DTII LAWISE IN .0 rl:O. TOP CHORD SHALL HAVE PROPERLY ATTACIIED STRUCTIIRAL PANCLS AND BOTTOM CIIDRD SIIALL I VL A PROPERLY ATI nC11C0 RIGID CEILING. (jQ�,l0 2 "`IMPORTANT'*FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE CNGINCEREB IY ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAl1.IIRC TO BUILD IIIF. TRUSS IN CONFORMA XCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRn C,I NG Or TRIIS SC S. DESIGN COLIFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. DY ArIIA) AND TPI. ALP. N1: MIN C CIOR PLATES ARE MADE OF 20/1B/16GA (W.H/S/K) ASTM AGS3 GRADE HO/60 (N. r./11,5) GAIN. STEEL. APPLY PLATES 10 EACH FACE OF iR1155 AND. TIN LC SS OTN (.RNISC LOCAiEO ON illi$ DCSIf.N, POSITION PCN DRn WINGS IGOn•1. * No. C 58005 ANY INSPECTION OF PLATES FOLLOWED DY (1) SHALL DE PEN ANNEX A3 OF TP I1 2002 SC C,..I. A SC AL nn 11115 Exp. 6-30-2006 Alpine Engineered Products Inc. DRAWING INDICATES AC.CEPIANf.E OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR 111(. IRIISS CDNPDNE NI / '"t` \P Sac'amento, Ca 9528 DESIGN SHOWN. TILE SHITAO ILI TY AND USE OF TIIIS COMPONENT FOR ANY BUILDING IS INE RCSPnHSIRILIIY Or THE V DUILDING DESIGNER PER ANSI/TPI I SCC. 2. �OF CAL% t 1-9-0 10-0-12 1' CA/2/-/-/-/R/- TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.1875"/Ft REF R795-- 16354 DATE 10/27/05 DRW CAUSR795 05300187 CA -ENG PCH/GWH SEON- 40199 FROM TS JREF- 1SRN795_ZlS M r r r r r r r r (ANDALU2-? - T20B) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :W2, W4 2x4 SPF /11#2: :Lt Slider 2x4 SPF 1650f -1.5E: BLOCK LENGTH = 1.500' SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at 0.00 to 60 PLF at 29.59 BC From 14 PLF at 0.00 to 14 PLF at 28.00 M 0-9-0 T 4X4= r r THISMEPAREr COMPr PUT (r DIMl M, SUBr BY TRH. 70 mph wind, 13.40 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/240 total load. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. r�7n%�a' 3X4 (E3) 2X8 (E3) III 7-9-5 7-9-5 L A 4 III 5-6-0 7-8-11 7-8-11 5X7= 28-0-0 Over 2 Supports R=1033 U=180 W=5.5" 4AD= 2 X 4 III 7-8-11 SIE 4-9-5 7-8-11 T 4-9-5 12-6-0 _I (ANDALU2-? - T20B) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND OR Ar.I Nr.. REFER TO BCSI I -OJ (BUILDING COMPONENT SAFETY INFORMATION), PIIBLISHED BY TPI (TRUSS PLAfC INSTI illi(, SB.I tr�E`��Q 85 435 Middleton Street, Thermal CA Pa N, D'OHOFRIO DR.. SUITE 200. MADISON. NI 57]19) AHD WTCA (W000 10.1155 COUNCIL OF AMERICA. C+J00 CNiT,R Pfl I $C LN, MADNI 5]119) FOR SAFETY PRACTICES PRIOR t0 PERFORMING TIIESF. FIIRCTInN S. IIHLE SS OTIIrRWISE INDICA FEB. TOP CHORD SHALL HAVE PR OPCRLY ATTACHED STRUCTURAL PANELS AND DOTIOM CHORD SIIALI. IIAVE A PR OPCRLY AIIACHCD /�� �7 RIGID CEILING. �i ' N o 20 "'I MPORTANT'•FNRNISII A COPY OF THIS DESIGN TO Till INSTALLATION CONTRACTOR. ALPINE ERGINCERED A L P I N E PRODHIIS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM IHIS DESIGII; ANY FAII.HRE TO 01111.0 THE TR SS SS IN CBNFORHA Nf,E WITH TPI: OR FADRICA'1'Y1 IIA HOLING. SNIPPIRG. IIISiALLI NG A BRACING Oi' INIIS $C S. DESIGII CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPr C„ BY ArXPA) AND TPI. "PT CONNELIOR PLATES AAE MADE Or P.0/ID/16GA (W,11/S/R) ASTM A6SJ GRAD:. NO/6n (W, R/11,5) GAIN. SIErI.. APPLY * No. C 58005 PLATES TO EACH FACE OF TRUSS AND. (INT. CSS OTHCRWISC I.00AT CO ON fill$ DESIGN, POSII ION PF.fl DRAWINGS I60A-z. Exp. C 58 006 ANY INSPr f,fIOH OF PLATES FOLLOWED BY (I) SHALL BE PF.R AN NC% A,l OT TP112n02 SI: f„ J. n SLAL 011 1111$ Alpine Engineered Prooducts,y l nc. DRAWING INDICATES ACCEPTANCE OT PROFESSIONAL ENGINEERING RESPONSIBILITY SOI.ILY rOR THE IRIISS COMPONCHI Qq CIV" Sacramento, ^a9501 DF, SIGN 5110X11. C SUITABILITY AND USE OF THIS COMPONENT FOR ANY BIII10111G IS TIII NI, IBTISIDILIIY OF tllE % Q BUILDING nEWsi'NER PCR ANSI/TPI 1 SEC. 2. QF CAIaF/ III R=1131 U=180 W=5.5" CA/2/-/-/-/R/- TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale=.25"/Ft. REF R795-- 16356 DATE 10/27/05 DRW CAUSR795 05300189 CA -ENG PCH/GWH SEON- 40215 FROM TS JREF- 1SRN795_ZlS r rr r r r r r r r M r THIStMEPAREM COMP_PUT (IMDIME ) SUBMBY TR�. (ANDALU2-? - T21) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E :63 2x6 SPF 1650f -1.5E: Webs 2x4 HF Std/Stud :Lt Slider 2x4 SPF 1650f -1.5E: BLOCK LENGTH = 1.500' SPECIAL LOADS ------ (LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at -0.59 to 60 PLF at 29.59 BC From 14 PLF at 0.00 to 14 PLF at 28.00 BC 75 LB Conc. Load at 13.00, 18.00 70 mph wind, 13.13 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/240 total load. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. Truss designed for unbalanced load using 0.00 windward factor and 1.00 leeward factor. -fat 3X43X4= 3 X 4 3 X 4 4 43X4 3-10-4 3X4 4X4(R) /// 5-11-0 0-9-0 t 1,, B3 /� 1-9-0 T 2X8 (E 3) III 10-0-12 1 3X4 (E3) = 2 X 4 III 5X7 751! H03 75„ 4X4= 2X4 III 1-6-0 1-6-0 H H 6-6-2 1 8-11-14 8-11 14 3-6-2 6-6-2 6-5-14 5-1-12 6 4-2 3-6-2 fE15-6-0 _I_ 12-6-0 a{ f 13-0-0 T 15-0-0 1 28-0-0 Over 2 Supports R=1196 U=180 W=5.5" R=1212 U=180 W=5.5" Note: All Plates Are 3X4 Except As Shown. (ANDALU2-? - T21) PLT TYP. 20 Gauge HS,Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 -WARNING" tRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SNIPPING. INSTALLING AND ORACING. 85435 Middleton Street,ThertnalCA REFER TO SCSI 1 01 (BIIIIDING COMPONENT SAFETY INFORMATION), PD OLISIIED BY TPI (TRUSS Pl.nif. INSIITutE. SOJpFESS/ O'. 110FR I11 OR.. Sit. TE 200. -AD ISON, NI 53719) AND NTCA (MOOD TRUSS COUNCIL OF AMERICA, GJ00 ElIIERPRISE LN, 'AY,_ MADISON. NI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING tDE5F. FUNCTIONS. UHL ESS OTIIF,RNISC 111DICAIED. �YJnO` `11/ TOP CHORD SHALL IT AVE PROPERLY AtTAC 11 ED StRUC1URAL PANELS ANO BOTTOM CHOR0 $HALL HAVE A PROPF. RLY AT ACHED RIGID CEILING. t� 0 1 2 0's5 e1 "IMPORTANT"Puani Sit A COPY OF tDIS DESIGN TO THE INSTALLATION CONTRACTOR. AIPINC ENGINEERED y ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIOLC FOR ANY DEVIAIIEIN FNOM THIS DESIGN; ANY tnII.IIR F. IO HII I I,D 1111: J IIT 1155 IN LONFORMA Nf.E WITH TII TPI; OR FADRICATING. DANOLINf. SNIPPING. IH5I ALLINf. A IIRAf.ING BI' 1RIIS ST.S. DI. SI GN CONFORMS MITA APPLICABLE PROVISIONS OF NOS (NATIONAL OCSIGN SPEC. BY AI'1lPA) AND IPI. ALPINE C ON NE GCT OR PLATE$ ARC MADE OF 20/10/16 GA (M, 11/5/K) ASTM A653 GR AD F. dp/60 (N. K/II.5) GAL V. 51f.0 1.. APPLY PEAII'S TO EAC II FACE BF IRHS5 AND, II NL ESS OtHERNISF LB CATF.D ON IVIS DESIGN. PO51tION PER DRAWINGS IGOA Z. i N0. C 58005 Ally INSPECTION OF PLAT ES r01. LnNEO BY (1) SHALL BC PER ANNEX A3 OF TPII-2DD2 SEC..I. A SEAL ON 11115 EYP. 6-30-2006 ORANING INDICATES ACCEPTANCE O' PROFESSIONAL CNG.NC'RING RESPONSIBILITY SOLELY FOR THC TRUSS F.OHP(INENt Alpine Engineered Products Inc. DESIGN $IIONN, IIIC SitITARILiIY AND USC OF TII IS LOMPONENI FOR ANY BUILDING IS 111E RF.SPONSIBILIIY OF THE 9� Civil- Sacramento, IVIL Sacramento, Ca 95$28 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. O O F CgLIF CA/2/-/-/-/R/- Scale =.1875" Ft. TC LL TC DL BC DL BC LL 16.0 14.0 7.0 0.0 PSF PSF PSF PSF REF R795-- 16357 DATE 10/27/05 DRW CAUSR795 05300190 CA -ENG PCH/GWH TOT.LD. 37.0 PSF SEAN- 40222 DUR.FAC. 1.25 FROM TS SPACING 24.0" JREF- 1SRN795_Z15 _ M M M M r M M r M M M THISMEPAREW COMPMPUT (M D[MEw) susm BY TRm. (ANDALU2-? - T22) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E :63 2x6 SPF 1650f -1.5E: Webs 2x4 HF Std/Stud :Lt Slider 2x4 SPF 1650f -1.5E: BLOCK LENGTH = 1.500' SPECIAL LOADS ------(LUMBER. DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at -0.59 to 60 PLF at 29.59 BC From 14 PLF at 0.00 to 14 PLF at 28.00 BC 75 LB Conc. Load at 13.00, 18.00 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. Truss transfers 200.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections -are to be designed by Engineer of Record. 0-9-0 T 3 X 4 3X4= 3 X 4 _ 3 X 4 Negative reaction(s) of -515/ MAX. (See below) Requires uplift connection. ** The maximum horizontal reaction is 5608# ** 70 mph wind, 13.13 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof -edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/240 total load. Truss designed for unbalanced load using 0.00 windward factor and 1.00 leeward factor. ". , ... exts= ���� 5X4(E3) 2 X 4 III - 2X4111 = 75/1. (�751/ 4W 1-6-0 1-6.0 EE 6-6-2 a� 8-11-14 ,�_ 8-11-14 13 6 2 a{ 6-6-2 i 6-5-14 T 5-1-12 T 6-4-2 3 6 2 1 15-6-0 ,1_ 12-6-0 a{ 13-0-0 T 15-0-0 1 R=1854/-516 U=180 W=5.5" Rh=5609/-5609 8-0-0 Over 2 Supports - (ANDALU2-? - T22) t 1-9-0 10-0.12 If R=1660/-304 U=180 W=5.5" PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 ^WARNING^^ TRUSSES RCOUIRE EXTREME CARE IN FABRI CAr ION. HANOI. I NG. SHIPPING. INSTALLING AND BRACING. R fFa TO R.R.CSI i -OJ RHI DING CUMPON NT SAT TY NF RMAT N P11 H Y IP ILII S FLAIL INSil1111 l' 583 C( L C E 10 10 ). OL IS CD B I( 5. 85-435 Middleton Street ThermalCA It nNDrRln SUI TC 200. NAD[so N, MI SJ]19) AND MICA (MOOD TRUSS COUNf,II. Of nBLRlf.n, 6300 ExI[RPRi51, I.N. MADISIIN. MI 53)19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FIINCIIONS. IINLESS B111T.RMIS1: INDICATED, �O0D W. TOP 'CG C�IORD SHALL HAVE PROPERLY ATTACHED STRIICTIIRAL PANELS AND BOTTOM CNnRD SHALL HAVE n PROPERLY AT rACHED RIGID r,E ILI NG. ov 1 2 ^^IMPORTANT^^FURNI SII A COPY OF THIS DESIGN TO 111E INSTALLATION COUIRAr.TOR. AIPINF, FIIGINEC RFB W A L P I N E PROOIIf,TS. INC, SHALL NOT BE RESPONSIBLE FOR ANY DF,VTAIION FROM THIS DESIGN; ANY FAILURE. 10 BUILD THE TRUSS IN CONFORMANCE MIM IPI: OR FABRICATING, HANDLING. SHIPPING, INSTALLING A BRACING OF IRIISSES. DESIGN CB NFOPMS WI TII APP1,1 f, AO LE PROVISIONS OF NDS (NATIONAL DC SIGN SPEC. BY AF APA) AN0 TPI. ALPIN( r,ONNEITOR PI. A T ES ARC MADE OF 20/10/16GA (M,H/S/K) ASTM A65J GBADC 40/60 (M. N/11,5) CAI. V. ST T.CL. APPI.Y PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISC L0 AT(,D ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. * No. C 58005 ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TPII-2002 SEC.J. A SEAL Of. THIS Exp. 6-30-2006 Alpine Engineered Products Inc. DRAWING INDICATES ACf.[PTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRIISS ITIMPONENT \% CtVtL a�P Sacramento. Ca 95428 DESIGN SHOWN. TIIE SUITABILITY AHD USC OF THIS COMPONENT FOR ANY BIJILOING IS IIIC RESPONSIBILITY Of IIIC 9 BUILDING DESIGNER PER At151/TPI 1 SEC. 2. OF CAUFLF CA/2/-/ TC LL TC DL BC DL BC LL TOT. LD. DUR.FAC. SPACING Tc�a 1-/R/- 16.0 PSF 14.0 PSF 7.0 PSF 0.0 PSF 37.0 PSF 1.25 24.0" Scale =.1875"/Ft REF R795-- 16359 DATE 10/27/05 DRW CAUSR795 05300191 CA -ENG PCH/GWH SEON- 40233 FROM TS JREF- 1SRN795_Z15 _ = M r = M M M M M M - THIS�EPAR�M COMPM'PUT ((S DIM(-) SUBM'BY TP�. t AINUALUL-r - IL3 ) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E :63 2x6 SPF 1650f -1.5E: Webs 2x4 HF Std/Stud :142, W3, W8, W11 2x4 SPF #11112: ADDITIONAL LOADS BC - 75 LB Conc. Load at 18.1.5, 23.15 Truss designed for 10 psf non -concurrent bottom chord live load. Truss transfers 200.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. (U) Negative Reaction (U=XXX see below) requires uplift connection ** The maximum horizontal reaction is 7200{ ** 0-5-0 T 3X 3X4% 5X6= 5X7= 5X8= 70 mph wind, 13.21 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/240 total load. Truss designed for unbalanced load using 0.00 windward factor and 1.00 leeward factor. (U=1122) .--I- �7 it T75(/� 4X6 (Al) 1.6-0 1 6-0 E E 5 6.5-0 0-3-80-5-0 _I -L 10-0.12 T T 7-6-2 - 5-2-6 5-3-8 �_ 5-43--33-1 5 6 7 6-2 1-2-7-8 T 4-10-10 aT5-2-6 a1 5-5-4 1 1 5-1-12 5-2 6 E 7-6.2 �E 18-0-0 18-0-0 _I 18-1-12 1� 17-10-4 36-0-0 Over 2 Supports —� R=159/-29 PLF U=15 PLF W=12-3-0 Rh= -I-/- 588 PLF over shearwall R=1501 U=180 W=5.5" located from 0-0-0 to 12-3-0 Note: All Plates Are 2X4 Except As Shown. PLT TYP. Wave TPI I Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.1875" Ft. S ates Fabricators 760-397-4122 85-435 Middleton Street, Thermal CA "WARNING" INUSSES A10111Rf. F.%IRCME CARE IN FARRIF,AII011. IIANDL1 NG. SHIPPING. INSTALI ING ANI) HNACING, REFrR 10 Of -51 I.O,I (DUILDING f.OMP0NEN1 SnFEiY IqF ORMAl10N). PIIHLIS11 F.p RY IPI (IP.IISS P1 n11' iN111 full„ S03 D'nN Of R10 DR.. SUI TF T.00. MADISON, HI 53119) AMD MICA IWOND igIISS (.01111 f. 11 OF -.PICA. ,;Inn I.NiI'P.%lSl: IN. MADISON. WI 53)19) FOR SAFETY PRACTICES PRIOR 10 PERFORMING TH[sr IIINLfIONS. u01.1:5s OINrDNISf. IIIOICAITD. 1OP CHORD SII Al.L It PRRI.Y ATIACII EO SIRIIC TIIPnL Pn11C I.S Ali ROFIOM CI10R0 SII ALL IIA VI: A PROPI RI.Y AliAf 11 F.D RIGID CEILING. �C Qa A,A� ESS�p 46, Y CPN v 20�'SCiZ T C TC BC L L DL DL 1 6 14.0 7.0 D P S F PSF PSF R E F DATE DRW R 7 9 5-- 10/26/05 CAUSR795 16361 05299076 "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSIALLATIOH CONTRACTOR. ALPIIIL ENGINEERED ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURC 10 BUILD IMF TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSIALLING A GRACING OF IRIISSCS. B C L L 0.0 P S F CA -ENG J M F/ C W C Alpine Engineered Products Inc. Sacramento, Ca 95928 HEST GN CO IIF ORMS MIIII APP I. I GABLE PROVISIONS OF NDS (NAI ION AL DC SIGN SPEC. BY A'RP A) AND IPI. AI.P I HE F, DUN EC TOR PLAT ES ARC MADE OF "/18/16GA (Y,11/S/N) ASTM AG53 GRADE AO/60 (W, N/H, S) GAL]. IT11L, APPLY PLATE!; TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS IGOA'Z.IT ANY IIISPECTION OF PLATES FOLLOWED BY (1) SHALT. BC PER ANNOY A3 OF IP11.2002 STC. -3. A SEAT. ON FIIIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RE PONSIBILIiT SOLCI.Y f0q tlll: IRIISS f.OMPON1:. DU1IG„'N1W1W".GN'RTPEg1ANS10/TPITI SEC U1E OF THIS COMPONENT fOR ANY BIIII.OING IS 1111: RC SPUNSIRII.ITY 0T III T. No. C 58005 I TP. G-30-2008 civil -�P OFCgL1F��a TOT. L D 37.0 P S F S E Q N 40241 D U R .FAC . 1.25 F R 0 M T S SPACING 24.0” JREF- 1SRN795_Z15 M M M � 'M M M M " � ,ow - THISMEPAREM COMPMPUT (jM DIM( ) SUB[M'BY TR�. ( ANUALUZ-f - IZ4 ) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E :B3 2x6 SPF 1650f -1.5E: Webs 2x4 HF Std/Stud ADDITIONAL LOADS BC - 75 LB Conc. Load at 18.15, 23.15 Truss designed for unbalanced load using 0.00 windward factor and 1.00 leeward factor. 5X6= 5X7= 70 mph wind, 13.21 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/240 total load. Truss designed for 10 psf non -concurrent bottom chord live load. m 3X7 (Bl) = �75# �3X7 (B1) 75�j 1-6-0 1-6-0 8 0 5-0 I T IE 7-6.2 SIE 5-2-6 alE 5-3-8 —1, 5-3-8 IE 5-2.6 �E 7-6-2 ,J ( 7-6-2 T 5-2-6 T 5-5.4 5-1-12 T 5 2 6 7-6-2 (E 18-0-0 �I, 18-0-0 ,J ( 18-1-12 T 17-10-4 36-0-0 Over 2 Supports _I R=1489 U=180 W=5.5" R=1511 U=180 W=5.5" PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CSA 2 R - SpatesFabricators 760-397-4122 85-435 Middleton Street, Thermal CA "WARNING" TRUSSES RCOIIIRI. EXTREME CARE IN FARRICAIION. NANDI IOG. SNIPPING.. INSTALLING, AND BRACING,. 'F I N x r IY PP 0.NA1 011 PII N D 0Y IP IRU PI AI' INS111 IF O,l RL ER TR BCSI 1.03 (N IILDINL CO PO CN SALE. I O I 1. BI.IS C I ( SS I. U .. S D'OHOFRIO OR.. 51111E 200, MADISON. WI 5,1/19) AND NT CA (N000 TRI15S COUNCIL' OI' AM[P.ICA. GJ00 TNIFRPRI51. L..MAD SAFETY TO P IITIESC S. NLCSS I 10/26/05 ESS/0 W �" e " •7 `�. 05299075 TC T1. LL DL 16.0 14.0 PSF PSF TS PANELSAND 00110111 CHORDI1 TOP CHIN ONS IIALLIIAVEOR PROPERLY ATTACHE05SIRUC111RALSIIALL HAVI: APROPERLY NIG IR CEILING. ""IMPORTANT "ruxNlsN A COPY OF TIIIS DESIGN TO INC INSTALLATION CONTRACTOR. ALPINE ENGINEERED ADIIACHED P�O`'D �No 1 20 BC DL 7.0 PSF ALPINE PRODUCTS. INC, SHALL NOT OE RESPONSIBLE FOR ANY DIVIAIION FROM TIII$ OCSILH; ANY FAII.IIRL 10 IRI IN 101116RMANf.0 NIM IPI: OR FADRICAIINL, IIA NOL TNG, $111 PPING. INSTALLING A IIB AG,I Nf. 01' CHILD III F. IR IIS $C S. BC LL 0. D PSF Alpine Engineered Products Inc. Sacramento, Ca 95028 DESIGN C011F DRN5 WITH APPLICABLE PROVISIONS Or NDS (NATIONAL DESIGN SPEC. BY AFAPA) AIID IPI. CONNEf.i OR PLATES ARE MARC OF 20/IB/IGLA (M .11/$/KI A$tN ALSJ LNAOC n0/GO (W, K/H,S) f,A I.V. 511.[1.. PLn ICS i0 EA[N FACE OF TRUSSAND. UNLESS OIIIE RWIS(. I.00AICD ON 11115 DESIGN. POSITION PER DRAWINGS ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX AJ OF TPI I. 2002 SEG.. -1. A IE AI. DRAWING IIIDICA TES Af.CC PrAHf.E OF PR OF[SSIONAI. CHGINCCRINL RCSPONSIDILITY SOI.LLY GOP. TIIC tR IISS DESIGN SHOWN. 11E SUITABILITY AND USC OF 11115 f.OMPONENt GOR ANY OIIILDINf. IS tI1F. P(,SPONSIRII IiY BUILDING DC SIGNER PCR ANSI/TPI 1 SE C. z. AI.P I III: APPLY IC+On•Z. 011 1111$ f,OMPONE NT 01' ill F. * NO. (• 5800 Exp. 6-30.2006 q CIVIL aP %O Ofl F CALIF * TOT. LD 37 0 PSF D U R . FAC . 1 . 25 SPACING 24. 0 6.5.0 10-0.12 Scale =.1875"/Ft. REF R795-- 16363 DATE 10/26/05 DRW CAUSR795 05299075 CA -ENG JMF/CWC SEON- 40254 FROM TS JREF- 1SRN795_Z15 M M M -M LM M M r M I' M - THIS�EPAREr COMPMPUT (M DIM( ) SUBOMBY TR�. ( ANUALUZ-! - IZS ) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E :133 2x6 SPF 1650f -1.5E: Webs 2x4 HF Std/Stud ADDITIONAL LOADS BC - 75 LB Conc. Load at 3.40, 8.40 Left end vertical not exposed to wind pressure. Truss designed for 10 psf non -concurrent bottom chord live load. 5-4-0 3X4! C!C! 4X4= 7X8= 4 - 70 mph wind, 13.21 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/240 total load. Truss designed for unbalanced load using 0.00 windward factor and 1.00 leeward factor. 3X4 (Al) �75# �75i1 �_1-6-0'j `E 3-3-0 _j 5-3-8 �E 3J� 5-2-6�L 7 6-2 1 3-4-12 5-1-12 I 5.1D -a 56 13-5.2 �E 3-3-0 _j 18-0-0 _I 3-4-12 T 17-10-4 21 3 0 Over 2 Supports R=878 U==180 H=Simpson MUS26 R-937 U-180 W=5.5" Girder is (1)2X6 min. DF -L 8 0-5-0 10-0-12 6-5-0 PLT TYP. 20 Gauge HS,Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.3125" Ft. Spates Fabricators 760-397-4122 85-435 Middleton Street, Thermal CA "WARNING-- IRIISSI:5 RCOOIRE FYIREME CARE IN FABRICATION, MANGLING, SNIPrIN&. IRSIALLING AN11 BRACING. RIFER 10 DCSI 1.03 (BBILDINf. GBMPBIIENT SAFCIY INfORMpl101n, PIIBLISIIf.l1 BY Irl (I RU SS I'I,nil; INSt".ITT.. 5R3 VONOGRIn DR.. 51111[ ]n0. MADISON, NI 53]191 AND Fill, (WOOD IRNSS fnUNf,ll. NF AMERIf,A, (3OO FIT ST. I N. cn �OFESS�p TC LL 16.0 PSF REF R795 16366 MAnI$ON, NI 3711 FOR FDP SArf.iY PRAT-Ilf,Cs PRIOR 10 rERrBRHINf. 111($1; fONf.11oHs. Ill+1.1;55 oT111:RN1S1: IRI11f.nII;O. TOP CNBRD SHALL IIAV r. PRDPE RI.Y AIIAf.11EO $TRII f, IIIA AI. PANELS ANp DOIrOM f.IlORO SII AI, I. IIAV[ A PROPERLY nlin1..111;. RIGID CEILING. �O�D W ( �7 C�PNov 1 2 �Zm TC DL BC DL 14.0 7.0 P S F PSF DATE DRW 10/26/05 CAUSR795 05299074 "IMPORTANT`^FURNISII A COPY 01' THIS DCSIGN IB IH[ INSIAI.I.AIION CONrRACT1IR. ALPINE LNGINTI:P.[0 ALPINE PRODNC•S. INC. SII ALL Nor OE RCSPDNSIDLE POR ANv 0(.VIA"D. -NNM IIB S D1:SIGN: ANv I'nI1IIP.1: 10 DN II, 11 111E tRIISS 111 C. F OI:MA Nf. F, NI T11 IPI: nR FADRIr.AIINO. IIB ND I.I NG. 5111 PPI NG. IN5I AI. I.I NI: A II V.Ar,I NG Ilf IRIISSI:S. / B C L L 0.0 P S F C A- E NG J M F/ C W C Alpine Engineered Products Inc. Sacramento, Ca 95428 DCSI GII CORE ORMS WI111 APPLICADLC PROVI SInNS OF Nns (NATIONAL, DESIGN SPrr„ DY AI'&PA) AND IPI. ALr111 I: CONNr CTOR PL AICs ARE MAD( OF 20/1B/1Gf.A (X,11/S/K) AStM A653 GRABL n0/60 (W, K/N.S) GAIN. SILEL. APPLY PLATCS TO EACH FACE OF (puss AND. UN"'ESS OTMERMISE LOCATED ON nus DESLGN. POSIFION PFR DRAWINGS 1BOn�z. ANY IRSrEf-rlOrl 0f PLAtCS rn,.LOwCO BY II) SHALL BC PER ARTILY A3 OF TPII.2nDR SCr,..I A Sr A1. ON Dns T oES LOGS110WNCATCSi+IErSUIIABILIiY AnDFUSEIOFpTNISGf.OMPONI:NTRFnROA+NY1tBIIILnINGO1ISIIIIEORt..5PON5111II.ITYt10fllTNNi 8111LOI14G DESIGNER PER ANSI/IPI 1 s(C. x. * NO. C 58005 Exp. 6-30-2006 �q CtUttr a\P �OFCALIFC� # TOT. L D . - 37 .0 P S F S EON - 40268 DUR .FAC . 1.25 FROM T$ SPACING 24.0" JREF- 1SRN795_ZlS (ANUALUZ-! - IZb) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud SPECIAL LOADS ------(LUMBER DUR.FAC,=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at 0.00 to 60 PLF at 22.84 BC From 14 PLF at 0.00 to 14 PLF at 21.25 Left end vertical not exposed to wind pressure. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. 5-4-0 3X4 2X1 4 4X4= M MTHIS MEPARE11MOMPtMPUT (M DIME SUBI MY TR�. 70 mph wind, 13.21 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Deflection meets L/360 live and L/240 total load. 0-5-0 6-5-0 10-0-12 Scale =.3125"/Ft REF R795-- 16367 DATE 3X4(A1) DRW CAUSR795 05300193 CA -ENG PCH/GWH SEON- �1-6-0j FROM TS 3-3-0 I 5-3-8 J, 6-4-2 ,I_ 1SRN795_Z15 6 4-6 F 3.3-0 aTE 8-8-11 T 9 3.5 L, 3-3-0 _I_ 18-0-0 _I FE 21-3-0 Over 2 Supports IR=771 U=180 H=Simpson MUS26 R-895 U-180 14=5.5" Girder is (1)2X6 min. DF -L (ANDALU2-? - T26) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Spates`Fabricators 760.397-4122 85-435 Middleton Street, Thermal CA ALPINE "WARNING- IRIISSES REDIIIME EXTREME, CARE IN FABRICAIION. IT A MITI. I FIG. SIT IPP1MG. INSIA1,1.1NG AND BRAr.IMG. NEI'F.R TO 11.51 I O- (D ILD' f, .0 f. Snl"C TY NrnRMAfION,. IOLI$ul0 Il I ( S. I S BCS H x r MPON-NT rr r Ir leu s r1 nII x'r lulr �,n'I O'ONOfP.10I1N.. Solff 200. nn01SON, NI 61719) nN0 MICA (M000 I0.11S$ CDIRIf,II, 11" nlnl:Plfn, 11110I'NIIRPIiIiF 111, MADISON. WI Il"719, FOP SAE 1.11 FRAC 111.11 PP IOR IO PE, R TOP. M I NG I111.SE I'HNGII VIS. 'IRI.1: $S 01 111 SI: INTI IFII'1'11. TOP CHOR0 SMALL HAVE PROPERTY ATTACHED SIRLICFIIRAI. PANf.I.S AND IIOII0. CROP.O SNA1, 1. HAVE A PROPERLY AITACr1Tn R IG 10 Cf.ITING.. `IMPORTANT-FoRNISH A tory or -is ntstnR to n¢ INSIAI.I.AINN CONTP.ACIOR, ALPINE I: II f.ITT , I: RI 11 %PROOOCTS. INC. SHALL NOT BE RtSPONSNtE FOR ANY nEVIATION FROM IRIS n1:SIGH: ANY IA11ONE 10 01111,0 IIM; TRUSS IN CONFORMANCI: WITH IPI: OR FABRICATING. HANDr.ING. SNIPPING. INSTAI.I.ING A BRnr,ING OI INNSS I.S. � pFES3/ C O W. /y�6 f9PN ov 1 2 ��' TC LL TC DL BC DL BC LL 16. D 14.0 7.0 0. D PSF PSF PSF PSF Alpine Engineered Products Inc. Sacramento, Ca 95$28 O E,SIG. CONFORM' WIT11 APP', If,I RLE. PNOVISION$ 01' NOS (NATIONAI. DESIf,N SPF f„ BY ArAPn) ANTI IPI. A1. PI NI: CONN':ITIR *'R"' W"" ARE MAD': OI' 20/1B/'GGA (W,II/'/N) nSIM nfi5,l GRnlll: AO/f.O (M. Y./N.$) GnIV. Sof 1, 1., nrPI,Y PLAITS IO IAIN FACE OP IR. HSI A'1 N, ONI ESS DTIIIRWIsr 1, 0 CA IED ON IIIIS BE IG N, POS'II ON PI:H DRAWINGS I60A�1. ANY INSP I. CTION 01' PLATES FOUAWED BY (1I SHAu. BE PER ANNEX A3 01" TPIt a1" sfr,.3. A 'F.AI ON INIS DRAWING INDICATES ACCEriANCE Of PROFE.1SIONAI. I:NGINf.1:RING RLSPONSINILIIY I11,I;I.Y EOR Irll IRrISS COMPONI:III O'SIG Nf nI/SIGNI:RTPfRsn1NSIDITITI SE f, Alto11,E OF IIIIS f,1MPONf.NI 1'OR ANY BIIILDING IS Tr11 P.I'S1'OrISIIIII.IIV 11' Trrf. AT tSj N C 5800 5 IHzP.6-30.2006 clvkx. 9�OFCYAu�O�a 1♦ \P TOT. L D 3 7 0 P S F DUR. FAC. 1 .25 SPACING 24.0" 6-5-0 10-0-12 Scale =.3125"/Ft REF R795-- 16367 DATE 10/27/05 DRW CAUSR795 05300193 CA -ENG PCH/GWH SEON- 40272 FROM TS JREF- 1SRN795_Z15 M an THISIMEPARJMCOMPIMPUT am DIMAM) SUBfMBY TFfM. ( ANDALU2-? - T27 ) Top chord 2x4 SPF 1650f -1.5E Bot chprd 2x6 SPF 1650f -1.5E :82 2x6 SPF 2100f -1.8E: Webs 2x4 HF Std/Stud :W1 2x6 SPF 1650f -1.5E: :W2, W3, W5, W6, W7, W9 2x4 SPF #1/#2: SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at -4.92 to 60 PLF at 17.93 BC From 14 PLF at -4.92 to 14 PLF at 16.33 BC 1111 LB Conc. Load at 0.27, 2.27, 4.27, 6.27, 8.27 10.27, 12.27, 14.27 ** The maximum horizontal reaction is 4340# ** (A) Continuous lateral bracing equally spaced on member. 2 COMPLETE TRUSSES REQUIRED Nailing Schedule: (0.131"x3" -Gun -nails) Top Chord: 1 Row @11.50" o.c. Bot Chord: 2 Rows @ 4.50" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Negative reaction(s) of -101811 MAX. (See below) Requires uplift connection. 70 mph wind, 13.21 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Left end vertical not exposed to wind pressure. 4 1- 4X4 = See DWGS A07015EN1103, GBLLETIN0405, & GBLBRSTB0405 for more requiremen 4 X 6 (R) \\\ 5X7 (R) Deflection meets L/360 live and L/240 total load. 6X8- TRUSS TRANSFERS 56 PLF ALONG TOP CHORD &HROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND 3X4111 A) W5 CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. 6-5-0 TW W6 4 X 4 2 0-0 W1 W9 11-3-4 3X4111 W3 W7 0-5-0 � 10-0-12 2X10 2X10111 7X8= 8X8- 6X4(R) III B2 2X8111 4X12(133) -. 1111111111#111111 111111 111111 �1111j1.1111#. 111111 Lli-6-01i o73-1-4 - �-ItE 4-1-9 4-3-5 }E 4-3.5 5 3-14 I - 3-8-8 - II _ 18-0-0 _ I 21-8-8 Over 2 Supports R-4522 U=180 W=5.5" Note: All Plates Are 2X4 Except As Shown. R-6032/-1019 U=-180 W=5.5" Rh=•4340/-4340 PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.3125" Ft. S ates Fabricators 760-397-4122 SSP435MiddletonStreet,ThertnalCA "WARNING" IRIISSES RCONIRF CYTREMC CAR[. IN TAnPICA1)nN. NANn11NG, SIIIPPIrIG. Ir+,I AlI Ixf, DEIN nPnr lrl f.. REFI:"'" BC,I ' "' I°IIILnI"" r.Bnrnmdn SAFEIY INrOP.MAl10H). PIIIILI$IICO BY IPI (IPUSS PIAII. II+,IIIIIIL. •..:, n•nnm RIn Da.. sulTc Rnn. MnnISOr+. MI saPID) nxn MICA (Mono 1RUS5 unl Nrll Or AIN P"A. A-uul 1Nn PrrI,I 1x. MADISON. NI 5l119) roll SATI'TY PRACTICES PRIOR to Pr.RFOP.MIOf. nlrsl: Eur+r.nOx s. mO1SS OoNINW151 INT)IrA"Fl•FyC2 C"ORO SNAIL NAVE: PROPERLY ATTACHED STRIICrNRAl. PANELS ANI) 1101 TOM r.110ND SNATI IIAVT A PP.n PI PIY At IACIII ilop) CLII.G. L w �pFEss10 C�P1 Nov rr TC TC BC LL DL DL 16.0 14.0 7.0 PSF PSF PSF REF R795 16368 DATE 10/26/05 DRW CAUSR795 05299068 ALPINE 1 MPDRTANT'�r11RNISN A COPY O1 TIIIS DESIGN TO rlir. IN$tAI.IATION CnNIPACt OR. At PINI: rr+GI NIIRI II PRI)DxCiS. INC. SMALL NOT BE RESPONSIBLE roll ANY CIEVIAIION FROM rNIS DESIGN: ANY IAIINNI. In n1llln 1111 IRIISS IN CONFORMANCE Mlill TPI: OR FA°RICAIING. IIANIILINr,• SNIPPING. IITSIAII.INC A NRACINr, of -INSIST a. BC LL 0.0 PSF CA ENG PCH/CWC 1 Alpine Engineered Products Inc. Sacramento, Ca95�28 "E SIG° CONFORMS MIT. APPLICADLI. PaOVI510NS Or RDS INAI.-I. DEsino srrr.. nY Am, ANn Irl. AIP11+1. roTMM:n oa rLArzs nR1:.nnr. m' IOTIOTIBGn (M,II/S/R) AsTM Ansa GRA I Anlrn (M. eIN. S) CAI v. Still . APPY PI1n rAr.n IAr.1: nr IROSS ANn, 11 1 Ss nnn'.aMiSE LnF.Alto ne I IS nT SIGN, POS1, ION r1P ORnMI DGS 1611A Y. A.Y INSPI'C110N Or PI.AIr.s rm.1.0MTO nr (I) SIIALI. "E PER ANNIY na Nr 1PI1 20%' SI: r.. 1. A \ AI nN nus DRAMIxG INDICATES ACUSTANrr. 01 PROFESSIONAL r.NGI"CEPrnr, RI.Srn"SICII1I1r SOIAIY IOP 1111 1R11,, rnelrmuN" oLSlml SHOWN. SIIIIABII.IIY Axn OSI. DT nus COMPOxLN1 "ON ANY H011."ING Is III. Rr.SPONSI011 INY nr r1II Nun.nlNr. or.slr.nra PLR nxSlnrt I scr. R. � �? NO. C 58005 oEx C 5.006 Civil- Civil- �P CAL1 TOT . L D 3 7 . 0 P S F S E 0 N - 50983 DUR .FAC. 1 .25 FROM T$ SPACING 24.0" JREF- 1SRN795_ZIS IN r no No (ANDALU2-? - T39) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :142, M M r M r M M anTHISMSEPARAWCOMPMPUT AS DIM ) suBmBY T�R. T2 2x6 SPF 1650f -1.5E: W4 2x4 SPF #1/#2: SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at -1.59 to 60 PLF at 7.97 TC From 110 PLF at 7.97 to 110 PLF at 20.69 TC From 60 PLF at 20.69 to 60 PLF at 30.26 BC From 20 PLF at -1.59 to 20 PLF at 0.00 BC From 92 PLF at 0.00 to 92 PLF at 28.67 BC From 20 PLF at 28.67 to 20 PLF at 30.26 TC 693 LB Conc. Load at 7.97, 20.69 Deflection meets L/360 live and L/240 total load. ** California hip girder load case modified ** Building designer is responsible for conventional framing. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Extend sloping TC of truss and jacks to hip rafter. Support extensions every 6.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 32" OC with 2-16d nails and diagonally brace per DWG.BRCALHIPH1103. Support hip rafter with cripples at 8-5-13 OC. 0-5-0 T 4X8r- 3X10= T2 2 COMPLETE TRUSSES REQUIRED Nailing Schedule: (0.131"x3" -Gun -nails) Top Chord: 1 Row @ 8.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 70 mph wind, 15.54 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Roof overhang supports 10.00 psf soffit load. #1 hip supports 7-11-11 jacks with no webs. Corner sets are conventionally framed. 4X8 3X6= r 3X6= 3X10(A1) 1-6-0 �r 3X10 (Al) 1-6-0 IE 7-2-0 ,1 7-2-0 1 7-0-4 1 7'3-12 a� 7-11-11 r 6-4-5 7-0-4 T 7 3 12 j 1- 7-11-11 _1_ 13-4-9 _1_ 7-3-12 T 0-5-0 3-01-14 T+14-0-12 1 28-8-0 Over 2 Supports _1 R=3622 U=180 W=3.5" R-3622 U=180 W=3.5" (ANDALU2-? - T39) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.1875" Ft. Spates Fabricators 760-3974122 85 435 Middleton Street, Thennal CA ALPINE "WARNING" 1RNSSES REQUIRE EXTREME CARE IN rARRICAIION. HANDLING. SNIPP1N0. INSIAILINr, AN0 BRACING,. PETER TO nrsl )-n3 (ml n.olxG coerow[xr sAf Elr 1xrnR Mnn Nx). PUD( lsurn BY rPl (1Rus5 rL n1r lush nnE, sna D'ONo1P,l0 OR.. SUIT[ )00, MADI SDN. HI 53719) AND MICA (MOOD IRIISS f,ONNCII. IN AMIRICA. 6:10n FI11IREPI51 IN, MADiSnN, NI 53719) FOR $Arl "I PRACtICES PP,IOR f0 PI:RrnRMl,,O 111CSE fll,,f,rl... UHIf<5 A)IrnnrI.RIY1nlI"nCllrB IBP f, II OR .AI.L II.VE PP.OPCRLY Ar TACIT ED 51'R 1I C TUR AI. rnNrlS AND Dn110M f.110Rn 511.1.1. 11 AVT. RIGID f.E II.INO, "IMPORTANT"rNRNISH A ropy oG x1115 or,SIDU In INC. INSIAI,IAlion coNINACinR. Al."Ni IIIL 1111.1 Rin PPO nNC r I. Illy,. SNAI,I. .111 0,: Rf SPN,,SIRLL In. ANY DI VIAI In,, I'RDH 11115 0111 CN; ANI IAII NRI 111 ,,NII I, III, TRUSS IN C;INI1:S NG,E MI11, Irl: OR I'.nRlCA x1111'., IIB N8I IND, SII I I'r"IT,,. INS"A11, TNI: A NPnrI11G nl IN11ti 115. W QQROF /0 �O`'D Fye ov 8 0 TC LL T C D L BC DL BC LL 16. 1 4. 17.0 0.0 D 0 PSF P S F PSF PSF REF R795 DATE DRW CAUSR795 CA -ENG 16382 10/27/05 05300199 PCH/GWH D[.SI DN G -P Ni'DRH$ w1111 .PPI Il:n❑I. I: PROVISION$ Ilf NB$ INA, INNAI 8151011 5Pi [. IIY AI -APA, AIN, II'I. nl 1'101 Nl: f,iDR rI AIES ARI: Mn01. 01' Rn/IR/IC•f.A (w,N/S/Y.) A5I11 AA!.3 GNnOI' nn/Gn (41, ,: /11,<) nAI V, till 11 nl'I'II r1. A rl'S xn EAC. I'ACC NI IRNSS AND. IIB I. I: SS MINI NHI SI' ING,A 111) nN IBIS 81:110,,, 1'NSIIInN 1`IR nn nNlll,;S I!•nn /, * o. C 58005 TOT. LD 47 D PSF SEAN- 34516 OUR .FAC . 1 . 25 FROM TS ,,,T Alpine Engineered Products. Inc. Sacramento, Ca 95928 ANY 1NSPEC11ON OI' PTAI'IS Pnli.nwrn By (") SiIA1.1 111; I'I:R nINLV n3 01' Irl( -/OOP <xC.3. n SIAL nn .115 DRAWING INDICAT[.5 ACCTPIANCE Or PRI1r1:SSIONA1. T1101NEERING ACSPONS111n.l1Y Sn1.11,Y 1'0N IBI rRNS< CIIIIrnNE111 SIIOWU. 11If S"IIAIIII.ITY ANY BNII.DIND IS III[. RI'SPIll!<101I.11Y IN ITN: OF AIIl Ilsr nr I1n5 rnurmn u" FOR uln l.ni14 005I LIILR GER ANSI/IrI 1 sr r.. z. Exp.6-30-2006 S T.q�, Clvl%r <\P P FOF CAL[FO� SPACING 24.0" JREF- 1SRN795_ZlS M M " M M M M M " M M M THISIMEPARIM LOMPMPUT as DIMM) SUBMBY TtMR. (ANDALU2-? - T40) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: 70 mph wind, 15.88 ft mean hgt, ASCE 7-93, CLOSED bldg, not located Bot chord 2x4 SPF 1650f -1.5E within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind Webs 2x4 HF Std/Stud :W2, W4 2x4 SPF #1/#2: TC DL=9.4 psf, wind BC DL=5.2 psf. SPECIAL LOADS 28-8-0 Over 2 Supports ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at -1.59 to 60 PLF at 9.97 TC From 4 PLF at 9.97 to 4 PLF at 18.69 TC From 60 PLF at 18.69 to 60 PLF at 30.26 BC From 20 PLF at -1.59 to 20 PLF at 0.00 BC From 24 PLF at 0.00 to 24 PLF at 28.67 BC From 20 PLF at 28.67 to 20 PLF at 30.26 Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d Box or Gun nails (0.135"0.5" min.) and diagonally brace per DWG. BRCALHI H1103. 0-5-0 T 3 X 6 1::-- 3 X 6 Roof overhang supports 10.00 psf soffit load. Deflection meets L/360 live and L/240 total load. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 3X5 (Al) 1-6-0 �r JA4- 3X5 (Al) 1-6-0 EE 7-2-n QE 7-2-0 7-0-4 7-3-12-- N I_ 9-11-11 _1_ 11-4-9 _I_ 7-3-12 _I (:a 0-5-0 1 14-0-12 T 3-8-14 1 28-8-0 Over 2 Supports R=1084 U=180 W=3.5" R=1084 U=180 W=3.5" (ANDALU2-? - T40) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.1875" Ft. SpatesFabricators 760-397-4122 85435 Middleton Street, Thermal CA -WARNING` MISSES REQUIRE EXTREME CARE IN rABRiCATION. HANDLING. SIIIPPING. INSIAT.LING AND HAACITIC. REFER TO BCSI 1.00 (BIIII.01146 COMPONENT SAFETY ID NFORHATIONI. P.191ISIIT.IT RY rPl (IRIISi PI AI I: INSTII"IF. SH1 I.N D'ONOF RIO DR.. SIII I F, RB O, MADISON, NI S,1%I9) ANRICA (NBnn IRIIn SS f. UN G -II. OF ARIC . K., I.NIMI:I;RPNI51. . MADISON. HI 5311!11 FOR SAFETY PRACtir-E5 P0.10R In PI RF OR HI NT. IIIFSI; I'IINf.11B115. nNI.F.Ss ^i'Ipn�I.RI,YlA+11TAr,11f.0 1BP CNORO 511 AL1. IIA VE PROPC RI.Y AiTA r, IIID $T R11 r,T ITR AI, PANELS AND 1)OTInM r,IIB RB SIIA I.I IIA VI: RIGID G-EILING. w CE �Ao SSio _ .1 �O`D rY �v^ /- Y' vPNOv 8 0T45 TC T C BC LL D L DL 16.0 14 7.0 .0 PSF P S F PSF REF R795 16383 DATE 10/ 2 7 / D 5 DRW CAUSR795 05300199 "IMPORTANT-FORNISH A COPY OF IVIS DESIGN TO 1111: INSTALLATION CONFPACI FR. At r I NE 111 f,lNL T RID PROOIICTS. INC. SNALL NOT BE RESPONSIRII, FOR ANY DEVIAIION rRON TATS DESIf,N: ANY IAILHP.I. In DIIILII nM BC LL 0.0 PSF CA -ENG PCH/GWH ALPINE TRUSS IN f-ONFORHAIICC W AIT TPI: OR rARRICAIING. BANnLIDG. SOIPPInG, INSrAII uG. lG A BRACING ni' IRIISSIS, AlpineEngineeredProductsglnc. Sacramento, Ca 95728 DESIGN CONFORMS NIIU APPI.lr--ABLE. PRnVI5IDN5 OF NDS (NA TIDPnI. DESIGN SPEC. It'AI'APA) - Irl. AI. PINI: 1n 11EclnR PLAYS ARE WADE 11 20/16/IC6 (W,II/S/1•.T ASTM AG5.1 GRADE AO/F.II (N, R/11.5) GAIN . 5I11L. APTLY IO F. Af.111ACE BI' IR11 SS AND. IINI. ESS DIIII;RNI SI 1. CATI.D BH 11115 DI:S1011, rnSl 11 DN T'I'N DRAWINGS 15Bn 7 ANY INSPECTION OF PLATES I"0 BWFD BY IT SNALL BF. PI:R nllRl:x n0 Of IP11•R00% Sl,f.,]. A ST.AI, 01, Illlti PLA DRAWING iRDICAICS ACCI:I'I-CE OF PROFESSIONAL ENGINEERING RESPONSIDII.I IY SnI,E1,Y TOP I'IIF IRIISS G,I,NIPIINI;N1 DE SI w! 511BNN. 11, IABILITY ANn II SI' OF TATS C.-NEIII i"BR ANY DIIII.IIING I5 TUI. RCS11-11FIL11Y OF 1111: I'0.nNS1/IPI 1 SFC. 'l.. * o. c ssoo s * Exp. 6-30-2006 �/` civtt- 9TF Q�\P OFCALtF� TOT . L D . 3 7 . 0 P S F S E O N - 34519 D U R .FAC . 1 . 2 5 FROM T S SPACING 24.0" JREF- 1SRN795_ZlS M M r r M M � ! M M - THISMEPARf COMPMIPUT AWDIMM) SUBM BY TJMR- (A(NUALUL-: - 141) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E W2bs 2x4 HF Std/Stud :142, W5 2x4 SPF #11#2: SPECIAL LOADS R795-- 16384 Design Crit: TPI -1995 STD UBC 7.01.0421.11 PSF Spates Fabricators 760-397-4122 "WARNING" ------(LUMBER IIANDLING. SHIPPING. INSIATTING AND DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) r I 1.07 (OBI"' NG COMPONENT' SAFE;II FORM TC From 60 PLF at -1.59 to 60 PLF at 11.97 TC From 4 PLF at 11.97 to 4 PLF at 16.69 TC From 60 PLF at 16.69 to 60 PLF at 30.26 BC From 20 PLF at -1.59 to 20 PLF at 0.00 BC From 24 PLF at 0.00 to 24 PLF at 28.67 BC From 20 PLF at 28.67 to 24 PLF at 28.67 BC From 20 PLF at 28.67 to 20 PLF at 30.26 0-5-0 T 2X4111 2 X 4 111 2 X 4 111 70 mph wind, 16.21 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Roof overhang supports 10.00 psf soffit load. Deflection meets L/360 live and L/240 total load. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d Box or Gun nails (0.135"x3.5" min.) and diagonally brace per DWG. BRCALHI H1103. 3X5 (A1) =JAY- �A4- JMT- 3X5 (Al) = 1-6-0 0-5-0 TT +14-0-12 1-6-0 h -5 IE 7-2-0 IE 7-2-0 1 2-44- Q-14 _1_ 4-4-111, 7-3-12 J 1 7-2-0 1 7-2-0 7-0-4 T 7-3-12 _ 1_ 11-11-11 1_ 9-4-9 _1_ 7-3-12 _I 28-8-0 Over 2 Supports J R=1196 U=180 W=3.5" R=1196 U=180 W=3.5" (ANDALU2-? - T41) PLT TYP. Wave TPI �IMPORTANT"�FIIR R795-- 16384 Design Crit: TPI -1995 STD UBC 7.01.0421.11 PSF Spates Fabricators 760-397-4122 "WARNING" TRUSSES RCOUIRE EXTREME CARE IN FABRICATION, IIANDLING. SHIPPING. INSIATTING AND BRACING,. 7.0 85-435 Middleton Street, Thermal CA t0 TICS 1. r I 1.07 (OBI"' NG COMPONENT' SAFE;II FORM AI N)P 10 O I Y tP R"SS IED D 11 10.1155 fnN Nf.i 01' "ROSSr nl - IN 1 ( S. I C S I nM1:R if.n, I.N ICRPNI 1111 5 1 C. .D- Qa� )�/ VORD D•cxDFR10 DR.. MACISOil. NI 5,1719) SIII IE 200. MADISON, NI 5.1719) nN0 FOR SAr[IY PRAT. TI CES PRIOR IO Nifn (MOOD PI:R FOR 11 1. III F. SC FORCi 10115. (i:10N 111lL 1: ,1$ OIII I:PN151: Sr Iii. INOI CA N. �D W IOP CHORD SHAIL RIGID CEILING. HAVE PROPERLY AitACHEF) STROCTIIRAL Pn N[LS AND B01 TO. CHORD SHALT, HAVE A PRNPI ITY Al Fn GD:IT `C' `C"�QX�,,O •7 �,I)Iov 2 IS SII n COPY OF III IS DES IG11 10 111 C. INSTAT. I.nIION con r0. Af,lOR, A1,11 .1. I,xf IMI: I:I?1.N W ALPINE PRODUCTS. INC. SHAL I. NO BE RESPONSIDLE FOR ANY DC VI Al I ON FROM III IS 01.51 GN: ANY IL OR 1. 10 DOILn 1111: IRIISS IN CONFORMANCE Willi TPI: OR FABRICATING. HANDLING. SHIPPING. INSIALLING A BRACING OF TROSSI'. S. DCSIG,N CO "FORMS Will' APPLIr.ABLC rR0V151O11S OF NDS (NATICINAL DESIGN SPEC. BY AFAPA) AND IPI. AIPINE 10NIT E r.i OR P1. A ICS ARE MA Or OF 20/1D/16GA (N.11/S/R) ASTM A6SJ r,RADr. 40/60 (N. N/11.5) GAIN. 51[rl.. AI'I'l.Y PI.n FCS 10 CALM FACE Or IRIISS AND. DII LESS OI"I RNIST. 1.0 LAt[D nN IIIIS DESIGN. POS111 n11 PCR OP ANI Nf,s 160n-1. { No. C 58005 A11Y INSPELF1nx OF PLATES FOLLONCO DY (1) 511 ALL DC PCR A1111CX nl OF IPII.2002 S1: f..D. A SI. AI. NN IN IS Exp. 6-30-2006 DHANI Nfi INDIf,A FES AL f.FPtANCC OF PRnFCS510Nn1 CNf INF. F.RING 0.f. SPONSIB I I.I TY SOL (.I.Y FDR IIIL IRIISS f,ON'ON[NI Alpine Engineered Products Inc . DC SIG" SII ON N, L SIIIIABI1.1 Y AND HSC OF tillS COMPONEIFr FOR ANY BI1ILDIHG IS IIIE RE'SPONSIBII IlY IIIE CIV11. �P Sacramento, Ca 95028 BOSILDING DESIGNER PCR ANSI/IPI 1 SCC. 2. OFCAL%rc CA/2/-/-/-/R/- R795-- 16384 DATE 10/27/05 TC LL 16.0 CA -ENG PCH/GWH PSF TC DL 14.0 TS PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR-FAC. 1.25 SPACING 24.0" Scale =.1875"/Ft. REF R795-- 16384 DATE 10/27/05 DRW CAUSR795 05300199 CA -ENG PCH/GWH SEON- 34522 FROM TS JREF- 1SRN795_Z15 I- S ` M M THIS-EPAREMCOMPMPUT AM DIM ) SUB�BY TRI. ( ANUALUZ-! - 14Z ) rBo cord 2x4 SPF 1650f -1.5E :T2 2x4 SPF 2100f -1.8E: chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 5X7=-' / PLATE OUR.FAC.=1.25) TC From 60 PLF at -1.59 to 60 PLF at 13.97 TC From 90 PLF at 13.97 to 120 PLF at 14.33 TC From 120 PLF at 14.33 to 90 PLF at 14.69 TC From 60 PLF at 14.69 to 60 PLF at 30.26 BC From 20 PLF at -1.59 to 20 PLF at 0.00 BC From 14 PLF at 0.00 to 14 PLF at 0.29 BC From 24 PLF at 0.29 to 24 PLF at 18.42 BC From 14 PLF at 18.42 to 14 PLF at 28.67 BC From 20 PLF at 28.67 to 20 PLF at 30.26 TC 378 LB Conc. Load at 13.97, 14.69 70 mph wind, 16.54 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Roof overhang supports 10.00 psf soffit load. Deflection meets L/360 live and L/240 total load. 10 psf BC live load per UBC. Use this design for common hip trusses @ 24.0" OC. Extend sloping TC of truss and jacks to hip rafter. Support extensions every 2.00 ft to flat TC.Spacing of supports originates from #1 hip. Attach 2x4 lateral racing to flat TC @ 32" OC with 2-16d nails and diagonally brace per DWG.BRCALHIPH1103. Support hip rafter with cripples at 5-7-14 OC. (Truss transfers 200.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. 0-5-0 T 4X6 7X6% 3X10(131) = 5X6(A2) 5-0-14 0-5-0 T +14-0-12 5X7=-' 1-6-6 E 18-4-13 10-3-3 1-6 0 1E 7-0-11 IE 6-11-0 6-6-1 7-0-11 ( 1 E 31E 7 0 11 6-4-5 Tlkkgtq� 6-6-1 T 13-11-11 _I__1_ 13-6-12 7-0-11 _1 28-8-0 Over 2 Supports �1 R=1815 U=180 W=3.5" R=1815 U=180 W=3.5" Rh=+/- 559 plf through 10-3-3 shear wall I From 18-4-13 to 28-8-0 PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.1875" Ft. S ates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA -WARNING`- TRUSSES REOHIRE EXTREME CARE IN FABRICATION. IIANOLING. SHIPPING. INSTALLING AND GRACING. REFER 10 Bf,' 1-03 (BIIIIDiNf. COMPOtIEI+T SAFETY IHFOPMAfION), PIIBLISIIEB BY FPI (IRIISS PLnTE It+Sn11n[, $133 D'ONOf RIO DF SII(IC 200. MADISON, MI 5,1719) AIID Mif,A (X000 FRUSS COUNCIL OF AMERICA, GOnD ENTERPRISE MADISON, NI X3719) FOR SAFETY PRACTICES PRIOR IO PERFORMING THE5E FUNCTIONS. II1+1.1:55 OTHERWISE.. INDICATED. FOP f.IIORD `•U All IIAVC PR TOP AT f, TI[D STRIIC I'Il0.Al PA NF.L$ AN 90IIOM 61100.0 SIIA I. I. (IAV I: A PRO PI: RI.Y Al T'n f,H FO RIGID CCILII1''' Pa oFess)O �OVO L. l`it �7 -Y �PNov O TC LL T C D L BC DL 16.0 14.0 7 .0 PSF P S F PSF REF 0.795- - 16385 DATE 10/26/05 DRW CAUSR795 05299080 `*IMPORTANT -FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEEREDPRODU BPI0.ESP0115IORLE FOR ANY DESIGN: BUILD / BC LL 0.0 PSF CA -ENG P C H/ G W H ALPINE TRUSSCIN CONTORMANCELNIO; FABRICATING. HANDLING. SHIPPING. INSTALLINGY& BRACINGTor1RUSSEs. Alpine EngineeredProductsyInc. Sacramento, Ca 95728 BE SIGN CONFORMS WITH APPLICABLE PROVISIOUS Or NDS (NATIONAL DESIGN SPEC, By AFAPA) AHD TPI. ALPINE CONNECTOR PLI.TES ARE MA OC 0f ]0/18/16 GA IN.11/S/K) AS IM AGS.( GRADE I%10 (N. I(/11•S) GAIN. SIFEL. APPLY PI.A TES 10 EACH FACT Or IRIISS AI+D. HNT. ESS OIHIRNISC LOCA F I:D ON IVIS Df.SIGN, POS(r In1I P,:R ORANI NGS IF.nnz. ANY 1HSPIGIIDH or PLATES FOLLOWED BV (1) $(loll BE.. PCR nNt+F.X A3 Or IP11 2067 SI: f.. D. n SEAL ON 11115 DRAWING INDICATES ACCF.PTANr.E OF PROrCSSIONAI. ENGINEERING RESPONSIBILITY SOLI:(.' FOR TIIE IRIISS rnMPORI:NJ DESIGN 'IIONN. 1111 SHIIAa ILIIY AND (ISL or THIS coMPoNENI FON ANY BUILDING IS 111E RESPONSIBILIIY 0T' THE BUILDING DESIGNER PER ANSI/TPI i SEC. 2. - * No. C 58005 F,Tp. 6-30-2006 C1VIl. '(`O O� F QiALtF T 0 T L D 37.0 P S F S EON - 61520 D U R . FAC . 1 .25 F ROM T S SPACING 2 4.0 " J REF - 1 SRN 7 9 5_ Z 1 5 - M r M M M r M ` M M THISMEPAREr COMP MPUT dMDIMI ) SUB -BY T4m - ANUALUZ-! - 143 Top chord 2x4 SPF 1650f -1.5E Bot chard 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/240 total load. 10 psf BC live load per UBC. 0-5-0 T 70 mph wind, 16.60 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Right end vertical not exposed to wind pressure. Roof overhang supports 10.00 psf soffit load. 4X4= 3X4(A1)3x4= 5X4= 3X4= L 7-9-5 _I_ 6-6-11 _I_ 6-8-11 ,I_ 2-5-5 ,I r 10-9-10 T 7-0-12 T 5-7-10 14-4-0 _I_ 9-2-0 _I PIE 23-6-0 Over 2 Supports R=1006 U=180 W=3.5" R=981 U=180 W=3.5" 5-2-5 T 2-1-11 14-0*12 PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.10 CA/2/-/-/-/R/- Scale =.25" Ft. S ates Fabricators 760-397-4122 p 85-435 Middleton Street, Thermal CA --WARNING--TRUSSES REOUIRC EXTREME CARE ill FABRICATION, HANDLING. SHIPPING. INSTALLING. AND BRACING. REFER t0 BCSI IOJ (OUIIDING COMPONENT SAFETY INFORMATION), PIIBI.ISIIEO BY iPi (TRUSS PI.AIE INSTIIIIIC. S83 D'ONOFRIO DR.. SUITE 200, MADISON. NI 5SAFE pINWTCAORMA (MOOD TRUSS COON CIL OF AMERICA. 6700 (.Nriiin E.0 I.N, MAO ISO".NI 53]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING (TIE SF. FUNCTIONS. IINL[SS DIHCRNISC itN):CATED. TOP CHORD SII ALL HAVE PROPERLY APTA CH CD SrR SIC 1'U RAL PANELS ACID DOTEOM CNOR 0 SHALL HAVE A PROPERLY AI I'ACIICD RIGID CLIL ING. w �C y, E�/Q PR ON -0 W. F v P C�Nov 8 D Z T C L L ( T C D L BC DL 16.0 14.0 7.0 P S F C` P S F PSF R E F R 7 9 5 16386 DATE 10/26/05 DRW CAUSR795 os299osi ALPINE "IMPORTANT "FURNI SII A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE I'll 10ERED PRODUCTS. IMC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATI0 FROM THIS DESIGN: ANY FAILURE To DUILD I'c TRIPS IN COI.FORMANCE NITII IPI: OR FABRIC A TING. HANDLING. SIIIPPING. INSI AILING A BRACING OF IRUS SCS. Cr B C L L D. D P S F CA -ENG J M F/ C W C Alpine A� ineEngineeredProducts Inc. P Sa ramento, Ca 95428 OC SI GN CONF�RMS NIIN APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPE G. OY AFAPA) AND IP1. AI.""' CON RECTOR PI ..IES ARE MADE OF 20/ID/IGGiA (N,11/5/K) AS IM A653 GRABE AO/60 (N, K/H.S) GAIN. SIC CL. APPLY PIp TE$ EO (x..11 FAf,C OF TRII$$ AND. UNLC SS OiIIC RNISE LMCATED ON THIS OC SIGN, POSITION PER OP,ANI Nf,$ I6OAE. ANY INSPECTION O( PLATES FOLLOWED DY (I) $HALL BE PER ANNE% A3 O( TPlI 2002 SCC.3. A SCAT. ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONS101I.ITY SOLELY FOR 111[ IRIISS r.OMPONI:Nr DESIGN 51101111. TIIE SUITABILITY AND USE OF IVIS f.OR ONENT FOR ANY BIIILDIHG I$ TIIE. RC SPON51 D 11.1 IY OF TIIE BUILDING DISIGNER PER ANSI/IPI 1 S[C. 2. # o. C 58005 Exp.6-30-2006 � Civil -\P 9j� OAa OF CALIF E TOT . L D . 37.0 P S F /� S E O N 28199 DUR .FAC. 1 . 25 C' FROM TS SPACING 24.0° JREF- 1SRN795_Z15 M M M M M ' r M M M M - THISMEPAR� COMPMPUT O3 OIMM) SUB- BY Tom (ANUALUZ-! - 144 ) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Roof overhang supports 10.00 psf soffit load. Deflection meets L/360 live and L/240 total load. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS TO THE FRONT EVERY 6.00 FT TO FLAT TC. EXTENSIONS TO THE BACK EVERY 2.00 FT ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND -DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33),OR DWG. CD110. SUPPORT HIP RAFTER AT #1 HIP AND WITH CRIPPLES AT 5-7-14 OC. 0-5-0 I T 70 mph wind, 16.54 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Right end vertical not exposed to wind pressure. 10 psf BC live load per UBC. Shim all supports to solid bearing. E,X7 (P) \\\ Ilf 78/f 4X4- LA4I11 .5 A4= 5x7= 3X6 (Al) = 3X5 (R) III 6� � 1 O 'H' 1 1 9 IE 7-0-11 alE 6-11-0 z1`� 6-4-5 —1-2-0-7 ,J ( 7-0-11 6-4-5 8-3-0 I_ 13-11-11 _I, _I_ 8-4-12 ,I 11 1-E 23-6-0 Over 2 Supports R=1317 U=180 W=3.5" (a) R=1448 U=180 W=3.5" T 2-1-11 14-0-12 1 PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.10 CA/2/-/-/-/R/- Scale =.25" Ft. Spates Fabricators 760-397-4122 85-435 Middleton Street, Thermal CA ALPINE Alpine Engineered Products Inc. P Sacramento, Ca 95028 "WARNING" TRIISSES REOIIIRE EXTREME CARE IN rABRICATION, HANDLING. SIIIPPING, INSTALLING AND BRACING. Y.0 FER TO BCSI IOJ (BUILDING COMPOHCN7 $AFCIY INFORMATION), PUDLI SII I:D DY TPI (TRUSS PLATE IMSrIIIIIE. 583 D'ONOi TOO 'R.. SO ME UOIL r1ADISMP. NI SJ719) AND MICA (HOOD iRll55 COUNCIL Or AM[0.1CA, (700 CN TF.R PRISE LN, MADISON. NI sJ]19) FOR SAFETY P0.ACTICES PRIOR TO PERFORMING THESE rlHlcrlONS. IINLES$ OTICRNISC nrolur[D. TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "" IMPORTANT""i unxi sll A DOPY OF THIS DESIGN t0 THE INSTALLATION CONTRACTOR. aLPI NF. E"GI NC CRC) PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD TIIE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING.INSTALLING R BRACING or IRIISSES. DESIGN CONFORMS NI IH APPLICABLE OROF NDS (NATIONAL DESIGN SPEC„ BY AFAPA) AHD IPI. AL PI NC CONNECTDR PLATES ARE MADE OF 20/18/16GA (N.H/S/N) ASTM A657 GRADE In/ (N. N/H. S) GAIN. SIC F. I.. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS Or'IIERWISE LOCATE' DN THIS DESIGN, POSITION PER THINGS 160A-2. ANY INSPECTION Or PLA FCS FOLLONED 9Y (i) SMALL BC PCR ANNE% AJ Or TPII.2002 SEC. 3. a $f.nl. ON "I'S OR AWING 11!'ICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RCSPONSIBILITY SOLELY FOR 111E TRUSS CDMPOHI.NI BIIILDINGDESIGN HDESIGNERiPERSAUITANSI/TPI I SEC,U'E OF THIS f.OMPONENt FOR ANY BIIII.DING IS tllF. RESPONSIBILITY OF THE # �(1, �/ V� EW�Q Pa p�-� VV ti P� C� Nov 0 No. C 58005 ENP,C 58 006 CtVty 9TFOFCAuV:O�e� kt, �P TC T C BC (` B C TOT LL D L DL L L . L D 16.0 14.0 7.0 0. 37.0 0 PSF P S F PSF P S F P S F R E F R 7 9 5 16387 DATE 10/26/05 DRW CAUSR795 05299061 CA -ENG J M F/ C W C S EON - 28216 D U R .FAC 1.25 F ROM T $ SPACING 24.0" JREF- 1SRN795_Z15 M M M M M M r M M M M - THIS-EPAREM C014P- PUT (woDIM ) SUB -BY TR_2. (ANUALU4-! - 14b) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/240 total load. Building designer is responsible for conventional framing. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 0-5 0 3X4(A1) 70 mph wind, 11.14 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. //1 hip supports 3-11-11 jacks with no webs. Corner sets are conventionally framed. 140// 140/% 3X511 3X7- 3 X 5 0-5-0 10-0-12 3X4 2X41113X4= 3X4 (Al) �E 3-5-5 ,I_ 4-6-11 �1E 4-4-15 3-7-1 3-11-11 T 4-0-5 T 4-4-15 I 3-7-1 I_ 3-11-11 _I_ 8-5-5 _I 3-7-1 _1 R=851 U=180 W=5.5" 16-0-0 Over 2 Supports R=851 U=180 W=5.5" { (ANDALU2-? - T45) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 "WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING. INSTALLING AND BRACIIIG. 10/27/05 85- 435 Middleton Street,ThermalCA REFER TO BC 51 I OJ (BUILDING COMPONENT SAFETY IUFORMATIOtI). PUBLISHED BY TPI (t0.11SS PLATT, IRST1t11TE. SUITC MI WT CA TRUSS CONIICIL OF AMERICA. 6300 ENTERPRISE'" �QFESS ! SEON- D'OHOFRIO DR.. 200. MADISON. 53]19) A!!D (W000 MADISON, MI 53719) FOR SAFETY PRATTICE$ PRIOR TO PCRFORMINf. THESE SE FUNCTIO115. II N I. ESS OTHFRWISF. INDICATED. FROM TS top CHORD SII ALL NAVE P0.0PE0.LY ATTACHED STRUCTURAL PANELS AN OOTtOM CIIO RO SII ALL HAVE A PROPCREY ATTACHED 1SRN795_Z15 RIGID CEILING. "IMPORTANT—FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM TI115 DESIGN; ANY rAILITR[ t0 BIIILO TIIC TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. $III PPING. IN$fAll.l Nf. A N0.nf.l Hf. OF TRIISSC S. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NO$ (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. AI.PIHC CONN[CTOR PLATE$ ARE MAGE OF 2O/1B/% A (W.11/S/K) ASTM A65,3 GRADE d0/60 (W. K/II. S) GAT. V. STEEL. APPLY PLATE$ t0 EACH FACE OF TRUSS ANO. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A.Z. * No. C 58005 ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BC PER ANNEX A.3 OF TPII-2002 SE C..3. A SCAT. ON THIS Exp. 6-30.2006 Alpine Engineered Products . DRAWING INDICAt(S ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY $OLCLY FOR THE TRUSS CnMPONC Nt A C,V1L P SgineeedPro ducts IncIn DESIGN SHOWN. THE SIIITABILIrY AND USE OF THIS COMPONENT FOR ANY BuILnING IS IHC RTSPOIISIBILITY OF TUE ���P vllF- a` BUILDING DESIGNER PER ANSI/TPI I SEC. 2. CA/2/-/-/-/R/- TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" T 1-8-14 i Scale =.375"/Ft. REF R795-- 16388 DATE 10/27/05 DRW CAUSR795 05300199 CA -ENG PCH/GWH SEON- 38694 FROM TS JREF- 1SRN795_Z15 M M M M M r r M M M M M THISMEPARM COMPMPUT as DIMM) SUB= BY Tom. (AINUALUL-! - 14b) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x6 SPF 2100f -1.8E Wt,bs 2x4 HF Std/Stud SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at 0.00 to 60 PLF at 4.72 TC From 2 PLF at 4.72 to 2 PLF at 11.28 TC From 60 PLF at 11.28 to 60 PLF at 16.00 BC From 14 PLF at 0.00 to 14 PLF at 16.00 PLT- 1215 LB Conc. Load at (15.86,10.26) PLB- 1079 LB Conc. Load at (1.98,10.10) PLB- 1079 LB Conc. Load at (3.98,10.10) PLB- 1079 LB Conc. Load at (5.98,10.10) PLB- 1079 LB Conc. Load at (7.98,10.10) PLB- 1079 LB Conc. Load at (9.98,10.10) PLB- 1200 LB Conc. Load at (11.98,10.10) PLB- 1215 LB Conc. Load at (13.86,10.10) 0-5-0 2 COMPLETE TRUSSES REQUIRED Nailing Schedule: (0.131"x3" -Gun -nails) Top Chord: 1 Row @11.25" o.c. Bot Chord: 2 Rows @ 5.00" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 70 mph wind, 11.27 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C. wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L1240 total load. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 4 ,4X10% TO 3X10= 4X102 4X8(A1) 0-5-0 216# 10-0-12 4X8(A1) =- 3-11-0 3-11-0 ,�_ 4-1-0 I_ 3-11-4 J 4-0-12 fJ E 4-8-11 T 3-3-5 T 3-11-4 a+E 4-0-12 �l I_ 4-8-11 _I_ 7-2-9 _I_ 4-0-12 _I j� 16-0-0 Over 2 Supports _I R=4231 U=180 W=5.5" (ANDALU2-? - T46) R=5598 U=180 W=5.5" PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.375" Ft. S ates Fabricators 760-397-4122'WARNING-' P 85-435 Middleton Street, Thermal CA TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SIIIPPING. INSTALLING AND BRACING. REFER TO BC 51 1 07 (BMILBING COMPONCNT SAFETY INFORMATION). PUBI.ISIICO BV iPl (TRIISS Pl.niT. INSI'I"'. 58.1 D'ONOFRIO DR.. SUITE 200. Mn0150N. NI 57 119) ANO N1 CA (MOOD TIt CoI1N f, 11 Of nMERlC C. GJOO I:NIERPRI SE LN,MAD- TOP CHORD SHALT. 19AVE OR SAFETY PRACTICES PRIOR TO PROPERLY ATTACHED STRUCTURAL PERFORMING PANELSANDHESE BOTTOM CHORDAS. SHALL HAVE ASS T PROPERLY ATTACHER RIG IO CEILING. nC Pa L�FESSro, �O`'D W � Fy Nov 18 2 Z T C T C BC L L D L DL 1 6 14.0 7.0 0 P S F P S F P$F R E F DATE DRW 8 7 9 5 10/27/05 CAUSR795 1 6 3 8 9 05300200 -IMPORTANT-FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR.. ALPINE ENGIEEIMI) ALPINE PRODUCTS. INC. SHALL HOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY rAIL1IRC ID PIAL. TME TRUSS IN CONFORMANCE MITA TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACIIIG OF TRUSSES. /� B C L L 0.0 P S F C A -ENG P C H/ G W H Alpine Engineered Products Inc. Sacramento, Ca 95028 DESIGN CoHFTIBMS HITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFAPA) AHD TPI. ALPINE CONNC CTOR PLATE$ ARE Mn DE OF 20/18/I6GA (N,11/S/K) ASTM A65J GRADE AO/GO (N. N/11.5) AND f STEEL. nP PLY P1.ATFS TD EAC II FACE. OF ipll$$ ANO. IINLES$ OTHERNISC LOCATED OH IVIS DESIGN. POSH ION PCOPAWIHGS IGOn-z. ANY INSPC f-IION Of PLATES fOLLONEO BY (i) $Ilnll. BE PF.R ABNEN nl Of IPII.2002 Sf.G .7. n SEAL D11 THIS DRAWING INDICATES ACCEPTAN r.E OF PROFESSIONAL ENGINEERING RESPONSIBILITY ?OLI:I.I' TOR TIIF. TRIISS COMPNNCNI ERSHItA ILI TPI TI SEC.112E OF THIS COMPONENT FOR ANY B111LO111G I$ fllC Rf.SPONSIOI1.IIY Of IN, DE IIGN SHOWN OESIGNfR[HE * No. 5 US Fxp. 6-30-2006 �(� Civil- �P QFCA1 `O�� T 0 T . L D . 37.0 P S F S E Q N 25641 D U R FAC 1 2 5 FROM T S SPACING 24.0" JREF- 1SRN795_Z15 M M M M M M M M M M M THISMEPAR� COMPMPUT � DIMM) SUBM BY T�R (ANUALUZ-! - 14/) Top chord 2x4 SPF 1650f -1.5E :1-2, T5 2x6 SPF 1650f -1.5E: :T3 2x4 SPF 21OOf-1.8E: Bot chard 2x6 SPF 1650f -1.5E Webs 2x4 HF Std/Stud SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From '60 PLF at -1.59 to 60 PLF at 7.97 TC From 110 PLF at 7.97 to 110 PLF at 26.03 TC From 60 PLF at 26.03 to 60 PLF at 34.59 BC From 20 PLF at -1.59 to 20 PLF at 0.00 BC From 34 PLF at 0.00 to 34 PLF at 33.00 BC From 20 PLF at 33.00 to 20 PLF at 34.59 TC 603 LB Conc. Load at 7.97, 26.03 TC 575 LB Conc. Load at 14.19 Deflection meets L/360 live and L/240 total load. #1 hip supports 7-11-11 jacks with no webs. Corner sets are conventionally framed. Building designer is responsible for conventional framing. In lieu of structural panels use purlins to brace all flat TC @ 24" OC 0-5-0 T 3X4= 3 X 4 3 X 4 4X6r- 4 3X8= 3X7= T3 2 COMPLETE TRUSSES REQUIRED Nailing Schedule: (0.131"x3"_Gun._nails) Top Chord: 1 Row @ 8.50" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 70 mph wind, 11.54 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Roof overhang supports 10.00 psf soffit load. (A) Continuous lateral bracing equally spaced on member. Calculated vertical deflection is 0.45" due to live load and 0.59" due to dead load at X = 16-6-0. 4X6= 4X6= A V 0 3X7= 3X5= H1010= 3X4= 4X6= 3X1O(Al) = 3X10 (Al) 1-6-0 1.6-0 6-2-0 -3-0-4 8-6-5 5-6-15 1 5-0-4 6-3-12 6-2-0-0-4-51d-OI 0_ . d-0502415-13 5-2-0 4-4-5 0- 15 6-11-11 7-6-12 1._ 6 7-9 �, _I_ 4-1-11 ,I_ 5-9-9 _h�I_ 6-3-12 _I 33-0-0 Over 2 Supports _I R=3434 U=180 W=5.511 R=3444 U=180 W=5.5" 0-5-0 T +10-0-12 T 3-0-14 i (ANDALU2-? - T47) PLT TYP. 20 Gauge HS,Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.1875" Ft. S ates Fabricators 760-397-4122 • P 85 435 Middleton Street, Thermal CA ALPINE Alpine Engineered Products Inc. P Sacramento, Ca 95 28 - WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SNIPPING. INSTALLING Ann BRACING. REFER IO SCSI 1.OJ (BIIILOING COMPONENT SAFETY INFORMATION). PIIBLISNED BY IPI (IRI/SS Pl.niC IHSIIIIII[, 587 O'ONOFRIO DR., SUITE 200. MADISON, MI SJZ19) AND WTCA (MOOD TRUSS f,011NCIL OF nMT.Rif,A. 6700 ENIT.RPRISC I.++. HADISDtI, NI 53]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTI0I+S. UNL F.SS 0111E RNI SC IHDICn TCO. TOP CORD SMALL 11AVE PROPERLY ATTA CITED $TRII f,I URAL PANEL$ nN0 BOTTOM CIIORD $IIAL1. IIn V(. A PRN Pf.N I.Y Allnf, 11 T.D RIGID CEILING. -1MP0kTANT-FIIRIIISII A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPiNT C1161110ERED PRODUCTS. INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILDRE In BUILD INN TRUSS IN CONFORMANCE WITH FPI: OR FABRICATING. NANDLIRG. SHIPPING. INSTALLING A BRACING OF TRUSSCS. DESIGII CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFAPA) AND IPI. AI."INC CoNCL TOR PLATES ARE MADE OF 20/18/16 GA (N,11/S/R) ASTM A65J GR AOC AO/60 (N. K/11.5) GA I.V. 51 FFL. APPLY PL nr CS FO CA CII FACE OF TP IIS$ AHD. UNLESS OIIIERWI$[ LnLA TCO ON I" DESIGN, POST tlON PER DRAWINGS IfinA Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BT. PER ANNE% AJ OF TP11�2007. Sf:C.J. A Sf.nl. ON 1111$ DRAWING INDICATES ACCEPTANCC OF PROFESSIONAL ENGINEERII+G RT.SPONS IBILITY SOLELY FOR F11C IP USS LOMPONI.NI OE SIGN 5110NH. NF. $III TABILITY AND USC OF 1111$ COMPON[NF FOR ANY BUILDING I$ INC RC SPOn51811.1I OF IM BUILDING DESIGNER PER ARSI/IPI 1 SCC. 2. * LS) E PRS �t0 O�D ,w, ,L�. C�PNov 18 No. C 58005 Exp.6-30-2006 C1utL Q� V ��i�P OF CAL.tFO Z m T C Tl. BC BC TOT L L DL DL LL . L D . 1 6 14.0 7.0 0 37.0 D .'0 P S F P S F PSF P S F P S F R E F R 7 9 5 16390 DATE 1 D / 2 7 / 0 5 DRW CAUSR795 05300201 CA -ENG P C H/ G W H S E Q N 25630 D U R .FAC . 1.25 F ROM T S SPACING 24.0° IREF- 1SRN795_Z15 M M M M M M M r M M ` THIS _EPAREMCOMPMPUT (M DIME SUBMBY TR_ (AINUAI_UC-. - 14b) Top chord 2x6 SPF 1650f -1.5E :T1 2x4 SPF 2100f -1.8E: :T4 2x4 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :W2, W6 2x4 SPF 1111#2: Deflection meets L/360 live and L/240 total load. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 0-5-0 T 70 mph wind, 11.71 ft mean hgt, ASCE 7 93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL ->9.4 psf, wind BC DL=5.2 psf. Roof overhang supports 10.00 psf soffit load. 10 psf non concurrent bottom chord live load applied per ANSI/TPI-1 8X10 % 8X10 3X6 (Al) = 3X6 (Al) 1-6-0 1-6-0 �--6-2-0�6-10-11�6-10-11—��-6-8-156-3-12---� I 8-11-11 I, 17-8-9 _I_ 6-3-12 _I 33-0-0 Over 2 Supports _I R=1345 U=180 W=5.511 R=1345 U=180 W=5.5" 0-5-0 T+10-0-12 T 3-4-14 1 (ANDALU2-? - T48) PLT TYP. 20 Gauge HS,Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.1875" Ft. Spates Fabricators 760-397-4122 85-435 Middleton Street, Thermal CA "WARNING', TRUSSES R[OUIRE CKTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTAILING ANO BRACING. REFER TO BCSI 1" (BU ILBING COMPONENT SAFETY INFORMATION), PNBLISHEO BY IPI (TRUSS PLATE INSIITIItE, 58D D'ON OFRIO OR.. SUIT[ 200. MADISON. SON, MI 57]19) AND PTCA (MOOD TRUSS COUNCIL OF AMERICA, THBR ISE[RPRISE I.N. MADISON, HI 57]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS0111E RMISC INOI f,AIED. TOP CNORD SHALL HAVE PROPERLY ATT AC IITD STRNCrN RAL PANG LS AITD BOITOM CHORD SHALL HAVE A PR OP T. R I.Y ATTACHED atOfESSr ^ `- T C L L T C D L 16.0 14.0 P S F P S F R E F DATE R 7 9 5 16391 10/27/05 ALPINE RIGID G.CIL ING. tPRODUCTS.T INC. SMALLISH NOTACOPY OF Tills BE RCSPONSNL[ FOREANYODCIVInTIONTFROMTIIIIISFDESIGNfDR. ALPIAIIY I'AILURCITOCflIIIILOLIED HL' tRNSS IN CONFORMANCE Mn N TPI: OR TADRICATINC. IIANDLINC, SIIIPPING. INSTALLING A BRACING. Or IRHSSES. 0 o I 20 IY � BC DL B C LL 7.0 0.0 PSF P S F DRW CA E CAUSR795 05300202 N G P C H/ G W H E SIGN CONFORMS Ml Ill nPPLICAOIC PROVISIONS OF NDS (tin 110 NAL RESIGN $PEC, BY of APA) AND ICI. nLPIN1; DES CONNC CT OR PL AI'CS ARC MADE OF 20/18/16GA (W.H/S/K) ASTM A653 GRADE 40/6O (W. K/H.S) GALV. STEEL. APPLY TOT . L D . 3 7 . 0 P S F S E O N 62863 Alpine Engineered Products Inc. Sacramento, Ca 95928 PLATES TO EACH FACE OF IRU SS AND. UNLESS DTNERWISE LOCA ICD Oil tills BE IGII, POSITION PER DRAWINGS 160A-2. ANY INSPECTION OG PLATES FOLLOWED BY (1) SHALL BE PER ANNEX AJ OF TP11 2002 SEC.J. A SEAL OIT tills DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL F.NLINCERING RESPONSIOILIIY SOLELY FOR i11C IRIIS$ G.OM PONCNI DESIGN SHOWN. E SIT All Y AND USC OF i111S f.OMPONENT FOR ANY BIIILDINL IS TIIE. RESPONSIBILITY Or IIIC BUILDING DESIGNER PER AIISI/TPI I SEC. 2.FOFCAUrf�� AT No. C 58005 Exp.6-30-2006 ST9j ` ivit- �P Ar D U R .FAC . 1 . 2 5 FROM T S SPACING 24.011 JREF- 1SRN795_Z15 _ M = M = M M M M - THISMEPARE COMPMPUT (� DIM ) SUB_BY TRm (ANUALUZ-! - 149) Top chord 2x4 SPF 2100f -1.8E :T2 2x6 SPF 1650f -1.5E: :T3 2x4 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud (A) Continuous lateral bracing equally spaced on member. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS TO THE FRONT EVERY 4.00 FT TO FLAT TC. EXTENSIONS TO THE BACK EVERY 4.00 FT ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33),OR DWG BRCALHIPR1103. SUPPORT HIP RAFTER AT #1 HIP AND WITH CRIPPLES AT 5-7-14 OC. 70 mph wind, 12.04 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL --9.4 psf, wind BC DL -5.2 psf. Roof overhang supports 10.00 psf soffit load. Deflection meets L/360 live and L/240 total load T49 252{ 3X8= T2 252)1 3X10 3X10% 3X4 3X4 4 (A) (A) � 4 T3 4-0-14 0-5-0 � \ / 0-511 0 10-0-12 2X4111 3X8= H0514= 3X8= 2X4111 3X1O(B1) = 3X10(131) 1-6-0 1-6-0 �-6-2-0 4-0-0�6-4-0 6-2-4 -4-1-12- -6-2-0-3;- I_ 10-11-11 _I_ 11-8-9 _1_ 10-3-12 _1 33-0-0 Over 2 Supports J R=1845 U=180 W=5.5" R=1845 U=180 W=5.5" (ANDALU2-? - T49). PLT TYP. 20 Gauge HS,Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.1875" Ft. S ates Fabricators 760-397-4122 "WARNING" r0.U55ES REQUIRE EXTREME CARE IN FABRICATION. +IANDI.IHG. SHIPPING. INSTALLING AND BRACING. R E F R 7 9 5 - - 16392 2 P REFER 10 SCSI 1.01 (RUILDItIG f.OMPONf.NT SAFETY INFORMATInHj, PIIOI.ISIIED DY 'P"R' (TRSS PLAti. INSilllllE. Snl pF�� TIC L L 1 6 D P S F 85-435 Middleton Street, Thermal CA PR O D'ONOFRIO D0... SIII TC 200. MgDI50N. HI 57719) AND HILA (HOOD TRUSS L011 Nf.IL Of AMf.RI f,A, GJOn f.N iERPRI51: LN, !� /� ' Mn015011. NI 53119) FOR SAFETY PRACTICES PRIOR TO PERFORM ING illCSi. fUNLiInNS. iINLf.$$ nTI11:RHISE INDIf.AI[D. TIC DL 14 0 P S F DAT E 1 0/27/05 TOP f.N00.0 SHALL HAVE PROPERLY AiTAC VED STRHL1UNAL PANELS ANn D01'1'nM f,NORn 511n HALL HAVE a PROPERLY nl Tn fllCD RIGID CF.I LING. � GTA OV V 1p 01Qy �Yy BC DL 7.D P$F DRw CAUSR795 05300203 "IMPORTANT'*FHRx15x A COPY OF THIS DESIGN TO THE IN$Inl.In TION CONTRACTOR. ALPINE ENGINEERED ALPINE PRnouers. INC. slue NOT DE ResroxsloLE FOR ANY DEVIATION FROM THIS nCSIGN: ANY FAILURE 70 BUILD INC BC LL 0.0 P S F CA -ENG P C H/ G W H TRUSS IN GOIIF ORMANCC WITH TPI: 00. FABRICAtING, HANDLING. SHIPPING. INSIALI.1 II f, b DP.nLIHG Of TRUSSES. DC SIGN f,O Nf ORMS HITN APPLILA BI.0 PROVISION$ OF NOS (RATIONAL DESIGN SPCC. BY ArAPA) AND IPI. n1.Pl NC T TOT L D 3 7 0 P S F S E 0 N 48605 fn NIlL f,rOR PLATE$ ARE MADE Of 20/IG/IGGA (X.N/5/%) AS iM AGS] GRAD E do /f+0 (N, K/11,5) f,A I, V. $II:CL. APPLY PLA tCS 10 EACH FAC[ TIF TRUSS AND, RN LESS OTIIE RMISE LOLA IED OH 11115 OCS IGH. POSITION Pi.R DRAWINGS IGOn - Z. # No. Ci SSUUS AHY INSPEf.i1011 OF PLATES FOLLOgCO BY (i) SHALLOE PE0. ANNE% AJ OF TPiI.2002 SEC 3. a $F.pL OR (1115 FxP.6-30-2006 Alpine L"ngineeredProducts Inc. D U R .FAC 1 2 5 FROM T S ORAgII1G INDI fp TCS ACCEP1A Nf.E OF PROFESSIONAL ENGINEERING RC SPOHSIDILITY SOLCIY FOR THE TRUSS COMPONENT \1� DESIGN SNOMN, iTHESUITABILITY AND USE OF T1115 f.OMPOxCNi FOR ANY BUILDING IS III[ RESPONSIBILITY OI' 111[ 'QT a♦ Sacramento, Ca95§28 BUILDING DESIGNER PER A1i11/iPl 1 sec. 2. FO FCAUF� SPACING 24.0" ]REF- 1SRN795_Z15 — = = M _ THISMEPAR� COMP_PUT (M DIMIM) SUB— BY TR=. (ANDALU2-? - T50) Top chord 2x4 SPF 2100f -1.8E :T2 2x6 SPF 1650f -1.5E: :T3 2x4 SPF 1650f -1.5E: Bot ch'brd 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/240 total load. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d Box or Gun (0.135"x3.5",min.) nails and diagonally brace per DWG. BRCALHIPH1103. 0-5-0 T 3X5 (Al) _ 70 mph wind, 12.38 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Roof overhang supports 10.00 psf soffit load. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1 (:E 3X6% — 3X6- 3X7= 3X4% 3 X 4 4 r T2 — 4 \ \ T3 / 0-5-0 10-0-12 9YAIII '2Y7= 5X6= '2Y7= 9YAIII 3X5(A1) 1-6-0 1-6-0 �___6-2-04-0-0a�- ! RE 6-4-0 6-2-4�Jgz-4-1-12 6-2-0-3�1 1_ 12-11-11 _1_ 9-8-9 _1_ 10-3-12 _1 LE 33-0-0 Over 2 Supports _1 R=1147 U==180 W=5.5" R=1147 U=180 W=5.5" T 4-8-14 (ANDALU2-? - T50) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.1875" Ft. S atesFabricators 760-397-4122 P 85435 Middleton Street, Thermal CA —WARNING" TRNSSES RCOUINE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, 1!lStAI.LING AND Danclec. REFER TO BC 51 I OJ (BIIILOINL CFMPON[NT SAFETY INrORMnTION). PIIBLISII(D DY IPI (iRUSs PI.AIC I!lStlllll(, SB.3 D'ONOFRIO DR.. SHITE 200. MAD1$0N, NI 53719) ANO WI CA (HOOD IRN (.ON CIT. Or AMERICA, 6300 FM;ERPRISE I.N. OFESSI Y` O�^ TC LL 16. D PSF REF R795 16393 MADISON. MI 53719) FOR SAFETY PRACTICES PRIOR i0 P(RFORMINf ;NESE FUNCTIONS. UNLESS "N'RWISC INDICA'rD. TOP r.110R0 SHALL HAVE PROPERLY ATTACII[D SIR(]PANELS PND DDTTFM CI10 RO SII ALL IIA V( A PROPERLY ATtnfl1 `^y IY O`D , L.� 7 T C D L 14.0 P S F DATE 10/27/05 ALPINE RIGID CEILING. "IMPORTANT"roRNISN A COPY OF 11115 DESIGN r0 111E INSTALLATION CONTRACTOR. ALPINE. ENGINEERCO PRODUCTS. INC. $HALL NOT BC RESPONSIBLE FOR AM DEVIATION FROM r111$ OESIGr1; ANY FAILURE. TO RWILD THE LR USS IN CONFORMANCE KITH TPI: OR FAB0.1CAtINL, HANDLING. SIII PPInG, I!lSiALLi TIG A BRACING OF TRIIS SC S. V'PN B 2 m A BC B C DL L L 7.0 0.0 PSF P S F DRW C A -ENG CAUSR795 05300203 P C H/ G W H Alpine Engineered Products Inc. Sacramento, Ca 95028 Sacramento, DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN $PEC. DY AFAPA) AND TPI. EPIN[ CONNECTOR PLATES ARE MADE. OF 20/10/16GA (W.H/S/K) ASTM A653 GRADE AO/60 (W. K/H. S) GALV. STEEL. APPLY PLAIES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS I60A.Z. ANY INSPECTION OF PLATE FOLLOWED DY (1) SNALI. OC PCR ANNEX AJ OF TP11.2002 SIC.3. A I"'. ON THIS DRAWING INDICAr ES ACCEPTANCE OF PROF F.SSI ON AL F. NGIIlCERING RE SPO NSI BILI IV SOL CI.Y FOR 1111. IRNSS CO HPFNF.NI DUI.DING11DESIGNERTPERSAINSI/ITPIT1 SED II2C DF nns f,OMPONE.nT FOR ANY DIIILpING IS INC RE SPNISIOILIIY Or INC >k NO. C 58005 Exp.6-30-2006 Li civil \P ��DFCA'FC�e, TOT . L D . 37.0 P S F S E O N 48609 D U R .FAC . 1.25 FR0M TS SPACING 24.0° JREF- 1SRN795_ZlS t AINUALUL-: - 171) Top chord 2x4 SPF 2100f -1.8E :T2 2x6 SPF 1650f -1.5E: :T3 2x4 SPF 1650f 1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/240 total load. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 0-5 0 T 2 X 4 III 2 X 4 III 2 X 4 III 2X4111 THIS _EPAREM COMPMPUT (M OIMEM SUBMBY TR= 70 mph wind, 12.71 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Roof overhang supports 10.00 psf soffit load. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d Box or Gun nails (0.135"x3.5" min.) and diagonally brace per DWG. BRCALHI H1103. 3X6% 3X7= 3 X 6 4 r 3 X 4 T� \\ T3 �X4\ 5-4 14 0 - 511 0 10-0-12 2X4111 3X7= 5X6= 3X7= 2X4111 4X4 (Al) = 4X4(A1) = 1-6-0 1-6-0 �r 1 IE 6-2-0 SIE 4-0-0 31E 6-4-0 IE63A -2 _I_ 4-4-7 1_ 4-1-12 6-2-0 ( 6-2-0 T 4-0-0 1� T 6-2-4 1 4-1-12 6-2-0 1_ 14-11-11 _1_ 7-8-9 _1_ 10-3-12 _I R=1259 U=180 W=5.5" 33-0-0 Over 2 Supports R=1259 U=180 W=5.5" (ANDALU2-? - T51) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 /CA/2/-/-/-/R/- `A 2 - - - R - Scale =.1875" Ft. Spates Fabricators 760-397-4122 —WARNING— TRII$Sf.$ RF.'OIIIRC E%TRCMf. CAR( IN FABRIf.nTION, HANDLING. SHIPPING. I11$FAI.I.ING nN0 BRACING. a��-Aa))Q TC LL 16. 0 PSF REF 8795 16394 REFER, 10 9L51 1 -OJ (OIIILDING COMPOHC Nr SAFETY IHFORHAi101!), PUBLISHED OY TPI ([ROSS PLATE INSTITUTE. $B.l cuJ 85-435 Middleton Street, Thermal CA Q D'OH 00.10 D0... $III TE 200. MADISON, NI 57]19) ACID NTf-A (HOOD iR1155 COUNCIL OF nM[0.1CA, 6300 ENTERPRISE LN, MADISON' NI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FIIHLTIONS. LIN LC 55 OIIIC RNI$C IIIOICAICD. TC D L 14.0 P S F DATE 10/27/05 10P CIIORD SHALL NAVE PROPERLY ATTACHED STRUCTURAL PANCLS AND BOTTOM f.N ORO SHALL "All A P0.0PERLY ArTAL11ED RIGID CEILING. � c�NoV 08 � BC DL 7.0 PSF DRW CAUSR795 05300204 'IMPORTANT "FURNIsx A COPY OF i11I5 DESIGN t0 THE INSTALLATION CONTRACTOR. AIPINC ENGINEERED /� ALPINE P0.000Cr5. INC. SHALL NOT DE RESPONSIBLE FO0. ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD INC B C L L 0.0 P S F CA -ENG P C H/ G W H TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING F BRACING OF tq IISS E. S. DESIGN CONFORMS WIT" APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) AHD TPI. AI.PINC CONNECTOR PLAT CS ARE MAGE OF 20/I8 /I6LA (N,N/$/K) ASTM A653 f.RAOC 90/60 (N. K/M.SI GAL V. St[EI.. APPLY No. C 5800 5 T 0 T L D 37 0 P S F S E 0 N- 50977 PI.A rC$ 70 EACH FACE OF IRU$$ AND.UNLCSS OTIICRNISE LOCATCD ON THIS OESIG„, POSITION Pi.R O0.ANIHLS 160A-1. * = AtIY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER nNN(Y AJ OF TP11"2002 $CC.J. A SEAL ON THIS Exp. 6-30-2008 D U R .FAC 1 .25 FROM T S Alpine Engineered Products Inc DRAWING INDICATES ACCC PiANCC OF PROFESSIONAL ENGINEERING RESPOHSIOILITY SOL CLY FOR ;HE tP1155 i3OMPONF.Nt DESIGN $NDNN. THE SUITABILITY AND USE OF 71115 COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF Tlli, y'vt` \P Sacramento, Ca 95028 BUIL DINL DESIGNER PE0. ANSI/TPI , 5[L. z. FOFCqL iF� $PACING 24.0" JREF- 1SRN795_Z15 _ M M M M M M M M M M _ THIS PARE_ COMPL�UT (� DIMEM SUBIJMY TRM tANUALUL-: - 17C) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Roof overhang supports 10.00 psf soffit load. #1 hip supports 3-11-11 jacks with no webs. Corner sets are conventionally framed. In lieu of structural panels use purlins to brace all flat TC @ 24" OC 0- 5-0 70 mph wind, 15.88 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/240 total load. Building designer is responsible for conventional framing 2X4(A1) = 2X4(A1) =— L< 1 - 6 - 0 L<1-6-0 11-0-12 �� 1-,1 6-0,J fE 3-5-0 _I_ 4-10-4 a}E 3-6-12 - 311-11 T 4-3-9 r 3-6-12 I_ 3-11-11 I_ 4-3-9 I_ 3-6-12 _ I 0-5.0 - 15-0.12 4 T 1.8 14 i 11-10-0 Over 3 Supports R=766 U=180 W=5.5" R=803 U-180 W=3.5" R=-41 U=180 W=5.5" (ANDALU2-? - T52) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.375" Ft. S ates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA —WARNING— TRUSSES REQUIRE EXTREME CARE IH FABRICATION. HANDI.ING. SHIPPING. INSTALLING AND BRACING. REFER 10 SCSI 103 (BUILDItIG COMPONENT SArETY INFOR.ATIOtI), PIIDLISNED BY IPI (TRUSS PInLC INSTIIIITE. SBJ H'OHDFRID DR.. SIII TE 200. MADISON, NI 5.1)19) AxD WTrA (MOOD tRIISS COUNC II. OF AMF.RI f.A. 6Jn0 [HTERPRI$E lN. MADISON. NI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING TIICSE r-cTio"s. II NL r. SS OTHERWISE INDIrAI[D. TOP LIIORp SIT LLA1. PANELS AND DOTiDM CIIOpD 511A I.1. IIA VC A PROPERLY AITA f-11 f.0 IIA VE PROPERLY ATTA f.N(D $iR11C TllRA 1. RIGID r.ErLING. —1 MI'ORTANT—FUFINISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE. ENGINEERED PRODU:rS. INC. SHALL NOT BE RESPO.SIOLc FOR ANY DEVIATION FRO. THIS DESIGN: ANY rAILUFI[ 10 BUILD I'll X01 ESS)O �D W F I �O n y � 0v 8 20`&6 W tr it TIC L L TIC D L BC DL B C L L 16 O 14 . 0 7 .0 0.0 P S F P S F PSF P S F REF F R 7 9 5 16395 _- DATE 1 0/ 2 7/ 0 5 DRW CAUSR795 05300203 CA -ENG P C H/ G W H ALPINE TRUSS IN CONFORMANCE WITH IPI: OR FABRICATING, IIA NDLINf., $IIIPPINL. INSTALLING h ORA C.I NG IIF IRII$SES. Alpine Engineered Products Inc. P Sacramento, Ca95�28 DESI GH r -O NF OR MS NI TN APPL ICA OLE PROVISIONS OF NDS (HAT ZONAL BC SIfN $PEC. OY AF RPA) AND TPI. AI.PINE CONNI:T OR PLATES AN MADE OF 20118116GA (N.H/S/K) ASA653 GRADE. 40/60 (W, K/H.S) GALV. STEEL. APPLY PLATES 10 EACH FACE OF TFIUSS AND, UNLESS OTHERWISE LOC,nTF.O Ox IVIS DC$IGrI. POSIIIOH PER ORANINf.S IGOA].. ANY INSPECTION OF PLATES FOLLOWED BY (1) SMALL BE PER ANNEX AJ Or TP11�2002 SI:C.J. A SEAT. 0x 1111$ DRAWING INDICATES ACCEPIAMCE OF PROFESSIONAL EIIGINEERIHG RF. SPOHSI BILIrY SOLELY EOR INC IRNSS f.OMPO xI: NT DESIGN SNONN. HE SUITABILITY AND USE OF THIS conroxcxr fOR ANY DIIILDING IS THE RE SPONSIDILITY Dr THE BUILDING DESIGNER PCR ANSI/IPI 1 SEG. 2. * No. C 5800 5 E%D'G-30-2000 ST C1V1` P q�OFCAUF T 0 T . L D . 3 7 . 0 P S F S E 0 N - 38706 D U R FAC. 1 . 2 5 F R 0 M T S SPACING 24.0" JREF- 1SRN795_ZlS = M M M M M = = M M M _ THIS PARE_ COMPI UT (M DIMEM SUB( BY TR_. (ANDALU2-? - T53) Top chord 2x4 SPF 1650f -1.5E 70 mph wind, 16.20 ft mean hgt, ASCE 7-93, CLOSED bldg, not located Bot chord 2x4 SPF 1650f -1.5E within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind Webs 2x4 HF Std/Stud TC DL=9.4 psf, wind BC DL=5.2 psf. Roof overhang supports 10.00 psf soffit load. 0-5.0 as Deflection meets L/360 live and L/240 total load. 4X4= 2X4(A1) = 2X4 (Al) 0 5 0 1 _F +15-0-12 T53 T 2.4 11 1<1-6-0.1, 11-0-12 1 1<1-6 0�. 5-11-0 i` 5-11-0 (_ 5-11-0 J— 5-11-0 _I 11-10-0 Over 3 Supports R=559 U=130 W=5.5" R-511 U=180 W=-3.5" R=52 U-180 W=5.5" (ANDAL02-? - T53) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA 2 R - Scale =.375" Ft. S ates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNING" IRNSSCS PEEN IRE EXTREME CARE. IN FABR ICA II OII. HANDLING. SII I PPI HE. INSIALI, I ANO NRACING. PETER TD OCSI I.DJ (BUILDING COMPONT,NI SAFETY IHr.H.AI1O111, 111.11 SHIFT BY IPI (IRU$$ PLA 11 IN511IN111, 507 D'ONOfR10 DR., $1111, 200. MADISON, WI 53719) AND WTCA (HOOD TRUSS COUNCIL OF AMERICA, 6700 LNIERPRISE I.N. MADISON, NI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING (MESE FUNCTIONS. IINLCSS DFIIEP.HIsC IHDie I.n. IOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTI]RAL PANELS AND BOTTOM CHORD SMALL HAVE A PROPERLY AIIACIICD RIGID CEILING. �QpFESS� Y` O'Yq' �O`D W t.�'GFw C�.Nov 2 �Z TC LL TC DL BC DL 16.0 14.0 7.0 PSF PSF PSF REF R795 - - 16396 DATE 10/27 /05 DRW CAUSR795 05300204 "IMPORTANT "1'Il0.Nl SII A COPY OF 1111S DESIGN IO INC INSTALLATION CDNTRACTOR. AI.PINE ENGINEERED PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM "ISDESIGN; ANY fAII."AE 10 NIIILO THE (� B LL 0.0 PSF CA ENG PCH/GWH ALPINE TRIISS IN CONFORMANCE WITH TPI: OR FABNICATIHG. IIA NDL inSNIPPING. INSTALLING A GRACING OF IRIISSI:S. AlpineESacremeno Ca95�28c DESIGN CONFORMS HI Tit APPLICABLE PROVISIONS OF HOS (NATIONAL DESIGN SPEC, BY AFIIPA) AND rPi. ALPINE CONNECTOR PLATES APE MADE OF 20/18/16GA (W,N/$/N) ASTM ArGRADE 40/60 (W. K/H.S) GAIN. SI F.T.L. APPLY TCS IO EACH FACE OF INN SS AND. II"LES$ OI MERWISE I.00AIEO ON THIS BCS16N, POSITION PER DRAWINGS 16OA-L. I'I.A" ANY INSPECTION Or PLATES FOLLOWED BY (1) SIIALL BE PER ANNEX A3 OF IP11,2002 SCC.3, A SCAL BitIIIIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RC SP ON SIBILI IV SOL F, I.Y fOR TUC TRIISS COMPDNF.NT nr.slr.N suDW++. UE sunABlPI I AND usf. of THIS f.OMPONENI FOR ANY nun.DING I$ nlC RiarnN$1pluTv nl' IU1: DUILn1+IG DESIGNER PER ANSIRII 1 SC f.. 2. No. C 58005 E.p.6-30.2006 C'V,� �� CAIaFC�a`P OF TOT . L D . 37 .0 P S F S E O N 48680 D U R .FAC . 1 . 2 5 F R 0 M T S SPACING 24. D° JREF 1SRN795_Z15 _ =THIS -EPARE_ COMPL�UT (t_ DIME_ SUBt BY TR_. Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud 70 mph wind, 11.80 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. See DWGS A07015EN1103, GBLLETIN0405, & GBLBRSTB0405 for more requirements. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1 (U) NEGATIVE REACTION DUE TC NON -WIND LOADCASE REQUIRES UPLIFT CONNECTION (SEE BELOW). (S) 2X4 TOP CHORD BLOCK.SAME GRADE AS TOP CHORD ATTACH BLOCK TO THE TOP CHORD WITH W2X4 ALPINE WAVE PLATES @ 24" OC THROUGHOUT, PLUS HEEL PLATES AS SHOWN. GABLE STUDS (DASHED) MAY BE INSTALLED AS FOLLOWS: IN LIEU OF PLATES SHOWN, USE (3)15 GA. 3/8"x2.0" WIRE STAPLES (.074 Dia.) TOE NAILED THROUGH CHORD INTO WEB & WEB INTO CHORD ON ONE FACE FOR A TOTAL OF 6 STAPLES PER CONNECTION. ** THE MAXIMUM HORIZONTAL REACTION IS 4167# ** 0-5-0 Negative reaction(s) of -551# MAX. (See below) Requires uplift connection. Roof overhang supports 10.00 psf soffit load. Gable end supports 8" max rake overhang. Deflection meets L/360 live and L/240 total load. Truss transfers 200.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. 0 3X4= 3X4= (U)=433 3X4= 3X4= 3X3X (U)=433 3X4 = �1 6-011 3X4= �1 6 0 j 1-3-8 EE 5-2-13 _I_ 4-6-73�E IE 4-6-7 J— 5-2-13 9-9-4 T1_ -I 9-9-4 10-5-0 10-5-0 _I 20-10-0 Over 2 Supports R795-- 19147 DATE 10/28/05 DRW CAUSR795 05301051 CA -ENG PCH/GWH R=132/-27 PLF U=15 PLF W=11-11-0 R=151/-62 PLF U=20 PLF W=8-11-0 FROM TS JREF- 1SR0795_ZO4 Rh=+/ -200 plf through 20-10-0 shear wall Note: All Plates Are 2X4 Except As Shown. (ANDALU2-:ANDALUSIA PL 2 TRUSSES Designer:Fill in later ** T54) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA 2 R - S ates Fabricators 760-397-4122 P 85 435 Middleton Street, Thermal CA '*WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFEP TO SCSI 1 07 (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLAIC INSTITIIIE. 583 D'ONUFRIO DR.. SHITE 200. MADISON. MI 5]719) AND WC(MOOD TRU$$ LOUNCIL OF AMERICA. 6]00 ENIERPRI SE LN. MADISON. MI 57719) FOR SAFETY PRACTICES PRIOR TO PERFORMING MESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHIn QatE��CI �OL. V1! F 2 TC T C L L D L 16.0 14.0 P S F P S F HIGID LEIL TNG. ""IMPORTANT**FURNISH A COPY OF THIS DESIGN i0 THE INSTALLATION CONTRACTOR. ALPINE T.NGINECRCn C� ov 18 20 BC DL 7.0 PSF ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: AIIY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A DRACING OF IRIISSES. B C L L 0.0 P S F DE51 GN CONFORMS WI I11 APPLICABLE PROVISIONS OF NOS (NAT'FINALDESIGN SPCC. BY ATA PA) ANO IPI. ALPIIIF. CONNE F.TOR PLATES ARE MADE OF 20/IB/16GA (W.11/S/K) ASTM A653 GRADE AO/60 (W. K/11. S) GAIN. SIEEI.. APPLY TOT. L D . 37.0 P S F Alpine Engineered Inc. Sacrameno, Ca95k8 PLATES TO EAF.N FACE OF TRIISS AND. UNLESS OTHERWISE LOCATED ON 11115 DESIGN. POSITION PER DRAWINGS I6OA-2. ANY INSPECTION OF PLATES FOLLOWED OY (1) SNALL BE PER ANNEX A.] OF iPI1 2002 SCC..J. A SCA` ON 11115 DRAWING INDICATES ACCEP TA NGE OF PR Of ESS10 N AL CNGIHCERI NG RESPONSIBILITY SOLELY FOR THE 1'RH S F.OMPONCNI D1:SIT,N $IIOHN. TIIE SUITABILITY ANO IISC OF INIS COMPONENT FOR ANY RIIILDING IS TIIE RESPONSIOII.ItY OF THE BIIILOING DESIGNER PER ANSI/TPI I SEC * No. C 58005 Exp.6-30-2006 �9� C1Vt1' ( OF CALIF ��P D U R .FAC . 1 .25 SPACING 24.011 3-7-0 0-5-0 _F —7- 0 Scale =.3125"/Ft REF R795-- 19147 DATE 10/28/05 DRW CAUSR795 05301051 CA -ENG PCH/GWH SEON- 66696 FROM TS JREF- 1SR0795_ZO4 _ M = M = M _ THIS _EPARE_ COMP<_PUT (_ OIMEM SUBI_BY TRM t AIVUALUC - f - 177 ) Top chord 2x4 SPF 1650f -1.5E 70 mph wind, 11.95 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere Bot chord 2x4 SPF 1650f -1.5E in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC Webs 2x4 HF Std/Stud DL=5.2 psf. Roof overhang supports 10.00 psf soffit load. Deflection meets L/360 live and L/240 total load. 10 psf BC live load per UBC. Shim all supports to solid bearing. 4X4= 3X4 (Al) I 1-6-0-- 19-9-4 -13 4-7-3 4.7 3 5-9-13 10-5-0 OL 7-12 11.0 12 10-5-0 1_ 10-5-0 cz 20-10-0 Over 3 Supports R=894 U=180 W=5.5" 3X4 (A1) R=889 U=180 W=3.5" R=277 U=180 W=5.5" I ZX4 Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- q --2X4 Scale =.3125" Ft. S atesFabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNING" IIBSSF.S RCONIRC EXTREME CARE IN FABRICATION, HANDI.ING. SoITIP IMr.. INS IAI.I.INr, AND IIRAr..IFG. ar.r[a rn Drsl I -BB p1un.DIxG f.BMPBNF.Hr SAr[Iv IHPnannnRNl, PNBI,IS"" BY IPI (IRIISS PLAT[ IN. saI D'OHOrR in DR.. SIIi If, 200, ISO N. NI Sl%I?) AND NTfn (N000 IRIIiS fnllNCI, DI' AMERICA. G,1n0 r++I I:NPRI SE I.N, —) 4 zz— OFESS) Pa Ory _ "IC TC LL 16.0 PSF REF 3-10-11 0-5-0 MAnISON. NI 53,1?) FOR 5AF[IY 1A PRIOR PRIOa IO PERFORMING IIIf.iL rNNf.1101+5. UNI I: SS 01111'NNISI' I+IDIf,AIF.D• TOP CHORD SHALT. HAVE PROP CRL1 ATEArNED StRIIC t IIRAI. PANELS AND OBEIDH CHORD S11Al.1. NAV;' A PP.BP[P.IY A1IArlIE.D R IG I D CC II. I+IG. "IMPORTANT—FIBRN1511 A COPY OF THIS DESIGN TO ENE IRSTALI IBN f.ON1RAf.10R. ALPIFF I:NGINCERED 0-5 0 LD W. F�f �0 -Y �f'IV ov 8 TC BC DL DL 14.0 7.0 PSF PSF —F 10/26/05 CAUSR795 05299082 1 12 _ 3X7= 3X4= BC LL 3X4 (Al) I 1-6-0-- 19-9-4 -13 4-7-3 4.7 3 5-9-13 10-5-0 OL 7-12 11.0 12 10-5-0 1_ 10-5-0 cz 20-10-0 Over 3 Supports R=894 U=180 W=5.5" 3X4 (A1) R=889 U=180 W=3.5" R=277 U=180 W=5.5" I PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.3125" Ft. S atesFabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNING" IIBSSF.S RCONIRC EXTREME CARE IN FABRICATION, HANDI.ING. SoITIP IMr.. INS IAI.I.INr, AND IIRAr..IFG. ar.r[a rn Drsl I -BB p1un.DIxG f.BMPBNF.Hr SAr[Iv IHPnannnRNl, PNBI,IS"" BY IPI (IRIISS PLAT[ IN. saI D'OHOrR in DR.. SIIi If, 200, ISO N. NI Sl%I?) AND NTfn (N000 IRIIiS fnllNCI, DI' AMERICA. G,1n0 r++I I:NPRI SE I.N, OFESS) Pa Ory _ "IC TC LL 16.0 PSF REF R795 16398 MAnISON. NI 53,1?) FOR 5AF[IY 1A PRIOR PRIOa IO PERFORMING IIIf.iL rNNf.1101+5. UNI I: SS 01111'NNISI' I+IDIf,AIF.D• TOP CHORD SHALT. HAVE PROP CRL1 ATEArNED StRIIC t IIRAI. PANELS AND OBEIDH CHORD S11Al.1. NAV;' A PP.BP[P.IY A1IArlIE.D R IG I D CC II. I+IG. "IMPORTANT—FIBRN1511 A COPY OF THIS DESIGN TO ENE IRSTALI IBN f.ON1RAf.10R. ALPIFF I:NGINCERED W LD W. F�f �0 -Y �f'IV ov 8 TC BC DL DL 14.0 7.0 PSF PSF DATE DRW 10/26/05 CAUSR795 05299082 ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBI.r. 1X0. ANY DEVIATION FROM Ons DESIGN: ANY ;AII.IIRV 10 31110 EEIr IRIISS IN CONFORMANCE WITH TPI: OR FABRICAIING. HANDLING, SHIPPING.. INSIAI.I.ING A BRACING 01IRIISSES. BC LL 0.0 PSF CA -ENG PCH/GWH Alpine Engineered Products Inc. Sacramento, Ca 95028 DESIGN CONFORMS HIEN APPLICABLE. PROVISIONS OF Nos (NATIONAL DESIGN SPEC. BY AFAPA) DNB IPI. AI.PIIIr. LA Tf.S ARE HAp[ OF 20/IB/if+f,A (N.II/S/R) nSIH AGS,I GRnDF. n0/C.0 (N. GAI.Y. SICE. nPl'I,Y Co NNEGI OR PLATE PI.A IT.S r0 EAG11 FAf.F OF 1FIN S AND. NNLC55 OIBIRNIS[ L0CA IED 01+ IMS DESIGN. POSITION PER DRANING.S IGOA�Z, ANY IxSPCCTI N RE PLATES rSL1.ONTO BY (I) SHALT. nE P;:a ANDEX AO 01 IPO 2002 SEC 3.n SI AI. m+ nnS DESIIGN SHOWN AT[SIIII:fSNIIADILICEPTANCE fY ANDrBSEIOFAI1111SffnMPONT.NTaFORnANY0BOILDINE,DIS11111..0RLSPOHSIR INF RBII.IIY+INL'+Illlll. BUILDING DESIGNER PER ANSI/TPI I SEC. 2. * No. C 58005 Ex 6-30-2006 �q CtV11. �0 CAUFO� TOT . L D . 37.0 PSF S E 0 N - 59267 OUR . FAC . 1 . 2 5 FROM TS SPACING 24.0" JREF- 1SRN795_ZlS _ M M M M = = M M = = _ THIS MPAREMCOMPI.�UT (� DIME_ SUBP_BY TRX. (AIVUALUL-:AIVUALUJIA YL L IKUJJL> uesigner:rill In IdCer -' "" - 150) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Roof overhang supports 10.00 psf soffit load. See DWGS A07015EN1103, GBLLETINO405, & GBLBRSTB0405 for more requirements 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1 (S) 2X4 TOP CHORD BLOCK.SAME GRADE AS TOP CHORD ATTACH BLOCK TO THE TOP CHORD WITH W2X4 ALPINE WAVE PLATES @ 24" OC THROUGHOUT, PLUS HEEL PLATES AS SHOWN. GABLE STUDS (DASHED) MAY BE INSTALLED AS FOLLOWS: IN LIEU OF PLATES SHOWN, USE (3)15 GA. 3/8"x2.0" WIRE STAPLES (.074 Dia.) TOE NAILED THROUGH CHORD INTO WEB & WEB INTO CHORD ON ONE FACE FOR A TOTAL OF 6 STAPLES PER CONNECTION. ** THE MAXIMUM HORIZONTAL REACTION IS 1800# ** 0-5-0 70 mph wind, 11.56 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL --5.2 psf. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Truss transfers 200.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. (S) 4 r___ 3X4% I I 3-1-5 3X4% 10-0-12 3X4= 3X4= 3X4= L<1 -6 -OBJ Lr 5-2-15 _I_ 3 7 5 0�1 12 iCE 9-0-0 Over Continuous Support R=115 PLF U=20 PLF W=9-0-0 Rh=+/ -200 plf through 9-0-0 shear wall Note: All Plates Are 2X4 Except As Shown. (ANDALU2-:ANDALUSIA PL 2 TRUSSES Designer:Fill in later -- PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 --WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. RErER TO BCSI 1 03 (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED OY IPI (TRIISI PLAiC INSTITUTE. SB,I 85-435 Middleton Street, Thermal CA P�� SON _ D'ONOFRIO D0.., SUITE 200. MADISON. MI 5721 9) AND WTCA (MOOD TRUSS COUNCIL OF nMERI f.A. 6700 EHICRPPI SI: I.N. "I( MADISON. MI 53]19) FOR SAFETY PRACTICES PRIOR TO P[RFORMI NG 11111[ FUNf,TI0N1. IINL F. SS 0111E RMISC INBIf.A Ir.0. `D W t. TOP CHORD $HALL NAVE PROPERLY ATT ACIIfD STaUCtURAL PANELS AND BOTTOM CHORD ALL NAVE A PROPERLY AIIAf, 11 r.D 0 '7 RIGID CEILING.oV 1 Q'AI8 "IMPORTANT "Fuaxisx A COPY or THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE. ENGINEERED IYY ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM 11115 DESIGN; ANY FAILURE TO BUILD TIIC TRUSS IN CONFORMANCE WITH TPI; OR FABRICATING. "AND" NG. STn PPIIIG. INIIALL TOG A DRACIIIG OF JRNSSr.1. Of. SI GN CONFORMS MI 111 APPLICAa LE PROVISIONS OF NDS (NATIONAL OC SI GN SPEC, DY AF APA) AND I I. ALPINE CONNICIOR PLATES ARE MADE OF 20/10/16GA (W.H/S/K) ASTM A653 GRADE 40/60 (W. K/11.5) GALV. STEEL. APPLY PLATES 10 EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER ORAW."GS 160A.2.. * No. C 58005 ANY INSPE Cit ON OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TPI T -2002 SEC.3. A SEAL ON THIS Exp. 6-30-2006 Alpine Engineered Productsq Inc. DRAWING 111DICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOA THE TRUSS COMPONENT �q� CAL O �`p Sacramento, C8 95"28 OC SIGN SHOWN. THE SUITABILITY AND USE OF TIIIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF 111E BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. OF tIF D ** - T56) CA/2/-/-/-/R/- R795-- 19148 DATE TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.011 Scale =.375"/Ft. REF R795-- 19148 DATE 10/28/05 DRW CAUSR795 05301052 CA -ENG PCH/GWH SEON- 66699 FROM TS JREF- 1SR0795_ZO4 M M = = M M (ANDALU2-:ANDALUSIA PL 2 TRUSSES Designer:Fill in later -- , ** - T108) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Roof overhang supports 10.00 psf soffit load. Deflection meets L/360 live and L/240 total load. In lieu of structural panels use purlins to brace all flat TC @ 24" OC 0-5-0 1, T 2X4 III - _ THIS -EPARE_ COMPL_PUT (_ DiMEM SUBI-BY TRM. 70 mph wind, 16.21 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Right end vertical not exposed to wind pressure. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. 2 X 4 III 3X4= 3 X 6 3X/= 5X4= 3 4= SxtS= 13XcV4 (oAI1) = 2X4111 2X4111 2X41116 1 3X7= '1� 'O 4-4-14 4-6-7 3 2 l 2-7-9 4-9-11 4-9-0 0 _ T 2-1-11 14-0-12 4-4-14 4-6-7 3 2 l 2-7-9 4-9-11 4-9-0 0 _ 2-1.12 1 4.4 7 _ E_1_ e a1E 7-2-0 4-9-11 l 4-9-0 11 11 11 _1_ 9-4-9 4 7.9 �.lb--U-114 _I, �I 23-6-0 Over 2 Supports _I R=1007 U=180 W=3.5" R=982 U=180 W=3.5" (ANDALU2-:ANDALUSIA PL 2 TRUSSES Designer:Fill in later -- , ** - T108) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.25" Ft. S atesFabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNING" IR IISSE S R[Oil IRF. [Y IRE ME CAR IN I'AnRICAIIOO, ITANot. ING. Sit IPPING, INS IAt. IING ANn ORACIIIT, . REFER 1'0 DC 51 1.0.1 (BUILDIIIL r-OMPON[IIT Snl'CtT INFORMAIInN), r„RI.I$III.D DY Irl (IROS' rl,nlr INS111111r.. Sill ESSIpN�� T C L L 1 6 D P S F REF 14795 15599 D'OROFRIO OR., Sllll[ P. 0. MnDISO x. WI 5.1)19) OND Wlfn (NOOn 114115$ f.011Mf.IL 01' AMLPIfn, n:100 U+IfHPRi$I: LII• MADISON, NI 5:1719) FOR SAFE. I' PRACTICES PR100. 10 PERFORMING IIIESI. FIINC T 10115. II NI.E'S nIIIr RMI Sr IIIN I f -A IED. IDP CIINRB SIIAIL IIAVrF PROPERLT Alt ACC, ED SI ITIIC-I NRA, PA III. I.S AN ITDoiloM 11110 F) SIIAI.,. II All. A 1'R Orf. RIT AI IA r -,N:1) RIn,D C[ILI NG. `IMPORTANT"F1IRNISM A COPY 01Tins DESIGN 10 INC IN$I Al. I. A 11 oR CON IRAC I OR, At PI lot I: NG 1111: "11 1.11 PRODIICIS. I++C. 511ALL fl0! nf. pr.'PONSIDLI, 1'014 ANT 01:V1Ailnx GR1" IIIIS UCSIf,++: ANY rnn,llRr 10 nlllIll illi. oQ�OF `�� !�`' � o-. ac No TC DL BC DL BC LL 14 7 0.0 .0 P S F D PSF PSF DATE 10/27/05 DRW CAUSR795 05300063 CA -ENG PCH CWC ALPINE 'ROSS IN Cn NF00.MAt1 f, f. NI II, IPI: oR Inpp lf. nll++f.. ,IAN nl.l r+G. SI,I rr I NG. 11151 n I. I.I NG A UP.n Clt+f, of IROSS) S. UC SI GN to Nl'O0.HS 111111 APFI.I f.A 01.[ rRnVl'10++5 of NDS (rlAl101+n 1. nF.$IGI+ $Pi: f., IlY Til"APO) nNll Irl. nl.rl Nf CO N I+(C10R OR ARI: MADE. or !D/10/IGGA (W,I+/S/K) AS1M AG5O GRADC 110/GO (H. K/N.\) GA, V. S,I:r,., APPLY No. C43845 * Exp. 6.30-2007 * TOT . L D. 37 . 0 P S F S E 0 N _ 66220 PLAII:S 10 EACli I'ACE OF TRIISS ANn, 11x1.[55 nlll[RMI$t, I.00AKO ON this nrniri+, 1'n SIIIoN 11.14 DRAWING' '?.O" D U R .FAC . 1 . 2 5 FROM T S Alpine Engineered Products Inc. ANY INSPE..:or+ or 1LAIr.S FOI.LOWCD DY (,) SHALL BE PCR ANNEX A-1 OF +P n Sl;f..-l. n $LAI, ON IVIS nRAWING INnICAt'S ACCC PIAN f.[ Or PR 01'[SSIONAL [NGINECRING RESPnISIBILIIY SOLELY F11R IHE IR,I$5 f,ON,'O NCNT DESIGN $110WR. IIIC sU11ABILiTY AND IIsE or nils COMPONENT FOR ANY n1111.01NG IS Till- R[SPAI6111n,nY OF nor � C�� �• !S SPACING 24.0" JREF- 1SRN795_ZO7 Sacramento, Ca 95$28 nUi,DING DCSIG14ER Pf,R ANSL/IP1 I SEC. ). ` O/ 4to _ _ THIS _EPARE_ COMPL_PUT (_ OIMEM SUBI_BY TRM. (ANDALU2-:ANDALUSIA PL 2 TRUSSES Designer:Fill in later - ** - T109) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Roof overhang supports 10.00 psf soffit load. Deflection meets L/360 live and L/240 total load. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 70 mph wind, 15.88 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Right end vertical not exposed to wind pressure. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. 2X4a 3X6% 3 X 6 3X7= T2 3X4= � 4 3 X 5 a r T3-8-14 0-5-0 2-1-11 +14-0-12 T -A 3A/= 3X4 (Al) 5X4- 3A4= )AO= 2X411 1� 1� 6 �E 4-6-7 _1_ 2-7-9 1G5 4-9-5 4-9-5 a1E 4-9-5 1 4-7-9 12-1-12,J ( 7-2-0 r 4-9-5 ) 4-9-5 4-7-9 12--I10-- 3 8 I_ 9-11-11 _I_ 11-4-9 23-6-0 Over 2 Supports _I R=1006 U=180 W=3.5" R=981 U=180 W=3.5" (ANDALU2-:ANDALUSIA PL 2 TRUSSES Designer:Fill in later -- , ** - T109) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.25"/Ft. S atesFabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WAR CS TRIISSES RF.0111RE EYTREMI: CART: IN FABRICATION. NANDLING. SHIPPING. INSIAILING AND RRACIN6. REFCR 10 BCS) 1.03 (AIMING COMPONENT SAFETY INFORMATION). PIIBLISNCn BY TPI (IRIISS P1.nlf. INSIIINI:, SR:1 D'ON01'Rin DP., SII) iE 200. MADISON. NI 53719) 11110 Wif.n (WOODIRII$S fn11N f, 11. nF AMCRILA, G;inII LNII.N PRI Sr, IN. HADIS(II1. NI 53719) FOR SArEiY PRAf,IICTS PRIOR In PrRTORMING 111[.11: F11NLI1AII$. 111!1.1:'5 O111TRW"' IIIOICAILII. Q�Of ESSIpN T C TC L L DL 16.0 14.0 P S F PSF REF DATE R795 15600 10/27/05 TOP f,IIORD SIIALI )IAV[ PROPERLY AITACIIED SIR1lCIIRAL PAN().$ AND BOIInH f.11nRn SIIALI, IIA VC A PPBPFRI.Y n11AL111:O RIGID f. f.11 TNG. `"IMPORTANT "FIIRNI SII A Copy Or II11S nESIGN in )IIF. INSTAI.I.Alion f.011l RACIOR. ALPINI: FNGINI:FRL:D L ` �W• F, �v ``� N v BC DL 7.0 PSF DRW CAUSR795 05300064 ALPINE PRODIICTS. INC. SIIALI. NOT BI. R[SPONSIOL[ FOR ANY nCVIAIION FROM THIS DESIGN: ANY 1 F.I.111I10 AMID IllrV IRIISS IN CONIORIIANf.i: NM I1P1: OR IADRICAIING. IIANTILING. SNIPPING. IUSTAII INF, A BRACING OF IRIISSI:S. Cie t' BC LL 0.0 PSF CA ENG PCH/CWC Alpine Engineered Products Inc. Sacramento, Ca 95728 DESIGN CANFOR(IS Nlill APPI.ICAIII.T. PR(IVISIONS IIF !!0$ (l1AIIONAI. DESIGN SPI:f.. BY AISPA) nHn IPI. AI.PIilT f.011NCf,I OP. PLATE$ ARF: NAD1. OF 20/IB/)GGA (W,IT/S/K) ASTM Af,53 GRAB f. A0/GO (W. K/11, $) GAT. V. .''Ill.. APPLY Pl.nlf.S lA (,n f, 11 IACE AT IRIISS ANO. TIN I. CSS OTHERWISE LDLn TT.D A!! t111S pi.$16x. POST rION PI:R DRAWIN65 IfiOA 1. ANY IH SP F. 011011 Of PI.ArES FOLLOWED BY (1) SIIALI. A1: PF.R ANN T.Y 113 nF IPI) 2002 SI:G.3, A SCAI. ON IIIIS DRAWING INDIf,ATf,S Aff.CP1ANfC OF PR01'[SSIONAL [NGINE[RING RI: SPOIISIOILIIY SOLELY 1'OO I'll: IRIISS f.IIM1.0NI.!!I DESIGN SIIOWN. Fill: Sun AG ILITY AND IIS T. 01' THIS COMPnN LRT FOR ANY 111111.01x6 IS Alf. ALSPONSIAll IIY DI' InIT RtIlLOING DiSIGNTR PLR ANSI/11.1 I SEL. 2. 0. 043845 * E)' p. 6-30-2007 * �n /� r CIY11. �� CCi ` CA1.��� ' TOT LD 37.0 PSF SEON _ 66223 DUR . FAC. 1 .25 FROM TS SPACING 24.0" JREF - 1SRN795_ZO7 _ r - THIS _EPAREM COMPt_PUT (_ DIMEM SUBI_BY TRM. %-tJ LUG--IYVMCUJI/1 rC G IRUJJCJ VCJItj (ICI FI11 III 10L.C1- -- """ - I11Vf Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 2100f -1.8E Webs 2x4 HF Std/Stud :W7 2x4 SPF #1/#2: 70 mph wind, 15.54 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Roof overhang supports 10.00 psf soffit load. Deflection meets L/360 live and L/240 total load. Building designer is responsible for conventional framing. Extend sloping TC of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 32" OC with 2-16d nails and diagonally brace per DWG.BRCALHIPH1103. Support hip rafter with cripples at 5-7-14 OC. 0-5-0 T 2 COMPLETE TRUSSES REQUIRED Nailing Schedule: (0.131"x3"_Gun_nails) Top Chord: 1 Row @ 8.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Right end vertical not exposed to wind pressure. #1 hip supports 7-11-11 jacks with no webs. Corner sets are conventionally framed. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 4X4(R) /// 3X6 (Al) = sxi— 5X6= sA4= 3 A I Z = 2X4 III U;Liloi 1Ic I -E4-6-7 _I_ 2-7-9 _I_ 4 9-5 4-9-5 I_ 4-7-9 2-1-12 7-2-0 T 4-9-5 a+E 4-9-5 T 4-7-92-1-12 7-11-11 _I_ 13-4-9 _l, _J LE 23-6-0 Over 2 Supports R=2282 U=180 W=3.5" R=2771 U=180 W=3.5" (ANDALU2-:ANDALUSIA PL 2 TRUSSES Designer:Fill in later -- T 2-1-11 14-0-12 ** - T110) T 3-0-14 1 PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.25" Ft. S aces Fabricators 760-397-4122 P 85 435 Middleton Street, Thermal CA "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO BGS( 1.03 (BUILDING COMPONENT SAFETY 111FORMA11D11). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 0-011ROFR10 pP.. SUITE 200. MADISON, MI 53719) AND MTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LH. MADISON. MI 1 3111 FO0. SAFETY PRACTICES PRIOR r0 PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CII ORD SiIALL IIAVE PROPERLY ATTAGII ED STRIIC TURAL PANELS ANp DOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID COIL INF. �E' �Q O 'AC` P NOV 18 ti / T C TC BC L L D L DL 16 14 7.0 .0 .0 P S F P S F PSF R E F DATE DRW R795- 19139 - 10/ 28/05 CAUSR795 05301043 ALPINE "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE 1011110ERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO OUIID "I., TRUSS IN CUM-ORMANCE WITH TPI: OR FABRICATING. HANDLING. SNIPPING. INSTALLING A BRACING OF TRIISSCS. W' B C L L 0.0 P S F CA -ENG P C H/ G W H Alpine Sacrameno,TCa95028oducts c ,y DE SI GII CO"111 MS WI711 APPLICABLE PROVISION$ OF NOS (HAT(ONAI. pE SIG N $PFr,. BY nFAPA) AND1P1. nL PIN( C0 HIT E CT OR 11LATES ARC MADE OF 20/10/I6 GA (W.H/S/N) ASTM A653 GRADE 40/60 (W. N/11.5) GAIN . SIEr E. APPLY PLATES TO EACH FACE Or TRUSS AND. UNI. OTHERWISE LOCATED ON 71115 OIsIGN. POSITION PER DRAWINGS 160A 2. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF IPII.2002 SEC.3. A ST.AI. 0",,1 1115 DRAWING 12CATCS ACCEPTANCE OF PROFESSIONAL EHGINEERING RE 5PONS IBILIIY SOLELY FOR 111E ITT SS COMPIIENI S11014U. SED NSE OF THIS COMPONENT FOR ANY ONIEL)IIIG IS THE RrsPONSIB11.liY It 1HE * l�. o. C 58005 Exp. 6-30-2006 :.`1V 1i. gTFOF VI%- \P TOT L D . 37 .0 P S F S E O N 66669 D U R FAC. 1 . 2 5 F R 0 M T S SPACING 24.0" JREF- 1SR0795_ZO4 _ = _ THIS _EPARE- COMPI PUT (_ DIMEM SUB�BY TRM. t AINUALUC-:AINUALUJIA rL L 1KUJJLJ UeS I(JTIe F': F 111 111 1d Ler Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Shear Panel System: Blocking panels shall be restrained against rotation by connection to adjacent panels. Each panel shall be connected to each adjacent panel for the same PLF magnitude load as the drag load stated.provide lateral restraint for end verticals against buckling All panels shall be attached to the shear wall and roof diaphragm for the drag load stated. End panels shall be attached to a suitable support for uplifts as determined by the engineer of record. Rv=+/-665 plfT 1-7-13 i 3X6= 2X4111 2X4111 3X6= Rh=+/ -665 plf 0 -2 -6 -10 -]Il -,12 -1) n - „1'8-6 1-10-2 Over Z Supports Rv=+/-665 p T 1-7-13 10-0-12 1 Truss transfers 665.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. (ZD (ANDALU2-:ANDALUSIA PL 2 TRUSSES Designer:Fill in later -- , ** - S1) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 760-397-4122 p 85435 Middleton Street,ThelmalCA —WARNING— TRUSSES REOIIIRC EXTREME CARE IN FABRICATION, HANDLING. SNIPPING. INStALLING AND BRACING. REFER TO BCSI 1 00 (OIJILOIHG C.OHPONF.Ni SAFETY INFnP.MATIDN), PlIB1.IS11CD BY IPI (IRI155 ILA11. IIIIIIIF"C. 1.1 O'ONDFNID DR.. 5111 TE 200, MADISON. NI 50719) AN0 Nifn (N000 TRIISS fnllxf,ll, nF AHLPIfn, Gann INII:RrRISI I.N, MADISON, NI 5.1)19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THEE FUNf,T10NS. IIIlLF.SS OIIII:RWISI: IIIDI1..nii:O, e F Q{�O-L�1,O�A /L TC LL TC DL 20.0 14.0 PSF PSF R E F R 7 9 5 15601 DATE 10/27/05 ALPINE TDP CIIORD 511A LL IIA VE PROPERLY ATTACIILD SIRIICI UR AL PAIIEIS AN BnlinM GIIn11) SII ALL II AVC n PRnrvl. lS AIIAf.11 i:D RIGID CCILIN„ —It IP ORTANT "FURxISU A f.OPY OF TII15 DESIGN IO TBC INSTAI.I.ATION CONTRACTOR, Al PINE ENGINEERED PRnfiOUS. IOC, SMALL NOT BE RESPONSIBLE FOR ANY DCVIA n ON FROM IBIS DESIGN: ANY 1'AILORF. FO null) Tnl: I NIISS IN CO" ORMANCE WIN TPI: OR FA)RICAIING, HAN11.IIIG. SIIIPPING. 1NSIAI.LING A BRACING OF 'FIN CS. )CSI f.N f.ONFORMS NI III APPLICAOLC PROVISIONS BF NDS (NAFIBNAE OC SIGN SPEC. BY nFA PA) nN0 IPI. ALPIIIE CONN I: I.IOR PL AI(5 ARC MADE OF 20110/I6GA (W.H/S/K) ASTM A6S0 GRADE n0/60 (W, K/II, S) )ALV. SILL1. nPP1.Y �� Nw F� b �� Q cc Qv N v No. C Exp. 6-30.2007 * BC DL B C L L 7.0 0.0 PSF P S F DRW CAUSR795 05300069 CA -ENG PCH/CWC T 0 T . L D . 41 .0 P S F S E Q N 66226 Alpine Engineered Products Inc. P Sacramento, Ca 95928 PLATES 10 EACII FACE OF TRUSS AND. TINGES$ DTII F.RNI S1: LOfn11.0 nx "'IS DCSIGW. POSIIl01I PFR ORANINGS 16BAY1. nxr INSPf,f.ilOx Of PLntF,S iOLLONf.D BY (1) S11nLl. Il[ PER nilNf.Y nl 01' IP112002 Sf.f..D. A Sf,nl, Ox HITS DRAWING INnIlCATLS ACCLPFANf.0 OF PROif.551 nlIAL f.NGIUF.[RINf, RF. SrONSIe II,IIY SOL EI.Y i0R FIu; TRUSS fuHPOxi;xt D111.DIIIG 11005If,NER1PCRSAIISI/iP1T1 SF. f, 'IP[ O( 11115 f.11MPONI:NI 1'BR ANY BIiILBINL IS 1111: R1;SPnNSI OI I.I IY OI 1111' C�ty �• ••• QF Y���oa D U R .FAC . 1 2 5 FROM T S SPACING 24.0" JREF- 1SRN795_Z07 _ M _ THIS _EPAREM COMPMPUT (M DIME ) SUBMBY TR�. (ANDALU2-:ANDALUSIA PL 2 TRUSSES Designer:Fill in later ** S2) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Truss transfers 350.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. Shear Panel System: Blocking panels shall be restrained against rotation by connection to adjacent panels. Each panel shall be connected to each adjacent panel for the same PLF magnitude load as the drag load stated.provide lateral restraint for end verticals against buckling All panels shall be attached to the shear wall and roof diaphragm for the drag load stated. End panels shall be attached to a suitable support for uplifts as determined by the engineer of record. (:E: 3X4= 2X4111 Rv=+/-350plf 1 9-0 2X4111 3X4= Rh=+/-350plf Rv=+/-350pIT 1-9-0 10-0-12 0-5 3 2-0-7 2-0-7 2-5-10 Over•Continuous Support (ANDALU2-:ANDALUSIA PL 2 TRUSSES Designer:Fill in later -- , ** - S2) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 "WARNING— TRUSSES REONIRC EXTREME CARE 111 FABRICATION. HAUBLIUG. 5111 PPI RE. INStA1.1.1UG AND ORACIIIG. 85-435 Middleton Street, Thermal CA REFER TO Br..SI 1.03 (BtIT1.OING COMPONENT SAFETY INFORMATION), PNOTISHCD BY IPI (TRUSS PLAT(. INStIlDIE, 503 0""" RIO I1R.. SUITE 200. MADISON, NI 53719) AND MICA (MOOD TRUSS COUNCIL. OF AMERICA, 6300 CHI-F.RPRISC LN. MADI 5011. NI 53)19) FOR SAFE IY PpAGIlf,ES PRIOR 10 PERFORMIIIG III F.SE FIINC110N5. IINL f. S$ 0111 (, P.MISC INDICATED. TOP f.110 RO SIIALL HAVE PROPERLY ATIACIIED SRU UCTIIp,L PANELS AND 8011011 Cis Rn SHALL NAVE. A PROPF. R TY AT 'Art RIGID CEILING. ""IMPORTANT"FNRI115N A COPY OF THIS DESIGN TO THE INSTAEEAt1ON CONTRACTOR. ALPIN(. ENGINEERED ALPINE PROO11CIS. INC. SHALL NOT BE RCSPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAITNPI: TO 01111,n III(, iR1ISS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING A BRACING 01IRIISSCS. DESIGN COLIFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, NY AFAPA) AND IPI. AI. PIN(. GO BHNEGTBR PL AILS ARC MAB[ RF 20/IB/I6GA (M,11/S/K) AS'M A65J GR ABI; AO/6O (M, K/11,5) GAI,Y. Sr F. F.I. nPl'1_Y PI.AIFS TO EA CII FACE OF ipU55 AHO. Ntll ESS OIIIERNISF. LBGAIEB ON 1111$ DI:SIf.N. POSITION PI;R DRAWINGS Ifi0n 2, AIIY INSPE CIION OF PLATES FOL LONCD BY (I) SIIALL BE PER AIIN [Y A.l nr TPI12O02 SCT,. 3. A SEAT. O11 IN IS Alpine Engineered Products q Inc. ONAMIOG IIIDICAFES ACCE PtANGE OF PROFESSIONAL ENGITUARING RE SPON SIBILIIY SOLELY FDR tnr. IOIIS$ GDMP ntI (, OI Sacramento, Ca 95028 DESIGN SHOWN. FILE SOIIABILITY AND USE OF THIS COMPnNENI FOR ANY nuit.nw Is tHr ar.SpIT mil. 1, Nr ut BUIL O IN DESIGNER PER ANSI/IPI I SEC. 2. N ANo. C43845 * Exp. 6-30-2007 CA/2/-/-/-/R/- TC LL 20.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 41.0 PSF DUR.FAC. 1.25 SPACING 24.0° Scale =.375"/Ft REF R795-- 15602 DATE 10/27/05 DRW CAUSR795 05300070 CA -ENG PCH/CWC SEON- 66230 FROM TS JREF- 1SRN795_ZO7 (ANDALU2-:ANDALUSIA PL 2 TRUSSES Designer:Fill in later ** S3) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Truss transfers 350.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. Shear Panel System: Blocking panels shall be restrained against rotation by connection to adjacent panels. Each panel shall be connected to each adjacent panel for the same PLF magnitude load as the drag load stated.provide lateral restraint for end verticals against buckling All panels shall be attached to the shear wall and roof diaphragm for the .drag load stated. End panels shall be attached to a suitable support for uplifts as determined by the engineer of record. Rv=+/-350plf T 1-9-0 i _ _ THIS =EPARCOMP-PUT DIM(-) SUB_ BY Tr�. 3X4= 2X4111 Rv=+/-350plf 10-0-12 7777771- + 2X4 III 3X4= Rh=+/-350plf R=82 PLF U=134 PLF W=1-4-2 (ANDALU2-:ANDALUSIA PL 2 TRUSSES Designer:Fill in later -- , ** - S3) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 760-397-4122 85-435 Middleton Street, Thermal CA -"WARNING"' IAUSSES REQUIRE EXTREME CARE IN FABR ILA IION. HANDLING. SHIPPING. INSTALLING AND REFER TO BC'.I I -OJ (BUILDING COMPONENT SArEtY INFORMATION). PUBLISHED BY TPI (IRIISS PLATE INSTITUTE. O'OHOFIIIO D= SUITE 200. MADISON. NI 53719) AND MICA (MOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE BRACING. $83 LN, [ r( p Q�01 ESSS TC L L 20.0 P S F R E F • R795- 15603 MADISON' MI '•3719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. HIT SS OTHERWISE INDICAT[0. t TC D L 14 P S F DATE 10/27/05 TOP CHORD Sli••LL HAVE PROPERLY ATTACHED ST RUCIURAL 'AHE LS AIID BOTTOM CHORD SHALL HAVE A PROPERLY AIIACIIED W• .0 ALPINE RIGID LEILI NG. —IMPORTANT—FU NISH A COPY OF THIS DESIGN 10 THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INT,. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: AIIY FAILURE TO TRUSS IN LII11I'O RMAN LC WI111 TPI: OR FABRICATING. HANDLING. S111 IP INSTALLING F DRAC.ING OF BUILD III[ IRIISS1:1. VQY �L 09 Ir -P BC B C DL L L 7.0 0.0 PSF P S F DRW C A E CAUSR795 N G PCH/CWC 05300071 Alpine Engineered Products Inc. Sacramento, Ca 95928 SING. DESIGN CONI OHMS MITI) APPI.ICAOI PROVISIONS OF NDS (NATIONAL OE SIGN SPEC. DY AFAPA) AND TPI. CONNECTOR PLATES ARE MADE OF 20/18/I6GA IW,H/S/K) ASTM AG 53 GRADE 40/GO (W, K/N.S) GA I. V. STEEL. PLATES TO CA LI FACE OF TRUSS AND. UNLESS OTHERWISE LOCA IED ON THIS DESIGN. POSITION PER DRAWINGS AIIY INSPECIInN OF PLAtCS F01.1.OWE 0 BY (1) SHALL BE PER ANNEX AJ OF IPI]"'/.002 SI.F..,l. A SI:AI. DRAWING INDICATES ACCEPTANCE Or PROFESSIONAL ENGINEERING RESP O N SI DILITY SOLCLY FOR 1111, IRIS DESIGN SHOWN, TIII SUIIADILIIY ANO USC Or IVIS I.OMPONINI FOR ANY BUILDING IS 1111: RI:SPONSIOII.IIY BUILDING BEST PER ANSI/IPI I SCC. 2. ALPINC APPLY IC.OA•Z. ON IVIS CDMPn Nl. rlI BF TNI. No. C43845 1 * 7l Exp. 6-30-2007 � w�� �s b V �y I` OFCAt,�� T 0 T. LID 41 . 0 P S F S E 0 N- 66233 D U R . FAC . 1 . 25 FROM T S SPACING 24.0" JREF- 1SRN795_Z07 _ M = = = = = M = = = _ THISMEPAR� COMPMPUT � DiM_) SUBM BY T�. (AIVUALUL-:AINUALU�,lA YL L IKUZJtJ uesigner:rifl In IaLer Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Truss transfers 350.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. Shear Panel System: Blocking panels shall be restrained against rotation by connection to adjacent panels. Each panel shall be connected to each adjacent panel for the same PLF magnitude load as the drag load stated.provide lateral restraint for end verticals against buckling All panels shall be attached to the shear wall and roof diaphragm for the drag load stated. End panels shall be attached to a suitable support for uplifts as determined by the engineer of record. NOTE: Horizontal deflection due to drag load is 0.02" O T 1-9-0 Rv=+/-350 plfi rim NSM u Rh=+/ -350 plf Rv=+/-3501f 1-9-0 10-0-12 1 0 -18-6-10 -12 „1-8-6 It 1-10-2 Over Continuous Support (ANDALU2-:ANDALUSIA PL 2 TRUSSES Designer:Fill in later -- , ** - S4) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA —WARNING— TRUSSES REOHIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND RRAr.ING. REFER TO OCSI 1.03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTIIUTE. S03 O'ONOFRIO DR.. SUITE 200. MADISON, NI 53719) AND WTCA (MOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LU, C` Q ((�� p�oi`Y11/p TC L L 20.0 P S F R E F R 7 9 5 15604 MADISON. NI 5I FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. ONLESS OTHERWISE INnICATI..n. ♦ TC D L 14 P S F DATE 10/27/05 ALPINE N) IOP CHORD SHALL NAVE PROPERLY ATT ACII En $TRUCTUPAL PANELS ANO BOTTOM CHORD $HALL Na V1: A PROPERLY ATIAIMED RIGID f.E MING. '^IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD FIE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING, INSTALLING A BRACING OF IRIISSI:S. OR aN W. _ v LU '� r of V r � BC BC DL LL 7.0 0.0 .0 PSF P S F DRW C A E CAUSR795 05300067 N G PCH/CWC Alpine Engineered Products Inc. Sacramento, Ca 95928 DESIGN C.DNF�RMS MITAPPI.Ir.AOIC OF NDS (NATIONAL DC SIGN SPCC, BY ATAP A) ANO TPI. AL1'IN(, CON NECIOR PIACI ARC RADE OF 20/IB/16GA (W,H/S/K) ASTM A653 GRADE 40/60 (W, K/11,5) GALV. STEEL. API`I,Y PLATES TO E,.F:M FACE OF TRUSS AND. UNLESS OTHERW1 SE LOCATED ON THIS DCS IGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTI,NIOF PLATES FOLLOWED BY (I) SHALT. DE PER AN HEXA3 OF TP11.2On2 SF.C.3. A SE Al. ON THIS DRAWING INIIIATCS AF.CEPTAIIr.E OF PROFCSSIOIIAL ENGINEERING RF.SPONSIDII.ITY SOLI:I.Y FOR IIIE IRNSS r-OMPONCN, BIIIIDINGIIDl111GNFRTPE0.S' AD TPI TI SED UZC OF THIS COMPO NC NI 1'OR ANY BUILDING IS IIIE Rf.SPntISInII.IiY or IIIE No. C43845 * Exp. 6.30.2007 * � CIY11. �S 4,r, V OFCAI�E�� TOT T . L D . 4 1 .0 P S F S E 0 N' _ 66236 D U R .FAC . 1 . 2 5 F ROM T S SPACING 24.0" JREF 1SRN795_ZO7 ANDRLUS I A PLAN 3C GUEST SUITE „ 24" O.C. D. 9 24" O.C. R a r N J PRGE N0= 1 OF 1 NJ m N N 00 1/0 I I O \ CD II O Ln N CI N J PRGE N0= 1 OF 1 Top chord 2x4 SPF 1650'f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/240 total load. 0-5-0 4X4= THISMEPAR� COMP_IPUT � DIM M) SUB_ BY TIM. 70 mph wind, 11.38 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. a1— --� a 0-5-0 10-0-12 2 X 4 III I 2X4(A1) = 2X4(Al)I L = L� 1-6-0 , 1-6-0 J 7-0-0 7-0-0 7-0-0 1 1-2-6 1 5-9-10 I_ 7-0-0 _1_ 7-0-0 _1 14-0-0 Over 2 Supports R=611 U=180 W=5.511 R=611 U=180 W=5.5" 2-9-0 PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.375" Ft. S ates Fabricators 760-397-4122 85-435 Middleton Street, Thermal CA "HARMING" TRUSSES pC0U1RE E%TRE Mf LAKE IN FAOpiCAIION, NANDIING. SlIIPPING. INSIAIIING AND BRACING. REFER TO'CSI 1 0J (BUILDING COMPONENT SAFELY INIORMAIION), PIIOLISIIF.D BY IPI 1IR1155 PLATT, 11151111111. 583 p'ON SON. I S111 200. MADISON, MI 57)19) AND WTCA (MOOD fRllSs COUNCIL OF AMERICA, 6.100 ENTERPRISE lll, MADISON, NI 53]19) FOR SAFETY PRACTICES PP100. 70 PERFORMING THESE FUNCTIONS, UNLESS DTII[ RWISE INBILATED. Q��FE$f/DA,' TC T C LL D L 16.0 14.0 PSF P S F R E F DATE R795-- 05/16/05 7335 tOP CHORD SIIALL HAVE PRO PE0.LY ATTACHED SiRUCTUR AL PANELS AMD OOT 70M f,M ORD SIIALL HAVE A PRO PF, RLY ALTA CII T.D �j! W. ALPINE RIGID CEILING. " IMPORTANT"'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILIIRC TO BUILD IS ipU SS IH COHTOpMA NCC NITN TPI: OR FABRICATING. NANDLI NG, SRI PPING. INSIAILiNG A BRACING OF iRI1SSE 5. V ` 1 �0 ('i 4 oWC V N BC B C DL L L 7.0 0.0 PSF P S F DRW CA -ENG CAUSR795 P C H/ 05136022 G W H Alpine Engineered Products. Inc. Sacramento,Ca95928 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFAPA) AND IPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/I6GA (M,H/S/K) ASTM A653 GRADE 40/60 (W. K/11.5) GAL V. STEEL. APPLY PLATES r0 EACH FA CC OF TRUSS ANO, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A -Z. ANY INSPECTION OF PLATES FOLLOWED BY (1) SMALL BE PER ANNEX A3 OF TPII 2002 SCC.3. A SEAL ON IVIS DRAWING INDICATES ACCEPTANCE Oi PROFESSIONAL ENGINEERING RE SPONSIOILIIY SOLELY FOR TIIE TRUSS T,OMPONTNi DESIGN SHOWN. TN[ SUITABILITY AND USE OF THIS f.OMPONCNT FOR All BUILDING IS III[ 0.T. SP0NSIBILItY Oi T11[ 8U 1LDING DESIGNER PER ANSI/TPI I SEC. 2. No. C 45 * Exp. 6-30-2007 -n /E�� S Y 1A OF CAI.�E� TOT. L D . 37.0 P S F S EON - 58828 D U R .FAC . 1 .25 F R 0 M T S SPACING 24.011 JREF- 1SSA795_RO4 _ _ THIS PARE_ COMPL UT (M DIME_ SUBN_ Y TR_ (AINUHLUJ-:ANUALUZ)lA YLS IKUJJtJ uesigner:iz> -- _x - )GCC Top chord 2x4 SPF 1650f -1.5E ,Bot chard 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/240 total load. 0-5-0 70 mph wind, 11.38 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C. wind TC DL=9.4 psf, wind BC DL 5.2 psf. 4X4= 4 t— 4 0-5-0 10-0-12 2X4111 2X4(A1) 2X4 (Al) 1-6-0 J IE 7-0-0 SIE 7-0-0 _I f 7-0-0 1 1-2-6 T 5-9-10 1_ 7-0-0 _1_ 7-0-0 _1 R=618 U=180 W=5.511 14-0-0 Over 2 Supports R=511 U=180 W=5.511 2-9-0 (ANDALU3-:ANDALUSIA PI -3 TRUSSES Designer:TS ** T32B PLT TYP. Wave TPI Design Crit: TPI -1 95 STD UBC 7.01.0421.11 CA 2 R - Scale =.375" Ft. S ates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CAOFESS�O `WARNING" TRUSSES REQUIRE EKTREMC CARE IN FABRICATION. HANOLING. SHIPPING. INSTALLING AND BRACING. REFER f0 0051 1 -OJ (BIIIl01NG LOMPONEXI SAFETY INFORMATION), PIIBLISIIF.D BY TPI (TRiISS PLAIT. INSIIiIIi'E. 50.1 D'ONOf RIO DR., SUITE 200, MADISON, MI 5,1719) AND MTCA (HOOD IR USI COUNCIL OF AMf.R If.A, G.lOO CNTCRPRISC I.N. ( TC LL 16 0 PSF R L F R 7 9 5 90402 MADISON. NI 53719) FOR SAFETY PRACTICES PRIOR TO PCRfORMING THESE FIINLtIONS. UNI.I:I OIIIERNISC INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTHRAL PANELS AND BOT10M CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT—FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED � V0 W ov 8 FZ C, y TC BC DL DL 14.0 7.0 P S F PSF DATE DRW 10/25/04 CAUSR795 04299014 ALPINE PRODUCTS. IHC. $HALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM i111S DESIGN; ANY FAILURE f0 OIIII.D INC TRUSS IN f. ONFORMANLC MITN TPI: OR FABN IC A TING, IIA NOL INC, SIIIPPING, INSTALLING !i BRACING OF TRUSSES. B C L L 0.0 P S F C A -ENG P C H/ G W H DESIGN CTIN OR MS MITN APPLICABLE PROVISIONS OF NOS (NATIONAL BE SILN SP F.C, BY AFAPA) AND tP I. AI.PINF. CONNECTOR PLATES ARE MADE OF 20/18/16GA (W. 11/S/K) ASTM A653 GRADE 40/60 (W, K/N.S) GAI.V. STEEL. APPLY TOT . L D . 3 7 . 0 PSF S EON - 59112 Alpine Engineered Products Inc. P Saralnento,Ca95�28 PLATES TO EA LH FACE OF TRUSS AND. UNLESS OTHERWISE L0CATCD ON THIS BE SIGN, POSITION PER DRAWINGS 16OA-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL DE PER ANNEX A3 OF TP112002 SCC.3, A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR INC TRUSS f,OMPONENT BUILDINGHDESIGNERTPERSANSIB/TPITI SEC,I12E of THISCOMPONF.HT FOR ANY BUILDING IS'THF RESPONSIBILITY Or I'll * No. C 5800.5 Exp. 6.30-200 ( civil ��OFCgL1F��a\P D U R .FAC 1.25 F R 0 M T S SPACING 24.011 JREF- 1SR0795_RO5 _ M M M _ THISMEPARL COMP_IPUT ( DIM<_) SUB_ BY T�R l ANUALUJ-:ANUA.LUSIA NLJ IKUJ:ILJ Ueslgner:IJ -- "" - 133 ) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/240 total load. Negative reaction(s) of -279-/ MAX. (See below) Requires uplift connection. 70 mph wind, 11.38 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Truss transfers 250.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. 0-5-0 4X4= 3X5 (.Al) = 3X5 (Al) L� L 1-6-0 �E 1-6-0 RE 7-0-0 7-0-0 L_ 7-0-0 _I, 7-0-0 _I -EE 14-0-0 Over 2 Supports —� R=954/-279 U=180 W=5.5" R=954/-279 U=180 W=5.5" Rh=+/- 250 plf through 14-0-0 shear wall 2-9-0 0-5-0 10-0-12 I PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.375" Ft. S aces Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA ALPINE —WARNING" TRUSSES REOH IRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REria TO BCSI 1 03 (BIIILDING COMPONENT SAFETY INFORMATION). PUBLISHED DY EPI (TRUSS PLATE INSTITIIIE. S63 D'ONDFRIO DR.. SHITE 200. MADISON. NI 537191 AND HT CA (HOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE. LN, MADISON, NI 53719) FOR SAFETY PRACTICES P0.10R i0 PERFORMING THESE FIINCTI DNS.UNLESS OTHERWISE INDICATED. , TOP CHORD SHALL IIA VE PROPERLY AT TAC NEO STRUCTURAL PANELS AND BOTTOM CHORD SHALL IIA VE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT—FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY 'ATLHRE TO .AILD III F. TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING A ORA E.ING DF TIIIS SES. IFp(� QyfES �' II W V N O r T C L L TC D L BC DL B C L L 16.0 14.0 7.0 0.0 P S F P S F PSF P S F R E F R 7 9 5 7336 DATE 05/16/05 DRW CAUSR795 05136023 CA -ENG P C H/ G W H Alpine Engineered Products Inc. Sacramento, Ca 95928 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY ATAP A) AND IP 1. ALPINE TTHISDE O0 ES IG N, POSITION PER DRAWINGS 160AYZ. PL ANEST TO E A CNPLA 1 E FACE OFMADE R OF US S AND. UNLESSWOTHERWI S E S L O GATED On THIS ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TP11,2002 SEE,.3, A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROiE SSIONAI ENGINEERING RESPONSIBILITY SOLELY FOR TIIE TRHSS COMPONENT DUILOING111,11 IIDESIGNERTP ER '"IT'" TPITI SECAND.HZE OF THIS COMPONENT FOR ANY BIIILDING 11 1111 RESPONSIBILITY BE 111E No. C43845 Exp. 6.30-2007 _n /1�� Y fr OFCA� � * �. TOT . L D . 37.0 P S F _ S E O N 58831 D U R .FAC . 1 . 2 5 FROM T S SPACING 24.0" JREF- 1SSA795_RO4 - _ THIS _EPAREMCOMPI_PUT (_ DIMf SUBI_BY TRM tAINUALUJ-AIVUALUZ,IA YLJ IKUJJtJ - IJ4) Top chord 2x4 SPF 1650f -1.5E 70 mph wind, 11.38 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within Bot chord 2x4 SPF 1650f -1.5E 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 Webs 2x4 4F Std/Stud psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/240 total load. 0-5-0 4X4= II J 2X4(L A1) = 3X4(131) 1. 1 E 1-6-0 , 1-6-0 J 7-0-0 6-9 0 7-0-0 _I_ 6-9-0 _I 13-9-0 Over 2 Supports R=601 U=180 W=5.511 R=602 U=180 W=7.77811 (ANDALU3-ANDALUSIA PL3 TRUSSES - T34) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 "WARNING" I'RIISSES RCODIRE C1(TREMC CARE IN FABRICATION, HANDLING, SNIPPING. INSrnLL ING AND BRACING. f TB N f MP N AF TY NF RMni O PII I1 Y IP('1"I"11 P AI' INSI III FT Sol 85-435 Middleton Street, Thermal CA R[ ER BLSI 1-03 (9UIL01 G .0 ONC T S [ I 0 N1, nus LD D I. ( D'DNDT RIO DR.. $H:TE 200. MADISON. NI S3PR9) IND NTCA (MOND IRIISS f.O NC."IL n. ANAIESA, G70n EN11. lE 1'R I $f. MAOISON, NI 57119) FOR SAF EiY PRA f. 1'ICES PR 100. i0 PERFORMING IIIE SE FUNf.110NS. TIN I. f. $S 0111E RW1 SI: I++D Ifn I:D. �DLD W y� 2 TOP CIIn RD SHALL IIAVE PROPERLY ATTACHED STRBCTIIRAL PANELS AND HOITOM f,HORD SIIALI. IIAVE A PROPFRLY AFIAfHED RIGID CF.IL ING. C�PNov 2 "IMPORTANT -FURNISH A f.OPY OF ITIS DESIGN In PIPE INSTALLATION Cn NIP.ACIHR. AI.PINI. LNGIN[ERED ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY OEVIAi1nN FROM PII IS OI:SIGN: ANY InII ITR 10 "IN I I.I1 II 10.1155 IN f.O NF ORMn Nf.0 NI FII IPI: 00. FAR IC TIHf,, IIANDI.:Nf.. SIP: PPI Nr,. ITIS TA I. L I Nf It 110. Af.l Nr, OF IR IIS ST.S. �I DESIGII f.0 NF0Rln:: NI TII APDLIDAALE PROVI SIGHS Of NDS INAIIBNAL nCS:GN sP::c. nY AFAPA) AND PPI. ALPINE. CONNF f,T OR PLA rI-s n0.L MADE of 7.D/IB/Ib GA (N,II/5/K1 ASTM A157 GRAOF. nO/fO (N. K/11.51 f,A I. V. SI F.E I.. APP LY No. C 58005 PLATES TO T.AC FACE OF IN II$$ AND. II NLCSS OIHI:RNI SE LOCATED ON IVIS DESIr.N. POSITION PER nRANINGS 111A-7.. ANY INSPECTI0IP OF PLA"I ES TOLLONEO BY (I) SHALL BE PER ANNEX A.7 OF TPI1-200P. SEC. 3. A SCA I. DN IBP IS Exp. 6-30-2006 DRANING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RT.SPONSIBILITY SOLELY OR TIH: fRNSS CnMPONI:l+1 Alpine Engineered Products Inc. DESIGII 5110NN. [ SII ITA61LIIY AND II SE OF TIIIS f.OMPONEIT FOP ANY 11 1) C. IS TN[ RCSP[INSIIIII,IIY nl III T. Sacramento, Ca 95$28 BUILDING DESIGNER PER ANSI/TPI I ser.. 2. FOFCquFO� 0 F +10-0-12 CA/2/-/-/-/R/- R795-- 84110 DATE TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0° 2-9-0 Scale =.375"/Ft REF R795-- 84110 DATE 06/16/05 DRW CAUSR795 05167055 CA -ENG PCH/GWH SEON- 39887 FROM TS JREF- 1SSA795_ROl _ M _ THIS _EPARE_ COMPI_PUT (M 0114 SUBI_BY TRM. ANUALIJ3-ANUALUSIA PLJ IKUSStJ - 1;3b) Top chord 2x4 SPF 1650f -1.5E -Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/240 total load. 0-5-0 70 mph wind, 11.38 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. 4X4= 2X4(A1) = 2X4111 1-6-0 LI -1-7-1-J 7-0-0}E 4-9-0 7-0-0 7-0-0 _1_ 4-9-0 �1 ez- 11-9-0 Over 2 Supports _1 R=545 U=180 W=5.5" R=588 U=180 W=5.5" 4 T 1-2-0 10-0-12 IT CA/2/-/-/-/R/- (ANDALU3-ANDALUSIA PL3 TRUSSES - T35) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 TC Spates Fabricators 760-397-4122 "WARNING" IROSSES REOIIIRE EXTREME FARE IN FABRICATION. IIANDLING, SHIPPING. IN<IAI1.111G ATIH IIRACING. PSF TC 85-435 Middleton Street, Thermal CA R rrN r0 flf.sl 1.03 I I N• COMPONENT <AEEIY IIP nRMAr DN PI1111 SII' Y 'P 10.11 < P1111 '. R'1 E (DI I.DI C I I ). 0 I( S. 1. I I " ' PSF SIT DL n'ONOr RIn nR., $III IE 200, MApI I'D 14 NI 57]14) ANTI Ni f.A (WO(In IR1156 f. n llN f, l 1. nl' AMI:R If.A, F.711n I;N II;R PVISI; T.N, PSF O�t>F LL HAD SII II. NI 57)19) FOR SAF I: TY PR A f.I ICES rR inn To Pi: R(OR MING IIH:S r. 1'NNf,I In NS. IIH I, f. SS OI'II ):RHI SI. INH I f,n ll. ll, IOP F.II0 RB SIIAIL IT AVC PROPERLY ATTACHED SIAHCIDRAI. PANELS AN') Hn'IOM r,IIORH SDALL DAVI: A PRFVCP.I.Y n1 In Clll.n PSF TOT.LD. RIGID CCII,ING. PSF Q110 �jQN O V 18 'L 1.25 SPACING 24.011 "IMPORTANT—FORNISN A f,OPY or THIS nEsiGN IO TILE INSTALLATION f.ONtRACTOH. AI,P INC 1: NGI NEERCo n PRODUCTS. INC. STATE NOt BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILDRE In nniEn THE J C A L P I N E TROSS IN CONFORMANCE WITH IPI: OR FABRICATING.. DANDLING. SHIPPING. INSTALLING A HPACING of IROSSES. DESIGN CONFORMS NI TIT APPI.ICADLE PROVISIONS DF TIDS (NATIONAL. OE SIGN SPEP., IIY AI"APA) ANTI I'PI. ALPINE CO NNC f.TOR Pl.n if.S ORF MAO[ OF RO/ID/IF.GA (N.11/S/KI ASTM A6S7 GRAD f. TIO/E,0 (N, K/II, SI Gn1.V. SI'T. F; I,. APPLY Alpine Engineered Products Inc. Sac,amento,Ca95028 PLATES I'O EACH FACE Or IRIISS AHD. IINLCSS 0111f.RNISC ).00A TCD ON TIIIS DESIGN, POSITION PER ITR ANI NGS 160A-),. ANY INSPECTION OF PLATES FOLLOWED BY (1) SOAL.L DE PER ANNEX A7 01' TPII,R002 SEC.,). SC AL ON 'NIS DRAWING INDICATES ACCEPIAOCE DF PROFESSIONAL. ENGINEERING R r. s PONSiB11.1 T Y SnLFE' FOR TILE. THOSS f,LIMOR In f, NI DESIGN SHOWN. THE SII)MHILITY OND )ISE TIF TI11$ fnMPONE NI FDR ANY VIIILDING IS ,,,E RE $1'ONSI1111.1 C TIE Ill r. DIIII,DING DESIGNER PER ANSUTPI 1 SEC, ]. * No. C 58005 Exp. 6-30.2006 clvIL �P ��OFCALVrl:u 4 T 1-2-0 10-0-12 IT CA/2/-/-/-/R/- R795-- 84112 DATE 06/16/05 TC LL 16.0 PSF TC DL 14.0 PSF �C DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.011 2-9-0 Scale =.375"/Ft REF R795-- 84112 DATE 06/16/05 DRW CAUSR795 05167041 CA -ENG PCH/GWH SEON- 39879 FROM TS JREF- lSSA795_ROl _ M M M = M M M M M M _ THIS _EPARE_COMP(MPUT (_ DIME_ SUBt_BY TRr . (AINUALUJ-ANUALUJIA PLS IKUJJtJ - ISb Top chord 2x4 SPF 1650f -1.5E .Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Roof overhang supports 10.00 psf soffit load. See DWGS A07015EN1103, GBLLETIN0405, & GBLBRSTB0405 for more requirements. TRUSS TRANSFERS 125 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. 0-5-0 1 ** The maximum horizontal reaction is 1219ff ** 70 mph wind, 11.38 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/240 total load. 4X4 4X4= 2X4(A1) L1 -7-2->J L--E1-7-2-J 7-0-0 1-3-8+1-5-8� 7-0-0 J— 2-9-0 ,I i-E —9-9-0 Over Continuous Support R=101 PLF U=18 PLF W=9-9-0 Rh=1220/-1220 Note: All Plates Are 2X4 Except As Shown. T 1-10-0 10-0-12 1 E) CA/2/-/-/-/R/- TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.011 2-9-0 Scale =.375"/Ft REF (ANDALU3-ANDALUSIA PL3 TRUSSES 1`36) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 "WARNING" TRUSSES REOIIIRC EXTREME: CARE IN FABRICATION. IIANDI.INC. SIIIPPINC. IN,CTAII ING AND BRAr,ING, CAUSR795 05167043 85-435 Middleton Street, Thermal CA RFr LP. In ¢CSI 1-0:1 11111IDING f.nMPONTNT SAr[IY INfnRIIATI0N PIm1ISIIFD BY TPI INIISS Pl All: INSII11111. 5111 WORD DR., 51111( )On, llADisn N, NI S,l "!10) nN0 WFfn (WOOD IRIISS f, (1 TIN f.I I, 1N' MI P.ICn, 0;1110 FIJI I. PI•P.I SI ICJ, n A SEON- E PRS ��O FROM MAnISON. NI hl)T FOR SAI'F.IY PRACIICCS PRIOR TO PI:RFORMINf. IIII:SC 1"TINr.110N 5. 11 N I.I;SS 0111I.P.NI SC Irani f.n ll.D. JREF- Q`9�OLD W 1'OP r.Il OR 511A 1.1. 11A VL PRO PI: RI,Y AliAf.II F.D SrRllr. IRRAI, Pram LS AND ROI10M f, JI01i 11 511 All IIAVI; n I'It UPI RI_v nT IACNCU �7 y� RIGIO CEILING, 0 Nov 18 20 "`IMPORTANT**FIIRNISII n COPY OF IRIS nC51GN In IIIC IN51A1.I.AIIUN CONTRACTOR. ALPINE: ENGINEERED ALPINE PRODUCTS. INC. SRA1.1. 1401 BE RESPONSIBLE FOR ANY DEVIATION FROM [III$ Urslr.N; ANY 1n11, 11 P.I; Fn O1I Il,O Ill f, IRIISS IN r.ON1ORMANr,r, WITII TPI,: OR I'AORIfnilNf„ JIA NnI.I Nf,. 5111 PPING. INSTALL I TIG A IIRAC.INC, OF IF SSF S. D(...... r,OOFOIT MS NI TIT ArrLICA¢L F. PROVISIONS OF ND$ (Nn TION AI. nI: SI GN srr r.. ¢v nl'F rnI AND IPI. AI.1INF CONNE 11 IT PLnICS ARC MAO(. DF )0/IB/16Gn (N .11/$/K) nSfM AC S,I GP.ADE nn/" (W, K/11,5) GnLV. $T1; F, I.. nPl'I.Y No. 58005 Alpine Engineered Products, Inc. Sacramento, Ca 95728 PLATES FO EAC11 FACE OF TRUSS AND, II NLC SS 0111ERWISE LOCATED 014 1'1115 OF.SIGN, POSITION PER DRAWINGS ]FDA�Z. ANY INSPECTION OF PLATES rnLLOWED BY (1) $11AI.1. OF, PER ANNE% Al OF IPI1'PX SEE,„l, A SI Al. ON 11115 DRAWING, INDICATES ACCEPTANCE Or PRnr(SSIONAI. ENGI (JEERING RI:SPnN5IB11.IIY SOLF,1.r FOR Im: [RUSS r.OMPONENI DESIGN s¢ONN. no-: su1TAnFi. AND 115( OI” TUTS COMPONENI FOR ANY B„l1.DTNG IS ITU: RFSPNNSIIIII.ITY N1 TIIL „11I,D,NG DESIGNER PI:R ANSI/!PI 1 SEE. P, * Exp. 6308006 �9 CtV�t, ]\� �OpCAUFO� E) CA/2/-/-/-/R/- TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.011 2-9-0 Scale =.375"/Ft REF R795-- 84114 DATE 06/16/05 DRW CAUSR795 05167043 CA -ENG PCH/GWH SEON- 39868 FROM TS JREF- lSSA795_ROl _ M M . _ = = M i M M = _THIS MPARE_COMPL�UT (M DIME_ SUBr BY TR_. (ANUALU.S-AINUALUJIA 1'1-3 IKUJJtJ - 15/) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: -Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 HF Std/Stud SPECIAL LOADS T T 2-4-14 2-4-14 10-0-12 Scale =.375" Ft. TC LL TC DL BC DL BC LL TOT.LD. � PSF PSF PSF PSF PSF ------(LUMBER R795-- 84125 DUR.FAC.=1,25 06/16/05 / PLATE DUR.FAC.=1.25) CA -ENG TC From 60 PLF at -1.59 to 60 PLF at 6.00 TC From 79 PLF at 6.00 to 109 PLF at 14.00 BC From 20 PLF at -1.59 to 20 PLF at 0.00 BC From 27 PLF at 0.00 to 27 PLF at 14.00 TC 311 LB Conc. Load at 6.00 70 mph wind, 11.21 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Right end vertical not exposed to wind pressure. Roof overhang supports 10.00 psf soffit load. Deflection meets L/360 live and L/240 total load. #1 hip supports 6-0-0 jacks with no webs. Corner sets are conventionally framed. Building designer is responsible for conventional framing. 4 0-5-0 T T 2-4-14 2-4-14 10-0-12 Scale =.375" Ft. TC LL TC DL BC DL BC LL TOT.LD. � 3X4(A1) = *2X4111 LEE 1-6-0 J IE 5-11-11 ale 3-10-7 �I, 4-1-14 _I 5-11-11 T 3-10-7 T 4-1-14 I _ 5-11-11 _ I _ 8-0-5 _I 14-0-0 Over 2 Supports R=1034 U=180 W=5.5" R=978 U-180 W=5.5" (ANDALU3-ANDALUSIA PL3 TRUSSES T57) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 '-WARNING" TRIISSCS RLOPIRF. EXTREME CARE. IN FABRICATION. HANDLING,, SNIPPING. INSIAI.L INC AND BRACING. REFCP. 10 BCS' I.O1 (B111LODI NG G.nMPOHERI SAFFTY INF ORNIAIION). POOLISH[D BY IPI (IRnSS PIA11: INSIII'I11C. 1.81 85-435 Middleton Street, Thermal CA pR�E�Oiy _ D'DII DI'll DR.. SIII f[ 200. MADISON. NI 5.1719) AND Wf C. ED (Wn NO IRIISS f.011NCI1.0 OF A11 fn, (.IOD I.N II:P PRI SI: I.H, HAD I 511N. NI 51119) FOR SAFETY PRACTICES PRIOR f0 PERFORMI NG 1111;5[ I'.1 Nf, 11nN S. II NI.f SS DT11[RMI SI: IN01 G.n f1.0. �D w TOP CHORD SHALL HAVE PROPERLY AITACIIE.D STRNr.THRAL PANELS AND 001 TOM CHORD SHALT. NAVC A PP.n PCRLY AT IACHLn Q�1Q RIGID CF.I I. IN G. OV 8 2Vl(J "IMPORTANT" *CARNI SII A G.OPY Or 1NI5 DESIGN TO INC INSIAI.I.AIION CONTRACTOR, ALPINT' I;NGINFrRLI) tl/ ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM [HIS DESIGN; ANY 1'AIIIIRI Fn fill LET ''If 1RIISS IN CONFORMANCE WITH TPI: OR FABRICATING, RAND1,111C, SHIPPING.. IHSIAI.I.INr, R BP.ACING OF IRIISSF.S. DE.SI G fI (OurnR NS NIT 11 AP P1. r CA OL F. PROVISl DNS OF NDS (NA FI 01A Or. S I G,N SPEC, RY Af RPA) AH0 FPI, n1.PI NE, Go PH C- PI.AEES ARL MADE nF 20/IB/I(.G,A (W.11/S/K) ASI" n65,1 GRAD:: AD/(.n (W, K/11..1 f.n l.V. SII. 11 APPIY PI. AII:S t0 I; nf, Il FAf,C OF IRnSS AHD, IIRL ITS OIII[aWI SF I, Of.nICO OH IVIS OI: SI GII, POSIIIOx PIR DPn WI NI',5 I6nn t. * No. C 58005 ANY INSPECI'IOII OF PLAT CS F011 ONEO BY (1) SDAI.1. BE PER ANNE n3 DP IPO -Pnn2 S[C.1. A ..SERI D11 nn S Exp. 6-30-2006 Alpine Engineered Products Inc. DRAWING INDICATES ACCEPIAOCE OF PROFESSIONAL. EHG111I:E.PING RFSPONSI011.1IY SOI.I:LY FOR ILII' Ia05S COMPH111.IN CIVIL -DES P Sacramento, Ca 95$28 BIIILOINGI+DCSIf,NERTHE.RSUITA111IPIf1 SEC.Y AND 11 f OF IDIS COMPONCHI I'OR ANY ROILDING IS ILII P.I:SPONSIHII IIY TIH gp�OFCALtirr:O��l� CA/2/-/-/-/R/- Scale =.375" Ft. TC LL TC DL BC DL BC LL TOT.LD. 16.0 14.0 7.0 0.0 37.0 PSF PSF PSF PSF PSF REF R795-- 84125 DATE 06/16/05 DRW CAUSR795 05167052 CA -ENG PCH/GWH SEON- 50801 DUR.FAC. 1.25 FROM TS SPACING 24.0" JREF- lSSA795_RO1 M M M M M M M M M M MTHIS _EPAREM COMPMPUT (r DIME SUBMBY TRM (ANUALUS-:ANUALUSIA YLS IKUSSLt, Uesl9ner:IS Iby) Top chord 2x4 SPF 1650f -1.5E -Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Roof overhang supports 10.00 psf soffit load. #1 hip supports 4-4-3 jacks with no webs. Corner sets are conventionally framed. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Use this design for common hip trusses @ 24.0" OC. Extend sloping TC of truss and jacks to hip rafter. Support extensions every 2.00 ft to flat TC.Spacing of supports originates from X11 hip. Attach 2x4 lateral racing to flat TC @ 32" OC with 2-16d nails and diagonally brace per DWG.BRCALHIPH1103. Support hip rafter with cripples at 5-7-14 OC. 0-5-0 70 mph wind, 14.94 ft mean hgt, ASCE 7-93, CLOSED bldg, not located within 4.50 ft from roof edge, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL° -5.2 psf. Deflection meets L/360 live and L/240 total load. Building designer is responsible for conventional framing. I J 2X4(A1) = 2X4(A1)= I 1, 1-6-0 1-6-0 J 3-9-8}E 2-3-4 3-11-4 _I 3-9-8 i 2-5-0 3-9-8 I_ 4-4-3 _ 1_ 1-8-9 _ 1_ 3-11-4 _ 1 10-0-0 Over 2 Supports R=684 W=3.5" R=684 W=3.5" 0-5-0 14-0-12 ((ANDALU3-:ANDALUSIA PL3 TRUSSES Designer:TS PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 "WANNINGCS TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. SS -435 Middleton Street,ThertnalCA REF EP. TO B[SI 1-03 IRUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLAIC INSTIIIITE. 5187 Qa�ESSI O.1 IT RIO OR., SII I TE 200, MADISON. MI 537191 AN NT CA (HOOD TRUSS C011NCIL OF AMCRIf,A, (,300 EN TCRPR ISE I.N. MADISON, NI 53719) FOR SAFETY PRACT ICES PRIOR f0 PERFORMING T11 E SE FIINCiI0H5. UNLESS OiIIC RHISE MIDI f -p TCD. �O �/ TOP CNORD $Nn LL IIAVE PR OPERLT AT TACIT ED STRUC 7110. AL PANELS AND BOfiOM CIIOgD HALL IIAVE A Pfl DPCRLY ATIpC11CD QY�0 �J -y RIGID CEILING. �IVQV 1 20� "''IMPORTANT^"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED A L P I N E TR IOISSC IN CDN FORMA N C ELN I OM BPI RCSPONSIORL FFIEAB RIC AFOR T ING. AND L IN GOli RO SN I PPINDESiNSTALL I NGYRF AI LUE OR ACINGTOFDIRUSSESE DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE CONNECTOR PLATES ARC MADE OF 20/118/16GA (N, 11 /S/') AS TH A 6 5 3 GRADE ,0/60 (N, N/11.S) GA I. V. STEEL. APPLY PLATES i0 EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PC0. DRAWINGS I60A-Z. * No. C 58005 ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TPI1-2002 SE C.3. A SEAL ON THIS Exp.6-30-2006 OR AWING IIID ICAiES ACCEPTANCE OF PROFESS Alpine Engineered Products Inc. IONAL ENf INCERI Nf RESPONSI0II.ITY SOLE I.Y FOR THE FRI15S f,OMPONENI Sacramento, Ca95J28 DESIGN SHAWN. 711E SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS T11C RESPBNSIBILIFY OF THE 9r C1VU- BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. FOFCgt1F� qL ** T59) R795-- 90432 DATE CA /2/-/-/-/R DRW CAUSR795 04299005 CA -ENG TC LL 16.0 PSF FROM TC DL 14.0 PSF Z BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" .0 T 1-10-6 Scale =.375"/Ft. REF R795-- 90432 DATE 10/25/04 DRW CAUSR795 04299005 CA -ENG PCH/GWH SEON- 59128 FROM TS JREF- 1SR0795_RO5 _ = M M M M M = M _ THIS�EPARM COMP�PUT � DIM_) SUB_ BY T�R, (ANUALUO-ANUALUJIA (PLAN: b) - IL Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/360 total load. Truss transfers 100.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. 0-5-0 4X4= 80 mph wind, 12.40 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. 10 psf BC live load per UBC. Plates sized for a minimum of 3.00 sq.in./piece. TD. 2X4(A1) 1 5-10-14 _I_ 5-7-2 _1, 5-7-2 _1_ 5-10-14 ,J fE 8-1-11 T 6-8-9 T 8-1-11 1_ 11-6-0 _1_ 11-6-0 _1 3-0-0 Over Continuous Support _1 R=74 PLF U=2 PLF W=23-0-0 Rh=I-/- 100 plf thorugh 23-0-0 shear wall 0-5-0 4-3-0 10-0-12 (ANDALU6-ANDALUSIA (PLAN: 6) T2) PLT TYP. Wave TPI Design Crit: TPI -1 95 STD UBC 7.01.0421.11 CA/2/R Scale =.3125" Ft. Spates Fabricators 760-397-4122 85- 435 Middleton Street- ThertnalCA "WARNING-- IRHSSES REONIRF FYIREHF. CART IN FARRICAIION. HANOI ING. SIT IPPII+G. IIISIATI INr. ANO HPAr,IMr. Rrrl:p 10 nf.$I I.OI (n1111.1I1NG fnOrnN[RI SAII.IY ll NIOR..AlInflI- PIIIILI"'ED nY IPI II'I'SS rl.nlli INSIIIIIII, 0l 0'" EFP.In OR.. SIIItE ?00. MA OISOII, MI Sn?19) ANIT NIf.A (Nunn IRNSS Co" f.i 1. nl nPI1.R ICD, (: �n0 I: III ITI SI: Ix. Nn 01 SON, NI SI%I9) rOR SAr I.IY PPA CI IrES PRIOR IO rEATON ING THESE "'MCI TONS. NNIA SS OTHI: RHIST INOICAIEO. QpFESS/ 0 C ff11 (� F`1, TC TC LL D L 16.0 14.0 PSF P S F REF DATE R795- - 51199 10/ 05/04 t0P CIINP.O SAIL II AYI. PRn PI:RI.Y AI IACNLO SIP.ILGI IIRAC PANELS Alln On1InIT CHORD SHALI. NAVI: A PROPI RIY A11-1110 RIGIO CEILING' �O`V �7 C�PNO 8 0 c' BC DL 7.0 , PSF DRW CAUSR795 04279009 "IMPORTANT"rNRIIISN A r-nPY Or IIIIS ELSIGN In INC INSIALLAllo. r.ONIP.ACrnP.., ALPINI INr.INI'r P.rIT ALPINE PRODUCTS. INr.. SNALI. NOT RE RLSPONSInLE TOP ANY OI:VIAIION IRINI IVIS DESIGN: ANY I -A II DPI to flull.p IUI IRNS: IN CONFORMANCE NIt11 IPI: nR I'ARRICniING, II A 110E IIID, 5111 Pi'I NG. I+Itii A1. I.1 NG A IIR AI,I IIG nl II!IISlI. S. B C L L 0.0 P S F C A- E N G P C H/ G W H Alpine EngineeredProducts �,y Ca 957280 I/E SI ATf.IT Nr nRF's Nl ill APPI,IGA 01.1: PROVISInNS nr NnS (r1AlInN AI, DISI C, ITsrL r„ nr AI'RrA) ANO IPI. AI rINI: 00011'C T OR PLA i I:S ARE MAD" Or ?n/1n/(GGA (N. N/S�H) ASIN nes? GRAor nn/60 (N, V. /M. S) GAT V. SII 1'1, API•( Y PL AIES IO EAU( TAGS OF INNIS ANO. NRLESS OT11CRNISI. LOCAiEn 0 n�Is RE SI r. x, rnsn l ON rrn m!ANI NGS IrDA �. ANY INsrEcn ion or PLATES rnL1,ONE0 OY (1) SNAI 1. nE PER ANNEX A3 OI' IPI( ?I10? sL C.n, n SL nI Nrl illi$ ITINDICATES ACCEPTANCE Nf.[ nl Pa 01 -II SSloxnl. FNGI NEER IrIG RI. SPNNSIOII,IIT SOLELY I'oP TIN, (PIKS r.ONPOII[III OGSIGN SINDI DIE CEPTANCE IY AN..NSI In(OIs foEER INGI TOP ANY nNICOIIIG IS Iln PPSPnnsIn I1 I, Or III( 11N 11 Of G DESIGNER PI:R Ax SI/rPl I SE r.. R, • LSA. No. C 58005 Exp. 6-a0-2006 CIVI� qTF OA\�P PP OF CALIF TOT. L D 37.0 P $ F S EON - 11436 D U R .FAC 1 2 5 FROM I V SPACING 24.0" JREF- 1SSA795_RO5 ( HIV UAL UD-: A IVUALUJI A kr LA IV: 0) UUb I LYIIt T': UJ -- HIV UALU31A 1J) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x8 SP M-23 Webs 2x4 HF Std/Stud :W5 2x4 SPF #11#2: SPECIAL LOADS ------(LUMBER OUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at 0.00 to 60 PLF at 23.00 BC From 14 PLF at 0.00 to 14 PLF at 23.00 BC 84 LB Conc. Load at 2.06 BC 135 LB Conc. Load at 4.06 BC 168 LB Conc. Load at 6.06 BC 2543 LB Conc. Load at 8.13 BC 802 LB Conc. Load at 10.06 BC 1402 LB Conc. Load at 12.06 BC 1028 LB Conc. Load at 14.06, 21.94 BC 1044 LB Conc. Load at 16.06, 18.06, 19.94 Truss transfers 43.48 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. 06 0-5-0 7X8= THIS_EPAR� COMP _ PUT (� DIMI_) SUB_ BY T� 2 COMPLETE TRUSSES REQUIRED Nailing Schedule: (0.131"x3"_Gun_nails) Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 3.25" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. ** The maximum horizontal reaction is 1000# ** 80 mph wind, 12.40 ft mean hgt, ASCE 7 93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL 5.2 psf. Deflection meets L/360 live and L/360 total load. Plates sized for a minimum of 3.00 sq.in./piece. (:E) 4X6(A3) _ f# V35# x,168# f543# {802# 1402#. ,.(,10281 �1044rf ,x,1044# V 044#1028# 4-2-14 3-8-13-7-1E 3-7-13-8-1� 4-2-14 I_ 11-6-0 _I_ 11-6-0 _I 23-0-0 Over 2 Supports R=6854 U=506 W=5.5" 4-3-0 0-5-0 10-0-12 4X6 (A3) R=6999 U=516 W=5.5" Rh=1000/-1000 (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS -- ANDALUSIA @ - T3) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.3125" Ft. Spates Fabricators 760-397-4122 85 435 Middleton Street, Thermal CA "VIARNING - TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING. INSTALLING AND BRACING. REFE0. TO SCSI 1 -OJ (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'OHOFRID DR.. SUITE 200. MADISON. MI 53719) AND NTCA (WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LN. MADISON. WI $3719) FOR SAFETY PRACTICES PRIOR TO PERrORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. Qat �D F T C L L T C D L 16.0 14 0 P S F P S F R E F R 7 9 5 17050 DATE 09/20/05 TOP CHORD SHALL "AVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. Q.O C� 0 8 Oil BC DL . 7.0 PSF DRW CAUSR795 05263010 ALPINE -IMPORTANT-FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY F'AILUR[ t0 BUILD TUE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF IRIISSE S. BIC L L 0.0 P S F C A -ENG P C H/ G W H Alpine Engineered PrQducts Inc. SacramentPr u9rt928 DESIGN TO "FORWITH APPLICABLE PROVISIONS OF ND$ (NAT'DUAL DESIGN SPEC. BY ATAPA) AND tPl. AI.PI NC CONN E CTOR PLATES ARE MADE OF 20/IB/16GA (X.11/S/K) ASTM AG53 GRAD[ AO/60 (N. K/H.$) GAIN. 511[1.. A11.11'. PLATES TO EACH FACE OF IRU SS AND. IIHLCSS 0HERWISE LOCATED OH THIS DESIGN. POSI tION PCR OR ANI NGS IGo-# ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL n1 PER ANNEX AJ OF TPII-2002 SCF..3. A SEAL BN THIS DRAWING INDICATE$ ACCEPTANF.E OF PROf CSSIONAL CNGINr:CRING RCSPBNSIBILIIY SOLELY FOR 1111: TR11$$ f.OMPB111;Nf OC SIGN Sit OWN. TiIE AD TY AND USE OF THIS C(1 0 Ell F0 ANY OIII L LI U 1) Int: NL51•IIN III I I.I II 111 I I BUILDING DESIGNER PER ANSI/IPI 1 SEC. 2. No. C 5800 5 Exp.6-30.2006 (� trtutL �\p 9T OF CALIF TOT. L D . 3 7 .0 P S F S EON 28342 0 U R .FAC . 1 . 2 5 FROM G S SPACING 24.0" JREF- 1SSA795_RO7 _ M M M = M M = = M = _ THIS_EPARE_ COMP_PUT (m� DIMM) SUB_ BY TR�. (AINUALUb-AINUALUJIA (PLAIN: b) - 17 Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud See DWGS TCFILLER1103 and BCFILLER1103 for filler details. Deflection meets L/360 live and L/360 total load. 10 psf BC live load per UBC. Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2.16d nails and diagonally brace per DWG. BRCALHIPH1103. 0-5-0 T 80 mph wind, 12.14 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Plates sized for a minimum of 3.00 sq.in./piece. 0 —A, 3X6% 3X6- OVA— 3X5(A1) = 3X8= 2X4111 6X4= 3X8= 3X4(B1) IE 4-6-6 —1-2-7-10 a15 4-8-11 �jE 4-8-11 3}E 4-6-15 �E 2-9-5 _I, 4-2-15 ,I C 7-2-0 r 4-8-11 j 4-8-11 1 4-6-15 7-0-4 I_ 9-11-11 _1_ 11-2-9 _I_ 7-0-4 _I R=874 U=180 H=Simpson MUS26 Girder is (2)2X6 min. DF -L 28-2-8 Over 2 Supports (ANDALU6-ANDALUSIA (PLAN: 6) T5) PLT TYP. Wave TPI Design Crit: TPI 1 95 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 85-435 Middleton Street, Thermal CA "WARNING" TRUSSCS REOOIRE EXTREME CARE IN FABRICATION, NANDI. I NG. SHIPPING. INSTALLING AND BRACING. T ! P I H Y tP IR"% PIA' It+ IIFIIF '–I F -R 1 f -nl I N COM N NT Ar IY NFn MArt C N 0 0-si 1- (R III.DI A PO E S E i R ;O+). UR .IS LD fl I( -S r S 11 "'0NIn DR.. SII; tC ROO. MADISON, NI 5-1119) ANO LACCA (MOOD IR IISS f.01INCII. nF AMT.P ICn, GJ nO I.NI T. IIPRI S I: D 10/05/04 DRW CAUSR795 04279010 �yOFEB.S/O� PCH/GWH TTDt ,0 Mn DI SUN. NI 5:'110) FOR SnF CIY PRA r,tl f.[5 PR 10R TO rr.RFORMING T), T. 51: rIIHf.I IONS. II II I, IISS nlII I.RNI SI INpifnll n. t0P f.NORD SPALL HAVE PROPERLY ATTACHLO SrRHCFNRAl Pn NELS AND BOTTOM r,IIORO SHAI.L HAVE A PROPINLY AIIAr.NIo P,IGID CEILIIlG. "IMPORTANT "1'IIRHI $II n Copy nr tOis nESIGN to tOr. IFSIAI,I,AIION COUTRACIOR. ALPIII rNL111 1. RID 11618 W `DW O •K' Y SIV �j-50V 1 2 ALPINE PRODUCTS. INC, SNAIL NO; 0C Rrspoosin1.E FOR ANY DEVIATIno FROM IHIS DESIGN: ANY IAiINRr IO DNILD nN: TRUSS IN CONFORMANCE Ni 111 IPI: OR I"ABRIf,AIING, HANDI.I1C, 5+'I PPINC. INS'41.L TNG A BRACING IN 'RN0 ST.ti, D I. SI CH Cr"To R"i$ WITH APILKAn I.I rRnVl SI ONS nr NAS (HA1 0Nn1. 01.SI GN Serf.. BY AFAPAI Alto IPI. AI PINI; I. I,N N I: CtOR PI. A I TS ARE MAn T. OF PO/IR/1(.rA (N.H/S/K) AS!!t AG5:' CBAD[ ill/Nn (N. K/I1, ti) CAIN, 11111, nl'rIY Alpine Engineered Products Sacrament0.0 Inc.In PLA ITS 10 CACII FACE OF IRNSS ADD. OULr Ss O'HTRN'Sr L011T1D On THIS DT.S I&n. rOsiI;O, rI:R DRAM nnS Ir, n A, t. ANY insPrCIIOH or PLA'CS fOLLUNCn nY (I) SNAI. I. Of. Pr.R ANP[r nl Or IP11 -'1002 SI,C J, n Sl nl, ON lItIS DRANIIIG 111n1 f-/, If.$ nf, f, r.PlnNf. f: Of PROF f,SSIONAI, r.NGI N1:[RING RI:SPnNSIRII,I FY Sol. f.lY I'OR III+. Iltu\$ CT11'P n N Ii NI m. C SOnNN. III[ Gr ;ABILITY AHD 11 $f Or nns CnMPnNI:I+t FOR ANY IINII,UINf. is INC PISPNNSIWI IIY HI 11[ BIIII.Oi NG DESIGNER PER ANSI/TPI 1 SEC. 2. * ST No. C 58005 Exp. 6-30-2006 Civil -\P 9T FOF CA rFC� T 3-8-14 0-6-3 T10-0-12 R=874 U=180 H=Simpson MUS26 Girder is (2)2X6 min. OF L CA/2/-/-/-/R/- TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.011 Scale=.25"/Ft REF R795-- 51202 DATE 10/05/04 DRW CAUSR795 04279010 CA -ENG PCH/GWH SEQN- 11618 FROM IV JREF- 1SSA795_RO5 = = M M M = M = = = M _ THIS _EPARE_ COMPMPUT (M DIMt ) SUB_BY TR_t. (ANDALU6-ANDALUSIA (PLAN: 6) - T6) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: 80 mph wind, 12.47 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere Bot chord 2x4 SPF 1650f -1.5E in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC Webs 2x4 HF Std/Stud DL=5.2 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS TO THE FRONT EVERY 4.00 FT TO FLAT TC. EXTENSIONS TO THE BACK EVERY 2.00 FT ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33),OR DWG. CD110. SUPPORT HIP RAFTER AT #1 HIP AND WITH CRIPPLES AT 8-5-13 OC. 0-5-0 1 T Deflection meets L/360 live and L/360 total load. 10 psf BC live load per UBC. Plates sized for a minimum of 3.00 sq.in./piece. (:a:) 3X7 (B1) = 2X4111 3X5= 5X8= 2X4111 4X6 (B1) —6-3-15— 4-10-1 � —6-0-4 —4-11-13 7E 6-0-7 I 11-11-11 I_ 5-2-9 I_ 11-0-4 _I 28-2-8 Over 2 Supports R=1394 U=180 H=Simpson MUS26 Girder is (2)2X6 min. DF -L 4-4-14 0-6-3 T +10-0-12 R=1402 U=180 H=Simpson MUS26 Girder is (2)2X6 min. DF -L ANDALU6-ANDALUSIA (PLAN: .6 - 4T6) R .PLT TYP. Wave TPI Design Crit: TPI -195 STD UBC 701021.11 CA/2/ S ates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNING" TRUSSES REOUIRE EKIREHE CARE IN FABRICATION, RANOLING. SIIIPPING. INSTALI.ING AND BRACING. REFER TO OCSI 1 03 (BUILDING COMPONENT SAr[TY INFORMATION), POBI.ISIICD BY TPI (IPIISS Pl.nlC I!lSllllllf. 503 O'OHOFRIO OR.. SHITE 200. MADISON, HI 53 719) AND Nlf-A (NnnD IRIISS f,OHMa11. Of AMI:RIf.A. 6300 EIIIERPRISI 111, MADISON, XI 53719) FOR SAFETY PRACTICES PRIOR 10 PERFORMING IIICSE fI1nCT10nS, IINLCSS nINr.Ru1Si: INOIC.n'.a TOP CHORD SHALL HAVE PROPERLY ATIACIICD STRNCTHRAL PANELS AND OOT TOM COOTIE) SNAIL HAVf A PROPIIRILY AIIACDEO RIGID CEILING. ��E��Q nO`D W cc�E �p` Y� y C�QNov 8 OL7[J Y% T C L L T C O L BC DL 16.0 14.0 7.0 P S F P S F PSF R E F 0. 7 9 5 51203 D A T E 10/06/04 DRW CAUSR795 04280039 ALPINE '"IMPORTANT"FHRNISH A COPY OF THIS DESIGN TO T11C INSTALLATION CONTRACTOR. AIPINE 1"NG. NF.ERI:D PROMICTS, INC. SHALL NOT BE TFSPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY IAIINRI IO DO LI) nIF. i ROSS IN CONFORMANCE WITO TP1: OR FABRICATING. IIANOI.I TIG. SIIIPPING, INS TAI. I. I HG A NRAf.IHG 01' IRNSSES. A p(` B C L L 0.0 P S F C A- E N G P C H/ G W H Alpine Engineered Products Inc. Sacramento, Ca 95728 NOS (MAIIDNnI. DCSIG!! SPC f.. BY AfA Pn) AHO I'PI. AI.PI nI: DESIGN GOHF ORM5 Ml ill APPLICAOLC PR OVISIOHS IT NO CO TH CI R PLATES ARE MADE OF 20/IB/I6 .A (11.11/S/K) ASTM A653 GRADE H0/GO (W. K/11.5) GAI V. 51ILL. AP P 1.Y IT ATES TO EACH FACE 0i TRUSS AND. ONL LSS OIHERWI $1: LOCATED ON IVIS Of.s IC,N, TO$ITInN PER OP.AMINGS I6nA /. ANY I115PCCIION OF PLAIES I'OI.I.OMCD BY (I) SHALL BE PER ANNCx Al 01' IP11.2002 SI,C..3. A SLAL 1111 101< DRnMIHr, INDICATES ACC..CPIn NCE Of PROF ESSIIINAI, r. Nf,l Nf.CRlflf. RT SI'ON51fl ILIlY SOLI LY FON 110. IPUSS f,HHPO TO N1 DE 51 GI! 511nN11. SIIIIADII.I11 AND IISi: nT IVIS COMrOHI:a fOR ARY OIIII,Dillf. IS III1 RI. SrfINflllil IIY OT II11 FIT Nf, OTS IGIIER PIN ANSI/IrI ISI. r.. 2. { No. C 58005 E.p.6.30-2006 /� `' ` �Q y'v1y a�P �OF CALtFO� TOT LD 37.0 PSF SE ON 11568 DUR FAC. 1 . 25 FROM I V SPACING 24,0" JREF- 1SSA795_ROS _ M = M = M M = M = = =THIS _EPAREMCOMPMPUT (M DIME SUBMBY TRM. (ANDALU6-ANDALUSIA (PLAN: 6) - T7) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: 'Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud See DWGS TCFILLER1103 and BCFILLER1103 for filler details. Deflection meets L/360 live and L/360 total load. 10 psf BC live load per UBC. Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPH1103. 0-5-0 T 80 mph wind, 12.81 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. In lieu of structural panels use purlins to brace all flat TC @ 24" OC Plates sized for a minimum of 3.00 sq.in./piece. 8X10 % 3X6- 3X5 (AI) = 2X4111 3X5= 5X8= 2X4111 4X4(61) IE 6-3-15 SIE 4-10-1 alp 6-0-4 4-11-13 6-0-7 ,I ( 6-3-15 1 4-10-1 T 6-2-0 1 4-10-1 6-0-7 13-11-11 I 3-2-9 I 11-0-4 R=1028 U=180 H=Simpson MUS26 Girder is (2)2X6 min. DF -L 28-2-8 Over 2 Supports (ANDALU6-ANDALUSIA (PLAN: 6) T7) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 "WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. 85435 Middleton Street, Thermal CA REFER TO O6,$I 1 03 (DUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITIIIC. 583 �pFESB/p D'ONOFRI0 ITR .. SUITE 200. MADISON, NI 53]19) AND RICA (WOOD IRI11S COUNCIL OF AMERICA, G300 ENTERPRISE LN, �-�- MADISUN, WI 53719) FOR SAFETY PRACT ILES PRIOR t0 PERFORMING TIIE Sr. FUNCTIONS. IINLE SS OIIIC RW'IT IRRITATED. �O�D L• �w TOP CNOR0 SHALL NAVE PROPERLY ATTACHED STRUCTURAL PANELS AND Bn T TOM CHORD SHALL NAVE. A PR OPFRIY AtTACRED RIGID CEDING. C9PN v 8 2D ""IMPORTANT"FURNISH A COPY OF THIS DESIGN r0 III[ INSTALLATION CONIRACIOR. ALPINE EHGINEERE ALPINE PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE 10 81111.1/ II 10.1111 IN CONFORMANCE WITH TPI : OR FnOR lf.niit+G, IIA POLIHf.. $III PPING. INSfALU NG A UHnf.I UG 01' IRDS SE S. DESIGN CO xF OR MS WI IN APPLI'A OLE PROVISIONS OF HOS (NATIONAL nF.SIGN SPE r.. 11Y AI AP A) ANO IPI. ALPI HE CONN r. C IOR PLATES ARE MADE or 20/18/16GA (W.II/S/K) ASTM Ar.53 GRAn[ IO/en (W, K/I1. S) GALV. STI:CI.. APPLY NO. C 5800 %Au TrIEnr.H rAf, 1: OF TPIISS AND, IINI. I:SS OI IIT. RMI S r. LOCAIEO OR 1:111 01,1,16.x. Pn511InN PI.R IIRAHINGS :GOA -2. ANY INSPrL IION or PLAT [$ FDu.nMF.0 OY (11 SUALI. IF. PCR At+N[V A3 01" IP I ,2o02 $F.r., 3, n SC A 1. nx 11111, Exp. 6-30.2006 Alpine Engineered Productsq In O. DRAWING INDIr.A 1`5 1CCEPTANCC OF PROr[ssIONAL CNGINEENING RC SP ON$ I811.II Y SOLI: I.Y TOR THE rPH S ro"PnN I:N1 C1V 1` �\P Sacramento,od cts In DESIGN SHOWTI 111E SUIIADILITY AND USE. OF rens COMPONENT 1 -OR Anr B111:.11ING Is ]I11: RLSPDRSIDRIir 01' IHL '9j� C)� DNILDING DESIGNER PER ANSI/FPI 1 SCC. 2. • OF CALtF a ) , 5-0-14 0-6-3 T 10-0-12 R=1028 U=180 H=Simpson MUS26 Girder is (2)2X6 min. DF -L CA/2/-/-/-/R/- TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale=.25"/Ft. REF R795-- 51204 DATE 10/06/04 DRW CAUSR795 04280001 CA -ENG PCH/GWH SEON- 11571 FROM IV JREF- lSSA795_ROS (ANDALU6-ANDALUSIA (PLAN Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud 'r M _ THIS_EPARE_ COMP_PUT (M DIM(_) SUB_ BY TRW. - T8) H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Truss transfers 125.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. 0-5-0 k T 4X4= 80 mph wind, 12.85 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/360 total load. 10 psf BC live load per UBC. Plates sized for a minimum of 3.00 sq.in./piece. 0 5X4(A2) = 5X6= 3X5= 5X4(B1) 0-6-3 T 10-0-12 5-2-0 7-3.10 6-11-6 —1— 16 7-0-2 I_ 10-5-2 7-7-13 0. 14-3-0 _I. 11-2-0 13-11-8 _I 28-2-8 Over 2 Supports _I R=1207 U=180 R=1195 U=180 H=Simpson MUS26 Rh=26/-26 H=Simpson MUS26 Girder is (2)2X6 min. DF -L Girder is (2)2X6 min. DF -L (ANDALU6-ANDALUSIA (PLAN: 6) - T8) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.25" Ft. Spates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA 'WARNING'" TRUSSES REOUIRE EXTREME CARE ill FABRICATION. HANOLIMG. SHIPPING, INSTALLING Alto BRACING. REF i0 BC:•i 1.03 (BUILDING COMPONENT SAFE INFORMATION)• PUBLISHED BY TPI (IR11S5 PIATL INSIIiIITE. SBJ 0.ONOFRIO DI SURE 200. MADISON. NI SJ719) ANO NTCA (MOOD TRU55 COUNCIL OF AMi.RICA, G300 ENIT,RPRISF. I.N. MADISON, NI '•J 719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THE5F. FUNCTIONS. UNLESS OTIIERNISC INDILATED. 101 CHORD "HALL NAVE PROPERLY AT TACH ED StRUC TURAL PANELS AND BO TtOM CHORD SHALL IIA VC A PR nPF. RI.Y AT ,ACHED RIGID CCI, I IIG. —IMPORTANT—FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE. ENGINEERLB PRODUCTS. INC. SHALL Not BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE 10 ONll.n 11'[ p� "Tl O`D W 6A 2 ? �PNo 1 2 "IZ V TC L L TC DL BC DL B C L L 16.0 P S F 14.0 P S F 7.0 PSF 0.0 P S F REF I 8 7 9 5 51205 DATE 10/06/04 DRW CAUSR795 04280002 CA -ENG PCH / G W H A L P I N E IR IISS IN CNIIIORMANCE WI ill IPI: OR FABRICATING. )IAN DLINL. SHIPPING. INSTALLING A FRAC:HG or TRNssi.0 Alpine Engineered Products Inc. Sacramento, Ca 95028 D F. SIGN CO!!i'UP MS NI T I IAPPLICABLE PROVISIONS OF NDS (NATIONAL DC SIGN SPCC. BY AFA PA) AND Irl. AI.PIHE CONNk CIOR I'L AtES ARE MARC of 20/16/)GGA (N,11/S/K) ASTM Afi SJ GRAOf. AO/GO (N, N/I1, $) GALV. $II.I, 1,. APPLY PLATES To EACH FACE. OT 1RIISS AND. IINLCS$ OTIIERNISC LOCn1E0 ON THIS OE SIGN. POSITIfIN PCR oRnHltlGS loon•]. ANY INSPECTOF PLATES FOL LOWED BY (1) SHALL BE PCR ANNf.% nl OF Trll-2002 5(f-,.1. n Sf.AI. ON THIS ORP:(TNG INDICATES AC.CEPIANLE OF PROFESSIONAL CNG INEERING RCSPONSTBILITY SOLELY FOR THE TRINSS C,OMPONENI TSlT SECAanUZE OF THIS COMPONENT FOR ANY BUILDING 15 III T. RI:SP011SIBILITY Of INT. Boll..DING11DESIGNERPERAM "Pl } N0. C 58005TOT Exp.6-30-2006 CIV11 �P q�0pCAL1F T 0 T . L D . 37.0 P S F S E 0 N - 11541 D U R FAC. 1 .25 F R 0 M I V SPACING 24.0" JREF 1SSA795_R05 M M M M M M M M M M THISMEPARE COMP_PUT (M OIM�) SUB_ BY TR . (ANUALUb-ANUALUb1A (FLAN: b) - ly) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Plates sized for a minimum of 3.00 sq.in./piece. 80 mph wind, 12.85 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/360 total load. 10 psf BC live load per UBC. 4X4= 2 X 4 2X4�� 4 — 4 5-2-0 0-5-0 0-6-3 T T10-0-12 3X5 (Al) = 5X4= 3X5= 04 (131) 7-3-10 6-111-6 -1 6 7-0-2 10-5-2 7-7-13 -0- 11-2-0 14-3-0 _1_ 13-11-8 28-2-8 Over 2 Supports _I R=1044 U=180 H Simpson MUS26 R=1044 U=180 H=Simpson MUS26 Girder is (2)2X6 min. DF -L Girder is (2)2X6 min. DF -L (ANDALU6-ANDALUSIA (PLAN: 6) - T9) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/ R Scale =.25" Ft. S ates Fabricators 760-397-4122 `"WARNING TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING.. R E F R795- 51206 P NET TO BCSI I.OJ (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE IHSIITUT[. 5BJ TC LL 16.0 P S F 85.435 Middleton Street, Thermal CA �pFESS/p D'ONOFRIO 00.., SUI iF. 200. MADISON. NI SJ719) AND MICA (HOOD TR COUNCIL OF AMT.RICn, GJ00 [NIERPRI'E L. �(� MADISON. NI 57719) FOR SAFETY PRACTICE$ PRIOR TO PERFORMING THESE FUNCTIONS. IIN-`SS ."IERWISI: INOICAIED. Yl `D w �w T C D L 14 .0 P S F DATE 10/06/04 iIIP CHIP $HALL HAVE PROPERLY niTa CNED STRUCTURAL PaIIC LS AND BOTTOM CHORD SN AT.I. 11AVF. A PRnPT, P.I.Y Ari nf.N[D �f' �O -Y RIGID C.....IG. V? � 0 1 2 BC DL 70 PSF DRW CAUSR795 04280003 '*IMPORTANT""FURxI SII A COPY OF THIS DESIGN TO THE INSTALLATION CDNTRACTDR. ALPINE. CNGINCCRCD {(/ ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR AIIY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD INC B C ILL D. D P S F CA -ENG P C H/ G W H TRUSS IN G.01'FORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. DESIGN CONF;•RM$ WITH APPLICABLE PROVISION$ OF NOS (HAtIONAL DESIGN SPEC, BY AFAPA) AND IP1. ALPINE TOT . L D . 3 7 . O P S F S EON - 11547 CO NN 'C T OR PI"' PRE Mn DE OF 20/1-/16 Ga IW.H/S/N) ASTM A653 GRADE a0/60 (W, R/H. S) GALV. $TC F. L. APP I.Y PLA Lf.S TO C�111 (ACE OF TRUSS AND, UNLESS OTHERWISE LOCAT CO ON THIS DESIGN, POS ITION PER DRANINGS I6OAZ. * No. C 58005 ANY INSPE CTII�N OF PLATES rOLLONED BY (1) SHALL BE PER ANNE% AJ OF TPI1 2002 SEC. A SC AI. ON 11115 Exp. 6-30-2006 D U R . FAC 1 . 2 5 FROM I V DNAMING INIICATES ACCEPTANCE OF PROFESSIONAL EIILINEERING RE'PENS IBILITY SOLELY FOR INE IR USS G.OMPONC NT Alpine Sacramento,ed Ca 95 Inc. DESIGN SHOW4. THE SUITABILITY AHD IISE OF TNI' COMPONENT FOR ANY BUILDING IS 111E RESPOUSIBILITY OF HOT �q CIVIL Sacramen[o,Ca95�28 BUILDING Dl.y(GNER PER ANSI/TPI I SEC. 2.p� OF CALIF SPACING 24.0" JREF- 1SSA795_R05 _ M M M M M M M M M _ THISMEPAR( COMP_PUT (M DIM<_) SUB_ BY T� ANUALUb-ANUALUJIA (PLAN: b) - 1IU Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud See DWGS TCFILLER1103 and BCFILLER1103 for filler details. Deflection meets L/360 live and L/360 total load. 10 psf BC live load per UBC. Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPH1103. 0-5-0 T 3X5( 80 mph wind, 12.81 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. In lieu of structural panels use purlins to brace all flat TC @ 24" OC Plates sized for a minimum of 3.00 sq.in./piece. 8X10 Sr- 3X6- IE 6-3-15 a1E 4-10-1 �1e 6-0-4 4-11-13 � 6-0-7 ( 6-3-15 T 4-10-1 r 6-2-0 1 4-10-1 6-0-7 I_ 13-11-11 _I. 3-2-9 _1_ 11-0-4 _1 rz 28-2-8 Over 2 Supports R=1030 U=180 W=3.5" 0-6-3 T 10-0-12 R=1027 U=180 H=Simpson MUS26 Girder is (2)2X6 min. DF -L 5-0-14 (ANDALU6-ANDALUSIA (PLAN: 6) - T10) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/ R Scale =.25" Ft. Spates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNING— (BUSSES REOHIRE EXTREME CARE IN FABRICAtION, HANDLING. SHIPPING. INSTALLING AND BRACING. RIFER TO BCSI 1.0,1 (BUILDING COMPONENT SAFETY INFORMA/ION). PUBLISHED BY IPI (TRUSS PLATE INSTITUIF,. 56,1 O'OIIOFRIO DR.. SllltE 200. MADISON, NI 5371 9) AND WTCA (WOOD TRUSS COITAL((. nT AMERICA. 6.-100 CNF(RPRISI: I.N. MADISOII, NI 5-1719) FOR SAFE TT PRACTICES PRIOR TO P(RFORMING IIIF,SF. FUNF.II0N5, II III.I:55 BI11ERW1.SE IND CA TOP 'I'DRD SIIALL IIAVC PROPCRLT AT TACIT EO S11Uf. TURAL CAIIIIS ANO DOifOM CIIO RD SIIALL IIAVC A PROP(: R I.V Al1ACl1 F.D ••CES`S Pa O L��A •' -y TC L L TC DL 16 . 0 14.0 P S F PSF R E F R 7 9 5 51207 DATE 10/06/04 ALPINE RIGID COILING' **IMPORTANT* *FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE CNGINCERCD PROOIICTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAn.NRE TO BUILD 1111 TRUSS 111 CONFORMANCE WITH IPI; OR FABRICATING. HANDLING, SHIPPING. INSIALLING A BRACING 01' TRIISSES. �/Af� �J1N 20 EA BC DL BC LL 7.0 0. 0 PSF P S F DRW CAUSR795 04280004 CA -ENG P C H/ G W H Alpine Engineered Products Inc. Sacramento, Ca 95028 DESIGN CONF00.MS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFAPA) ANO TPI. ALPINE CONNEC TDR PLATES ARE MADE OF 20/18/16 GA (W,N/S/K) ASTM A653 GRADE A0/60 (W. N/N,S) GAL Y. 61111.. APPLY PLATES TO EACH FACE OF TRU55 AND. UNLESS OTHERWISE LOCATED ON ITIS DESIGN, POSTITO. PER DRAWINGS 160A-2. ABY INSPECTION OF PLATES TOLLPTA ED BY (I) SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SCAT, ON 11115 DRAWINDESIGN SIIOWNfAIL STNEC SulIA0IL1iY ANDFUSCIOFATIII SGINEERING LOMPONCNTRF0R0ANYOILITY D BUILDING 511111'OR THE BF,SPONSIO II.I TYHOFN INE BUILDING DESIGNER PER ANSI/TPI I SEC. 2. * No. C SHOOS Exp. 6.30-2006 Civic �P F OFCgL1f T 0 T. L D. 3 7. 0 P S F S E 0 N- 1 1 5 5 5 D U R .FAC . 1 . 2 5 FROM I V SPACING 24.0" JREF- 1SSA795_R05 _ M = M M = = M ® M M _ THIS _SPARE_ COMP�PUT (S OIME SUBI_BY TR�. (ANDALU6-ANDALUSIA (PLAN: 6) - T11) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/360 total load. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS TO THE FRONT EVERY 2.00 FT TO FLAT TC. EXTENSIONS TO THE BACK EVERY 4.00 FT ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33),OR DWG. CD110. SUPPORT HIP RAFTER AT //1 HIP AND WITH CRIPPLES AT 8-5-13 OC. 0-5-0 T 3X7 ( 80 mph wind, 12.47 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. 10 psf BC live load per UBC. Plates sized for a minimum of 3.00 sq.in./piece. 4X6 - eo7l"T"� IE 6-3-15 alE 4-10-1 a�E 6-0-4 ��_ 4-11-13 �0 6-3-15 ,J 6-3-15 4-10-1 T 6-2-0 T 4-10-1 6-3-15 11-11-11 _I_ 5-2-9 _I_ 11-3-12 ,I 4-4-14 0-5-0 T10-0-12 28-6-0 Over 2 Supports I R=1409 U=180 W=5.5" R=1409 U=180 W=3.5" (ANDALU6-ANDALUSIA (PLAN: 6) T11) PLT TYP. Wave TPI Design Crit: TPI-1995(STD) UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.25" Ft. S ates Fabricators 760-397-4122 P 85 435 Middleton Street, Thermal CA —WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSFALLING AND BRACING. RCF ER FO Of -SI IOJ (DIIILDItIG CONPDIIENI SAFETY INFORMATION), PLIOLISNI:D BY iPi (10.11$5 PLATO IN$IlllllF.. 5133 0'. NOFRIO DR. . SOME 200. MADISOII, NI 53]19) AND WICA (X000 IR ITS Hr.DNC, IL OF nMCRICA, 6300 EIIICR PRISE LII, pitOFESS�OAb _ T C L L 16.0 P S F R E F 0. 7 9 5 51208 MADISON, MI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BDTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. `IMPORTANT—FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED W `Q �/ �0 SIV (�QN O 2 (C 1� � Tl. D L BC DL 1 4 7.0 . D P S F PSF DATE DRW 10/06/04 cAUSR795 04280004 ALPINE PRODICIS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO 0011.1 THE IRUS•. IN CONFORMANCE WITH TPI: OR FABRICATING. IIANDLIIIG. SNIPPING, INSIALLI NG A OR ACING OF IRII S SE S. BC LL 0.0 P S F CA -ENG PCH / G W H DESIGN CONFORMS WITH APPLICABLE PROVISI014S OF NDS (NATIONAL DESIGN SPEC, BY AI'APA) AND TPI. ALP[ HE CONNECTOR PLATES ARE MADE OF PO/IB/16GA IW,H/S/K) ASTM A653 GRADE CO/60 (W, K/H.$) CAL V. STEEL. APPLY TOT L D 3 7 0 P S F S EON - 11583 Engineered Products, In C. Sac ram e0t0, 0895728 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LO CA rED ON THIS OE SIGN. POSITION PER DRAWINGS 16DA-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SMALL BE PEa ANNEX A3 OF rPll-zODz SEC.3. A SC AL ON it DRAWINAlpine DE SIGNGSNOWN`A iE S THE SUIIABILINCE TY ANIFUSEI OFA r11ISGCOMPONENTINEERING a FOR ANYBBUILDINGILITY O ISL IIIEORESPONSIDILIIYR THE IRNSS C MDFNI" I BOILDINc DESIGNER PER ANSI/TPI , sec. z. * No. C 58005 E.D.cl'i0-Z006 CIVIL. �oFCAt►Fo�`a �P . . . D U R FAC 1 . 25 FROM I V SPACING 24.0" JREF- 1SSA795_RO5 _ M M M M = M M M M _ THIS_EPARE_ COMPMPUT (M DIME_) SUB_BY TRM. (ANDALU6-ANDALUSIA (PLAN: 6) T12) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud See DWGS TCFILLER1103 and BCFILLER1103 for filler details. 10 psf BC live load per UBC. Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPH1103. 0-5-0 T 3X5( 80 mph wind, 12.14 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/360 total load. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Plates sized for a minimum of 3.00 sq.in./piece. 3 X 6 5 I,A IE 4-6-6 _1_2-7-10 31E 4-8-11 SIE 4-8-11 ,IE 4-6-15 2-9-5 _I, 4-6-7 _J ( 7-2-0 T 4-8-11 1 4-8-11 1 4-8-11 f 7-2-0 9-11-11 I 11-2-9 I 7-3-12 _I 28-6-0 Over 2 Supports R=883 U=180 W=5.5" CD T 3-8-14 0-5-0 T10-0-12 R=883 U=180 W=5.5" (ANDALU6-ANDALUSIA (PLAN: 6) - T12) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/ R Scale =.25" Ft. S ates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO BCSI 1.OJ (BUILDING COMPONENT SAFETY INFORMATION), PHDLISHF.O BY TPI (TRUSS PLA IF.. IUS 11"IC. 503 D'ONOFRIO OR., S-10131TE 200. MADISON. WI 57] 19) ANO HTCA (MOOD TRUSS COUNCIL OF AMERICA, 6.100 EN IF.R PRISE LN. CFESS� O T C L L 16.0 P S F R E F R 7 9 5 51209 MADISON. WI 53]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. IIIILESS OTMCRWISI: INDICATED. LD `11/ (Cww /� T C D L 14.0 P S F DATE 10/06/04 10P CHORD SMALL NAVE PROPERLY ATTACHED STRUCTURAL PANELS AND OO T TOM CHORDSIIALL 11 AVC A PRO PE P.I.Y ATTACHED RIGID CEILING. �PNo 1 2 LJ BC DL 7.0 PSF DRW CAUSR795 04280004 —IMPORTANT—FORNISM A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPIN[ ENGINE E RE ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DCSIGN; ANY rAILURE TD OH LO THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSIALLINT. A ORAF.IWG OF TRUSSES. / B C L L 0. 0 P S F CA -ENG PCH / G W H Alpine Engineered Products Inc. Sacramento, Ca 95028 nF.SIGH CONFORMS HI TN APPLICABLE PROVISIONS OF NOS (NATIONAL DCSIGN SPCC. BY AFIPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (14,11/S/X) ASTM A653 GRADE HO/6n (W. K/11, S) GAL V. SIEEL. APP I,Y PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PCR DRAWINGS 160A-2. ANY INSPECTION Or PLATES FOLLOWED BY (1) SMALL BE PER ANNEX A3 OF TPII.2002 SEC.,3. A SEAL ON III IS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRIISS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING 15 THE RI.SPnNSIDII.IIY 01' 111Ey BUILDING. DESIGNER PER ANSI/TPI I SEC. 2. AT No. C 58005 Exp.6-30-2006 CIVIL a\P �FOFCFOR TOT . L D . 3 7.0 P S F S EON - 116 2 4 D U R .FAC . 1.25 F R 0 M I V SPACING 24.0" JREF- 1SSA795_RO5 _ M M _ THIS MEPARE- COMPI_PUT (_ DIME_ SUBI BY TR _ (ANDALU6-ANDALUSIA (PLAN: 6) - T13) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: ,Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud 80 mph wind, 11.81 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/360 total load. Building designer is responsible for conventional framing. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. SPACING OF SUPPORTS ORIGINATES FROM 1/.1 HIP. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d NAILS AND DIAGONALLY DWG. BRCALHIPH1103. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. 0-5-0 T 4X6% 2X45 4 r- 03// 2 COMPLETE TRUSSES REQUIRED Nailing Schedule: (0.13lx3.0_g_nails) Top Chord: 1 Row @ 10" o.c. Bot Chord: 1 Row @ 12" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. //1 hip supports 7-11 11 jacks with no webs. Corner sets are conventionally framed. 3X8= T2 3X5= In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Plates sized for a minimum of 3.00 sq.in./piece. 4 X 6 2 X 415�- - --1 4 3X7(81) = 3X8= 2X4111 5X6= 3X8= 3 X 7 (131) IE 4-6-6 _1_2-7-10 SIE 4-8-11 31E 4-8-11 IE 4-6-15 2-9-5 _1_ 4-6-7 _I 7-2-0 1 4-8-11 1 4-8-11 1 4-8-11 7-2-0 I_ 7-11-11 I_ 13-2-9 _I_ 7-3-12 _I 28-6-0 Over 2 Supports R=2544 U=191 W=5.5" (:a T 3-0-14 0-5-0 T10-0-12 R=2544 U=191 W=5.5" (ANDALU6-ANDALUSIA (PLAN: 6) - T13) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA /2/ R Scale =.25" Ft. Spates Fabricators 760-397-422 85 435 Middleton Street, Thermal CA "WARNING` TRUSSES REOUI0.E EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO BLSI 1.07 (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY IPI (TRUSS PLATE INSTITUTE. 58.1 D'ONOFRIO DR.. SHITE 200. NADISON. NI 57719) AND MT CA (MOOD TRUSS COUNCIL OF AMERICA. 6700 ENTERPRISE LN. �� /O T C L L 16.0 P S F R E F R795- 51210 MADISON. NI 57]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS, UNLESS OTHERWISE IND ICA r(D �D �( T C D L 1 4.0 P S F DATE 10/06/04 TOP CHORD SHALL IIAVC PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PR OP RLY -TTA C II CD RIG10 CEILING. L BC DL 7.0 PSF DRW CAUSR795 04280005 ALPINE "IMPORTANT` rURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE F.HGINCCRLO PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILHRE 10 BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING Or TRIISSCS. B C L L 0.0 P S F CA -ENG P C H/ G W H Alpine Engineered Products Inc. Sacramento, Ca 95§28 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. AI.PINC LOM NCC T OR PLATES ARE MA OE OF 20/18/16GA (W.H/S/K) ASTM A657 GRADE 40/60 (W. K/11.5) GAIN. STC I: I.. APPLY PLATES TO EACN FACE OF TRUSS AND. HMLESS 0INERWISE LOCA TCO ON THIS DESIGN. POSITION PCR DRAWINGS 1GOAY7.. ANYC)RAINSPECTION OF PLATES FOLLOWED BY (1) SHALL THE PER ANNEX A7 OF TP11-2002 SEC.7. A SEAL ON THIS AT DESIGN GSNOHML ST NEC 5111 TABILItY AND FU5E 10FA r1115Gf.OMPOtI1C NTRF OROADYBBUILDINGOISL rII r..ORC5P0115101LiTyM^ONf1F BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. * �q No. C 58005 Fxp.630.2006 C'V1, �\p �OFCAL►FC'?� TOT. L D . 37.0 P S F S EON - 11607 D U R .FAC . 1 .25 F R 0 M I V SPACING 24.0" JREF- 1SSA795_R05 = r M = M = M M M M M =THIS MEPARE_ COMP�PUT (M DIMEM) SUB�BY TRM, (AINUALUb-:ANUALUJIA (FLAN: b) Uesigner:bJ -- ANUALUJIA L - 114 Top chord 2x4 SPF 1650f -1.5E Bot chord 2x8 SP M-23 Webs 2x4 HF Std/Stud :W3 2x4 SPF /11//12: SPECIAL LOADS S ates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNING" TRUSSES REOU.RE EXTREME CARE IN FABRICATION, HANDL IMG. SHIPPING. INSTALLING AND BRACING. DEFER TO BCS. 1 OJ (BUILDING COMPONCNT SAFETY INFORMATION). PUBLISHED 01 TPI (IRIISS PLATE. INSTITUTE. 583 D•011OrAI. DR.. SURE 200. MADISON. NI 53719) A110 NT CA (N000 TRUSS fnUNCII. OF AMERICA, 6JOn CN IF.RPRISF. I.N. MADISON. NI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING 111[5[ FBNCIIONS. IINLCS, OIIIERNISI. INDICATED. TOP CNDRD ,11A LL NAVE PHLY AT TACIT EO STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PRO PE RI.Y AT Ar,11F,0 RIGID CEILING. c �p1=ESS)O ♦�( �O`D W N Fj ` V'QN o V `Y TC LL TC DL BC DL 16.0 14.0 7.0 ------(LUMBER R E F R 7 9 5 17051 DATE 09/20/05 DRW CAUSR795 05263011 DUR.FAC.=1.25 "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINECR[O PRODUCTS. INC. SHALL Nor BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANr FAn.NRL TD DUn.D nl[ TRUSS IN CONFORMANCE NFORMANCF. WITH 1P 1: OR FAORICATING, HANDLING. SHIPPING. Nf.. IHSTnLLING A RACINGOF INIISSE S. / PLATE DUR.FAC.=1.25) TC From C A -ENG P C H/ G W H 60 PLF at 0.00 * No. C 58005 * Exp. 6-30-2006 tS� C1VM- \p 9� COpCAUFOv to 60 PLF at 21.00 BC From D U R .FAC 1 2 5 14 PLF at 0.00 JREF- 1$$A795_RO7 to 14 PLF at 21.00 BC 84 LB Conc. Load at 2..06 BC 135 LB Conc. Load at 4.06 13C 168 LB Conc. Load at 6.06 BC 2518 LB Conc. Load at 8.13 BC 807 LB Conc. Load at 10.06 BC 1394 LB Conc. Load at 12.06 BC 1028 LB Conc. Load at 14.06 BC 1044 LB Conc. Load at 16.06, 18.06, 19.94 2 COMPLETE TRUSSES REQUIRED Nailing Schedule: (0.131"x3"_Gun_nails) Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 3.50" o.c. Webs : 1 Row @ 4" o.c. Use equal sparing between rows and stagger nails in each row to avoid splitting. ** The maximum horizontal reaction is 2750q. ** 80 mph wind, 12.23 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/360 total load. Truss transfers 130.95 PLF along top chord through truss to support(S) Plates sized for a minimum of 3.00 sq.in./piece. where indicated. Diaphragm and connections are to be designed by Engineer of Record. 6X8= 010 (A 0-5-0 4X12 B3) �84# ,.�135# �,168# �518�� �807�f �1394� �1029� �j,1043�'. �043 IE 5-11-13 4 6-3 �1Q�E 4-6-3 �� 5-11-13 _J 1 51113 463 463314 9-211 1 1_ 10-6-0 _I_ 10-6-0 _I 0-5-0 10-0-12 21-0-0 Over 2 Supports _I R=6258 U=464 W=5.5" R=6425 U=477 W=5.5" Rh=2750/-2750 (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS ANDALUSIA @ T14) PLT TYP. 20 Gauge HS,Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA 2/-/-/-/R/- Scale =.3125" Ft. S ates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNING" TRUSSES REOU.RE EXTREME CARE IN FABRICATION, HANDL IMG. SHIPPING. INSTALLING AND BRACING. DEFER TO BCS. 1 OJ (BUILDING COMPONCNT SAFETY INFORMATION). PUBLISHED 01 TPI (IRIISS PLATE. INSTITUTE. 583 D•011OrAI. DR.. SURE 200. MADISON. NI 53719) A110 NT CA (N000 TRUSS fnUNCII. OF AMERICA, 6JOn CN IF.RPRISF. I.N. MADISON. NI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING 111[5[ FBNCIIONS. IINLCS, OIIIERNISI. INDICATED. TOP CNDRD ,11A LL NAVE PHLY AT TACIT EO STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PRO PE RI.Y AT Ar,11F,0 RIGID CEILING. c �p1=ESS)O ♦�( �O`D W N Fj ` V'QN o V `Y TC LL TC DL BC DL 16.0 14.0 7.0 P S F P $ F P$F R E F R 7 9 5 17051 DATE 09/20/05 DRW CAUSR795 05263011 ALPINE "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINECR[O PRODUCTS. INC. SHALL Nor BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANr FAn.NRL TD DUn.D nl[ TRUSS IN CONFORMANCE NFORMANCF. WITH 1P 1: OR FAORICATING, HANDLING. SHIPPING. Nf.. IHSTnLLING A RACINGOF INIISSE S. B C L L D. D P S F C A -ENG P C H/ G W H Alpine Engineered Products Inc. P Sacramento, Ca 95028 FOR MS NI 711 APP1. I f,AOLC PROVISIONS OF NDS (HAIIONAI. pF. SIGN SPEC, pY AFAPn) ANO IPI. nI.PINF. DESIGN f,0 "'OR' CONNECTOR PLA IES ARE MAD[ OF 20/18/16GA (N,N/S/D1 ASTM A65.1 GRABC AD /60 (W, %/H, S) GALV. SILIT.. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON IVIS DESIGN. POSITION PEP DRAWINGS 160n•7.. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PCR ANNE% AJ OF 1P11 200' SEC.'. A 11AL O11 7111, DRAWING INDICATE$ ACCEPTANCC OF PROFESSIONAL CHET HEERI HG RE S PONSIBILI IY SOL[LY FOR TIIC TRUSS COMPONENT DESIGN SHOWN. E SDIrABIL I TY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY Or TILE BUILDING DESIGNER PER AHSI/TPI 1 S[C. 2. * No. C 58005 * Exp. 6-30-2006 tS� C1VM- \p 9� COpCAUFOv T 0 T . L D . 37.0 P S F SEON- 28345 D U R .FAC 1 2 5 /` c FROM G S SPACING 24.0" JREF- 1$$A795_RO7 _ r M r M M M M M M M M THISMEPARE COMP-IPUT I m DIM ) SUB_ BY Tf R. (ANDALU6-ANDALUSIA (PLAN: 6) - T15) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/360 total load. Plates sized for.a minimum of 3.00 sq.in./piece. 0-5-0 80 mph wind, 12.23 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL --5.2 psf. 10 psf BC live load per UBC. 4X4= 3X4(A1) = Jam' 3X4(A1) IE 5-9-2 ,I_ 4-8-14 _I_ 4-8-14 _I, 5-9-2 J f 7-5-8 T 6-1-1 T 7-5-8 I 10-6-0 I 10-6-0 _1 21-0-0 Over 2 Supports R=777 U=180 W=5.5" 0-5-0 10-0-12 R=777 U=180 W=5.5" (ANDALU6-ANDALUSIA (PLAN: 6) - T15) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/R Scale =.3125" Ft. S atesFabricators 760-397-4122 85-43 s dleton Street, Thermal CA ` WARNING" TRUSSES REOUIRL EXTREME CARE III FABRICATION. HANDLING, SIIIPPING. IIISTALLING AND BRACING. REFER TO DCSI 103 (BUILDING COMPOREHt SAFETY INFORMATION)• PNOLISHED BY TPI (Taus$ PLATE 1NSTITHIL, sea D'ONOFRIO DR., SUITE 200, MADISON, MI 53)19) AND MICA (MOOD TN(ISS CO RNCIL OF AMERIr.A, 6.3 no CRICRPRI SC I.N, MADISON, MI 53]19) FOR SAFETY PRACTICES PRIOR r0 PERFORMING THESE FUNCTIONS. UNLESS nI11CRMISE INDICArCD. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. QNTA MA A Of�rO C l 1 O`'D Fy Q� �No 8 20 TC T C BC LL D L DL 16.0 14.0 7.0 PSF P S F PSF REF R795 51212 DATE 10/06/04 DRW CAUSR795 04280051 ALPINE —IMPORTANT—FURNISH PRODUCTS. INC. SHALL TRUSS IN CONFORMANCE A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY rAILITP.E f0 WITH TPI: OR FABRICATING. HANDLING. SHIPPING. IIISTALLING A DR AC ING NF BUILD THE iRNSSF. S. BC LL 0.0 PSF CA -ENG P C H/ G W H S E O N 11691 Alpine Engineered Products Inc. P Sacramento, Ca95�28 DESIGN CONFORMS MITN COB NE[TOR PLATES ARE PLATES 10 EACH FACE OF ANY INSPECrIOR OF PLA DRAMINGrS'GNI IHDICArE6 ACCEPTANCE OI ILDINLIIOESIGHERrPERSANSI/IPI APPLICABLE PROVISION$ Or NDS (NATIONAL DESIGN SPEC. BY AFAPA) AIID TPI. MADE OF 20/18" GGA IN,11/S/N) ASTM A65,3 GRADE 40/60 (M. K/11, Sj GALV, SI F.0 I.. TRUSS AND. UNLESS OTHERMI$E LOCATED ON INNS DESIGN, P05ITI nN PER DRAWINGS TCS FOLLOMEO BY (1) SHALL BE PER ANNEX A.l OF TPII•R002 Sf.C.3. A Sf,AI. OF PROFESSIONAL CNGINEERING RESPONSIBILITY SOLELY FOR mr, IR11S$ OITABIL TI SECY D,'IZC OF THIS r.ONP011CNI FOR ANY BUILDING IS INC RESPONSIBII.II'Y ALPINE APPLY I60A,t. ON IVIS rnllPoNCRI OF THE- * tP No. C 58005 Eap.6-30-2006 % CIVI1. 1 �P glFOFCALtF TOT L D 37.0 P S F D U R .FAC 1.25 FROM I V SPACING 24.0" JREF- 1SSA795_RO5 _ M M r M (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV M M M -- ANDALUSIA @ - T18) M M M THIS MEPAREM COMP - PUT (M DIM< ) SUB -BY TRM. Top chord 2x4 SPF 165Of-1.5E 80 mph wind, 13.14 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere Bot chord 2x4 SPF 1650f -1.5E :132 2x6 SPF 1650f -1.5E: in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC T C L L T C D L Webs 2x4 HF Std/Stud :W4, W7 2x4 SPF #1/#2: DL=5.2 psf. SPECIAL LOADS QQ�Y� - (�1VOv �Y^ L/p Y% BC DL H = recommended connection based on manufacturer tested capacities and ------(LUMBER PSF DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) ALPINE calculations. Conditions may exist that require different connections than TC From 60 PLF at 0.00 to 60 PLF at 31.87 indicated. Refer to manufacturer publication for additional information. BC From 14 PLF at 0.00 to 14 PLF at 31.87 5 BC 75 LB Conc. Load at 15.90, 17.90 S EON Deflection meets L/360 live and L/360 total load. Truss designed for 10 psf non -concurrent bottom chord live load. Truss designed for unbalanced live load. Plates sized for a minimum of 3.00 sq.in./piece. 0-5:5 1 T 5 X4= 3X6(B1) 3X8= 3X6 III J A U 111 3X8= 3X7 (B1) 0-5-0 T10-0-12 5-5-4 If - - 3-10-5 6-7- 2-7 V,�-8 3-11-6 3-10-5 - 56-4 E 5-5-4 a�3-10-5 I- 4-1-2 I 9-1-12E 4-1-27 1 8 5-6-4 �E 15-10-12 1E 15-11-12 _J ( 13-4-12 T 2-6-0 2-6-0 T 13-5-12 31-10-8 Over 2 Supports R=1251 U=180 W=5.5" R=1257 U=180 H=Simpson MUS26 Girder is (2)2X8 min. DF -L Note: All Plates Are 2X4 Except As Shown. 4 5-8-15 ((ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV ANDALUSIA @ - T18) PLT TYP. Wave TPI Design Crit: TPI-1995(STD)/UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.1875" Ft. S atesFabricators 760-397-4122 p 85-035 Middleton Street, Thermal CA "WARNING" IRIISSE S REGO IRE EYTREME, CARE 111 FABRICATION, II AN DLING, SLIPPING. INSIA,I I.IG ANI) nRACINA. RClF.R In BCS. 1.0D (D111LDING f-OMPONCNI SAFEiY INFnRMATIn11), PI.DI.I$L . "Y IPI (11.1.$1 11 All IN111101L. 1O1 D'ONOFRIO C". $III IC R00. "AOISo". NI 57]19) AND "TCA (MOOD IRIISS f,01111CH. Of AMERICA. 63BO 1.N11'P.PRIS, 1.11, MADISON, "I 53]19) FOR SAFrTY PRACTICES PRIOR TO P(RFORMINT, nirsr rllnr,tlnN1. NLLLSS 0I11I,PWIS1. 1NnTF.AII:D, Qa�ESs%O LD 6` T C L L T C D L 16.0 1 4 D P S F P S F REF DAT E R795 16072 05/ 19/05 TOP CHORD SHALL 11 AVE. PROPERTY AITA CITED SrRUCT11RAl, PA NLI.S ANO 00 rI0M CN O RI) S1.A1. 1. I.AVV A PROPI:RIY A11ACOrn RIC -10 CEILING. QQ�Y� - (�1VOv �Y^ L/p Y% BC DL 7 .0 PSF DRW CAUSR795 05139040 ALPINE `.IMPORTANT"FNRNISH A COPY OF THIS DESIGN to THE INSTALLAIMN CONIRAC,IOR. ALP1111 I:1I6INFERCn PRODIIC-IS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIArin11 rRDM 11115 DESIGN: ANY FAILNRF In Rsm.n n1r i RIPE$ IN CONFORMANCE "1111 IPI: OR FABRICATING, IIA LADLING. SIIIPPING. INSTALLING h BRACING OF IRNSSI:1. A BC LL 0.0 PSF CA -ENG PCH/GWH Alpine Engineered Products Inc. Sacramento,Ca95028 DESIGN CONFORMS WITII APPLICABLE PP.OVISION$ Dr NDS (NATIONAI, DC SIC,N SPCC. IlY Af APA) ANO iPl. ALPINI: Co"'t. F, C TOR PLAT . ART, MAUI; OF 20/Ifl/.GGA (W,11/5/K) A$IM AG53 GRADE An/GO (", K/11, S) F, Al V, $1EF1. AI'P I,Y PI.A TC$ ill EAG" I -All Or IRIISS AND, TIN I. CSS niHER"ISE LOCA I F,O 011 TIIIS OC SI C.POST 11011 PI.R DRAWINGS IOOA-/, A IA 1"111. (.11011 Dr PLA II:S F5LI.OMf.D OY (1) $11AL1. Br. Pf.n ANNE% A3 Dr IPI ISJOO ]. Sr f,. 3, n $EAI ON TIIIS DRAWING [NOT'AILS AC-CEPIANCE OF PRnniSsIDNAL ENGINEERING Rr,SPONSInILIIY STN,t Y FOR IMI: IROS cnnrnNr.l pESIGN S11GWN, 111E SN I I Afl I I.I rY AND USE OF 11115 CnMPOW, NI IOR A14Y IIOIL DING I 11.1: RES' "IF SIB 11. 1 1 Y OP 1'If B1llLOT FIG DESIGNER PER ANSI/TPI 1 Sr F-. 2. } No. C 5800 Exp. 6-30-2006 s /� r��. Civil- OFCALif 5 TOT . L D . 3 7 . 0 P S F S EON - 21046 D U R .FAC . 1.25 F ROM G S SPACING 24.0" JREF- 1SSA795_R13 _ M M M M M M M M M M THISMEPARE_ COMP -PUT (M DIM) SUB -BY TRM. (ANUALUb-:ANUALUJIA (PLAN: b) Ueslgner:iv -- ANUALUJIA 11y) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E :B2 2x6 SPF 1650f -1.5E: Webs 2x4 HF Std/Stud :W4, W7 2x4 SPF #1/#2: SPECIAL LOADS (LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 65 PLF at 0.00 to 65 PLF at 31.87 BC From 15 PLF at 0.00 to 15 PLF at 31.87 BC 75 LB Conc. Load at 15.90, 17.90 Deflection meets L/360 live and L/360 total load. Truss designed for unbalanced live load. 0-5-5 1 T 4X6= 80 mph wind, 13.14 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Trusses to be spaced at 26.0" OC maximum. Truss designed for 10 psf non -concurrent bottom chord live load Plates sized for a minimum of 3.00 sq.in./piece. 3X7 (B1) 3X8= 5x4= menu III 3 X 6 III 3X8= 3X7 (B1) 0-5-0 10-0-12 T + 5-5-4 1 3-10-5 6-7 2-7 y2 8 3-11-6 3-10-5 5-6-4 �E 5-5-4 }- 3-10-5 -1 4-1-2 � 2 4-1-27-�1 8 5-6-4 �E 15-10-12 E a 15-11-12 13-4-12 f 2-6-0 2.6-0 T 13-5-12 31-10-8 Over 2 Supports —� R=1350 U=180 W=5.5" R-1355 U=180 H=Simpson MIIS26 Girder is (2)2X8 min. DF -L Note: All Plates Are 2X4 Except As Shown. 5-8.15 ((ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV ANDALUSIA @ - T19) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.1875" Ft. Spates Fabricators 760-3974122 P 85-435 Middleton Street, Thermal CA "WARNING" TRUSSES REOIIIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSrAtLING AND BRACING. REF FR TO Bf.Si I"U,I (BUILDING COMPONENT $ArE;I INFORMATION). PUTIL151N.D RY TPI (IRIISS PI.n1F INSIII." (. SOD D'ONOFRIf) DR.. SIIirC 200, MADISON, NI SJX19) ANO Nr CA (MOOD IROS. LOIINI. . n'IN: n, 1.100 rN1i.RAD., 1.11. MADISON. NI 5.17191 FOR SAi[IY P0.ALiILF.S PRIOR t0 P(RFORMINL 111 F. $C FIINCIIONS. IINLC SS 01'111: P.NISC 11+n1 f.AILn, TOP CHORD $IIA LL NAVE PROP. Lr ATTACHED SIRNCIHRAL PAN1..LS AND BOIIBM CIIDRD SMALL IIAVE A PROPERLY AD., Ill1;n RIGID CEILING. lJ wJ aOtESS/O Q �D W F' PO ti y (� �Q:o y `Y �6 TC TC BC L L DL DL 16 .0 14.0 7.0 P S F P S F PSF REF R795 16071 DATE 05/19/05 DRW CAUSR795 05]39040 ALPINE •`IMPORTANT"fORNISN A COPY OF THIS DESIGN r0 111E INSTALLATION CONTRACTOR. ALP111I F.++GIRFLR[n PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIA110++ FROM tHIS DESIGN: ANY FAIL"NI: 10 BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING 01' tRUSSCS. to BC LL 0.0 P S F CA -ENG P C H/ G W H AlpineEngineeredProducts Inc. Sacramento, Ca95§28 DESIG11 CONFORM: WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DLSI GN SPE. f.. BY ACGPA) AND IPI. AL"1111 1.01111 ECTOR PL AI Es ARE MADE OF 10/I"IGGA (N."S/X) ASTM AG50 GRABS 40/GO (N. K/II.SI CA,. V. 51 F. 1L. APPLY PLnTr.s In EACH FACE DF fRN S A+111. TIN I. CSS of HERNISE I. nf,A ATnN THISDr. SIGH, POST IIDN PIR nRANINGS 1600 /. ANY Ix SPE CTION OF PLATES FOLLOWED Br (11 SMALL Bf PER ANNEX A3 Or IPII.20O2 SI: f...l. A SEAL OR Ons ORANINI'! INDIC.ArES AC.C.EPIANCE OF PRA.OIESSIONAI. F.Nf.INF.CRING RESPONSIBILIiv SOLELY FOR III I' IR1IS5 f.ONPONi;NI BOILDIHG'IDF.SIGtIERTPERSANSI/TPltl SIC. 112 f. OF "II$ f.""°Oar,Nl rna ANY BIIII.DING IS T11C RLSPONSIBII.ITY DI 114 No. C 5800 5 * f FxP�6-30.2(106 S� Ctut1 �P �TFOFcauF°4`a T 0 T . L D . 37 .0 P S F S E O N - 21052 DUR. FAC. 1.25 FROM GS SPACING 26.0" JREF 1SSA795_R13 (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS -- ANDALUSIA @ - Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E :B2 2x6 SPF 1650f -1.5E: W2bs 2x4 HF Std/Stud :W4, W7 2x4 SPF 111//12: :Lt Wedge 2x4 HF Std/Stud: SPECIAL LOADS PLT TYP. WaveTPITPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA 2 R -(LUMBER DUR.FAC.=1.25 =.1875" / PLATE DUR.FAC.=1.25) "WARNING;;, TRUSSES REONiRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING.. INSIALLING AND BRACING. REFER TO BCSI 1.0,1 (BIIII.DING COMPONENT SAFELY INFORMAF10111, PUOLISIIED DY GPI (IR IISS PLAIT. INSIIIIIIF.. SBI D'ON0FR10 DR.. SHITE 2OtD MADISON, NI 577191 AND WTC.A (WOOD TRUSS COUNCIL OF AMLBICA. GJ00 ENIEP.RRISE LN. TC From 60 PLF at 0.00 to 60 PLF at 31.50 BC From 28 PLF at 0.00 to 28 PLF at 0.71 BC From 14 PLF at 0.71 to 14 PLF at 31.50 BC 75 LB Conc. Load at 15.52, 17.52 05238005 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1 Plates sized for a minimum of 3.00 sq.in./piece. (H)*RECOMENDED CONNECTION IS FOR VERTICAL GRAVITY LOADS ONLY* ADDITIONAL CONNECTION REQUIRED FOR UPLIFT AND HORIZONTAL LOAD (Rh) TO BE DESIGNED BY JOB ENGINEER OF RECORD. 5X4= M M M - THI�EPARI COMPMPUT -8 DIM_•) SUB- BY TMR. ** The maximum horizontal reaction is 394511. ** 80 mph wind, 13.14 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Deflection meets L/360 live and L/360 total load. Truss transfers 125.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. (:a T W7 � 2.7 2 0-6-13 (H W4 03.8B2/H)0 0 ��f: T 10-0-12 5X6 (B2) 3X8= 5X6111 5X4= 5X6111 3X8= 3X7 (B1) 5-0-12 _ 3-10-5 6 7 2 7 8 3.11 6 3-10-5 5 6 4 1- 5-0-12 �E 3-10-5 ale 4-1-2 � �I 9-1-12- 4-1-27 1 8 5 6 4 15-6-4�1E 15-11-12 _1 13-0-4 T z 6 o r 2-6-0 T 13-5-12 31-6-0 Over 2 Supports -1 R=1399 U=180 R-1421 U-180 Rh=3946/-3946 Note: All Plates Are 2X4 Except As Shown. 5 8 15 (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS ANDALUSIA @ - T20) PLT TYP. WaveTPITPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA 2 R - Scale =.1875" Ft. S ates Fabricators 760-397-4122 P 85-435 Middleton Street, Themlal CA "WARNING;;, TRUSSES REONiRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING.. INSIALLING AND BRACING. REFER TO BCSI 1.0,1 (BIIII.DING COMPONENT SAFELY INFORMAF10111, PUOLISIIED DY GPI (IR IISS PLAIT. INSIIIIIIF.. SBI D'ON0FR10 DR.. SHITE 2OtD MADISON, NI 577191 AND WTC.A (WOOD TRUSS COUNCIL OF AMLBICA. GJ00 ENIEP.RRISE LN. rQ( LdJ O�oFESSIo4� TC LL 16.0 PSF R L F R 7 9 5 59777 MADISON. NI 131111 FOR SAFETY PRACTICES PR"' To PC 0.FDR.'RG (NESE FUNC" n"'. UNLCSG OIIICRWISE INDIf.ATCO. 101 CHORD SNAIL NAVE PROPERLY AITACIIEO STRUCIBRAI. PANELS AND DO I IOM CHORD SHAI.I IIA VE A PROP I: IT AIIACHI:O ♦ W. � T C D L 14 .0 P S F DATE 08/26/05 RIGID CEILING. " IMPORTANT* FURNISH A COPY OF THIS DESIGN IN THE INSTALLATION CONTRACTOR, ALPINE ENGINEERED N BC DL 7.0 PSF DRW CAUSR795 05238005 ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY oEvIATION FROM TI11S DESIGN: ANY FAILURE TO HNIEC) TIIF TRUSS IN CONFORMANCE WITH FPI: OR FABRICAI INC. HANDLING. SNIPPING, INSTALLING A BRACING OF TRUSSES. v BC LL 0.0 P S F CA - E N G PCH/CWC Alpine Engineered Products Inc. Sacramento, Ca 95028 IT E S LGN CO "'R MS NI TN APPLICABLE PROVIsiONb of LIDS (NATIONAL DESIGN SPIE, DY AFAPAI AND IPI. ALPINE F.N. F.ITDR PLATES ARC MARC OF 20/IB/IGGA ITT 'S/NI AS IM AGs,I GRADE 40/CO (N, 1(/11,51 GAI. V. SlCf.l. APPLY PLA IES TO EACH FACE OF IRUSS AND. UNLC SS OiNERNISE LOCATED ON THIS DESIGN, POST TION PIR DRANI Nf,S IGnA-2. ANY INSPECTION OF PLATES FOLLOWED BY (11 SMALL BE PER ANNEX AI OF TPII-2002 SEC 3. A SEA I. ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY BELL' FOR INC IRUSS COMPONENT DE51GN SHOWN. THE SOITAR11.11Y AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RLSPONSIBILIIY OF INC BUILDING DESIGNER PER ANSI/TPI I SEC. 2. N0. �4 5 Exp. 6.30.2007 -n /F�� 11 4 r/� oICA``E� T O T L D 3 7 0 P $ F S E 0 N - 27520 D U R . FAC . 1 . 25 FROM GS SPACING 24.0° JREF- 1SSA795_R16 M M r r M Im M _ THIS-EPAR[ COMPMPUT (M DIMF_) SUB- BY TP�. tAI1U/ALU0-AIVUALU31A kYLA11: OJ - 141) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E :B2 2x6 SPF 1650f -1.5E: Webs 2x4 HF Std/Stud :W4, W7 2x4 SPF #1/#2: :Lt Wedge 2x6 SPF 1650f -1.5E: **************ADDITIONAL LOADS**************** BC - 75 LB Conc. Load at 15.52, 17.52 0-6-13 T 80 mph wind, 13.14 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. H -- recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Deflection meets L/360 live and L/360 total load. 10 psf BC live load per UBC. Plates sized for a minimum of 3.00 sq.in./piece. 4X6= 4X6(62) _ 3X8= 5X4= 3X6111 3X8= 3 X 6 III 3X7 (B1) = (ED 0-5-0 10-0-12 T + 1- 5-0-12 3-10-5 f 6 7 2-7 152 8 3-11-6 3-10-5 5-6-4 5-0-12 �E 3-10-5 — I — 4-1-2 � 2 4-1-27 18- 5-6-4 15-6-4 I I 15-11-12 E 13-0-4 T 2-6-o TE2-6-0 T 13-5-12 31-6-0 Over 2 Supports R=1272 U=180 H ---Simpson MUS26 R=1281 U=180 H=Simpson MUS26 Girder is (2)2X8 min. DF -L Girder is (2)2X8 min. DF -L Note: All Plates Are 2X4 Except As Shown. 5-8-15 (ANDALU6-ANDALUSIA (PLAN: 6) - T21) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/ 2 R Scale =.1875" Ft. S ates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA 'WARNING`* TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER i0 DCSI 1 03 (BUILDING COMPONENT SAFETY INFORMATION), PIIBLISNED BY TPI (i0.115s PLAr1 INSIITIII F. 5BJ D.0 NOF To DR., SUITE 200. MADISON, MI SJ719) AND WTCA (HOOD TRUSS COUNCIL OF AMERICA, 6700 CNrER PRISE I. N, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OT.ERWISE INDICATED. TOP 1.110 R0 SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGII'CEILING. Ot E�� OYy `p W. F QQ���O �IV0v 8 l3i SA T C T C BC L L D L DL 16.0 14.0 7.0 P S F P S F PSF R E F DATE DRW R 7 9 5 51218 10/06/04 CAUSR795 04280056 ALPINE —IMPORTANT—FURNISH A COPY OF 71115 DESIGN TO THE 114STALLAIION CONTRACTOR. AI.PINT. THIIINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE 10 61111.0 THE TRUSS IN CONFORMANCE WITH IPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. BC LL 0.0 P S F CA -ENG P C H/ G W H Alpine Engineered Products Inc. P In Sacramento, neeredod Products DESIGN CONFORMSWITH APPLICABLE PROVISIONS Oi NDS (NATIONAL OE SIGH SPI:F., RY AFAPAI ANO IPI. AI.PINf CONNECTOR PLATES ARE MADE Or 20/1B/16GA (W. 'it S/K) ASTM A653 GRADE A0/60 (W, K/11.S1 GA I.V. SIEI:L. APPLY PL ATI S t0 EACN TACT OF IR 1155 AND. UNLESS OTHERWISE LOCATED 011 THIS DE 51GR, POSITION PER DRAWINGS I60A.Z. ANY INSPECTID14 Or PLATES FOLLOWED BY (1) SHALL DE PER ANNEX A3 Or rP11S2002 SEr.3. A SEAL ON THIS DRAWING IN0If. ATOS ACCEPTANCE OF PROFESSIONAL ENGINEERING RE SPONS IBILI I SOLELY FOR 7111 TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS TIIE. RESPO NSI R IL I TY OF TIIE BUILDING DESIGNER PER ANSI/TPI I SEC. 2. } o. C 58005 Exp.6-30-2006 (� Q V �OFCA1►FO� TOT . L D . 37.0 P S F S EON - 11857 D U R .FAC . 1 . 2 5 FROM I V SPACING 24.0" JREF- lSSA795_ROS M M M M M M M M M THISMEPARt_ COMPMPUT im Dl,fM) SUB- BY TAM. (AINUALUb-ANUALUJIA (FLAN: b) - ICL) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Lt Wedge 2x4 HF Std/Stud: SPECIAL LOADS - ----(LUMBER DUR.FAC.=1.25 / PLATE DUR,FAC.=1.25) TC From 60 PLF at 0.00 to 60 PLF at 13.52 TC From 4 PLF at 13.52 to 4 PLF at 17.53 TC From 60 PLF at 17.53 to 60 PLF at 31.50 IBC From 16 PLF at 0.00 to 16 PLF at 31.50 10 psf BC live load per UBC. Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPH1103. 0-6-13 T 1)VC , 3X10 3X10- 110 mph wind, 12.81 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=7.0 psf, wind BC DL=3.5 psf. See DWGS TCFILLER1103 and BCFILLER1103 for filler details. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Deflection meets L/360 live and L/360 total load. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Plates sized for a minimum of 3.00 sq.in./piece. 5X6(B2) = 2X4111 3X8= 5X4= 3X8= 2X4111 3X7(81) 5-10-7 4-10-1 J, 4-9-12 4-8-04-111-13 6-3-15 5-10-7 4-10-1 4-9-12 4-8-0 4-11 33- 8-7-5 1, 13-6-3 _1_ 6-8-1 1_ 11-3-12 _I 0-5-0 T IE 31-6-0 Over 2 Supports J R=1076 U=646 H=Simpson MUS26 R=1093 U=656 W=3.5" Girder is (2)2X8 min. DF -L 0 +10 0-12 1 5-0-14 t (ANDALU6-ANDALUSIA (PLAN: 6) - T22) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/ R Scale =.1875" Ft. S aces Fabricators 760-397.4122 P 85-435 Middleton Street, Thermal CAPa - WARNINGTS TRUSSES REOU,1RE EXTREME CARE IN FABRICATION, HANDL IMG. SHIPPING. INSTALLING AND BRACING. REFER TO SCSI TRUSSES (80 LD NG COMPONENT SAFETY INFORMATION). PUBLISHED BY IPI (TRIISPLAIT. IHSTltlllE. $B,l O'ON G'R ID OR.. SHITE 200. MADISO N. NI 53]191 AND MICA (HOOD TRIISS CO U By TP OI' AMERICA. C+.IOO F.HIT.R PRISF. I,N, MADISON. NI 5.l]19) FOP SAiETI PRACTICES PRIOR i0 PERFORMING THESE iUNCIlONS, NII I. T. S$ DIHIRNISE INOICAICD. C ESn �y IJ EW/0 •Y• y �iy^ TC TC LL DL 16.0 14.O PSF P S F REF DATE R795 51219 10/06/04 IOP C110 RO $HALL NAVE PROPCRLY ATIACII ED STRUCTURAL PA HELS AND DOITOM f.IIORD SHALL IIAV F. A PROPC RI.Y AIiAf, II (,D RIGID CCIL IIIG. �O�D V' Novn BC DL 7.0 PSF DRW CAUSR795 04280008 IMPORTANT-FIIRHISH A COPY OF THIS DESIGN TO THE INSTALLATION CnNTRACTOR. ALPINE ENGINE C R F.B ALPINE PROOUCTS. INC. SHALL Not DE RESPONSIBLE FOR ANY DEVIAtIOH FROM THIS DESIGN: AHI FAILURE 10 BInLB nI( TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALL IIIG A BRACING HT [MOSSES. B C L L 0.0 P S F CA -ENG P C H/ G W H Alpine Engineered Products Inc. Sacramento, Ca 95028 DESIGN LGIF'RMS NIT11 APPLICAnLE PROVISIONS OF HOS (NATIONAL DESIGN SPEC. DY AT AP AI AMC IPI. ALPINE CON NCL T OR PLA1ES ARE MADE OF R.0/I8/16GA (N.11/S/K) ASTM A653 GRADE AO/60 (N, K/H.SI GAIN. SIC F. L. APP 11. "y PLATES TO EACH FACE OF TRUSS AND. UNLESS OIIIERNISE Ln CATED ON IMS DESIGN. POSITION PER DRAWING $ l6OA-Z. AIIY INSPECTION OF PLATES FOLLOMED DY (1) SMALL BE PER ANNEX A3 OF TP11 2002 SEC.3. A SCA 1. ON TNI$ DRANI NG INDILAT ES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THC TRUSS COMPOHE Nf TICBUIL�HNGHDCSIGMERTHERSUIT SUITABILITYAND SEC -USE OF THIS COMPONENT FOR ANY BUILDING IS III[ RESPONSIBILITY OF THE * ,p o. C 58 0 Exp. 6-30.2006 C1V1` Q %oF�qu�ofla� TOT . L D . 37,0 P S F S EON - 11860 D U R . FAC . 1 . 2 5 FROM I V SPACING 24.0" JREF- 1SSA795_RO5 _ r M r M M M M M M - THIS-EPARE_ COMP -PUT (M DIMM) SUB- BY TRS . (ANDALU6-ANDALUSIA (PLAN: 6) - T23) Top chord 2x4 SPF 1650f-I..5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Lt Wedge 2x4 HF Std/Stud: SPECIAL LOADS PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/R ------(LUMBER DUR.FAC.=1.25 S ates Fabricators 760-397-4122 P 85-435 Middleton Street,ThermalCA / PLATE DUR.FAC.=1.25) T C TIC TC From 60 PLF at 0.00 to 60 PLF at 11.52 TC From 60 PLF at 11.52 to 150 PLF at 15.52 TC From 150 PLF at 15.52 to 60 PLF at 19.53 TC From 60 PLF at 19.53 to 60 PLF at 31.50 BC From 16 PLF at 0.00 to 16 PLF at 31.50 TC 252 LB Conc. Load at 11.52, 19.53 ** California hip common load case modified ** Plates sized for a minimum of 3.00 sq.in./piece. 0-6-13 y T r Fi 5 X 6�� 80 mph wind, 12.47 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Deflection meets L/360 live and L/360 total load. 10 psf BC live load per UBC. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS TO THE FRONT EVERY 2.00 FT TO FLAT TC. EXTENSIONS TO THE BACK EVERY 4.00 FT ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24,00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33),OR DWG. CD110. SUPPORT HIP RAFTER AT Q.1 HIP AND WITH CRIPPLES AT 8-5-13 OC. 5X6(62) = 2X4111 3X8= 5X6= 3X8= 2X4111 3X10(B1) I QE 0 7 4-10-1 4-9-12 44-8 8 0 0 4-11 3 6-H3-15 0 7 4 10 1 -CE 4 9-12 4 11 33- 8-7-5 1, 11 6-3 _1_ 8-8-1 _I_ 11-3-12 _1 31-6-0 Over 2 Supports R=1625 U=180 H=Simpson MUS28 Girder is (2)2X8 min. DF -L 4-4-14 0-5-0 10-0-12 R=1633 U=180 W=3.5" (ANDALU6-ANDALUSIA (PLAN: 6) T23) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/R Scale S ates Fabricators 760-397-4122 P 85-435 Middleton Street,ThermalCA "WARNING- TRIISSES RCOUIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING. INSTALLING AND BRACING. RF.FF.R 10 FS ED 1 0J (BUILDING cOMPONCNr SAFFTY 1NFORMATI011). PNBIISIIED BY IPI (IRIISS PLA T: INSIIIIIIF.. 50J O'ONpFR10 DR., SIIITC 200, MADISON. NI 5J219) ANO WtCa (MOOD IRIISS f.DUNf,11. OF AMF.RIf,A. GJOO I;NIf.P.P0.1S1: I.N. HA0ISON. NI 5J]19) FOR SnFETY PRAF.TICCS PRIOR TO PERFORMIIT III(SC FUNF.TIONS. UNLESS 01 FRWISC INDICAFED, TOP SHO RD SMALL HAVE PRSPCRLY ATTR L11C0 SIRIIC TIIR AL PANELS ANO Bor TnM CH ORDSHALL HAVE; A PROPF.RI,Y AIIACHLO c�nR ��EWrQ �p L- ((,Y y •7 2 T C TIC L L D L 16.0 14.0 P S F P S F E F DATE R795- 51220 10/06/04 ALPINE RIGID CEILING. '*IMPORTANT`*FURNISH A COPY OF ]HIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED THE TRIU�SSrIN CONFORMANCEC. LNOT WITH fTiPIRCSPON$ NL FABRICATING ANY EVHANDLNtIG0.0M THIS DESIGN: S111PPING..INSFALLINfYAFORaf,IE. Nf,TOFUTRUSSES. Q�L'O ('•IV 8 2 IY O BC B C DL L L 7.0 0.0 PSF P S F DRW CA -ENG CAUSR795 04260009 P C H/ G W H Alpine Engineered Products Inc. P Sacramento, Ca 95§28 CCSIf.'1 FUNFORMS NI II APPLIf,AOLE PROVISION$ OF NDS (NATIONAL DESICN SPEC. UY AF SPA) ANp IPI. ALPINE f,O tIN E �.T nR PLATES ARE MA DC OF 20/1B/16GA (W.11/S/R) ASTM A65.3 GRADE 40/60 (W, N/II,S) GAIN. SIECI.. APPLY PLATES TO EA CN FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS UC SIGN. POSITION PCR DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX AJ OF TP11-2002 SEC.J. n SC AL ON THIS DRAWING INOICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR FN1: TRUSS f,OMPO NEVI BUILDIINGNOESICNERTPERSANSI/TP'r' SEC U2. OF THIS f,DMPONF.Nt FOR ANY RIIILOING IS THE nESPnNSIOILItY nF TNF, * No. C 58005 EXp.6-30-2006 (� C1V1` \P �rF�FcauF° T 0 T. L D. 37.0 P S F S E 0 N 11866 D U R . FAC. 1 . 25 F R 0 M I V SPACING 24.0" JREF- 1SSA795_RO5 M r M M _ - M _ - _ = - THIS -EPARE COIIPMPUT (M DIM ) SUB_ BY TRm. (ANDALUG-:ANDALUSIA (PLAN: 6) Designer:IV -- ANDALUSIA @ - T24) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E W6bs 2x4 HF Std/Stud :Lt Wedge 2x4 HF Std/Stud: ADDITIONAL LOADS TC From 58 PLF at 13.02 to 48 PLF at 15.52 TC From 48 PLF at 15.52 to 54 PLF at 17.02 BC From 2 PLF at 0.00 to 2 PLF at 31.50 TC 116 LB Conc. Load at 13.02 TC 108 LB Conc. Load at 17.02 Plates sized for a minimum of 3.00 sq.in./piece. 0-6-13 T 80 mph wind, 12.14 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Deflection meets L/360 live and L/360 total load. Truss designed for 10 psf non -concurrent bottom chord live load. In lieu of structural panels use purlins to brace all flat TC @ 24" OC Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d Box or Gun (0.135"x3.5",min.)nails and diagonally brace per DWG. BRCALHIP 1103. 3 X 6 _.._ 116# 10811 3X6a 5X4(B2) = 3X8= 2X4111 5X6= 3X8= 4X4(A1) 4-0-15 2-7-9 1 5-10-8 1 5-10-85-8-12 2-9-6 4-6-6 6-8-8 1 5-10-8 1 5-10-8 5-8-12 3- 8-7-5 9-6-3 _J_ 14-8-1 7-3-12 _I 0 3-8-14 0-5-0 10-0-12 T + 31-6-0 Over 2 Supports ,1 R=1076 U=180 H=Simpson MUS26 R=1078 U=180 W=3.5" Girder is (2)2X8 min. DF -L (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV ANDALUSIA @ T24) PLT TYP. Waves TPI Design Crit: TPI -1995 STD UBC 7.01.0421'.11 CA 2/-/-/-/R/- Scale =.1875" Ft. Spates Fabricators 760-397-4121 85-435 Middleton Street, Thermal CA "WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANOLI"C, SHIPPING.. INSTALLING AND RLr ER TD BG.SI I -o3 (BOILDING COMPONENT $ArllY NIORMAIION). PIIIi1.1511ED NY IPI ((ROSS Pl.nll: INSiI D'ONHFRID DR.. SHITE 2.00. MAOI SON, MI 5.3]19) ,NI0 WICA (W0n0 IRNSS COUNCIL or AMI:RIG-A, G3nO I.N11:P.PpisC MADISON. W 1 OR SAFETY 3 PRIOR TO P I N II LESS HI I OPCHORDS HALL HAVEPROPERLY ATTACHEDSTRUCTURAL PANELS( THESENG FUNCTIONS. ANDBOTTOMCHORDSHALL HAVE PROPERLY RIGID CEILING. A (TRACING' IIIIC. S03 I.N. INDICATED. ATTACHED OF E �Q W/p Y,O W.w�Y ✓ CPN oV 8 2D ' V TC T C BC LL D L DL 16. 14 7.D D .0 PSF P S F P$F REF R795- - 6875 DATE 05/ 18/05 DRW CAUSR795 05138013 ��IMPORTANT'^F URNISN A COPY OF TATS DESIGN IO THE INSTALLATION CONTRACTOR, ALPINE CNGIIIEERCD ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SNIPPING. INSTALLING A BRACING OF BUILD TIE TRUSSES. / B C L L 0.0 P S F CA -ENG J M F/ G W H Alpine Engineered Products Inc. P Sacramento, Ca 95128 DESIGN CONFORMS WITH APPLICABLE PR DVM ONS OF NOS (NATIONAL DESIGN SPCC. BY AI'APA) ANO TPI. CONNECTOR PLATES ARE MADE OF 2B/1B/16GA (WIN/$/K) ASTM AG 53 GR ADC AO /GO W. N/11,$) GAIN. PLATES TO EACH FACE OF TRUSS AND. UNLESS OIWERWI SE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS ANY INSPECTION OF PLA ICS FOLLOWED BY (1) SHALL BE PER ANNE% A3 OF IFI. 2002 SCC.... A S1: A1. DRAWING INDICATES ACCEPTANCE Or PROFE SSIOxAI F.NGI""RING RE SPO NS IBILIIY SOLI." FDR TIL IP HSS DESIGN BUILDINGIIDESIGNERTHE S PERIANSI/TPITI SED UC. 'C OF THIS COMPONENT FOR ANY BUILDING 11 111E RESPONSIBILITY ALPINE APPLY IE10AI. ON III IS COMPONLWI n( rill # No. C 58005 * Exp. 6-30-2006 civic �P ��OFC LFD"a T 0 T . L D 3 7 0 P S F $ EON - 20710 D UR . FAC . 1 . 25 FROM G S SPACING 24.0" JREF- 1SSA795_R12 - M = = M = M = = = = _ THISMEPARE_ COMPMPUT (� DIMM) SUB- BY T�. (ANUALUb-:ANUALUJIA (FLAN: b) Ueslgner:ly -- ANUALUJIA L IZb Top chord 2x4 SPF 1650f-1.SE :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Lt Wedge 2x4 HF Std/Stud: ADDITIO14AL LOADS TC From 58 PLF at 13.02 to 48 PLF at 15.52 TC From 48 PLF at 15.52 to 58 PLF at 17.02 BC From 2 PLF at 0.00 to 2 PLF at 31.50 TC 116 LB Conc. Load at 13.02 TC 108 LB Conc. Load at 17.02 //1 hip supports 7-6-3 jacks with no webs. Corner sets are conventionally framed. Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports originates from //1 hip. Attach 2x4 lateral bracing to flat TC @ 24" OC with 2-16d Box or Gun (0.135"x3.5",min.)nails and diagonally brace per DWG. BRCAI-HIPH1103. Support hip rafter with cripples at 5--7-14 OC. 2 COMPLETE TRUSSES REQUIRED Nailing Schedule: (0.13lx3.0_g_nails) Top Chord: 1 Row @ 8" o.c. Bot Chord: 1 Row @ 12" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 110 mph wind, 11.81 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=7.0 psf, wind BC DL=3.5 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Deflection meets L/360 live and L/360 total load. Building designer is responsible for conventional framing. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Plates sized for a minimum of 3.00 sq.in./piece. 542# 3X10= 1116// 108// 3X6= 542// 3X10- 3X10% 2 X 4 4 4 2X4 le - 0 -6-13 �\ � 0-5-0 3-0-14 T10-0-1-2 5X6(62) = 3X10= 2X4111 H0514= 3X10= 4X6 (Al) 4-0-15 2-7-95-10-8 5-10-8 5-8-12 _2-9-6_1_ 4-6-6 6-8-8 1 5-10-8 5-10-8 5-8-12 3- 8-7-5 1_ 7-6-3 _1_ 16-8-1 7-_3_-12 _I XE 31-6-0 Over 2 Supports �211 R=3001 U=1814 H=Simpson HHUS28-2 R=2980 U=1801 W=3.5" Girder is (2)2X8 min. DF -L (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV ANDALUSIA @ - T25 PLT TYP. 20 Gauge HS,Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/- Spates A 2 - Spates Fabricators 760-397-4122 "WARIIING" TRUSSES REOUIRC EXTREME CARE IN FABRICATION, HANOLI NG. SHIPPING. INSTALLING AND BRACING. T C L L REFER TO BC51 1-03 (DUILOING COMPONENT SAFETY INFORMATION)- PUBLISHED BY TPI (TRUSS PLATE INSTITUIF. 583 85-435 Middleton Street, Thermal CA �� 70 p-0NOf RIO DR.. SUITE 200. MADISON, NI 53719) ANO WTGA (HOOD 10.1155 COUNCIL Of AMERICA, 6700 ENIF.RPRISF, I.N, MADISON. NI 53719) FOR SAF C TY PRA GT I f.ES PRIOR i0 PERFORM(Nfi 111E SC FIINCTI ONS. II TIL F.SS O711[0.HI Sf. INOIf,AI[O, TOP CHOR0 SIIALL NAVE PROPERLY ATTACHED STRUCTURAL PANELS AN0 BOTTOM CHORD SIIALL 11 AVE A PgOPCRLY AFI'ACAIED • �/ TIC D L RIGID CEILING. v 8 2 y� BC DL 'A AIMPORTANT -ro RNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED T ALPINE PRODNCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE 10 BUILD THE 0�7 B C L L IRIISS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SNIPPING. INSTALLING A DRAF.ING OF TRUSSES. DESIGN CONFORMS HI III APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFAPA) ARD IPI. ALPINE Co" LC TOR PLATES ARE MAOE OF 20/10/I6GA (W,11/S/K) AS IM A653 GRADE 40/GO (W, K/11.5) Gn1.V. Si f. E 1.. APPLY T 0 T . L D . PLAITS TO EACH FACE OF TRU$$ AND, UN Ell O111ERHISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z. * No. C 58005 ANY INSPECT ION OF PLATS FOLLOWED BY (1) SIIALL BC PER ANNEX A3 OF TP11 2002 SCF-,-(. A SCA1. ON INIS Exp.6-30-2006 PS R F AC DRnWING INDICATES ACCEPTANCE OF PROFESSIONAL F. N GINEERING RESPONSIBILITY $OLCI.Y FOR TNI' Iq IISS COMPONI:NIAlpine Engineered Products InO. DCSIGN $IIDWN. E SlI1TpDILI'Y AND (ISE OF 'N Nf.OMPON(NT FO0. ANY B111L0ING IS TIIC RT.SrOH51OILIlY Of ill[IVt,'Sacramento, Ca95§28 BUILDING DESIGNER PER ANSI/IPI 1 SEC. 2. CFCALAV PACING -/-/R/- Scale =.1875" Ft. 16.0 14.0 7.0 0.0 PSF PSF PSF PSF REF R795-- 6876 DATE 05/18/05 DRW CAUSR795 05138014 CA -ENG JMF/GWH 37.0 PSF SEON- 20713 1.25 FROM GS 24.0" JREF- 1SSA795_R12 _ M M M M M = M M S _ THI�EPARM COMP PUT M8 DIMm) su� BY Tt_R. (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS -- ANDALUSIA @ - T26) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Rt Wedge 2x4 HF Std/Stud: Deflection meets L/360 live and L/360 total load. 80 mph wind, 11.93 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. 0-5-0 1i Plates sized for a minimum of 3.00 sq.in./piece. 4X4= 2X4(A1) _ (a) 0 10-0-12 3-3-15 5-1.51 3-7-7 3-7-7 4-7-5 I, 8-8-12 6-8-9-1 8-8-12 1. 8-2-12 _1 16-11-8 Over 2 Supports _I R=637 U=180 W=5.5" R=618 U=180 H=Simpson MUS26 Girder is (2)2X8 min. DF -L (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS -- ANDALUSIA @ - T26) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 760-397-4122 85-435 Middleton Street, Thennal CA "WARNING" TRASSI,S REQUIRE EXTREME CART, IN FABRICATION. HANDLING. Sit 1PPIAG. IUSIAlL111G AND BRAC..INn. REFER TO BCSI 1.03 (BAILDING CAMPONCIII SAfEIY INrORMA1ION), PIIBI.[SUED BY 1P1 (IRIISS I'I.AiI' IlIS1I1'IIT1;, 583 T C L L 16 .0 P S F REF R795 17178 N'nNOFRIO OR., 51111(. 200, MADl sell, HI 53719) AND HTf,A (HOOD IRIISS CI11INf--11, nF AMCRIfn, C.30f1 FNII'R PRi Sl I.N, MADISON. HI 53719) FOR SAFETY PRACT ICES PRInR TO PERFORMING iNEsE rAntiTIONS. ANEESS 0IHERMI51: I.PICAlro. IOP fl10Rn SHALL HAVE PROPERLY AIIACHEO STRACIARAE PANELS AND BOTTOM CATIRD SAAI.I. IIAVF A PRn PIP.IY AIIAf.NIA) RIG IO CC ILI NG. "IMPORTANT":r IIRNI SN A COPY Or Tli is Drs GN lin THE:. INSI ALL A 1I ON CON IRAf, I AR. ALPINE TAn1N11'PEn rkonur.rs. INT., SHALL NOI BE RCSPnNslBll; fOR ANY DEVIATION IRON :1119 nI:S1GN: ANY 1'A1IIIRE IN Dulln :,"'rHEB �pFESS/p n(T �o W L. �w Jt= `Q�ja� �7 Y 0v '1 �y T C D L BC DL C L L 14 .0 7.0 0.0 P S F PSF P S F DATE 06/ 29/05 DRW CAUSR795 05180053 C A- E NG J M F/ G W H IRHSS IN LONInRMANf. f. HI 111 IPI: 0R IADRILnI TNG, IIA N OI.I NG, SHIPPING. INSIn1. I,I!!f. A 1lPn f.l llG nl' TRIISSI:S, 7�ALPINE Alpine Engineered Products Inc. Sacramento. Ca 95728 . DESIGN CONFORMS HI 111 APPLICABLE PROVISIONS 01" NOS INAIInxAt. A1:SIGR SPI: f., BY AIAPA ANI) IPI, ALP11n r,OIINI:CTOP. PEATTS ARI. MADL Of i0/IB/IFGA (H.H/S/R) ASTM A653 GRADE An/GTI (H, P/H.SI GAIV. SII'I:I . ni'PI.x P I.n TES In r. nf,:l 1'n f.I: nl' IRIISS AND. II lI I.I SS OIIIEOHI SI: I.O fn 11.11 ON IVIS nI: SI GTI. POSllinx PIR DI!A611NGS MIA /„ ARY IIISPIf.lI11N Ill' PLAID$ rmLnH1:0 nY (I, SIIA11 111, I'1:A AIINLY Ag 111' IPII %On9 9I f,. 3, n I I Otl 11111 CRANINGS;IOMNCAIESH11lC\OI�AAIl.I°Y'R01'ISSInNAI. I:NGINI:ERIIIO NI: SI•(IMSIB11,11Y SOEIIY link INT HRHSS CPIII'lIHf01 AHA 11,E In u11S ""'ORf,NT FOR All; Illlll,nl Nf, IS 1111. RISPnMi1011 IIP III Iln: AIIIINIBG DESILNLR PER ANSI IPT 1 scr.. z. * No. C 58005 Exp.6-30-2006 C/v�L \P �CFCAL% TOT . L D . 3 7 . 0 P S F S E 0 N - 23929 DUR FAC 1 25 FROM GS SPACING 24.0° JREF- 1SSA795_R19 _ M M M M M M M M M M M THIS_EPAREM COMP(_PUT (M 0111� SUBIMBY TRM. (ANDALU6-ANDALUSIA (PLAN: 6) - T27) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Rt Stubbed Wedge 2x4 HF Std/Stud: Deflection meets L/360 live and L/360 total load. 10 psf BC live load per UBC. 80 mph wind, 11.93 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Plates sized for a minimum of 3.00 sq.in./piece. 4X4= 2 X 4 2 X 4 4 —� 4 j 3-3-15 0-5-0 0-7 -5 10-0-12 2X4(Al) 2X4(A1) IE 5-1-5 _I, 3-7-7 a{E 3-7-7 _I, 4-6.5 ,l 8-8-12 j 8-1 12 I_ 8-8-12 _I_ 8-1-12 _I 16-10-8 Over 2 Supports R=635 U=180 W=5.5" (ANDALU6-ANDALUSIA (PLAN: 6) T27) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 "WARNING" TIT, RCONIRE EXTREME CART. IN FABRICATION, HANDLING. SHIPPING. INSIAI.IING ANI) BRAC,INC. 10/06/04 85.435 Middleton Street, Thernlal CA R[rEN to BrsT 1 -BJ (BUILDING COMPONENT SAPC IY INFORMATION), PHBI.I SPIED BY IPI (IRNSS PLAN[ INS1IHHrF., S03 D'0NBF 1110 DP.,, SHIITE 200. MADIsoN, MI 53719) AND K. (HOOD TRUSS COUNCIL OF AMERIf-n, CJ00 ENI[RPRTSF. LN, a SEON- MADISON, NI 57719) FOR SAFETY PRACTICES PRIOR To PERFORMING THESE FII NCT'IONS. UIIL ESSOTHERWISE IIIHICAII:D. TOP CHORD SHALL HAVE PROPERLY AT TAC, II ED STRUCTURAL PANELS AND BOrIOM CHORD SNAL1. HAVE A PROPERLY ATTACHED FROM IV RIGID CEILING. SON, v **IMPORTANT""FURNISH A COPY OF THIS DESIGN FO THE INSTALLATION CONTRACTOR. ALPINE (NGIN(ER(D ALPINE PRODUCTS, INC. SHALL Nor BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY rAII.IIRE TO BUILD r . TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SNIPPING. INStAI.LTHG A BRACING OF TRUSS DESIGN CB NF ORMS NI TIT APPLICABLE PROVISIONS OF NDS (NATIONAL DE SICK SPEC. BY Af APA) AND IPI. AI.P TNC C,OIIN E C.1 OR PLATES ARE MADE Br 20/IB/16GA (N.N/S/K) ASTM A653 GRADE 40/60 (N. K/1r, S) GALV. 61Eri.. APPLY Alpine Engineered Products Inc, Sacramento, Ce 95728 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POST TION PER DRAWINGS I60A-Z. ANY IIISPECriON OF PLATES FBLL0WEB BY (1) SHALL BE PER ANNEX A3 OF TPII.2002 SEC..I. A SEAT. ON THI5 DRAWING INDICATES ACCEPrAIICE OF PROFESSIONAL ENGINEERING RESPONSIBILITY S01.ELY TOR THE IRTISS COMPONENT DES ION SIIONN. THE SUITAOTLIrY AND NSE Or THIS C.OIIPOIICNT TOO ANY 011ILD11IG Is fill: Rf.SPOrISIBII.I TY Or THE BUILDING DESIGNEN PER ANS."PI I s(c. 2. * No. Exp. y�q OF R=613 U=180 H=Simpson MUS26 Girder is (1)2X8 min. DF -L CA/2/-/-/-/R/- TIC A 2 R - TC LL 16.0 PSF TC DL 14.0 PSF ?� BC DL 7.0 PSF I�0 BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.011 Scale =.375"/Ft REF R795-- 51224 DATE 10/06/04 DRW CAUSR795 04280011 CA -ENG PCH/GWH SEON- 21025 FROM IV JREF- 1SSA795_RO5 UALUb,-ANUALU::YIA (PLAN: b) 13Z) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L1360 live and L/360 total load. Plates sized for a minimum of 3.00 sq.in./piece. 0-5-0 rr rr �r r� r r �r r� r r r rr rr ,HIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) su6MITTEo BY TRUSS MFR. 80 mph wind, 11,81 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT 1, EXP C, wind TC DL=9.4 psf, wind BC DL -5.2 psf. Truss transfers 225.00 PLF.along top Chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. 4X4= 3X4(A1) = 2 X 4 III 3X4(A1) = `E 8-0-0 1E 2.0-3 3 10-0-3 I 8.0-0 8-0-0 '1 I_ 8-0-0 I_ 8-0-0 _I I NE 16-0-0 Over Continuous Support R=74 PLF U=11 PLF W=16-0.0 Rh=+/ 225 pif through 16-0-0 shear wall (ANDALU6-ANDALUSIA (PLAN: 6) - T32) PLT TYP. Wove TPI Design Crit: .TPI -I 95 STD UBC 7.01.0421.11 SpatesFabricator% 760-397.4122 "WAR iRnsSEI REQUIRE EYIR(MF. EAR[ IM {ABDICATIIN. N.nDIING. SHIPPING, INSIAllIx4 AND PPAfInG. 85-435 Middleton Street, Thermal CA REFER 108[51 1-0./ (RUILDIN6l,0MPONI'NI SAFE IT INFDRMAIJON). PUBtISHED 81 IPI (TRUSS PIArI I",,1"Tr. S53 O'OYOf RIn Ox., Sul1[ 2u0, N.pI30N. NI 5]1101 .NO MIC. I. IPUSt Cnuxf,ll n1 •MCR If.., R]Iln IxICRPRI S[ Ix. n.DISON- NI 5.11191 rOR $.f EIT PY.r.IIC(S PRIOR In PERr1VMlNf, eN[5E tunf.tlnxt. II NI.01111 P..I SC INOIf.A Iln. ^ TDD CHnn0 SN.IL NAVE PROPERLY ATTNf.610 SIRUCTIIPAI PANELS AND BUIIOM CHAPD SII.!1, IIA V1. . PDOPI RIY ATI ,f D 0 -ow RIGID CEILING. (j c —IMPORTANT* llq.15N A COPY Ol IUIS DI SIGN I. THE PIStAtl.TIOx C1INTPACt11a. AL PI nI; 1'X61 xC[PEO W ALPINE PRIIDUCIS. INC. SIIALI x01 OC RCSPnx!.IBLC TOR ANT Olv1AT1ON fRnM 1x15 IIESILN; AIIY I'AIIURL InfBIIl10 Ixl, C IRU SS IN C.M10R.-CE .11. IPI: OR IIn. [C.IInG. H. xOII4 SII: PPI u4. INS IALI.1 Nf. N BR Af INf, 11 tRU SSI s. 01: SIGN Ln...... MI 1N APPL If..flL[ PRnvISI04S Of NOS (MPI InNAI OC SIGN SDf C. n1 Af APAI nxn TPI. AI.P INf. I... .1.1P. PL.IfS AR[ n.n[ nT IU/Itl/:fiLA 1x.11/3/NI A51. ABS] CYAO[ nn /,•n lY, x/II, SI LAIv, SII CI.. PLAY In l,Af.N f.Cf Dl rR 1155 ANO, NNIS is 01r1l RYI SI. Lnf..IEO DN IPJ$ OE SI f,N, Pn.Sl TION Vf,N IRA. 61 11;0: 7, * o, C 58005 k ANY INSY(CIION of PLA1E5 {PI 10x[1 B• Ill SNAII fl[ PLR ANX[Y A:1 llr IPiI-IOnN Slf ,). Stu nN IUIS &v. 6-30.2006 AlpineEnoneeredProductsEInc. DD.xIN6 IND1r..trs Ncc[DI.Nrr, m PgI11kSS1UNA1. ENGIYErDINr. D(SnpN$IBIIIII S01[I,Y Ina IID IP.aS$ COMI.OMtNI Sacritment0,Ca95028 OISIGN Llnxx. Oq tuIT.B11.:11 ANII'U5C EIV I ... ....P-,., {nR ANr flu11,01x1; IS III, P ... -,1111I1Y m Tui. BN II II IN nl.Sifn(R PER .NSI/IPI 1 5(f.. 0-5-0 _I, -.T 10-0-12 CA/2/- TC LL TC DL BC OL BC LL TOT. LD. DUR.FAC SPACING T3L -/-/R/- 16.0 PSF 14.0 PSF 7.0 PSF 0.0 PSF 37.0 PSF 1.25 24.011 3-1-0 Scale =.375 -/Ft REF R795-- 54418 DATE. 10/06/04 DR W CAUSR795 04280062 CA -ENG PCH/GWH SEQN- 22161 FROM IV JREF- 1SR0795_Rll (ANUALU0-:ANUALUZ1IA (FLAN: b) Ueslgner:ly -- ANUALU�)IA IN - T33 Top chord 214 SPF 1650f 1.5E Bot chord 2x4 SPF 1650f 1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/360 total load. Plates sized for a minimum of 3.00 sq.in./piece. T 1.41.11 5) 4X4= M THIS OWG FREDARED FRIM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. 80 mph wind, 12.06 ft mean hgt. ASCE 1.93, CLOSED bldg, located anywhere in roof. ICO mi from coast. CAT I,' EXP C, wind TC DL=9.4 psf, wind BC OL 5.2 psf. 10 psf non concurrent bottom chord live load applied per ANSI/TPI-1. 2X4111 2X4(A1) (2D 0.5-0 i - 10-0-12 6-6-8 5 1 2 =11 4.4-7� 6-6-8 _I_ 9-5-8 J 16-0-0 Over,2 Supports J R=581 U=180 W=5.5" R=603 U=180 W=5.5" 3-6-14 (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:]V ANDALUSIA @ - T33) PLT TYP. 20 Gauge HS. ave TPI Design Crit: TPI 1995 STD UBC 7.01.0421.1 CA 2 1 R - Scale Spats Fabricators 760-397 122 85 435 Middlem Street, Thermal CA C pine Engineered Prbducts.lnc. $BCTBIIICnl0,CA 95828 IT A 111"a(slr� oa`(SUI"I*G COM ONiENlASAVEI11. `I�ipAMACATTION). ru5LIS"(0 BIIIFING. ITRUSS'PLIIt IASTItutE. SO, pMOfM10 OR.-. SnIR 100. m.pIMM, YI SD 191 ANO VJ (A lwnn0 TMuSS (nurf.il nr Aw[NIU. G.T00 tMl[P O¢15l 1,. mA015OY, HI5Sr19) rOR SAr[tl PA. It PRIOR 10 P[Rr nRmING tx[s( i�IM(r10M5. UMIESS O1nlRYl SE IYOIc.,(0. TOR f.NORO Sx.aa NAV( PROPEP(T ArTACN(O STNUCTUNAI PAMECS AMO Bottom CHORD SNAIL NAME A PRORtgL1 ATTACHED RIGID CtIt ING. "IMPORTANT— rua.ISN A CORY OF THIS DESIGN In THE INSTALLATION rO%IPACtnP, ALPIN[ 1MGI.EERED P1011ALPINE "1RVSS`IA C.11. 1. 101":*C[`YIfY 01 9pi>ESOpMSORLE 101 IN, iABRICatINL[rNANOIIN,- SMIrR11 ING`SIL A:YSfA I.GI.".ACIMr,'OfOf9uSSrSt DESIGNCOMi OR m1 YI rN ..rI ICABI[ rND.....F5 Or MOS IMA"aMAL OCSIGII 11E(. BI Ar LR A) .MD IRI. A1PINt CARR (IOR PIATES INC MADE Or 21110/11GA /Y,N/S/NI AST" AG5T GN.OE 1.1GO IY, [/N,sl (.a r, S11[L. ARR1r 11.115 I0 I.C. r.r.1 Or 1NVS5 AMD. VNL[15 OI.I...S[ LOC A IT. nM 1N1f O[SI4N, RnS111nN r1.0 pMA"I NG1 16nA�E, • INSOCCTIOM Or R(.11t IOILOYE O'B• I1) SNAL1 Of REM .A.[1 AT nr 1PTI-90nT . 11- nn rR1S at4YTNG .a.....r1s E SUITARIL Or RROr115[ at T CS ComPMTNG RFORONSIBTIITI SO1I I rGM TNr TPOSS r.OT[POMr,MT o1sIGM 1MOYM, rnt sTn uan lrr AND nst or lNls romrnN[u FOR .N. BUILntxG Is In[ vl avn.xlnn n. nr nn. @UILOING DESIGNER PER ANSI/TPI I SEC. 7. ��,0 y �_�l • No. C 58005 . EJP - B- 2006l- CNIL P 9i1 aF .fir, , TC LL 16.0 PSF T C D L 14 0 PSF- BC DL 7.0 PSF B C L L 0.0 PSF T 0 T L D . 37.0 PSF REF R795 62095 DATE 05/06/05 ORW cnusa795 05126004 C A -ENG J M F/ GW H S E 0 N - 20152 D U R .FAC 1 .25 F ROM GS SPACING 24.0" JREF- 1SMT795_ZO7 M M M r M M M M r M M M M M r M M M M THIS DWG PPEPARED FROM CDMPUTCR INPUT (LOADS n DIMENS!ONS) -,UBMITTED BY TRUSS M;P. tA1[UALUO'. AMUALU) I A trL AIV. OI UCS 1[3r1e r:1Y An UAL U)IA IE - Top chord 2x4 SPF 1650f'1.5E Bot chord 2x4 SPF 1650f 1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/360 total load. Plates sized for a minimum of 3.00 sq.in./piece. 5) 4X4= - 80 mph wind, 12.06 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT 1. EXP C, wind TC DL -9.4 psf, wind BC DL 5.2 psf, 10 psf non concurrent bottom chord live load applied per ANSI/TPI-1. Shim all supports to solid bearing. 2X4 2X4 III 2 X 4 III 6-6-8 �` -5- 1-2 4.4-7 -- 0 I_ 6-6-8 I_ 9.5-8 _1 R=358 U=180 W=5.5" 16-0-0 Over 2 Supports R=882 U=180 W 5.5" 0-5-0 10-0-12 3-6-14 IANDAL06-:ANDALUSIA (PLAN: 6) Designer:lV ANDALUSIA @ - T36) PLT TYP. 20 Gauge HS, ave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA 2 1 R - Scale =.375" Ft. S aces Fabricators 760-397 4122 P 85-435 Middleton Street, Thermal CA ALPINE Alpine Engineered Prodede.lnc- Safxalnelto, CA 95828 "WARNING NING•• TRUSSES RLoDIq[ [r1PE NL OK[ IN ..ERIC.. I... x..0(1... ......... ............D .....NG. REFER r0 DE 51 1 0] Is to. f.OMnO Nf YI S1r(TY INf DRMAr IOY1. PURL ISx(D a, TPI (IRUSS Pt AI( IY5I 11111!. 1B] 010"OrRID ER.. SUI It zea. .at sDN, Yl Sv 191 .+D Yrc+ IYa00 rP.usS cmucn nr .r.EP 1:.. P.mn r+Y w..111 1+. M.OISOY, NI S)/191 'UR S.E[T, PRACTIC(S PK10R TO PERT 0RMINL INES( rUNf,l Ia NS. IINtf SS O,xI PMILL INaI I C. FOR cxaKO SNALL HAVE PR OnEPIY .II1C «LO SI.,UEIDA1t PAYLLS .FO B01I0M fxagD Sx all «.'f[ . PR aPl q1., +......+ l ll RIGID CLUING. •`IMPORTANT- r11PNl Sx . COPY at ,x15 DESIGN 1a rx[ IYSr+IL.ttO« CONrq A: (nA, .LPlxr f«f.l xrl ql0 PRDDucrS. IN,SA"+oI Bc NEsno+slBLf roR .N. onl.noN rgnM rxls o[sIGA: , r.nuPr, rn ouna INT to ui5 IF COFf OR..... YET. ...: Oq lABgIC111YL, xAYD1.ING. SMIPPIYG. lY5t.1.1.1 NI: A BR1r.I Y4 x/ tRx 15f 1, OEM. c.VIDR.S 411. .PPLIC.Rif PROVISIOYS 01 NDS IN.rin..l DESIGN SPlr.. B, 1141., .NO ,PI. 1.,11X! tOFN[r.f0. P1.1E5 .N! MADE Ot 20ila/EGG. Ix.«/S/.1 AS Tw .FSO GA." `a ". N " S) "" S,rrL. An n 1. ...... r0 .Al.. I.C[ Or IRUSS .ND. UNLESS n1YEPYIS( tnCATrO aN T.15 OISIGN. Pni1110« PTP D.A.1-0 1:% 1. INSPECT 10+ OF PLATES FOILOItO BY (,I Sx.IL BE PER .«+f, .n nt IP11-]00[ 1E(.I. n 1f D 1x11 OKAYING I«OIr.AT(S ACCEPT+Nct Or PPDP(SSIONAL rNGI.E[FI.G R(SPONS1e1LI1, 50L(L, fun 111E IPn11A! nPf nl n, at SIG. Sx0... txf S011.elllr,. 1.0 u4, of tx tnx .c.1 raq ... Ou HDIYG ,1 nr P S.nxI1R a t.• nq 411 It 0ING D(SIGNfP PIP ANSI/IPI . VC. 2. OL,Q -a �Y # No. C SBODS * Exp. 6-30-2006 �(L �/•�L CM%. �P -1 �QF C^AF T C L L 1 6. 0 P S F T C 0 L 14.0 P S F BC DL 7.0 PSF BC LL 0.0 PSF TOT . L D . 3 7 . 0 P S F R E F R 7 9 5 62096 D AT E 05/06/05 DRW CAUSR795 05126005 CA -ENG JMF/GIJH S E O N 20134 O U R F A C 1 . 25 FROM GS SPACING 24.0" JREF- 1SMT795._Z07 tA1.I/ALUO':AnUALU3IA (rLAn. OJ UCS)[Jner:11I -- ANUALUZIlA E:. - 1.5 Top chord 2x4 SPF 16SOf-1.SE Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :W2, W4 2x4 SPF 1650f -1.5E: Deflection meets L/360 live and L/360 total load. Truss transfers 275.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. '• The maximum horizontal reaction is 4400# '* (U) Negative Reaction (U=XXX see below) requires uplift connection. T 1.4-11 1 4X4= THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED Bl TRUSS NFP. 80 mph wind. 12.06 ft mean hgt, ASCE 7 93. CLOSED bldg, located anywhere in roof, 100 mi from coast. CAT I, EXP C. wind TC DL=9.4 psf, wind BC DL 5.2 psf. 10 psf non concurrent bottom chord live load applied per ANSI/TPI 1. Plates sized for a minimum of 3.00 sq.in./piece. Shim all supports to solid bear -ng. 2X4111 4X12= 3X4111 1-4-0-0 FE 6-.6.8 }1E 5-1-2- �-!E 4-4-1 31. 1111_ 6-6-8 _I_ 9-5-8 _1 IQ 16-0-0 Over Continuous Suppert -1 R-103 PLF U=15 PLF W=12-0-0 Rh=+/ -400 PLF over shearwall located from 0.4-0 to 11.4.0 0-5.0 10-0-12 3-6.14 ((ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV -- ANDALUSIA @ - T37) PLT TYP. Wave TPI Design Crit: TPI' -1995 STD UBC 7.01.0421. CA 2 1 R - Scale =.375" Ft. Spates Fabricators 760-397-4122 85435 Middleton Street, Thermal CA ALPINE Alpine Engineered Products, Inc. SaaamenlD.CA95828 •NA0.NINSCS 1111155[5 11[011111[ [[111[x[ C.q[ IN l.BAIC.IIDN. NANOIING. SnIrP144. INSI�u ING .YD BPAf1.G. 4LrE11 1, BC51 l-nl WILD) AG r.ANrn.1 N1 SAr[T. I4r n4MAlIn.). p114tls.ro BI "1 (141155 P1 AIF I.111I.M . In, D DNnnlo 04.. sun[ inn. MADISON. w1 S1119) AND .tfA WOO 1111155 E1I,Nf.IL At AME11ICA. Glnn I.Yrt-DI 1 IN, r0A SArUr P4A11.111s P4101 r0 rV1O4 MI A4 IME SI, 1n.f 110NS. nN1"1 ""1" lsl uA1CA1rD. MADISn N, wl 1"T IDP [N DIF $x1LL NAY[ Pqn P[Pl1 AIT., ED Si4UC 71111 Al p.N{I$ ANO BAli�n Ewn4D 5x.11 HAvI A PP nPl P11 .Ii Af 11f0 RIGID CEILING. 'IMPORTANT•• rU4Nls. A Env, nr THIS DESIGN 1 THE INSutt•ri- to-nP. Pur uRixll 4;11 •p4no0CTS. INC. $.ALL x111 B[ P[$rnNSlBtf rnP AAr"0[vl"InN rgnN IM11 01t144: Anr fAlf nPl rn Anitn 1:11 4111'. IN fn.f n4.AY L[ wllx Irl: AA 1.B41c.11NL. N.YOL IYL. SNIPPING. fYil.11 lxf. l A4.f INL nr 1 1.t 515. Dt51G. InY[U4NS NII. ........ I[ ..OvIs10NS At NO$ 1NAIIIINAL D[SIG11 SPI L. AT ArEPAI AND IPI. A1PLf fnN NE 1.1,4 P1AlES 641 MAGE OF [n[IBfIGGA Ew.Hfs,.l .SIM .6 t.1 G4AOf 41116, 1w. .: •.11a1. tllla, rl .l[5 1. 1- 1." Ar 141155 ..D. .-Ass nIN[9Y1 tf InGAI[, AN 1.15 11[511:.. PA 5111nN Pl4 94.:11 Yf•5 1466•/, . IYSrIGInx nr rl.IlS 1nLIDN[0 B. 111 1:1 AC .14 .x"" ..l Ar TPI) )1111) t[C.l. . Srn1, DP..IYG IYOIf.AIlS Af(.[111114, 111 pAn11.tSIIT (N",:EE.INL 11t5P11N$IBIlIi1 tAL1.111A4 1111 'Rill% fnIIP,MISi D(51G. SM11wA. HE Su11.Bltll, u0 US[ Af I.I,-MP,NI,r !G4 AN1 ii'aftl.G Lt INE ""A......... ^I I. g111L01YG 00IGNEp PER ANSI/TPI I SEC. i. �0.�L0 i No. C 68005 C 68 006 CIVIL. 1%1 cOFCW V` T C L L 16.0 PSF (` TC DL 14.0 PSF BC DL 7.0 PSF B C L L D. D P S F T D T L D 37.0 P S F R E F R795-- 8 2 0 9 7 DATE 05/06/05 DRW tAUSR795 0512e034 J C A -ENG J M F/ GW H S EDN - 20146 D U R .FAC . 1.25 F ROM G S SPACING 24.0 JREF- 1SMT795_Z07 (A"UALUO-:AMUALU]IA krLAIY: 0) Uesigner:ly -- AINUALUZIIA E: - I.SO Top chord 2x4 SPF 1650f 1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/360 total load. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI 1. Plates sized for a minimum of 3.00 sq.in./piece. Truss transfers 142.14 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. ** The maximum horizontal reaction is 3750# *' 3) 4X4= THIS DNG PREPARED FROM COMPUTER INPUT (LOADS s DIMENSIONS) SUBMITTED Bf TRUSS MICR. Negative reaction(s) of 590#. MAX. (See below) Requires uplift connection. 80 mph wind, 12.06 ft mean hgt. ASCE 7 93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I. EXP C, wind TC OL 9.4 psf, wind 8C OL 5.2 psf, Truss transfers 250.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. 2X4111 3X6(A1) WE 6-6-8 5 1 2 -i1<---4 4 7--� I 6-6-8 ,I 9-5-8 ;J R=1018/-359 U=180 W=5.5" Rh=+/•400 PLF over shearwall located from 0-6-0 to 10-6.0 16-0-0 Over 2 Supports 0.5-0 10.0-12 R=1275/-590 U=180 W=5.5" 3-6 -14 ((ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV ANDALUSIA @ - T38) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7,01.0421.1 CA Z 1 R - Scale =.375" Ft. S atesFabricators 760-3974122 P - 85 435 MlddletOn $trees, Tht r(ne1 CA NARNIMG•• IDUSSES R[OUIP[ lNigrM( Uqt IN HBPiC+IIO+, N.NDLU1, SN1PP1».- IN% 11 "', •Nn NCACINc. grr[e to It 11 1-nD mUIL ING COMPONENT S.p[lr I"100—tog) .. PUBLISHED 8• TPI (Iq"SS PL•IE 1:1.II"r1, se, D D+Drg to it'.. S" 'Itzon.M•DlsnN, wI 5]119) •Nn Nrc. rwOnO lDass CHUCK rr eM[PIC.. Nron I.».til—Sl :N./r MADISON. All SOP191 Co. WE DgACIIErS PPIDD In p[q(ODMIM. THESE r"Nf,11ON5, nNllSi lnH(RMIsr INnlc.n.n. top CHOgO jH.LL HAVE PROVENLY AIIAC"ID %7RUCT"RAL PMtIS •NO tlnllnn r.NODO Sn.11 OAPs A Dqurt el♦ AI UC11 f.0 TC LL TC OL 16.0 14.0 PSF P S F . REF R795 82098 DATE 05/06/05 ALPINE D(rdD ct 111»c. -IMPORTANT-' fllq» • C-1, nr 1HIS OLSIG+ 1n IN! INS.+1 IAA flnN ;.n NrP.rfOp. AI PI A. .NAI»rf410 PQ.Gllf.TS. INC. SNA1I NII. 8[ eESDOxjIBI( roq AN, 011.1%.11,11 1111" RIIS OlSI1N; AN f,IlllPf n1'n"I:r fnr .uss IN GnAr nqM.+a +IrN f nN Heel....... INC., v.IP11N., INS: AI. ING'N nD.+c..r, m ' A. -I 2 E BC DL B C L L 7.0 0 .0 PSF PSF DRW cnusa75s os_zeols CA -ENG J M F / GW H Alpine Engineered Products. Inc. Saaammto,CA95828 It SI6N CO Nr HRMS M... +PPI:f.Slr npnNlSlOnt nr A.% ,N.IInN... 01 SI E. SrIC. e, .fSp+{ 'No Tri. C rl. C..P. P,.,[S AN, MAO,, or I.n:111111+ (YAM/Sf<1 +sfH A.S, .D.n, A"15n (N, ,:x,fl G.IP. SIIII. n PI. Putts fP [.(P Hr[ ..r fquss ANO, n[ss I. P.H at IDf,.frn n» fHis n[sI .N, r6sn lnN r[D. nv+gin Nrs u.n. ;. ». I,SP[f.r lnN Or -IES 10110-[. 131"'01 S.— BE V(. ...I, A.) n, IPI t."'.0 Sr". A SC.. ON IHIs Clq AWING INDI[AIES ACCEPTANCE Of PROr ESSIONAI ENGI»(rgIRG e[SPAR%I9II It, SOtt[I I.P 1"i 1pujs 0-1,Nr Nf DESIGN SxD... INC Sult.ell,lr♦ ..n HS[ or ,HIS r.-PON[NI COP. Nr 8111101Nr. IS fill D(.SPnNSIH1I It• nl '.it B"It GING DI,SIG.Ep PED .ejl,Ipl I SEE.:, a N C S6o05 a Ev C5-Z�B �/�[ ClVf1..�P ), OFC14L1 TOT. L D . 3 7 . D P S F S E G N - 2 G 1 5 9 OUR. FAC 1 25 F.R OM GS SPACING 24.0" JREF- 15MT795_Z07 _ r ! M S M M M M M M M THIS _EPAREMCOMPI-PUT (- DIMAW SUBI-BY TR� (ANUALUU-:ANUALUJIA (FLAN: b) Ueslgner:iv -- ANUALUJIA (- - Idy) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 HF Std/Stud ADDITIONAL LOADS BC - 570 LB Conc. Load at 10.13 fl1 hip supports 4-11-11 jacks with no webs from 0-0-0 to 8-1-2. Corner sets are conventionally framed. Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 2.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 24" OC with 2-16d Box or Gun (0.135"x3.5",min.)nails and diagonally brace per DWG. BRCALHIPH1103. Support hip rafter with cripples at 2-9-15 OC. 5 80 mph wind, 12.06 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/360 total load. Truss designed for 10 psf non -concurrent bottom chord live load. Building designer is responsible for conventional framing. (*) In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Plates sized for a minimum of 3.00 sq.in./piece. 4 r— 3X4=- 5X8(R) X4=5X8(R) \\\ H0308111 8X10 (*) a T2 �- � a X6% 2X4= 3-6-13 0-5-0 4X12= 3X10= 3X5= 2X4 111 2X10 (Al) ( 4-2-0 1 4-4-7 1��4-2-121 3-7-15 _1_ 3-6-14 4-2-0 4-4-7 4-2-12 7-2-13 I_ 4-11-11 I_ 5-6-13 _ I_ 2-2-11 _ 1_ 7-2-13 _ I R=1322 U=180 W=5.5" 20-0-0 Over 2 Supports R=1226 U=180 W=5.5" (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV ANDALUSIA @ T39) PLT TYP. 20 Gauge HS,Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA 2/-/-/-/R/- Scale =.375" Ft. S atesFabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, IIANDLING, SHIPPING. INSTALLING AND REFER TO BCSI 1.0.1 (BUILDING COMPONENT SAFETY INFORMAiION), PUBLISHED BY IPI (TRUSS PLAIT. INSIITUIE. D.o IT IO DR.. SUI t[ 200. MADISON, NI 53719) AND MICA (N00D TRIISS COUNCIL OF AMERICA, 63OO ENTERPRISE MADISON. MI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING INE SC FIINLIIONS. UNI.CSS OTIII:RHISI: TOP CNoI!D SHALL11n VE PROPERLY AI TAC ED ED STRUCTURAL PANELS AND BOTTOM CHORD 511 AI.I. NnVI. A IRUPI.R I.Y RIGID G.EII.'NG. BRACING. 503 I.N. INDICAr[D. nl Tn f.N F. I) C cc 1..N EW�Q•- Pa yYdC, t" �O,'O W. 7 rj �PNOv 1 2 y T C L L TC D L BC DL 16.0 14.0 7.0 P S F P S F PSF REF DATE DRW R795 05/18/05 CAUSR795 6866 05138008 '`IMPORTANT"FBRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINL 1:NF,INCCAFT1 ALPINE PRODIIF.TS, INC. SHALL NOT BC RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY YAILUPE IO TRUSS IN CONFORMANCE NITN IPI: OR FABRICATING. HANDLING. SHIPPING.. INSTALLING A BRACING OF BUILD IIK TRIISSFi. BC L L 0.0 P S F C A- E NG J M F/ G W H Alpine En meered Products Inc. P Sa ramentn,Ca9S928 DESIGN CONFORMS MI TT1 APPLICABLE PROVISIONS OF NOS (NATIONnI. OC Sif.11 SP F.C, flY nFArn) AND IPI, AI.PIN1: 'ONNCf.i OR PLATES ANMA DC OF ZO/10/IGGA/S/N) ASTM AG 1,3 GRADE A0/G0 (N. X/I1. S) QALY. SI F.I.I.. nPPLY PL ATOS 10 EACH FACE OF TRIISS AND. UNLESS D1'ICRWI SE LOCA IED ON IHIS IT (1 GN, PO S'TIDN PF.R DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PCR ANNEX A3 OF TP11 2002 SEC. 3. A SEAL ON THIS DRAWING INDICATfS ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR INE TR 11 SS CON PONENT DE IDIINSHOWNIGMLNTHE SANSIBIP'TY SCC UZE OF THIS COMPONENT FOR ANY BUILDING I$ TIIF. RESPONSIBILITY OF THE * NO. C eB00 e o..ExpC 58 0065 Civi` �P 9TFQFCAL(�Q�l, f * T 0 T . L D . 37.0 P S F S E 0 N - 20752 OUR . FAC . 1 .25 FROM GS SPACING 24.0" JREF- 1SSA795212 = = = M M M M M M M M _ THIS-EPAREM COMP -PUT (M DIME ) SUB- BY TP�. (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV -- ANDALUSIA @ - T40) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/360 total load. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS TO THE FRONT EVERY 2.00 FT TO FLAT TC. EXTENSIONS TO THE BACK EVERY 2.00 FT ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33),OR DWG. BRCALHIPR1103. SUPPORT HIP RAFTER AT #1 HIP AND WITH CRIPPLES AT 2-9-15 OC. T 1-4-11 I X 80 mph wind, 12.13 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Plates sized for a minimum of 3.00 sq.in./piece. 2 X 4 III 3X5 (Al) 6-11-11 3-6-8 4-2-5 5-3-8 6-5-0 3-7-0 7-1 4-0-9 5-3-8 rE 6-11-11 _I, 3-6-8 _I, 9-5-13 ,J 10-0-0 T 10-0-0 R=764 U=180 W=5.5" 0-0-0 Over 2 Supports Ap" 0-5-0 i Er R=777 U=180 W=5.5" 3-8-9 10-0- (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV ANDALUSIA @ T40) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA 2 /-/-/R/- Scale =.375" Ft. SPates Fabricators 760-397-4122 85-435 Middleton Street, Thermal CA "WARNING" FBIISSES REQUIRE EXTREME CARE IN FABRICATION, BANDIING. SHIPPING. INSTALI.ING AND 0. F,F ER TO DCSI 1.07 (DU ILDI NG -OMP RENT RENT SAFETY INFORMAIIDN). PIIUL ISIII:D BY IPI (TRIPS PI.All: INSI I D'ONDFRIO D0... SIIITE 200. MADISON, WI 53)1 9) AND NTf.A (W0p0 I011SS f,OIINBr.IL OF AMCNIf.A, 6708 I:HIERPRI51- BRACING. IT T F.. 587 I.H. �tOfEtO/y - T C L L 16 . 0 P S F R E F R795- 6867 MADISON, NI 5JI17) FOR SAFETY PRnLTIG.CS PRIOR 10 PERFORMING THESE iIINf.110115. II NI.T,SS OTIII:RNISf INOIf.AICO, TDP CHORD SII AL I. BAVF. PR O PC RLY ATIA f -TIED STR ITC I URAL PA NCI.$ ANIT OOTION f.H nan SII ALT. IIAVC n PROP[RI-Y n1iAf, IIfD HIGH) LFILING. **111PORTANT—FURNISH A COPY OF THIS DESIGN TO INC INSTALLATION CONTRACTOR. ALPINE FNGINEFRF.D W "Il `p V1r �(w �QIVov 18 2 TC DL BC DL 14 7 D .0 PSF PSF DATE DRW 05/17/05 CAUSR795 05137124 ALPINE PRODUCTS. INC. SHALL NOT DE RESPONSIBLE FOR ANY DEVIATION FRBN INIS DESIGN: ANY FATIAIRC TR TRIISI IN 'EN FOR MANCE NI III TP 1: OR FABR ICAIING, "IAN DL TNG. SHIPPING, TNI IALLING R BRAr.I Nf. RF BUILD IHC IRIISSF. S. B C L L 0.0 P S F C A -ENG J M F/ G W H DESIGN CONFORMS NI F11 APPLICADI PROVISIONS OT NDS (NATIONAL DESIGN SPCC. BY AFX PA) AND IPI. CONNECTOR PLATES ARE MADE OF 20/18/16GA (N,11/S/K) ASTM A65,3 GRADE NO/60 (N, I, .S) GAIN. SIIFL. ALPI Hf. APTI.Y TOT. LID . 37 .0 P S F S EON - 20766 Alpine Engineered Products Inc. P Saramento,Ca95428 PL TES 10 EACH FACE OF TRUSS ANO, UNLESS OTHERNISC LOCATED ON THIS DESIGN. POSIIIBIt PCR ORAWINGS ANY INSPIITT0'1 OF PLATES FOLLOWED BY (1) SMALL BE PER ANNEX A3 OF TPI1-2.002 SEr..-3, A SEAT. DRAWING INDICATES ACCEPTA N CC OF PROFESSIONAL ENGINEERING RF.SPONSIBILI t Y SOLELY FOR illE TRUSS DESIGN OIIILDINGHOWN DCSIGNE0.FHE PFRSUITA ANSI/;PITT SEC USE OF ,1115 COMPONENT FOR ANY BUILDING IS IIIF RESPONSIBILITY I60A-Z. ON THIS COMPONI: HT BF Ill f. AT No. C 58005 � Exp. 6-30-2006 p C'V" 9TFpFCgLiF��a\P D U R .FAC . 1 . 2 5 FROM G S SPACING 24.0" JREF 1SSA795_R12 M M M M M M M 0 (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV -- ANDALUSIA @ - T42 Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud _ M M _ THIS -EPARE COMP_PUT (M DIME-) SUB- BY TFIM. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. T 1-6-4 1 4 ; 4; 2X 5X4=- 80 mph wind, 12.39 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind 8C DL=5.2 psf. Deflection meets L/360 live and L/360 total load. Plates sized for a minimum of 3.00 sq.in./piece. FS R 3X5 (Al) IE 4-8-7 a}E 3-3-0 ,I, 5-2-6 i 6-3-3 _I 4-8-7 j 4-8-9 T 3-8-13 RE 6-3-3 rE 7-11-8 _I_ 11-5-9 ,J I 9-5-0 T 10-0-0 R==707 U=180 H=Simpson MUS26 Girder is (2)2X6 min. OF -L 19-5-0 Over 2 Supports 0-5-0 no R=729 U=180 W=5.5" 4-2-13 (ANDALU6-:ANDALUSIA (PLAN: PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 6) Designer:IV -- ANDALUSIA @ - T42) CA/2/-/-/-/R/- Scale =.375" Ft. S ates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNING" IRIISSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. RCFF.R TO B1:S: 1.03 (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLAIC INSTIIIII[, 503 R" SA"" HL.. SUITE 200. MADISON. HI 53719) AND NT CA (MOOD TRUSS COUNCIL OF AME ITT . 6300 ENI[RPRIS[ I.N. �E� Qa ��qA ( -T C L L 16.0 P S F R E F R 7 9 5 82101 DATE 05/06/05 MADISON. NI '�3719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 01HERWisE INDIr.ATE0 TOP CHORD ;:HALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTAC"r.0 RIGID CEILING,. `IMPORTANT—'URNISH A COPY OF THIS DESIG14 TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED VD W- t- (:` �0 o 1• 20 � TC BC DL DL 14.0 7.0 P S F PSF DRW CAUSR795 05126021 CA -ENG J M F/ G W H ALPINE PRODUCTS. INC.. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAIIURL TO HHII.D THE TRUSS IN CONFORMANCE MITA 11 I: OR FABRICATING. RANDI.ING. SHIPPING. INSIALI.ING A FIRAr.i11G. OF IRIISSI: i. BC LL 0.0 P S F DESIGN CONFORMS WITH APPLICABLE PROVISIONS of NDS INATIONATDESIGN SPEC. BY APA PA) ARD Tri. nLPINT. CONNECTOR PLATES ARE MADE OF 20/I8/16GA (W.11/S/N) ASTM A653 GRADC 40/60 IN. R/I1. S) GAI.V. SII:I:I.. APPI.Y PLATES TO CALH FACE OF TRUSS AND. UNLESS0FINER WISE LOCATED ON THIS 0ESTEN. POSITION PEP DRAWINGS 160A -Z. * No. C 58005 TOT. L D . 37 .0 P S F S EON - 19934 D U R F AC . 1.25 FROM (` G S Alpine Engineered Products Inc. _ Sacramento, Ca 95428 ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER AN REXA3 OF TPII�200% SI. r..3. A SEAL 011 IVIS DRAWING INDICATES Ar,CEP1AIICC OF PROFESSIONAL ENG111E ERING RC SPONSIBILIIY SOLCLY FOR 1111: IRIISS r.OMP ONLNI DESIGN SHOWN. C SUITABILITY A11D'IISE OF TNIS COMPONENT FOR ANY PTIILOING IS TNT, RI: SP011SIB1L[TV OF IIIF. BHI[ DI NGOESIGNER PER ANSI/GPI I SEC. 2. Exp. 6-30-2006 S ,q Civil �P rFOFCAL1F�a SPACING 24.0" JREF- 1SSA795_R14 _ M M M M M M M M r M - THISMEPAR� COMPMPUT Am DI -M) SUB_ BY Tom (ANUALUb-:ANUALUJIA (FLAN: b) Uesigner:iv -- ANUALUJIA L - 143) Top chord 2x4 SPF 2100f -1.8E :T2 2x4 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :W2 2x4 SPF #1/#2: FI = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Plates sized for a minimum of 3.00 sq.in./piece. T 1-7-0 1 5) 2X, 4X4= 80 mph wind, 12.39 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/360 total load. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. 3X4(A1) EE 7-11-8 a�E 5-11-8 11 519 _I 7-11-8 1 5-11-8 5-6-1 I_ 7-11-8 _I_ 11-5-9 _I 0-5-0 19-5-0 Over 2 Supports R=707 U=180 H=Simpson MUS26 R=729 U=180 W=5.5" Girder is (2)2X6 min. DF -L ((ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV -- ANDALUSIA @ - T43) PLT TYP. 20 Gauge HS,Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA ALPINE Alpine Engineered Products Inc. Sacramento, Ca 95928 `WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTAILING AND BRACING. REFER TO BCSI 1.03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLAIE INSTITUTE. 58.1 D'ONOF RIO DR„ SuI TC 200. MADISON, MI 53] 19) AND WTCA (HOOD iPUSS COUNCII. OF AMERICA, f+J 00 ENTER PRIST. LN, MADISON, NI 537 19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE 114OIT,ATr.D. i0P CX ORD SHALL HAVE PROPERLY AT TACH EO STRUCTURAL PA HE LS AND BOTTOM CNORO SHA I.L 11 A VC A PR OP F. R LY AIIACHL0 RIGID CEILIPG. "IMPORTANT—FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. IN:. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE: TO BUILD nl[ TRUSS IN CNI:IORMANCE WITH TPI: OR FABRICATING. HANDLING. SNIPPI Nf.. INSTALLING A BRACING OF IRIISSCS. DESIGN CON101iM$ WIT11 APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPCC. BY AFAPA) ANO TPI. ALPINE. CONNECTOR CI.n TCS ARE MADE OF 20118/16GA (W.H/S/K) ASTM A653 GRAOF 40/60 (W, K/N.S) GAI.V. SIECT. APPLY PL ATCI TO 1:7. C11 FACE OF TRUSS AND. UNLESS 0TNE RWISC LOCATED ON THIS OE SI GN. TO PER DRAW Nf.$ IGDA Z. ANY INSPECT ON OF PLATES FOLLOWED BY (1) SII ALL OE PER ANNEX A3 OF TPII ROO2 SCC.3. A SI:S S AL ON IVIS TE S THE SUITABILITY AND USE OF THIS COMPONENTES FORAllyNS IL BUILDING OI IS IHEORESPNNSIBITITYMOFII II EI C DESDRAIGN SHOWN. BUILDING 11:SIGIIC1 111 A111/1PI 1 SEC. 2. �pfF�S/O LD W- y w �O -Y �-ov 18 �� t No. C 58005 * Exp. 6-30-2006 ST civic- \P 9TFOFCAUre T C T C BC BC TOT L L D L DL LL . L D . 16.0 14 .0 7.0 0.0 3 7 .0 P S F (� P S F PSF P S F P S F REF R 7 9 5 8 2 1 0 2 82102 DATE 05/06/05 DRW CAUSR795 05126022 CA -ENG J M F/ G W H S EON - 19957 D U R . FAC. 1 2 5 C' FROM G S SPACING 24.0" JREF- 1SSA795_R14 - r M M M M M r M M - THISMEPAR[_ COMPMPUT (M DIMM) SUBMBY T4M . tHIVUALUO-: A14UALU31 A krL A IV: O Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Ueb I 1] Ur' ;IV -- AIV UALUJIA l.- - 144 H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. 'Truss designed for unbalanced load using 0.00 windward factor and 1.00 (leeward factor. T 1-7-0 4) 2X 3X4= 3 X 5 3X5- 80 mph wind, 12.39 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/360 total load. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. Plates sized for a minimum of 3.00 sq.in./piece. 3X4(A1) IE 7-11-8I_ 5-9-10 _1_ 5-7-14 _J ( 6-6-12 T 2,.'q , 9 8 T 10-0-13 I _ 7-11-8 _ I _ 11-5-9 _1 LEE 19-5-0 Over 2 Supports R=707 U=180 H=Simpson MUS26 Girder is (2)2X6 min. DF -L 0-5-0 R=729 U=180 W=5.5" (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV -- ANDALUSIA @ - T44) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 760-3974122 85-435 Middleton Street, Thermal CAOFESS/ "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO Bf.SI 1-07 (BUILDING COMPONENT SAFETY INFORMATION). PHOLISHED BY IPI (INNIS PLATE INSTITUTE. 507 O'ONOrR10 OR.. SUIT[ 200. MADISON, NI 57119) AND NICA (WOOD TRUSS COUNCIL OF AMERICA. [.,100 ENTERPRISE I. N, MADISON, NI 5J119) FOR SAFETY PRACTICES PRIOR IO PERFORMING THESE FINCiIONs. IIHI.'IS DTIERMIS[ INDIf,AiEO. TOP CHORD SNAIL IlAVC PROPERLY ATTACHED SIRUCIIIRAL PANELS ANO HOTTOH CHORD SNAIL IIP VF. A PRO PERI.Y CATCH. RIGID CEILING. " IMPORTANT "rURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED O :N — ov 18 2 �( y TIC T C BC L L D L DL 16.0 1 4. 7.0 0 P S F P S F PSF R E F D A T E DRW R795- 05/06/05 CAUSR795 82103 05126023 PRODUCTS. SHALLIBRESPONSLIANY CVFROMANY IISE TRUSS IN CONFORMANCE WITH BE OR FABRICATING. INSTALLINGABRACNGOF IgISCS BC L L 0.0 P S F CA -ENG J M F/ G W HALPINE DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFAPA) ABO IPI. ALPINE CON MEC IOR PLATES ARE MADE OF '0XIB116'A (N,H/SXXI AS TH A657 GRADE AD/60 (N. X/I.S) cnl. v. SIECL. APPLY T 0 T . L D . 3 7 . 0 P S F S E 0 N - 1 9 9 6 8 Alpine Engineered Produces Inc. P g Sacramento, Ca 95§28 PLnTF.I IO CnCUI FAf.E OF IRU S$ ANO. IINLCSS OTIIERNISF. LOf.AIED ON 71115 DESIGN, POSITION PFR ORnNIHGS 160A-(. ANY INSPECTION OF PLATES FO AN UL BY (1) SHALL BE PER ANNEX A.l OF TP11.2002 SEC.,(. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL F. N GINEERING RESPONSIBILITY SO I. ELY FDR III' TRUSS ..OMPONT.I BUILDING DEI.IGNCRTPERSANS1OtVITI SEC. 2. OF IVIS COMPONENT FOR ANY 9111LDIIlf. IS nll RESP0115II111.IIY OF rllC * ( No. C 58005 Exp .6-30-2006 ^'"1� Q�OFI^YA��OA�\` V P X� D U R .FAC . 1.25 F R 0 M G S SPACING 24.0" JREF- 1SSA795_R14 - M M M M M M M M M M - THIS _EPARE- COMPI PUT (M DIME SUBI_BY TR�. (ANDALLI6-:ANDALUSIA (PLAN: 6) Designer:IV -- ANDALUSIA @ - T45) Top chord 2x4 SPF 1650f -1.5E Bot chard 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :W7 2x4 SPF #1/#2: :Rt Bearing Leg 2x10 OF -L #2: (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Truss designed for unbalanced load using 0.00 windward factor and 1.00 leeward factor. Plates sized for a minimum of 3.00 sq.in./piece. Shim all supports to solid bearing. T 1-7-0 1 4X4 4 X 4 III 3 X 5 4X6 (R) III 3X4= 3 X 5 Negative reaction(s) of -400// MAX. (See below) Requires uplift connection. ** The maximum horizontal reaction is 2428# ** 80 mph wind, 12.39 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/360 total load. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. Truss transfers 125.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. HS2514(**) =- 2X4 2X4 111 2 X 4 111 2X4(A1) _ 13-0-10 7-11-8 4-6-13 1-0-12 5-10-0 6-6-12 2-9 8 3-4-1-8--8-6-0-0 7-11-8 1�-5-9 12-8-4 7_8 IF 6-0-0 19-5-0 Over 3 Supports ,1 R=936/-401 U=180 R=1225/-383 U=180 W=8.75" R=220 U=180 W=5.5" Rh=2428/-2428 H=Simpson MUS26 Girder is (2)2X6 min. DF -L (K) ((ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV -- ANDALUSIA @ - T45) PLT TYP. 20 Gauge HS,Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- 2 R - Scale =.375" Ft. Spates Fabricators 760-397-4122 85-435 Middleton Street, Thermal CA "WARNING" TRUSSES REOHIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. NEI 10 BCSI 1.OJ (B1IILDING COMPONENT SAF INFORMATION), PI]DLISIIEO BY TPI (IRHSS PLAIF. INSTIRiNIE. 50.3 HAOI!.Oil I SUITE IT SA0. MADISON, MI SJ710) AND PERF (MOOD TNlIF LOUNf,lI.ol OF AMERICA. 63011 CNTCRPRISE I.N. HAITI !.Oil MI 53710) EOR SAFETY PRACTICES f -TILES PRIOR TO PERFORMING TIIC S(. FIINf.iIONs. II IILCSS nlll[g141 G1: In01 f.AIE.D. TOP CHOID SIIALI. IIAVC PROPERLY ATT n CII CD STNVC"IR AL PA N F. LS AND BOITOH LHD0.0 .TALI. IIA V f. A PRO PI: R I.Y ATiAG.111:D E O�OF ��O O`O ,w, •L�. L - � '7 SA T C T C L L D L 1 6 1 4 . 0 . O P S F P S F R E F DATE R 7 9 5 05/06/05 82104 _. RIGID CEILING. IY O C4QN0V p BC DL 7.0 PSF DRW CAUSR795 05126024 —IMPORTANT—FURNISH A COPY OF THIS DESIGN TO THE THSTALLAtION CnNTRACTnR. ALPINF. ENGINEERED ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBLE. FOR ANY DEVIATION FROM THIS DESIGN; ANY FAIL IRE In 81111.0 THE TRUSS IN CONFORMANCE MITA TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING. A BRACING 01' IP.USSCS. (� B C L L 0.0 P S F CA -ENG J M F/ G W H AlpineESacrameno Ca95�28C DESIGN CONFORMS WITH APPLICABLE. PROVISIONS OF NDS (NATIONAL DESIGN SPCC. BY AEAPA) AND IPI. ALPINE. CO tINCC TOR PL Ai[S ARE MADE OF 70/IB/..GA (14.11/S/R) ASTM A653 GRAD[ 40/60 IN. N/N.S) QALY. SIL1:1. APPLY PLATES i0 EACH FACE OF IR USS AND. IINLES6 OIIIERMISC LOCATED OR THis nCsIGN, PosirinN PCR nPAMINGS 6n .7. ANY IOSPEf.rION or PLATES I.BLLOWED BY (I) SMALL BE PER ANNEX A3 or rPll-7n07 sEG..3. A SEAT OO 11116 DRANING INDICA TCS ACCEPTAN Cf. OF PROF F. SSIONAI ENGINEERING RC SPONSIB IL TTY 611E ELY FOR TIIC f0.11SS f.oMPONCNi oEs1Gx sIIOWN . TIIC SIIIiApILI1Y AND USC Or IVIS LOIfPONCNT r0R ANY OIIII.DINfi IS "HE Br.SPOIISInil. iIY 0G INf BUILDING DESIGNER PER ANSI/TPI I SEC. 2. } No. C 58005 Exp. 6-30-2006 qT CIVIL. EOFCALIFO TOT. L D . 3 7 . 0 P S F S EON - 11775 D U R . FAC. 1 . 25 FROM GS SPACING 24.0° JREF- 1SSA795_R14 _ M M M M M M = M M M - THIS -EPARE-COMPt_PUT (M DINE SUBI-BY TRM. ANUALUb-:ANUALUJIA (FLAN: b) Ueslgner:iv -- ANUALUJIA L - 14b Top chord 2x4 SPF 1650f -1.5E -Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Rt Bearing Leg 2x10 DF -L #2: Deflection meets L/360 live and L/360 total load. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. Plates sized for a minimum of 3.00 sq.in./piece. T 1-7-0 5) 3X4= 3X5% 3 X 5 80 mph wind, 12.97 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Truss designed for unbalanced load using 0.00 windward factor and 1.00 leeward factor. 2X4111 4X4= 3X5= 2X4111 0-10-15 � 11-6-12 2X8= a-8-12-4 0 IE 7-11-8 _I_ 4-8-13 I, 9 _ -0 I I 6-6-12 T 2-9 8 T 3-4-1 T I_ 7-11-8 _1_ 4-8-13 _I 13-5-0 Over 2 Supports R=472 U=180 H=Simpson MUS26 R=512 U=180 W=8.75" Girder is (2)2X6 min. DF -L +10-0-12 Z 4-2-14 (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV -- ANDALUSIA @ T46) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA 2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 760-397-4122 85-435 Middleton Street, Thermal CA "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SIIIPPING, INSrALLING ACID BRACING. REFER TO BC SI 103 (BUILDING COMPONENT SAF EiY TNF ORMAiION), PU01.1511C0 BY tPi (101156 Pln fl' INstl ill tE. SB,I D'ONI ILIO OR SUI TE200. MAOI SON, MI 57]19) AND WTG,A (FOOD 101155 COU NF.IL OF AMERICA. 63.0 I.NIERPRISE LN, MADISON. HI 57]19) FOR SAFETY PRACTICES PRIOR TO PERFORHiIlG THESE FVIICITONS. UNLESS OTNrRWIS:: INDICAICD. TOP CHORD SHALL HAVE PROPERLY ATTACHED SIRUCTURAL PANELS AND OO TIOM CHORD SHALL 11 A VC A PIT OR f. R I.Y AIfACHED RIGID CEILING. c PR OFE33ip O`'O Qf, O No 16 20'5 TC LL T C D L BC DL 16.0 14.0 7.0 P S F P S F PSF R E F DATE DRW R795-- 0 5/ CAUSR795 82105 0 6/ 0 5 05126025 ALPINE '"IMPORTANT"'FHRNISII A COPY Or THIS RESIGN f0 THE INSTALLATION CONTRACTOR. ALPINE ENGINErRCD PRODUCTS. INC. SHALL NOT RE RESPONSIBLE FOR ANY DEVIATION FROM BIS DESIGN: ANY FAILHPL 10 TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING. INSTALLING A BRACING. OF BUILD INC TRUSSES, B C L L 0.0 P S F CA -ENG J M F/ G W H Alpine Engineered Products Inc. Sacramento, Ca 95928 DESIGN CONFORMS Ni III APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPAI AND IPI. CONHI CTOR PLATES ARC MADE OF 20/10/1EGA (.,M S/K) AS TH A65,3 GRADE AO/60 (W, K/11,5) GAL V. STEEL. PL A i1S TO EACH FACE OF TRUSS AND. II N LESS OTIIE RWISE LOCATED ON illi$ OCSIGH . POSITION PERUPAWIHf.S ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL OE PER ANNE% A7 OF fP11*2002 SEF,. 3. A SCAT. DRAWING INDICATES ACCEPTANCE Or PROFESSIONAL ENGINEERING RE SPONSIBILI I SOLELY FOR T11T. TRUSS DESIGN SHOWN. III[ $UITAOILIiY AND 115E OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIOILITY BUILDING DESIGNER PCR AN51/TPI 1 SEG. 2. ALPINE APPLY IGDAz. ON F1115 F,O11Po"C.1 OF THE * �/q NO. C 58005 * Exp, 6.30-2006 C1V1` �P TFOF F�� CA T 0 T . L D . 3 7 . 0 P S F S E 0 N - 1 1 7 6 7 D U R . FAC . 1.25 FR0M GS SPACING 24.0" JREF- 1SSA795_R14 - i (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS -- ANDALUSIA @ - T47) "WARNING ` TRIISSES REQUIRE E%TRF.ME CARE IN FAOPIf.AiION, ITnNO1.INf. S111PPING, INitAI,I.ING n'In BRACING. NET R i0 BCSI 1.03 (BUILDING COMPONENT SAFETY IHFORMATION), PIIBI.ISNEn DY IPI (TRUSS PI.AiI: IITSIIIIIIE. SO,3 D'0NOrRIo OR.. SUITE 200. MnpI'D TT, NI 53)19) ANO NT CA (W000 IRIISS CO 1'.Or AMI:N1C ' 0300 I:NII:RPRISI I.+T. - THISMEPAR� COMP_PUT ( DIM(-) SUB_ BY T4M. Top chord 2x4 SPF 1650f -1.5E 16.0 80 mph wind, 11.47 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere Bot chord 2x4 SPF 1650f -1.5E ALPINE in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC Webs 2x4 HF Std/Stud 14.0 7.0 0.0 DL=5.2 psf. P$ F P$F P S F Left end vertical not exposed to wind pressure. H = recommended connection based on manufacturer tested capacities and TOT . L D . calculations. Conditions may exist that require different connections than Deflection meets L/360 live and L/360 total load. indicated. Refer to manufacturer publication for additional information. Plates sized for a minimum of 3.00 sq.in./piece. D U R . FAC . 1 .25 T 1 2-4-13 3 X 4 III 2X 2X4(A1) 0-5-0 10-0-12 0 1-12 5 '3 12 —5-11-8 Over 2 Supports —� R=209 U=180 H=Simpson MUS26 Girder is (2)2X8 ruin. DF -L R=232 U=180 W=5.5" T 2-4-13 (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS -- ANDALUSIA @ - T47) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.375" Ft. S atesFabricators 760-397-4122 P 85-435 MiddletonStreet, Thermal CA "WARNING ` TRIISSES REQUIRE E%TRF.ME CARE IN FAOPIf.AiION, ITnNO1.INf. S111PPING, INitAI,I.ING n'In BRACING. NET R i0 BCSI 1.03 (BUILDING COMPONENT SAFETY IHFORMATION), PIIBI.ISNEn DY IPI (TRUSS PI.AiI: IITSIIIIIIE. SO,3 D'0NOrRIo OR.. SUITE 200. MnpI'D TT, NI 53)19) ANO NT CA (W000 IRIISS CO 1'.Or AMI:N1C ' 0300 I:NII:RPRISI I.+T. �Q��ACC Sc�c. EW�Q TC LL 16.0 PSF REF R795 17179 ALPINE MADISON. NI 53210) FOR SAFETY PRAT-rICES PRIOR TO PEaFORMIIT INESE FuHC1ION5. INLCSS O nn:NMISI INDIC.ArEn. TOP CDORD SHALL IT AVE PROPERLY ATTACNED STRUCTURAL PANELS AND BOTTOM CHORD SIIALL DAVE A PROPERLY ATTACTIED RIGID CEILING. —IMPORTANT—rURNISII A COPY OF FITTS DESIGN TO THE INSTALLATION r,OHTRnr.TNR. AI,PINII:IIGINI:ERLD PROONCTS. INC. SMALL NOT BE RESPONSIBLE. FOP ANY DEVIATION FROM INIS OLSlr,ll: ANY FAIIIINI, TO ILIIIIn TNI TNIISS ITT CONFORMANCE WIIII IPI: OR FABRICATING, HANDLING. SNIPPING. INSTALLING A BRACING OF IRIISSI:S. `D W(t. (�ww p�N,�O '7 "Y^ U.ON., ov 18 2 `!'/f. SIV O m W TC D L BC DL BC LL 14.0 7.0 0.0 P$ F P$F P S F DATE 06/29/05 DRW CAUSR795 05180054 C A- E NG J M F/ G W'H DESIGN CONFORMS WITH APPLICABLE PROVISIONS Or NDS (NATIONAL DESIGN SPEC. BY AFAVA) AND IPI. ALPINB CON NF, f.IOR PI.niCS Aaf. MADE Or M/Ip/IGf.A (W.11/S/KT ASnG S.I LRnOF. nn/fn (N. R/11. $) GnLV. SII'f.l nPPl,v '1'NERWISI: TOT . L D . 37.0 P $ F S EON - 23932 Alpine EngineeredProducts Inc. Scramento, Ca 95§28 PL AIES 1N EACTI FAr-E Or IRIISS AND, -GES1 LMCA I I:D ON 1111$ OESIGN, 1"0"'11011 I`I:R DRAWINGS IGUA-J. ANY INSPECIION OF PLATES F9LLOML0 BY (I) SHALL ILC PF.R nRNI:% A3 OF IPII.2002 SEC, 3, A SI, AI NN IIIIti DRAWING INI11CA1'ES ACCI:PTANr-F. OF PROFESSIONAL ETIGINEF.RING 0. F SPIINSInILIIY SOI. L I.Y FOR1111: IRIISS CnLIP OF "I DESIGN SHOWN. TOE SIIITANILIIY AND USE OF IIIIS rnnPnNENI FnR ANY BIIII.DING IS MTI: RLSP-SIBIIIIY 01 TIO; nUILDING DESIGNER PER ANSI/IPI 1 SEC. 2, * , p.6-30.2006 �L� civil_ ,�P rFOFpAU'VP D U R . FAC . 1 .25 F R 0 M G $ SPACING 24.0" JREF- 1SSA795_R19 _ M = M = M r = M _ THISMEPAR� COMP_1PUT � DIM _) SUB_ BY TMR. (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS -- ANDALUSIA @ - T48) R E F R795-- 17180 Top chord 2x4 SPF 1650f -1.5E 06/29/05 d DRW 80 mph wind, 11.31 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere Bot chord 2x4 SPF 1650f -1.5E tU � in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC Webs 2x4 HF Std/Stud 0.0 P S F DL=5.2 psf. N G J M F/ G W H H = recommended connection based on manufacturer tested capacities and Deflection meets L/360 live and L/360 total load. calculations. Conditions may exist that require different connections than S EON - 23945 indicated. Refer to manufacturer publication for additional information. Building designer is responsible for conventional framing. ').1 hip supports 0-11-8 jacks with no webs. Corner sets are conventionally Plates sized for a minimum of 3.00 sq.in./piece. framed. Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 2.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 24" OC with 2-16d Box or Gun (0.135"x3.5",min.)nails and diagonally brace per DWG. BRCALHIPH1103. Support hip rafter with cripples at 2-9-15 OC. 5 X 4 3X5= T -14 1 9-5 0-5-0 10-0-12 2X4111 3X5= 2X4 (Al) �I-4-1 24-6-12 1 -a -1z 1, _1_ 4-6-12 _I -5-11-8 Over 2 Supports R=206 U=180 H=Simpson MUS26 R=231 U=180 W=5.5" Girder is (2)2X8 min. DF -L ,l' (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS ANDALUSIA @ - T48) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNING -I TRUSSES RCONIRE EYTREME CARE IN FABRICATION. IIANDLING. SUIPPING. INSTAI.I.ING AND BRACING. RCFr.R i0 DLSI 1.OJ (BIIILDINO CO MPO NENt SAFEiT INFORMATION), PIIOIi$IIF.O BY Irl (IRU 35 PL AI( IRSIIIIIIF.. SB -1 O'ONnI DR.. SIT; TE 200. HAD ISDN, NI 5.'719) ANO NTCA (MOOD IRII SS F.OUN G. I1. OF AMLNIG-A, G`NO T.111'I;R P R I S I. 1.11 IN MAUI SON, NI'`719) FDR SAFEIT PRA r, r I f,Es PRIOR ra PERFORMING n¢s[ I'll11!.110115. UNLESS 011ir RNI SI' INDIfn11:0, TOP CIIORD ::IIALL HAVE P0. OPERLY AIrACN,D STRIICTIIRAI. PAN, LS AND OOT TOM IIIDRO SIIAI_I, IIAVI: A PROPCOILY ATIAF.IIE11 RIGID CEILING.. ofessi pR O Lo ynO`DW L, Fy (, Yi v ov 1 Zm TC L L TC DL BC DL 16.0 14.0 7.0 P S F PSF PSF R E F R795-- 17180 DATE 06/29/05 d DRW CAUSR795 05180055 ALPINE "IMPORTANT"FURNISH A COPY OF IRIS DESIGN TO INC INSIALLATION CONIRACIOR. AI.PINE ENGINfLREO PR(1)0CIS. INC. STALL 1401 BE RESPONSIBLE FOR ANY OEVIAIION FROM TIIIS DESIGN: ANY IAILJIPI 10 1111110 INT, TRUSS IN CONFORMANCE 111111 TPI: OR FABRICATING. HANDLING. SNIPPING. INSTALLING A BRACING OF TRUSSES. tU � B C L L 0.0 P S F C A E N G J M F/ G W H Alpine Engineered Products q Inc. Sacramento, Ca 95028 DESIGN CONFORMS 111TH APPLICABLE PROVISIONS Or NOS (NATIONAL DESIGN SPEC. BY AFAPA) AND IPI. ALPINT: F--0 NNECTON PLA TEs ARE MADE OF 70718/I6GI (WJIIS/K) ASrH AGS` GRABS AO/Gn (N. K/N.5) GALV. 31111.. APPLY PLAITS TO CAC. FAC, OF TRUSS AND. UNLESS 0INERNISE LOCAL. OI! TIIIS DESIGN. POST LION PCR ORANINGS IGOA.7. ANY I.SP,C,TDN OF PLATES FOLLOWED BY (1) SMALL BE PLR ANNOY AJ Oi TPII-]007 SCF..`. A SEAT. ON TIIIS DRAWING Illp if -A TCS ACCCP TANG[ OF PROF[SS IONAI. CNLIIIECRI NL RC SPONSIOII.IIY SOL CLY FOR III, TR115S COII P 11+11111 DrSIGN SIIDMN. E SIII TAB ILIIY AN0 USf. OF r.i5 f,OHPON I: Ni FOR ANY RHILDIIIG IS Ill f. PFSPOIISIn II. IIY OI' INC RNILDING DESIGNER PER ANSI/TPI 1 SEC. 7. � No. C 58005 Exp. 6-30-2006 Q CiUtL a�P �OF CALIFO� TOT. LD . 37.0 P S F S EON - 23945 D U R .FAC . 1 .25 F R 0 M G S SPACING 24.0" JREF- 1SSA795_R19 ALUb-ANUALUJIA (FLAN: b) - ISU) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/360 total load. THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. 80 mph wind, 16.72 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C. wind TC DL=9.4 psf, wind BC DL=5.2 psf. Plates sized for a minimum of 3.00 sq.in./piece. (a ) 4X4= 4 4 0-5-0 0-5-0 15.5-12 2X4111 2X4 (Al) = 2X4 (Al) 4 11 8 4-11-8 4-11-8 _I_ 4-11-8 J 9-11.0 Over 2 Supports R-367 U=180 W=5.5" R-367 U->180 W 5.5" T 2-0-13 i (ANDALU6 ANDALUSIA (PLAN:6) T50) PLT TYP. Wave TPI Design Crit: TPP-1995!STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.375" Ft. S ares Fabricators 760-397 4122 ll,356fiddletonStreet.ThermalCA ALPINE Alpine EngineeredProducts,y-flnGc. Saoramento,Ca95"LO WARNING^ I-SStS RCODIPr I.'IPLNt CART Ix raRlr,.rinx. .xn.ING, Sl. IIPIlIG. INIIAl.IIll111.11 APAII- PrFfa TO oLSI I n, rnnllDlnL rnMPnNFN, SAiF„ ,NrnPMalnN),I'rnn„SIDn N, IlV ,IPILNS r1.1,1 ,nSlllnll. SMa n-ONnrRln OP., slit,[ ROn, HAO1Sn.. NI S]IIV) INC HIT.A ru�„ln , 11S CnRNCII 0 AMrP IIA, (061 INII PPP ISI ix, "AD ISDI 1111'1 1111 SAI 111 PPAIIICtS IPInD. lO P[P.rnPMlxl', IxrSI rnxlflnnS. ...(Ss OIm PMI+I IxIIIfA,Ln. II,p r11nRD sMAl.l P,'L PPIIPIPL) A,IACnl,O IIPUf.IUP,AL I ILS ANO I,O,IOM Cu 0 p -11 u.'i. n ,PrrlPl, .II .N,.n PIGID CI.II ING. 'IMPORTANT "1'nRnl sl, A '.OP'Dr ill's nrsir.N In 1Il l.. 1.11 II,i.A, II. �I,NI P.:.11 OP.. AI n1Nl„I NI:I xl 1 PIC •FPCnOTIS. INC. Nni Hr PFSFnxSIPI.I IOR ANY DI'v1A110N IPOH ,n 11 m CIL.: AN, r,allln, 1:4-, n lul "'' rr.115S In citNr OPlfnxCE HI r11 Irl; IWI InnClrnll.L, )ANN ING. s..;;:"HL. IN,I.II ING S NP 1(1X1; IPus41, nl slnx L..„I DPMS :;III, Arrl.11oAxil rPI�'lA'11X5 IIINO, IN.r InN,). nl.., l,:x CrI C. I„ . nI•A, . „ Irl. ., l•rxI caxnt nua rLAlrs ,Pr A.nF ROF uu IAr,n iM, uFsrel Asln r.rr, PLAY$ fU FArn I'Ar.F O, mus, ANn,- Il NICSS OIIIFPB,St Ipr.All.O PN INIS !)1 S1 rn, N)s I IInN""I nP 1XIM,, IedrA ! All' INSrr.110. nl PI.AIt; r011nlirn n' 14 sit:, t. llr Pl'P ANN,., A,1 of 11.11 . uA ♦I, A sl Al IIx ) IIJ� R>A41Ml: IMnifAilS Af.(,IPIAMrI ni PNlI1F.SS1,1NA1 ,.IInINrIRINLInISPII^SIq,I11lII s1011II -P I., —l" r,-_.: NI CIsII:N 11OMN. D SnllAllllll' nAn Il II( Illi, f1IM1 INIH 1 4 N, D1111n1m: I] nD .1110-11- Ilr II IID rillit)i NG OI SIf,NIP PLV Ansi/IPI 1 SIC. P. �OFESS/ A yD �/ P,O h y Vct t NO. C $8005 E p.B-30-Z� y�q� CIV�I y,Y QF�q�1 9S s TC LL T C D L BC OL (` BC LL TOT. LD . 16.0 14. 0 7.0 0.0 37 .0 PSF P S F PSF PSF PSF REF R795 51247 DATE � 1 0 / 0 6 / 0 4 DRW CAUSR79S 04260054 C A - E NG PCH / G W H ;I SEON- 21318 OUR .FAC . 1.25 FROM I V SPACING 24.0" JREF- 1SR0795_RIO _ M M = = = I' M M r = _ THIS_EPARE_ COMP_PUT (M DIME ) SUB_ BY TR kA14UALUC)-AINUALU)EA trLAIV: 0) - 101) Top chord 2x4 SPF 1650f -1.5E :T2, T3 2x6 SPF 1650f -1.5E: Bot chord 2x8 SP M-23 Webs 2x4 HF Std/Stud :W3, W11 2x4 SPF #/1/$2: SPECIAL LOADS PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA /2/ R ------ (LUMBER DUR.FAC.=1.25 Spates Fabricators 760-397-4122 85- 435 Middleton Street,ThemtalCA / PLATE DUR.FAC.=1.25) T C TC From 60 PLF at 0.00 to 60 PLF at 7.97 TC From 115 PLP at 7.97 to 145 PLF at 9.97 TC From 145 PLF at 9.97 to 145 PLF at 32.03 TC From 145 PLF at 32.03 to 115 PLF at 34.03 TC From 60 PLF at 34.03 to 60 PLF at 42.00 BC From 42 PLF at 0.00 to 42 PLF at 7.97 BC From 42 PLF at 7.97 to 42 PLF at 28.00 BC From 34 PLF at 28.00 to 34 PLF at 34.03 BC From 34 PLF at 34.03 to 34 PLF at 42.00 TC 549 LB Conc. Load at 7.97, 34.03 BC 75 LB Conc. Load at, 34.25, 38.25 Extend sloping top chord of truss and jacks to hip rafter. Support extensions every 2.00 ft to flat TC. Spacing of supports originates from J/1 hip. Attach 2x4 lateral bracing to flat TC @ 24" OC with 2-164 nails and diagonally brace per DWG. BRCALHIPH1103. Support hip rafter with cripples at 2-9-15 OC. 3 COMPLETE TRUSSES REQUIRED P======y Nailing Schedule: (0.13lx3.0_g_nails) Top Chord: 1 Row @ 10" o.c. Bot Chord: 1 Row @ 12" o.c. Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. 80 mph wind, 15.22 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/360 total load. #1 hip supports 7-11-11 jacks with no webs. Corner sets are conventionally framed. Building designer is responsible for conventional framing. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Plates sized for a minimum of 3.00 sq.in./piece. 3X5= (aD 4X6 % 2 X 4 549' 3X6 T2 3X8= 5X6= T3 3X6= 4X649', 2X4 4 r � _ 4 0-5-0 i W3 W11 / 0 0 3-0 14 T 3X10= T +13-5 12 5X6(A1) = 3X10= 1010= 2X4111 3X5= 1010= 175// t75// 5X6 (Al) 4-6-3. 1 7 1 5 6 6 (, 5 6 6 �fE 5-6-6 5 6 6 E5 4 10 �f*2 91,4 6 3�f I 7-11-11 T 4-8-11 T 5-6-6 15-6-6 I 5-6.6 5 4.10 I 7 3 12 I I_ 7-11-11 _1, 26-8-9 _1_ 7-3-12 _I LE 42-0-0 Over 2 Supports _1 R=3771 U=265 W=8.7511 R-3805 U 267 14-5.5" (ANDALU6-ANDALUSIA (PLAN: 6) T51) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA /2/ R Scale =.125" Ft. Spates Fabricators 760-397-4122 85- 435 Middleton Street,ThemtalCA -WARNING- TRUSSES REODIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. RETER rn BCSI 1-03 (R1 1101"Gr.nMPnxT.nr SnrETr INFORMATION). PDRL surn BY rrl (TRIIss rLAIE INsn'%U - sn3 D'(INnFRIn OR.. $III IE 20n, MADI5011, NI 53X19) AND WILA (HOBO TP.IISC COIINC II. OF AMERIF.A, G3n0 INITRPRI SI: I.N, �pFESS�p T C L L 1 6. 0 P S F R E F R795-- 51248 MAGI5nr1. WI 53!19) FOR SAFETY PRnf.rICCS PRIOR t0 PERFORMING ID:sl: rI1Nf,T1ONS, IINI.ESs OTIIERWI51: IN01fn11'0• IOP FNOP.0 SHAI.I. HAVE PROPERLY AIIAr.11E0 SIRIICTIIRAL PANEL$ ANO HOTInM CD NO$IIA I.I. IIA VI: A PRnrERIY AIIAf.II1.I) �p W. (C/ �O y T C D L 14.0 P S F DATE 1 D D 6 D 4 RIGID CEILING. - 111PORTANT-rURNISH A COPY OF THIS DESIGN TO TNF. INSTALLATION CnNTRACTOR. AI.PINC FUGINF.ER[D � (�PNo 1 2� BC DL 7.0 PSF DRW CAUSR795 04280058 ALPINE =Z� PRODUCIS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TD ONILD n¢ TRIISS IN CONFORMANCE MITA IPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING A BRACING OI' IRIISSF.S. BIC L L D. D P S F CA -ENG P C H/ G W H Alpine Engineered Products Inc. Sacramento, Ca 95028 OESIfiM CONi00.M5 NI IN APPLICABLE PROVISIONS OF LIDS (NAIiONAL DESIGN SPE f.. BY AFA Pn) ANB Irl. A1. Pt NI: CONNECTOR PLAr[5 ARE MnDE of 20/len BGA (N.11/S/K) ASTM A6s3 GRADE 4n/BO (W, K/II,S) GAL v. I. APrIY PLATES 10 EACH FACE OF TRUSS ANO. UNLESS 0111ERWI$E LOCATED ON 11115 DF. SIf.N, POSITION PER OPAMINf.S 16nA 2. ANY INSPECTION OF PLAT FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPII.200R SEC.,. A SIAL Orl 11115 DRAWING INDICATES ACCE PIARC, Or PR0IESSIONAL ENGINEERING RE SP OrI$(BILI T Y SnLELY FOR 111E IRIISS COMPORT: NT DESIGN SHOWN. IIIE SUITABILITY AND 115E OF 1111$ COMPONENT FOR ANY 011ILDING IS IIIE RESPONSIBILITY OF THE BI)ILDING DESIGNER PER ANSI/TPI I SEC. 2. * No. C 58005 Exp.6-30-2006 C� /SIL tip `P �� a V OA� OFCAUF P TOT LD 37.0 P S F S EON - 11941 U R .FAC . 1 .25 F R 0 M [:�SP I V ACING 24.0" JREF- 1SSA795_RO5 - M M M _ THIS rEPARE_ COMPI_PUT (! DIMEM SUB(_BY TRM. (ANDALU6-ANDALUSIA (PLAN: 6) - T52) Top chord 2x4 SPF 1650f -1.5E :T2, T3 2x6 SPF 1650f -1.5E: Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :W3 2x4 SPF #1/#2: SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at 0.00 to 60 PLF at 9.97 TC From 30 PLF at 9.97 to 120 PLF at 15.97 TC From 120 PLF at 15.97 to 120 PLF at 26.03 TC From 120 PLF at 26.03 to 30 PLF at 32.03 TC From 60 PLF at 32.03 to 60 PLF at 42.00 BC From 16 PLF at 0.00 to 16 PLF at 28.00 BC From 14 PLF at 28.00 to 14 PLF at 42.00 TC 90 LB Conc. Load at 9.97, 32.03 BC 75 LB Conc. Load at 34.25, 38.25 Use this design for common hip trusses @ 24.0" OC. Extend sloping TC of truss and jacks to hip rafter. Support extensions every 2.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPH1103. Support hip rafter with cripples at 2-9-15 OC. 80 mph wind, 15.56 ft mean h9t, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Calculated horizontal deflection is 0.11" due to live load and 0.14" due to dead load. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/360 total load. Calculated vertical deflection is 0.57" due to live load and 0.74" due to dead load at X = 21-0-0. 10 psf BC live load per UBC. Building designer is responsible for conventional framing. ** California hip common load case modified ** Plates sized for a minimum of 3.00 sq.in./piece. 2X4 4X10 % 4X10 9011 4X6= T2 7X8= T3 4X6= 9011 2 X 4 4 iirr /A � /A1 \ 4 0-5-0 PLT TYP. 20 Gauge HS,Wave TPI Design Crit: TPI -1995 STD UBC 7.0 .0421.11 0-5-0 /2/ R Scale 13-5-12 T 5 atesFabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA `WARNING- IRRSSES REODIRE EITREMC CARE In FABRICATION, HANOLIIII.. SHIPPING. INSTALI INC, AND BRACIRC. REFER r0 Bcsl 1-n3 (Bun.Dlxc rnnrnx[rn snI[Ir ulroeMAnnn), ruBLISUEn Dr rrl (lens rl.nn: IUS11n',- sn3 D'OIIOFRin DR., $III IC ion, 'ADI'DN, NI 50119) AND NICA (NoOD IR IIS. C.O TIN C,II. OF AMFPIC,A, 1•Illn IITII PPR ISI I.N. MADISON, NI 53]19) FOR SAFETY 1RAC.IICCS PRIOR Fn PERCORMIA IIICIF rR"r,TONS, II III FSS n,I11VNISl: IITOIfnlin. IOP CIIORD SHALL NAVE PROPERLY AT IACHFD PRIOR PANELS AIID Bn11n. CHORD Sl, nl, 1. II AVI' A I'R n PI. RIY AIIACINn RIGID CEILING. w �ES3IO P� �O�.D W L. �A^ � ov Z 4X10(Al) = 4X10= H1010= 2X4111 H1010= 4X10=17511 17511 PSF PSF PSF REF DATE DRW R795 10/06/04 CAUSR795 51249 oazsoazs ALPINE 4X10(A1) 3-6-7 I_ 5 7 9 _I_ �I, 5 11 0 IE 5 11 0 �1E 5 11 0 �1E 3-1-1-7 5-9-4 �I_ 1 7 2 0 9-2 0 r 5-11-0 5-11-0 T 5-11 0 T 5 9 4 1'- 1 -91 3 12 1_ 9-11-11 _I_ 22-8-9 _I_ 9-3-12 nl.rl xl: Ar P I,r If.On-/. ON IIIIS f, 1111r nlI I:NI Or ,IM: _I , C 5800 5 111 Exp• 6-30-2006 ``I v1` 9TH OAa�P OF CA {� TOT. L D . L 42-0-0 Over .2 Supports P S F S E D N _1 DUR . FAC. 1 . 25 FROM I V R=2093 1J-180 W=8.75" SPACING 24.0" JREF- 1SSA795_R05 R 2184 U 180 W=5.5" (ANDALU6-ANDALUSIA (PLAN: 6 T52) PLT TYP. 20 Gauge HS,Wave TPI Design Crit: TPI -1995 STD UBC 7.0 .0421.11 CA /2/ R Scale =.125" Ft. 5 atesFabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA `WARNING- IRRSSES REODIRE EITREMC CARE In FABRICATION, HANOLIIII.. SHIPPING. INSTALI INC, AND BRACIRC. REFER r0 Bcsl 1-n3 (Bun.Dlxc rnnrnx[rn snI[Ir ulroeMAnnn), ruBLISUEn Dr rrl (lens rl.nn: IUS11n',- sn3 D'OIIOFRin DR., $III IC ion, 'ADI'DN, NI 50119) AND NICA (NoOD IR IIS. C.O TIN C,II. OF AMFPIC,A, 1•Illn IITII PPR ISI I.N. MADISON, NI 53]19) FOR SAFETY 1RAC.IICCS PRIOR Fn PERCORMIA IIICIF rR"r,TONS, II III FSS n,I11VNISl: IITOIfnlin. IOP CIIORD SHALL NAVE PROPERLY AT IACHFD PRIOR PANELS AIID Bn11n. CHORD Sl, nl, 1. II AVI' A I'R n PI. RIY AIIACINn RIGID CEILING. w �ES3IO P� �O�.D W L. �A^ � ov Z TC TC BC LL DL DL 16.0 14.0 7.0 PSF PSF PSF REF DATE DRW R795 10/06/04 CAUSR795 51249 oazsoazs ALPINE "IMPORTANT**FURNISB A COPY OC IIIIS OESIC,x TO TBE INSTALLATION cONIRACI.R. ALPINI. ENGINrCREn PRODUCTS. INC.. SHALL 1401 BE RESPONSIBLE FOR ANY DEVIATION FROM nn TRUSS IN CONFOIIMANCE NIT11 TRI; OR FABRICATING, DANDLING. SKIPPING. INSTALLING. A BRACING OF IRRSSFS, 0: Alpine EngineeredProducts Inc BEST G14 CONFORM; NI III APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC-, BY AFAPA) AND Tri, cnN N F. f,T DR PI, A 11;5 ARF. MAOC OF 20/18/I6GA (N,11/S/KI ASIR AG 5.3 GR A01. An/(.O (N, K/II, s) r. AI r. sI l:IE1. FLAILS TO CAC, II CAGE Or IRU55 AIID. IINLC55 OIIIERWISC I.nnAIED OIT 11115 OESI CII. POSITION r1:R DRAWINGS ANY INSPC C.TION Or PLATES FOLIE OWED DY (I) SHALL BE PER ANNEX A,3 nr IPIiS2002 SFC -,3. A SFAL DRAWING INDICATES ACCF,PTA Nf, F. OF PRnfr,..IONAI. I,NGINEERING RESPONSIOII.ITY SOI, CI1'OR Ill r. IP.II SS DESIGN SHOWN C $III1nBII.IIY A. IISE OF IVIS f.OMrnNCNi 1'OR ANY DIIIInING IS INC PF.SI'nNTO IMV But 1) xG nLSIGNER PER ANsuTrl 1 5I.C. 2. nl.rl xl: Ar P I,r If.On-/. ON IIIIS f, 1111r nlI I:NI Or ,IM: # SS�. , C 5800 5 111 Exp• 6-30-2006 ``I v1` 9TH OAa�P OF CA {� TOT. L D . 37.0 P S F S E D N 11900 DUR . FAC. 1 . 25 FROM I V SPACING 24.0" JREF- 1SSA795_R05 _ M M M M M M M M M M _ THIS_EPAREr COMPMPUT (M DIMI ) SUB_ BY TR�. (ANDALU6-:ANDALUSIA (PLAN: 6) D(�signer:IV -- ANDALUSIA @ - T53) Top chord 2x4 SPF 1650f -1.5E :T2, T3 2x6 SPF 1650f -1.5E: Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 HF Std/Stud ADDITIONAL LOADS TC From 68 PLF at 26.50 to 90 PLF at 32.00 BC From 2 PLF at 0.00 to 2 PLF at 28.00 TC 136 LB Conc. Load at 26.50 TC 180 LB Conc. Load at 32.00 BC 75 LB Conc. Load at 34.25, 38.25 Plates sized for a minimum of 3.00 sq. in. /piece. 0-5-0 7YA= T'1 1136/1. X180// 80 mph wind, 15.89 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. See DWGS TCFILLER1103 and BCFILLER1103 for filler details. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/360 total load. Truss designed for 10 psf non -concurrent bottom chord live load. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2.16d Box or Gun (0.135"x3.5",min.)nails and diagonally brace per DWG. BRCALHIP 1103. 4X6(Al) = 3X8= 7X6= 7X6= 3X8= 175# �75N_ 0-5-0 T 4X8(A1) _ 3-6-7 3 5 3-3-13 2-5-7 3-8-3 5-7-9 E _1, 5 9-0-5 5-11-0 5-7-9 9-2-0 5 1-0 5-11-0 5-11-0 5-9-4 9-3-12 I_ 11-11-11 _1_ 20-8-9 _1_ 9-3-12 _1 L 42-0-0 Over 2 Supports _I R==1328 U=180 W=8.75" R=1727 U=180 W=5.5" Note: All Plates Are 2X4 Except As Shown. +13-5-12 T 4-4-14 1 (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV -- ANDALUSIA @ T53) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA 2/-/-/-/R/- S[c[ale =.125" Ft. Spates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA ' ALPINE "WARNING" TBUSSES RCOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING, REFER TO BCSI I OJ (BUILDING COMPONE14T SAFETY INFORMATI011). PUBLISHED BY TPI (IR USS PLATE INSFITUTE. SBJ D"OFRIO DB., SIIITE 200. MADISON, NI 5]]19) ANO WTCA (HOOD TRUSS COUNCIL OF AMERICA, 6.00 E4 NPRISf. LN, MADI SHIN, NI 5]]191 FOR SAFETY PRACTICES PRIOR 10 PERFORMING THESE FII IlCTION$. UNI.F. SS DTII F.0.WISC INDICA rE D. TOP 0100.0 SIIALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SIIALL HAVE A PR OPCRLY ATTACHED RIGID CEILING. -IMPORTANT-FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINI: ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAIIBRE TO BUILD THE TRIISS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING OF TRBASES. � ESS� l �O`D 1N,F2 P Nov 8 20 Co �rt1 (A N T C L L TC DL BC DL BC LL 16.0 14.0 7.0 0.0 P S F PSF PSF P S F REF f DATE DRW CA -ENG R 7 9 5 6881 05/18/05 CAUSR795 05138017 J M F/ G W H Alpine Engineered Products Inc. Sacramento, Ca 95928 DESIGN CONrnRMS WITH APPLICABLE PRnVISInns OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) AND IPI. AI.PINf. CO NNtOR PTAtES ABC MADE 0i T.0/18/16GA (X.11/S/K) ASTM n65. GRADE 40/60 (N. K/11,$1 GnI.V. Sif. F.L. APPLY PLnI[S TO EAG11 Fn CC or TRUSS ANO. UNLESS OLNE0.MISC 1.0GnTC0 0H L1115 OF. SIGN• POSITION PT.R DRAWINGS 16OA).. ANY INSPECTION OF PLATES FOLLOWED BY (i) SIIALL BC PCR ANNEX A.J OF IP11 2002 SEC..T. A SEAL ON 11115 DRAWIIIG INDICATES ACCEPTANCE Or PROFESSIONAL ENGINEERING RE SP0N SIBILITY SOI.F.I.Y FOR IBV IRIISS COMPONCNI DESIGN SHOWN. THE SUITAOILITY Arra USE OF THIS COMPONENT FOR ANY BUILDING IS [HE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI I SEC. 2. * L1� No. C 58005 ENO. 6-30-2006 C�vtL �P 9� l:AL1FD�l, OF TOT . L D . 37.0 P S F S EON - 20779 D U R .FAC . 1 . 2 5 FROM G S SPACING 24.0" ]REF 1SSA795_R12 = = M M = M M M M M M THIS_ EPARE COMPMPUT (M DIMI ) SUBM BY TR_i. (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV -- ANDALUSIA @ - T54) Top chord 2x4 SPF 1650f -1.5E :T2, T3 2x6 SPF 1650f -1.5E: Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 HF Std/Stud ADDITIONAL LOADS TC From 68 PLF at 26.50 to 78 PLF at 28.03 TC From 134 PLF at 28.03 to 90 PLF at 32.00 BC From 2 PLF at 0.00 to 2 PLF at 28.00 TC 136 LB Conc. Load at 26.50 TC 180 LB Conc. Load at 32.00 BC 75 LB Conc. Load at 34.25, 38.25 Plates sized for a minimum of 3.00 sq.in./piece. 80 mph wind, 16.22 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. See DWGS TCFILLER1103 and BCFILLER1103 for filler details. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/360 total load. Truss designed for 10 psf non -concurrent bottom chord live load. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2 16d Box or Gun (0.135"x3.5",min.)nails and diagonally brace per DWG. BRCALHIP 1103. 4X6% 3X5= X136/1 X180// 4 �j 3X5= T2 7X8= T3 5X71 GY I I T D PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 i'� i 1 ,f u \ll/ _ 1D T13-5-12 Scale =.125" Ft. 06 (Al) = 3X8= 7X6= 7X6= 3X8= X75//. �75//4X8(A1) 3-6- - 5-7-9 55 7-0-5 5-11-0 3-8-3 9 1 r 2-p 1 5-11-0 I$IS 5-11-0 �E 5-11-0 X13 5495473 91-3-127 DATE 1, 13-11-11 J- 18-8-9 J- 9-3-12 _1 Q�, IY G �•Iv B 2D 42-0-0 Over 2 Supports _1 DRW R=1439 U=180 W=8.75" "rMPORTANT`"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINF. ENGINEF. R=1839 U-180 W-5.5" 'Note: All Plates Are 2X4 Except As Shown. (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV -- ANDALUSIA @ - T54) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.125" Ft. 5 ates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNINGCS TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING ACID REFER 10 BCSI 1.03 (BUILDING COMPONENT SArEiY NrURMATION), PHEILISIIED BY IPI 11RUSS PLATE INSTITUTE. D-nNDrR IC DR.. SI11 TE 200. MADISON. NI 57]191 AND WTCA (MOOD TRUSS CoUNc11. of AMERICA. 6,100 LHIERPRISF. MADISON. WI $3719) r0R SAFETY PRACTICES PRIOR TO PERFORMING tHESf. FUNCTIONS. UNLESS OTHERWISF. i0P CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND 00 TinM CHORD SHALL IIn V1: A PRUPE RI.Y BRACING. S03 LN, INDICATED, ATIACHED �pFESSj �O L (mow TC LL T C D L 16.0 14 .0 P S F P S F R E F R 7 9 5 6882 DATE 05/18/05 RIGID CEILING. Q�, IY G �•Iv B 2D BC DL 7.0 PSF DRW CAUSR795 05138018 "rMPORTANT`"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINF. ENGINEF. RED ALPINE PRODUCTS. INC. SHALT. NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY rAILURE to TRUSS IN CONFORMANCE WITH TP 1: OR FABRICATING. DANDLING. SHIPPING, INSTALLING A BRACING or OR RNILD INC 1RNSSES. BC LL 0.0 P S F CA -ENG J M F/ G W H Alpine Engineered Products Inc. Sacramento, Ca 95§28 DE SI G ItCONFORMS MI I11 APPLICAFILE OF LIDS (NATIONAL DESIGN SPEC. BY AFAR A) AND TPI. CON N r•.TDR PLATES ARE MARC OF '0""11GA (W,11/S/X) ASTM AO11 GRADE nn/6n (W. I(IH.S) GAIV. STEEL. PLA7CS 10 EADI1 FACE OF f0.IISS AND. UNLESS O'HERNISC LOCA7C0 ON THIS OESIGt1, POSITION PER DRAWINGS ANY SPECT OF PLATES FOLLOWED BY (1) SMALL BE PER ANNEY A3 Oi fell -2002 SEC.3, A SLAT. DRAWI VG INDICATES ACCCPiANf.E OF PROrESSI ONAL ENGINECRI NG RES PDH S IBILI TY SOLELY rOR Ill f. 10.11 SS BUILDINGIIOESIGNERTPERSATNSI/IrPlr' SCC U2. OF THIS COMPONENT FOR ANY OIIILDIt1G IS Ili r. RF.SPONSIn11.IlY ALPINE. APPLY 16on Z. OH THIS CDMPnHEN1 of 111E * NO. C $8005 Exp. 6.30-2006 tSj CtutL \P q�CFCAUFC�a TOT . L D . 3 7 . 0 P S F S EON - 20783 D U R .FAC . 1 .2 5 FROM G S SPACING 24.0" JREF- 1SSA795_R12 - M M M M M M M r r - THISMEPARE- COMPMPUT (M DIME-) SUB- BY TR�. I, HIV UAL UO-: All UALU3 IH (ri-AIV: 0) ULb191)Edr':1V -- HIV UALU3IA loo) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 HF Std/Stud ADDITIONAL LOADS "WARNING" IRHSSES REQUIRE EXTREME CARE IN FABRICATION, DINED. IOr, SHIPPING. INSrAI.I.ING AND BRACING. REFER TO BCSI T.O3 (OIIIIDINr COMPONEIIr SAFETY INFORMAtION), PUOI.ISIIF.D BY 1P1 (IRNSS PI,AI'T. INSrllllll:. SOl p•OIIOFRIO OR,. 511ITE 200. MADISON. HI 5.1)19) AND NICA (NOOD TRUSS f.O11NCll OF ANF. RIC,n, f.;lUO f.Nr1iRPRi51. LN. �Q ESS10, QROFESS/O TC From 68 PLF at 26.50 to 80 PLF at 32.00 BC From 2 PLF at 0.00 to 2 PLF at 28.00 TC 68 LB Conc. Load at 26.50 TC 90 LB Conc. Load at 32.00 Building designer is responsible for conventional framing. Plates sized for a minimum of 3.00 sq.in./piece. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS TO THE FRONT EVERY 6.00 FT TO FLAT TC. EXTENSIONS TO THE BACK EVERY 6.00 FT ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-164 NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33),OR DWG. BRCALHIPR1103. SUPPORT HIP RAFTER AT #1 HIP AND WITH CRIPPLES AT 8-5-13 OC. 4X12% 3X55F- 2X4 III 2 X 4 / (A 3X8= 4X14 it T2 3X5= 168� 4X12(63) = 3X8= H1010= 2X4111 3X5= H1010= 80 mph wind, 16.56 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Calculated horizontal deflection is 0.11" due to live load and 0.15" due to dead load. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/360 total load. Calculated vertical deflection is 0.46" due to live load and 0.65" due to dead load at X = 22-9-9. Truss designed for 10 psf non -concurrent bottom chord live load. 3 X 5 X90# 2 X 4 III 4 2X4- � 4X6(A3) 0 5-0 LEIS \� 13-5 12 3X8= 4X6 (A3) 2-11-8 3-6-13 3-8-10 3-10-11 3-10-11 3-8-15 3-10-6 3-6-13 2-11-8 LE4-11-1,I, �E SIE �}E �E}E rr 7-10-9 7 3 7 3-10 11 0 11 3 8 15 7-5-3 I 7-10 9 1_ 15 11 11 _1.1�-8-9 _I_ 15 3 12 I 2-0-0 Over 2 Supports R=2630 U=205 W=8.75" R=2853 U=224 W=5.5" (:E) (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV -- ANDALUSIA @ T55) PLT TYP. 20 Gauge HS,Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA 2/-/-/-/R/- Scale =.125" Ft. S ates Fabricators 760-397-4122 P 85-435 Middleton Street,ThermalCA "WARNING" IRHSSES REQUIRE EXTREME CARE IN FABRICATION, DINED. IOr, SHIPPING. INSrAI.I.ING AND BRACING. REFER TO BCSI T.O3 (OIIIIDINr COMPONEIIr SAFETY INFORMAtION), PUOI.ISIIF.D BY 1P1 (IRNSS PI,AI'T. INSrllllll:. SOl p•OIIOFRIO OR,. 511ITE 200. MADISON. HI 5.1)19) AND NICA (NOOD TRUSS f.O11NCll OF ANF. RIC,n, f.;lUO f.Nr1iRPRi51. LN. �Q ESS10, QROFESS/O TC L L 16.0 P S F R E F R795- 6883 MADISOII, NI 53]19) FOR SAFETY PRACTICES PRIOR i0 PERFORMING THESE TONCTIONS. UNLESS OtHERWIS[ INDIC,AIT.D. TOP CHORD SII ALL HAVE PROPERLY AIiACHED STRUCTURAL PANELS AND BOTTOM CHORD SBALL HAVE A PROPT.RLY ATrACII[D RIGID CEILING. **IMPORTANT**FHRNISII A COPY OF [IIS DESIGN TO THE INSTALLATION CONTRArIOR, ALPI Nr. VNGINELREB (Y LJ `p fly [- C FA Q��O 7 y� •�V �•IVov O p TIC D L BC DL 14.0 7 0 P S F P$F DATE DRW 0 5/ CAUSR795 1 8/ 0 5 05138019 ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY TAILOR[ r0 HHILD IOL TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SIII PPING. INSTALLING A BRICING OT IgIIS SC S. BC LL 0.0 P$ F CA -ENG J M F/ G W H Alpine Engineered Products InC. Sacramento, Ca 95$28 BCSI GN CHNFONM$ HITH nPPLIf, AOLC PROVISIONS nF NDS (Nn1lnNnl Of.SI OG SPT. f.. DY nFAPO) OND IPI. nI.PI NI; I ONNCC10R PI.A TES AR[ HA OC nF 20/18/IGf,A (N.11/5/K) nS rM AG 5.3 GRAOC 9O/Cin (N. K/11,5) f,n l.V. STI: T, I.. Ar PI.Y PLAICS TO CACII FACE OF TRUSS AND. IIIIlESS OT11[RNISC LOf,AT[D ON 11115 DESIGN, POSI11O11 PT. P. DRANINf.s ifiOn*/.. ANY INSPECTION OF PLATES FnLLONED BY (I) SHALL RE.PER ANNEX A3 or rrll-2un2 SEC.3. A SEAL DN"IIS NES GNGSIIONN111 CArCSt11EC5UII ItABI LIfY PNOFUSCInFATI11SGfnMPON[NrRFOROpNYBplII.DINE.OISL111[11RI:S1'nNSROIL IIYMOFIItIIF: BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. Ar o. C 58005 6TP.6•3,O-2006 Cl,v11 �� q� O�� OF CA TOT. LD 37.0 P S F $ EON - 20810 D U R .FAC. 1 . 2 5 F ROM G S SPACING 24.0" JREF- 1SSA795_R12 _ M M = = M = M M M M THIS_EPARE- COMPMPUT (M DIMt ) SUB_ BY TRM. (ANDALU6-ANDALUSIA (PLAN: 6) - T56) (Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: ;Bot chard 2x6 SPF 1650f -1.5E Webs 2x4 HF Std/Stud SPECIAL LOADS ------(LUMBER OUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at 0.00 to 60 PLF at 17.97 TC From 4 PLF at 17.97 to 4 PLF at 24.03 TC From 60 PLF at 24.03 to 60 PLF at 42.00 BC From 16 PLF at 0.00 to 16 PLF at 28.00 BC From 14 PLF at 28.00 to 14 PLF at 29.29 BC From 24 PLF at 29.29 to 24 PLF at 42.00 BC 135 LB Conc. Load at 29.29 Plates sized for a minimum of 3.00 sq.in./piece. 0-5-0 4X6% 3X8= 3X5= - - axe, -- 80 mph wind, 16.89 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. See DWGS TCFILLER1103 and BCFILLER1103 for filler details. Deflection meets L/360 live and L/360 total load. 10 psf BC live load per UBC. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-164 nails and diagonally brace per DWG. BRCALHIPH1103. 0-5-0 1 13-5-12 5X6 (Al) = 3X5= 7X8= 2X4 111 3X5= 7X8= 1135// 3X5= 4X8 (Al) 3-10-11 3-10-11 3-8-150 0 4-7-9 5-2-7 5-4-0 5-5-12 5 7 9 7 2 1 7 11 15 3-10-11 3 1 1 3-8-15 8-1-11 g_ 0 2 17-11-11 _1_ 9 ,I_ 42-0-0 Over 2 Supports -� R=1481 U=180 W=8.75" R-1606 U 180 W-5.5" **IMPOP.TANT**r IIRNI511 A COPY OF 11115 DESIGN in 1111: ITIS TAI. I,AIIOR f.ONIRA f.inR, nI.PI NII:NrInEI'R I: II t� 7ALPINE PRODUCTS, INC. SMALL NOt DE RESPONSIDEE FOR ANY DEVIATION FROM THIS OCSlrR: ANY IAII, ITR OIII I,n Ill r, IRIISS IN Cn NI'ORMANCE Will IPI: DR 1ADRICAI'IRG. IIA NDI.1 Nr. SII I I'PINr. IN51AL1.1 NG R OP.A f.I Nf. OF I'P. 11551:5. DE SI f,N f.ON ORM$ NITN OrrLlfn Rl.E PROVISIn N$ OF NDS (IIAl ONAI. nl Sl f,N SPE f„ nY nl'RPAI ANI) Irl, n1.rlNt. C OR N f.Cl OR PI. A I(,S ORE MADE OF 2O/10/1(;Gn I .II/S/R) OSTM n611 f.RAB,. An/Gn (N. P./II.S) GnI V. $(CII„ AP P I.Y PI.AICS IO Enrll FACI: Or INTI I AND. IINLESS nlxERxISE LOCA T CD ON IIIIS OF Jr,r1, PD$I II DN I"! Ill?ANI IIrS 16IIA /. } o. C 5800tJ } ANY INSPECTION Of PI,AICS rOI.I.nN[n By (1) SIIAI.1, BE PEP. ANNEX A3 01' IPll 2008 SIC.3, A 11'A I. TIN 11115 Exp. 6-30-2006 DRAWING IIID If.nil:$ nf.0 r.P lnll f. (, nr PROF [$SIONA I. I: Nf.l 11 (, r.RIHr. RE SP(IN51n1111 Y SDI. I.I IOR IIID. IRIISS f.Ortr0 N1. N1 /� `' 1s Alpine Engineered Products Inc. DESIGN SIIONN. SIIIIAn11.ITY ANO II SE Of IIIIS CnMPnRExt FnR 110% Y111.1 nII1LIlING IS TIM: RESrnnslnll III DI' 1111 �qp CtVll- Sacramento, Ca 95928 nol1.DING DESIGIICR PER ANSI/TPI I Sr. c. 2. FOFCAL11F 6-4-14 t CA/2/-/-/-/R/- (ANDALU6-ANDALUSIA (PLAN: 6) - T56) PLT TYP. Wave TPI Design Crit: TPI -1 95 STD UBC 7.01.0421.11 REF R795-- 51253 DATE 10/06/04 DRW CAUSR795 04280032 CA -ENG PCH/GWH Spates Fabricators 760-397-4122 85-435 Middleton Street,TherrnalCA 'WARNING'* IRIISSCS P.COIIIIr. EXIRLME CARV: IN FABRICA' ION. NCrFR 10 ncsl I -n3 (BUII.nING r.OMPONLNI SAf EIY INrnRMAI1DN), D'ONOFRID FIJI- Sol 200. MADISON. NI 53%19) ANO NIf.A (x000 HADISnR, NI 53]1!i) FOR SAr r.IY PRAf,IIf.[S PRINK iO Pr. Rf ORMINr IInNDI.ING. 5111PPING. INSIAII(III; ANI) IIRACING. PIIBI. I SIICD nY IPI ((Russ Pl.n 11 IxSiI (III[. 1 -1 1 S.1 C.O."ICH. OF AMERICA. h:mO 1.NILRPRISI: IN. III f. S(, fIIN f.11ON 5, II NI.I SS 1^ IPVRfx'1 .�C OPw SIC DUR.FAC. 10P f.NORO 'PA"MAV., ran PC LY ATT nC11 (.D STAII f.IIIRAL PA', I.$ ANn RIGID C[ILING. n011OM f, llDRn Sx Al, 1. IIn Vr. RIYI n11t IAf. 11.11 �.0`D �I � MY ov 1 2 **IMPOP.TANT**r IIRNI511 A COPY OF 11115 DESIGN in 1111: ITIS TAI. I,AIIOR f.ONIRA f.inR, nI.PI NII:NrInEI'R I: II t� 7ALPINE PRODUCTS, INC. SMALL NOt DE RESPONSIDEE FOR ANY DEVIATION FROM THIS OCSlrR: ANY IAII, ITR OIII I,n Ill r, IRIISS IN Cn NI'ORMANCE Will IPI: DR 1ADRICAI'IRG. IIA NDI.1 Nr. SII I I'PINr. IN51AL1.1 NG R OP.A f.I Nf. OF I'P. 11551:5. DE SI f,N f.ON ORM$ NITN OrrLlfn Rl.E PROVISIn N$ OF NDS (IIAl ONAI. nl Sl f,N SPE f„ nY nl'RPAI ANI) Irl, n1.rlNt. C OR N f.Cl OR PI. A I(,S ORE MADE OF 2O/10/1(;Gn I .II/S/R) OSTM n611 f.RAB,. An/Gn (N. P./II.S) GnI V. $(CII„ AP P I.Y PI.AICS IO Enrll FACI: Or INTI I AND. IINLESS nlxERxISE LOCA T CD ON IIIIS OF Jr,r1, PD$I II DN I"! Ill?ANI IIrS 16IIA /. } o. C 5800tJ } ANY INSPECTION Of PI,AICS rOI.I.nN[n By (1) SIIAI.1, BE PEP. ANNEX A3 01' IPll 2008 SIC.3, A 11'A I. TIN 11115 Exp. 6-30-2006 DRAWING IIID If.nil:$ nf.0 r.P lnll f. (, nr PROF [$SIONA I. I: Nf.l 11 (, r.RIHr. RE SP(IN51n1111 Y SDI. I.I IOR IIID. IRIISS f.Ortr0 N1. N1 /� `' 1s Alpine Engineered Products Inc. DESIGN SIIONN. SIIIIAn11.ITY ANO II SE Of IIIIS CnMPnRExt FnR 110% Y111.1 nII1LIlING IS TIM: RESrnnslnll III DI' 1111 �qp CtVll- Sacramento, Ca 95928 nol1.DING DESIGIICR PER ANSI/TPI I Sr. c. 2. FOFCAL11F 6-4-14 t CA/2/-/-/-/R/- Scale =.125" Ft. TC LL TC DL BC DL BC LL 16.0 14.0 7.0 0.0 PSF PSF PSF PSF REF R795-- 51253 DATE 10/06/04 DRW CAUSR795 04280032 CA -ENG PCH/GWH TOT.LD. 37.0 PSF SEON- 11912 DUR.FAC. 1.25 FROM IV SPACING 24.0" JREF- 1SSA795_RO5 M M M M M M M M M M M M THIS MEPAREMCOMPMPUT (M DIMIM) SUB_ BY TR�. (ANDALU6-ANDALUSIA (PLAN: 6) - T57) Top chord 2x4 SPF 1650f -1.5E :1-3 2x6 SPF 1650f -1.5E: Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 HF Std/Stud SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at 0.00 to 60 PLF at 19.97 TC From 4 PLF at 19.97 to 4 PLF at 22.03 TC From 60 PLF at 22.03 to 60 PLF at 42.00 BC From 16 PLF at 0.00 to 16 PLF at 28.00 BC From 14 PLF at 28.00 to 14 PLF at 29.29 BC From 24 PLF at 29.29 to 24 PLF at 42.00 BC 135 LB Conc. Load at 29.29 Plates sized for a minimum of 3.00 sq.in./piece. 0-5-0 T 4 X 6 3X8= 5X6% 4X6 3X5= 80 mph wind, 17.22 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. See DWGS TCFILLER1103 and BCFILLER1103 for filler details. Deflection meets L/360 live and L/360 total load. 10 psf BC live load per UBC. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPH1103. 4X8(A1) = 3X5= 7X8= 3X5= 7X8= 11350 3X5= 4X8 (Al) 4 7 9 5 2 7 5 4 0 3-10-1a-11 03028-81-8-15 5-5 12 5-2-7 -1-4-7_ 9 7-2-1 7-11-15 3-10-11 3-10-11 3 15 8-1 11 7-2-1 19-11-11 ,I_ 6-8 9a ,I_ 15-3-12 _I 0-5-0 13-5-12 42-0-0 Over 2 Supports _I R=1593 U=180 I4=8.75'1 R-1718 U=180 W=5.5" Note: All Plates Are 2X4 Except As Shown. (a ) (ANDALU6-ANDALUSIA (PLAN: 6) - T57) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/R Scale Spates Fabricators 760-397-4122 85-435 Middleton Street, Thermal CA "WARNING" TRUSSES RCOOINC EXTREME CARE IN EABRICA11nN. NANDEING. SIn111116. 1NSIATI Ilni Arlo BRAC INf., ar.PLR rn ncsl InB (nnn.Blnc rnnrnxLnr SnrLrr Ixrnnnnnnn,, rnnLlsul:n nr Tri nauss r1,An, lxalnuu. son O'nNorRln OR., Son(. 200. nADI $nN, NI SJll9) ANn WtCn (Wool) MISS cllnxClL nl AMERICA. !1]011 Inn I!PN.ls IN. NABISON. WI Si]19, FOR. sArr" PRACTICES PRIOR In PE,arORMING INESL 1111lCIINNs, II NII SS r11111P.His1' INDICA-1. IOPf-lmRn sRALL IIAvE PROPERLY AIIAcIILn SIRRcINRAL PA NI S ANn ROIINEI CN ORn $IIA LIIInVL A PRI)PI:RIY ATTACHEDRIGIn r.nuNc,2 IMPORTANT"r1IRN1 tin A COPY OI- IVIS RESIGN In ]III: INSIAL1A11nN CONIRAr,roR. ALPnN EIIGIIHIRin'ALPINE /p E(YBC TC TC LL DL DL 16. 14.0 7.0 D PSF PSF PSF REF DATE DRW R795 51254 10/06/04 CAUSR795 04280033 I•RAF)"C's. INP.. SHALL NOT BE RESPIIRSIBI,1: FOR ANY FIEVIAnnR FROM 1111$ I)ESIf,N; ANYIAILNRI IN Il111111IIII 1Russ IN r-O"111MA"CE WIIII IPI: ort I'n llal Ulixr.11111111 IHf,SNIPPINGIN,,AI,I ""AORALINGlInN(G.I/ISI°fnIHNnMSWIIIIMn01.'Orn%n/IR/IGGA(X C.580005 BC LL 0.0 PSF CA -ENG PCH/GWH I/S/K, (1Ap°OYAI'APn, ANn Irl. AI"IIOTOT CUNNIClop PIAILS ARE. ASIM AIiS-t BRnnnn/fin (W, K/N,S, GAIV.511.11, nl•PIYAIr.S LD 37.0 PSF $EON- 11915 Alpine Engineered Products Inc. Ca 95428 In EPGII 1Af,I, nr IRnSS nNB, NNI f.SS nrl1lRWlsf. I.nf.A rrB ON IHIIS 111: SIf.N, rnSllloN I•I.I! nRnFII I+GS If.NA /005nuuurtnlnx nr P1.Ana rm.to"rn Br (I, sxnLL R[ rr:a nNNu na nr rPn-eon% SI:I:.!. n$111on20116DUR.FAC. DRAWING TIInILAIrsAGGEPIA"Gr. Or PRRrCSSION41. rxf.INCERIHf, RCSPOIISIpII,11Y SOL (EL Ina 111E IRKS$ r,OMPn11N'LSacramento, nlllLnINGnisicit IIBLSIGNLRIPER.nc $FirAll 4.1ANSI/IPIII$If IRC Of 11115 f.OMPOII[NI r00. ANY BIIILI1111G Is 1111. RrsPONsI"ILIIY Rr n¢1F0'a\P 1 .25 FROM IV SPACING 24.0" JREF- 1SSA795_RO5 - THIS_EPARSO COMPMPUT (M DIME ) SUB_ BY TR�. (ANDALU6-ANDALUSIA (PLAN: 6) - T58) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :W5, W7 2x4 SPF #1/#2: SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at 0.00 to 60 PLF at 42.00 BC From 16 PLF at 0.00 to 16 PLF at 28.00 BC From 14 PLF at 28.00 to 14 PLF at 29.29 BC From 24 PLF at 29.29 to 24 PLF at 42.00 BC 135 LB Conc. Load at 29.29 80 mph wind, 17.40 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/360 total load. 10 psf BC live load per UBC. Plates sized for a minimum of 3.00 sq.in./piece. 5X6= 3 X 5 3X5% 3X5% 3 X 5 3 X 5 3X5 4 % 4 2 X 4 2 X 4 0-5-0 / W5 W7 0-5-0 4X8(B1) = 3X5= 5X6= 3X8= 5X6= 1135// 3X5= 4X8(B1) 4-11 4 _1_ 6-3-3 _1_4-11-2_1_4-10-7 4-10-7 -4-11-2_1- 6-3-3 _1_4-11cz 4 _i 8 5 4 r 7-8-6 T 4-10-7�E4-10-7 1 7-8-6 T 8-5-4 1, 21-0-0 _1_ 21-0-0 _1 2-0-0 Over 2 Supports R=1651 U=180 W=8.75" R=1776 U-180 W=5.5" Note: All Plates Are 3X5 Except As Shown. , (ANDALU6-ANDALUSIA (PLAN: 6) - T58) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 REF R795-- 51255 DATE 10/06/04 DRW CAUSR795 04280034 CA -ENG PCH/GWH Spates Fabricators 760-397-4122 `•WARNING`• rRIISSES REOIIIRE EXTREME CARE IN FARRICArION, IIANDIIIIG. SIIIPPING, INSIn1.1.INl: ANn RRACING. SEON- 11918 85-435 Middleton Street, Thermal CA RIFE C 1-n II D NG r-OMPONrrvr SAI' IY NrRRMAI OH PII1 ISH 1'0 T IPI IRIISS rinrr IIISII1111I SR"I C n SI J (n IE I E I 1 ). II. D ( .. .. FROM Of ES si PR „5 24.0" R' D'ONO.R10 pR., soli¢ 20 n. MADISOA WI 5.1119) nrlD Mlfn (Noon IRR SS LOIN f.I I, nr nrll.R lCn, f.;iDn 1'NII RT,ol"A 1,11, MADISON. MI 57119) Illq SAF r..Y PRA f.r If.ES PRIOR In PI.R.nRMING IIIE SI: FN Nf,110115, HHI I'SS I11111'RNI'il INOICn II'D. 1SSA795_R05 IN L. Inn C110'r) SIIAI.I. II AVE PROPI:RI.Y AIIACIICn SrR11CrIIRAI PA MCLS AND nor l oM r, B Orin $BAl 1, HAVI: n I'1!n PI,RI +' nIroU111n �OLO �7 RI r. 11)ClI I.I Nf,. CPN 0 ••IMPORTANT "rllR 111 Su n COPY Or 11115 DESIGN 10 111r. I$IS I Al. I. A I I on r,nNIRAC1(IR, AI PIIII IRC 1111 r Ill. 11 ALPINE PRO. S. INf., SH A1. I. Ilor BE RI:SPONSlnl, 1: I'OP. ANY 111 VIn110r1 FROM nIIS I11;S1 GH; nN IA"ORI IO IMllln IHI I RIISS IN .,nrvl'H P, lin N r -I' MI III IPI; OR I' All RI r, A r IN C.o r' Il nlI D I,I11 f,, 5111 PP III f,, III SI AlA.1Mr, A RR nClrl l; IN IRIIS SI.S, BISIGN COM.ORIIS W ill AIIIIf,ABI.I: PROVISIONS (Ir Tins (IIAIIOIIAI DESIGN SPEC. BY Ar'APA) Alit) IPI. AIPINI' r -O N Nr f. 1 OR PIAIES ARI MAnE Of zA/IN/16f,A (N.B/S/K) AsrM Ansa 6RAnl AO/611 (W, I/N. s) r.nl Y, till II . Ar PI r f No. C 58005 PTAIES 10 rArll rACC or IRIISS Ann. IINI r. SS OIII r.RMl sl: LDf nICO ON ells nl:Sl f,R, POSITION Plan O'AMIInSS Ifnn Z. Exp. 6-a0-2006 ANY INSPECTION nr FIAIRS .DI.I.ONEn nv 11) SIIA 1. 1. D1: PER ANN r,K A.i (I I' IPI I JOHR SOC 1:1. n sl'A 1. 1111 ons n%W,1NL INDICATCS Ar,C1:PrA NCC or PRnTESSIONAI I: N GINCERITIG RISPnNSIn1I11Y $OI. I:Iv 1,nR III1. i'RIISS CBM Pn HI: NI Alpine Engineered Products Inc. CIVILG �P Sacramento, Ca 95028 111111tH r. ITIS, 1111 SA14SI/ILMI ANC 1151 OF ons f-OMPOIIf.11i I'OR nor DBILBIHf. IS off RI'SPRNS11111I1r Or Illr OFCAU`O�� nIII I.III NG II I.SIGNf.R PFR ANSI/IPI 1 SEC. ], +13-5-12 CA/2/ / TC LL TC DL BC DL BC LL TOT. LD. DUR.FAC . SPACING 7-5-0 1 '-/R/- Scale =.125" Ft. 16.0 14.0 7.0 0.0 PSF PSF PSF PSF REF R795-- 51255 DATE 10/06/04 DRW CAUSR795 04280034 CA -ENG PCH/GWH 37.0 PSF SEON- 11918 1.25 FROM IV 24.0" JREF- 1SSA795_R05 _ 1' M r M M M M M r M - THIS _EPAREMCOMPI PUT (_ DIMEM SUS( BY TRM- (ANDALU6-ANDALUSIA (PLAN: 6) - T59) Top chord 2x4 SPF 1650f -1.5E :T3 2x6 SPF 1650f -1.5E: Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 HF Std/Stud SPECIAL LOADS PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/R Scale ------(LUMBER S atesFabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA DUR.FAC.=1.25 pfESS/p Q�D '"• /y IVov 1 2 2 �y� / PLATE DUR.FAC.=1.25) 16.0 14.0 7.0 TC From 60 PLF at 0.00 to 60 PLF at 19.52 TC From 4 PLF at 19.52 to 4 PLF at 22.48 TC From 60 PLF at 22.48 to 60 PLF at 42.00 BC From 16 PLF at 0.00 to 16 PLF at 28.00 BC From 14 PLF at 28.00 to 14 PLF at 29.29 BC From 24 PLF at 29.29 to 24 PLF at 42.00 BC 135 LB Conc. Load at 29.29 Plates sized for a minimum of 3.00 sq.in./piece. 0-5-0 T 5 X 6 % 4 X 6 3X8= 3X5= 80 mph wind, 17.15 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. See DWGS TCFILLER1103 and BCFILLER1103 for filler details. Deflection meets L/360 live and L/360 total load. 10 psf BC live load per UBC. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPH1103. 5X6 (Al) = 3X5= 7X8= 3X5= 7X8= 1135# 3X5= 4X8 (Al) 3-2-(8- J➢ -8-15 1,4-7-9 _I, 5-2-7 _I_ 5-4-0 14-4-3 1- 5-5-12 _1_ 5-2-7 _1.4-7-9 I 7-2-1 7-11-15 �T3-10-1113-10-1 E3-8-151 8-1-11 T 7-2-1 1 1_ 19-6-3 _I, j-2-1 _1_ 15-3-12 ,I 0-5-0 T+13-5-12 iez 42-0-0 Over 2 Supports _I R=1567 U=180 W=8.75" R=1692 U=180 W=5.5" Note: All Plates Are 2X4 Except As Shown. (ANDALU6-ANDALUSIA (PLAN: 6) - T59) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/R Scale =.125" Ft. S atesFabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNING" TNOSSES REOIIIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING, INSTAL( INf, Alto TRACING. REFER TO nrsl I.03 (BIIII.B NG COMPONENT SArE1y INFORMATION). Ponl.lsln.n Fly tPl (TRIISS PI.AII: INSTIHIIIE. 5n.1 D'ON Of R10 BR.. SII( If. ROO, MADISON, NI 57YIn1 nlln Hl fn (HOOD rRIISS f,111INf,I I, Of not l'Rl f.n, G7" INII,R PP.I Sf I11, MADISON. HI 5,]19) TOR SAFETY PRAT -I ICC$ PRIOR I' Pf.RfORMllif, 1111:51; rII11f.lInNS, IIIILISS g111f,RN15( INnIf.AIIN' THIP CII'Rp' AL1. IIA VI: PROPERLY A11Af.11 i.D $INlt C I IHR A I. PA NI:I.S AND IlnlinM f, II D I!n SIIA I.I. IIA VI: A 1•R IIP I'P.I.Y nl IAf.II I'll RIGID CEILING. "IMPORTANT *FURNISH A copy OF THIS DESIGN to IRE INSIAI,I.AT Intl CnNINACTOR, ALP(NI. LIIGI11 p. RFn pfESS/p Q�D '"• /y IVov 1 2 2 �y� TC TC BC LL DL DL 16.0 14.0 7.0 PSF PSF PSF REF DATE DRW R795 51256 10/06/04 CAUSR795 04280035 ALPINE =Z� PRODUCTS. INC. SIAI.I. NOT BE RESPONSIBLE FOR ANY DEVIATION FROM Ons DESIGN: ANY fA11,11R1' 10 II IIII,D In (Russ in ruin ORMANCE Nl to IPI: OR t'ABRICAtING. HANDLING,. SHIPPING. INStAI.I. INr. A IIRAr.ING Or 1RNSSr S. BC LL 0.0 PSF CA ENG PCH/GWH D1:5I G11 r.ONF"MS NI IN APP I. ICABLE PGOVISI ONS Or NDs (NAI IONAI. Dr.SIFN SPT oY AFAPA) Ann IPI, AI.P Alf f.a NNE f.toR PI.A IS Aar MA O1: of RO/IB/If GA (H,11/5/K) ASTM nGS,I f,R nD T. n'/f.n (H. I'M.S: f, nl V, till l'I 4P1•LY TOT. LD 37.0 P S F S EON - 11921 Alpine Engineered Products Inc. Sacramento,Ca95�28 PI ATES To EAco FACE OT IRIISS AND. IINL FSS On1ERHISE LOCATED Oil Ill is or'1611 P'S111O11 PER OPn111NG5 II;oA (. ANY INSPEFTiON or PI.ATES TOI.I.OWET) BY (1) SHALL BE PrR ANNEX n3 or IPO zmlz 5[r..a, n 51nI, IIx nus DRS GNCSIIOHNfAiISl111:cTEPIANCE 5IIIIAnII.I/Y ANnrll$1'IDFA11111Srf.OMPaNT.NIRfORnANYnnIIILDIIIff11ISIt11111RI$1•Il11SR TillIIIIII11Y110fNIHIN' Il111 LD10G OWN. HI:R PI:R Ons i/IPI I SEC. /. # No. C 58005 Exp, 6-30-2006 CIVa- 9�Q7CALIOrr; IIr P DUR .FAC . 1 .25 FROM I V SPACING 24.0" JREF- lSSA795_ROS _ M M M M M M M M M M M THIS -EPAREM COMPMPUT (M DIME_, SUBI-BY TRM. (ANUALUb-ANUALUJIA (PLAN: b) - IbU) Top chord 2x4 SPF 1650f -1.5E :T3 2x6 SPF 1650f -1.5E: ,Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 HF Std/Stud SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at 0.00 to 60 PLF at 19.52 TC From 4 PLF at 19.52 to 4 PLF at 22.48 TC From 60 PLF at 22.48 to 60 PLF at 42.00 BC From 59 PLF at 0.00 to 59 PLF at 29.29 BC From 24 PLF at 29.29 to 24 PLF at 42.00 BC 135 LB Conc. Load at 29.29 Plates sized for a minimum of 3.00 sq.in./piece. 0-5-0 IT T 5 X 7 % 3X5= zvQ- 5 X 7 80 mph wind, 16.82 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/360 total load. 10 psf BC live load per UBC. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPH1103. 4X10 (AI) = 3X5= 7X8= 2X4111 3X5= 7X8= 1135# 3X5= 4X1O(A1) 4-7-9 5-2-7 5-4-0 3-10-11 3-10-11 3-8-15 5-5-12 R5 J 7-2-1 7-11-15 3-10-11 3 1 1 3-8-15 8-1-11 0- 3 -3-4 1_ 17-6-3 _I_ 6-1L-1 _I_ 15-3-12 _I 2-0-0 Over 2 Supports R=2391 U=193 W=8.75" 0-5-0 T R=2131 U=180 W=5.5" 01 13-5-12 (ANDALU6-ANDALUSIA (PLAN: 6) - T60) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA /2/ R Scale =.125" Ft. 5 ates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNING- TRUSSES NEOUIRE EXTREME CAR[ IN FABRICATION, HANDLING. SHIPPING, INSIAI.I.ING AND BRACIrIG. aCFER TO OCSI 1.OJ (DIIII.DINf. f.OMP011ENt SAFETY INFOaMAiION), PIIOI.ISIII:D DY tPl (T0.NS5 PI.AIC IHSIIII1IL'. SD,I D'ONOFRIO DR.. SIIIt[ 700. MADISON. NI 5J719) AND NTCA (HOOD IRDSS COI1Nf,IL Or AM(.RIT. . G,l0O I;NtENPR151 LN. MADISON, NI S.l'/19) FOR SAFETY PRACTICES PRIOR 10 ....FORMING IHISC FIINF.IInNS. IINLr.SS O1'HI:RNISr. INDlf.nrl:p. IOP "TODD SHALL HAVE PROPERLY ATTACHED STRUC TNRAL PANELS AND DOT TOM CHORD SDIE1. HAVE A PROPERLY AIIACDED C`�E�Q•Yq' �O p L• C (C '7 TC T C LL D L 16. 14.0 0 PSF P S F REF DATE R795 51257 10/06/04 ALPINE RI`ID `EILI"` "IMPORTANT -FURNISH A r,OPY or r11Is DESIGN TO THE INSTALLATION CONTRACTOR. ALPINI" ENGINEER. TRUSS IN INC. ANAEL NOT DC RESPONSIBLE ANY DEVIATION FROM I111s or..INST ANY 10 DTRIIS INC IRII$$ IN f.ONF ORMANCC NI 111 IPI: OR FABRICATING. HA NDI.I Nf., $III .PING, INSI AI, 1. 111 f. A DRnf-I NG OF IPIIS 51. $. c�P v 8 2 BC B C DL L L 7. 0. 0 0 PSF P S F DRW CA -ENG CAUSR795 04280036 P C H/ G W H Alpine LSacramento,rC ucts 95028Inc Engineered ,y NFAILIIRIRRAC:N :FORRI DESIGN CONFORMS NI 111 APPLICABLE PROVISIONS OF Nos (NATIONAL DESIGN SPEC, DY A,APAT ANO IPI. ALPINE COtI11111CIR PLATES ARC MADE OF 20/IB/I6GA (N,H/S/KI ASTM AGSJ GRADI: n0/GO (N, K/11,5) f,n l.V. $I IA.1,. APPLY 11 FACEof TRII SS AND. II NLE ss OT ITT HI SE L0 ATI.0 ON I111s TIESIf. N. POSIIIDN P1: P. DgnWIN. IC•On-L.58005 PI AIFS IO EACH ANY INSPECTION or PLATS FnLlONCo GY (i) SHALL BC PTR ANNCY A-, or IP11 20U2 Sr.f...l, A SEAT. OR r11I$ DRA N:rlG IND: C. IF$ Af.L FP'ANL[ OF PROFESSIONAL CNG IN, PING NESP IT IG I IMI rY $TIL [I.Y rDR III. IpII SS r.DTIP UH[1!1 0:1 LDINGIGN IIDESIGNEROW N.IPERSANSI/TPItl SC r,.I AND "ZC nF nns foMPnxCxT FOR ANY DUILDINL Is nn: RESPnlls:ni::rr nr Inl. Exp. 6-30-2006 q�QFCALtFQ��`P TOT . L D . 3 7 . O P $ F S EON - 21525 D U R .FAC . 1 . 2 5 FROM I V SPACING 24.0" JREF- 1SSA795_RO5 = M M M M M M S M M - THISM EPARt COMPMPUT (M 01MI ) SUBMBY TIW. (ANUALUb-:APIUALUJIA (PLAN: b) ueslgner:bi, -- ANUALUJIA t- - Ibl) Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 HF Std/Stud SPECIAL LOADS ----- (LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at 0.00 to 60 PLF at 15.97 TC From 90 PLF at 15.97 to 90 PLF at 26.03 TC From 60 PLF at 26.03 to 60 PLF at 42.00 BC From 59 PLF at 0.00 to 59 PLF at 29.29 BC From 24 PLF at 29.29 to 24 PLF at 42.00 TC 486 LB Conc. Load at 15.97, 26.03 BC 135 LB Conc. Load at 29.29 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. Building designer is responsible for conventional framing. Truss transfers 200.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. 3 COMPLETE TRUSSES REQUIRED Nailing Schedule: (0.131"x3"_Gun__.nails) Top Chord: 1 Row @ 6.25" o.c. Bot. Chord: 2 Rows @ 3.50" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. 80 mph wind, 16.56 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/360 total load Plates sized for a minimum of 3.00 sq.in./piece. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS TO THE FRONT EVERY 4.00 FT TO FLAT TC. EXTENSIONS TO THE BACK EVERY 5.00 FT ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33),OR DWG BRCALHIPR1103. SUPPORT HIP RAFTER AT //:1 HIP AND WITH CRIPPLES AT 5-7-14 OC. 3X8= 3X5=� 3X6' 3X5 486// T2 486// 3X5 3X5 4 4 2 X 4 2X4% -5-8-14 0-5-0 0-5-0 13-5-12 4X6 (Al) = 4X4 7X8= 2X4 III 3X5= 7X8= 1135:# 3X5= 4X6 (Al) I 3-10-11 E4 7 9 ,I_ 5 2 7 ,I, 5 4 0 �1E SIE SIE 3-10-11 3-8-15 al- 5-5-12 ,1_ 5-2-7 ,I_4 7 9 _I i 7-2-1 T 7-11-15 T3 -10-11T3 0 1 r3 10 11T 7-11-15 T 7-2-1 'I 1_ 15-11-11 -I_ 1b 8 _I_ 15-3-12 _I 42-0-0 Over 2 Supports _I R=484 PLF U=38 PLF W=8-6-0 R=2702 U=214 W=5.5" Rh=+/ -988 plf through 8-6-0 shear wall from 0-0-0 to 8-6-0 (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS -- ANDALUSIA @ - T61) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.125" Ft. S atesFabricators 760-397-4122 8535MiddletonStreet,ThermalCA "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION• HANDLING. SHIPPING. INSTALLING AND REFER TO BCSI 1 -OJ (BUILDING COMPONENT SAF [TY INFORMATION)• PIIOLIS"ED DY TPI (tRIISS PIAIC INSIIIIIE, O'OHOFRIO D0.., SHIT 200. MADISON, NI 57 119) ACID MEGA (HOOD iRll SS COUNCIL OF AMCRI f.A, 670 ENTER BRACING. 583QfESS1 PRI SI. LN. TC LL 16.0 PSF REF R795 17052 MADISON. NI 57119) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FU14CTIDNS. HITLESS OTHLRNISC TOP CHORD SHALL NPV( PROPERLY ATTACHED STRUCTURAL PANELS ANO BOTTOM CHOR0 SHALL HAVE A PROP F. RI.Y RIG IO CEILING. "IMPORTANT*`FURNISH A COPY OF THIS DESIGN t0 THE INSTALLATION CONTRACTOR. ALPINE. ENGINEERED INDICATED, AT Af.HED �p �/ LL-- p�O 7 �'IVo 1 2 Fw -Y T C BC D L DL 1 4 7 . 0 .0 P S F PSF DATE DRW 09/20/05 CAUSR795 05263011 ALPINE PRODUCTS. INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSIALLING A BRACING Or BUILD 111 1[ TRUSSES. BC LL 0.0 P S F CA -ENG PCH / G W H DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF LIDS (NATIONAL DESIGN SPCC. OY AFSPA) AND TPI. CONNF.0 TOR PLATES AREMAD, OF 20/1B/16GA (W,11/S/K) ASTM A653 GRADE AO/60 (N. K/11.5) GAIN. St, i. I. AIPINC APPLY TOT. L D 3 7 0 P S F SEA N 28348 Alpine Engineered Products Inc. P Sa ramento,Ca95028 PL ATf.S TO EAC" FACE OF tRIISS AND. IINLE SS OTIIE0.WISE ILO LA TCD ON THIS DESIGN, POSIil01I PER DRAWINGS ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TPII'2002 SEC.J. A SIAL DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRB S DESIGN GROES. THESUITABTPI I ANO HSE OF T"IS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY DUIlDlH4 DESIGNER PER ANSI/iPi i SEG. 2. 1GOA-Z. ITN THIS COMPO"L"T 0( THE * _/9%OaFCYAUF���` No. C 58005 Exp. 6-30-2006 A ^1"1` P D U R .FAC . 1.25 F R 0 M G S SPACING 24.0" JREF- 1SSA795_RO7 - r M M M M M M M M _ THIS_EPAR� COMPMPUT (M DIMt ) SUB -BY TR�. tAIVUALUO-AIVUAL1-131A trLAN: 0) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x6 SPF 1650f 1.5E Webs 2x4 HF Std/Stud IOC) T2, T3 2x6 SPF 1650f -1.5E: In lieu of structural panels use purlins to brace all flat TC @ 24" OC Plates sized for a minimum of 3.00 sq.in./piece. 0-5-0 T 4 Y 6 4Xfis 80 mph wind, 16.22 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. See DWGS TCFILLER1103 and BCFILLER1103 for filler details. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/360 total load. 10 psf BC live load per UBC. Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPH1103. 06 (Al.) = 3X8= 7X6= 7X6= 3X8= 06 (Al) 3-6-7 1-3 3 3-8-3 5-7-9 ,I_ 15-114I.11' 7-0-5 1_ 5-11-0 _I 4-5-7 _I_ —I-5-7-9 I �E 9-2-0 'IE 5-11-01-1 5-11-0 -I 5-11-0 5-9-4 T 9 3 12 I_ 13-11-11 _1_ 18-8-9 ,I_ 9-3-12 _1 0-5-0 13-5-12 42-0-0 Over 2 Supports _1 R=1371 U=180 W=8.75" R=1371 U=180 W=5.5" Note: All Plates Are 2X4 Except As Shown. (ANDALU6-ANDALUSIA (PLAN:6) T62) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 —WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER 10 RC'•T 1-03 (OUILDING COMPONENT NT SAFETY INFORMATION). PUBLISHED OY IPI (TRUSS PLATE INSIIIUTE. 583 85-435 Middleton Street, Thermal CA � 70, O'OxOFRIO D4 $UI TE 200. MA OISON. MI 57719) ARO MICA (WOOD TRUSS COURCIL OF AMERICA, 8.100 ENTERPRISE Lx, d.w^ MADISON, MI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING IIIE SE iUNCTIONS. UNLESS OTHERWISE INDICATED, �O�D TOP CHORD :.-TALL NAVE PROPERLY ATTACHED STRUCTURAL PANELS AN BOTTOM f,H ORD SHALL NAV F. A PROPS RI.Y ATTACHED RIGID CEILING. 08 o v O'lgG ""IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE. CNGINCERF.D 'Y O 17�J PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE 10 BIIII.D 111E ALPINE TRUSS IN CHNIORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING A BRACING OF TRUSSES. DCSIGN CONI'ORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) AND IPI. AI.PINC GO TIN EC T OR PLATES ARC MAD[ OF 20/1B/16GA IN,N/S/K) ASTM A65J GR AOC HO/GO IN GA I. V. 51 CC I. APPLY PLP ICS in EACH FACE OF TROSS AND. I'M OTHER MISE LOf-ATED IT IVIS DCSIGN. POSIIIO" PI'R DRAWINGS Ir,OA�/. * No. C 58005 ANY' INSPECTION OF PLATES Fill. ED BY (t) SMALL BE PCR ANNEN AJ Or IPI) -2002 SCC. 3. A S1: n I. 011 III IS Exp.6-30-2006 Alpine Engineered Products Inc. DRAWING INDICATES ACCEStAHCF. OF PROFESSIONAL ENGINEERING RE SPONS IRILI TY SOLELY FOq ill T, IRU SS fnnrnxCnI CSV �L \P P Sacramento, Ca 95428 DCSIGN $NRNN. III[ SIIIiABiITTY AND USE OF THIS COMPONC111 FOR ANY BUILDING IS IIIC RCSPOIISInII.IIY flf TIIf. 'qj� BUILDING DESIGNER P[0. ARSI/TPI 1 SEC. 2. -C OF CAL(VL) (:5E) CA/2/-/-/-/R/- TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.125°/Ft REF R795-- 51259 DATE 10/06/04 DRW CAUSR795 04280041 CA -ENG PCH/GWH SEON- 21543 FROM IU JREF- lSSA795_ROS M = = = = M = = = = M - THISMEPAR� COMPMPUT JWOIMM) SUB- BY Tam tAIVUALUO-AIVUALUJIA (YLAIV: 0) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 HF Std/Stud - Ib3) :T2, T3 2x6 SPF 1650f -1.5E: JIn lieu of structural panels use purlins to brace all flat TC @ 24" OC Plates sized for a minimum of 3.00 sq.in./piece. 0-5-0 T 80 mph wind, 15.89 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. See DWGS TCFILLER1103 and BCFILLER1103 for filler details. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/360 total load. 10 psf BC live load per UBC. Do not support overframing on the flat top chord of this truss. Cripples frame to adjacent trusses. Attach 2x4 lateral bracing to flat top chord @ 24" OC with 2-16d nails and diagonally brace per DWG. BRCALHIPH1103. 4X6% 2X4a — 7X8= — 4X6- 2X4 3X5— T2 3X5- 4 � (A) T3 (A) -, 4 0-5-0 13-5-12 4X6 (Al) = 3X8= 7X6= 2X4 III 7X6= 3X8= 4X6 (Al) I-=- 5-7-9 _I 3 -6-7 5-11-0 SIE - 31E 5-11-0 �I� 5-9-4 _IE 8 3 I_ 5-7-9 _� j 9-2-0 1 5-11-0 T 5-11-0 T 5-11-0 1 5-9-4 Z 9 3 12 I_ 11-11-11 _1_ 20-8-9 _1_ 9-3-12 _1 R=1302 U=180 W=8.75" 2-0-0 Over 2 Supports R=1302 U-180 W=5.5" (ANDALU6-ANDALUSIA (PLAN: 6) - T63) PLT TYP. Wave TPI Design Crit: TPI -1 95 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 'WARNING " TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO BCSI I OJ (BUILDING COMPONENT SAFETY INF ORMAtION), PIlOLI SIICD BY IPI (TR115S PLATE INS711UTC. 583 85-435 Middleton Street, Thermal CA pR )O D'FER,T O OR., SUITE 200. MADISON. MI SJ719) AND ORMA (HOOD TRUSS COUNCIL OF AMERICA. G,1OO f.NlCRPRI SC lN, MADISON. HI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. �O w L- C(ww TOP CHORD SMALL HAVE PROPERLY AI TAC HE0 STRUCTURAL PANE TS AND BOTTOM CHORD SHALL NAVE A PRO PC R TV AIfn CNED p.�O H Y^ RIGID F.TILING. U/ IV Ov �!%Z 'IMPORTANT—'URNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE. 016INEERED AL P 111 E PRODUCTS, 11'C. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH IPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING A BRACING DF TRUSSES. 0E SIGH CoRF[•RM5 WI T11 APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE CON NC CTOR PI:.TES ARE MA OC OF 20/10/16Gq (11.N/1/K) ASTM AG53 GRABC 4O/6D (W, K/H.S) GAIN. SICCL. APPLY PLATES TO Ea'N FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON IVIS DESIGN. POSITION PER DRAWINGS 16OA ANY INSPECTION OF PLATES IBLLOWEO BY (1) SHALL BE PCR ANNEX AJ OF TP11 2OO2 SC f...l, A SC nI. O!! 11115 FnP6.3O-2006 Alpine Engineered Products Inc. DRAWING INU II:gT[S ACCF.P IANCC OF PROFESSIONAL ENGIHF.ERING RC SPDNSIDILI TY $OI.CLY FOR I'll TRUSS f,O MPONC NI CtVR \P Sacramento, Ca 95028 DESIGN SHOIIII. TOE S017AOILIIY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS INE RCSPONSIBIIIIY OF ill[ BUILDING DI'SIGNER PER ANSI/TPI 1 SEG. 2. �OFCAUF��a Tb3 4-4-14 CA/2/-/-/-/R/- TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.12511/Ft REF R795-- 51260 DATE 10/06/04 DRW CAUSR795 04280042 CA -ENG PCH/GWH SEON- 21549 FROM IV JREF- 1SSA795_R05 _ M = THISM.EPARM COMPMPUT SW DIMM) SUBM BY TMR. (ANDALU6-ANDALUSIA (PLAN: 6) - T64) Top chord 2x4 SPF 1650f -1.5E :T2, T3 2x6 SPF 1650f -1.5E: Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :W3, W9 2x4 SPF #1/112: SPECIAL LOADS ------(LUMBER DUR.FAC.=1.25 / PLATE OUR.FAC.=1.25) TC From 60 PLF at 0.00 to 60 PLF at 9.97 TC From 30 PLF at 9.97 to 120 PLF at 15.97 TC From 120 PLF at 15.97 to 120 PLF at 26.03 TC From 120 PLF at 26.03 to 30 PLF at 32.03 TC From 60 PLF at 32.03 to 60 PLF at 42.00 BC From 24 PLF at 0.00 to 24 PLF at 42.00 TC 90 LB Conc. Load at 9.97, 32.03 10 psf BC live load per UBC. Building designer is responsible for conventional framing. Plates sized for a minimum of 3.00 sq.in./piece. 80 mph wind, 15.56 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Calculated horizontal deflection is 0.11" due to live load and 0.16" due to dead load. (A) Continuous lateral bracing equally spaced on member. Deflection meets L/360 live and L/360 total load. Calculated vertical deflection is 0.57" due to live load and 0.81" due to dead load at X = 21-0-0. USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS TO THE FRONT EVERY 2.00 FT TO FLAT TC. EXTENSIONS TO THE BACK EVERY 6.00 FT ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33),OR DWG. CD110. SUPPORT HIP RAFTER AT #1 HIP AND WITH CRIPPLES AT 8-5-13 OC. 4X1O(A1) = 4X10= H1010= 2X4111 H1010= 4X10= 4X1O(A1) IE 5-7-9 _1 3-6-7 5-7-9 -1- 6 71 5-11-0 }E 5-11-0 3{E 5-11-0 }E 5-9-4 �J -8-3 I. 5-7-9 _I 9-2-0 T 5-11-0 15-11-0 jI 5-11-0 I 5-9-4 9 3 12 I_ 9-11-11 _1_ 22-8-9 _1_ 9-3-12 _I 42-0-0 Over 2 Supports _I R=2246 U=180 W=8.75" R=2246 U=180 W=5.5" (ANDALU6-ANDALUSIA (PLAN: 6) - T64) PLT TYP. 20 Gauge HS,Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA /2/ 4X12% 4X12 2 X 4 2 X 4 = 3X8= 0#� 3X8T2 7X8= 0# R 7 Scale 4 r (A) T3 (A) Ft. S aces Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA 0-5-0 Qat SIDYI(gA ;�!4 0-5-0 3-81I-14 I W3 W9 113-5-12 13-5-12 51261 ALPINE MADISON, NI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. IINI.f.SS nT11f.0.WISE INOIC.ATF.D. TOP CHORD SHALL HAVE PROP RLY ATTAC NED STRUC LURAL PANELS AND BOTTOM CHORD 5,,AL1, IIAVF. A PRON (, RI.Y Aitnf, 11 G.n RIGID CEILING. "`IMPORTANT"FBRNISH A COPY OF THIS DESIGN TO TIIE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY rAII.ON[ TO BUILD Ill(. TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING A BRACING 01' TRUSSES. LD W. �O -Y^ � �`110v 18 0� {(/ TC BC B C 4X1O(A1) = 4X10= H1010= 2X4111 H1010= 4X10= 4X1O(A1) IE 5-7-9 _1 3-6-7 5-7-9 -1- 6 71 5-11-0 }E 5-11-0 3{E 5-11-0 }E 5-9-4 �J -8-3 I. 5-7-9 _I 9-2-0 T 5-11-0 15-11-0 jI 5-11-0 I 5-9-4 9 3 12 I_ 9-11-11 _1_ 22-8-9 _1_ 9-3-12 _I 42-0-0 Over 2 Supports _I R=2246 U=180 W=8.75" R=2246 U=180 W=5.5" (ANDALU6-ANDALUSIA (PLAN: 6) - T64) PLT TYP. 20 Gauge HS,Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA /2/ R Scale =.125" Ft. S aces Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO SCSI 1-03 (BUILDING COMPONENT SAFETY INFORMATION), PHBLISIIED BY TPI (IRIISS P1. AI[ IN'S'T7OIE, 583 D'ONOFP.10 DR.. SHITE 200. MADISON. MI 537191 AND WT CA (MOOD TRNS5 COUNCIL OT AMERICA, 6J 00 FIIIERPRISE LN, Qat SIDYI(gA TC L L 16.0 P S F R E F R 7 9 5 51261 ALPINE MADISON, NI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. IINI.f.SS nT11f.0.WISE INOIC.ATF.D. TOP CHORD SHALL HAVE PROP RLY ATTAC NED STRUC LURAL PANELS AND BOTTOM CHORD 5,,AL1, IIAVF. A PRON (, RI.Y Aitnf, 11 G.n RIGID CEILING. "`IMPORTANT"FBRNISH A COPY OF THIS DESIGN TO TIIE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY rAII.ON[ TO BUILD Ill(. TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING A BRACING 01' TRUSSES. LD W. �O -Y^ � �`110v 18 0� {(/ TC BC B C D L DL L L 14 7.0 D. .0 D P S F PSF P S F DATE DRW CA -ENG 10/06/04 CAUSR795 04280044 P C H/ G W H Alpine Engineered Products Inc. Sacramento, Ca9s428 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFAPA) AND IPI. ALPINE CDN HECTOR PLATES ARE MADE OF 20/1B/16GA (N,N/S/K) ASTM A65J GRADE AO/6n (N. K/ll, $) GAT. V. SI F. E1.. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OtHERWISE LOCA IED ON THIS OE SIGN, POSItiON PT.R DRAWINGS IGOA-2. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX AJ OF fPll-2002 SEG -.J. A SCAL ON THIS OR INDICATES ACG.EPTANCC OF PROFESSIONAL ENGINEERING RESPONSIBILITY $OLEI.Y FDR THE IRIISS f.OUPDNF.N1 DESIGN SHOWN. TIIE SUITABILITY AND (ISE OF THIS G-OMPUNENI FOR ANY RHILDING. IS nM: R[ SPnNSI011.11Y OF Ill f. BUILDING, DESIGNER PER ANSI/IPI 1 SEC. 2. * No. C 58005 Fxp.6-30-2006 A S�9) DTVI` FCFCALIF� TOT . L D . 3 7 . 0 P S F S E 0 N - 21555 D U R .FAC . 1 . 2 5 FROM I V SPACING 24.0" JREF 1SSA795_RO5 _ M M = = M = M = = M _ THISMEPARI COMP—PUT � DIMM) SUB_ BY T� (AINUALUb-ANUALUJIA �I LAN: b) FB p chord 2x4 SPF 1650f -1.5E t chord 2x8 SP M-23 Webs 2x4 HF Std/Stud I b:)) T2, T3 2x6 SPF 1650f -1.5E: 180 mph wind, 15.22 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Deflection meets L/360 live and L/360 total load. j/_1 hip supports 7-11-11 jacks with no webs. Corner sets are conventionally framed. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 6.00 FT TO FLAT TC. SPACING OF SUPPORTS ORIGINATES FROM #1 HIP. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d NAILS AND DIAGONALLY DWG. BRCALHIPH1103. SUPPORT HIP RAFTER WITH CRIPPLES AT 5-7-14 OC. 5X6(A1) 0-5-0 1 T 5X6= 3 COMPLETE TRUSSES REQUIRED , Nailing Schedule: (0.13lx3.0_g_nails) Top Chord: 1 Row @ 10" o.c. Bot Chord: 1 Row @ 12" o.c. Webs : 1 Row @ 4" o.c. Repeat nailing as each layer is applied. Use equal spacing between rows and stagger nails in each row to avoid splitting. Calculated vertical deflection is 0.38" due to live load and 0.63" due to dead load at X = 23-7-7. Building designer is responsible for conventional framing. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Plates sized for a minimum of 3.00 sq.in./piece. 3X10% 3X7= 2X4 3X8= 3X5= 3X7= 3X10 2 X 4 3X10= 1010= 2X4111 3X5= 1010= 3X10= 5X6 (Al) 4-6-3 13 5-6-6 5-6-6 5-6-6 5-6-6 5-4-10 z 9-9 4-6 3 1 RE 7-11-11 4-8-11 5-6-6 5-6-6 5-6-6 5-4-10 7-3-12 1_ 7-11-11 _I_ 26-8-9 _I_ 7-3-12 -I R=4109 U=288 W=5.5" 2-0-0 Over 2 Supports 0-5-0 T+13-5-12 R=4109 U=288 W=5.5" 0 T 3-0-14 1 (ANDALU6-ANDALUSIA (PLAN: 6) - T65) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA /2/ R Scale =.125" Ft. 5 ates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNING-- 1101515 REQUIRE E%TRCLLE CANE IN FgBRICATiON, HAIIDLING. SHIPPING. IN11A11ING AILD BRACING. REFER TO SCSI 103 (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY IPI (TRUSS PLATE INSIIiIIIF.. 587 O'ONOFRIO OR., SUITE 200, MADISON, NI 57]19) AND ""A (WOOD TRUSS COUNCIL OF AMERICA, 6300 [NIENPRISE LN, MAOISON, NI 57]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING (NESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SMALL NAVE PROPERLY ATTACHED SIRUCIURAL PANELS AND BOIIOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CnuMG. p�OfESSfO n0�–D W .` Fw [[�_ _Y C9.Nov 8 20 �Z T C TC BC L L DL DL 16.0 14.0 7.0 P S F P S F PSF R E F DATE DRW R 7 9 5-- 51262 — 10/06/04 CAUSR795 04280043 —IMPORTANT—FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINC ENGINEERED ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILIIRF. 10 DUILD THE TRUSS IN CONFORMANCE NIT" IPI: OR FABRICATING. HANDLING. SHIPPING, INIIALLING A BRACING OF IRIIS.IES. B C L L 0. 0 P S F CA -ENG P C H/ G W H Alpine S acramenononeered rCa cts 95028D. Sacramento, Ca 95728 HEST GN CO"F OR MS NI I11 AP PL ICAOLE PROVISIONS OF NDS (HA TIONAL DESIGN SPCC. BY AFhPA) A"n IPi. AL PI ITF. CDN NE CT OR PLA IES ARE MADE OF 20/IB/i6GA (N,H/S/K) ASTM A653 GRADE 40/60 (N, K/M. 57 GA I. V. ST I TT . APPLY PLATES t0 EACH FACE OF TR[IS S AND. (INL CSS OT HERNISI LOCATED ON THIS DESIGN, POSI IION PER DRAWINGS 160A-2.. ANY INSPECTION OF PLATES FOLLOWED BY (1) 1NALl 0I. PER AMIE% A.l Of IPII-2002 SI. f -„l. A SIAL OII 11111 DRAWING IODICAIES ACCEPTANCE OF PROFCSSIONAL CNGINCCRING RCSPONSIBILItY SOLELY FOR Inc TRUSS COHNONI;Nf DESIGN SHOWN. THE SOItAB ILItY AND USf OF 'MISCDMPOH[N1 FOR ANY OuII.nING IS IIII: RESPONSIHII.ITY OF III[ BUILDING DESIGNER PER ANSI/TPI I SEC. 2. No. C 58005 EILp.6-30-2006 ^ II - �� y1V1` �\P �OF CAUF T 0 T . L D . 3 7 . 0 P S F S E 0 N 21596 D U R .FAC 1 2 5 FROM I V SPACING 24.0” JREF- 1SSA795_RO5 = M = M M = = = = M M _ THIS _EPARE_ COMPI_PUT (_ DIMEM SUBI_BY TR�. (ANDALU6-ANDALUSIA (PLAN: 6) - T66) Top chord 2x4 SPF 1650f -1.5E 80 mph wind, 17.39 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere Bot chord 2x4 SPF 1650f -1.5E in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC Webs 2x4 HF Std/Stud DL=5.2 psf. :Rt Bearing Leg 2x4 HF Std/Stud: Right end vertical not exposed to wind pressure. Hipjack supports 5-3-7 setback jacks with no webs. Deflection meets L/360 live and L/360 total load. Plates sized for a minimum of 3.00 sq.in./piece. 131 # IWII 3X5Ill 0-3-10 3.32 r--- 2X4- 2X4=17-6-12 -1 1 2-7-14 0-4-14 16-0-12 2X4 (Al) = �1 4-14;:.j 0-1-83-9 I_ 4-3-13 _ I_ 2-8-10 o_J L 2 1-7-3-11 Over 2 Supports R=235 U=180 W=6.62" R=314 U=180 W=1.5" (ANDALU6-ANDALUSIA (PLAN: 6 - T66) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.0 .0421.11 Spates Fabricators 760-397-4122 "WARNING-- TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. 85-435 Middleton Street, Thermal CA REFER TO BCSI 1-03 (BUILDING COMPONENT SAFETY INFORMATION). PUBLISH.. BY TPI (iR1IS5 PLAIT. INSiII11TE. SBJ O'ONOFRIO OR.. $UI TE 200. MADISON, NI SJ719) ANO N1CA (N000 TANS$ COUNCIL OF •MCR ICA, (,700 ENTERPRISE I.N, 91 MADISON, NI 53119 FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS O111ERNISE INDI f.ATE TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE: A PROPERLY ATTACHED(ZAN RIGID CEILING. "IMPORTANT—FURNISH A COPY OF THIS DESIGN IO TIIE INSTALLATION CONTRACTOR. ALPIHI, [NGINEERID ALPINE PRODUCTS. INC. $NAIL NOT BC RESPONSIBLE FOR AHY OEVIAIION F0.0M INIS OCSIGN: nNY FnI1.I1R1. 10BNILDITRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING A BRACING OF IRNSSES. OCSI GtICONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AFAPAI Au0 IPI. ALPINECONHC C T OR PLAESPRCMA OE OF 20/IB/16Ln(N,N/S/K)ASTMAT53 GNADE (N. K/11.51 LALV. SICCL. APPLY Engineered Products Inc. Ca 9528 Sn/GO PLATES TO EACH FACE OF TR IISS AND, uNL F.SS OIIIERNISC LOCATED ON ILII$ DESIGNPOSITI011 PCR OAANINf.S IGOn-]..ANYINSPECTION OF PLATES FOLLOWED BY (1) $NAIL BE PER ANNE%AJ OF IPI1.2002 SCf.JA SEAL ONMISAlpine DRANINf. INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR IIIC TRUSSCOMPONCITISacramento, DESIGN SNONN. ESUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS TIIE RESPONSIBILITY OF TIIE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. :)%—o W. ov .18 civil - OF r-nui CA/2/-/-/-/R/- TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.375"/Ft. REF R795-- 51263 DATE 10/06/04 DRW CAUSR795 04280045 CA -ENG PCH/GWH SEON- 11785 FROM IV JREF- 1SSA795_RO5 _ M = M = = M = = = -M _ THIS _EPARE_ COMPLM'UT (M DIMEM SUBI BY TR _ . (ANDALU6-ANDALUSIA (PLAN: 6) - T67) Top chord 2x4 SPF 1650f -1.5E ,Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Rt i;earing Leg 2x6 SPF 1650f -1.5E: Ilipjack supports 4-9-6 setback jacks with no webs. Deflection meets L/360 live and L/360 total load. Shim all supports to solid bearing. 80 mph wind, 17.42 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Right end vertical not exposed to wind pressure. Plates sized for a minimum of 3.00 sq.in./piece. 2X4(A1) L�1 2 4,J 0-2-81 s 1a� 4-1-12 _I_ 2-3-3 0-1-12 �E 6-4-15 0-1112 �6-9-3 Over 2 Supports R=289 U=180 W=6.6211 R=224 U=180 W=2.511 (ANDALU6-ANDALUSIA (PLAN: 6) - T67) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 85-435 Middleton Street,ThermalCA "WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER IO BCSI 1 03 (BIIILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY IPI (IRIISS PLATE INSTiFIIir. 503 D'ONOFNIO IR.. 111 TE 200. MADISON. MI 1311 '1AND MICA (HOOD TRUSS F.OIIHF.IL Of AMERIF.A, 6300 ENTERPRISE LN, MADISON, NI 53)19) FOR SAFETY PRACI ICC$ PRIOR 10 PERFORMING ITIES E rONLiI ON S. IT LC SS DTII E NNISE INDICAIED. 10/06/04 2X4111 CAUSR795 04280046 TOP F,M ORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHARD SHALL HAVE A PROPERLY AttACHED RIGID LEIL TNG. "IMPORTANT—r-HRNISH A COPY OF THIS DESIGN 10 THE INSTALLATION CONTRACTOR. AI.PINf. CNr.I N CI; N EO �74# 0-3-10 Q`OVD - QQ! 7 (�IN Ov 18 2 2X4 III � 3.32 ,-2X4,1— {{{LLL 17-6-12 2-8-10 0-0-1 AlineEngineered Products Inc. P Sacramento, Ca 95§28 ^"r —16 0 12 * 2X4(A1) L�1 2 4,J 0-2-81 s 1a� 4-1-12 _I_ 2-3-3 0-1-12 �E 6-4-15 0-1112 �6-9-3 Over 2 Supports R=289 U=180 W=6.6211 R=224 U=180 W=2.511 (ANDALU6-ANDALUSIA (PLAN: 6) - T67) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 85-435 Middleton Street,ThermalCA "WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER IO BCSI 1 03 (BIIILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY IPI (IRIISS PLATE INSTiFIIir. 503 D'ONOFNIO IR.. 111 TE 200. MADISON. MI 1311 '1AND MICA (HOOD TRUSS F.OIIHF.IL Of AMERIF.A, 6300 ENTERPRISE LN, MADISON, NI 53)19) FOR SAFETY PRACI ICC$ PRIOR 10 PERFORMING ITIES E rONLiI ON S. IT LC SS DTII E NNISE INDICAIED. 10/06/04 �c QRpFE8$7p& W L CAUSR795 04280046 TOP F,M ORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHARD SHALL HAVE A PROPERLY AttACHED RIGID LEIL TNG. "IMPORTANT—r-HRNISH A COPY OF THIS DESIGN 10 THE INSTALLATION CONTRACTOR. AI.PINf. CNr.I N CI; N EO SEQN- Q`OVD - QQ! 7 (�IN Ov 18 2 ALPINE PRODUL15, Ill f.. SIIALL NOT OC RESPONSIBLE FOR ANY DEVIATION FROM 1111$ DESIGN: nNY I'n11.IIR(, 10 flIIILD TIIE i 8111$ IN CONFORMANCE Ni ill IPI: OR FABRICATING, HANDL ING. SIIIPPINL. INSTALL INT. A OR nf.l Nf OF TPIISSI'S. {{{LLL 1SSA795_RO5 DESIGN CONFORMS NI111 APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) ANO IPI. ALPINE AlineEngineered Products Inc. P Sacramento, Ca 95§28 COHITEC IBR PLATES ARE MADE OF 20/18/I6GA (W ."/ASTH A653 GRADE AO/60 (W, K/11, $) GAIN. $iCEI. APPIY PLATES TO EACH FACE OF TRUSS AND. HITLESS OTHERWISE LOCA IED ON iNiS DESILIT, POSITION PF.R DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX AJ OF tP11'2002 SEC. J. A SEAL 011 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITAOILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE9Ti BIIILDING DESIGNER PER ANSI/FPI 1 SEC. 2. * N . C 58005 Exp. 6-30.2006 S� civil_ l OFCAUrr CA/2/-/-/-/R/- TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.0" Scale =.375"/Ft. REF R795-- 51264 DATE 10/06/04 DRW CAUSR795 04280046 CA -ENG PCH/GWH SEQN- 11827 FROM IV JREF- 1SSA795_RO5 - = = = = r = = M M = _ THIS _EPARE_ COMPI_PUT (_ DIME SUBI_BY TR_. (ANDALU6-ANDALUSIA (PLAN: 6) - T68) Top chord 2x4 SPF 1650f -1.5E Bot chard 2x4 SPF 1650f 1.5E Webs 2x4 HF Std/Stud SPECIAL LOADS Scale =.375" Ft. 16.0 14.0 7.0 0.0 PSF PSF PSF PSF REF R795-- 51265 DATE 10/06/04 DRW CAUSR795 04280048 CA -ENG PCH/GWH 37.0 PSF SEON- ------(LUMBER DUR.FAC.=1.25 / PLATE DUR.FAC.=1.25) TC From 60 PLF at -1.26 to 60 PLF at 15.18 BC From 24 PLF at -1.26 to 24 PLF at 0.00 BC From 14 PLF at 0.00 to 14 PLF at 13.92 BC From 24 PLF at 13.92 to 24 PLF at 15.18 TC 224 LB Conc. Load at 5.53, 8.39 TC 314 LB Conc. Load at 6.57, 7.34 USE THIS DESIGN FOR COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS TO THE FRONT EVERY 2.00 FT TO FLAT TC. EXTENSIONS TO THE BACK EVERY 2.00 FT ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(FIG.33),OR DWG. CD110. SUPPORT HIP RAFTER AT #1 HIP AND WITH CRIPPLES AT2-9-15 OC. 0-5-0 80 mph wind, 17.18 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC Dl -==9.4 psf, wind BC DL -5.2 psf. Roof overhang/cantilever supports 12.00 psf soffit load. See DWGS TCFILLER1103 and BCFILLER1103 for filler details. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Deflection meets L/360 live and L/360 total load. Plates sized for a minimum of 3.00 sq.in./piece. 3X5(A1) = 3X5 (Al) [1-2-0_ [1-2-0_� �3-7-1 3-4-7 -3-2-11 3-8-13� 1_ 5-5-12 _ 1_ 4-8-7 _ I_ 3-8-13 _ I i 13-11-0 Over 2 Supports R=1155 U=180 W=5.5" R=1155 U=180 W=5.5" (ANDALU6-ANDALUSIA (PLAN: 6) - T68) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Spates Fabricators 760-397-4122 -WARNING" TRUSS[$ REOIIIRE EXTREME CARE IN FAORICAtION, RANOI.IMG. SIIIPPING. INStAI,1.1Or, AND DRACING. 85-435 Middleton Street, Thermal CA REi[R TO BCSI 1 -OJ (BR LE) NL COMPONENT SATEIY INFORMAtION), PRDLIS1IEn pY IPI (FRRSS PI. A,,1: IN$IIINIF., SA -1 �QpfESsi 0.0 DFRIO DR., SI11 TE 200. MADI $DTI. MI 50719) ANO NT Ca (HOOD TRUSS CDIINC II, 01' AMI:R ICA. f.JI I:NIERPRI SE LN. �"' MADISON, NI 57119) FOR SAFETY PRACTICES PRIOR i0 PERFORMING THESE I')MCI TONS. �INII: SS .1 In I: RMI$I: IN.I f.AiED. TOP CHORD SHALL II AVE PROPERLY AiTAC11C0 SI PANELS AND EDITOM CRO C) SIMI.:. IIAVC A PROP[RI.Y Alin CNE. ��OL RIGID COILING. �QR10 1 2 "IMPORTANT"FURNISH A COPY OF THIS DESIGN IO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED IY ALPINE PR0011f.T5. INC. SHALL NOT DE RESPONSIBLE FOR ANY DEVIATION FROM 11115 DESIGN; ANY FAII.IIRC IO 01111,0 TNF. tRIISS IN CONrORMANCE WITH TPI: OR FABRICATING. HANDLING. SNIPPING. INSTALLING 1 OR Af.i NL OF TRUSS F. S. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFAPA) ANp IPI. ALPINE COIIN EGT OR PLATES ARC HAD OF /I GA (M,11/S/N) ASTM a65J GRAD[ 40/60 (N, x/II. S) GAIN. SiC [L, APPLY PLArEs TO EAC11 FACE OF IRU55 AND. UNLESS OTIIERWISE LOCATED ON 11111 p[SIGN, POSIT IDH PLR pRAWC.GI 16OA-Z. * No. C 58005 ANY INSPECTI011 OF PLATE$ FOLLONED BY (1) SHALL BE D(0. ANN[% AJ OF iP11Z002 SE f,..l. A S[AL ON 11111 Exp. 6-30-2006 Alpine Engineered Products Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RE S PO N SI B ILI 11 SOLC LY FOR THr. IRIISS COMPONENT f\ ^1V1` Sacramento, Ca 95§28 DESIGN G11DESI THE 1UITADILI'I AND 11 SE OF 11115 COMPONENT FOR ANY BIIILnING IS III( RESPONSIBILITY OF III[ 9�OF�uFo�``'� BIIILDIHG DESIGNER PER AN51/IPI 1 SE f.. 2. (aj T 2-2-15 0-5-0 -F +16-0-12 CA/2/ TC LL TC DL BC DL BC LL TOT.LD. OUR .FAC SPACING -/-/R/- Scale =.375" Ft. 16.0 14.0 7.0 0.0 PSF PSF PSF PSF REF R795-- 51265 DATE 10/06/04 DRW CAUSR795 04280048 CA -ENG PCH/GWH 37.0 PSF SEON- 11835 1.25 FROM IV 24.0" JREF- 1SSA795_RO5 _ M M M M M M M M M _ THIS _EPARE_ COMPMPUT (M DIME_) SUBI_BY TRM. (ANDALU6-ANDALUSIA (PLAN: 6) - T69) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Roof overhang/cantilever supports 12.00 psf soffit load. #1 hip supports 3-11-11 jacks with no webs. Corner sets are conventionally framed. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Plates sized for, a minimum of 3.00 sq.in./piece. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 2.00 FT TO FLAT TC. SPACING OF SUPPORTS ORIGINATES FROM #1 HIP. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24" OC WITH 2-16d NAILS AND DIAGONALLY DWG. BRCALHIPH1103. SUPPORT HIP RAFTER WITH CRIPPLES AT 2-9-15 OC. 0-5-0 80 mph wind, 16.35 ft mean hgt, ASCE 7.93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL --9.4 psf, wind BC DL -5.2 psf. Deflection meets L/360 live and L/360 total load. Building designer is responsible for conventional framing. 2X4 (Al) = 2X4(A1) �1 2-0,J �_l z oJ 3-5-0 1 2-11-4 1 3-6-12 3-11-11 2-4-9 1 3-6-12 I_ 3-11-11 _I_ 2-4-9 _1_ 3-6-12 _I 9-11-0 Over 2 Supports — _I R=643 U=180 W=5.5" R=643 U=180 W=5.5" 0-5-0 —F +15-5-12 (ANDALU6-ANDALUSIA (PLAN: 6) T69) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7,01.0421.11 Spates Fabricators 760-397-4122 "WARNING" tRIISSES RCOUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRAF,ING. REFER TO Bf.51 I�03 (BUILDING COMPONENT SAFETY INFORMATION). PUBL isHEn OV IPI (MISS PLAY I' INSI IIN'F,. SO3 85-435 Middleton Street, Thermal CA PamEss D'O!lOFNIO OR.. SUITE 200, MADISON, NI 53] 19) ANO NTCA (HOOD IRIISS f.O UNLIL OF nMl:RICA. fi OOO I:NIf.R PRI SI: I.H. -Y MADISON, NI SJ]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNf,TI0H5. I1!lL F.SS DTII I,RWISC INDICAIED. TOP f,M ORD SHALL HAVE PROPERLY ATTR CIICO STR UC TI'R AL PANELS AND BOTTOM L11O RD 511A I.L IIA Vr, A PROPF RI.Y AIIAC,, INTO RIGID CEILING. 8 0 v "'IMPORTANT—FURNISH A COPY OF THIS DESIGN TO TILE INSTALLATION CONTRACTOR. ALPINE ENGINEERED V UUU ALPINE PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURI. TO BUILD 111E TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING F BRACING OF IRNSSLS. DESIGN COLIFORMS HI TH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY ArAPA) AND TPI. ALPINE LO NNECT OR PLATES ARE MADE OF 7.0/1B/16GA (W,N/S/X) ASTM A65] GRADE AO/FO (W. K/11,5) Gn1.V. SIE CL. nP PI.Y PLATES TO EACH FACE OF TNUSS AND. UNLESS OTHERWISE LOCATEO ON 11115 DESIGN, POSITION PER DRAWINGS 1641-/.. * No. C 5800 5 ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF IPII7.on? .E .1 A 'TAI. ON THIS Exp. 6-30-2006 Alpine Engineered Products Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SnLELY FOR THE IRIISS F.OMPONENI A C1V1` P Sacramento, Ca 95928 DESIGN SHOWN. THE SII I TABIL1rY AND USE OF THIS COMPONENT FOR ANY BUILDING IS IIIE RESPONSIAILIIY 01" IIIE a� BIIILDiNG DESIGNER PER AN 51/TPI 1 Src. Y. CALtFC� CA/2/-/-/-/R/- R795-- 51266 DATE TC LL 16.0 PSF TC DL 14.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TO LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24.011 T 1-8-14 Scale =.375"/Ft REF R795-- 51266 DATE 10/06/04 DRW CAUSR795 04280047 CA -ENG PCH/GWH SEON- 11841 FROM IV JREF- 1SSA795_R05 - M M THIS _EPAREM COMPMPUT (M DIME_) SUBMBY TRM (AI1UALU0-ANUALUJIA (PLAIN: b) - I /U Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/360 total load. 0-5-0 4X4= 80 mph wind, 16.51 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Plates sized for a minimum of 3.00 sq.in./piece. 4 f_ � 4 0.5-0 15-5 12 2 X 4 III 2X4(A1) = 2X4(A1) �1 2-0 1 �1 2 0 j 1 �4-11-8 <-4 - 11 - 8 I_ 4-11-8 _1_ 4-11-8 _I EE 9-11-0 Over 2 Supports R=440 U=180 W=5.5" R=440 U=180 W=5.5" (ANDALU6-ANDALUSIA (PLAN: 6) T70) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 Scale =.375" Ft. TC LL TC DL BC DL BC LL Spates Fabricators 760-397-4122 "WARNING— FRIISSES REOUIRC EXTREME CARE IN FABRICATION. HANDLING. SIIIPPING. INSTAII,ING AND ORAr.ING. REF R795-- 51267 DATE 10/06/04 DRW CAUSR795 04280055 CA -ENG PCH/GWH cc� nn 85- 435 Middleton Street,ThermalCA REFER TO OCSI 1.03 (BUILDING COMPONENT SAFETY INFORMATION). PIIBLISIIED DY IPI (TRUSS PLATE INSIITIITE. 563 SEON- EW� DUR.FAC . D'ONOFRIO DR.. Slll lE 200. MADISON, NI 53719) AND NTCA (HOOD TRIISS COUNCIL OF AMERICA. 6300 ENIERPRISE I.N. S. HERWISE R To FOR SAFETY UNLESS HESE NSit IIII FROM IV TOPIC/ORDM. PREPERLY A9) HALL T TACNEDSSTR UCTURALPP ARE SI ANDNG BOTTOM CHORD SMALL HAVE AI PROPF.RLYI ATTACHED 24.0" '1 1SSA795_RO5 RIGID CEILING. �i P�O�.D �%• v 8 2 O *`IMPORTANT'"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. AI.PINE CNGINE[R[ A L P I N E PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM IN ISDESIGN; ANY FnII.IIRE 10 BIIII.D IIIC 7R USS IN CONFORMANCE Nl ill TPI: OR FAORIf,AiI NG. NA NOINC. SIIIPPING. INSTALLING A ITR nf.I NG Of TRIISS E.S. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPCC. BY AFAPAI AND IPI. ALPINE CONNECTOR PLATES ARE MADE OF 0118/1 CA (N,H/$/K) ASTM A65,3 GRADE AO/60 (N. K/11.5) GAIN. SIEEL. APPLY * No. C 58005 PLATES TO EAfll FAf.E OF TRIISS AND. UNLESS OTHERW)SE LOCATED ON THIS OE SIGN, POSITION PER DRAWINGS I60A Z. ENp,6-30-2006 ANY IIISP[CTION OF PLATES FOLLOWED BY (1) SMALL BE PER ANNEX A3 OF TP 11-2002 SF. f.. -l. A SEAL ON IVIS DRAW)NG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RE SPO NS IOILI TY SOL F. LY FOR CITE IRIISS COMPONCI Engineered Products Inc. yTL� Civil - Alpine Sacramento, Ca 95§28 DESIGN GIIDESI IIE SIIITA01LI7I AND USE OF THIS COMPONENT FOR ANY BUILDING IS TIII: RF.SPONSIOII,ITY OF CII C. `O O� BUILDING DESIGNER PER AN51/TPI I s[c. 2. F CALtF T 2.013 i CA/2/-/-/-/R/- Scale =.375" Ft. TC LL TC DL BC DL BC LL 16.0 14.0 7.0 0.0 PSF PSF PSF PSF REF R795-- 51267 DATE 10/06/04 DRW CAUSR795 04280055 CA -ENG PCH/GWH TOT.LD. 37.0 PSF SEON- 11847 DUR.FAC . 1.25 FROM IV SPACING 24.0" JREF- 1SSA795_RO5 *I r r r r r r� •r _ r■� r r r r �r mow r rr M THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIGNS) SUBMITTED BY TRUSS MFR. (ANUALUO-AINUALUJtA (PLAN: b) - 1/3) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Lt Stubbed Wedge 2x4 HF Std/Stud: Deflection meets L/360 live and L/360 total load. Plates sized for a minimum of 3.00 sq.in./piece. 1 0-7-5 M � 80 mph wind, 11.81 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C. wind TC DL=9.4 psf, wind BC DL=5.2 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. 4X4= 2X4 (Al.) 0-5-0 10-0-12 7-5-0 8-0-0 I_ 7-5-0 _I, 8-0-0 _I 15-5-0 Over 2 Supports R SS9 U-130 H --Simpson MUS26 8-581 U-180 W,5.5" Girder is (1)2X8 min. DF -L 3 ((ANDALU6 ANDALUSIA (PLAN: 6) T73) PLT TPP. Wave TPI Design Crit: TPI.1995 STD) UBC 7.01.0421.11 10/06/04 CA/2/-/-/-/R/- CA -ENG PCH/GWH SEON- Spates Fabricators 760-397-4122 85-035 Middleton Street, Thermal CA —WARNING..: —Isis 01"t"I II frI NI f.,Y.r IN faux lr;,llnF. mxnl lxf. <� rnlnf., In; nl, lf� non Ilr n(rrhl. PI<: 1'n., IfllllLnlMf, f.nMPnMrXI $nIr1Y IN(nV.nnllnNl.'1'1101I<xrb n `,,I w10n<5 rlal' In]rllnlr. l P.Ir(D. I11111%, n'nxnrP ul ov., <nrl 1, inn. �e�lSnx, ul <.�, w> +xl: wrr,n r.unn Ivo« .:�, •u: n N uvn, n.• rnl cruse, �x, N.enl>nN. NI ,,,, rnP x.Irl, rx,r,lrl< rPInP In nlPfnPNI•rr. un<I Illxrllnp•.. �,Il;; ..IniPdl<II INnlrnlrn. InP ('1111;n S.. All IIANt PRn rt ..r AIIAf rn.n ;IPnr IIID AI Yn x111 non Ilnl ,v r.11nPl. .x nll nnvl , I,nII PI • nllnr:nln PILIn r., II;-. r,l�l/ �OFESS/ Off- yy ��c 27 20 TC LL TC DL BC DL 16.0 14.0 7.0 PSF PSF PSF ALP I NE • I MPORTANT••r nvxrxu n rnvr m nn; nr;l.;x In nu' Ixa nl•An un rnx ry nr lnv, <I rlm n,r, nulor� 'P Dnngrl<. @f. wAI, nnl nl Prnx<Illtl 1'lIP AMY nl-, In11nN IF.nM lul< ni <I LN; AN all url a 0N11; nli IPn<( IM Cn NI nP!In NrII HIII, Irl: ,ne lf.nllNn. 1 Il lx(., � Ix:.l All ix�:•n n�lnr;ll I BC LL 0.0 PSF Alpine Engineered Products Inc. Sacramento. Ca 95028 1.1 ;I r}N rn Nl uP n< NI ,,, nPPI Ir.,Ill f. PP ux lolOb$ nl xn< (N�I�tINnl. III bILrvG�l �. N, u.{l•.�, enprl Mill o•IN,I}c, < u;nn.l n<u. 1. ,��r:.o ,. .• I" iIIS ern r •:N rAcrlof rMu;< ,Nn, uNlf;;~nfN1,PFISf. rocwn nNw`':Wi M<IGN. Of•c:liwlnI'll ofI:NIN.S I.--•; i.NY INSPfrfI,IN nl' r1.A1L< 1n1111Hin Nx 01 Umll IW PfP ,Nur, nl ul I'll ,r.v ;l! , ;Inl NI lul< nx.aur, u,nILAII; Ar.uw.Nr.,,.n nenrf551nNn, INf,INffxlMl:PI<PnN,<'1111111➢-iijf1-P lol iearsr-rUNlnl ms •N vm:a. unr,nn,nr•nxN usl ur nna ro o NlNl.ux ,x N nnlrm I< ul Pl:rox,ulnuv ,n nn mnlnlxL m nitxlP rlv ,xtlrn•1 I sl c. z. ♦ No. C 58005 Exp. 6.30-2006 ��� Cn/f► P OF TOT. LD . 37.0 PSF OUR .FAC 1.25 SPACING 24.0" 3-1.0 Scale =.375"/Ft. REF R795-- 51270 DATE 10/06/04 DRW CAUSR795 04280050 CA -ENG PCH/GWH SEON- 21619 FROM IV JREF- 1SR0795_RIO l_ l_ l_ Tui �CDAD_ I`nMD�IDIIT _R DIM�X CII� DV T_D t AINUALUO :AINUALU�,IA (Y LAIN: u) Ueslgner: iv -- AINUALUJIA I-- - Its,l Top chord 2x4 SPF 1650f -1.5E :T2 2x6 SPF 1650f -1.5E: Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud :Rt Stubbed Wedge 2x4 HF Std/Stud: Deflection meets L/360 live and L/360 total load. yl hip supports 7-11-11 jacks with no webs. Corner sets are conventionally framed. 0-5-0 80 mph wind, 11.81 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. H - recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Building designer is responsible for conventional framing. In lieu of structural panels use purlins to brace all flat TC @ 24" OC.. Plates sized for a minimum of 3.00 sq.in./piece. 3X7 (B1) 0-7-5 10-0-12 IE 4-0-11 _1_ 3-1-5 �1Q5 2-11-12 �1_3-3-2 _1_ 3-5-10 ,1 7-2-0 1 2-11-12 r 6-8-12 1_ 7-11-11 _1_ 2-2-1 ,1_ 6-8-12 _1 16-10-8 Over 2 Supports ,1 R=1383 U=180 W=5.5" R=1375 U=180 H=Simpson MUS26 Girder is (1)2X6 min. DF -L 3-0-14 (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV ANDALUSIA @ - T83) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.10 CA 2 1 R - Scale =.375" Ft. S ates Fabricators 760-397-4122 85 435 Middleton Street, Thermal CA LAALPINE WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING.. SHIPPING. INSTALLING AND BRACING. REFER TO DCSI 1 03 (8111LOING COMPONENT SAFETY INFORMATION). PIIOLISIIEU NY TPI (TRUSS PLATT. INSIITHTF. 50-1 U'ONOrR10 DR.. SUITE 200. MADISON, MI 5.17191 AND 4T F.A (ROOD TRII SS C.H.CII. OF AMERICA G30n [III T. R PRI SE LN, MADISON, NI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIOIIS. UNLESS OFHERMISE INDICATED. TOP CHORD SMA LL NAVE PROPERLY ATT A CII EO STRUCTURAL PANELS AND 00TIOM CHORD SIIA I. I. HAVE A PR OP RLY ATTACHED RIGID CCILING. — IMPORTANT"*FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE: TO BUILD THE TRUSS IN CONFORMANCE H1T11 TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALL1NG A BRAf.ING Or TR,sscs. ILd Q0.0FES �� � V r �o TC T C BC B C LL D L DL L L 16.0 14.0 7.0 0. 0 PSF P S F P$F P S F R E F R 7 9 5 23117 DATE 02/03/05 DRW CAUSR795 05034001 CA -ENG P C H/ C W C Alpine Engineered Products Inc. Sacramento, Ca 95428 T ALPINE, OE S.GH CONFORMS HI TN APPI.I CADLC PROVISIONS OF No (NAT ZONAL OE SIGN SPEC. H AFBPA) ANV'S CON NC CTOR PLA T CS ARE MADE Or 20/IB/IC'CA (N. II/S/K) ASTM A05.1 f.RAOF. AD' 60 (H. K/11,5) QALY. SI EEE.. APPLY PI.AIIS 1'0 EACH FACE OF TRUSS AND. UNLESS OTHER NISC IOf,A TED ON THIS RESIGN, POSITION rr.0. OR ARI FIGS IC.OA7,. ANY INSPEf,iION OF PLACES FOLLONED DY U) SIIA LL 0C P(.R ANNEx n3 OF TP112o02 SI:C.3, n Sf.AI. nx IMS URAMING IHDICAIES ACCEPTANCE OF PRorESSInNAL ENGINEERING RLSPONSIBILITY %'F "y EON INL IRIISS CDHPn NI;N1 U11.BNN5110f.$IGNERIPCRSAN51/TPIITA TI SEC II2. OF IVIS f.OMPOHCNi FOR ANY fill II.DING IS lllF. Rr.SPO11S11111.11Y OF IN1: No. C43845 * Exp. 6.30.2007 'n� CIY�1.S Y b V OFCAI.�F� TOT L D 37.0 P S F S EON - 31889 D U R .FAC 1 2 5 FROM P S SPACING 24.0" JREF- 1SSA795_R22 = = = M M M M = (AIVUALUO•:AfYUALUJ I A (VL An: 01 ueslgner:IV - ANUALUZIIA Ia • Ioa Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f-1.SE Webs 2x4 HF Std/Stud :W1 2x6 SPF 1650f -1.5E: Left end vertical exposed to wind pressure. Deflection meets L/240 criteria for brittle and flexible wall cover.ings. Deflection meets L/360 live and L/360 total load. Plates sized for a minimum of 3.00 sq.in./piece. 2X4111 JA7� -� 4 W1 3-5.3 IR 3X5= 2X4111 2X4(A1) _ = i A M M M M M THIS ONG PREPARED FROM COMPUTER INPUT (LOADS b DIMENSIONS) SUBMITTED BY TRUSS MFR. 80 mph wind, 12.06 ft mean hgt, ASCE 7-93. CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C. wind TC DL=9.4 psf, wind BC DL!=5.2 psf. H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. 0.5-0 10.0 12 o-� 1 4 11 le 3 31E 4-8 9 _I 0- T12 4.11 3 1-4-12 T 3 3 12 9-10-8 Over 2 Supports J R=354 U-180 H=Simpson LUS24 R-376 U-180 W-5.5" Girder is (2)2X4 min. DF -L CD 1 3-6.14 (ANDALU6 :ANDALUSIA (PLAN: 6) Designer:IV ANDALUSIA T84) PLT TYP. Wave TPI Design Crit: TPI -1995 STD' UBC 7.01.0421.1 CA 2 1 P• Scale =.375" Ft. Spates Fabricators 760-397.4122 '•YARNING•• 11111%,1 Pm-, E.:P1", lA,, ,N „1,P,r.„1.N. ,Noll,:. „rr:Dc. ;r;l 11111....1,:1' TC LL 16.0 PSF REF R795 82106 RIf 1'D In Ilf.sl I n. 1111111 ni Nf. 11111111 Ni r, a INI nP MA11.1 11r 111•,.1 ♦11�n n BS 435 Middleton Shcet. Thermal CA �p�.D h •n D1r. nc .. ilnn N.nlsnr, al •. .:•+, A.n Nu. ; nun uus<. wN1 u:r 1. M n,snN. NI 111,:1, InD';+Irl. rPnr„r,a PP.1nD ,.: .1PN L 1111.<1 11nf1,1, ,..•., ,. 1.1 ,';,•:I, P TC DL 14.0 PSF DATE 05/06/05 In"'",", i11u,t ".D[ PPnrLDI, A11 Ar 11111 3111111"O AI rvAM1, SInnL Ilnt L,M rnnrn vull"n .I A 11011.1 PI ,':. v°INL. ` BC DL 7. 0 PSF DRW (p^ CAUSR795 05126026 ..I MPORTANT•• f,IONIsN A r.n DD a 11113 nISILN In 104 I.sIAIImeu r. -t -c o. :.I n,Nf IxL111!1 Pin ALPINE P.nnncrs, INr. <N.1 .1.1 rr. P.[1PnNi1NLr !nP A.. 0111.1111. fP „u1 mslrl,; N .1,111 11.11 ,111' BC LL 0.0 PSF CA ENG JMF/GWH rP,ISS Ir f,nMr nRMAM rE1 N I IN ID1: 110, I..P. I...ilrf.. MA Fn11NG,"sNIPDIN4. INaI:111Xf1'1f NO Af l N,;1n 11111.!.:. Of SILN cn 1.-% .11. .P1[IcASL[ PNnY1S1n.S nr Nn1 IrAI1nNA1 nr11GN 1111.. NI .1 AnA, AM11 frl. •,.^1X1 InNN Er,ua N PI-AI13 APE NAD[ nl 211/IAI,Rf. IN.N/s/al •srN AP1, LDAn, +n r Pn [N..r1.1, LAI%, ,I n . Ar Pi, t No. C 58005 . TOT. L D . 37.0 PSF S E 0 N - 20066 P A1[1 111 rAf,N FAC[ of rt ulf -Nn. nNlf 13 nINrNNIS[ lnrAl[p nY 11111 P[i14N, ,•111111,11 PrP ncaNlMi.s 1••11. 1. "Y. 6.30.2 006 AM. IN1P1r1111N ES r,,CIS rN,E " 81 ,II 1x.1.1 BE 110 AruD S. or 1111 , `?q� crvt� _,�pP DUR. FAC. 1.25 FROM GS Alpine EnginettedProduets,Inc . nDAY[N6 II,-. 1[3 I. f. r,PlA1r.0 , PnnILSSInN•1 f% c -p ING PISPOnsItlI11U111111.'1 • SI fn1111111 ... Ir` W� SaCMcnto,CA95828 nlvG111n[SI NE v111•R111r1 .Nn ,1st nr IN11 cnNPnlENr 1111 A1. nnlln,Nr. Is rnrlo[51.1.11uu1,11 1 1m �C,{�t Anuolrc n[SIGN[R PEP AN10111 , 1[[. ,. SPACING 24.0" JREF- 15MT795_101 _ _ THI$_EPARE_ COMP_PUT (M DIME ) SUB_ BY TR�. (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV -- ANDALUSIA @ - T85) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x6 SPF 1650f -1.5E Webs 2x4 IIF Std/Stud ADDITIONAL LOADS BC - 354 LB Conc. Load at 1.94, 3.94 H = recommended connection based on manufacturer tested capacities and calculations. Conditions may exist that require different connections than indicated. Refer to manufacturer publication for additional information. Deflection meets L/360 live and L/360 total load. Shim all supports to solid bearing. 3) 2X4111 2X4111 354# 354/} 0Xo 0-1 Ly 4-7-12 0-2-8 8 o 12 4-10-4 , 5-0-0 Over 2 Supports R=512 U=180 W=3.5" 2 COMPLETE TRUSSES REQUIRED Nailing Schedule: (0.131x3.0—g.-nails) Top Chord: 1 Row @ 12" o.c. Bot Chord: 1 Row @ 8" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 80 mph wind, 12.29 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Right end vertical not exposed to wind pressure. Plates sized for a minimum of 3.00 sq.in./piece. R=569 U=180 H=Simpson LUS26-2 Girder is (1)2X6 min. DF -L (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:IV ANDALUSIA @ - T85) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA —WARNING— TRIISSES REOUIRE EXTREME FARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. REFER TO OCSI 1.0.1 (BIIILDING COMPONENT SAFETY IIIFORMATION). PUB BY IPI (IRIISS PI.AI'I: IHSIII"Ir. 507 D'ONOFRIO DR., SIII T[ 200. MADISON, NI 57] 79) AND WICn (WOOD IRIISS FBIIN f.IL OF AMCPIfn, F..I OO CNI r.R1NI S1: I.N. MADISON. MI 5771 9) FO0. SAF F. TY PRA CTIf.CS PRIOR 10 PCRFORMINF. III F. SC FUNCTIONS, IINLC55 DIIIENWISE INDICnIFO. �pFESSIO 'A `fes `p �I'/ (:5A TC (� T 1. LL D L 16.0 1 4 D PSF P S F R E F R 7 9 5 82107 DATE 05/06/05 IOP CHORD $IIA LL NAVE 1ROPERI.Y Aflnfllr.D StRllf.1118AL PAIICLS AHD DDIIBM f.110RO SIIALL IIAV[ A PROPERLY ArtAfll(.I1 RIGID C[IL TNG. Q��'O �•IV oV p I'1 V 2� BC DL 7.0 PSF DRW CAUSR795 05126027 ALPINE —IMPORTANT—FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINI ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE (ROSS IN CONFORMANCE WITH IPI: OR FABRICATING. IIANDLING. SHIPPING. INSTALLING A BRACING OF IRUSSTS. (` B C L L 0.0 P S F CA -ENG J M F/ G W H Alpine Sacramento, 9502cts nc. Sacramento, i.a 95"28 DESIGN CONFORMS WITH APPLICADLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY ATAPA) AND IPI, ALPINE CONNECTOR PLATES APE MADE OF 20/IB/I6GA (W.H/S/K) ASIM A65J GRADE AD/ 60 (W. K/11, S) GALV. SI F.E 1,. APPLY PLAITS TO EACX FACE OF TRUSS AND. UNLESS O'IIERWISE LOCATED ON THIS DESIGN, POSItION PERORAWIIIGS 1GOA-I. ANY INSPECTION OF PLATES FOLLOWED BY (1) SNA LL BC PER ANNEK Al OF 1111.2002 SCC,]. A SEAL 011 TIIIS DRAWING INDICATES ACCEP TANCC OF PROFESS I ORAL ENGINEERING RESPONSIBILITY SOLELY FOR THE IRIISS COMPONENT DESIGN SIIOWN, TIIE SUITABILITY AND USE OF 'NIS COMPONENT FOR ANY BUILDING IS TIIE, RESPONSIBILITY OF TIIE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. * No. C 58005 Exp. 6-30-2006 `' CiVp' 0 O � FCAUF �P TOT L D 3 7 0 P S F S EON - 20108 D U R .FAC . 1 . 2 5 FROM G S SPACING 24.0" JREF- 1SSA795_R14 _ M M M M M M M = i = _ THIS_EPARE_ COMP_ PUT (M DIMI_) SUB_ BY TR . (ANDALU6-:.ANDALUSIA (PLAN: 6) Designer:IV -- ANDALUSIA @ - T86) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Deflection meets L/360 live and L/360 total load. 80 mph wind, 11.81 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. Plates sized for a minimum of 3.00 sq.in./piece. 4X4= �(1 4� 3-1-0 0-5-0 0-5-0 1 —L � _...... � 10-0-12 2X4(Al) 2X4(A1) =- 2X4 (A1) �E 8-0-0 8-0-0 _I I_ 8-0-0 _I_ 8-0-0 _I 16-0-0 Over 2 Supports R=592 U=180 W=5.5" R=592 U=180 W=5.5" L: PLT TYP. Wave TPI (ANDALU6-:ANDALUSIA (PLAN: Design Crit: TPI -1995 STD UBC 7.01.0421.11 6) Designer:IV ANDALUSIA @ - T86) CA/2/-/-/-/R/- Scale =.375" Ft. S ates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA "WARNING" IRIISSES REOIIIRE E%TREMr.. CARE IN FABRICATION, HANDLING. SHIPPING. INSIALLING AND BRACING. REFER i0 DCSI .'0.l (DUILDINf. COMPON[Nt SAFETY INFORMATION), PIInLIS11CD DY TPI (IRIISS Pl.nlC IN5T11IIrF.. 5BJ D'ONOf R10 nR.. SIII TE 200. MADISON, NI 5J719) ANO Nif,A (N000 fRllti9 TO.' II. OF AM(.N IG.A, fJnO I: III I;H PRI SI: LN. MADISOII, NI 53'19) FOR SAFETY PRACTICES PRIOR 10 'PERFORMING IHISI FNNCIIONS. U111.CSS H1111:RWISC 1141)1CAIED. TOP CHORD SHALT. HAVE PROPERLY ATTACHED STRUCIIRAL PANELS AND BOTTOM CHORD SHAL I. HAVE A PRUPI:RI,Y AI TACHEn RIGID G.CILING. ?a OFESSTp"EC �O�D L. �� �7 P No 1 20 TC LL / TC D L BC DL 16.0 14.0 7.0 PSF P S F PSF REF DATE DRW R795 6884 05/18/05 CAUSR795 0513e020 ALPINE "IMPORTANT"FNRNISH A COPY OF, THIS DESIGN 10 INC INSIALIAIION G.ONIRAG,IOR. ALPINE ENGINEEREB PRODIICTS, INC. SII ALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILNRT. TO nNILD Fit 1R IIS$ 111 CONFORMANCE WITH TPI: OR FABRICATING,, HANDLING. SHIPPING. INSTALLING R BRACING OF IRIISSES. �. B C L L 0. 0 P S F C A- E NG J M F/ G W H Alpine Engineered Products, Inc. Sacramento, Ca 95728 DC S1 N f,IT NF ORMS NI 111 APPLIG,ABI.E PROVISIONS 01' NDS (NAIIONAL DESIGN SPEC. BY AFdPA) ANn IPI. ALP1r1E CO I1 NI: f.1O0. PI.n TI:S AR (. MAOf. OF 2n/IB/16f,A (H.II/5/K) nSTM nGSJ GHAD C AO/C.O (N. K/II,S) f,n l.V. SIFIT API'I,Y PI.nICS TO Cnf, 11 Fnf.I. OF TRIISS nND, IINLC SS O111E 0.MI5C LOCA TCD ON TIII$ DESIf.N, rOSI TI ON PI:R DRAWINGS 1(i0A7.. ANY INSPECTION OF PLATES FOI. I.ONF.D DY (i) SIIALL OE PER ANNE% A3 OF rrI1'2002 SEC.3. A SI: At. ON FI115 DRAWINGSIINDICATESTIIEGSIITADILIOF PROFESSIONAr11ISGINEERICNrRFOROANYI)ILILDINGITY OIISIIIIFOR[Till: TRUSS CLIMPO1IY or 11C FINILDING DESIGNER PER ANSI/TPI I SEG. 2. * No. C 58005 if Exp. 6-30-2006 QT c'Vt` a�P ��F CALO: T 0 T . L D . 37.0 P S F S EON - 20170 OUR. FAC. 1.25 FROM GS SPACING 24.0" 1 JREF- 1SSA795_R12 M (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS -- ANDALUSIA @ - T89) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud 80 mph wind, 12.99 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. Plates sized for a minimum of 3.00 sq.in./piece. (S) 2X4 TOP CHORD BLOCK.SAME GRADE AS TOP CHORD ATTACH BLOCK TO THE TOP CHORD WITH W2X4 ALPINE WAVE PLATES @ 24" OC THROUGHOUT, PLUS HEEL PLATES AS SHOWN (U) Negative Reaction (U=XXX see below) requires uplift connection. 0-5-5 T 7X8= _ — THI�, EPARM COME NPUT _& DIMM) SU� BY T_R. ** The maximum horizontal reaction is 3172// ** See DWGS A08015EN1103, GBLLETIN1103, & GBLBRSTC1103 for more requirements. Deflection meets L/360 live and L/360 total load. Truss transfers 100.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. GABLE STUDS (DASHED) MAY BE INSTALLED AS FOLLOWS: IN LIEU OF PLATES SHOWN, USE (3)15 GA. 3/8"x2.0" WIRE STAPLES (.074 Dia.) TOE NAILED THROUGH CHORD INTO WEB & WEB INTO CHORD ON ONE FACE FOR A TOTAL OF 6 STAPLES PER CONNECTION. 0-5-0 T_T_ 10-0-12 3X4(A1) = 3X4= 3X5= 3X5= 3X4= 3X4(A1) E 8-1-7 _I_ 7-9-5 _I_ 7-9-5_I, 8.2-7 5-2-9 T 6-1-14 T 9-0-9 T 6.1.14 T 5 3-9 I_ 15-10-12 _I_ 15-11-12 _I 31-10-8 Over 2 Supports R=95 PLF U=11 PLF W=15-10-12 R=93 PLF U=11 PLF W=-15 11 12 Rh=3172/-3172 Note: All Plates Are 2X4 Except As Shown. 5-5-4 (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS ANDALUSIA @ T89) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.1875" Ft. Spates Fabricators 760-397-4122 85-435Middlcton Street,ThertnalCA `•WARNING" IRIISSCS NEONIRE EXTREME f,ARf. IN FARRICAIIOU. IIANDEING. SN IPPINf., I1 f.rrN ro n -SI I -n3 (nun01NG-OMPONENI snrnr INFORNAnON). PNnES I.(n RY Irl D'OIInFRIO DR.. SNI IC 20D. N4OI50 N. NI Sl)I!1) AI+D MI FA (Noon IPII SS r, B 11 N f, 11. 01' MADisnx. NI S3]ID) FOR SAIE1Y PRArtI'US PRIOR IO PCRfORMINf. 1111:51, fIlNf.tlONs, IOP f.110 P.0 SIIAI. I. II AVE PRD PEREY Ati ACUEO SIRUC111PA1. PANELS AND 80:11 M r1111RII 511AL1. I1151Al11Nf, AND IIPAI.INr.. nenss nlAn wsnlurt, sn:1 I.N PR 151. I.N, n11ERlfn, f'InO IS[ NNLI 55 D1111RNIlf u10lrAir0 IIAVI: A PNDPI REI AIIAf,I1111 �OFESS/� �ON-O W ti Fyc TC T C LL D L 16.0 1 4 . 0 PSF P S F REF DATE 8795 06/29/05 17174 RIGID CEILING. OPNov 16 Z BC DL 7.0 PSF DRW CAUSR795 05180052 "IMPORTANT"ruRni SN A ropy OF ons DESIGN In THE INST Al. L AT ON CRN IPAT. XOR, AI PI NI: 1 N I NE r RED C ALPINE PRODUCES. INC. SNALL NOT NE RESPONSIBLE FOR ANY DI:VIAtION rPINI nnS DESIGN: IR II SS IN CONFORMANCE NI III IPI: OR FABRICATING. NnOnI.ING. SUIPPING. INSIAELING ANY fAIEDRE In NOnn 1111 n URAFING OI IRUSSI:S. BC LL D. D PSF CA ENG JMF/GWH Alpine Engineered Products Inc. Sacramento, Ca 95028 DESIGN CDNrORMS NITU APPI.ICAOLE PROVISIONS OF RIDS (NAIIONAE DESIGN srEf,. DY roxNE rroN rLnies ARE MADE OF 20/1B/16f.A (N. 11/S/K) ASIN AT, s3 GRADE An/rn (N. PLAIES TO EArll FACF, OF IR1155 AND, II NL ESS OTHERW1SF. Lnrn n:D 0+1 11115 nE SIGN. ANv INSPEC-IIOx OF PLATES r0LLOWEO Dr (1) SHAUL DE PER ANNEY A3 OF UPIl`2nnz BRAKING INDI rnIES Aff,EPTAN CE DF PROFESSIONAL ENGINEERING RESPOx SIO11.11 r S01.1'.Lr DESIGN SNOWN. n¢ sun AD n.1 AUD usr, Dr nnS GO"IIIIENi Ink ANY RUILOING 811ILD11IG DESIGNER PER ANSI/IPII SED. 2. Ar— AND IPI. AIPI NI' a/u.s GAL V. S n rl.. Ar PIP rnsl rl OR PI: P. DRAW Nf,$ II` ;. SE r.. 3. A SF, AI. nN TI115 rnR rw: lrtx ss r.m+rnRCIII IS nn UP�PONSnuLIIY Nr nn * No. C 5800 5 Exp. 6-30-2006 Clvll. v%OFCALtFO�ta �P TOT . L D . 37 .0 P S F S E O N - 13371 R E V D U R .FAC . 1 . 2 5 FROM G S SPACING 24.0" JREF- 1SSA795_R19 _ = M M = M M = = = = _ THIS�EPARM COMP�PUT —8 DIMM) SU� BY T�R. (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS -- ANDALUSIA @ - T91) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud ** The maximum horizontal reaction is 2300# ** 80 mph wind, 12.24 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind BC DL=5.2 psf. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI-1. Plates sized for a minimum of 3.00 sq.in./piece. GABLE STUDS (DASHED) MAY BE INSTALLED AS FOLLOWS: IN LIEU OF PLATES SHOWN, USE (3)15 GA. 3/8"x2.0" WIRE STAPLES (.074 Dia.) TOE NAILED THROUGH CHORD INTO WEB & WEB INTO CHORD ON ONE FACE FOR A TOTAL OF 6 STAPLES PER CONNECTION. 0-5-0 7- 4X4-- See DWGS A08015EN1103, GBLLETIN1103, & GBLBRSTC1103 for more requirements. Deflection meets L/360 live and L/360 total load. Truss transfers 100.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. (S) 2X4 TOP CHORD BLOCK.SAME GRADE AS TOP CHORD ATTACH BLOCK TO THE TOP CHORD WITH W2X4 ALPINE WAVE PLATES @ 24" OC THROUGHOUT, PLUS HEEL PLATES AS SHOWN. 3X4= '"+_ 0— See 0 -E — 6-1-1 _1. 5-4-15 _1, 5-4-14 _I, 6 1 2 8-1-3 T 6-9-10 7 8-1-3 11-6-0 11-6-0 23-0-0 Over Continuous Support R=74 PLF U=8 PLF W=23-0-0 Rh=+/- 100 PLF over shearwall located from 0-0-0 to 23-0-0 Note: All Plates Are 2X4 Except As Shown. �I T 3X4= 3X4= 3-11-5 0-5-0 10-0-12 ((ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS ANDALUSIA @ T91) PLT TYP. 20 Gauge HS,Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.3125" Ft. Spates Fabricators 760-397-4122 "WARNINGES IRIISSES REOUIRC EXTREME CARL In FABRICATION. NARDLING. SRIPPING, ,NSIAII Inr, AND DRAr..ING. REF R795 17175 REFR i0 OCSI 1'03 IBNILBING foMPON(HI SAFETY IIlr ORnnlIDN), PU01.1 s11[n OY IPI (IRKS$ PI All IOCII111 IE, SR3 TC LL 16 D PSF 85-435 Middleton Street, Thermal CA D'O'D FRIn ne., sNnE 2n o. nAD]son. RI 53119) AND WICA E��O/� - (WnOD rR IISs C. NNC11. OF-I,NICA. ::Inn 1"I+i 1, R.PP.I SI In, •'C .Ani SON. NI 51119) fOR SAFETY PR ACIICES PRIOR In PI: RID -1111 IIR;SL INN (.TIONS. II HII SS nllll RNl <I. INnICA II,O. �p VV ti F TC DL 14.0 PSF DATE 06/29/05 IOP flln Rp SlIn I,L IIAVE PR OPCRL1 Ari ACIIED SIR IIF.I IIRnL PA Nf. 1.$ A. 11011nn f, 11 ORD SNAI.I. IIn VI: n PP. n1'1 It I.Y nl InCN CI} � _ RIGID C.....G. C., 0 18 y� BC DL 7.0 PSF DRW CAUSR799 05180052 —IMPORTANT -111 R NISII n Cory DI' IIIIS DESIGN ID 1111: INSIAI.LA11.11 CIRIIRACInR. AT P1111I:NG I+II I IT I} .Z) ALPINE PROnIICIS. Ixf., SIIALI. NnI nE RI:SPONSIIILI: FOR ANY DEVIAITO. PRnn Ons DI$If,N; Rl; lD IWII,D 1x1: B C L L 0. D P S F C A -ENG P C H/ G W H IR11SS Ix CDN IDRMA Nf.E WI 111 IPI: OR 1%611 f,AIING, IIA NDI.ING, SII 11'P INDI IU SI A I. I. I I+G A nl!ACI IIG OI IIT SS I: S. DESIGN r.OIIl0RRS WII11 APPTICADLE PNOVISI1111S Of NDS INAI10NAL 1)LSIGN SPEC, DY AIAPA, AND Irl. A1,'I111: T 0 T. L D. 37.0 P S F S E 0 N- 13419 R E V fn11NF.CIOR PLAIES ARE MADI: or Rn/IM/I6GA (W.R/S/K) ASIR ADS3 r,P.AI}L An/On (W, K/II,S) FAT V. SII.CI AI'1•IY ,,,A,,., TO EA,R -11 of IRxss AND. Ilxu:Ss DI u1:AW1 SI: LnGAll. ll Or+ HITS OCSIGN. PIKIIIOII PIR ""OWI NGS IGOA 7.. � NO. (,i 58005 � ANY IRSPEf,fiON Or III 1'OLI,OWCD OY (i) SNnI.I. Ill; FCR nNNl:x n,l OI' IPII RnOR SIC.3. A .Inl ON IIIIS Exp. 6.30.2006 DUR .FAC 1 25 FROM GS Alpine Engineered Products DRAWING IImICArEs Af.fr.PTaxf,l: 01' PR OrCSSIONAI. CNf,IOCI:RII+G P.ISPONSIIIIIIIr SDLIIY 1'nR III I: IPuss Cn11POI11.1.1 :� CIVIL Sacramento,od Products Inc.In DI:SIGR SNOWN, IIIE SDIrAB11,IlY Arm NSI: Or IIIIS COMPONENT FOR AIIY RIIIIDING IS Illr NISrnNSlnll lir IN IN, 1inITOII1G DCSIGNI:R PER ANSI/IPI 1 SFr.. 2. F�FCALIF�� SPACING 24.0" JREF- 1SSA795_R19 tAINUALUO-:AIN UAL UJ I A krLAIV: O) UUS Iy[I er':UJ - All UAL U3iA L'_' - 17L) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud 80 mph wind, 11.66 ft mean hgt, ASCE 7-93, CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C, wind TC DL=9.4 psf, wind .BC DL=5.2 psf. Truss transfers 200.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. (U) Negative Reaction (U=XXX see below) requires uplift connection ** The maximum horizontal reaction is 3200# ** THI �FPAR� COMP�PUT _& DIM�I SU� BY T�R. See DWGS A08015EN1103, GBLLETIN1103, & GBLBRSTC1103 for more requirements. Deflection meets L/360 live and L/360 total load Plates sized for a minimum of 3.00 sq.in./piece. GABLE STUDS (DASHED) MAY BE INSTALLED AS FOLLOWS: IN LIEU OF PLATES SHOWN, USE (3)15 GA. 3/8"x2.0" WIRE STAPLES (.074 Dia.) TOE NAILED THROUGH CHORD INTO WEB & WEB INTO CHORD ON ONE FACE FOR A TOTAL OF 6 STAPLES PER CONNECTION. (S) 2X4 TOP CHORD BLOCK.SAME GRADE AS TOP CHORD ATTACH BLOCK TO THE TOP CHORD WITH W2X4 ALPINE WAVE PLATES @ 24" OC THROUGHOUT, PLUS HEEL PLATES AS SHOWN. 04= (S) (S) 4 � 4 3X4 I I 3X4- 2-9-5 0 -5L -0I I I I I 0-5-0 -I— —F +10.0-12 3X4= 3X4= - 3X4(A1) 8-0-0 8-0-0- 8-0-0 -0-0 8-0-0 _I_ 8-0-0 _I 16-0-0 Over Continuous Support R=74 PLF U=11 PLF W=16-0-0 Rh-+/- 200 PLF over shearwall located from 0-0-0 to 16-0-0 Note: All Plates Are 2X4 Except As Shown. ((ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS ANDALUSIA @ - T92) PLT TYP. Waves TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 760-397-4122 85-435 Middleton Street, Thermal CA `WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANOLING. SHIPPING. INSTALLING ANT) BRACING, REFER Tn BC.SI 1-0a (B111LDIB6 COMPONENT SArrTY INFORMATION). PUBLISHED BY IPI (TRUSS PLATT: 1NST11111L. 561 T) ONAFRIO OF„ $III IE 210. MADISo" , NI 511111 ANA MICA (1101 1RIISi G011Nr.Il. TIF All I'lIA, G1UN r.11lr-RPRISI: LN. MADISON, NI 511191 LOIT SAFETY PRACTICES PRIOR TO PERFORMING THESE FIT CIION'. 11NLES5 DIIIERII'E IN111CAtCO3 TOP 0110 R0 '11ALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGIA CEILI"''. �Vl ESS)Q ov -Y �y TC LL T 1. D L BC DL 16. O 1 4 . 0 7. 0 PSF PSF PSF REF F R 7 9 5 17182 D A T E� 06/29/05 DRW CAUSR795 05180057 ALPINE —IMPORTANT—FURNISH A COPY Or THIS DESIGN t0 THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL Not BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD INC TRUSS IN CONFORMANCE WITH IPI: OR FABRICATING. HANDLING. SNIPPING. INSTALLING A BRACING or TRUSSES. B C L L D. D PSF CA -ENG P C H/ G W H DCSIGH (.0111 UVMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AINPA) AND IPI. ALPI HE CONNECTOR r1.ATEs ARE MAGE of zo/I6/IGGA (1,11/S/KI AsrM Ansa GRADE no/GT) (W. R TIL Sl Gn(v. s1Eu.. nrrLr GA TOT L D 3 7 0 P S F S EON - 13423 R E V ,t ,1 Alpine Engineered Products Inc. Sacramento, Ca 95§28 PLATES t0 EAFIT FACE OF TRUSS AND. OTHERWISE LOCATED ON THISDESIGN, PAS Ifin A PER DRAWINGS IGnA.;. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX Aa or iPilILI,zOnz SEC**. A SEAN OO THIS OCSNriNGS NONNCATESi N ACCEPTANCE i orPROFESSIONAL ANOFESSIONAL ISOr.OMPRNENTCERiNG RFIRAANYOD111 I.DINGOIS LELIIM.AR F.'PON'IIIILIIYM11T N11 NI pNILDING OF.SIGIICR P(R AHSI/TPI 1 SET. H, * No. C 58005 &P.6-30-2006 CSV �` �OFCgLIFOa �P D U R .FAC 1 .25 F R 0 M GS SPACING 24.0" JREF- 1SSA795_R19 r� r r r rr.rr rr rr r� rr r tAIXUALUO' All UAL U3LA tr-L All: O) Wel I9rICr':UZI AMUALU>IA L 17µJ Top chord 2.4 SPF 165Of 1.5E Bot Chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Szd/Stud :W2 2x4 SPF #1/#2: Deflection meets L/360 live and L/36O total load. 10 psf non -concurrent bottom chord live load applied per ANSI/TPI 1. (S) 2X4 TOP CHORD BLOCK.SAME GRADE AS TOP CHORD ATTACH BLOCK TO THE TOP CHORD WITH W2X4 ALPINE WAVE PLATES @ 24" 1,)C THROUGHOUT, PLUS HEEL PLATES AS SHOWN. 4X8= r ,r rr rs �r r r r T47S DWG PREPARED FROM COMPUTER INPUT (LOADS & DiMENSIONS) SUBMITTED BY TRUSS MFR. 80 mph wind, 11.90 ft mean hgt, ASCE 7-93. CLOSED bldg, located anywhere in roof, 100 mi from coast, CAT I, EXP C. wind TC DL=9.4 psf, wind BC DL 'S. 2 psf . Plates sized for a minimum of 3.00 sq.in./piece. (S) (S) 3 X 5 3 X 4 2X4== a 5X4 3-3-2 3X4a W2 0-5-0 10.0-12 3X5= cAµ 3X4 (Al) I _ 6-6-8 3j� IE 5 -4 -3?- 14 83$ 5 I� 6.6-8 I --I 5.1-2 T 4.4-7 I_ 6-6-8 _I_ 9-5-8 J 16-0-0 Over 2 Supports BI.J R=581 U-180 W-5.5" R=603 U--18O.W=5.5" (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS -- ANDALUSIA @ - T94) PLT TYP. 20 Gauge HS, ave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricator 760.397 4122 851135 Middleton Street, Thermal CA ••WARNING'• INn5SE5 REOUIa, Ill -EM, f.AaE Ix r•nalC•r1nN, N•npllx4. SHIPPING. IX5IALI INC. AND PaArl Nf.. RCr[a Ix SCSI IOD (BUILDI N4 f.nMpllx[XI S•[Cr• IMr OPN•IInN), PIIBrl SH[D pr IPI IIPUSS PI -AT[ 111511101 , Sfll D nxnr Rln DP.. .111 r{ L 0. MADISON. NI 53719) AND MICA IWOOD laUSS fnlJMCl1 lir AMERI:n• 61nO r.x Ir9PPISI IN. M•DISON, NI 5))191 r0a sA 111 PaAC...,ES PaIUR rn pENrnRMIx4 I11CS( rIINCTlI1N5. IIXLCSS nINEPMISL Ixnlf,,rL1) Inp CNOPD SNeLI II AVE PNO PERLr AriAC HFD SfRIIC IIIRAI. PAx[LS AXn RnllnH cHn P.n 111.11. xAVr A PPN Pf PI.r AIIAf.11rn 0`0 W L. � •1 T C L L TC DL 16.0 14 .0 P S F P S F REF R 7 9 5 30683 DATE 07/07/05 DRW CAdSR795 051e8002 .11..10 Cr, II.INf.. � Cv C BC DL 7.0 PSF ALPINE =Z�IaOSS "IMPORTANT' •F uaNl vl • COP, or ..t, orsiGx ro INL INsr•uAnnx r,110PACIOP. ,I r1 xL rn4Ixl l,p[0 PROnxLIS. INf„ SNALI x01 DL D.ESPOx.SIBIE rOP. A., 0[VlArinx 'A.M INI$ OESIC.N; N1' r•Ilupr vl nlnln IMr Ix f.O Nr UaM•NCC Nltx tpi: Oa MBalf f1 X4. xAXM in4. SnIpPINf.. IHNf All [Nf. A hNACINi( n{ fPuSSCS. BC LL 0. 0 P S F CA -ENG P C H/ G W H S E O N - 13489 Alpine Engineered Products Inc. $aCraRlCTltO. ^a 95928 Drxltx CONrmPMs MIIN Ap" I'Ae.. PRnYlsl".1 Dr ADs rx•n nn•: D[SIC.x sPlr. u. ArAP•1 AxD Int. AIr1x[ fn NXrC rnP. Pl ells AR( MADE ni to/10/I Nf.A IM.N/S/NI ASrn AR H,1 I:0. •Dr ..I,, IH. x,II,<) f.•1 Y. Slr f.l AP PI V PI.AICS rn IACll rACE lir rRIISS AND, till I. ESS nI11ERMISr, 1.Of.AirD ON thIS or.SlAh. Ps II PrP nP,NINf.S 16x:. (. ANI 1.. P[LIInN or PEAI[S 'o"C.CO BV Ill SH AL1. Of ICA ANNE1 A:1 or rl,, Pun/ it C..1. A Sr AI. xD IbiH DN AMING INnIf.A1rS •f.CtPrAXrI.nl' PPnir.SSI0FA1 (N41N(t.INC. 9($PIIXSIBIIIiY <nl.11 I'IIP IM IPIISS O'"PxxLxl DL HIf.F SNIINx. rill SIII 1.811.1 rV AxD IKI nr rNl, CxMPnxrxl r0R Ax• Oxll 01X6 1s 1111. P,1 Srlmsln 1111♦ 111 lll( Bxii'DIN4 DISI4ntF. PCa ANSI/IPI 15rr,, r. 0. ^ C800C * C 5 J f Fq)• &-30- �q� QOF TOT . LD . 37.0 P S F D U R F A C 1.25 FR0M GS SPACING 24.0" JREF- 1SR0795_R51 _ = M M = M M M = M _ THIS _EPARE— COMPMPUT (— DIMF SUBMBY TRM.. (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS -- ANDALUSIA @ - S1) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Truss transfers 260.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. Shear Panel System: Blocking panels shall be restrained against rotation by connection to adjacent panels. Each panel shall be connected to each adjacent panel for the same PLF magnitude load as the drag load stated.provide lateral restraint for end verticals against buckling All panels shall be attached to the shear wall and roof diaphragm for the drag load stated. End panels shall be attached to a suitable support for uplifts as determined by the engineer of record. 2X4 III 3X5= Rv=+/-260 plf T / T Rv=+/-260 plf 1-4-11 1-4-11 / 10-0-12 �t 3X5= 2 X 4 III Rh=+/ -260 plf I -121-8-8 1-10-4 1-10-4 Over Continuous Support (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS ANDALUSIA @ S1) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 760-3974122 —WARNING— [PUSSES R[OUIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING. IDSTALLING AND BRACING, OFESS� R E F R 7 9 5 17056 p RCFEIt TO BCSI 1.03 (BUILDING COMPONENT SAFETY INFORMATION), PIIDLISIIED BY TPI (TRIISS PLAIT. INSIIIIII[. 59,I O T C L L 2 0 . 0 P S F 85-435 Middleton Street, Thermal CA G^^yQR D'ONU TRIO DR., ,III T[ 200. MADISON, IC 537191 nTO NT CA (X000 TRIISS OURFUNCTIL OF AMERICA. IDBO T.N1'E INDICA N. L]� O`D W. e-1 TC T C D L 14.0 P S F DATE 09/20/05 Mnp15011. HI 53719) FOR SAFETY PRACTICES PRIOR i0 PERFORMI Nf. T11[SE FIIN FUNCTION' I0N5, 11NLCS5 OiIIC RWISC INDICATED. ICO. LY •Y -Y TOP CHBRD SHALL NAVE PROPERLY ATTACHED $IRIICTURAL PANELS AND OOT IOM CUORD SNAIL DAVE A PROPERLY ATTACHED RIGID CEILING. `Y W� C9 OV BC DL 7.0 PSF DRW CAUSR795 05263014 —IMPORTANT—FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED C ALPINE PROOUCrs. INC. SHALL NOT BE RESPONSIBLE FOR AHr DEVIATION FROM THIS DESIGN; ANY rn nHR[ ro mnLB n1e B C L L D . D P $ F C A -ENG PCH / G W H TRU55 IN F,ONFORMANCE Nl tll TPI: OR FAORICATING. NA HOLING. $NIPPING. INSTALLING A ORA f.I NL OC IRIISSE S. DE $IfN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFSPA) AND TPI. ALPINE CB NNC C,T OR PLATE$ ARE MADE OF 20/IB/16 GA (W, 11/5/N) ASTM AB53 GRADE HB/GO (W, N/N,SI GALV. 51 F. F. 1.. AP PI.Y T 0 T . L D . 41.0 P S F S E 0 N 28339 =Z� PI. ATOS TO EALN FACE BF 1R U$$ ANO. TIN LESS OTHERN'SE LOCATED ON THIS BES IGH, POSITION PER DRAWINGS IGOA.7.. * o. C 58005 ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TP11 2002 SEC.3. A SEAL ON THIS EXID•6.30-2006 (�(` Alpine Engineered Products DRAWING 11101CATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT S� (`1"1` \P D U R . FAC. 1.00 FR0M G S Sacramento,od Products Inc.In DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS III[ RESPONSIBILITY OF THE 9T. Y BUILDING DESIGNER PER AN51/TP115EC. 2. -c OF CALIF SPACING 24.0" JREF- 1SSA795_R07 `Ar1UALU0-:A 14 UAL U> I A Lr'L AN: O; Uesi9ner:U> "" ANUALUJIA EO1 - JL) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x'1 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Truss transfers 260.00 PLF along top chord through truss to support(S) - where indicated. Diaphragm and connections are to be designed by Engineer of Record. Shear Panel System: Blocking panels shall be restrained against rotation by connection to adjacent panels. Each panel shall be connected to each adjacent panel for the same PLF magnitude load as the drag load stated.provide lateral restraint for end verticals against buckling All panels shall be attached to the shear wall and roof diaphragm for the drag load stated. End panels shall be attached to a suitable support for uplifts as determined by the engineer of record. 2X4 III 3X5= THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BMFR. T Rv=+/-260 p 1-4-11 1-4-11 Rv=+/-260 plf10-0-12 3X5= 2X4 III Rh=+/ -260 pif o >,glal q 1�, 0'1,-�2 1-0-12 Over Continuous Support (SED (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS ANDALUSIA @ S2) PLT TYP, Wave TPI Design Crit: TPI 1995 STD UBC 7.01.0421.11 2 R - Scale =.375" Ft. Spates Fabricators 760.397.41« 85-435 Middleton Street,ThetmalCA ALPINE �� "WARNING" IR11SSEs REDIIIRE [-[REP( CARE In FABRIr.Aflnn, HANDLING. <N11'PItIf,, tN%T 11nG Ann .RACING. D(rrR '..CSI I.n3 fn.fl13(nr cn-cnlrlf %Acct♦ IMr0RMA411I«), ru13lISnED D, •rl (frn« rI ar nl<Tlrnit. nRl D•ONniRIn nR.,, SUIIL zn11, „ADISDN, HI 5]!14) -n tau (xnuD rRHSS f. -n 1. 1 0[ AHI'RICA. 61'in ('NICR.'R s:. LN, IADIS.N, MI x.,'1141 rnR SA[Et• rRACIICLS PRInR In nfRfDRNIXG hl[SI; r11lICr1.I1S. ""i' nn11YH!SE IAnlcnl[n. Inc CInaD S1 -t1 AAAI PR.DL P.It AI 4CIRp SIR gf,IUR AL r..Els AID 13.1111„ ca ,E, SNA,., N ( A DR.rfRLY ,—rnf,ll RIGID CEI: IRC„ •IMPORTANT••, urxl5n A r.nre nr nus ntslen ,,, nl[ 1nxTnuAn nn ennlRAr.rroR, u'Ixr rxr.lxn Yln PRnnlICl5. lilt r -SHALE Inc BI RfSPDMilnlf Inv. An; IirAlAfln. fRn„ IHIs n[S14D; Al,f fA nnl, lu Oulln UI' lR IISS IN •:Hill n N[E HIM Irl: nR IAIIR If,A11Nn. NANDl IMG. SIIIrPINf.. IAx1.:lI IA,: A In'A-01 Nl, n, IYn<,\r t, �O♦`D ct Ol llP /CSA TC LL T C D L BC DL B C L L 20. D 1 4 , 0 7.0 0.0 PSF' P S F P$F P S F R E F R795-- 1 7 0 5 7 DATE 09/20/05 DRW CAUSR795 05263015 CA -ENG P C H/ G W H AlpineEn�neeredProducts Inc. Sacramento, Ca 95928 in, <If.M1 r.11 I, M< NII,I A'Y,,If. ABLE Yr nxl<InMS nr NDS (NAIIIIM A, nr<IGn x1'1 r„ D, a1 ArA, Anil Int, Atl•I xl ,:nnx{.c rnN n, AT(< ARt „AHr nr rnllHl(HrA rH.n r<1N1 ASIH Ars.i rRAm A'.11„ Iu. N nl. s) ru v. <Iru . Arrl, n1.A1f.S in rAr,a the.[ .r MISS Axn, HNLLSS DIIIERHISc. Enf,All.D nN ALIS •pl.%'Gn, Pllxl llnv PIY r•Y.AHI-1 II•f•n :. ANY Il15rEcTirn ni r1,Al(s I.EInHID nv 111 S"AtI DE rill AnN(, AA qr 'P11 . Ili <, c.,. n Sl nl ux I'll, nRAHING 1anlr,ArC$ Affrr1A«Cr nY rxnrES5n1xA1 Ix41xlER(xG RrSrnns 1Ui;r" .n1,u, ,or nn ,Asx r. rnxrx, asfDN sII11Hn. nit' slnlAnnn+ AAn nu .r ❑r15 Cnnrtil I ,R -I Rnllnlllr I, I.,I R[xrn115111(IIU 1. nu. HII(LDf«r DE S(GnCR r(R AN<(rrrl I <(E... * NO. C $8005 EV.6630-mae �q� civil__ or TOT . L D . 4 1 . 0 P S F S E O N - 28330 DUR .FAC 1 00 FROM GS SPACING SPACING 24.0" JR 1SOM795_Z01 _ M M r M M M M M M M M THIS_EPARE_ COMP -PUT ( DI.M) SUB_ BY T4M. (ANDALU.6-:ANDALUSIA (PLAN: 6) Designer:GS -- ANDALUSIA @ - S3) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Truss transfers 260.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. Shear Panel System: Blocking panels shall be restrained against rotation by connection to adjacent panels. Each panel shall be connected to each adjacent panel for the same PLF magnitude load as the drag load stated.provide lateral restraint for end verticals against buckling All panels shall be attached to the shear wall and roof diaphragm for the drag load stated. End panels shall be attached to a suitable support for uplifts as determined by the engineer of record. 2X4111 3X5= Rv=+/-260 plf Rv=+/-260 plf / / 1-4-11 / +10 0.12 3X5= 2X4111 Rh=+/ -260 plf 0-1-12 1 7 7 1-9-3 1-9-3 Over Continuous Support (ANDAL'U6-:ANDALUSIA (PLAN: 6) Designer:GS ANDALUSIA @ - S3) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA 2 R - Scale =.375" Ft. Spates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA '•WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSrALI.ING AND BRACING. REFER TO BCSI 1-0J (OtI1LOINL COMPONENT SAFETY INFORMATION). PUOLISIIEIT OCIPI (TRUSS PI.ATC INSTIIUTC. SB3 D'ONOFRIO OR.. SUITE 200. MADISON. NI 53719) IN W, (MOOD TRUSS COUNCIL OF AMCRIf.A, G:t00 T.NtERPRISE LN, I PP i9AV TPR � �plY'� ' , t fq`' •Y T C L L TC DL 20.0 14.0 P S F P S F R E F DATE R 7 9 5 09/20/05 17058 O PI: R LYSE AN EL SI ANDTHESE BO TTOMU Cf10 R ON SHS.AL L"HAVE AESS „DPI CHORONSNAll E0 P R OP Y ATTACTY U EDSSTRU CTURAL Att ACNEO RIGID CEILING.L —IMPORTANT—FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINCEREO p.�OVD 1p ov X70 IY O BC DL 7.0 P$F DRW CAUSR795 05263016 ALPINE THUS:; IN CONFORMANCEDUCTS. INC. LNOTWIN BPIRESPONSaRLE FOR ANY DEVIATION FA FABRICATING. HANDLINGRDSHIPPING. INSTALLINGYAFORAF„AI ING"FOt0.USSCSC / B C L L 0.0 P S F C A E NG P C H/ G W H Alpine Engineered Products Inc. P Sacramento, Ca 95028 DESIGN CO"FDR MS .ITN APPLICABLE PROVISI0"' OF HOS (NATIONAL DESIGN SPEC. BY AFAPA) AND IPI. ALPINE CONNECTOR PLATES All MAGE OF 20/10/1OGA (N.N/S, ASTM A653 GRADE AO/60 (N. K/U, SI GALV. SIrCL. APPLY PLAICS TO EACH FACE OF iPU55 AND. UNLESS OTHERWISE LOCATED 011 THIS DESIGN, POSITION PER ORA.INGS I60A-2. ANY INSPECTION OF PLATES FOLLOWED DY (ll SHALL BE PER ANNEA3 OF TPII-200]. SEC.3. A SC AL 011 71115 DRAWING INDICATE$ ACCEPTANCE OF PROFESSIONAL ENGINEERING RC SP 0115 'OIL' Y SOLELY FOR TIIE TRUSS COMPONENT BUILOINGHDESIGNRTPERSUITABIPITI AN0 USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF TIIl. * NO C SSOO S Exp.6-30-2006 0. C'VtL a�P TF OF CALIV ; TOT T . L D . 4 1 . 0 P S F S E 0 N 28333 D U R .FAC 1.00 F R 0 M G S SPACING 24.0” JREF 1SSA795_R07 M = = = M (ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS -- ANDALUSIA @ - S4) Top chord 2x4 SPF 1650f -1.5E Bot chord 2x4 SPF 1650f -1.5E Webs 2x4 HF Std/Stud Truss transfers 260.00 PLF along top chord through truss to support(S) where indicated. Diaphragm and connections are to be designed by Engineer of Record. Shear Panel System: Blocking panels shall be restrained against rotation by connection to adjacent panels. Each panel shall be connected to each adjacent panel for the same PLF magnitude load as the drag load stated.provide lateral restraint for end verticals against buckling All panels shall be attached to the shear wall and roof diaphragm for the drag load stated. End panels shall be attached to a suitable support for uplifts as determined by the engineer of record. T 1-4-11 Rv=+/-260 plf M M M THISMEPAR� COMPMPUT ( DIMM) SUBMBY T�. 2X4 III 3X5= /0 X Rv=+/-260 plf 3X5= 2 X 4 III Rh=+/ -260 plf 0-m is Over DAYTnuous Support r --n ((ANDALU6-:ANDALUSIA (PLAN: 6) Designer:GS -- ANDALUSIA @ - S4) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.01.0421.11 CA/2/-/-/-/R/- Scale =.375" Ft. Spates Fabricators 760-397-4122 P 85-435 Middleton Street, Thermal CA —WARNING" TRUSSES REOUIRE EXTREME CARE IN FABRICATION. NAIIDLING. SHIPPING. INSIAI,LING AND BRACING. RCFE0. f0 OCSI I O,I (flIIILUINf. COMPONENT SAFCTY INF ORMAIION7. PIIDLI$III:D BY IPI (10.11$5 Pl.nll: INSIITIITf.. SB,I D'ONOFRIO DR.. $IIITE 200, MADISON, NI 637191 ANOR O W1f.A (MOOD IRHS$ f.O11Nf, 11.DF AMEN ICA, 6;100 I: NI[RPRI SE I. N, NG rORI F. TOR DN$ IIA LL 111 AVE O PROPERLY ATTACHED SSTRUCTORALR PANELS1 AND1ill SE DOT IOM11 C H ORDN SHALLS. N HAV E AI P0. OPEP.LYSE 1NDE ATTACHED RIGID CMI NG. � ESS , P RC>fESS/O ,F /- �O�D W Fy v�0v 8 0b � TC LL TC DL BC DL 20.0 14.0 7.0 PSF P S F PSF R E F DATE DRW R795-- 21139 09/20/05 CAUSR795 05263065 A L P I N E —IMPORTANT"'RURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. AI.PIIIE ENGINEER IT PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM 1111$ DESIGN: ANY FAILURE 10 BUILD ill, TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. $IIIPPING. INSTALLING A BRACING OF TRUSS($. / B C L L 0.0 P S F CA -ENG P C H/ G W H Alpine Engineered Products Inc. P Sacramento, Ca 95428 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA) ADD TPI. ALPINE CONNECTOR PLATES ARC MAGE OF 20/18/I6GA IN,H/S/R) ASTM A653 GRA DC AO/60 (N. N/H. S) GAL V. 5ECL. APPLY PLTO EA F.11 FnCE OF TNUSS ANO, IINLC SS DTII F.RNI SC LOCATED ON THIS DESIGN, POSITION PF,R DRAWINGS 160Az. ANY INSPECTION OF PLATES TO LOWED BY (i) SHALL BE PER ANNEX A3 (IF TPI1 2002 SEC. 3. A SEAL (IN THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY 50LCLY FOR TI11: IRIISs COMPON[- DESIGN SHOWN. THE SUITABILITY ANO USE OF MIS COMPONENT FOR ANY BUILDING IS TIIE RESPONSIBILITY OF ti F. BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. * Sp U. C 58005 TIT �jrP, 6-30-2006 CIVt1, �P �TFOFCAUF�a TOT. L D . 41.0 P S F S E Q N - 28682 D U R .FAC . 1.00 FR0M GS SPACING 24.0" JREF- 1SSA795_R08 WQnmgm@p NOTAS GENERALES I Trusses are not marked in any way to identify Los trusses no estan marcados de ning6n modo que BGSI,- SUMMARY SHEET - GUI{DE FOR HANDLI=NG, I+NSTALLI{NG AND BRACI{NG OF METAL PLATE CONNECTED WOOD TRUSSES Banding and truss plates have sharp edges. Wear Qgloves when handling and safety glasses when mo cutting banding. Empaques y places de metal tienen bordes afilados. Use guantes y lentes protectores cuando Corte los empaques. I HANDLING - MANE70 t 11 QAllow no more No permita mas 0 Use special care in than 3" of defiec- de 3 pulgadas de windy weather or tion for every 30' pandeo por cada 10 near power lines of span. pies de tramo. and airports. m ,0' �� 8•ma>t. 10, ,a QPick up vertical Levante de la cuerda bundles at the superior los grupos top chord. verticales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK QBundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la tierra por Una semana o mas deben ser elevados con bloques a cada 8 o SO pies. For long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para almacen-amiento por mayor tiempo, cubra los paquetes para prevenir aumento • de humedad pero permita ventilact6n. Utilice cuidado especial en dias ventosos o cerca de cables electricos o de aeropuertos. Spreader bar for truss bundles eo��o ' O O QCheck banding Revise los empaques prior to moving antes de mover los bundles. paquetes de trusses. Q Avoid lateral bending. — Evite la Flexi6n lateral Do not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. Do not store on No almacene en uneven ground. tierra desigual. N R, 01 7A.1 -V IIIIIIIII, HAND ERECTION — LEVANTAMIENTO A MANO 1-7( Trusses 20' or , - % `; ; _ r7f Trusses 30' or LJ less, support " - ' LJ less, support at t� , at peak. quarter points. / f Levante Levante de del plco los los cuartos trusses de 20 de tramo los pies o menos. trusses de 30 ♦ Trusses up to 20' i pies o menos. Trusses up to 30' Trusses hasta 20 pies cusses hasta 30 pies HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporary bracing is installed and truss is fastened to the bearing points. Sostenga cada truss en posici6n Con la gr6a hasty que el arriostre temporal este instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. ` No levante del pito los trusses de mos de 30 pies. Greater than 30' Mas de 30 pies i HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO l POR LONGITUD DEL TRUSS I 60° or less I I I { �— Approx. 1/2 �I I Tagline truss length t TRUSSES UP TO 30' TRUSSES HASTA 30 PIES I Toe -in .\ Ti oe-In Spreader bar 1/2 to Tagline 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreader bar p'0' above or stifiback 10' o.c. max. mid -height �_ Spreader bar 2/3 to I 3/4 truss length —►jl Tagline TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE QRefer to BCSI-B2 Summary Sheet - Truss Installa- ¢ tion and Temoorary Bracing for more information. Vea el res6men BCSI-B2 - Instalad6n de Trusses 4 v Arriostre Temporal para mayor informad6n. Do not walk on unbraced trusses. No camine en trusses sueltos. �j Locate ground braces for first truss directly u in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en linea con Cada Una de las files de arriostres laterales temporales de la cuerda superior. Brace first truss well t— before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) Tin. BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO QThis bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este m6todo de arrostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span GENERAL NOTES NOTAS GENERALES Es aciamiento del Arriostre Temporal de la Cuerda Superior Trusses are not marked in any way to identify Los trusses no estan marcados de ning6n modo que Hasta 30 pies the frequency or location of temporary bracing. identifique la frecuencia o localizaci6n de los arriostres 8' o.c. max. Follow the recommendations for handling, (bracing) temporales. Use las recomendaciones de manejo, ' installing and temporary bracing of trusses. instalaci6n y arriostre temporal de los Lasses. Veal el folleto 6 pies maximo Refer to BCSI 1-03 Guide to Good Practice for gC511-03 Guia de Buena Maim Daly el Manejo. Instalaci6n 60 a 80pies* Handling. Installing & Bracing of McLI Plate Connected Wood Trusses for more detailed y Arriostre de los Trusses de Madera ConneMdos can Placas de MetalDara para mayor informad6n. Out -of -Plumb. information. Truss Design Drawings may specify locations of car Los ocalizs de s; end s los busses rmapueen espe t los las l de los permanentas en los permanent bracing on individual compression members. Refer to the BCS! B3 Summary om nesestres miembros individuates tr s Derm n n. Vea la hoer res6men Bros i thine SCSI -133 Data los err ostre< oermanentes y refuerzos de los Tolerancias para Sheet -Web Member Permanent Bracing/Web Reinforcement for more information. All other miembros secundartos (webs) para mayor informad6n. EI permanent bracing design is the responsibility resto de arriostres permanentes son la responsabilidad del Fuera-de-Plomada. of the Building Designer. Djsefiador del Edificio. © The consequences of improper handling, installing 1-3/8° 22.9'Plumb and bracing may be a collapse of the structure, or worse, serious personal injury or death. EI resultado de un manejo, instalaci6n y arriostre ji� inadecuados, puede ser la caida de la estructura a6n peor, muertos o heridos. o tole Banding and truss plates have sharp edges. Wear Qgloves when handling and safety glasses when mo cutting banding. Empaques y places de metal tienen bordes afilados. Use guantes y lentes protectores cuando Corte los empaques. I HANDLING - MANE70 t 11 QAllow no more No permita mas 0 Use special care in than 3" of defiec- de 3 pulgadas de windy weather or tion for every 30' pandeo por cada 10 near power lines of span. pies de tramo. and airports. m ,0' �� 8•ma>t. 10, ,a QPick up vertical Levante de la cuerda bundles at the superior los grupos top chord. verticales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK QBundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la tierra por Una semana o mas deben ser elevados con bloques a cada 8 o SO pies. For long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para almacen-amiento por mayor tiempo, cubra los paquetes para prevenir aumento • de humedad pero permita ventilact6n. Utilice cuidado especial en dias ventosos o cerca de cables electricos o de aeropuertos. Spreader bar for truss bundles eo��o ' O O QCheck banding Revise los empaques prior to moving antes de mover los bundles. paquetes de trusses. Q Avoid lateral bending. — Evite la Flexi6n lateral Do not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. Do not store on No almacene en uneven ground. tierra desigual. N R, 01 7A.1 -V IIIIIIIII, HAND ERECTION — LEVANTAMIENTO A MANO 1-7( Trusses 20' or , - % `; ; _ r7f Trusses 30' or LJ less, support " - ' LJ less, support at t� , at peak. quarter points. / f Levante Levante de del plco los los cuartos trusses de 20 de tramo los pies o menos. trusses de 30 ♦ Trusses up to 20' i pies o menos. Trusses up to 30' Trusses hasta 20 pies cusses hasta 30 pies HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporary bracing is installed and truss is fastened to the bearing points. Sostenga cada truss en posici6n Con la gr6a hasty que el arriostre temporal este instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. ` No levante del pito los trusses de mos de 30 pies. Greater than 30' Mas de 30 pies i HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO l POR LONGITUD DEL TRUSS I 60° or less I I I { �— Approx. 1/2 �I I Tagline truss length t TRUSSES UP TO 30' TRUSSES HASTA 30 PIES I Toe -in .\ Ti oe-In Spreader bar 1/2 to Tagline 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreader bar p'0' above or stifiback 10' o.c. max. mid -height �_ Spreader bar 2/3 to I 3/4 truss length —►jl Tagline TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE QRefer to BCSI-B2 Summary Sheet - Truss Installa- ¢ tion and Temoorary Bracing for more information. Vea el res6men BCSI-B2 - Instalad6n de Trusses 4 v Arriostre Temporal para mayor informad6n. Do not walk on unbraced trusses. No camine en trusses sueltos. �j Locate ground braces for first truss directly u in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en linea con Cada Una de las files de arriostres laterales temporales de la cuerda superior. Brace first truss well t— before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) Tin. BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO QThis bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este m6todo de arrostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Lon itud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 1 8 pies maxtmo 45' to 60' V o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80pies* 4 pies rr imp *Consult a Professional Engineer for trusses longer than 60'. 'Consulte a un ingeniero para trusses de mas de 60 pies. / Q See BCSI-B2 for TCTLB options. Vea el BCSI-82 para las opciones de TCTLB. 0 Refer to j3SSL-B6 Summary Sheet - Gable End Frame Vera el res6men Z7771 Rpeat diagonal braces. BES B6 rr tCSL-B6 - ArriOStre-B6 - Arriostre Repita los arriostres del truss truss teltLUS terminal diagonales. dedeunyn techo a dose ho a dos dos aquas• Set first five trusses with spacer pieces, then add diagonals. Repeat LJ process on groups of four trusses until all trusses are set. Instale los cinco primeros trusses con espactadores, luego los arriostres diagonales. Repita este procedimiento en grupos de cuatro Lasses hasta que Dodos los trusses esten instalados. 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12'length lapped over two trusses. . 10'-15' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web Diagonal braces every 10 truss 10'-15' max. spaces (20' max.) same spacing as bottom chord Some chord and web members not shown for clarity. lateral bracing DIAGONAL BRACING IS VERY IMPORTANT tU iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTEI BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 QRefer to BCSI-B7 Maximum lateral brace spacing Summary Sheet 10' o.c. for 3x2 chords Temoorary and 15' o.c. for 4x2 chords Diagonal braces Permanent Bradna_ rcantilevered ' Of �`' every 15 truss for Parallel Chordspaces (30' max.) Tru for more information. Vea el res6men/ BCSI-B7 - Ardostre temporal v Permanente de T trusses de cuerdas bRaralela5 para mayor tral braces informaci6n. on vertical webs in line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION Height (h) Gypsum Board Tolerances for Out -of -Plane. — Tolerancias para Fuera-de-Plano. Plywood or OSB 16" Q Max. Bow Max. Bow Length —► Max. Bow Truss Length r� ---- ........ --------------- - fJ Length yL9 — Lang N 3/4° 12.5' Max. Bow 7/8° 14.6' QTolerances for D/50 D (ft.) 1 ° 16.7' Out -of -Plumb. 1/4"1'1-1/8° 18.8' Tolerancias para 1/2°2' 1-1/4° 20.8' Fuera-de-Plomada. 1-3/8° 22.9'Plumb 3/4° 3'bob ji� 1„ 4. 1-1/2° 25.0'R22t 1-3/4° 29.2'D/50 max 2° e33.3' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION Q Do not proceed with construction until all bracing is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda con la construcci6n hasta que todos los arriostres esten colocados en forma apropiada y Segura. Do not exceed maximum stack heights. Refer to BCSI-84 Summary Sheet -Construction Loading for more information. No exceda las maximas alturas recomendadas. Vea el res6men BCSI-B4 Carga de Construcci6n para mayor informaci6n. Material Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8" Cley Tile 3-4 tiles high Aem l( Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuales. QPlace loads over as many trusses as possible. Coloque las cargas sobre tantos trusses tomo sea posible. QPosition loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES ® Refer to BSI -B5 Summary Sheet - Truss Damage. 3obstte Modifications and Installation Errors. Vea el resumen BCSPBS Dahos de L ms_ses, Modificaciones en la Obra y Emores de In_stalad6n. 0 Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No Corte, altere o perfore ning6n miembro estructural de los trusses, a mends que este especificamente permitido en el dibujo �aw del diseno del truss. ®Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. . Trusses que se han sobrecargado durante la construcci6n o han sido alterados sin Una autorizad6n previa del Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (if applicable) are ca- pable to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding construction practices from a competent party. The methods and procedures outlined are Intended to ensure that the overall construction techniques employed will put Boor and roof trusses Into place SAFELY. These recommendations for handling, Installing and bracing woad trusses are based upon the collective experience of leading technical personnel In the wood tons Industry, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or Erection/Installation Contractor. It Is not Intended that these recommendations be Interpreted as superior to any design specification (provided by elther an Architect, Engineer, the Building Designer, the Erection/Installation Contractor or otherwLse) for handling, Installing and bracing wood Lasses and it does net preclude the use of other equivalent methods for bmdng and providing stability for the walls and columns as may be determined by the truss ErectioNlnstalWtlon Contractor. Thus, the Wood Truss Council of America and the Truss Plate Institute expressly disclaim any responsibility for damages arising from the use, applicadon, or reliance on the recommendations and Information contained herein. \E6ff WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane ° Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandira, VA 22314 608/274-4849 ° www.woodtruss.tom 703/683-1010 • www.tpinst.org BIWARN11x17 20050501 HOJA RESUMEN DELA GUTA DE BUENA PRACTICA PARA EL MANE70, INSTfALACION ARRIOSTRE DE LOSTRUSSES DE MADERA CONECTrADOS CON PLACAS R M`�TAL BEARING BLOCK NAIL SPACING DETAIL MAXIMUM NUMBER OF NAIL LINES PARALLEL TO GRAIN MINIMUM SPACING FOR SINGLE BEARING BLOCK IS SHOWN. DOUBLE NAIL SPACINGS AND STAGGER NAILING FOR TWO BLOCKS. GREATER SPACING MAY BE REQUIRED TO AVOID SPLITTING. A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS 6 NAIL DIAMETERS) B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) C - END DISTANCE (15 NAIL DIAMETERS) IF NAIL HOLES ARE PREBORED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BELOW- ' SPACING MAY BE REDUCED BY 50% / •• SPACING MAY BE REDUCED BY 33% BEARING BLOCK TO BE SAME SPECIES, SIZE AND GRADE AS BOTTOM CHORD. - C•• NAIL LINE 77 AAA C•• LENGTH OF BLOCK SPECIFIED ON SEALED DESIGN (12" MINIMUM - 24" MAXIMUM) B• B/2• DIRECTION OF LOAD AND NAIL ROWS ALPINE ' 20GA OF SAFETY PRACTICES PRIOR TD PfkFORMDVG THESE FUn CHORD SIZE TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCI NAIL TYPE HAVE A.PROPERLY ATTACHED RIGID CEILING. 2X6 "IMPORTANTUN FURNISH A COPY OF THIS DESIGN TO 2X10 ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSI ALPINE DESIGN( ANY FAILURE TO BUILD THE TRUSSES IN COn 6 HANDLING, SHIPPING, INSTALLING AND BRACING OF TR 12 APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN ! 10d BOX 0.128"13" AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. 5 ASTM A653 GR40 GALV. STEEL EXCEPT AS NOTED. A ALPINE ENGINEERED PRODUCTS, NC. TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DE POMPANO GEACM, FLORA DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDI ENGINEERING RFSPONSTRTI TTY S(1 FLY FOR THE TRUS! B• B/2• DIRECTION OF LOAD AND NAIL ROWS ALPINE ' 20GA OF MINIMUM NAIL SPACING DISTANCES CHORD SIZE DISTANCES NAIL TYPE 2X4 2X6 2X8 2X10 2X12 8d BOX 0.113"X2.5" 3 6 9 12 15 10d BOX 0.128"13" 3 5 7 10 12 12d BOX 0.128"X3.25" 3 5 7 10 12 16d BOX 0.135"X3.5" 3 5 7 10 12 20d BOX 0.148"14" 2 4 5 6 8 8d COMMON (0.131"X2.5') 3 5 7 10 12 10d COMMON 0.148"X3" 2 4 6 8 10 12d COMMON 0.148"X3.25" 2 4 6 8 10 16d COMMON 0.162"X3.5" 2 4 6 8 10 0.120"X2.5" GUN 3 6 8 11 14 0.131 "X2.5" GUN 3 5 7 10 12 0.120"X3.0" GUN 3 6 8 11 14 0.131"x3.0" GUN 3 5 7 10 12 MINIMUM NAIL SPACING DISTANCES wwA� THIS DRAWING REPLACES DRAWING B139 AND CNBRGBIX0899 REF BEARING BLOCK DATE 12/16/99 p DRWG CNBRGBLK1299 � -ENG SJP/KAR DISTANCES NAIL TYPE C•• 8d BOX 0.113"X2.5" 3 1 3 4" 10d BOX 0.128"X3" 7 gA g58�" 2" 12d BOX 0.128"X3.25" 7 2" 16d BOX 0.135"X3.5" 7 8" 1 5/8" 2-1/8" 20d BOX 0.148"X4" 1" 1 7/8" 2 1/4" 8d COMMON 0.131"X2.5" 7/8" 1 5/8"_ 2" 10d COMMON 0.148"X3" 1" 1 7/8" 2 1/4" 12d COMMON 0.148"X3.25" 1" 1 7/8" 2 1/4" 16d COMMON 0.162"X3.5" 1' 2" 2 0.120"X2.5" GUN 3/4" 1 1/2- .1/2" 1 7/8" 0.131"X2.5" GUN 7/8" 1 5/8" 2" 0.120"X3.0"' GUN 3/4"_ 1 1 2" 1 749 10.131"x3.0" GUN 7/8" 1 5 8" 2" wwA� THIS DRAWING REPLACES DRAWING B139 AND CNBRGBIX0899 REF BEARING BLOCK DATE 12/16/99 p DRWG CNBRGBLK1299 � -ENG SJP/KAR m an.: = (CO101A Jack Standard - AM) "MIS D PAREM COMWINPUi"n S 8 10I011SPOITTEiMUSS STANDARD JACK DETAIL (REPLACES CD101, C0101A) Ceiling Joist Rafter Pitch>4 Rafter Pitch>4 Rafter Pitch>4 W1.5X4 III DESIGN CRITERIA: Rafter 12 (**) LIVE (CONSTRUCTION) LOAD DEFLECTION LIMITED TO L/180. Rafter Pitch LIVE (SNOW) LOAD DEFLECTION LIMITED TO L/240. 1S3B795_201 II TRUSSES SPACED AT 24" ON CENTER. REPETITIVE MEMBER INCREASE (1,.15) USED FOR BENDING STRESS. RAFTER (*II �I it LIVE LOAD OF 16 PSF APPLIES ONLY TO ROOF PITCH AT LEAST 4:12 Ltve Load sf) LIVE AND DEAD LOAD APPLIED TO HORIZONTAL PROJECTION. 16 UN W1.5X4III (') 2X4 STD, STUD, #3 OR BETTER ENO VERTICAL WEB WITH W1.5X4 16 20 CONNECTORS REQUIRED IF UPPER BEARING POINT IS NOT USED. W2X4 Al W3X4 FOR CEILING JOIST IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS SPAN W O " 7 FABRICATOR TO REVIEW THIS DWG PRIOR TO CUTTING LUMBER TO VERIFY 2-6-0-3(E SPAN VARIES -� THAT ALL DATA, INCLUDING DIMENSIONS AND LOADS, CONFORM TO THE MAXIMUM 15 ARCHITECTURAL PLANS/SPECIFICATIONS AND FABRICATOR'S TRUSS LAYOUT, 10 15 Maximum Rafter Span Table - Horizontal span in FT -IN -SX Ceiling Joist Rafter Pitch>4 Rafter Pitch>4 Rafter Pitch>4 Rafter Pitch>4 Rafter Rafter Rafter Rafter Rafter STANDARD JACK DETAIL SPACING 24.0"JREF 1S3B795_201 Ltve Load sf) 10 16 16 16 16 20 20 20 30 40 Dead Load sf) 7 10 15 20 23 10 15 23 10 15 Duration Factor 1.15 1.25 ** 1.25 ** 1.25 ** 1.25 ** 1.25 ** 1.25 ** 1.25 ** 1.15 1.15 2X4 SPFS 7-7-0 8-1-0 7-5-0 6-10-8 6-7-4 7-6-4 6-11-12 5-10-4 6-0-4 5-5-8 2X4 .J2 SPF #1__(S) 7-9-8 8-4-12 7-7-8 7-3-12 7-0-4 7-9-8 7-5-0 6-2-12 6-2-4 5-7-8 2X4 SPf 1 2 Canadian 8-2-8 8-7-4 8-0-0 7-3-12 7-0-4 8=0-0 B-0-0 6-2-12 '6-6-4 5=11-0 2X4 Hem -Fir #2 B-0-4 8-5-12 8-0-0 7-2-8 6-11-0 B-0-0 8-0-0 6-1-12 6-8-0 5-9-4 2X4 Hem -Fir #1 8-4-12 9-0-12 8-2-12 7-8-8 7-5-0 8-4-12 B-0-0 6-7-0 6-11-8 6-0-12 2X4 Doug.Fir-Larch #1 8-9-4 9-2-4 B-5-0 7-9-12 7-6-0 8-6-12 8-6-0 6-8-0 6-11-8 6-3-12 2X4 Doug.Fir-Larch SS 9-1-0 9-9-8 9-0-4 8-4-8 8-0-0 9-1-0 8-6-0 7-1-12 7-2-8 6-6-12 2X4 MSR 1650f -1.5E 8-4-12 9-0-12 8-10-0 8-2-4 7-10-8 8-4-12 8-3-12 6-11-12 6-8-0 6-0-12 2X4 MSR 2100f -1.8E 8-11-4 9-7-8 9-7-8 8-8-12 8-8-12 8-11-4 8-11-4 7-10-8 7-1-0 6-5-4 2X6 SPF #2/Hem-Fir #2 11-11-0 11-10-0 10-10-0 10-0-12 9-8-0 11-0-4 10-2-8 8-7-0 9-1-12 8-2-4 2X6 DF -L 2 Hem -Fir 1 13-2-8 12-7-0 11-4-4 10-8-4 10-3-4 11-8-8 10-10-0 9-1-8 9-8-12 8-8-4 2X6 Doug.Fir-Larch #1 13-9-4 13-5-B 12-3-12 11-5-4 10-11-12 12-6-4 11-7-0 9-9-0 10-4-12 9-3-8 2X6 Doug.Fir-Larch SS 14-3-2 15-4-12 15-1-0 13-11-0 13-5-8 14-3-8 14-2-8 11-11-4 11-4-0 10-3-12 2X6 MSR 165Of-1.5E 13-2-8 14-2-12 13-10-8 12-10-8 12-4-8 13-2-8 13-0-12 10-11-1 10-5-12 9-6-4 2X6 MSR 2100f -1.8E 14-0-8 15-1-8 15-1-8 13-8-12 13-8-12 14-0-8 14-0-8 12-4-12 11-1-12 10-1-8 (S_CO101A Jack Standard - AM AM) PLT TYP. Wave TPI -95 Desi n Criteria: TPI STD CA/1/-/-/-/R/- Spata Fabricators 85-435 Middleton Saeet,Thermal CA ALPINE Alpine Engineered Products, 1210. Sacamento.CA95828 ';WARNING-- TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SNIPPING, INSTALLING AND RACING. REFER TO HIS -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 O'ONOFRtO OR.. SUITE 200, MADISON, WI S3719). FOR SAFETY PRACTICES PRIOR TO PERFORMINGTHESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. '-IMPORTANT-- FURNISH A COPY OF THIS DESIGN TO TME INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SMALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SNIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE WADE OF 20 GA AST" A6S3.GR4O GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE Of PROFESSIONAL ENGINEERING RESPDNSIa1LI TV SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS OKP E T1F1R ANSECTADICULAR BUILDING. IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. PER Ap f 03 CMS (�^ „ � F* C. TIC LL TC DL S E E B C D LABOVE A B 0 V E BC LL TOT . L D . REF R795--34086 DATE 06/03/03 D R W CAUSR795 03154031 CA -ENG GTP/CWC STANDARD JACK DETAIL SPACING 24.0"JREF 1S3B795_201 2X6 HIP RAFTER DETAIL LUMBER CRADES 1CLL 1CDL IMAX SETSK TCLL 1COL IrAx SETOK SPF 1650(-1.SE 16/7.23/ 6-6-0 . 16/14.30/ 8-0-0 SPF 21001_18 16/7-231 8-10-0 16/14.30/ 8-4-0 • NOIE: MAXIMUM SETBACK IS FROM INSIUC Or REARINCS. OEFLEC110N CRITERIA LIVE LOAD L/240 TOTAL LOAD = L/160 2.82-6.0 p (A) PLATIN[ PITCH 2.82-3.00 3.00-4.50 4.50-6.00 (A) 3x8 3x7 3X6 (B) 3XS US 3X5 ' (c) 398 31118 31016 EXICNSWN'MUST UE SUPPORIEO EVERY 4-0-a MAX. ExTENs10NS MAY BE PLAIEO rON AOO1110NAL LENCIII1. USE 3x8 P1 AILS FOR 2x4 LUMBER. Sib PLATES FUN 7x6 LUMe(R. (1C. �(SS) VARIES WITH 14104 VARIES 'M'1 TH SETBACK J R=347# MAX. W -I y' MIN 11=6949 UAX. Wl1 S MIN. CONVENTIONAL rRAMING IS NOT THE RESPONSIBILITY or THE TRUSS OESICHER• PLATE. Mf1WFACTURER. NOR TRUSS rABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTONEO 10 SEEK THE ADVICE OI` .A LOCAL PROrESSIONAL ENGINEER REGATIORIIG CONVENTgNAL rRAMINC. (SS) SHIM ALL SUPPORTS SOLID TO BEARING (NO) NO. QVERCUTIINC ALLOWED ON Mir -PEO CHORD. 10415 HIPJACK DEStCNE0 10 SUPPORT CONVENTIONALLY FRAMED RArTERS. CANTILEVER HEEL I RAISEO NEEL (A) 1' 1 2X4 3X1 PLATE OVER SUPPORT 2114. 1X6, 2X8. 2X10 BLOCK FL CRADE TC LL TC DL BC DL RC LL TOl.t.0 PSF IRLf- L0A0INr- PSI 1IATC Sr[ AtlUVE PSF I DR'aC' r'sr I n i nC K 314 TIE PLATE (B) t3) p) BLOCK PLATE 2x4 —;X6 2X6 —2x8 2'98 —2x10 1 2X10 —2X12 1e� 7j Ifi/9Ci DUI% r AC 1 15 SPACING 74" n c 1 RA, ICR DC TAIL •VARNIM4•• TRUSSES REOUIR[ CAVE IN 1101NULINII. 5111/'FINN, INSIA111.11, -1111 tIVALINU c-- ,LAIR("( F[I(N 10 NIS -9i (/4ANUL TNG tNSIAILfNG ANO SCA,IN(d. PUILIS1dU 19 IN 111111IS /'LATE . '1 '�l•;"J O O IN5111utE. 193 D'ONOFRIO 09. S4IIE 100. MADISON. VI '331111. FUP 1Arlt1 PTIwr 111'(5 AP1l1V INL1.SS 011(IIVISE INDIEAIED. 1UP Ct40R0 S1t\ NAVE PWUPCRtT F[DrORNING 16(S[ ruNCIIONS uM 1 1� u [� 1 AU floCMCO SIRUCINRAL PANELS AND 801110m EM0111 SMALL NAVE A PIPM11t• &IIAL14ED RIL111 CE_ILIN y Lm•.1N ovIAN1.. ruRN1SN A 1:OPr Ur 1NIS IKSIrM 10 INE. INSIALLA11W4 C111.10wr10P ALPINE \C= G` (NGINEERED PROMIS. TNI: SMALL NOt It RESPONSIILC TOP ANT DEVIAi1t1N rYUII 1111% UCSILNI -N. rA1LURE IO 111111,0 IN[ 1RUSS(S IN COW0I114A1KE VIII 1P6 ON IIAN9LIN,_ %§IfPPlfd(, 1 INSIAIL114 AND IOACING UT TRUSSES DESIlN.I:IIA{MMS VIII A►PLICAUt 1'RIIVISIUNS UI PMS --f�INi. \ CJ /NAt10NAL DCSIFr1 SPCCIrILAt1ON PURLISII(0 IT INE AMERICAN rORESI ANI! PAI•(R ASSIICIAIIIINI A110 IPI ALPIA[ CON/KCtOI+t ADE "DE it 70LA ASTM A0S3 GA7T GAty SI1.[1 [XCEI I wt I.01CU �jL APP►1 CONKC1E*1 10 EACH rAE[ OF TRUSSANO. 1//I.ESX OII(PVISr. LOCAI(II UN 1,110 IIESILN. 1�0 POSITION COIwCCTEIIIS P[R #*^Wtwu% 110 ISO AND 140 A -r AM ENGINEER'S SL At IRI 1111s ONAVING &MIES G"Lv 10 IN[ VESIE040. WE IIN,6$ U(PICICD 1(R( AN0 t11A\1 TALI D(. Pfl110 ' C:-7 =1 r= O UPON IN ANT 01NER Vol . TC LL TC DL BC DL RC LL TOl.t.0 PSF IRLf- L0A0INr- PSI 1IATC Sr[ AtlUVE PSF I DR'aC' r'sr I n i nC K 314 TIE PLATE (B) t3) p) BLOCK PLATE 2x4 —;X6 2X6 —2x8 2'98 —2x10 1 2X10 —2X12 1e� 7j Ifi/9Ci DUI% r AC 1 15 SPACING 74" n c 1 RA, ICR DC TAIL ASCE 7-93 AIT 7 IT: MS m, m COMMON RESIDENTIAL GABLE END WIND BRACING REQUIREMENTS - STIFFENERS 80 MPH FASTEST MILE WIND, 30 FT MEAN HGT, ASCE 7-93, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, I=1.05; CAT I, EXP C. WIND TC DL=5.0 PSF, WIND BC DL=5.0 PSF, OR 100 MPH 3 SECOND GUST WIND, 30 FT MEAN HGT, ASCE 7-98, CLOSED BLDG, LOCATED ANYWHERE IN ROOF, I=1.DD, CAT II, EXP C, WIND TC DL=5,D PSF, WIND BC DL=5.0 PSF. LATERAL CHORD BRACING REQUIREMENTS TOP, CONTINUOUS ROOF SHEATHING BOT, CONTINUOUS CEILING DIAPHRAGM SEE ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL FOR LUMBER, PLATES, AND OTHER INFORMATION NOT SHOWN ON THIS DETAIL. NAILS, 10d COMMON (0.148'X3') OR 0,125'X3' GUN NAILS 2X4 BLOCKING NAILED TO 45° SHEATHING AND EACH TRUSS H 2X4 STUD, #3 H/2 OR BETTER DIAGONAL BRACE ATTACH EACH END FOR 560#, H LESS THAN 3'3' - NO STUD BRACING REQUIRED H GREATER THAN 3'3' TO 7'8' IN LENGTH PROVIDE A 2X6 STIFFBACK AT MID -HEIGHT AND BRACE STIFF - BACK TO ROOF DIAPHRAGM EVERY 6'0' (SEE DETAIL BELOW) H GREATER THAN 7'8'9 PROVIDE A 2X6 STIFFBACK AT HEIGHT INTERVALS OF 48' OR LESS BRACE STIFFBACK TO ROOF DIAPHRAGM EVERY 6'0' (SEE DETAIL BELOW) GABLE STUDS MAY STAPLED TO CHORDS, EXCEPT AT SPLICES AND CHORD ENDS. USE (3)15 GA. 3/8'x2.0' WIRE STAPLES (.074 Dla.) TOE NAILED THROUGH CHORD INTO WEB & WEB INTO CHORD ON ONE FACE FOR A TOTAL OF 6 STAPLES PER CONNECTION. NOTCHES MAY NOT OCCUR IN OVERHANG OR FIRST PANEL OF TOP CHORD, YPI 2X6 #2 STIFFBACK ATTACHED TO EACH STUD W/ 4 NAILS THIS DRAWING MAY BE USED IN PLACE OF A08030ECxxxx, GBLBRSTCxxxx, (xxxx= any prior date) ALPINE 7GALV. ALp'IP @ P a FOLVANOOFACKFLORIDA ..WARNINWx TRUSSES REQUIRE EXTREME CARE IN FABRICATING; HANDLING, SNIPPING, INSTALLING AND BRACING REFER TO SCSI 1-03 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS Or TE AMERICA, ENTE PROgERI�D� SONE VI 53 200, 719) FOR SAFETYDISON. Wt. 19PRACTICES PRIOR 0 WTCA (WOOD PERFORMING USS IL THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TW CHDRD SMALL RAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING ..IMPORTANTw- FURNISH COPY DF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE ENGINEERED PROD SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN( ANY FAILURE TO BUILD THE TRUSS 1N CONFORMANCE DESIGN CONFORMS (TH WITH APPLICABLE PROVISO= OF DSOR FABRICATING. HANDLING. H(NATIONALL DESIGN SPEC,NSTALLING L BYIHAF&VA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/19/16GA (W,HVS/X) ASTM A653 GRADE 40/60 (V,K/Ms) STCEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER DESIGN, POSITION PER DRAWINGS 16DA-Z WI ENGINEERING RESPOSANNEX A3 OF TPI SIBILITY =.CLY FOR THE TRUSSHIS COMPONENT DESIGN S DICATES ACCEPTANCE THE SUITABILITYY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY O' THE BUILDING DESIGNER, PER ANSI/TP1 1 SEG P_ Ow No. 5 OFCAttfO Z 0� TC LL 20.0 PSF TC DL 20.0 PSF BC DL 10.0 PSF BC LL 0,0 PSF TOT. LD. 50.0 P S F REF GE WHALER DATE 01/20/04 DRWG GBLBRSTC-R795 -ENG SJP/KAR/GWH DUR. FAC, 1.25 MAX SPACING 24 ' �WIS tWAREDowDMPU UT (L D1 (S_.DETAIL - EJ 5'9" End Jack) Top chord 2x4 SPF #1/#2 CONNECTION SCHEDULE: COMMON WIRE NAILS TO SPF SUPPORT. .Bot chord 2x4 SPF #1/#2 8d -2.5"x0.131" 10d=3"x0.148" 16d=3.5"x0.162" Deflection meets L1240 live and L/180 total load. 10 psf BC live load per UBC. DRIVE TOE -NAILS AT 30 DEGREES TO JACK, WITH 2/3 OF NAIL PENETRATING INTO SUPPORT. SEE ANSI/AF&PA NDS -2001 11.1.5. SUBMITTED BY TR NAILING FOR.MAXIMUM BOTTOM CHORD REACTIONS USING SIMILAR TRUSSES: R=133# MAX.: (3)8d, (3)10d, OR (2)164 COMMON WIRE NAILS R=166# MAX.: (3)8d, (3)10d, OR (2)16d COMMON WIRE NAILS R=130 (3)8d TOE -NAILED for 7 psf OR R=166 (3)8d TOE•NAILED for 12 psf (stucco) 1�c o� •' �8-0-0 Over 3 Supports —� (S_DETAIL - EJ 5'9" End Jack) PLT TYP. Wave TPI Design Crit: TPI -1995 STD UBC 7.04.0805.15 CA 3 1 R F Scale =.375" Ft. S ales Fabricators 760-397-4122 P 85 435 Middleton Street, Thermal CA ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 " WARNING" tALSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND GRACING. REFER 10 SCSI 10.1 IBUILOING COMPONENT SAf CEY INFORMATION), PUBLISHED BY IPI (TRUSS PLATE INSTITUTE. SB] D'ONOFRIO DR.. SHITE 200. MAOISOH. NI 5]719) AND MICA (WOOD TRUSS COUNCIL OF AMERICA. 1.100 ENTERPRISE LN, C 10.�O�.D MOP LCX OR O NSHAII I 537IN AVE FOR PROPE RLY ASAFETY iTA(XCD SS STRUCTURAL PERFORMING PRIOR TO PANELSANDTHESE BOTTOMCHORDNSHALL S.NHAVE AE PROPERLY 4MTACII(p RIGID CEICING. " IMPORTANT`• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NDT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BALD THE IRIISS Ix GNNFDR NAN[E NiTx TPI; OR FABRICATING. HANDLING. SNIPPING. Ix StAIIING 1 ORACIxG OF IRH SST S. CONNECTOR NP�AME SNITHARE MADEIOFB20/1B/)1GADIN, IT I ANDI STMIAISO GAL RAD[NNO/10 (NY K/HP SI fALDViP1TEll. AP PI.YT PLATES TO EACH FACE OF TRUSS ANO. UNLESS OTHERWISE LOCATED ON THIS BESIGN, POSITION PER DRAWINGS 16.1 [. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX AO OF TP11-2002 SEC..1. A SFAI. nH ITIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS CHMPNNFu DESIGN SHOWN. THESOFT70IL:TY AND U5E OF THIS COMPOxE.T FDR ANY BUILDING IS THE RESPONSIBILITY II 11-1 BLIT I. DI NG DESIGNER PER ANSI/ TP I SEC. 2. ,•, •1� y Aug 19 0 4 * �• 590U $ t�cp.6-30-2006 F tV1 a�P S • T C 7 'I C B'C BC TOT L L D L DL LL L D 2 0.0 1 6 7.0 , 0.0 43.0 . 0 P S F P S F PSF PSF P S F R E F R 7 9 5 32150 • DATE 08/19/04 DRW CAUSR795 04232086 CA ENG GTP/GWH S E 0 N- 109008 D U R .FAC . 1.25 F ROM T E D SPACING '24.011 JREF- 1SFM795_Z03 r� ■i �m ran M r CLUUMIN" ULIA1L) (B) Outlooker Block 4X2 SPF. HF. DF -L Stud/Standard (0) Outlooker, Design by others. r15 DWrRED FfWIIPUTERM(LOADIII*NSIOPiMITTEUMSS MF- OUTLOOKER BLOCKING DETAIL Attach outlooker block to dropped top chord using a minimum of (3)16d sinkers (0.148"x3.25"). Refer to table below for nail requirements based on shear requirements. (T) Top Chord of truss. Refer to individual truss design for specific truss design. (DTC) Dropped Top Chord Truss. Truss with 1.5" dropped top chord. Refer Ito specific truss design. Shear.Based Fastener Table (16d sinker (0.135"x3.25") Loads adjusted for 1.33 Duration Factor Nail Spacing(in) MaxShear If 6 174 5 234 4 290 3 348 (') Refer to original drawing for specfic loading information PLT TYP. Wave TPI. Design Crit: TPI -1995 STD /UBC 7.01.0421.11 CA/2/1/-/-/-/- Scale =:375"/Ft. SpatesFabricators 760-397-0122 85335 Middleton Street, Thermal C ALPINE Alpine Engineered Products, Inc. Sacramento, CA95828 CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BRACING. •REFER TO SCSI 1-03 (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 563 'EFER TO •• TRUSSES REWIRE COMPONENT D'ONOFRIO DR.. SUITE 200. MADISON, WI 5]719) AND PTCA (WOOD TRUSS COUNCIL OF AMERICA. 8700 ENTERPRISE W, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOPCHORD SWILL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ��2iOR7'Afr�� FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SNIPPING. INSTALLING 6 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/10/18GA (W,H/S/N) ASTM A653 GRADE AO/BO (W, IVH,S) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS ANO, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT AND SEC. USE OF THIS COMPONENT FOR,ANY BUILDING IS THE RESPONSIBILITY OF THE SIGN SHOWN. IGNER HPER SUITABILITY BU (� QiESSf, QQ` p�.j. s Of A- �y��Iy�� y 63t1S Cain TC :LL TC, •DL - ' BC DL ` BC LL 0.0 PSF TOT. LD. REF R795-- 72433 DATE 06/16/04 DRW causR795 04168067 CA- ENG /CWC SEQN - 6880 OUR. FAC. 1.25 FROM I V SPACING JREF- 1SDU795_Z12 W4X4, MIN. W1.5X3 TYP. 2x4 CHORDS W3X4, MIN. HIP FRAME*, 'R' HIP FRAME STOPS AT PLUMB CUT OF JACKS TO MAINTAIN PITCH CONTINUITY. HIP- FRAME* DETAILS HTP FRAME 24' i� TYP., 2x4 PURLINS W3X4, MIN HIP FRAME* LUMBER IS SPF, SO. PINE, HF, OR DFL STANDARD, STUD GRADE, OR BETTER. SEE ENGINEER'S SEALED DESIGN FOR SETBACK, LUMBER, PLATING, LOADING AND DURATION FACTOR REQUIRED. * THIS HIP FRAME MAY BE USED WITH A MAXIMUM 120 PSF WITH TOP CHORD LOADING. 'R' HIP FRAME CHORDS MAY BE TRIMMED UP TO 2" TO FIT. PURLINS MUST BE INTACT AND PROPERLY ATTACHED. INST BY 1 SAFE TOP HAVI ■ 'N ENG, ALPINE OES[ HANI APPL 7AMES ASTM ALPINE ENGINEERED PRODUCTS, INC. DRU' POMPANO BEACH, FLORIDA rlim KMON JSSES ;PPED HIP ;TEM TRUSSES #1 HIP 1112 �PITCHED AND SHEATHED a CHORD AREA HIP FRAME* ° - ATTACH HIP FRAME TO FLAT CHORDS OF STEPPED HIPS AT ALL OVERLAPPING POINTS WITH 378d (0.131"X2.5") OR 2-10d (0.148"X3") COMMON NAILS. BOTTOM CHORD OF HIP FRAME TO BE ATTACHED TO ¢#1 HIP WITH 10d COMMON NAILS ® 6" O.C. MAXIMUM SPACING. 'TIONS. UNLESS OTHERWISE INDICATED, JRAL PANELS AND BOTTOM CHORD SHALL THE INSTALLATION CONTRACTOR. ALPINE LE FOR ANY DEVIATION FROM THIS ORMANCE WITH TPI, OR FABRICATING, ISSES. DESIGN CONFORMS WITH 'ECIrICATION PUBLISHED BY THE ALPINE CONNECTORS ARE MADE OF 20GA PLY CONNECTORS TO EACH FACE OF HIP FRAME SECTION B -B �— SETBACK —-- STEPPED HIP SYSTEM TRUSSES HIP FRAME* - PROVIDED BY TRUSS MANUFACTURER. HIP FRAME* IS DESIGNED TO PROVIDE BRACING FOR FLAT TOP CHORDS OF HIP FRAME SYSTEM WHERE INDICATED. STRUCTURAL PANELS MUST, BE PROPERLY ATTACHED DIRECTLY TO HIP FRAME PURLINS. THIS DRAWING REPLACES DRAWING CD126 QROfESS/ REF HIP FRAME DATE 06/25/99 ,o DRWG HIPFRAME0699 043845 -ENG DLJ/KAR Exp. 6-3D-2005 J 1, N 5 sena •• •• TA OTN?r HTP TE?KAWl`" PERMANENT BRACING T O CHORD E TOP_ CHORD- — TICATLi % #1 I * SET A BACK CRIPPLES SPACED FROM HIP �OOUS 2z4) SETBACK START OF TOP CHORD t • ""�'i TE TINS (SLOPING CRIPPLE SUPPORT LAYOUT BRACED BAY A ROOF SHEATHING. PERMANENT DIAGONALS FORM BRACED BAY. REPEAT AT ALL HIP ENDS, MAXIMUM. INTERVAL EQUALS 20'. NOTE: THE IST BAY OF PERMANENT DIAGONALS FORMING BRACED BAY AT THE #1 HIP CAN BE EXCLUDED WHEN ALL OF THE FOLLOWING CONDITIONS ARE MET: 1 THE CONTINUOUS TOP CHORD PURLINS ARE ATTACHED TO PROERLY ATTACHORD CHED SOF THE #1 PHANEIS. ) THE END JACK'S ARE SHEATHED WITH SECTION A—A FIELD APPLIED OR BUILT-INPLANE CRIPPLES PLES CRIPPLE IN OF TRUSSES PLE SPACING COMMON .�� (c) SETBACK m COMMON TRUSSES CALIFORNIA HIP SYSTEM TRUSSES �# WHIP B t.I PITORD ACHED REA SHEATHED o -CRIPPLE (C), SUPPORT LOCATIONS. SUPPORTS EXTENDED U13CBM TO FLAT TOP CHORD (4' O.C. CRIPPLE SPACING SHOWN.) CONNECT CRIPPLE TO FLAT TOP CHORD AND EXTENDED TOP CHORD, USING 3 - 8d COMMON TOE NAILS OR 2 - 10d COMMON NAILS THROUGH FACE. SECTION B—B BUILT-IN CRIPPLES OR FIELD CRIPPLE SPACING REFER TO ORIGINAL DRAWING r FOR CRIPPLE SPACING. (B) -(TTYYPPI (TYPICAL) (C) (B) (D) (B) ()) (B) \ J # 1 HIP GIRDER SETBACK � A H'P E vS�F.,DERING ' (CONTINUOUS 2x4) (C) CRIPPLES SPACED 4W O.C. TYP. (D) BUILT-IN FIZZ. CRIPPLES (HORIZONTAL MEMBER OPTIONAL) 7 ALPIN �IPCI'= IIt(iQ1�D PRODOClS aa�a�ro, c�saaaaoA *NOTE: SEE ORIGINAL DESIGN FOR SETBACK, LUMBER, PLATING, LOADING AND DURATION FACTOR REQUIRED. THIS DRAWING REPLACES DRAWING CD110 AND BRCAUMP0499 �au�imi nrsrTIIw'�1..a�cusa® �4� TC LL PSF REF CALIF. BRACE Fano W. =M POO w StS� VL 9) FUR <c W. c ivnCrm�raP lSlt ES�OTfEAVISE r �� �� '�?, TC DL PSF DATE 05/01/02 CSM Ta T►E DWALATM CCNTAACIMALYIIE 2 0 m BC DL PSF DRWG BRCALHIPH0502 iaPO URS FM MY WAATM FF04 TMS W S a CO UVW4 a VM oR FAsaCATwr, ac BC LL PSF ENG TSB/CWC mesm a o• Tausses aEuaM Y''C"M F M ��"�� AM wW W PWAA �., .* TOT. LZ). • PSF DUR. FAC. • RPACIND CONVENTIONALLY FRAMED VALLEY DETAIL (A) 2X6 OR LARGER SP #2 OR SPF #1/#2 VALLEY RAFTER (B) 2X4 SP OR SPF #3 CRIPPLE (MAX HEIGHT 6'-3") (C) 2X4 SP OR SPF #3 CRIPPLE (MAX HEIGHT 6'-3") COMMON (D) 2X6 OR LARGER SP #2 OR SPF #1/#2 RIDGE BOARD TRUSSES (A) AT 24" 0ll NOTE: RIDGE BOARD D) MUST NOT BE OF LESS SIZE THAN 210" (C)% THAT OF VALLEY RAFTER (A). 4'0" TYP. (B) NOTE: REFER TO VALLEY DETAIL VALTRUSS1001 FOR VALLEY GIRDER SUPPORTING TRUSS BRACING DETAILS. AT 24" 0 (B), (C) MAX HEIGHT WITH 1X4 "T" BRACE IS W-10". RIDGE (B), (C) MAX HEIGHT WITH 2X4 "T" BRACE IS 11'-2". BOARD FOR 1X4 AND 2X4 "T" BRACING, BRACE TO BE SAME GRADE AS CRIPPLE. MAX SPACING FASTEN 1X4 "T" BRACE TO CRIPPLE WITH 8d BOX (0.113" x 2.5") NAILS AT 4" OC. FASTEN 2X4 "T" BRACE TO CRIPPLE WITH 16d BOX (0.135" x 3.5") NAILS AT 4" OC. TOP CHORD OF TRUSS BENEATH VALLEY SET MUST BE BRACED WITH CRIPPLE INTO RATED SHEATHING PROPERLY ATTACHED RATED SHEATHING OR PURLINS AT 24" O.C. TMS DRAWING REPLACES DRAWING V105—CONV (2) 16d BOX NAILS, TOE -NAILED THRU CRIPPLE INTO RIDGE BOARD 16d BOX NAILS PARTIAL FRAMING PLAN 16d BOX NAILS, (3) 16d BOX -NAILED r\-(2) 16d BOX NAILS, NAILS, TOE -NAILED OE -NAILED (D) (A) (I (3) 16d BOX NAILS RATED (A) (C) (B SHEATHING 210" (C)% 4'0" TYP. (B) (3) 16d BOX T� GIRDER NAILS, TOE -NAILED 2) 16d BOX NAILS, TOE -NAILED (TYPICAL) SUPPORTING TRUSSES PROPERLY ATTACHED RATED SHEATHING AT 24" OC MAX SPACING (3) 16d BOX NAILS, TOE -NAILED THRU CRIPPLE INTO RATED SHEATHING TMS DRAWING REPLACES DRAWING V105—CONV pat ■No m TC LL 30 30 40 PSF REF CONN. VALLEY ORACU■ � �rx, n4t1NALI ri, PLATE 04TMTE, Sea VMff 0 DR.. AOTE eOD. MA=&L V1. 33719) FM SAFETY PRACTICES TOP CIM TNALL HAVE 'Y TC DL 20 15 7PSF DATE 02/18/03 PRIM TO PERFORIOMD ?FETE FMAF M UML£.9S OTIEAvM VOMAM RF7ILY ATTACHED PROPERLY ATTACH STRUCTURAL PANELS Alm BUT= CWU TWILL NAVE A PCP RIGO cmna: �Q4o�W � BC DL 10 10 10 P$F DRAG VALCONVF0203 �INPOlTANT� FURIOSN COPY IF THIS DESUN TO 04TALLATmi CONTRACTQL ALPM ENOMELIEO PRO Mn, OIC.. TWILL NOT SE R0PO4ISLE MR ANY MVUTODI FROI na DEtOiU.ANY FARAW 2 fit„ BC LL' 0 0 0PSF —ENG MLH/KAR ALPINE TO XJLD TIE TRUSS m CGIFUNIANLT: v9)+ TPb OR FARMATM NANDLM SNOPM 04TmxIm M S iNM I OP TM=CL DOM COFOMIS V11N APPLMAUX PROVO=4 OF NDS OMTIDYIL �„ V 5 70 °c FSP• 6142005 TOT. LD. 60 615157 PSF DESIGN SPEC, tY AFVA1 Am TPL ALPOE Cw11MM PLATES ARE WIDE IF IM/6% CWWSM ATTM MW WK 40/60 CVAAW GALV. STEEL. APPLY PLATES TO EACH FACE Cr TRM AND. ALPINE BICIINEfRED PRODUCT$, INC. IS6.OS OTHEW/1K LOCATED 04 TNS 930ft POSIT M PER DRAVDIS U WL ANY 04PECT�1 W PLATO MLLUM 1T (V ANLL DE PER AMMgI Aa DF TPI 1-M SEC. S. A TEAL 134 TNISaT �r T'�%FO� ,SEE1 POMPANO BEAGI,,FLOFODA TEi m OF S iSAso AM USE IF IHR ro Y� � � � CA,.e` SPACING ABOVE (R_Detail - SCUTTLE DETAIL) DETAIL FOR TRUSSES OFFSET FOR 30" SCUTTLE OPENING. TRUSSES EACH SIDE OF SCUTTLE OPENING SHALL BE DESIGNED TO SUPPORT THEIR FULL TRIBUTARY LOAD. FOR AN OPENING OF 30", WITH TRUSS SPACING OF 24" ON CENTER, TRUSSES EACH SIDE SHALL BE DESIGNED FOR 28" 0/C. (30 + 1.5 + 24) / 2 = 27.75. ADEQUATE SPAN -RATED DECKING SHALL BE USED. BLOCKING AS SHOWN SHALL BE INSTALLED IF THE TRUSS SPACING EXCEEDS THE SPAN -RATING OF THE DECKING MATERIAL, OR AT THE DISCRETION OF THE BUILDING DESIGNER. THIS DETAIL IS NOT TO BE USED IN CONJUNCTION WITH PULL-DOWN OR PERMANENT STAIRS. (B) BLOCKING LUMBER DF -L STUD (GREEN) OR SPF J/2. ATTACH BLOCKING WITH TWO 10d COMMON (0.148X3") NAILS, TYPICAL. MM0111HIS WIW'FtEPARWWOM CSR IIJFLOAD�MEN� SUBt BY lMFR SEE ORIGINAL DRAWING FOR LUMBER, CONFIGURATION, CONNECTOR SIZES,.AND SPACING AND LOADING INFORMATION. - AIE. JecL10n Alternate framing: In lieu of ladder framing between truss bottom chords, a parallel rafter may be used as shown. TOP (A) rafter mid -way between truss bottom chords. VIEW BOTTOM VIEW Alt. Bottom View (T) 4X2 SPF/HF/DFL #2 or better trapeze at 48" maximum spacing. — Attach trapeze to truss chords with (2)16d box nails (0.135"0.5") Attach rafter to trapeze with (3)16d box nails. 2 — — — (B) — — 2 — — — — 24" (A) (T) B) 24,. TYPICAL 48" ` TYPICAL max (T) PARTIAL ROOF TRUSS LAYOUT - — — — — — — — — — — — — — — — — - 30 X3 0 ACCESS OP NING (A) — — —HJJ Ll (T) 24" 124" 124" I 24" 131.5"� 24" I 24" 1 24" I 31 .5" 31.5" CA 1 (R—Detail T12A) PLT TYP. High Strength,Wave TPI -95 5.00. 1 R F Scale =.1875" Ft. S ales Fabricators 760-397-0122 P 85-435 Middleton Street, Thermal CA ALPINE --WARNING-- TRUSSES REOUIRE EXTREME CARE IN FABRICATION. HANDLING. SNIPPING. INSTALLING AND BRACING. REFER TO SCSI 1.03 (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI ,TRUSS PLATE INSTITUTE. 503 O'ONOFRIO DR.. SUITE 200. MADISON. .I 537191 AND MICA (WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LN. MADISON. WI 53719) FDR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OT.ERNISE INDICATED. IOP [H00.D SMALL HAV T. PROPERLY AiIAC.ED SiRUf.T URAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTa f.Nf0 RIGID CEILING. —IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY TAILIIRE TO D"ILD THE TRUSS IN CONFORMANCE WITH TPI: OR FABRICAFING. HANDLING. SHIPPING, I_NSTAI.LINF. A ONACINF. OF TR"SSC S. TC LL R E F R 7 9 5-- 97247 ANO` C T C D L DATE 05/12/05 �P M 12 0 �+ C DL DRW CAUSR795 05132125 B C L L C A -ENG GWH / G W H OE SI GN CONFORMS NII. APPLICABLE PROVISIONS OF NO (NATIONAL DESIGN SPEC. BY AIAPA) ANn IPI. ALPINE CONNECTOR PLATES AR MADE OF 20/IB/16GA (W.H/S/NI AS,N A653 G0. ADC a0/fin (N. N/H.SI DALY. STEEL. APPLY PLAEES TO EACH FACE OF TRUSS ANO. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER ORAWI NGS I6OA-2, * NO. Ci 8005 * TOT. L D . �. E-.30-'1006 Alpine Engineered Products, Inc. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TPII-2002 SECA. A SEAL ON I.IS DRAWING INDICATES ACCEPTANCE OF PROIESSIONAL ENGINEERING RESPONSIBILITY S.LEIY FOR T.E IRIISS F.OMPONE' ,A C�V�L P FROM P S 9� Sacramento, CA 95828 B.ESI ENUILDINGHDESILNERFPERSANSIBIPITI SEC.UTE OF IN,s COMPO.CNI TDR ANY BUILDING. IS THE RT.5PON 51OIL IIY Of IH( ^TCAU A- „� �SPACING See above JREF- 1SMZ795_Z12 t 1 `NS�EL?i0N � `SS F'lt M - 14,V0. 000 'tc+ (► N TIMBER PRODUCTS INSPECTION, INC. dba GENERAL TESTING AND INSPECTION AGENCY 105 SE 124' AVENUE VANCOUVER, WA 98684 We. are an inspection agency recognized by the International Conference of Building Officials. Council of American Building Officials NER — QA275. This is to verify that: SPATES FABRICATORS, INC 85-435. MIDDLETON STREET THERMAL, CA 92274 is under our Audited Quality Control Program and has been since: i JUNE, 1990 We audit the production Quarterly under the Uniform Building Code Section 2304.4.4. TONY LEWIN MANAGER OF WESTERN TRUSS DIVISION 1 CSIREPORTTM ER -5352 Reissued July 1, 2002 ICBG Evaluation Service, Inc. • 5360 Workman Mill Road, Whittier, California 90601 • www.icboes.org ' Filing Category: FASTENERS—Steel Gusset Plates WAVEym METAL CONNECTOR PLATE FOR WOOD TRUSSES ALPINE ENGINEERED PRODUCTS, INC. 1950 MARLEY DRIVE HAINES CITY, FLORIDA 33844 1.0 SUBJECT WAVE 7m Metal Connector Plate for Wood Trusses. 2.0 DESCRIPTION 2.1 General: The WAVE plate is a metal connector plate for wood trusses. The plates are manufactured from galvanized steel in various lengths and widths and have integral teeth that are designed to laterally transmit loads between truss wood members. Plans and calculations must be submitted to the building official for the trusses using metal connector plates described in this report. 2.2 Materials: The WAVE plate is manufactured from No. 20 gage [0.0356 inch (0.90 mm)], ASTM A 653-94 SQ, Grade 40, structural - quality steel with a hot -dipped galvanized coating designated G60. The WAVE plate has slots approximately 0.50 inch (12.7 mm) long by 0.12 inch (3.0 mm) wide that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite -facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately'/, inch (6.4 mm) on center across the width of the plate and approximately 1 inch (25.4 mm) on center along the length of the plate, with adjacent longitudinal rows staggered 0.06 inch (1.5 mm). Connector plates are available in 1 -inch (25.4 mm) increments of width and length. Minimum plate width and length are 1 inch (25.4 mm) and 2 inches (51 mm), respectively. See Figure 5 for details of plate dimensions. There are 8 teeth per square inch (1.24 teeth per square centimeter) of plate surface. The length of each tooth, including the thickness of the parent metal, is approximately 0'.41 inch (10.4 mm), and the width of each tooth is approximately 0.12 inch (3.05 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 40 degrees with respect to the plate width. 2.3 Allowable Loads: Tables 1, 2 and 3 show allowable lateral loads, tension loads and shear loads for the WAVE metal plate connectors. Also, refer to Figures 1, 2 and 3 for load conditions. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. A copy of the ANSI/TPI 1- 1995 standard must be supplied to the building department when requested by the building official. 2.3.1 Lateral Resistance: Each metal connector plate must be designed to transfer the required load without exceeding the allowable load per square inch of plate contact area, as determined by species, the orientation of the teeth relative to the load, and the direction of load relative to grain. Design for lateral resistance must be in accordance with Section 11.2.1 of ANSI/TPI 1-1995. Table 1 shows allowable lateral loads for the metal connector plates. 2.3.2 Tension Resistance: Each metal connector plate must be designed for tension capacity, based on the orientation of the • metal connector plate relative to the direction of the load. Design for tension must be in accordance with Section 11.2.2 ofANSI/TPI 1-1995. Table 2 shows allowable tension loads (in units of pounds per lineal inch per pair of plates) for the metal connector plates, based on the net section of the metal connector plates for tension joints, which is the allowable tensile stress of the metal multiplied by the metal connector plate tensile effectiveness ratio. 2.3.3 Shear Resistance: Each metal connector plate must be .designed for shear capacity, based on the orientation of the plate relative to all possible lines of shear. Design for shear must be in accordance with Section 11.2.3 of ANSI/TPI 1-1995. The net section of the metal connector plates for heel joints and other joints involving shear must be designed using the allowable shear values (shown in Table 3 in units of pounds per lineal inch per pair of plates) for the metal connector plates, which is the allowable shear stress of the metal multiplied by the shear resistance effectiveness ratios shown in Table 3. 2.3.4 Metal Plate Reductions: Several allowable -load reduction factors for the metal plates must be considered cumulatively, when applicable, in the design of metal connector plates used in fabricated wood trusses. The reduction factors to be considered cumulatively are as follows: 1. Allowable lateral resistance values for the WAVE metal connector plates must be reduced by a strength reduction factor, QR, shown in Table 4, when the plates are installed in lumber with a single -pass, full - embedment roller system having minimum roller diameters equal to 18 inches (457 mm). This reduction does not apply to embedment hydraulic -platen presses, multiple roller presses that use partial embedment followed by full embedment rollers, or combinations of partial embedment roller/hydraulic-platen presses that feed trusses into a stationary finish roller. When trusses are . fabricated with single -pass roller presses, the calculations for the truss design submitted to the building department for approval must specify the. minimum diameter of the' roller press and the appropriate strength -reduction factor from this report. 1% are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICBO Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. 1. Copyright © 2002 Page 1 of 5 Page 2 of 5 ER -5352 I 2. Allowable lateral resistance values for the WAVE metal connector plates must be reduced by 15 percent when the plates are installed on the narrow face of truss lumber members. 3. Allowable lateral resistance values must be reduced by 20 percent when the WAVE metal connector plates are installed in lumber having a moisture content greater than 19 percent at the time of truss fabrication. 4. Allowable lateral resistance values for WAVE metal connector plates installed at the heel joint ofa fabricated wood truss must be reduced by the heel joint reduction factor, HR, as follows: HR=0.85-0.05(12 tan 0-2.0) where: 0.65sHRs0.85 8 =angle between lines of action of the top and bottom chords shown in Figure 4. This heel -joint reduction factor does not apply to conditions with top chord slopes greater than 12:12. 2.3.5 Combined Shear and Tension: Each WAVE metal connector plate must be designed for combined shear and tension capacity, based on the orientation of the metal connector plate relative to the directions of loading. Design for combined shear and tension must be in accordance with Section 11.2.4 of ANSI/TPI 1-1995. 2.3.6 Combined Flexure and Axial Loading: Metal connector plates designed only for axial forces are permitted as splices in the top and bottom chord located within 12 inches (305 mm) of the calculated point of zero moment. Design of metal connector plates located at splices in the top and bottom chord not located within 12 inches (305 mm) of the calculated point of zero moment must include combined flexure and axial stresses. 2.4 Truss Design: Plans and calculations must be submitted to the building official for the trusses using metal connector plates described in this report. The truss design must show compliance with the code and accepted engineering principles. Allowable loads for the metal connector plates may be increased for duration of load in accordance with Section 2335.5 of the 1997 Uniform Building CodeTM (UBC). Calculations need to specify the deflection ratio or the maximum deflection for live and total load. For each truss design drawing, the following information, at a minimum, should be specified by the design engineer: 1. Truss slope or depth, span and spacing. 2. Dimensioned location of truss joints. 3. Model, size and dimensioned location of metal connector plates at each joint. 4. Truss chord and web lumber size, species and grade. 5. Required bearing widths at truss supports. 6. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earthquake loads. 7. Design calculations conforming to ANSI/TPI 1-1995 and any adjustments to lumber -and -metal -connector -plate allowable values for conditions of use. 2.5 Truss Fabrication: Plate connectors shall be installed by an.approved truss fabricator who has an approved quality assurance program covering the wood truss manufacturing and inspection process in accordance with Sections 2343.7 and 2343.8 of the UBC and Section 4 of ANSI/TPI 1-1995, National Design Standard for Metal Plate Connected Wood Truss Construction. The allowable loads recognized in this report are for plates that are pressed into wood truss members using hydraulic or pneumatic embedment presses; multiple roller presses that use partial embedment followed by full embedment rollers; combinations of partial embedment roller/hydraulic or pneumatic presses that feed trusses into a stationary finish roller press; or, if the adjustment factors given in Table 4 are used, single -pass roller presses. When truss fabricators use single -pass roller presses, the rollers must have minimum 18 -inch (457 mm) diameters. Plates embedded with a single -pass, full -embedment roller press must be preset before passing through the roller press by striking at least two opposite corners of each plate with a hammer. 2.6 Identification: Each WAVE metal connector plate is embossed with the identifying mark "WAVE" stamped into the parent metal. 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. 4.0 FINDINGS That the WAVE metal connector plate for wood trusses complies with the 1997 Uniform Building Code TM (UBC), subject to the following conditions: 4.1 For the trusses using metal connector plates described in this report, plans and calculations must be submitted to the building official. 4.2 The metal connector plates are designed to transferthe required loads in accordance with the design formulae in ANSI/TPI 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building departmentwhen this is requested by the building official. 4.3 The allowable loads forthe metal connector plates must comply with this evaluation report.. 4.4 Teeth of metal connector plates placed in knots, bark, pitch pockets, holes, and joint gaps are considered ineffective. 4.5 Metal connector plates are installed in pairs on opposite faces of truss members connected by the plates. 4.6 Trusses using metal connector plates described in this report must be fabricated by a truss fabricator approved by the building official in accordance with Section 2321 of the UBC. 4.7 Allowable loads shown in the tables in this report may be increased for duration of load in accordance with Section 2335.5 of the UBC. 4.8 Application of the allowable loads (shown in the tables in this report) for metal connector plates embedded in lumber treated with fire -resistive chemicals is outside the scope of this report. 4.9 Where one-hourfire-resistive rating is required for trusses using WAVE connectors, see evaluation reports ER -1632 and ER -5640. This report is subject to re-examination in one year. Page 4 of 5 ER -5352 1n11 tn•• In^ Y _ ur• ' In" trz'• ur• For SI: 1 inch = 25.4 mm. 1 FIGURE 2—END DISTANCE REDUCTION REQUIREMENTS FOR SEMI -NET AREA METHOD TABLE 2—ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR THE WAVE- METAL CONNECTOR PLATEI PLATE MODEL DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 2 0° 90° 0° 90° Allowable Tension Load (pounds per linear inch per pair of plates) Tension Load Efficiency Ratio WAVE" 895 1 849 0.512 F 0.486 For Sl: 1 psi = 6.89 kPa. ISee Figure 3 for a description of plate orientation. 2The length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth were sheared during plate fabrication. Length Width L � L Load - Load Load � F Load (a) 0° Plate Orientation (b) 900 Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE' METAL CONNECTOR PLATE For SI: I psi = 6.89 kPa. 5 DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE PLATE 0° 30° 60° 90° 120° 1 150° 0° 30° •60° 90° 120° 1 1S0° MODEL Allowable Shear Load (pounds per linear Inch per pair of plates) Shear Load Efficiency Ratio - WAVE' 656 1 861 1 969 1 567 1 529 1 556 0.563 0.739 0.832 1 0.487 0.454 0.477 For SI: I psi = 6.89 kPa. 5 Page 3 of 5 ER -5352 TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES FOR THE WAVE' METAL CONNECTOR PLATEI For SI: I inch = 25.4 mm, 1 psi = 6.89 kPa. ISee Figure I for a description of plate orientation. ZThe tabulated values are for a single plate. The values are doubled for plates installed on both faces of a joint if area is calculated for a single plate. ;Metal connector plates must be installed in pairs on opposite faces of truss members connected by plates. 4For metal plates rated by the semi -net area method, the end distance of 1/2 inch, measured parallel to grain, must be excluded when determing the metal plate coverage for each member of a joint. See Figure 2 for examples of joints affected by the mandatory reduction of plate coverage. Ir� t �y.. �. i, P : - -.;. ,..< • AE Orientation LUMBER SPECIES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE2.2 PLATE MODEL Species SpeclFlc Gravity AA IEA AE IEE Allowable Load Per Plate (pounds per square Inch of plate contact area)2 METAL PLATE VALUES RATED BY GROSS AREA METHOD Douglas fir 0.49 206 156 153 Hem -fir 0.43 164 109 124 Southern pine 0.55 R1445 206 158 170 WAVE'" Spruce -pine -fir 0.42 159 109 118 METAL PLATE VALUES RATED BY SEMI -NET AREA METHOD4 Douglas fir' 0.49 275 195 145 153 Hem -fir 0.43 208 134 106 124 Southern pine 0.55 275 195 163 170 Spruce -pine -fir 0.42 208 130 106 118 For SI: I inch = 25.4 mm, 1 psi = 6.89 kPa. ISee Figure I for a description of plate orientation. ZThe tabulated values are for a single plate. The values are doubled for plates installed on both faces of a joint if area is calculated for a single plate. ;Metal connector plates must be installed in pairs on opposite faces of truss members connected by plates. 4For metal plates rated by the semi -net area method, the end distance of 1/2 inch, measured parallel to grain, must be excluded when determing the metal plate coverage for each member of a joint. See Figure 2 for examples of joints affected by the mandatory reduction of plate coverage. Ir� t �y.. �. i, P : - -.;. ,..< • AE Orientation EA Orientation Load �1. FIGURE 1—PLATE ORIENTATIONS EE Orientation t *t, �r EA Orientation Load �1. FIGURE 1—PLATE ORIENTATIONS EE Orientation 1 Ll 1 J Page 5 of 5 ER -5352 TABLE 4—ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, QR, FOR THE WAVE- METAL CONNECTOR PLATE INSTALLED WITH MINIMUM 18 -INCH -DIAMETER SINGLE -PASS ROLLER PRESSES For SI: 1 inch = 25.4 mm. IThe QR value for the lumber species specific gravity of 0.49 applies to all wood species combinations with average published specific gravity of 0.49 or lower, and the QR value for the lumber species specific gravity of 0.50 applies to all lumber species combinations with average published specific. gravity of 0.50 or higher. E) FIGURE 4—HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES ' �3/8 in D �j Plate Width Plate Length F 0.25 In (6.35 nn) o.c. between slots 0.12 in (3.05 nn) F11—lin slot width 0.0356 in (nininun) \ I 1 In (25.4 nn) O.C. 0.5 in (12.7 nn) between slots oFFset between slot length adjacent slots 0.06 in (1.52 nn) PLATE AVAILABLE IN INCREMENTS OF 1 IN (25.4 min). For SI: 1 inch = 25.4 mm. ' FIGURE 5—WAVE PLATE' DIMENSIONS LUMBER SPECIES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE PLATE MODEL SPECIFIC GRAVITY1 AA EA AE EE WAVE' 0.49 0.815 0.885 0.815 0.885 0.50 0.870 0.905 0.870 0.905 For SI: 1 inch = 25.4 mm. IThe QR value for the lumber species specific gravity of 0.49 applies to all wood species combinations with average published specific gravity of 0.49 or lower, and the QR value for the lumber species specific gravity of 0.50 applies to all lumber species combinations with average published specific. gravity of 0.50 or higher. E) FIGURE 4—HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES ' �3/8 in D �j Plate Width Plate Length F 0.25 In (6.35 nn) o.c. between slots 0.12 in (3.05 nn) F11—lin slot width 0.0356 in (nininun) \ I 1 In (25.4 nn) O.C. 0.5 in (12.7 nn) between slots oFFset between slot length adjacent slots 0.06 in (1.52 nn) PLATE AVAILABLE IN INCREMENTS OF 1 IN (25.4 min). For SI: 1 inch = 25.4 mm. ' FIGURE 5—WAVE PLATE' DIMENSIONS