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HomeMy WebLinkAbout042-010-109BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION (IVR): (530) 538-4365 OFFICE: (530) 538-7541 FAX#: (530) 538-2140 ONLINE PERMIT/RENEWAL PAYMENTS: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 4623 WELDING WAY Owner: Permit No: B0$-1184 APN: 042-010-109 FERREIRA, ANTHONY & KEEL Issued Date: 06/20/2008 By KCG Permit type: MISCELLANEOUS 4623 WELDING WAY Subtype: Phtovtaic Sys Roof CHICO, CA 95973 Expiration Date: 06/20/2009 Description: ROOF -MOUNT SOLAR SYSTEM (530) 879-0815 Occupancy: Zoning: Contractor Applicant: Square Footage: ALTERNATIVE ENERGY SYSTEMS INC ALTERNATIVE ENERGY SYS Building Garage Remdl/Addn P O BOX 9231 P O BOX 9231 CHICO, CA 959279231 CHICO, CA 959279231 Other Porch/Patio Total (530)345-6980 (530)345-6980 FEE INFORMATION DBMSC Photovoltaic System $421.93 Total Charged: $421.93 Fees Paid: $421.93 Balance Due: $0.00 Receipt No: B7750 LICENSED CONTRACTOR?S'DECLAMTION ;. OWNER`/ BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License ALTERNATIVE ENERGY SYSTE 853351 / C10 / 01131/2009 Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license pursuant to the provisions of the Contractors License Law [Chapter 9 (commencing with Section 7000) is in full force and effe of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects X 06/20/2008 the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: Contractor's Signature Date ❑ I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR WORKERS' COMPENSATION, DECLARATION OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: the work himself or herself or through his or her own employees, provided that such improvements ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). (1HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by ❑ I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Professions Code: tion 3700 of the Labor Code, for the performance of the work for which this permit is issued. The Contractors License Law dows not apply to an owner of the property who builds or improves My Workers' Compensation insurance carrier and policy number are; thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the 019419 05/01/2009 STATE FUND 713-0ExpDate: Cartier: Policy Number: . Contractors License Law.). (This section need not be competed if the permit is for one hundred dollars ($100) or ess. ❑ 1 AM EXEMPT under Section B. & P.C. for this reason: ❑I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California, and agree that if I should become subject to the workers' X 06/20/2008 compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owner's Signature Date provisions. X 06/20/2008 I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building Signature Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE injury, including death, and property damage caused by, arising out of, or in any way connected with HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. County to enter the above mentioned property for inspection purposes. I hereby certify that I am the property owner authorized to actor he prope owners behalf. CONSTRUCTION LENDING, AGENCY. - - -- _ 06/20/2008 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for Name of Permittee [SIGN] Print Date the performance of the work for which this permit is issued. (3097 civ. code) Owner Vr Contractor OR DAgent for Owner Agent for Contractor FILE COPY Lender's Address City State Zip BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION* OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OF APPLICATION Website: www.buttecounty.net/dds PLEASE PRINT CLEARLY PERMIT NO. BIN # "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. OWNER INFORMATION Last Name rte. First � amel/ act.7 I.�l� Mailing Addresses 3 City� � Stat Phone v Phone g � Fax E-mail CONTRACTOR Name All&f_/�dht- r L.. Address C7 City State Zi Phone v Fax -3e-13- 57 E-mail � o Y` Lic. # � Clas fO APPLICANT INFORMATION ARCHITECT/ENGINEER Name City/ 4 f, 41AL Address Zip .�Z City Fax/�s/-�' < State Zip Phone Fax E-mail State License Number APPLICANT INFORMATION Name ,4/` Address City/ 4 f, 41AL St � 4 Zip .�Z Phone Fax/�s/-�' < E mail ® $v�IC.�r �6 C w 4:✓ / fi � Gv APPLICANT SIGNATURE X PROJECT LOCATION AP# 0�12-0 0- �o Property Address 6Z City / / UD WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than licensed contractors, a certificate of worker's compensation must he shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: Sci FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): For office use only: Zoning Flood Zone SRA I Yes I No Occ. Type Const. (9) SPR -225 (9) SPR -225 €3116-U PV O. K --U PV DISCONNECT SOLAR. SOLAR Zqo AG PANELS PANELS UNPOWER CORF,' SPR -50001- 240xisiv�5 /INTEGRATED D DISCONNECT 10GA :. Zqo AG r06 i NOTES: r 1. ALL ELECTRICAL INSTALLATIONS DESIGNED AND INSTALLED IN ACCORDANCE BUTTE-000Nl Y WITH THE CALIFORNIA ELECTRICAL CODE AND NEC ARTICLE 690. BUILDING DIVIS*N 2. ALL CONCEALED PV STRING WIRING WILL APPROVED BE IN METALLIC CONDUIT. LOCATION: DESIGNED & INSTALLED BY: 3.5 KWATT SOLAR GENERATOR ALTERNATIVE ENERGY SYSTEMS INC PO BOX 9231 LINE ITEM DIAGRAM �httia�y �erre�trn 146,Z3Z3 i•✓ )dlyli 6JwY C,h7c o 95Q?3 CHICO, CA 95927 LICENSE # 853351 (C10) ARRAY DEAD LOAD CALCULATION ITEM PANEL RAIL STRUT TILT LEGS # EA 18 9 0 0 LENGTH (FT) 17 16 WEIGHTIFT (LB) 1 1.9 WEIGHT EA (LB) 33 5 . WEIGHT/ITEM (LB) 594, 153 - 0 SUM 747 LB AREA 290 FT"2 WEIGHT/FT"2 2.6 PSF Location: Designed & Installed by: Anthony Ferreira ALTERNATIVE ENERGY SYSTEMS INC 4623 Welding Way PO Box 9231 Chico, CA 95973 Chico, CA 95927 O®W O Z a- • F k t Av 225 SOLAR PANEL BENEFITS Highest Efficiency Panel efficiency of 18.1 % is the highest commercially available for residential applications Attractive Design Unique design combines high efficiency and an elegant, 311 -black appearance More Power Delivers up to 5C% more power per unit area than conventional solar panels Reliable and Robust Design Proven materials, tempered front glass, and a sturdy anodized frame allow panel to operate reliably in multiple mounting configurations EXCEPTIONAL EFFICIENCY AND APPEARANCE %0U DIVIS OVED The SunPower 225 Solar Panel provides a revolutionary combination of high efficiency and attractive, uniform appearance. Utilizing 72 next generation SunPower all - back contact solar cells and an all -black backsheet, the SunPower 225 elegantly delivers an unprecedented total panel conversion efficiency of 18.1 %. The panel's reduced voltage -temperature coefficient and exceptional low -light performance attributes provide far higher energy delivery per peak power than conventional panels. SunPower's High Efficiency Advantage - up to 501/o More Power Comparable'systems covering 25 m2 / 270 ffz Co4enrional SunPower Watts / Panel 165 225 Efficiency 12.0% 18.1% kWs 3.0 4.5 SPR-225-BLK �:� C E us F BUTTE COUNTY BUILDING DIVIS11%00� • 225 SOLAR PANEL APPROVED EXCEPTIONAL EFFICIENCY AND APPEARANCE Electrical Data Measured at Standard Test Conditions (Srq: inadionce of 1000/m', air mass 1.59, and ten temperature 25' C Peak Power (+/-5%) Pmax 225 W Rated Voltage Vmp 41.0 V Rated Current Imp 5.49 A Open Circuit Voltage Vac 48.5 V Short Circuit Current Isc 5.87 A Maximum System Voltage IEC, UL 1000 V, 600 V Temperature Coefficients Power -0.38% /°C Voltage (Voc) -132.5 mV/aC t 1 2.0 Current (Isc) 3.5 mA/aC Series Fuse Rating — �{ 20 A Peak Power per Unit Area t �— 181 W/m2, 16.8 WA2 CEC PTC Rating 207.1 W IV Curve 7.0 Mechanical Data Solar Cells 72 SunPower allbock contact monocrystalline Front Glass 3.2 mm (1/8 in) tempered Junction Box IP -65 rated with 3 bypass diodes Output Cables 900mm length cable / MultiContact connectors Frame Anodized aluminum alloy type 6063 Weight 15 kg, 33 lbs IV Curve 7.0 I ; 6.0 —+—• — _– – —� – –r --i 5.0 1000 W/m2 + Q 4.0 y 800 W/m2 3.0 t 1 2.0 500 W/tn2 — �{ 1.0 t �— --� I 1000 WWym2 at 50'C 0.0 1 — 0 10 20 30 40 50 60 Voltage M Current/voltage characteristics with dependence on irradiance and module -temperature. Tested Operating Conditions - Temperature —40° C to +90a C (-40°F to +194°F) Max load 50 psf (2400 pascals) front and back Impact Resistance Hail —25mm (1 in) at 23 m/s (52 mph) Warranty and Certifications Warranty 25 year limited power warranty 10 year limited product warranty Certifications IEC 61215, Safety tested IEC 61730 UL listed (UL 1703), Class C Fire Rating Dimensions mm (id r 1 W 1200 0..21.161 p.a.1 147.24) 1-1 2x 0 6.2 1.161 1 Gaud) 26. 798 n9.691 n I.A21 915 322 �f 1659 d0 BR 0 e.e 1.261 161.39) (36.021 11x.691 'I O.eq ea.z 1.161 I Gomdl CAUTION: READ SAFETY AND INSTALLATION INSTRUCTIONS BEFORE USING THE PRODUCT. Go to www.sunpowercorp.com/panels for details About SunPower SunPower designs, manufactures and delivers high-performance solar electric technology worldwide. Our high -efficiency solar cells generate up to 50 percent more power than conventional solar cells. Our high-performance solar panels, roof tiles and trackers deliver significantly more energy than competing systems. ® October 2007 SunPower Corporation. All rights reserved, specifications included in this doto.heet are subject to change without notice. Document #00142188 Rev as Printed on recycled paper www.sunpowercorp.com SOLARMOUNT. This manual details the procedure for flush mounting SolarMount to a pitched roof. If your installation includes tilt legs, see also the instructions shipped with the leg kit. Contents Installer reponsibility ...... 2, Laying out the installation area ........... 2 Laying out L -feet .......... 3 Installing L -feet ........... 3 Laying out standoffs ....... 4 Installing standoffs ........ 4 Installing SolarMount rails ..................... 5 Installing the modules ..... 6 Part quantities SolarMoune Rail Sets T -bolt slot - �for module — Footing bolt slot Installation with Top Mounting Clam s Installation Manual 201.1 gE COUNT" U.S.Des. Patent No. D496,248S.Other patents pe lLDING DIVISk�� APPROVED Top Mounting Clamp Sets, Sizes A— F, G*, Ht, and J Modules per row No. of Mid clamps W footing '/8" flange Roil length (inches) mils L -feet bolts nuts 48-106 2 4 4 4 120-180 2 6 6 6 192-216 2 8 8 8 226-288 (w/ splice) 2 10 10 10 300-336 (w/ splice) 2 12 12 12 348-408 (w/ splice) 2 14 14 14 420-432 (w/ splice) 2 16 16 16 Top Mounting Clamp Sets, Sizes A— F, G*, Ht, and J Modules per row End clamps Mid clamps Y4- module Vohs Y4 _X % safety bolts I4" flange nuts 2 4 2 6 2 8 3 4 4 8 2 10 4 4 6 10 2 12 5 4 8 12 2 14 6 4 10 14 2 16 7 4 12 16 2 18 8 4 14 18 2 20 9 4 16 20 2 22 10 4 18 22 2 24 II 4 20 24 2 26 12 4 22 26 2 28 * In size G, end clamps and mid clamps are identical, except that end clamps include spacers. For illustration, see page 14. . t In size H, end clamps and mid clamps are identical. Hexhead bolts replace 7 -bobs. For illustration, see page 14. Figure 3. Exploded view of a low -profile installation mounted flush to the roof with L feet. Wrenches and torque Wrench Recommended size torque (ft4bs) Y4- hardware '/l' 15 '/8- hardware '/ib' 30 Stainless steel hardware can seize up, a process called galling.To significantly re- duce its likelihood, (1) apply lubricant to bolts, preferably an anti -seize lubricant, available at auto parts stores, (2) shade hardware prior to installation, and (3) avoid spinning on nuts at high speed. See Installation Supplement 910, Galling and Its Prevention, at www.unirac.com. UniRac welcomes input concerning the accuracy and user friendliness of Pub 050304-1ii© 2005 by UniRac, Inc. this publication. Please write to publications@unirac.com. L March 2005All rights reserved. UNMAC' Installation Manual 201.1 Installer responsibility Q The installer is solely responsible for: Complying with all applicable local or national building codes, including any that may supercede this manual; • Ensuring that UniRac and other products are ap- propriate for the particular installation and the installation environment; • Ensuring that the roof, its rafters, connections, and other structural support members can sup- port the array under building live load conditions. Low -profile High-profile mode mode Lower roof edge Figure 4. Rails may be placed parallel or perpendicular to rafters. SolarMountO Top Mounting • Using only UniRac parts and installer -supplied parts as specified by UniRac (substitution of parts may void the warranty); • Ensuring that lag screws have adequate pullout strength and shear capacities as installed; • Maintaining the waterproof integrity of the roof, including selection of appropriate flashing; and • Ensuring safe installation of all electrical aspects of the PV array. Laying out the installation area The installation can be laid out with rails parallel to the rafters (high-profile mode) or perpendicular to the rafters (low -profile mode). Note that SolarMount rails make ex- cellent straight edges for doing layouts. Center the installation area over the rafters as much as possible. Leave enough room to safely move around the array during installation. The width of the installation area is equal to the length of one module. The length of the installation area is equal to: • the total width of the modules, • plus 1 inch for each space between modules (for mid -clamp), • plus 3 inches (11/z inches for each set of end clamps). 10 year limited Product Warranty, 5 year limited Finish Warranty UniRac, Inc., warrants to the original purchaser ("Purchaser") of product(s) that it manufactures ("Product") at the original installation site that the Product shall be free from defects in material and workmanship for a period of ten (10) years, except for the anodized finish, which finish shall be free from visible peeling, or cracking or chalking under normal atmospheric conditions for a period of five (5) years, from the earlier of 1) the date the installation of the Product is completed, or 2) 30 days after the purchase of the Product by the original Purchaser ("Finish Warranty"). The Finish Warranty does not apply to any foreign residue deposited on the finish. All installations in corrosive atmospheric conditions are excluded.The Finish Warranty isVOID if Pop 2 the practices specified by AAMA 609 & 610-02 —"Cleaning and Maintenance for Architecturally Finished Aluminum" (www.aamanetorg) are not followed by Purchaser.This Warranty does not cover damage to the Product that occurs during its shipment, storage, or installation. This Warranty shall be VOID if installation of the Product is not performed in accordance with UniRac's written installation instructions, or if the Product has been modified, repaired, or reworked in a manner not previously authorized by UniRac IN WRITING, or if the Product is installed in an environment for which it was not designed. UniRac shall not be liable for consequential, contingent or incidental damages arising out of the use of the Product by Purchaser under any circumstances. If within the specified Warranty periods the Product shall be reasonably proven to be defective, then UniRac shall repair or replace the defective Product, or any part thereof, in UniRac's sole discretion. Such repair or replacement shall completely satisfy and discharge all of UniRac's liability with respect to this limited Warranty. Under no circumstances shall UniRac be liable for special, indirect or consequential damages arising out of or related to use by Purchaser of the Product. Manufacturers of related items, such as PV modules and Flashings, may provide written warranties of their own. UniRac's limited Warranty covers only its Product, and not any related items. Installation Manual 201.1 Laying out L -feet L -feet (Fig. 5) are used for installation through existing roofing material, such as asphalt shingles or sheet metal. Use Figure 6 or Figure 7 below to locate and mark the L -feet lag bolt holes within the installation area. Consult UnilZac's SolarMount Code -Compliant QPlanning and Assembly to determine foot spacing that will meet code. Download the version for theapplicable building code at www.unirac.com. In low -profile layouts, stagger feet on rafters (Fig. 7) to distribute the load. If multiple high-profile rows are to be installed adjacent to one another, it will not be possible for each row to be centered above the rafters. Adjust as needed, following the guidelines in Figure 7 as closely as possible. SolarMount® Top Mounting V148MV Figure 5 Overhang I+ Foot 257o typical r --spacing— I each end n u r i 50% typical Lower roof edge 1 Figure 6. Low -profile layout 25% typical —> 50% typical each end 13/4 II 11 �. 1 3/4 4 I 16 Foot spacing ! / Lower roof edge Overhang I III Rafters 2L/1 Figure 7. High-profile layout Installing L -feet Stagger feet on rafters BUILDINu APPR®VAED Drill pilot holes through the roof into the center of the rafter at each L -foot lag . bolt hole location. Consult procedural step 6 and Table 4 (p. 8) in SolarMount Code Compliant Planning and Assembly to select the lag bolts that meet building code wind load requirements. Lag bolts are not provided with SolarMount rail sets. Apply sealant into the hole, and on the shafts of the lag bolts. Seal the underside of the L -feet with a suitable weatherproof sealant. Securely fasten the L -feet to the roof with the lag bolts. Ensure that the L -feet face as shown in Figure 6 or Figure 7. The single -slotted square side of the L -foot must always lie against the roof with the double -slotted side perpendicular to the roof. 3 Installation Manual 201.1 SolarMountO Top Mounting VNORAC® Laying out standoffs Standoffs (Fig. 8) are used for flashed installations, such as those with file and shake shingles. Use Figure 9 or Figure 10 to locate and mark the standoff lag bolt holes within the installation area. Consult UniRac's SolarMount Code -Compliant Planning Qand Assembly to determine foot spacing that will meet code. Download the version for the applicable building code at www.unirac.com. Remove the file or shake underneath each standoff location, exposing the roofing underlayment. Ensure that the standoff base lies flat on Figure 8. SolarMount standoff choices: lumi- the underlayment, but remove no more material than required for the num rats 2 -piece ange, steelflat-top (center), and ,and steel raised flange. 71vo-piece standoffs allow. flashings to be installed properly. flashings to be precisely placed over bases pri- Use the standoff base as a template to mark lag bolt hole locations on or to installation of the standoff itself. Raised underlayment above the center of the rafters (Fig. 9 or Fig. 10). flange standoffs do not require jeer. In low -profile layouts, stagger standoffs on rafters (Fig. 9) to distrib- ute the load. When determining the distance between the rails in high-profile mode, keep in mind that the center of each rail will be offset from the 1 standoff lag bolt holes by'/16 of an inch. If multiple high-profile rows are to be installed adjacent to each other, 114 it will not be possible for each row to be centered above the rafters. Adjust as needed following the guidelines in Figure 10 as closely as 25% typical /—fir 50% typical each end ,7J 1 114 I I Foot -► II �l 1 - - spacing / � �I I 1 Lower roof edge Overhang Ibl�t Rafters Figure 10. High-profile layout Installing standoffs Drill'/16-inch pilot holes through the underlayment into the center of the rafters at each standoff location. Securely fas- ten each standoff to the rafters with the two 5/16' x 3'/2' lag bolts provided with it. Verify that the lag bolts you use are adequate for your installa- tion by following procedural steps 4A or 4B (pp. 5, 8) in SolarMount Code -Compliant Planning and Assembly. , If you are using raised -flange standoffs, ensure that they face as shown in Figure 9 or Figure 10. Steel flattop standoffs should also be lagged at oppo- site corners. SolarMount steel standoffs are designed for installation with collared flashings available from UniRac. Aluminum flashings take all metal flashings, also available from UniRac. Install and seal flashings and standoffs using standard build- ing practices. fii UNMRAC® Installation Manual 201.1 '�*j Figure 11. Splice bars slide into the footing bolt slots of SolarMount rail sections. Clamping bolt slot � Mounting Footing slots bolt slot Figure 12. Foot -to -rail splice attachment Aligning the Rail Ends. Align one pair of rail ends to the edge of the instal- lation area (Fig. 13 or Fig. 14). The opposite pair of rail ends will overhang the side of the installation area. Do not trim them off until the installation is complete. In low -profile mode (Fig. 13), either end of the rails can be aligned, but the first module must be installed at the aligned end. l n I_— Edge of installation area Figure 13. Low -profile mode SolarMount® Top Mounting Installing SolarMount rails Keep rail slots free of roofing grit or other debris. Foreign matter will cause bolts to bind as they slide in the slots. Installing Splices. If your installation uses SolarMount splice bars, attach the rails together (Fig. 11) before mounting the rails to the foot- ings. Use splice bars only with flush installations or those that use low -profile tilt legs. If using more than one splice per rail, con- Q tact UniRac concerning thermal a cpan- sion issues. Mounting Rails on Footings. Rails may be . attached to either of two mounting holes in the. footings (Fig. 12). Mount in the lower hole for a low profile, more aesthetically pleasing instal- lation. Mount in the upper hole for a higher profile, which will maximize airflow under the modules. This will cool them more and may enhance performance in hotter climates. Slide the %-inch mounting bolts into the footing bolt slots. Loosely attach the rails to the footings with the flange nuts. Ensure that the rails are oriented to the footings as shown in Figure 6, 7, 9, or 10, whichever is appropriate. a� Edge of installation area Figure 14. High-profile mode For the safest high-profile installation (Fig. 14), the aligned end of the rails must face the lower edge of the roof. Securely tighten the flange nuts on the mounting bolts after alignment is complete (28-32 ft lbs). QMount modules to the rails as soon as possible. Temperature changes may bow the rails within a few hours if module placement is delayed. 5 VNOMV Installation Manual 201.1 Installing the modules Prewiring Modules. If modules are the Plug and Play type, no prewiring is required, and you can proceed directly to "Installing the First Module" below. If modules have standard J -boxes, each module should be prewired with one end of the intermodule cable for ease of installation. For safety reasons, module prewiring should not be performed on the roof. Leave covers off J -boxes. They will be installed when the modules are installed on the rails. Installing the First Module. In high-profile installations, the safety bolt and flange nut must be fastened to the module bolt slot at the aligned (lower) end of each rail. It will prevent the lower end clamps and clamping bolts from sliding out of the rail slot during installation. If there is a return cable to the inverter, connect it to the first module. Close the J -box cover. Secure the first module with T -bolts and end clamps at the aligned end of each rail. Allow half an inch between the rail ends and the end clamps (Fig. 15). Finger tighten flange nuts, center and align the module as needed, and securely tighten the flange nuts (15 ft lbs). Installing the Other Modules. Lay the second module face down (glass to glass) on the first module. Connect intermodule cable to the second module and close the J -box cover. Turn the second module face up (Fig. 16). With T -bolts, mid clamps, and flange nuts, secure the adjacent sides of the first and second modules. Align the second module and securely tighten the flange nuts (Fig. 17). For a neat installation, fasten cable clamps to rails with self -tapping screws. Repeat the procedure until all modules are installed. Attach the outside edge of the last module to the rail with end clamps. Trim off any excess rail, being careful not to cut into the roof. Allow half an inch between the end clamp and the end of the rail (Fig. 15). Check that all flange nuts on T -bolts are securely fastened. High -lipped module Spacer (cross section) i k SolorMount rail with G clamps and spacer SolarMounf® Top Mounting M6dule 1/2" minimum °frame " �U' module bolt and flange nut End clamp Rail Figure 15 r J -boxes Figure 16 Module frames 1/4" module bolt and flange nut Mid clamp Figure 17 Low -lipped module (cross section) SolarMount rail with Size H clamps Figure 18. Size G clamps (for modules with high lips) ules with low lips) are identical and employ hexhead include a spacer for the end clamps but are otherwise bolts in place of T -bolts; their heads slide into Solar - identical. Size H mid clamps and end clamps (for mod- Mount® rails. °'8` UniRac, Inc. 3201 University Boulevard SE, Suite 110 505.242.6411 6 www.unirac.com Albuquerque NM 87106-5635 USA 505.242.6412 Fax n SPRx HIGH EFFICIENCY INVERTERS SunPower high performance photovoltaic (PV) string inverters offer high efficiency, low installed cost, clean design and high reliability. FEATURES & BENEFITS • Peak and average efficiency greater than 94% maximizes your PV investment • Fast MPPT algorithm ensures maximum energy harvest from your array under any conditions • Includes integrated lockable AC/DC disconnect that is NEC compliant as a DC disconnect • Includes a lightweight and versatile mounting bracket that simplifies installation • Modular design allows SunPower SPRx inverters with the some or different power levels to be mounted side-by-side using the wiring box as a wiring raceway • Sealed inverter can be separated from the wiring box enclosure allowing DC/AC connections to remain intact • Bright LED indicators provide system status at a glance • LCD providing instantaneous feedback on power, energy production, PV array voltage and current and much more • Works with all SunPower modules t'. f� Fi f { I b f r r i SPRx HIGH EFFICENCY INVERTER @,1741 PHOTOVOLTAIC can tm.111i POWER INVERTER C us ® May 2006 SunPower Corporation. All rights reserved. specifications included in this dakshed are subject to change v4wW notice. SunPower Corporation® 1.877.786.0123 Email: sales@sunpowercorp.com www.sunpowercorp.com Document# 001 08227 Rev SPRx 'HIGH EFFICIENCY 'INVERTERS ELECTRICAL SPECIFICATIONS -13F to 149F (-25aC to +65aC) Model SPR -3300x SPR -3300x-208 SPR -4000x Maximum AC Power Output 3300 W 3300 W 4000 W AC Output Voltage (nominal) 240 VAC 208 VAC 240 VAC AC Voltage Range 211-264 VAC 183-228 VAC 211-264 VAC AC Frequency (nominal) 60 Hz 60 Hz 60 Hz AC Frequency Range 59.3-60.5 Hz 59.3-60.5 Hz 59.3-60.5 Hz Maximum Continuos Output Current 13.8 A 15.9 A 16.7 A Current THD < 3% < 3% < 3% Power Factor > 0.9 > 0.9 > 0.9 DC Input Voltage Rage 195-600 VDC 195-600 VDC 195-600 VDC Max DC current 18.5 Adc 18.5 Adc .22.1 Adc Peak Power Trackinc Voltage Range 195-550 VDC 195-550 VDC 195-550 VDC Peak Inverter Efficiency 95.3% 94.6% 95.7% CEC Efficiency 94.5% 94.0% 95.0% Night Time Power Consumption < 1 W < 1 W <1W Output Overcurrent Protection 20 A 25 A 25 A Grounding Positive ground for SunPower modules MECHANICAL'SPECIFICATIONS Operating Temperature Range -13F to 149F (-25aC to +65aC) Enclosure Type NEMA3R (outdoor rated) Unit Weight 49.0 to 51 lbs Shipping Weight 57 to 59 lbs Shipping Dimensions (HxWxD) 34.1 x 20.4 x 10.3" (86.6 x 51.8 x 26.2 an) Inverter Dimensions (HxWxD) 28.5x 15.9x57(72.4x40.3x 14.6 an) Mounting Wall Mount (mounting bracket included) and lifetime energy production, PV array ®May 2006 SunPower Corporation-AII rights ms—ed. Specifications included in bis datosheet are wbjee to change without notice. FEATURES PV/Utility Disconnect Eliminates need for external PV (DC) disconnect. Complies with UL and NEC requirements Cooling Convection cooled, no fan required Display Backlit, 2 -line, 16 -character Liquid Crystal Display provides instantaneous power, daily and lifetime energy production, PV array voltage and frequency, time online "selling" today and fault messages Communications RS 232 and Two Conbus RJ45 ports Wiring Box PV, utility, ground, and communications connections. Inverter can be separated from the wiring box Warranty 10 years SunPower Corporation® 1.877.786.0123 Email: sales@sunpowercorp.com www.sunpowercorp.com D --t# 001 08227 Rev " UNPOWER CORP, SPR -5000.k- 240 /INTEGRATED D DISCONNECT 10GA 3.5 KWATT SOLAR GENERATOR_ LINE ITEM DIAGRAM 2ZO AV tP 5�b pa vwl Zqo VAC - 106A MAIN M R Zoo Z.on NOTES: 1. ALL ELECTRICAL INSTALLATIONS DESIGNED AND INSTALLED IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE AND NEC ARTICLE 690. 2. ALL CONCEALED PV STRING WIRING WILL BE IN METALLIC CONDUIT. LOCATION: DESIGNED & INSTALLED BY: Ahi6v Ferre tm ALTERNATIVE ENERGY SYSTEMS INC .'4&Z3 WC)A IAJ WClY PO BOX 9231 . CHICO, CA 95927 C.hsco, GA 95q`�3 LICENSE # 853351 (C10) (9) SPR -225 (9) SPR -225 -U PV & K -u PV SOLAR SOLAR PANELS PANELS UNPOWER CORP, SPR -5000.k- 240 /INTEGRATED D DISCONNECT 10GA 3.5 KWATT SOLAR GENERATOR_ LINE ITEM DIAGRAM 2ZO AV tP 5�b pa vwl Zqo VAC - 106A MAIN M R Zoo Z.on NOTES: 1. ALL ELECTRICAL INSTALLATIONS DESIGNED AND INSTALLED IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE AND NEC ARTICLE 690. 2. ALL CONCEALED PV STRING WIRING WILL BE IN METALLIC CONDUIT. LOCATION: DESIGNED & INSTALLED BY: Ahi6v Ferre tm ALTERNATIVE ENERGY SYSTEMS INC .'4&Z3 WC)A IAJ WClY PO BOX 9231 . CHICO, CA 95927 C.hsco, GA 95q`�3 LICENSE # 853351 (C10) 0 rrf 14 ('121' (/("1 f' "— BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES INSPECTI6N CARD 24 Hour Inspection Line: (530) 538-7636 (Oroville) (530) 891-2834 (Chico) Office: (530) 538-7541 Fax: (530) 538-2140 Website: www.buttecounty.net/dds Permit No: B06-2435 Issued: 10/30/2006 Address: 463*WELDING WAY CHICO APN: 'A17 042-010-109 Permit Subtype: Private Pool Owner: FERREIRA, ANTHONY & KEELEY Applicant: POOLBUILDERS INC Description: In -ground pool: Master # 01-516 MUST BE ON JOB SITE JOB SHALL BE READY PRIOR TO CALLING FOR INSPECTION. THE INSPECTION CARD AND APPROVED PLANS MUST BE AVAILABLE FOR EACH INSPECTION OR THE INSPECTION WILL NOT BE MADE AND A RE -INSPECTION FEE MAY BE ASSESSED. ALL PLAN REVISIONS MUST BE APPROVED BY THE COUNTY BEFORE PROCEEDING —Inspection Type IVR INSP DATE Set ac s 132 Foundations / Footings 111 Pier/Column Footings 122 Grade Beams 114 Eufer Ground 216 Forms/Steel/Holdowns 122 Do Not Pour Concrete Until Above are Signed Pre -Slab 124 Gas Test 404 ' Masonry Grout 120 Masonry Bond Beam 119 Underfloor Framing 149 Underfloor Ducts 319 Shear Transfer 136 Under Floor Plumbing 412 Under Slab Plumbing 411 Gas Piping 403 Do Not Install Floor Sheathing or Slab Until Above Signed Rough Framing 128 Rough Plumbing 406 Rough Mechanical 316 , Rough Electrical 208 Gas Piping 403 Roof Nail 129 Shower Pan/Tub Test 408 Fire Sprinkler 702 Do Not Insulate Until Above Signed Wall Insulation 117 Ceiling Insulation 118 Do Not Cover Until Above Signed T -Bar Ceiling / RC 145 Gas Test 404 Stucco Lath 142 Stucco Scratch 143 Stucco Brown 144 Building Final 802 Electrical Final 803 Mechanical Final 809 Plumbing Final 813 Project Final 801 1 `'Z t , )'/U'?,, BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds FEE INFORMATION Swim Pool -Master Plan Coord $467.42 LICENSED CONTRACTOR'S DECLARATION Contractor (Name) State Contractors License No. / Class / Expires POOLBUILDERS INC CSLB-833994 / C53 / 10/31/2008 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter (commencing with Section 7000�f Division 3 of tip@ Bus)'ness and Professions Code, and my license is in full fdrbe and effect. / 1 1_ I I / X Iw A/tl�� U( AAA„ A 10/30/2006 Contra t s Signature Date I... _ WORKERS' COMPENSATION DECLARATION I I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: ❑1 HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by action 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance carrier and policy number are; Carrier. STATE FUND Policy Number 713-0012060 Exp, Date:03/01/2007 (This section need not a completed if the permit is for one hundred dollars ($100) or less. ❑I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers' comP9Ps0)ion provisions ci�§ection 3700 of the Labor Code, I shall forthwith comply with those X W 10/30/2006 Signature Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for the performance of the work for which this permit is issued. (3097 civ. code) Lender's Address City State Zip $467.42 .42 Balance Due: $0.00 Receipt No: 1351' OWNER/ BUILDER DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: FI, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proof that he or she did not build or improve for the purpose of sale.). ❑I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: The Contractor's License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractor's License Law.). ❑ I AM EXEMPT under Section B. & P.C. for this reason: IX 10/30/2006 Owner's Signature Date I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the FRNor occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte Cou ty toeste he abov mentioned property for inspection purposes. I hereby certify that I am the o�ngf �r am aut rized to am the prop, J owner's behalf. 1 GIC P.W►P�In lY S 10/30/2006 Owner Contractor OR ElAgent for Owner Agent for Contractor �V7�'� FILE COPY PROJECT INFORMATION Site Address: 4674 WELDING WAY Owner: Permit No: B06-2435 APN: 042-010-109 FERREIRA, ANTHONY & KEEL Permit type: MISCELLANEOUS 4623 WELDING WAY Issued Date: 10/30/2006 By KCG Subtype: Private Pool CHICO, CA 95973 Expiration Date: 10/30/2007 Description: In -ground pool: Master # 01-516 (530) 879-0815 Occupancy: Zoning: Contractor Applicant: Square Footage: POOLBUILDERS INC POOLBUILDERS INC Building Garage Remdl/Addn 3080 THORNTREE DRIVE 25 3080 THORNTREE DRIVE 25 CHICO, CA 95973 CHICO, CA 95973 Other Porch/Patio Total (530)899-8988 (530)899-8988 FEE INFORMATION Swim Pool -Master Plan Coord $467.42 LICENSED CONTRACTOR'S DECLARATION Contractor (Name) State Contractors License No. / Class / Expires POOLBUILDERS INC CSLB-833994 / C53 / 10/31/2008 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter (commencing with Section 7000�f Division 3 of tip@ Bus)'ness and Professions Code, and my license is in full fdrbe and effect. / 1 1_ I I / X Iw A/tl�� U( AAA„ A 10/30/2006 Contra t s Signature Date I... _ WORKERS' COMPENSATION DECLARATION I I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: ❑1 HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by action 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance carrier and policy number are; Carrier. STATE FUND Policy Number 713-0012060 Exp, Date:03/01/2007 (This section need not a completed if the permit is for one hundred dollars ($100) or less. ❑I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers' comP9Ps0)ion provisions ci�§ection 3700 of the Labor Code, I shall forthwith comply with those X W 10/30/2006 Signature Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for the performance of the work for which this permit is issued. (3097 civ. code) Lender's Address City State Zip $467.42 .42 Balance Due: $0.00 Receipt No: 1351' OWNER/ BUILDER DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: FI, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proof that he or she did not build or improve for the purpose of sale.). ❑I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: The Contractor's License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractor's License Law.). ❑ I AM EXEMPT under Section B. & P.C. for this reason: IX 10/30/2006 Owner's Signature Date I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the FRNor occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte Cou ty toeste he abov mentioned property for inspection purposes. I hereby certify that I am the o�ngf �r am aut rized to am the prop, J owner's behalf. 1 GIC P.W►P�In lY S 10/30/2006 Owner Contractor OR ElAgent for Owner Agent for Contractor �V7�'� FILE COPY et BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OF APPLICATION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" APP OWNER INFORMATION Last Name Name , Address irst Namp Mailing Address eI _& 13 T VJC1 ` City Zip StatV 7Zip Phone gig- I -s Fax E-mail Lic. # CR53g,614. APP CONTRACTOR Name Name , Address ocX& t C(ar- �rL ' City No Stat VA Zip Phone _ $� Fax E-mail E-mail State License Number Lic. # CR53g,614. C ss 3 APP ARCHITECT/ENGINEER Name p Address LPAt 41L City No State Zip Phone Fax Fax E-mail Planner State License Number APP CANT INFORMATION Name p Address'zolv LPAt 41L City No Stat, Zi4S71 Phone Subdivision Name Fax E-mail Lot # APPLICANT SIGNATURE X k�� tj For office use only: Zoning Property Address 4 Flood Zone Cross Street SRA I Yes No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: PERMIT NO. K BIN # PROJECT LOCATION AIV 91 0 `T1 - of ®.— t ®- Property Address 4 City 1 CID Cross Street WORKER'S COMPENSATION � Policy Number ©�/p� 12-0 lJ s l L�yam' .v✓ Carrier r -r Ttt�as a-�s If hiring anyone other than license contractors, a certificate of workePs compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address Descr' tion or Scope of Work: 1 n G Poo K(Htrto 51 (b Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be required. REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by: 0 Receipt VIJO Amount: )_ l .11 SRA Sheriff SMIP Other Date: 10 -1 f n -A t4 �'� ,,Notal 9 ----�.,: -DUST C®���� DEPAR�'IViENT OF Jt U I� HEALTH CAI TSI ENVTRONMLNTAL HEALTH .DIVISION ENVIRONMENTAL HEALTH CLEARANCE REVIEW A Clearance is a review by Environmental Health to assist the applicant in the Building Permit process by verifying compliance with the requirements of the Uniform Plumbing Code regarding minimum standards for sewage and water systems. A Clearance remains valid when: The parcel will be served by existing water and sewage systems determined by the Division to be adequate for the proposed use, or ➢ The parcel will be served by individual well and septic systems, not yet constructed, but under current, non -expired permits Prooertv Identification Owner Name Fe'WB ',� APN O�-c� —6/ 0 — 10'q Site Address �L GtiB��h�, (/�aK-/ City �e-1 Project Type ❑ Single Family Residence with bedrooms Nmther (Describe): File Records Review Will the parcel be served by a public/community water system? ❑ Yes *—No ➢ If yes, what is the name of the system? ➢ If no, is there a valid well permit on file? ➢ If finalled, what was the date of the final? 'es ❑ No Will the parcel be served by a public/community sewer system? ❑ Yes ?Jo ➢ If yes, what is the name of the system? ➢ If no, is there a valid septic permit on file?es ❑ No ➢ If finalled, what was the date of the final? 3 _ ® 5 Will adequate setbacks to water or sewer systems be maintained? ❑ Yes ❑ No Comments *** Official Use Only Below This Line *** BUILDING DEPARTMENT: PLEASE DO NOT FINAL THE PERMIT UNTIL ENVIRONMENTAL HEALTH HAS SIGNED PART TWO OF THIS CLEARANCE. Part One: Clearance for Building Permit Approval Part Two: Clearance for Building Permit Final 0-13-6 EH Date AS Date ❑ Plot Plan Attached ❑ Floor Plan Attached ❑ Pt 1 Sent to DDS (2;, doc ❑ Pt 2 Sent to DDS: Revision August 21.2006' T:iAdministratioMForms!Clearance 202 MIRA LOMA DRIVE 411 MAIN STREET/ P.O. Box 5364 7 COUNTY CENTER DRIVE Oroville, CA 95965 Chico, CA 95927 Oroville, CA 95965 TEL: (530) 538-7282 TEL: (530) 891-2727 TEL: (530) 538-7281 FAX: (530) 538-2165 FAX: (530) 895-6512 FAX: (530) 338-7785 p�QPSWENT Qc T 7- o a A O �eQC vvoP� Department C O u n t l J. Michael Crump, Director Public f B u t t Works LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530)538-7266 (FAX) 538-7171 National Pollutant Discharge Elimination System (NPDES) Phase II Construction. Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement [LESS THAN 1 ACREI Project Description: Project Location and/or Parcel Number: &-f 2- — 0 j Q -- l OR By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I, therefore, do not need to apply for a. Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: Title: Date: Less than I Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program Revised 5/24/04 i a B1 B1 Q C3 0 0 C .. fn N 00 m 0 0 m P9 C- 0 �z -o m D0) n x 0 Truss Truss ype Qty y HARDER Z158B AE COMMON1 , TCLL 20.0 1 822088533 Moss Lumber, Redding, Ca, Scott Snyder (loc) I/defl Lid Job Reference (optional) .<w .... w cuua welt mausmes, Inc. wed Jul 1915:48:50 2006 Page 1 2.0.0 6.6-0 13-0-0 is -0.0 2.0.0 6.8-0 6-6.0 2-0.0 Scale =1:27.6 4x4 = 1.5x4 II 6 1.5x4 II 13-U I$ (Ps2 July 20,2006 ® WARNINO • Ver(rg design Parameters and READ NOTES ON THIS AND QJCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for Mlek 7777 Greenback Lane use only with connectors. This design is based on v Applicability of desi n g N Pon Parameters shown, and is for an individual s design component. PP N e paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Suite 109 Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For [e general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1 TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.32 Vert(LL) 0.00 11 n/r 120 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.00 11 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matra) Weight 56 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=252/13-0-0, 10=252/13-0-0,15=105/13-0-0,16=81/13-D-0, 17=152/13-0-0, 14=105/13-0-0,13=81/13-0-0, 12=152/13-0-0 Max Horz2=540oad case 7) Max UpliH2=95(load case 7), 10=104(load case 8), 16=42(load case 7), 17=1 (load case 6), 13= 43(load case 8), 12=2(load case 5) Max Grav2=3780oad case 2), 10=378(load case 3), 15=106(load case 2), 16=121(load case 2), 17=152(load case 1), 14=1060oad case 3), 13=121(load case 3), 12=152(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=56/32, 3-4=27/44, 4-5=22/54, 5-6=23/53, 6-7=23/51, 7-8=22/47, 8-9=27/29, 9-10=56/21, 10-11=0170 BOT CHORD 2-17=0/50,16-17=0150,15-16=0/50,14-15=0/50, 13-14=0150.12-13=0/50,10-12=0/50 WEBS 5-15=81/14, 4-16=79/35, 3-17=118/38, 7-14=81/4, 8-13=79/37, 9-12=118/37 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf, Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Gable requires continuous bottom chord bearing. Q��FESS/0 6) Gable studs spaced at 1 oc. �y�`� ER S. X" 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard lLl r A n rn C 'FJ 3���© July 20,2006 ® WARNINO • Ver(rg design Parameters and READ NOTES ON THIS AND QJCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for Mlek 7777 Greenback Lane use only with connectors. This design is based on v Applicability of desi n g N Pon Parameters shown, and is for an individual s design component. PP N e paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Suite 109 Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For [e general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1 M S+. o Truss TOP CHORD 11-2=0i'70.2-3=2266/11690, 3-t=1219/1282, 4-5=1062/1185, 5-6=948/1088, 6-7=865/1050, 7-8=730/896, 8-9=-644/861, Q1y Ply DER 21588 BP 10NGPOST 1 8220 88537 7J.b MasaLumber, Redding, Ca. ScottSnvder WEBS 3.40=716/137, 39-40=704/133, 38-39=738/146, 36-38=718/138, 10-33=-461/272, 11-32=162/79, 9-34=167/79, 3-37=0/277, 12-31=112/63, 13-30=85/38, 1429=89/34, 15-28=85/32, 16-27=-85/32, FESS/ ., ef Rerenceo tion.! .,,.. _ ...._ ____ .._ .. - - w -o mn en muusmes, Inc. vvea JUI le u:gC:a3 "Luua Page_ 1 2.0-0 i 680 16.6-0 33-0-0 35-0.0 7.n.n a,szn .n n 1680 5.0012 4x4 = 5x6 10 5.R zo-o scale =1:60.0 Z4 23 4X4 = 6x6 = 5x6 = 680 26.6-0 Plate Offsets (X,Y): [2:0-2-2.0-0-21, [8:0-3-0 0-1-8] [12:0-3-0 0-1-8] [31.0-3-0 0-3-0] [36.0-3-0 0-2-0] LOADING (cast) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Snow=2 Plates Increase 1.15 TC 0.44 Vert(LL) -0.03 2-37 >999 360 MT20 220/195 TCDL0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.07 2-37 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 21 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 2-37 >999 240 Weight 203 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.t&BtrG TOP CHORD Sheathed or 4-3-9 oc puffins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. WEBS 2 X 4 DF Stud/Std G JOINTS 1 Brace at Jt(s): 38, 40 QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS'STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 2=527/0-3-8, 36=693/20-3-8, 33=196/20-3-8, 32=123/20-3-8, 34=143/20-3-8, 31=98/20-3-8, 30=87/20-3-8, 29=100/20.3-8, 28=99/20-3-8, 27=99/20-3-8, 26=98/20-3-8, 25=103/20.3-8, 24=78/20.3-8, 23=161/20-3-8, 35=134/20-3-8,211=183/20-3-8 Max Horz2=2540oad case 20) Max Uplifl2=7670oad case 19), 36=103(load case 20), 33=262(load case 20), 32=67(load case 22), 34=-61 (load case 20), 31=52(load case 21), 30=270oad case 22), 29=23(load case 21), 28=21(load case 22), 27=N(load case 22), 26=22(load case 22), 25=160oad case 22), 24=38(load case 21), 23=70oad case 15), 35=1990oad case 4), 21=368(load case 22) Max Grav2=1327(load case 12), 36=786(load case 11), 33=483(load case 9), 32=189(load case 13), 34=212(load case 11), 31=1380oad case 14), 30=1110oad case 13), 29=1150oad case 14), 28=1120oad case 13), 27=112(load case 13), 26=1130oad case 13), 25=1100oad case 13), 24=115(load case 14), 23=166(load case 10), 21=630(load case 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=0i'70.2-3=2266/11690, 3-t=1219/1282, 4-5=1062/1185, 5-6=948/1088, 6-7=865/1050, 7-8=730/896, 8-9=-644/861, 9-10=507!723, 10-11=-402/647, 11-12=335/580, 12-13=224/448, 13-14=156/380, 14-15=69/283, 15-16=94/288, 16-17=200/384, 17-18=305/480, 18-19=411/577, 19-20=516/671, 20-21=766/899, 21-22=0f70 BOT CHORD 2-41=1325/1437, 37-41=741/1184, 36-37=741/1184, 35-36=-838/755, 3435=837/756, 33-34=837/756, 32-33=837/756, 31-32=837/756, 30-31=836/753, 29-30=836/753, 28-29=836/753, 27-28=836/753, 26-27=836/753, 25-26=836/753, 2425=836/753, 23-24=836/753, 21-23=836/753 WEBS 3.40=716/137, 39-40=704/133, 38-39=738/146, 36-38=718/138, 10-33=-461/272, 11-32=162/79, 9-34=167/79, 3-37=0/277, 12-31=112/63, 13-30=85/38, 1429=89/34, 15-28=85/32, 16-27=-85/32, FESS/ 17-26=85/32, 18-25=87/32, 19-24=76/32, 20-23=128/44, 8-35=25/52. 7-36=324/123, 6-38=20/51, 5-39=88133, 4-40=10/30 Q� �QcjG� S NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and Y C right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been W C 433 T considered for this design. a 3) Overhang has been design for 2.00 times live load + dead load. 4) All plates are 1.5x4 MT20 unless otherwise indicated. * -0% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. Continued on page 2 n 2I$ July 20,2006 A WARI'MM - Vert fg design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 DEFORE USE. 7777 Greenback Lane ��m Design valid for use only with Mitek connectors. This design a based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erectapermanent . Additional peanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB•89 and BCSI1 Building Component M i 0 Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. c JOD fuss 7WNG y HARDER R220 37 21588 BP- 1 1 . Job Reference (optional) ---.o.—•------•--....,.,..,,...,.....,....,,��..����������. ..ou uu�mm.vo.�u wuo rages NOTES 7) This truss has been designed for a total drag load of 2200 Ib. Conned truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1100.0 plf. LOAD CASE(S) Standard ® WARNLNG - lrert fg design parameters and READ NOTES ON THIS AND INCLUDED 6f ITER REFERENCE PAGE h17.7473'DEFORE USE. Design valid for use only with blTTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not fruss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, defivery, erection and bracing, consult ANSI/TPII Quality Crlterla. DSB-89 and BCSII Bullding Component Safety Information available from Truss Plate Institute. 583 D'Onohio Drive, Madison. WI 53719. 7777 Greenback Lane��® Suite 109 Citrus Heights, CA, 95610 MI MiTeks Job toss 2-0-0 CSI y HARDERZ1588 I/deft 8 7,pjssype N 8 1 822088534 U...l u,n6ne anAAinn re CnM, --_ -0.13 11-12 >999 360 Job Reference (optional) o.[uu 5 aur is.iuuo mi ex lnausines, Ina Wed Jul 19 15:48:50 20DS Page 1 -2-0-0 58.0 11.0-0 16.60 22-0.0 27.6-0 33.0.0 35.0.0 2-0.0 58-0 58.0 6.60 5-60 58.0 5.60 2.60 Scale = 1:60.0 5.00 FIT 4x5 — 40 = 5x8 = iu 4x4 = &3-0 168-0 24-9-0 33.0.0 B-3-0 63.0 63-0 8.3-0 5x6 = I$ LOADING (psf) TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow--20.0) Plates Increase 1.15 TC 0.37 Vert(LL) -0.13 11-12 >999 360 MT20 220/195 BCDL 7.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.2711-12 >999 180 .0 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.07 11-12 >999 240 Weight 151 Ib LUMBER TOP CHORD 2 X 4 DF No.1&BV G BOT CHORD 2 X 4 DF No.1&BtrG WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=1326/0-3-8, 8=1326/0-3-8 Max Horz2=104(load case 7) Max Uplifl2=1850oad case 7), 8=185(load case 8) Max Grav2=1377(load case 2), 8=1377(load case 3) BRACING TOP CHORD Sheathed or 4-0-10 oc purlins. BOT CHORD Rigid ceiling.directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0170, 2-3=2569/237, 3-4=2325/198, 4-5=1629/162, 6-6=1629/162, 6-7=2325/198, 7-8=2569/237, 8-9=0/70 BOT CHORD 2-12=247/2308, 11-12=155/1893, 10-11=60/1893, 8-10=144/2308 WEBS 3-12=318/118, 4-12=0/455, 4-11=-673/147, 5-11=-42/908, 6-11=673/147, 6-10=0/455, 7-10=318/119 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ©QROFESS/aN IQ��R S. CD ¢ C 0464 3 M ®�IFOZI July 20,2006 A WARHWO - Ver1(g design parameters and READ NOTBS ON THIS AND INCLUDED MITBK REFERENCE FAGS MII-7473 BBFORB VSB. 7777 Greenback Lane Design valid for use only with b9Tek connectors. This design k based only upon parameters shown, and Is for an individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsbilfity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPN Quality Criteria, DSB-89 and BCSII Building Component A'���m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ,Y' F1 job I rus8 I russ Type y HARDER Z1588 all COMMON 8 1 + 822088535 Moss Lumber. Redding. Ca. Sratl Snyder in (I0 C) Udefl Ud Job Reference (optional) ' „„ •rca— io m:roai auuo rage 1 2 0 0 550 11.0.0 1650 22.40 27.8-0 33.0.0 36-" 2-0-0 550 550 550 550 5.8.0 5-8.0 3.40 Scale = 1:61.6 5.00 F12 4x5 _ 5 4x4 = 5x8 = 4x4 = &3-0 116-8-0 24-9-0 33.0.0 &3.0 8.3.0 8.3.0 8.3.0 I$ (PsCLL TOADING 20 0 SPACING 2-0-0 CSI DEFL in (I0 C) Udefl Ud PLATES GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.78 Vert(LL) -0.13 1011 >999 360 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 6.60 Vert(TL) -0.28 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.07 10-11 >999 240 Weight 152 lb LUMBER TOP CHORD 2 X 4 DF No.1&BU G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Stud/Std G REACTIONS Ob/size) 2=1322/0-3-8,8=1384/0-3-8 BRACING TOP CHORD Sheathed or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz2=120(load case 8) Max Uplifl2=1850oad case 7), 8=218(load case 8) Max Grav2=1376(load case 2), 8=1478(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=2558/235, 3.4=2314/197, 4-5=1618/154, 5.6=-1619/161, 6-7=2283/170; 7-8=2515/201, 8-9=0/107 BOT CHORD 2-12=241/2298,11-12=149/1883,10-11=53/1871,8-10=69/2251 WEBS 3-12=318/118, 4-12=0/455, 4-11=-073/ 47, 5-11=-41/902, 6-11=647/137, 6-10=0/447, 7-10=274/102 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category il; Exp B; enclosed: MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL --1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard A WARNUM - Vert(g destgn parameters and READ NOTES ON THIS AND INCLUDED 6DTEK REFERENCE PAGE MH.7473 BEFORE DBE. Design valid for use only with Wait connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibilly of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiltity of the erector. Additional permanent tracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Crttedo, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison, WI 53719. *\..: EXYA3 1-07 /* July 20,2006 7777 Greenback Lane - --00 Suite 109 Citrus Heights, CP, 956101 MiTekm 0 russ fUSS ype HARDER 21588 BD COMMON 1 1 822088536 Moss Lumber, Redding, Ce, Scott Snyder in (loc) I/defl L/d Job Reference o tional , s Jul 13 2005 MTek Industnes, Inc, Wed Jul 191548:52 2006 Page 1 -2-0-0 54-0 11.0-0 164-0 22-0-0 27-&0 33-0-0 35-0-0 240 5.6-0 5-6.0 54-0 5.6-0 54-0 54-0 2-0-0 Scale =1:60.0 5.00 FIT 4x5 = 40 = 5x8 = 4x4 = 8-3.0 18$-0 24-9-0 33.0.0 8.3.0 8-3.0 8.3.0 8.3-0 I$ LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 3-45 oc purlins. BOT CHORD 2 X 4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 5-9-0 oc bracing. WEBS 2 X 4 DF Stud/Std G QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF TO TRANSFER LATERAREACTIONS (Ib/size) 2=1326/0-3-8,8=1326/0-3-8 SUPPORTING STRUCTURE AS STATED NOTHE DRAG LOAD OTE BELFOR � CES TO THE Max Horz2=245(load case 21) Max Upliff2=6500oad case 19), 8=-650(load case 22) Max Grav2=1 841 (load case 12), 8=1841(load case 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0l70, 2-3=3735/1385,3-4=3119/973.4-5=2026/541, 5-0=2026/541, 6-7=3113/968.7-8=3727/1378, 8-9=0170 BOT CHORD. 2-13=1358/3420, 12-13=1358/3420, 11-12=1250/2987, 10-11=1144/2976, 8-10=1205/3370 WEBS 3-112=332/133,4-12=7/455. 4-111=679/152,6-1111=-43/909, 6-11==682/156.6-10=13/455.7-10=337/137 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a total drag load of 2200 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1100.0 plf. LOADCASE(S) Standard ©QEtpfESSlp LU CX433 mm July 20,2006 ® wARMND - yell fg deasgn parameters and READ NOTES ON THIS AND IATLUDSD 6lITSR REPSRENCS PADS MU -7473 DSPORB USS. 7777 G11 1111 reenback Lane Design valid for use only with ANTek connectors. This design is based on ty upon parameters shown, and Is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown Citrus Heights, CA, 95610 it for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsbillity of the all fabrication, quralitylcontrranent ol storagecdelivery, erecof the tion structure d bracing braci ng, ANSI/rPll Quaty of the building ity Criter desian DSB-8er. For general and BCSII Building uidance Component Safety Information available from Tnrss Plate Institute, 563 D'Onofrio Drive, Madison, WI 53719. Mill �ekm TOADING(Ps200 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.37 Vert(LL) -0-1910-11 >999 360 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.33 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.13 8 Na Na BCDL 10.0 Code UBC97/ANSI95 (Matrbo Wind(LL) 0.07 11-12 >999 240 Weight 151 1b LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 3-45 oc purlins. BOT CHORD 2 X 4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 5-9-0 oc bracing. WEBS 2 X 4 DF Stud/Std G QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF TO TRANSFER LATERAREACTIONS (Ib/size) 2=1326/0-3-8,8=1326/0-3-8 SUPPORTING STRUCTURE AS STATED NOTHE DRAG LOAD OTE BELFOR � CES TO THE Max Horz2=245(load case 21) Max Upliff2=6500oad case 19), 8=-650(load case 22) Max Grav2=1 841 (load case 12), 8=1841(load case 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0l70, 2-3=3735/1385,3-4=3119/973.4-5=2026/541, 5-0=2026/541, 6-7=3113/968.7-8=3727/1378, 8-9=0170 BOT CHORD. 2-13=1358/3420, 12-13=1358/3420, 11-12=1250/2987, 10-11=1144/2976, 8-10=1205/3370 WEBS 3-112=332/133,4-12=7/455. 4-111=679/152,6-1111=-43/909, 6-11==682/156.6-10=13/455.7-10=337/137 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a total drag load of 2200 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1100.0 plf. LOADCASE(S) Standard ©QEtpfESSlp LU CX433 mm July 20,2006 ® wARMND - yell fg deasgn parameters and READ NOTES ON THIS AND IATLUDSD 6lITSR REPSRENCS PADS MU -7473 DSPORB USS. 7777 G11 1111 reenback Lane Design valid for use only with ANTek connectors. This design is based on ty upon parameters shown, and Is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown Citrus Heights, CA, 95610 it for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsbillity of the all fabrication, quralitylcontrranent ol storagecdelivery, erecof the tion structure d bracing braci ng, ANSI/rPll Quaty of the building ity Criter desian DSB-8er. For general and BCSII Building uidance Component Safety Information available from Tnrss Plate Institute, 563 D'Onofrio Drive, Madison, WI 53719. Mill �ekm Job n s Truss Type y HARDER Z1588 CE SPECIAL 1 1 in (loc) Moss Lumber, Redding, Ce, Smfl Snyder (Roof Snow -20.0) Plates Increase 1.15 a Job Reference (optional) .,,,,, _ ,.., ,. .._ .. .. . _. _:::�� +...., ,.. 11 nu -n inuuau�ea, Iln:. vveu JUI lb 12:4e:u1 Luub Page 1 -2.60 i 16.60 33.40 95 0 0 2.60 +a -a^ 1680 5.00 12 3x10 = 2-40 Scale =1:61.0 CONTINUOUS BEARING 1280 244" 33-0-0 1280 12-2.8 DING (Ps20 TOL 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud (Roof Snow -20.0) Plates Increase 1.15 TC 0.62 Vert(LL) 0.03 27 n/r 120 TCDL 7,0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.00 26 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.09 26 n/a n/a BCDL 100 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&BtrG WEBS 2 X 4 DF Stud/Std G OTHERS 2 X 4 DF Stud/Std G *Except* 7-47 2 X 4 DF No.1 &Btr G 8-3.8 PLATES GRIP MT20 220/195 Weight 184 lb BRACING TOP CHORD Sheathed or 3-8-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except 3-10-7 oc bracing: 2-51 10-0-0 oc bracing: 46-47. REACTIONS (Ib/size) 42=8/33-0-0, 32=7/33-0-0, 26=261/33-0-0, 2=256/33-0-0, 46=2/33-0-0, 39=105/33-0-0, 40=98/33-0-0, 41=94/33-". 43=92/33-0-0, 44=106/33-0-0, 47=104/33-0-0, 48=97/33-0-0, 49=111/33-0-0, 38=105/33-(-0, 37=97/33-0-0, 36=99/33-0-0, 35=98/33-0-0,34=99/33-0-0, 33=95/33-0-0, 31=91/33-0-0, 30=110/33-0-0, 29=45/33-0-0, 28=219/33-0-0, 50=40/33-0-0, 51=229/33-0-0 Max Horz2=183poad case 19) Max Uplift42=950oad case 20), 32=54(load case 21), 26=223(load case 22), 2=12780oad case 19), 39=565(load case 20) 40=106(load case 19), 41=24(load case 20), 43=26(load case 20), 44=21(load case 20), 47=23(load case 19), 48=23(load case 20), 49=180oad case 19), 38=542(load case 20), 37=103(load case 21), 36=26(load case 21), 35=23(load case 22), 34=20(load case 22), 33=23(load case 21), 31=27(load case 21), 30=16(load case 22), 29=33(load case 21), 28=10(load case 22), 50=31 (load case 19), 51=13(load case 19) Max Grav42=116(load case 21), 32=590oad case 12), 26=496(load case 13), 2=1579(load case 12), 46=3(load case 4), 39=7070oad case 11), 40=1920oad case 12), 41=1100oad case 11), 43=1100oad case 11), 44=121(load case 11), 47=1220oad case 12), 48=114(load case 11), 49=1200oad case 12), 38=697goad case 13), 37=183(load case 14), 36=117(load case 14), 35=1140oad case 13), 34=113Qoad case 13), 33=110(load case 14), 31=109(load case 14), 30=118(load case 13), 29=80(load case 14), 28=2200oad case 9), 50=72(load case 12), 51=230(load case 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0770, 2-3=3171/3223, 3-4=-2764/2872, 4-5=2618/2734, 5-6=2489/2626, 6-7=2356/2503, 7-8=2091/2232, 8-9=1959/2109, 9-10=1879/2050, 10-11=1827/1986, 11-12=1697/1865, 12-13=-1596/1765, 13-14=1234/1392, 14-15=1149/1321, 15-16=1294/1494, 16-17=1126/1314, 17-18=1003/1164, 18-19=872/1017, 19-20=782/895, 20-21=741/869, 21-22=-610/722, 22-23=478/574, 23-24=346/425, 24-25=220/280, 25-26=341/308, 26-27=0)'70 BOT CHORD 44-45=267/298, 43-44=269/297, 42-43=267/296, 41-42=266/296, 40-41=268/297, 39-40=268/297, 38-39=268/298, 37-38=268/297, 36-37=268/297, 35-36=268/297, 34-35=268/297, 33-34=268/298, 32-33=266/297, 31-32=260/290, 30-31=260/290, 29-30=260/290, 28-29=260/290, 26-28=260/290, 2-52=2948/2950, 51-52=135/151, 50-51=135/151, 49-50=135/151, 48-49=135/151, 47-48=135/151, 46-47=0/0 WEBS 13-39=-678/577, 12-40=165/117, 11-41=88/34, 10-43=86/33, 844=-89/34, 45-47=100/33, 7-45=133/78, 648=87/34, 5-49=93/35, 15-38=-668/558, 16-37=157/114, 17-36=90/38, 18-35=88/34, 20-34=86/32, 21-33=85/32, 22-31=85/32, 23-30=91/33, 24-29=53/24, 25-28=169/56, 4-50=50/25, 3-51=179/61 Continued on page 2 A WAMW - VerI fg design parameters and READ NOTES ON THIS AND INCLUDED EUTER REFERENCE PAGE AW 7473 BEFORE USE. Design valid for use only with Mlek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Applicobfrity of design paramenters and proper incwporafion of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. QROFESS/C)�' S.in T�NFyc W C 04UA33 � July 20,2006 rrr --am gene __m Suite 109 Citrus Heights, CA, 956101 MiTeke Job russNSS ype y HARDER Z15BS CE SPECIAL 1 1 ' R22088549 Mnav 1 „rnhnr anAAinn r`e CMe CnvAnr -___ Job Reference (optional) __ ____ ..— . —vu a Jur io cuua miieK inausuies, inc. vvea Jut 79 15:49:02 2006 Page 2 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp, B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical -left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. f 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 42, 2, 39, 40, 41, 43, 44, 38, 37, 36, 35, 34, 33. 11) This truss has been designed for a total dreg load of 3000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1500.0 pit. LOAD CASE(S) Standard ® WARNING • Ver jjy design parameters and READ NOTES ON THIS AND IN LUDED 617TEE REFERENCE PAGE 6th 7473 DEFORS USE, 7777 Greenback Lane 40 Design valid for use on with MTek connectors. This design is based on u Suite 109 H 9 y upon parameters shown, and u for an individual building component. Applicability of design paromentersand proper incorporation of componeni'a responsibility of building designer- not tens designer. Bracing showCitrus Hein ghts, CA 95610 -- is for lateral support of individual web members only. Additional temporary bracing 10 insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCSII Building Component M iTekm Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type QtY Ply�HARDER in (loc) I/dell Ud PLATES GRIP TCLL 20.0 (Roof Snow --20.0) Plates Increase 822088538 21588 C SPECIAL 1 1 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.59 Vert(TL) Job Reference (optional) Moss Lumber, Redding, Ca, Scott Snyder 8100 s Jul 13 2005 MTek Industries, Ina Wed Jul 1915:48:53 2006 Page 1 -2.0.0 5.8.0 11.0-0 16.60 22-0-0 27-6-0 33-0-0 35-0-0 2-0.0 5.60 580 5.60 58.0 58.0 5.60 2-0-0 Scale =1:61.0 5.00 F12 5x6 _ 1.5x4 11 2.50 12 ' 54 = 4x44 \\ 63.0 _= 6.60 1 12.8.0 1 167.4 I 24.68 I 2610.4 F 33-0-0 63.0 3.5.0 2-10-0 61-4 61-4 4.1.12 4-1-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 (Roof Snow --20.0) Plates Increase 1.15 TC 0.49 Vert(LL) -0.2313-14 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.59 Vert(TL) -0.4413-14 >786 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wnd(LL) 0.1413-14 >999 240 Weight 164 lb LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 4 DF No.1&BtrG *Except* 15-16 2 X 4 DF Stud/Std G WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=1067/0-3-8,8=583/G-3-8. 10=2168/0-3-8 Max 1.1=2=1040oad case 8) Max UpIif12=1700oad case 7), 8=-690(load case 2), 10=126(load case 7) Max Grav2=1176(load case 2), 8=67(load rase 7), 10=21680oad case 1) BRACING TOP CHORD Sheathed or 3-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-3 oc bracing. JOINTS 1 Brace at Jt(s):14 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68, 2-3=3520/365, 3-4=3352/353, 4-5=2470/253, 5-6=1157/129, 6-7=-486/138, 7-8=195/2189, 8-9=0170 BOT CHORD 2-14=376/3243, 13-14=239/2561, 12-13=26/1123, 11-12=13!799, 10-11=870/109, 8-10=1954/197 WEBS 3-14=229/107.4-14=85)`745, 4-13=540/154, 5-13=174/1687, 5-12=316)`72,6-12=11/473, 6-11=1004/94, 7-11=-61/1295 , 7-10=2366/177 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard oq OFESS/dN S � CO C 046433 T July 20,2006 A , WARIJINO - Verify design parameters and READ NOTES ON TRIS AND DJCLUDED MITER REPRRSNCE PAGE MU -7473 BEFORE USS. 7777 Greenback Lane - r_m Design valid for use on wilh Mrtek connectors. This design 4 based on u p - g P Suite 109 0 y g N upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paromenters and proper incorporation of component b responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 4 fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSIII Building Component MOW, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 0 RISSRISS Type y HARDER 21588 C1 SPECIAL 1 1 822088539 Moss Lumber. Redd'ma_ Ca. Scott Souder _ Job Reference (optional) 5 uw so cuua ml1 es mausmes, Ina Wed JUI 1915:48:54 2006 Pagel -24)-0 5.6.0 11-0-0 166-0 22-0.0 27-" 33J0-0 35-0.0 2-0.0 5$0 5.60 5.6.0 5.60 5$0 5S0 2.0.0 Scale =1:61.0 5.00 Fl2 5x6 _ 1.5x4 11 2.50 112 5 = v 4x4 \\ 63-0 9.2-0 12-0.0 18-7-4 2448-8 28-10-4 33-0.0 63.0 2-11-0 3.40 61-4 6-1-4 4-1.12 4.1-12 Plate Offsets (X,Y): [4:0-2-0,0-3-01, [6:0.2-0,0-3-01 LOADING TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 2Plates Increase 1.15 TC 0.49 Vert(LL) -0.2313-14 >999 360 MT20 220/195 (Roof Snow=20.0) Lumber Increase 1.15 BC 0.59 Vert(TL)-0.4413-14 >786 180 BCDLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.1413-14 >999 240 Weight 163 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BV G TOP CHORD Sheathed or 3-4-11 cc purlins. BOT CHORD 2 X 4 DF No. 1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 4-8-3 oc.bracing. 15-16 2 X 4 DF Stud/Std G WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=1067/0-3-8, 8=583/0-3-8, 10=2168/0-3-8 Max Horz2=104(load case 8) Max Up1if12=1700oad case 7), 8=-690(load case 2), 10=126(load case 7) Max Grav2=1176(load case 2), 8=67(load case 7), 10=21680oad case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68, 2-3=3520/365, 3-4=3352/353, 4-5=2470/253, 5-6=1157/129, 6-7=486/138, 7-8=195/2189, 8-9=0/70 BOT CHORD 2-14=376!3243, 13-14=239/2561, 12-13=26/1123, 11-12=13!799, 10-11=870/109, 8-10=1954/197 WEBS 3-14=229/107, 4-14=85!745, 4-13=540/154, 5-13=174/1687, 5-12=316/72, 6-12=11/473, 6-11=1004/94, 7-11=-61/1295 7-10=2366/177 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verify capacity of bearing surface. oQRQFESS/�� LOAD CASE(S) Standard �1Q-*�R S. LUcm * C 0 433 July 20,2006 ® WARMNO - VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M.7473 DEFORE USE. 7777 Greenback Lane _m Design valid for use only with M7ek connectors. This design is based only upon pammeiers shown, and 6 for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component b responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the rector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, allon availarol,ble storage, ds Plate recite, and 'Onofrg, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M ITek® Safety Information available from Truss Plate Institute, 583 D'Ono(rio Drive, Madison, Wl53719. 0 1 Nss 2-0-0 Qty Ply HARDER' 21588 02 SPECIAL 1 1 822088540 - U— r —I— D.dw ,, re c re Q-- -0.15 12-13 >999 360 Job Reference o tion o.zuu s Jul 1 s zuuo mi eK Industries, Inc. Wed Jul 1915:48:54 2006 Page -1 -2-0-0 580 11.0-0 168.0 22.40 27.6-0 33.0-0. 35 0 0 2-40 580 580 580 580 580 580 2-0.0 Scale =1:61.0 5.00 FIT 5x6 _ 1.5x4 II 1.61@P I. 54 = 63.0 12.6.0 18-7-4 I 24-8-8 24- 144 33.0.0 630 0.9-0 5.5.10 61-4 61-0 41-12 61-12 LOADING (psf) TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow= -20.0) Plates Increase 1.15 TC 0.42 Vert(LL) -0.15 12-13 >999 360 MT20 220/195 BCDL 7.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.27 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.09 12-13 >999 240 Weight 156 Ib. LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 4 DF No.1&Btr G *Except* 14-15 2 X 4 DF Stud/Std G WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=815/0-3-8, 10=2051/0-3-8, 8=214/0-3-8 Max Horz2=104(load case 8) Max UplrQ2 1500oad case 7), 10=139(load case 7), 8=-453(load case 2) Max Grav2=9660oad case 2), 10=20510oad case 1), 8=171(load case 3) BRACING - TOP CHORb Sheathed or 4-1-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68, 2-3=2489/277, 3-4=2281/264, 4-5=1229/156, 5-6=203/106, 6-7=-161/1672, 7-8=152/1458, 8-9=0/70 BOT CHORD 2-13=293/2267, 12-13=148/1431, 11-12=0/312, 10-11=721/127, 8-10=1315/160 WEBS 3-113=256/109.4-13=921813. 4-12=555/156, 5-12=131/1250, &11=761/110,6-11=56/898,6-10=1789/166, 7-10=392/121 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end.zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1..33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard July. 20,2006 A WARNING . 17er1 jg design parameters and READ NOTES ON THIS AND INCLUDED MITE% REFERENCE PAOE MD•7473 BEFORE USE. 7777 Greenback Lane +r_wsos® Design valid for use only with Wei: connectors. This design 6 based only upon parameters shown, and is for an individual building component. Suite 109 A 6cabT of design romenfers and Citrus Heights, CA, 95610 PP �Y g Pa proper ineorporolion of component is responsibility of building designer- not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilGty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' fabrication, quality control storage, delivery. erection and bracing, consult ANSI/TPII Quality CrIlerla, DSB•89 and BCSII Building Component M ITekdi Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. oruss russ ype SIB = y 11588 1,13 SPECIAL g 1 822256834 FJobReferenM(9ptigngI) Moss Lumber Reddine Ca 6.3-0 6-14 6.14 8-3-8 6.300 s Jul 11 2006 MTek Industries, Inc. Wed Aug 02 09:07:14 2006 Page 1, -2-D-0 550 11-0-0 166-0 22-0.0 2750 33-0-0 35.0-0 2-0-0 550 5.6-0 550 5.6.0 550 550 2-0.0 smm = t sa.e a.s n 5.00 12 Al2 MT20H 11 5x8 = SIB = 2-M I 2-0.0 6.3-0 1 1250 18-7-4 24-8-8 33-0-0 2-0-0 4-3-0 6.3-0 6-14 6.14 8-3-8 Plate Offsets (X,Y): [2:0-10-7 Edge] [2:0-1-13,0-0-31, [2:0-3-11,1-6-71, [2.0-2-7 Ed e] [4:0-2-0,0-3-01, [6:0-24,0-341, [8:0-3-0,0-1-81 LOADING (psf) TCLL 20.0 SPACING .2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.76 Vert(LL) -0.11 12-13 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.22 12-13 >999 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.07 12-13 >999 240 Weight: 1531b LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Sheathed or 4-3-6 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-14 2 X 6 DF NoA&Btr G WEBS 2 X 4 DF Stud/Std G WEDGE Left: 2 X 4 DF Stud/Std REACTIONS (Ib/size) 10=1841/0-3-8,8=-82/0-3-8,2=904/0-3-8 Max Horz 2=109(load case 7) Max Uplift 1 0=-93(load case 7), 8=-304(load case 2), 2=-175(load case 7) Max Grav 10=1841(load case 1), 8=237(load case 3), 2=1096(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/112, 2-3=-2063/159, 3-4=-1891/152,4-5=-1285/156, 5-6=-273/103, 6-7=-93/1340, 7-8=-84/1088, 8-9=0170 BOT CHORD 2-13=-169/1861, 12-13=-136/1426, 11-12=0/399, 10-11=-477/84, 8-10=-976/98, 2-14=0/16 WEBS 3-13=-234/85, 4-13=0/483, 4-12=466/136, 5-12=-111/1184, 5-11=-624/83, 6-11=-28/759, 6-10=-1605/125,7-10=-388/121 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provid�ate mechannicdal connection (by others) of truss to bearing plate capable of withstanding 93 Ib uplift at joint 10, 304 Ib Con�inued ion page Z 175 Ib uplift at joint 2. ® WARNDYO - peril fy design pammeters and READ NOTES ON TIUS AND INCLUDED MITER: REFERENCE pAGE MM -7473 BEFORE USE. Design valid for use only Wfh Miek connectors. This design is based only upon parameters shown, and 6 for an Individual building component. Applicability, of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 4 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison. WI 53719. �Q?,OFESS/p�� CO����,rR X C 046433 T * \ CA%/S / * August 2,2006 7777 Greenback Lane Sure 109 ";!® Citrus Heights, CA, 95610 ,rte �R MiTek® JOD russ russ ype y HARDER Z1588 C3 SPECIAL 8 1 RM56834 Job Reference o tional Moss Wmher, Redding, Ce 8.300 s Jul 11 2006 MRek Industries, Inc. Wed Aug 02 09:07:14 2006 Page 2 LOAD CASE(S) Standard ® WARNING - Ver{N design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. ' Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an Individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Qualify Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison. WI 53719. r 7777 Greenback Lane® Suite 109 Citrus Heights. CA, 95610�� MiTek® r 0 Truss Truss Type 2250 24-8-8 y HARDER 21588 C4 SPECIAL 1 1 R2208B542 LOADING (ps2 Job Reference o tional Musa Lumber. Redding. Ca. ScoScottSnvder TCL 20.0 �1 8.200 s Jul 13 2005 MTek Indusines, Inc. Wed Jul 1915:48:56 2006 Page 1 -2.0.0 i 5$-0 11.00 18.6-0 22-0-0 28-10.12 33.0.0 35 p p 2-0-0 5$0 500 5.6.0 5.8.0 4-1012 6.1-4 2-00 Scale =1:61.0 5.00F1_2 44 11 2.50f12 n 1u - 6xro _ 2x4 11 1.5x4 II 630 1280 18.7.4 2250 24-8-8 i 26.1012 33-0-0 630 030 01-4 3.9.12 2-38 2-2-4 6.1.4 Plate Offsets MY): [2:0-1-6,0-0-8) [4:0-2-0,0-3-0] [6:0-1-12,0-3-41, r8:0 -2-6.0-G-21 LOADING (ps2 TCL 20.0 SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.45 Vert(LL) -0.1813-14 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.3513-14 >906 180 BCLL 0.0 Rep Stress Inor YES WB 0.72 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code ' UBC97/ANSI95 (Matrix) Wind(LL) 0.1213-14 >999 240 Weight: 152 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BtrG TOP CHORD Sheathed or 3-8.8 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 5-1-8 oc bracing. 11-15 2 X 4 DF Stud/Std G WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=947/0-3-8, 8=375/0-3-8, 10=2080/0-6-7 Max Horz2=104(load case 8) Max Uplifl2=161(load case 7), 8=557(load case 2), 10=131(load case 7) Max Grav2=1078(load case 2), 8=64(load case 7), 10=20800oad case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68,2-3=30004325, 34=2803/313,4-5=1879/209, 5.6=-651/114, 6-7=-65f724,7-8=177/1790.8-9=0170 BOT CHORD 2-14=339/2744, 13-14=198/2008, 12-13=0/740, 11-12=115/288, 10-11=1582/184, 8 10=1582/184 WEBS 3-14=242/108, 4-14=88/779, 4-13=547/155, 5-13=155/1476, 5-12=524/92, 6-12=30/685, 6-11=1352/115, 7-11=100/1550, 7-10=1940/160 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard July 20,2006 ® WARMM7 -Verify design parameters and READ NOTES ON THIS AND DJCLUDRD MITER REPERENCE PADS MD -7473 DEPORS USS- 7777 Greenback Lane �® Design valid for use only with ANTek connectors. This desi n 6 based on u Suite 109 g N pun parameters shown, and h furan individual design component. Citrus Heights, CA, 95610 Applicability of design paromenters and proper incorporation of component a responsibirdy of building designer -sol huts designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilfity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fatxicaion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII DualBy Criteria, OSB -89 and BCS11 Building Component M I0 Safety Information available from TrQ Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. a Job fuss Iruss I ype City Ply HARDER 91 14 lid 4x4 ; 12 4x4 = x g I$ d 822088543 Z1588 - C5 SPECIAL 1 1 5x6 = 4x4 Job Reference o tonal ", ,•,��=w„w, o�w,u, .,,o..�, u.cw auw ro—ua mii— muusmna, ma vveu uw ra u:*o:ar cuuo rage -2-0-0 5.60 11-0-0 114.6-0 22.0.0 27$-0 33-0.0 35- 2-0.0 5.60 5.6.0 541-0 5.60 5.60 5.60 2-0.0 Seale =1:61.0 5.00F1 —2 5x6 5 26x8 13 _ g N 91 14 lid 4x4 ; 12 4x4 = x g I$ d 5x6 = 2.50 12 1.5x4 11 11 10 45 = 5x6 = 4x4 1.5x4 II 1 63-0 i 12.6.0 1 1674 12"-01 24.8.8 1 2610.12 1 33-0-0 k . 63.0 63-0 614 1-412 4-8-8 4-2.4 4-1-4 Plate Offsets (X,Y): [4:0-2-0,0-3-01, [6:0-2-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/deft Ud PLATES GRIP TCLL 20.0 (Roof Snow --20.0) Plates Increase 1.15 TC 0.49 Vert(LL) -0.23 13-14 >999 360 ` MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.4513-14 >775 180 BCLL 0.0 Rep Stress Incr . YES WB 0.76 Horz(TL) 0.20 10 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.1513-14 >999 240 Weight 157 Ib ' LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 34-6 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. 11-15 2 X 4 DF Stud/Std G WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=1078/0-3-8, 8=581/0-3-8, 10=2155/0-6-7 Max 1.1=2=104(load case 8) Max Upltf12=171(load case 7), 8=-687(load case 2), 10=123(load case 7) Max Grav2=1185(load case 2), 8=66(load.case 7), 10=2155(load case'1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68, 2-3=3572/369, 3-4=3404/357, 4-5=2526/257, 5-6=1204/131, 6-7=555/144, 7-8=193/2188, 8-9=0/70 BOT CHORD 2-14=380/3292,13-14=243/2614, 12-13=29/1160, 11-12=15/850,10=11=701/93, 8-10=1953/197 WEBS 3-14=228/106, 4-14=15!742, 4-13=539/154, 5-13=175/1711, 5-12=297170,6-12=110/454, 6-11=961/90, 7-11=50/1162, 7-10=-2463/183 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber, members.. 6) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard July 20,2006 A WARMNO • Verj jg design parameters and READ NOTES'ON THIS AND MCWDED MITER REFERENCE PAGE MI7.7473 BEFORE USE. 7777 Greenback Lane �® Design valid for use on with Wek connectors. This design is based'on u g component. Suite 109 N g y enf parameters' shown, and is for an individuals designer. cons Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibiGly of building designer -not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/1`1`11 Quality Criteria, DSO -89 and BCSI1 Building Component M iTek° Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. , o 1 cuss I Fuss ype1 167-0 y HARDER Z1588 C6 SPECIAL 1-3.4 1 822088544 Mess Lumher R.ddinn ra q—fl [8:0-2-5 Edge] [11:0-1-6.0-0-121 LOADING (psf) TCLL 20.0 Job Reference (optional) ..avv a uul ,c cuc., rvulcn ",-ul , In{: vvuu Jul Ju IQ:4e:ar Luuo rage 1 -2-0-0 5-6.0 11.0-0 10.6-0 22-0-0 27.8-0 33.0-0 35.0.0 2-0-0 5-60 5-60 6-60 5-60 5-6.0 5-8.0 2-0.0 Scale =1.61.0 5.00 FIT 5x10 = 5 2.50 12 1.5x4 II - V 5x8 = 1.5x4 II 630 12.6-0 17-40 167-0 24-8-6 33.0-0 630 630 410-0 1-3.4 61-4 638 Plate Offsets MY): 12:0-2-15,Edgel, [4:0-24 0-3-01 [6:0-2-0,0-3-0] [8:0-2-5 Edge] [11:0-1-6.0-0-121 LOADING (psf) TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.58 Vert(LL) -0.35 12-13 >999 360 MT20 220/195 7.0 TCDL 7.0 Lumber Increase 1.15 BC 0.77 Vert(TL) -0.67 12-13 >583 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.31 8 n/a Na BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.21 12-13 >999 240 Weight 157 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 2-8-12 oc puffins. BOT CHORD 2 X 4 DF No. 1&Btr G •Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-14 2 X 4 DF Stud/Std G WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=1326/0-3-8,8=1326/0-3-8 Max Horz2=104Qoad case 8) Max Uplif12=1850oad case 7), 8=185(load case 8) Max Grav2=1377(load case 2), 8=13770oad case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68, 2-3=4701/434, 3-4=-4531/422, 4-5=3753/327, 5-6=2244/174, 6-7=2317/200, 7-8=2566/239, 8-9=0/70 BOT CHORD 2-13=-440/4345, 12-13=308/3761, 11-12=74/1955, 10.11=74/2221, 8-10=145/2306 WEBS 3-13=204/105, 4-13=80/674, 4-12=525/154, 5-12=204/2236, 5-11=83/468, 6-11=335/138, 6-10=153/56, 7-10=322/118 NOTES 1) Wind: ASCE 7-98; 85mph; h=20; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ^ LOAD CASE(S) Standard A WARN M9. 17eWy dent ri parametere and READ NOTES ON THIS AND INCLUDED MITER REFERSNCS pAOS JW -7473 BEFORE USE. Design valid for use only with MITek connectors. This design's based only upon parameters shown, and h for on individual building component. Applicability of design paromenters and proper incorporation of component u responsibility of building designer - not huss designer. Bracing shown 4 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibil6ty of the erector. Additional permanent bracing of the overall structure 6 the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Qualify Crifeda, DS11-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. f 9RpFEsslpS. �9 LU C 046 3 EXP - 7 OF 1 July 20,2006 7777 Greenback lane �m Suite 109 Citrus Heights, CA, 95610 MiTekm o 1 russ cuss Type y HARDER 21588 C7 SPECIAL q 1 - R22088545 Mage 1 umhnr Rndefl— r Rrnx Courier I/deft Ud R Job eference (optional) a.Luu'5 Jul 1J Luub MI I ex Industries, Inc. Wed Jul 19 15:48:58 2008 Page 1 -2-04 5.60 11-0.0 184W 22.0.0 278.0 33.0.0 33g 0 2-0.0 58.0 58.0 5.60 5.60 5.60 5.60 2-0.0 Scale =1:61.0 5.00 F12 5x10 = 2.50 12 1. 5x8 = 1.5x4 II 630 12.8.0 14.9.0 18-7.4 244" 33-0.0 630 630 230 310.4 61-4 8.38 G(ps TCLL 2 TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.57 Vert(LL) -0.35 12-13 >999 360 MT20 220/195 TCLL 7.0 7.0 Lumber Increase 1.15 BC 0.76 Vert(TL) -0.67 12-13 >584 ' 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.31 8 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) '0.21 12-13 >999 240 Weight 162 Ib LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 4 DF No.t&Btr G *Except* 10.14 2 X 4 DF Stud/Std G WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=1324/0-3-8,8=1327/0-4-7 Max Hor22=104(load case 8) Max Uplifi2=1850oad case 7), 8=186(load case 8) Max Grav2=1376(load case 2), 8=1379(load case 3) BRACING TOP:CHORD Sheathed or 2-8-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 11 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68, 2-3=-4694/434, 3-4=4523/422, 4-5=3745/326, 5=6=2238/174, 6-7=2304/198, 7-8=2547/237, 8-9=0171 BOT CHORD 2-13=-440/4338,12-13=308/3754, 11-12=74/1950, 10-11=74/2212, 8-10=142/2286 WEBS 3-13=204/105, 4-13=-80/674, 4-12=525/154,5-12=204/2232, 5-11=-82/465, 6-11=331/137, 6-10=159/56, 7-10=312/116 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=1.2psf; BCDL=4.2pst,, Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design._ 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. " LOAD CASE(S) Standard July 20,2006 ® WARNM - 9'er(ry design parameters and READ NOTES ON THIS AND INCLUDED WTERI REFERENCE -PAGE AM -17473 BEFORE USB. 7777 Greenback Lane - 41) Applicability Design valid for use only with MTek connectors. This design a based on u Suite 109 g N poo responsibility shot bu and b for an individual building component. Citrus Heights, App6cabTily of design paramenters and proper incorporation of component is responsibility of bulding desrener- not truss designer. Bracing shown CA, 95610 h for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality cannot storage, delivery, erection and bracing, consult ANSIRPII Quality Cr8etla, DSB-89 and BCSI1 Building Component M �Tek� from Truss Plate Institute. 583 D'Onofrio Drve, iMa Safety Information available dison, WI53719. Job fussrusS I ype 24-&8 y HARDER 3340 6-30 6.3.0 2-3-0 3104 6-1-4 822114261 z1588 �C71) SPECIAL 1 1 LOADING (psf) SPACING 2-0-0 CSI DEFL Job Reference (optional) Moss Lumber, Redding, Ca 31 6.300 s Jul 112005 MTek Industries, Inc. Fri Jul 2108:06:112006 Page 1 -2-0.0 5.6.0 11-0.0 16-0-0 22.0-0 27-6-0 33-0-0 35-0-0 2-0.0 5.8-0 5S0 5-6.0 s4o 5-6-0 5.6.0 2-0-0 Saab -159.8 &10 = 6.00 52 6.3.0 12.8-0 %9-0 18-74 24-&8 3340 6-30 6.3.0 2-3-0 3104 6-1-4 &38 Plate Offsets (X,Y): [2:0 -3-10,0-0-151,[4:0-4-0,0-3-01,16:0-2-0,0-3-01,[8:0-0-0,0-0-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 (Roof Snow=20.0) Plates Increase 1.15 TC 0.61 Veit(LL) -0.54 12-13 >730 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.91 Vert(TL) -0.82 12-13 >478 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr YES WB 0,74 Horz(TL) 0.39 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) b.4012-13 >971 240 Weight: 182 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Sheathed or 2-5-9 oc pudins. BOT CHORD 2 X 6 DF No.1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 4-6-2 oc bracing. Except: 8-10 2 X 4 DF No.1&Btr G, 10-14 2 X 4 DF Stud/Std G 1 Row at midpt 11-12,10-11 WEBS 2 X 4 DF Stud/Std G *Except* JOINTS 1 Brace at Jt(s): 11 5-12 2 X 4 DF No.1 &Btr G QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) 2=1324/0-3-8,8=1327/0-4-7 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz 2=293(load case 20) Max Uplift2=-230(load case 19), 8=-816(load case 22) Max Grav2=1420(load case 12), 8=2008(load case 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/75, 2-3=5046/855, 3-4=-5448/1389, 4-5=5313/1890, 5-6=-3268/1149, 6-7=-3364/1235; 7-8=-4105/1775, 8-9=0/71 BOT CHORD 2-17=-1477/7359, 13-17=-3374/7376, 12-13=-3293/6851, 11-12=-2101/4004, 10-11=-1798/3965, 8-10=1567/3711 WEBS 3-13=281/125, 4-13=-109/645, 4-12=-518/161, 5-12=1577/3699, 5-11=-328/720, 6-11=613/436, 6-10=-660/521, 7-10=-338/146 NOTES --1 _ QRQFESS10, 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; w�0 S �., cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal !� y DOL=1.33. co 2) Unbalanced snow loads have been considered for this design. r 3) Overhang has been design for 2.00 times live load + dead load. Lu C 4�3 C 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1-97 yl. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joii�nt(s) 2 considers parallel to grain value using ANSI/TPI 1'angle to grain formula. Building designer should Conten%ra�apatvef2bearing surface. O FL July 21,2006 ® WARNWIG • Verlry design parameters and READ NOTES ON TAILS AND INCLUDED MITER REFERENCE PACS MU -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MTek connectors. This design 6 based only upon poramefers shown, and 6 for an individual building component. Suite 109 ApplicabTty of design paramenters and proper incorporation of component is responsibility of building designer- not tons designer. Bracing shown Citrus Heights, CA, 95610 MI is for lateral support of individual web members only. Additional temporary bracing to insure sfabi6tyduring consfruction Is the responsibilGty of the erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII QualHy Crfferta, DSB-89 and BCSI1 Building Component ® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, k4odaon, WI 53719. M i%k JOD (USS I truss typeUy HARDER 21588 WD SPECIAL 1 1 822114281 Job Referenceo tional Moss Lumber. Redding. Ca _.___ - _-... �,,,,,, ,,,,,,,,, ,,..,.,,,,, , ,,,• r n vu, c i uu.va. r r cuuo raga c NOTES 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 230 Ib uplift at joint 2 and 816 Ib uplift at joint 8. 9) This truss has been designed for a total drag load of 3000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1500.0 plf. LOAD CASE(S) Standard ® WARNMG • Ver1(y design Parameters and READ NOTES off THIS AND INCLUDED MITEK REDEREHCE PADS Am 7473 SBRORE USE. Design volid for use only with Welt connectors. This design is bosed.only upon parameters shown, and is for an individual building component. Appliccblity of design paromenters and proper incorporation of component is responsibiGly of building designer- not'truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibilydy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding fabricarion, quality control storage. delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB•89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. 7777 Greenback Lane ��• Suite 109 Citrus Heights, CA, 95610 I MOW 0 Job Truss I russ Type ly Ply HARDER Z1588 CM MONO TRUSS 3 t 822088550 ,0.0 Code UBC97/ANSI95 -0.04 2-7 >999 Job Reference (optional) ia:ve:o[[uuo rage? -2.0.0 5.10-0 11$8 2-0-0 5.10-0 5.8.8 1.5x4 11 Scale =1:31.7 5 LOADING(psf) SPACING 2-0-0 TCLL 20.0 plates Increase Plates 1.15 (Roof Snow --20.0) Increase 1.15 TCDL 7.0 BCLL Rep Stress In YES ,0.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&BtrG WEBS 2 X 4 OF Stud/Std G REACTIONS (Ib/size) 2=532/0-3-8, 6=418/0-3-8 1.5x4 11 34 = CSI DEFL in (loc) I/dell Ud TC 0.21 Vert(LL) -0.02 2-7 >999 360 BC 0.25 Vert(TL) -0.04 2-7 >999 180 WB 0.34 Horz(TL) 0.01 6 n/a n/a (Matrix) Wind(LL) 0.01 7 >999 240 BRACING PLATES GRIP MT20 220/195 Weight 52 Ib TOP CHORD Sheathed or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-G-0 oc bracing. Max Harz 2=163(load case 5) Max Uplift2=1020oad case 5), 6=87(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40,2-3=619/6,3-4=-66/32,4-5=910 BOT CHORD 2-7=95/5116,6-7=95/5116 WEBS 3-7=0/258, 3-0=570/105, 4-6=136/59 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2pst,, BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ® WARNLNO.9eriJy design parameters and READ NOTES ON THIS AND DVCLUDED JnTER REFERENCE PAGE MB -7473 DEFORE USE. 7777 Greenback Lane Design valid for use only with M'Tek connectors. This design h based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95i is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibility of the erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSIMII Quality CrIleflo. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 593 D'Onof io Drive, Madison, WI 53719. July 20,2006 MOW o 1 Nss I NSS TypeQtyy TCLL 20.0 SPACING HARDER 21588 CMD MONO TRUSS 1 1 822088551 Mass Lumber. Reddina. Ce. Scott Snvder YES +0.0 Code UBC97/ANSI95 Job Reference o (optional) o . -- . — ........v .— v,vvw, " ..ea — .a sa: V:ut cuua rage s -2-0-0 5.10-0 11$8 2.0-0 5-10-0 5-8.8 1.5x4 II 5 LOADING (psf) in TCLL 20.0 SPACING 2-0-0 (Roof Snow --20.0) Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL Rep Stress Incr YES +0.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 4 DF No.1&BtrG WEBS ' ' 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=532/0-3-8.6=418/0-3-8 1.5x4 II 34 = 5.10-0 11.6.8 5-10-0 5.8-8 CSIDEFL in (loc) I/deft Ud TC 0.32 Vert(LL) -0.03 7 >999 360 BC 0.30 Vert(TL) -0.04 2-7 >999 180 WB 0.35 Horz(TL) 0.01 6 n/a Na (Matrix) Wind(LL) 0.01 7 >999 240 BRACING PLATES` GRIP MT20 220/195 Weight 52 Ib TOP CHORD Sheathed or 4-0-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-11-6 oc bracing. Scats: 3B1=1' Max Horz2=2080oad case 14) Max Uplift2=917(load case 13), 6=95(load case 14) QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT Max Grav2=1348(1oad case 8), 6=4260oad case 7) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE FORCES (Ib) -Maximum CompressioNMaximum Tension SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. TOP CHORD 1-2=0/40.2-3=2663/2031,3-4=10551959,4-5=9/0 BOT CHORD 24=1861/2346,7-8=118/539,6-7=118/539 WEBS 3-7=0/258, 3-0=595/131, 4-6=137/60 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1000.0 plf. LOAD CASE(S) Standard oQ?,oFESS/Q �����ER S. TjNC Fyc uJ m C 04933 E"1-07 t July 20,2006 A WARNDVa - Vart/y design parvmetera and READ MOTES ONTfI7S AND DJCLUDED MITSIr REFERENCE PAGE MD'•7473 BEFORE USE. 7777 Greenback Lane �• Design valid for use only with Mitek connectors. This design is boied only upon parameters shown, and Is for an individual building component. Suite 109 Applicability of deign proper incorporation of component is responsibilly of bulding designer- not truss designer. Bracing shown Citrus Heights. itY g twromenters and o er inc C0. 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stabiBty during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibilty of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlleria, DSB-89 and BCSI1 BuIlding Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. a TruSS N65 yp0 y HARDER 27588 C8 COMMON 5 1 822088547 Moss Lumber, Redding,, Ca, Scott Snyder in (loc) I/def! Ud Job Reference o Uonal -1 r a cuua mn eK mausmes, mc. vveo Jul 19 15:48:59.2006 Page 1 -2.0-0 5.8-0 11-0-0 16.94) 22-0-0 27.841 33-0.0 2-0.0 580 , 5.6-0 5.6.0 5.60 5.6-0 5.8-0 Scale =1:58.4 5.00 12 4x5 3x10 = 11 10 9 3x10 = 4x4 = 5x8 = 4x4 = 630 1680 24.9-0 33-0-0 63-0 630 63-0 63.0 I$ DING (Ps2 TCL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/def! Ud PLATES GRIP (Roof Snow -20.0) Plates Increase 1.15 TC 0.37 Vert(LL) -0.13 10-11 >999 360 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.28 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.0810-11 >999 240 Weight 147 lb LUMBER TOP CHORD 2X•4 DF No.1&BtrG BOT CHORD 2 X 4 DF No.1&BtrG WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 8=1210/Mechanical, 2=1333/0-3-8 BRACING TOP CHORD Sheathed or 3-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. Max Horz2=1130oad case 7) Max UpIiR8=119(load case 8), 2=186(load case 7) Max Grav8=1210(load case 1), 2=13800oad case 2) FORCES (lb) - Maximum Compression/Maximum Tension, TOP CHORD 1-2=0/70, 2-3=2587/238, 3-4=2342/199, 4-5=1646/168, 5-6=1646/163, 6-7=2385/224, 7-8=-2639/272 BOT CHORD 2-11=257/2324,10-11=165/1908,9-10=96/1925,8-9=211/2394 WEBS 3-11=318/118,4-11=0/455,4-10=-673/147, 5-10=-46/920,6-10=705/156.6-9=17/479,7-9=374/135 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ®WARNING • Ve rt j3- design parameters and READ NOTES ON THIS AND INCLUDED AIITS%RSFERENCB PAGE NII -7473 BEFORE USE Design valid for use only with Mlek connectors. This design 6 based only upon parameters shown, and is for an indKidual building component. Applicability of design paromenters and proper incorporation of component is responsibility of buildng designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the.responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrNerlu, DSB-89 and BCSI1 Building Component Safety Informatlon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. oQROFESSIO iF S. t�NG c IX C %"6433 Xk *\ V, Pj4t 07 /,* , July 20,2006 7777 Greenback Lane --do Suite 109 -MI Citrus Heights, CA, 95610 MiTekm 0 Job I russ NSS ype Qty, Ply HARDER 21588 CBE COMMON` 1 1 822088548 . Mn- I umhar rxenn�ee cn cr„« s,o,ne. 42=99/33-0-0, 43=97/33-0-0, 44=109/33-0-0, 45�6133-0-0,46=219/33-0-0,35=102/33-0-0,34=98/33-0-0, - Job Reference o tional - - -"-- • ---- _• --• ----- + 6.200 s jut is Zulu mil ex Industries, Inc, Wed Jul 1915:49:00 2006 Pagel -2 :2:20 16.8.0 33.40 2=0.0 16.6.0 16-6-0 Scale =1:58.3 5.00 FIT 4x4 4x4 = 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 28 4x4 = 3x8 = 33-0-0 Plate Offsets (X,Y): [14:0-2-0,Edge], [15:0.0-0,0-0-0], [16:0-0-0,0-0-0], [17:0-0-0,0-D-0], [18:0-0-O,aD-0], [19:0-D-0,0-0-0], [20:0-0-0,D-0-0], [21:0 -0 -0,D -D -O], [22:0-0-0,0-0-0], [23:0 -D -o . n,. I.1-1.I.,.aaa„1 LOADING (ps2 TCLL 20.0 (Roof Snow --20.0) TCLL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Plates Increase 1.15 Increase 1.15 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.32 BC 0.22 WB 0.16 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) 0.01 1 n/r 120 Vert(TL) 0.00 1 n/r 90 Hoiz(TL) 0.02 25 n/a n/a PLATES GRIP MT20 220/195 Weight 201 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins:: BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 25=115/33-0-0, 2=263/33-0-0, 37=102/33-0-0,_38=98133-(-0, 39=99/33-0-0, 40=99/33-0-0, 41=99/33-0-0, 42=99/33-0-0, 43=97/33-0-0, 44=109/33-0-0, 45�6133-0-0,46=219/33-0-0,35=102/33-0-0,34=98/33-0-0, 33=99/33-0-0, 32=99/33-0-0, 31=98/33-0-0, 30=100/33-0-0,29='95/33-0-0. 28=120/33-0-0,27=1/33-D-0, 26=296/33-0-0 Max Horz2=1130oad case 20) Max Uplifl25=1921[load case 22), 2=504(load.case 19), 37=112(load case -20), 38=.389oad case 19), 39=24(load case 19), 40=21poad case 20), 41=21Qoad case 19), 42=20(load case 19),43=22(load case 19), 44=170oad case 19), 45=33(load case 20), 46=18(load case.20), 35=99(load case 16), 34=39(load case 21), 33=240oad case 21), 32=21(load case 22), 31=210oad case 21), 30=21(load case 21), 29=20(load case 22), 28=240oad case 22),- 27=-4(load case 4), 26=650oad case 21) Max Grav25=329(load case 13), 2=825(load case 12), 37=238(load case 11), 38=126(load case 12),39=1 15(foad case 12), 40=1130oad case 11), 41=1120oad.case 12), 42=1120oad case 12), 43=1110oad case 12), 44=1170oad case 12), 45=81(load case 11), 46=226(load case 9), 35=239(load case 13), 34=126(load case 14), 33..=1150oad case 14), 32=1130oad case 13), 31=112(load case 14), 30=1130oad case 14), 29=107(load case 13), 28=136(load case 13), 26=3390oad case 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0170, 2-3=1214/1138, 3-4=993/973, 4-5=913/908, 5-6=830/859, 6.7=758/802, 7-8=-692!/46, 8-9=-627/690, 9-10=580/635, 10-11=561/633, 11-12=496/579, 12-13=-436/523, 13-14=320/403, 14-15=268/366, 15-16=275/387, 16-17=199/290,17-18=139/214,18-19=73/132.19-20=83/101, 20-21=149/157, 21-22=215/213, 22-23=267/263, 23-24=368/328, Z4-25=5721490 OFESS/ QR , Y� S BOT CHORD 2-47=1026/1039,46 -47=-463/543, 45-46=463/543, 44-45=-463/543, 43-44=-463/543, 42-43=-463/543, 41-42=-463/543, ` Y 4041=-463/543, 3940=-463/543, 38-39=-463/543, 37-38=463/543, 36-37=-463/543,35-36=463/543, 34-35=-463/543, 33-34=-463/543, 32-33=-463/543, 31-32=463/543, c 30 -31=-463/543, 29-30=-463/543, 28-29=-463/543, 27-28=-463/543, 26-27=-463/543, 25-26=463/543 WEBS 13-37=210/124,12-38=100/49,11-39=-88/35, Uj C 046433 1D-40=86/32,8-41=-85/32, 7-42=85/32, 6-43=-85/32,5-44=91/33, 445=54/25, 3-46=174/62, 15-35=210/111, 16-34=100/50, 17-33=-88/36, 18-32=86/32, 19-31=85/32, 20-30=85/32, 21-29=84/31, 22-28=97/36, 23-27=18/11, 24-26=233/82 E -0-r Continued on page 2 July 20,2006 ® WARNM • Ver1/g deafgn parameters and READ NOTES ON THIS AND INCLUDED MITBS REyMWCE PAGE MII-7473 BB3•oRa Usz. 7777 Greenback Lane Design valid for use only with Mtek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component 6 respomibiGly of building designer - not buss designer. Bracing shown Citrus Heights, CA, 95610 a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSII Building Component �A m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ,!, iTek Job russrues ype HARDER 21588 CBE COMMON � 1 1 822088548 Jriti Reference. a tional wzww u ju, ra cuuu an r eR inuu5mus, InL wea Jur is la:4e:uu Luua t age 2 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category If; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed,; end vertical left and right exposed;, Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Unbalanced snow loads have been considered'for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 14.0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss has been designed for a total drag load of 1500 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 750.0 plf. LOAD CASE(S) Standard A WARNM ..Der1/y design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE pAOS MU -7473 DEFORS USS. 7777 Greenback Lane Design valid for use only with Mlek connectors. This design is based any upon parameters shown, and is for an individual building component. Suite 109 Applicability of design Citrus Heights, CA, 95610 PP ty g paramenters and proper incorporation of component's responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the respomibillity of the erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and tracing, consult ANSI/TPII Quality Cdlerla, DSB-89 and BCSII Building Component w iTek� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job russ Truss TypeItyHARDER DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow --20.0) Plates Plates Increase 1.15 822088553 21588 DE COMMON n/r 1 . TCDL 7.0 Increase 1.15 BC 0.10 Ve Job Reference (optional) moss 111—er, KeQuilig, s . u,n bnyur:, 6.209 s Jul 13 2005 MTek Industries, Inc. Wed Jul 1915:49:03 2006 Page 1 60-0 12-60 14-0.0 2-60 660 660 2460: ".:: Scale =1:25.9 4x4 = 1.5x4 II 5 1.5x4 II 12-0-0 I$ LOADING TCLL 2 TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow --20.0) Plates Plates Increase 1.15 TC 0.32 Vert(LL) 0.01 9 n/r 120 MT20 220/195 TCDL 7.0 Increase 1.15 BC 0.10 Ve BCI 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 8 n/a n/a -L BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight 49 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=268/12-0-0, 8=266/12-0-0, 12=50/12-0.0, 13=234/12-0-0, 11=50/12-0-0, 10=234/12-0-0 Max Horz2=520oad case 8) Max Uplifl2=96(load case 7), 8=1040oad case 8),12=11 11(load.case 7), 13=17(load case 7), 11=2(load case 6), 10=19(load case 8) Max Grav2=3900oad case 2), 8=390(load case 3), 12=74(load case 2), 13=234(load case 1), 11=74(load case 3), 10=2340oad case 1) FORCES Qb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=-65/36, 3-4=-40/53, 4-5=26/50, 5-6=26/48, 6-7=-40/46, 7-8=-65/33, 8-9=0170 BOT CHORD 2-13=0147,12-13=0/47,11-12=0/47,10-11=0/47,8-10=0/47 WEBS 4-12=-43/6, 3-13=183/63, 6-11=43/0.7-110=183/64 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf•, BCDL=4.20sf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1-2002. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 1 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard A WARNM - VerVy design parameters and READ NOTES ON TN7S AND INCLUDED JUTRS REFERSNCE PAGE E19-7473 DSPORS USE. Design valid for use only Alh Mitek connectors. This design a based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria,-DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onoldo Drive, Madison; WI 53719. /Q\7,oFEss/o S. l QQ` C AA6433 1k\ FXP.,Pt 07 July 20,2006 7777 Greenback Lane �m Suite 109 Citrus Heights, CA, 95610 MiTekm Job I Cuss Truss yp0 yHARDER Z1588 D COMMON � 4 1 822088552 u..e 1—k— ae. —.. 1. CSI DEFL in (loc) Job Reference (optional) ra—moziuo rages z 0 0 6-0-0 12-0.0 14.0.0 2-0.0 60.0 60-0 2.0.0 Scale =1:25.9 4x5 = 3 I$ LUMBER TOP CHORD 2 X 4 DF No.1&BV G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Stud/Std G REACTIONS (lb/size) 2=549/0-3-8,4=549/D-3-8 Max Horz2=520oad case 7) Max Uplifl2=113(load case 7), 4=113(load case 8) Max Grav2=6360oad case 2), 4=636(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0170, 2-3=-652/39, 313=-652/38, 4-5=0f70 BOT CHORD 2-6=0/544, 4-6=0/544 WEBS 3-6=0/263 BRACING - TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp B; endosed; MWFRS gable end zone; cantilever left and right exposed'; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard oQROFESS/pN9 � S.Fy� IX c oa6 EXP >! July 20,2006 ®rtfe design P _. _ 7473 DEFORE USE. WARNING - Pe n arametera and READ NOTES ON THIS AND DJCLUD$D MITER REFERENCE PAGE MD, 7777 Greenback Lane Design valid for use only with M7ek connectors. This desi n is based on u Suite 109 Applicability of design 9 N Pon parameters shown, and a for an individual building component. Citrus Heights, CA 95610 1 pp tY g paramenters and proper incorporation of component rs responsibility of binding designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the.buldingdesigner. For general guidance regarding Q4 fabrication, quality controL storage, delivery. erection and bracing, consult ANSI/TPI l Quality Criteria, DSB-89 and SCSII Building Component 'M IT'rr ^® Safety Information available from Truss Plate Institute, %3 D'Onofrio Drive. Madison, WI 53719. 0 -u -o 60.0 LOADING(psf) TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=2 Plates Increase 1.15 TC 0.37 Vert(LL) -0.02 2-6 >999 360 MT20 220/195 TCDL 7 7.0 Lumber Increase 1.15 BC 0.20 Ve rt(TL) -0.05 2-6 >999 180 .0 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 4-6 >999 240 Weight 43 lb LUMBER TOP CHORD 2 X 4 DF No.1&BV G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Stud/Std G REACTIONS (lb/size) 2=549/0-3-8,4=549/D-3-8 Max Horz2=520oad case 7) Max Uplifl2=113(load case 7), 4=113(load case 8) Max Grav2=6360oad case 2), 4=636(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0170, 2-3=-652/39, 313=-652/38, 4-5=0f70 BOT CHORD 2-6=0/544, 4-6=0/544 WEBS 3-6=0/263 BRACING - TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp B; endosed; MWFRS gable end zone; cantilever left and right exposed'; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard oQROFESS/pN9 � S.Fy� IX c oa6 EXP >! July 20,2006 ®rtfe design P _. _ 7473 DEFORE USE. WARNING - Pe n arametera and READ NOTES ON THIS AND DJCLUD$D MITER REFERENCE PAGE MD, 7777 Greenback Lane Design valid for use only with M7ek connectors. This desi n is based on u Suite 109 Applicability of design 9 N Pon parameters shown, and a for an individual building component. Citrus Heights, CA 95610 1 pp tY g paramenters and proper incorporation of component rs responsibility of binding designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the.buldingdesigner. For general guidance regarding Q4 fabrication, quality controL storage, delivery. erection and bracing, consult ANSI/TPI l Quality Criteria, DSB-89 and SCSII Building Component 'M IT'rr ^® Safety Information available from Truss Plate Institute, %3 D'Onofrio Drive. Madison, WI 53719. Za Job muga uuiw ou russ cuss ype�Q' CSI y HARDER (loc) I/deft Ud TCLL 20.0 Plates Increase R22088554 Z1588 DG COMMON, . 2 Job Reference o tlonal U. �. wu aor- u.cwauw a<w o"wuuom i ou uw re w.ra.uv <uuo ragu.r• -2-0-0 30.0 0.0.0 9.0.0 '12-0-0 2-0.0 30.0 30.0 30.0 30.0 Scale =1:22.7 ry 4 4-0.0 8.0-0 440 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.08 7-8 >999 360 (Roof Snow --20.0) Lumber Increase 1.15 BC -0.57 Vert(TL) -0.14 7-8 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.03 6 n1a n/a BOLL 0.0 in -Code UBC97/ANSI95 (Matrix) Wind(LL) 0.05 7-8 >999 240 LUMBER TOP CHORD 2 X 4 DF No.1&BV G BOT CHORD 2 X 6 DF No.1 &BV G WEBS 2 X 4 DF Stud/Std G Ii 12-0-0 4-0-0 PLATES GRIP MT20 220/195 Weight 117 lb BRACING TOP CHORD Sheathed or 4-10-6 oc purlins. BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=3748/0-3-8, 2=3885/0-3-8 QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT Max Horz2=185poad case 20) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Uplifi6=-11470oad case 22), 2=1220(load case 19) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Grav6=4258(load case 9), 2=4474(load case 12) FORCES Ob) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/77, 2-3=-8051/2409, 3-4=7417/1807, 4-5=7447/1768, 5-0=8070/2365 BOT CHORD 2 -9=2276f7402,8 -9 -'2276f7493,7 -8=1896/6463,6-7=2223f7472 WEBS 3-8=79!76, 4.8=544/3155, 4-705/3270, 5-7=117/85 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0.9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) All loads'are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads'noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp. B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 4) Unbalanced snow loads have been considered for this design. 5) Overhang has been design for 2.00 times live load + dead load. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss has been designed for a total drag load of 2500 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1250.0 plf. 9) Girder carries tie-in span(s): 33-0-0 from 0-0-0 to 12-0-0 j LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 A WARNING - Verify de*. parameters and READ NOTES ONTR IS AND INCLUDED MITER REFERENCE PAGE MR -7473 BEFORE USE. Design valid for use any with MiTek connecfors. This design 6 based only upon parameters shown, and is for on individual building component. Applicability of design poramenfers and proper incorporation of component is responsibility of building designer- not truss designer-Brocing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer: For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII QualBy:Criferla, OSB -89 and BCS11 Building Component Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ' r FESS/0 S. LUj00 QQ F� m C 0 433 *It-�% 0 July 20,2006 7777 Greenback Lane �® Suite 109 Citrus Heights, CA, 95610 ' -MiTek® n Job I fuss FUSS ype y 21588 DG COMMON 1 R22088554 7Job Masa Wmber Reddinn Ca Srnn Snyder � ____ renc-(optional) LOAD CASE(S) Standard Uniforrn Loads (plf) Vert 1-4=54, 4-6=54, 2-6=588(F=568) D ----. -. ,.. -.... ..,, o,. „wee, o. ••ou ow .a w.ra uv cuuo raga [ A WARNDIO. 9-er1 fg design parameters and READ NOTES ON TNfS AND INCLUDED NITER REPERENCB PAGE MD -7473 BEFORE USB. Design valid for use only wish M7ek connectors. This design is based only upon paramefers shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shovm is for lateral support of individual web members only. Additional temporary bracing to insure stability during comtrucfion is the rmponsibiloty of the ' erector. Additional permanent tracing of the overall structure is the responsibility of the bulding'designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCS11 Building Component Safety Intormatlon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 956105 MiTe a O NSS I NSS ypey 1AY HARDER 21588 EE COMMON 1 1 R22088557 Moss Lumber, Redding, Ce, Scott Snyder " LOADING (Ps2 Job Reference o tional` - ' - - - ....----•--• ..._ .........,...: ,,...�.,,,. �,,,,,, Bayo r -2.0.0 8.0.0 16.0-0 18.1}0 _.. 240 8.0.0 8.0.0 2-40 Scale =1:33.2 4x4 = 1.5x4 117 1.5x4 11 ---— •• ••— 1i — ,i i..— rr r.Pxq II 1.bx4 II 1.bx4 II REACTIONS (Ib/size) 2=254/16-0-0, 12=254/16-0-0, 18=102/16-", 19=103/16-0-0, 20=74/16-0-0, 21=1168/16-0-0,17=102/16=0-0, 16=103/16-0-0.15=74/JS-0-0. 14=168/16-0-0 Max Horz2=620oad case 19) Max Uplifl2=375Qoad case 19), 12=243(load case 22), 18=810oad case 20), 19=33(load case 19),.20=38(load case 20), 21=70oad case 18), 17=70Qoad case 22), 16=35(load case 21), 15=38(load case 22), 14=-4(load case 15) Max Grav2=665Qoad case 12), 12=522(load case 13), 18=191(load case 11),19=125(load case 12), 20=112(load case 11), 21=1720oad case 9), 17=191(load case 13), 16=125goad case 14), 15=1120oad case 13), 14=169(load case 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=7837748, 3-4=532/546, 4-5=-433/463, 5-6=350/389, 6-7=228/265, 7-8=162/215, 8-9=136/194, 9-10=72/87, 10-11=170/161, 11-12=419/360,12-13=V70 BOT CHORD 2-22=-662/675, 21-22=328/389, 20-2'1=328/389,19-20=328/389,18-19=328/389, 17-18=328/389, 16-17=328/389, 15-16=3281389,14-15=3281389,12-14=328/3B9 WEBS 6-18=161/92,5-19=103/49,4-20=74/32.3-21-133/46, 8-17=162/81, 9-16=103/51,10-15=73/30,11-14=130/43 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCOL=4.2psf, BCDL=4.2psf, Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1-2002. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for a total drag load of 1000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0.0 for 500.0 plf. LOAD CASE(S) Standard A WARNM • Ve4y des/gn parameters and READ NOTES ON THIS AND DJCLUDED MITER REFERENCE PAGE AM. 7473 BEFORE -OSB. Design valid for use only with MITek connectors. This design a based any upon paramefers shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component u responsibiriy of building designer- not truss designer. Bracing shown b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilydy of the erector. Additional permanent bracing of the overall structure is the responsbility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult' ANSI/TPII Duality CrBerta, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. July 20,2006: 7777 Greenback Lane - Suite 109 Citrus Heights, CA, 95810 MI MiTeke lEF6a 16-0-0 Plate Offsets (X,Y): [7:0-2-O,Edge] LOADING (Ps2 TCL00 SPACING 2-0-0 CSI DEFL in (loc) 'I/defl Ud PLATES GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.32 Vert(LL) 0.03 13 n/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.19 Vert(TL) 0.02 13 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) .0.01 12 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight 73 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&BUG BOT CHORD Rigid ceiling directly applied or B-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=254/16-0-0, 12=254/16-0-0, 18=102/16-", 19=103/16-0-0, 20=74/16-0-0, 21=1168/16-0-0,17=102/16=0-0, 16=103/16-0-0.15=74/JS-0-0. 14=168/16-0-0 Max Horz2=620oad case 19) Max Uplifl2=375Qoad case 19), 12=243(load case 22), 18=810oad case 20), 19=33(load case 19),.20=38(load case 20), 21=70oad case 18), 17=70Qoad case 22), 16=35(load case 21), 15=38(load case 22), 14=-4(load case 15) Max Grav2=665Qoad case 12), 12=522(load case 13), 18=191(load case 11),19=125(load case 12), 20=112(load case 11), 21=1720oad case 9), 17=191(load case 13), 16=125goad case 14), 15=1120oad case 13), 14=169(load case 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=7837748, 3-4=532/546, 4-5=-433/463, 5-6=350/389, 6-7=228/265, 7-8=162/215, 8-9=136/194, 9-10=72/87, 10-11=170/161, 11-12=419/360,12-13=V70 BOT CHORD 2-22=-662/675, 21-22=328/389, 20-2'1=328/389,19-20=328/389,18-19=328/389, 17-18=328/389, 16-17=328/389, 15-16=3281389,14-15=3281389,12-14=328/3B9 WEBS 6-18=161/92,5-19=103/49,4-20=74/32.3-21-133/46, 8-17=162/81, 9-16=103/51,10-15=73/30,11-14=130/43 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCOL=4.2psf, BCDL=4.2psf, Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1-2002. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for a total drag load of 1000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0.0 for 500.0 plf. LOAD CASE(S) Standard A WARNM • Ve4y des/gn parameters and READ NOTES ON THIS AND DJCLUDED MITER REFERENCE PAGE AM. 7473 BEFORE -OSB. Design valid for use only with MITek connectors. This design a based any upon paramefers shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component u responsibiriy of building designer- not truss designer. Bracing shown b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilydy of the erector. Additional permanent bracing of the overall structure is the responsbility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult' ANSI/TPII Duality CrBerta, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. July 20,2006: 7777 Greenback Lane - Suite 109 Citrus Heights, CA, 95810 MI MiTeke 3 Job fuss Truss I ype Qpy Ply HARDER LOADING(cast) TCLL 20.0 SPACING 2-0-0 CSI R22088555 21588 E COMMON 10 1 Vert(LL) -0.06 6-8 >099 360 MT20 220/195 TCLL 7.0 7.0 Lumber Increase 1.15 BC. 0.34 Job Reference o tional 11.1 1— Jul le la:9u:u% zuuo rage l-. . z 0-0 4-0.0 8:0.0 12-0-0 16-0-0 18.0.0 2-0-0 440 4-0.0 440 4-0.0 2-0.0 Scale = 1:32.4 ' 4x4 = 4 sxe = 8-0-0 B40 , Plate Offsets KY): [2:0-3.0,0-1-81,[6:0-3-0,0-1-81 LOADING(cast) TCLL 20.0 SPACING 2-0-0 CSI DEFL in poc) I/deft Ud PLATES GRIP (Roof Snow=2 Plates Increase 1.15 TC 0.37 Vert(LL) -0.06 6-8 >099 360 MT20 220/195 TCLL 7.0 7.0 Lumber Increase 1.15 BC. 0.34 VertL) -0.12 6-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Hoa(TL) 0.02 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) • Wind(LL) 0.01 6-8 >999 240 Weight 67 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2 X 4 DF NoA&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=697/0-3-8,6=697/0-3-8 Max Horz2=62(load case 7) Max UpliH2=1260oad case 7), 6=126(load case 8) Max Grav2=7750oad case 2), 6=775(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=1049/95, 3-4=797/54, 4-5=797/53, 5-6=1049/95, 6-7=0170 BOT CHORD 2-8=82/924,6-8=23/924 WEBS 3-8=290/90,4-8=0/415, 5-8=290/91 NOTES 1) Wind: ASCE 7-98; 85mph; h=25tt; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard A WARNING - Perj jg design parameters and READ NOTES ON THIS AND LNCLUDED WTER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and 6 for on individual building component. Appicabifity of design paramenters and proper incorporation of component 6 responsibilily of building designer- not truss designer: Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. oQROFESS10, S. C 6433 * P. t-07 0 July 20,2006 7777 Greenback Lane , Suite 109 , Citrus Heights, CA, 95610 � MTekm ct To Job rusS Trums I ype CSI y HARDER 21586 ED COMMON 1 1 - 822088556 1.15 TC 0.37 Vert(LL) -0.06 6-8 Job Reference o tional Moss Lumber. Redding. Ca. Srnd Snvder TCDL 7.0 Increase 1.15 BC 0.34 6200 s Jul 13 2005 MTek Industries, Inc, Wed Jul 1915:49:05 2006 Page 1 -2 0-0 4-0.0 8-40 12.0.0 16.0-0 18-0.0 2-40 4.40 4.40 4-0.0 4-0.0 .2-0.0 Scale =1:32.4 4x4 = a-u•u 16-40 840 e-40 I$ G(ps TCLL 2 TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow --20.0) Plates Plates Increase 1.15 TC 0.37 Vert(LL) -0.06 6-8 >999 360 MT20 220/195 TCDL 7.0 Increase 1.15 BC 0.34 Vert(TL) -0.12 6-8 >999• 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 6-8 >999 240 Weight 67 Ib LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 4 DF No.1&BtrG WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=697/0-3-8,6=69710-3-8 Max Horz2=1600oad case 20) Max Upl'Ift2=5100oad case 19), 6=510(load case 22) Max Grav2=1159(load case 12), 6=1159(load case 13) BRACING TOP CHORD Sheathed or 4-8-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=2004%1037, 3.4=1309/552, 4-5=1308/501, 5-6=1987/1021, 6-7=0/70 BOT CHORD 2-9=976/1817,8-9=975/1817.6-8=878/1778 WEBS 3-8=299/99,4-8=0/415, 5-8=322/123 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a total drag load of 1800 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 900.0 off. LOAD CASE(S) Standard July 20,2006 ® WARKM • Verifjy design parameters and READ NOTES ON TXIS AND INCLUDED MITER REFERENCE PA61i MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Welt connectors. This design is based only upon parameters shown, and Is for an individual building component. Suite 109 Appficabirdy of design paramenters and proper incorporation of component's responsibility of buildingdei nw- not truis d Citrus Heights, CIL 95610 is for lateral support of individual web members only. Additional to re designer. Bracing shown temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibilfy of the building designer. For general guidance regarding j� fabrication, qualify conhol storage, derrvery, erection and bracing, consult ANSI/1711 Qualify Criteria, OSB -89 and BCSII Building Component M, ,�k� Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. e - Job TrussSS ype y HARDER Z1588 EP DUAL RIDGE GABLE 1 1 822088559 Moss Lumber. Redding. Ca_ SmH Snvder (loc) i/defl Ud Job Reference o nal tili ..._ ____ ..— .. _ . U s Dui 10 2005 mfiex industries, inc. Wed Jul 1915:49:06 2006 Page 1 -2-0-0 3.10-0 B•0-0 16.0.0 18-0-0 2.0-0 3.10.0 4.2-0 8-D-0 2.0-0 Scale =1:35.9 44 = 1.5x4 II 1.5x4 11 7 1.5x4 11 04 = 1.5x4 II 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 II 16-0-0 LOADING (ps TCLL 20.0 2 SPACING 2-D-0 CSI DEFL in (loc) i/defl Ud PLATES GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.37 Vert(LL) -0.04 2-19 >999 360 MT20 220/195 TCLL 7.0 7.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.08 2-19 >999 180 BCD 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 12 n1a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind LL -0.01 (. ) 2-19 >999 240 Weight 78 Ib 9 LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&BtrG WEBS 2 X 4 DF Stud/Std G BRACING TOP CHORD Sheathed or 5-3-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb/size) 2=357/0-3-8.12=212/8-7-8.19=561/8-7-8, 18=154/8-7-8, 17=115/8-7-8, 16=94/8-7-8, 15=100/8-7-8,14=1 12/8-7-8 Max Horz2=1760oad case 20) Max Uplifl2=-641 goad case 19), 12=338(load case 22), 19=189oad case 20), 18=429(load case 4), 17=440oad case 22), 16=30(load case 21), 15=41(load case 22), 14=20oad case 15) Max Grav2=1023(load case 12), 12=602(load case 13), 19=708(load case 4), 18=126(load case 21), 17=174(load case 13), 16=110(load case 14), 15=1410oad case 13), 14=124Qoad case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=1560/1371, 3-4=900/932, 4-5=691765, " 526/628, 6=7=383/465, 7-8=347/458, 8-9=204/308; 9-10=118/199, 10-11=289/360, 11-12=632/684, 12-13=Of70 BOT CHORD 2-22=925/1263, 19-22=611/752, 18-19=637/617, 17-18=637/617, 16-17=637/617, 15-16=637/617, 14-15=637/617, 12-14=-637/617 WEBS 3-21=298/104, 20-21=306/109, 19-20=320/113, 7-18=253/179, 8-17=127/61, 5-20=33/9.9-16=94/43,10-15=91136, 11-14=96/30, 4-21=25/17.6-19=232/124 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf,, BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a total drag load of 1800 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 900.0 plf. LOAD CASE(S) Standard ©QRpFESStp S. C 046 33 3 * EXP -3 C July 20,2006 ® WARt WO • Verify design parameters and READ NOTES ONTNIS AND INCLUDED MITBR REVERENCE PADS IM -7473 116PORS USS 7777 Greenback Lane- �m Design valid for use only with Malek connectors. This design is based only upon poromefers shown, and is for an individual building component. Suite 109 '. Applicabilly of design paramenters and proper incorporation of componenf 6 responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA. 95610 mi. B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery. erection and bracing. consult ANSI/rPil Quality Criteria, DSB-89 and BCSII Building Component � �w � Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Me cuss truss type[ly LOADING(pso TCLL 20.0 SPACING 2-0-0 HARDER DEFL in (lac) 'I/defl Ud PLATES GRIP (Roof Snow--20.0)Lumber Plates Increase 1.15 R22ae65sa 21588 F .. COMMON. 5 1 BC 0.42 Vert(TL) -0.28 2-4 >321 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 ' Job Reference o tional . s Lumber, Redding, Ca, Scott Snyder 6.200 s Jul 13 2005 MTek Industries, In :Wed Jul 1915:49:07 20DS Page 1 -2-0-0 310-0 7-8-0 9$0 ' 2-D-0 3-10-0 3.10-0' 2-0-0 ' Scale =1:18.9., 4x4 = 3 5.00 FIT Mate onsets (x,T): (9:u-2-D,tage) LOADING(pso TCLL 20.0 SPACING 2-0-0 CSI DEFL in (lac) 'I/defl Ud PLATES GRIP (Roof Snow--20.0)Lumber Plates Increase 1.15 TC 0.37 Vert(LL) -0.14 2-4. >641 360 MT20 220/195 BCDL 7.0 Increase 1.15 BC 0.42 Vert(TL) -0.28 2-4 >321 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hoiz(TL) 0.00 4 n/a Na BCDL 10.0 Code UBC97/ANSI95 . (Matrix) Wind(LL) 0.00 2 "" 240 Weight 28 Ib LUMBER BRACING , TOP CHORD 2 X 4 DF No.1&BtrG TOP CHORD Sheathed or 6=0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied: or 1D-0-0 oc bracing. REACTIONS (Ihtsize) 2=389/0-3-8,4=389/0-3-8 Max Horz2=41(load case 7) Max Uplif12=1010oad case 7); 4=101(load case 8) Max Grav2=4900oad case 2), 4=490(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=0)`70,2-3=2117/40, 34=217/40,4-5=W70 BOT CHORD 24=9/149 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33: 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf.bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ® WARMW -Verify design parameters. and READ NOTES ON THIS AND INCLUDED SD'TER REFERENCE PAGE MU -7473 BEFORE USE. . Design void for use only with MTek connectors. This design is based only upon pdrerr;eters shown. and Is for an individuol building component. Applicabilly of design paromenters and proper incorporation of component is respons bil ly of building designer- not frvss designer. Bracing shown o for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibil ly of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery; erection and bracing, consult. ANSIAPII Quality Crlfeda, DSB-89 and 8CSi1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719:•• July 20,2006 7777 Greenback Lane," Suite 109 Citrus Heights, CA, 95610 M!Tekm o Truss fuss ype Ury Ply HARDER 21566 FE COMMON 1 1 822088560 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP Job Reference (optional) It 2-0-0 310-0 7-8-0 9-8-0.. 2-0.0 310-0 310-0 2-0.0 Scale =1:18.9' 4x4 = 1.5x4 II 4 1.5x4 II 1$ REACTIONS (Ib/size) 2=255f748-0, 6=255/7-8-0, 9=137/7-8-U, 8=137!7-8-0 Max Horz2=410oad case 7) Max Uplif12=1010oad case 7), 6=104goad case 8), 9=5(load case 6), 8=6(load case 5) Max Grav2=3910oad case 2), 6=391(load case 3), 9=137(load case 1), 8=1370oad case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0f70, 2-3=103/16, 3-4=-45/26; 4-5=-45/21;5-6=103/14, 6-7=0f70 BOT CHORD 2-9=0/52,8-9=0/52,6-8=0/52 WEBS 3-9=-86/27,5-8=86/28 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf•, BCDL=4.2psf; Category ll; -Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details asapplicable, or consult qualified building designer as per ANSVTPI 1-2002. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard A WARNMO • Vert fy design parameters and READ NOTES ON TND3 AND INCLUDED MITER REFERENCE PAGE MD'•7473,BEFORE USE. Design valid for use only with Welk connectors. The design's based onlyupon parameters shown, and is for on Individual building component. Applicability of design paromenters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing fo insure stability during,construction is the responsibilnty, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. -For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consultANSI/TPII Quality Criteria, DSB-89 and BCS11. Bunding Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive: Madison, WI 53719. S. ,��yc ,. C 046633 T July 20,2006 7777 Greenback Lane., �® Suite 109 Citrus Heights, CA, 95610 MOW 7-8.0 Plate Offsets (X,Y): [4:0-2-0,Edge] LOADING . 2 TCLL Z0.0 SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP (Roof Snow= -20.0) Plates Increase 1.15 TC 0.32 Verkl-L) 0.00 6 n/r 120 MT20 220/195 , TCLL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.01 7 n/r 90 BCDL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 Matrix (Matrix) Weight 31 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BV G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G -BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=255f748-0, 6=255/7-8-0, 9=137/7-8-U, 8=137!7-8-0 Max Horz2=410oad case 7) Max Uplif12=1010oad case 7), 6=104goad case 8), 9=5(load case 6), 8=6(load case 5) Max Grav2=3910oad case 2), 6=391(load case 3), 9=137(load case 1), 8=1370oad case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0f70, 2-3=103/16, 3-4=-45/26; 4-5=-45/21;5-6=103/14, 6-7=0f70 BOT CHORD 2-9=0/52,8-9=0/52,6-8=0/52 WEBS 3-9=-86/27,5-8=86/28 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf•, BCDL=4.2psf; Category ll; -Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details asapplicable, or consult qualified building designer as per ANSVTPI 1-2002. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard A WARNMO • Vert fy design parameters and READ NOTES ON TND3 AND INCLUDED MITER REFERENCE PAGE MD'•7473,BEFORE USE. Design valid for use only with Welk connectors. The design's based onlyupon parameters shown, and is for on Individual building component. Applicability of design paromenters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing fo insure stability during,construction is the responsibilnty, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. -For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consultANSI/TPII Quality Criteria, DSB-89 and BCS11. Bunding Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive: Madison, WI 53719. S. ,��yc ,. C 046633 T July 20,2006 7777 Greenback Lane., �® Suite 109 Citrus Heights, CA, 95610 MOW � �C .. =O Ny�� m ODm� XC- ' O F 0m DC/) n C5 i. � �C .. =O Ny�� m ODm� XC- ' O F 0m DC/) n C5 Job IndSS I NSS I ype WEY y HARDER Z1588 AE COMMON I 1 R22088533 Moss lumber, Redding, Ce, Scott Snyder MT20 220/195 TCDL 7,0 Lumber Increase 1.15 Job Reference o Uonal — —1 w cuw mn es mausmes, Inc, wed Jul 19 15:48:50 2006 Page 1 -2-0-0 8�0 13.0.0 15.0-0 2-0-0 6-6,0 6-s_0 2-0-0 Scale = 1:27.6 44 = 1.5x4 II 6 1.5x4 II 13-0-D I$ DING(Ps2 TCL00 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.32 Vert(LL) 0.00 11 n/r 120 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.00 11 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight 56 lb LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 4 DF No.1 &BtrG OTHERS 2 X 4 DF Stud/Std G BRACING TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=252/13-0-0, 10=252/13-0-0, 15=105/13-0-0, 16=81/13-0-0, 17=152/13-0-0, 14=105/13-0-0, 13=81/13-0-0, 12=152/13-0-0 Max Horz2=540oad case 7) Max Upl'Ift2=95(load case 7), 10=104(load case 8), 16=42(load case 7), 17=1(load case 6), 13=43(load case 8), 12=2(load case 5) Max Grav2=3780oad case 2), 10=378(load case 3), 15=106Qoad case 2), 16=121(load case 2), 17=152(load case 1), 14=1060oad case 3), 13=121(load case 3), 12=152(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=56/32, 3.4=27/44, 4-5=22/54, 5-6=23/53, 6-7=23/51, 7-8=22/47, 8-9=27/29, 9-10=56/21, 10-11=0/70 BOT CHORD 2-17=0/50, 16-17=0/50, 15-16=0/50, 14-15=0/50, 13-14=0/50, 12-13=0/50, 10-12=0/50 WEBS 5-15=81/14, 4-16=79/35, 3-17=118/38, 7-14=81/4, 8-13=79/37, 9-12=118/37 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIIrPI 1-2002. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-" oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard o9?,oFESS/� � >rt S. 'L C 06433' July 20,2006 ® !YARNING - Vert ry design Farametero and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane 40 Design valid for use only with 141ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 ApplicabTity, of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stabil ly during construction is the responsibillly of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabdcotion. quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M 91 Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. 19. 9 r Job Truss I NSS I ype Lity Ply HARDER 21588 ' BP IONGPOST 1 i 822088537 Job Reference (optional) Moss Lumber, Redding, Ca, Scott Snyder 6200 s Jul 13 2005 I - Industries, Inc. Wed Jul 1915:48:53 2006 Pap 1 -2-0-0 6.6.0 168.0 33.0-0 35-0-0 2.0-0 68.0 10.0-0 1884 z-ao 1 5.00 12 Scale =1:60.0 4x4 = 5x6 10 Sx8 -- -• .... w a -r 40 - Jr ou Ze zb Zr Zb Zb 24 23 6x6 = 5x6 = 6.60 288-0 4X4 = 2I$ G(ps TOP CHORD 11-2=0170,2-3=2266/11690, 3-4=1219/1282, 4-5=1062/1185, 5-6=948/1088, 6-7=865/1050, 7-8=730/896, 8-9=-644/861, 9-10=507/723, 10-11=402/647, 11-12=335/580, 12-13=224/448, 13-14=156/380, 14.15=-69/283, 15-16=94/268, 16-17=200/384, 17-18=305/480, 18-19=411/577, 19-20=516/671, 20-21=766/899, 21-22=0/70 BOT CHORD 2-41=1325/1437, 37-41=741/1184, 36-37=741/1184, 35-36=438/755, 3435=8371756, 33.34=837/756, 32-33=837/756, TCLL 20.0 TCLL 2 SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP (Roof Snow --20.0) Plates Plates Increase 1.15 TC 0.44 Vert(LL) -0.03 2-37 >999 360 MT20 220/195 TCLL 7.0 Increase 1.15 BC 0.25 Ve a 2-37 > 999 180 BCLL 0.0 Rep Stress Ina YES WB 0.39 Horz(T(TL) 0.03 21 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 2-37 >999 240 Weight 2031b LUMBER BRACING TOP CHORD 2 X 4 DF No.t&BtrG TOP CHORD Sheathed or 4-3-9 oc purlins. BOT CHORD 2 X 4 DF No.1&BtrG BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. WEBS 2 X 4 DF Stud/Std G JOINTS 1 Brace at Jt(s): 38, 40 QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 2=527/0-3-8, 36=693/20-3-8, 33=196/20-3-8, 32=123/20-3-8, 34=143/20-3-8, 31=98/20-3-8, 30=87/20-3-8, 29=100/20-3-8, 28=99/20-3-8, 27=99/20-3-8, 26=98/20-3-6, 25=103/20-3-8, 24=78/20-3-8, 23=161/20-3-8, 35=134/20-3-8, 21=183/20-3-8 Max Horz2=2540oad case 20) Max Uplifl2=7670oad case 19), 36=103(load case 20), 33=262(load case 20), 32=67(load case 22), 34=-61 (load case 20), 31=52(load case 21), 30=270oad case 22), 29=23(116ad case 21), 28=21(load case 22), 27=200oad case 22), 26=22(load case 22), 25=160oad case 22), 24=38(load case 21), 23=7(load case 15), 35=199(load case 4), 21=368(load case 22) Max Grav2=1327(load case 12), 36=786(load case 11), 33=483(load case 9), 32=189(load case 13), 34=212(load case 11), 31=1380oad case 14), 30=111(load case 13), 29=1150oad case 14), 28=1120oad case 13), 27=112(load case 13), 26=1130oad case 13), 25=110(load case 13), 24=115(load case 14), 23=166Qoad case 10), 21=630(load case 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=0170,2-3=2266/11690, 3-4=1219/1282, 4-5=1062/1185, 5-6=948/1088, 6-7=865/1050, 7-8=730/896, 8-9=-644/861, 9-10=507/723, 10-11=402/647, 11-12=335/580, 12-13=224/448, 13-14=156/380, 14.15=-69/283, 15-16=94/268, 16-17=200/384, 17-18=305/480, 18-19=411/577, 19-20=516/671, 20-21=766/899, 21-22=0/70 BOT CHORD 2-41=1325/1437, 37-41=741/1184, 36-37=741/1184, 35-36=438/755, 3435=8371756, 33.34=837/756, 32-33=837/756, 31-32=837f756, 30-31=836!753, 29-30=836!753, 28-29=8361753, 27-28=-836/753, 26-27=836/753, 25-26=836/753, 2425=836!753, 23-24=836(153, 21-23=836)`753 WEBS 3-40=716/137, 39-40=704/133, 38-39=738/146, 36-38=718/138, 10-33=-461/272, 11-32=162179, 9-34=167/79, 3.37=0/277, 12-31=112/63, 13-30=85/38, 1429=89/34, 15-28=85/32, 16-27=85/32, 17-26=85/32, 18-25=87/32, FESS/ QR Q 19-24=76/32, 20-23=128/44, B-35=25/52, 7-36=324/123, 6-38=20/51, 5-39=88/33, 4-40=10/30 S. NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced loads � 4A �� n, snow have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. -O7 4) All plates are 1.5x4 MT20 unless otherwise indicated. * 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. Continued on page 2 a July 20,2006 A WARNLNO - Verlry design parameters and READ NOTES ON TNLS AND DJCLUDED MITER REPERENCE PAGE RD7-7473 BEFORE uES. 7777 Greenback Lane Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is far an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/nill Quality Criteria, OSO.89 and BC511 Building Component w iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. A A Job russ Truss Type MY HARDER 21588 BP KINGPOST 1 jPIY 1 822088537 , )ulnae I ...wAn� DnAAinn r•e 'C...x C,••.Ae. - Job Reference (optional) uAx1woul,ii- -u la:9a:oozuuo rage NOTES 7) This truss has been designed for a total drag load of 2200 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0.0 for 1100.0 plf. LOAD CASE(S) Standard ® WARNING - Vert jy deatgn parameters and READ NOTES ON TNIa AND INCLUDED MITER REFERENCE PAGE SU -7473 DEFORS USE. 7777 Greenback Lane �® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 ' Applicability of design paramenters and incorporation of component a responsibility of building designer -'not truss designer. Bracing shown Citrus Heights, CA 95610 proper 'a for lateral support of individual web members only. Additional temporary bracing to insure stability construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding rabricafion, quality control, storage, deWery, erection and bracing, consul) ANSIMII Quality Criteria, DSB-89 and BC511 Building Component M Tek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. V I Job russ Truss Typetyy HARDER 21588 + 8 COMMON 8 1 R220885M ss,.ear,�..,�e. oeeem,. r•e a..,.xc,...we. DEFL in (loc) I/deft ____ Job Reference o tional [uw rage 1 -2.0.0 580 110-0 16.8-0 22-0-0 27.8-0 33-0-0 35.0.0 2-0-0 5.6-0 580 580 5.8.0 5.8.0 5.8.0 2.0.0 Scale =1:60.0 5.00 12 4x5 = 5 4x4 = iu 4x4 = 8-3-0 1680 24-8-0 33.0-0 B-3-0 B-3-0 8.3.0 8-3-0 54 = LOADING(psf) TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES -GRIP (Roof Snow--20.0) plates Increase 1.15 TC 0.37 Vert(LL) -0.1311-12 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.27 11-12 >999 180 .0 SCILL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.07 11-12 >999 240 Weight 151 Ib LUMBER BRACING TOP CHORD 2 X4 DF No.1&BtrG TOP CHORD Sheathed or 4-0-10 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceilingdirectly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=1326/0-3-8,8=1326/0-3-8 Max Horz2=104(load case 7) Max Uplift2=1850oad case 7), 8=1850oad case 8) Max Grav2=13770oad case 2), 8=1377(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=2569/237, 3-4=2325/198, 4-5=1629/162, 5-6=1629/162, 6.7=2325/198, 7-8=2569/237, 8-9=0/70 BOT CHORD 2-12=247/2308, 11-12=155/1893, 10-11=60/1893, 8-10=144/2308 WEBS 3-12=318/118, 4-12=0/455, 4-1173/147, 5.11=-42/908, 6-11=673/147, 6-10=0/455, 7-10=318/119 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard QRpFESS/pN S.AZ COD a C 0463 M July 20,2006 A WARNDPO - Ver1(g design parameters and READ NOTES ON TNIS AND MCLDDED MITER REFERENCE PAGE MII-7473 BEFORE VSE. 7777 Greenback Lane Design valid for use only with Krek connectors. This design is based only upon parameters shown, and 6 for an individual building component. Suite 109 Apptcability, of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610I0 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison, WI 53719. MiTek Job NSSNSS Type 2-0-0 CSI HARDER 21588 -• 81 COMMON 5 1 822088535 ' M.-lumhwr RwAAinn P. C'nfr CnvAwr 1.15 TC 0.78 ____ Job Reference (optional) . . __ ____.__ _ 5 jui i s zuuo mi i eK lnaustnes, inc, Wed Jul 19 15:48:512005 Page l -2.0-0 580 11.0-0 16.6-0 22-0-0 2780i 33.0.0 38.0.0 2-0.0 5.8.0 5.8.0 5.8.0 5.8.0 5.8.0 5.8.0 30-0 Scale =1:61.6 5.00 FT 4)' = 4x4 = 5x8 = 4x4 = 8.30 1880 24-9-0 33.0.0 B-3.0 8.30 8.3.0 830 I$ LOADING(psf) TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP (Roof Snow --20.0) Plates Plates Increase 1.15 TC 0.78 Vert(LL) -0.1310-11 >999 360 MT20 220/195 TCLL 7.0 Increase 1.15 BC 0.60 Vert(TL) -0.28 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.0710-11 >999 240 Weight 152 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BV G TOP CHORD Sheathed or 4-0-0 oc purlins. BOT CHORD 2 X 4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=1322/0-3-8,8=1384/0-3-8 Max Horz 2=1 20(load case 8) Max Upliff2=185(load case 7), 8=218(load case 8) Max Grav2=1376(load case 2), 8=1478(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=2558/235, 3-4=2314/197, 4-5=1618/154, 5-6=1619/161, 6-7=2283/170; 7-8=2515/201, 8-9=0/107 BOT CHORD 2-12=241/2298.11-12=149/1883,10-11=53/1871,8-10=89/2251 WEBS 3-12=318/118, 4-12=0/455, 4-1173/147, 5-11=-41/902, 6-11=-647/137, 6-10=0/447, 7-10=274/102 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf-, Category II; Exp B; enclosed: MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL --i1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard A 'WARMNO - Ver j/y design parameters and READ NOTES ON THIS AND INCLUDED ffiTBR RSPSRSNCE PAGE MD -9473 BSPORS OsB. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenfers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibllfily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and tracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSIt Building Component Safety Intormatlon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. July 20,2006 rrn�reenoa=Lane --40 Suite 109 Citrus Heights, CA, 956101 MiTekm r Job NSsrU ype y HARDER Z1588 BD COMMON 1 1 R220BB536 Job Reference o tional Moss Lumber, Redding, Ce, Scott Snyder 6.200 s Jul 13 2005 M7ek Industries, Ina Wed Jul 1915:4852 2006 Pagel -2-0.0 56_0 11.0-0 18 8-0 22-0.0 27.80 33-0.0 35.0-0 2-0.0 5.8.0 5.8-0 SSO 5b0 540 5.8.0 2-0.0 Scale =1:60.0 5.00 12 4x5 = 4x4 = 5x8 = ru 5X _ 4x4 = 8.3.0 18.6-0 24-9-0 33-0-0 8.3.0 B.3-0 &3-0 8.3-0 I$ DING (Ps20 TOL 0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.37 Vert(LL) -0.1910-11 >999 360 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.3310-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code U8C97/ANSI95 (Matrix) Wfnd(LL) 0.07 11-12 >999 240 Weight 151 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 3-4-5 cc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-9-0 oc bracing. WEBS 2 X 4 DF Stud/Std G QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF TO TRASFER LATERAL REACTIONS (Ib/size) 2=1326/0-3-8,8=1326/0-3-8 SUPPORTING STRUCTURE AS STATED INOTHE DRAG LOAD OTE BELOW CES TO THE Max H=2=245(load case 21) Max UpIWQ=-6500oad case 19), 8=6500oad case 22) Max Grav2=1841(load case 12), 8=1841(load case 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0170, 2-3=3735/1385, 3-4=-3119/973, 4-5=2026/541, 5-6=2026/541, 6-7=3113/968, 7-8=3727/1378, 8-9=0/70 BOT CHORD. 2-13=1358/3420, 12-13=1358/3420, 11-12=1250/2987, 10-11=1144/2976, 8-10=1205/3370 WEBS 3-12=3321133,4-12=7/455, 4-11=-679/152,5-1111=43/909, 6-11=-682/1166,6-110=13/455, 7-10=337/137 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2pst; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a total drag load of 2200 ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1100.0 pit LOAD CASE(S) Standard oQROFESStO S. r�N Lu C Q46433 1 *\ W -P- 1-97 /* July 20,2006 ® WARNM - Ver fy de&gn parametem and READ NOTES ON THIS AND INCLUDED MITER REFERENCi PAGE MIT 7473 BEFORE USE. at 7777 Greenback Lane ��® Design valid for use only with MTek connectors. This design b based only upon parameters shown, and is fw an individual building component. Suite 109 Applicability of design paromenters and proper incorporation p responsibility of building designer - not truss designer. Bracing shown Citrus Heights, a p rpordi ti n al temporary b b res ghts, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsbilGly, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 4 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, OSB -89 and SCSI l Building Component M � 1�4 m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 51719. O 1 fuss runs ype y7HARDE,,RZ1588 CE SPECIAL 1822088549 SPACING 2-0-0 Mosa Lumber, Rodding, Ce, Scori Snyderrence in (loc) I/deft o tional ---- ..-,,. c...,.,,, en ,nuuaYl ,el.. ".a Jul l b I a:gv:ul Luub Pagel -2-0-0 16.6-0 33-0.0 35.0.0 2-0.0 ,ass_n 1650 5.00 12 3x10 = 2-0.0 Scale =1:61.0 CONTINUOUS BEARING 1280 24-8-8 33-0.0 1280 12-2-8 DING (ps20 TOL 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud (Roof Snotrr-20.0) Plates Increase 1.15 TC 0.62 Vert(LL) 0.03 27 n/r 120 TCDL 7,0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.00 26 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.09 26 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 DF No.1 &BtrG BOT CHORD 2 X 4 DF No.1&BtrG WEBS 2 X 4 DF Stud/Std G OTHERS 2 X 4 DF Stud/Std G *Except* 7-47 2 X 4 DF No.1 &Btr G B•3-8 PLATES GRIP MT20 220/195 Weight 184 Ib BRACING TOP CHORD Sheathed or 3-8-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except 3-10-7 oc bracing: 2-51 1 D -D -O oc bracing: 46-47. REACTIONS (Ib/size) 42=8/33-0-0, 32=7/33-0-0, 26=261/33-0-0, 2=256/33-0-0, 46=2/33-0-0, 39=105/33-0-0, 40=98/33-0-0, 41=94/33-". 43=92/33-0-0, 44=106/33-0-0, 47=104/33-0-0, 48=97/33-0-0, 49=111/33-0-0, 38=105/33-0-0, 37=97/33-0-0, 36=99/33-0-0, 35=98/33-0-0, 34=99/33-0-0, 33=95/33-0-0, 31=91/33-0-0, 30=110/33-0-0, 29=45/33-0-0, 28=219/33-0-0, 50=40/33-0-0, 51=229/33-0-0 Max Horz2=1830oad case 19) Max UpliR42=950oad case 20), 32=54(load case 21), 26=223(load case 22), 2=12780oad case 19), 39=565(load case 20) 40=106(load case 19), 41=240oad case 20), 43=26(load case 20), 44=210oad case 20), 47=23(load case 19), 48=23(load case 20), 49=180oad case 19), 38=542(load case 20), 37=103(load case 21), 36=26(load case 21), 35=23(load case 22), 34=20(load case 22), 33=23(load case 21), 31=27(load case 21), 30=16(load case 22), 29=33(load case 21), 28=10(load case 22), 50=31 (load case 19), 51=13(load case 19) Max Grav42=116(load case 21), 32=590oad case 12), 26=496(load case 13), 2=1579(load case 12), 46=30oad case 4), 39=7070oad case 11), 40=1920oad case 12), 41 =1 case 11), 43=1100oad case 11), 44=121(load case 11), 47=1220oad case 12), 48=1140oad case 11), 49=1200oad case 12), 38=6970oad case 13), 37=183(load case 14), 36=1170oad case 14), 35=1140oad case 13), 34=1130oad case 13), 33=1100oad case 14), 31=109(load case 14), 30=118(load case 13), 29=80(load case 14), 28=220(load case 9), 50=72(load case 12), 51=230(load case 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0170, 2-3=3171/3223, 3-4=2764/2872, 4-5=2618/2734, 5-6=2489/2626, 6-7=2356/2503, 7-8=2091/2232, 8-9=1959/2109, 9-10=1879/2050, 10-11=1827/1986, 11-12=1697/1865, 12-13=-1596/1765, 13-14=1234/1392, 14-15=1149/1321, 15-16=1294/1494, 16-17=1126/1314, 17-18=1003/1164, 18-19=872/1017, 19-20=782/895, 20-21=741/869, 21-22=-610!722, 22-23=-478/574, 23-24=346/425, 24-25=220/280, 25-26=341/308, 26-27=0770 BOT CHORD 44-45=267/298, 43-44=269/297, 4243=267/296, 41-42=266/296, 40-41=268/297, 39-40=268/297, 38-39=268/298, 37-38=268/297, 36-37=268/297, 35-36=268/297, 34-35=268/297, 33-34=268/298, 32-33=266/297, 31-32=260/290, 30-31=260/290, 29-30=260/290, 28-29=260/290, 26-28=260/290, 2-52=2948/2950, 51-52=135/151, 50-51=135/151, 49-50=135/151, 48-49=135/151, 47-48=135/151, 46-47=0/0 WEBS 13-39=678/577, 12-40=165/117, 11-41=88/34, 1043=86/33, 8-44=89/34, 45-47=100/33, 7-45=133178, 6-48=87/34, 5-49=93/36,15-38=668/558, 16-37=157/114, 17-36=90/38, 18-35=88/34, 20-34=86/32, 21-33=85/32, 22-31=85/32, 23-30=91/33, 24-29=53/24, 25-28=169/56, 4-50=50/25, 3-51=179/61 Continued on page 2 ri QQRpfESS/o S %NFti C 046A.33 July 20,2006 A WARMNG - 9er11g design Parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbilGly of the erector. Addilional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality canal storage, ds Plate erection and bracing, consult ANSI/1711 Quality Criteria, DSB-89 and BCSII Building Component M Tek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job fuss Truss Typetyy HARDER 21508 CE SPECIAL 1 1 822088549 Job Reference (optional) - n auw w cuua mi r eic mausumes, inc. uvea Jul 19 I*:49:u2 2006 Page 2 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf, Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1-2002. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Al plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-" oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 42, 2, 39, 40, 41, 43, 44, 38, 37, 36, 35, 34, 33. 11) This truss has been designed for a total drag load of 3000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1500.0 plf. LOAD CASE(S) Standard ® WARN M} • 9-erj jy design parameters and EEAD NOTES ON THM AND INCLUDED MITER REFERSHCE PAOE MU -7473 BEFORE USE. 7777 Greenback Lane _ —® Design valid for use on with Mlek connectors. This design is based on u Suite 109 9 N g ty Fon parameters shown, and b for an individual s desing component. Curls Heights, CA 95610 E Applicability of design paramenters and proper incorporation of component isresponsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the erecta. Addilional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality confrot storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdtedo, DSB-89 and BCSII Building Component M iTekm Safety Information available from Truss Plate Institute, 583 D'0nofrio Drive, Madison, WI 53719. Job russ y HARDER822088538 Z1588 c 7ssLLy—,e SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow --20.0) Job Reference (optional) �1 ....... ,.,,,oma mvuau, rv. rrcu aw ro I.A..w tuuo rage ? -2-0-0 1 5.8.0 11-0.0 166.0 V. 22.04 27-6-0 33-0.0 35-0-0 2-0.0 58.0 58.0 56.0 5.8.0 580 56-0 2-0-0 Scale = 1:61.0 5.00 12 5x8 = 5 n 10 — 1.5x4 II 2.5012 5x6 = 4x4 \� 6-3.0 6.8.0 126-0 18.7.4 2466 28-1 D-4 33.0.0 6-3-0, 3.5.0 2-10-0 6-1-4 6-1-4 4.1-12 4-1-12 Plate Utfsets (X,Y): [4:D-2-0,0-3-0], [6:D-2-0,0-3-0] LOADING(psf) TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.49 Vert(LL) -0.23 13-14 >999 360 MT20 220/195 7.0 TCDL 7.0 Lumber Increase 1.15 BC 0.59 Vert(TL) -0.4413-14 >786 180 BCLL 0.0 Rep Stress Ina YES WB 0.75 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.1413-14 >999 240 Weight: 164 lb LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X4 DF No.1&BtrG *Except* 15-16 2 X 4 DF Stud/Std G WEBS ' 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=1067/0-3-8,8--583/0-3-8, 10=2168/0-3-8 Max Horz 2=1 040oad case 8) Max Upliff2=1700oad case 7), 8=-690(load case 2), 10=126(load case 7) Max Grav2=1176(load case 2), 8=67(load case 7), 10=2168(load case 1) BRACING TOP CHORD Sheathed or 3-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-3 oc bracing. JOINTS 1 Brace at Jt(s): 14 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68, 2-3=3520/365, 3.4=3352/353, 4-5=2470/253, 5-6=1157/129, 6-7=-486/138, 7-8=195/2189, 8-9=0[70 BOT CHORD 2-14=376/3243, 13-14=239/2561, 12-13=26/1123, 11-12=13/799, 10-11=870/109, 8-10=1954/197 WEBS 3-14=229/107, 4-14=85[745, 4-13=540/154.5-13=174/1687.5-12=316f72,6-12=11/473, 6-11=1004/94,7-11=-61/1295 , 7-10=2366/177 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf, Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard A ,WARNING - VerVy des[gn parameters and READ NOTES ON THIS AND =LUDED MITER REFERENCE PAGE AM 7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and b for an individual building component. Applicability of design poramenters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabil ly during construction is the responsbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB-89 and-BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1V 'pi SS/pN C7 w C Q46433 M OF July 1F July 20,2006 7777 Greenback Lane __® Suite 109 Citrus Heights, CA, 95610 I MiTekm Job rUssNSS Type y HARDER 21588 � C1 SPECIAL L / 1 2-0.0 CSI DEFL in (loc) I/deft Ud Job Referenceo Moss Lumber, Raddinp. Ca. Scop Snyder 1.15 TC 0.49 Vert(LL) (optional) s wr w cwo mi i ex mwsmes, Ina wed Jul 1915:48:54 2006 Page 1 -2.0-0 580 11-0.0 1680 22.0.0 2780 33-0.0 35-0-0 2-0-0 580 5$0 5.60 580 580 580 2-0-0 Scale =1:61.0 5.00 F12 5x6 = 1.5x4 11 2.50112 5x6 = 4x4 \\ 630 9-2-0 1280 167.4 24-8.8 2610.4 33.0.0, 630 2-11-0 3.40 614 614 4-1-12 4.1.12 (Ps20 TCLL 0 SPACING 2-0.0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.49 Vert(LL) -0.23 13-14 >999 360 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.59 Vert(TL) -0-4413-14 >786 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.1413-14 >999 240 Weight 163 lb LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X4 DF No.1&BtrG *Except* 15-16 2 X 4 DF Stud/Std G WEBS 2 X 4 DF Stud/Std G REACTIONS (lb/size) 2=1067/0.3-8, 8=583/0-3-8, 10=2168/0-3.8 Max Horz 2=1 04(load case 8) Max Uplif2=1700oad case 7), 8=-690(load case 2), 10=126(load case 7) Max Grav2=1176(load case 2), 8=67(load case 7), 10=2168(load case 1) BRACING TOP CHORD Sheathed or 3-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-3 oc.bracing. FORCES cab) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68, 2-3=3520/365, 3-4=3352/353, 4-5=2470/253, 5.6=1157/129, 6-7=-486/138, 7-8=195/2189, 8-9=0/70 BOT CHORD 2-14=376/3243, 13-14=239/2561, 12-13=26/1123, 11-12=13!199, 10-11=870/109, 8-10=1954/197 WEBS 3-14=229/107, 4-14=-85/745, 4-13=540/154, 5-13=174/1687,.5-12=316f.72.6-12=11/473, 6-11=1004/94, 7-11=-61/1295 , 7-10=2366/177 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TP11 angle to grain formula. Building designer should verify capacity of bearing surface. oQRQFESS/O,N LOAD CASE(S) Standard ERS. TjNC X% QP �� fZ1t w C 046433 T, 1\ *\ L6 7 /*, July 20,2006 ® WARNING - Ver1(g design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE IM 7473 BSPORS USE. 7777 Greenback Lane r_• Design valid for use only with MiTek connectors. This design b based only upon parameters shown, and is for on individual building component. Suite 10g ApplicabTty, of design paramenters and proper incorporation of component 6 responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Safety Information ation control storage, ds Plate erection and bracing. consult ANSI/TPil Quality Criteria, DSB-89 and BC511 Building Component M Tek° Safety Inlonnatlon available from Truss Plate Institute, 583 D'Onof io Drive, Madison, WI 53719. . Job russ SPACING Qty MyHARDER DEFL 21588 C2 SPECIAL 1 1 R22088540 RA... I �unhor RnAAinn r. CnM1 Cm,Aar 1.15 TC 0.42 _ Job Reference (optional) ___ o.[uu s Jur 1J LWa MI r eK inausales, Inc. Wed Jul 19 15:48:54 2006 Page -1 -2-0-0 580 11.0-0 16.6-0 22-M 278-0 33.0.0 35-0-0 2.0.0 5-60 580 5-6.0 580 58.0 580 2-0.0 Scale = 1:61.0 5.00 12 5x8 = 1.5x4 11 1.shp � 5� I 63-0T-0-� 128-0 1 167-0 I 24-68 24 -IR 33.0-0 63.0 0.9-6 5-5-10 614 61.4 0.1-12 61-12 LOADING (psf) TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow= -2 Plates Increase 1.15 TC 0.42 Vert(LL) -0.15 12-13 >999 360 MT20 2.201195 BCDL 7.0 7.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.27 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.0912-13 >999 240 Weight 156 Ib LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X4 DF No.1&BtrG *Except* 14-15 2 X 4 DF Stud/Std G WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=815/0-3-8.10=2051/0-3-8,8=214/0-3-8 Max Horz2=104(load case 8) Max Uplift2=1500oad case 7), 10=139(load case 7), 8=-453(load case 2) Max Grav2=9660oad case 2), 10=20510oad case 1), 8=171(load case 3) BRACING TOP CHORD Sheathed or 4-1-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-0 oc,bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68, 2-3=2489/277, 3-4=2281/264, 4-5=1229/156, 5-6=203/106, 6-7=161/1672, 7-8=152/1458, 8-9=0/70 BOT CHORD 2-13=293/2267, 12-13=148/1431, 11-12=0/312, 10-11=721/127, 8-10=1315/160 WEBS 3-13=256/109, 4-13=92/813, 4-12=555/156, 5-12=131/1250, 5=11=761/110, 6-11=56/898, 6-10=1789/166, 7-10=392/121 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category Il; Exp B; enclosed; MWFRS gable end.zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)A plate "rating reduction of 20% has been applied for the green lumber members. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard July 20,2006 A WARMW - 7ertry design parameters and READ NOTES ON THIS AND INCLUDED WTBR REFEBENCE'pAOS AM -7473 BEFORE VSB. 7777 Greenback Lane - __® Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromeniers ando Citrus Heights, CA, 95610 pr per incorporation of component is responsibility of binding designer -not buss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-69 and BCSII Building Component M iTekd) Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. JOU russ IFuss ype Utyy HARDER 21588 JSPECIAL g 82225684 Moss Lumber. Redding. Ca DEFL in (loc) I/deft Ud (optional) s jui ii zuua mi 1 eK mausules, Inc. wed Aug 02 09:07:14 2006 Pagel. -2-0-0 5.0-0 11-0-0 16-6-0 22.0.0 27.6-0 1 33.0.0 35-0-0 2-0.0 5841 5.6.0 5-8.0 5.6.0 5-0-0 5-6.0 2-0.0 Stele = 1:59.8 46 II 5.00 12 012MROH 11 Sv8 = 54 = F NU i 2-0.0 1 6.3.0 12.6-0 18.7.4 24-8-8 33.0-0 2-0-0 4-3-0 6.3-0 6.14 6-14 B-3.8 R q Plate Offsets (X,Y): [2:0-10-7 Edge] [2:0-1-13,0-0-31, [2:0-3-11,1-6-71, [2'0-2-7 Edge] [4:0-2-0,0-3-01, [6:0-2-4.0-341, f8:0-3-0,0-1-81 LOADING (psf) TCLL 20.0 SPACING 2-0 0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.76 Vert(LL) -0.11 12-13 >999 360 MT20 2201195 TCDL 7.0 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.22 12-13 >999 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(rL) 0.08 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.0712-13 >999 240 Weight: 1531b LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G *Except` 2-14 2 X 6 DF No.1 &Btr G WEBS 2 X 4 DF Stud/Std G WEDGE Left:2 X 4 DF Stud/Std BRACING TOP CHORD Sheathed or 4-3-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 10=1841/0-3-8,8=-82/0-3-8,2=904/0-3-8 Max Horz 2=109(load case 7) Max Uplift10=-93(load case 7), 8=-304(load case 2), 2=-175(load case 7) Max Grav 10=1841(load case 1), 8=237(load case 3), 2=1096(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/112, 2-3=-2063/159, 3-4=-1891/152, 4-5=-1285/156, 5-6=-273/103, 6-7=-93/1340, 7-8=-84/1088, 8-9=ono BOT CHORD 2-13=-169/1861, 12-13=136/1426, 11-12=0/399, 10-11=-477/84, 8-10=-976/98, 2-14=0/16 WEBS 3 -13= -234/85,4 -13=0/483,4 -12=466/136,5-12=-111/1184,5-11=-624/83,6-11=-28/759, 6-10=-1605/125,7-10=-388/121 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechannicdal connection (by others) of truss to bearing plate capable of withstanding 93 Ib uplift at joint 10, 304 Ib Conginued bn page Z 175 Ib uplift at joint 2. ® WARMNO - Verj fy design parameters and READ NOTES ON TRIS AND WCLUDED MrTER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. �opFESS/� �P�+rR s tin G). LIJ C 046433 T *\ CA%.ate /* August 2,2006 7777 Greenback Lane Suite 109 ME® Citrus Heights, CA, 95610! MiTek® JOD I russ cussI ype822258834 y IDS 21588 C3 SPECIAL 8 � i Job Reference o tional Moss Lumber, Redding, Ce 8.300 s Jul 11 2006 MITek Industries, Inc. Wed Aug 02 09:07:14 2008 Page 2 LOAD CASE(S) Standard ® WARNING - 9er(fy design pammetera and READ NOTES ON TRrS AND INCLUDED M7TEK REFERENCE PAGE MIT- 7473 BEFORE USP - Design valid for use only with MITek connectors. This design is based only upon parameters shown. and 6 for on Individual building component. Applicability Of design paromenters and proper incorporation of component 6 responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during comnotion is the respombcin of the erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison. WI 53719. 7777 Greenback Lane® Suite 109 Citrus Heights, CA, 95610�l M iTeke Job Jul russ Truss Type 12 y HARDER 21588 C4 SPECIAL - 1 1 822088542 u,.an a—hnr aoddr,.,.r m•..e c,..,,se. 4x4 = ____ Job Reference (optional) _ 6.201) S Jul 13 2005 MITek Industries, Inc. Wed Jul 1915:48:56 2005 Page 1 z-0-0 580 11 0-0 16 6-0 22-M 26.10.12 3380 35 0 0 2-0.0 580 5.6-0 580 580 4-10.12 6-1-4 240 Scale = 1:61.0 5.00 F12 US I I 2 14 13 6xB 12 6 9 1$ ap . 4x4 = 3x8 2.50F1_2 04 Z 11 10 4x4 = 5x6 _ 2x4 I I 1.5x4 11 B-3-0 12$0 18-74 22b0 24-8-8 i 26.1012 33.0.0 6-3.0 0-3.0 6-1-4 3.9.12 2-3.8 2-2-4 6.1.4 Plate Offsets (X,Y): (2:0-1-6,0-0-8) [4:0-2-0,0-3-01, [6:0-1-12,0-3-4) [6:0-2-6 0-0-21 LOADING (psf) TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP Snow=2 Plates Increase 1.15 TC 0.45 Vert(LL) -0.1813-14 >999 360 MT20 220/195 TCDL700 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.35 13-14 >906 180 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.12 13-14 >999 240 Weight 152 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BUG TOP CHORD - Sheathed or 3-8-8 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 5-1-8 oc bracing. 11-15 2 X 4 DF Stud/Std G WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=947/0-3-8.8=375/0-3-8,10=2080/0-6-7 Max Hore2=104(load case 8) Max Upiift2=161(load case 7), 8=557(load case 2), 10=131goad case 7) Max Grav2=1078(load case 2), 8=64(load case 7), 10=20800oad case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68, 2-3=3000/325, 3-4=2803/313, 4-5=1879/209, 5-0=-651/114, 6-7=-65!724, 7-8=177/1790, 8-9=0f70 BOT CHORD 2-14=339/2744, 13-14=198/2008, 12-13=0[740, 11-12=115/288, 10-11=15821184, 8-10=1582/184 WEBS 3-14=242/108, 4-14=881779, 4-13=547/155, 5-13=155/1476, 5-12=524/92, 6-12=30/685, 6-11=1352/115, 7-11=100/1550, 7-10=1940/160 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL= 4.2psf; BCDL=4.2psf; Category II; -Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 51 A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard July 20,2006 ® WAOM • Derby design parameters and READ NOTES ON THIS AND DJCI.TIDED MITER REFERENCE PAGE 841.7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with Wrek connectors. This design 6 based on u Suite 109 N g N upon paramaiers shown, and Is for an individual building component. Citrus Heights. Applicability of design paramenters and proper incorporation of component's responsibility, of bulding designer- not truss designer. Bracing shown CA, 9561OMI is - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and 8CSI1 Building Component M Tek® Safety Information available from Truss Plate Institute. 593 D'Onofrio Drive, Madison, WI 53719. Job russ Truss Type Uty Fly HARDER (Roof Snow= -20.0) Plates Increase 1.15 TC 0.49 Vert(LL). -0.2313-14 >999 360 - 822088543 21589 C5 SPECIAL 1 � � 1 BCLL 0.0 Rep Stress Incr . YES WB 0.76 Horz(TL) 0.20 10 n/a n/a Job Reference (optional) v.cw a oui , a cvva nn i on muu--, lieu. rseu uur rn, ra:9a:or tuuo rage 1 -2-0-0 5.6-0 11.0-0 1680 22-0.0 2780 33.0.0 35-0.0 2.40 580 580 5.6.0 5.6-0 580 580 240 Scale =1:61.0 5.00 12 5x6 = 5 2.50 12 ' ' IV 5 4x4 x6 = 1.5x4 II 63-0 1280 18.74 20-0.0 1 24-8.8 28.1412 33-0-0 6.3-0 6.3-0 6.14 1-412 4-8.8 4.24 4-14 LOADING (psf) TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/dei] L/d PLATES GRIP (Roof Snow= -20.0) Plates Increase 1.15 TC 0.49 Vert(LL). -0.2313-14 >999 360 - MT20 2201195 TCLL 7.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.45 13-14 >775 180 BCLL 0.0 Rep Stress Incr . YES WB 0.76 Horz(TL) 0.20 10 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.1513-14 >999 240 Weight: 157 lb LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&BtrG *Except* 11-15 2 X 4 DF Stud/Std G WEBS 2 X 4 DF Stud/Std G REACTIONS Ob/size) 2=1078/0-3-8, 8=581/0-3-8, 10=2155/0-6-7 Max Horz2=1040oad case 8) Max Uplif12=1710oad case 7), 8=-687(load case 2), 10=123(load case 7) Max Grav2=1185(load case 2), 8=66(load.case 7), 10=2155(load case 1) BRACING TOP CHORD Sheathed or 34-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. FORCES Ob) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68, 2-3=3572/369, 3-4=3404/357, 4-5=2526/257, 5-6=1204/131, 6.7=555/144, 7-8=193/2188, 8-9=0/70 BOT CHORD 2-14=380/3292,13-14=243/2614, 12-13=29/1160, 11-12=15/850, 10=11=701/93, 8-10=1953/197 WEBS 3-14=228/106, 4-14=85!742, 4-13=539/154,5-13=175/1711, 5-12=297/70, 6-12=10/454, 6-11=961/90, 7-11=50/1162, 7-10=2463/183 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. _ 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard July 20,2006 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REPERENCR PAGE MR. 7473 BEFORE USE. 7777 Greenback Lane- �m Design valid for use only with MiTek connectors. This design 6 bosed'only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibilly of building designer- not truss designer. Bracing shown Cf ms Heights, CA, 95610 ! is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibil5ty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdledo, DSB-89 and BCSI1 Building Component M iTek0 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job fuss NSS ype CSI y HARDER 21588 CB SPECIAL 1 1 822088544 TC 0.58 Vert(LL) -0.3512-13 >999 360 Job Reference (optional) 0.200 s Jm rszuoy MITek Industries, Inc. Wed Jul 1915:48:57 2006 Page 1 -2-0-0 6-8.0 11.0-0 16$0 22.0.0 276.0 33.0.0 35 x0 2-0.0 5$0 5-&0 5.6.0 548.0 5.6-0 5.8-0 2 -D -a Scale =1:61.0 5.005-2 5x10 = 2.50 F12 1.5x4 II - 5x8 = 1.5x4 II 8.30 12.6-0 174-0 18.7.4 24-8.8 33.0-0 6-30 6-3-0 4-10-0 1-3-4 6.14 8.38 LOADING (psf) TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.58 Vert(LL) -0.3512-13 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.77 Vert(TL)-0.6712-13 >583 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.31 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.21 12-13 >999 240 Weight 157 lb LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 4 DF No.1&BtrG *Except* 10-14 2 X 4 DF Stud/Std G WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=1326/0-3-8,8=1326/0-3-8 Max Horz2=104(load case 8) Max Uplift2=1850oad case 7), 8=185(load case 8) Max Grav2=1377(load case 2), 8=13770oad case 3) BRACING TOP CHORD Sheathed or 2-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68, 2-3=-4701/434, 3-4=4531/422, 4-5=3753/327, 5.6=2244/174, 6-7=2317/200, 7-8=2566/239, 8-9=0/70 BOT CHORD 2-13=440/4345, 12-13=308/3761, 11-12=74/1955, 10-11=74/2221, 8-10=145/2306 WEBS 3-13=204/105, 4-13=80/674, 4-12=525/154, 5-12=204/2236, 5-11=-83/468, 6-11=335/138, 6-10=153/56, 7-10=322/118 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2pst BCDL=4.2psf; Category II;.Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. QRQFESS/p LOAD CASE(S) Standard ©� 2w ERS. T/ CO C 04633 M *\ txtK:4FU7 /* July 20,2006 A WARNING • Vert jg design parametero andlRRAD NOTES ON THIS AND INCLUDED AUTBR REFERENcs pAGS AM. 7473 DSFORS USB. 7777 Greenback Lane m Design valid for use on with MiTek connectors. This design a based on u Suite 109 g N g N 'pori parameters shown, and is for an individual building component. CIWS Heights, CA, 95610 Applicability of design poramenters and proper incorporation of component 6 responsibility of building designer - not truss designer. &acing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabil ly during construction is the responsibilGty of the erector. Additional permanent bracing of the overall structure 6 the responsibility of the building designer. I& general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/rPl1 Quality Criteria, DSII -89 and BCSII Building Component M, ,j� �k� Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison, WI 53719. Job NSS 14.9-0 1674 2448-8 y HARDER 21588 C7 �SPEC 4 � 1 822088545 G(ps TCLL 20.0 TCLL 2 SPACING 2-0-0 Job Reference (optional), 6.200 a Jul 13 2005 Mi ek industries, Inc. Wed Jul 1915:48:58 2005 Page 1 -2.0-0 560 11-0.0 16.8-0 22.0-0 27-0 0 33-0-0 35 lig 2-0-0 560 5.8-0 5.8.0 5.8.0 5.6-0 5.60 2-0-0 Scale =1:61.0 5.00 F12 5x10 = 2.50 12 5x8 - 1.5x4 II 630 12.6-0 14.9-0 1674 2448-8 33.0.0 630 630 2.30 310.4 61-4 638 Plate Offsets (X,Y): [2:0-2-15, Edge], [4:0-24,0-3-0], [6:0-2-0,0-3-0] [8:0-2-5 Edge] G(ps TCLL 20.0 TCLL 2 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.57 Vert(LL) -0.35 12-13 >999 360 MT20 220/195 TCDL 7.0 7.0 Lumber Increase 1.15 BC 0.76 Vert(TL) -0.6712-13 >584 " 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.31 8 n1a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) ,0.21 12-13 >999 240 Weight 162 lb LUMBER BRACING TOP CHORD 2 X 4 DF N0.1&BtrG TOP CHORD Sheathed or 2-8-13 ad purlins. BOT CHORD 2 X 4 DF No. 1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-14 2 X 4 DF Stud/Std G JOINTS 1 Brace at Jt(s): 11 WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=1324/0-3-8.8=1327/0-4-7 Max Horz2=104(load case 8) Max Upl'If12=1850oad case 7), 8=186(load case 8) Max Grav2=13760oad case 2), 8=1379(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68, 2-3=-4694/434, 3.4 523/422, 4-5=3745/326, 5=6=2238/174, 6-7=2304/198, 7-8=2547/237, 8-9=0171 BOT CHORD 2-13=-440/4338, 12-13=308/3754, 11-12=74/1950, 10-11=74/2212, 8-10=142/2286 WEBS 3.13=204/105, 4-13=80/674, 4-12=525/154, 5-12=204/2232, 5-11=-82/465, 6-11=331/137, 6-10=159/56, 7-10=312/116 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf, Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design.. 3) Overhang has been design for 2.00 times live load + dead load, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing atjoint(s) 2 considers parallel W grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard July 20,2006 ®WARM - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473'DEFORE VSE. 7777 Greenback Lane �m Design valid for use only Wlh Mlek connectors. This design is based only upon parameters shown, and Is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component 6 responsibility of bu0ding designer - not truss designer. Bracing shown Cibus Heights, CA 95610 is for lateral support of indlvldual web members only. Additional temporary bracing to insure stability during construction.is the responsibilydy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIMIt Quality Criteria, OSB -89 and BCSII Building Component M iTek� Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison• WI 53719. ion FUSS (USS I ype Wry myHARDER in (loc) Udefl Ud PLATES GRIP (Roof Snow=20.0) .1 R22114261 21588 �C71) SPECIAL 1 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.91 Vert(TL) Job Reference (optional) Mass Lumber, Redding, Ca 11 6.300 s Jul 11 2006 Mi -Tek Industries, Inc. Fri Jul 2108:06:112006 Page 1 -2.0-0 5-8.0 11-0-0 168-0 22-0-0 27-6-0 33.0.0 35-0-0 2-40 5.8.0 580 6-&0 580 58.0 5-8.0 2.0.0 scale =159.8 We= 5.00 F11 6-3-0 128-0 14-8-0 18.7-4 2448.8 33-0.0 630 630 230 3.10.4 614 8.3.8 LOADING (psf) TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.61 Vert(LL) -0.54 12-13 - >730 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.91 Vert(TL) -0.82 12-13 >478 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.39 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) b.4012-13 >971 240 Weight: 182 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 2-5-9 oc purlins. BOT CHORD 2 X 6 DF No.1 &Btr G *Except* BOT CHORD Rigid ceiling directly applied or 4-6-2 oc bracing. Except: 8-10 2 X 4 DF No.18Btr G, 10-14 2 X 4 DF Stud/Std G 1 Row at midpt 11-12,10-11 WEBS 2 X 4 DF Stud/Std G *Except` JOINTS 1 Brace at Jt(s): 11 5-12 2 X 4 DF No.1 &Btr G QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) 2=1324/0-3-8,8=1327/0-4-7 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz 2=293(load case 20) Max Uplift2=-230(load case 19), 8=816(load case 22) Max Grav2=1420(load case 12), 8=2008(load case 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/75,2-3=-5046/855, 3-4=-5448/1389,4-5=5313/1890,5-6=-3268/1149,6-7=-3364/1235,, 74=-4105/1775, 8-9=0/71 BOT CHORD 2-17=-1477!7359, 13-17=-3374/7376, 12-13=-3293/6851, 11-12=-2101/4004, 10-11=-1798/3965, 8-10=1567/3711 WEBS 3-13=281/125, 4-13=109/645, 4-12=-518/161, 5-12=1577/3699, 5-11=-328/720, 6-11=-613/436, 6-10=-660/521, 7-10=-338/146 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf,, Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any, other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joiiynt(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should Co vgnub��n pageof2bearing surface. ®WARNING - Vert(g design parameters and READ NOTES ON THIS AND DPCLUDSD MITER REFERENCE PAGE MII-7473 EEPORE USB. Design valid for use only Wfh Mitek connectors. This design 6 based only upon parameters shown, and is for an Individual building component. Applicobifity of design paromenters and proper incorporation of component's responsibifify of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction b the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsib5ty of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBerla, OSB -89 and BCSII SuOding Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Q?,OFESSip S. Of C X433 a July 21,2006 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 N[ MiTek® 0 RISS ype y HARDER 21588 CMD 71PEIIIL 1 1 822114281 Moss Climber. Redd'me_ Ca - Job Reference (optional) NOTES 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 230 Ib uplift at joint 2 and 816 Ib uplift at joint 8. 9) This truss has been designed for a total drag load of 3000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1500.0 plf. LOAD CASE(S) Standard D 0 ® WARKM - Verify dealgn parameter and READ NOTES ON THIS AND INCLUDED AUTDR RRPDRENCE PADS AM 7473 DEPORS USS. Design valid for use only with M7ek connectors. This design is based only upon poromeien shown, and Is for an Individual building component. Applicability of design paromeniers and proper incorporation of component is responsibility of building designer- not'fruss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibilIly of the " erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/rPll Quality Crfferla, DSB-89 and BCSII Buflding Component Safety Information available from Truss Plate Institute, 5113 D'Onoffio Drive, Madison, WI 53719. 7777 Greenback Lane r_• Suite 109 Citrus Heights, CA, 95810 MI MiTek� 0 Job Truss pe CSI yHARDER822088550 (loc) I/defl Ud PLATES GRIP (Roof Snow--20.0) TMIIITYRIIS 1.15 TC 0.21 Vert(LL) -0.02 21588 CM 3 1 , Vert(TL) -0.04 2-7 >999 180 .0 BCLL 0.0 Rep Stress Incr Job Reference (optional) 4 -2-0.0 5.10-0 11$ 8 2-0.0 5-10-0 5.8.8 1.5x4 11 Scale =1:31.7 5 1.5x4 11 3x8 = 5-10.0 1 11.6-8 LOADING (psf) TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow--20.0) Plates Increase 1.15 TC 0.21 Vert(LL) -0.02 2-7 >999 360 MT20 220/195 BCDL 7.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.04 2-7 >999 180 .0 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.01 ' 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.01 7 >999 240 Weight 52 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=532/0-3-8, 6=418/0-3-8 Max Horz2=1630oad case 5) Max Upl'Mf 1020oad case 5), 6=870oad case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40,2-3=-619/6,3-4=-66/32.4-5=9/0 BOT CHORD 2-7=95/516, 6-7=95/516 WEBS 3-7=0/258, 3.6=570/105, 4-6=136/59 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ©Q�kOFESS/p S. c ILL! C 04W3 A IMMIV.'�3.s�lt�"! July 20,2006 ® WARNLNO • Vervy design parameters and READ NOTES ON THIS AND MMUDED MITER REFERENCE PAGE MIT -7473 BEFORE VSE. 7777 Greenback Lane m Design valid for use only with MTek connectors. This design is based only upon parameters shown, and 6 for an individual building component. Suite 109 Applicability of design paramenfers and proper incorporation of component is responsibility of building designer- not two designer. Bracing shown CfWs Heights, CA, 95610 Is for lateral support of individual Web members only. Additional temporary bracing to insure stability during construction 6 the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �/ fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, OSB -89 and BCSII Building Component Welk Safety Informatlon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. O truss NSS ype�VIY. TCLL 20.0 SPACING HARDER Z1588 CMDMONO TRUSS 1 1 R22088551 BCLL 0.0 Rep Stress Incr YES cr•nr 4n n Code UBC97/ANSI95 Job Reference o tionel Moss Lumber, Redding. Ca. Scop Snyder 0.01 6 Na Na -2.0-0 5-10.0 1188 2-0-0 5.10-0 y&8 1.5x4 11 5 LOADING (psf) in TCLL 20.0 SPACING 2-0-0 (Roof Snow=2 Plates Increase 1.15 TCLL 7.0 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES cr•nr 4n n Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 4 DF No.18BtrG WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=53210-3-8,6=418/0-3-8 1.5x4 11 3x8 = 5.10-0 1188 5-10.0 5-8.8 CSIDEFL in (loc) I/defl Ud TC 0.32 Vert(LL) -0.03 7 >999 360 BC 0.30 Vert(TL) -0.04 2-7 >999 180 WB 0.35 Horz(TL) 0.01 6 Na Na (Matrix) Wind(LL) 0.01 7 >999 240 BRACING PLATES` GRIP MT20 220/195 Weight 52 Ib TOP CHORD Sheathed or 4-0-4 cc purlins. BOT CHORD Rigid ceiling directly applied or 4-11-6 cc bracing. Max Horz2=2080oad case 14) Max UpliN2=917(load case 13), 6=95(load case 14) QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT Max Grav2=1348(load case 8), 6=426(load case 7) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE FORCES (Ib) -Maximum Compression/Maximum Tension SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. TOP CHORD 1-2=0/40,2-3=2663/2031,3-4=1055/959,4-5=910 BOT CHORD 24=1861/2346,7-B=118/539,6-7=118/539 WEBS 3-7=0/258, 3-6=595/131, 4-6=137/60 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord. live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 1000.0 plf. LOAD CASE(S) Standard Scale: 3/8"=1' ����QR S. Lu Cd ,33 TO E 1-07 *, July 20,2006 ®WARNfNG • Verify design parameters and READ NOTES ON TND; AND iilquoDED'MMK REFERENCE pAOE MU 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and b.for an Individual building component. Suite 109 Applicability of design paromenters and proper incorporation of compdnenf u responsibility of bvlding designer- not truss designer. Bracing shown Citrus Heights, CA 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/11`11 QualBy Criteria,'DSB•89 and BCS11 Building Componentdb Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI53719.. M iTek 0 Truss I ntsS ypey CSI DEFL in (loc) 21588 CB COMMON 8 1 822088547 Lb TC 0.37 Vert(LL) -0.1310-11 >999 360 Referenceo (optional) Mods Lumber. Reddino. Ce. Scott Souder 1.15 BC 0.51 Vert(TL) o.2uu s dui 132005 mi i ex Industries, Inc. Wed Jul 19 15:48:59.2006 Page 1 2.0-0 580 11.0.0 1880 22.0-0 27$0 330.0 2-40580 , 560 5.60 5.60 5.30 5-60 Scale =1:58.4 5.00 F12 4x5 = 3x10 = 11 10 9 3x10 = 4x4 = 5x8 = 4x4 = 8-3-0 1880 24.9-0 33.40 630 630 630 630 I$ TOLDING(ps200 SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.37 Vert(LL) -0.1310-11 >999 360 MT20 220/195 TCDL 7,0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.28 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) . Wind(LL) 0.08 10-11 >999 240 Weight 147 lb LUMBER TOP CHORD 2 X 4 DF No.1&BV G BOT CHORD 2 X 4 DF No.1&BV G WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 8=1210/Mechanical, 2=1333/0-3-8 BRACING TOP CHORD Sheathed or 3-10-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz2=113(load case 7) Max Uplifl8=119(load case 8), 2=186(load case 7) Max Grav8=1210(load case 1), 2=13800oad case 2) FORCES (lb) - Maximum Compression/Maximum Tension, TOP CHORD 1-2=0170, 2-3=2587/238, 3-4=2342/199, 4-5=1646/168, 5-6=1646/163, 6-7=2385/224, 7-8=2639/272 BOT CHORD 2-11=257/2324,10-11=165/1908,9-10=96/1925,8-9=211/2394 ' WEBS 3-11=318/118, 4-11=0/455, 4-10=673/147, 5-10=46/920, 6-10=705/156, 6-9=17/479.7-9=374/135 NOTES 1) Wind: ASCE 7-98; 85mph; h=25th TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. LOAD CASE(S) Standard goFESS/p Lu C OW46433 TM L *\ URA4t 07 /Af , July 20,2006 ® wARNINO • vervy de -4n parameters and READ NOTES ONTIQS AND INCLUDED MITER REFERENCE PAGE JW- IM, 73 BEFORE U8E. 7777 Greenback Lane Design valid for use on with MTek connectors. This design a based any Suite 109 N g poo parameters shown, and for an individual bulling component. Suite Heights, Applicability of design paramenters%we and proper incorporation al component a bracing tosur of building designer - not buss designer. Bracing shown B ls, CA, 95610 is for lateral support of individual vneeb members only. Additional temporary bracing !o insure stability during construction a the responsbilGty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery• erection and bracing, consult ANSI/TPll Quality CrIferia, DSB•89 and BCSII Building Component M I0 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. c a Job rusS russ ype DEFL in (loc) I/defl Ud y HARDER 21588 CBE COMMON MT20 220/195 TCLL 7.0 7.0 R22088548 BC 0.22 Vert(TL) 0.00 1 n/r 90 BCLL 0.0 Rep Stress Incr YES Reference o tional -2-0-0 16.8.0 33.40 . 2-0.0 16.8-0 16-6-0 Scale =1:58.3 5.00 r12 4x4 = 14 5 4x4 = 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 4x4 = 3x8 = I$ 33.0.0 Plate Offsets (X,Y). [14.0-2-0,Edge], [15.0-0-0,0-0-0], [16:0-0-0,0-0-0], [17:0-0-0,0-0-0], [18:0-0-0,a0-0], [19:0-0-0,0-0-0], [20:0-0-0,a-0-0], [21:0-0-0,0-0-0], [22:0.0-0,0-0-0], [23:0-0-0 ,0-0-01, 124:0-0-0,0-0-01 LOADING(psf) TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.32 Vert(LL) 0.01 1 n/r 120 MT20 220/195 TCLL 7.0 7.0 Lumber Increase 1.15 BC 0.22 Vert(TL) 0.00 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.02 25 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight 201 Ib - LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BV G TOP CHORD Sheathed or 6-0-0 oc pudins..- BOT CHORD 2 X 4 DF No. 1&BV G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 25=115/33-0-0, 2=263/33-0-0, 37=102/33-0-0, 38=98/33-0-0, 39=99/33-0-0, 40=99/33-0-0, 41=99/33-0-0, 42=99/33-0-0, 43=97/33-0-0, 44=109/33-0-0, 45=46/33-0-0,46=2119/33-0-0, 35=102/33-0-0, 34=98/33-0-0, 33=99/33-0-0, 32=99/33-0-0, 31=98/33-0-0, 30=100/33-0-0, 29=95/33-0-0, 28=120/33-D-0, 27=1/33-0.0, 26=296/33-0-0 Max Horz2=1130oad case 20) Max Uplifl25=1920oad case 22), 2=504(load case 19), 37=112(load case.20), 38=-38(load case 19), 39=24Qoad case 19), 40=21(load case 20), 41=21Qoad case 19), 42=20(load case 19), 43=22(load case 19), 44=17(load case 19), 45=33(load case 20), 46=180oad case 20), 35=99(load case 16), 34=39(load case 21), 33=240oad case 21), 32=21(load case 22), 31=210oad case 21),•30=21(load case 21), 29=20(load case 22), 28=24(load case 22); 27=-4(load case 4), 26=650oad case 21) Max Grav25=3290oad case 13), 2=8250oad case 12), 37=238(load case 11), 38=126(load case 12), 39=115(load case 12), 40=1130oad case 11), 41=1120oad.case 12), 42=1120oad case 12), 43=1110oad case 12), 44=117(load case 12), 45=81(load case 11), 46=226(load case 9), 35=239(load case 13), 34=126(load case 14), 33=1150oad case 14), . 32=1130oad case 13), 31=112(load case 14), 30=113(load case 14), 29=1070oad case 13), 48=136(load case 13), 26=3390oad case 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=1214/1138, 3-ft=993/973, 4-5=913/909, 5-6=830/859, 6-7=758/802, 7-8=-692/746, 8=9=-627/690, 9-10=580/635, 10-11=561/633,11-12=-496/579, 12-13=436/523,13-14=320/403,14-15=268/366, 15-16=275/387, 16-17=199/290, 17-18=139/214, 18-19=73/132, 19-20=83/101, 20-21=149/157, 21-22=215/213, 22-23=267/263, 23-24=368/328, 24-25=572/490 BOT CHORD 2-47=1026/1039, 46-47=-463/543, 45-46=463/543, 44-45=463/543, 43-44=-463/543, 42-43=-463/543, 41-42=-463/543, 40-41=-463/543, 39-40=-463/543, 38-39=-463/543, 37-38=-463/543, 36-37=-463/543, 35-36=463/543, 34-35=-463/543, 33-34=-463/543, 32-33=463/543, 31-32=463/543, 30-31=-463/543, 29-30=-463/543, 28-29=-463/543, 27-28=-463/543, 26-27=-463/543, 25-26=463/543 WEBS 13-37=210/124,12-38=100/49,11-39=88/35,10-40=86/32,8-41=85/32, 7-42=85/32, 6-43=85/32,5-44=91133. 445=54/25, 3-46=174/62, 15-35=210/111, 16-34=100/50, 17-33=-88/36, 18.32=86/32, 19-31=85/32, 20-30=85/32, 21-29=84/31, 22-28=97/36, 23-27=18/11, 24-26=233/82 Continued on page 2 July 20,2006 ® IVARN= -Verify design parameters and -READ NOTES ON THIS AND MMUDSD 6DTSK REPRRSNCS PACS MU -7473 RSPORS USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of cam responsibility of building designer- not truss designer. Bracing shown Citrus Heights, prary b is res g 9h15, CA, 95610 is For lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilGty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Componentm Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M ITOk 0 Truss I russ I ype Qry Ply HARDER 21588 CBE COMMON 1 1 822088548 J6 Reference o tional «t _ m ru cw, err r tlR rntJu5Ne5, InG neu jui iv 10:4tl:uu zuub Yage z NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf;'Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed.; end vertical left and right exposed;,Lumbei DOL=1.33 plate.gdp DOL=1'.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Unbalanced snow loads have been considered'for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1.4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss has been designed for a total drag load of 1500 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-D-0 for 750.0 plf. LOAD CASE(S) Standard ® WARNJWG -Verify design par6meten and READ NOTES ON THIS AND. INCLUDED 6tITEE RBPBRBNCE PAGE Ef71-7473 BSPOSB USE 7777 Greenback Lane i Design valid for use only with Welk connectors. This design is based only upon parameters shown, and is for an indirviduol building component. Suite 109 <' Applicability of design parameniers andCitrus Heights, CA, 95610 proper incorporation of component h responsibility of building designer - not truss designer. Bracing shown 4 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilfity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage. delivery, erection and bracing, consult ANSI/rPll Oualffy Criteria, DSB-89 and BCSII Building Component iTek� Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. C, O Job rus3 Truss I ypeHAR-DER DEFL Ply (loc) I/deft Ud PLATES GRIP (Roof Snow --20.0) Plates Plates Increase 1.15 822088553 21588 DE COMMON 1 1 ' BCDL 7.0 Increase 1.15 BC 0.10 Vert(TL) 0.00 Job Reference (opt ... 1 vu. w u.. cm:arua cum rage] 2 0-0 6-0-012-0-0 14 0-0 2-40 6.0.0 6.40 2-0-0: `,. Scale =125.9 4x4 = 1.5x4 II 5 1.5x4 11 12.0.0 I$ LOADING (psf) TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow --20.0) Plates Plates Increase 1.15 TC 0.32 Vert(LL) 0.01 9 n/r 120 MT20 220/195 BCDL 7.0 Increase 1.15 BC 0.10 Vert(TL) 0.00 9 n/r 90 BC0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) - Weight 491b LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-40 oc bracing. OTHERS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=268/12-0-0, 8=268/12-M, 12=50/12-0-0, 13=234/12-0-0, 11=50/12-0-0, 10=234/12-0-0 Max Horz2=520oad case 8) Max Uplifl2=960oad case 7), 8=1040oad case 8), 12=11(load.case 7), 13=17(load case 7), 11=20oad case 6), 10=19(load case 8) Max Grav2=390(load case 2), 8=390(load case 3), 12=74(load case 2), 13=234(load case 1), 11=74(load case 3), 10=2340oad case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0170, 2-3=-65/36, 3-4=40/53, 4-5=26/50, 5-0=26/48, 6-7=-40/46, 7-8=-65/33, 8-9=0170 BOT CHORD 2-13=0/47, 12-13=0/47, 11-12=0/47, 10-11=0/47, 8-10=0/47 WEBS 4-12=-43/6, 3-13=183/63, 6-11=-43/0, 7-10=183/64 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-" oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard A WARNING - yeW y design parameters and READ NOTES ON THIS AND INCLUDBD AUTB%REFERENCE PAGE mu -7473 BBPORB USB. Design valid for use only with M'Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramentess and proper incorporation of component's responsibility of building designer- not buss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Q?,OFESS/p ���'��� S. r�Nc�Fyc c3Q 'gym LU C 446433 I, *\ FA, PJW-07 /,,k July 20,2006 T777 Greenback Lane r_m Suite 109 Citrus Heights, CA, 95610 MI MOW Job russ I russ I ype Qty, ply HARDER (loc) I/deft Lid PLATES GRIP TCLL 20.0 (Roof Snow --20.0) R2208B552 Z1588 D COMMON 4 1 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 Job Reference o tional Moss Lumber, Redding, Ga, Scon Snyder 6200 s Jul 13 2005 MTek Industries, Inc. Wed Jul 1915:49:03 2006 Page l -2-0-0 6-0.0 12.0.0 14.0.0 2-0.0 6-0-0 6-0-0 2-0.0 Scale =1:25.9 4x5 = t 6-0-0 , 12.0-0 , 6-0.0 6-0.0 5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 (Roof Snow --20.0) Plates Increase 1.15 TC 0.37 Vert(LL) -0.02 2-6 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.20 Vert(TL) -0.05 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.01 4-6 >999 240 Weight 43 Ib LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&BtrG WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=549/D-3-8,4=549/0-3-8 Max Horz2=52(load case 7) , Max Uplift2=1130oad case 7), 4=113(load case 8) Max Grav2=6360oad case 2), 4=636(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0f70, 2-3=-652/39, 3-4=-652/38, 4-5=0170 BOT CHORD 2-6=0/544,4-6=0/544 WEBS 3-6=0/263 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss_has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard GpQ�pFESSi S. Lu cc C 046A T1 In C� 'X-0 r July 20,2006 ®WARNM - Verify design parameters and READ NOTES ON TIDS AND INCLUDED BITTER REFERENCE PAGE MU 7473 BEFORE USE. 777 7Greenback Lane �® Design valid for use only Wfh M7ek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design Citrus Heights, CA, 95610 pp N g paramenters and proper incorporation of component u responsibility of building designer -not truss designer. Bracing shown 4 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibill ly of the erector. Additional permanent bracing of the overall structure 4 the responsibility of fhe building designer. For general guidance regarding A fabrication. quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSR -89 and BCSII Building Component'w iTek® Safety Information available from Truss Plate Institute, SM D'Onofdo Drive, Madison, WI 53719. Job ruse Russ Type DEFL y HARDER I/defl Ud PLATES 'GRIP (Roof Snow --20.0) Plates Increase 1.15 822088554 Z1588 DG COMMON; . 1 2 Job Referrence (optional) -maer,.Redding, Cu. Swa Snyder a.ZUUs Jul 13 2UU5 MITeK Industries, InGWed Jul 1915:49:04 2006- Page 1; -2.0-0 30.0 640 9.0.0 12.0-0 2.40 340 340 340 340 Scale= 1:22.7 ' 5x6 = 4-40 4-40 4-40 Ii G(ps TCLL 2 TCLL 20.0 SPACING 24)-0 CSI DEFL in (loc) I/defl Ud PLATES 'GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.26 ' Vert(LL) -0.08 7-8 >999 360 MT20 220/195 7.0 TCDL 7.0 Lumber Increase 1.15 BC' 0.57 Vert(TL) -0.14 7-8 >999 180 BCLL 0.0 Rep Stress Incr. NO WB 0.71 Horz(TL) 0.03 6 n1a n1a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.05 7-8 >999 240 Weight 117 lb LUMBER TOP CHORD 2 X 4 DF No.1&BV G BOT CHORD 2 X 6 DF No.t&BU G WEBS 2 X 4 DF Stud/Std G BRACING TOP'CHORD Sheathed or 4-10-6 oc pudins. ' BOT CHORD , Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=3748/0-3-8.2=3885/0-3-8 QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT Max Horz2=185(load case 20) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES_ TO THE Max Uplif!6=11470oad case 22), 2=1220(load case 19) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Grav6=42580oad case 9), 2=44740oad case 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/77, 2-3=8051/2409, 3-4=7417/1807, 4-5=7447/1768, 5.6=-8070/2365 BOT CHORD 2 -9=2276f7402.8 -9—'2276f7493,7 -8=1896/5463.6-7=2223f7472 WEBS 3-8=79/76, 4-8=544/3155, 4-7=605/3270, 5-7=117/85 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0.9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 -1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category Il; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 4) Unbalanced snow loads have been considered for this design. 5) Overhang has been design.for 2.00 times live load + dead load. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss has been designed for a total drag load of 2500 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 240 for 1250.0 plf. 9) Girder carries tie-in span(s): 33-0-0 from 0-0-0 to 12-0-0 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 QRQFESS/p S. G7 LU C 0 --VV X0 July20,2006 WARNWO - De 7777 Greenback Lane ,(jg design parameters and READ NOTES ON THIS AND INCLUDED MITBR REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use on with MTek connectors. This design is based on u Suite 109 H g N pori parameters shown, and is fa an individual building component. Citrus Heights, CA, 95610 Applicability of design paromenters and proper incorporation of component 6 responsibility of building designer- not truss designer -Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 4 fabrication, quality conlrot storage, delivery, erection and bracing, consult ANSIAPl1 Quality Criteria, DSB-89 and BCSII Building Component M iTe^� Safety Information available from Truss Plate Institute, 583 D'Onofrto Drive, Wccld on, WI 53719. 4 a Job TrUSS y HARDER 21588 DO �-Tey CMMN 1 R2208f1554 ldnaa I nether anAAinn r`e Crne G.,,rn. _ Job Reference o tional ___ .. _ _ _ _ _ _ '• -.- .., ,......... ,n„on ,o..�aa, ,v. •sou au, ,e w.r auo rage[ LOAD CASE(S) Standard Uniform Loads (pit) Vert 1-4=54, 4-6=54,2-6=588(F=568) ® WARIMM - 9-eWy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFE1UWCS "PAGE MD -7473 BEFORE USE. Design valid for use only y with M17ek connectors. This design is based only upon parameters shown, and is for an individual building component. ApplicablTlty of design patomenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing showri. is for lateral support'of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria; DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 MOW 9 0 NSS NSS ype y HARDER R22088557 .1588 EE � COMMON � 1 1 . Job Reference (optional) Moss Lumber, Redding, Ca, Scott Snyder 6200 s Jul 13 2005 MiTek Industries, Ina Wed Jul 1915:49:06 2008 Page 1 -2-0-0 8.0.0 18.0-0 18-0.0 { 2-0.0 8-0.0 8-0.0 2-0.0 Scale =1:33.2 4x4 = 16 1.5x4 117 1.5x4 II ,...— ii — n r..— n Ladq n 1.0x4 rl Lax4 II 1.5x4 II 1.50 II 16-0-0 Plate Offsets (X,Y): p:0-2-0,Edgel LOADING (Ps2 TCL 20.0 SPACING 2-0.0 CSI DEFL in (loc) 'I/def! Ud PLATES GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.32 Vert(LL) 0.03 13 ri/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.19 Vert(TL) 0.02 13 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) • 0.01 12 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 73 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. OTHERS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=254/16-0-0, 12=254/16-0-0, 18=102/16-0-0, 19=103/16-0-0, 20=74/16-0-0, 21=168/16-0-0, 17=102/16=0-0, 16=103/16-0-0, 15=74/16-0-0,14=168/16-M Max Horz2=620oad case 19) Max UpliR2=3750oad case 19), 12=243(load case 22), 18=-810oad case 20), 19=33(load case 19),.20=38(load case 20), 21=70oad case 18), 17=700oad case 22), 16=35(load case 21), 15=380oad-case 22), 14=-4(load case 15) Max Grav2=6650oad case 12), 12=522(load case 13), 18=191(load case 11), 19=125(load case 12),20=1 112(load case 11), 21=1720oad case 9), 17=191 (load case 13), 16=125(load case 14), 15=1120oad case 13), 14=1690oad case 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=783/748, 3-4=532/546, 4-5=433/463, 5.6=350/389, 6-7=228/265, 7-8=162/215, 8-9=136/194, 9-10=72/87, 10.11=170/161, 11-12--419/360,12-13=0/70 BOT CHORD 2-2262/675, 21-22=328/389, 20-21=328/389, 19-20=328/389, 18-19=328/389, 17-18=328/389, 16-17=328/389, 15-16=328/389.14-15=328/389,12-14=328/389 WEBS 6-18=161/92,5-19=103/49,4-20=74/32.3-2l'--133/46,8-17=162/81, 9-16=103/51,10-15=73/30.11-14=130/43 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3). Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. QRQ�E$S(� 5) Gable requires continuous bottom chord bearing. ``LL�� �� S. �.'��y 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for LU 40 rj a total drag load of 1000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 J for 500.0 plf. * E 1-07 LOAD CASE(S) Standard July 20,2006 A WARMMi • 9e4g design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MM -7473 DEFORE'USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for cr individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component u responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 Is for lateral support of individual web members only. Additional temporary bracing to insure sfabilify during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control sforage, delivery, erection and bracing, consult. ANSI/TPII Quality Criteria, DSB-89 and BCSII Building ComponentM iTe�m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. v Job fuss Truss Type 7 y HARDER 21588 ` E COMMON ip , 822088555 3x8 = 3.6 8-0-0 Job Reference (optional) vve:u dur rtl ro:vn:u9 tuuo rage I..... -24.0 4.0.0 8:0.0 12-0-0 16-0-0 18.0-0 2-0.0 4-0.0 4-0.0 440 44)-0 2-0-6 Scale = 1:32.4 44 = 4 REACTIONS (Ib/size) 2=697/0-3-8, 6=697/0-3-8 Max Horz2=620oad case 7) Max UpliH2=1260oad case 7), 6=126(load case 8) Max Grav2=775goad case 2), 6=775(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=1049/95, 3-4=797/54, 4-5=797/53, 5-6=1049/95, 6-7=0/70 BOT CHORD 2-8=82/924, 6-8=23/924 WEBS 3-8=290/90,4-8--0/415, 5-8=290/91 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard IX Q C tyA6433 July 20,2006 ®WARMO.9er,(g dedgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M17-7473 BBFOBB USS 7777 Greenback Lane •-: Design valid for use on with M*Tek connectors. This design is based on u Suite 109 ig N r y ent parameters shown, building for an individual building component. Citrus Heights. CA, 95611 I Applicability or design paramenters and proper incorporation or component is responsibility of buldng designer -not hues designer. Bracing shown 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �/ fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Bu9ding Component �M iTe�m Safety Information available from Truss Plate Institute. 583 D'Onofrb Drive; Madison, WI 53719. 7 8 3x6 3x8 = 3.6 8-0-0 16-0.0 8-0-0 8.0-0 Plate Offsets ()(,Y): [2:0-3-0,0-1-81,[6:0-3-0,0-1-81 LOADING (ps2 TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow= -2 Plates Increase 1.15 TC 0.37 Vert(LL) -0.06 6-8 >999 360 MT20 220/195 TCLL 7.0 7.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.12 6-8 >999 180 BC0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 .(Matrix) ' Wind(LL) 0.01 6-8 >999 240 Weight: 671b LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BUG TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std G REACTIONS (Ib/size) 2=697/0-3-8, 6=697/0-3-8 Max Horz2=620oad case 7) Max UpliH2=1260oad case 7), 6=126(load case 8) Max Grav2=775goad case 2), 6=775(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=1049/95, 3-4=797/54, 4-5=797/53, 5-6=1049/95, 6-7=0/70 BOT CHORD 2-8=82/924, 6-8=23/924 WEBS 3-8=290/90,4-8--0/415, 5-8=290/91 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard IX Q C tyA6433 July 20,2006 ®WARMO.9er,(g dedgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M17-7473 BBFOBB USS 7777 Greenback Lane •-: Design valid for use on with M*Tek connectors. This design is based on u Suite 109 ig N r y ent parameters shown, building for an individual building component. Citrus Heights. CA, 95611 I Applicability or design paramenters and proper incorporation or component is responsibility of buldng designer -not hues designer. Bracing shown 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �/ fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Bu9ding Component �M iTe�m Safety Information available from Truss Plate Institute. 583 D'Onofrb Drive; Madison, WI 53719. b , Job rusS Trusslype Q1y Plate Offsets (X,Y): [2:0-3-0,0-1-81,[6:0-3-0,0-1-81 HARDER 21588 ED COMMON 1 1 822088556 Mass Lumber. Reddina_ Ca. Scott Snvdar (Roof Snow=20.0) Plates Increase 1.15 TC 0.37 Job Reference (optional) 2 U-0 440 B40 12.0.0 16 0 0 18-0-0 2.0-0 4-0-0 40.0 4.0.0 4.0.0 .2.0.0 Scale =1:32.4 44 = 4 1$ 8-4.0 B•0.0 Plate Offsets (X,Y): [2:0-3-0,0-1-81,[6:0-3-0,0-1-81 LLLING(Ps2 TCL00 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.37 Vert(LL) -0.06 6-8 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.12 6-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 6-8 >999 240 Weight 67 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP -CHORD Sheathed or 4-8-12 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std G QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT REACTIONS (Ib/size) 2=697/0-3-8,6=697/0-3-8 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Horz2=160(load case 20) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplifl2=5100oad case 19), 6=510(load case 22) Max Grav2=11590oad case 12),6=1 159(load case 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0170, 2-3=2004/1037, 3-4=1309/552, 4-5=1308/501, 5-0=1987/1021, 6-7=0/70 BOT CHORD 2-9=975/1817, 8-9=975/1817, 6-8=878/1778 WEBS 3-8=299/99,4-8=0/415, 5-8=322/123 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2pst,, BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord five load nonooncurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed fora total drag load of 1800 Ib.. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 900.0 calf. LOAD CASE(S) Standard July 20,2006 A WARMND • Verify deatgn parameters and READ NOTES ON TIIIS AND INCLUDED drrTBR RSFBRSNCB PADS M11 7473 BBPORB USB. 7777 Greenback Lane Design valid for use only with Mlek connectors. This design's based only upon parameters shown, and Is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not tris designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer: For general guidance regarding fabrication, quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Cdteda, OSB -89 and BCSI1 Building Component A ' ��m Safety Information available from Truss Plate Institute, 583 D•Onofrio Drive, Madison, WI 53719. 'Y " el Job Truss Truss -Type Qty Ply HARDER (Ioc) I/defl Ud PLATES GRIP TCLL 20.0 (Roof Snow --20.0) 822088558 21588 EP DUAL RIDGE GABLE / I 1 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 Job Reference o tional ,.. Lumber, Redding, Ca, Scott Snyder 6200 a Jul 13 2005 Welk Industries, Inc. Wed Jul 1915:49:06 2006 Page 1 -2-0-0 310-0 B-0-0 16-0-0 18-0-0 2-0-0 310.0 4-2-0 B-0-0 2-0.0 Scale =1:35.9 44 = 1.5x4 II 1.5x4 II 7 1.5x4 II 4x4 = 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 II 16.0.0 I1$ LOADING(pso SPACING 2-0-0 CSI DEFL in (Ioc) I/defl Ud PLATES GRIP TCLL 20.0 (Roof Snow --20.0) Plates Increase 1.15 TC 0.37 Vert(LL) -0.04 2-19 >999 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.08 2-19 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 12 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) -0.01 2-19 >999 240 Weight 781b LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BV G TOP CHORD Sheathed or 5-3-14 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS. 2 X 4 DF Stud/Std G QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 2=357/0-3.8, 12=212/8-7-8, 19=561/8-7-8, 18=154/8-7-8, 17=115/8-7-8, 16=94/8-7-8, 15=100/8-7-8, 14=112/8-7-8 Max Horz2=176(load case 20) Max Uplift2=641 goad case 19), 12=338(load case 22), 19=180oad case 20), 18=-429(load case 4), 17=-440oad case 22), 16=30(load case 21), 15=-410oad case 22), 14=2(load case 15) Max Grav2=1023(load case 12), 12=602(load case 13), 19=708(load case 4), 18=126(load case 21), 17=174(load case 13), 16=1100oad case 14), 15=1410oad case 13), 14=124(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=Of70, 2-3=1560/1371, 3.4=900/932, 4-5=691!765, 5.6=526/628, 67=383/465, 7-8=347/458, 8-9=204/308; 9-10=118/199, 10-11=289/360, 11-12=632/684, 12-13=0f10 BOT CHORD 2-22=925/1263, 19-22=611/752, 18-19=637/617, 17-18=-637/617, 16-17=-637/617, 15-16=637/617, 14-15=637/617, 12-14=637/617 WEBS 3-21=298/104, 20-21=306/109,19-20=320/113. 7-18=253/179.8-17=127/61, 5-20=33/9, 9-16=94/43,10-15=91/36, 11-14=96/30,4-21=25/17.6-19=232/124 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category 11; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed fora total drag load of 1800 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-D-0 for 900.0 pill. LOAD CASE(S) Standard July 20,2006 ® WARK MO.9-eruy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAOE 6U1-7473 DEFORS USE. 7777 Greenback Lane • ? --m Design valid for use onty wilh Meek connectors. This design is based only upon parameters shown, and is for an individual building component. Suds 109 Applicability of design p p Gly of building -designer- not truss designer. Bracing shown Cibus Heights, CA, 95610 g paramenlers and proper incorporation of component rs res onsibi is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilydy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ME fabrication, quality control, storage, defivery, erection and bracing, consult ANSI/rPil Quality Crilerid, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 563 D'Onofrio Drive, Madison, WI 53719. M Tek ofuss ruse Type y HARDER 21588 -. F COMMON, 5 1 822088559 5.00 F12 Job Referenceo Uonel ` •�= - Ma Mass lumber, Redding, 2 : Ca, Scot) Snyder 6.200 s Jul 13 2005 MTek Industries, Ire .Wed Jul 1915:49:072006 .Page 1 -2-0-0 310-0 7-8,0 ggp 2-0.0 3-10.0 3.1D-0' 2-0.0 Scale =1:18.9, REACTIONS (lb/size) 2=389/0-3-8.4=389/0-3-8 Max Harz 2=41 (load case 7) Max Uplifl2=1010oad case 7),•4=101(load case 8) Max Grav2=4900oad case 2), 4=490(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=217/40, 3.4=217/40; 4-5=0/70 BOT CHORD 2-4=9/149 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right -exposed; Lumber DOL=1.33 plate grip DOL=1.33: 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard A WARNING • lrer(fH design parameters. and READ NOTES ON THIS AND INCLUDED BITTER REFERENCE PAGE MU --7473 BEFORE USE. -. Design use with f�NTek r0 connectors. This design Applicability of design ty pora o based only upon peremeters shown, and is for an individual building component. g paramenters and proper incorporation of component is responsibility of building designer- not hues designer. Bracing shown 4 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsrbillity of the erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance. regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Qual6y Crifedu, DSB-89 and BCSII Buflding Component Safety Information ovallable from Truss Plate Institute; 583 D'Onofrio Drive, Madison, WI 53719. - July 20,2006 7777 Greenback Lane; _ Suite 109 1. Citrus Heights, CA, 95610 Mi%km 4x4 = 3 5.00 F12 2 4 1 5 2x4 = 2x4 = 7-8.0 7$0 ` Plate Offsets (X,Y): [3:0-2-0,Edge) DING (Ps20 TOL 0 SPACING 2-0-0 CSI DEFL in (lac) I/dell Ud PLATES GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.37 Vert(LL) -0.14 24 >641 360 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.28 24 >321 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 H6rz(TL) 0.00 4 'n/a n/a BCDL 10.0 Code UBC97/ANSI95. (Matrix) Wind(LL) 0.00 2 "" 240 Weight 28 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 640-0 ocpudins. BOT CHORD 2 X 4 DF No. t&Btr G BOT CHORD Rigid ceiling: directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=389/0-3-8.4=389/0-3-8 Max Harz 2=41 (load case 7) Max Uplifl2=1010oad case 7),•4=101(load case 8) Max Grav2=4900oad case 2), 4=490(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=217/40, 3.4=217/40; 4-5=0/70 BOT CHORD 2-4=9/149 NOTES 1) Wind: ASCE 7-98; 85mph; h=25ft; TCDL=4.2psf, BCDL=4.2psf; Category II; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right -exposed; Lumber DOL=1.33 plate grip DOL=1.33: 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard A WARNING • lrer(fH design parameters. and READ NOTES ON THIS AND INCLUDED BITTER REFERENCE PAGE MU --7473 BEFORE USE. -. Design use with f�NTek r0 connectors. This design Applicability of design ty pora o based only upon peremeters shown, and is for an individual building component. g paramenters and proper incorporation of component is responsibility of building designer- not hues designer. Bracing shown 4 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsrbillity of the erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance. regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Qual6y Crifedu, DSB-89 and BCSII Buflding Component Safety Information ovallable from Truss Plate Institute; 583 D'Onofrio Drive, Madison, WI 53719. - July 20,2006 7777 Greenback Lane; _ Suite 109 1. Citrus Heights, CA, 95610 Mi%km Jo russ Truss I ypeQly DEFL y HARDER 21588 � FE COMMON � 1 1 822088560 Vert(LL) 0.00 6 n/r 120 Job Reference (optional) 0 2 0-0 3-10-0 7-8.0 58.0 2.0-0 3-10-0 310-0 2-0.0 Scale =1:18.9' 4x4 = 1.5x4 11 4 1.5x4 II 7-8.0 1$ LOADING (ps2 TCLL 20.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow --20.0) Plates Increase 1.15 TC 0.32 Vert(LL) 0.00 6 n/r 120 Mm 220/195 TCDL 7.0 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.01 7 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.02 Ho2(TL) 0.00 6 rue n/a BCDL 10.0 Code UBC97/ANS195 Matrix (Matrix) Weight 31 Ib LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.t&Btr G OTHERS 2 X 4 DF Stud/Std G BRACING TOP CHORD Sheathed or 6-0-0 cc purlins. . -BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (Ib/size) 2=255f7-8-0, 6=255/7-8-0, 9=137/7-8-U, 8=137!7-8-0 Max Horz2=41(load case 7) Max Upl-fft2=1010oad case 7), 6=104(load case 8), 9=5(load.case 6), 8=6(load case 5) Max Grav2=3910oad case 2), 6=3910oad case 3), 9=137(load easel), 8=1370oad case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0f70, 2-3=103/16, 3-4= 45/26, 4-5=-45/21, 5-6=103/14, 6-7=0f70 BOT CHORD 2-9=0/52, 8-9=0/52, 6-8=0/52 WEBS 3-9=-86/27.5-8=86/28 NOTES 1) Wind: ASCE 7-98; 85mph; h=251t: TCDL=4.2psf;.BCDL=4.2psf; Category II;.Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For. studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified buldirig designer as per ANSlrrPI 1-2002. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at.1-4-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live' load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard Ilk WARNING - Vert fy design parameters and READ NOTES ON THIS AND INCLUDED. efTTEK REFERENCB pAGE MIL7473-BEFORE OSE. Design valid for use only vAfh M7ek connectors. This design a based only upon parameters shown, and is for an Individual building component. AppBcability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during.constnrction is the responsibillity of the erector. Additional permanent tracing of the overall structure Is the responsibility of the building designer: For general guidance regarding - fabrication, quality control. storage, delivery, erection and bracing: consult ANSI/11`I1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Qaprt�slpN , LU M 1t E 1-07 0 July 20,2006 rt1�® 7777Greenback Lane., Suite 109 Citrus Heights, CA 95610 MOW VerticalTechnology er Engineering 3M Rio Li rbAm #ZO, Chien, CA 999% Ph (530) 899,$716 Fac(530)899-11M 7ecch March 14, 2006 RE: Kilpatrick Residence, Butte Creek Canyon, Butte County, CA To Whom it May Concern: The attached (2) pages detail an alternative porch beam and framing condition for the residence at the address listed above. The alternative porch beam is acceptable provided the beam, footings, posts, and member attachments shown on the location map on page 1 are utilized., Sincerely, Mike Hu S.E. 0 QROFESS/ D. �G ¢ g No. 5 4732 { �` * Exp. 6/30/08 �rRV CTv�Pv OF CAUF���`P PROJECT I`S1.PPR�SI ENGINEER �lc.iS DESIGN OF Porus tA� a( -pr\ VERTECH ENGINEERING kW o+.' N Psi MKL ut, 1$ r\ 1�d�S ►,�^ F� . ?tpA\ LkNA UCt jj,,A PAGE DATE O F Z � No'K : SEF PEA.,S nNo t�vllVn�4 �k NO16 poo bF,t tS Foy .Po�1cloar l-. . IM -VA GAS LEP% -i° NSA Poc�tN �E aM FOR -n+ss �OPuoa NOSE � F �- F�� . = t`11 SQvr►�b � 11,�� �►+�c�. �ootzNt; Ot\st Uai EKlH.. w►� Pas F�(, SNou�•1 . 1*,b PosT N F�.KZl us�N �y�. EPuy ut�A, OZ.S6. P>EAv,\ -it POst 0Y., NovsE .; �- COMPANY PROJECT Kilpatrick 4eamPorch Beam.wwb 41. Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern fv @d = 40 fb = 964 0.34 = <L/999 1.15 = L/314 960 Total Start End Start End Load? ROOFL Dead Full Area 16.00 (4.00)* Fcp'= 650 No ROOFL Constr. Full Area 16.00 (4.00)* 1.0 Yes Load3 Dead Full Area 18.00 (1.00)* No -Tr1DULary wiaLn trL1 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 30' Dead 1531 Design Value 1531 Live 960 fv @d = 40 fb = 964 0.34 = <L/999 1.15 = L/314 960 Total 2491 1.00 0.711 2491 Bearing: 1.00 1.00 2 Fcp'= 650 1.00 1.00 Length 1.0 1.00 1.0 Glulam-Simple, VG West.DF, 241744, 5-1/8x16-1/2" - I Self Weight of 20.09 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Value Design Value Analysis/Design FACTORS: F CD _Analysis Shear Bending(+) Live Defl'n Total Defl'n - fv @d = 40 fb = 964 0.34 = <L/999 1.15 = L/314 Fv' = 237 Fb' = 2132 1.00 = L/360 1.50 = L/240 fv/Fv' = 0.17 fb/Fb' = 0.45 0.34 0.76 1.00 1.00 0.711 1.00 0.935 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 0.711 1.00 0.935 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 18685 lbs -ft Shear : LC# 2 = D+C, V = 2491, V@d = 2263 lbs Deflection: LC# 2 = D+C EI=3453.27e06 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 are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) 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). AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 Recorded Official Records County Of BUTTE CANDACE J. GRUBBS Recorder ROSEMARY DICKSON Assistant 10:57AM 11 -Jan -2005 REC FEE W.00 CONFORM 1.00 Alyce Page 1 of 2 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: S C ( A11A IJG 0 L•E6 ML Os=.SmP la Date PROPERTY OWNERS: State of Californip County of On o/- . �— r INt.4 FCktwa A before me, 6) personally appeared AiyJ'Xo1/Y�/�/�P_/%l�7 personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and of/ficial seal. Signature '/ c mc/ Seal: I 91- ..:RICHARD,fEUERSTEIN V` 44000599 A. P. # u'OZ — 4121f -- V I commission • Noteg06blic-CelifoTia i '•U, ,, Butte Counttyy y Comm: Exp. APR. 13, 2005 �f Order No. BU -220847 DMP Description The land referred to herein is situated in the State of California, County of Butte, and is described ai follows: PARCEL I: BEING LOT 21, AND. ALL THAT PORTION OF LOT 20 LYING. WESTERLY OF THE CENTERLINE OF MUD CREEK, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CHICO PRUNE ORCHARDS", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 3, 1913, IN BOOK 7 OF MAPS, AT PAGE(S) 27. RESERVING THEREFROM A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS AND FOR PUBLIC UTILITIES OVER THAT PORTION OF LOT A LYING WESTERLY OF THE CENTERLINE OF MUD CREEK, AS SHOWN ON SAID MAP. APN 042-010-109-000 PARCEL II: , A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS AND FOR PUBLIC UTII.ITIES OVER THAT PORTION OF LOT A LYING WESTERLY OF THE CENTERLINE OF MUD CREEK, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CHICO PRUNE ORCHARDS,,, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 3, 1913, IN BOOK 7 OF MAPS, AT PAGE(S) 27. BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVIL'LE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAX#: (530)538-2140 WEBSITE: www.buttecounty.netldds LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is In full force and effect. License Class : License Number: Date: Contractor. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish; or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's Slate License Law (Chapter 9. commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or Improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or Improvements are sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Profdssions Code. The Contractors' Stale License Law does not apply to an owner of property who builds or Improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ❑ '1 am Exempt under Article 3�off the Business and Professions Code Date:r I Owner: WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of the work for which this permit Is Issued. My workers' compensation insurance carrier and policy number are: Carrier: Policy :M I certify that in the performance of the work for which this permit Is issued, I shall not employ any person In any manner so as to become subject to the workers' compensation laws of California. and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith.comply with those provisions. Date: 1 I )1/ O S Applicant: WARNING: Failure to secure workers' compensation coverage Is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. — CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the. performance of the work for which this permit Is Issued (Sec 3097 Clv.) Name: Address: PERMIT NO. BP042702 Issued Date: 01/11/2005 APN: 042-010-109-000 4a - Site Address: 4&M WELDING WAY CHI Map Index: Description: NSF(4011)GAR(1176)COV(1090) Owner: FERREIRA ANTHONY & KEELEY 145 EMERALD LAKE CT CHICO CA 95973 (530) 879-0815 Applicant: FERREIRA ANTHONY & KEELEY Contractor: License #: Architect: Engineer: Total Square Ft: 7063 S.F. Valuation: $318,763.00 Census Code: t S n This permi is hereby issued and he applicable provisions of the Butte Cnunly Code a. nrUpr Re 6ulio s to do work Indicat ab ve for which fees have been paid. B Date: PERMIT EXPIRES ON: ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification In accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and thall am the owner or the duly authorized agent of the owner. 1 agree to comply with all county and state laws relating to building construction. I acknowledge It Is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for Inspection purpow. Print Name: A/iliJ" F,(& X4e1r _ Signature Date �2 Owner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor '1 g)* �o �VT%•�. ti UTTE COUNTY+�IId,Q/rl PERMIT 0 0 DEPARTMENT OF DEVELOPMENT SERVICES NO. 0 0 BUILDING PERMIT APPLICATION �� lIp 0 0 AND SUBMITTAL REQUIREMENTS 0 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 BP o o OFFICE #: (530) 538-7541 c0U N'�� A FEE WILL BE REQUIRED AT TIME OF APPLICATION % a , y p BIN i 1 T7 **PLEASE PRINT CLEARLY** I ' 6,4' 6s� V OWNER Last Name E Name ifl�ame Address 1 s E P- A LDL.A14C Ct- City 04._C'6 .c'a Phone Stalb Zip 9 1-77 Phone 7 9, C Phone Fax E-mail E-mail V CONTRACTOR Name Name G A T fit, VW = 10 6f-) CZ Y"D Address u D lix -3) 9 `3 Phone City State x Zip, 5913 Phone 3 VS-- 0Y 2,7 F . Planner E-mail c. # Classli' V APPLICAWT NAME ARCHITECT-1EN Name , I C - L 16 0, �C- F Address _ ,<, -A0 .ATJAJ 09. City a State Zip ti Phone ! - i Fax ----� E-mail Page e License Numb r- APPLICAWT NAME Name Address City State Zip Phone Fax E-mail •AM WiFAm For offk6 use Zoning - Flood Zone ross Street - Mac iz�Dr,&_tj D S� . SRA Yes No 5c—C. �?3pe Const. Subdivision Name Map Book Page Lot # Planner Date Approved: LOCATION API (Property Address V �6 City ross Street - Mac iz�Dr,&_tj D S� . WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address 1 TJ y 6tzW C140 CA Description or Scope of Work: Sq. Footage 'IbI i ❑ Structure Built Othou ermits ❑ Proposed Change of Occupancy I (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. —1 r— • OVER FOR SUBMITTAL REQUIREMENTS II K TORMSWILDING F0RMS\B1dgApp1SubRgmts.doc Page 1 of 2 "" &' w "&' • 2_� G e v � LJ Received by: Amount �Idg SRA Receil / n Sheriff SMIP Other Date: n Total REV 7-27-04 SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND /N INK ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paperl ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxesl ❑ 4. Energy compliance design and supporting documentation in duplicate. (Note: Not required for additions to mobile or modular homes.) ❑ 5. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Detached Accessory Building Form filled out by the owner (if required). ❑ 12. Hazardous Material Form (for Commercial Buildings only). ❑ 13. Sanitation and site plan approval from the Environmental Health Department. Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner (for 433A's). If you have questions or would like additional information regarding this process, contact a Permit Application Assistant at (530)538-7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS merunas can oniy be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMSWILDING F0RMS\BIdgApp1SubRgmts.doc Page 2 of 2 REV 7-27-04 COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: is ( ' ( r ASSESSOR PARCEL NUMBER Proposed Building UseCounter Technician: `J Date: % 6�% Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. . ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 7i 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. •Cp ,4r 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Letter from Engineer or Architect for truss design review. 6. Energy cornpliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and AIC for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate, (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. 5;_ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate ' ❑ 11. Site plan and business license approval from the City of Biggs C ❑ 12. Letter of intent for non-residential buildings ❑ 13. Detached Accessory Building Form filled out by the owner ❑ 14. Hazardous Material Form tom] 15. Sanitation and site plan approval from the Environmental Health Department in C�hfico ❑ Oroville, as applicable. ❑ 16. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ❑ i 17. Fire Sprinklers..................................................................................... .... (� 18. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by.. rl o ❑ 19. Soils Report and/or Engineered Foundation required ........................................... ........ t 20. Erosion Control Plan Required........................................................................ .........� 21. Fees as shown on the attached Schedule of Fees Due Sheet ..............................� 22. City of Chico Plumbing permit........................................................................ P„rq. 23. California Department of Forestry plan approval ❑paid. Sent by: ............. 24. Planning approval (A) Use:A(B)Parking: (C) Parcel Check: ❑ 25. Contact Land Development about _ Improvements, _ Drainage ......................... -M-1. 26. NPDES Form..................................................................... 27. Encroachment Permit for driveway from the Public Works Dept..... ❑ 28. Pre -inspection for required....... ❑ 29. Contractor's license information. (Number, Name Style, Classification) ................... ❑ 30. Worker's Compensation Carrier and Policy Number .......................................... �. 31. Owner -Builder Verification (,Given to owner, _Mailed to owner) ..................... 32. Letter of Signature authorization......................................:............................. 33. Recorded copy of Agricultural Acknowledgment 0Statement.... ............................. 34. Manufactured home utility clearance............................................................... ❑ -35. Existing violations and/or expired permits......................................................... ❑ 36. Deed Restriction......................................................................................... ❑ 37. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 38. Other: ❑ 39. Other: When issued Telephone :!5 C! . fi 5c/ - dl.144 i and hold for pickup. I have been informed oythe fibove items and requirements for obtaining a building permit. Applicant: 1 Date: qu C)<,)- 1. Index permit applig do�p r t above items numbered:��, Plan Check Letter 2. Additional items equir d Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: Date: Plans approved by: Date: Structural reviewed by: Date: Structural approved by:1419AdAa Date: Note transfer by: Date: Yellow: Building Division I\ e.H.use L v Flat Plan Anachad F- Flaw,Plan Anachadm" Sent to ®.D. 0: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance 0 c� / G'l/ Y a—� / U Owner Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for5&dwelling. Ober- Eiaycl NOTE: EnvironmentaC! 8/96 945-V4 eIL;l Date COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 TELEPHONE (530)538-7541 SCHEDULE OF RECEIPT OF FEES OWNER Te C I( P_ri PROPROSED BUILDING USESt 1. BUILDING PERMIT FEES -- Balance Due ..................... $ 1 S. --- Additional Fees Due. eWL$ --- Revised Plan Checking Fee.... $ 2. SCHOOL DISTRICT FEES (h Ih (paid at School District Office) (form available after Plan Check) 3. SHERIFF FEES (paid at Building Divi Residential............ X $ units A.P. # OAMI r�'� DATE 9- RECEIPT # DATE REC. !/ice - cis ry Commercial (sq. ftg.)..... X $0.03 = $ _ Sq.Ftg. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit)..... X = $ # Units Amt. Commercial (Sq. Ftg.).... X = $ Sq. Ftg. Amt. 5. RECREATION DISTRICT FEES (� (j I — CS I�r•2 O[tlnnP _ (paid at Recreation District Office) (form available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK FEE $89.00 (paid at Building Division) 8. WATER TENDER FEES BATTALION # $200.00 (paid at Building Division) 9. NORTH CHICO SPECIFIC PLAN (paid at Building Division) Residential Zone X = $ Zone # Units Amt. Commercial (sq. ftg.) ......... X = $ Sq. Ftg. Amt. 10.OTHER�0 (5m 4n�/ �C — 4:1L At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the pf'4h checking process. APPLICANT /,////fDATE I✓�' Y Pursuant to Govemmen ode Secti 66020, you are hereby notified that items, 2, 3, 4, 5, 6, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Division Yellow -Applicant Pink -Owner (rev. 2/2003) C BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) ' School District A.P.NumberTOJurisdiction: city E Owner -Ve x-{9 Properly Property Location/A Subdivision 64;�Nl(�Pg Building Department No. County Residential Development A =Living Mobile Home Units Installation Commercial/industrial Now Addition Building Department Representative J Sit% Lot No. ................................................... ............. Sq. Footage 461. 1 Addition/ *Supplemental to (Group R) Conversion Permit # *(No foundation Inspection) ......................... Deed Restricted Sq. Footage. (Attach a signed copy of D6ed Restriction and Notice of Limited Use Facility document) Sq. Footage (Including Exterior P Roofed Areas) Date District Identification No. Q 14 1 It* 'c" 0 asi--) School District certifies that 6y �&�- I.. (Applicant) A/5 -' e- 4 4 (Street Address) (Phone Number) % 9,S`2,3 (City) (State) (Zip Code) ?20041 1 has complied with the requirements of Resolution No. 9 by payment of $ representing D�/squarefeet. $ FULL MRIGATION $ School DisteicitRebresentative Date Paid by Check # Remarks: Nogics. y oulmay pow the Imposition of the fen identified above by submitting a written protest to the District, In compliance with Govemnrlsnt Code Section 66020(a), within 90 days from the deft fen are Paid. Failure to submita timely written protest wfll'proldbit you from challenging the Imposition o6lis fen In any court actim K, subsequent to the School Distild Representative signing this Butte County Schools!" Fee Certification FOM the School District Is rraflsed by the applicable Local Planning Agency that this project Is being reviewed.under the California Environmenhd Quality Act (CIEQAj V& project may be subject to additional school few to hilly ~0. its Impact on;"," district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.)b 0 0/03Wm.m k ' �. .. „w w....fn..«v,.-""`...•�,..;-...:i'.-r.iw. 7'...r -.31..n.« +. .,-._ra+-.: `:..w �1.-.......tir.�...k•s.r.. �� Y�i� s'� BUTTE COUNTY PARKS DEVELOPMENT FEE CERTIFICATION FORM`'` CHICO AREA RECREATION AND PARK DISTRICT r Assessor Parcel Numbef(s) i Property Owner Project Location/Address Subdivision Lot Number(s) % Total Number of Dwelling Units Residential Development: (check one) 4 V New Development Alteration/Addition Mobilehome(s) Non -Residential ;to Residential Demo permit issued (Date issued ) Verified by Building Department Records Verified by Assessor Department Records Mobile home replaced Comment: � -f l ./.. • I , 1 / __l� AI "—Building Department Representative Date Chico Area Recreation and Park District (CARD) certifies that Tai I/aut Itz S,� 6- 779 orj-r (Applicant Name), (Phone Number) l yS E yh6 X AP Cr (Street Address) �1J164 GgJ'Y73 (City) (State) (Zip Code) has complied with the requirements of Butte Co. County Park Facility Fee pursuant to Section 16- 33 of the Butte County Code, Resolution No 5.02 effective August 23, 2004. Payment for 4dwelling units @ $1,880.00 per unit, for total payment of $ �$(� 200 - r CARD Representative Date PAID BY CHECK NO. REMARKS: 4 BANK NO. I' • 412 Z 1 O PAID BY CASH �i RECEIPT NO. Distribution: White --Applicant Pink --CARD F.\ ... \parkfeeftm (Revised 7/30/04) Yellow --Butte Co. Building Dept. Goldenrod --City 6f.ChO6 Building DeptiBHh t+'=i07AL $1880.00 IButte County Department of Development Services YVONNE CHRISTOPHER, DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538.7601 Telephone (530) 538-7785 Facsimile WILLDAN Scott Rutherford (530) 538-7160 srutherford ftuttecounty.net Plans Transmittal For Review Per Contract 9/21/2004 Applicant: Ferreira, Tony Permit 04-2762 Project Type: NSF/Gars e/Cov APN: 042-01.0-109 .. 100% 70% Plan Check Fees $ . 1,792.40 $ 1,254.68 $ 1,792.40 $ 1,254.68 W ILLDAN Fee $ 1,254.68 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other 0 TO: FROM: r 1 SUBJECT Q DATE: WILLDAN Scott Rutherford (530) 538-7160 srutherford ftuttecounty.net Plans Transmittal For Review Per Contract 9/21/2004 Applicant: Ferreira, Tony Permit 04-2762 Project Type: NSF/Gars e/Cov APN: 042-01.0-109 .. 100% 70% Plan Check Fees $ . 1,792.40 $ 1,254.68 $ 1,792.40 $ 1,254.68 W ILLDAN Fee $ 1,254.68 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other 0 gVTTF oIIr, P On A DUNS. a 16t.1c Wov, Department r n it n t V J. Michael Crump, Director of Public o f B u t t Works LAND DEVELOPMENT DIVISION Storm Water Management Program. 7 County Center Drive Oroville. CA 95965 (530) 538-7266 (FAX) 538-7171 National Pollutant Discharge Elimination System (NPDES) Phase 11 Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement [LESS THAN 1.ACR Project Description: Project Location and/ or Parcel Number: By signing below, 1, the project owner/owner's agent, certify that a Construction Storm WateL NOT s TURB P 1erm acre or more of land and that L therefore, do not need to apply for it from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by laNY.) Signed: —1114t Title: Date: Less than 1 Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program O.B.- l OWNER - BUILDER VERIFICATION Attention Property Owner. An "owner builder' building permit has been applied for in your name and bea inn' your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in. processing -and issuing your building permit No building permit will be issued until this verification is received. * - .-I. I personally plan to provide the major labor and materials for construction of the proposed, prop"rovement : YESW NO ❑ 2. I RAVED HAVE NOT ❑ signed an'application for a building Pmnit for the proposed work 3. I have contracted with the following person (firm) to provide the proposed construction: NAME: C,W21 kIMS M(L.S' ADDRESS: FO 131-� 3) 93 CITY: (Wt w PHONE:_ 3 SSS.: oy'Z f CONTRACroR'S LICENSE No. S Z Z2 J 9 4. I plan to provide portions of this work, but I have hired the following person to coordinate, supervise, and provide the n4or work NAM: ADDRESS: CITY: PHONE: CONTRACTORS LICENSE NO. � • • •- ••�- • •- •n • � e. - •eea �e �e _e- a ems. e=s •e e e e - NAME ADDRESS PHONE TYPE OR WORK SIGNED: PROPERWOWNER: SOCIAL. SECURITY / ER: ,f OWL, DATE: d 5--1 NOTE.- This Omer -Builder Verification is req Uired Iry Sec€ion 19831 and 19832 of the California Health and Safety Code. This verz) cation must be coWleted and returned to our off "we before we are permitted"to issue the nerrrzit: OWNER BUILDER INF- ORAIATION Dear Property Owner. O. .-1 An application for a btt>l&g pmmit has been submitted in your name listing ymmlf as the builder of property iutprovemerrts specified. ForyourprotecdoA You should be aware that as "owner4mffiW you are the responsible party ofrecord on mch a penniL Buffiffig Pew are not required to be signed byproperty owners unless they are personally perfommg their own worm If your work is being pe�� by someone other thanymnel you may Proms Yourself from poss2ble Iiabiiity 1f flat person applies for the FoPer p� is his or her name. license fromCcnta&lbare req*ed by law to be licensed and bonded by the State of California and to have a b the Y u' �y . They are also requited by law to put their license er on a ntambll perms for wizich they apply be aware of theIfyou LM to do Your own wo% va the mon of various trades that You plan to subcontract; you should Dg mon for your benefit and protection; Ifyon employ or and otiotherwise engage arty P.-== other flea your fine Sate AMAY, and the work Cincluding trials bF costs)) is $300 or more far The entire proj� and such persons are not licensed as comracbars or surs, then You may be an employer. ♦ If you are an employer, you must re&ter wi& &a' State and Federal Go subject m several obiigabo� �� state andh� verntneais as an employer and you are wazl income ta?t width olding; frenal social security ♦ Tl0e � msm mics, disability msorance co and unamP�� compeW.-d= c D with ' '£or Yon ifyoa do not catty out these cbftWons, and these risks are especially serious P compen,,a n mstaaace. ♦ Fcr more specific fmfoIabnn about yOnr obligations tmdea Federal taw contmd &a $mow Admiaistraiioa� For more mal Revue Seas►ice if you wish, tine U.S. Small sP'�� mon about ��, Sime Law, the Depar[meDt ofBenefit Payments and the Division of b&strial A b p under work P�� or is drough intended � ProP�Y owners who are not }iceased per€orm their contractors are aIlowed to conditions. �lDj' withon>t a licensed watractar or subcontt-actor, only under Iimifed A frequent pracbae of unhcensed p.== Prong to be yrs is to secure an P �ply�g that the -owner builder" burg parmik are not regained to be I�PMtY owner is prodding bis or ha own labor and material personally, B .Oa �� by owners trey are pig � own work p� �� limed Prop�Y unless amity or at 1020 N moa �Y obi by Co�actQrs State II=M Board in your Street; Sacram=n, CA. 95814. Please Mete tine -Owner BM dw Vetificaboe on die reverse side of tins form so that we can confirm tELat you are aware Of&M maftem. The bm'l&g Peunk will not be issued until &e verification is returned. i,i�wrxrjn SIF -YI .11'j- 1 � II • 11 ' I1 v1 .M. . I OTZ�• TYiltOM w-BmjjfpTffl *Misr equtred by Seaon 19830 ofBre Calc M76a SeML* mid Safely Code e,TrTwv, Page 1 of 1 Adler, Lana From: Hill, Rob Sent: Tuesday, December 14, 2004 7:52 AM To: Adler, Lana; Christopher, Yvonne Subject: RE: Ag buffer setback for Ferreira Hi Lana, I think it's ok, the boundary of the orchard (if it goes right up to the easement where the road begins) is a reasonable place to start the measurement for the buffer. The true property line may be in the center of the road, but the orchard will never be in the center of the road. As long as there is —280 ft from the adjacent road shoulder to the habitable part of the house, it's good. , -----Original Message ----- From: Adler, Lana Sent: Monday, December 13, 2004 10:05 AM To: Hill, Rob Subject: Ag buffer setback for Ferreira I'm hoping that you could help me to interpret the ag setback that you requested for a new house for Tony & Kelley Ferreira at lot 21 Welding Way in Chico. On the Ag Buffer Notification and/or Unusual Circustances Request (wow, that's a long name!), you completed on 08-30-04 that the house must maintain a 280 foot buffer from the north and south and a 300 foot buffer from the west boundary. They have submitted their house plans and revised the buffer, however, I'm not sure that it's meeting your recommendation. They have met the 300 foot buffer from the west boundary, however the north boundary is drawn as 220' from the center line of Welding. Way. I have reviewed this with Yvonne and she says that this may met the requirement if your intent was to have them meet 280' feet from the boundary of the adjacent orchard. She told me to work with you to see if this is OK or if they need to submit a revised site plan. I have the building file on my desk up here, if you would like to review it (in case my explaination is not that clear!). Thanks! Lana 12/14/2004 Butte County Department ofDevelopmentServices YVONNE CHRISTOPHER, DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538.7601 Telephone (530) 538-7785 Facsimile ADMINISTRATION * BUILDING * GIS * PLANNING August 16, 2004 Tony & Keeley Ferreira 145 Emerald Lake Court Chico, CA 95973 RE: Septic & Well Permit for APN 042-010-109 Dear Tony & Keeley: Upon planning review of the above referenced septic and well application it was determined that due to the General Plan Designation of Orchard and Field Crops that review by the Agricultural Commissioner's office was required. The Agricultural Commissioner's office did require some modifications to the site plan and location of the house. Please review the enclosed information and make appropriate changes and re -submit plans to the Environmental Health Department in Chico. , If have any questions regarding this issue please contact me at (530) 538-7376, or Joseph Baker, the Planning Manager, at (530) 538-6572. Thank you Sincerely, , 74 Mark Michelena Associate Planner Butte County Department of Development Services IT BUTTE COUNTY AGRICULTURAL BUFFER NOTIFICATION AND/OR UNUSUAL CIRCUMSTANCES REQUEST Butte County requires a 300 foot buffer between neighboring agricultural operations and a residence. This dimension is based on environmental assessments and studies. The Agricultural Commissioner may identify unusual circumstances where the 300 foot buffer cannot be met on existing parcels. This exception is not available for lots being created, divided or subdivided. Owner or Authorized Agent must complete the following and return with the required site plan to: Development Services Department, 7 County Center Drive, Oroville, CA (530) 538-7601 Name: ew - (-�i� Phone: n Mailing Address: E -Mail address Assessor's Parcel Number. 6q)_0 � Reason you believe you qualify for the unusual circumstances exception: �Oti� k�/ztri� V�l.`lrat? r c_ -u "k •_ Own or Autho ed Ag nt's signature Date UNUSUAL CIRCUMSTANCES DEFINITION: An exceptional or extraordinary condition where the existing lot size or shape or an existing improvement . (well, septic systems, structures etc.) does not allow for the standard condition of a 300 -foot buffer zone. SITE PLAN REQUIREMENT: submit 4 copies with this form Refer to the Site. Plan Submittal handout for specific requirements ................................................................................................................................................... Internal Dept. Contact Info: ❑ Env. Health ❑ Planning ❑ Building ❑ Other Contact Person: Phone: FORWARD THIS FORM TO LARRY IN DEVELOPMENT SERVICES FOR PROCESSING .............:............................................................................................................................................................................ For Agricultural Commissioner office use only: (to be completed after submittal) DISCRETIONARY PERMITS (Planninci) MINISTERIAL PERMITS (Building) ❑ Exception Recommended Exception Granted with the ❑ Exception NOT Recommended following conditions:. Reason/Conditions/Specific setbacks from adjacent agricultural operations: MAtA6.Vv_ 'A- ZVoPL_ Agricultural Department Signature: C PU_ Date: YMC 7/1/03 TITLE 24 REPORT BUTTE COUNTY Title 24 Report for: SEP 2 12004 Tony & Keeley Ferreira DEVELOPMENT, Lot #21 Welding Way SERVICES Butte Co., Ca. Project Designer: Donald Clark 121 Yellowstone Dr. Chico, Ca 95973 345-8989 Report Prepared By: Jim Peterson Northstar Engineering 20 Declaration Drive Chico, CA 95973 (530) 893-1600 Job Number: Date: 9/20/2004 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 883-5900. EnergyPro 3.1 By EnergySoft Job Number: User Number: 5480 ' ~A TABLE OF CONTENTS Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Checklist Form C -2R Computer Method Summary HVAC System Heating and Cooling Loads Summary 0 1 2 3 5 7 10 EnergyPro 3.1 By EnergySoft Job Number: User Number 5480 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R Tony & Keeley Ferreira 9/20/2004 Project Title Date Lot #21 Welding Way Butte Co. Project Address Building Permit # Northstar Engineering -1600 Plan Check I Date Documentation Author Telephone Computer Performance 11 Field Check / Date Compliance Method (Package or Computer) Climate'Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 4, 011 ft2 Average Ceiling Height: 9.0 ft Total Conditioned Slab Area: 4.011 ft2 Building Type: (check one or more) X❑ Single Family Detached ❑ Addition ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (North) 0 deg Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 1 ❑ Raised Floor Component Type Frame Type Const. Assembly U -Value Slab On Grade n/a 0.756 R-13 Wall (W.13.2x4.16) Wood 0.088 R-38 Roof (R.38.2x4.24) Wood 0.024 FENESTRATION Location/Comments (attic, garage, typical, etc.) Covered Slab w/R-0.0 Perimeter Insulation Exterior Wall Exterior Roof Sharlinn navirrae Type Orientation Area Fenestration Exterior Overhang Side Fins SF U -Factor SHGC Shading Yes / No Yes / No Front (North) 152.0 0.51 0.40 Bug Screen 0 ❑ ❑ X❑ Left (East) 147.0 0.51 0.40 Buq.Screen X❑ ❑ ❑x❑ Rear (South) 230.0 0.51 0.40 Bug Screen X❑ ❑ ❑ X❑ Right (West) 60.0 0.51 0.40 Bug Screen ❑ X❑ ❑ X❑ ❑ ❑ ❑ ❑ ❑❑ El El El El EJ El F ❑ El El 11 1:1 El El ❑ ❑ D ❑ Run Initiation Time: 09/20/04 10:45:05 Run Code: 1095702305 Ener Pro 3.1 By Ener Soft User Number: 5480 Job Number: Pa e:3 of 10 Certificate of Compliance: Residential (Part 2 of 2) - CF -1 R Tony & Keeley Ferreira 1 9/20/2004 Project Title Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Distribution Heating Equipment Minimum Type and Duct or Type (furnace, heat Efficiency Location Piping Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts, attic, etc.) R -Value Type Comments Central Furnace 80% AFUE Ducts in Attic 4.2 Setback HVAC System Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc.) R -Value Type Comments Split Air Conditioner 12.0 SEER Ducts in Attic 49 SPthack HVAC System WATER HEATING SYSTEMS Rated 1 Tank Energy Fact! 1 External Water Heater Water Heater Distribution # in Input - Cap. or Recovery Standby Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss (%) R -Value A,O.Smith FSG -40-222—_ Small Gas Standard 1 32.000 40 10.61 n/a n/a 1 For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS t.UIVlrLIANUL J I A I LIVILN I 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, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. The undersigned recognize that compliance using duct sealing and TXV's requires installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Documentation Author Name: �D W �&M)AA IQQ((Z- Name: Jim Peterson Title/Firm: Donald Clark Title/Firm: Northstar Engineerinq Address: 121 Yellowstone Dr. yc- cAuzALV L (A Oress: 20 Declaration Drive Chico, Ca 95973r1r � to f g fq 7 Chico, CA 95973 Telephone: 345-8989 $ 771b'?1 f Telephone: (530) 893-1600 Lic. #: A. (signature) (date) (g ature) (date) Enforcement Agency Name: Title/Firm: Address: Telephone: (signature/stamp) (date) Run i09/20/04 10:45:05 Ru 2305 EnergyPro 3.1 By EnergySoft User Number: 5480 Job Number: Page 4 of 10 Mandatory Measures Checklist: Residential (Page 1 of 2) MF -1 R ' NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes or enter N/A if not applicable. DESIGNER ENFORCEMENT Building Envelope Measures ❑X `§150(a): Minimum R-19 ceiling insulation. ❑X §150(b): Loose fill insulation manufacturer's labeled R -Value. ❑'§150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does X not apply to exterior mass walls). �'§150(d): Minimum R-13 raised floor insulation in framed floors or equivalent. §150(1): Slab edge insulation -water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. §118: Insulation specified or installed meets insulation quality standards. Indicate type and form. ®§116-17: Fenestration Products, Exterior Doors and Infiltration/Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. §150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. §150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures ❑X §110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. F§ 150(i): Setback thermostat on all applicable heating and/or cooling systems. FX §1500): Pipe and Tank Insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R-4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55 degrees F. insulated. 6. Piping insulating between heating source and indirect hot water tank. EnergyPro 3.1 By EnergySoft User Number: 5480 Job Number: Page:5 of 10 Mandatory Measures Checklist: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (•) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes or enter N/A if not applicable. DESIGNER ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) X❑ § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the 1998 CMC Sections 601, 603, 604 and Standard 6-3; ducts insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181A, or UL181 B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and drawbands. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such a tape is used in combination with mastic and drawbands. 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilation systems serving conditioned space have eitherautomatic or readily accessible, manually operated dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not limited to the following: Insulation exposed to weather shall be suitable for outdoor service e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating, and no pilot. 2. System is installed with at least 36" of pipe between filter and heater for future solar, cover for outdoor pools or spas. a. At least 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. IT§115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) ® §118 (f): Cool Roof material meet specified criteria Lighting Measures ® §150 (k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. FX_ §150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternative to this requirement allcwed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. 3.1 By EnergySoft User Number: 5480 Job Number: Page:6 of 10 Computer Method Summary (Part 1 of 3) C -2R _T_nnv & Keeley Ferreira Project Title 9/20/2004 Date I of #91 WPldina WaV Riitte Co Project Address Building Permit # N rthstar Fnaineerina (530) 893-1600 Documentation Author Telephone plan Check/Date Computer Performance Compliance Method (Package or Computer) 11 Climate Zone Field Check/Date Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 13.37 13.91 -0.53 Space Cooling 9.11 7.56 1.55 Domestic Hot Water 7.10 6.16 0.95 Totals 29.59 27.63 1.96 Percent better than Standard: 6.6% Total Conditioned Floor Area: 4,011 ft2 Floor Construction Type: ❑ Raised Floor X❑ Slab Floor Building Type: Single Fam Detached Building Front Orientation: (North) 0 deg Total Fenestration Area: 14.7% Number of Dwelling Units: 1.00 Total Conditioned Volume: 36,099 ft' Number of Stories: 1 Total Conditioned Slab Area: 4,011 ft 2 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area i:v OPAQUE SURFACES Act. Type Area U -Fac. Azm. Tilt W;;11 846 0,088 0 90 -Wall— 7.6.8 0 088 180 gn Wall 723 0.088 _270 go Ronf 4,011 0.024 gQ 0 Solar Gains Y/N Form 3 Reference R-131.. 1 1 1 1 Location / Comments Zone 1 Zone 1 lone 1 Zone 1 Zone 1 EnergyPro 3.1 By EnergySoft User Number: 5480 Job Number: Page:7 of 10 1 Computer Method Summary w (Part 2 of 3) C -2R Tony & Keeley Ferreira 9/20/2004 Protect Title Date FENESTRATION SURFACES U- Act. Glazing Type Location/ # Type Area Factor SHGC Azm. Tilt Comments 4 Window Front Orth) 1520 0510 0.40 n_ )n Vinyl Zone 1 2 Window Left (East) 147.0 0.510 0.40 90 90 Vinyl Zone 1 3 Window Rear (South) 230.0 0.510 0.40 180 90 Vinyl Zone 1 4 Window Right (West) 60.0 0.510 0.40 270 90 Vinyl Zone 1 INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA. Dist. Len. Hgt. Dist Len Hgt 1 Bug Screen 0.76 5.0 3.0 2.0 0.1 2.0 2.0 2 Bug Screen 0.76 4.0 3.0 2.0 0.1 2.0 2.0 3 Bug Screen 0.76 5.0 4.0 2.0 0.1 2.0 2.0 4 Bug Screen 0.76 Run Initiation Tim • 09/20104 10.45.05 Run Code• 1095702305 EnergyPro 3.1 By EnergySoft User Number: 5480 Job Number: Page•8 of 10 Computer Method Summary A (Part 3 of 3) C -2R Tony & Keeley Ferreira 9/20/2004 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Location Type (sf) (in.) Cap. Cond. Form 3 Reference R -Val. Comments PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments Slab Perimeter 96 0.76 0.0 _ 0 Zone 1 HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiency and Location Duct Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments Central Furnace 80% AFUE Ducts in Attic 4.2 Setback HVAQ Syste Insul. Hydronic Piping Pipe Pipe System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc,) R -Value Type Comments Split Air Conditioner 12.0 SEER Ducts in Attic 4.2 Setback HVAC Svste WATER HEATING SYSTEMS Ratedl Tank Energy Factl 1 Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value System Name Type , Type Syst. (Btu/hr) (gal) Efficiency Loss (%) Ext A.O.Smith FSG -40-222 Small Gas Standard —L 32,000 40 0.61 n/a n/a 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. User Number: 5480 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Tony & Keeley Ferreira 9/20/2004 SYSTEM NAME FLOOR AREA HVAC System 4 011 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 2 Heating System Output per System 100,000 Total Output (Btuh) 200,000 Output (Btuhlsgft) 49.9 Cooling System Output per System 29,000 Total Output (Btuh) 58,000 Total Output (Tons) 4.8 Total Output (Btuh/sgft) 14.5 Total Output (sgft/Ton) 829.9 Air System CFM per System 1,215 Airflow (cfm) 2,430 Airflow (cfm/sgft) 0.61 Airflow (cfm/Ton) 502.8 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS 22.0 OF 68.7 OF 68.7 OF Outside Air 0 0 cfm 68.7 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensible Latent CFM Sensible 2,889 56,019 1,732 844 67,095 0 2,801 3,355 0 0 0 0 0 0 0 0 0 2,801 3,355 61,62 -1,732 73 805 HVAC 52,718 0 200,000 Total Adjusted System Output 52,718 0 200,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am Cream Temperatures at Time of Heatina Peak) 145.5 of Supply Fan Heating Coil 2430 cfm �% Return Air Ducts 4 Supply Air Ducts 144.2 of ROOMS 70.0 of DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 100.9 / 70.4 of 79.1 ! 63.0 of 79.1 / 62.9 of 58.8 ! 56.0 of Supply Air Ducts Outside Air 0 cfm Supply Fan Cooling Coil 59.9 / 56.4 of 2430 cfm 42.3% R.H. ROOMS 79.1/63.0 of 78.0 / 62.6 of >i Return Air Ducts 14 EnergyPro 3.1 By EnergySoft User Number: 5480 Job Number: Page: 10 of 10 e DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) ❑ Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval ❑ Site Plan Stamped Approved By Date Page 1 of 5 RE 1 URN 1'O CHICO EH TO LARRY PAINTER _ SITE PLAN REVIEW APPLICATION Date: 5��:�f AP# _e) go-- ol o—/o p Permit Number (if applicable) Bin Number APPLICANT INFORMATION Parcel Size: Owners Name: ,Owners Address: Telephone No.: �i71�'�Og ��5 Email: Situs Address: c4' BUTTE Proposed Use:COUNTY AUG - 5 2004 Residential New Single Family Residential DEVELOPMENT SERVICES F-1Single Family Addition ❑ Single Family Remodel ❑ Mobile Home Cn P "w.kr. OR. ❑ Residential Accessory ZOI12 d =-A-- to ❑ Permanent Second Dwelling L.� On Ems- r- r � A' F-1TemporaryMobile Home (Aunt Minnie) __qCD o a c F-1TemporaryTravel Trailer U3 .16 �` o �? ❑ Multi -family oFAT r Non-residential ❑ New Commercial ❑ Commercial Addition ❑ Commercial Remodel ❑ New Industrial ❑ Industrial Addition ❑ Industrial Remodel Other D - Septic Well ❑ Agricultural Exempt Building Agricultural Buffer Form ❑ Applicable ❑ N/A ❑ Other: Brief Explanation (if necessary): DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) ❑ Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval ❑ Site Plan Stamped Approved By Date Page 1 of 5 ALL ITEMS CH&KED AP'kY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) i Flood Zone: • Flood Panel No.: Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) ❑ Oroville Enterprise Zone Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ------------------------------------------------------------------------------------------------------------------- ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front Side Side Street Rear Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Applicable Development Fees: Standard Fees Amount Formula ❑ Fire ❑' School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Drainage Area ❑ Thermalito Urban Area ❑ Other -------------------------------------- Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By Deeds: Date of Creation: Legal Access Provided: ❑ No ElYes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: ❑ Parcel. Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Deed of Creation ❑ Obtain a Certificate of Compliance/Notice of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to .Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 ❑ Subdivision Map/Parcel Map: Map Date of Recording: Lot: Book: Page: ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑.Attached . ❑ None ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 e- ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for road maintenance, and stop sign maintenance. 07 X Page 4 of 5 x El Summary of Specific Requirements: This information provided in this summary is based on the application information and on the best available data at the time of review. CALarrys\Building Permit Site Plan Reviewl.doc (2-20-04) Page 5 of 5 / V V I LLD \I �1 117 C Street Marysville, California 95901 Serving Public Agencies 530/749.2373 fax 530/749.2199 www.willdan.com December 22, 2004 Scott Rutherford Butte County Building Department 7 County Center Drive Oroville, CA 95965 (530) 538-7.169 .f (530) 538-2140 FAX '.SUBJECT: COUNTY OF BUTTE -PLAN REVIEW APPROVAL Willdan Project No: - 14353-1162 Jurisdiction Job'•No: 04-2762 Assessor's Parcel No: 042-010-109 Description: Ferreira Residence Dear Mr. Rutherford: Willdan has completed a plan review of submitted plans and documents for the above referenced project and recommends your approval with the conditions noted on the 2"d page of this letter. The plans and documents provided for this review that have been found in compliance with the applicable codes are: * Plans: Two (2) copies sheets 1 through 4 dated 11-29-04, signed by Donald Clark A.I.A. * Structural Calculations: Two (2) copies dated 05-08-04, by Jeffrey M. Richelieu, P.E. * Energy Calculations: Two (2) copies dated 06-03-04, by North Star Engineering -Jim Peterson * Elevation Certificates: Two (2) copies dated 09-17-04, by Robert G. Agee, P.E. The plans have been stamped with the Willdan approval stamp and dated the date of this letter. According to our previous letters relating to this project, the superseded plans and documents will be discarded within 10 days unless we receive other instructions. On the pages to follow is the identification of the codes and standards applicable to the project, a code analysis, conditions -of -approval and identification of any deferred submittals. ,- LA _ , _ i - { AW I LLDAN Serving Public Agencies APPLICABLE CODES Unless noted otherwise, all comments are based on requirements of the 2001 California Building Standards Code found in the California Code of Regulations, Title 24: • Part 2, known as the California Building Code and abbreviated herein as "CBC" • Part 3, known as the California Electrical Code and abbreviated herein as "CEC" • Part 4, known as the California Mechanical Code and abbreviated herein as "CMC" • Part 5, known as the California Plumbing Code and abbreviated herein as "CPC" • Part 6, known as the California Energy Code, and Energy Commission Standards, and abbreviated herein as "CECS" CODE ANALYSIS Type of Type of 1s` Floor 2"d Floor Occu anc Construction Sprinklers Stories Sq Ft Sq. Ft Total Sq Ft R-3 V -N No Mw . 1 4011 .. NA . _. 4011 U-1 V -N No 1 1152 NA 1152 Cov. Porch V -N No 1 1900 NA 1900 CONDITIONS OF APPROVAL 1. Approval is contingent upon the review, requirements and approval of other departments and/or agencies that have jurisdiction over this project. 2. Revisions and/or notes as red -lined on the plans. DEFERRED SUBMITTALS Our plan review reveals no deferred submittals noted at this time. SPECIAL INSPECTION NEEDS Our plan review reveals no special inspection needs pursuant to CBC 1701. j cerel Isaac Kuster Plans Examiner e.E., Gordon Wright,, Plan Check Engineer Cc: Alice Mefford, E-mail: amefford@buttecounty.net Tony Ferreira, 145 Emerald Lake Court, Chico, CA 95973, Email: keeleyfer@yahoo.com .Page 2 oft County of Butte Permit Number 04-2762 Wil.ldan Project timber 14351-1162 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ti ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) t-• ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ® Expansive Soils (Test for expansive soils and if verified proper foundation design required) Mmktaz� ❑ SRA - (CDF,to.determine specific iequirements)' 100 -Year Flood Plain: (See attached) +' ' • Flood Zone: -v, , • Flood Panel No.: t7G CO � Index Date: c�gaO ❑ Sacramento River Reclamation District (Approval must be obtained'from the Calif6mia Reclamation Board) ❑ Feather River Reclamation'District (Approval must be obtained from& California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit 0 Minor Variance ❑ Variance ❑ Detached Building Use Form ❑ Encroachment -Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: A -/o 6P-oF Applicable Building Setbacks: ❑ Setbacks drawn on site Plan, ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front 0 Side �U i Side Street Rear Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan, ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 SITE PLAN REVIEW APPLICATION Date: Q AP# ��� -0/0-/o? Permit Number (if applicable) 07 APPLICANT INFORMATION Parcel Size: �3. 0 Ct!itQ Owners Name: Owners Address: Telephone No. Situs Address: Proposed Use: 879-0 8'/S Residential New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Muiti-family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other ❑ Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): ❑ Single Family Remodel ❑ Commercial Remodel I ❑ Industrial Remodel ❑ Well DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) 10 Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval IR Site Plan Stamped Approved By Date 1,�' d Page 1 of 5 R Applicable Development Fees: Standard Fees Amount ' Formula ❑ Fire"�r ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Impact ❑ Other . -------------------------------------------------------------------------------------------------------------------- Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time'of . the building permit. Parcel Created By ❑ Deeds: Date of Creation: Legal Access Provided: - ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:[] No ❑ Yes Comments: 6-0,C. —%-rl' y- /9(-/-1 - /i / /1 -./),C../ -) xE V 2 _ �,- -2 rZ r., 10 Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 Subdivision Map/Parcel Map: G1tiCd F/Z&/y\,L Ot �S Map Date of Recording: Lot: o� Gvt Book: Page: 27 - ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 r ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all. driveway and other civil construction associated with residential development.. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for roa C' L Page 4 of 5 1• t v Summary of Specific Requirements: This information provided in this summary is based on the application information and on the best available data at the time of review. CALarrys\Building Permit Site Plan Reviewl.doe Page 5 of 5 93-0385051 Total .. 00 . i Recorded I Official Records I County of I Butte RETURN TO: Candace J. Grubbs I Development Services Department Recorder I Land Development Division 8:02am 7 -Sep -93 I COMS FM 1 , CERTIFICATE OF COMPLIANCE Issued to: Donald W. & Kathleen M. Hayes Jr. 4444 Bell Road Chico, CA 95926 This Certificate of Compliance is hereby issued by the County of Butte to certify that the land division which created the parcel of property identified below complies with the applicable provisions of the Subdivision Map Act and of Chapter 20 of the Butte County Code. 1. Property location: on a private driveway approx. 1400 ft. east of Meridian Road and approx. 1350 ft. north of Bell Road. Northwest Chico area. 2. Assessor's Parcel Number: 42-01-42 ptn. Description: All that certain property located in the County of Butte, State of California, more particularly described as follows: Being Lot 21 combined with that portion of Lot 20 lying Westerly of the centerline of Mud Creek as shown on the subdivision map of "Chico Prune Orchards," according to the Official Map thereof, filed in the office of the Recorder of the County of Butte, State of. California, November 3, 1913, in Book "7" of Maps at Page 27. TOGETHER WITH and RESERVING THEREFROM a non-exclusive easement for ingress and egress and for public utilities over that portion of Lot A lying Westerly of the centerline of Mud Creek as shown on said map. Issuance of this Certificate is conditional upon the following conditions which have been imposed pursuant to the Butte County code Chapter 20-166 and Government Code, Section 66499.35 (b), to protect the public health and public safety: NONE County of Butte Development Services Committee J END OF DOCUMENT NO, p/�y �t1c wdF' DeN .a`ttment of . Publi\c" Works . . C o u n t y o f 'B u t t e. J. Michael Crump, Director LAND DEVELOPMENT DIVISION 7 County Center Drive Warner C. Phillips, Assistant Director Oroville, CA 95965 (530)538-7266 (FAX) 538-7683 A November 22, 2000 Department of Real Estate P.O. Box 187005 - Sacramento, CA 95818-70005 Re: Kathy Hayes, Chico Prune Orchards, AP 042-010-102 through 119 Gentlemen: With -respect to the above referenced subject and in compliance with your request that you be furnished the flood conditions within the subject subdivision as an item required on the subdivision filing, the following information is hereby submitted: 1. All those portions of AP 042-010-102, 108, 109 & 111, lying between the Sycamore Mud Creek Levees are within a Federal Emergency Management Agency ? (FEMA) designated Zone A as shown on the attached copy of a portion of FEMA Flood Insurance Rate Map (FIRM) Panel 06007C0320D, effective April 20, 2000.. This area is encumbered by flood easements and development would not be allowed. 2, The remainder of the property, outside of the above referenced Zone A, is identified as Zone X "Area determined to be outside, the 500 -year floodplain", on the same FIRM Panel. If you have any questions concerning this matter, please contact this office at (530) 538-7266, Monday through -Friday, 8:00 a.m. to. 4:00 p.m. Sincerely, Stuart Edell, P. E. • . Manager, Land Development Division ' SE cc: Jennifer Mackall, Mid Valley Title Company, P.O. Box 3039, Chico, CA 95927 s AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 COPY of Document Recorded 11 -Jan -2005 2005-0002198 Has not been compared with original BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: _� -�. E iJi� A(. �lC>✓' 1..E6 ��- CCS<.Y�-i!n 1 a r� . Date__ f PROPERTY OWNERS: State of California County of 0"-/vre On a/ - _Ary iii F1 iZkir A before me, it/� fe•cy �i��i�' t% personally appeared i4�vz_xo" y personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signature r Seal: RICHARD.:FEUERSTEIN A.P. # i! &'& — V Commisslon #1299529 v Notary Public - Califomia �,.. BidEe County Exp. APR. 13: 2005 t.' • :w •.�. � ut' ` �» Tye. - - .. � Y'�a. Order No. BU -220847 DMP Description The land referred to herein is situated in the State of California, County of Butte, and is described as follows: PARCEL I: BEING LOT 21, AND ALL THAT PORTION OF LOT 20 LYING WESTERLY OF THE CENTERLINE OF MUD CREEK, AS SHOWN ON THAT CERTAIN MAP ENTITLED, ,CMCO PRUNE ORCHARDS", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 3, 1913, IN BOOK 7 OF MAPS, AT PAGE(S) 27. RESERVING THEREFROM A NON-EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS AND FOR PUBLIC UTILITIES OVER THAT PORTION OF LOT A LYING WESTERLY OF THE CENTERLINE OF MUD CREEK, AS SHOWN ON SAID MAP. " APN 042-010-109-000 PARCEL II: A NON=EXCLUSIVE EASEMENT FOR INGRESS AND EGRESS AND FOR PUBLIC UTILITIES OVER THAT PORTION OF LOT A LYING WESTERLY OF THE CENTERLINE OF MUD CREEK, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "CHICO PRUNE ORCHARDS", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 3, 1913, IN BOOK 7 OF MAPS, AT PAGE(S) 27. 6� INTER -DEPARTMENTAL, MEMORANDUM TO: BUILDING DIVISION, OROVILLE FROM: (% , ��� V , ENVIR. HEALTH, CHICO DATE: �7- RELEASE ENV. HEALTH MOLD ON BUILDING FINAL FOR: OWNER NAME: Pi����G� _. SEPTIC: < WELL: AP#: 0 7 �!l� __7V ADDRESS/LOCATION: �e Comments: GL/memos/releasehold NOTES a RESIDENTIAL PERMIT NO.`— 042-010-i09� 04-2762 FERRE1RA,TLTONY (1.1„�� WELD�Nv WAY, CH.ICO tot: CASEB J'ILDERS NEW SINGLE FAM1I Y ; _Y Il • rf, SPECIAL CONDITIONS CHECKED BY . . SRA s FLOOD CERTIFICATE REQ. ' - FIRE SPRINKLERS REQ. f SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER Y _ I � . x ' OFFICE COPY i Address . t I GAS ` � Meter y D tZDE ELECTRIC t Meter By Date��. t. JOB FINALED (Date) Signature Wlllu!�S J=OK 0 = Not OK . = NotReadyable DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/0 -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ P' L'ft. / P Nat. or/ /" L "ft./ P LPG ` 7. Well Clearance & Disconnect 8. Utility Clearance 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Date Card B-1 Date Card B-1 Date Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements POOLS (Plans) OK except #'s 2. Footings; Size -Spacing -Marriage Line Setbacks -Easements 3. Gas; MH Test -Demand -Valve -Connector Soils; Compaction -Structure Stability 4. Electricity; MH Test -Crossovers -Breakers -Clearances Pool Structure; Steel -Connections -Thickness Dead Men -Lining 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/0 to Grade -HD Approval 8. Gas and Electricity Tagged 8. 9. Tie Downs -Type -Installation Cert. 9. 10. Exits; Insp.-Sketch 10. 11. Cert. of Occupancy 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 ' Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams-Rftrs-Connectors' Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 ' Date Card B-1 Date Card B-1 i J=OK 0 = NotOK Applicable =Not Applicable RESIDENTIAL - . = Not Ready Date UNDE OOR (Plans) OK except #'s Hing -Setbacks -Easements -Flood -Slope Ftg. ain; Soils-Elec. Grnd.-/ /" Ftg. Depth e,Prg., Garage; Soils-Steel-Elec. Grnd.-/Ftg. Depth 4. Ftg. rches & Decks; Soils -Steel-/ %" Ftg. Depth e 11a'fUain; Steel-Blockouts-Wrapped 6arRoLWDowns and Special Anchors (Single & Dupl Q_-EM.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Glass Protection 91.,xurrections Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBIN (Permit) OK except #'s 17. W r Htr.; Vent -Access -Combustion Air Baffle 1 r Pi e; Test & Anchor -Nail Protection W.V.; Test Fittings & Anchor -Nail Protection 0. Shower Pan; Test, First Floor -Tub Access 21. Te Tub & Shower, Second Floor -Tub Access Date Gas Pipe; Sixe & Anchors 23. Fire Sprinkler; Test Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTTWCAL (Permit) OK exceDt #'s ?'r_,WLW& Transformer Clearance -Ins. Protection c. Receptacles Spacing -Lights & Switches at Doors S' Boxe : of Conductors Stapled e Iled Close to Edge of Studs & C.J. round made up w/Mech Fasteners -Bond Gas & Water 22.;;f',4�ploce, Circuits in Kitchen & Conductor Size GFI eed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al ,34�RangSpcle/ /ga Cu or AI -Oven Circ. / /ga Cu or All Ins led Neutral 0 Yes 0 No i -Riser Conductors & Ground Main Disconnect 38-- i learances Panels-Motors-Mech. Equip. e34'*/­CJ0f hes Closet Liqht-Shower Liqht-Spa Liqht Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECH IC (Permit) OK except #'s 39F'A.C,olXcts Insulation & Su000rt 3�J�tSt Fan, Exhaust above insulation 3 . C,pn /sate Drain & Overflow, Size & Grade .19!Fu(nace-Vent Access -Comb. Ait-Return Air Vent 115 Outlet 60' Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card 1 Date Card B-1 Date FRA p1G (Permit) OK except #'s 44,",4119 Proper Materials & Anchors & Braces -Plates -Sound Walls over Girders & Floor Nailing stop in Walls (rat proof) Stops, Furred Ceilings -Stairs -Chasers -Tubs ders & Beams -Size & Bearinq Date 49.' CJi& Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shtina.-Rtno. Fir a Ties or Type A Flue -Fireplace Throat Clearance Access; Size & Romex Protection -Draft Stop -Ins. Baffles Bdrm. Windows or Exitinq Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3'-Check:Garage 3rd Story, 2 Exits 55. s; Width -Headroom -Rise -Run -Landing -Fire Protection Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Wg-Nailing Veneer Xco Mesh -Drip Screed -Fd. Vents-Underflr. Access Area -Glass Protection -Skylights -Plastic � 7C AILD hear Walls; Nailing -Bolts pfape Interior/Exterior Wall Panels 63. Infiltration -Walls -Windows Date ,04-1 Card B-1 Date Card B-1 Date p('� Car 1 " Date Card B-1 Date FIN (Plans) OK a kept #'s 66.,Smoke Detector 66. Fu nace Vents -clearance -Comb, Air -Connector - n Garage; Above Floor-Ducts-Mech. Protection V. Broom Exiting & Bath Fixtures & Tub Access -Spa . Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. a lace or Stove, Clearance -Hearth ec. Outlets at Wood Panel, Int. & Ext. i . Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance ec. Outlets & Receptacles at Kit. Counter W. Garage Fire Door; Swing -Landing -Closure 76.. Duct in Garage -Damper rWt tr.; Vents -Clearance -Comb. Air Connector-P.R.V. Gra e; Above Floor-Mech. Protection Vr ; Elec. & Mech. Equip. Listed for Location 7V Elec. Receptacles in Garage (F.FI.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor O Yes 83. Following Instld./Drive 0 Yes O No/Walks 0 Yes 0 No/Planters 0 Yes 0 No 84. uc o Brown -Finish Unit Disconnect, Electrical -Plumbing �ts Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings Water Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89.tilation Throughout House Glass Protection 91.,xurrections from Previous Inspections Gas Test -Meters Tagged, Gas -Electric 93. to & Sewer Connected -C/O to Grade -HD Approval ergy Compliance Certificate -Other Certificates gr!. Address Posted 96. Fire Sprinkler Date Card B-1 l✓ Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: insulation Certificate RttTtDTNG OWNER: BUILDING LOCATION: ^crr-e Description of Installation BUILDING PERMIT r- ROOF grand Name Thermal Resistance (R Material Value) Thickness (inches) - CEILING ' Batt or Blanket Type Brand Name 0 Thermal Resistance. -Value) _ Thickness (inches) - Brand Name Loose Fill Type e r' Contractor's minimum installed weight/e lb Minimum thickness Value) cher Manufacturer's installed weight per square foot to acheive Thermal Resistance (R - EXTERIOR -WALL '" ' jPC!' " Brand Name Material :. . Thermal Resistance (R -Value) Thickness (inches) RAISED FLOOR Material Thickness (inches) SLAB FLOOR Material Thickness (inches) Width (inches) Brand Name Thermal Resistance (R -Value) Brand Name Thermal Resistance (R -Value) FOUNDATION WALL Material Brand Name Tetmal Resistance (R -Value), Thickness (inches) 2 Declaration I hereby certify that the above insulation was installed in . thenew residential builduilding at ings contained in Title 224 above location in the with the current Building Energy Efficiency Standards fo California Administrative Code. ll� �� � � License Number ' Ge ral Contractor (Builder) b N E u► j 0 f Date tgnature and Title Sub -Contractor (Insulation Installer) License Number Date Signature and Title THIS CERTIFICATE MUST -BE PROVIDED TO THE BUSING DEPARTMENT PRIOR TO FINAL INSPECTION APPROVAL AND A COPY SHALL BE POSTED WITHIN 1993 October 27, 2004 APPLIED TESTING CONSULTANTS County of'Bunc Building Division 7 County Center Drive fhuville, Ca 95965 MATERIALS ENGINTERING TFSTi\G AND INSPE(:TtON Re: Ferreira Building Pad Certification- Chico, Ca Gentlemen. - We have completed compaction testing un the building pad for the new Ferriera building pad looted on Welding Way off Meridian Road in Chico, (:a. Prior to any fill placement the native ground was scarified and compacted to a Finn stable conditiun. The building pad was constructed out of import non expansive tnaterial with approximately two feet of fill. The pad was monitored and tested at approximately one fort intervals up to finished pad grade. The nuclear density test data sheets and moisture density curve per ASTM 1557 are attached. Based on the test data compiled on this project and witnessing the earthwork operations, we certify per Article 3, sections 6735.5 and 6715.6a of the Business and professions Code that the pad was properly moisture conditioned and compacted in accordance with chapters I8 and 33 of the 1997 Uniform Building Code. Applied Testing C:unsultants is not a licensed surveyor. We do not vcrifj.- or certify grades or elevations. Test elevations are derived from information provided by the contractor andior the client. Applied Testing Consultants is not the foundation design engineer for this project. designs for consolidation, diftcrential settlement and bearing on fill materials are by others. Please call if you have any yuetitions regarding our services Elea above, Very truly yours, 3 31 Brad Forsythe Vice President Director of Operations C,hat'i � • i�tabet'(s C-039692 Fxp. 3x3 I f05 Staff Engineer 304.,0 Thomtrcc Drive, Suite 10 6 Chico, CA 95973 a Telephone: (530) 891-6625 a Facsimile: (530) 891.4243 APPLIED TANG CONSULTANTS MATERIALS CNGINEFRING TFSTTNr, AND 1N FECTION Nuclear Density Testing Report Per ASTM 1557 Repan Seq. No. 1 Client! Santos Excavating Pape. I o' 1 Address: P.O. Box 146 Oats 9,125!2004 City, stale. Chico. CA 95927-0146 Tech- K. Coy Ann! George Santos project. Ferreira Project Sell oascription, grown Silty Sand Gauge tv CALIBRATION DATA; censtty S- t kiowure Sic.: baisrty Xr Vaisture Xr Cumpatlion Equipment: Req'c., ro t;urltpadron Cure No.: T•1k1a: Dr; t7ersrty 118,0 Opt b10-51 Content 15.2 900% I r.SrF Test Jr, nth LtKat.an: 9L ldrrrg Pad Elev ::el Dons I; K20 censi:/, C•y Density M0151kar.. Conten: y. Cantp. Re.MAIS 1 12" Building Pad, Norlhwes! Quadrant -1. 130.4 20.6 109.8 "8.8 95% PASS 2 12" BOild'vig Pad, Northeast Ouadrant -1' 130.6 19.3 111.3 -7.3 96% PASS 3112' Building Pad, Southeast Quadrant -1' 129.1 26 11051 '68 96% PASS 4112' Building Pad, Southwest Quadrant -1. 128.7 18.0 110 7 '6 3 96".o PASS REPORT: Arrived at jobsite at 1100 hrs. to perform compaction testing of the Building Pad. Performed 4 nuclear density tests at random locations as indicated above. All 4 test results indicate at least 901,/6 relative compaction, GvUics to Rry gwrrl by 3060 Thorntree Drive, Suite t0 e Chico. CA 95973 - Telephone: (530) 891-6625 9 Facsimile: (530) 891-4213 APPLIED TES11NG CONSULTANTS MATERIALS F\(ONEF.RING TESTING AND INSPECTION Nuclear Density Testing Report Per ASTM 1557 client: Santos Excavating Address: P,0 Box 146 City, state: Chico. CA 95927-0`46 Attn• George Samos Project: Fe••eira Project Soil Descripliurr: Brown Silty Sand Report Seq. No. 2 Page. 1 of 1 Date, 9'2712004 Tech• K Coy ��atrp^o t! CAUBIiATION DATA: DensnyStn PAC; slur SO.: Ivtois.ureXr Comarluton Equipment: Req,a % CcTlsacr ml Curve No . T-1 Max Dry Density 116.0 Opt Moist. Conienr 15.2 90% - Tex: it TCet t epcn .: ru!iu•,: 0A1d.ng Pad rte. We! of rlsrt H2O Dees r. Dry Density K1061rrP. Comm Ccrp. RFsants 5 12" BLAcing Pad, Northeast QuaCrant FPG 124 1 20.5 103.6 19.8 4o% PASS 6 12" Building Pad. Southeast Quadrant FPG 130 3 20.0 11 D.31 18.1 96% PASS 7 12" BUlding Pad_ Southwest Ouadrarit FPG 130.8 21.0 109.6 19,1 959/, PASS 8 12" Building Pad. Northwest Quadrant FPG 130.1 20.6 109.5 18.8 95"X, PASS REPORT Arrived at jDbsite al 1030 hrs. to perform compaction testing of the Building Pad, Performed 4 nuclear density tests at random locations as indicated above. All 4 test results indicate at least 900/6 relative compaction. i:ar:rr.2 :u ItP.�rP.wP.A by . .J 3060 Thurnirce Drive. Suite 10 e Chico, CA 959713 • Telephone: (530) R91-6625 0 Facsimile' (530) 89I-1243 AN'11L APPLIED TESTING CONSULTANTS _- MATERJALS FNfTINURI\G TESTING AVL) INSPEC:T10N ASTM 1557 Moisture/Density Curve Sample No: T-1 client: Santos Excavating Date: 28 -Sep -04 Address: P.O. Box 146 . Tech: B. Carter city. 'state zip: Chico, CA 95927-0146 Ann- George Santos Project: Ferreira Project Soil Descrlptlon: Brown Silty Sand Sample location: JObSite Sempio depth: N/A Tr1al No: Water Added Gross compacted wt: Container Tare: Net co npacted wt Wet density, pcf: Dry density, pct Pan No: 0iross wet wt: Gross dry wt: Pan tare - Net dry M-. Moisture loss: r % Moisture Content: 1 1 2 3 4 140 240 340 7160 7399 7360 2863 2863 2863 4297 . 4536 4497 126.31 133.41 132.2 112.01 116.01 112.6 1 2 3 4 935.6 989.1 922.8 839.1 870.9 798.9 82.3 82.6 86.8 756.8 788.3 712.1 96.51 118.21 123.9 12.8%1 15.0%1, 17.4% Sample weight; 15.000 grams 11 T.0 116.D CL 1t5.D C d Z` 113.0 933 y 6J62.Qx`20�1.3x - 39.565'+ 112.0 R'l = 1V-0 11.0% 12.D% 13.00/6 -.4.0% 15.D%. 16.0% 17.0% 18.0% 19.D% Molsture Content (% of dry weight) Max density from curve: 116.0 Max adjusted density: 116.0 pcf Optimum moisture: 15.2% This test was performed per ASTM 1557 Reviewed by: 3060 Thorntrce Drive, Suite W 9 Chico, CA 95973 Telephone. (5 30) 891-6625 a Facsimile: (530) 891-4243 ENGINEERED WOOD SYSTEMS / -jF Certificate of Conformance Certificate. 054.078 THIS IS TO CERTIFY that the glued laminated 'timber products identified with a collective mark of Engineered Wood Systems (EWS) were manufactured,in accordance with the applicable standards and associated specifications indicated below: ANSI Standard A190.1-1992, For Wood Products -. Structural Glued Laminated Timber r. 7 NER-486 Glued Laminated Timber Combinations And "GAP" Computer Program For Determining Design Stresses AITC 117-93 – Manufacturing – Standard Specifications For Structural Glued Laminated Timber Of Softwood Species . IT IS HEREBY CERTIFIED .that the APA EWS trademarked structural glued laminated timber members were produced in a manufacturing facility subject to regular audits in accordance with the Engineered Wood Systems (EWS) Quality AssuranceProgram. Routine audits include inspection of the manufacturing process and evaluation of the in -plant QA program with adequate sampling to verify conformance to industry standards for lumber grade and glueline bond quality. Gs - 4X SOIL%. r�� c3��1 X' /Y • �i *����� W 0 ���� pRP OR,gr SI. C by --,_—, Thomas G. Williamson 0A �, ���� Executive Vice President `W ENGINEERED KWO SYSTEMS is -a related corporation of APA —THE ENGINEERED WOOD ASSOC/477ON 7011 South 19th Street - P.O. Box 11700 - Tacoma, WA 98411.0700 Telephone: (253) 585.8800 - Fax Number. (253) 585.7285 A"'t 1k I ... ,.. . n .,4 . .. ...... M , r r �`r�:' ... ,. ,.. , -. � _. .. K .r�..+°:."*":�.9�"•k.. _ ..�' .... `rei` atm, di" Y *"'�.: :k, a... r 4 y-k'�``.' '- "4'- � �! %.�` � �� t �„ b F.��"`C r t,<-�, s tr x � �: 4 t a,J• .� '`� , r n � t x � r ��_ '' � t 1: :+x a'. u: i .t:''. ., C : ���� r<3�..r' .` r''. � �`'' , .� , x� t � �,�� ',7 � � d d ' � t '�' .,. z. '+', _.� �t �# �b s! 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Assessor's Parcel Number: Lu ,t' Owner Name /Address / Phone No. Site Location 4 6 2-2 Zoning Contact: Namej>.c. ,gip._, Vwu; PLATING DIVISION- BUILDING PLAN APPROVAL Use OOLDate:06 - PwWng:...�..�,_.:.--- L ndecaping:..� 0 --. - 0 0 Size (Acres) General Plan Phone 4a7 GRAPHIC SCALE INAL SCALE: 1" = 30' 50