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r, Y 4' i 6 916-&tq4 PERMIT#95- 788 I JONES, Jerald ` -& DRi y/ZZ�q� 13504 Skypark Inddustrial A e., Chico Cont; North Valley Ready Mix New Office & Warehouse/Comm • -Q=+ •PERMIT#95-308 -:JONES, Jerald�,rc c �Zy�9 13504 SkYPark Industrial Ave., Chic Cont; Hughes Fire Protection Fire Sprinklers/Office & Warehouse B08-0428 016-220-024 MISCELLANEOUS Phtovtaic Sys Roof ROOF MOUNT SOLAR ON COMM BL: 13504 SKYPARK INDUSTRIAL AVE HORN, RICHARD & VALERIE t� 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 PROJECT INFORMATION Site Address: 13504 SKYPARK INDUSTRIAL AVI Owner: Permit NO: B08-0428 APN: 016-220-024 HORN, RICHARD & VALERIE Issued Date: 03/11/2008 By KCG Permit type: MISCELLANEOUS PO BOX 6697 Subtype: Phtovtaic Sys Roof CHICO, CA 95927 Expiration Date: 03/11/2009 Description: ROOF MOUNT SOLAR ON COMM (530) 342-8655 ' Occupancy: Zoning: MI 0 Contractor Applicant: Square Footage: ADVANCED ENERGY CONSTRUCTION ADVANCED ENERGY CONST Building Garage Remdl/Addn 12168 GRANITE RIDGE ROAD 12168 GRANITE RIDGE ROA] OROVILLE, CA 95965 OROVILLE, CA 95965 Other Porch/Patio Total (530)877-8282 (530)877-8282 FEE INFORMATION DBMSC Photovoltaic System $421.93 LICENSED CONTRACTOR'S DECLARATION Contractor (Name) State Contractors License No. / Class / Expires ADVANCED ENERGY CONSTR 538421 / B / 08/31/2008 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter (comm crag with Section 70 Division 3 of the Business and P�ofessions Code, and my license is in full orce and eff X 03/11/2008 Contractor's Signature Date 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 peril is issued. ❑1 HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by Section 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: Policy Number: Exp. Date: (This section need not be completed if the permit is or one hundred dollars ($100) or est s.) CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS SUED, 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' c+pensation provisions lion 3700 of the Labor Code, I shall forthwith comply with those X 03/11/2008 Signature— V 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 Balance Due: $0.00 Receipt No: 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 Contractofs 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: 1X 03/11/2008 Owner's Signature Date 1 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 use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte County to enter c a enlioned property for inspection purposes. I hereby certify that I am the rope r or a ori;ed to act on the property owner's behalf. Owner ` Contractor OR: Agent for Owner Agent for Cont f=' FILE COPY - BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION* OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WI4L BE REQUIRED AT TIME OF APPLICATION Website: www.buttecounty.netldds PLEASE PRINT CLEARLY PERMIT NO. . Bim # "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. CONTRACTOR OWNER INFORMATION Last Name V\Df 1 I V,First Name Nci_ G Mailing Address �, a City City - c Stated Zipq,9a-' gg� P niO 3Lk a- c6ia5 T F a —13d State License Number CONTRACTOR Name Address \ `� City State Zip( City FaX s3o s3a-oc� E-mail Lic. # a ` Class�� APPLICANT INFORMATION ARCHITECT/ENGINEER Name city .\Cai2 Address Zp`�s9lo City F a, ��L4 (0 State Zip Phone Fax E-mail State License Number APPLICANT INFORMATION Name Address ama% city .\Cai2 StateCP, Zp`�s9lo Phon(Cle F a, ��L4 (0 ail L r CL C. -A ir LD.r, APPLICAbg SIGNATURE X +, PROJECT LOCATION AN oia)-no "o Property Address City J WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than licensed contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: �C,u( Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): AU-0— For office use only: Zoning Flood Zone SRA Yes No Occ. Type Const. I ME 1 (01 1 Me 01 a El , "v 1, 1 60% 'D T2 -"D BUTTE couNTY BUILDING DlVfSj0jq APPROVED O � 120.02A &I `'os Kk- (2) FRONIUS IG 5100 INVERTERS W/ AC B DC DISCONNECTS ON INTERIOR EAST WALL OF SHOP AREA SHOP AREA ROOF RIDGE SHOP AREA ROOF (50) SANYO HIT-200HA3 20OW PHOTOVOLTAIC PANELS 2 ROWS OF (25) Advanced nc edl IEBneirgr Sdar Lon Schn-dereir REM Granite Ridge Rd. Yankee HiU9 CA. 95905 m N `le owner l EZR Hom Himc . 13504 Skypozk Rndustrid Ave Chico, CA. 95973 Page 7 SCALE 1/8'=1' Advanced nc edl IEnergy SoIlar Lon Schmierer M60 Granize lib dge lido Yankee HM, CA. 95965 DOTTED LINES INDICATE LINE OF L FEET SPACING OVER (2) Z PURLINS I':�:• is I ic.�ri� lnc. 13504 Sky pa rk limd slu llaR Avco Chia®9 CA. 959731 Page 2 PV MODULE L FEET STANDARD UNIRAC RAIL CLOSEUP DETAIL OF 3/8' DIA. TMRU BOLT OF L FOOT MOUNTING TO ROOF 6 Z PURLIN (NOT TO SCALE) 21° PANEL TO ROOF PLANE ANGLE PV MODULE._ / L FEET L FEET 2'-1 ~& LEGS \ & LEGS I _ STANDARD UNIRAC RAIL i L FEET BUTLERIB STEEL ROOFING STEEL Z PURLINS 5' O.C.,/,-�� SECTI❑N VIEW OF PH❑T❑V❑LTAICS ON ROOF SCALE 1/2'-1' Page 3 11 1-N HIT PHOTOVOLTAIC MODULES Models: HIP-180BA3, HIP-186BA3, HIP-190BA3, HIP495BA3, HIP-200BA3 Power Output. 180 - 200 Watts Cell Efficiency. 17.8% - 19.7% Proprietary Technology SANYO HIT (Heterojunction with Intrinsic Thin layer) solar cells are hybrids of single crystalline silicon surrounded by ultra-thin amorphous silicon layers. High Efficiency SANYO HIT solar panels are a leader in cell and module efficiency. With models up to 15.8 Watts per sq. foot (17% module efficiency) you obtain maximum power within a fixed amount of space. You save costs for using fewer support materials, wiring, and spend less time installing. The powerful modules are ideal for grid -connected solar systems. Temperature Attributes As temperatures rise, SANYO HIT solar panels produce more electricity (kWh) than conventional crystalline silicon solar panels at the same temperature. Unique Structure SANYO HIT solar panels have a black anodized double-wall aluminum frame. The panels come pre -equipped with a touch -safe junction box, lead wires, MCTm plug -n -play connectors, and a unique mounting lip, all of which help to minimize support structure materials, installation time and costs. Valuable Features SANYO HIT solar panels have no moving parts and weigh less than 31 pounds. The panels are 100% emission and noise free. The panels come with a 20 -Year Limited Power Output Warranty and a 2 -Year Limited Product Workmanship Warranty. Panels any UL 1703 safety rated for wind, fire and hail. You can transport the panels to a site using less space and our unique eco -package minimizes cardboard waste deposited in customers trash. Quality, Ratings, Reliability SANYO silicon wafers are manufactured in the USA, and the panels are assembled in Mexico. All SANYO solar factories in North America are ISO 9001 and 14001 certified. The panels are subjected to strict inspections to ensure electrical, mechanical, environmental, and visual compliance. SANYO's conservative model ratings offer you more kWh per rated kW, and assist to more accurately predict performance and financial economics. Module Efficiency: 15.3% - 17.0% O 1 April 2006 Sanyo Energy (USA) Corp. SANYO HIT Solar Cell Structure Ptypefr-type (Ultra-thin amorphous silicon layer) Front-sido Thin mono electrode _ crystalline slTicon Rear -side -- n wafer kypehl-eleClrOde l type (Ultra-thin amorphous silicon layer) Unnecessary Section When Using SANYO HIT Increased Energy When Using SANYO HIT 1.0 3 a° CL CL 0 0.5 a m Z n Module Temperature 75-C 10%More Ene Ar" HIT CSi Kobe,Japan 2a July '02 Faced due South Tih angle 30' r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Time (Hours) BUTTE COUNTY BUILDING DIVISION APPROVED '`1 Rortriral SnP-riRratinns Models HP-xxxBA3 180 166 190 195 200 Rated Pow er (Pmax)' W 180 186 190 195pt55.8 Mahn rnPower Voltage (Vpm) V 54.0 54.4 54.8 55.3Maximum Plower Current (Ipm) A 3.33 3.42 3.47 3.53Open Circuit Voltage (Voc) V 66.4 67.0 67.5 68.1Short Circuit Current (lsc) A 3.65 3.71 3.75 3.79 Minimum Pbw er (Ptmv1) W 162.0 167.41 171.01 175.5 1180.0 Maximum System Voltage (Vsys) V 6]10 600 600 600 # f600 Series Fuse Rating A 15 15 15 TIM 5 Temperature Coefficient (Ftrax) %/°C -0 -0.30 -0.30 -0.30 `--0.29 Temperature Coefficient (voc) V/°C -0.1 -0.168 -0.169 -0.170 !-l);172 Temperature Coefficient (Isc) mANC 1 0.85 0.86 0.87 rtF0:88 Bectrical Tolerance % +/- +/-101 +/-101 +/- 10 "+/=10 PTC" Rating W 168.0 174.9 178.7 183.5 'f188.7 Cel Efficiency % 17.8 18.4 18.8 19.3 VA19.7 Module Efficiency % 15.3 15.8 16.1 16.5 iTtl1 ,.0 Pow er per Square Foot W 14.2 14.7 15.0 15.4 " 15,:8 Mechanical Soecifieations Internal Bypass Diodes No. 4 4 4 4 4 Module Area R2 12.69 12.69 12.69 12.69 12.69 Weight Lbs. 30.86 30.86 30.86 30.86 30.86 NOCT (°C) °C 442 44.2 44.2 44.2 44.2 Dimensions LxWxH (mm) in. 51.9x35.2x1.4in (1319x894x35mm) Cable Length -Male/+Female (mm) in. 30.7/24.8m (780/630mm) Cable Size / Connector Type AWG No.12 AWG / MCT" Connectors Static Load Wind / Snow (P0) PSF 5013SF (240010) / 39PSF (I876P0) Palet Dimensions LxWxH(mml in. 53x36x63in (1346x912x1600mm) Pieces per Ful Pallet / Weight (kg) pcsAbs. 36pcs / 1102 Lbs (500kg) Quantity per 20740753' Container pcs. 360pcs / 756pcs / 972pcs Standard Oneratina Conditions ISOCI and Safetv Ratings SOC Ambient Temperature -4°F to 104°F (-20°C to 40°C) SOC Relative Humidity 45% to 95% Hal Safety impact Velocity 1" halstone (25mm) at 52mph (23rn/s) Fire Safety Classification Class C Safety & Rating Certifications UL 1703, cUL, CEC Limited Warranties 20 -Yrs Pow er Output / 2 -Yrs Product Workmanship STC: CeOTern p.25°C, AM 15, 1000W/m1 "PTC: Cell Tem p.20°C,AMis, 1000W/m2,lm/sWmd Dimensions Unit: mm (Inches) 894 (35.2) 35(1.4) Front Side Ground Hole (1 place) 440 (17.3) Box negative(-) positive(+) Connector (MC- Plug) Backside Dependence on Temperature (Reference Data for 200 Watt Model) 4.50 4.00 3.50 Q^ 7.00 C 2.50 d 2.00 U 1.50 1.00 0.50 0.00 0 20 40 60 so Voltage M Dependence on Irradiance (Reference Data for 200 Watt Model) 4.60 1 Temp. 2 4.00 I000W%m2'----------------------- `--------- 3.50 ---------1---------'-------- - ' --------- a 800W/m' �. 3.00 _________ _________y______ _ _________ c 400W/W 1.50 - --- - --- ---------- 1.00-200W/ma---------- ; --- 0.50 --------7---------r------- -r ----- 0.00 0 20 40 60 so Voltage (V) Note: Specifications and products above may change without notice. Al CAUTIONI Readthe operating instructions carefully before use of these products. Visit www.sanyo.com or contact our Authorized Representatives for more information: i is�/t�Ji� r +( fir, n APPROVED r. D FRONIUS IG GRID -TIED INVERTERS FOR PHOTOVOLTAIC SYSTEMS POWERING YOUR FUTURE 6 4 BLrmmllffly :.., BUILDING DIVISION APPROVED f Light Weight At 42 lbs, the FRONIUS IG inverters are the lightest grid -connected inverters making them both easy and cost-effective to install. More Energy MIX1- Concept allows your system to output more energy under part -load conditions. Lower Cost Integrated UL approved DC & AC disconnects which reduce installation time and complexity - often eliminating the need for additional disconnects. LCD Display User-friendly and comes standard with every FRONIUS IG; tracks more than 20 critical system performance parameters. Powerful At 4000, 4500 and 5100 watts, these inverters deliver more power output for higher performance installations. - Reliable Fronius has been in business for over 60 years and has more than ,200,000 FRONIUS IG inverters installed worldwide. Warranty 10 ear Premium Warranty POWERING YOUR FUTURE 6 4 BLrmmllffly :.., BUILDING DIVISION APPROVED f = s� DC Input Data FRONIUS IG 4000 paFRONIUS IG 5100x,,_ FRONIUS IG 4500 -LV Recommended PV power 3000 - 5000 Wp I 4000-6300'_Wp_-n1 t 3600 - 5500 Wp Max. DC input voltage 500 V Y 500'-V,-:- .. . , 500 V Operating DC voltage range 150 - 450 V ) 1150 - 450 V - - - 150 - 450 V Max. usable DC input current 26.1 A i It33.2 A 29.3 A AC Output Data FRONIUS IG 4000 4:.'NFRONIUS IG 5100 1 FRONIUS IG 4500 -LV Maximum output power @40° C 4000 W -51%,W! f . 4500 W Nominal AC output voltage 240 V _: ,, i f �. . ' f 208 V Utility AC voltage range 212 - 264 V (240 V +10%/-12%)" 183 - 227 V Maximum AC current 16.7 A ' 21.3 A; _ a 21.6 A Maximum utility back feed current 0.0 A ..t ,.; t 0.0rA'-4..+ [ e 0.0 A Operating frequency range 59.3 - 60.5 Hz (60 Hz nom) Total harmonic distortion <5% Power Factor (cos ph) 1 General Data FRONIUS IG 4000 FRONIUS IG 5100 FRONIUS IG 4500 -LV Max. efficiency 95.2% 95.2% 94.4% Consumption in stand-by < 0.15 W (night) Consumption during operation 15 W Enclosure NEMA 3R Size 0xwxh) 28.4 x 16.5 x 8.8 in (720 x 418 x 223 mm) Weight 42 lbs. (19 kg) Ambient temperature range -5 to 122 T (-20 to +50 °C) Cooling controlled forced ventilation Integrated DC and AC disconnects standard UL approved DC & AC disconnects Protections Ground fault protection Internal GFDI, in accordance with UL 1741 DC reverse polarity protection Internal diode Islanding protection Internal, in accordance with UL 1741, IEEE 1547 Over temperature Output power derating Surge Protection Internal DC & AC protection, Tested to 6 kV Compliance Safety UL 1741 EMI FCC Part 15; Class A & B Anti-Islanding protection UL 1741, IEEE 1547 Ground fault detector and interrupter Compliant with NEC Art. 690 requirements, UL 1741 Miscellaneous Maximum AC over current protection Two -pole, 30 A circuit breaker AC wire sizing Use maximum AWG 6 194°F (90 °C) copper wire DC wire sizing Use maximum AWG 6 194°F (90 °C) copper wire AC disconnect 32 A DC disconnect 40 A Warranty 10 year Premium Warranty is Standard Distributed by Fronius USA LLC Solar Electronic Division 10421 Citation Drive Suite 1100 Brighton, Mi 48116 Phone: 810-220-4414 Fax: 810-220-4424 E -Mail: pv-us®fronius.com www.fronius-usa.com BUM COUNTY r`r 41, L'DIfVG DIVISION��.. ,� lPROVED SOLARMOUNr, U.S. Des. Patent No. D496,248S, D496,2495. Other patents pending. Code -Compliant Planning and Assembly with California Building Code Certification Installation Manual 214 Contents Letter of certification ....................................... 2 Part I. Scope, certification, and installer responsibility........ 3 Part IL Procedures for code -compliant installations using the SolarMoun& Module Mounting System...... 4 Part III. Installing SolarMoune with top mounting clamps ..... 9 Part IV. Installing SolarMoune with bottom mounting clips ...15 Warranty................................................20 1BUTTE COUNTY BUILDING DIVISION UniRac welcomes input concerning the accuracy and user friendliness of�bO40316-lii © 2004 by UniRac, Inc. this publication. Please write to publications@uniracaom t� All rights reserved. Installation Manual 214 - SolarMount Code -Compliant Planning and Assembly VNMAG" Part L Scope, certification, and installer responsibility Please review this manual thor- oughly before installing your SolarMount system. This manual provides (1) sup- porting documentation for building permit applications relating to UniRac's Solar - Mount' Universal PV Module Mounting system, and (2) plan- ning and assembly instructions for SolarMount. SolarMount products, when installed in accordance with this bulletin, will be structur- ally adequate and will meet the 2001 California Building Code and the Uniform Building Code, 1997, hereafter UBC 1997 UniRac also provides a limited warranty on SolarMount prod- ucts (see p. 20). 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 appropri- ate for the particular installation and the installation environment; I • Ensuring that the roof, its rafters, connections, and other structural support members can support the array under building live load conditions (this total assembly is hereafter referred to as the roof rafter assembly); • Using only UniRac parts and installer -supplied parts as specified by UniRac (substitution of parts may void the warranty and invalidate the letter of certification on page 2); • Ensuring that lag screws have adequate pullout strength and shear capacities as installed; • Maintaining the waterproof integrity of the roof, includ- ing selection of appropriate flashing; and • Ensuring safe installation of all` electrical aspects of the PV array. TW �Wlls /`' a•1 4 1 V�¢ 3 VNNIMCO Installation Manual 214 SolarMount Code -Compliant Planning and Assembly Part II.: Procedures for code -compliant installations using the SolarMount Module Mounting System This bulletin is designed to support applications for build- ing permits for installations using SolarMount'" PV Module Mounting System, manufactured by Uniitac, Inc. Follow the six steps below and the installation instructions on pages 9-20 to install SolarMount in compliance with the 2001 California Building Code and the UBC 1997 Before proceeding, note the following: • This bulletin addresses only wind loads on the as- sumption that wind produces the maximum load factor affecting an installation. Verify that other local factors, such as snow loads and earthquake effects, do not ex- ceed the wind loads. Give precedence to any factor that does. Wind loads are considered to act on the entire projected area, or may be perpendicular to any surface. • The roof on which the SolarMount will be installed must have the capacity to resist the combined Design Dead Load and'Live Load per footing listed in Tables 2 and 3 on pages 6-7. �y SN' t W i �` 70 1. Determine the Basic Wind Speed at your installation Site For the United States, see "Minimum Basic Wind Speeds in Miles per Hour," reproduced below. If your installation is outside the United States or if you need further assistance, consult a local professional engineer or your local building authority. -V 0„o _ 1 110 �M.Q!C,IiNn SPEEt1 )D mrr: — WFGM. vnMt REMOV S CA S-E'aum tKOOrtm.D:FCCDCTTTORCOG V, NO NDtI.4tvoirw N*T.W V11? WFU�:]tlJ. ] K 100 ED FDP MASSU BD. TOMCt &! d .AEV V PDNiStAr+05191t0 • aJSnEED Vpi 9EfSSuuEt TOM C'.TBi�!O BEi:�EEN :trE CD44Tl)rE AA7:NE �[AAESTr CONTODR. F�'gure I. Minimum Basic Wind Speeds. Reproduced from UBC, Vol. 2, Structural Bttgineerirtig Destgrt Provisions, Chap. I6, Div. III, Wind Design, Fig I6.1, `7llinimum Basic Wind Speeds in Miles per Hour, p. 36. The map has been adopted by the 2001 California Building Code (Fig. 16-1, vo! 2. p. 36). qa 4 DOME C®UiV7Y BUILDING DIVISION APPROVED Installation Manual 214 SolarMount Code -Compliant Planning and Assembly VNNIM" 2. Determine the exposure category of your installation site The California Building Code' defines wind exposure catego- ries as follows: EXPOSURE B has terrain with buildings, forests or sur- face irregularities, covering at least 20 percent of the ground level area extending 1 mile (1.61 km) or more from the site. ExposuRE c has terrain that is flat and generally open, extending V2 mile (0.81 km) or more from the site in any quadrant or having scattered obstructions extending one-half mile or more from the site in any full quadrant. This category includes flat or gently rolling open country and grasslands. Sues normally considered as Exposure B, but which are subject to topographic amplification or channelization, such as ridgetops or draws, shall be considered as Exposure C.t EXPOSURE D represents the most severe exposure in ar- eas with basic wind speeds of 80 miles per hour (mph) (129 km/h) or greater and has terrain that is flat and unobstructed facing large bodies of water over 1 mile (1.61 ]on) or more in width relative to any quadrant of the building site. Exposure D extends inland from the shoreline r/4 mile (0.40 km) or 10 times the building height, whichever is greater. 3. Determine Design Wind pressure required for your installation Design Wind Pressure is the amount of wind pressure that a structure is designed to withstand, expressed here in pounds per square foot (psf). To determine the Design Wind Pressure required for your installation, apply the following factors using Table 1: your Basic Wind Speed (determined in step 1), your exposure category (determined in step 2), and the height of your roof above the ground. If your values fall significantly outside the range of the table, or if your Design Wind Pressure requirement exceeds 50 psf, consult UniRac, a professional engineer, or your local building authority. •2001 California Building Code, vol. 2, chap. 16, Structural Engineer- ing Design provisions, Div. 111, Wind Design, p. 38.10. tEmphasis in the original, indicating material inserted by California into definitions adopted from the UBC. Table 1. Design Wind Pressure (psf) by Wind Speed and Exposure Category Design force applies to surface pressure and/or uplift (withdrawal). SourceThese Design Wind Pressure (P) values are based on the formula P = C s C • q,' 1� (2001 California Building Code, vol. 2, chap. 16, Structural Engineering Design provisions, Div. III, Wind Design, p. 38.10). Assump- dons: l� = I and Cq = 1.3. 4a. Determine Minimum Design Dead and Live Loads for standard rafter spacing... Foot spacing refers to the space between L -feet (or standoffs, if applicable) along the same SolarMount rail (seeTig. 2, p. 8). If you are spacing feet to match a standard rafter spacing, con- sult Table 2 to determine your Minimum Design,Live and Dead Loads per footing. (If you prefer to maximize foot spacing to minimize roof penetrations, skip to Step 4b on pi 8.) Locate the make and model of the PV module that you plan to' install and the rafter spacing at your installation site. Read the Minimum Design Dead Load and read or extrapolate the Mini- mum Design Live Load for the Maximum Foot Spacing and the Design Wind Pressure you determined in step 3. To meet code, you must verify that the roof rafter assembly at your installation site has the capacity to resist the sum of the Design Dead and Live Loads. If they do not, try smaller footer spacing. (In this case, you may elect to use the procedures outlined in Step 4b.) If the result is still not acceptable, relocate the array to a stronger area of the roof or strengthen the inadequate framing elements. For assistance, consult a local professional engineer. Go to step 5 on page 8. gg BUTTE tou s BUILDING ®IVIS AIRPROVE® 70 80 flask Wind Speed (mph) 90 100 110 120 130 Category B 15' roof height 10 13 17 21 25 30 35 20' roof height 11 14 18 22 27 32 38 25' roof height 12 15 19 24 29 35 41 30' roof height 12 16 21 25 31 36 43 Category C 15' roof height 17 23 29 35 43 51 60 20' roof height 19 24 31 38 46 54 64 25' roof height 19 25 32 40 48 57 67 30' roof height 20 26 33 41 50 59 69 Category D 15' roof height 23 30 38 46 56 67 78 20' roof height 24 31 39 48 58 70 82 25' roof height 25 32 41 So 60 72 84 30' roof height 25 33 42 51 62 74 87 SourceThese Design Wind Pressure (P) values are based on the formula P = C s C • q,' 1� (2001 California Building Code, vol. 2, chap. 16, Structural Engineering Design provisions, Div. III, Wind Design, p. 38.10). Assump- dons: l� = I and Cq = 1.3. 4a. Determine Minimum Design Dead and Live Loads for standard rafter spacing... Foot spacing refers to the space between L -feet (or standoffs, if applicable) along the same SolarMount rail (seeTig. 2, p. 8). If you are spacing feet to match a standard rafter spacing, con- sult Table 2 to determine your Minimum Design,Live and Dead Loads per footing. (If you prefer to maximize foot spacing to minimize roof penetrations, skip to Step 4b on pi 8.) Locate the make and model of the PV module that you plan to' install and the rafter spacing at your installation site. Read the Minimum Design Dead Load and read or extrapolate the Mini- mum Design Live Load for the Maximum Foot Spacing and the Design Wind Pressure you determined in step 3. To meet code, you must verify that the roof rafter assembly at your installation site has the capacity to resist the sum of the Design Dead and Live Loads. If they do not, try smaller footer spacing. (In this case, you may elect to use the procedures outlined in Step 4b.) If the result is still not acceptable, relocate the array to a stronger area of the roof or strengthen the inadequate framing elements. For assistance, consult a local professional engineer. Go to step 5 on page 8. gg BUTTE tou s BUILDING ®IVIS AIRPROVE® VNMMW Installation Manual 214 SolarMount Code -Compliant Planning and Assembly Ta6le 2. SolarMountTM Loads (Ibs) per Footing at Standard Raker Spacings To meet code, your Design Loads must be at or above those indicated.You, the installer, are solely responsible for verifying that the roof can withstand these design loads. For specifications based on Design Wind Pressure values greater than SO pounts per square foot, contact UniRac. Minimum Design Dead Load Minimum Design live Load as a Function of Design Wind Pressure 20 psf 30 psf 40 psf SO psf AstroPower AP65,AP75 48" rafter (foot) spacing 33 157 236 315 393 64" rafter (foot) spacing 43 210 31S 420 524 72" rafter (foot) spacing 49 236 354 472 590 AstroPower AN I I O,APi 120 NE -165U1) Sanyo HIT190 48" rafter (foot) spacing 33 194 291 387 484 64" rafter (foot) spacing. 44 258 387 516 646 72" rafter (foot) spacing 50 291 436 581 726 As"Povver APi 165 260 390 520 650 Sharp NE -80U1 48" rafter (foot) spacing 31 194 291 387 484 64" rafter (foot) spacing 41 258 387 516 646 72" rafter (foot) spacing 46 291 436 581 726 BP Solar 375, 380, 580, 585 237 355 473 591 Sharp ND -123U1 48" rafter (foot) spacing 31 158 237 316 395 64" rafter (foot) spacing 41 211 316 421 527 72" rafter (foot) spacing 46 237 356 474 593 BP Solar 3125 295 443 ; 590 738 Sharp ND-NOECU (140W) 48" rafter (foot) spacing 33 198 297 396 495 64" rafter (foot) spacing 44 264 396 528 660 72" rafter (foot) spacing 50 297 446 594 743 BP Solar 3160, 4150, 4160, 4170 230 344 459 574 Sharp NE-16SU I, NT.175U I; 48" rafter (foot) spacing 33 209 314 418 523 64" rafter (foot) spacing 44 279 418 557 697 72" rafter (foot) spacing 50 314 470 627 784 Evergreen EC 102, EC 110, EC 115 465 " 620 775 Sharp ND-167UI 48" rafter (foot) spacing 35 208 312 416 520 64" rafter (foot) spacing 46 277 416 555 693 72" rafter (foot) spacing 52 312 468 624 780 First Solar FOOD 262 392 523 654 Shell SM 110 48" rafter (foot) spacing 35 158 236 315 394 64" rafter (foot) spacing 47 210 315 420 525 72" rafter (foot) spacing 52 236 3S4 473 591 Kyocera KC80 2S9 389: 518 648 Shell SQ70, SQ75, SQ80 48" rafter (foot) spacing 29 128 192 256 320 64" rafter (foot) spacing 39 171 256 341 427 72" rafter (foot) spacing 44 192 288 384 480 Kyocera KC 120, KC 125G 236 354 t 472 590 Shell SQ 140, SQ 150, SQ 166 48" rafter (foot) spacing 34 187 281 374 468 64" rafter (foot) spacing 45 249 374 499 623 72" rafter (foot) spacing 51 281 421 561 701 Kyocera KC 158G, KC 167G 320 479, 639 NA StmWize SW85, SW90, SW95 48" rafter (foot) spacing 28 169 254 339 423 64" rafter (foot) spacing 37 226 339 452 564 72" rafter (foot) spacing 42 254 381 508 635 Photowatt PW7SO 427: 569 712 SunWize SW 115, SW 120 48" rafter (foot) spacing 30 162 244 325 406 64" rafter (foot) spacing 40 216 325 433 541 72" rafter (foot) spacing 45 244 365 487 609 Photowatt P.W 1250 427 ` 569 712 UniSolar 64 48" rafter (foot) spacing 25 48" rafter (foot) spacing 30 163 245 327 409 64" rafter (foot) spacing 39 218 327 436 545 72" rafter (foot) spacing 44 245 368 490 613 Photowatt PW 1650 48" rafter (foot) spacing 31 162 244 325 406 64" rafter (foot) spacing 41 216 325 433 541 72" rafter (foot) spacing 46 244 365 487 609 Minimum Design Dead Load Minimum Design Live Load as o Function of Design Wind Pressure 20psf 30 psf ' 40 psf 50 psf RWE Schott ASE 300 48" rafter (foot) spacing 58 248 373 497 621 64" rafter (foot) spacing 77 331 497 662 828 72" rafter (foot) spacing 87 373 559 745 NA RWE Schott SAPC165 (See Sharp NE -165U1) Sanyo HIT190 48" rafter (foot) spacing 29 173 260 ' 347 433 64" rafter (foot) spacing 39 231 347: 462 578 72" rafter (foot) spacing 44 260 390 520 650 Sharp NE -80U1 48" rafter (foot) spacing 33 158 237: 315 394 64" rafter (foot) spacing 44 210 315 + 420 S26 72" rafter (foot) spacing 49 237 355 473 591 Sharp ND -123U1 48" rafter (foot) spacing 38 197 295 393 492 64" rafter (foot) spacing 50 262 393 525 656 72" rafter (foot) spacing 56 295 443 ; 590 738 Sharp ND-NOECU (140W) 48" rafter (foot) spacing 26 153 230: 306 383 64" rafter (foot) spacing 34 204 306 ' 408 510 72" rafter (foot) spacing 39 230 344 459 574 Sharp NE-16SU I, NT.175U I; NT 185U 1 48" rafter (foot) spacing 35 207 310 ! 413 517 64" rafter (foot) spacing 47 276 413 551 689 72" rafter (foot) spacing 53 310 465 " 620 775 Sharp ND-167UI 48" rafter (foot) spacing 28 174 262 349 436 64" rafter (foot) spacing . 37 232 349 i 465 581 72" rafter (foot) spacing 41 262 392 523 654 Shell SM 110 48" rafter (foot) spacing 32 173 259. 345 432 64" rafter (foot) spacing 43 230 34S` 460 576 72" rafter (foot) spacing 49. 2S9 389: 518 648 Shell SQ70, SQ75, SQ80 48" rafter (foot) spacing 31 157 236 315 393 64" rafter (foot) spacing 41 210 315:: o 420 524 72" rafter (foot) spacing 46 236 354 t 472 590 Shell SQ 140, SQ 150, SQ 166 48" rafter (foot) spacing 36 213 320' 426 533 64" rafter (foot) spacing 48 284 426. 568 710 72" rafter (foot) spacing 54 320 479, 639 NA StmWize SW85, SW90, SW95 48" rafter (foot) spacing 35 190 285: 380 474 64" rafter (foot) spacing 46 253 380 506 633 72" rafter (foot) spacing 52 285 427: 569 712 SunWize SW 115, SW 120 48" rafter (foot) spacing 34 190 285 380 474 64" rafter (foot) spacing 45 253 380 506 633 72" rafter (foot) spacing 51 285 427 ` 569 712 UniSolar 64 48" rafter (foot) spacing 25 179 269: 359 448 64" rafter (foot) spacing 33 239 3591 478 598 72" rafter (foot) spacing 37 269 403. 538 672 Installation Manual 214 SolarMount Code -Compliant Planning and Assembly VNNIM s' Table 3. SolarMountTM Loads per Footing at Maximum Foot Spacing To meet code, your Design Loads must be at or above the Design Wind Pressure indicated.You, the installer, are solely responsible for verifying that the roof can withstand these design loads. For specifications based on Design Wind Pressure values greater than 50 pounds per square foot, contact UniRac, Design Wind Pressure Design Wind Pressure 20 psf 30 psf 40 psf 50 psf 20 psf 30 psf_ 40 psf 50 psf AstroPowerAP6S, AP75 RINE Schott ASE 300 Maximum Foot Spacing (inches) 131 107 93 83 Maximum Foot Spacing (inches) 104 85 74 66 Minimum Foot Design Live Load (lbs) 429 526 610 680 Minimum Foot Design Live Load (lbs) 538 660 766 854 Minimum Foot Design Dead Load (lbs) 89 73 63 56 Minimum Foot Design Dead Load (lbs) 126 103 ' 89 80 AstroPower AN I 10, AN 120 RWE Schott SAPCI6S (See Sharp NE-16SU1) Maximum Foot Spacing (inches) 118 96 83 75 Sanyo 190 Minimum Foot Design Live Load (lbs) 476 581 670 757 t Spacing (inches) Maximuumm Foot 125 102 88 79 Minimum Foot Design Dead Load (lbs) 82 67 58 52 Minimum Foot Design Live Load (lbs) 451 553 636 713 AstroPower AN I 6S Minimum Foot Design Dead Load (lbs) 76 62 54 48 Maximum Foot Spacing (inches) 118 96 83 75 Sharp NE-BOU I Minimum Foot Design Live Load (lbs) 476 581 670 757 Maximum Foot Spacing (inches) 131 107 : 92 83 Minimum Foot Design Dead Load (lbs) 75 61 53 48 Minimum Foot Design Live Load (lbs) 430 527 604 682 BP Solar 37S, 380, S80, 58S Minimum Foot Design Dead Load (lbs) 90 73 63 57 Maximum Foot Spacing (inches) 131 107 92 83 Sharp N0-1231LI I Minimum Foot Design Live Load (lbs) 431 528 606 683 Maximum foot Spacing (orches) 1 17 96 83 74 Minimum Foot Design Dead Load (lbs) 84 68 59 53 Minimum foot Design Live Load (lbs) 480 590 680 758 SP Solar 3125 Minimum Foot Design Dead Load (lbs) 92 7S 65 58 Maximum Foot Spacing (inches) 117 95 82 74 Sharp N ci (140W) Minimum Foot Design Live Load Obs) 483 S88 677 763 Foot Foot Maximum FSpacing (inches) Sp 133 108: 94 84 Minimum Foot Design Dead Load (lbs) 81 65 56 51 Minimum Foot Design Live Load (Ibbs 424 516 : 551 669 BP Solar 3160, 4150, 4160, 4170 Minimum Foot Design Dead Load (lbs) 72 58: 51 45 Maximum Foot Spacing (inches) 114 93 80 72 Sharp NE-165UI,N�175UI,NT185U1 Minimum Foot Design Live Load Obs) 496 607 697 784 Maximum Foot Spacing (inches) 114 93:* 81 72 Minimum Foot Design Dead Load (lbs) 79 64 55 50 Minimum Foot Design Live Load (lbs) 491 601 698 775 Evergreen EC 102, EC 110, EC I 1 S Minimum Foot Design Dead Load (lbs) 83 68: 59 S3 Maximum Foot Spacing (inches) 114 93 80 72 Sharp ND-1671LII Minimum Foot Design Live Load (lbs) 494 605 693 780 Maximum Foot Spacing (inches) 124 102 88 79 Minimum Foot Design Dead Load (lbs) 82 67 58 52 Minimum Foot Design Live Load (lbs) 450 556: 639 717 First Solar FSSOD Minimum Foot Design Dead Load (lbs) 71 so- 50 45 Maximum Foot Spacing (inches) 131 107 92 83 Shell SMI 10 Minimum Foot Design Live Load (lbs) 430 527 604 681 Maximum Foot Spacing (inches) 125 102: 88 79 Minimum Foot Design Dead Load Obs) 95 78 67 60 Minimum Foot Design Live Load (lbs) 450 S50 633 710 Kyocera KC80 Minimum Foot Design Dead Load (lbs) 84 69' 59 53 Maximum Foot Spacing (inches) 145 118 103 92 Shell SQ70, SQ7S, SQ80 Minimum Foot Design Live Load (lbs) 387 472 549 613 n8 (inches) Maximum Foot i inches 131 107 93 83 Minimum Foot Design Dead Load (lbs) 88 72 63 Sb Minimum Foot Design Live Load (lbs) 429 526 610 680 Kyocera KC 120, KC 125G Minimum Foot Design Dead Load (lbs) 84 69: 60 53 Maximum Foot Spacing (inches) 120 98 85 76 Shell SQ 140, SQ I S0, 5Q 160 Minimum Foot Design Live Load (lbs) 468 573 662 740 Maximum Foot Spacing (inches) 112 92 80 71 Minimum Foot Design Dead Load (lbs) 85 69 Minimum Foot Design Live Load (lbs) 497 612;. 710 788 Kyocera KC I S8G, KC I 67 Minimum Foot Design Dead Load (lbs) 84 69 60 53 Maximum Foot Spacing (inches) 126 103 89 80 SunWize SWBS, SW90, SW -95 Minimum Foot Design Live Load (lbs) 445 545 628 706 Maximum Foot Spacing (inches) 119 97 84 75 Minimum Foot Design Dead Load (lbs) 73 60 52 46 Minimum Foot Design Live Load (lbs) 470 575 664 741 Photowatt PW750 Minimum Foot Design Dead Load (lbs) 86 70 61 S4 Maximum Foot Sparing (inches) 129 105 91 81 SunWrze SW I 15, SW 120 Minimum Foot Design Live Load (lbs) 436 S33 616 685 Maximum Foot Spacing (inches) 119 97.' 84 75 Minimum Foot Design Dead Load (lbs) 80 65 57 50 Minimum Foot Design Live Load (lbs) 470 575 664 741 Photowatt PW 1250 Minimum Foot Design Dead Load (lbs) 84 69' 59 53 Maximum Foot Spacing (inches) 128 105 91 81 UniSolar 64 Minimum Foot Design Live Load (lbs) 436 536 620 689 Maximum Foot n Spacing (inches) ) 123 1001 87 78 Minimum Foot Design Dead Load (lbs) 79 65 56 50 Minimum Foot Design Live Load (lbs) 459 560: 650 728 Photowatt PWI650 Minimum Foot Design Dead Load (lbs) 64 52; 45 40 Maximum Foot Spacing (inches) 129 105 91 81 Minimum Foot Design Live Load (lbs) 436 533 616 685 Minimum Foot Design Dead Load (lbs) 83 68 S9 52 VNIRAW Installation Manual 214 SolarMount Code -Compliant Planning and Assembly 4b.... Or verify Maximum Foot Spacing and Determine Minimum Design Dead and Live Loads To minimize roof penetrations, consult Table 3 (p. 7) to deter- mine Maximum Foot Spacing allowable for the Design Wind Pressure that you determined in Step 3. Find the make and model of the PV module you plan to install, then read or extrapolate Foot Design Live Loads and Dead Loads at the maximum spacing. To meet code, you must verify that foot spacing is at or below the dimension listed and that the roof rafter assembly at your installation site has the capacity to widistand the sum of the Design Dead Load and Design Live Load for the speci fied spacing. if they do not, try smaller footer spacing. If the result is still not acceptable, relocate the array to a stronger area of the roof or strengthen the inadequate framing elements. For -assistance, consult a local professional engineer. 5. Verify acceptable Rail End Overhang Rail End Overhang (Fig. 2) must equal 50 percent or less of foot spacing. Thus, if foot spacing is 72 inches, the Rail End Overhang can be up to 36 inches. In this case, two feet can support a rail of as much as 144 inches (72 inches between the feet and 36 inches of overhang at each end). 6. Ensure that Live Loads do not exceed Pull -Out Capacities Based on the characteristics of your roof rafter or truss lumber and the lag screws, consult Table 4 to determine the lag pull- out capacity per 1 -inch thread depth. Compare that value to the minimum design live load per footing determined in Step 4a or 4b. Based on these values, determine the length of the lag -screw thread depth you require to resist the design live load. To ensure code compliance, the lag pull-out capacity per footing must be greater than the footing design live load. If your SolarMount requires standoffs, always use at least two lag screws to secure the standoff to the rafter. Figure 2. SolarMount foot spacing refers to the distance between feet on the same rail. Over- hang, the distance from end of the. rail to the first foot, may be no more than half the foot spacing. Table 4. Lag pull-out (withdrawal) capacities (lbs) in typical roof truss lumber Sources: Uniform Building Code; American Wood Court il. Notes (1) Thread must be embedded in a rafter or other strumral roof member. (2) FUlWut values incorporate a 1.6 safety factor recommended by the American Wood Council. (3) See UBC for required edge distances. *Use flat washers with lag stews. .V 8 Specific gravity s/e"shaft,* 2'/: -thread depth Lag screw speafrcations '%- shaft,* per I " thread depth Wshaft,* per I -thread depth Douglas Fir, Larch 0.50 665 266 304 Douglas Fir, South 0.46 588 235 269 Engelmann Spruce, Lodgepole Pine 269 (MSR 1650 f & higher) 0.46 588, 235 _ Hem, Fir 0.43 530 212 243 Hem, Fir (North) 0.46 588 235 Thre 269 ad depth Southern Pine 0.55 768 307 352 Spruce, Pine, Fir 0.42 513 205 235 Spruce, Pine, Fir (E of 2 million psi and higher 266 304 grades of MSR and MEL) 0.50 665 Sources: Uniform Building Code; American Wood Court il. Notes (1) Thread must be embedded in a rafter or other strumral roof member. (2) FUlWut values incorporate a 1.6 safety factor recommended by the American Wood Council. (3) See UBC for required edge distances. *Use flat washers with lag stews. .V 8 Installation Manual 214 SolarMount Code -Compliant Planning and Assembly VNMme P� art III:Installing Sola`rMount w thtop mounting lam This section covets Solarldount assembly where the installer has elected to use top mount- ing clamps to secure modules to the rails. It details the procedure for flush mounting SolarMount to a pitched roof. Contents Laying out the installation area .......... 10 Laying out L -feet ......... 11 Installing L -feet .......... 11 Laying out standoffs ...... 12 Installing standoffs ....... 12 Installing SolarMount rails .................... 13 Installing the modules..... 14 Figure 3. Exploded view of a low -profile installation mounted flush to the roof with L feet. V 4j,_ t Mid =3 clamp s - SolorMounl roil j�"�. ;k End L -fool clamp / Table 5. Part quantities SMR Series SolarMount Rail Sets (model no.= rail length in inches) '/e- footing '/e" flange Rails L -feet bolts nuts SMR48 thru 106 2 4 4 4 SMR 120 thru 180 2 6 6 6 SMR192 thru 216 2 8 8 8 CT Series Clamp Sets (model no. = modules accommodated) End Mid Y4- module %.-x %- A- flange damps damps damp bolts safety bolts nuts CT2 4 2 6 2 8 CT3 4 4 8 2 10 Cf4 4 6 10 2 12 CT5 4 8 12 2 14 CT6 4 10 14 2 16 CT7 4 12 16 2 I8 CT8 4 14 18 2 20 Table 6.Wrenches and torque Wrench Recommended size . torque (ftabs) ; '/,- hardware '/e hardware 9/6- 30 QStainless steel hardware can seize up, a process called galling.To significantly • reduce its likelihood, (1) apply lubri- cant to bolts, preferably an anti -seize lubricant, available at auto para stores, (2) shade hardware prior to installation, and (3) avoid spinning on nuts at highspeed. See Installation Supplement 910, Gang and Its Prevention, at www.uniraccom. P_ 9 VN®RPA® Installation Manual 214 SolarMount Code -Compliant Planning and Assembly 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 -pro- file mode). Note that SolarMount rails make excellent straight edges for doing layouts. Center the installation area over the rafters as much as pos- sible. Leave enough room to safely move around the array during installation. LQw=profile High-profile mode r mode 10 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 (1V2 inches for each set of end! clamps). i Figure 4. Rails may be placed parallel or perpendicular to rafters. Installation Manual 214 SolarMount Code -Compliant Planning and Assembly VN®RAC" Laying out L feet L -feet (Fig. 5) are used for installation through existing roofing material, such as asphalt shingles or sheet metal. ;• 1 Use Figure 6 or Figure 7 below to locate and mark the L -feet lag bolt holes within the installation area. To meet code, you must use the foot spacing deter- mined in procedural steps 4a or 4b (pp. 5, 8). Figure 5 When determining the distance be- tween the rails in high-profile mode, keep in mind that the center of each rail will be offset from the L -foot lag bolt holes by 13/4 inches. 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. 25% maximum typical each end II Lower roof edge Rafters 7. High-profile layout a Lower roof edge It Figure 6. Low profile layout 50% minimum typical I�I 1 Foot spacing i i I -J_ Overhang Installing L feet Overhang 257. typical Foot spacing each end 4i IpI ; 50`9. typical Rafters 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) to select the lag bolts that you must use to meet building code wind load requirements. Lag bolts are not provided with SolarMount rail sets. Squirt 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. 1 P+F • 11 VNMMO Installation Manual 214 SolarMount Code -Compliant Planning and Assembly Laying out standoffs Standoffs (Fig. 8) are used for flashed installations, such as those with tile and shake shingles. Use Figure 9 or Figure 10 to locate and mark the standoff lag bolt holes within the installation area. To meet code, you must use the foot spacing determined in procedural steps 4a or ; 4b (pp. 5, 8). Remove the rile or shake underneath each standoff location, exposing the roofing 1 underlayment. Ensure that the standoff base lies flat on the underlayment, but remove no more material than required for the flashings to be installed properly. ! Use the standoff base as a template to mark lag bolt hole locations on underlayment above the center of the rafters (Fig. 9 or Fig. 10). Figure 8. Raised f large standoff (left) and flat top standoff used in con- junction withunt foot. When determining the distance be- tween the rails in high-profile mode, keep in mind that the center of each rail will be offset from the standoff lag bolt holes by'/6 of an inch. If multiple high-profile rows are to be installed adjacent to each other, 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 possible. Installing standoffs I Overhang"Foot „�— Foot spacing + each end t f 50% minimum typical Lower roof edge Rafters —f ' Figure 9. Low -profile layout Figure lo. tugn projue rayour Drill 3/1e -inch pilot holes through the undedayment into the center of the rafters at each standoff location. Securely fasten each standoff to the rafters with the two s/,d' x 31/2" lag bolts provided with it. Note: You must verify that the lag bolts you use are adequate fur your installation by following proce- dural steps 4A or 4B (pp. 5, 8). Pig 12 Ensure that the standoffs face as shown in Figure 9 or Figure 10. SolarMount steel standoffs (ls/a" O.D.) are designed for collared flashings available from UniRac. Aluminum two-piece standoffs (11ie" O.D.) take all -metal flash- ings, also available from UniRac. i. Install and seal flashings and standoffs using standard building practices. 25%typical50%minimum each end �j l ,— • ` typical / I it 1 7/16!. -__—/� A, llAN 1 ` Foot 7/116' spacing I I ---I � Overhang Lower roof edge k�l , t 1 Rafters i Figure lo. tugn projue rayour Drill 3/1e -inch pilot holes through the undedayment into the center of the rafters at each standoff location. Securely fasten each standoff to the rafters with the two s/,d' x 31/2" lag bolts provided with it. Note: You must verify that the lag bolts you use are adequate fur your installation by following proce- dural steps 4A or 4B (pp. 5, 8). Pig 12 Ensure that the standoffs face as shown in Figure 9 or Figure 10. SolarMount steel standoffs (ls/a" O.D.) are designed for collared flashings available from UniRac. Aluminum two-piece standoffs (11ie" O.D.) take all -metal flash- ings, also available from UniRac. i. Install and seal flashings and standoffs using standard building practices. Installation Manual 214 SolarMount Code -Compliant Planning and Assembly UN®RAC® 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. I ln I-- Edge of installation area Figure 13. Low profile mode 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. ll) before mounting the rails to the foot- ings. Use splice bars only with flush installations or those that use low -profile tilt legs. I If using more than one splice per rail, contact UniRac concerning thermal expansion 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 higl er profile, which will maximize airflow under the modules. This will cool them more and may enhance performance in hotter climates. Slide the'/e-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. 1 i l �o i i Edge of installation or,. 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). Mount modules to the rails as soon as possible. Temperature changes may bow the rails within a few hours if module placement is delayed. P+F 13 VN®RPA' Installation Manual 214 Installing the modules SolarMount Code -Compliant Planning and Assembly 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 damps 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 damps. Trim off any excess rail, being careful not to cut into the roof. Allow half an inch between the end damp and the end of the rail (Fig. 15). Check that all flange nuts on T -bolts are securely fastened. :High-7ripped module ection) SolorMount rail Figure 15 J -boxes Figure 16 ,".. Moduli frames '/:' module bolt tMid and flan) a nut -Rail clamp Figure 17 I r --- Spacer rffh Low -ripped module (cross section) Figure I& Mid clamps and end clamps for lipped -frame modules are identical. A spacer for the end clamp is necessary only if lips are located high on the module frame. .F 14 SolarMount rail -Module ''A" minimum frame 'A" module bolt -.and flPnge nut End clamp —f Rail Figure 15 J -boxes Figure 16 ,".. Moduli frames '/:' module bolt tMid and flan) a nut -Rail clamp Figure 17 I r --- Spacer rffh Low -ripped module (cross section) Figure I& Mid clamps and end clamps for lipped -frame modules are identical. A spacer for the end clamp is necessary only if lips are located high on the module frame. .F 14 SolarMount rail Installation Manual 214 SolarMount Code -Compliant Planning and Assembly UNMACO Part IV. Installing SolarMount with bottom mounting clips This section covers SolarMount assembly where the installer has elected to use bottom mounting clips to secure modules to the rails. It de- tails the procedure for flush mount- ing SolarMount to a pitched roof. Contents Planning the installation area.... 16 Laying out and installing L -feet .. 17 Attaching modules to the rails... 18 Installing module -rail assembly.. 19 Table 7. Part quantities Solarvounl rail PV modules (faced wni Facedowny _-COF.lg toll slot f 3o11om rnouwirg c ip Figure 19. SMR and CB components Table 8.Wrenches and torque SMR Series SolarMount Rail Sets (model no. = rail length in inches) Y8- footing %- flange Rails L -feet bolts nuts SMR48 thru 106 2 4 4 4 SMR 120 thru 180 2 6 6 6 SMR. 192 thru 216 2 8 8 8 CB Series Clip Sets (model no.= modules accommodated) " module '/. - flange Clips bofts nuts CB2 8 8 8 CB3 12 12 12 CB4 16 16 16 CB5 20 20 20 CB6 24 24 24 CB7 28 28 28 C98 32 32 32 Wrench Recommended sae torque (f Obs) '/. - hardware '/,s" 15 %7 hardware %6" 30 Q• Brainless steel hardware can seize up, a process called galling.TO significantly reduce its likelihood, (1) apply lubri- cant to bolts, preferably an anti-seiie 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, Gaffing and Its Prevention, at www.unirac.com. 15 VN®RAC® Installation Manual 214 SolarMount Code -Compliant Planning and Assembly Distance between �-- lag bolt centers 2.. 2" Distance between module mounting holes jPV module 1 1 ~Module bolt Clip - O Rail L -foot --� JO -Lag bolt 0 Distance between log bolt centers 1 /4" 1/4" Distance between module mounting holes 0 liq' Figure 20. Clip Arrangements A and B Nge 16 Planning the installation area Decide on an arrangement for clips, rails, and L -feet (Fig. 20). Use Arrangement A if the full width of the rails contact the module. Otherwise use Arrangement B. Caution: If you chooseArrangement B; either (1) use the upper mounting holes of the L -feet or (2) be certain that the L feet and clip positions don't conflict If rails must be parallel to the rafters, it is unlikely that they can be spaced to match rafters. In that case, add structural supports—either sleeper's over the roof or mounting blocks beneath it. These additional members must meet code; if in doubt, consult a pro- fessional engineer. Never secure the footings to the roof deddng alone. Such an arrangement will not meet code and leaves the installation and the roof itself vulnerable to severe damage from wind. Secure the footings;in accordance with "Installing L -feet" (p. 11). i Leave enough room to safely move around the array during installation. The width of a rail -module as- sembly equals the length of one module. Note that L -feet may extendbeyond the width of the assembly by as much as 2 inches on each side. The length of the assembly equals the total width of the modules. Installation Manual 214 Laying out and installing L feet L -feet are used for installation through existing low profile roofing material, such as asphalt shingles or sheet metal. They are also used for most ground mount installations. To ensure that the L -feet will be easily accessible during flush installation: • Use the PV module mounting holes nearest the ends of the modules. • Situate the rails so that foot- ing bolt slots face outward. Use Figure 20 to determine spacing between feet on opposite rails. Foot spacing (along the same rail) and rail overhang depend on design wind loads. To meet code, you must use the foot spacing determined in procedural steps 4a or 0 (pp. 5, 8). Install half the L -feet: • If rails are perpendicular to rafters (Fig. 21), install the feet closest to the lower edge of the roof. • If rails are parallel to rafters (Fig 22), install the feet for one of the rails, but not both. For the L -feet being installed now, drill pilot holes through the roof into the center of the rafter at each lag bolt hole location. Consult Table 4 (p. 8) to select lag bolts to meet design wind loads. Squirt sealant into the hole and onto the shafts of the lag bolts. Seal the underside of the L -feet with a weath- erproof sealant. Securely fasten the L -feet to the roof with the lag bolts. Ensure that the L -feet face as shown in Figure 21 or Figure 22. Hold the rest of the L -feet and fasten- ers aside until the panels are com- plete and ready for installation. SolarMount Code -Compliant Planning and Assembly UNARM' Rotters Install later Instolllater II II II II II 11 II I II II II II II t II II II I; II II II II II 11 II 11 II 11 Roils I I I I I I II II II II I; II II I' 11 II I+ II , II II II tl II II II II 11 II li II II II II II II II A Lower roof Install now _ edge T Figure 21. Rails laid out perpendicular to the rafters. Rafters Mounting it I 11 1 block II 1 II I I II 1 11 I {I 1 Install 11 I 11 1 II I Install L-teet L -feet now If 1 11 1 II I II I II i later 11 1 11 1 11 1• 1 1 1 II 1 II I Mounting. Roils— -moi II I block } I 4 Figure 22. Rails laid out parallel to the rafters. .V 17 UNOMC° Installation Manual 214 SolarMount Code -Compliant Planning and Assembly Attaching modules to the rails Lay the modules for a given panel face down on a surface that will not damage the module glass. Align the edges of the modules and snug them together (Fig. 19, p.15). Trim the rails to the total width of the modules to be mounted. Place a rail adjacent to the outer mounting holes. Orient the footing bolt slot outward. Place a clip slot adjacent to the mounting holes, following the arrangement you selected earlier (Fig. 20a or 20b, p.16). Assemble the clips, mounting bolts, and flange nuts. Torque the flange nuts to 15 foot- pounds. Wire the modules as needed. For safety reasons, module wiring should not be performed on a roof. For a neat installation, fasten cable clamps to rails with self -tapping screws. PoK 18 Installation Manual 214 SolarMount Code -Compliant Planning and Assembly VN®RMI, Installing the module -rail assembly Bring the module -rail assembly to the installation site. Keep rail slots free of debris that might cause bolts to bind in the slots. Consider the weight of a fully assembled paneL UniRac recom- mends safety lines whenever lifting one to a roof. Align the panel with the previously installed L -feet. Slide'/e- inch L -foot mounting bolts onto the rail and align them with the L -feet mounting holes. Attach the panel to the L -feet and forger tighten the flange nuts. Rails may be attached to either of two mounting holes in the footings (Fig. 23). • Mount in the lower hole for a low, more aesthetically pleasing installation. • Or mount in the upper hole to maximize a cooling airflow under the modules. This may enhance perfor- mance in hotter climates. Adjust the position of the panel as needed to fit the instal- lation area. Slide the remaining L -feet bolts onto the other rail, attach L -feet, and finger tighten with flange nuts. Align L -feet with mounting holes previously drilled into roof. Install lag bolts into remaining L -feet as described in "Laying out and installing L -feet" above. Torque all footing flange nuts to 30 foot-pounds.,Verify that all lag bolts are securely fastened. clip slots (� f ✓jMounting f slots iFlange Footing boll sloli Figure 23. Leg -to -rail attachment 19 UNGM - ..— ,..,........o......tristallati®n Sheet 206.1 �` =h L-brockel-„° Leg slrul -------- ADJUSTABLE ADJUSTABLE t i '° Roil — LEG / f-- Leg tube L -bracket Leg tube Fender 3/8” washer boll Strut nut Leg strut ghvsf !3/!Bekvt tbcrh!M h0spt t M dgpo FIXED LEG STRUT (Special older) ►OT L-brockels ghvsf12/IMh!boe!(ppLf8ttfn crB.UrrntLsbde!gbstt!bsf!g;pn zpvs!rfih!I jUbce zpvsrrN Stsbjdt f W!M Wl jUgbstt !bsf !rjt d e!jo!ri If !gbstt ljovf otpsz!cf rpx / U bol !zpv!g)dlgvsci btjoh!b!VojSbd/!Qfbtf!dpWsld ftf!jm rod LEbgpot !d psibvhi racf guf !gspdf f ejoh/ li f!jot tbrt djt!tprfunlsftgpotjcfi!gtslcpn grzjoh!xjd !bq. g4abcrh!cvjrejoh!dpeft!boe!g)slbrdbtofdLt!pdfrftd4c03 jottbm rbtjpo!pgd f !Q/WbsdW Vtf!d f!gbat !roLltp!vlIg:!d bdbrttgbat !bsf!gsftfod!Optf! U btl4hvsft!2!boe!4!jmntLEW!gbst!gipn !cpd !zpvslrhh!I jd boe!zpvslTNS!sbjrtt f t/ Tttjorftttttffrnbsexbsf!dbo!tfj(f!vq!b!gspditt! I I !hb*W QLp!tjhbli1toothlsfevcf!jd!7hf4sppe!)2*1bggulrvc4ftdLp! cprd4qsfgstxx>dbo!btnj.tf j{f!rv14tbottbt4tcrhlbtlbrtp!gbst1! tLpsft4)3'!ti bef!i bsexbsf!cOpsILp!jottbrltjpoJboe!)4'!bpje! tgjoojohpo!ovd!btli jhi!tgffeM!Tff!.btdxdoLjporrvggrtnfod : 214Fb $WbodJt!(kfrfatjpo4bLlx x x/vojstcVdpn / r Belot tbcrft!rfih!gbslt• lOd)gf slrfih* ! ! X sf od ! Sf dpn n f oef e Mal RtYJ! !!tj{f! tpsrof!)gjrat* M h!u/cf! 2 Mh!ttard 2 Mcsbd f tl 3 Cpru!4BMy!2.2C50 4! : C270. 41 (pm!40W.y!4# 2! ` : C271P. 41 Q oef slx bt i f 9!40Di 3 TLeMovL040M 2 t3bohf !ovW4C9iP 3! :0270 41 qyf e!rfih!gbsLt !OU)gf slrfih* ! ! Xsfod ! Sfdpn n foef e (bol Rtp/! ! ! tj{f ! Lpsr of !)gr rat * M hlt L.ertl 2 Mcsbd f d 3 Cpro!40/l!y!2.2C1! 4!: : 027fP 41 Gbohf !ovW4CW. 4 WIRING LEGEND AC WIRING BILK (L1) WHT (NEUT) �..—..—..— RED (L2) DC WIRING HIGH VOLTAGE - - - - - - - BLK (POS HV) -•--•--•--•-- WIRT (NEG HV) - - - - - - - - - - - - - GRN OR BARE (GND) - - - - - - - - - - - - - BY INSTALLER 1 529 1 B INEUTRAL BARS, CABLE SPECS. 1 5/4/05 1 AW 538 1 C I SEE ECR 1 12/8/05 SEB 592 1 D I GTS UPDATE 1 10/3/06 sAe 600 VDC 11 FUSED PV II STRING I _ COMBINER NEMA 4X I ' NEMA 3R BOX Ilr �I•r+ SOLAR kWh METER n _ -rpt I 1 I I �- (OPTIONAL) - POWER CENTER ASSY - i> _ rr— '_,� I I 120//240 VAC 60Hz FROM UTILITY L1 L2l M I L��yAC DISCONNECT DC DISCONNECT +_j I 1240 VAC, 30A 600 VDC, 30A '�� 1 _ LOCKABLE NEMA 3R LOCKABLE NEMA 3R� -�-� L1 'L2rr - _�-S m -- - r---__-}�-J ..6A i i WET r - rr�l L11 IL 2 IG _5100 INVERTER j i I I i I I LOCATION 30A I I I I I LCD DISPLAY ' 0 0. AC BREAKER DC BREAKER I i ' i l I j; sA ; I l i +:4 is I I GFDI i INEUI I 6A r -i- +'t�'�l ,1I G' G 11 L(2 G 1A t t t f N IGi �® `--- -IJ I FUSE T i I __--- #10 AWG I L,__,__,,�_.__._J I IIL HOUSE MAIN I THHN MINI ..—.. ..� �____________t51;(TVocTr;a __� + �- . 1 I I#10 AWG XU IN 40 VAC 60Hz X. , I - ISOLATE i ,USE -2• LOAD CENTER 4- CONDUIT ; 21.3A(max) 33.2A(max) - i �_Ti _ _N_EG_ �'MC' CABLE GND ROD-------- 5100W�-----------6300WP-- J L----(�-J m #10 AWG MIN THWN-2 IN CONDOR D NOTES: 1Q. AN EXTERIOR 'UTILITY' SERVICE DISCONNECT SWITCH MAY BE REQUIRED IF GTS POWER CENTER IS LOCATED INDOORS, CHECK WITH LOCAL UTILITY. 02. APPROPRIATE WIRE GAUGE FOR AC/DC, INPUT/OUTPUT CIRCUITS IN CONDUIT, TO BE DETERMINED BY INSTALLER BASED ON ACTUAL ONE-WAY DISTANCE, LIMITING VOLTAGE DROP TO 2%. WIRING IN DC CIRCUITS TO BE WET/DRY RATED 60OV-90'C, EXPOSED MC CABLES SUNLIGHT RESISTANT. GTS622 HIP-190BA3 5 1 338 VDC 3.75 ADC 4750W 4467.5W GTS623 HIP-190BA3 6 405 VDC 3.75 ADC 570OW 5361W GTS650 HIP-200BA3 5 344 VDC 3.83 ADC 5000W 4707.5W SYSTEM MODEL # PV MODULE # MODULES IN STRING PV STRING Voc @ STC PV STRING Isc @ STC ARRAY POWER @ STC ARRAY POWER @ PTC PV ARRAY SANYO SOLAR MODULE SERIES STRING #1 1 SU TEa1Nalnaes sunwize 1 1155 Raftmh Raa4 gn4.ran NY 12401 I FIVE PV STRINGS — IG -5100 PV GRID TIE SYSTEM WIRING DIAGRAM RigI A — 353-00-154 MASONRY WALLS N E S W 1st Lift 2nd Lift 3rd Lift 4th Lift 5th Lift 6th Lift ELI COMMERCIAL `. 048-010-024' PERMIT#95-2788, JONES, Jerald ' 13504 Skypark Industrial Ave., Chico Cont; North Valley Ready Mix`-:' New .Office & Warehouse/Comm 7's- 308'? FIRE WALLS 0 cupancy, Area Propert Gypsum Board 1st Layer 2nd Layer Walls Ceilin s ' • ld YO 00 - TO- ST Pv<c 1 Zg-- S IJ S L� CC) L16K/00 SGa..b Z�2 �C, K E j i . JOB FINALED (Date) Signature ' CERTIFICATE OF OCCUPANCY ISSUED (Date)' ' Signature, ' • a E j i . JOB FINALED (Date) Signature ' CERTIFICATE OF OCCUPANCY ISSUED (Date)' ' Signature, V=OK O=Not OK - = Not Applicable COMMERCIAL - Not Ready Date UND LOOK Plans OK except #'s . Zoning-Setbacks-Easeme ood-Slo e- it Report eain; Soils- Uf ound.-Ftg th old Downs -B s -Straps -Embedment -Hair Pins 4. Concrete -PSI -Cert -SP. insp.-Loc. 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Reinf. Steel -Grade -Placement 7. Slab; St Wrapped -Wire Mesh 8. P' s -Steel Z .W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. Gas Pipe; Size -Anchors 11. Water Pipe; Test -Anchor -Regulator -Service Test 12. Electric; Underground, Underslab 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 15. Masonry -Rebar -Lifts Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUM Permit OK except #'s Vent -Access -Combustion Air -Baffle at ipe; Test & Anchor -Nail Protection 1k W.V.; Test -Fittings & Anchor -Nail Protection •-46-Sinks-Floor-Grease Trap 2 icap-W/C-Backing Gas Pipe; Size & Anchors - Firewall Penetrations Date`3-1 q, Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s fixture & Transformer Clearance -Ins. Protection 23. Single Phase hree Phasequip. Bond 94-StzffBoxes & N -3 -ST -Conductors -Stapled -2 . x Installed Close to Edge of Studs jP,*_EqVi0. Ground made up w/Mech. Fastn s -Bond Gas & Water firing -90° -Protected -Color Coded Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga. Cu or All r ' Fire Res istive-Fixture-Conduit-G.F.1.-Susp. Ceiling '0. Service -Riser Conductors & Ground -Main Disconnect 3t_figVtD-Clearances Panels-Motors-Mech. Equip. *_S�yWall Penetrations n Date` _ J' Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MEC ICAL Permit OK except #'s 42"A.C. Ducts Insulation & Support ent F , Exhaust above insulation _ 3 ndensate Drain & Overflow; Size & Grade (39 Furnance-Vent; Access -Comb. Air -Return Air Vent -115 outlet -ef.-Attic Access & Platform if Furnance in Attic .38.-I•I.V.A.C.-Ventilation-Roof Access _a9. -Smoke & Fire Dampers z Dat -975-1 U-11 Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAM G Plans OK except #'s Sils, Proper Material & Anchors -Hold Downs - 41. Walls Studs -Nailing, Spacing & Bracing -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops; Furred Ceilings -Stairs -Chases 45. Headers & Beam -Size & Bearing -Support Fix. Date, FRAMING (Continued) --A6-Hangers-Post Caps -Anchors -Connectors oof Shthing-Nailing-Diap.Chord Splice . Firewall-Doors-Area-Occp.-Prop. Z". ttic Access; Size & Romex Protection -Draft Stop -Ins. Baffles --fiA flu- cert. -Placement -Support teel Buildings-Purlin-Girders roperty Line Firewall & Openings Ext. Doors -Handicap Access .fid ^Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection -45 'plywood on Roof Overhang -Attic Vents -Rafter Outriggers __69.-5iding- ailing Veneer cco Mesh -Drip Screed -Fd. Vents-Underflr. Access --8r61azing Area -Glass Protection -Skylights -Plastic -Fire Port. --6.-Shear Walls -Plywood-Nailing-Conn to Roof nsu tion -Walls -Ceilings 6 ` filtration -Walls -Windows 62. Corridors -Openings -Fire Protection -Framing i Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext. Steps -Door & Sidelight Protection -Landings 64. Exits -Size -Number -Placement rnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 66. Sar' klers-Placement-Test Sued Ceiling-Seismic-Wires-Elec-Light & Mech. 64.1'rlec. Trim & Subpanel; Breaker Sizes & Labels --*@.Stairs gjlak 7 ndicap-Door Levers -Fin. Floor Elec. Outlets at Wood Panel; Int. & Ext. 72. Wtr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V. AbqXa.Fioor-Mech. Protection A-fTb., EI .c. & Mach. Equip. Listed for Location nsulation-Foam-Looked in Attic "'rS'Zuard Rails & Deck Construction -Post Caps •r16. Fents & Crawl Hole Door-Draina e & Wood -Earth dn.Cance Looked under Floor Yes -(SCJ . Stucco; Brown -Finish 78. A.C. Unit; Disconnect, Electrical, Plumbing 79. Vents Above Roof; Plbg.-Appliance-Fireplace.-Clearance to Openings 80. Water Well; Disconnect, Electrical, Plumbing 81. Exterior Elec. Trim; G.F.I. Receptacle -Underground 82. Off Site -Parking -Handicap 83. Glass Protection 84. Cor tions from Pr us Inspections -� Gas Test -Meter agged; Gas -Electric 86. Water & Sewer Connected -C/O to Grade -HD Approval 87. Energy Compliance Certificate -Other Certificates 88. Roofing Certificate -Fire Rating Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: Certificate of Occupancy (NOTE: An entry must be made each time you visit the job site) COUNTY OF B_UTTE� DEPARTMENT OF PUBLIC WORKS 7 COUNTY CENTER DRIVE OROVILLE, CALIFORNIA - 538-7541 'CERTIFICATE OF'OCCUPANCY This building has been constructed and completeaiMIK&E-6rdance with the re Tffi BuildlIng timber 9,_�uirements of the Unifo 788 for the following - OFFICE AND WARVAOLM—" Use Classification Address or Location 13504 SKYPARK INDUSTRIAL AVE., CHICO Group B2 — occupancy: Type 5N -construction. It is hereby certified for the occupancy described above and may be occupied. Director of Public Works Date 4/29/96 by POST IN A CONSPICUOUS PLACE (Over) N 0 T I C E A new Certificate of Occupancy Is required if the use or occupancy of this building changes. This Certificate of Occupancy shall be posted In a conspicuous place and Is not to be removed by other than the Building Inspector. e COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 .County Center Drive - Oroville, CaliforMa 95965 - Telephone (916) 538-7541�-•�� dM ITNO. APPLICATION AND PERMIT `�J ,ASSESSOR PARCEL NUMBER 048-010-024 ZONING M1 BUILDING PERMIT OWNER JERALD JONES TELEPHONE 893-0110 SO. FT. OCC. BUILDING VALUATION OWNERS MAILING ADDRESS 3032 CLARENCE CT CHICO 95973 4604 B2VN 262,428.00 7353 [J REHOU E 161,766.00 CONTRACTOR'S NAME NORTH VALLEY RRXNY BUILDING SYSTEMS TELEPHONE 345-7296 808 C 10 504.00 CONTRACTORS MAILING ADDRESS SEVENS LN. CHICO 95973 Fireplace CONSTRUCTION LENDER UNI(NOWN Total Valuation $ '434,698.00 LENDER'S MAIUNG ADDRESS Filing Fee $ 20.00 Permit Fee $ 1766.64 ARCHITECT OR ENGINEER ANDREW CRANDELL LICENSE NO. 32934 Plan Checking Fee $ 1148.32 ARCHITECT OR ENGINEER'S MAILING ADDRESS 206 SO LINCOLN STE 201, PORT ANGELES WA 98362 Ener Plan Checking Energy g Fee $ 23.00 Penalty $ BUTDINGADDRESS 13504 SKYPARK INDUSTRIAL AVE, CHICO PERMITFEE $ 2957.96 PLUMBINGPERMIT Filing Fee 1 20.00 Each Trap 01 7.00 63.00 LAT NO. S UBDNISION'S NAME PARCEL MAP Solar or heat pump water heater 23,00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other COMMERCIAL SPECIFY Water piping 15.00 15.00 Each gas water heater or vent 15.00 15.00 Gas piping system 1 - 5 outlets 15.00 15.00 Building sewer 15.00 0 TYPE OF WORK New P Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: OFFICE AND WAREHOUSE FOR HUGHES FIRE PROT. Mobile Home S G W 920.00 PERMITFEE $ 3.00 Contractor ELECTRICAL PERMIT Filina Fee 20:00 Main Service 000V oR LESS ( zooA oR LFss ) 23.00 Main Service ( 200A TO I000A ) 46.00 46,00 LICENSED CONTRACTOR'S 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 ' full force and effect. /a License Class Lic. No. _� G'�� OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ 1, 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. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. , Business and Professions Code for this reason NEW CONST.( OCCUP. OR ADDNS. ( a ACC. BIDS. ) 6O - 3.5Q FT. NEW CONST. MULTI.OUTLET NON-RESID. ( BRANCH CIRCUITS ) @7.50 POWER APPARATUS SINGLE OUTLET CIS. ) Ex. Occup. (OUTLET OR FIXTURES ) BA L Q I_5o EX. Occup. OUTLEEDTS (RES D.)Ea ( ) 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 _+ PERMITFEE $ Contractor WORKERS' COMPENSATION DECLARATION 1 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 workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation in trance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating 8U, 000 Cooling Hood 6.50 Ventilation PERMITFEE $ 12350 ' Contractor Policy Number Z7 rzS" i%/-�.T '" 00003 (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 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 workers' compensation laws of California, and agree that if I should become subject to the workers' compen to provisions of section 3700 of the Labor Code, I shall forthwith comply hr hose provisions. Date / S Signature of A licant - ❑ Owner Contractor ❑ Ag t An OSHA permit is required for excavations over 50" deep and demolition or constructionL of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ o c C NS . TYP TOTAL FEE $ 3856.46 HA` X D. FEES X I IMPFLOOD X X]i coF PA�cEL P HD UE X This permit is hereby issued under the of the Butte County Code and/or indicated above for which fees have BY4�OFAiZ76 PERMITEXPIRESON !yA applicable provisions Resolutions to do work been paid. �y Date �� /,7� t (D e) Receipt No. /go 6 l5 17 605. / WHITE -D. -B. D. CANARY -A ESS PINK -INSPECTOR GOLDENROD -APPLICANT Z, 7 353 x 22 , 00 = l(a 1, 7& G eo $0 x 13 . oo 10, Sc) 4.00 COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive - Oroviile, California 95965 - Telephone (916) 538-754 PERMIT APPLICATION AND PERMIT 71) 0 ASSESSOR PARCEL NUMBER A0 ... , �' _ I ZONING BUILDING PERMIT OWNER � L.VALUATION s NE 3-oi�v SO. F7. 1 OCC. BUILDING OWNERS MAILING ACCAE5S �9 o Sz.L� • G�c� Z973I 2 I] o25 d IS CONTACTOR' NAME OQ 6 LCA .� 5 TF1iR+Ohe s 7Z�! Q•S' r cOmnWRS w suNG ADDRESS e4f 9 155 23 Fireplace I I 3 CONSTRUCTION LENOERUNIWG. WN___ Total Valuation S VENOUVS wuUNG ADDRESS Filing Fee 1 S 20.0 Permit Fee I S AACNrrECr ORE EER LICENSE NO. vJ �G 3293 Plan Checking Fee I $ ARCHITECT OR ENGINEERS MIARJNG ADDRESS (o J s Ener Plan Checking Energy g Fee I S v Penalty ( S Buwu+GADDAESS t /83%Gr Q PEAMITFEE i Sq L1 PLUMBING PERMIT Fiiing Fee 1 20.00. Each Trap 121 7.00 100 LDrNO. i sueoNsaNSNAMe I PARCEL MAP Solar or heat pump water heater I 1I 23.00 USEOFSTRUCTURE SF ❑ Duolex ❑ Mobilehome X Other SPEC:~ Water piping 1 15.001 ,(Jo Each gas water heater or vent 1I 15,00 Gas piping system t - 5 outlets 1 15.00 jGd / TYPE OF WORK New 0- Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: DA�/G� A/Js� 92dW0(Alc1 �� /_`7R_aJ6C1-70 Building sewer j 1 15.00 , oo Mobile Home 1 S j G i W-1 l .1 @20.00 I 1 PEAMITFEE ; S Q� Contractor ELECTRICAL PERMIT I Fiiinq Fee I 20 -OC Main Service ( 00 as mss ) 1 1 23.00 1 Main Service ( zooA ro I000A ) 1 I 46.00 LICENSED CONTRACTOR'S 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 infullforce and effect License Class 1, Llc. No. 099, OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: C3 1, as owner of the property, or my employees with wagesastheir sole compensation, will do the work. and the structure is not intended or offered for sale. ❑ I, as owner of the. property, am exclusively contracting with licensed contractors to construct the project ❑ I am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to seif-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. 19 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code. for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier 577g Policy Number Z% -9S- CiNar 10000 35:3 (The above sections need not be completed if the permit is for work of a vaivation of one hundred dollars (5100) or less.) ❑ I certify that in Lhe 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 workers' compensation laws of California, and agree that if I should become sublet: to the workers' compensation provisions of section 3700 of the Labor Code. I shall forthwith comply with those provisions. NEW CONST. DWELLING OCCUP. 50, oT AoDNs ( a ace. eLns. I I 3.5e Fr 1 NEW CONST0MULTI.OUrLET NON•REslo. ( BRaNCNCiAcuirs ) @7.50 1 n®,Lb AP KAl— SINGLE OUTLET CIA. (8 I I Ex. Occup. ( OUTLET OR FOrTURES ) 1 1 204 1.00 SAL w EOFIXED APPLNS. OR x,CC:JQ. ( ourLEts (RESIO.l EA. ) I 1 5.00 Temporary Service 23.00 1 Mobile Home Facilities 1 20.00 1 Misc. Wiring 23.00 I 1 PEAMITFEE S is Contractor MECHANICAL PERMIT I Fling Fee I 20.00 Heating Cooling Hood 1 6.50 j Ventilation 1 . 5-(1 1� D PEAMITFEE S 0'Z� Contractor Mobiie Home Instailation Fee is Energy Inspzction Fee is 0C__ co� T. rfPE OT L FCt S i NAS . D FE M FL000 caF PAR PO : �o . I I v� This permit is hereby Issued under Trie applicable provisions of the Butte Countv Code and/or Resnlutinns to do ,vcri, I • � 1 COUNTYOF BUTTE - DEPARTMENTOF DEVELOPMENT SERVICES -BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 -TELEPHONE (916) 538-7541 PERMIT APPLICATION DATA SHEET OWNER Vc.I% Jol-1d.S /�l c 6 ( r/�s� l' r_ec,/7'j)A. P. No. 04S' O i O — OZ4. Proposed Building Use Building Inspector Date At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED BY 1. All items have been submitted . ....................................... . 2. Plot plans, 3/4 sets, signed by preparer of plans . .......................... 3. Complete plans, 3/4 sets, signed by preparer of plans . ..................... . 4. Engineered plans and calcs, 3/4 sets, with wet signature on plans. .... ..... .. 5. Hazardous Material Form. . 6. Energy Design Compliance and supporting documentation . ................ • . Z� 7. Statement of Intent for Non -Heated and A/C Buildings. 8. En ineered truss details and layout in duplicate (required prior to plan check). .... 9 obilehor�e1data,a?Vanufacturer's installation instructions, 2 sets. . _ p' es of $ • ► -t ........................... , y2 Tnpact fees as shown on attached schedule. ....2 6 California Department of Forestry plan approval/fees.,. /�/��9 �v......... d 9G 1j..,Rood elevation letter (100 year floor$) p1 California Engineer. E1"4. Sanitation and plot plan approval CC:: "mow Health Department. ............ 15. City of Chico plumbing permit . ........................... Q .. G JA 6 S�eplan and business license approv from City of Biggs/Gridley. ��°� �IT�P'I"anning approval for (A) Use: (B) Parking: ✓ `t` , Y� d c Contact Land Development about (A) Improvements (B) Drainage. .......... 17/, 4-.ts' sr� '19. Driveway permit (construction approval required prior to occupancy). . . P re-4ne ection requ� 20. Pre -inspection for required. - . t' Building Inspector (Date) 21. Contractor's license information. (No., Name Style, Classification) . .............. 22. Certificate of Workmans Compensation Insurance . .....:................... . 23. Owner -Builder Verification (Given to owner , Mail to owner ) ............ 24. Recorded copy of Agricultural Acknowledgement Statement . ................. . 25. Letter of signature authorization . ......................................... 26. Copy of recorded deed of parcel creation and 60 right of way to a public road. ..... 27. Letter of intent on building use. ........................................ . 28. Mobilehome utility clearance . ................................... . 29. Documentation of legal access . ..................... 30. Documentation of 50% subdivision developed or (A) Road improvements completed and (B) Parcel meets zoning area and frontage requirements . ............... 31. Existing violations/expired permits . ...................................... 32. Plan check list . ..................................................... 33. 34. When you issue the pe,rcmit rocess as follows: Mail to owner. Mail to contractor. Telephonec',25(o and hold for pickup at BOZO office. Deliver with inspector. Other Parcel Creation Acreage Applicant 6����Date Copy of Haz-Mat form sent Health Dept. Fire Dept. Air Pollution Date Copy of plans sent Health Dept. Fire Dept. Other Date By The following data must be submitted pri per, issu ce: (C' cl ew ' no c ed above). 1. Index permit for above items No. / 2. Additional items required: " Contractor, designer, owner, was advised of above required data by _ phone _ mail Counter by _ Date Contractor, designer, owner, was advised of above required data by _ phone —mail Ro, Lnter by _ Date Plans checked by %'}'�iI A� Date Plans approved by `-�i%UV Date �G Sets of plans on hold in Copy - Department of Public Works File cabinet AP folder 09 Zs rp 36 � TO: FROM: SUBJEC`r: Building Department Environmental Health Sanitation Clearance Pat Pim AowW' q A Fkw FM AUmcW Sca to B.D. -6�- --�7 - k. e_-fr-A f4, O"r L"tion AP# Plan Approved for: Sewage Disposal Water Supply: Public L-��Private Well Clearance for -be dr_oo=_md-Mk—.h9me. Other C-6 ONA, VA e, CA cL Hold final for: Find clearance Oi.K. for: Environmental Specialist Date TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance I Y Plot Pima Anschad FW" Plan AmwjO 44 1" Sent to B.D. r Q., zlv:,, j 10 Wkl,,s &Ite v br ro – /)I - Owner Location I AP# Plan Approved for: Sewage,Disposal Water Supply: Public Private Well Clearance for —4)eg�r`mo��ther Hold final for: Final clearance O.K. for: NOTE- C�AML . I Aoq Environmenial -"4' 'th"Specialis . t jbate, 8/92 COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE CA 95965 TELEPHONE (916) 538-7541 PROPOSED BUILDING USE ® SCHOOL DISTRICT FEES id at District Office) A.P. #®c_I(?-OJC_di_. DATE REC. # DATE REC SHERIFF FEES (paid at Building Division) Residential...... x =$ unit amt. Cgnimercial (sq. ft. ). ,4 D r3 x fu3S U = $ 3 % . o �JRBAN AREA FEES /j , (paid at Building Division) v � ( za t .S Residential (per unit). x =$tv #units amt. ) A6, ommercial (sq.ft.).. x =$ v ."el sq -.ft. amt. RECREATION DISTRICT FEES _ (paid at District Office) 5. THERMALITO DRAINAGE DISTRICT FEES .00 (paid at Building Division) SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 7. WATER TENDER FEES (BATTALION # ) $200.00 (paid at Building Division) 8. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 9. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. APPLICANT DATE 1 " BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION' FORM (One Form Per Building) School District �.��, Building Department No. A. P. Number.. C) Z-/ D /0 ©24('Jurisdiction: 0 City County Property Owner �.� �Id� Property Location/Address /-5 ,moo Subdivison Lot No. Residential Development 0 0 Sq. Footage No. of Living MHI Addition (Group R) Units Commercial/Industrial ®/ Sq, Footage -Z 3 g 0 New Addition (Including Exterior Roofed Areas) -71 Bui ding De a ent Representative Dat (Floor Plans reviewed by School District Personnel) ' District Identification No. School District certifies that 9 6 IF 16- th (Applican (Street Address) (Phone Number) (City) (State) (Zip Code) has complied with the requirements of Resolution No. representing j a 3 ,?(0 square feet. rese Paid by Check # Remarks: Bank Number y Paid by Cash by payment of $ AB 2926 $ FULL MITIGATION $ Date It, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is. notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fullv mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) teeformmkl (t 1/ea)dmm COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 1469 Humboldt Road, Chico,'CA - (916) 891-2751 7 County Center Drive, Oroville, CA - (916) 538-7541 747 Elliott Road, Paradis�e, CA - (916) 872-6307 - CORRECTION NOTICE OWNER PERMIT WOY A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be.corrected. Please notify this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. P Date Inspector REV 10/92 CORRECTION NOTICE �L C OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please notify this office when correction of work '-j is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. LIq 5; C fzazo-s ?Oro C C.) rea( L S on REV 10/92 COUNTY OF'BUTTE BUILDING DIVISION DEPARTMENT OFDEVELOPMENT SERVICES 1469 Humboldt Road, Chico, CA - (916) 8,91,-2751 7 County Center Drive, Oroville, CA - (916) 538-7541 747 Elliott Road, Paradise, CA - (916) 872-6307 CORRECTION NOTICE �L C OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please notify this office when correction of work '-j is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. LIq 5; C fzazo-s ?Oro C C.) rea( L S on REV 10/92 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF.DEVELOPMENT SERVICES 1469 Humboldt Road, Chico, CA - (916) 891-2751 7 County Center Drive, Oroville, CA - (916) 538-7541 747 Elliott Road, Paradise, CA - (916) 872-6307 CORRECTION NOTICE CO3 8 OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances 'exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. 0?o /) x g Lo Date CUO Inspector REV 10/92 LOERKE INSLILATION Ye!nul.i: 1> N E R G X C E R '1.' , 11` X C A T iu hes Fire Protection 1,OCATION i!QM- materia.l Th i.cknes s (incite s ) ico DCSCRIPTION OV INSULATION 89 No.lp_®1 r.oza i .P. No. Brand Name 'Tixerwal Resistance (it Value) .. ? Y`rk.RT_OR WDLL SCM3LLER TN I Dt:t.terial.'FIBERGLASS BAITS Drattd Name Tixlckticse(i�ichea) 7 'Thermal Resi,stance(R Value),gt3[Rj-�L- i;tC7.LIN(, Matt car. blatilcet 'lyre l!TBERGLASS BATTS Brand Name SCJIULT-ER TNr. Thickne99(iitclics) '.I'liermal ResistanCe(k Vtiluo) R i,uose Fill Type Brand Name 14ini,num Tlxi r-knesl (Inches) Number of Bags Wt . per bag Ib. Area covered(ft. ) Thermal Resistance(R Value) _ YT,OUR, )::I..EVA.• ED Mate.rinl _ Thickness ( inches) ; l,00jl , S I AB k1aterial '1'h lckness (iticixes) w id th ('itiches ) rOUNDATION WALL Material Thickness(inclies) _ Brand Name I:hermal Resistance(Ii Value) ])rand Name Thexmal Resi.stance(11 Value)� Brand Name Thermal Resistattce(R Value)_._.. 1. ixeraby certi.f:y that the above insulation was installed in the above building in conformance with the State of California Energy Requirements. l.oerke Tnsulation Co., Inc, FIRM NA.MI:/OWNrR SIG211i'TURB OF NSCALI,A.TION APPLiC&TOR 499150 s,eATls CONTRACTOR'S LICENSE NO. Apr. 25, 1996 DATE 1 hereby certify Lite above insulation and Ill required items as shown on the 13uil.dinn Department approved plans and attaciunents li:ive been installed as rr(p.Iired by the State of C:ilifornin Energy Requiremd"ts. All equipment, devices and materials are of the quality prescribed or are Glleci.ficall.y appxnved by the State of CaliforniA. rM6 IFIRM t1Aku,JpW(Please print) S'rAT.E CONTRIACTOR S LICENSE NO. ,:M(;,.rOLt UWNE11 ATE SI&WEVOP (1FTICIIAI, c; , 'MIS CERTTl:ICATP, MUST BE ON FILE WITH TIM BUILDING DEVAR1RMTr rRIOR TO FINAL ita5vizc om APPROVAL AM) A COPY SHALT, BE POSTED WITHIN 'THF DUT1,DT11G . January 198+ 04/25/96 09:07 TX/RX N0.2257 P.001 t r. w, C. MERCIAL MASONRY WALLS N E S W •1st Lift 2nd Lift 3rd Lift 4th Lift 5th Lift 6th Lift 0487010-024 PERMIT#95-3082 ' JONES, Jerald r•° ' +� 13504'"Skypark Industrial Ave., Chico' .? .Cont; Hughes Fire Protection Fire Sprinklers/Office & Warehouse i FIRE WALLS IUccu anc Area Pro ert Gypsum Board 1st Layer 2nd Layer Walls -Ceilings f ff. f 2,9 JOB FINALED (Date) A Signature -` CERTIFICATE OF OCCUPANCY ISSUED (Date) Signatures ' J=OK O = Not OK - = Not Applicable = Not Ready COMMERCIAL Date UNDERFLOOR (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope -Soil Report 2. Fig., Main; Soils-Ufer Ground.-Ftg. Depth 3. Hold Downs -Bolts -Straps -Embedment -Hair Pins 4. Concrete -PSI -Cert -SP. insp.-Loc. 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Plaint. Steel -Grade -Placement 7. Slab; Steel -Wrapped -Wire Mesh 8. Piers -Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. Gas Pipe; Size -Anchors 11. Water Pipe; Test -Anchor -Regulator -Service Test 12. Electric; Underground, Underslab 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 15. Masonry -Rebar -Lifts Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 16. Water Htr.; Vent -Access -Combustion Air -Baffle 17. Water Pipe; Test & Anchor -Nail Protection 18. D.W.V.; Test -Fittings & Anchor -Nail Protection 19. Sinks -Floor -Grease Trap 20. Hand icap-W/C-Backing 21. Gas Pipe; Size & Anchors - Firewall Penetrations Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 22. Fixture & Transformer Clearance -Ins. Protection 23. Single Phase -Three Phase -Equip. Bond 24. Size Boxes & No. of Conductors -Stapled 25. Romex Installed Close to Edge of Studs & C.J. 26. Equip. Ground made up w/Mech. Fastners-Bond Gas & Water 27. Wiring -90° -Protected -Color Coded 28. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga. Cu or Al 29. Fire Res istive-Fixture-Conduit-G.F.I.-Susp. Ceiling • 30. Service -Riser Conductors & Ground -Main Disconnect 31. Equip. Clearances Panels-Motors-Mech. Equip. 32. Fire Wall Penetrations Date Card B-1 Date Card B-1 Date Card B-1 ----Date Card B-1 Date MECHANICAL (Permit) OK except #'s 33. A.C. Ducts Insulation & Support 34. Vent Fan; Exhaust above insulation _ 35. Condensate Drain & Overflow; Size & Grade 36. Furnance-Vent; Access -Comb. Air -Return Air Vent -115 outlet 37. Attic Access & Platform if Furnance in Attic 38. FI.V.A.C.-Ventilation-Roof Access 39. Smoke & Fire Dampers Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Plans) OK except #'s 40. Sils, Proper Material & Anchors -Hold Downs 41. Walls Studs -Nailing, Spacing.& Bracing -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops; Furred Ceilings -Stairs -Chases 45. Headers & Beam -Size & Bearinc-SuDDort Fix. (NOTE: An entry must be made each ti Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Roof Shthing-Nailing-Diap.Chord Splice 48. Firewall-Doors-Area-Occp.-Prop. 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Glu -Lam cert. -Placement -Support 51. Steel Buildings-Purlin-Girders 52. Property Line Firewall & Openings 53. Ext. Doors -Handicap Access 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic -Fire Port. 59. Shear Walls -Plywood-Nailing-Conn to Roof 60. Insulation -W al Is -Ceilings 61. Infiltration -Walls -Windows 62. Corridors -Openings -Fire Protection -Framing Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext. Steps -Door & Sidelight Protection -Landings 64. Exits -Size -Number -Placement 65. Furnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 66. Sprinklers -Placement -Test 67. Suspended Ceiling-Seismic-Wires-Elec-Light & Mach. 68, Elec. Trim & Subpanel; Breaker Sizes & Labels 69. Stairs & Rails 70. Handicap -Door Levers -Fin. Floor 71. Elec. Outlets at Wood Panel; Int. & Ext. 72. Wtr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V. Above Floor-Mech. Protection 73. Plb., Elec. & Mech. Equip. Listed for Location 74. Insulation -Foam -Looked in Attic O Yes 75. Guard Rails & Deck Construction -Post Caps 76. Fdn. Vents & Crawl Hole Door-Draina e & Wood -Earth Clearance Looked under Floor Yes 77. Stucco; Brown -Finish 78. A.C. Unit; Disconnect, Electrical, Plumbing 79. Vents Above Roof; Plbg.-Appliance-Fireplace.-Clearance to Openings 80. Water Well; Disconnect, Electrical, Plumbing 81. Exterior Elec. Trim; G.F.I. Receptacle -Underground 82. Off Site -Parking -Handicap 83. Glass Protection 84. Corrections from Previous Inspections 85. Gas Test -Meters Tagged; Gas -Electric 86. Water & Sewer Connected -C/O to Grade -HD Approval 87. Energy Compliance Certificate -Other Certificates 88. Roofing Certificate -Fire Rating Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: Certificate of OccuDancv me you visit the job site) COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville;JCalifornia 95965 - Telephone (916) 538-754 PERMIT NO. APPLICATION AND PERMIT 5 _ (_2)(D ASSESSOR PARCEL NUMBER 048-010-024 ZONING M1 BUILDING PERMIT OWNER JERALD JONES TELEPHONE 893-0110 SO. FT. OCC. BUILDING VALUATION OWNER'S MAILING ADDRESS 3032 CLARENCE CT, 0 95973 G 0 1.60 3Q 19,680 CONTRACTOR'S NAME HIMIHES FIRE PROTECTION TELEPHONE CONTRACTOR'S MAILING ADDRESS Fireplace CONSTRUCTION LENDER UNKNOWN Total Valuation Is LENDER'S MAILING ADDRESS Filing Fee $ 20,00 Permit Fee $ 207.00 ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $ 134.55 Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDRESS 13504 SKYPARK INDUSTRIAL AVE, CHIC O PERMITFEE $ 361.55 PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 LAT NO. SUBDIVISION'S NAME PARCEL MAP Solar or heat pump water heater 23.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other ()FFTC:F. R WAREHOUSE SPECIFY Water piping 15.00 Each gas water heater or vent 15.00 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation I$1 Other ❑ Describe Work: INSTALL FIRE SPRINKLER SYSTEM Mobile Home I S I GI W @20.00 PERMITFEE S Contractor ELECTRICAL PERMIT Filina Fee 20:00 Main Service OOOV OR LESS ( 20.A OR LESS ) 23.00 Main Service ( 200A TO 1000A ) 46.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencingwith Section 7000 of Division 3 of the Business and Professions Code, ) and my license is in full force and effect. p License Class e_-1 4P Lic. No. 1%t7 ZB OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ 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. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason NEW CONST. DWELLING OCCUP. OR NS. ( 8 ACC. ) SO - 3.5¢ FT. NEW CT CONST. MULTI -OUTLET NON-RESID. ( BRANCH CIRCUITS ) @7.50 POWER APPARATUS (8 SINGLE OUTLET CIR. ) Ex. Occup. ( OUTLET OR FIXTURES ) 20 @ 1.00 s"L 3O EX. Occup. OUTLETS Es D.)Ea ( ) 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMITFEE $ Contractor WORKERS' COMPENSATION DECLARATION 1 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. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers�'' �mpen�j ation insurance carrier and policy number are: Carrier �c�'it2 4o SS MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMITFEE $ Contractor Policy Number �b — — (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall note oy any person 'n any manner so as to become subject to workers' pens tion laws of Cali mia, and agree that if I should become subject to the /workers' compe . ' s of section 3700 of the Labor Code, I shall forth w' p 'with t se provisl ns. Date /Z��— Si dile of Applican - ❑ Owner Q Contractor ❑ Agent n OSHA permit is r uired for excavations over 60" deep and demolition or construction of structures ove stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ OCC CONST. TYPE TOTAL FEE $ 361.55 HA2. D. FEES IM FLOOD CDF PARCFY PD t,// HD ISSU This permit is hereby issued under the applicable provisions f the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date z�y� PERMITEXPIRESON (Date) Receipt No. WHITE -D. D. .• CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT ._ . •yq}:.X`X .'F'. F• -a 7r .: COUNTY OF BUTTE - DEPARTMENT OF}ELOPMENTSERVICES - BUILDING DIVISION s, t 7 COUNTYCENTER DRIVE - OROVILLE, CALIFORNIA95965 - TELEPHONE (916) 538-7541 PERMITAPPLICATION DATASHEET OWNER ���y1--Y Oi�5A P. No. Proposed Building Use O r �� Building Inspector Date At time of permit application, I was advised the following data must be submitted prior to permit processing an&or issuance: DATE RECEIVED BY All items have been submitted. 2. Plot plans, 3/4 sets, signed by preparerof plans . .......................... 3. Complete plans, 3/4 sets, signed by preparer of plans . ...................... 4. Engineered plans and calcs, 3/4 sets, with wet signature on plans . ............. 5. Hazardous Material Form. . ,r3 ." ......................................... - - 6. Energy Design Compliance and supporting documentation . .................. 7. Statement of, Intent for Non -Heated and A/C Buildings ....................... ' 8. Engineered truss details and -layout in duplicate (required prior to plan check). .... 9. Mobilehome data and manufacturer's installation instructions, 2 sets. ........... -� 10. Fees of $ i ......................................... . 11. Impact -fees as shown on attached schedule . ............... ................. 12. California Department of Forestry plan approval/fees. ........................ . 13. Flood elevation letter -(100 year flood) by California Engineer. ... `.............. . 14. Sanitation and plot plan approval Health Department\........... . 15..City of Chico plumbing permit. ........ ,:......... . 16. Plot plan'and business license approval from City of Biggs/Gridley. ............. 17. Planning approval for (A) Use: (B) Parking: . ......... 18. Contact Land Development about (A) Improvements (B) Drainage. .......... . 19. Driveway permit (construction approval required prior to occupancy). .. .. .. . 20. Pre -inspection for Preans 'on request required. . . to Building Inspector (Date) 21. Contractor's license information. (No., Name Style, Classification) . .............. 22. Certificafe'of Workmans Compensation Insurance . .......................... 23. Owner -Builder Verification (Given to owner , Mail to owner, ........... . 24. Recorded copy of Agricultural Acknowledgement Statement. .................. 25. Letter of signature authorization . ........................................ 26. Copy of recorded deed of parcel creation and 60 right of way to a public road. ..... 27. Letter of intent on building use . ........................................ . 28. Mobilehome utility clearance . .......................................... 29. Documentation of legal access . ..................... :................... 30. Documentation of 50% subdivision developed or (A) Road improvements completed and (B) Parcel meets zoning area and frontage requirements. ... 31. Existing violations/expired permits . ...................................... 32. Plan check list.1371 ..... :,....... . ................. 34. When you issue the arra, rocess as follows: Mail to owner. Mail to contractor. ��TelephoneYJZ and hold for pickup at ffice. NDeliver with inspector. Other Parcel Creation Acreage Applicant - Date Copy of Haz-Mat form sent Health Dept. Fire Dept. Air Pollution Date Copy of plans sent Health Dept. Fire Dept. Other Date By The following data must be submitted prior to permit issuance: (Circle new item not checked above). 1. Index permit for above items No. ' 2.'Additional items required: Contractor, designer, o was advised of abov.4 required data by _ phone _ mail Counter by _ Date Contractor, designer, as tied�of aboverequired data°.by - phone mai u by Date Plans checked byDat 1'.1.'1J,4:7-& Plans approved b� Date Sets of plans on hold in File cabinet AP folder Copy - Department of Public Work /7 YES NO I. GENERAL: A. Isoccupancythe same? B. Is building completely sprinklered? C. Is, building the same as. last inspected? - D. Does the exterior condition of piping,!drain valves-, check valves, hangers, and strainers appear to be satisfactor*V?,1.-t-_, E. What is the water supply source? .&-*",City Gravity tank ✓ F. Has owner/occupant beenadvisedof NFPA 13A inspection requirements? II. CONTROL VALVES: A. What is the location of.control valves*? SSS. cor- U)A,--R, 62f 1 S9__ D V Q7r+h 4J a. What type are the control valves? tj C. Are control valves e'asily*accessibl&? D. Are signs for control valves, drains, and tests in proper* place? E. Are all control valves open? F. Are all control valves properly secured? How? I- Locked supervised III. TANKS, PUMPS, AND FIRE DEPARTMENT CONNECTIONS: A. Are tanks, pumps and reservoirs in good condition? B. Are Fire Dept. connections in good 'condition, couplings free,. and caps or plugs in place?'. C. Are Fire Dept. connections visible and accessible? D. Have fire pumps been tested to their full capacity through hose -streams or flow meters during the past twelve months? E. Aregravity tanks at proper water level? F. Locations of dry stand pipe connections G. Are stand pipe caps in place? H. Have fire hoses been hydrostaticly tested in last 3 years per NFPA 1962 Date _010 IV ALARMS: A. What is the location of inspectors test valve? /di B. Are alarm valves, water flow indicators, and; retards in I good condition? C Did water. motor and gongs operate satisfact,orily? WHITE COPY - FILE YELLOW COPY FIRE DEPT. PINK COPY -.CUSTOMER Yes'NO D. Did electric.lalarmv-sp,eflate satisfactorily? E. Did supervisory alarms operate satisfactorily? V. SPRINKLERS*.'. - I I ;- ✓ A. Do sprinklers generally. -appear to be in-g.00d condition; free of paint, corrosion, or loading obstructions? B. Does there appear to be -proper clearance from sprinkler deflector? C. Are guards installed where needed? D. Are extra sprinkler heads and wrench of correct size and type available? E. Are any sprinklers 50 ypars or older? F. Are any extra high "temperature solder sprinklers regularly exposed to temperatures,nelar 300 degrees F? VI. ;RISER B. C. D. Are all fittings tight .ah"d not leaking*? Are all fittings unda.maqed? Are all fitting unobs.trde'ted? Have the sprinkler systems been'ext.ended to all visible areas of the building) ✓ E. F. Is exterior piping Protected against freezing temperatures? Have all antifreeze systems been tested-? VII. GAUGES: A. B. VIII. 'Are gauges in good condition? Are gauge Valves turned -.,on ? TESTING A. System pressure B. Supply pressure C. Residual pressure when main drain is open D. Static p.ressure when ma.i"n drain is open L>_5T E. The alarm activates ink seconds.. F. G. Was alarm,received at supervised place? Does alarm work under emergeficy.power? j DISCREPANCIES NOTED: INSPECTED By 1 0,, DATE:. CUSTOMER ACKNOWLEDGMENT'. DATE: WHITE COPY 7 FILE YELLOW COPY FIRE DEPT. PINK COPY — CUSTOMER 4 KI_ I_ IN1-1=L DEI? March 6, 1996 File: 26-1859-39 . Mr. Andy.Wood North Valley Building Systems #11 Three Sevens Lane Chico, California 95926 Subject: HIGH-STRENGTH BOLTING SPECIAL INSPECTION HUGHES FIRE PROTECTION BUILDING 13504 SKYPARK INDUSTRIAL AVENUE BUTTE COUNTY, CALIFORNIA BUILDING PERMIT NO. 95-2788 Dear Mr. Wood: On February 21, 1996, Kleinfelder verified tensioning of the 5/8 -inch, ASTM. A325 high-strength bolts at the subject project site. Bolts and nuts were identified per the AISC Manual of Steel Construction. Tension verification Y'las by the calibrated wrench method. Our representative calibrated the available ' bolts using a three bolt assemblage in our Skidmore Wilhelm Tension calibrator. Following the calibration, our representative verified that the bolts had been tensioned at each tension connection. Based on the calibration tests and our observations, to the best of our knowledge, the work was completed in accordance with the approved plans and specifications. Tension connections observed meet the minimum tension requirements of the Uniform Building Code Section 22 -IV -D. We have employed generally accepted inspection and testing procedures. However, we do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to produce a completed project conforming to the project plans and specifications. No warranty is expressed or implied. if you have any questions regarding this information, please contact Cliff Curry at (916) 244-7203 at your convenience. Very truly yours, b NF R, Inc. Clifford D. Curry Technical Services Supervisor CDC:cf CC' Butte County Building Department 059610 Fi1c:26-1859-39 Copyright 1996. Kleinfelder. Inc. March 6. 1996 I"I 1 INI I !.I 1I'I: I ;_' CI!.tr1 •e ! )ri1'i . 1"ed( ins;. (�\ V(,(!I I;- 11:: ; ) I ;! '?•! I. !(I; k'% KLEINFELDER An employee owned companv March 6, 1996 File: 26-1859-39 Mr. Andy Wood North Valley Building Systems #11 Three Sevens Lane Chico, California 95926 Subject: HIGH-STRENGTH BOLTING SPECIAL INSPECTION HUGHES FIRE PROTECTION BUILDING 13504 SKYPARK U%MUS'FRIAL AVENUE BUTTE COUNTY, CALIFORNIA BUILDING PERMIT NO. 95-2788 Dear Mr. Wood: COUNTY OF BUTTE BUILDING DEPT MAR 0 7 1996 On February 21, 1996, Kleinfelder verified tensioning of the 5/8 -inch, ASTM A325 high-strength bolts at the subject project site. Bolts and nuts were identified per the AISC Manual of Steel Construction. Tension verification was by the calibrated wrench method. Our representative calibrated the available bolts using a three bolt assemblage in our Skidmore Wilhelm Tension calibrator. Following- the calibration, our representative verified that the bolts had been tensioned at each tension connection. Based on the calibration tests and our observations, to the best of our knowledge, the work was completed in accordance with the approved plans and specifications. Tension connections observed meet the minimum tension requirements of the Uniform Building Code Section 22 -IV -D. We have employed generally accepted inspection and testing procedures. However, we do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to produce a completed project conforming to the project plans and specifications. No warranty is expressed or implied. If you have any questions regarding this information, please contact Cliff Curry at (916) 244-7203 at your convenience. Very truly yours, F R, Inc. Clifford D. Curry Technical Services Supervisor CDC:cf 111wewl"M -1 ." i JILDING DEPARTMENT 92PROVED cc: Butte County Building Department ( 059610 File: 26-1859-39 Copyright 1996, Kleinfelder. Inc. KLEINFELDER 1.522 Charles Drive. Residing, CA 96003-1.123 19161 211-720:3 3 12 a0zyz-, March 6, 1996 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENTOF DEVELOPMENT SERVICES 1469 Humboldt Road, Chico, CA - (916) 891-2751 7 County Center Drive, Oroville, CA - (916) 538-7541 747 Elliott Road, Paradise, CA - (916) 872-6307 CORRECTION NOTICE t 1,o AI#Z OVMErR PERMIT NO Aroutine inspection indicates that the following violations of Butte County Ordinancesaxist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. 5 t Date -Z. Inspector REV 10/92 COMMUNITY DE LOPMENT DEPARTMENT 411 Main Street P.O. Box 3420 CITYoFCHICO Chico, CA 95927 INC. 1872 (916) 895-4845 November 20, 1995 FAX (916) 895-4726 ATSS 459-4893 e Andy Wood North Valley Building Systems No. 11 Three Sevens Lane Chico, California 95973 pdfb -dlo-v I-V RE: Building for Hughes Fire Protection, AP# Submittal of November 17, 1995 Dear Andy: Staff has reviewed the above mentioned submittal and have the following comments. The proposed storm drain improvements for this site are approved. Please provide this office with an approved plan for our files. If you have any questions please call me at 895-4982. Sincerely, I1;* G FRITZ McKINLEY Associate Civil Engineer FM:fm cc: BF tW—Stuart-Edell+Butte County Land Development Division 7 County Center Drive Oroville, Ca. 95965 Mr. Andy Crandall Polaris Engineering 206 S. Lincoln St. Ste. 201 Port Angeles, Wa. 98362 ro W /00 ' engAfmVtrI% .eng v 2;(9 Made From Recycled Paper AIO 1N3WdOl3A3a dNVI 3.UnS d0 A1Nf100 5661 d Z AON C13AI333H A O 1�6 _ o I -021 ' k4 KLEINFELDER An employee owned company March 6, 1996 File: 26-1859-39 Mr. Andy Wood North Valley Building Systems #11 Three Sevens Lane Chico, California 95926 Subject: HIGH-STRENGTH BOLTING SPECIAL INSPECTION HUGHES FIRE PROTECTION BUILDING 13504 SKYPARK ]INDUSTRIAL AVENUE BUTTE COUNTY, CALIFORNIA BUILDING PERMIT NO. 95-2788 Dear Mr. Wood: 7 ES COUNTY of BUnE BUILDING DEPT MAR 0 7 1996 On February 21, 1996, Kleinfelder verified tensioning of the 5/8 -inch, ASTM A325 high-strength bolts at the subject project site. Bolts and nuts were identified per the AISC Manual of Steel Construction. Tension verification was by the calibrated wrench method. Our representative calibrated the available bolts using a three bolt assemblage in our Skidmore Wilhelm Tension calibrator. Following- the calibration, our representative verified that the bolts had been tensioned at each tension connection. Based on the calibration tests and our observations, to the best of our knowledge, the work was completed in accordance with the approved plans and specifications. Tension connections observed meet the minimum tension requirements of the Uniform Building Code Section 22 -IV -D. We have employed generally accepted inspection and testing procedures. However, we do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to produce a completed project conforming to the project plans and specifications. No warranty is expressed or implied. If you have any questions regarding this information, please contact Cliff Curry at (916) 244-7203 at your convenience. Very truly yours, F R, Inc. Clifford D. Curry Technical Services Supervisor CDC:cf cc: Butte County Building Department SOILDING DEPARTMOT 9PRovEo 059610 File: 26-1859-39 Copyright 1996, Kleinfelder, Inc. KLEINFELDER 1522 Charles Drive, Redding, CA 96003-1423 (916) 244-7203 March 6, 1996 FIRE SPRINKLER PLAN CHECK - Commercial - L CONTRACTOR 1.1 4oper license to take permit/ design/ install The water supply and fire sprinkler system must be designed and installed by a e-16 contractor. This design is based on�N•F�3 requirements. The C-16 must wet sign plans (stamp is not required), provide syste� ulations, and provide manufacturer's specifications for the system c6mponentsltab valv"e�;-i oostepump, oatd switch; Lsp'rinkleiheads,<etc.). This information is stapled to the plans. 2. WATER SUPPLY (See Chapter 7 Water Supplies) 2-11 Adequate source of water Sec -2:1 Connections to Water Works Systems.... Sec. 7-2.3 sure Tanks.... Sec. 7-2.4 Gravity Tanks.... 2.2 Adequate pressure @ source 3. PIPE AND FITTINGS 1� Type of material 2"ipe or tube used in sprinkler systems shall meet or exceed one of the standards in Table 2-3.1 �-in,accordance with 2-3.2 through 2-3.5. 2-4.1 fittings used in sprinkler systems shall meet or exceed the standards in Table 2-4.1 or be in rdance with 2-4.2. � ZSize of pipe Sopports Sec. �2-6 Types of hangers shall be in accordance with the requirements of Section 2-6. S�e 4-5.2 Pipe Support.... 4. SPRINKLER HEADS (See Chapter 4 Installation Requirements) 4.1 Location per code Sec' 4-1.1 The requirements for spacing, location, and position of sprinklers are based on.... -4--�jk--Concealed spaces.... Sec..�-4 .1"T2 Vertical Shafts.... Sem-4:7"3 S'tairways.... 4; 4.2 Spacing/ coverage, __See -4=2° 1— The maximum floor area on any one floor to be protected by sprinklers.... Sec. -4-2-2 The maximum protection area per sprinkler shall comply with Table 4-2.2. Sec., -4=2:2 r'The protection area per sprinkler shall be determined as follows:.... :4-4.17 The maximum distance between sprinklers, .... Sec. _4-4:.1:2 The distance from sprinklers to walls.... Sec._ 4,4.:1:3:1:1 Vertical obstructions.... 4.3 Type specified Seq, �1- .5—Spfin!W er-Defuiitions 5. CALCULATIONS (See Chapter 5 Design Approaches) 5.1 Sec. 5-2 Occupancy Hazard Fire Control Approach Sec. 5-2.1 Occupancies or portions of 'occupancies shall be classified according to .... See defuiitions contained in Sec. 1-4.7. 5.2 Sec. 5-2.2 Pipe Schedule Method Sec. 5-2.2.1 Table 5-2.2 shall be used in determining the minimum water supply requirements for Light and Ordinary Hazard Occupancies protected by systems with pipe sized according to the pipe schedules of Sec. 6-5. The pipe schedule method shall be permitted only for new installations of 5000 sq ft or less or for additions or I- difications to existing pipe schedule systems; Two exceptions.... 5:3 Sec. -2.3 Hydraulic Calculation Methods: Sec�5=2 3—. Al --The minimum water supply requirements for a hydraulically designed occupancy hazard fire control sprinkler system shall be determined by adding the hose stream demand from Table 5-2.3 to the water supply for sprinklers determined in 5-2.3.1.2., This supply shall be available for the minimum duration specified in Table 5-2.3. Three exceptions.... Sec. 5-2.3.2 Area/Density Method (usually used) The water supply requirement for sprinklers only shall be calculated from the area/density curves in Figure 5-2.3. The calculations shall satisfy any single point on the appropriate area/density curve. It is not necessary to meet all points on the selected curve. Sec. 5-2.3.3 Room Design Method The water supply requirements for sprinklers only shall be based upon the room that creates the greatest demand. The density selected shall be that from Figure. 5-2.3 corresponding to the room size. To utilize this method, all rooms shall be enclosed with walls having a fire -resistance rating equal to the water supply duration indicated in Table 5-2.3. Sec. 5-2.3.4 Special Design Methods 6. PLANS (-See Chapter 6 Plans and Calculations) 6. Adequate plans Sprinkler / piping scheme A2' Riser detail Sec.,,61—Supply system schematic 64-A 1� Working plans shall be drawn to an indicated scale, on sheets of uniform size, with a plan c f each floor, and shall show those items from the following list that pertain to the design of the system.... 6.5 Tump and tank specifications Sec. 6-33 Water Supply Information.... ydraulic Calculation Forms eCc. 6-2.1 Hydraulic calculations shall be prepared on form sheets that include a summary sheet, detailed work sheets, and a graph sheet: (See copies of typical forms, Figures A -6-2.2(a), A-6-2.3, and A-6-2.4.) 11�J'l -' Jerald Jones 13504 Skypark Industrial Ave Chico, CA 95973 Re: Building for Hughes Fire A.P. No. 048-010-024 With reference to the above subject, attached is: [x] Plan Check List [x] Red Marked Calculations [ ] Red Marked Plans [ ] Other: Action Required: [x] Comply with plan check list [x] Resubmit plans with revisions as required 2 cape r"s ) [ ] Resubmit calculations with revisions as required [x] Return all material attached Date: 12/27/95 Permit #95-3082 Should you have any questions, don't hesitate to contact me at (916) 538-7541 Monday through Thursday. sit filCount BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (916) 538-7541 FAX: (916) 538-2140 With reference to the above subject, attached is: [x] Plan Check List [x] Red Marked Calculations [ ] Red Marked Plans [ ] Other: Action Required: [x] Comply with plan check list [x] Resubmit plans with revisions as required 2 cape r"s ) [ ] Resubmit calculations with revisions as required [x] Return all material attached Date: 12/27/95 Permit #95-3082 Should you have any questions, don't hesitate to contact me at (916) 538-7541 Monday through Thursday. Permit'Applicant: Jerald Jones Date: 12/25/95 Permit #95-3082 The above referenced plans were reviewed by this office. Provide additional information and/or make revisions to plans, specifications, or calculations as follows: Provide additional. information and/or make revisions as indicated in red on plans. 2. Provide waterflow test data for water supply per -7-2.1 of National Fire Protection Associations (NFPA) Standard 13. Provide specifications for all sprinkler system piping including evidence of compliance with Table 2-3.1 of NFPA 13. �4 Provide specifications for fittings used in sprinkler system. Specifications should be complete enough to show compliance with the Standards in Table 2-4.1 or be in accordance with 2-4.2 of NFPA 13. Polaris Engineering and Surveying, Inc. 206 South Lincoln Street, Suite 201 Port Angeles, Washington 98362 (360) 452-5393 FAX: (360) 457-9319 December 29, 1995. Ms. Martha Whitney Department of Development Services 7 County Center Drive Oroville, Ca. 95965-3397 SUBJECT: Permit #95-2788. Dear Ms. Whitney: Attached are revised plans and calculations for the proposed building for Hughes Fire Protection to be built by North Valley Building Systems. In response to your plan review of 12/18/95, the following additions and clarifications have been made: dl. A 1 -hour occupancy separation wall has been added on the Sheet Al.. This separation wall location and construction is shown by added Sections or Details A/A1, B/A1, and H/A4. Also, a fire damper has been added on the Mechanical Plan, Sheet M1, where HVAC ducting penetrates this wall. Y2. The code analysis on sheet A3 has been revised and corrected. kecorrea�tA, ./3. Plot plan has been revised. Existing leach pits and setbacks have been shown. No well is planned for this development. Septic system has been added. ✓4. The contractor will address off-site problems with the Planning Department. r J5. Per telephone -conversation of 12/27/95, corridor and exiting arrangement will remain as shown. Exit illumination will be provided by general building lighting and/or natural lighting from skylights or storefront doors. Location ofquired exit signs has been noted on the Floor Plan, Sheet Al. �O S oke d� ete tors have been added on the Electrical Plan, Sheet E1.. Swez ( l& &Y,— 2Qi+-- 4/7. The Hydro Room will be used to water -test pressure tanks. 18. Bulk CO2 will be stored in the Covered Storage Area at the east end of the building. ✓9. All sheets have revised engineers stamp with expiration date of 6/30/98. �10. Plans for fire sprinklers will be submitted by the contractor. 11. Energy Conservation Mandatory Requirement Notes will be affixed to sheet Ml by the contractor who will also provide all other required documentation concerning energy conservation requirements. -42. Per telephone conversation of 12/28/95, adequate natural ventilation of warehouse area will be provided by roll -up door openings. Positive pressure will be -maintained in the office area by HVAC systems which provide total of 470 cfm outside air which is greater than capacity of all power exhaust vents within the conditioned area. 14/13. Note has been added on Sections and Details Sheets A4 and A5 requiring all GWB to be 5/8" Type -X. J14. Kleinfelder Inc. of Redding, Ca. will be providing special inspections. Contractor will submit inspector credentials. J� Signage for handicap accessibility at parking area is noted on site plan. Required signage for lJ restroom doors has been added to RR Details on Sheet A3. ` � � Mir. C ra�c.�.�- ► .q-9 16. Attached. 17. STRUCTURAL COMMENTS I A. Redmarked Comments on Plans: �d\-' d�> Comments on plans for steel building will be addressed by Butler. `,N,C�y 2. Changes have been made on Polaris plans as follow: a. Sheet A3?/� Note concerning steel identification has been added Plans have been revised so no field welding will be required. b. Sheet A4 Stud spacing in Section B/A4 has been clarified. C. Sheet S 1 .Detail E/Sl has been relocated and corrected. Hairpin length has been noted in Detail US 1. Gridline numbering has been added. Anchor bolts in. Detail FPS 1 have been revised to extend all the way to the bottom of the footing rather than use sections of reinforcing welded to standard bolts. % 1B. Redmarked Comments on Calculations: 1. Per telephone conversation, no changes are required to conform with 2317(x) concerning overturn as noted on Sheets 15, 21; 29, 31 and 34. 2. As noted by plancheck, reference to Detail E/Sl on sheet 21 is in error. Correct detail is USI. t 3. Sheet 22 has been revi •sed using 3/4" diameter bolts as shown on the Butler Plans and -0� copy is attached. No change in the drawings -was required. 4. Sheet 26 of the calculations is a standard part of a computerized spreadsheet used to check endwall anchor bolts a't the corner columns. In this case (Line 5), only columns at lines A, C and E •were analyzed since they supported both the main building' and extension and had the greater loads. Since the extension resulted in an H, V and Z component at the corner post`where there is usually only H and V, the reactions for line A were entered as an interior column (See sheet 24) where the spreadsheet can accommodate all three components. The.spreadsheet then included'these loads when checking the maximum for interior anchor bolts (Sheet 2.7) and no loads were checked for corner bolts (Sheet'26):' Because a total of 2-3/4" anchor bolts areprovided at both ` interior"and corner columns, no further calculations were performed.. 5.'• On sheet 36, where the frame footing for the width -extension is designed, it was mistakenly referenced to Detail A/SL Detail E/S1 is correct and drawing Sheet Sl. has been revised. (Note that in this calculation, the 60" length for the frame footing is irrelevant since it matches the dimensions and reinforcing of the adjacent perimeter footings.) . 2. Site has already been graded to approximate elevations shown on site'plan.. Building foundations and slab will rest in layer of cemented cobbles (Lava Cap) which is currently exposed. This layer consists of approximately 50% cobbles'by volume; Is very hard and relatively impervious. Potential-for.expansion is within limits that can be accommodated by current building design. k. Please call me if you have any further questions on this project. Sincerely,pf �S/ _ ` Andy Crandall, P.E. -6/30/98 JP C1VlCA � ��� ' • ' 4 - , cc: NUBS in 95124 ANCWORBOLTSTRENGTHDESIGN CALCUTATIONIPER UBCr2624 Fc = 2500 PSI LAMBDA = 1.0 (NORMAL WT CONCRETE) PHI = 0.65 Fs = 60 KSI (A-307 BOLTS) APPROXIMATE LOAD FACTORS DEAD LOAD + LIVE LOAD FACTOR <= 1.7 X 2 = 3.4 DEAD LOAD + WIND LOAD FACTOR <=.75X1.4X2= 2.1 HUGHS FP (REV) UNIT 1 - INTERIOR er,oI I2- -,,-I - 9 5 QRMS3�t �S CRgj�F,yc� T � , 4�Q qT �OF Cl:�.`t� . DIAMETER = 0 75'INCHESx, —.... 'Jar S rFULL•.AREA N STR�`,:,s3 = 0:'442�SQ IN (USED FOR''CONCRETE ENGTH) N; ROOT=AREA' 0r302�S;Q IN USEDFOR;STEEL STF2ENGTH)t° w •� ��-- „2 ` NO ;BOLTS = . 1 ROWS,OF x;` st a{BOLTS r'' 2 TOTAL=F } t . EMBEDMENT = 1,2 ." -INCHES ' ,, GAGE. s'EDGE-DIST- INCHES ,. �, .4} p: �` X12: «r .PITCH= STEEL: Ps = 16.3 KIPS/BOLT = Vs = 13.6 " CONCRETE: Al = 548.4 SQ IN. As= 1.414 X A1= 775.4 SQ. IN. At = PITCH x GAGE = PHI x Pc = PHI x Vc = LOADING COMBINATIONS: #1 - DL + LL MAX SHEAR = MAX TENSION = 70.6 KIPS 11.5 KIPS/BOLT = 0 KIPS X LF = 0 KIPS X LF = COMBINED CONCRETE _ COMBINED STEEL = #2-DL+WL MAX SHEAR = 0 KIPS X LF = MAX TENSION = 14.24 KIPS X LF = COMBINED CONCRETE _ COMBINED STEEL = #3-DL+WL@BB MAX SHEAR = 0 KIPS X LF = MAX TENSION = 0 KIPS X LF = COMBINED CONCRETE _ COMBINED STEEL = 32.6 KIPS TOTAL 27.2 " 0.0 SQ IN 23.0 KIPS TOTAL p <r" `OK r"111""-, 0 SM 0.00 i0K.1 p`<_pK '7* 29.91< --`_OK 0.84 < OK:� �"... 0 0.00 0 00 - " Ali '. $' -v -# HUGHS FP (REV) Z . UNIT 1 - WINDPOST Fc = 2500 'PSI LAMBDA= 1.0 (NORMAL WT CONCRETE) PHI = 0.65 Fs= 60 KSI (A-307 BOLTS) APPROXIMATE'LOAD FACTORS DEAD LOAD + LIVE LOAD DEAD LOAD + WIND LOAD FACTOR <= 1.7 X 2 3.4 FACTOR <=..75 X 1.4 X 2 = 2.1 . (r \A=1150.10 SQ IN. B SI ' 2FFA IF �y11.�8*OxITSy DI�ATER� ��Q �1 � �S�u ttg s ���} s �3.`,''�i'k> e"-fJ1u �t nes,,'s>�k.P �€4t�y t r .' zt. t s !,' ✓ .-ahi < oi's Ft�owmmEA , .785 S � I SED f ®R � 1 �� ��r� �• . �«� a ,�N�� � �O1,�a i €?TE�TR,ENG ,, • TROT` AREA.SQ� (IJSED�fO„R#Sf EL ?l�y�NGTH�#- faay' � �(` 3�ijw'»., tit j t•��q E` a� '�� {, �+t>„2��G>�y'z�}� �i )iY'6rh.$'� y$����� �•Y^ � i � 1 ,t yk t .ty .Y e NOB TSy s�Z ROWSF�� r� 8 t LS•1���s ` a UT�1l:�#,, {, ��FF ��, k f nrts�DM � � � {1 �� �, lr�'�s`��et� G� � a nt�c�$ � � �f• f- .. � � s. ���n� �rx?3 � f� �t7Ud�:. �C' •e. Y'�1 �i"'rs 1' n 5�. .'meq>. i�I�"�7ii���`t���� �� � �9 _ U^�- {�.,. STEEL: Ps = . 29.8 KIPS/BOLT = 119.0 KIPS .TOTAL. . Vs =' 24.8 x 99.2 " CONCRETE: Al = 1180 SQ IN. As = 1.414 X Al= 1668.7 SQ. IN. At = PITCH x GAGE = 16.0 SQ IN PHI x Pc = 153.9 'KIPS . .` PHI x Vc = . 20.4 KIPS/BOLT = 40.8' KIPS TOTAL. LOADING COMBINATIONS: #1 -DL + LL MAX SHEAR 0.00 KIPS X LF MAX TENSION = 0.00 KIPS X LF = 0: t< •'�'+� its'+ y COMBINED CONCRETE 0.00 COMBINED STEEL = `0.00< #2-DL+WL MAX SHEAR 4.00 K S X LF = 8.404"<, MAX TENSION = 34.30 S X LF = ' 72.03 COMBINED CONCRETE= 0.40 �,OC COMBINED STEEL = 0.37 43-DL+WL@BB MAX SHEAR = 0.00 KIPS X LF 0.00Y�= MAX TENSION = 0.00 KIPS X LF = 0:00 f COMBINED CONCRETE = 0.00 �• COMBINED STEEL = 0.00 .�y Permit Applicant: JERALD JONES Assessor Parcel Number: 048-001-024 Permit Number: ' 95-2788 Date: 12/18/95 The above referenced building plans were reviewed by this office. Provide additional information and/or make revisions to plans, specifications and calculations as follows: 1. WAREHOUSE WILL ALSO STORE VEHICLES. ONE HOUR OCCUPANCY REQUIRED BETWEEN WAREHOUSE/OFFICES. DOOR AND WINDOWS TO BE ONE HOUR ASSEMBLIES. PINK LINE OF PLAN SHOWS OCCUPANCY SEPARATION. 2. CODE ANAYLSIS ON A3 INCORRECT. AREA INCREASE WOULD BE 5% FOR EACH FOOT BY WHICH THE MINIMUM EXCEEDS 20 FEET BECAUSE OF SEPARATION ON ALL FOUR SIDES. (SEC 506(A)3. HOWEVER BUILDING IS FULLY SPRINKLERED SO BUILDING MAY TRIPLED IN SIZE. MAXIMUM SQUARE FOOTAGE COULD BE 36000 (MAXIMUM TRIPED) PLUS 3600 (AREA INCREASE SEC 506(A)3.) = 39,600. TYPE II -N FULLY SPRINK- LERED. 3.' RETURN CORRECT PLOT PLAN AND FLOOR PLAN TO COUNTY HEALTH DEPARTMENT FOR APPROVAL. SHOW EXISTING LEACH PITS AND SETBACKS. SHOW WELL LOCATION. SHOW SIZE OF SEPTIC TANK AND LEACH FIELDS. PLANS SUBMITTED TO HEALTH DEPT AND BUILDING DEPT MUST BE SAME(IF BUILDING/DESIGN IS CHANGED AGAIN SUBMIT_T CORRECT SET.) 4. BEFORE RESUBMITTAL OF PLANS TO BUILDING DEPT PLEASE CLEAR UP ANY PROBLEMS REGARDING OFF SITE DEVELOPMENT WITH THE PLANNING DEPT. 5. OFFICE -AREA REQUIRES TWO EXITS. EXIT CORRIDOR MUST EXIT DIRECTLY TO OUT- SIDE OF BUILDING WITHOUT PASSING THRU INTERVENING ROOMS. EXIT ILLUMINATION AND SIGNS REQUIRED. SEC 3313 AND SEC 3314 UBC). 6. SMOKE DETECTORS ARE REQUIRED IN EXIT CORRIDER (SEC3305(G) EXC.5). 7. EXPLAIN "HYDRO ROOM". 8. EXPLAIN WHERE GASES ARE TO BE STORED. 9. ENGINEER'S STAMP ON PLANS EXPIRED 6/30/94. PLEASE UPDATE. 10. SUBMIT PLANS FOR FIRE SPRINKLERS. 11. MANDATORY ENERGY MEASURES TO BE NOTED ON PLANS AND DESIGNERS OF SYSTEMS MUST CHECK ELIGIBILITY REQUIREMENT. 12. EXHAUST SYSTEM REQUIRED FOR WAREHOUSE WHERE AUTOS ARE STORES (SEC 705) UBC OFFICES TO HAVE CONDITIONED AIR UNDER POSITIVE PRESSURE. 13. ALL 5/8 GYP BOARD IN BUILDING IS TO BE TYPE X. (FIRE RESISTIVE). - If you - wish to discuss any requirements, you may contact me at (916) 538-7541 between 1:00 P.M. and 4:00 P.M., Monday through Thursday. -2 - Permit Applicant: JERALD JONES Permit Number. ' * 95-2788 Assessor Parcel Number: 048-001-024 Date: .12/18/95 The above referenced building plans were reviewed by this office. Provide additional information and/or make revisions to plans, specifications and calculations as follows: 14. PROVIDE NAME..OF SPECIAL. INSPECTOR BEFORE ISSUANCE OF BUILDING PERMIT. HIGH STRENGTH BOLTING -FIELD WELDING. 15. PROVIDE SIGNAGE FOR HANDICAP ACCESSIBILITY. FOR BUILDING/PARKING/PARKING LOT/ RESTROOM DOOR INCLUDING BRAILLE. ALL REQUIREMENT IN CHAPTER 31 TITLE 24 OF CALIFORNIA BUILDING CODE. 16. PLEASE RETURN A COPY OF THIS LETTER WITH REFERENCES TO PLAN CHANGES.. 17. ENCLOSED IS ADDITIONAL LETTER FROM OUR PLAN CHECK ENGINEER, GEORGE KELLOGG. If you wish to discuss any requirements, you may contact me at (916) 538-7541 between 1:00 P.M. and 4:00 P.M., Monday through Thursday. MARTHA WHITNEY - PLAN CHECKER Permit Applicant: Hughes Fire protection Permit #95-2788 Date: 12/18/95 The above referenced plans were reviewed by this office. Provide additional information and/or make revisions to plans, specifications, or calculations as follows: 1. Provide required revisions and/or explanations for the red marked portions of plans . and calculations. 2. Soils maps of the proposed project indicate the site soil may have expansion potential. Verify whether soil is expansive and modify design accordingly. 1 COMMERCIAL PLAN CHECKING GUIDE (1991) U.B.C. OWNER: J eact(t <J6yUb BUU_DING PERMIT NUMBER:I J� t -7 b PLAN CHECKER: 1 V `' ASSESSOR PARCEL NUMBER: Qq_ 00, 02 A. GENERAL: X Zoning requirements, Planning approval. 2. Valuation. 3. Plans signed by engineer or architect. 4. Proper description of work on application. 5. Existing violations on property. 6. Items on data sheet. (W.C., fees, Health, Developer Fees, License law, etc.). 7. Improvements or drainage, Land Development approval. B. PLOT PLAN: 1. Complete parcel size and dimensions. 2. Setbacks, sideyards, easements, etc. 3. Other buildings or structures. 4. Grading, fills, drainage. 5. Flood hazard. 6. Special conditions on creation map, (noise, C.D.F., fire sprinklers, non-combustible, and foundations). 7. F.A.U. & F.A.S. road setback. " 8. Building or utilities across lot lines (Lot Merger). C. OCCUPANCY REQUIREMENTS: Building use Occupancy Groupe Type of Construction I I AJ Il• Building floor area 12,705 .Occupant Load Basic allowable floor area 12, 000sq. ft. Total ,allowable floor area Basis for increase Jt C' 5o(D CC) Compliance with specific occupancy requirements (Chapter 6-12). 2. Occupancy separations (Section 503). Area separations (Section 505). Firewalls due to location on property (Section 504). Maximum height requirements (Section 507). fd Draft stops (Section 3205). ® Ventilation and special hazards requirements (Chapter 6-12). ® Automatic fire sprinkler system (Chapter 38). Fire alarm systems (09 Sections of Chapters 6-12). Mechanical code requirements (Grease hood w/fire sprinkler system - Chapter 20). Environmental Health Review - (a) Restaurant Act. (b) Commercial Pool, (c) H Occupancies. 12. Smoke detection system. 13. C.D.F. or S.F.M. Plan Review. 14. Electrical Code Requirements (Medical - Article 517, Assembly - Article 518, other 500's). © Physically handicapped requirements (Title 24). 16. Wholesale Food Manufacturing (Plans to state DHS/FDB). TYPE OF CONSTRUCTION REQUIREMENTS: Roof covering requirements (Section 3203). Parapet walls (Section 1710). Toilet room floors and walls (Section 510). �V Guardrails (Section 1712). Detailed types of construction requirements (Chapters .17-22). Proper roof pitch for roof covering (Chapter 32). '2! Attic access and ventilation (Section 3205). Mav 1995 3.4 �/. Attic access and ventilation (Section 3205). Roof drainage (Section 3207).e1 S P- Skylights (Chapters 34 and 52). 16. _ Stages and platforms (Chapter 39). Interior wall and ceiling finish (Chapter 42). 12. Fire resistive requirements. Walls, floor, ceilings, penetrations (Chapter 43). Wall and ceiling covering installation (Chapter 47). Glass, glazing, Human Impact - Safety Glazing (Chapter -54). Foam Plastic (Section 1713). E. STAIRS EX1TS. AND OCCUPANT LOADS: General Exit Requirements (Section 3302 & 03) (Post occupant load, etc.). Number of exits, width and locations (Section 3303). Doors (Section 3304). . Corridors and exterior exit balconies (Section 3305). Stairways, rise and run, width, winders, and construction (Section 3306). Horizontal exit (Sectional 3308). l7/ Exit and smokeproof enclosures (Section 3309 & 3310). Exit signs and illuminations (Section 3313 & 14). /9� Aisles and seating (Section 3315 & 16). ,1(� Exits for occupancy groups A-E (Section 3317 & 3320). Floor level exit signs (Title 24, Section 3314). F. MISCELL OUS RE UIREMENTS: Masonry chimney (Chapter 37). Veneer (Chapter 30). S ecial Inspection per U.B.C. Section 306. a) High Strength Bolting. Field Welding. C) Masonry (full stress). d) Concrete (f'cv2500psi). Special Certifications - Mill Certificates. Expansive soil - Special design. ie Cut/Fill slopes, compaction tests, grading. Noise App. Chapter 35). requirements (Planning, meg/ Weld electrode, welder certificate. G. ENGINEERING RE UIREMENTS: Complete calculations, correct design criteria. .-2. Complete shear transfer details, roof to foundation. `3 - Complete structural material specifications. -<' Shear wall anchorage based upon wall shear. `5" Roof diaphragm chord, collector, drag struts. ,161 Combined tension and shear @ steel RF anchor bolts. f7l"' Braced roof and wall bays. H. OTHER: 705-2, I H� occ May 19/w 5 idro K R 3.5 SPECIAL INSPECTION NOTE In adttztion to the inspections required by the -Uniform Building Code Section 305, a Special Inspection is required on this building in accordance with the Uniform Building Code Section 306. Duties and Responsibilities of the Special Inspector. 1. The special inspector shall observe the work assigned for con- formance with the approved design drawings and specifications. 2. The special inspector shall furnish inspection -reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction,. then, if uncorrected, to the proper design authority -and to -the building official. 3. The special inspector shall submit a final signed report to the Building Department stating whether the work requiring special inspection. was, to the best of his knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of this code. 4. The special inspector shall advise the contractor that Building Department called inspections cannot be delegated to him, so inspections must also be made by Butte County. 5. Any change in special inspection firms made after permit issuance shall -be approved by the Building Department prior to the new firm performing any inspections. 6. Special inspections are in addition to the regular inspections performed by Butte County Building Department. County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures, covers .or otherwise prevents proper special inspection. Special inspection is required for the following items: ❑ REINFORCED CONCRETE (TAKING OF TEST SPECIMENS, PLACEMENT OF REINFORCING AND PLACING OF CONCRETE) C] STRUCTURAL MASONRY dHIGH STRENGTH BOLTING ❑ WELDING ❑ BOLTS INSTALLED IN CONCRETE ❑ OTHER LAND DEVELOPMENT BUILDING / ENVIRONMENTAL HEALTH - PERMIT CLEARANCE Building Permit No.—IL OWNERS A.P. Q" NAME: e -S: ---P.r-C?- I I NUMBER:— PRINT LAST NAME FIRST n.. L,) COUNTY ZONING `� DESIGNATION: %t'f FLOOD ZONE: X FLOOD MAP: 01 IJ 'APPROVED: CONDITIONALLY APPROVED: RESOLVE PROBLEMS PRIOR TO APPROVAL: PARCEL CREATION BY DEEDS OR MAP DEED INFORMATION: DATE OF CREATION: DEED REFERENCE: LEGAL ACCESS PROVIDED: YES NO LEGAL ACCESS REQUIRED: YES NO COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: YES NO COMMENTS/CONDITIONS: MAP INFORMATION: ,..:DATE OF RECORDING LOT BOOK 9-3 PAGE G COMPLIANCE WITH OLD SUBDIVISION LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17 OF MAPS AT PAGE 23): YES NO. IF YES, MARK APPROPRIATE ITEM(S) BELOW: A. Construct road to B. Meet parcel size required by zone. C. Meet current E.H,D. requirements. CHECK SPECIAL CONDITIONS WHICH APPLY TO MAP: ALL FEES TO BE PAID TO THE BU/LD/NG DIVISION UNLESS OTHERWISE NOTED. 1. Maintain a 50 ft. building setback from centerline of road. _ 2. Maintain a ft.building setback from right-of-way/centerline of 3.. Maintain a 100 ft. leachfield setback from all existing wells. X 4. Maintain a /SU ft. Ieme-4 s tback from A0W>T/N(, t/ennchL. L ey;t _ 5. Pay water tender fees in the amount of $ to Battalion Number of the Butte County Fire Department. )0 6. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290. 7. Connect to a public water supply. 8. Connect to a public sewer system. _ 9. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance with the National Fire Protection Association Standard for the 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 Fire Department specifications, serves the parcel. 10. Pay T.D.D. (Thermalito Drainage District) fee in the amount of $ .11. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. (See phone number below) _ 12. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish & Game at 916-355-7010. _ 13. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $ as stated in the Oroville Area Traffic Mitigation Fee Agreement. Payment to be made to the Pknrxkg Dh slon. _ 14. All new residential buildings shall be constructed to comply with the requirements of the Uniform Building Code for seismic safety. Mobile homes shall be constructed on a permanent foundation system which complies with the Seismic Zone 3 requirements of the Uniform Building Code. — 15. Deep Mitigation fees are to be paid, if such fees have been adopted by the Butte County Board of Supervisors. X 16. Pay school impact mitigation fees. %# X 17. A development impact fee for sheriff facilities shall be paid pursuant to the provisions of Chapter 3, Article II of the Butte County Code. _ 18. 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. • +`. — 19. If any cultural resources are encountered during ground disturbing activities,. all work shall cease in the area of the find pending examination of the site by a professional archaeologist. This person would then be able to assess the site significance and suggest appropriate mitigation measures. � 20. P�1 Q� /�v�y�r�.4,✓ P/kief /W (G IA1157 21. PG�h 1+—Aly2- S106yT�v� 22. 23. 24. 25. AIO iMdonna awi 3.LLng 40 AiNI100 5661 8 0 A O N C13AI333H LD 9/95 - CAWP51 \FORMS. K\BLDGPERM.CLR .. BUTTE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT HAZARDOUS MATERIALS AND EMMISSIONS QUESTIONNAIRE (A Building Permit cannot be approved without this completed form.) BUILDING PERMIT NUMBER u APN Firm Name✓��-��� f/L� f�i�c.o�� Address Nature of Contact Person j ZA- s Phone # X5'3 -v."/a 1. Does your business or that of your tennants handle, store, or transport hazardous materials? M NO 11 YES NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human health and safety or to the evironment if released into the the workplace or the environment. "Hazardous Materials" include, but are not limited to, hazardous chemicals, hazardous waste, paints, oils, lubricants, fuels, flammables, combustibles, corrosives, gases, and any material which a handler or the administering agency has a reasonable basis for believing to be injurious to the health and safety of persons or harmful to the environment if released. 2. Do you or will your future tenants handle store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at standard temperature 4 pressure), or formulation containing hazardous material? NO 1:1 YES 891-2727 If you answered YES to 1 or 2, contact the Butte County Environmemtal Health Department (916 hvi) for a review of the project. 3. .Is the business/facility/operation to be located within 1000 feet or the outer boundry of a school or school site? a -NO ❑ YES IF YES, name of school. 4. Does the business/facility/operation have the potential to emit any air pollutants; e.g., dust, soot, odors, fumes, vapors, or other volatile compounds? fel NO ❑ YES IF YES, contact the Butte County Air Pollution fontrol Distr' t (g�82) for permit requirements. Owner or'Authorized Company Representative BCEHD BCAPCD !!MW.A� The applicant has t or is meeting1he applicable requirements of Section 25505, 25533, and 25534 df the Health and Safety Code and the requirements for a permit from the Butte County Air Pollution Control District. 0 1:1 The Above Regulations Do Not Apply To This Facility. BCEHD Signature Date BCAPCD Signature Date WHITE- Building Dept 0 YELLOW- Env. Health 0 PINK - APCD 0 GOLDENROD -Fire Dept. NON-RESIDENTIAL BUILDINGS ENERGY CONSERVATION STANDARDS Statement of Intent for Non -Heated and/or Non -Air Conditioned Buildings I, N�PR ?4 , owner of the building to be constructed as a (pleas print) under at S?1OV-8-O/0-ozz (bldg.permit no.) (location) hereby certify that• I do not intend to htat or cool this building in such a manner as to be subject to other than the mandatory sections of the State Energy Requirements.. I understand that if I do heat or cool this building in the future, that I will be subject to the energy requirements in effect at that time. I understand that if I change the use or occupancy of this building in the future, that I will be.subject to the energy requirements in effect at that time for that specific occupancy. I also understand that if I become subject to the energy requirements in the future, it may be necessary .to redesign and/or alter (1) the building envelope, (2) the insulation requirements of the heating, ventilating, and air conditioning systems, (3) -the heating, ventilating, and air conditioning equipment, (4) the service water heating, and (5) the lighting of the building to comply with the regulations. I understand that any of the above changes will require me to obtain the necessary permits, inspections, and approvals from the Butte County Building Department. Signature of Building Owner Mailing Address • Telephone No.lJ' ®/!a Butler Manufacturing Company 7440 Doe Avenue Post Office Box 1590 Visalia, California 93279-1590 Phone (209) 651-5355 November 1, 1995 Mr. Andy Wood North Valley Ready -Mix Chico, CA -To Whom It May Concern: Unit 1: 100 x 75 x 16-4 MRF 1/2:12 Unit 1A: 12 x 41 x 15-4 WX 1/2:12 Hughes Fire Protection Chico, CA BMC Order No. 95-073402 & -403 Bldr. Order No. 95-70 Please accept this letter as our certification that the Butler Mfg. Co. (an RISC Class MB Certified Fabricator) components of the subject building, when ordered in accordance with Butler standards, will be designed in accordance with the 1989 Edition of the AISC Specification for the Design, Fabrication and Erection of Structural Steel and the 1986 Edition of the AISI Specification for the Design of Cold -Formed Steel Structural Members. The basic loads of the subject building meet or exceed the County Climatic Data as published in the 1986 Edition of the MBMA Low Rise Building Systems Manual. Loads applied to the subject building are in accordance with the 1991 Edition of the Uniform Building Code. The subject building is designed to carry a basic roof live load of 20 pounds per square foot and a collateral load of 2.0 pounds per square foot in addition to the dead load of the structure. Components are designed for reduced roof live loads in accordance with Section 2306 of the Uniform Building Code. Roof live load for each component is based on the following schedule: Tributary Loaded Area (Sq. Ft.) Design Live Load (p.s.f.) 0 to 200 20 psf 200 to 600 16 psf Greater than 600 12 ,psf The building is designed for a basic wind speed of 80 M.P.H. applied in accordance with the Uniform Building Code as described in Evaluation Report No. 4018. The building is designed for Seismic Zone 3 in accordance with Section 2330 of the Uniform Building Code and importance factor 1.0. Load combinations are in accordance with Section 2303 (f) of the Uniform Building Code. These Butler Components, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the above loading requirements. The design of this building for wind load assumes that doors not supplied by Butler are designed to sustain the same wind pressures and suctions as the walls in which they are installed. This certification does not cover field modifications or design of materials not furnished by Butler Manufacturing Company. Components for this building will be produced in one or more of Butler Manufacturing Company's facilities located in Annville, PA, Birmingham, AL, Galesburg, IL, Laurinburg,.NC, San Marcos, TX and Visalia, CA. All listed facilities are Category MB certified by the American Institute of Steel Construction. ially you s, Co4Shawn J. Harder, P.E. Project Engineer BUTLER Butler Manufacturing Company 7440 Doe Avenue Post Office Box 1590 Visalia, California 93279-1590 Phone: (209) 651-5355 Fax: (209) 651-5370 January 11, 1996 Mr. Andy Wood. North Valley Building Systems #11 Three Sevens Lane Chico, California 95973 RE: Hughes Fire Protection Warehouse Building and Endwall WX Chico, California BMC #95-073402 & -073403 Mr. Wood: Kindly forward to the Plan Checker the following responses to his plan review of this project. Absent an itemized checklist, the responses are in the order of the comments on the plans and calcs which you photocopied and faxed to this office. A copy of your transmittal^is included for the checker's reference. len�1. Specification of identification system for structural steel.... This item is 'being addressed by David S.:Dayton, P.E., Engineering.Services Manager, under separate communication. tem 2. Submission,of identification system for structural steel� .... Same response. as in item L Item 3. Location =of welds from calcs ... . Shop drawings which include welds are submitted herewith on sheets -08; -08A, -08B, & -08C: It�4Many of the details &const. info. from talcs are not present on plans ...... Same response as in .item 3. Additionally, :revised sheets. -02A and -02B are submitted herewith to key beam -column splices to appropriate sections of the. splice design section of the design data .initially submitted. Mr. Andy Wood January 11, 1996 Page 2 lKe m S. (Design Data Report p. 12) Labeling of purlin ASTM designation required. Same response as in item 1. heml (Design Data Report p. 14 & 16) Labeling of ASTM designation required Same response as in item 1. Item 7. (Design Data Report p. 23) Overstressed? [girt design]. Butler Manufacturing Company Engineering Standards establish 1.030 as a stress ratio limit. A copy of the Final Frame Design Cover Sheet is included. Very t ly yours, Shawn J. Harder, P. E. Project Engineer file: BMC 95-073402 & -073403 Q� ESS/®,y AY yq C 34763 Z EXP 9i30/99 `P�qT CI<VIl1- OF CA`v�® RUN OPTIONS AND INFORMATION SOURCING PLANT 04 — VISALIA QUANTITY OF LIKE FRAMES 2 03 OPTIMIZATION MODE AUTO—PART GEN STRESS RATIO LIMIT s 1.030 GLOBAL YIELD STRESS 50. ksi DEFLECTION LIMITS s HORIZONTAL — H/ 5^ VERTICAL — L/20i MODIFIED WEB SHEAR NO REPORTS SELECTED : STANDARD REPORTS CONTROLLING STRESS REPORT MATERIAL SUMMARY REPORT DEFLECTIONS AT ANALYSIS POINTS Ly CONTROLLED BASED ON ALL SECONDARY LOCATIONS 10-11-95 PLATE SELECTION LIMITS FINAL F R A M E DESIGN — C 0 V E R S H E E T Flange width : DATE: 10/30/95 Flange Thick : 0.000 0.000 Web Thickness: CADDS TIME: 06:18 PM ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 073402 BUILDER — NORTH VALLEY READY—MIX BLDR ORDER # 95-70 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME — HUGHES FIRE PROTECTI ENGR GRP — Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 1 DESCRIPTION MRF 100'-0" 16'-4" 20 PSF 80 MPH UBC* 91 .500 TO 12 RUN OPTIONS AND INFORMATION SOURCING PLANT 04 — VISALIA QUANTITY OF LIKE FRAMES 2 03 OPTIMIZATION MODE AUTO—PART GEN STRESS RATIO LIMIT s 1.030 GLOBAL YIELD STRESS 50. ksi DEFLECTION LIMITS s HORIZONTAL — H/ 5^ VERTICAL — L/20i MODIFIED WEB SHEAR NO REPORTS SELECTED : STANDARD REPORTS CONTROLLING STRESS REPORT MATERIAL SUMMARY REPORT DEFLECTIONS AT ANALYSIS POINTS Ly CONTROLLED BASED ON ALL SECONDARY LOCATIONS 10-11-95 PLATE SELECTION LIMITS Min. Max. Flange width : 0.000 0.000 Flange Thick : 0.000 0.000 Web Thickness: 0.000 0.000 Flanges Un -Balanced -- MEMBERS 1,2,3,4,5,6 11 01/10/96 07:08 FAX 916 345 5046 NORTH VALLEY RM 444 BUTLER -ENGINEER Q004 FIELD WORK SUMMARY INTERMEDIATE FRAME FMD034 i7ElA IOCoT HOLES 04 ENONALL POST FOR FELD LOCATED Cwt CONT t&A WALL SECONDARY MOODS FIELD LOCATE HOLES IN EAVE STRUT FOR DOOR POST CONAECnON. MGM FIELD CUT AND LOCATE HOLES N DOOR POST. FW0015 FELD WORK GRI CHANNEL AT CORNER BUILINO CONOOIOIL COVER DRAWING NOTES - STANDMD NSTEs: 000001 OOLLaW ATp(i RAATE 7610 TO THE WEB OF AN NTERIIEDNTE FRAM CW= PARTS SHOWN MY 6E UPGRADED DUE TO STAR0M0QE0 FA M4. REFER TO TNI SHwPNC M40 w FOR POBSTaE SUBSnm6RICAT COOOOS WM VOIDS APPLED Kit WM RESEARCH REPORT 1016. . COODIO MAIUMOESIG11A M ASTM ------- � --__-_-------- STRUCTURAL 9TIEl PIATE A-619 FY- S0M yMp� y0)) ---_ jj OF BRANC D f& 90 A-976 FY- s!K$I (C�RAKE 69j mtACE R 3 LEss A -lab TMA GT J t' O Q./,�„ ,�) ►= G L BRACE RODS R * 1972 GRADE so an caEAIER`•�PF.�1 FRE ROLLED Yu S S A-30 A -On n. 0414 n•30®1� F AND WALCATH PANE A-{{0 WIAOE �d aR aRG1 S (- r 1S A-301 AND A -us -,.JT1 F, c.,TTow S-'ruf EM To ,DODt1 rices STRENGTH a0L7NG: MICHSTR A-3 ��1 = cow rOs m TSD D LS0 0 S AI�E S iHE�MFr &a THE UTS "DSPIECM N E THE tort►, or THE AbC Foa aarTs usa,0 ASTM A379 oa MD ISI ORn w , T" - L) IN "G 27.71 (b) MID irs�wTT►r,�IEEBE S,D Tau�IIOppDr.a Tw►A�ulEa �al°IE� ASSIRE P 110MTNE599i:[ W6TALLA7NDOF A -7h, INXT OAATA,D D- SOBDZ , -� kISG CoOi: uF SafQ•FP�f, LCa10 `"i. OROUP W-301 ~ f100013 IF THESE ARE SEAL®ECSEAL MPLR3THESSF�D0T�p1 O ME THE SEAL OCFOF R'FORRHNP� r- Por_kP{l2v %jkT - 'A -c=. . �- � �, .fit J '( - � � 5 t"� i.. 1�� T . i /` � L �:: -i �G � �► �� r-.� , N(4. Nc3 %' �RAWINu PROVAL Ac F6I Ho- 100X75X16 LIRF CRSw v IDATE: 10=95 READY -MIK HU(iNE CHIC0, PROTECTION FIRE 20j LL + 2/CLL COVER DRAWING SRAVNO MAMEW 1 80 MPH UBCf91' SEISMIC ZONE 3 1 ID 95-073402-00 1 00 01/10/96 07:08 FAX 916 345 5046 NORTH VALLEY RM BUTLER -ENGINEER lih 005 3 41B A -- BUTLER MANUFACTURING COMPANY ENGINEERING DATA CUSTOMER: HUGHES FIRE PROTECTION LOCATION: CHICO, CA BUILDER. NORTH VALLEY READY -MIX BUILDING SIZE UNIT 1: 100X75XI6-4 MRF 112A2 UNIT 2: GMC ORDER NO.: 95-073402 BUILDER ORDER NO: 135-70 DESIGNER: SHAWN J. HARDER, P.E. DATE: 1111i95 TA13LE OF CONTENTS UNIT I DESIGN CRITERIA.' DI SPECIFICATIONS: I ROOF SECONDARIES: 5 WALL SECONDARIES: 13 ENDWALL STRUCTURALS: 17 LONGITUDINAL BRACING: .24 WALL PANEL: 26 ROOF PANEL: 27 FRAME DESIGN: Fl FRAME CONNECTIONS: 81 sP' .. r; ... .,: ... • .. .-. of ... .. :.r.:r _.t5'. •;�i.:+';y� ..�: j, �. ..fah,-:. : -:.--.....:. •• _ . J••I 1 't �. M1V.. • •, ;;4r3 wom _--...--------------------------------- ------ -------- a:/ f<--�3,S;:i 'l�,a�j+ zl�',ww't.cR.F'.3'.. ' v;b .arY' , y�, •- .. :�2 .L.. N Y :' ' - •�.yi:_ •: �; •• .3- _1M .. .:G l:•, ..•:�••t!Q}r.,1�M% ,.".t • - .{� S.:�:: �'�:i. $?�:: • �,'Q: `.. Fy RAD �A3S _ 0�30/95`r • .. :• 4 • D 8 S I -G 'N' D •A"T'A 'Rt -l':7'07-2. -T' PD120DDSN F • `rSMBa`vOS�aY7',PM -' 1-02-01 ROOF a?RUCTORALS BIGHT SLOP= sURLINB'• PAGE 12 . 'ORDER'wt 0.73402 BUILDER - NORTH VALLEY READ? -MIH ..._--- BLDR'ORD8E • 95-70 BLDR•ACCOUNT 0 20-04-007-90 BLDR,,COMTACT. _•AHOY WOOD. HLDR PHONE ♦ 916-345-7296 PROJ,NAME - HUGHES .FIRE 'TROTSCTI $NOR GRP - Visalia 'COMPLEX -'-.HD: (TYPE) (WIDTH)• (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 'UN24A• 1: BLDG DESCRIPTION MRF 100' 0' 75' 0• 164 •4" .20 PSF- 80 MPH UHC* 91 0.900:12 .SBCTION'PROPERTTSS (ACTUAL BURNISHED PART) _--...--------------------------------- ------ -------- ------------------------------ ----- ---- --- -----+ SAY BART LENGTH DEPTH THICK MINTHK Fy FLG RAD LIP AREA IX IY NUMBBR' NUMBER (IN) (IN) (IN) (IN) (RSI) (IN) (IN) (IN) (INtt2) (IN&t4) (INtt4) i•--- --- ----- ----------------------- -------------- ---------- •----�----..___.....�--_.._--_.�_-- -....-�--------------+ /. 1 0530636 323-4 6.00 0.064 0.064 55.00 2.63 0.26 1.06 0.96 9.33 1.90 2 0530636 323-4 6.00 0.064 0.061 55.00 2.63 0.2S 1.06 0.96 9.33 1_90 3 0530637 323-4 8.00 0.070 0.068 55.00 2-63 0.25 1.13 1.05 10.27 2-16 1402881 MINTER = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY - + -------------------------------- --------------- --- --- ---------------------- ------------- -------- ---------- MAY ttttetw6ttt SHEAR COMBINED AXIAL a BENDING ♦tt'r'tµtt t.1 COMBIHSD SHEAR 6 BENDING •rt STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CS" LD XC ACTVC ACTMC CSRC LD ACT ALLOW +----------------------"---------------------------------- ---- .Y.._-__-------------_ --'-------------- ---------^--_+ 1 22.0 -1-.5 3.0 0,514 1 22.0 -59.4 68.8 0.00 16.10 0.864 1 22.0 -1.5 -59.4 1.0 1 6_2 2• 23.0 -1.3 3.0 0:432 1 23.0 -54.1 68.0 0-00 15.90 0.795 1 23.0 -1.3 • -54_1 3 1 12.7 3 1.0 1.6 3.9 0.422 1 14.7 66.1 77.1 0.00 15.40 0.883 '1 1.0 1.6 -67.2 0 93 1 5.7 NOTBBz XV = DISTANCE (FEET) FRO14 LEFT SUPPORT TO POINT OF CRITICAL SHEAR ;.ACTV -CRITICAL SHEAR (KIPS) _...ALLV ALLOWABLE SHEAR (KIPS) i r].�r� CSRV.- COMBINED STRESS RATIO AT CRITICAL SREAR (fib( �� XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACI'N : _ •CRITICAL MOMENT ( IN -KIPS) 1 kk ALLV_'.■ ALLOWABLE MOMENT (IN -RIPS) jy M ACTA = ACTUAL AXIAL FORCE (KIPS) �l)2i.(I. ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT- - -- CMB::.- COMBINED STRESS RATIO AT CRITICAL MOMENT (t indicates overstress condition) ?,ie�CGt%tk�lur� �....._ XC... .=.DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (RIPS) AT COMBINED LOCATION f .•T- ACTMC - MOMENT (IN -RIPS) AT COMBINED LOCATION CSRC---.- COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (• indicates•overatzaee condition)• LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (RIPS) DUE TO WIND LOAD ALLOW - ALLOWABLS,AYIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND 9 0 a to r 0 w Cn en 0 4a O - � a'. .w,.- r c .- _ _ a -c - _ '�f. S •-i, ..ay3%�`' _.rii1. f: ,�.�� r•,7.Y,';�i�•�ym _. ., Y.,�.F:. rsi:.'1;.:.`.,'.:x•• •�.••�i.. � "+s'- _ ':Rr'.y.. '` :;J•a.a. _ ffi'-.. '.Ra .. Cc_ .J .. " p .. ATSa _ '.D•:S"P I.4 a D A T A 3t:.E:Y'O�B.T :.PD1200DSN r •/.3A/9S _1-'03-e1'$IDSWAlLS STRUCTOtRALB' LEFT SIDBWAL16 GIRT9 PAQ8 14 .,90RDER PS '.07.3402 BUILDER ; -NOMM VALLEY :RRADY-MIX ELDR ORDER $ 94-70 .aLDR.,ACCOUNT-20-04-007-90 p =DR ,ZONTACT,-.ANDY WOOD, HLDR PHONE -# 916-345-7.296 2ROJ NAME - RUCHES FIRE PROTECTS 'SNOR ORP - Visalia. .T.OKP7.Y8:-„NO (TYPE) •(i4IDPH) (LENGTH) (SSIOHT) (LIVE) (MIND) (CODS/YEAR) '(SLOPE) p MUI446 a BLDU.BESCRIPTION .*RF 100' 0• 75' 0' 161 4'' 20 PSF 80 MPR 'UBC* 91 0.500s12 -4 ' OD -SECTION PROPERTIES (ACTUAM FURNISHED PART) T------------------------------------ --------------------__---_------__---+ � :33AY PART ]SHUTE DEPTH 'THICK MLNTRH FY 3'LG RAD LIP AREA IX my pd ImimSR NUMBER- (IN) (IS) (IN) (IN) (RSI) (IN) (IN) (IN) (INww2) (IN* -4) (IN -*4) _- -_-�-__-..-�-..-----_.�--r_--_------__-_...�._.r.r- - _-_�-_-___---_----------------- --------t co .1 0530636 323-4 X5.00 0.064 0.061 55.00 2.63 0.25 1.06 0.96 9.33 1.90 � aro 2 0530635• 323-4 / 0.00 0.060 0.060 55.00 2.63 0.25 0.75 0.06 0.35 1.40 w 3 0530636 323-4 0.00 0.064- 0,062 55.00 2.63 0.15 1.06 0.96 9.33 1.90 p cn 110TSSs MINTHB n MINIMUM ASSIGN THICKNESS en p DESIGN DATA SUMMARY (MAXIMUM CONDSTIONS SHOWN) ____-_--_-_•_--------- ------- ----------- ------------- _------------_-_�_r BAy warwrww+a www SHEAR +wa+wwrrwwww wrwwiwr+awa 8$NDINO wwwarrwr+r ayaw ww COMBINED SHEAR 8 BENDING +++ww 'NUMBER XV ACTV ALLV •CSRV LD XM ACTM ALLM CSRB LD XC ACTVC ACTMC CSRC LD '.-_------------------------------------------- ----------------- ----------_--------------------------- 1 22.0 -1.4• -4.0 0.366 2 0.6 -54.6 64.2 .e" 2 22.0 -1.3 -51,3 0.423 1 2 23.0 1.2 3.3 0.371 2 23.0 -46.4 74.3 0.6251 1 23.0 -1.1 -46.4 0.493 1 3 1.0 -1.-5 •4.0 0.391 2 14.7 -64.0 64.2 0.997 2 1.0 1.4 -57.7 0.522 1 p NOTES! X7 DISTANCE FROM TO 7t7 (FEET) LEFT SUPPORT POINT OF CRITICAL SHEAR 1 ACTV - CRITICAL SHEAR (RIPS) ,..... .ALLV -ALLOWABLE SHEAR (RIPS) 1..��`�� v� r CSRV = COMBINED -STRESS RATIO AT CRITICAL SHEAR (w indicates overstress condition) Xx a DISTANCE (FRET) FRO LEFT SUPPORT ACTM a CRITICAL MOMENT (IN. -RIPS) TO POINT OF CRITICAL MOMENT r�1 ALLM ALLOWABLE] MOMENT CORD f•COMBINED STRESS RATIO AT CRITICAL MOMENT(w indicates overstress condition) XC - DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL CONBI14ZD SHEAR AND BENDING �� :ACTVC = SHEAR AT COMBINED LOCATION 1 y ::.ACTMC - MOM$NT.AT.COMBINED •LOCATION' ' -• •-• 1 CSRC r CONBINED•STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (• indicates 0V0r8trle8 condition) by LD ■ CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK 'DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) ,�.____---'----"---- ------------------------------f _.SAY ♦araaaaaaa*a SNEAK BENDING aaa+aaaaaaaaaa a• COMBINED SHEAR b BENDING *awaa 'HUMBER YV ACTV ALLY CSRV LD XN ACTM • ALLM Se'x9 LD YC ACTVC ACTHC CSRC LD �'-_----�-__-- ---------»._ _^- ----------------------------------------------- '1 22.0 1.4 4.0 0.366' 2 8.6 -55.6 64.20. 6 2 22.0 -1.3 -51.3 0.423 1 2 23.0 1.2 3.3 0.371 2 23.0 -46.4 74.3 0. 225 1 23.0 -1-1 -46.4 0.493 1 3 1.0 -1.5 4.0 0..391 2 14.7 -64.0 64.2 0.997 2 1.0 1.4 -57.7 0.522 1 NOTF(Ss 8V = DISTANCE (PEST) FROM LEFT SUPPORT TO POINT OF CRITICAL SHS µ r ACTV CRITICAL SHEAR •(KIPS) AILV ALLOWABLE SHEAR (RIPS) • •CSRV s COMBINED STRESS RATIO AT CRITICAL SHEAR' -•(•+ indicates overstress condition) XII ' _ 'DISTANCE (FEET) FROM LEFT SUPPORT TO .POINT OF CRITICAL MOMENT' j►�_b, `I !_-� ACTH CRITICAL MOMENT (IN. -RIPS) AILM = ALLOWABLE MOMENT (IN: -RIPE) CORE °-=.COMBINED STRESS -RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC •-• ='DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED 'SHEAR AND BENDING gal ACTVC - 8HEAR' AT COMBINED LOCATION ACTMC- =•MOMENT AT COMBINED LOCATION CSRC" a COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (• indicates overstzess condition) LD ■ CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK 0 N 0 oe D�•4 w r o w A - w CA O rP O) z 0 z � C r I Q G7 > >ammii.-am.430/95. " i' • `, D 4; S I +G 'M D -A T 'A 6R B P 'O R 'T W11120'DDSN "`TZMBx. 706zi2.7 WM ' ,'. ' . ` 1-0-01 -BIDFWALL 'STRUCTURAL8 41tIGHT SIDEWALL GIRTS PAGE 16 ORDER +4- '07340.2 ZUILDER - I108SH VALLEY'READY-MI-X BLDR ORDER 0 95-70 Yom- SZDR ACCOUNT 11 :20-04-007-90 -,,,SZVR-'CONTACT - 41MY WOOD BLDR PHONR * 91$-345-7296 PROD RAMS - HUGHES FIRS PROTECTI HUGH ORP -- Vi•ealiA 'COMPI.7X - 370 ;(TYPE) ('WIDTH) {LENGTA) •(REIONT) (LIVE) (WIND) (CODE/YEAR) (SLOPS) 'UNIT'* 3 03L'DO `DESCRI•PTION MR8 100" 0" 75" 0' 16' 4' 20 PSr 80 MPH ------- UBCa 91 0.500112 'SECTION -PROPERTIES -t-ACTUAL FURNISHED PART) }.--- --- ----_------------------ ------------------ ...._.------- ..---- --------------------------- -------_-_--+ `.BAY PART LENGTHY 'DEPTH THICK HINTHK FY PLGRAD LIP ARBA IH IY '41UNBER NUMBER (IN) (IN) (IN) "(IN) (RSI) (IN) (IN) (IN) (INaa2) (IN --4) (IN -*4) +- ------..-_------------------------------'----------------- ----------------------------------------- 1 0530636 323-4 8.00 0.064 0.061 55.00 2.63 0.25 1.06 0.96 9.33 1.90 2 0530635 323-4 6.00 0.060 0.060 55.00 2.63 0.25 0.75 0.86 0.35 1.40 3 0530636 323-4 e.00 0.064 0.062 55.00 2.63 0.25 1.06 0.96 9.33 1.90 NOTESs MINTHR ■ MINIMUM DESIGN THICKNESS 'DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) ,�.____---'----"---- ------------------------------f _.SAY ♦araaaaaaa*a SNEAK BENDING aaa+aaaaaaaaaa a• COMBINED SHEAR b BENDING *awaa 'HUMBER YV ACTV ALLY CSRV LD XN ACTM • ALLM Se'x9 LD YC ACTVC ACTHC CSRC LD �'-_----�-__-- ---------»._ _^- ----------------------------------------------- '1 22.0 1.4 4.0 0.366' 2 8.6 -55.6 64.20. 6 2 22.0 -1.3 -51.3 0.423 1 2 23.0 1.2 3.3 0.371 2 23.0 -46.4 74.3 0. 225 1 23.0 -1-1 -46.4 0.493 1 3 1.0 -1.5 4.0 0..391 2 14.7 -64.0 64.2 0.997 2 1.0 1.4 -57.7 0.522 1 NOTF(Ss 8V = DISTANCE (PEST) FROM LEFT SUPPORT TO POINT OF CRITICAL SHS µ r ACTV CRITICAL SHEAR •(KIPS) AILV ALLOWABLE SHEAR (RIPS) • •CSRV s COMBINED STRESS RATIO AT CRITICAL SHEAR' -•(•+ indicates overstress condition) XII ' _ 'DISTANCE (FEET) FROM LEFT SUPPORT TO .POINT OF CRITICAL MOMENT' j►�_b, `I !_-� ACTH CRITICAL MOMENT (IN. -RIPS) AILM = ALLOWABLE MOMENT (IN: -RIPE) CORE °-=.COMBINED STRESS -RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC •-• ='DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED 'SHEAR AND BENDING gal ACTVC - 8HEAR' AT COMBINED LOCATION ACTMC- =•MOMENT AT COMBINED LOCATION CSRC" a COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (• indicates overstzess condition) LD ■ CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK 0 N 0 oe D�•4 w r o w A - w CA O rP O) z 0 z � C r I Q G7 NOTES: MINTHK s MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) -__--_-_-------------- --------- ------------- ------------------------------------------ -----------------------------+ BAY bATEi•:30/30/95 •+aaaaawaaaa •:3) 8 -S'.3: -0 'N ' D A 3 •A 'SKS 'P• O A T %V. ACTV. VD12DODBN TIME'i 16x27 •PM ; - '1-04-D1.'SNDNA?.L :BTRIICTURALB : ACTVC ACTMC REAR ENDWALL GISTS PACE 23 ORDER -41 073602 BUILDER - 110RTH VALLEY READY -NII BLOB ORDER A 95-70 0.0 -1.2 SLOB ACCOUNT N 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE () 916x345-7296 PROJ.NAMZ - HUGHES FIRE PROTECTI ••SNGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) -0.1 -55.0 (LIVE) (WIND) (CODE/YEAR) (SLOPS) 'UNIT 4) 1 BLDG DESCRIPTION ORP -100' 0' 75' ON 1S' 49 10.0 -55.0 59.9,-' D.917 20 PSF 00 MPH UBC* 91 0.500112 SECTION PROPERTIES (ACTUAL FURNISHED, PART.) 4 90.0 0.9• 3.9 0.243 2 10.0 -5 .9, 0.917 2 10.0 -0.1 -55.0 --------------------------- 2 ---------'----------------^------------+ 0,0 -1.2 BAY 'PART LENGTN DEPTH THICK HINTHE BY SLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) -(IN) (IN) (RSI) (IN) (IN) (IN) (IN -2) (IN -4) (IN -4) ---- -----^----- ---------------------------- ...._----------------+ 1 0550305 211-2 9.50 0.073 0.073 35.00 2.75 0.25 1.06 1.22 16.29 2.39 2 0550304 229-2 9.50 0.067 0.062 55.00 2.75 0.25 1.06 1..12 15.00 2.20 3 0550304. 229-2 9.50 0.067 0.062 55.00 2.75 ' 0.25 1.06 1.12 15.00 2.20 4 0550304 229-2 9.50 0.067 0.062 55.00 2.75 0.25, 1.06 1.12 15.00 2.20 5 0550305 211-2 9.50 0.073-- 0.073 55.00 2.75 0.25 1.06 1.22 16.29 2.39 ._ NOTES: MINTHK s MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) -__--_-_-------------- --------- ------------- ------------------------------------------ -----------------------------+ BAY •+aaaaawaaaa SHEAR MENDING •ROa+Aa#a4++++ •+ COMBINED SHEAR B SENDING a+a+t NUMBER %V. ACTV. ALLV CSRV LD XM ACTH ALLN COBB LD XC ACTVC ACTMC CSRC LD �.__----_-------- ---------------•'-+ -----'.------------- -- ----- --- _- ----- .._..- 1 0.0 -1.2 4.9 0.236 2 10.0 69.2 67 1. 9 2 10.0 -0.1 -69.2 0.265 2 2 20.0 0.9 3.9 0-243 2 10.0 9.9 0.91.7 2 10.0 -0.1 -55.0 0.211 2 43 0.0 -0.9 3.9 0.243 2 10.0 -55.0 59.9,-' D.917 2 10.0 -0.1 -55.0 0.211 2 4 90.0 0.9• 3.9 0.243 2 10.0 -5 .9, 0.917 2 10.0 -0.1 -55.0 0.211 2 3 0,0 -1.2 4.9- 0.236 2 11.0 9.2 67.9 1.029 2 10.0 -0.1 -69.2 2 /n0.265 NOTES: =V •ACTV =•.DISTANCE = CRITICAL (FEET) PROM LEFT SUPPORT SHEAR (KIPS) TO POINT OF CRITICAL SHEA:R__ ALLV = ALLOWABLE SHEAR (HIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR (•+ indicates overstress condition) X8 - DISTANCE .(FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN. -HSPS•) ALLK 0 ALLOWABLE MOMENT (IN. -RIPS) CORE a COMBINED STRESS RATIO AT CRITICAL MOMENT (• indicates overstress condition) XC DISTANCE (FEET) PROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR AT COMBINED LOCATION ACTMC = MOMENT AT COMBINED LOCATION CSRC - COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND MENDING (a indicates overstress oondition) LO - CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK Polaris Engineering & Surveying, Inc. JOB # f'51Z' 206 South Lincoln Street Suite 201 DATE 10-Z5 -95 Port Angeles, Washington 98362 (360) 452-5393 FAX (360) 457-9319 SHEET -L -OF 1% s I Ogg _ �'jTC c- l ►.b j V I , . .._ - 1-i- i—— Gat2� c+ -z 2v I� n OF.$Sy t 1 TTF OF CK i7o _ ._ 1...- 1 t ---1-• 1 •- , -�- � _ -r----+---1-- W .ria _.t- _�.... .�.: . � 1'- — 1 ' TI -t-- -; i 7 o _. T ff 1 I 17 _ _ 1 l 1 )( /' () f -l9— 0/0 --02—Y J WIND LOAD FACTORS PROJECT: HUGHES FIRE PROTECTION LOCATION: BUTTE COUNTY, CA CLIENT: NVBS SITE /WIND CHARACTERISTICS: WIND SPEED: 80 MPH EXPOSURE: C Qs= 16.4 BUILDING CHARACTERISTICS OPEN/UNENCLOSED/ENCLOSED: OCCUPANCY FACTOR: I = 1.0 (0, U, or E) SHEET: Z OF JOBNO:-1r7/2_, POLARIS ENGINEERING & SURVEYING 206 S. LINCOLN ST. #201 PORT ANGELES, WA. 98362 (206)452-5393 JOB NO: STRUCTURE OR HT1 e PART THEREOF 15 20 25' 30 40 DESCRIPTION C 1.06 1.13 1.19 1.23 1.31 PRIMARY FRAMES METHOD 1 - NORMAL FORCE WALLS: WINDWARD 0.8 IN 13.91 14.83 15.61 16.14 17.19 LEEWARD 0.5 OUT 8.69 9.27 9.76 10.09 10.74 ROOFS: WIND PERPENDICULAR TO RIDGE LEEWARD OR FLAT: 0.7 OUT 12.17 12.97 13.66 14.12 15.04 WINDWARD SLOPE < 2:12 0.7 OUT 12.17 12.97 13:66 14.12 15.04 SLOPE > 2:12 TO < 9:12 0.9 IN . 15.65 16.68 17.56 18.15 19.34 0.3, OUT 5.22 5.56 5.85 6.05 6.45 SLOPE > 9:12 TO 12:12 0.4 IN 6.95 7.41 7.81 8.07 8.59 SLOPE > 12:12 0.7 IN 12.17 12.97 13.66 14.12 15.04 WIND PARALLEL WITH RIDGE OR FLAT ROOF 0.7 OUT 12.17 12.97 13.66 14.12 15.04 METHOD 2 -PROJECTED AREA ALL STRUCTURES H < 40' HORIZONTAL PROJECTED AREA: 1.3 ANY 22.60 24.09 25.37 26.22 27.93 VERTICAL PROJECTED AREA: 0.7 UP 12:17 1 12.97 1 13.66 14.12 15.04 ELEMENTS AND WALL ELEMENTS COMPONENTS NOT ALL STRUCTURES 1.2 IN 20.86 22.24 23.42 24.21 25.78 IN AREAS OF DISCONTINUITY OPEN STRUCTURES 1.2 OUT 1.6 OUT 20.86 27.81 22.24 29.65 23.42 31.23 24.21 32.28. 25.78 34.37 PARAPET WALLS 1.3 IN /OUT 22.60 24.09 25.37 26.22 27.93 ROOF ELEMENTS: ENCLOSED & UNENCLOSED SLOPE < 7:12 1.3 OUT 22.60 24.09 25.37 26.22 27.93 SLOPE 7:12 to 12:12 1.3 IN/OUT 22.60 24.09 25.37 26.22 27.93 OPEN STRUCTURES SLOPE < 2:12 1.7 OUT 29.55 31.50 33.18 34.29 36.52 SLOPE 2:12 to 7:12 1.6 OUT 27.81 29.65 31.23 32.28 34.37 0.8 IN 13.91 14.83 15.61 16.14 17.19 SLOPE 7:12 TO 12:12 1.7 IN/OUT 29.55 1 31.50 1 33.18 34.29 1 36.52 ELEMENTS AND WALL CORNERS 1.5 OUT 26.08 27.80 29.27 30.26 _ 32.23 COMPONENTS IN AREAS OF ROOF EAVES, RAKES OR RIDGES 1.2 IN 20.86 22.24 23.42 24.21 25.78 DISCONTINUITY WITHOUT OVERHANGS SLOPE < 2:12 2.3 UP 39.98 42.62 44.89 46.40 49.41 SLOPE 2:12 to 7:12 2.6 OUT 45.20 48.18 50.74 52.45 55.86 SLOPE 7:12 TO 12:12 1.6 OUT 27.81 29.65 31.23 32.28 34.37 ROOF EAVES, RAKES OR RIDGES WITH OVERHANGS SLOPE < 2:12 2.8 UP 48.68 51.89 54.64 56.48. 60.16 SLOPE 2:12 to 7:12 3.1 OUT 53.89 57.45 60.50 62.53 66.60 SLOPE 7:12 TO 12:12 2.1 OUT 36.51 38.92 40.98 42.36 45.12 Polaris Engineering & Surveying, Inc. : JOB# - 206 South Lincoln Street Suite 201 ' DATE Port Angeles, Washington 98362 (360) 452-5393 FAX (360) 457-9319 SHEET v of f I_. It I.5 l ti o.. - .—A - IF T _ -,Q��-__�� ��-T p_�� `a�/• cid--�---- — —�- 1 i i i lV I --� 4E ---r--+— L I —� - —� �(�..- BEAM CALCULATOR FOR MAX POINT LOADS = 3 BEAM.SP,AN UNIFORM LOAD,52.7 LEFT -END M = RIGHT END M 0 PROJECT: HUGHES FP LOCATION: 16' SF JAMB BEAM #: NA V1 V2 UNIFORM LOAD 248.0 -248.0 LEFT M 0.0 0.0 RIGHT M 0.0 0.0 POINT LOADS P A B r 1 832 8.00 1.50 131.4 -700.6 2 0 0.00 9.50 0.0 0.0 3 0 0.00 9.50 0.0 0.0 379.3 -948.6 SHEAR 500 0 -500 -1000 -1500 X -Axis DEFLIECTION (X EI) 4 3 m c 2 Y � 1 0 X -Axis SHEAR MAX MIN 379.3 -948.6 MOMENT MAX MIN 1377.7 0.0 DEFLECTION X E I MAX MIN 3.24E+06 0.00E+00 0 il Polaris Engineering & Surveying, Inc. DAX512 206 South Lincoln Street Suite 201 DATTEE o ZA- S Port Angeles, Washington 98362 (360) 452-5393 FAX (360) 457-9319 SHEET OF y� ^� 1 71 ..�0� �c ZJ�' � �oTTt�T.�• ;��__- I ;. r --�—il TT - Lr- -- - F � --1--1- -1 1, a L.. -1_ It-- _lap 12 ;Aa o �rv0� t �- -a. ' 1 Polaris. Engineering & Surveying, Inc. DATE -z5.9 .; DATE 0 206 South Lincoln Street Suite 201 Port Angeles, Washington 98362 (360) 452-5393 FAX (360) 457-9319 SHEET C of II ' p•/l ✓lc [voz I ! I - t i Q� .�r}{V►� {rv-I A!e .=� ►_ �-� �1._ xis y� •I� I ���I �..�.. �.- - �_ -�-- L > -- 5 -t I 5/2 3---;� 4-1�sz� I I I I .k , Polaris Engineering & Surveying, Inc. - JOB # s' 206 South Lincoln Street Sulu 201 DATE TZ' �5 Port Angeles, Washington. 9&362 (360) 452-5393 FAX (360) 457-9319 - SHEET OF OIW (01 K011 �- i i' + j - I _ � �ow�� _ ► .�.�.�__ �.T.� ! Wil_ ��)� 1 �=Q-- F--rG -i-Oil - , , b 1-rTu{ -�- 4 C no ��zo, - _ - - 2 67E -- i71 1-- 1 14 i -. � } ---�_ -+-- _ Tom-__. x i�� _�_fi�E �v�'�-. 1 �� W -f =: ? • 5 ,k ;0,.15 < 10��,.•.--..��.1-� • I ; �'`_?� nb � - ... i.:_.� �_ i 1 --,-- .._.:_' .. _ -111! 40 {TT11- -��•� ____ � � ��.. - I 1�` i ----L` =-�-".� � �-� - ' - �� � I Ll I STEEL BUILDING FOUNDATION DESIGN Polaris Engineering & Surveying, Inc. 206 S. Lincoln St., #201 LOSTABEAM�N�L FOOTING WITH SLAB Port Angeles, We. 98362 MANUFACTURER: BUTLER MANUFACTURING CO. BUILDING NO: D95-072404 BUILDING GRID: GRID LINE 1 (LINE 3 SIM) CLIENT: NORTH VALLEY READY -MIX LOCATION: BUTTE CO., CA. PLARIS NO: 95124 100% STRESS LEVEL CORNER MAX: 1.06 5.75 MIN: 0.15 1.04 INTERIOR MAX: MIN: 133% STRESS LEVEL CORNER MAX: 0.92 1.32 MIN: -1.80 -5.40 INTERIOR MAX: MIN: 0.00 9.10 0.00 0.00 7.35 0.00 0.00 0.00 0.00 1.73 0.00 0.00 1.41 0.00 0.00 0.00 0.00 3.39 2.19 0.00 1.48 1.92 0.00 0.00 0.00 -7.25 -2.19 0.00 -5.87 -1.92 0.00 0.00 MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP: 1.0 KSF WIDTH INSCREASE: 0% PER FOOT IN EXCESS OF 1' DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1' CONCRETE: F'c = REACTIONS FROM BUILUINU MANW-AU I UMr-M LINE A LINE B H V H V Z H LINE E V Z H LINE F V Z H V DL 0.15 1.04 1 1 1.73 1.41 -0.15 0.92 - CL 0.09 0.67 1.05 0.85 -0.09 0.60 LL 0.57 4.04 6.32 5.09 -0.57 3.57 SL WLL -1.88 -5.89 -7.35 -3.56 -0.52 -2.33 WLR 0.68 -2.52 -5.05 -6.41 1.73 -5.16 IS -0.07 0.55 1.07 0.44 0.86 -0.38 0.07 0.47 IP 0.07 -0.55 -1.07 -0.44 -0.86 0.38 -0.07 -0.47 EO -0.82 -0.39 0.61 -0.78 -0.94 0.56 SLL SLR EWP -0.27 -5.77 -8.67 1.75 -6.98 1.54 0.27 -5.12 EWS -0.20 -5.28 -7.91 -1.75 -0.36 -1.54 / 0.20 4.69 RKL 100% STRESS LEVEL CORNER MAX: 1.06 5.75 MIN: 0.15 1.04 INTERIOR MAX: MIN: 133% STRESS LEVEL CORNER MAX: 0.92 1.32 MIN: -1.80 -5.40 INTERIOR MAX: MIN: 0.00 9.10 0.00 0.00 7.35 0.00 0.00 0.00 0.00 1.73 0.00 0.00 1.41 0.00 0.00 0.00 0.00 3.39 2.19 0.00 1.48 1.92 0.00 0.00 0.00 -7.25 -2.19 0.00 -5.87 -1.92 0.00 0.00 MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP: 1.0 KSF WIDTH INSCREASE: 0% PER FOOT IN EXCESS OF 1' DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1' CONCRETE: F'c = 2.5 KSI @ 28 DAYS WT = 0.15 KCF REINFORCING: Fs = 20 KSI DESIGN CONSTAI N = 10 , J = 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) 0.00 0.00 0.00 0.00 -0.15 -0.81 5.09 0.92 1.65 2.08 -1.18 -4.71 EW1 SLAB: SLAB THICKNESS: T = 3.5 INCHES SLAB REINFORCING: WWM SPACING 6 IN. O.C. As = 0.028 SQ. IN. WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr 133% x Fs x As x T/2 x J/12 = 0.098 K- FT SLAB Wl 0.044 KSF EFFECTIVE SLAB WIDTH = SQRT(2 x Mr / WT) _ . 2.12 FT EFFECTIVE, SLAB WEIGHT = WIDTH x Wt = 0.093 K /LF j CONTINUOUS E�IDW-`AL�L�FOOYINGn e� °r ate �'3,+��' �s�:��;"�''MINIMA� �• - ,. �}HWLf133tk1En OEM xC �?i'z`iEp.? zc. � s a •1x' X ,,f� -3�t ti � eS,�4z!.x1zaW+ �Yr�: t D Y4 1$ 1%) of 'x '•��• ✓5"b3, a� � /�� , <wdiz �� ��,v #i,t>, a w �.tT.�l�it�'nv, x��`� t ,� t �•,4axa ��; � ai'st� ate!/ • ��f�� REIPIFORCINC��TOiP� T� � a �X�.� r�� � ";��•., .••r��``�t ��., . , `� < �c�t'�°'� ra �- ��x� 4j nfi ti .r ..a k � , > , � ,. }� � .� } .kr•s�i? a,,>., yr, •T; � .. �:.� ''�:��0y TOMfi4 "�'r� * ,TOT/;tiL`OF�� .: •l�=3'C���,�" OT,�As� _ ..,�' 060„•,.. .�,..SQ�It»�N-` UPLIFT: COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: FOOTING WT = Wf 0.300 KLF SLAB WT = Ws = 0.093 KLF TOTAL WT = Wf + W: 0.393 ENDWALL Mr = 133% x Fs x TOP As x (d - 2") x j / 12 = 19.20 K-FT EFFECTIVE ENDWALL L = SQRT ( 2 x Mr / WT) = 9.89 FT FOR 2-SIDES - TOTAL WT = 2 x L x TOTAL WT = 7:76 K , 100% 1 133% • ' GOVERNS CORNER 0.00 -5.40 5.40 OK t= INTERIOR 0.00 -7.25 7.25 OfC BEARING: SOIL PRESSURE INCREASE FOR WIDTH = 0% INCREASE FOR DEPTH = 0% ALLOWABLE = 1.00 KSF @100% OR 1.33 KSF @ 133% EFFECTIVE LENGTH OF FOOTING FROM POST BASE 100% STRESS LEVEL Mr = BOTTOM Asx Fs x j x (D-3" )112 = 13.50 K-FT , W = SP x B/12 = 1.33 KLF L= SQRT (2 x Mr / W) 4.50 FT EACH SIDE - MAX VERTICAL LOAD = 2 x L x W= 12.00 K -133% STRESS LEVEL Mr =1.33 x BOTTOM Asx Fs x j x (D-3")/12 = 18.00 K-FT W = 1.3333 x SP x B/12 = - 1.78 KLF ' L = SQRT (2 x Mr/W) = 4.50 FT EACH SIDE . MAX VERTICAL LOAD 2 x L x W= 16.00 K 100% 133% GOVERNS "t CORNER 5.752.08 5.75sO INTERIOR 9.101 3.391 .10 OK; TIES TO SLAB x 100% L 133% 1 -GOVERNS H @ CORNERS 1 1.06 1.181 1.18 133% ` FOR 90° CORNER BAR REQUIRED As = 0.044 SQ. IN FOR #4 TOTAL OF 1 _> As =` - ^ 0.20 100% 133% 1 GOVERNS r--Z@ INTERIOR 0.00 • 2.191 2.19 133% FOR 450 HAIRPIN REQUIRED As = , 0.058 SQ. IN. FOR #4 TOTAL OF. 1 -> As , 0.20 SOK REQ'D SPREAD FOR SLAB STEEL'= 2.9 FEET TOTAL REQUIRED HAIRPIN LENGTH = 4.15 FEET EW 2 ANCHOR BOLT STRENGTH DESIGN CALCULATION PER UBC 2624 Fc = 2500 PSI . LAMBDA 1.0 (NORMAL WT CONCRETE) PHI = 0.65 ' Fs = 60 KSI (A-307 BOLTS) APPROXIMATE LOAD FACTORS DEAD LOAD- LIVE LOAD T ' FACTOR <= 1.7 X 2 = 3.4 DEAD LOAD + WIND LOAD FACTOR <_ .75 X 1.4) 2.1 CORNER COLUMNS DIAMET Ra i r0 75 1NCHESx+r r'mst Br�fierza 74� FyULLAREAS s U O 2 Q IN° (USED�,FOf2SCONGI E-- E S ENGTii) �ttR®O T AREA= St0 3tYl SL1 IN (MER FORMEELKSTxRENGTt� "?A ��?l i t a t ) ti! ekao ria 6&a&s r"7�f'�'>^i4 v "hr•a3�bi ;1iiyFya:y?%y� .t & {yy{.jvu.lr) $�tka.a3lt'`?'Y'�'�y ��+�t3'Lrz. ?1Trr'st�iT�'`i- NOBOL"TS 13ROWS'Of FN'2 BOLTSat 2 TO}TAL� s ; � "� � � �a ,. •R'tf�• � � � � ate. m y * EMBEDMENTT' � ` 8 INCfiES 4 NCHES` ' ' ��ik �. � h v. •'s !r a 4>�r,> ?� a@GAGE x . ' - - G,DIS--T STEEL: • Ps =� 16.3 K / BOLT = 32.6 KIPS TOTAL Vs = 13.6 K /BOLT= 27.2 CONCRETE: a • " As = 374.8 SQ. IN. FOR EDGE DIST >= EMBEDMENT�° . At = 0.0 SQ IN PHI x Pc 34.1 KIPS PHI x Vc 11.5 KIPS/BOLT 23.0 KIPS TOTAL LOADING COMBINATIONS: 100% STRESS LEVEL MAX TENSION= 0.00 KIPS X LF 0 QK !-Ve9� i »rza :*at MAX SHEAR 1.06 KIPS X LF 3.60 ka a x e COMBINED CONCRETE = 0.038 :OK _ r • � cads.=<:.;- COMBINED_ STEEL = 0.018 .<'�"�,OK� 133% STRESS LEVEL ry GL�� MAX TENSION = 5.40 KIPS X LF 11.34IOK MAX SHEAR = 1.8 KIPS X LF 6.12 LO ) ;•_ COMBINED CONCRETE = 6.279 COMBINED STEEL 0.172 arOKFr Y 3 BRACE BAY AT 133% w 1 r MAX TENSION = 0 KIPS X LF 0QK MAX SHEAR 0 KIPS X LF 0.00 '/ OK • to :F COMBINED CONCRETE O.000�OK A COMBINED STEEL= 0.000�OK EW3 INTERIOR COLUMNS _ IAM R` two 2 HE,���� Fl}AM�� s {USED@}F, tFS " bi f f$^ AYI'4++'`!' q .FW§ia t200T/Af�EAr s>r�t 0302 SZQ N{USEQFOi3 tYu>i�tti t�++`�u"�?•sa3i#vtHi. b; .vs�=�� t�rx �" t ��� �'�� `�� �:,� f3�di R C®NC ETE S fRENGTI} st• Ctkfi a,/Kt-E-?- SHGE STEEmgwL STi2ENGa H)�# > rs taa .r a�+„�"i:,r��i *1i +s+�yiR�i,. T'��ta-+y r j� r �" x � r� • �a tlF � Y w � � � NOMOLTS§ xr u t d z t 0O1IS40E� �, ��ahx �4 t��.y,}kY3t t��*tN f'`,x+�" t�;i.r t�. STEEL: Ps = 16.3 K ! BOLT = 5�� y r2�$OL1� St,ii 2 TOTAL`., y----------- N ��w•'nSAV.�3 � '�,?�' .� T �� 1'§,�----- �xV�� nx �•4� �•�7 32.6 KIPS TOTAL Vs = 13.6 K / BOLT = 27.2 CONCRETE: / / As = 227.8 SQ: IN. FOR EDGE DIST >= EMBEDMENT' ;�0 ; _° ✓ At, 0.0 SQ IN PHI x Pc 20.7 KIPS PHI x Vc 19.5 KIPS/BOLT = 23.0 KIPS TOTAL LOADING COMBINATIONS: 100% STRESS LEVEL / MAX TENSION = 0.00 KIPS X LF 0 ;OK' .. / MAX SHEAR = 0.00 KIPS X LF 0.00 OK COMBINED CONCRETE = 0.000 / COMBINED STEEL= 0.000�i 133% STRESS LEVEL MAX TENSION = 7.25 KIPS X LF 15.225 MAX SHEAR= 2.19 KIPS X LF 7.45 V COMBINED COMBINED CONCRETE = 0.991vft', / COMBINED STEEL = 0.293 r'OK'` BRACE BAY AT 133% MAX TENSION= 0.00 PS X LF OKE<✓ MAX SHEAR = 0.0 IP F COMBINED CONCRE - COMBINED STEEL O.000OK EW4 V Polaris Engineering & Surveying, Inc. JOB # 206 South Lincoln Street Suite 201 DATE Port Angeles, Washington 98362 (360) 452-5393 FAX (360) 457-9319 SHEET- VZ -OF i P i y 1 sem• �,� L --�.. I 00111 �� Tyr/ cif `_ �� I� � x ¢�, c�o��z o•�c�� _�.. , _ i ! __T pp Polaris Engineering & Surveying, Inc. JOB" 206 South Lincoln Street Suite 201 DATE Port Angeles, Washington 98362 (360) 452-5393 FAX (360) 457-9319 SHEET1!?-OF 41 f' _ �4r Air - I I �I r- -� - - I ..-i _ .• _ -`-_' ± 1 i f �1 -+- z -*- �--�-- t-- -� it , i + I + r t r r 117 STEEL BUILDING FOUNDATION DESIGN MANUFACTURER: BUTLER MANUFACTURING CO. BUILDING NO:• D95-073404 BUILDING LINES: FOOTING 2A CLIENT: NORTH VALLEY READY -MIX LOCATION: BUTTE COUNTY, CA POLARIS JOB NO. 95124 REACTIONS: Polaris Engineering & Surveying, Inc. 206 S. Lincoln St., #201 Port Angeles, Wa. 98362 100% STRESS LEVEL LINE A H V H V DL 0.51 2.95 CL 0.35 2.13 LL 1.69 10.19 WLL -2.90 -13.49 WLR 0.18 -6.93 IP -0.21 -1.78 IS 0.21 1.78 E -2.00 -0.52 SLL SLR EWP -0.69 -13.21 EWS -0.69 -13.21 CR1 100% STRESS LEVEL MAXIMUM 2.55 15:27 0.00 0.00 MINIMUM 0.51 2.95 0.00 0.00 133% STRESS LEVEL MAXIMUM 2.87 4.56 0.00 0.00 MINIMUM -2.59 -12.32, 0.00 0.00 MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP: 1.25 KSF WIDTH INCREASE: 0% PER FOOT IN EXCESS OF 1' DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1' CONCRETE: Pc = 2.5 KSI @ 28 DAYS WT = 0.15 KCF REINFORCING: Fs = 20 KSI DESIGN CONSTANTS: N= 10 J= 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) RF1 �w w SLAB: SLAB THICKNESS:` T 3.51NCHES ' SLAB REINFORCING: 'WWM @ 6 IN: O.C. ' As = 0.028 SQ. IN. / FT. WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr ' 133% x, Fs x As x T/2 x J/12 -0.098 K- FT _ SLAB WT = 0.044 KSF EFFECTIVE SLAB WIDTH SART( 2x Mr / WT) 2.12 FT EFFECTIVE SLAB WEIGHT = WIDTH x Wt = i. 0.093 K /LF " r S r tSID1R/ALLPERIMETER FOO.TiNG�lTHICKENED SLAB ,� ,�,� r ' xyi� n�;'Fi :7�`..{` '. ;Y •`x�YHm- ys �-`bxi?, .'� +�j{ � ? 4•'nhy:'e tsi-',�''"'`.' _ tl y.,i �,.F.e•'"cc - 'v '�i' y c"a+-. r'' 'F: S,. I'CC�1.` �' X' `dl t... �e 4-0— OEM 1i NL.,' 9i`+� 6 "' .' „' Yx�i•'t�"; iY 4 ¢� s. b'a s?o ,c'�� 1 a �a Iax„s•"xsr 3 °3 '`Si: '.f#l x z -c� a'Vxz'• Win} .. '-„';, 12'llfN n a'i .{a<,xt~y fi;'b..r'�i d to v' 7$ iN '„i.•r rss3'`xr :. xry ti{sr3: SRI to- gx;fir n ar• r+�Tcr �' i,�u».: �f txF ,.. sh; - 7+. '2 '` F-�'fi3' s;c5' �-• z 9.1 .. d`°'e `l,' 5..'yk 'k tj, O u.ar'+f---•fix i4# a la ff "'R �;C9Y.F�,+ b :+;ti•,; rr � 'x•>vk �' a :fi biik`I:`r:. 1a ahs,Y '2-F »a�£ }t it ;_e 'fix t1 v,•, oi4'hxe >Sr jJY'3 kb'�;- .,Tx'` ?.x�„st�'``€�.r ,wi'i �'I} c: •r_+t�; r .RENFnRCiNG arTOT'AL OEra3�zYi .� ,a �.r fi1fr� a, r> aTOPeAs a x,€r0 40=SQ IN $vh"WEA'„ x wl#4#� TQTALOF$��' a �KA�a;arrTs. xl�3•�m � ,,,,Y BOATTQi1it ii L..a..�i.:.o..�� .. x'tt�`n x , `-�7? :3,�„'a�.��iYF� 3•BO•,•,.T�!�?l�� = 0.� SQ.-....� tlNu��'e�':�- ` COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: FOOTING WT = Wf =V 0.225 KLF' SLAB WT = Ws = ° 0.093 KLF�" TOTAL WT = Wf + Ws = 0.318 PERIMETER Mr = 133% x Fs x TOP As x (d - 2r') z t / 12 12.80, K-FT, EFFECTIVE PERIMETER L = SQRT (2 x Mr / WT) = 8.98 FT �\ ` - FOR 2-SIDES -TOTAL WT = 2 x L x..TOTAL WT =. 5.70 K .�..: - his - < �",” lr. 2,''i�rrt . 2`s F�, asg ryu-:x< 2iGIDZFRAME FOOLING cu}i' aa,c r�1110,1141??• " v P'��x%, b »� wxra 1 t :?�h mr "fi,�3'it1 kik^ '�tt{3£ -hr, "l s ry Ja .x' � x„�rTIMR4 •` -''-� A. K' '° 'i• `'", `+.X; �'�. -•-r "� J .'a" �+rt,.,y ,} :x00105t,4 fl C `,• 4 w �i i _ Y aca*fsZ,.��ti S Yo., �t''�r'`"�••§�•7...r �•` '' a inxiell�%e'�,+j K `s-3.,' •t" moi- (`.f. •c ;a �. f "'"' ` �.,3..Z?v�. x�aa.'I as ti' �y�,. ; ,?,:. ».. i.. r K.ij ,,i`:y�nr`d�-t;ORROx bE= X36 IN s arzt° i a tl 30 IN orSa L 72IN% '4 °t• t X3d '{`S��t'S.Ay...: 0 r �» .i ,. +� r"�r Lx +, "�,�r}?iE?S % mwx 'Tlx 3,tttitx.yY<sS i'y��t �� '4 r K1Y IN • xtd �l? '%u..`h n #-� , - %'T-�ir r +�� p. t . �• kti�'ity` amt.._ f Ar _ •+t n s t 4 t ,� i -. `'t ; .ter . s �f'g�wr `+1. P3`i'3.£4Y,i`t.�x.,j''tJ•a�h1Lx:tM T `t",,@r }J'"dm��ic i�{N-xit �,REINF�ORCING� tt��;�'��T.,xOFi,�I'�4�, `�,ttW�' .,.; ,TOTAL�,OZF�,��r,�; "�"�•',���`�'-4,���'.,4.r,'•� �T,aP�As,,ai .. 0 �.� SQ,bIN . tfi r, •x�"S� � - ��''�iis?is a.,•.'��``:t �:,w�'•�a'..s•..,.ern�c..',..,...�:�'i4`l�zi, tm�! � x.;....r ,irt,..rz,���•r.�;��es.�rtL�. � �,.,a ds. ...?sr - % cl�s_.� . y� :.L7a.3i...r5�a s�.] .-.L,pr� - WEIGHT: FOOTING SLAB AT FOOTING ` OVERBURDEN @ 120 PCF = PERIMETER FOOTING AND SLAB = 5.70. TOTAL DEAD WEIGHT-= r / 4 12.69 K Not 0 r UPLIFT: SIDE 100% 133% GOVERN LEFT 0 k,-12.321 12.32 OK X It. Na 2/ G Vie- fUk� RIGHT 0 \ 0 0K"aiia r' ei BEARING: AREA= 18.00 SQ. FT _ INCREASE IN BEARING FOR WIDTH )0%-,g r INCREASE IN BEARING FOR, DEPTH = . 0% ALLOWABLE SOIL PRESSURE _ 1.25 KSF @100% ' n n • r' �. 1.66 KSF @ 133%V� `► LOADS: SIDE 100% 133% 'SP 100% SP 133% / LEFT 15.27 4.56 0.85 KSF 0.25 KSF?rOKF, RIGHT 01' 0 0.00 KSF ` 0.00 KSF 'OKE Wig° z OKy (T ' F,�,.�, r n t r .•f,, a• ,�„ ``'xx)1 3z.. °a'3.t.� u$L�".+j'�li.�± C • ,r �•4.�O..K�@;;RTpb '��-�'".�.��:@F�.R�.T�..,,,�..?1��:'.!#•�`.�z. / ; RF2 BENDING STRESSES IN CONCRETE AND REINFORCING: CANTILEVER FOOTING LENGTH = U2 = POSITIVE MOMENT = SP x W x 1-112/2 = P = 0.10% K = fs = 6.7 KSI fc = 94 PSI 3.00 FT 11.45 K -FT @ 100% 0.1405 J= 0.9532 FS = 20 K ;„ fc = 1125 NEGATIVE MOMENT DUE TO PERMITER FTG = 8.55 K -FT - a 3.00 FT 11.45 K -FT @ 100% 0.1405 J= 0.9532 FS = 20 K ;„ fc = 1125 NEGATIVE MOMENT DUE TO PERMITER FTG = 8.55 K -FT MOMENT DUE TO FOOTING WT = 4.56 K -FT TOTAL NEG. MOMENT = 13.11 K -FT P = 0.10% K= 0.1405 J = 0.9532 fs = 7.6 KSI FS = 20 fc = 89 PSI fc = 1125 w OK,s HAIRPIN ANGLE AT TO SIDEWALL = 45 DEG TENSION TO SLAB: I SIDE 1 100% Gt7V—FR N. 133% 1.04 REQ'D As = 0.09 SQ IN TOTAL = STEEL:#4 TOTAL OF REQ'D SPREAD FOR SLAB TO TIE FRAMES = TOTAL REQUIRED HAIRPIN LENGTH = 0.00 0.05 SQ IN/LEG 1 —> As = 0.20OKt. 4.6 FEET 6.44 FEET RF3 \� x?, STEEL: Ps = . 29.8'K / BOLT = - 119.0 KIPS TOTAL 'r Vs =24.8 K / BOLT = 99.2 " CONCRETE: As = 670.5 SQ. IN: FOR EDGE,DIST >= EMBEDMENTOK At 16.0 SQ IN PHI x Pc = 63.1 KIPS' PHI x Vc - V 20.4 KIPS/BOLT = 40.8 KIPS TOTAL LOADING COMBINATIONS: LEFT SIDE MAXIMUM AT 100% MAX TENSION = . 0 KIPS X. LF = ' 0 MAX SHEAR = 2:55 KIPS'X LF _ 8.67 COMBINED CONCRETE _ 0 07 `OK` COMBINED STEEL = 0.01 - LEFT SIDE MAXIMUM AT 133% .. ' MAX TENSION = 12.32 KIPS X LF = ?5A72 _ MAX SHEAR= 2.59' KIPS X LF = . 5.44 a 0K"�3 •c? ... COMBINED CONCRETE=. 0.29 sOKxk* . COMBINED STEEL = , 0.05k,&�, I&A� BRACE BAY AT 13390 MAX TENSION = 0 KIPS X CF = 0>fOK> MAX SHEAR _ - 0 KIPS X LF = 0.06 �+`►. COMBINED CONCRETE _ 0.00 COMBINED STEEL . 0. 0 0 ,= 111R, - 03 -Nov -95 08:04 AM"' . RF4 a •' .. _ h ' i _ ._ a lY STEEL BUILDING FOUNDATION DESIGN MIDLERAME FOOTING WITH SLAB Polaris Engineering & Surveying, Inc. 206 S. Lincoln St., #201 Port Angeles, Wa. 98362 MANUFACTURER: BUTLER MANUFACTURING CO. BUILDING NO: D95-073404 BUILDING LINES: FOOTING 2f CLIENT: NORTH VALLEY READY -MIX LOCATION: BUTTE COUNTY, CA POLARIS JOB NO. 95124 REACTIONS: LINE A MAXIMUM0.00 0.00 H V H V DL -0.51 2.03 CL -0.36 1.46 LL -1.69 6.97 WLL -0.29 -4.15 WLR 3.02 -8.88 IP 0.21 -1.55 IS -0.21 1.55 EQ -1.39 0.35 SLL SLR EWP 0.69 -8.43 EWS 0.69 -8.43 CR1 100% STRESS LEVEL MAXIMUM0.00 0.00 -0.51 10.46 MINIMUM 0.00 0.00 -2.56 2.03 133% STRESS LEVEL MAXIMUM 0.00 0.00 2.71 3.84 MINIMUM 0.00 0.00 -2.56 -8.37 MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP: 1.25 KSF WIDTH INCREASE: 0% PER FOOT IN EXCESS OF 1' DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1' CONCRETE: Fb = 2.5 KSI @ 28 DAYS WT = 0.15 KCF REINFORCING: FS = 20 KSI DESIGN CONSTANTS: N = 10 J = 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) RF1 SLAB: SLAB THICKNESS: T = 3.5 INCHES SLAB REINFORCING: WWM " .@ 6 IN. O.C. As=. 0.028 SQ. IN., WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr = 133% x Fs x As x TO x J/12 = ' - »0.098 K- FT. SLAB WT =. 0.044 KSF EFFECTIVE SLAB WIDTH = SQRT(2 x Mr / WT) V2.12 .FT EFFECTIVE SLAB WEIGHT = WIDTH x Wt = 0.093 K /LF rSIDEWAEVIRI.ERIMETE"R FOOT:ING,ATI, ICK Et ED SIAB 3 " � w: s ir' .�y ? t ::. r ,aY :rzt.' ".s;.E.r.-.r,,,„+>< x r .�z rErE.rt.. ?V�S`,..I:a4".N 2N �t�3g}r;i�. a s��.�i'k*z�a `'�`a '�t;�i faaaa��„Willi ;r•+,�+.3'.pxrk'd'.`:+s cY�:T✓kvy\,4^ar �rsi"j ?iF�c`daPr e.•tya}xs�.''f�k@4c'sr }i�aM <..rata{"A9•,t rrrs;r rir>�yy and„s•+Zr'r'yTCarC,s'/rx, .r':a' rs+. 2�F�3 tc d. r x c6. y'F, =a.+i',4i`,.,,r.,,,. t.t” ayr � �� Y.r"�a Ffl - S`-m� »��W a'�''"a�''y,-'''V,- }en ;"1?"�:-zfK.}:. ,2 fF' ia�S+-r•{r� r�'�Y.r �'-r, 4e. �:�4"t�'�Z.l�.>' � r t.� ,.a �a:..� • 4�32,� $ �h�}Si� b , i ag Y,,�,12 INA a2'�;,#�” h �cr � +�` v, v > , ��t ,�tjr. a �+ Yf Sn t i ,s. Z i'z � �a� d�. aa� t � 18 IN � c� ^ t�a�x=�n�a ��•,� "' � � u: . �.,� x •s> *i, � �t�_tz f .. , �. m z �� x� ,. X � � �., . � ca ux zz a � c� �� � � f.a<��� �. �a�`�g'..���?r�s?V'zS`�"�7��,���%•F �"�t wt°;i' ti niS•x,a?ter' k x �:. �� � '��.�-�.: R ,- 7 k a, tk`� �•a ,3 ,{��. jF"�k �!..� _ ,q ��°l�;i,�� "1 ��xi$•�'�ti.'ra��s.�S��a �s��� .. " g�< t � a>< Y`'{"�BOTTOM Q'Rs 3f4�*2'v�'•' Y T s: tr�c r 3 a �!, r � 4 t .ap � �}5�, "`x E �' ' COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: � ' FOOTING WT Wf = 0.225 KLF SLAB WT = Ws 0.093L y -, TOTAL WT = Wf + Ws = 0.318 a PERIMETER Mr= 133% x Fs x TOP As x (d - 2') x j / 12 = 6:40 K -FT. EFFECTIVE PERIMETER L = SQRT,(2 x Mr/ WT) _ 6.35 FT v/ FOR 2 -SIDES TOTAL WT 2 x L x TOTAL WT 4.03 K �RIGIDs;FRAuEF*�TiIN r�TN r2yir asswc G ", f a a �a. atttt }'t .4, S c? 1t4�Z,tn �t#gar t URI, .,,a �.,., e� a +;C*x $'�a t, a., #it Y 1 1 ,g:§.:T. ti. �z t t4 -,a. s z� 1 ?Is #a.�..:,e z 9+z� n� yz, �, i L, ; a a S .{+.wqf y. fjFiaAaY+, { .+•is H R Y: +tai ° ` . %xtk*tk tVr 3};(' F f °a�...rt' p hxSfT `T A'i ^$i k i '�Lwk�', Es Yc 20r,,,, . am"', _ a '� s + 3r't�rrt+� 5 4_ K t/1 �v»� 30liNjL tt148# IN�tf a3'+ 4+nf• i' a 1 a� i••a;}S .ay t �a4� nf 1r3 ,k ts. F „rhaTvaa-aa. �„ v� •' 4ir .a�a`. sst` ..� ..�•,'�^+.`»t��SFp-m`�3,��a'a`�xi,..eS,3`r -A, +..r, :•r.'ur`Yr``u�.... r „, ? a ,k it �yv §>7 ..i,rr€Ih.tv,1r,.,•,, h 2iad e.,4.:e r�" .,ms'?'fiF. ?.+ ti„iS a4Lt"l�.t^t�l.,'�"it titg5itf��e.r's..+?1iSkN�3;.i ,�REINF.ORCINGtOz, �tkaT p' c?� �rr3: a , Ft 0 t TOTAL.OF � 4 y.s MINOR As y��y,, 0 80 �SQ�IN� � ��� � � -.fa+�✓apr#rY_ 1',,..' of Z.wcoe�'� s a §, y'2�.3zr .j+n ice, {.i�.�... ` WEIGHT: FOOTING 4.05 K SLAB AT FOOTING = 0.37 OVERBURDEN @ 120 PCF = 0.24 PERIMETER FOOTING AND SLAB = 4.03 TOTAL DEAD WEIGHT ' 8.69 K UPLIFT: SIDE 1 100001---133%1 GOVERN - Y LEFT 0 0 0 �°OKx tµ' tNsarka >aa`s'aa RIGHT 01._ -8.371 8.3714. v BEARING: - AREA = 12.00 SQ. FT. - s INCREASE IN BEARING FOR WIDTH l .r 0% �- ' INCREASE IN BEARING FOR DEPTH =. •0°/, r ', ALLOWABLE SOIL PRESSURE = 1.25 KSF @100% +. " - 1.66 KSF @ 133% s x LOADS: SIDE 100% 133% SP 100% SP " 133% LEFT 0 0 0.00 KSF 0.00 KSF TM xt SOK •� RIGHTI 10.46 3.84 0.87 KSF 0 32 KSF rOK�` t` • ISOf<@aL3�ai;tOK@LTxa2�H�' N. RF2 .; 1 m BENDING STRESSES IN CONCRETE AND REINFORCING: CANTILEVER FOOTING LENGTH = U2 = 2.00 FT POSITIVE MOMENT = SP x W x L^2/2 = 5.23 K -FT @ 100% P = 0.10% K = 0.1405' J= 0.9532 fs = 3.0 KSI FS= 20 » OK$ry fc = 43 -PSI fc = 1125 NEGATIVE MOMENT DUE TO PERMITER FTG = 4.03 K -FT MOMENT DUE TO FOOTING WT = 2.03 K -FT TOTAL NEG. MOMENT = 6.06 K -FT' P = 0.10% K = 0.1405 J = 0.9532 fs = 3.5 KSI FS = 20 fc = 41 PSI fc = 1125aOK 'uy%'" ✓ HAIRPIN ANGLE AT TO SIDEWALL = 45 DEG TENSION TO SLAB: SIDE 100% 133%1 GOVERN LEFT ol ol 0.00 RIGHT 2.561 2.261 2.56 REQ'D As = 0.09 SQ IN TOTAL = 0.05 SQ IN/LEG STEEL: #4 TOTAL OF 1 —> As = 0.20,9-- REQ'D SPREAD FOR SLAB TO TIE FRAMES = 4.6 FEET TOTAL REQUIRED HAIRPIN LENGTH = 6.46 FEET RF3 rn J INTERIOR COLUMN FOOTING DESIGN FRAME REACTIONS �l +V = 21.15 KIPS (DL+CL+LL) V. _ 14.24 (DL+WL), MATERIALS AND ALLOWABLE STRESSES SOIL CONDITIONS: BEARING = 1.25 KSF ` CONCRETE: fc = 2500 PSI @ 28 DAYS DEAD WT = 150 PCF , n,= 10 • ASSUMED j = 0.88 fs = 24 KSI _ M r ' •• , SLAB AT PERIMETER OF FOOTING ' . --• T= 3.5 in SLAB As =• 0.028 SQ. IN./FT 6/.6/6%6 WWM T SLAB Mr.= 4/3 fs x SLAB As x j x T/2 = 1.3 K -IN = 114.987 LB -FT SLAB WEIGHT= Ws = t 44,11:5S ? EFFECIVE WIDTH = Ls = SQRT(2 x Mr s) — 2.29 FT • EFFECTIVE WT OF SLAB = Ls x Ws = y . 1`00 LB/FT FJ _QR NG� FOOTI#1 .,«,...a.4..�..«...«..[: �ihk'3e 7� �N mai?.uy�iay i �aann _�' }!4, v aNAN '1tt`+'�3 3� -mv V/ €bIA,}72INr$ d }r ' u `rr30`IN �ssNrLrn �zm>AY . � p •, � ' 7�2 INS:. s�? . �` R��u'k�it •xxY��a t � � v v z � ,��; �wLa � mi.'{ r'is ia's"r .,.,,.�„a>.ti • fiOP,H�A`'s�� � "������§��•140��,S,Q�XN r:�.<<�7� S r � � C� > - UPLIFV FOOTING WT = 13500113 SLAB AT FTNG 2.41 KIPS \ - FTNG + SLAB = "'15.91 KIPS MAX UPLIFT = 14.24 KIPS jO BEARING: SOIL BEARING CAPACIT: ( ) INSCREASE FOR DEPTH INCREASE FOR WIDTH = 0%', r ALLOWABLE SOIL PRESSURE _. '1.25 KSF f ACTUAL SOIL PRESSURE _ t, . 0.59 KSF<UK + BEND: CANTILEVER L = FOOTING L/2 = 3.00 FT *. MOMENT = SP x L^2/2.= 2.64 K-FT/FT ^ ' ; 2.64375 K- FT/FT P= 0.11% K= 0.13867 J 0.95378.. fs = 3.4 KSI F$— 24 i. fc = • 55 PSI ' " fc = 1125 , OK -BEND: -M = 1.69 K -FT P= 0.0.7%'- K =:. 0.11303 J=- •,.0.96232 31.92 fc = 43 PSI fc = 1496.25Oal K . ... �i nrr,�- i 22/ ANCHOR BOLT STRENGTH DE°SIGNS t2A 'CU TI'ON`PER UBC 2624 "HUGHES FP / r ' ; UNIT 1 INTERIOR Fc = 2500 PSI .LAMBDA 1.0 (NORMAL WT CONCRETE) r PHI = 0.65 ` 60 KSI (A-307 BOLTS) APPROXIMATE LOAD FACTORS - DEAD LOAD + LIVE LOAD l` FACTOR <= 1.7 X 2 = 3.4 DEAD LOAD +WIND LOAD A FACTOR <=.75 X'1.4 X 2 = 2.11,. 37�t r�'��ay`.z"-.f•>•suxt:R�` <bi{iai�sr�°•g1 �i'£..?�tts.�Y��} x. .e ..,.. . �- � , nu`� Yc*,ty� 1 `T' '�3z},�'iro,:F d j +� 4\ -•` y.'2 n"i.° �rl*.z.<.v''» vim'-a•snn .:3 s °�! k Y �y.asyn=., tAfVIETER� 1.00 INCHE 3 .. yrinr a axa„a$Tzt's Sid'yn�. Ks�}2;eare.>�.T ^a>•gi, isifH'ir z}'. }`.+'.`�` .� -.. '{ v: wz^r,. 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EMBEDMENT` x�.,3�,>�,���g� � ��, ,; s �a �-�,. «;• tz � .�. .� �� .�;� . <, v... �,�. a �; .� .>r:5 t��.,:� s.,.... •. :� .,�?� � • �• ,• � ,.. ��.n ��� .� AG'E� � ,� ,� 4.INCHES� rs�., ,� 2'?j,.. ,�. kat5>+r. "k. a N'" �.Ftb ks' • y ••dt .. a r.?!A_�yty .1?£13�4tiz^3�. a'.;. to �1'! . i:'. l� `� aix`.,. g}�v a.[ a'dr . fid?•, � ,a �";,�.,.;. y,}. d �Y�'�..�z�. ,� ��r+: ay' rz.�i. a.. 'S yqY ys �, 1'.y�.y,.....J' • ,�.i.�.ea,..,..{�•�4,,,#�:tt: a�`'u.tt,.L�'C.<:£z�>3:U�' w�'.ua;;:G��.xa,,..a3«.a.� -u'F3 STEEL:: Ps '29.8 KIPS/BOLT —j`, 59:5 KIPS TOTAL - Vs = 24.8 CONCRETE: Al, = 548:4 SQ IN. , Y As,- 1.414 X Al= 775.4 SQ: IN. `. `: : At = PITCH.x GAGE 90 SQ IN r .' PHI x Pc = 70.6 KIPS • :PHI x VC = 20.4. KIPS/BOLT = - 40.8 KIPS. TOTAL LOADING_ COMBINATIONS: - #1 - DL + LL" r M'r�7,�����' MAX SHEAR = 0 KI S'X LF f: 0 t<OK� +a�r�3Y MAX TENSION ¢x' ��,�•'a`�� { 0 YKI S XF p<t , �� COMBINED CRETE 1 0 00 ,<�OK�Y COMBIN STE _ �0 00 <�(30K�3 n�> :•G: ili£iv..♦1 \it�x`i iti.\�`»'ift,=nC;t •'• I.� #2, DL + WL . . MAX SHEAR' = 0 KI S X LF p rcpKy�saM. z ' s m3 sn} f s,K na s r MAX TENSION = 14.24 KI S X LF 29.9 ;<OK <rtuud1 COMBINE CONC ETE 0 28<�OKy` COMBINED S = 0:25Alo=O,42 K��'1``a r w #3 - DL +' W L @ BB MAX SHEAR r 0 KIPS X LF p MAX TENSION = 0 KIPS X ,LF 0 : COMBINED CONCRETE= 0 00 <''OK` rY�z " 1' COMBINED �. > STEEL = 0 00 <OK� . t . .• M..=w.w...:..ki.t2.1"..,.i:x xt.tb'�.Y:£- ,,' t: r Polaris Engineering & Surveying, Inc. JO8' 1:�I2_ -DATE I W5 -,Its 206 South Lincoln Street Suite 201 Port Angeles, Washington 98362 (360) 452-5393 FAX (360) 457-9319 SHEET 2 5 OF _ J. J_ d- - --�- -•_.1-_.Y.� F.. �- a_t _- E I r _ r 4- Y i r~ - _ti I 11 t-� I 557 --7� r STEEL BUILDING FOUNDATION DESIGN EQSS$BFAM_E DWA FO TING ITH S B Polaris Engineering 1£ Surveying, Inc. 206 S. Lincoln St., #201 Port Angeles, Wa. 98362 MANUFACTURER: BUTLER MANUFACTURING CO. BUILDING NO: D95-073402 BUILDING GRID: GRID LINE 5 - LINES A-E CLIENT: NORTH VALLEY READY -MIX LOCATION: �it'tL POLARIS JOB NO. `--� RFACTInNA F:PnU RI III nlNn UAIJI IFAPTI 10=0 100% STRESS LEVEL H LINE EE V H V Z LIN C H V Z H LINE A V Z H V DL 0.01 1.43 0.01 1.40 -0.05 0.95 MIN: 0.00 0.00 CL 0.01 0.79 0.00 0.01 0.80 -0.03 0.54 LL 0.05 5.42 -0.05 0.05 5.45 -0.19 3.88 0.00 0.01 1.40 0.00 SL 0.95 0.00 133% STRESS LEVEL WLL CORNER -0.06 -5.38 -0.21 -0.02 -2.68 -0.06 -0.13 -4.44 0.09 WLR -0.22 -5.06 -0.21 -0.06 -7.56 -0.06 0.82 -4.66 0.09 IS 1 -0.66 -0.44 1 -0.68 -0.41 -0.20 -0.35 0.95 IP 1 0.66 0.44 -0.42 0.68 0.411 0.20 0.35 MATERIALS AND ALLOWABLE STRESSES: EQ 0.22 0.02 -0.74 0.01 0.01 -0.60 -0.01 SLL WIDTH INSCREASE: 0% PER FOOT IN EXCESS OF 1' DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1' SLR EWP -0.06 -7.22 1.89 -0.07 -7.27 1.70 -0.34 -5.28 -0.06 EWS 0.06 7.64 -1.63 -0.06 -7.11 -1.62 -0.341 -5.12 -0.05 RKL 100% STRESS LEVEL CORNER MAX: 0.00 0.00 0.00 0.00 MIN: 0.00 0.00 0.00 0.00 INTERIOR MAX: 0.07 7.64 0.00 0.07 7.65 0.00 -0.05 5.37 0.00 MIN: 0.01 1.43 0.00 0.01 1.40 0.00 -0.27 0.95 0.00 133% STRESS LEVEL CORNER MAX: 0.00 0.00 0.00 0.00 MIN: 0.00 0.00 , 0.00 0.00 INTERIOR MAX: 0.08 9.86 2.33 0.02 1.46 2.12 0.77 0.95 0.09 MIN: -0.21 -0.30 -2.06 -0.06 -6..84 -2.04 -0.42 -4.52 -0.06 MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP: 2.0 KSF WIDTH INSCREASE: 0% PER FOOT IN EXCESS OF 1' DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1' CONCRETE: F'c = 2.5 KSI @ 28 DAYS WT = 0.15 KCF REINFORCING: Fs = 20 KSI DESIGN CONSTAI N = 10 J = 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) EW1 SLAB: SLAB THICKNESS: T _ 3.5.INCHES , SLAB REINFORCING: WWM SPACING 6 IN. O.C. As= 0.028 SQ. IN. > . WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr = 133% x Fs x As x'T/2 x J/12 '_ 0.098 K- FT ' SLAB Wl 0.044 KSF EFFECTIVE SLAB WIDTH = SQRT(2 x Mr / WT)- = 2.12 FT. EFFECTIVE SLAB WEIGHT = WIDTH x Wt = 0.093 K /LF CONTtNUbUS ENDW-AW-07!OTiI�� �r�` fps rnm ars +�- Src+s-rg¢ tlxya•z ,�i 9sas ,t�5; st142 '"'s '"77 h - - '�eySt Xi �.akVY�\Tft> `,xs`r �`L 'v tau{ >:, h .s E 9•. ' , rk2.�i44`4G'{r�vx+'"A Z - "�'�" .t rp �#s. -i t16�{� s74'• J ,�£.Srma}' kxdr'e 3,t3Jak ,18'INI5.3.ya j f, ;w i351 �'r { 5 k • - - ' ��� �� '� La t t# t0�`xP� > Z �'�� �� ws�'�t a`•att+c'Ky.�.,� yxIa.. �n�y w'�� � �- y1:�! � t: a. 're t�E,n�,�iG` •``� �s�c£�Y�r` i� Hwy c� :rn �:+�e5 ��$� � �i �`[�'ir3`,a �s�,�a5 �. r ' ���v ��f�,,•'aB.O.d1TOM; -�#�4� �:. �TOTA�LO- F�,.,�,�•��'�„`��BO�T,y�As'��, W��'�0�6U SQ {N.�� ` UPLIFT: COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: FOOTING WT = Wf 0.300 KLF SLAB WT = Ws = " 0.093 KLF TOTAL WT = Wf + Ws . 0.393 EN6WALLMr=133%xFsx TOP Asx(d-2")xj/12= 19.20K-FT . EFFECTIVE ENDWALL L = SQRT ( 2 x Mr / WT) = 9,89 FT's FOR 2-SIDES - TOTAL WT = 2 x L x TOTAL WT = 7.76 K 100% 133% GOVERNS- CORNER 0.00 0.001 0.00 OK, INTERIOR 0.00 6.84 \ - 6.84 BEARING: SOIL PRESSURE 1 INCREASE FOR WIDTH = _ 0% INCREASE FOR DEPTH= 0% ' i ALLOWABLE = 2.00 KSF @100% OR _ 2.66 KSF @ 133% + EFFECTIVE LENGTH OF FOOTING FROM POST BASE 10.0% STRESS LEVEL Mr = BOTTOM Asx Fs x j x (D-3")/12 = 13.50 K-FT .. W = SP x B/12 A 2.67, KLF L = SQRT (2 x Mr / W) = 3.18 FT EACH SIDE MAX VERTICAL LOAD = 2 x L x W= 16.97 K,` F t 133% STRESS LEVEL Mr = 1.33 x BOTTOM As x Fs x j x (D-3")/12 = 18.00 K-FT W = 1.3333 x SP X B/12 = • 3.56 KLF L = SQRT (2 x Mr/ W) = x 3.18 FT EACH SIDE , MAX VERTICAL LOAD = 2 x L x W= 22.63 K 100% 133% GOVERNS CORNER 0.00 0 . 0.000K 'x' ✓ INTERIOR 7.65 9.86 9.86 TIES TO SLAB 100% 133% GOVERNS H CORNERS - -0-00-F-0.00 - 0.00 133% FOR 90° CORNER BAR REQUIRED As = 0.000 SQ. IN • FOR #4 TOTAL OF - 1 ->`As = 0 20�`OK�`"' ` 100% 133% GOVERNS -Z INTERIOR 0.00 2.06 2.06. 133% •- ` FOR 450 HAIRPIN REQUIRED As = 0.055 SQ. IN *� Y' FOR #4 TOTAL OF 1 -> As = 0.20',,, � OKy a REQ'D SPREAD FOR SLAB STEEL = 2.8 FEET _ TOTAL REQUIRED HAIRPIN LENGTH = 3.96 FEET f - "� " EW 2 ANCHOR BOLT STRENGTH DESIGN CALCULATION PER UBC 2624 Fc = 2500 PSI - LAMBDA 1.0 (NORMAL WT CONCRETE) PHI = 0.65 Fs = 60 KSI (A-307 BOLTS) APPROXIMATE LOAD FACTORS DEAD LOAD + LIVE LOAD , FACTOR <= 1.7 X 2 = 3.4 DEAD LOAD + WIND LOAD FACTOR <_ .75 X 1.4 X' 2.1 CORNER COLUMNS DIAME nER kl,�•u`'*051N RHES o-�z �5�' FULL.AREA a ; 0442 SQ IN US DFORCONCRETE STRENGTH ygg �'Y5` iROOO AREA � a}� , 0 302,g5Q%IN ('1SED FOR SIRR TEELVSTR,ENGTH)�„ H 50! rifik titt :a s h 4 Fns` a L 'I• J n 5 ry ..tt• ty.r NOB'OLTS k,�� 2BOLTS10 u2TOTAL' ' �`� ���;�•� � .. a � �- ���ask;?�t .� f��•�>z3�a`�aGAGE> �ia ��. ,�4�INCHES ���';}xt,E•DGE DIST= �� . • ..6.5�.I�a'��,�° .n�a,Pai�CH--�t=�;,• 4 ��.� .. STEEL: Ps — 16.3 K /BOLT = 32.6 KIPS TOTAL , Vs = 13.6 K /BOLT= 27.2 CONCRETE: As = 295.7 SQ. IN. FOR EDGE DIST >= EMBEDMENT 0 At = 16.0 SQ IN PHI x Pc 29.0 KIPS PHI x Vc 11.5 KIPS/BOLT = 23.0 -KIPS -TOTAL LOADING COMBINATIONS: 100% STRESS LEVEL MAX TENSION = 0.00 KIPS X LF MAX SHEAR = 0.00 KIPS X LF 000 COMBINED CONCRETE = 0.000OK / COMBINED STEEL = 0.000 133% STRESS LEVEL ` MAX TENSION = 0.00 KIPS X LF 0 MAX SHEAR = 0 KIPS X LF 0.00 i3OK COMBINED CONCRETE = 0.000 UK k COMBINED STEEL= 0.000OKlot BRACE BAY AT 133% MAX TENSION = 0 KIPS X LF 0 a30Kz rI V MR it },. MAX SHEAR = 0 KIPS X LF 0 00 �,,�OK COMBINED CONCRETE = 0. 000 COMBINED STEEL = 0.000[ QK EW3 INTERIOR COLUMNS DIAMETER#��ra,( U 75k1�tdCHES�,zini;'��, » �r FULL AREA 'i`�, �F=� OA42 SQ iN >(USEDaF©WCONGRET3E STRENGTHj}�ejtar M �s/0�302r a cm n ROOTAREAA�=1 `rSGi,II� Y(l1SEDIFOf2tiSTEELSTREtJGTH� L ��a� 3 ..WJ ',mi.t :� 'S�i�. 'Ri. F \ }t,xx,�f, `Y'e< q�k d era u5fi`<. J>kA, 9.�iP•,#'� k}a15,"0'2 ,'�'tF^r A L. f,.4,+ - �NO�`BOL'TS�OTAL�` {t `� y'( ��+�� 'Y{': �h•L ?� y(itA�`•F,x •S �: h Z .y?�'i Y 'i.l "R �'rt;-:.•.S>'3`•.+°..t'.,;r'�'Si�ys�iatb�dt�y„•'x3o-v EMBEDMENT ,, r 6 INCHES �,��,�, GAGE:t ?�a>> 4NCHES �', �,'�.x,EDGE D,IST�s:� ��� k-. .,a s z r�,�r.r ��� �-,r��ro� �t a(' �, u;;'�.� tr�'r:•.•i a� '*^•� ..�;...�.�� �'� of�,�� �� •_,,,.,.,. `. �+; .�,_ac";3�.,PIT.C.�H �� STEEL: Ps = 16.3 K / BOLT = 65.2 KIPS TOTAL Vs = 13.6 K / BOLT = 54.4 " CONCRETE: As = 227.8 SQ. IN. FOR EDGE DIST'— EMBEDMENT ✓ At 0.0.SQ IN PHI x Pc 20.7 KIPS PHI x Vc 11.5 KIPS/BOLT = 46.0 KIPS TOTAL LOADING COMBINATIONS: 100% STRESS LEVEL MAX TENSION = 0.00 KIPS X LF O�OK, t `_ MAX SHEAR = 0.27 KIPS X LF 0.92 COMBINED CONCRETE _ 0.001 Rj�g-KCOMBINED'STEEL= 0.000K'' 133% STRESS LEVEL MAX TENSION = -6.84 KIPS X:LF �- MAX SHEAR = 2.33 KIPS X LF 7.92 COMBINED CONCRETE = 0.784,rOK COMBINED STEEL = 0.070 k�.©K,.; BRACE BAY AT 133% MAX TENSION = 2.00 KIPS X LF 4.20 MAX SHEAR _ 3.00 KIPS X LF 6.3 .. . COMBINED CONCRETE = 0:0920 ' COMBINED STEEL = 0.142 <' OW> EW4 `` V Ix STEEL BUILDING FOUNDATION DESIGN Polaris Engineering & Surveying, Inc. 206 S. Lincoln St., #201 POST & BEAM END -WALL F09TING WITH SJ AB Port Angeles, We. 98362 28/ MANUFACTURER: BUTLER MANUFACTURING CO. BUILDING NO: D95-073402 BUILDING GRID: GRID LINE 5 - LINES G THRU L CLIENT: NORTH VALLEY READY -MIX LOCATION: BUTTE COUNTY CA POLARIS JOB NO. 95124 RFACTIONS FROM RI III nINC. MANI IFAr:TI IRGR 100% STRESS LEVEL LINE L H V LINE J H V Z H LINE G V Z TH V Z H V DL 0.03 0.51 0.99 0.99 CL 0.02 0.23 0.52 0.50 0.00 LL 0.09 1.41 3.20 3.03 0.00 SL WLL -0.65 -1.47 -4.75 0.00 -3.82 WLR 0.31 -1.24 -1.79 0.00 -2.22 IS 0.20 -0.35 -0.68 -0.41 -0.66 -0.44 IP -0.20 0.35 0.68 0.41 0.66 0.44 EQ -0.59 -0.60 1 0.74 -0.22 0.00 SLL 0.00 0.00 SLR EWP 0.47 -1.96 -4.24 1.66 -4.00 1.75 EWS 0.46 -1.96 -4.23 -1.66 -4.00 -1.75 RKL 100% STRESS LEVEL 2.5 KSI @ 28 DAYS WT = 0.15 KCF REINFORCING: Fs = 20 KSI DESIGN CONSTAI N = CORNER J = 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) MAX: 0.14 2.15 '0.00 0.00 MIN: 0.03 0.51 0.00 0.00 INTERIOR MAX: 0.00 4.71 0.00 4.52 0.00 0.00 0.00 0.00 0.00 MIN: 0.00 0.99 0.00 0.99 0.00 0.00 0.00 0.00 0.00 133% STRESS LEVEL CORNER MAX: 0.69 0.51 0.00 0.00 MIN: -0.82 -1.81 0.00 0.00 INTERIOR MAX: 0.00 2.25 2.07 1.27 2.18 0.00 0.00 0.00 0.00 MIN: 0.00 -4.44 -2.07 -3.67 -2.18 0.00 0.00 0.00 0.00 MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP: 2.0 KSF WIDTH INSCREASE: 0% PER FOOT IN EXCESS OF 1' DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1' CONCRETE: F'c = 2.5 KSI @ 28 DAYS WT = 0.15 KCF REINFORCING: Fs = 20 KSI DESIGN CONSTAI N = 10 J = 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) EW1 SLAB: SLAB THICKNESS: T = 3.5 INCHES SLAB REINFORCING: WWM SPACING 6 IN. O.C. ` As = 0.028 SQ. IN. :. WEIGHT•OF.SLAB TO RESIST UPLIFT: ' SLAB Mr = 133% x Fs x As x T/2 z J/12 = - '0.098 K- FT h SLAB Wl 0.044 KSF EFFECTIVE SLAB WIDTH _ SQRT(2 x MO WT) _ 2.12'FT EFFECTIVE SLAB WEIGHT = WIDTH x Wt = 0.093 K /LF �I • s2 S�*a i -"l, t?. lit 3'irx a y.S r i.�,, tCONTINUOUScENDWA $$FOOTINGS,€" a�a �" ',`� aF r ��1 rx r ;,er;a+t*,yn» ,o -*,.3+- +'it"•�.tA%Y' .;�2+ 7•'Ikr`s'$ '�FL'MSbi•'!rr �. ^. �`°e'4`}is F# "`'',,�,i.•�;. ` f iie Y{ygck ,kF to t'Sax '?L?' U 7Q7 aR : ,xr:.'aSh P.$+a rpt /�c,•�1� -4sy�fti a rr$124 �{ t}} ;�tld7YAiE{ siti '" o r r 1'f�'aSf +wgmx 3•r j' - ?��H�t;f`r��`"'i., a zrixi7 it+a,3i.i ?r `Ya xre"tkr r ` REINFORCINCg TOP #4 c a£ oTOTAC�JOF, x2�2i' yT6Qf'�As, rasa �040SQaIN ,• F?a �a "�r,,Y' '�$ i"�pY y.,,'.+ ^s' »r pr �-r v a' , �� ��� 3� 4Yr x'{ }�/.'A Lm„.•� ' ¢ 3a? �4 f 7 t ' � r . `x<t:�u�'�:a3�^k"�_�?���._xc�..�Trl`OM.•#4•y'��".�..TOTACOF...,:�;.�,�?��,,,:2=ufnfi�B.OT�As.,,.�,�.�;�,.:.3:0.4U,SQ.IN;�x r � , �; , UPLIFT: COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: FOOTING WT = Wf . , 0.225 KLF SLAB WT = Ws = 0.093 KLF • TOTAL WT = Wf + Ws 0.318 7. ENDWALLMr=133%xFsxTOP Asx(d-2")xj/12= 12.80K -FT EFFECTIVE ENDWALL L = SQRT ( 2 x Mr / WT) _ 8.98 FT FOR 2 -SIDES - TOTAL" WT = 2 x L x TOTAL WT = 5.70 K '100% 1 133q, GOVERNS 2 CORNER 0.00 -1.8.1 / -.1.8 INTERIOR 0.00 4:44 j 4.44 •.: c . ,{' ,(� \ p a� BEARING: SOIL PRESSURE " INCREASE FOR WIDTH =.. 0o/u INCREASE FOR DEPTH ALLOWABLE '= 2.00 KSF @100% OR 2.66 KSF @ 133% EFFECTIVE LENGTH OF FOOTING FROM POST BASE. 100% STRESS LEVEL Mr = . BOTTOM As x Fs x j x (D-3" )/12 _ �' r 9.00 K -FT W = SP x B/12 = 2.00 KLF L= SQRT (2 x Mr / W) _ 3.00 FT EACH SIDE ' MAX VERTICAL LOAD = 2 x L x.W = 12.00 K ' 133% STRESS LEVEL Mr = 1.33 x BOTTOM As z Fs x J x (D-3")/12' _ , e' 12.00 K -FT W = 1.3333 x SP x B/12 = 2.67 KLF L= SQRT (2 x Mr / W) = 3.00 FT EACH SIDE MAX VERTICAL LOAD = 2 x L x W= !,'; 16.00 K z' 100% 133% GOVERNS 7 CORNER 2.151 0.511 2.15'OaK?r V ' INTERIOR 4.711 2.251 4.71 OKE;; •�` � .mow • ' TIES TO SLAB 100% 1 133% GOVERNS H CORNERS 0.14 0:69 0.69 133% FOR 90° CORNER BAR REQUIRED As'-- 0.026 SQ. IN./ FOR #4 TOTAL OF 1 -> As= 0.20g, ./ Y LZ 100% 133% GOVERNS j -Z INTERIOR 0.001 2.071 2.07- FOR 450 HAIRPIN REQUIRED As =_ 0.055 SQ. IN FOR #4 TOTAL OF 1 —> As = 0 20 ffiOK'�ra REQ'D SPREAD FOR SLAB STEEL = 2.8 FEET ' TOTAL REQUIRED HAIRPIN LENGTH = 3.92 FEET EW 2 1 STEEL BUILDING FOUNDATION DESIGN Polaris Engineering & Surveying, Inc. MAXIMUM 2.57 206 S. Lincoln St., #201 RIGID FRAME FOOTING WITH SLAB Port Angeles, Wa. 98362 H V DL MANUFACTURER: BUTLER MANUFACTURING CO. -0.46 BUILDING NO: D95-073402 0.30 BUILDING LINES: GRID LINE 2, 3, &4 1.16 CLIENT: NORTH VALLEY READY -MIX 5.92 LOCATION: BUTTE COUNTY WLL POLARIS JOB NO. 95124 -0.65 REACTIONS: 100% STRESS LEVEL LINE A MAXIMUM 2.57 8.48 -0.46 10.01 H V H V DL 0.46 1.57 -0.46 1.90 CL 0.30 0.99 -0.30 1.16 LL 1.81 5.92 -1.81 6.95 WLL -3.38 -5.83 -0.65 -2.97 WLR 0.64 -2.36 3.39 -6.65 IP 0.05 -1.36 -0.05 -1.59 IS -0.05 1.36 0.05 1.59 EQ -1.15 -0.42 -1.18 0.30 SLL SLR EWP -0.46 -5.36 0.46 -6.26 EWS -0.46 -5.361 0.46 -6.26 CR1 100% STRESS LEVEL MAXIMUM 2.57 8.48 -0.46 10.01 MINIMUM 0.46 1.57 -2.57 1.90 133% STRESS LEVEL MAXIMUM 1.40 2.14 2.99 3.36 MINIMUM -2.97 -5.62 -1.94 -6.33 MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP: 1.3 KSF WIDTH INCREASE: 0% PER FOOT IN EXCESS OF 1' DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1' CONCRETE:" F'c = 2.5 KSI @ 28 DAYS WT = 0.15 KCF REINFORCING: Fs = 20 KSI DESIGN CONSTANTS: N = 10 J = 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) } RF1 SLAB: SLAB THICKNESS: T= .'INCHES t ° SLAB REINFORCING: WWM@ 6 IN. O.C. '" As = 0 0.028 SQ: IN. I FT. WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr = 133%x Fs x As x T/2 x J/12 = 0.140 K- FT SLAB WT = - _• 0.063 KSF EFFECTIVE SLAB WIDTHSART( 2 x Mr / WT) - 2.12 FT ." . EFFECTIVE SLAB WEIGHT WIDTH x Wt = 0.132 K /LF' r r- - t - ra ,�.x<, , i- rH L icy SIDEWALLiPERIMETER FOOTiING /�THICKENEMSLAB,i t =mit , �' m s'Y I" W alt a ' f :fit z �z } a > , t it tazt,. zfi u S.�.u?K jzt f, t r f :...>,z•�` � i k. 75,11 ,11 4��.. •�f a , 'Z' 1`i>rs'.:, � z s S '# yti. �• '. d^i +% F F F�=nxg� Y 2 tL < \ �u +.z \? lva•xvS v`sr'1,{�'r'^ 3'�a#*a.,,F �rz^.t: .r- r�r.Zf*rl•l"t; t Y .:,t. Yn ��:'t '� t � r � d .: •rrta, Yx gy T...le5. .+ z a4 '•'k+..2xi. t£;,� .,$,.'h .n• .s � � �,:rr �.� ,. �r ��vl�,�,-y .4 ,,�,z��'�7 Y� �� �.k •. �� ,Y'4�..1 r� Si hr' ,t. r:>.. '. r •'a- z .- ti3�Lt z'�;dt f r`I)_ kaw,�. i 12.IN.g: vr�47 e, Y,�ti�..s$'�.+T� as x ,: � a � aY � J 3, ;•�*>:�..i,ax,��3� �.. ,. E .��r�`Yfi�'�i&�r�.�. i.lgt r:e•.,�`����'�#n i..�rG s; „�p.t�. tit's bti� tr 's»L 7 a S `5dt L�+}, lt,��.114'f�2 I%:1yb?'k+'ebi`i ��`IYi rc0.'�Lz i`tN'+'�S Ett ra ki»Sr#,4L £ -t w �:,au > �y' x S r: to .'i"^.r T. a t.h C:, ><h�..¢;4 ,• ,. ref ;�..av, ax''.��;Ei{§, ;,..,'a.-�'>''��+rr T'Qr ° ,-s s'ar"r,yr"n� �.Ci ?,i t',`�� -+riq a, •5 *.a A rr 3.r. � �'Yi a1 u�'2;. 'a � ' .t.-...:?�ctL ��-'ik *+(a`+uva,.•:��._i +� '��. �iz2l; � t�ra�'i }' � +�v3s&i. (t1:��y;9��tYatv.v ��2�4•Sa�'�0.�, .��'�}.y,�'%iL�a .;:,hi, !y. . F3EINF�**ORCING ���..++��,.+'� � ��TOP :rt��, ��X'�#4��-�,iTOTAL OF��•���.`�`ik :�',��'�'zv<',?� �,.a�`1�.�?TOF AS �, 3 . t� `�0 20 SQ�IN �'`�� • �. � 'a$�C'�'Y�. �"j1�+v+�»i-r. 1i . a� 4 ?.--ly+�+s'M, o � � :�.� � ����1`�+rte ix'` e-�� F.�` -3 - }�P ` x�•-,y ,...$ a.kx Tr'ln t��in�,w:;:�..�a�.:t.�, z-BOTTOM '4��.z'3�T�OTALOF•;st :: .,,�, ,,. rc �•;�' � li.��>60T�'As-�a�"�020SQ>INz`�' ?� '�' s�«e...,.. _3 r:- :'::� .S�-ta�>;�`�.'.>-43:..yao3{t�.'.�'.....�.�..,..'a,.l«'��b..t�..- "ti a..:,,...,.,.....r:��,>•�7rk`. COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: F ' FOOTING WT = Wf .0.150 KLF SLAB WT = Ws = 0.132 KLF - TOTAL WT = Wf + Ws 0.282 PERIMETER Mr = 133% x Fs x TOP As x'(rd - 2") x j / 12 = - 4.00 K-FT EFFECTIVE PERIMETER L = SQRT (2 x Mr / WT) = `5.32 FT. , FOR 2-SIDES - TOTAL WT = 2 x L x TOTAL WT = 3.01. K fRl ID'F.RAM U <`: i 5` ;:•� Wit E FOQ,TINGr, tsaraza}�yS�,i*au�a �wzc 1� y;3Za �gi . t.: J.r...,2tm�&.�ny�,�t�tT9 a'3t# �'! (. "?'YS q ''^`3, i?2.1�'{v'SRa ^n,E`+.•`y-'�c7^- L3'V'i._,. '`tT %, atm.. $wt�..y rill •sA."fi">f."Zbi.';.,y�f a , .y'-'t3. w<"C'2 .dim. .-� 3.v`z+a{?.t `r,r t"t'' a".''�-t tixa 4� L�,a �g d t30 IN, .L N48 i a rcl ,r "�:.�'`i�..'j`.,= { tom`«'4 �fi t K+tj6},u.:.IN ��:ti a'mtfia'�rf3a:Fr�T.Y1y�y�•Y12'`s}teb�+rt3?rlrc.�N+t»x i.Y`c'i 4a ,r,yi • CC�'3. ,,:+{rat lh .>r�,.%� F✓,y"`z q=`"`;?i';°Yx Li,^¢ .r�.rNWJrt,�,`,-.`f* w r, L ,art35ixfa s .y r•,}ly'r.n' tt i$ jat a F+`riiSf,�,23:+kJ.NJriw,g<44r}'+t,tr§,'2 _i'�3NA, OR M.:... a,».'Z_F'��� }t�{::nt:ro {5: i3iM h, �r,$r- l� +aj:t t, us>t3'tw w } tr;•. t{Z--E � t � vKit. >, fi x r t. ,z-. cxc ii µ REINFORCING �" ` T®P' ft4' TOTAL OF TOP�As' z,+ 080 r£ SQ IN " M.Rr s a . ` Y €ave+ : ,. �. 2 y k Y r' t .tx �' 7a L"�'t,�,_ y ak`Y`t- . =0F.;•Y u M� ,�h il�:» �•, BOT As • :a..�-�. f.:_.S:vz�sai = t#�V�•t3^".!�ar.�{i„sa�,.,�r,�a+ir� t� ' WEIGHT: FOOTING f z, 4.05 K ` SLAB AT FOOTING OVERBURDEN @ 120.PCF = 0:24 2 PERIMETER FOOTING AND SLAB = ` j3-p1 / TOTAL DEAD WEIGHT = 7.82 K UPLIFT: SIDE 100%. .133% GOVERN /k� LEFT 0 -5.62 562 OK��Y RIGHT ' 0 _ -6:33 6 33 -w, V , BEARING: AREA = 12:00 SQ. 'FT. . INCREASE IN BEARING FOR WIDTH = s J0°/, a ' - INCREASE IN BEARING FOR DEPTH = ALLOWABLE SOIL PRESSURE _ • , 1.25 KSF @1'00% Iµ.66 KSF @ 133% r , LOADS: SIDE 100% 133% SP 100%, SP @ 133% LEFT 8.48 2.14 0.71 KSF r 0:18 KSF pK� RIGHT 10.01 '- 3.36 0 83 KSF 0 28 KSF QKeYn �_ LTrr f: 'SOK LT�� r7 z .0Yy r , 1. .. " >. �' i K• .. .,. _ .. � � . Y ; 4 . i '� 1 � •Int', , , • 3 37/ BENDING STRESSES IN CONCRETE AND REINFORCING: CANTILEVER FOOTING LENGTH = U2 = 2.00 FT POSITIVE MOMENT = SP x W x L^2/2 = 5.01 K -FT @ 100% P = 0.10% K = 0.1405 J= 0.9532 fs = 2.9 KSI FS = 20 fc = 41 PSI Pc = 1125::O,K` NEGATIVE MOMENT DUE TO PERMITER FTG = 3.01 K -FT MOMENT DUE TO FOOTING WT = 2.03 K -FT TOTAL NEG: MOMENT = 5.03 K -FT . P = 0.10% K = 0.1405 J =. 0.9532 v fs = 2.9 KSI FS = 20'x} : (� fc = 34 PSI fc = 1125 �,rX,O,.K;� •{// HAIRPIN ANGLE AT TO SIDEWALL = 45 DEG TENSION TO SLAB: SIDE 100% 133% GOVERN LEFT 2.57 1.41 2.57 RIGHT 2.57 1.941 2.57 REQ'D As = 0.09 SQ IN TOTAL = 0.05 SQ IN/LEG , / STEEL: #4 TOTAL OF 1 —> As =0.20YWIT REQ'D SPREAD FOR SLAB TO TIE FRAMES = 4.6 FEET TOTAL REQUIRED HAIRPIN LENGTH = 6.49 FEET RF3 QI M ER zs �4, � ` tea''., , �„•t��1�00�1NCHES .}�� ..FULLAREA° A ,.: 078580#IN,r(USED:FORtCONCRETE�STR - RYO�OT AREA 1.0 x;` v0z551.SQ�tIN(USEDFORSTEELkSTRE�` . .� .. �. ��.. !!!tx`' a,4�.'`+'ve,-.; �,zz;,>a.,+•�aa„ti� - c NOBOLTS32;�FROWS,OF�ni�` y,�#f 1 �J��'di,:t • F •{�� lfi`�b`� ♦,1� y 14�.� b�,��i 4 �-'A �.i ,, 11 :v'i?r,., � '`� � �,•�i�y?`ii.� ,.iz . ^:a: � ,.ti;t, .,;�.'z- �s',�,�a.'•=a�fi,?y��'' { s,��fn4'"<ra tf rye ,t3iY. 'tdt# 4LIMV .^N� Sys fit'• R� . c, a. " t5 3y n .3�?�> aiq• �,ivlrlt. lj.,w # • rtg # zi3; i - Sft '^'"F�1# QTY f�'`N Y"J' t ���a+U L.� ?t•�� , � •� �,�i�°,��y, ?. �YN�a i Al 3}� .#S #t1 £ iaa4�y'^.. �+SSA _-'Y` j • - - Wa�` l.�r'ii� � �„i� L;='.� h,• ���� �a�i'T �„•, • E" �r `EMBEDMENT= ��4`: � "�s....`��;�8�1'�CH �� � ..�� ; Y _?�,��>•� 1 �. ��>�'' ���� rtED,GE•DIST.�w:. r sA"" �l �`� C 1 .� �. Yi.i� "3R k:� �� "fi����T���� 7��ku,�„`"�4 }as[�?a�k� �{�;�:� S �`'�� ��' �� � ,. ,a � �. �+�`��'��K�GAGE y,,x���a. �'�4;siNCHES 'PITCH ��E - .. i»,� ��� :,,•, tii . • t STEEL: Ps = 29.8 K / BOLT . = - 119.0 KIPS TOTAL - ��• Vs = ` 24.8 K / BOLT = 99.2 • CONCRETE: a• - F As = 465.3 SQ. IN. FOR EDGE DIST >= EMBEDMENT - AI =' . 16.0 SQ IN - - PHI x Pc = 44.4 KIPS, PHI x Vc = 20.4 KIPS/BOLT = 40.8 KIPS TOTAL M LOADING COMBINATIONS: 'MAXIMUM AT 100% MAX TENSION = MAX SHEAR 0 KIPS X LF =' O OKE � 2.57 KIPS X LF = ' 8.74 IOK� <' - *,0.07I• ' COMBINED CONCRETE _ • • COMBINED STEEL = :ROK . #3 0.01 'pK� �♦ ` -MAXIMUM AT 133% - MAX TENSION _ MAX SHEAR = .6.33 KIPS X LF = : ' • 13 293 OK 's 'a ✓ a { 2.97 KIPS X LF = - 6 24x , ' COMBINED CONCRETE _ COMBINED'•STEEL " 0 17 OK ✓ ' - 1n =' 0 02 OK BRACE BAY AT "133%" " .-MAX TENSION = MAX SHEAR = 4 KIPS X LF = 8 4 A,i• �. #Six '�; - _ 6 KIPS X LF= 12 60OKs=3„�' COMBINED CONCRETE'= ' *• COMBINED STEEL`= 0 20OK- si��_; ►n , • a 002 �'~,�OKm,�'�ai}��• v �, "- , 03 -Nov -95 - i : # yam.. • � , ,.. #'r - � AM. • .. .. , ,` `� Y'•. � •- t • M _ � • Gtr. • . 4 - , • • ` INTEROR COLUMN FOOTING DESIGN ' FRAME REACTIONS +V = 24.86 KIPS (DL+CL+LL) -V X13.86 "µ (DL+WL) ` • MATERIALS AND ALLOWABLE STRESSES SOIL CONDITIONS: BEARING = 1.25 KSF CONCRETE: fc = 2500 PSI' @ 28 DAYS DEAD WT = 150• PCF ` n = 10 ASSUMED j = 0.88' fs = 24 KSI _ SLAB AT PERIMETER OF FOOTING ' T=• 3.5 in SLAB As = 0.028 SQ. IN./FT 6/6/6/6 WWM , SLAB Mr = 4/3 fs x SLAB As x j x T/2 = 1.38 K -IN = .114.987 LB -FT'. "" 3 SLAB WEIGHT = Ws = 44' PSF EFFECIVE WIDTH = Ls = SQRT(2 x Mr/Ws) 2.29 FT .EFFECTIVE WT OF SLAB = Ls x Ws- - • ' 100 LB/FT' j IN,�TERIO FR ME FOOTING4},} } at Ft x },aa» }� hJr. }S � u'�'':� i' s �•°�i ��a �}'1E +�, a ueir xFr Ali ltaaF��r�Yetfn � ; 3 �rt+. • b ���,'.��•�,�$��','a'z7,2IN��''��"f,�'f da $�uN' iBO�TTOAA �AiYs}�j�n2r17SQIN� }° �0'% •m-�a• mr. •r wwwWW UPLIFT: FOOTING WT = 13500 LBS = 13.50 KIPS rid.✓ SLAB AT FTNG = 2.41 ,KIPS FTNG + SLAB = 15"91 KIPS MAX UPLIFT,= 13.86'KIPS <' �� 1� , 4 • ' BEARING: SOIL BEARING CAPACIT: INSCREASE-FOR DEPTH = 0%Ytl- INCREASE FOR WIDTH = 0% . ALLOWABLE SOIL PRESSURE _ ' x 1.25 KSF - ACTUAL SOIL PRESSURE _ 0.69. KSF OK: ' F+ BEND: CANTILEVER L = FOOTING U2 _ 3.00 FT y'. MOMENT = SP x L^2/2 = 3.11 K-FT/FT = 3:1075 K-FT/FT - P =. 0.11% K= 0.13867 J= 0.95378 fs = 4.0 KSI FS = 24 ' t< pK fc = _ 64 PSI. fc =BW,- OK -BEND: -M = 1.69 K -FT . P = 0.07% K = ' 0.11303 J= 0.96232 r fs= 3.3 KSI• -FS,= 31.92 fc = 43 PS11 fc =, 1496.25 • , .. .. a .. _. ." e. f f STEEL BUILDING FOUNDATION DESIGN Polaris Engineering & Surveying, Inc. 206 S. Lincoln St., #201 RIGID FRAME FOOTING WITH SLAB Port Angeles, Wa. 98362 MANUFACTURER: BUTLER MANUFACTURING CO. BUILDING NO: D95-073402 BUILDING LINES: GRID LINE 6 CLIENT: NORTH VALLEY READY -MIX LOCATION: BUTTE COUNTY POLARIS JOB NO. 95124 REACTIONS: 100% STRESS LEVEL MAXIMUM LINE A 3.43 0.00 H V H V DL 0.00 0.55 CL 0.00 0.32 LL 0.00 2.56 WLL -1.96 -3.22 WLR 1.22 -3.37 IP -2.85 0.00 IS EQ 0.00 0.00 SLL SLR EWP 1.71 -3.40 EWS 1.71 -3.40 CR1 100% STRESS LEVEL MAXIMUM 0.00 3.43 0.00 0.00 MINIMUM 0.00 0.55 0.00 0.00 133% STRESS LEVEL MAXIMUM 1.71 0.87 0.00 0.00 MINIMUM -1.96 -2.85 0.00 0.00 MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP: WIDTH INCREASE: DEPTH INCREASE: CONCRETE: PC = WT= REINFORCING: Fs = DESIGN CONSTANTS: N = J= 2.0 KSF 0% PER FOOT IN EXCESS OF 1' 0% PER FOOT IN EXCESS OF 1' 2.5 KSI @ 28 DAYS 0.15 KCF 20 KSI 10 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) RF1 SLAB: SLAB THICKNESS:T = ' .` 5 INCHES _, + i 'SLAB REINFORCING: WWM @ 6 IN. O.C.> As = 0.028 SQ. IN: ! F.T. WEIGHT OF SLAB TO RESIST UPLIFT:: a { SLAB Mr = .133% x Fs x As x T/2 x J/12 0.140 K- FT,. SLAB WT =; 0.063 KSF EFFECTIVE SLAB WIDTH SART( 2 x Mr! WT) _ 2.12 FT EFFECTIVE SLAB WEIGHT = WIDTH x Wt _ 0.132 K ILF sm . Y SIDEWALL PERIMETER FOOTING%THICKENED SLAB "rrirgsti i1d�5,�r_,.;",`�� Axa ;� '�,s�:rte ar r�`a�y r� i Vit.• t "rx? ,`t # > 'n", � .,�fiUN ti� i ee f`.,.s a::il xz�,a's ° sg..>iY�.'�xkt'u u'8�ti:: '`ris"�i� >,-r• z'»x '. :<r.. '., 4v �4; }. +,.,�1 �2,'t3i KK.FA . ^t"�z', ',ti '+, ... `, ct r : v nsq t �1* y. ,'t,Y�3;t.. .s~%. ': iatjt.�..: y �t.y)>. , , 5.s„ .�R',a�•,x.' r3+ft as.ii'� �.yi'+`x`�r''£'aY';:.'� f �.?5 tr �+' t. t st s yn bxa�l x t=tx t, X16 IN: cR air L. Cdr »a z t t�i?asT-.ttw... m.` 4 s_ t ,"i.:.i;r;'hl+'+£i°:.F$^r"'' F.i rk.'i 'fM'7aY'�c # S'ui Yui ¢�..{y5•ri�* jyc .r ,w; 511 ''K��"tY;o.Y y .-'1{, 'rl;C r:a3tyt 'u a?e'..`1'Uir ,ti�xr:R =IN .. ' � �+�w t�t egxr� a � x.-k'•>.�'`�y ;:»% � "�. ��� . ''�� , t�Z :��'rx � � c;•"'�i� � �"z�� ��"� �.",i' � �,.�€'�'�si ;,� �w'c � t��; .�`'`��:a�'��. �., �� _ E FORCING � �. ,>.,,TOP � � #4,A,•TOTgL OFa � n'��`� �5„ � -�= 2 rTOP As .s��` � .�° . +,«�'��S�''����'�a'�.:�-�...BOTT�„OI!!M.`���a�;�#4�':�,,T�OTALa���•�3>`�?��.x�'�.,�� r� ��2 �'B'OT�.��� i:�''.�0�40ySQ31N'�°" ' COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: ' •. � - � • n FOOTING WT = Wf 0.300 KLF SLAB WT= Ws = E 0'132 KL TOTAL WT,= Wf + Ws = 0.432 PERIMETER Mr = 133% x Fs x TOP As x (d - 2") x j / 12 -A2.80 K -FT EFFECTIVE PERIMETER L = SQRT (2 x Mr / WT) = 7.69 FT FOR 2 -SIDES -TOTAL WT = 2 x L x TOTAL WT = 6.65 K } 4 I WEIGHT: .FOOTING r 1.50 K SLAB AT FOOTING = 0.66 OVERBURDEN @ 120 PCF = PERIMETER FOOTING AND SLAB = 0.00 r , ' 6.65 TOTAL DEAD WEIGHT =_ • 8:81 K ' UPLIFT: 133% GOVERN r 4 i , ✓ 5� ` SIDE 100% LEFT 0 -2.85 2 85 ,• 00Kk,y , t BEARING: RIGHT 0 0 0 �OK'�'' 6.67 1SQ. AREA= FT. ' r INCREASE IN BEARING.FOR WIDTH 0% r ` - INCREASE IN BEARING FOR DEPTH 0% ALLOWABLE SOIL PRESSURE _ ', 2.00 KSF @100% _ 2.66 KSF @ 133% LOADS: SIDE 1 100%1.133% SP @ 100% " SP •@ 133% LEFT 3.43 ' 0.87 0.51 KSF 0.13, KSFk'3 RIGHTJ', • 0 0 0.00 KSF 0 00 KSF OK t' Ar.. } RTg'/m;a,. ti 4, ► 67� 3g BENDING STRESSES IN CONCRETE AND REINFORCING: CANTILEVER FOOTING LENGTH = U2 = 2.50 FT POSITIVE MOMENT = SP x W x L^2/2 = 2.14 K -FT @ 100% P = 0.17% K = 0.1826 J= 0.9391 fs = 4.6 KSI FS = 20fi OK v ^. fc = 83 PSI fc = 1125 if O,Kti; .. NEGATIVE MOMENT DUE TO PERMITER FTG = 8.32 K -FT MOMENT DUE TO FOOTING WT = 0.94 K -FT TOTAL NEG. MOMENT = 9.25 K -FT .� P = 0.17% K = 0.1826 J = 0.9391 , fs = 19.7 KSI FS = 20 ft:" OK.; fc = 360 PSI fc = 1125 4�n'�O(? �3�' ;� HAIRPIN ANGLE AT TO SIDEWALL = 45 DEG TENSION TO SLAB: SIDE 100% 133%1 GOVERN LEFT 01 1.711 1.29 RIGHT 1 01 01 0.00 REQ'D As = 0.05 SQ IN TOTAL = 0.02 SQ IN/LEG STEEL: #4 TOTAL OF 1 —> AS = 0.20 OK- REQ'D SPREAD FOR SLAB TO TIE FRAMES = 2.3 FEET TOTAL REQUIRED HAIRPIN LENGTH = 3.25 FEET RF3 ANCHOR BOLT STRENGTH DESIGN CALCULATION PER UBC 2624 - ' Fc 2500 PSI • « _. LAMBDA= 1.0.(NORMAL WT CONCRETE) PHI 0.65 _ Fs ,= . 60 KSI (A-307 BOLTS) . 0 `1� ` APPROXIMATE LOAD FACTORS ± ' ,� DEAD. LOAD + LIVE LOAD FACTOR - 1.7 X 2 = ' + 3.4 • �f DEAD LOAD + WIND LOAD FACTOR —.75 X 1.4 X2= 2.1 - DIAME''-_TER 8sl 00 NGI tz EJ 9d{2� i � Uyl). r oti t £ i° tS1a ! re . F • Kh�y IN `FULL�AREA" r�t S Gz � n> ._.y �, `} � s ';dt t �i� ;aA"zw0 785,pSQNIN (USEpFOR CONCRETESTtRENGTH) ROOT`AREAAA),t ? : r ri .. ,a. s _, 3: r�0 551SQ jIN(USEDtFOR STEELsSTE2ENGTH)f� 7.izr`3 N x �ac.,,,r xg.y . °£� C3''+tS R �`y t^Yv Kd e r •r..� �iS13 °hyq',, ya�f. u,,� 'v, tL� J �,w• .M.0, y?:''c`�rA .F b �h?ik >.'t_.Kr�a<Y?r ^y�•ri'sx>�`F t��`v�'A., ;3y�v�q'a'�^,JJ �.Yt �asu j)}fi Fiw,KVr3'J 't �'2 asu4, ,3 .>s.* NO t30L*TSS. iar?u2��y'> 4ROWSOF v.¢i">2,.BOLTS' aka?' 2 TL��h .� r�'�r :i 2�z+' > q.:3 ,> '� ;`';1+� F &.*7-�y>�..•sx xT arr: '<.:t•;: s�7' erg" K+. �3-:3 } E z ib ";.; 1-?. ' 'sc., �`�• i�.r`� .� .a.*`��Iy, �.`i5-. 4ta�J7•:�L``'., �> �7 ;: �R `fiy a+y * �t�d...+y. ��'q �s> e,'iv +}^ >ryi3 F•� -wjt � {. x3d'� �.�:.37' t ,. ,», h utt moi. .�3 F .'�3'k'r's,{'">`u'"'> �z . V R 4?t'� 1^+vt't•.'tyi.�S,:aY'`4;"r'4§i�'ro; z'9 ?"$ Ea>uEEMBEDMENT .�3i3 x t INCHES{+ rG/4GE,'> a sir S y L a A�'>stw �%)frt"c y;: `�� •i Mar n ti S•: r - 65•,.t r t 5 >� t N -x?? c 'zv�1°� 3 ;t<u iy�4 I�tCiHES,S�,�.�3, t 'arc I— Z-ZM el- s STEEL: Ps = 29.8 K / BOLT 59.5 KIPS TOTAL ` Vs= 24.8 K / BOLT = y 49.6 CONCRETE: As = 296.9 :SQ. IN. FOR EDGE DIST >= EMBEDMENT `Q)(���. }� ✓ At = 0.0 SQ IN PHI x Pc = 27.0 KIPS - PHI x Vc = " 20.4 KIPS/BOLT = 40.8 KIPS TOTAL LOADING COMBINATIONS: LEFT SIDE MAXIMUM AT,100% MAX TENSION = 0 KIPS X LF = 0 OK�Vffi�rftt/ MAX SHEAR = 0 KIPS'X LF = 0.00 �pK COMBINED CONCRETE = 0.00 n�gv-v,COMBINED STEEL _ 0.00 h OK �� ` LEFT SIDE MAXIMUM AT 133% MAX TENSION = 2;85 KIPS X LF = ' 5.985 VA..OK ,Za � MAX SHEAR 1.96 KIPS X LF=, 4.12gOKy+r COMBINED CONCRETE _ _ 0.09SOKa}" Axt` pgo" COMBINED STEEL 0.02 FIE BRACE BAY AT 133% ✓ r , m MAX TENSION = r 0 KIPS X LF OOK, MAX SHEAR 0 KIPS X LF =0.0 ' COMBINED CONCRETE= r 0.00'�OK / COMBINED STEEL = 0.0()SOK+?^ 03= Nov -95 A '1." •01:54 PM' t, , RF4 ,: From FIRE ONE DESIGN PHONE No. X702 746 0339 Jan. 04 1996 1:04PM P61 Con At -vi ting PAY, (7021, 826-1305 Starr NJe.;kd©ws .Lo, -)p ".k C-16 50416.'a XV Lic, C41 (702) £32+5-1"31 NO. of PAUL -'S: ;S "otai TIME: 11:30TO Vui. i dKL i'hL::Vt a�11Vv :)w "l 1 Ll'r, t C -A 1_'s-�1U u6UXL '1190 FOR HUGHL:.S..F'IRE �Y-lt '.'CTl0N, FI+:1?22�iIT # 95 -3 .... .. j 2° 4j �.':-'Lj � P. •7 i' 1 *(� j-1 r fr` !\ VEiti l 1-', - ,. . ;u� .11 lj�'f-i1.'t ri:_•�'`,i .�.'3�'..r::: �. �:,st'(1.1.�.. y�•.ra'��7 �^`S• ��r, � .�_� HiJNE INUMo' f, IT T, 1+ 1"�Pr tr1.L. '„'��:1, �-"��k A� 1L��lx°e�j F'1;ri Pk 1'UL t From : FIRE ONE DESIGN PHONE No. 702 746 043e Jan. 04 1996 1: 05PM P02 WEEK G "ra"T C"Dwro !?,8-v"hE Wlx;r H, TN A T- OR h XL SJ40 11, PIPE Weight of Piero/root 1.221 1.404 1.68 W6i„)h1 of Water*oot 0.414 0.409 0.37 W810111 of Pipe with Water/root 1.635 1.013 2.05 1.114" PIPE Wsipht 61 PIPO/Foo; 1.67 1.81 2.27 Weight of Water/Fool 0.72 0.71 Weight of Pipa with Weiler/Foot 2.29 2.52 2.92 1-1/2" PIPE V"'eight of pips/Foot 1.83 2.08. 2.72' Weight of Water/Foot 4.97 ' ` t?,96 0.88 Weight of Pipa with Water/Foot 2.85 3.04 3.60 2" PIPE Weighs of Pipa/Foot 2.62 2.64 3.65 Weiohl of Weler/Fool 1.58 1.58 1.46 WiJoht of Pipe with Water/Foot 4.10 4.22 5.11 2-1/2" PIPE Weight of pipe/Foot 4.08 3.53 5.79 WOighl of Water/Foot 2.26 2.36 2.08 Weigftt of Pipe with Water/Foot 6.34 5.89 7.87 31, PIPE Weight of Pipe/Foot 5141 4.33 7.58 Vi eight of Water/Foot 3.48 3.61 3.20 Weight of Pipe with Water/Foot 8.49 7.64 10.78 3.1/2" PIPE Weight of Pipe/Foot 4.97 9.11 Weight of wator/l=oot 4.81 4.28 Weight of Pip© with Water/Foot Q.78 13.39 4" PIPE Weight of Pipe/Foot 5.61 10.79 Welght of WaterlFO0i 8.17 5.51 Wei0ht of Pipe with Water/Foot 11.78 16.30 5" PIPE W0.7gh! of Pipe/Foot 7.77 14.62 iNr:ight of Water/l=oot 9.53 8.66 ,': ei&i at Pipe with Water/Fant 17.30 23.28 6" PIPE Weight of pipe/Fcof 9.29 113.97 Weight of Waier/Foot 13.74 12.51 Weight of Pipe with Water/Foot 23.03 31.48 6" PIPE Weight of Pipe/Foot 13.40 28.55 Weight of Water/Pool 23.59 21.69 Weight of Pipe with Water/Foot 36.99 50.24 ,4 - From FIRE ONE DESIGN PHONE No. : 702 7=16 0432 .Jan. 04 1996 1: 05PM P33 INSTALLATION Ri;Q,li►uRt<tEN2;C,, ig_dp TWO! 4.5.4.3.5.1{4} }suss: v.o: a,.i.,i,eµl less;IIULlIi lurs.a aW •ne.,rp� alY`- �• s•u�r..•� Maximum 1.oada far Various T'ple'a of Ftlsietirrs to Structure t1'E' Loads (givttn Its pounds) are keyrd to :etsrkai angles nffrrpce6 antd orientation of cowctltty; surface. These values are hasori oil conrt�nstic loadings gf(hc fastener. l errs to determine prtrper refeerncr within table. FOr alll;ks betwcell those ShOwet, use most restrictive cast. llraers should 11"t be attached tO light stttioure mentliers. $rata restene: A Ifo -9u° tC� ergs 9 � Fitianer 2 X5.59' a lio �t�a I XFMUnar C M,o.4 1. LLMm,un I aligner �'rUit Oiamaiels t17 ��'• Maxintustt Hnrlsnnt,l friar➢ (1Fr� Of Boase Seem mow Letto � 00d No%<3" Muslsnurn 306 Angle 450 Ang1c 60° An51e Radius of Length for from front from 4hapo "rid Size t:�•ratinn Vr as 200 Vertical \'rt rival Verdes 1 Ylpu (S:hcdule 40)— a 2 I in. t .42 7 ft 0 in, 1767 25M0 gOf 1 i4'c tn. i 0 in 2993 358 i t ht±l r2fi In 0 4 ill 4040 40sa .7t17 0 lZ 1 in. 8829 5414 K PIP: 1! ChCdulr 101 _ V_717 – - 2 1 in. 1114 In. .43 7 ft 2 in. 1477 2090 2556 111, in. 55 1t ft 2 it), 1000 2fiA7 Ml t in. ,684 10 ft 7 in. 2194 $1Ct0 9800 802 in, 2771 3026 4803 Table a -5A 9.5,I(al Arsignpd [nad Tab If- (Biased ae half the weight Of the watrr•fille(f pipe) Spacing of Spacing of l rural btYr•. ` Longitudifi*1 Ili aLea'• ArsigDed I nasi fur pip* ill tl Kc Eracac9 (I4) 1ft1 () z M 0 `�1 20 •10 860 750 393 785 410 915 493 470 655' 25 �1 b0 950 GBO fi15 1020 670 X90 1090 190,5 1f330 40 6A 1140 1160 1225 11`15 1415 1650 2200 5U• 60 1515 1515 1110 1650 1410 1740 1860 1g80 2610 2745 9660 'Yc rmlued ur'N undo, 1965 203. , 21 i5 2150 5160 4575 •'ti brisneh lines ere lotiguu„iral Sri Exception leo, 4 to 4.5 445 SA. provided Mal. lelcrel bracing or hung with ti•heails bens out at least cos. .11.11,..,.....,.. SC degrees froth vertical, half'the as+igued load niad be used Cul }suss: v.o: a,.i.,i,eµl less;IIULlIi lurs.a aW •ne.,rp� alY`- �• s•u�r..•� Maximum 1.oada far Various T'ple'a of Ftlsietirrs to Structure t1'E' Loads (givttn Its pounds) are keyrd to :etsrkai angles nffrrpce6 antd orientation of cowctltty; surface. These values are hasori oil conrt�nstic loadings gf(hc fastener. l errs to determine prtrper refeerncr within table. FOr alll;ks betwcell those ShOwet, use most restrictive cast. llraers should 11"t be attached tO light stttioure mentliers. $rata restene: A Ifo -9u° tC� ergs 9 � Fitianer 2 X5.59' a lio �t�a I XFMUnar C Fµt T M r,Knum 112 enr. � p„yth o/ Nerm EC but Not Ca•• Efface for Wood swami 0+ �= Mnfnru.n 4 pn4•�at 6ro',e Gw+.,au.t Wit Not r, I to tfeam Depth and Nol C+" Ire Wood seams f set-- tt ane? MCrlrrrvrry 117 S' lieDlt of fiesm z 6a�Not �1" for WoodEumt r„ �i3rar 56.59° r E M nlmurn 4 R6ttener H,KN DlirM to/t but Not! 113 Beam Deptn and Not <3- to -Wood Han ~50-1106 M,o.4 1. LLMm,un I aligner �'rUit Oiamaiels t17 ��'• Rut Not <113 Of Boase Seem mow bili N;t<.3" � 00d No%<3" for Woad Beams 3LU•140 tot Wood Beams r: Fµt T M r,Knum 112 enr. � p„yth o/ Nerm EC but Not Ca•• Efface for Wood swami 0+ �= Mnfnru.n 4 pn4•�at 6ro',e Gw+.,au.t Wit Not r, I to tfeam Depth and Nol C+" Ire Wood seams f set-- tt ane? MCrlrrrvrry 117 S' lieDlt of fiesm z 6a�Not �1" for WoodEumt r„ �i3rar 56.59° r E M nlmurn 4 R6ttener H,KN DlirM to/t but Not! 113 Beam Deptn and Not <3- to -Wood Han ~50-1106 HUGHES,FIRE PROTECTION, Inc. 1900 PARK AVENUE CHICO, CA 95928 C-16 482869 HYDRAULIC CALCULATIONS FOR HUGHES BUILDING BUTTE COUNTY CHICO, CA FILE NUMBER: HUGHLITE DATE: DECEMBER 13, 1995 -DESIGN DATA - OCCUPANCY CLASSIFICATION: DENSITY: AREA OF APPLICATION: COVERAGE PER SPRINKLER: NUMBER OF SPRINKLERS CALCULATED: TOTAL SPRINKLER WATER FLOW REQUIRED: TOTAL WATER REQUIRED (including hose): FLOW AND PRESSURE (@ BOR): LIGHT HAZARD OFFICE 0.10 gpm/sq. ft. 1500 sq. ft. 144 sq. ft. 16 sprinklers 317.7 gpm 567.7 gpm 317.7 gpm @ 50.5 psi SPRINKLER ORIFICE SIZE: 1 / 2 inch NAME OF CONTRACTOR: OWNER/BUILDER DESIGN/LAYOUT BY: G. WADE JENKINS for HUGHES FIRE PROTECTION.. AUTHORITY HAVING JURISDICTION: BUTTE COUNTY FIRE PREVENTION. EQUIVALENT K -FACTOR CALCULATOR Node Sprinkler Pipe dia. Pipe Ftgs. Total H -W Equivalent Name ----------------------------------------------------------------------- K -factor (in) Len.(f.t) Len.(ft) coef. K -factor DROP-1 5.60 1.104 1.50 T 6.50 120 5.45 DROP -2 5.60 1.104 2.50 ET 9.50 120 5.39 DROP -3 5.60 1.104 4.50, ET 11.50 120 5.35 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 1 C:\HASS57\HUGHES\HUGHLITE JOB TITLE: HUGHES OFFICE AREA, SKYPARK IND. AVE., BUTTE CO::j CHICO. WATER SUPPLY DATA SOURCE STATIC RESID. FLOW AVAIL. TOTAL REQ'D NODE PRESS. PRESS. @ PRESS. @ DEMAND PRESS. TAG (PSI) (PSI) (GPM) (PSI) (GPM) (PSI) SRC 74.0 48.0 2440.0 72.2 567.7 60.7 AGGREGATE FLOW ANALYSIS: TOTAL FLOW AT SOURCE 567.7 GPM TOTAL HOSE STREAM ALLOWANCE AT SOURCE 250.0 GPM OTHER HOSE STREAM ALLOWANCES 0.0 GPM TOTAL DISCHARGE FROM ACTIVE SPRINKLERS 317.7 GPM NODE ANALYSIS DATA NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI) (GPM) 1 9.0 K= 5.45 8.2 15.6 2 9.0 K= 5.45 8.8 16.2 3 9.0 K= 5.45 10.7 17.8 4 9.0 K= 5.45 15.3 21.3 5 9.0 K= 5.45 18.6 23.5 6 10.5 - - - - 22.8 - - - 7 9.0 K= 5.45 11.6 18.6 8 9.0 K= 5.45 12.5 19.3 9 9.0 K= 5.45 17.1 22.5 10 9.0 K= 5.45 20.0 24.4 11 10.5 - - - - 23.3 - -- - 12 9.0 K= 5.45 7.0 1.4.4 13 9.0 K= 5.45 7.4 14.9 14 9.0 K= 5.39 9.4 16.5 15 9.0 K= 5.39 13.4 19.7 16 9.0 K= 5.35 15.8 21.3 17 9.0 K= 5.35 19.5 23.6 18 10.5 - - - - 23.2 - - - 19 9.0 K= 5.39 27.2 28.1 20 10.5 - - - - 26.9 - - - 21 10.0 - - - - 24.9 - - - 22 10.0 - - - - 25.1 - - - 23 10.0 - - - - 26.0 - - - 24 10.0 - - - - 27.3 - - - 37 10.0 - - - - 38.1 - - - TOR 9.9 - - - - 43.3 - - - BOR 0.5 - - - - 50.5 - - - BF1 3.0 - - - - 58.5 - - - BF2 3.0 - - - - 51.5 - - SRC 2.0 SOURCE 60.7 317.7 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 2 JOB TITLE: HUGHES OFFICE AREA, SKYPARK IND.- AVE., BUTTE CO.,-CHICO PIPE DATA PIPE TAG. Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ.. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) F.L./FT (PSI) Pipe: 1 -15.6 1.104 PL 10.00 PF 0.6 1 9.0 5.4 8.2 15.6 ,5.2 120 FTG ---- PE 0.0 2 9.0 5.4 8.8 16.2 0.064 TL 10.00 PV 0.2 Pipe: 2 -31.7 1.104 PL 8.00 PF 1.9 2 9.0 5.4 8.8 16.2 10.6 120 FTG ---- PE 0.0 3 9.0 5.4 10.7 17.8 0.238 TL 8.00 PV 0.8 Pipe: 3 -49.5 1.104 PL 8.50 PF 4.6 3 9.0 5.4 10.7 17.8 16.6 120 FTG ---- PE 0.0 4 9.0 5.4 15.3 21.3 0.543 TL 8.50 PV 1.9 Pipe: 4. -70.9 1.452 PL 12.00 PF 3.3 4 9.0. 5.4 15.3 21.3 .13.7 . 120 FTG. ---- PE 0.0 5 9.0 5.4 18.6 23.5 0.277 .TL 12.00 PV 1.3 Pipe: 5 -94.4 1.687 PL 13.00 PF 4.8 5 9.0 5.4 18.6 23.5 13.5 120 FTG T PE -0.6 6 10.5 0.0 22.8 0.0 0.227 TL 21.00 PV 1.2 Pipe: 6R -94.4 1.687 PL 0.50 PF 1.9 6 .10.5 0.0 22.8 0.0 13.5 120 FTG T PE.. 0.2 21 10.0 0.0 24.9 0.0' 0._227 TL 8.50 PV 1.2 Pipe: 7 -18.6 1.104 PL 10.00 PF 0.9 7 9.0 5.4 11.6 18.6 6.2 120 FTG ---- PE 0.0 8 9.0 5.4 12.5 19.3 0:088 TL 10.00 PV 0.3 Pipe: 8 -37.8 1.104 PL 14.00 PF 4.6 8 9.0 5.4 12.5 19.3 12.7 120 FTG ---- PE 0.0 9 9.0 5.4 17.1 22.5 0.330 TL 14.00 PV 1.1 Pipe: 9 -60.4 1.452 PL 14.00 PF 2:9 9 9.0 5.4 17.1 22.5 11.7 120 FTG ---- PE 0.0 10 9.0 5.4 20.0 24.4 0.206 TL 14.00 PV 0.9 Pipe: 10 -84.7 1.687 PL 13.50 PF 4.0 10 9.0 5.4 20.0 24.4 1.2.2 12.0 FTG T PE -0.6 11 10.5 0.0 23.3 0.0 0.136 TL 21.50 PV 1.0 Pipe: 11R -84.7 1.687 PL 0.50 PF 1.6 11 10.5 0.0 23.3 0.0 12.2 120 FTG T PE 0.2 22 10.0 0.0 25.1 0.0 0.186 TL 8.50 PV 1.0 Pipe: 12 -14.4 1.104 PL 8.00 PF 0.4 12 9.0 5.4 7.0 14.4 4.8 120 FTG ---- P£ 0.0 13 9.0 5.4 7.4 14.9 0.055 TL 8.00 PV 0.2 Pipe: 13 --29.3 1.104 PL 9.50 PF 2.0 13 9.0 5.4 7.4 14.9 9.8 120 FTG ---- PE 0.0 14 9.0 5.4 9.4 16.5 0.205 TL 9.50 PV 0.6 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 3 JOB TITLE': HUGHES OFFICE AREA, SKYPARK IND. AVE., BUTTE CO.,.'CHI.CO - PIPE DATA (cont.) PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ.' PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) F.L./FT (PSI) Pipe: 14 -45.8 1.104 PL 8.50 PF 4.0 14 9.0 5.4 9.4 16.5 15.4 120 FTG ---- PE 0.0 15 9.0 5.4 13.4 19.7 0.470 TL 8.50 PV 1.6 Pipe: 15 -65.5 1.452 PL 10.00 PF 2.4 15 9.0 5.4 13.4 19.7 12.7 120 FTG ---- PE 0.0 16 9.0 5.3 15.8 21.3 0.240 TL 10.00 PV- 1.1 Pipe: 16 -86.8 1.452 PL. 9.20 PF 3.7 16 9.0 5.3 15.8 21.3 16.8 120 FTG ---- PE 0.0 17 9.0 5.3 19.5 23.6 0.404 TL 9.20 PV 1.9 Pipe: 17 -110.4 1.687 PL 6.30 PF 4.3 17 9.0 5.3 19.5 23.6 15.8 120 FTG T PE -0.6 18 10.5 0.0 23.2 0.0 0.303 TL 14.30 PV 1.7. Pipe: 18R -110.4 1.687 PL 0.50 PF 2.6 18 10.5 0.0 23.2 0.0 15.8 120 FTG T PE 0.2 23 10.0 0.0 26.0 0.0 0.303 TL 8.50 PV 1.7 Pipe: 19 -28.1 1.687 PL 6.30 PF 0.3 19- 9.0 5.4 27.2 28.1 4.0 120 FTG T PE -0.6 20 10.5 .0.0 26.9 0:0 0.024 TL 14.30 PV 0.1 Pipe: 19R -28.1 1.687.PL 0.50 PF 0.2 20 10.5 0.0 26.9 0.0 4.0 120 FTG T PE' 0.2 24 10.0 0.0 27.3 0.0 0.024 TL 8.50 PV 0.1 Pipe: 20 -94.4 2.635 PL 9.00 PF 0.2 21 10.0 0.0 24.9 0.0 5.6 ..120 FTG ---- PE 0.0 22 10.0 0.0 25.1 0.0 0.026 TL 9.00 PV 0.2 Pipe: 21 -179.1 2.635 PL 10.00 PF 0.8 22 10.0 0.0 25.1 0.0 10.5 120 FTG ---- PE 0.0 23 10.0 0.0 26.0 0.0 0.085 TL 10.00 PV 0.7 Pipe: 22 -289.6 2.635 PL 6.50 PF 1.3 23 10.0 0.0 26.0 0.0 17.0 120 FTG ---- PE 0.0 24 10.0 0.0 27.3 0.0 0.206 TL 6.50 PV 2.0 Pipe: 23 -317.7 2.635 PL 40.00 PF 10.8 24 10.0 0.0 27.3 0.0 18.7 120 FTG L PE 0.0 37 10.0 0.0 38.1 0.0 0.,244 TL 44.00 PV 2.4 Pipe: 24 -317.7 2.635 PL 17.00 PF 5.1 37 10.0 0.0 38.1 0.0 18.7 120 FTG L PE 0.0 TOR 9.9 0.01 43.3 0.0 0.244 TL 21.00 PV 2.4 Pipe: 25 -317.7 2.635 PL 9.00 PF 3.2 TOR 9.9 0.0: 43.3 0.0 18.7 120 FTG L PE 4.1 BOR 0.5 0.0 50.5 0.0 0.244 TL 13.00 PV 2.4 (2) The system SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 4 JOB TITLE: HUGHES.OFFICE AREA, SKYPARK IND. AVE., BUTTE CO., CHICO•. PIPE DATA (cont.) (3) Velocity pressures are printed for information only, PIPE TAG not used in balancing the system. Maximum water velocity Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) F.L./FT (PSI) Pipe: 26 Diameter -317.7 4.240 PL 90.00 PF 2.1 BOR 0.5 0.0 50.5 0.0 7.2 150 FTG 4LG PE -1.1 BF2 3.0 0.0 51.5 0.0 0.016 TL 129.00 PV 0.4 Pipe: 27 1.452 3.00 6.00 2.00 7:00 6.00 FIXED PRESSURE LOSS DEVICE BF1 3.0 0.0 58.5 0.0 7.0 psi, 317.7 gpm BF2 3.0 0.0 51.5 0.0 PAGE: D Pipe: 28 Diameter -317.7 4.280 PL 60.00 PF 1.8 BF1 3.0 0.0 58.5 0.0 7.1 140 FTG T2LG PE 0.4 SRC 2.0 SRCE 60.7 (N/A) 0.017 TL 106.00 PV 0.3 NOTES: (1) Calculations were performed by the HASS 5.7.0 computer program,. (2) The system has been balanced to provide an average imbalance at each node of 0.006 gpm and a maximum imbalance at any node of 0.163 gpm. (3) Velocity pressures are printed for information only, and are not used in balancing the system. Maximum water velocity is 18.7 ft/sec at pipe 23. (4) PIPE FITTINGS TABLE Pipe Table Name: STANDARD.PIP PAGE: C MATERIAL: XL HWC: 120 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G A D Ell Tee LngEll ChkVly BfyVly GatVly A1mChk DPVly 1.104 2.00 5.00 2.C9 5.00 6.00 1.00 10.00 10.00 1.452 3.00 6.00 2.00 7:00 6.00 1.00 10.00 10.00 1.687 4.00 8.00 2.00 9.00 6.00 1.00 10.00 10.00 2.635 6.00 12.00 4.00 14.00 7.00 1.00 10.00 10.00 PAGE: D MATERIAL: DIRON HWC: 140 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G Ell Tee LncEll ChkVly BfyVly GatVly 4.280 13.00 27.00 8.00 29.00 16.00 3.00 A SPRINKLER SYSTEM HYDRAULIC ANALYSIS JOB TITLE: HUGHES OFFICE AREA, SKYPARK IND. AVE., BUTTE CO., CHICO WATER SUPPLY CURVE 120+ 110+ 100+ 019m P 80+ R E *\\ S I 0\\ S 70+ \\\ U \\ R \\ E \\\ 60+ X \\ P \\\ S \\ I 50+ \\ * <-48.0 psi @ 2440 gpm Flow Test Point 40+ 30+ 20+ LEGEND " n X = Required Water Supply 60.75 psi @.567.7 gpm 10+ 0 = Available Water Supply " 72.25 psi @ 567.7 gpm " In 0++-+---+----+-----+------+--------+------ +---------+-----------+ 8001200 1600 2000 2400 2800 3200 3600 4000 FLOW (GPM) HUGHES FIRE PROTECTION, Inc.- 1900 nca1900 PARK AVENUE CHICO, CA 95928 C-16 482869 HYDRAULIC CALCULATIONS I FOR HUGHES BUILDING BUTTE COUNTY CHICO, CA FILE NUMBER: HUGHWARE DATE: DECEMBER 13, 1995 _ ------ -DESIGN DATA - OCCUPANCY CLASSIFICATION: ORDINARY GROUP II. DENSITY: 0.19, gpm/sq. ft. AREA OF APPLICATION: 1500 sq. ft. COVERAGE PER SPRINKLER: 130 sq. ft. NUMBER OF SPRINKLERS CALCULATED: 12 sprinklers TOTAL SPRINKLER WATER FLOW REQUIRED: 314.9 gpm TOTAL WATER REQUIRED (including hose): 564.9 gpm FLOW AND PRESSURE (@ BOR): 3.14.9 gpm @ 40.3 psi SPRINKLER ORIFICE SIZE: 17/32 inch NAME OF CONTRACTOR: OWNER/BUILDER DESIGN/LAYOUT BY: G. WADE JENKINS for.HUGHF.S FIRE PROTECTION. AUTHORITY HAVING JURISDICTION: BUTTE COUNTY FIRE PREVENTION. f AGGREGATE FLOW ANALYSIS: TOTAL FLOW AT SOURCE SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page l HOSE STREAM ALLOWANCE AT SOURCE 250.0 GPM C:\HASS57\HUGHES\HUGHWARE ::JB TITLE: HUGHES WAREHOUSE GRID, SKYPARK IND. AVE., BUTTE COUNTY WATER SUPPLY DATA GPM - -- - 2 SOURCE STATIC RESID. FLOW AVAIL. TOTAL REQ'D NODE PRESS. PRESS. @ PRESS. @ DEMAND PRESS. TAG (PSI) (PSI) (GPM) (PSI).. (GPM) (PSI) SRC 74.0 48.0 2440.0 72.3 .564.9 57.7 AGGREGATE FLOW ANALYSIS: TOTAL FLOW AT SOURCE 564.9 GPM TOTAL HOSE STREAM ALLOWANCE AT SOURCE 250.0 GPM OTHER HOSE STREAM ALLOWANCES 0.0 GPM TOTAL DISCHARGE FROM ACTIVE SPRINKLERS 314.9 GPM NODE ANALYSIS DATA NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (Fr) (PSI) (GPM) 1 15.0 - - - - 20.6 - -- - 2 17.0 - - - - 17.6 - - - 3 17.0 K= 8.10 11.0 26.8 4 17.0 K= 8.10 9.6 25.1 5 17.0 K= 8.10 9.3 24.7 6 17.0 K= 8.10 9.3 24.7 7 17.0 K= 8.10 9.8 25.3. 8 17.0 - - - - 11.7 - - - 9 15.0 - - - - 13.6 - - - 10 15.0 - - - - 20.8 - - - 11 17.0 - - - - 17.8 - - - 12 17.0 K= 8.10 11.1 27.0 13 17.0 K='8.10 9.8 25.3 14 17.0 K=.8.10 9.5 24.9 15 17.0 K= 8.10 9.5 24.9 16 17.0 K= 8.10 10.0 25.,6 17 17.0 - - - - 11.9 - - - 18 15.0 - - - - 13.9 - - - 19 15.0 - - - - 21.6 - - - 20 17.0 - - - - 19.8 - - - 21 17.0 K= 8.10 14.0 130.3 22 17.0 K= 8.10 13.8 '30.1 23 17.0 - - - - 14.0 - --- 24 15.0 - - - - 15.0 - - - 25 15.0 - - - - 22.9 - - - 26 17.0 - - - - 21.5 - - - 27 17.0 - - - - 15.9 - - - 28 15.0 - - - - 16.3 - - - 29 15.0 - - - - 24.6 - - - 30 17.0 - - - - 23.1 - - - 31 17.0 - - _ - 16.7 - - - 32 15.0 - - - - 16.9 - - - 33 15.0 - - - - 26.8 - - - 34 17.0 - - - - 25.1 - - - SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 2 JOB TITLE: HUGHES WAREHOUSE GRID, SKYPARK IND. AVE., BUTTE COUNTY NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI) (GPM) 35 17.0 - - - - 17.1 - - - 36 15.0 - - - - 17.1 - - - 37 10.0 - - - - 35.3 - - - TOR 9.9 - - - - 40.3 - - - BOR 0.5 - - - - 47.5 - - - BF1 3.0 - - - - 55.5 - - - BF2 3.0 - - - - 48.5 - - -- SRC 2.0 SOURCE 57.7 314.9 y ' SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 3 JOB TITLE: HUGHES WAREHOUSE GRID, SKYPARK IND. AVE., BUTTE COUNTY PIPE DATA PIPE TAG Q(GPM) DIA(OIN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) .(FT). SUM. NODES (FT) (K). (PSI) (GPM) F.L./FT (PSI) Pipe: 1 74.4 1.452 PL 1.00 PF 2.1 1 15.0 0.0 20.6 0.0 14.4 120 FTG T PE -0.9 2 17.0 0.0 17.6 0.0 0.304 TL 7.00 "PV. 1.4 Pipe: 2 74.4 1.452 PL 16.00 PF 6.7 2 17.0 0.0 17.6 0.0 14.4 120 FTG T PE 0.0 3 17.0 8.1 11.0 26.8 0.304 TL 22.00 PV 1.4" Pipe: 3 47.6 1.452 PL 10.00 PF 1.3 3 17.0 8.1 11.0 26.8 9.2 120 FTG ---- PE 0.0 4 17.0 8.1 9.6 25.1 0.133 TL 10.00 PV 0.6 Pipe: 4 22.5 1.452 PL 10.00 PF 0.3 4 17.0 8.1 9.6 25:1 4.4 120 FTG ---- PE 0.0 5 17.0 8.1 9.3 24.7 0.033 TL 10.00 PV 0.1 Pipe: 5 -2.2 1.452 PL 10.00 PF 0.0 5 17.0 8.1 9.3 24.7 0.4 120 FTG ---- PE .0.0 6 17.0 8.1 9.3 24.7 0.000 TL' 10.00 PV 0.0 Pipe:.6 -26.9 1.452 PL 10.00 PF 0.5 6 17.0 8.1 9.3 24.7 5.2 120.FTG ---- PE 0.0 7' 17.0 8.1 9.8 25.3 0.046 TL 10.00 PV 0.2 Pipe:.7 -52.3 1.452 PI. 6.00 PF 1.9 7 17.0 8.1 9.8 25.3 10.1 120 FTG T PE 0.0 8 17.0 0.0 11.7 0.0 0.158 TL 12.00 PV 0.7 Pipe: 8 -52.3 1.452 PL 1.00 PF 1.1. 8 17.0 0.0 11.7 0.0 10.1 120 FTG T PE 0.9 9 15.0 0.0 13.6 0.0 0.158 TL 7.00 PV 0..7 Pipe: 9 - 74.4 2.635 PL 12.50 PF 0.2 10 15.0 0.0 20.8 0.0 4.4 120 FTG ---- PE 0.0 1 15.0 ' 0.0 20.6 0.0 0.017 TL 12.50 PV 0.1 Pipe: 10 74.6 1.452.PL 1.00. PF 2.1 10 15.0 0.0 20.8 0.0 14.1') 120 FTG T PE -0.9 11 17.0 0.0 17.8 0.0 0.305 TL 7.00 PV 1.4 Pipe: 11 74.6 1.452 PL 16.00 PF 6.7 11 17.0 0.0 17.8 0.0 14.5 120 FTG T PE 0.0 12 17.0 8.1 11.1 27.0 0.305 TL 22.00 PV 1.4 Pipe: 12 47.6 1.452 PL 10.00 PF 1.3 12 17.0 8.1 11.1 27.0 9.2 120 FTG ---- PE 0.0 13 17.0 8.1 9.8 25.3 0.133 TL 10.00 PV 0.6 Pipe: 13 22.3 1.452 PL 10.00 PF 0.3 13 17.0 8.1 9.8 25.3 4.3 120 FTG ---- PE 0.0 14 17.0 8.1 9.5 24.9 0.033 TL 10.00 PV. 0.1 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 4 JOB TITLE: HUGHES WAREHOUSE GRID, SKYPARK IND. AVE., BUTTE COUNTY PIPE DATA (cont.) PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) F.L./FT (PSI) Pipe: 14 -2.7 1.452 PL 10.00 PF 0.0 14 17.0 8.1 9.5 24.9 0.5 120 FTG ---- PE 0.0 15 17.0 8.1 9.5 24.9 0.001 TL 10.00 PV 0.0 Pipe: 15 -27.6 1.452 PL 10.00 PF 0.5 15 1.7.0 8.1 9.5 24.9 5.3 120 FTG ---- PE 0.0 16 17.0 8.1 10.0 25.6 0.048 TL 10.00 PV 0.2 Pipe: 16 -53.2 1.4.52 PL 6.00 PF 2.0 16 17.0 8.1 10.0 25.6 10.13 120 FTG T PE 0.0 17 17.0 0.0 11.9 0.0 0.163 TL 12.00 PV 0.7 Pipe: 17 -53.2 1.452 PL 1.00 PF 1.1 17 17.0 0.0 11.9 0.0 10.3 120 FTG T PE 0.9.- 18-- 15.0 0.0 13.9 0.0 0.163 TL 7.00 PV 0.7 Pipe: 18 52.3 .2.157 PL 12.50 PF 0.3 18 15.0 0.0 13.9 0.0 4.6 120 FTG ---- PE 0.0 9 15.0 0.0 13.6 0.0 0.023 TL 12.50 PV 0.1 Pipe: 19 149.0 2.635 PL 12.50 PF 0.8 19 15.0 0.0 21.6 0.0 8.8 120 FTG ---- PE 0.0 10 15.0 0.0 20.8 0.0. 0.060 TL 12.50 PV 0.5 Pipe:.20 48.4 1.452 PL 1.00 PF 1.0 19 15.0 0.0 21.6 0.0 9.4 120 FTG T PE -0.9 20 17.0 0.0 19.8 0.0 .0.137 TL 7.00 PV 0.6 Pipe: 21 48.4 1.452 PL 36.00 PF 5.7 20 17.0 0.0 19.8 0.0 9.4 120 FTG T PE 0.0 21 17.0 8.1 14.0 30.3 0.137 TL 42.00 PV 0.6 Pipe: 22 18.0 1.452 PL 10.00 PF 0.2 21 17.0 8.1 14.0 30.3 3.5 120 FTG ---- PE 0.0 22 17.0 8.1 13.8' 30.1 0.022 TL 10.00 PV 0.1 Pipe: 23 _ -12.1 1.452 PL 16.00 PF 0.2 22 17.0 8.1 13.8 30.1 2.3 120 FTG T PE 0.0 23 17.0 0.0 14.0 0.0 0.010 TL 22.00 "PV 0.0 - Pipe: 24 -12.1 1.452 PL 1.00 PF 0.1. 23 17.0 0.0 14.0 0.0 2.3 120 FTG T PE 0.9 24 15.0 0.0 15.0 0.0 0.010 TL 7.00 PV 0.0 Pipe: 25 105.4 2.157 PL 12.50 PF 1.1 24 15.0 0.0 15.0 0.0 9.3 120 FTG ---- PE 0.0 18 15.0 0.0 13.9 0.0 0.084 TL 12.50 PV 0.6 Pipe: 26 197.4 2.635 PL 12.50 PF 1.3 25 15.0 0.0 22.9 0.0 11.6 120 FTG ---- PE 0.0 19 15.0 0.0 21.6 0.0 0.101 TL 12.50 PV 0.9 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 5 JOB TITLE: HUGHES WAREHOUSE GRID, SKYPARK IND. AVE., BUTTE COUNTY PIPE DATA (cont.) PIPE TAG Q(GPM) 41 DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) F.L./FT (PSI) Pipe: 27 34.9 1.452 PL 1.00 PF 0.5 25 15.0. 0.0 22.9 0.0 6.8 120 FTG T PE -0.9 26 17.0 0.0 21.5 0.0 0.075 TL 7:00 PV 0.3 Pipe: 28 34.9 1.452 PL 62.00 PF 5.6 26 17.0 0.0 21.5 0.0 6.8 120 FTG 2T PE 0.0 27 17.0 0.0 15.9 0.0 0.075 TL 74.00 PV 0.3 Pipe: 29 34.9 1.452 PL 1.00 PF 0.5 27 17.0 0.0 15.9 0.0 6.8 120 FTG T PE 0.9 28 15.0 0.0 16.3 0.0 0.075 TL 7.00 PV 0.3 Pipe: 30 117.5 2.157 PL 12.50 PF 1.3 28 15.0 0.0 16.3 0.0 10.3 120 FTG ---- PE 0.0 24 15.0 0.0 15.0 0.0 0.103 TL 12.50 PV 0.7 Pipe: 31 232.3 2.635 PL 12.50 PF 1.7 29 15.0 0.0 24.6 0.0 13.7 120 FTG ---- PE 0.0 25 15.0 0.0 22.9 0.0 0.137 TL 12.50 PV 1.3 Pipe: 32 37.8 1.452 PL 1.00 PF 0.6 29 15.0 0.0 24.6 0.0 7.3 120 FTG T PE -0.9 30 17.0 0.0 23.1 0.0 0.087 TL 7.00 PV 0.4 Pipe: 33 37.8 1.452 PL 62.00 PF 6.4 30 17:0 0.0 23.1 0.0 7.3 120 FTG 2T PE 0.0 31 17.0 0.0 16.7 0.0 0.087 TL 74.00 PV 0.4 Pipe:- 34 37.8 1.452 PL 1.00 PF 0.6 31 17.0 0.0 16.7 0.0 7.3 120 FTG T PE 0.9 32 15.0 0.0 16.9 0.0 0.087 TL 7.00 PV 0.4 Pipe: 35 82.5 2.157 PL 12.50 PF 0.7 32 15.0 0.0 16.9 0.0 7.2 120 FTG ---- PE 0.0 28 15.0 0.0 16.3 0.0 0.054. TL 12.50 PV 0.4 Pipe: 36 270.2 2.635 PL 12.50 PF 2.3 33 15.0 0.0 26.8 0.0 15.9 120 FTG ---- PE 0.0 29 15.0 0.0 '24.6 0.0 0.181 TL 12.50 PV 1:7 Pipe: 37 44.7 1.452 PL 1.00 PF 0.8 33 15.0 0.0 26.8 0.0 8.7 120 FTG T PE -0.9 34 17.0 0.0 25.1 0.0 0.118 TL 7.00 PV 0.5 Piper 38 44.7 1.452 PL 62.00 PF 8.0 34 17.0 0.0 25.1 0.0 8.7 120 FTG 2E PE 0.0 35 17.0 0.0 17.1 0.0 0.118 TL 68.00 PV 0.5 Pipe: 39 44.7 1.452 PL 1.00 PF 0.8 35 17.0 0.0 17.1 0.0 8.7 120 FTG T PE 0.9 36 15.0 0.0 17.1 0.0 0.118 TL 7.00 PV 0.5 (2) The system has been balanced to provide an average imbalance at ea. -'h node of 0.004 gpm and a maximum imbalance at any node of 0.165 gpm. (3) Velocity pressures are printed for information only, and are not used in balancing the system. Maximum water velocity is 18.5 ft/sec at pipe 42. SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 6 JOB TITLE: HUGHES WAREHOUSE GRID, SKYPARK IND. AVE., BUTTE COUNTY PIPE DATA (cont.) PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) F.L./FT (PSI) Pipe: 40 44.7 2.157 PL 12.50 PF 0.2 36 15.0 0.0 17.1 0.0 3.9 120 FTG ---- PE 0.0 32 15.0 0.0 16.9 0.0 0.017 TL 12.50 PV 0.1 Pipe: 41 -314.9 2.635 PL 10.00 PF 6.3 33 15.0 0.0 26.8 0.0 18.5 120 FTG TL PE 2.2 37 10.0 0.0 35.3 0.0 0.240 TL 26.00 PV 2.3 Pipe: 42 -314.9 2.635 PL 17.00 PF 5.0 37 10.0 0.0 35.3 0.0 18.5 1.20 FTG L PE 0.0 TOR 9.9 0.0 40.3 0.0 0.240 TL 21.00 PV 2.3 Pipe: 43 -314.9 2.635 PL 9.00 PF 3.1 TOR 9.9 0.0 40.3 0.0 18.5 120 FTG L 'PE 4.1 BOR 0.5 0.0 47.5. 0.0 0.240 TL 13.00 PV 2.3 Pipe: 44 -314.9 4.240 PL 90.00 PF 2.0 BOR 0.5 0.0 47.5 0.0 7.2 150 FTG 4LG PE -1.1' BF2 3.0 0.0- 48.5 0.0 0.016 TL 129.00 PV 0.3 Pipe: 45 FIXED PRESSURE LOSS DEVICE BF1 3.0 0.0 55.5 0.0 7.0 psi, 314.9 gpm BF2 3.0 0:0 -48.5 0.0 Pipe: 46 -314.9 4.280 PL 60.00 PF 1.8 BF1 3.0 0.0 55.5 0.0 7.0 140 FTG T2LG PE 0.4 SRC 2.0 SRCE 57.7 (N/A) 0.017 TL 106.00 PV 0.3 NOTES: (1) Calculations were performed by the HASS 5.7.0 computer program. (2) The system has been balanced to provide an average imbalance at ea. -'h node of 0.004 gpm and a maximum imbalance at any node of 0.165 gpm. (3) Velocity pressures are printed for information only, and are not used in balancing the system. Maximum water velocity is 18.5 ft/sec at pipe 42. SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 7 JOB TITLE: HUGHES WAREHOUSE GRID, SKYPARK IND. AVE:', BUTTE COUNTY (4 ) a. System remote area HAS been proven or peaked'. b. Minimum pressure at any sprinkler: 9.299 psi c. Minimum pressure with remote area shifted one sprinkler space toward left cross main: 9.534 psi d. Remote area is located adjacent to right cross main.. (5 ) PIPE FI`!'TINGS TABLE Pipe Table Name: STANDARD.PIP PAGE: C MATERIAL: XL HWC: 120 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G A D Ell Tee LngEll ChkVly BfyVly GatVly AlmChk DPVly 1.452 3.00 6.00 2.00 7.00 6.00 1.00 10.00 10.00 2.635 6.00 12.00 4.00 14.00 7.00 1.00 10.00 10.00 PAGE: D MATERIAL: DIRON HWC: 140 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G Ell Tee LngEll ChkVly BfyVly GatVly 4.280 13.00 27.00 8.00 29.00 16.00 3.00 PAGE: E MATERIAL: PVC150 HWC: 150 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G Ell Tee LngEll ChkVly BfyVly GatVly 4.240 15.00 30.00 9.00 33.00 18.00 3.00 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 8 JOB TITLE: HUGHES WAREHOUSE GRID, SKYPARK IND. AVE., BUTTE COUNTY WATER SUPPLY CURVE . 120+ 110+ 100+ 90+ P 80+ R E *\\ S I 0\\ S 70+ \\\ U \\ R \\ E \\\ 60+ \\ ( X \\ P \\\ S \\ I 50+ \\ * <-48.0 psi @ 2440 gpm 1 Flow Test Point 40+ 30+ 20+ LEGEND " n X = Required Water Supply " 57.72 psi @ 564.9 gpm 10+ " 0 = Available Water Supply 72.26 psi @ 564.9 gpm " it 0++-+---+----+-----+------+--------+--------+---------+-----------+ 8001200 1600. 2000 2400 2800 3200 3600 4000 FLOW (GPM) HUGHES,FIRE PROTECTION,.Inc. 1900 PARK AVENUE CHICO, CA 95928 C-16 482869 /7 HYDRAULIC CALCULATIONS �,,t t•_I �'r1��•1� FOR 1.• HUGHES BUILDING BUTTE COUNTY + _ .�• CHICO, CA FILE NUMBER: HUGHLITE DATE: DECEMBER 13, 1995 -DESIGN DATA - OCCUPANCY CLASSIFICATION: LIGHT HAZARD OFFICE DENSITY: 0.10 gpm/sq.. ft. AREA OF APPLICATION: 1500 sq. ft. COVERAGE PER SPRINKLER: .144 sq. ft. NUMBER OF SPRINKLERS CALCULATED: 16 sprinklers TOTAL SPRINKLER WATER FLOW REQUIRED: 317.7 gpm TOTAL WATER REQUIRED (including hose): 567.7 gpm �. FLOW AND PRESSURE (@ BOR): 317.7 gpm @ 50.5 psi SPRINKLER ORIFICE SIZE: 1 / 2 inch NAME OF CONTRACTOR: OWNER/BUILDER DESIGN/LAYOUT BY: G. WADE JENKINS for HUGHES FIRE PROTECTION. AUTHORITY HAVING JURISDICTION: BUTTE COUNTY FIRE PREVENTION. I EQUIVALENT K -FACTOR CALCULATOR Node Sprinkler Pipe dia. Pipe Ftgs. Total. H -W Equivalent Name K -factor (in) Len.( -ft) Len.(ft) coef. K -factor DROP -1 5.60 1.104 1.50 T 6.50 120 5.45 DROP -2 5.60 1.104 2.50 ET 9.50 120.. 5.39 DROP -3 5.60 1.104 4.50 ET 11.50 120 5.35 y ' TOTAL FLOW AT SOURCE 567.7 GPM TOTAL HOSE SPRINKLER SYSTEM`HYDRAULIC`ANALYSIS Page. 1 GPM OTHER HOSE STREAM ALLOWANCES C:\HASS57\HUGHES\HUGHLITE JOB TITLE: HUGHES OFFICE AREA, SKYPARK IND. AVE., -BUTTE CO., CHICO WATER SUPPLY DATA 317.7 GPM NODE ANALYSIS DATA . SOURCE STATIC RESID. FLOW AVAIL. TOTAL REQ'D NODE PRESS. PRESS. @- PRESS.• @ DEMAND PRESS. TAG (PSI) (PSI) (GPM) (PSI) (GPM) (PSI) SRC 74.0 48.0 2440.0. 72.2... 567.7 60.7, AGGREGATE FLOW ANALYSIS: A, TOTAL FLOW AT SOURCE 567.7 GPM TOTAL HOSE STREAM ALLOWANCE AT SOURCE 250.0 GPM OTHER HOSE STREAM ALLOWANCES 0.0 GPM TOTAL DISCHARGE FROM ACTIVE SPRINKLERS 317.7 GPM NODE ANALYSIS DATA . NODE,TAG ELEVATION NODE TYPE PRESSURE DISCHARGE (FT) (PSI) (GPM) 1 9.0 K= 5.45 8.2 15.6 2 9.0 K= 5.45 8.8 16.2 3 9.0 K= 5.45 10.7 17.8 4 9.0 K= 5.45 15.3 21.3 5 9.0 K= 5.45 18.6 23.5 6 10.5 - - - - 22.8 - - - 7 9.0 K= 5.45 11.6 18.6 8 9.0 K= 5.45 12.5 19.3 9 9.0 K= 5.45 17.1 22.5' 10 9.0 K= 5.45 20.0 24.4 11 10.5 - - - - 23.3 -.- - 12 9.0 K= 5.45 7.0 14.4 13 9.0 K= 5.45. 7.4 14.9 14 9.0 K= 5.39 9.4. 16.5 15 9.0 K= 5.39 13.4 19.7 16 9.0 K= 5.35 15.8 21.3 17 9.0 K= 5.35 19.5 23.6 18 10.5 - - - - 23.2 - - - 19 9.0 K= 5.39 27.2 28.1 20 10.5 - - - - 26.9 - - - 21 10.0 - - - - 24.9 - - - 22 10.0 - - - - 25.1 - - - 23 10.0 - - - - 26.0 - - - 24 10.0 - - - - 27.3 - - - 37- 10.0 - - - - 38.1 - - - TOR 9.9 - - - - 43.3 - - - BOR 0.5 - - - - 50.5 - - - BF1 3.0 - - - - 58.5 - - - BF2 3.0 - - - - 51.5 - - - SRC 2.0 SOURCE 60.7 317.7 A, SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 2 JOB TITLE: HUGHES OFFICE AREA, SKYPARK IND. AVE.,'BUTTE CO., CHICO PIPE DATA PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) F.L./FT (PSI) Pipe: 1 -15.6 1.104 PL 10.00 PF 0.6 1 9.0 5.4 8.2 15.6 5.2 .120 FTG ---- PE 0.0 2 9.0 5.4 8.8 16.2 0.064 TL 10.00 PV 0.2 Pipe: 2 -31.7 1.104 PL 8.00 PF 1.9 2 9.0 5.4 8.8 16.2 10.6 120 FTG ---- PE 0.0 3 9.0 5.4 10.7 17.8 0.238 TL 8.00 PV 0.8 Pipe: 3 -49.5 1.104 PL 8.50 PF 4.6 3 9.0 5.4 10.7 17.8 16.6 120 FTG ---- PE 0.0 4 9.0 5.4 15.3 21.3 0.543 TL 8.50 PV 1.9 Pipe: 4 -70.9 1.452 PL 12.00 PF 3.3 4 9.0 5.4 15.3 21.3 13.7 120 FTG ---- PE 0.0 5 9.0 5.4 18.6 23.5 0.277 TL 12.00 PV 1.3 Pipe: 5. -94.4 1.687 PL 13.00 PF 4.8 5 9.0 5.4 18.6 23.5 13.5 12.0 FTG T PE -0.6 6 10.5 0.0 22.8 0.0 0.227 TL 21.00 PV 1.2 Pipe: 6R -94.4 1.687 PL 0.50 PF 1.9 6 10.5 0.0 22.8 0.0 13.5 120 FTG T PE 0.2 21 10.0 0.0 24.9 0.0 0.227 TL 8.50 PV 1.2 Pipe: 7 -18.6 1.104 PL 10.00 PF 0.9 7 9.0 5.4 11.6 18.6 6.2 120 FTG ---- PE 0.0 8 9.0 5.4 12.5 19.3 0.088 TL 10.00 PV 0.3 Pipe: 8 -37.8 1.104 PL 14.00 PF 4.6 8. 9.0 5.4 12.5 19.3 12.7 120 FTG ---- PE 0.0 9 9.0 5.4 17.1 22.5 0.330 TL 14.00 PV 1.1 Pipe: 9 -60.4 1.452 PL .14.00 PF 2.9 9 9.0 5.4 17.1 22.5 11.7 120 FTG ---- PE 0.0 10 9.0 5.4 20.0 24.4 0.206 TL 14.00 PV 0.9 Pipe: 10 -84.7 1.687 PL 13.50 PF 4.0 10 9.0 5.4 20.0 24.4 12.2 120 FTG; T PE -0.6 11 10.5 0.0 23.3 0.0 0.186 TL 21.50 PV 1.0 Pipe: 11R -84.7 1.687 PL 0.50 PF 1.6 11 10.5 0.0 23.3 0.0 12.2 120 FTG T PE '0.2' 22 10.0 0.0 25.1 0.0 0.186 TL 8.50 PV 1.0 Pipe: 12 -14.4 1.104 PL 8.00 PF 0.4 12 9.0 5.4 7.0 14.4 4.8 120 FTG ---- PE 0.0 13 9.0 5.4 7.4 14.9 0.055 TL 8.00 PV 0.2 Pipe: 13 -29.3 1.104 PL 9.50 PF 2.0 13 9.0 5.4 7.4 14.9 9.8 120 FTG ---- PE 0.0 14 '9.0 5.4 9.4 16.5 0.205 TL 9.50. PV 0.6 SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 3 'JOB TITLE:- HUGHES OFFICE AREA, SKYPARK IND. AVE.; BUTTE.CO:, CHICO PIPE DATA (cont.) PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) F.L./FT (PSI) Pipe: 14 -45.8 1.104 PL 8.50 PF 4.0 14 9.0 5.4 9.4 16.5 15.4 120 FTG ---- PE 0.0 15 9•:0 5.4 13.4 19.7 0.470 TL 8.50 PV 1.6 Pipe: 15 -65.5 1.452 PL 10.00 PF 2.4 15 9.0 5.4 13.4 19.7 12.7 120 FTG ---- PE 0.0 16 9.0 .5.3 15.8 21.3 0.240 TL 10.00 PV 1.1 Pipe: 16. -86.8 1.452 PL 9.20 PF 3.7 16 9.0 5.3 15.8 21.3 16.8 120 FTG ---- PE 0.0 17 9.0 5.3 19.5 23.6 0.404 TL 9.20. PV 1.9 Pipe: 17 -110.4 1.687 PL 6.30 PF 4.3 17 9.0 5.3 19.5_ 23.6 15.8. 120 FTG T PE -0.6 18 10.5 0.0 23.2 0.0 0.303 TL 14.30 PV 1.7 Pipe: 18R .-11.0.4 1.687 PL 0.50 PF 2.6 .18 10.5 0.0 23.2 0.0 15.8 120 FTG T PE 0.2 23 10.0 0.0 26.0 0.0 0.303 TL 8.50 PV 1.7 Pipe: 19 -28.1 1.687 PL 6.30 PF 0.3 19 9.0 5.4 27.2 28.1 4.0 120 FTG. T PE -0.6 20 10.5 0.0 26.9 0.0 0.024 TL 14.30 PV 0.1 Pipe: 19R -28.1. 1.687 PL 0.50 PF 0.2 20 10.5 0.0 26.9 0.0 4.0 120 FTG T PE 0.2 24 10.0 0..0 27.3 0.0 0.024 TL 8.50 PV 0.1 Pipe: 20 -94.4 2.635 PL 9.00 PF 0.2 21 10.0 0.0- 24.9 0.0 5.6 120 FTG ---- PE 0.0 22 10.0 0.0 25.1 0.0 0.026 TL 9.00 PV 0.2 Pipe: 21. -179.1 2.635 PL 10.00 PF 0.8 22 10.0 0.0 25.1 0.0 10.5 120 FTG ---- PE 0.0 23 10.0 0.0 26.0 0.0 0.085 TL 10.00 PV 0.7 Pipe: 22 -289.6 2.635 PL 6.50 PF 1.3 23 10.0. 0.0 26.0 0.0 17..0 120 FTG ---- PE 0.0 24 10.0 0.0 27.3 0.0 0.206 TL 6.50 PV 2.0 Pipe: 23 -317.7 2.635 PL 40.00 PF 10.8 24 10.0 0.0 27.3 0.0 18.7 120 FTG L PE 0.0 37 10.0 0.0 38.1 0.0 0.244 TL 44.00 PV 2.4 Pipe: 24 -317.7 2.635 PL 17.00 PF 5.1 37 10.0 0.0 38.1 0.0 18.7 120 FTG L PE . 0.0 TOR 9.9 0.0 43.3 0.0 0.244 TL 21.00 PV 2.4 Pipe: 25 -317.7 2.635 PL 9.00 PF 3.2 TOR 9.9 0.0 43.3 0.0 18.7 120 FTG L PE 4.1 BOR 0.5 0.0 50.5 0.0 0.244 T'L 13..00 PV 2.4 r SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 4 JOB TITLE:. HUGHES OFFI.CE.AREA, SKYPARK IND. AVE., BUTTE CO., CHICO PIPE DATA (cont.) PIPE TAG Q(GPM) DIA(IN) LENGTH PRESS. END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM. NODES (FT) (K) (PSI) (GPM) F.L./FT (PSI) Pipe: 26 -317.7 4.240 PL 90.00 PF 2.1 BOR 0.5 0.0 50.5 0.0 7.2 150 FTG 4LG PE -1.1 BF2 3.0 0.0 51.5 0.0 0.016 TL 129.00 PV 0.4 Pipe: 27 FIXED PRESSURE LOSS DEVICE. BF1 3.0 0.0 58.5 0.0 7.0 psi, 317.7 gpm BF2 3.0 0.0 51.5 0.0 Pipe: 28 -317.7 4.280 PL 60.00 PF 1.8 BF1 3.0 0.0 58.5 0.0 7.1 140 FTG T2LG PE 0.4 SRC 2.0 SRCE 60.7 (N/A) 0.017 TL 106.00 PV 0.3 NOTES: (1) Calculations were performed by the HASS 5.7.0 computer program; (2) The system has been balanced to provide an average imbalance at each node. of 0.006 gpm and a maximum imbalance at any node of 0.163 gpm. (3) Velocity pressures are printed for information only, and are not used in balancing the system. Maximum water velocity is 18.7 ft/sec at pipe 23. (4). PIPE FITTINGS TABLE Pipe Table Name: STANDARD.PIP PAGE: C MATERIAL: XL HWC: 120 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G A D Ell Tee LngEll ChkVly BfyVly GatVly AlmChk DPVly 1.104 2.00 5.00 2.C9 5.00 6:00 1.00 10.00 '10.00 1.452 3.00 6.00 2.00 7.00 6.00 1.00 10.00 10.00 1.687 4.00 8.00 2.00 9.00 6.00 1.00 10.00 10.00 2.635 6.00 12.00 4.00 14.00 7.00 1.00 10.00 10.00 PAGE: D MATERIAL: DIRON HWC: 140 Diameter Equivalent Fitting Lengths in Feet (in) E T L C B G Ell Tee LncEll ChkVly BfyVly GatVly 4.280 13.00 27.00 8.00 29.00 16.00 3.00 SPRINKLER SYSTEM HYDRAULIC ANALYSIS JOB TITLE: HUGHES OFFICE AREA, SKYPARK IND. AVE., BUTTE CO., CHICO WATER SUPPLY CURVE 120+ 110+ 100+ FLOW (GPM) 90+ P 80+ R E *\\ S I 0\\ S 70+ \\\ U i \\ R I \\ E I \\\ 60+ X \\ P, I \\\ S I \\ I 50+ \\ * <-48.0 psi @ 2440 gpm Flow Test Point i 40+ I 30+ 20+ " LEGEND In X = Required Water Supply 60.75 psi @ 567.7 gpm 10+ 0 = Available Water Supply " 172.25 psi @_ 567.7 gpm " �I 0 ----------------------------------- A---------+---------+-----------+ .8001200 1600 2000 2400 2800 3200 3600 4000 FLOW (GPM) 01/22/96 •17:3-6 a 916 '893 04:66 -- HUGHES_FIRE P.01 �..I r �i�� B p� Solos F� �c^f vice i " 9 Gn7+l'tiON L", Y 4b2yGa t W. .. • ANSUI Fire +: . r'" � Ai'dSL1L Vu1rclN a'y nlf,ir18 ° ANSUL iie-0a•r:Mi1 �.-r ID ° ANSUL ? Ia1c•r N[rr en & Kr il�r� SVrtt3nlu - � N;tlra�st�ititi Testing %'��.Sl M k t ,U 3`rti!Tt�.x..rfii,,i0111, 'PLiIk rfr�[C11�Y3. �' _ ��, _ � - --'� . Y i�QU�p ��`�$'• .:� ,� -• Vin,, ��- _ _ . ��r�r ��` , _ r. NO. t1, „T'�PJ'Z TO 1"01',1 '._ f . I , • 4131• �,;�1fi.. � �.�'?'1:4+t"t`IflI��: {. � ... �-- � - ` ►; I' ` t.'.- ..` - ) : fes• = +� �. . N4TP i ' t 1.1; :, fur ..�z� �+ ip fnc.vrn,>:1.0 r cit i a,1 d 4 -lible, pleaE-;c- (-'tll (916) 60,3-0i1() You. w4I:4 Lb rc*t;u-1'1 a izimijgdler the tax nvm%er is (916-) CHICO (916) 853-411+) _ 19QQ p�rc AVBu@ o C!ita, G� 95926 SAtrRAME%,io m, 356.00 YREKA (916) 842-x87 ) 272.1323t REDDING (916) 222-1373 "801-223-3473 VACAVILLE (707) 451-7756 PLACERVILLE (916) 6222347 EUREKA Q07) 826-0957 MARYSVILLE (916) 742-2033 FAX (9101) 893-0466 y, h ,a Y Ir r t UAW �?NIQEt10NI'�� S V� 30 IV'Loi v 1N3S�tltl1� SN1� II S f ♦ x� �r f k; G * } .:....w +-e. -• .*,. « .r^., ...-..e..i+• mli6 .,Pl��,� IVN19 10N IVN 19 190" kms" " Olt s bl. TIT 3Iva . ' y � In i `010 / V J •� 1 f`. �/`� t . . t. _ •� 0 it " fdJli:g{IVA.Y'!ds3k1:i. v WIJ. �t2c3:iY hz Z•Od 3'JId 53H9f1H 9?bf� �01 +Ic..$I. 3E,.•,?_ is3 - 3__:,.n�L.�:h,2YFh-•�.n"-r�ii.::..;3i i=iY.s+tl}9!'!`!ua�•d-.,. .t Table Of Contents for. Title 24 Report Table of Contents ........... .. ...... ..... ..................... 1 Form PERF -1 Performance Compliance Summary... 2 Form ENV -1 Envelope Certificate of Compliance.. ...................... 3 Form ENV -2 Envelope Summary .................... .... ...... 5 Form ENV -3 Construction Assemblies ...... ...... 8 Form LTG -1 Lighting Certificate of Compliance ........ ... ... .. 16 Form LTG -2 Lighting Compliance'Summary.... ...... ............ .... .. 18 Form MECH-1 Mechanical Certificate of Compliance ... ..... 19 Form MECH-2 Mechanical Summary ............. .. ... ... ......... 22 Form MECH-3 Mechanical Equipment Summary .......... 23 Form MECH-4 Mechanical Ventilation. ................... ..... 24 HVAC Zone & Space Loads Summary .... .......... ............. 25 PERFORMANCE COMPLIANCE SUMMARY PERF -1 page 2 of 35 Project Name:_,Building for Hughes Fire Protection Date: 11/16/1995 Documentation: Energy.Calculation Services COMPLY 24 User 2772 ANNUAL SOURCE ENERGY.USE (KBtu/sqft-yr) Calc: DOE -24 (COMPLIANCE) Standard Proposed Compliance' Energy Component Design Design Margin Space Heating 21.76 28.54 -6.78 . . Space Cooling 29.17 24.88 4.29 HVAC Fans & Pumps 23.82 24.47 -0.65 Domestic Hot Water 2.95 2.95 0.00 Lighting 46.69 36.52 10.17 Receptacle 19.12 19.12 0.00 Process 0.00 0.00 0.00 TOTALS 143.52 136.48 7.03 *** BUILDING COMPLIES *** OPTIONAL CAPABILITES AND SPECIAL COMPLIANCE INFORMATION Interior Airwall Absorptance Value Entered = 0.000 CERTIFICATE OF COMPLIANCE (part l.of 2) ENV -1 page 3 of 35 Project Name: Building for Hughes Fire Protection Date:. 11/16/1995 Address: Skypark Industrial Ave. ti Chico, CA Building Permit No Envelope Designer: North Valley Ready -Mix Agri -Systems Checked by / Date Documentation: Energy Calculation Services. COMPLY 24 User 2772 ------------------- GENERAL INFORMATION Date of Plans: II 95 Building Conditioned Floor Area: 4568 sf Building Type: Nonresidential Climate Zone: 11 Phase of Construction: 0 New Construction 0 Addition - 0 Alteration Method of Envelope"Compliance: Performance— COMPLY 24 v 4.11 STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Part 6, Chapter 1 and Title 20, Chapter 2, Subchapter 4, Article l of the California Code - of Regula- tions. This certificate applies only to building envelope requirements. The Principal Envelope Designer hereby certifies that the proposed build- ing design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other. calculations submitted with this permit application. The proposed building has been designed to meet the envelope requirements contained in -sections 110, 116 through 118, and 143 or 149 of Title 24, Part 6, Chapter -1. Please check one: 0 I hereby affirm that I am.eligible under.the provisions of Division 3 of the Business and Professions Code to sign this document 'as the - person responsible for its preparation; and that I am a civil engineer or architect. 0 I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section 5537.2 of the Business and Prof essions:; Code to sign this document as the person responsible for its preparation; and that I.am a licensed contractor preparing'docu- ments for work -that I have contracted to perform. 0 I affirm that I am eligible under the exemption to Division 3,of the Business and,,Professions Code by Section . I of the Code to sign this document as the person responsible for its preparation; and'for the following reason: PRINCIPAL ENVELOPE DESIGNER. North ValJ,y Ready -Mix Agri -Systems (916) 345 046 (Signature) (Lica #) (Date) ENVELOPE NDATORY MEASURES Indicat location on plans of Note Block for Mandatory.Measures: T- 2A CERTIFICATE OF COMPLIANCE (part 2 of 2) ENV -1 page 4 o 35 Project Name: Building for Hughes Fire Protection'— Date: 11/16/1995 Documentation: Energy Calculation_ Services COMPLY 24 User 2772. OPAQUE SURFACES.... Const. - Note to Assembly Name Type Location/Comments Field 6" R-13 24 OC STUCCO Metal ToEXTEi21OR 411 R-13 16 OC STUCCO Metal SO EXTER10 R 4" R-13 24 OC DEMISING Metal To wA?*_UoVS6 - - - 4" R-0 24 OC SEPERATION Metal 5EPERAMON WALL , INSULATED METAL DOOR None To EXTE910R R-19 AT SUSPENDED CLNG Metal TYPICAL Interior Airwall None 5EPERATJ0W AIRWALL Hollow Metal Door None 5F_ PE9.A.71C) 0 J)OoR FENESTRATIONFrame Orient Panes Type Exterior Shade OH Glazing Type Back (N) 1- Metal None - N SINGLE STOREFRONT Back (N) 1 Metal None Y SINGLE STOREFRONT Back (N) 1 Metal None- Y SINGLE STOREFRONT Front (S) 2 Metal None .Y DOUBLE CLEAR DEFAULT(N) Front (S) 1 Metal None -Y SINGLE STOREFRONT Front (S) 1• Metal None Y 'SINGLE STOREFRONT Left (W) 2 -Metal None Y DOUBLE CLEAR DEFAULT(N) PERFORMANCE ENVELOPE SUMMARY -Part 1 of 3 ENV -2 page 5 of 35 Project Name: Building for Hughes Fire Protection Date: 11/16/1995, Documentation: Energy Calculation Services COMPLY 24 User 2772 GENERAL INFORMATION BY SPACE _. Flr Floor Display Space Name Occupancy No Area Volume Perim. WHOLESALE SALES -Z1 Retail/Wholesale Sales 1 639 5751 0 . DISPATCH/PURCHASING -Z1 Office 1 450 4050 0 ACCNT./OFFICE 5/WORK-Z1 Office 1 890 8010 0 OFFICES 1,2,3,4 -Z2 Office 1 826 7434 0 CORRIDOR -Z2 Corridor/Restroom 1 176.- 1584 0 EMPLOYEE -Z3 Kitchen 1 367 3303 0 RESTROOMS/CORRIDOR -Z3 Corridor/Restroom 1 690 6210 0 CONFERENCE -Z3 Convention/Conference 1 '530 477.0 0 UNCONDITIONED WAREHOUSE Unconditioned 1 7308 58464 0 Total 11876 PERFORMANCE ENVELOPE SUMMARY `Part 2 of 3 _ ENV -2 page 6 of 35 ------------------------- Project Name: Building for Hughes Fire Protection. Date: 11/16/1995 Documentation: Energy Calculation Services COMPLY 24 User 2772 --------------------------------------------------------------------------- OPAQUE SURFACES Act Solar Type Area U -Val Azm Tilt Gains Form 3 Reference Location/Comments Wall 92 0.134.180 90 Yes 6" R-13 24 OC STUCCO WHOLESALE SALES -Z Wall 234 0.126 Int 90 No 4" R-13 24 OC DEMISING WHOLESALE SALES -Z Wall 21 0.367 Int 90 No 4" R-0 24 OC SEPERATION WHOLESALE SALES -Z Wall 27 0.134 270 90 Yes 6" R-13 24 OC STUCCO WHOLESALE SALES -Z Wall 27 0.134 90 90 Yes 6" R-13 24 OC STUCCO WHOLESALE SALES* -Z Roof 639 0.038 0 0 Yes R-19 AT SUSPENDED CLNG WHOLESALE SALES -Z Slb 639 0.000 0 180 No COVERED SLAB WHOLESALE SALES -Z Wall 129 0.126.Int 90 No 411 R-13 24 OC DEMISING DISPATCH/PURCHASING -Z Wall 76 0.367 Int 90 No 4" R-0 24 OC SEPERATION DISPATCH/PURCHASING -Z Wall 297 0.367 Int 90 No 411 R-0 24 OC SEPERATION DISPATCH/PURCHASING -Z Roof 450 0.038 0 0 Yes R-19 AT SUSPENDED CLNG -Z Slb 450 0.000 0 180 No EXPOSED SLAB _DISPATCH/PURCHASING DISPATCH/PURCHASING -Z Wall 197 0.134 180 90 Yes 6" R-13 24 OC STUCCO ACCNT./OFFICE 5/WORK=Z Wall 168 0.188 270 90 Yes 4" R-13 16 OC STUCCO ACCNT./OFFICE 5/WORK-Z Wall 461 0.367 Int 90 No 4" R-0 24 OC SEPERATION ACCNT./OFFICE 5/WORK-Z Wall 39 1.176 Int 90 No Interior Airwall ACCNT./OFFICE 5/WORK-Z Roof 890 0.038 0 0 Yes R-19 AT SUSPENDED CLNG ACCNT./OFFICE.5/WORK-Z Slb 890 0.000 0 180 No COVERED SLAB ACCNT./OFFICE 5/WORK-Z Wall 36 0.134 0 90 Yes 6" R-13 24 OC STUCCO OFFICES 1,2,3,4 -Z Wall 382 0.188 270 9.0 Yes 4" R-13 16'OC STUCCO OFFICES 1,2,3,4 -Z Wall 152 0.367.Int 90 No 4".-R-0-24 OC SEPER.ATION OFFICES 1,2,3,4 -Z Roof 826 0.038. 0 0 Yes R-19 AT.SUSPENDED'CLNG OFFICES 1,2,3,4 -Z Slb 826 0.000. 0 180 No COVERED SLAB OFFICES.1,2,3,4 -Z Wall 204 0.367 Int 90 No 4" R-0 24 OC SEPERATION CORRIDOR -Z Wall 72 1.176 Int 90 No Interior Airwall CORRIDOR -Z Roof 176 0.038 0 0 Yes R-19 AT SUSPENDED CLNG CORRIDOR -Z Slb 176 0.000: 0 180 No COVERED SLAB CORRIDOR -Z Wall 66 0.134• 0 90 Yes 6" R-13 24 OC STUCCO EMPLOYEE -Z Roof 367 0.038 0 0 Yes R-19 AT SUSPENDED CLNG EMPLOYEE -Z Slb 367 0.000 0 180 No EXPOSED SLAB EMPLOYEE -Z Wall 68 0.126 Int 90 No 4" R-13 24 OC DEMISING RESTROOMS/CORRIDOR -Z Roof 690 0.038•' 0 0 Yes R-19 AT SUSPENDED CLNG RESTROOMS/CORRIDOR -Z Slb 690 0.000- • 0 180 No EXPOSED SLAB RESTROOMS/CORRIDOR -Z Wall 34 0.134 0 90 Yes 6" R-13 24 OC STUCCO CONFERENCE -Z Wall 270 0.126 Int 90 No 4" R-13 24 OC DEMISING CONFERENCE -Z Roof 530 0.038,`'• 0 0 Yes R-19 AT SUSPENDED CLNG CONFERENCE -Z Slb 530 0.000; 0 180 No COVERED SLAB CONFERENCE -Z PERFORMANCE ENVELOPE SUMMARY Part 3 of 3 ENV -2 page 7 of 35 Project Name: Building for Hughes Fire ------------ ProtectionDate• Ht ---- - --------------- 11/16/1995 Documentation: Energy Calculation Services (COMPLY 24 User 2772 FENESTRATION SURFACES --Window-- -----Overhang------ ---Left Fin--- # -- Type ---- Ht ---- SC Len Ht LExt RExt Dist Len Ht 1 Wdw 8.0 ---- 6.0 ---- 4.0 ---- 3.0 Act ---- ---- ---- 10.0 Glass Wdw 7.0 # Type 3.0 10.0 -Area Frame Div U -Val Azm Tilt Only Location/.Comments 10*.0 1 Wdw Front (S)' 48.0 Metal No 1.19 - 180 ---- 90 ----- 0.94 --------------------- WHOLESALE SALES -Z1 2 Wdw Front (S). 42.0 Metal No 1.25 180 90 0.94 WHOLESALE SALES .-Z1 3 Wdw Front (S) 48.0 Metal No 1.19 180 90 0.94 WHOLESALE SALES -Z1 4 Wdw Back (N) 12.0 Metal No 1.25 Int. 90 .0.94 DISPATCH/PURCHASING -Z1 5 Wdw Front (S) 24.0 Metal No 0.87 180 90 0.88 ACCNT./OFFICE 5/WORK-Z1 6 Wdw Front (S) 24.0 Metal No 0.87 180 90 0.88 ACCNT./OFFICE 5/WORK-Z1 7 Wdw Left (W) 24.0 Metal, No 0.87 270 90 0.88 ACCNT./OFFICE 5/WORK-Z1 8 Wdw Left (W) 24.0 Metal No 0.87 270 90 0.88 ACCNT./OFFICE 5/WORK-Z1 9 Wdw Back (N) 128.0 Metal No 1.19 . 0 90 0.94 OFFICES 1,2,3,4 -Z2 10 Wdw Back (N) 24.0 Metal No 1.25 0 90 0.94 OFFICES 1,2,3,4 -Z2 11 Wdw Left (W) 24.0 Metal No 0.87 270 90 0.88 OFFICES 1,2,3,4 -Z2 12 Wdw Left (W) 24.0 Metal No 0.87 270 90 0.88 OFFICES 1,2,3,4 -22 13 Wdw Left (W) 24.0 Metal No 0.87 270 90 0.88 OFFICES 1,2,3,,4 -Z2 14 Wdw Left (W) 24.0 Metal No 0.87 270 90 0.88 OFFICES 1,2,3,4 -Z2 15 Wdw Left (W) 24.0 Metal No 0.87 270 90 0.88 OFFICES 1,2,3,4 -Z2 16 Wdw Back (N) 64.0 Metal No 1.19 0 90 0.94 EMPLOYEE -Z3 17 Wdw Back .(N) 24.0 Metal No 1.25. 0 90 0.94 EMPLOYEE -Z3 18 Wdw Back (N) .96.0 Metal No 1.19 0 90 0.94 CONFERENCE -Z3 19 Wdw Back (N) 24.0 Metal.No 1.25 0 90 0.94 CONFERENCE -Z3 OVERHANGS/SIDE FINS ---Right Fin -- Dist Len Ht --Window-- -----Overhang------ ---Left Fin--- # -- Type ---- Ht ---- Wd Len Ht LExt RExt Dist Len Ht 1 Wdw 8.0 ---- 6.0 ---- 4.0 ---- 3.0 --------- 10.0 ---- ---- ---- 10.0 2 Wdw 7.0 6.0 7.0 3.0 10.0 10.0 3 Wdw. 8.0 6.0 4.0 3.0 10.0 10*.0 5 Wdw 6.0 .4.0 4.0 3.0 10.0 10.0 6 Wdw 6.0 4.0 4.0 3.0 10.0 10.0 7 Wdw 6.0 4.0 4.0 4.0 10.0 10.0 8 Wdw 6.0 -4.0 4.0 4.0 10.0 10.0 9 Wdw. 8.0 16.0 4.0 3.0 10.0 10.0 10 Wdw 8.0 3.0 4.0 3.0 10.0 10.0 11 Wdw 6.0 4.0 4.0 5.0 10.0 10.0 12 Wdw 6.0 4.0 4.0 5.0 10.0 10.0 13 Wdw 6.0 4.0 4.0 3.0 10.0 10.0 14 Wdw 6.0 4.0 4.0 3.0 10.0 10.0 15 Wdw 6.0 4.0 4.0 3'.0 10.0 10.0 16 Wdw 8.0 8.0 10.0 3.0 20.0 2.0 17 Wdw 13.0 3:0 4.0 3.0 10.0 10.0 18 Wdw .0 12.0 10.0 3:0 13.0 15.0 19 Wdw .0 3.0. 10.0 3.0 13.0 15.0 ---Right Fin -- Dist Len Ht PROPOSED CONSTRUCTION ASSEMBLY_, g_3 page 8 of 35 --------------------- ---------------------------------- . Project Name: Building for Hughes __ Fire Protection Date:,11/16/1995_ Documentation: Energy`Calculation Services COMPLY 24 -User 2772 COMPONENT DESCRIPTION Assembly Name: 6" R-13.24 OC STUCCO -Assembly Type: Wall Assembly Tilt: 90'deg (Vertical) Framing Material: Metal z Framing Spacing:24 ". O . C . 3 Y Framing Percent: 10.0-101 Absorptivity:" 0.70 Sketch of Construction Assembly Roughness,: Stucco, Wood Shingles = ASSEMBLY U -VALUE Construction Components ------ Th 'R=Value Fr �(in) ,.Cavity Frame ----------------------------------- Outside Air Film _ 1. Stucco 0.17 0.17 �0.825� 0.17 � 0.17 2. Insulation,•.Mineral Fiber, R-13 * 3.500 13.00 13.00 3. Air Space *• 2.500 0.86 0.86 4. Gypsum or Plaster Board 0.625 0.56 0.56 6. J ` 8. 9. R ..Inside Air Film 0.68 0.68 Unadjusted R -Values 15.44 0.00 TOTAL U -VALUE _ 0.134 TOTAL R -VALUE = 7'.46 Weight: 10.8 lb/sgft Heat Capacity: 2.30 PROPOSED CONSTRUCTION ASSEMBLY ENV -3 page 9 of 35 ---------------- Project Name: Building for Hughes -Fire ---------------- ----=---- Protection Dater 11' /16/1995 Documentation: Energy.Calculation.Services COMPLY 24 User 2772 COMPONENT DESCRIPTION Assembly Name: -411 R-13 16 OC STUCCO ------------------------------------------- 0.17 0.17 -Assembly Type:'Wall 0.825 0.17 0.17 Assembly Tilt: 90 deg (Vertical) R-13 * 3.500 13.00. 13.,00 Framing Material: Metal 0.625 2 0.56 'Framing Spacing: I(b 0. C. 3 Framing Percent: 15.0 6. Absorptivity: 0.70 Sketch of Construction Assembly Roughness: Stucco, Wood Shingles ASSEMBLY U -VALUE Weight. Heat Capacity: 10.8 lb/sqft 2.30 TOTAL R -VALUE _ 5.32 ' Th R -Value Construction Components Fr (in) Cavity , Frame, Outside Air Film ------------------------------------------- 0.17 0.17 1. Stucco 0.825 0.17 0.17 2. Insulation,.Mineral Fiber, R-13 * 3.500 13.00. 13.,00 3. Gypsum or Plaster Board 0.625 0.56 0.56 4. 5. 6. 7. 8. 9. Inside Air Film 0.68 0:68 Unadjusted R -Values 14.58 0.00 TOTAL U -VALUE = 0.188 Weight. Heat Capacity: 10.8 lb/sqft 2.30 TOTAL R -VALUE _ 5.32 PROPOSED CONSTRUCTION ASSEMBLY -3 page 10, of 35 Project Name: Building for Hughes -- - - - - - -- --------------------------'- Fire Protection` Date: 11/16/1995 Documentation: Energy Calculation Services COMPLY 24 User 2772 COMPONENT DESCRIPTION Assembly Name: 4" R-13 24 OC DEMISING _ Assembly Type: Wall Assembly Tilt: 90 deg (Vertical) Framing Material: Metal 1 2 Framing Spacing: 24" 0. C. Framing Percent: 10.0 Absorptivity: 0.70 Sketch of Construction Assembly Roughness: Smooth Plaster, Metal ASSEMBLY U -VALUE - Th R -Value Construction Components Fr (in) Cavity Frame Outside Air Film -------------------------------:--------- 0.17 0.17 1. Gypsum or Plaster Board 0.625 0.56 0.56 2. Insulation,. ..Mineral Fiber, R-13 *',3.'500 13.00 13.00 3. Gypsum or Plaster Board 0.625 0.56 0.56 4. 5 . G. . 7 8. 9. Inside Air Film ----------------------------------------------------------------------------- 0.68 0.68 Unadjusted R -Values 14.98 0.00 TOTAL U -VALUE = 0.126 TOTAL R -VALUE = 7.93 Weight: 5.4 lb/sgft Heat Capacity: 1.38 PROPOSED CONSTRUCTION ASSEMBLY ------------------------------------------- ENV -3 page 11 of 35 Project Name: Building for Hughes Fire.Protection Date: 11/16/1995 Documentation: Energy Calculation ----------------------------------------------------------------------------- Services COMPLY 24 User 2772 COMPONENT DESCRIPTION Assembly Name: 4" R70,24 OC SEPERATION Assembly Type: 'Wall - - Assembly Tilt: 90 deg (Vertical), l Framing Material: Metal 2 Framing Spacing: Z!!�° O.C.` 27 Framing Percent: 10.0 Absorptivity: 0 70 Sketch of Construction Assembly Roughness: Smooth Plaster, Metal. ASSEMBLY U -VALUE Th R -.Value Construction Components Fr. (in) Cavity Frame Outside Air Film 0.17 0.17 1. Gypsum or Plaster Board 0.625 0.56 0.56 2. Air Space * 4.000 0.85 0.85 3. Gypsum or Plaster Board 0:625 0.56 -.0.56 4. 5. 6. 7. 8. 9. Inside Air Film ---------------------------------------------------------------------------- 0.68 0.68 Unadjusted R -Values 2.83 0.00 TOTAL U -VALUE _ 0.367 TOTAL R -VALUE _ 2..72 Weight: 5.2 lb/sgft. Heat Capacity: 1.35 PROPOSED CONSTRUCTION ASSEMBLY -------- ENV -3 -page 12 of 35 Project Name: Building for Hughes ------------------ Fire Protection Date: 11/16/1995 Documentation: Energy Calculation Services COMPLY 24 User 2772 ----------------------------------------- COMPONENT DESCRIPTION Assembly Name: INSULATED METAL DOOR Assembly" Type : *Door Assembly Tilt: 90 deg (Vertical) Framing Material: None 3 Framing Spacing: pJA it 0. C. Framing Percent: 0.0 01 Absorptivity: 0.70 Sketch of Construction Assembly Roughness: Smooth Plaster, Metal ASSEMBLY U -VALUE Construction Components' ------------------- Th R -Value __-Fr- (in) Cavity - Frame Outside Air Film -------------=-------- 0.17 0.17 1. Siding, Alum or Steel 0.060 0.00 0.00 2. Insulation,..:.Cellular..Glass Board'' 1.500 4.29 4.29 3. Siding, Alum or Steel 0.060 0.00 0.00 4. 5. 6. 7. 8. _. 9. Inside Air Film 0.68 0.68 Unadjusted R -,Values 5.14 5.14 ADJUSTMENT FOR FRAMING (1 / 5.14) x (1.00) + (1 / 5.14) x (0.00) Weight: 6.0 lb/sqft Heat Capa ity: 0,78 _ ..... .._..._ .. ._ .--__. _- .. ..- -+ rte, .... ... .. .... .. ....-...-... «-__ .. _,. ,. ,_. _.. PROPOSED CONSTRUCTION ASSEMBLY -------------------------------------------- ENV -3 page 13 6f,35 Project Name: Building for Hughes ------------------------ Fire Protection Date: 11/.16/1995 Documentation: Energy Calculation Services COMPLY 24 User 2772 COMPONENT DESCRIPTION ------------------------------- Assembly Name: R-19 AT SUSPENDED CLNG Assembly Type: Roof Assembly Tilt: 0 deg (Horizontal Roof) Framing Material: Metal Framing Spacing_:, 4$." O.C. Framing Percent: 3.5 oi 2 4 5 ------------------------------- Absorptivity: 0.70 Sketch of Construction Assembly Roughness: Smooth Plaster, Metal ASSEMBLY U -VALUE , - Th R -Value Construction Components Fr (in) Cavity' Frame Outside Air Film -- - - - - - - - - - - - - ------- ----- 0.17 0.17 1. Roofing, Sheet Metal 0.060 0.00 0.00 2. Insulation,.Mineral Fiber, R-10 Vapor-. * 3.000 . 9.99 9.99 3. Air Space 24.000 0.80 0.80 _ 4. Insulation, Mineral Fiber, R-19 6.000 '19•.00 19.00 5. Fiber Board, Tile and Lay -in Panels 0.625 1.56 1.56 6. 7. 8. 9. Inside Air Film ------------------------------------------------------_--------------------- 0.61 0.61 Unadjusted R -Values 32.13 0.00 TOTAL U -VALUE _ 0.038 TOTAL R -VALUE = 26.39 Weight: 3.8 lb/sqft Heat Capacity: 0.50 PROPOSED CONSTRUCTION ASSEMBLY ENV -3 page 14 of 35 Project Name: Building for Hughes Fire Protection Date: 11/16/1995 Documentation:.Energy Calculation Services COMPLY 24 User 2772 ' COMPONENT DESCRIPTION Assembly Name:.Interior Airwall ------------------------------- Assembly..Type :• Wall Assembly Tilt: '90 deg (Vertical) Framing Material: None . Framing, Spacing: IYA O.C. Framing Percent: 0.0 a Absorptivity:.' 0.00 ------------------------------- Sketch of Construction Assembly . Roughness: Stucco, Wood Shingles ASSEMBLY U -VALUE Th R -Value Construction Components Fr (in) Cavity ..Frame Outside Air Film 0.17 0.17 1. 2. 3. 4. 5. - 6. 7. 8. 9. Inside Air Film --------------------------------------------------------------------------- 0.68 0.68 Unadjusted R -Values 0.85 0.85 ADJUSTMENT FOR FRAMING (1 / 0.85) x (1.00) + (1 / 0.85) x (0.00) - _1.176 TOTAL U -VALUE _. 1.176 TOTAL RI -VALUE = 0.85 . Weight: 0.0 lb/sgft Heat Capp ity: 0.00 PROPOSED CONSTRUCTION ASSEMBLY ------------ ENV -3 page 15 of 35 Project Name: Building for Hughes--- ------------ ----------=-------------- Fire Protection: Date•. 11/16/1995 Documentation: Energy Calculation Services COMPLY 24 User 2772 COMPONENT DESCRIPTION --------- Assembly Name: Hollow Metal Door' - '....__ Assembly Type c' Door Assembly Tilt:' 90 deg (Vertical) Framing Material: None Z Framing Spacing: O.C. 3 Framing Percent: 0.0 Absorptivity: 0.70 Sketch of Construction Assembly Roughness: Smooth Plaster, Metal ASSEMBLY U -VALUE Construction Components ------------------ Th R -Value Fr (in) Cavity Frame Outside Air Film ------- ----------------------=----._ 1. Steel 0.,17 0:17 2. Air Space 0.001 0.00 0.00 3. Steel 1.750 0:87 0.87 4. 0.0,01 0.00 0.00 5. 6. 7. 8. . 9. Inside Air Film --------------------------- 0.6.8 -------_0.68 Unadjusted R -Values 1.72 1.72 ADJUSTMENT -FOR FRAMING (1 / 1.72) x (1.00) + (1 / 1.72) x (0'.00) _ 0.581 TOTAL.0-VALUE _ 0.581 TOTAL R -VALUE = 1.72 CERTIFICATE OF COMPLIANCE :(part 1 of 2) 's LTG -1 page 16 of 35------------ } ------------------------------------- Project Name: Building for Hughes Fire Protection,. Date: 11/16/1995 Address:-Skypark Industrial Ave. Chico, CA Building Permit -No Lighting - Designer: Checked b Documentation`:, -Energy Calculation Services y e COMPLY 24 User 2772 GENERAL INFORMATION Date of Plans: Building Conditioned Floor Area: 4568.sf Building Type: Nonresidential Climate Zone: 11 . Phase of Construction: ® New Construction O Addition n Alftrarinn Method of Lighting Compliance: Performance - COMPLY 24 v 4.11 STATEMENT OF COMPLIANCE This Certificate of Compliance lists, the building features and jperformance specifications needed to comply with Title 24, Part 6, Chapter 1 and Title 20, Chapter 2, Subchapter 4, Article 1 of the California Code of Regula- tions. This certificate applies only to building lighting requirements. The Principal Lighting Designer hereby certifies that the proposed build- ing design represented in this set of construction documents is consistent with the other..: compliance forms and worksheets; with the specifications, and with any,.other calculations submitted with this permit application. Theproposed. building has been designed -to meet the lighting. requirements contained in -sections ,110, .119, 130 through 132 and 146 or. 149. Please check one: O I hereby affirm that I am eligible under the.provisions of Division 3 of the Business and Professions Code to sign this document as the` person responsible for its preparation; and that I am a civil engineer electrical engineer or architect. O I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section 5537.2 of the Business and Professions- Code, to sign this document as the person responsible for its preparation;.and that I am*a licensed contractor preparing docu- ments for work that I have contracted to perform. O I affirm that I am eligible under the exemption to Division 3 of the Business and' Professions Code by Section of the Code to sign this document as the person responsible for its preparation; and for the following reason: PRINCIPAL LIGHTING -DESIGNER i (Signature) (Lic. #) (Date) LIGHTING ANDATORY MEASURES Indicat location on plans of Note Block for Mandatory Measures: 1'-2 4 CERTIFICATE OF COMPLIANCE = a — — — — — — — — — — — — --- — — — — — - — — --- — — (part 2 o -f 2) LTG=1 page f. --- — — — — — —.— — — — — — — — — — —.- - — — --. — --- — — — — — — —: 17 of 35 Project Name: Building for _ Hughes Fire Protection', — — — — — — 7 — Date:* 11/16/1995'' Documentation: Energy Calculation"Services COMPLY 24 �User, 2772,.- ---------------------------------.------=------------.---------------------- r, INSTALLED LIGHTING SCHEDULE No of Watts/ Ballast Ballasts/ No of'. Note to Name Lamp Type Lamps Lamp- Type , Luminaire Fixt. r. Field A Fluorescent 3 25 Standard 2.0 6 A Fluorescent 3 32 Standard 2.0 43 C Fluorescent 2 32 Standard 1.0 2° E Fluorescent 2 .13 Standard 1.0 8 MANDATORY AUTOMATIC 'CONTROLS - Control Note to Control Location ID Control Type Space Controlled Field APPLIcABLE ------------ .---------------- -DUAL SwITGHING� 7 �OO SF + I.Z WSF ------- APPLI GABLE r AVAL SWITCHING D YLIT + LSO SF WITHIN i3 O F dr LAI I N C CONTROLS FOR CREDIT Control Note to Control Location ID .Control Type Space.Controlled Field " • LIGHTING COMPLIANCE SUMMARY --- ------------ LTG -2 page 18 of 35 Project Name: Building -------------=---- for Hughes'Fire Protection - Date:,..11/16/1995 --------------- Documentation: Energy Calculation Services _-COMPLY-24-User 2772 ACTUAL LIGHTING POWER Name Description No. of Watts Total ---------------------'----- Lumin per Default Watts A 36" T-8,Straight A 4811 T-8 /3 Lamp(Not Tndm) ----- 6 - ---- 98.0 -- - ---- __ ___ 588 Straight C 48" T-8 Straight /3 Lamp (Not Tndm) /2 43 108.0— 4644 Lames E 13w Twin Tube Compact 2 Lamp P / p 2 71'0 VT 142 8 34.0 � 272 SubTotal 5646 Less Control Credits (LTG -3) p Total Proposed Watts 5646 * If not CEC Default value, lease P provide supporting ' documentation. MODELLED LIGHTING POWER BY SPACE Modelled Space Name Occupancy Floor LPD Total Tailored Area (w/sf) (watts) (watts) WHOLESALE SALES -Z1 Retail/Wholesale Sales ----- 639 1.521 972 DISPATCH/PURCHASING-Zl.Office 450 1.307 588 0 ACCNT./OFFICE.5/WORK-Z1 Office 0 OFFICES 1,2,3,4 -Z2 Office 890 826 1.335 1188 0 CORRIDOR -Z2 Corridor/Restroom° 176 1.308 0.580 1080 102 0 EMPLOYEE -Z3 RESTROOMS/CORRIDOR -Z3 Kitchen Corridor/Restroom 367 1.177 432 0 0 CONFERENCE -Z3 Convention/Conference 690 530 0.922 1.223 .636 648 0 0 TOTALS` -- ------ 4568 ------- 1.236 5646 0 * Note: Tailored. -Allotment requires supporting documentation on form LTG -4. CERTIFICATE OF COMPLIANCE (part .1 of 3) MECH-1 page 19 of 35 Project Name: Building for Hughes Fire Protection Date: 11/16/1995 Address: Skypark Industrial Ave. Chico, CA Building Permit No Mechanical Designer: (Checked by / Date Documentation:'. Energy Calculation Services ICOMPLY 24 User 2772 ------------------------------------------------------- -------------------- GENERAL INFORMATION Date of Plans: II/q5. Building Conditioned Floor Area: 4568 sf- Building Type: Nonresidential Climate Zone• 11 Phase of Construction: 0 New Construction 0 Addition 0 Alteration - Method of Mechanical Compliance: Performance -COMPLY 24 v 4.11 Proof of Envelope Compliance: 0 Previous Permit ® Compliance Attached STATEMENT OF COMPLIANCE I This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Part 6, Chapter 1 and Title 20, Chapter 2, Subchapter 4,'Article 1 of the California Code of Regula- tions. This certificate applies only to building mechanical requirements. The Principal Mechanical Designer hereby certifies that the proposed build- ing design represented in this set of -construction documents is consistent ..with ..the other.,..compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application. The proposed building. has..been.designed to meet the mechanical requirements contained in sections. 110 -through 115, 120 through 124', 140 through 142,144' and 145. Please check one: 0 I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this document as the person responsible for its preparation; and that.I am a civil engineer mechanical engineer or architect. 0 I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section 5537.2 of the Business and Professions:'Code to sign this document as the person responsible for its preparation; and that I am a licensed contractor preparing docu- ments for work that I have contracted to perform. 0 I affirm that,I am eligible under the exemption to Division 3 of the Business and Professions Code by Section of the- .tCode to sign this document as the person responsible for its preparation; and for the following reason: PRINCIPAL. MECHANICAL DESIGNER (Signature) (Lic. #) (Date) MECHANIC] MANDATORY MEASURES Indicat location on plans of Note Block for -Mandatory Measures:• T -Z4 CERTIFICATE OF.COMPLIANCE (part 2 of 3) MECH-1 page 20 of 35 -------------------------- ------ __ Project Name: Building.for Hughes Fire Protection Date: 11/16/1995 Documentation: Energy Calculation Services COMPLY 24 User 2772 - . SYSTEM FEATURES Zone Name ZONE 1 Time Control 5 Setback Control Both # of Isolation Zonesn/a HP Thermostat n/a Electric Heat n/a Fan Control Constant Volume VAV Min Position n/a Simul. Heat/Cool n/a Heat Supply Reset Constant Temp Cool Supply Reset Constant Temp Ventilation G OA Damper Control G Economizer Type No Economizer Outdoor Air CFM 329 Heat Equip Type Gas Furnace Make & Model No. TRANE TDD10OC960A Cool Equip Type DX Make and Model TRANE TTR060C Zone Name ZONE 3 Time Control_ OA Damper' Setback Control Both # of Isolation Zonesn/a HP Thermostat n/a Electric Heat n/a Fan Control Constant Volume. VAV Min Position n/a Simul. Heat/Cool. n/a Heat Supply Reset Constant Temp Cool Supply Reset- Constant Temp Ventilation C. OA Damper Control CK Economizer Type. No Economizer Outdoor Air CFM,.' 439 Heat Equip Type.-'' Gas Furnace Make & Model No' TRANE TDD100C94M Cool Equip Type DX Make and Model TRANE TTR048C Code Tabl r! s ZONE 2 S Both n/a n/a n/a Constant Volume n/a Va Constant Temp Constant Temp G No Economizer 150 Gas Furnace TRANE TDD10OC948A DX TRANE TTR042C Time Cc, trol Ventilation OA Damper' S:Prc Switch 'B:Air Balance A:Auto O:Occ Sensor C:OA Cert. G:Gravity M:Mar 'imer M:OA Measure D:Demand Cont N:Natural Note to Field. CERTIFICATE OF COMPLIANCE (part 3 of 3) --------- - MECH-1 page 21 of 35 Project Name: Building.for Hughes Fire -------- Protection ------_-------- Date: 11/16/1995 -------- Documentation: Energy Calculation Services COMPLY 24•User 27.72 DUCT INSULATION Duct. Tape Insul Note to System Name Type Duct Location Allowed R -Val Field TRANETDD100C960A Heating Ducts --------- in Attic ------------- ------ Y / -TRANE 4.2 Cooling Ducts in Attic Y / 4.2 TRANE TDD100C948A Heating -Ducts in Attic Y / 4.2 Cooling Ducts in Attic Y. / 4.2 TRANE TDD100C948A Heating Ducts in Attic Y / 4.2 Cooling Ducts in Attic Y / 4.2 PIPE INSULATION Insul Note to System Name Pipe Type Required Field Domestic Hot Water Holt WATEP. / N TRANE TDD10 0 C9 6 0A REFRIGERANT Y / N TRANE TDD100C948A IL / N TRANE TDD100C948A / N NOTES TO FIELD -. For Building Department Use Only MECHANICAL EQUIPMENT ZONING SUMMARY MECH-2 page 22 of 35 Project Name: Building for Hughes Fire Protection Date: 11/16/1995 Documentation: Energy Calculation Services COMPLY -24 User 2772 SYSTEM/ZONING SUMMARY Zone/Spaces Served- ------------- Central Zonal System ------------------------ System.Type No Sys- _=-=--------- ZONE 1 TRANE TDD10OC960A ----- -- ___ Split FAU-A/C 1 WHOLESALE SALES -Zi DISPATCH/PURCHASING -Z1 ACCNT./OFFICE 5/WORK-.Z1 UNCONDITIONED WAREHOUSE ZONE 2 TRANE TDD160C948A Split FAU-A/C 1 OFFICES 1,2,3,4 -Z2 .CORRIDOR -Z2 . ZONE 3 TRANE TDD10OC948A Split FAU-A/C 1 EMPLOYEE -Z3 RESTROOMS/CORRIDOR -Z3 CONFERENCE -Z3. MECHANICAL EQUIPMENT SUMMARY MECH-3 page 23 of 35 Project Name:_Building for Hughes Fire Protection, Date: 11/16/1995 Documentation: Energy Calculation Services COMPLY 24 User 2772 PLANT EQUIPMENT_SUMMARY Fuel Elec Total No. Input Input Output Equipment Name- • Equipment Type"' Sys-'(KBtu)" (KW).' - (KBtu)•• 40 GAL.ELECTRIC GENERIC Electric Res 1 0.0 5.6 17.1 CENTRAL SYSTEM SUMMARY Sys No No System Name System Type Sys Economizer Type 1 TRANE TDD1000960A Split FAU-A/C 1 No Economizer 2 TRANE TDD10OC948A Split FAU-A/C 1 No Economizer 3 TRANE TDD10OC948A Split FAU-A/C 1 No Economizer CENTRAL SYSTEM RATINGS ' Sys-----:-- Heating------------------ ---------------- Cooling---------- No Type Output Aux KW EFF Type. Output. Sensible EER SEER 1 Gas Furnace 78000 n/a 0.78.DX 57500 4.0250 8.90.10.00 2 Gas Furnace 77000 n/a 0.78 DX. 44000. 30800 9.10 10.00 3 Gas Furnace 77000 n/a 0.78.DX 47500 33250 8.80 10.00 CENTRAL FAN SUMMARY------------- Supply Fan ----------- ---= Return Fan --- Sys Mtr Dry Mtr Dry No Fan Type Motor Location CFM BHP Eff Eff CFM BHP Eff Eff 1 Constant Volume Draw-Through 2000 0.75 '72 100 None 2 Constant Volume Draw-Through 1600 0.50 70 100 None 3 Constant Volume Draw-Through 2000 0.75 72 100 None ZONAL FAN SUMMARY--------- Zonal Fan ------------ Exhaust Fan ----- Mtr Dry Mtr Dry Space Name No CFM BHP Eff Eff No CFM BHP -Eff Eff RESTROOMS/CORRIDOR -Z3 None 3 200 0.15 55 100 None - MECHANICAL VENTILATION ---------------------------- MECH-4 page 24 of 35 Project Name: Building for Hughes Fire Protection. ------------------- Date: 11/16/1995 Documentation: Energy Calculation Services COMPLY 24 User 2772 VENTILATION SUMMARY BY SPACE _ Tran Floor sgft CFM .Min Design sfer Space Name - = T- Occupancy Area -/Occ /Occ CFM--- CFM "CFM WHOLESALE SALES -Z1 Retail/Wholesa 639 77 15.4 128 128 DISPATCH/PURCHASING -Z1 Office 450 143 21.5 68 68 ACCNT./OFFICE 5/WORK-Z1 Office 890 143 21.5 134. 134 OFFICES 1,2,3,4 -Z2 Office 826 143 21.5 124 124, CORRIDOR -Z2 Corridor/Restr 176 200 30.0 26 26 EMPLOYEE -Z3 Kitchen 367 200 30.0 55 .55 RESTROOMS/CORRIDOR -Z3 Corridor/Restr 690 200..30.0 104 104 CONFERENCE -Z3 Convention/Con 530 29 15.4 281 281 TOTALS- 919 919 Note: If Tailored (T=*), user must document sgft/,Occ and/or CFM/Occ values.` HVAC ZONE HEATING & COOLING LOAD SUMMARY page -25 of 35 Project Name: Building for Hughes Fire Protection Date: 11/16/1995 Documentation: Energy Calculation Services COMPLY 24 User'2772 HVAC ZONE DESCRIPTION HVAC Zone Name-:,-- ._ __. ZONE._.1. _ Heating System Name: TRANE TDD10OC960A Cooling System Name:' TRANE TTR060C System Multiplier: 1 Fan Schedule: 24 Hr Fans STD. Peak Load Method: COINCIDENT Relative Humidity: 50 01 COOLING SPACES IN THIS ZONE PEAK HEATING PEAK SENSIBLE LATENT WHOLESALE SALES -Z1 (Jan 12am) 13020 (Aug 2pm') 14984 1185 DISPATCH/PURCHASING -Z1 (Jan 12am) 3546 (Aug 2pm) 4442 295 ACCNT./OFFICE 5/WORK-Zl (Jan 12am) 12524 (Aug 2pm) 13673 583 UNCONDITIONED WAREHOUSE (Jan 12am) 0 (Aug 2pm) 0 0 TOTAL SPACE LOAD 29090 33099 2063 Duct Gains & Losses: -2909 3310 Ventilation: ( 329 CFM) 15176 8470 -4079 Return Air Lighting Gain 0 'TOTAL SYSTEM LOAD 47175 44879 -2016 SYSTEM OUTPUT AT DESIGN CONDITIONS 78000 39578 15941 NOTE: The TOTAL SYSTEM LOAD shown represents the minimum size equipment which will heat -or cool this zone during the design conditions indicated. These numbers include no safety factor, and the HVAC contractor should oversize by a reasonable margin to account for variations in weather conditions and the pick-up capacity required to bring the zone to temper- ature as a result of a setback thermostat. Those responsible for final equipment selection should note that Sensible and Latent Cooling Loads are indicated to allow for accurate comparison with manufacturer's output data. Heating AirFlow: Cooling AirFlow: 13020 Btu/hr / [1.07 x' 35 F SPACE HEATING & COOLING LOAD SUMMARY 347 cfm page 26 of 35 Project Name: Building for Hughes Fire Protection' F Date: 11/16/1995 Documentation: Energy Calculation ---------------------------------------------------------------------------- cfm Services COMPLY 24 User 2772 SUMMARY OF PEAK HOUR LOADS FOR SPACE Space Name: -: " WHOLESALE' SALES COOLING DESIGN CONDITIONS HEATING SENSIBLE LATENT Peak.Hour: Jan 12am Aug 2pm Indoor Conditions:' 70 F DB 78 F DB 50 % RH. Outdoor Conditions: 27 F DB 102 F DB 69 F WB LOAD COMPONENT Quantity Btu/hr Btu/hr Btu/hr Wall Conduction 380.0 sqft 841 505 Window Conduction 138.0 sqft 7170 2020 Door Conduction 0.0 sqft 0 0 Roof Conduction 639.0 sgft 1041 209 Skylight Conduction 0.0 s.gft 0 0 Floor Conduction 0.0 sqft 0 0 Slab Conduction 639'.0 sqft 1386 0 ..Interior Conduction '0.0 sqft 815 326 Infiltration 0.4 AC/hr 1767 986 -475 Solar Gain 138.0 sqft 0 5834 Lighting 972.0 watts 0 2811 Receptacle 63.9 watts 0 218 Process 0.0 watts 0 0 Occupants 8.3 occs 0. 2075 1660 -SPACE LOADS 13020 14984 1185 Heating AirFlow: Cooling AirFlow: 13020 Btu/hr / [1.07 x' 35 F DeltaT) ] _ 347 cfm 14984 Btu/hr / [1.07 x 23 F DeltaT)] = 608 cfm SPACE HEATING & COOLING LOAD SUMMARY - page 27 of 35 Project Name:. Building for Hughes Fire Protection Date:. 11/16/1995.. Documentation: Energy Calculation Services COMPLY 24 User 2772 SUMMARY OF PEAK -HOUR LOADS FOR SPACE Space Name: _ -DISPATCH/PURCHASING'-Z1 ._... COOLING DESIGN .CONDITIONS HEATING SENSIBLE LATENT Peak Hour: Jan 12am Aug 3pm Indoor Conditions: 70 F DB 78 _F DB 50 % RH: Outdoor Conditions: 27 F DB 101 F DB 68 F WB LOAD COMPONENT Quantity, Btu/hr Btu/hr Btu/hr' Wall Conduction 205.0 sqft 0 0 Window.Conduction 12.0 sqft 0 0 Door Conduction - 40.0 sqft 0 0 Roof Conduction 450.0 sqft 733 263 Skylight Conduction 0.0 sqft 0 0 Floor Conduction 0.0 sgft 0 0 Slab Conduction 450.0 sqft 0 0 Interior Conduction 0.0 sqft 1569 6.27 Infiltration 0.4.AC/hr 1244 666 -402 Solar Gain 12.0 sqft 0 0 " Lighting 588.0 watts 0 2006 Receptacle 45.0 watts 0 154 Process 0.0 watts 0 0 Occupants 3.1 occs 0 787 629 SPACE LOADS 3546 4503 228 Heating AirFlow: 3546 Btu/hr / (1.07 x 35 F DeltaT)].= 95 cfm. Cooling AirFlow: 4503 Btu/hr / [1.07 x 23 F DeltaT)] = 183 cfm SPACE HEATING & COOLING.LOAD SUMMARY ----------------------------------------------------------------------------- page 28 of 35 Project Name :..Building forHughesFire Protection Date: 11/16/1995 Documentation: Energy Calculation Services COMPLY 24 User 2772 SUMMARY OF PEAK: -HOUR LOADS FOR SPACE Space Name: --- ACCNT./OFFICE 5%WORK-Z1 COOLING DESIGN CONDITIONS HEATING SENSIBLE LATENT Peak Hour- Jan 12am Aug 4pm Indoor Conditions: 70 F DB 78 F DB 50 % RH Outdoor Conditions: 27 F DB 98 F DB 65 F WB - LOAD COMPONENT Quantity Btu/hr Btu/hr Btu/hr Wall Conduction 365.0 sqft 2492 2033 Window Conduction 96.0 sqft 3591 1118 Door Conduction 21.0 sqft 176 134 Roof Conduction 890.0 sqft 1450 617 Skylight Conduction 0.0 sqft 0 0 Floor Conduction 0.0 sqft 0 0 Slab Conduction .890.0 sqft 23.54 0 Interior Conduction 0.0 sqft 0 0 Infiltration 0.4 AC/hr 2461 1145 -1169 Solar Gain .96.0 sqft 0 3338 Lighting 1188.0 watts 0 3782 Receptacle 89.0 watts 0 304 Process 0.0 watts 0 0 Occupants 6.2 occs 0 1556 1245 HVAC ZONE HEATING,& COOLING LOAD SUMMARY - page 29 of 35 Project Name: -Building -for Hughes Fire Protection Date: 11/16/1995 Documentation:'Energy Calculation Services COMPLY 24 User 2772 HVAC ZONE DESCRIPTION HVAC Zone Name c '.. - - ZONE 2 Heating System -Name: TRANE TDD10OC948A Cooling System. Name: TRANE TTR042C System Multiplier: 1 . Fan Schedule: 24. Hr Fans STD Peak Load Method: COINCIDENT Relative Humidity: 50 0 COOLING SPACES IN THIS ZONE PEAK HEATING PEAK' SENSIBLE LATENT OFFICES 1,2,3,4 -Z2 (Jan 12am). 22640 (Aug 3pm) 21758 418 CORRIDOR -Z2 (Jan 12am) 773 (Aug Spm) -1079 151 TOTAL SPACE LOAD 23413 22837 569 Duct Gains & Losses: 2341 2284 Ventilation:* ( 151 CFM) 6944 3714 - -1866 Return Air Lighting Gain 0' -:".TOTAL'.'SYSTEM .LOAD 32698 28835 -1297 SYSTEM OUTPUT AT DESIGN CONDITIONS 77000 30358 12339 NOTE: The TOTAL SYSTEM LOAD shown represents the minimum size equipment which will heat or cool this zone during the design conditions indicated. These numbers include no safety factor, and the HVAC contractor should oversize by a reasonable margin to account for variations in weather conditions and the pick-up capacity required to bring the zone to temper ature as a result of a setback thermostat. Those responsible for final equipment selection should note'that Sensible and Latent Cooling Loads are indicated to allow for accurate comparison with manufacturer's output data. SPACE HEATING & COOLING LOAD SUMMARY page 30 of 35 Project Name:. -Building for Hughes Fire Protection Date: 11/16/1995 Documentation: Energy Calculation Services COMPLY 24 User 2772 SUMMARY OF PEAK HOUR LOADS FOR SPACE Space Name: OFFICES 1,2, 3,4' -Z2 COOLING DESIGN CONDITIONS HEATING SENSIBLE LATENT Peak Hour: Jan 12am Aug 3pm Indoor Conditions: 70 F DB 78-F DB 50 % RH Outdoor Conditions: 27 F DB. 101 F DB 68 F WB LOAD COMPONENT Quantity Btu/hr Btu/hr Btu/hr Wall Conduction 418.0 sqft 3293 1669, Window Conduction 272.0 sqft 12329 3816 Door Conduction 0.0 sqft 0 0 Roof Conduction 826.0 sqft 1346. 434 - Skylight Conduction 0.0 sqft •0 0 Floor Conduction 0.0 sqft 0 0 Slab Conduction 826:0 sqft 3388 0 Interior Conduction. 0.0 sqft 0 0 Infiltration 0.4 AC/hr 2284 1222 --737 Solar Gain 272.0 sqft 0 9585 Lighting 1.080.0 watts 0 3307 Receptacle 82.6 watts 0 282 Process 0.0 watts 0 0 Occupants 5.8 occs 0 1444 1155 SPACE LOADS 22640 21758 418 Heating AirFlow: 22640 Btu/hr / [1.07 x 35 F DeltaT)].= 603 cfm Cooling AirFlow: 21758 Btu/hr / [1.07 x 23 F DeltaT)]-= 883 cfm SPACE HEATING & COOLING LOAD SUMMARY page 31 of, 35 Project Name:—Building for Hughes Fire Protection Date:,.11/16/1995 ,, Documentation: 'Energy Calculation Services COMPLY 24`User•2772' SUMMARY OF PEAK HOUR LOADS FOR SPACE Space Name: .__. CORRIDOR _Z2 COOLING' DESIGN CONDITIONS HEATING SENSIBLE LATENT Peak Hour: Jan 12am Aug Spm Indoor Conditions: 70 F DB 78 F DB 50 % RH Outdoor Conditions: 27 F DB 101-F DB 68 F WB LOAD COMPONENT Quantity Btu/hr Btu/hr, Btu/hr Wall Conduction 0.0 sqft 0 0 Window Conduction 0.0 sqft 0 0. Door Conduction 0.0 sqft 0 0 Roof Conduction 176.0 sqft 287 103 Skyl iglt Conduction 0.0 sqft 0 0 Floor Conduction 0.0 sqft 0 0 Slab Conduction 176.0 sqft. 0. 0 Interior Conduction, 0.0 sqft 0 0 Infiltration 0.4 AC/hr 487 260 -157 Solar Gain 0.0 sqft 0 0 Lighting 102.01 watts 0 348 Receptacle 17.6 watts 0 60 Process 0.0 watts 0 0 Occupants 1.2 occs 0 308 308 SPACE LOADS 773 1079 151 Heating AirFlow: 773 Btu/hr / [1.,07 x 35 F DeltaT)].= 21 cfm Cooling AirFlow: 1079 Btu/hr / (1.07 x 23 F DeltaT)] = 44 cfm HVAC ZONE HEATING & COOLING' LOAD SUMMARY page 32 of 35 Project Name:. Building for Hughes Fire Protection Date: 11/16/1995 Documentation: Energy Calculation Services COMPLY 24 User 2772 HVAC ZONE DESCRIPTION HVAC Zone Name_. ....... _ ZONE 3 _ Heating System Name: TRANE TDD10OC948A Cooling System Name: TRANE TTR048C System Multiplier: 1 Fan Schedule: 24 Hr Fans STD Peak Load Method: COINCIDENT Relative Humidity: 50'% COOLING SPACES IN THIS ZONE. PEAK HEATING PEAK SENSIBLE LATENT EMPLOYEE -Z3 (Jan 12am) 7332 (Aug 2pm) 6368 946 RESTROOMS/CORRIDOR -Z3 (Jan 12am) 3475 (Aug 2pm) 5120 693 CONFERENCE -Z3 (Jan 12am) 10416 (Aug 2pm)' 11949 2439 - TOTAL SPACE LOAD 21223 23437 4078 Duct Gains & Losses: 2122 2344 Ventilation: ( 440 CFM) 20297• 11329 -5456 Return Air Lighting Gain 0 TOTAL SYSTEM LOAD 43642. 3.7110 -1378 SYSTEM OUTPUT AT DESIGN CONDITIONS 77000 .32695 13169 NOTE: The TOTAL SYSTEM LOAD shown represents the minimum size equipment which will heat or cool this zone during the design conditions indicated. These numbers include no safety factor, and the HVAC contractor 'should oversize by a reasonable margin to account for variations.in weather conditions and the pick-up capacity required to bring the zone to temper- ature as a result of a setback thermostat. Those responsible for final. equipment selection should note that Sensible and Latent Cooling Loads are indicated to allow for accurate comparison with manufacturer!ls.output data.. SPACE HEATING & COOLING LOAD SUMMARY page 33 of 35 Project Name: Bui.lding_.for .Hughes. Fire, Protection Date: 11/16/1995 Documentation: Energy Calculation Services COMPLY 24 User 2772 SUMMARY OF PEAK HOUR LOADS FOR SPACE Space Name: EMPLOYEE... -Z3''' COOLING DESIGN CONDITIONS HEATING SENSIBLE LATENT Peak Hour: Jan 12am Aug 3pm Indoor Conditions: 70 F DB 78 F DB 50 0 RH Outdoor Conditions: 27 F DB 101 F DB 68 F WB LOAD COMPONENT Quantity Btu/hr Btu/hr Btu/hr Wall Conduction 66,.0 sqft 380 171 Window Conduction 88.0 sqft 4565 1309 Door Conduction 0.0 sqft 0 0 Roof Conduction 367.0 sgft 598 183 Skylight Conduction 0.0 sqft 0 0 Floor Conduction 0.0sgft -0 0 Slab Conduction 367.0 sqft 774 0. Interior Conduction 0.0 sqft 0 0 Infiltration 0.4 AC/hr 1015 543 -328 Solar Gain 88.0 sqft 0 2174 Lighting 432.0 watts 0 1258 Receptacle 36.7 watts 0 125 Process 0.0 watts 0 0 Occupants 2.6 occs 0 706 1219 SPACE LOADS 7332 6469 891 Heating AirFlow: 7332 Btu/hr / [1.07 x 35 F DeltaT)] = 195 cfm Cooling AirFlow: 6469 Btu/hr / (1.07'x 23 F DeltaT)] = 262 cfm- SPACE HEATING & COOLING LOAD SUMMARY ---------------------------------------------------- page 34 of 35 Project Name: Building for Hughes Fire Protection Date: 11/16/1995 Documentation: -Energy Calculation Services COMPLY 24 User 2772 SUMMARY OF PEAK HOUR LOADS FOR SPACE Space Name: -- - RESTROOMS/CORRIDOR -Z3 COOLING DESIGN CONDITIONS HEATING SENSIBLE LATENT Peak Hour: -Jan 12am -- Aug3pm ---- -- Indoor Conditions: 70 F DB 78 F DB 50 o RH Outdoor Conditions: 27 F DB 101 F DB 68 F WB LOAD COMPONENT Quantity Btu/hr Btu/hr Btu/hr Wall Conduction 68.0 sqft 0 0 Window Conduction 0.0 sqft '0 0 Door Conduction 40.0 sqft 0 0 Roof Conduction 690.0 sqft 1124 404 Skylight Conduction 0.0 sqft 0 0 Floor Conduction 0.0 sqft 0 0 Slab Conduction 690.0 sqft 0 .0 Interior Conduction_ 0.0 sqft 443 177 Infiltration 0.4 AC/hr 1908 1021 -616 Solar Gain 0.0 sqft 0 0 .. Lighting 636.0 watts_ 0 2170 Receptacle 69.0"watts 0 235 Process. 0.0 watts 0 0 Occupants 4.8 occs 0 1206 1206 SPACE LOADS 3475 5214 590 Heating AirFlow: 3475 Btu/hr / (1.07 x 35 F DeltaT)]_= 93 cfm Cooling AirFlow: 5214 Btu/hr /_'(1.07 x 23 F DeltaT)] = 211 cfm SPACE HEATING:& COOLING LOAD SUMMARY page -35 of 35, Project Name: -Building for Hughes Fire Protection Date: 11/16/1995 Documentation: Energy Calculation'Services COMPLY.24 User 2772 SUMMARY OF PEAK HOUR LOADS FOR SPACE Space Name: CONFERENCE -Z3 ' COOLING DESIGN CONDITIONS HEATING SENSIBLE LATENT -------------------- Peak Hour: Jan 12am Aug Spm Indoor Conditions: 70 F DB 78 F DB 50 % RH Outdoor Conditions: 27 F DB 101 F DB 68 F WB LOAD COMPONENT Quantity Btu/hr Btu/hr Btu/hr Wall Conduction 304.0 sqft 196 -79 Window Conduction 120.0 sqft 6202 .1588 Door Conduction 0.0 sqft 0 0 Roof Conduction 530.0 sqft 863 236 Skylight Conduction 0.0 sqft 0 0 Floor Conduction 0.0 sqft 0 0 Slab Conduction 530.0 sqft 748 0 Interior Conduction 0.0 sqft 940 - 376 Infiltration 0.4 AC/hr 1466 784 -473 - Solar Gain 120.0 sqft 0 2645 Lighting 648.0 watts 0 1683 Receptacle 53.0 watts 0 181 Process 0.0 watts 0 0 Occupants 18.3 occs 0 4478 2833 SPACE LOADS 10416 12049 2360 Heating Air -Flow: 10416 Btu/hr / [1.07 x 35 F DeltaT)]. 278 cfm Cooling AirFlow: 12049 Btu/hr / [1.07 x 23 F DeltaT)] = 489 cfm