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HomeMy WebLinkAboutB15-0588Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone (530)538-7601 Permit Center Phone (530)538-6861 Fax (530)538-7755 OWNER'S DECLARATION OF USE FOR A LIMITED AGRICULTURAL BUILDING y FORM NO DBP -62 Uwe the undersigned hereby apply for a `Limited Agricultural Building' defined in the 2013 ' California Building Code, Chapter 2, Section 202 as an agricultural building as follows and which is used as listed in items 1 through 8 below: "A structure designed and constructed to house farm implements, hay, grain, poultry, livestock or other horticultural prothicts. This structure shall not be u place of human habitation or u place of employment where agricultural products are processed, treated or packaged, nor shall it be a place used by the public." 1. Livestock shelters or buildings, including shade structures and milking barns. 2. Poultry buildings or shelters. 3. Barns. (A detached farm building used for the storage of harvested crops, farm products, feed, machines, or farm equipment and/or agriculture vehicles.) 4. Storage of equipment and machinery used exclusively in agriculture. 5. Horticultural structures, including detached production greenhouses and crop protection shelters. 6. Sheds. (A detached single story building with one or more sides enclosed, used for shelter or storage.) ' 7. Grain silos. 8. Stables. DESCRIPTION OF BUILDING Floor Area: 2 ti c)0 .J.A, Loft/Attic Area: ,/11 Height: Proposed Building will be used for: 56r. ee� s �• � e�� 1 t v.��S Iia �k �L s l-,"�I ��� Describe the current Agricultural Use on the property: 1—.,v q.- S 6"C C%: y 0 ut�z Property Owner's Signature: tf t5UTTE COUNTY Date °�— I Q� l S MAR 19 ZO'S •` DEVELOPMENT SERVICES K:\NEW WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Comp1eted\DBP\DBP- 62_Limited_Aj Owners_Declaration_rev'd_3.7.2014_AKM.doc Page 1 of 1 t 545.8 ARTICLE ARTICLE 547 — AGRICURTURAL BUILDINGS 545.8 Protection of Conductors and Equipment. Protection shall be provided for exposed conductors and equipment during processes of manufacturing, packaging, in transit, and erection at the building site. 545.9 Boxes. �(A) Other Dimensions. Boxes of dimensions other than Those required.in Table'314.1.6(A) shall be permitted to be '(installed where tested, identified, and listed to applicable tandards. (B) Not Over 1650 c1m3 (100 in 3). Any box not over 1650 cm3 (100 in.3) in size, intended for mounting in closed construction, shall be affixed with anchors or clamps so as to provide a rigid and secure installation. 545.10 Receptacle or Switch with Integral Enclosure. A receptacle or switch with integral enclosure and mounting means, where tested, identified, and listed to applicable standards, shall..be permitted to be installed. •545.11 Bonding and Grounding. Prewired panels and building components shall provide for the bonding, or bonding and grounding, of all exposed metals likely to become energized, in accordance with Article 250, Parts V, VI, and VII. 545.12 Grounding Electrode Conductor. Provisions shall be made to route a grounding electrode conductor from the service, feeder, or branch -circuit supply to the point of attachment to the grounding electrode. 545.13 Component' Interconnections. Fittings and connectors that are intended to be concealed at the time of on-site assembly, where tested, • identified, and listed to applicable standards, shall be permitted for on-site interconnection of modules or other,building components. Such fittings •and,connectors shall be equal to the wiring method employed in insulation_ temperature rise, and fault -current withstand and shall be capable of enduring the vibration and•minor relative motions occurring in the components of manufactured buildings. (B) Corrosive Atmosphere. Agricultural buildings where a corrosive atmosphere exists. Such buildings include areas where the following conditions exist: (1) Poultry and animal excrement may cause corrosive vapors. (2) Corrosive particles may combine with water. (3) The area is damp and wet by reason of periodic washing for cleaning and sanitizing with water and cleansing agents. (.4) Similar conditions exist. 547.2 Definitions. Distribution Point. An electrical supply point from which service drops, service conductors, feeders, or branch circuits 'to buildings or structures utilized under single management are supplied. Informational Note No. 1: Distribution points are also known as the center yard pole, meterpole, or the common distribution point. Informational Note No. 2: The service point as defined in Article 100 is typically at the distribution point. Equipotential Plane. An area where wire mesh or other conductive elements are embedded in or placed under concrete, bonded to all metal structures and fixed nonelectrical equipment that may become energized, and connected to the electrical grounding system to prevent a difference in voltage from developing within the plane. Site -Isolating Device. A disconnecting means installed at the distribution point for the purposes of isolation, -system maintenance, emergency disconnection, or connection of optional standby systems. 547.3 Other Articles. For buildings and structures -'not having conditions as specified in 547.1, the electrical installations shall be made in accordance with' the applicable articles in this Code. 547.4 Surface Temperatures. Electrical equipment or devices installed in accordance with the provisions of this article shall be installed in a manner such that they will hT:I'CL; 5471 r function at full rating without developing surface Y 'temperatures in excess of -the specified normal safe :� AgriCultualBiaihdings operating range of the equipment or device.,, • 547.1 Scope. The provisions of.this article shall apply to 547.5 Wiring Methods. ' the following agricultural buildings or that part of a building or adjacent areas of similar or like nature as (A) Wiring Systems. Types UF, NMC, copper SE cables; specified in 547.1(A) m (B). jacketed Type MC cable, rigid nonmetallic conduit, liquidtight flexible nonmetallic conduit, or other cables or (A) Excessive Dust and Dust with Water. Agricultural raceways suitable for the location, with approved buildings where excessive dust and dust with water may termination fittings, shall be ' the wiring methods, accumulate, including, all areas of poultry,- livestock, and employed. The wiring methods ' of Article 502, Part ' II, fish confinement systems, where litter dust or feed dust, shall be permitted for areas described in 547.1(A) including mineral feed particles, may accumulate., PERMIT 4t BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR.: 70-478 CEDE PLl ANG 2013 California Electrical Code DATE - ARTICLE 547 — AGRICULTURAL BUILDINGS Informational Note: See 300.7, 352.44, and 355.44 for installation of raceway systems exposed to widely different temperatures. (B) Mounting. All cables shall be secured within 200 mm (8 in.) of each cabinet, box, or fitting. Nonmetallic boxes, fittings, conduit, and cables shall be permitted to be mounted directly to any building surface covered by this article without maintaining the 6 mm ('/4 in.) airspace in accordance with 300.6(D). (C) Equipment Enclosures, Boxes,' Conduit Bodies, and Fittings. (1) Excessive Dust. Equipment enclosures, boxes, conduit bodies, and fittings installed in areas of buildings where excessive dust may be present. shall be designed to minimize'the entrance of dust and shall have no openings (such as holes for attachment screws) through which. dust could enter the enclosure. (2) Damp or Wet Locations. In damp or wet locations, equipment enclosures, boxes, conduit bodies, and fittings shall be placed or equipped so as to prevent moisture from entering or accumulating within the enclosure, box, conduit body, or fitting. In wet locations, including normally dry or damp' locations where surfaces are periodically washed or sprayed with water, boxes, conduit bodies, and fittings shall be listed for use in wet locations and equipment enclosures shall be weatherproof. (3) Corrosive Atmosphere. Where wet dust, excessive moisture, corrosive gases or vapors, or other corrosive conditions may be present, equipment enclosures, boxes, conduit bodies, and fittings shall have corrosion resistance properties suitable for the conditions. Informational Note No. 1: See Table 110.28 for appropriate enclosure type designations. Informational Note No. 2: Aluminum and magnetic ferrous materials may corrode in agricultural environments. (D) Flexible Connections. Where necessary to employ flexible connections; dusttight flexible connectors, liquidtight flexible metal conduit, •liquidtight flexible nonmetallic conduit, or flexible cord listed and identified for hard usage shall be used. All connectors and fittings used shall be listed and identified for the purpose. (E) Physical Protection. All electrical wiring and equipment subject to physical damage shall be protected. (F) Separate Equipment Grounding Conductor. Where an equipment grounding conductor is installed within a location falling under the scope of Article 547, it shall be a copper conductor. Where an equipment grounding conductor is installed underground, it shall be insulated or covered copper. cep o (G) Receptacles. All 125 -volt, single-phase, 15- and 20 - ampere general-purpose receptacles installed in the locations listed in (1) through (4) shall have ground -fault circuit -interrupter protection: (1) Areas having an equipotential plane (2) Outdoors (3) Damp or wet locations (4) Dirt confinement areas for livestock 547.6 Switches, Receptacles, Circuit Breakers, Controllers, and Fuses. Switches, including pushbuttons, relays, and similar devices, receptacles, circuit breakers, controllers, and fuses, shall be provided with enclosures as specified in 547.5(C). 547.7 Motors. Motors and other rotating electrical machinery shall be totally enclosed or designed so as to minimize the entrance of dust, moisture, or corrosive particles. 547.8' Luminaires. Luminaires shall comply with 547.8(A) through (C). (A) Minimize the Entrance of Dust. Luminaires shall be installed to minimize the entrance of dust, foreign matter, moisture, and corrosive material. (B) Exposed to Physical Damage. Luminaires exposed to physical damage shall be protected by a suitable guard. (C) Exposed to Water. Luminaires exposed to water from condensation, building cleansing water, or solution shall be 1s uita e o e o ns 547.9 Electrical Supply to Building(s) or Structure(s) from a Distribution Point. A distribution point shall be permitted to supply any building or structure located* on the same premises. The overhead electrical supply shall comply with 547.9(A) and (B), or with. 547.9(C). The underground electrical supply : shall comply with (A) Site -Isolating Device. Site -isolating devices shall comply with 547.9(A)(1) through (A)(10). (1) Where Required. A site -isolating device shall be installed at the distribution point where two or more agricultural buildings or structures are supplied.from the distribution point. (2) Location: The site -isolating device shall be ole - mounted and o es i 1.o e ad tr �0 or he couc rs ' tes 2013 California Electrical Code 70-479 547.10 ARTICLE 547 — AGRICULTURAL BUILDINGS (3) Operation. The site -isolating device shall simultaneously disconnect all ungrounded • service conductors from the: premises wiring. (4) Bonding • Provisions. The site -isolating device enclosure shall be connected to the grounded circuit conductor and the grounding electrode system. (5) Grounding. At the site -isolating device, the system, grounded conductor shall be connected to a grounding electrode system via a grounding electrode conductor. (6) Rating. The site -isolating device shall be rated for the calculated load as determined by•Part V of Article 220. (7) Overcurrent Protection. The. site -isolating device ,shall not be required to provide overcurrent protection.. (8) Accessibility. GM site -isolating evice a' be capable of being remotely operated by an operating handle installed at a readily accessible location. The operating handle of the site -isolating device, when in its highest position, shall not be more than 2.0 in (6 ft 7 in.) above grade or a working platform. (9) Series Devices. An additional site -isolating device for the premises wiring system shall not be required where a site -isolating device meeting all applicable requirements of this section is provided by the serving utility as part of their service requirements. (10) Marking. A site -isolating device shall be permanently marked to identify it as a site -isolating device. This marking shall be located on the operating handle or immediately adjacent thereto. (B) Service Disconnecting Means and Overcurrent Protection at the Building(s) or Structure(s). Where the service disconnecting means and overcurrent protection are located at the building(s) or structure(s), the requirements of 547.9(B)(1) through (131)(3) shall apply. (1) Conductor Sizing. The supply conductors shall be sized in accordance with Part V of Article 220. (2) Conductor Installation. The supply conductors shall be installed in accordance with the requirements of Part II of Article 225. (3) Grounding and Bonding. For each building or structure, grounding and bonding of the supply conductors shall be in accordance with the requirements of 250.32, and the following conditions shall be met: (1) The equipment grounding conductor is of a Ie BE the largest supply conductor if of the same material, or is adjusted in size in accordance with the equivalent size columns of Table 250.122 if of different materials. 70-480 (2) The equipment grounding conductor is connected to the grounded circuit conductor and the site -isolating device at the distribution point. (C) Service Ifisconnecting Means and. Overcurrent Protection at the Distribution Point. Where the service disconnecting means.and overcurrent protection for each set of feeders rR1,001h circa are located at the distribution point, ft2. feeders b anch 'rc to wl i�ns?�, ortru shallo, mP v I I the ro. 'si of 250.32 and Article 225, Parts I and II. Informational Note: Methods to reduce neutral -to -earth voltages in livestock facilities. include supplying buildings or structures with 4 -wire single-phase services, sizing 3 -wire single-phase service and feeder conductors to limit voltage drop to 2 percent, and connecting loads line -to -line. (@) Identification. Where a site is supplied by -more than one Tistri_b.,_ on p�omt, a permanent plaque or directory shall be installed at each of these distribution points denoting the location of each of the other distribution points and the buildings or structures served by each. . 547.10 Equipotential Planes and Bonding of Equipotential Planes. The installation and bonding of equipotential planes shall comply with 547.10(A) and (B). For the purposes of this section, the term livestock shall not include poultry. (A) Where Required. Equipotential planes shall be installed where required in (A)(1) and (A)(2). (1) Indoors. Equipotential planes shall be installed in confinement areas with concrete floors where metallic equipment is located that may become energized and is accessible to livestock. (2) Outdoors. Equipotential planes shall be installed. in concrete slabs where metallic equipment is located that may become energized and is accessible to livestock. The equipotential plane shall encompass the area where the livestock stands while accessing metallic equipment that may become energized. (B) Bonding. Equipotential planes shall be connected to the electrical grounding system. The bonding conductor shall be M copper, insulated, covered or bare, and not smaller than 8 AWG. The means of bonding to wire mesh or conductive elements shall be by pressure connectors or clamps of brass, copper, copper alloy, or an equally substantial approved means. Slatted floors that are supported by structures that are a part of an equipotential plane shall not require bonding. Informational Note No. 1: Methods to establish equipotential planes are described in American Society of Agricultural and Biological Engineers (ASABE) EP473.2-2001, Equipotential Planes in Animal Containment Areas. 2013 California Electrical Code r Butte County Department of Development Services BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Permit Center Phone 530.538.6861 Fax 530.538.7785 ,.vuwbuttecountv.net/dds SPECIAL INSPECTION NOTE For Building Permit # B T- 0 �V` , Assessor's Parcel # Structural Tests & Special Inspections- 2013 California Building Code Chapter 17: In addition to the inspections required by Division II, Section 110, the owner or Registered Design Professional acting as the owner's agent shall employ one or more special inspectors who shall ; provide inspections during construction on the types of work listed under section' 1704: ilk `a1.`f special inspector shall be a qualified person who shall demonstrate competence, to,� o 'the' satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. 1 ;,1 Duties and Responsibilities of the Special Inspector: 1. The special inspector shall observe the work assigned for conformance 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 Butte County Building Division stating whether the work requiring special inspection was, to the best of his or her knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. ' 4. The special inspector shall advise the contractor that Butte County Building Division inspections cannot be delegated to him or her, so inspections must also be made by the Butte County Building Division. 5. Any change in special inspection firms made after permit issuance shall be approved by the Butte County Building Division prior to the new firm performing any inspections. 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division. Butte 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: ;. 11 Reinforced Concrete (Taking of test specimens, placement of reinforcing and plaiing of concrete). ❑ Structural Masonry Er High Strength Bolting ❑ Welding ❑ Bolts Installed in Concrete ❑ Other: *Name of Special Inspection Company: *PENDING APPROVAL. SPECIAL INSPECTION COMPANY SHALL PROVIDE A STATEMENT OF QUALIFICATIONS AND COPIES OF CURRENT SPECIAL INSPECTOR CERTIFICATIONS FOR APPROVAL BY THE BUILDING DIVISION PRIOR TO . " PERMIT #� BUTTE COUN FY DEVELOPMEr. COMPLY WITH CALIFORNIA •' REVIEWED ELECTRICAL CODE -ARTICLE 220- _ � � ' � - i CODE 100 REQUIREMENTS Farm Loads= // ' " ��n QKTE BY Buildings and other. -loads 77777 Ic- lilet dol r •. i- # %j 1 S •'Provide separate grounding conductor ; . from " - o �� ._ main electric service panel to !1 C)(acl' �� -�• 11" COMPLY -WITH CALIFORNIA ELECTRICAL remote structures and remote subpanels" CODE—AR77CLE547REQUIREMENTS FOR CEC Art. 250.32(D) COMPLY WITH CAICIFORNL4 -- - '.GROUNDING and BONDING. yA, _ ,; , a- - ELECTRICAL BONDING OF:EQUIPOTENTIAL PLANE r CODE—ART. 2'idi`ground fault protection shall be required. in all bathrooms, kitchen, laundry, utility &wet bar sinks, and exterior receptacles 1 I E COMPLY WITH: CALIFORNIA I , �EL€CTRICAL CODE, ARTICLE250.• I I -_------- ------ - ---- REQUIREMENTS'FOR GROUNDING 1ANU BONDING` _ zi x 4 COMPLY WITH CALIFORNIA ` ELECTRICAL CODE- ARTICLE 410.30 & _ •'' 1 314.27 64&D) fixtures Lamp holders w 8receptec% Outlets she// be securely •' . • ,' supported complying withthese, CEC Articles BUM , ..COUNTY • ,�u,�e-� _ MAR 2 0 2015 x -4i�`. R J� .` �.• �.�%\ ons Y _ 4.13EVELOPMENT .. SERVICES " .. •- N-0'rthStar ENGINEERING. Civil • S_urveying • Architecture & Design = ` Water Resources • Environmental GIS t2 (• IT # 1-j' 1 _" ST RUCTURAL CALCULATIM BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR PROJECT: - Metal Building Foundation CODE COMPLIANCE DATE Z BY LOCATION: 167 Solana Drive' - _- Oroville, CA 95966®Q �EL F'®�y` '— >> 60822 CLIENT: Aaron Schmidt; •� i� •ICo JOB NUMBER: 15-056! DATE: March 3, 2015 .. CODES: California Building Code, 2013 Edition f LOADS: Seismic: Ss = 0.595 BUTTE S1 = 0.261 COUNTY MAR 19 2015 Wind Speed: 110 mph Exposure: C DEVELOPMENT ' Soil Bearing: 1500 psf (per CBC TABLE 18 -I -A) SERVICES NOTES: T Are Special Inspections required for Engineering Elements Designed by NorthStar Engineering? No NorthStar Engineering is not responsible for these calculations unless this sheet is stamped by a registered professional engineer and wet signed with RED or BLUE ink. GENERAL: Any structural or non-structural items that are not specifically addressed in the following calculations and or details are designed by others and are not ` the responsibility of NorthStar Engineering. ° '4, Page 1 of 2 0 ' By-, MEM Date: 3/3/2015 Job No: 15-056 Page Z of 2l Nor#hStar 111 MISSION RANCH BLVD,-STE 100 ENGINEERING cHicO, CA 95926 530-893-1600 FAX 530-893-2113 General Notes: --- - -1=The-engineer-is:responsible fog tfie structural -items as noted -in the fod a llowing calculations. Shoulny " i e in these calculations without ou written approval from the engineerthernthe engineer assumes no responsibility for the entire structure or portions thereof. 2. All water proofing and flashing (roofs, foundations, retaining walls, decks, garage floors, etc.) is the responsibility of the contractor or owner. 3. These calculations are based on a completed structure. Should an unfinished structure be subject to loads then the engineer shall be contacted for an interim design or if not, will assume -no responsibility. 4. Building sites are assumed to be drained and free of clay or expansive soil. Any other conditions must be brought to the attention of the engineer. 5. These calculations assume stable, undisturbed soils, and level stepped footings. Any other conditions encountered must be brought to the attention of the engineer. 6. All footings shall bear on undisturbed soil with a footing depth below frost line (per local requirements). ASSUMED ALLOWABLE SOIL BEARING PRESSURE (g) = 1.5 KSF W FOOTING REACTIONS: Lines 2 & 3 - RIGID FRAMES ( Vmax = 2 1 B & 4B - ENDWALLS (F2) 8.15 K Vmax = 8.84 K Vup = -8.02 K – ��SK Vup = -5.45'K Hout = 7.66 K Hout = 3.00 K 1A & 4C - CORNER COLUMNS (F3) 1C & 4A - CORNER COLUMNS (F4) Vmax = 1.90 K Vmax = 2.98 K — Vup = 1.98 Vup = -3.01 K ' Hout = 0.0 Hout = 1.84 K (�(,$)6,ev A6�5 ` p(s O , 6 �s I) By: MEM NorthStar 111 MISSION RANCH BLVD, STE 100 Date: 313/2015 ENGINEERING CHICO, CA 95926 Job No: 15-056 530-893-1600 Page 3 of 21 FAX 530-893-2113 FOOTING AT COLUMNS Lines 2 $ 3 - RIGID FRAMES (F1) COLUMN FORCES: - Vmax 8.15 KIPS Vup -8.02 KIPS Hout 7.66 KIPS TRY: 4.75 FT. WIDE BY 4.75 FT. LONG BY 1'.5 FT. THICK WITH A PEDESTAL 2.875 FT. WIDE 2.875 FT. LONG 0.5 FT. THICK CHECK UPLIFT: . INCLUDE 3.00 FT. OF 0.33 FT. SLAB IN ALL DIRECTIONS & 3 FT. OF CONTINUOUS FOOTING 1 FT. WIDE BY 1 FT. THICK (NOTE: PEDESTAL DENOTES PORTION OF FOOTING WITHIN BUILDING PERIMETER, THEREFORE DIFFENCE BETWEEN PEDESTAL DIMENSIONS AND FOOTING DIMENSIONS IS IS DISTANCE FOOTING EXTENDS BEYOND BUILDING PERIMETER) WHERE: L = 4.75 FT (LENGTH OF THE FOOTING) W = 4.75 FT (WIDTH OF THE FOOTING) T = 1.5 FT (THICKNESS OF THE FOOTING) Lslab = 3.00 FT (LENGTH.OF THE SLAB) Tslab = 0.33 FT (THICKNESS OF THE SLAB) Lped = 2.875 FT (LENGTH OF THE PEDESTAL) Wped = 2.875 FT (WIDTH OF THE PEDESTAL) Tped = 0.5 FT (THICKNESS OF THE PEDESTAL) Lcont = 3 F_T_(LENGTH_OF THE_C.ONTIN000S FOOTING) Wcont = 1 FT (WIDTH OF THE CONTINUOUS FOOTING) Tcont = 1 FT (THICKNESS OF THE CONTINUOUS FOOTING) Wdl = 8.19 KIPS DEAD WEIGHT -OF CONCRETE RESISTING UPLIFT) Wdl = 8.19 KIPS > -8.0 KIPS . OK Wdl = [(L * W * T) + (Lped * Wped * (Tped - Tslab)) + (Lped + 2 * Lslab) * (Wped+ Lslab) * Tslab + (Lcont * Wcont * (Tcont - Tslab)] * 0.15kcf By: MEM. NorthStar 111 MISSION RANCH BLVD,,STE 100 Date: 3/3/2015 CHICO, CA 95926 .lob No: 15-056 ENGINEERING 530-893-1 600 Page of 2 - FAX 530-893-2113 FOOTING REINFORCEMENT REQUIRED: 4.84 FT -K d= 14 IN Mu = 1.-4 * DL + 1.7 * LL ASSUME: Mu = 1.6 * M Mu = 7.74 FT,- K } TRY: row = 0.002 WHERE: row = 0.002 Fy = 60 KSI b= 57 IN fc = 2.5 KSI d = 14 IN Mu(allow)=0.9*row*b.*d*Fy*[d-0.5*(row*d*Fy)/(o.85*fc)]/12 Mu(allow) : 97.71 FT K > 7.74 FT - K OK INCREASE BY 1/3 IF row <row(min) 1.333 ° row = 0.002666. As(regd) = row * b * d As(reqd) = 2.13 IN^2 #4 REBAR`REQUIRED=.As(regd) / 0.20in^2 = 10.6 (NUMBER OF LONGITUDINAL BARS REQ'D.) HAIRPIN REQUIRED: 0.33' OUTWARD FORCE (Rout) = 7.7 K NOTE: USE CONCRETE SHEAR ON ONE SIDE ONLY (ASSUME SLAB THICKNESS OF 0.33') TRY: LENGTH OF HAIRPIN (L) = 9.5 EDGE OF SLAB 0:5' 30 DEG. FT ALLOWABLE OUTWARD FORCE (Ha) = (Vconc) * / 1.7 LENGTH (L) WHERE Vconc = 2 * (fc * 1000)^0.5 * 0.8 * (4" + (L * 12) * COS(30)) * t / 1000 = SLAB THICKNESS (t) = YIELD STRENGTH OF CONCRETE (fc) _ STRENGTH REDUCTION FACTOR Ha = . 16.4 K > .7.7 K OK TENSION IN STEEL (T) = (Hout / 2) / COS(30) _ AREA OF STEEL REQUIRED (Astl) = T / (Ft) _ WHERE USE: 4.4 K 0:22 IN^2 YItLD STRENGTH OF STEEL (Fy) = TENSION STRENGTH OF STEEL (Ft) _ 32.87 K . 4 IN 2.5 KSI 0.85 40 KSI 20 KSI 4.75 FT WIDE 4.75 FT LONG 1.5 FT THICK 11 - #4 EACH WAY (3" CLEAR FROM BOTTOM) #5 BY 9.5 FT LONG HAIRPIN ' By: MEM NorthS#ar 111 MISSION RANCH BLVD, STE 100 Date: 3/3/2015 CHICO, CA 95926 Job No: 15-056 ENGINEERING 530-893-1600 Page 5 of 2 -FAX 530-893-2113 FOOTING AT COLUMNS 1 B & 4B - ENDWALLS (F2) COLUMN FORCES: Vmax 8.84 KIPS Vup -5.45 KIPS y Hout 3.00 KIPS TRY: 3.75 FT. WIDE BY 3.75 FT. LONG BY 1.5 FT. THICK WITH A PEDESTAL • 2.375 FT. WIDE 2.208 FT. LONG ' 0.5 FT. THICK CHECK UPLIFT: INCLUDE 3.00 FT. OF 0.33 FT. SLAB IN ALL DIRECTIONS & 3 FT. OF CONTINUOUS FOOTING 1 FT. WIDE BY 1 FT. THICK (NOTE: PEDESTAL DENOTES PORTION OF FOOTING WITHIN BUILDING PERIMETER, THEREFORE DIFFENCE BETWEEN PEDESTAL DIMENSIONS AND FOOTING DIMENSIONS IS IS DISTANCE FOOTING EXTENDS BEYOND BUILDING PERIMETER) WHERE: L = 3.75 FT (LENGTH OF THE FOOTING) W = 3.75 FT (WIDTH OF THE FOOTING) T = 1.5 FT (THICKNESS OF THE FOOTING) Lslab = 3.00 FT (LENGTH OF THE SLAB) Tslab = 0.33 FT (THICKNESS OF THE SLAB) Lped = 2.21 FT (LENGTH OF THE PEDESTAL) Wped = 2.375 FT (WIDTH OF THE PEDESTAL) Tped = 0.5 FT (THICKNESS OF THE PEDESTAL) Lcont = 3 FT (LENGTH OF THE CONTINUOUS FOOTING) Wcont = 1 FT (WIDTH OF THE CONTINUOUS FOOTING) Tcont = 1 FT (THICKNESS OF THE CONTINUOUS FOOTING) . Wdl = • - 5.80 KIPS DEAD WEIGHT OF CONCRETE RESISTING UPLIFT) Wdl = 5.80 KIPS > -5.4 KIPS OK - Wdl = [(L * W * T) + (Lped * Wped * (Tped - Tslab)) + (Lped + 2 * Lslab) * (Wped + Lslab) * Tslab + (Lcont * Wcont * (Tcont - Tslab)) * 0.15kcf ' CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) q = 0.63 KSF < 1.5 KSF OK By: MEM Nortnutar 111 MISSION RANCH BLVD, STE 100 Date: 3/3/2015 CHICO, CA 95926 Job No: 15-056 ENGINEERING 530-893-1 600 Page h of 2 FAX 530-893-2113 FOOTING REINFORCEMENT REQUIRED: =q 4:14 FT -K d= 14 IN Mu=1.4*DL+1.7*LL ASSUME: Mu=1.6*M Mu= 6.63 FT -K TRY: row = 0.002 WHERE: row = . 0.002 Fy = '60 KSI b = 45 IN fc = 2.5 KSI d = 14 IN Mu(allow)=0.9*row *b*d*Fy*[d-0.5*(row *d*Fy) /(0.85*fc)]/12 Mu(allow) : 77.14 FT - K > 6.63 FT - K OK INCREASE BY 1/3 IF row < row(min) 1.333 row = 0.002666 As(reqd) = row'* b * d As(regd) = 1.68 INA 2 #4 REBAR REQUIRED = As(regd) / 0.20in^2 8.4 (NUMBER OF LONGITUDINAL BARS REQ'D.) HAIRPIN REQUIRED: 0.33' OUTWARD FORCE (Rout) = 3.0 K NOTE: USE CONCRETE SHEAR ON ONE SIDE ONLY (ASSUME SLAB THICKNESS OF 0.33') EDGE OF SLAB 0.5' 30 DEG. TRY: LENGTH OF HAIRPIN (L) = 4.5 FT ALLOWABLE OUTWARD FORCE (Ha) _ (Vconc) * / 1.7 LENGTH (L) WHERE Vconc = 2 * (fc * 1000)^0.5.* 0.8 * (4" + (L * 12) * COS(30)) * t / 1000 = 16.24 K SLAB THICKNESS (t) = 4 IN YIELD STRENGTH OF CONCRETE (fc)KSI 2.5 STRENGTH REDUCTION FACTOR (0) _ - 0.85 Ha = 8.1 K > 3.0 K OK TENSION IN STEEL (T) = (Hout / 2) / COS(30) _ 1.7 K AREA OF STEEL REQUIRED (Astl) T / (Ft) = 0.09 IN^2 WHERE YIELD STRENGTH OF STEEL (Fy) _ TENSION STRENGTH OF STEEL (Ft) _ USE: 40 KSI 20 KSI 3.75 FT WIDE 3.75 FT LONG 1.5 FT THICK 9 - #4 EACH WAY (3" CLEAR FROM BOTTOM) #3 BY 4.5 FT LONG HAIRPIN By: MEM NOrthStar 111 MISSION RANCH BLVD, STE 100 - , Date: 3/3/2015 CHICO, CA 95926 Job No: 15-056 ENGINEERING 530-893-1600 Page i of 2 i FAX 530-893-2113 FOOTING AT COLUMNS 1A & 4C - CORNER COLUMNS_ COLUMN FORCES: Vmax 1.90 KIPS Vup -1.98 KIPS Hout 0.0 KIPS TRY: 2 FT. WIDE BY 2 FT. LONG BY 1.5 FT. THICK WITH A PEDESTAL 1.50 FT. WIDE 1.458 FT. LONG 0.5 FT. THICK CHECK UPLIFT: INCLUDE 3.00 FT. OF 0.33 FT. SLAB IN ALL DIRECTIONS & 3 FT. OF CONTINUOUS FOOTING 1 FT. WIDE BY 1 FT. THICK (NOTE: PEDESTAL DENOTES PORTION OF FOOTING WITHIN BUILDING PERIMETER, THEREFORE DIFFENCE BETWEEN PEDESTAL DIMENSIONS AND FOOTING DIMENSIONS IS IS DISTANCE FOOTING EXTENDS BEYOND BUILDING PERIMETER) WHERE: L = 2 FT (LENGTH OF THE FOOTING) W = 2 FT (WIDTH OF THE FOOTING) T = 1.5 FT (THICKNESS OF THE FOOTING) Lslab = 3.00 FT (LENGTH OF THE SLAB) Tslab = 0.33 FT (THICKNESS OF THE SLAB) Lped = 1.458333 FT (LENGTH OF THE PEDESTAL) Wped = 1.5 FT (WIDTH OF THE PEDESTAL) Tped = 0.5 FT (THICKNESS OF THE PEDESTAL) Lcont = 3 FT (LENGTH OF THE CONTINUOUS FOOTING) Wcont = 1 FT (WIDTH OF THE CONTINUOUS FOOTING) Tcont = 1 FT (THICKNESS OF THE CONTINUOUS FOOTING) Wdl = 2.26 KIPS DEAD WEIGHT OF CONCRETE RESISTING UPLIFT) Wdl = 2.26 KIPS > -2.0 KIPS ' OK Wdl = [(L * W * T) + (Lped * Wped * (Tped - Tslab)) + (Lped + Lslab) * (Wped + Lslab) * Tslab + (Lcont * Wcont * (Tcont - Tslab)] * 0.15kcf CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) q= 0.48 KSF < 1.5 KSF OK By: MEM N.OrthStar 111 MISSION RANCH BLVD, STE 100 Date: 3/3/2015 CHI Job No: 15-056 - ENGINEERING � CO, CA 9592653x893-1600 Page 8 of Z ( FAX 530-893-2113 r FOOTING REINFORCEMENT REQUIRED• =q M= 0.48 FT -K d= 14 IN Mu=1.4*DL+1.7*LL ASSUME: Mu=1.6*M Mu = 0.76 FT - K TRY: row = 0.002 WHERE: row = 0.002 Fy = 60 KSI b = 24 IN fc = 2.5 KSI d = 14 IN Mu(allow)=0.9*row *b*d*Fy*[d-0..5*(row *d*Fy)/('0:85*fc)]/12 Mu(allow) : 41.14 FT - K > 0.76 FT - K OK INCREASE BY 1/3 IF row < row(min) 1.333 row = 0.002666 As(reqd) = row * b * d As(regd) = 0.90 IN ^2 #4 REBAR REQUIRED = As(regd) / 0:20i02 = 4.5 (NUMBER OF LONGITUDINAL BARS REQ'D.) USE: 2 FT WIDE 2 FT LONG 1.5 FT THICK 5 - #4 EACH WAY (3" CLEAR FROM BOTTOM) r By: MEM NorthStar 111 MISSION RANCH BLVD, STE 100 Date: 3/3/2015 CHICO, CA 95926 Job No: 15-056 ENGINEERING 530-893-1600 Page &I' of 2 1 FAX 530-893-2113 FOOTING AT COLUMNS 1 C A 4A - CORNER COLUMNS_ .F4 -_. COLUMN FORCES: Vmax 2.98 KIPS Vup -3.01 KIPS Hout 1.84 KIPS TRY: 2.75 FT. WIDE BY 2.75 FT. LONG BY 1.5 FT. THICK WITH A PEDESTAL 1.875 FT. WIDE 1.833 FT. LONG 0.5 FT. THICK CHECK UPLIFT: INCLUDE 3.00 FT. OF 0.33 FT. SLAB IN ALL DIRECTIONS 8 3 FT. OF CONTINUOUS FOOTING 1 FT. WIDE BY 1 FT. THICK (NOTE: PEDESTAL DENOTES PORTION OF FOOTING WITHIN BUILDING PERIMETER, THEREFORE DIFFENCE BETWEEN PEDESTAL DIMENSIONS AND FOOTING DIMENSIONS IS IS DISTANCE FOOTING EXTENDS BEYOND BUILDING PERIMETER) WHERE: L = 2.75 FT (LENGTH OF THE FOOTING) W = 2.75 FT (WIDTH OF THE FOOTING) T = 1.5 FT (THICKNESS OF THE FOOTING) Lslab = 3.00 FT (LENGTH OF THE SLAB) Tslab = 0.33 FT (THICKNESS OF THE SLAB) Lped = 1.83 FT (LENGTH OF THE PEDESTAL) Wped = 1.875 FT (WIDTH OF THE PEDESTAL) Tped = 0.5 FT (THICKNESS OF THE PEDESTAL) Lcont = 3 FT (LENGTH OF THE CONTINUOUS FOOTING) Wcont = ' 1 FT (WIDTH OF THE CONTINUOUS FOOTING) Tcont = 1 FT (THICKNESS OF THE CONTINUOUS FOOTING) Wdl = 3.27 KIPS DEAD WEIGHT OF CONCRETE RESISTING UPLIFT) Wdl = 3.27 KIPS > -3.0 KIPS OK Wdl = [(L * W * T) + (Lped-* Wped * (Tped - Tslab)) + (Lped + Lslab) * (Wped + Lslab)Tslab - + (Lcont * Wcont * (Tcont - Tslab)] * 0.15kcf CHECK FOR SOIL BEARING: q = (Vmax) / (W * L) q = 0.39 KSF < 1.5 KSF OK A By: MEM NorthStar 111 MISSION_RANCH BLVD, STE 100 Date: 3/3/2015 CHICO, CA 95926 Job No: 15-056 ENGINEERING s3o-ss3-1 soo Page 0 of 2 FAX 530-893-2113 FOOTING REINFORCEMENT REQUIRED: = 1.02 FT- K d= 14 IN Mu = 1.4 * DL + 1.7 * LL ASSUME: Mu=1.6*M Mu = 1.64 FT - K TRY: row = 0.002 WHERE: row = 0.002 Fy = 60 KSI b = 33 IN fc = 2.5 KSI d = 14 IN Mu(allow)=0.9*row *b*d*Fy*[d-0:5*(row *d*Fy) /(0.85*fc))/12 Wallow) = 56.57 FT - K > 1.64 FT - K OK INCREASE BY 1/3 IF row < row(min) 1.333 row = 0.002666 As(reqd) = row * b * d As(regd) = 1.23 IN A2 #4 REBAR REQUIRED = As(regd) / 0.20in^2 = 6.2 (NUMBER OF LONGITUDINAL BARS REQ'D.) HAIRPIN REQUIRED: 0.33' EDGE OF SLAB OUTWARD FORCE (Hout) = 1.8 K NOTE: USE CONCRETE SHEAR ON ONE SIDE ONLY 0.5 (ASSUME SLAB THICKNESS OF 0.33') 30 DEG. TRY: LENGTH OF HAIRPIN (L) = 4.5 FT ALLOWABLE OUTWARD FORCE (Ha) _ (Vconc) * / 1.7 LENGTH (L) WHERE Vconc = 2 * (fc * 1000)^0.5 * 0.8 * (4" + (L * 12) * COS(30)) * t / 1000 = 16.24 K SLAB THICKNESS (t) = 4 IN . YIELD STRENGTH OF CONCRETE (fc) = 2.5 KSI STRENGTH REDUCTION FACTOR 0.85 Ha = 8.1 K > 1.8 K OK TENSION IN STEEL (T) _ (Hout / 2) / COS(30) - 1.1 K AREA OF STEEL REQUIRED (Astl) = T / (Ft) = 0.05 IN^2 WHERE - YIELD STRENGTH OF STEEL (Fy) = 40 KSI TENSION' STRENGTH OF STEEL (Ft) = 20 KSI USE: 2:75 FT WIDE 2.75 FT LONG 1.5 FT THICK 7 - #4 EACH WAY (3" CLEAR FROM BOTTOM) ' #3 BY 4.5 . FT LONG HAIRPIN By: MEM NOrthStar 20 DECLARATION DRIVE Date: 3/3/2015 ENGINEERING CHICO, CA 95973 Job Na 530-893-1600 Page I 1 . of Z FAX 530-893-2113 DETERMINE AMOUNT OF CONC. SLAB ALLOWED TO RESIS_T_UP_LIF_T. 4 IN REINFORCEMENT: #3 EA. WAY AT 18" O.C. CONSTANTS: fc = 2,500 PSI fy = 40,000 PSI ' b= '24 IN d= 1.5 1N As = 0.11 IN^2 FIND MOMENT FOR ONE WIRE: row = As / ( b * d) row = 0.003056 " Mu= phi *row*b*d*fy*[d-0.5(row*d*fy)/(0.85*fc)] Mu = 5,769 IN - # " 0.48 FT - KIPS FIND LENGTH: INCLUDE 4" OF ROUND OFF AT EDGE OF FTG.,. AND THE LENGTH THE REINFORCEMENT WILL SUPPORT Mn = ( WEIGHT OF CONC.) * Lreinf / 2 SOLVE FOR (Lreinf) Lreinf =[2*Mu/(b/12*Tslab/12*0.15kcf)]^0.5 Lreinf = 3.10 FT USE: 3.00 FT OF CONC. SLAB IN UPLIFT CALCULATIONS " T • Anchor DesignerTm r , Software Version 2.3.5332.4 Company: NorthStar Engineering Date: 3/2/2015 Engineer: Page: 1/5 Project: Schmidt Metal Building Foundation Address: Phone: -E=mail=--------------------�------•--- 1,13rolect information Customer company' Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2 Input Data 8 Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: F1554 Grade 36 Diameter (inch): 0.750 Effective Embedment depth, hef (inch): 12.000 Anchor category: - Anchor ductility: Yes hntn (inch): 13.50 Cndn (inch): 1.22 &dn (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row:. No Anchors only, resisting wind and/or seismic loads: Yes Base Material Concrete: Normal -weight Concrete thickness, h Cinch): 18.00 State: Cracked Compressive strength, fe (psi): 3000 We,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore Edo requirement: Yes Build-up grout pad: No Base Plate Lengthy Width x Thickness (inch): 10.50 x 6.00 x 0.38 Input data and results must be checked for agreement with the wdsting circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stmngtie.com • Anchor DesignerTm C= Software Version 2.3.5332.4 s < igure 2> Company: NorthStar Engineering Date: 3/2/2015 . Engineer: Page: 2/5 Project: Schmidt Metal Building Foundation Address: Phone: . -E=mail: _._..._ _. --- -- Recommended Anchor . Anchor Name: Heavy Hex Bok - 3/4"0 Heavy Hex Bolt, F1554 Gr. 36 p{ t t e 4 { i r g ,.. i p y, t r, s t, ..•.f,.--.,.,,.,. 04l{f{4! 111 111'6 1141 (It'�7911 G •�Mw�.�i��. Xr. -j.yi1.,���1�e ± c{n�,iA{i.6;��r �. ,t4i{ rae{ +••+.•`,++ N+•,»e«� Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongue.com • Anchor DesignerTm Software. Version 2.3.5332.4 Company: NorthStar Engineering Date: 3/2/2015 Engineer: Page: 3/5 Project:. Schmidt Metal Building Foundation. Address: Phone: =E=mail: 4. Steel Strength of Anchor in Tension(Sec D 5.1) !V- (lb) 0 �N88 (lb) 19370 0.75 14528 5 Concrete Breakout Strength of Anchor in Tension (Sec D 5 21 Nb = 16,;64fcho- (Eq. D-7) Aa fc (psi) her,(ID) Nb (lb) 1.00 3000 12.000 55121 ONcbg =0(AN-IAN-)7''gN'Ye4Ny'c,Ny'cp,NNb (Sec. D.4.1 & Eq. D-4) ANc (m2) AN.. (int) 'I'W,N %Y N 'YqN 'Ycp,N Ne (Ib) 0 ONmp (Ib) ;1600.00 1296.00 1.000 1.000 1.00 1.000 55121 0.70 47635 6 Pullotd Strengift of Anchor in Tension (Sec D 5 31 ONp,i ='0VlgpNp = 01F,,4IAbmfc (Sec. DAA, Eq. D-13 & D-14) Yo.P _ . Ab4 (int) fc (psi) 0 (Ib) 1.0 0.91 3000 0.70 15305 Input data and results must be checked for agreement with the e>asting circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strong6e.com 3. Resuffing Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N- (lb) V.. (lb) ' V„v (lb) V(VU.)4(V6.J,)2 (lb) 4 2005:0 1915.0 0.0 1915.0 2 2005.0 1915.0 0.0 1915.0 3 2005.0 1915.0 0.0 1915:0 4 '2005.0 1915.0 0.0 1915.0 Sum 8020.0 7660.0 0.0 7660.0 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 8020 Resultant compression force (Ib): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 q. : Eccentricity of resultant tension"forces in ' axis, e y Ny (inch): 0.00 , Eccentricity of resultant shear forces'in x-axis, e'vx (inch): 0.00 Y Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec D 5.1) !V- (lb) 0 �N88 (lb) 19370 0.75 14528 5 Concrete Breakout Strength of Anchor in Tension (Sec D 5 21 Nb = 16,;64fcho- (Eq. D-7) Aa fc (psi) her,(ID) Nb (lb) 1.00 3000 12.000 55121 ONcbg =0(AN-IAN-)7''gN'Ye4Ny'c,Ny'cp,NNb (Sec. D.4.1 & Eq. D-4) ANc (m2) AN.. (int) 'I'W,N %Y N 'YqN 'Ycp,N Ne (Ib) 0 ONmp (Ib) ;1600.00 1296.00 1.000 1.000 1.00 1.000 55121 0.70 47635 6 Pullotd Strengift of Anchor in Tension (Sec D 5 31 ONp,i ='0VlgpNp = 01F,,4IAbmfc (Sec. DAA, Eq. D-13 & D-14) Yo.P _ . Ab4 (int) fc (psi) 0 (Ib) 1.0 0.91 3000 0.70 15305 Input data and results must be checked for agreement with the e>asting circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strong6e.com • Anchor DesignerTm Software Version 2.3.5332.4 8. Steel Strength of Anchor in Shear (Sec D.6.11 V,a (lb) 091Wr 4 ¢g, -OV. (lb) 11625 1.0 0.65 7556 Company: NorthStar Engineering Date: 3/2/2015 Engineer. IPage: 4/5 Project Schmidt Metal Building Foundation Address: Phone: =E=mail: - 9. Concrete Breakout Strength of Anchor in Shear ISec D 6 21 Shear perpendicular to edge In x -direction: Vex = min17(le/da)024da�la4Pcca1'•5; 944f.ca11•51 (Eq. D-33 & Eq. D-34) 4 (in) d. (in) Aa & (psi) cal (in) VbX (Ib) 6.00 0.75 1.00 3000 17.67 36605 OVcbgx = 0 (Avc/Avw)%gv%d.vKvV,b,vVbx (Sec. DA.1 & Eq. D-31) Avc (in 2) Avco (int) PW,v Y'edv ' PPc,v Y1,,v Vex (lb) 0 'OVbg. (lb) 1026.00 1404.50 1.000 1.000 1.000 1.213 36605 0.70 22711 Shear parallel to edge in x -direction: Shear Forces (Sec D.71 Vby = minj7(1e/da)02VdaAe4Pccat1•5; 9MIFccat7-11(Eq. D-33 & Eq. D-34) le (in) da (in) Aa G (psi) cal (in) Vby (Ib) 6.00 0.75 1.00 3000 17.67 36605 OVcnex = 0 (2)(Avc/Avco) T.,v'I'ad,v%,v'Yh.vVby (Sec. D.4.1 & Eq. D-31) Status Avc (in 2) Avice (in') P_,v Wed.v 'PC,,v Kv Vby (lb) 0 OVcbgx (lb) 1026.00 1404.50 1.000 1.000 1.000 1.213 36605 0.70 45423 10 Concrete Pryout Strength of Anchor in Shear (Sec w D 6 3) OVwg = OkwNcby = Okp(ANc/ANoo)'Pec,NV'ed.NYFGN'f1co.NNb (Eq: D-41) kcp ANc (inz) AN. (W) Y'ec.N Ped.N V'C,N VCp,N Ni, (lb) 0 ¢Vcpg Ob) 2.0 1600.00 1296.00 1.000 1:000 1.000 1.000 55121 0.70 95271 11. Results Interaction of Tensile and Shear Forces (Sec D.71 Tension Factored Load, Nua (lb) Design Strength, oW (Ib) Ratio Status Steel 2005 14528 0.14 paw Concrete breakout 8020 47635 0.17 Pass (Governs) Pullout 2005 15305 0.13 Pass Shear Factored Load, Vca (lb) Design Strength, oVn (lb) Ratio Status Steel 1915 7556 0.25 Pass T Concrete breakout x+ 7660 22711 0.34 Pass (Governs) Concrete breakout y- 3830 45423 0.08 Pass (Governs) Pryout 7660 95271 0.08 Pass Interaction check N..10 a Vua/OvV Combined Ratio Permissible Status Sec. D.7.2 0.00 0.34 33.7% 1.0 Pass 3/4"0 Heavy Hex Bolt, F1554 Gr. 36 with hef =12.000 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerT"" r , Software Version 2.3.5332.4 Company: NorthStar,EnginerinDate: eg 3/2/2015 Engineer: Page: 5/5 Project: Schmidt Metal Building Foundation Address: Phone: . -E=mail: I-- 12. Wanninas - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued castmin-place anchor is waived per designer option. z - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the e>asting circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94586 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerTm Software Version 2.3.5332.4 'I.Prolect Information Customer company: Customer contact name: Customer e-mail: Comment: 2„anout Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, her (inch): 12.000 Anchor category: - Anchor ductility: Yes hmu„ (inch): 13.38 C.in (inch): 1.11 Snau (inch): 2.50 Load.and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Company: NorthStar Engineering Date: 3/2/2015 Engineer: I Page: 1/5 Project: Schmidt Metal Building Foundation Address: Phone: &mail: -- — Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h Cinch): 18.00 State: Cracked Compressive strength, fc (psi): 3000 Wo,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: Yes Build-up grout pad: No Base Plate. Length x Width x Thickness (inch): 8.00 x 7.00 x 0.25 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor DesiggerTM � r Software Version 2.3.5332.4 < igure Z> Company: NoilhStar Engineering Date:" 3/2/2015. Engineer: Page: I 2/5 Project: Schmidt Metal Building Foundation Address: . Phone: =E=mail• 'Recommended Anchor Anchor Name: Heavy Hex Bolt - 5/8"0 Heavy Hex Bolt, F1554 Or. 36 `t a Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Posltas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com r f .. ••�, .(i : rf ,L� � fir", t 1+. •, 4�3 � 4 t fti .i - - i.r 1 `t a Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Posltas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com r T kyl•Anchor Designer T"' Software Version 2.3.5332.4 Company: NorthStar Engineering Date: 3/2/2015 Engineer: Page: 3/5 Project: Schmidt Metal Building Foundation Address: Phone: ---- 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.. (lb). V.. (lb) V..Y (lb) 4(V..)4(Vuey)= (lb) 1 2725.0 1500.0 0.0 1500.0 2 2725.0 1500.0 0.0 1500.0 Sum 5450.0 3000.0 0.0 3000.0 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 5450 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec D.5.11 N. (lb) 0 Nee (lb) 13100 0.75 9825 S. Concrete Breakout Strength of Anchor in Tension (Sec. D 5 2) Nb=16A.4fch.P (Eq. D-7) As fc (psi) hef (in) Nb (lb) 1.00 3000 12.000 55121 ONcbp =0 (AN.I AN-) S m N''F.4N KNVICD NNb (Sec. D.4.1 & Eq. D4) ANc (in 2) ANco (int) 'I%qN Ted.N %A Top,N Nb (lb) 0 ONma (Ib) 1404.00 1296.00 1.000 1.000 1.00 1.000 55121 0.70 41800 6. Pullout Strength of Anchor in Tension (Sec 135 3) ONp„ = OV',PNp = OTAP8Abgfc (Sec. D.4.1, Eq. D-13 8 D-14) PqP Abs (int) fb (psi) 0 ONpe (lb) , 1.0 0.67 3000 0.70 11273 Input data and results must be checked for agreement with the e>asting circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongUe.com E= Anchor DesignerTM Software Version 2.3.5332.4 8 Steel Strength of Anchor in Shear (Sec D 611 Vaa,(Ib) fig;;,, 0 Og.#OVaa (lb) 7865 ' . 1.0 0.65 5112 Company: NorthStar EngineeringDate:. 3/2/2015 Engineer: ` Page: 4/5 Project: Schmidt Metal Building Foundation - Address: Phone: -- 9 Concrete Breakout Strength of Anchor in Shear (Sec D 6 21 Shear perpendicular to edge In x -direction: - Vbx = min17(1e%da)6-24d-,;-4 cca,'•5; 9Aa4fcca,'•51(Eq. D-3&& Eq. D-34) la (in) da (in) Aa Pc (psi) car (in) Vb. (Ib) 5.00 0.63 1.00 3000. 14.00 24066 Design Strength, o% (lb) Ratio OV.bv =,O (A0. / Avco) PK vT d, v 9'c, y %, vvbx (Sec. D.4.1 & Eq. D-31) Steel 2725 9825 Avc (n2) Avco (int) Y'x.V Y'ed,V. PC, K Vbx (Ib) 0 OVmO, (Ib) 810.00 882.00 1.000 1.000 1.000 1.080 24066 0.70 16711 Shear parallel to edge in x -direction: 11273 0.24 Pass .Vby = min17(1e/da)024daA.4fcca,'•5; 9Ae4fcce,'•51 (Eq. D-33 & Eq. D-34) Factored Load, Vua (lb) Design Strength, eVa (lb) Ratio, la (in) da (in) Aa fc (psi) ca, (in) Vby (lb) 1500 5112 5.00 0.63 1.00 3000 15.00 26690 T Concrete breakout x+ 3000 OVcb*. =� (2)(Avc/Avco)T.d,vTgv%,vVby (Sec. D.4.1 & Eq. D-30) 0.18 Pass II Concrete breakout y- Avc (in Z) Avco (inz) Y,a v '1'o,V Ph.v Vby (lb) 0 OVcb. (lb) 810.00 1012.50 1.000 1.000 1.118 26690 0.70 33422 10 Concrete Prvout Strength of Anchor in Shear (Sec D 6 31 OVcpg = okcpNcbg =. mkcp(ANc/AN-)'f'ec.N%d,N'%'c•NY'cp.NNb (Eq. D41) kcp Ane (InZ) AN. (Inz) Y'e,,,V Ved.N 'FcAf S cp.N IVb Ob) 0 01/ pg (lb) 2.0 1404.00 1296.00 1.000 1.000 1.000 1.000 55121 0.70 83600 ,7 Interaction of Tensile and Shear Forces (Sec D-7) Tension Factored toad, Naa (lb) Design Strength, o% (lb) Ratio Status Steel 2725 9825 0.28 Pass (Governs) Concrete breakout 5450 41800 0.13 Pass Pullout 2725 11273 0.24 Pass Shear Factored Load, Vua (lb) Design Strength, eVa (lb) Ratio, Status , Steel 1500 5112 0.29 Pass (Governs) T Concrete breakout x+ 3000 16711 0.18 Pass II Concrete breakout y- 1500 33422 0.04 Pass Pryout 3000 83600 0.04 Pass Interaction check . Naa/�Na Vea/OVa Combined Ratio Permissible Status Sec. D.7.3 0.28 0.29 57.1% 1.2 Pass 518"0 Heavy Hex Bolt, F1554 Gr. 36 with hef =12.000 inch meets the selected design criteria. :i Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stmngtie.com �•�1►vi1+Z•�c■ Anchor DesignerTm Software Version 2.3.5332.4 Company: NorthStar Engineering Date: 1 3/2/2015 Engineer. Page: 1615 Project: Schmidt Metal Building Foundation Address: Phone: 12, Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in-place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stmngtie.com i t ' • r u=EITA. ►f • BUILDING. SYSTEM& i stablul�ed:1979 An NCI Company January 31, 2015 THE STEEL'BUILDER OROVILLE, CA 14-B-74811 i THE STEEL BUILDER OROVILLE, CA 40'-0" x 60'-0" x 14'-0 t To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as,supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Heritage Building Systems. The attached design criteria information is to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Heritage Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Heritage Building Systems or a division of its affiliate NCI Building Systems and is not the engineer_ of record for this project. Cordially,] PERMIT # l BUTTE COUNTY DEVELOPMENT SERVICES Heritage Building Systems REVIEWED FORCODE CO PLIANCE Materials for Metal Buildings An NCI Company 'DATE BY BUTTE Dustin L. Cole, P.E. COUNTY Vice President of Engineering/neering/ MAR 19 2015 DEVELOPMENT Exp.061301201.5 'D SERVICES civ%- a 02/06/15. OF CA.* 14-B-74811 Page 1 of 2 I pY Building Code ....................... CBC 13 Risk Category ..................... II - Normal Roof Dead Load Superimposed .................... 2.000 psf Collateral .....................: 1 psf Roof Live Load ....................... 12/20.00 psf Snow Ground Snow Load (Pg)........... 0.0000 psf Snow Load Importance Factor (Is) 1.0000 Flat Roof Snow Load (Pf)........ 0 psf Snow Exposure Factor (Ce)....... 1.0 Thermal Factor (Ct)............. 1.00 Wind Ultimate Wind Speed ................ 110 mph Nominal Wind Speed (Vasd).......... 85.21 mph (IBC Section 1609.3.1) Wind Exposure Category ......... C Internal Pressure Coef (GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas 24.171 psf pressure -32.167 psf suction Other Areas 24.171 psf pressure -26.185 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category......... D Soil Site Class......:, ........ D. Stiff Soil Ss .............................. 0.5950 g Sds ..... 0.5252 g S1 ........................ 0.2610 g Shc .. 0.3268 g Analysis Procedure .............. Equivalent Lateral.Force Column Line All All(Front) All(Back) Basic Force Resisting System C4 B3 B3 Response Modification Coefficient (R) 3.25 3.25 3.25 System Over -Strength Factor (Omega) 3.0000 2.0000 2.0000 Seismic Response Coefficient (Cs) 0.162 0.162 0.162 Design Base Shear in kips (V) Transverse 2.65 Longitudinal 2.64 Basic Structural System (from ASCE 7-10 Table 12.2-1) H - Steel System not Specifically Detailed for Seismic Resistance C4 - Steel Ordinary Moment Frames B3 - Steel Ordinary Concentric Braced Frames G2 - Cantilevered Column System 14-B-74811 Page 2 of 2 HERITAGE BUILDING SYSTEMS 2612 GRIBBLE STREET ' NORTH LITTLE ROCK, AR 72114 FRAMING SUMMARY FOR THE STEEL BUILDER 167 SOLANA DRIVE OROVILLE, CA 95966 14-B-74811 BUILDING LAYOUT Width (ft)= '40.0 Length (ft) 60.0 Eave Height (ft)= 14.0/ 14.0 Roof Slope (rise/12 )= 1.00/ 1.00 BUILDING LOADS Roof Dead Load (psf )_ 2.0 Wall Dead Load Left Endwall (psf )= 3.0 Right Endwall (psf )= 3.0 Front Sidewall(psf )= 3.0 Back Sidewall(psf )_ 3.0 Roof Live Load (psf )= 20.0 Frame Live Load (psf )= 12,.0 Collateral Load (psf )_ 1.0 Wind Speed (mph )= 110.0 wind Code = CBC 13 (IBC 12) Closed/Open C Exposure C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= D Seismic Coeff (Fa*Ss) = 0.79 ------------------------------- Designer AKT Detailer 2/ 2/15 14-B-74811 FRAMING SUMMARY: Roof 2/ 2/15 10:19am PURLIN LAYOUT: -------------- '"Surface Purlin Surf Ext Stub Purlin' Total Peak-Set_Space- Id Type Left Right Left Right Rows Space Space Row ------- ------ 2 ZB ----- ----- ----- 0.00 0.00 N ----- ----- N 4 ----- ----- 1.33 4.68 --- 4 3 ZB 0.00 0.00 N N 4 1.33 4.68 .4 PURLIN LOCATION: ---------------- Surface Purlin Surf Id Id Offset Space 2 1 4.68 4.68 2 9.37 4.68 3 14.05 4.68 4 18.74 4.68 20.07 1.33 3 1 1.33 1.33 2 6.02 4.68 3 10.70 4.68 4 15.39 4.68 20.07 4.68 PURLIN & EAVE STRUT SIZE: ------------------------- Surface Bay -Purlin Lap- IS_Flg Eave Id Id Part Left Right Strap Strut 2 1 8X25Z16 1.00 0 8ES1L14 2 8X25Z16 1.00 1.00 0 8ES1L14 3 8X25Z16 1.00 0. 8ES1L14 3 1 BX25Z16 1.00 0 8ES1L14 2 8X25Z16 1.00 1.00 0 BESIL14 3 8X25216 1.00 0 8ES1L14 ROOF BRACING: ------------- Bay Attach Locate Id Start End Type Part Dia 2 0.00 20.00 Cable WC4 0.250 20.00 40.00 Cable WC4 0.250 BOLT AT EAVE STRUT: Wall Frame _Line Lap ------- Bolt -Size ------ Id Id Type Plate No. Type Dia Washer 2 1 EW - 2 A325 0.500 0 2 2 RF N 2 A325 0.500- 0 2 3 RF N 2 A325 0.500 0 2 4 EW 2 A325 0.500 0 4 1 EW - 2 A325 0.500 0 4 2 RF N 2 A325 0.500 0 4 3 RF N 2 A325 0.500 0 4 4 EW - 2 A325 0.500 0 PURLIN ANTI -ROLL: Surf_ Line Ds_ARoll No. Id Id" AntiRoll Type Id Purlin Purlin_Id ---- ------------------------- ------ -------------------- '2 L_EW Clip w/gusset @001 1 4 2 RF Clip w/gusset @004 1 4 2 R_EW Clip w/gusset @001 1 4 3 L_EW Clip w/gusset @001 1 1 3 RF Clip w/gusset @004 1 1 3 R_EW Clip w/gusset @001 1 1 14-B-74811 FRAMING SUMMARY: Left Endwall 2/ 2/15 10:19am RAFTER: Rafter Surf Id Id Part Length 1 2 10F25C12 20.07 2 3 10F25C12 20.07 SPLICE: '-Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 3 0.00 M 6.00 0.375 A325 0.625 3.50 2 4.00 2 4.00 COLUMN: Column Grid Base_Clip_Bolts---Top_Bolts--- Id Offset Line Part Length No. Type Dia No. Type Dia ------ ------ ------------ ------ --- ----- ----- --- ----- ----- 1 0.67 C BF25C16 12.53 0 4 A325 0.625 2 20.00 B 8F25C13 14.14 0 4 A325 0.625 3 39.33 A 8F25C16 12.53 0 4 A325 0.625 BASE PLATE: Column-------Plate-----------------Bolt---------- Base Id Type Width Length Thick Type Dia Gage Row Elev ----- ------ ----- ----- ----- ----- ---- ----- 1 EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0.00 2 EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0.00 3 EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0.00 GIRT LAYOUT: ------------ Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot 1 7.33 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D 11.08 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 2 7.33 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D 11.08 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: Q ------------------------- No. Brace/Bay 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 1 0.00 14.14 Cable WC4 0.250 14-B-74811 FRAMING SUMMARY: Right Endwall 2/ 2/15 10:19am RAFTER: Rafter Surf Id Id 1 2 2 3 Part Length 10F25C12 20.07 10F25C12 20.07 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 3 0.00 M 6.00 0.375 A325 0.625 3.50 2 4.00 2 4.00 COLUMN: Column Grid Base _Clip_Bolts --- Top_Bolts--- Id Offset Line Part Length No. Type Dia No. Type Dia 1 0.67 A 8F25C16 12.53 0 4 A325 0.625 2 20.00 B 8F25C13 ' 14.14 0 4 A325 0.625 3 39.33 C 8F25C16 12.53 0 4 A325 0.625 BASE PLATE: Column -------Plate------ --------- Bolt----- ---- Base Id Type Width Length Thick Type Dia Gage Row Elev ------ ---- ----- ------ ----- ----- ----- ----- ---- ----- 1 EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0.00 2 EB 7.00 8.00.0.250 GR36 0.625 3.00 1 0.00 3 EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0.00 GIRT LAYOUT: Bay Bay -Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 1 7.33 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D 11.08 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 2 7.33 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D 11.08 ZF 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No. Brace/Bay 1 2 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 1 0.00 14.14 Cable WC4 0.250 14-B-74811 FRAMING SUMMARY: Front Sidewall 2/ 2/15 10:19am OPENING LAYOUT: --------------- Open -----Bay----- ------- Opening_Size------ Id . Id Offset Width Height 'Sill Note ---- ---- ------- ------- ------- ------- ------------- 1 1 4.00 12.00 12.00 0.00 2 3 1.50 12.00 12.00 0.00 OPENING JAMB/HEADER/SILL: Open Bay Bay_Offset --Support- Id ---- Id --- Member ------ Offset ------ Locate ------ Part -------- Length ------- 1 1 Jamb -L 4.00 0.00 8F25C16 12.00 7.33 ZB Jamb -R 16.00 0.00 8F25C16 12.00 2 3 Jamb -L 1.50 0.00 8F25C16 12.00 16.00 20.00 Jamb -R 13.50 0.00 8F25C16 12.00 GIRT LAYOUT: Bay Bay_Offset --Support- ----Lap---- Flg Id --- Locate ------ Type ---- Part -------- Start End Left Right Left Right Rot 1 7.33 ZB 8X25Z16 ----- 0.00 ----- 4.00 ---- Col ----- Jamb ----- 0.00 ----- 0.00 --- D 7.33 ZB 8X25Z16 16.00 20.00 Jamb Col 0.00 1.00 D --- 12.00 ------ CO 8X25C16 0.00 20.00 Col Col 0.00 0.00 U 2 7.33 ---- ZB -------- 8X25Z16 ----- 0.00 ----- 20.00 ---- Col ----- Jamb ----- 1.00 ----- 0.00 --- D --- 12.00 ------ ZB ---- 8X25Z16 0.00 20.00 Col Col 0.00 0.00 D 3 7.33 ZB -------- 8X25Z16 ----- 13.50 ----- 20.00 ---- Jamb ----- Col ----- 0.00 ----- 0.00 --- D 12.00 CO 8X25C16 0.00 20.00 Col Col 0.00 0.00 U GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 3 0 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ -------------- ------ ----- 2 0.00 14.00 Cable WC4 0.250 14-B-74811 FRAMING SUMMARY: Back Sidewall, 2/ 2/15 10:19am -------------------------------------------------------------------------------- GIRT LAYOUT: ------------ .Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot 1 7.33 ZB 8X25Z16 0.00 20.00 Col Col 0.00 1.00 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 2 7.33 ZB 8X25Z16 0.00 20.00 Col Col 1.00 1.00 D --- ------ ------------ ----- ----- ---- ----- ----- ---- --- 3 7.33 ZB 8X25Z16 0.00 20.00 Col Col 1.00 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 3 0 0 0 WALL BRACING: ------------- Bay Brace Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 2 0.00 14.00 Cable WC4 0.250 14-B-74811 FRAMING SUMMARY: Rigid Frame 1 2/ 2/15 10:19am LAYOUT: Type RF No. Line 2 Frame Line Id 2 3 Grid Line Id 2 3 MEMBER: Surf Mem Seg Flange Flange-Web_Depth- -Plate_Thickness- Id Id Id Part . Length Width Start End Web 0-flg I-flg 1 1 1 13.35 5.00 10.00 10.00 0.134 0.250 0.250 2 2 2 18.58 5.00 8.00 8.00 0.134 0.250 0.250 3 3 3 18.58 5.00 8.00 8.00 0.134 0.250 0.250 4 4 4 13.35 5.00 10.00 10.00 0.134 0.250 0.250 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type 'Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 2 0.00 VEE 6.00 0.500 A325 0.750 3.00 2 4.00 2 4.00 3 0.00 -EE 6.00 0.375 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.500 A325 0.750 3.00 2 4.00 2 4.00 BASE PLATE: ---Plate--------------Bolt---------- Base Locate Type Width Thick Type Dia Gage Row Elev Lt Column P - 6.00 0.375 -GR36 0.750 4.00 2 0.00 Rt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 FLANGE BRACE: ------------- Surf No. Id Locate Side Part Clip 1 1 1 L2X2X14G 2 1 1 L2X2X14G 2 3 1 L2X2X14G 2 4 1 L2X2X14G 3 1 1 L2X2X14G 3 2 1 L2X2X14G 3 4 1 L2X2X14G 4 2 1 L2X2X14G BEARING STIFFENER: ------------------ Locate Width Thick Lt Column 2.50 0.250 Rt Column 2.50 0.250 HERITAGE BUILDING SYSTEMS 2612 GRIBBLE STREET NORTH LITTLE ROCK, AR 72114 STRUCTURAL DESIGN CALCULATIONS' FOR THE STEEL BUILDER 167 SOLANA DRIVE OROVILLE, CA 95966 14-B-74811 BUILDING LAYOUT Width (ft)= 40.0 Length (ft)= 60.0 Eave Height (ft)= 14.0/ 14.0" Roof Slope (rise/12 )= 1.00/ 1.00 BUILDING LOADS Roof Dead Load (psf )= 2.0 Wall Dead Load Left Endwall (psf )= 3.0 Right Endwall (psf )= 3.0 Front Sidewall(psf )_ 3.0 Back Sidewall(psf )_ 3.0 Roof Live Load (psf )= 20.0 Frame Live Load (psf )_ 12.0 Collateral Load (psf )= 1.0 Wind Speed (mph )= 110.0 Wind Code CBC 13 (IBC 12) Closed/Open = C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= D Seismic Coeff (Fa*Ss) = 0.79 ------------------------------- Designer AKT Detailer 2/ 2/15 -------------------------------------------------------------------------------- 14-B-74811. Design Loads For Building Components: 2/ 2/15 10:19am FRONT SIDEWALL: --------------- BASIC LOADS: Basic Wind_ Load_ Ratio Wind Deflect Factor 22.4 0.43 0.60 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 19.5 -21.4 24.2 -26.2 19.5 -21.4 33.6 -22.4 BACK SIDEWALL: --------------- BASIC LOADS: Basic" Wind_ Load_ Ratio Wind Deflect Factor 22.4 0.43 0.60 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 19.5 -21.4 24.2 -26.2 19.5 -21.4 33.6 -22.4 LEFT ENDWALL: -------------- ----- Edge_Strip_Ratio----- Zone Col/ Width Girt Panel Jamb 4.00 1.06 1.23 1.06 Girt/Header Panel Jamb Parapet ----- Edge_Strip_Ratio----- Zone Col/ Width Girt Panel Jamb 4.00 1.06 1.23 1.06 Girt/Header Panel Jamb Parapet BASIC LOADS: ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind -Load -Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt .Panel Jamb 2.0 1.0 20.0 0.0 0.0 22.4 0.43 0.60 4.00 1.06 1.23 1.06 BASIC LOADS AT SAVE: Seis Seis Seis ---Torsion--- Dead Girt Load wind Seismic 3.00 0.21 0.70 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 19.5 -21.4 Column 19.5 -21.4 Girt/Header 19.5 -21.4 Jamb 24.2 -26.2 Panel 33.6 -22.4 Parapet 33.6 -22.4 Transverse bracing, Facia/Parapet ' WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind 1 Wind 2 Wind -2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.35 -0.56 0.71 -0.20 0.35 -0.56 -0.65 0.00 2 -1.11 -0.65 -0.75 -0.29 -1.11 -0.65 -1.11 0.00 3 -0.65 -1.11 -0.29 -0.75 -0.65 -1.11 -0.65 0.00 4 -0.56 0.35 -0.20 0.71 -0.56 0.35 -0.65 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live-----Add Snow- Wind 1 Wind -2 Long -Wind Column -Wind Long Trar. No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis 29 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 4 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 5 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 8 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 9 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 10 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45, 0.00 O.00 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00' 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 12 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 13 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 O.00 15" 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 O.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 O.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 O.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 O.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 O.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 O.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 O.00 22 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7C 23 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.7C 24 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.5- 25 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 26 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 27 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.5': 28 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7C 29 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.7C RAFTER DESIGN LOADS: Load --Add Snow- Wind 1 Wind -2 Long Aux -Load No Id Dead Coll Live Snow Drift Slide Rain LeftRightLeft Right Wind Seis Id Coef 16 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 '0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0:00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0:00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.,00 0.00 0.00 0.00 0.60 0.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- __No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI - 2 2 20.00 1.00 20.07 0.59 WINDRI - 3 2 0.07 0.59 20.07 1.00 WINDL2 R 2 2 20.00 1.00 20.07 - 0.39 WINDR2 R 3 2 0.07 0.39 20.07 1.00 WINDL2 C 2 2 20.00 1.00 20.07 0.59 WINDR2 C 3 2 0.07 0.59 20.07 1.00 RIGHT ENDWALL: -------------- BASIC LOADS: ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind _Load -Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 2.0 1.0 20.0 0.0 0.0 22.4 0.43 0.60 4.00 1.06 1.23 1.06 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 3.00 0.21 0.70 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 19.5 -21.4 Column 19.5 -21.4 Girt/Header 19.5 -21.4 Jamb 24.2 -26.2 Panel 33.6 -22.4 Parapet 33.6 -22.4 Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind -1 Wind -2 Wind -2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.35 -0.56 0.71 -0.20 0.35 -0.56 -0.65 0.00 2 -1.11 -0.65 -0.75 -0.29 -1.11 -0.65 -1.11 0.00 3 -0.65 -1.11 -0.29 -0.75 -0.65 -1.11 -0.65 0.00 4 -0.56 0.35 -0.20 0.71 -0.56 0.35 -0.65 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live-----Add_Snow- Wind 1 Wind -2 Long_Wind Column -Wind Long Trar. No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis SeiE 29 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 3 1.00 1.00 0.'00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 4 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 5 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.0C 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 8 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 9 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 10 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 12 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 13 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 O.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 O.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 O.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 O.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 O.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 O.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 O.00 -'-21-0-.60 0.-00'0-'00-'-0:00'"0:'00 -0:00'--0-00-0.-00--0:00--0-00-0-00"--0.-60-0-00-'0.-00-"0:00-"0-60" -0.00- O:OC 22 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7C 23 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.7C 24 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.5- 25 1.05 1.05.0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 26 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.5: 27 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52: 28 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7C 29 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.7C RAFTER DESIGN LOADS: Load--Add_Snow- Wind 1 Wind -2 Long Aux -Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 16 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0:00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0.00 0.70 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI - 2 2 20.00 1.00 20.07 0.59 WINDRI - 3 2 0.07 0.59 20.07 1.00 WINDL2 R 2 2 20.00 1.00 20.07- 0.39 WINDR2 R 3 2 0.07 0.39 20.07 1.00 WINDL2 C 2 2 20.00 1.00 20.07 0.59 WINDR2 C 3 2 0.07 0.59 20.07 1.00 ROOFDES: BASIC LOADS: Dead Coll Live Snow Rain Basic Wind_ Load_ Ratio Surface Seis % Load Load Load Load Load Wind Deflect Factor Friction Factor Snow 2.0 1.0 20.0 0.0 0.0 22.4 0.43 0.60 0.00 1.000 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct-Roof 16.0 -24.2 0.0 -37.4 16.0 -26.4 13.0 -2.5 -15.4 17.7 -5.6 33.6 -22.4 17.9 Purlins Gable Extensions Panels Long Bracing, Building Long Bracing, Wall Edge Zone Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin--- ---Panel--- Id Id Zone Id Width Length Press Suct Press Suct 1 2 6 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 4.00 1.00 1.18 1.00 1.68 4 4.00 0.00 1.00 1.18 1.00 1.68 --.-..._------ -------5---0700_--•4:'00--_1-00- --1-1.8 ---1-00 -1-68` -•-------------------- 7 4.00 4.00 1.00 1.18 1.00 2.53 8 4.00 4.00 1.00 1.18 1.00 2.53 3 6 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 4.00 1.00 1.18 1.00 1.68 5 0.00 4.00 1.00 1.18 1.00 1.68 6 4.00 0.00 1.00 1.18 1.00 1.68 9 4.00 4.00 1.00 1.18 1.00 2.53 10 4.00 4.00 1.00 1.18 1.00 2.53 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 3 1 1 .0.00 0.00 1.00 1.00 1.00 1.00 EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 2 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf --Load- --Add Snow- Wind Wind Aux Load Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Id Coef 2 9 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 •2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 .4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00' 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0:75 0.00 0.00 0.45 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 3 9 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1:00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 BRACING DESIGN LOADS: --Load---Add Snow- Wind Wind Seis Aux Load No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Load Id Coef 14 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.60 0.00 0 0.00 4 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.60 0.00 0 0.00 6 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00" 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00, 0.53 0 0.00 11 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 12 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 13 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 14 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 RIGID FRAME # 1: BASIC LOADS: Basic Defl Temperature De"ad ""Coll'""'Live Sriow Rain - -Wind Ratio 2.0 1.0 12.0 0.0 0.0 22.4 0.43 0 BASIC LOADS AT SAVE: Seismic Weak_Axis L Weak Axis R --Torsion----EW_Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 0.51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf --Wind_1--- --Wind-2--- Long -Wind Surface Id Left Right Left Right 1 2 Friction 1 0.25 -0.54 0.67 -0.13 -0.63 -0.63 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 0.00 3 -0.55 -0.87 -0.19 -0.51 -0.55 -0.87 0.00 4 -0.54 0.25 -0.13 0.67 -0.63 -0.63 0.00 DESIGN LOADS: -Load- ---Live--- --Add-Snow- --Wind-l- --Wind-2- Long_Wind --Seismic- Aux Lc No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id Cc 68 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 '0.00 0.00 0.00 0 0. 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 4 1.00 1.00 0.00 0.00-0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 5 1.00 1.00 0.00 0.00 1.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 6 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 7 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 8 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 9 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 10 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00.0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00.0.00 0.00 0.00 0.00 0 0. 17 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 18 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 19 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 20 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 22 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0. 25 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0. 26 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 0.00 0.00 0.00 0 0. 27 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0. 28 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 0.00 0.00 0 0. 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 32 1.00 1.00 0.75 0.00 0..00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0. 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 34 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 35 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.. 37 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 38 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 39 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 40 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 41 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 42 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0. 43 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0. 44 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45;0.00 0.00 0.00 0.00 0.00 0 0. 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0..00 0 0. "----- 46-0-60-0-'00-0700"-0:-00-0-00-0:00 -0":00-`0-:00'-0:00'0.60`0:000.00` 0.-00`0:00 - 0:00 -0:00--0:00-0 0.,- 47 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0. 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0. 50 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 0.00 0.00 0.00 0 0. 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00.0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0. 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 0.00 0.'00 0 0. 53 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0. 54 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0.00 -0.70 0.00 0 0. 55 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0. 56 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0. 57 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 0. 58 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 0. 59 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.400 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 0. 60 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 0. 61 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 0. 62 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 -0.53 0.00 0.00 0 0. 63 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 0. 64 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0.00 0 0. 65 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00'0.00 0.00 0.70 0.00 0 0. 66 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0. 67 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0. 68 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0. STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- ------------- ------ ------ No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 20.00 1.00 20.07 0.63 WINDRI 3 2 0.07 0.63 20.07 1.00 WINDL2 2 2 20.00 1.00 20.07 0.37 WINDR2 3 2 0.07 0.37 20.07 1.00 14-B-74811 Reactions, Anchor Bolts, &.Base Plates: 2/ 2/15 10:19am -------------------------------------------------------------------------------- t ----- ----------Foundation_Loads(k )-------------------------------- Frame ----------------Frame Col Max_Pos_Val Max _Neg_Val Anc._Bolt Base -Plate Line Line Id Horz Vert Id Horz Vert No. Diam Width Len Thick ----- ------ -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 1 C 6 0.0 -1.7 6 0.0 -1.7. 2 0.625 7.00 8.00 0.250 1 0.0 1.9 1 B 7 1.8 -3.1 8 -1.6 -2.6 2 0.625 7.00 8.00 0.250 1 0.0 5.8 7 1.8 -3.1 1 A 9 0.0 -1.1 9 0.0 -1.1 2 0.625 7.00 8.00 0.250 1 0.0 1.9 4' A' 6 0.0 -1.7 6 0.0 -1.7 2 0.625 7.00 8.00 0.250 1 0.0 1.9 4 B 7 1.8 -3.1 8 -1.6 -2.6 2 0.625 7.00 8.00 0.250 1 0.0 5.8 7 1.8 -3.1 4 C 9 0.0 -1.1 9 0.0 -1.1 2 0.625 7.00 8.00 0.250 1 0.0 1.9 2* C 1 2.5 6.4 2 -2.4 -2.1 4 0.750 6.00 10.50 0.375 3 0.0 -4.5 2* A 4 2.4 -2.1 1 -2.5 6.4 4 0.750 6.00 10.50 0.375 1 -2.5 6.4 5 0.0 -4.5 ----------------------------------------------------------------------------- 2* Frame Lines:2 3 LOAD COMBINATIONS: ------------------ Id Combination ---- ------------------------------ 1 Dead+Collateral+Live 2 0.6Dead+0.6Wind Left2 3 0.6Dead+0.6Wind_Longl 4 0.6Dead+0.6Wind Right2 5 0.6Dead+0.6Wind_Long2 6 0.6Dead+0.6Wind Left2+0.6Wind Suction 7 0.6Dead+0.6Wind Right2+0.6Wind_Suction 8 0.6Dead+0.6Wind Pressure+0.6Wind_Longl 9 0.6Dead+0.6Wind Suction+0.6Wind Long2 14-B-74811 Bracing Reactions Report: 2/ 2/15 10:19am BUILDING BRACING REACTIONS: --------------------------- ------Reactions(k )------- ---Wall-- Col ----Wind---- --Seismic---. Panel_Shear(lb/ft) Loc Line Line Horz Vert Horz Vert Wind Seismic ---- ----------- ----- ----- ----- ----- ------ ------- L EW 1 C ,B 1.28 0.94 0.54 0.39 F SW A 2 ,3 2.75 1.67 1.32 0.80 R EW 4 • A ,'B 1.28 0.94 0.54 0.39 B_SW C 3 ,2 2.75 1.67 1.32 0.80 Reaction values shown are unfactored. Maximum load combination factors are: Wind 0.60 Seismic: 0.70 , 14-B-74811 Additional Reactions Report: 2/ 2/15 10:19am Rigid Frame Column Reactions(k ) Frame Col ----Dead--- Collateral ----Live--- Wind_Leftl Wind_Rightl Line Line Horz ,Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----= ----- ----- ----- ----- ----- ----- 2* C 0.4 1.2 0.2 0.4 1.9 4.8 -4.4. -7.9 0.3 -4.8 2* A -0.4 1.2 -0.2 0.4 -1.9 4.8 -0.3 24.8 4.4 -7.9 Frame Col Wind_Left2 Wind Right2 Wind_Longl Wind_Long2-Seis_Left- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2* C -4.4 -4.7 0.4 -1.5 -0.5 -8.7 -0.7 -7.4 -0.5 -0.4 2* A -0.4 -1.5 4.4 -4.7 0.7 -7.4 0.5 =8.7 -0.5 0.4 Frame Col-Seis_Right-Seis_Long- Line Line Horz Vert Horz Vert 2* C 0.5 0.4 0.0 -1.0 2* A .0.5 -0.4 0.0 -1.0 ------------------------------------------------------------------------------ r ' 2* Frame Lines:2 3 u Endwall Column Reactions(k ) ----------------------------- Frame Col Dead Collat Live Wind_Leftl Wind_Rightl wind_Left2. Line Line Vert Vert Vert Horz Vert Horz Vert Horz Vert ----- 1 ---- C ----- 0.2 ----- 0.1 ----- 1.6 ----- 1.3 ----- -3.0 ----- 0.0 ----- -0.1 ----- 1.3 ----- -3.0 1 B 0.7 0.2 4.9 0.0 -3.8 1.3 -5.8 0.0 -3.8 1 A 0.2 '0.1 1.6 0.0 -1.1 0.0 -2.1 0.0 -1.1 Wind wind Frame Col Wind_Right2 Press Suct wind_Longl Wind_Long2 Line Line Horz. Vert Horz Horz Horz Vert Horz Vert 1 C 0.0 -0.1 0.00 0.00 0.0 -2.0 0.2 -1.2 1 B 1.3 -5.8 -2.7 2.9 0.2 -5.0 0.0 -4.7 1 A 0.0 -2.1 0.00 0.00 0.0 -1.0 0.0 -2.1 ' Frame 'Col Seismic Left Seismic _Right Line Line Horz Vert Horz Vert ----- ---- ----- ---- ----- ----- - t 1 C 0.7 0.5 0.0 0.6 1 B 0.0 0.5 0.7 -0.6 1 A 0.0 0.0 0.0 0.0 ------------------------------------------------------------------------------ Frame Col Dead Collat Live Wind_Leftl Wind_Rightl Wind_Left2 ' Line Line Vert Vert Vert Horz Vert Horz Vert Horz Vert 4 A 0.2 0.1 1.6 1.3 -3.0 0.0 -0.1 1.3 -3.0 4 B 0.7 0.2 4.9 0.0 -3.8 1.3 -5.8 0.0 -3.8 4 C 0.2 0.1 1.6 0.0 -1.1 0.0 -2.1 0.0 -1.1 Wind Wind Frame Col Wind_Right2 Press Suct Wind_Longl Wind_Long2 Line Line Horz Vert Horz Horz Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 4 A 0.0 -0.1 0.00 0.00 0.0 -2.0 0.2 -1.2 4 B 1.3 -5.8 -2:7 2.9 0.2 -5.0 0.0 -4.7 4 C 0.0 -2.1 0.00 0.00 0.0 -1.0 0.0 -2.1 Frame Col Seismic Left Seismic -Right Line Line Horz Vert Horz Vert ,. 4 A 0.7 -0.5 . .0.0 0.6 4 B 0.0 0.5 0.7 -0.6 4 C 0.0 0.0 0.0 0.0 ------------ 14-B-74811 Seismic Design Report: 2/ 2/15 10:19am Building Data ------------- Code =IBC 12 Length = 60.00 Width = 40.00 Left Eave Height = 14.00 Right Eave Height = 14.00 Seismic Formula --------------- Base Shear, V = 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*Ie*W ' Vmax = Shc*Ie*W/(T*R) T(Moment_Frame) = 0.231 T(Braced Frame) = 0.145 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em = Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination'_ Fa*Ss = 0.788 Zone/Design Category= D Ie = 1.000 S1 = 0.261 Shc = 0.327 Sds = 0.525 Seismic Dead Load, W -------------------- Roof Dead+Collateral= 3.00 (psf ) Frame Dead = 2.00 (psf ) Roof Total = 5.00 (psf ) weight= 12.00 (k ) L_EW Dead = 3.00 (psf ) Weight= 0.89 (k ) F_SW Dead = 3.00 (psf ) Weight= 1.26 (k ) R_EW Dead = 3.00 (psf ) Weight= 0.89 (k ) B_SW Dead = 3.00 (psf ) Weight= 1.26 (k ) Total = 16.30 (k ) Seismic Forces -------------- Roof Bracing R = 3.25, Rho= 1.30 Cs = 0.1617 W = 13.78 (k ) Force, V = 2.23 (k ) Force, E = 2.90 (k ) Sidewall Bracing Front R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1617 W = 8.15 (k ) Force, V = 1.32 (k ) Force, Em = 2.64 (k ) Force, E = 1.71 (k ) Back R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1617 W = 8.15 (k ) Force, V = 1.32 (k ) Force, Em = 2.64 (k ) Force, E = 1.71 (k ) Endwall Bracing Left R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1617 W = 3.34 (k ) Force, V = 0.54 (k ) Force, Em = 1.08 (k ) Force, E = 0.70 (k ) Right R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1617 W = 3.34 (k ) Force, V = 0.54 (k ) Force, Em = 1.08 (k ) Force, E = 0.70 (k ) Rigid Frames R = 3.25, Rho= 1.30 Cs = 0.1617 Frame 1 W = 4.85 (k ) Force, V = 0.78 (k ) Force, E = 1.02 (k ) End Plates Frame' R = 3.25, Omega= 3.00 , Total Base Shear Longitudinal Force, V = 2.64 (k ) Transverse Force, V = 2.65 (k ) a SITE PLAN Assessor ' Butte County Department of Development Services PERMIT CENTER I rn Center n n '11 CA 95965 U-Itj %,LLI-L rive, Main Phone (530)538-7601 Fax (530) 538-7785 DEVELOPMENT ww.hu ttecou n tv.nei;da: SERVICES s Parcel Number: LEI Q 9-0 0 Lc>]—L(>] LAI W Permit. 4f: iar I- b *10 I I A d XX - I FORM NO BUTTE COLTNTY A P R 0 7 -i k 6 Owner Name: -fcz%5, Scale I"= 42< - Address / Phone: /(-7 3c'(6o'c U'i (1, C- 4 Site Location: 5a Gr, -,n4 DA.' Olkoo,' Ile - Contact Name: � S C -h M ; C-4 f- Phone: KANF.W WEBSIMBuilding.TuIlding Forms & Documents�2014\2014 Fbrms - Completed\DBP\DBP-03-Site-Plan_Paper_REV'D-8.13.14-AKM.doc # W 4 � era Butte County Department of Development Services 'PERM11 CENTS - ' 7 County Center Drive, Oroville, CA -95965 Main Phone (530) 538=7601 Fax '530) 538-7785 .+ I � t wnw.buticcoun?�.n�:?i ds SITE PLAN Assessor's Parcel Number: 0 0 Q — l ®,-.0:- 0 F-1 D Permit. # FORM NO DBP -A - ?i- i o ..•.3....—�. _.»--..L.......s ......5... i i i i i i ? i. i .....»... .......w....»._.--..-».......«..»_.._-._..-__......._.-............».......»......._.......-..«.. .._...-..—...»._-...- ..f. ._....».-»»...»... r _«....r. ...» .._.....t»».......»....-...-..-...._.»»....._.............................._.......»......._.......»..».»-....._......._........-......._......._.......»......._ .»....... ......... ......... 'Au' ? . � .' � � • tits' - � - ... �---,�- ' f CA 0 1�ll4•T—EC (9 NW DEVELOi- - L�� REVIEWEL CODE Wmp bRTE .Comply with Butte County Fire Department & Cal -Fire Requirements � prior to Building Division Final. Contact Butte County Fire for requirements & inspections. 530.538.7888 CV L BUTTE 4 COUNTY MAR 19 2015 DEVELOPMENT 3 SERVICES .15 _..__._ ...Y ....... :.......Y.......Y.......Y....._...._..T..._..t_......?........t.......Y................Y...._.Y........t.......Y.......Y.......Y-.... _ _ .....Y....—.Y....«........,........,....».Y.......Y.......Y.......Y..::...Y........,.......Y.......Y.......�..._...,.'..—.., _...»Y........,...........Y....-...[-----.Y........,.......Y........ ,......Y..—....r.._...r....... .- .....------- ,........ _........�.--....,........T.i.....1.---...r........_..»— ?i• Owner Name: Scale 1" In sca I.P $UrrF Address / Phone: L - 7 St, (&"C /1 nNeisu;.(1r, C_/7 25 rz S'' o -37c> - 403 �t •> - 0 �< O Site Location: 1(.-2 Sa ( 4 D'A of"ou( 1!� C/-� o t 3v �Contact Name: Phone: 4 0 3 � • couN�y KNEW WEBSITE\Building\BuiIding Forms & Documents\2014\2.014 Forms - Completed013MBP-03 Site Plan_Paper_REV'D 8.13.14 AKM.doe Page 1 of 1 2.1 GENERAL CONDITIONS: - --I-FOOTIIG pL . Loalons and depths of any existing utilities DWI may Of May er=umered bit whkh am rpt mown m these ns CONTRACTOR SHALL VERIFY ANCHOR BOLT NUMBER 1-1 The Cordracfor efug verify all dimensions, details andjob site oonditions prior tomnmencing wok andotay tie Engineer of any discrepancies. OIAMETER SPACING. PROJECTION. AND LOCATION WI RIGID CONCRETE SLAB PER PLAN FRAME MFR PROVIDE ALL -THREAD BOLTS W/ 1? x 2 S0. 2.2 1.2 Ad construction and methods shall be fn sots ccrdor.ance, with tae applicable provisions of tet California Bu'ldlng WASHER (REOUIREME WrS APPLY TO ALL ANCHOR BOLTS IN SLAB REINFORCEMENT PER PIAN ; Code. 2013 Edition, and the 2013 eddio s of the CMC, CPC. CEC. and the CFC as well as all appllable munkytd, SET) TACK WEIR NUTS 70 WASHER AND READ' 2'6'x7 -0•x1'4' FOOTING Stere, and Federal regulations. HAIRPIN PER PIAN WHERE 23 2.4 13 An wax is subject m the approval A the building off 3 6W iropeccr. 1.4 The Cm=stall provide all measures necessary to protect the structure. workmen, and all other pecans during ormtmolfm. EDGE DETAIL AND DOOR METAL OCCURS y, ' THRESHOLO PER METAL BUILDING AtFR. PLANS ° i - - 16 The Engineer is responsible for the structural items in these plans Gall. Should any changes be made Imm the of the Engineer prior tocortclia. asorganic ergs or unc ww fill. snag be Dragon to the attentionro .d.- / \ ,M ' 4 design as specified in the mkxdetions without approval from the Engineer (i.e. ader itiom to the structure) system a Ali excavations shag be inspected and approved by the Bugling Official bet. oo male is toured. Footings song extend into Inn.undisturbed native soil 12 inches minimum below existing grade (18Inchos mW- who. IC CONC. SU18 WfTH q AT 18' O.C. OR 6X6 W.W.F. ' REINFORCING CENTERED IN SlAO OVER 6 GRAVEL SUBGRADE CRACK \ 4ty for any element or Engineer will essi e no responsibility of addition of construction materials or s), the Engm m n 5 d aT� the Struemre. 26Fill be free on drthrb, myomaaloe, , and e, /orergn outs usims. materiot ahah b ° �. 1.6 Additional layouts ender piens (site plan, plumbing. fending and ventilation, medradcel. e1c.) by othem. urdesa w - • •fE177. \ Pthawi.e pied a ndkated a d a d esu re. I d SUBGRADE - - -GRAVEL BASE The bottom of all /outing excavations shell be dean and level. meq approval prem POfopriare agencies reghdred.if 1-7 The Contractor o Owner shall secure all requireds and h. from mea as ¢ 2-9 d 44 CONT. 12 _ PER PIAN ' are unit vertical in 20 tis horizontal (5 -percent slope) for a mfr irmon distance d 10 too measured perpendicular to they elect not to obtain a permit torte pits shad be considered nW end veld. w the face of the wall. If physical obstructions or lot Wes prohibit 10 feel of horizontal distance, a 51lencerd slope shag " O SUBGRADE 14 In the Gwent certain features of the construction am net logy shorn mare plans or eased far In the noes or Fourdabm shall not be scaled hot plan ar dotal drawings. 2.11 The Contractor shag be responsible fordMemdningthe exact locagandand the aecubtgof.8ath.bob, hodown PERIMETER FTG. SECTION onchors a sumps. embedmame end mNmn basaptates prior to rhe f xoslation inspectiorL the paeement.1 concrete spedfieations, their iso ismuctbn shot] be of similar character to conditions Shown on the plans and shag be renewed by the Engineer and Owner prior to ocnstrmrim. o andlor the Installation of structural training members. SCALE • • v TRANSVERSE REBAR PER SCHEDULE . WI ENDS OF OARS 3• CHEM FROM CONCRETE: 16 The drawings anti spedficobare represent the finished structure. arid. Led- specifically 4*W otherwise d0 at 3.1 Ag foundation and slab or grade concrete has been designed for a minimum ra2,500 psi. However, comncto JOINT. WRAP ONE END WA 150 FELT OR d • SIDES OF FOOTING - SLIP COVER. show the mefl od or consmxtim. The Contractor is responsible for the mehod of construction. and shag provide all mmr'vrhumorl•1?. Curing compound shag be on all exposed wrtaces, Ww&di=* after final bwoh g. LONCTl1D1N41. REBAR PER SCHEDULE 3.3 ne a --.mto Protect the public, co sWdion workers, and the setich re during construction. Such SIZEPER NG FOOT SC EDUL W/ ENDS OF BARS 3' CHEM FRON. Aggregate shoo conform to ASTM C33 and shag nor contain materials which are plied reactive as determined by- sures shag indu0e forming. Sharing. brecbg, scaffolding. mea' ENDS OF FOOTING - a= - 1-10 The design. detatimg and / a spea0mtion of rig systems (not shown on the ptam) for the prevention of water/ vapor madmum aBah border" lessOwn 0.45%by weight CONC. SLAB REINF. Infiltration into the building envelope shall be are res, bLN or me Contractor. These system Include, fid are roc Camera expowd to hoaxing a thawing shag be protected in a, m the wrest holder d the ACI coda set - t7TO ®CONSTR. w gwrap••sparing esedhobility COLUMN FOOTING SECTION B' 6° JOINT. fthe tharth yanismmrYmro•mraddlonapY! aferprtpMg, et 1119 the raspasBhgY d the Owner for emLpbg Inst they are properly nwNbihed. wateOroceesrkg'eas the 4 2 x 4' KEY 1-12 An materials awed on the poste Shad be protected tram exposure m rain. apw or moa hamdd weather eordltiors NO SCALE CONTINUOUS 114• VIDE TOOLED ' badoor emlmnmemal condMas (l0mpembne, humidity, and vengMtbn) shelf be maintained within limb nnXanurerlded Chorine eha0 nave a woter<orlent redo of 047 m 0.52 thJb. or less. Addaco d water A thejcb SIM b ro permuted OR SAWCUT by the respective material manufacturer for optimum reslds. 00 not instar Products under environmental aorhN6one unless special bspaction has been prowbed and test tpedmerus are wken. It ho we= -condition ere anticipated CONTROL JOINT. outside the reelpeclim materia mtubdurere absohae Hub. elmeirPsae.convemmaterials(aggregates,mixirgwater.andcemengahagbecooledpriortombIng.ad CONSTRUCTION JOINT 1.13 An ronlraeDrs and / or wbcontrarmrs or Installers shad be expedenced In performing the werk they are responsible retarders or ptaatiozwe may be added to protide wokabe concrete. Forms, reimmdng steel and suograde snag be to perform ler the plea Under W ctrarmstarhces snail blmpalmoed labor be utNzed. fogged a sprinkled with cod water just before concrete b placed. .. - EDGE DETAIL AND DOOR FOUNDATION: - - /THRESHOLOoEaM I 2.1 The Contractor slued be responsible err the loea6on of an urdergmllnd facilities or rills burled objects whit may be - OPTIONAL CONST. JT. --I-FOOTIIG pL . Loalons and depths of any existing utilities DWI may Of May er=umered bit whkh am rpt mown m these ns ROUGH. CLEAN. 8 WET - me be shown on these Plane are appmalmate and may not be complete. 2.2 Foundations Supporting wood shall extend at least 6 inches above the adjacent touted grade. IndoiCual corcere CONC. SLAB PER PLAN or masonry pias shag project a least 8 Incites above exposed ground unless the columns or posts dud Bey support FOOSNED GRADE 2'6'x7 -0•x1'4' FOOTING are of approved wood of natural resistance to decay or treated word's used REINFORCEMENT PER PLAN - 23 2.4 CW and fills are b cart -with the regdramenb of the applicable bull" code. Thew aldumbers assure stable, undisturbed arms and leve or stooped loadings. Any unusual soh c editions such SLOPE PER NOTE 2A �. � 61 •. ° i - - FI of the Engineer prior tocortclia. asorganic ergs or unc ww fill. snag be Dragon to the attentionro p f 4 25 Ali excavations shag be inspected and approved by the Bugling Official bet. oo male is toured. Footings song extend into Inn.undisturbed native soil 12 inches minimum below existing grade (18Inchos mW- who. IC CONC. SU18 WfTH q AT 18' O.C. OR 6X6 W.W.F. ' REINFORCING CENTERED IN SlAO OVER 6 GRAVEL SUBGRADE CRACK /�����. \ prB-Satuatbn of all Is required). unless noted odprwise on plans, decade or geo0lclin el report (whYJpta is lowest). n 5 �/� / aT� GRAVEL BASE PER PLAN 26Fill be free on drthrb, myomaaloe, , and e, /orergn outs usims. materiot ahah b s' �. 2-7 Engineered fol may be used u existing trade provided test ore Plesenbd to the Engmun of a 90%retahva camoaction per ASTM 1557. I SUBGRADE - 24 The bottom of all /outing excavations shell be dean and level. , ¢ 2-9 The ground fmmedlafery adjacent m me foundation shag be sloped away, from the balding el a slope of roc less than 44 CONT. 12 are unit vertical in 20 tis horizontal (5 -percent slope) for a mfr irmon distance d 10 too measured perpendicular to W a TOP AND BOT. the face of the wall. If physical obstructions or lot Wes prohibit 10 feel of horizontal distance, a 51lencerd slope shag ^ be Provided m an approved attanativa rthednad d dNatag weber awe/ ban the fourldagwe 2-10 Fourdabm shall not be scaled hot plan ar dotal drawings. 2.11 The Contractor shag be responsible fordMemdningthe exact locagandand the aecubtgof.8ath.bob, hodown PERIMETER FTG. SECTION onchors a sumps. embedmame end mNmn basaptates prior to rhe f xoslation inspectiorL the paeement.1 concrete 3NO andlor the Installation of structural training members. SCALE 314.0 SMOOTH BAR x 24' LONG AT SAME CONCRETE: - SPACING AS SLAB REINF. CENTERED ON 3.1 Ag foundation and slab or grade concrete has been designed for a minimum ra2,500 psi. However, comncto JOINT. WRAP ONE END WA 150 FELT OR snag supply crncrets mix design with a minimum rc • 3,000 cur ader 28 days curing .Aggregate size shag be a SLIP COVER. 3.2 mmr'vrhumorl•1?. Curing compound shag be on all exposed wrtaces, Ww&di=* after final bwoh g. CONSTR. JOINT 3.3 Wayed An cement used shag ordarm to ASTM CA 50 and shad be Type 11 or Type 01 low alit& (j w 3.4 Aggregate shoo conform to ASTM C33 and shag nor contain materials which are plied reactive as determined by- 1,x;. , provide cement with a ASTM 6227, 289, end 295. If test Ohm b unavallade In regards to stash reactive rrwteriabmen - a= - madmum aBah border" lessOwn 0.45%by weight CONC. SLAB REINF. 3.5 Camera expowd to hoaxing a thawing shag be protected in a, m the wrest holder d the ACI coda set - t7TO ®CONSTR. w the applicable budding ode. B' 6° JOINT. 3.6 AD concrete shag be property comoidated. 2 x 4' KEY Y7 Conmucbm pNb tag be clean and wet prim m placing concrete. CONTINUOUS 114• VIDE TOOLED ' 36 Chorine eha0 nave a woter<orlent redo of 047 m 0.52 thJb. or less. Addaco d water A thejcb SIM b ro permuted OR SAWCUT unless special bspaction has been prowbed and test tpedmerus are wken. It ho we= -condition ere anticipated CONTROL JOINT. elmeirPsae.convemmaterials(aggregates,mixirgwater.andcemengahagbecooledpriortombIng.ad CONSTRUCTION JOINT retarders or ptaatiozwe may be added to protide wokabe concrete. Forms, reimmdng steel and suograde snag be fogged a sprinkled with cod water just before concrete b placed. 36 An projecting comers of stabs. booms. columns. watt, one. shot be formed with a 3M• chan/er, uses. specihally, noted otherwise. ' - Chante andl be ab strained a minimum of 5% and maxmum of 7%. whom exposed to homing I thawing conditions. - - CONCRETE SLAB CONSTRUCTION: TYP. SLAB REINF.: CONTINUOUS 4.1 NoImovisatforpreventinggroundwater bfiaa9tad-pressorlp.mbaa:rduded.The conbedorshag * CONTROL JOINT coult with the Owner to ddermine Kite building Led will be such mat the slab must be dry at as lines. If so, it is ns - 4-2 recommended that a 2 std tapping over 10 mil visqueen (vapor recorder membrane) be placed below the slob .T is by the Conbacen. foundation The madmum .1 YP. SLAB ON GRADE Crack conod lointlrg designed unless shown on plan. spacing ,cum snail not exceed 1S' In any direction ^ 1 L NO SCALE ` 4-3 Steel mbar or wire mesh In stabs stag be located In the center ofthe scan. ' EDGE OF CONCRETE SLAB REINFORCIN G STEEL: HORIZONTALREBARTOPAND 5.1 Rerdo cfng smet hug conform m the provisions W ASTM A615. Grade 4o for P4 tram and .mala and ASTM A615, ' BOTTOM Grade 60 for 45 berm and "err. AI mbar is to be deformed. Welded wim boric shad conform to the p-hlors of ASTM A 165, 5.2 An lap splices tag not be lass cot 62 ba diameters of the larger bar. Hod-tal less In adjocar bas shag be staggered V - 0• minimum. S3 Reinforcement ower shat be as follows: 3r Ccrw W est against td permanenty exposed m Soy: 3' dcar ] Xr Concrete with sea or weather exposure: 05 bars and srreter. 1 Irz, deo 06 bars and larger: 2 dear M BAR BENT AS SHOWN TIED TO Concrete wmwd soh or weather exposure: 314" dear HORIZONTAL BAR TOP AND 54 An rebar bends shag be made cold. 05 and urger nebar shall no be re -belt BOTTOM 5.5 AD minfmdn9 steel and anchor bons shag be accurately scarred in position before and dump concrete placemsz 56 AU reinforcing steel shall be dean and hie of dekMeriwa materials a the rte Of concrete placement 5.7 Each Minirrcing bar M211 be wired to a cross bar at a maximum spacing of 741' o.c each way for bas In top layers - of reinhning (or in areas wham only one layer of reinforcing exists) and T -W o.e each way for bottom layers of cing bars and a ruof 50% of interior intersections snag be dnladng. All oeOmalor intersectias of reiforonimm tied. wood to the spacing requirements in the preceding amtence. Reinforcing bars shall be supported by chains at 3'O• o.c. maximum for #3 and 04 beim, and at 4'.T o.0 motimhm FOOTING SPREAD r T05 and Langer bars. VEDGE S9 A'Sundam hook'is defined re culw a 180• bend pus a 4 bar diameter exremion, bidnot less than 2 VC I.hoe end of the bar or e 90' bend pus a 12 bar dianeter extension at the free end of the bar. Hook for OF CONTINUOUS FOOTING Ell -pa and res sort be as fdbws: . B bond 6 lus bar dia e`"exb°a°"anae end of eendalean ot o bar, 90• Gerd 12 bar diameter extension a free end ot bar. a PERIMETER FTG. SECTION J; pplus 2 P6 0rand08bar, pros Z. s6, 07 and rT8 3. a8 ba and stager, t35• bend pus 6 bar diam leer extension a hoe end d bar. . NO SCALE CBC SECTION -1704 SPECIAL INSPECTION REQUIRED See attached Special Inspection Note PERMIT S. BUTTE COUNTY DEVELOPMENT SERVICES • - REVIEWED FOR CODE COMPLIANCE - `DATE BY f BUILDING DESIGN CRITERIA THE METAL BUILDING WAS DESIGNED IN ACCORDANCE WITH THE APPLICABLE BUILDING CODE FOR THE FOLLOWING MINIMUM CRITE ROOF LIVE LOAD 12120 PSF WIND SPEED: 110 MPH WIND EXPOSURE C SEISMIC: Se • 0.595 Sde w 0.525 St. 0.201 Sd1 a 0.327 SOILCIASS. D ALLOWABLE SOD. BEARING: 1500 PSF C oyy% Q-1 ri_ 2of e,/4s Jnr y% J'J - FOOTING SCHEDULE 1 111 --I-FOOTIIG C WI (Ill. M EACH WAY TOP B BOTTOM AND 95 F -T HAIRPIN 3'0A'•9Y Ar FOOTING IJ W (9).64 EACH WAY TOP 8 BOTTOM AND 03 X 4'6-IAIRPIN 2'6'x7 -0•x1'4' FOOTING F3 W/ (5} 94 EACH WAY TOP 8 BOTTOM AND 03 X 4'6' HAD" 2'4rx7.9'xt'6- FOOTING FI WI IT)- 94 EACH WAY TOP a BOTTOM AND t3 X 4'$ HAIRPIN C oyy% Q-1 ri_ 2of e,/4s Jnr y% J'J - 601-W OUT OOU OFSTEEL 1 111 a-0• 2it-0• za-o- C F4 F7 F7. S,y 73 BRACED BAY- i \\ w I on IC CONC. SU18 WfTH q AT 18' O.C. OR 6X6 W.W.F. ' REINFORCING CENTERED IN SlAO OVER 6 GRAVEL SUBGRADE CRACK j ? OVER PROVIDE CONTROL JO I PER NOTE 4.3 ON THIS SHEET AND DETAIL 2 ON THISI i SHEET n 5 aT� ,2 {COMPLY WITH CALIFORNIA ELECTRICAL ' s' I CODE- ARTICLE 547 REQUIREMENTS FOR } TYP. GROUNDING and BONDING. t BONDING I OF EQUIPOTENTIAL PLANE I I i / \ I BRACED BAY\ cl 1 F3 / .FY. •� - .J• . F1 J F4 S1 TYP � � St -. DOOR OPEMNO. BY DOOR OPENING. BY METAL BUILDING MANUF. METAL BUILDING MANUF. 3 S7 r NOTE 1. IF ELECTRICAL PROVIDED TO BUILDING. THE GROUNDING ELECTRODE SYSTEM SHALL BE IN ACCORDANCE WITH N,EC. MINIMUM 20-tr 04 COPPER LOCATED NEM BUT NOT ON THE FOUri,tat1Ori Plan BOTTOM OF THE FOOTING. GROUNDING ELECTRODE CONDUCTOR N.T.S. SWILL BE CONTINUOUS TO PANEL BOARD. (NO SPLICES) CV O O O • Q Z G O I'D s a cn ON ^ Q ko ON Iz I O L. ■ o 8082! Deign: JKA Chocked: MEM Dao: Mach 2015 Jeb Nr. 15-056 Sheet: S-1 Rotted: Fri. May 01 2015 �=t L_4�-- C_,C�pY t.. t HERITAGE BUILDING SYSTEMS Estab&bad 1979 MBNR IR'fN Bllll➢YIC LLNIIlFAC111i�1i5 ASd'L,IOM ACCREDITED Shop Primed Steel - All structural members of the Metal Building System not fabricated of corrosion resistant material or protected by a corrosion resistant coating are painted with one coat of shop primer meeting the ' performance requirements of SSPC Paint Specification No. 15. All surfaces to receive shop primer are cleaned of loose rust, loose mill scale and other foreign matter by using, as a minimum, the hand tool cleaning method SSPC-SP2 (Steel Structures Painting Council) prior to painting. The coat of shop primer is intended to protect the steel framing for only a short period of exposure to ordinary atmospheric conditions. Shop Primed steel stored in the field pending erection should be kept free of the ground and so positioned as to minimize water -holding pockets, dust, mud and other contamination of the primer film. Repairs of damage to primed surfaces and/or removal of foreign material due to improper field storage or site conditions are not the responsibility of the manufacturer. The Manufacturer is not responsible for deterioration of the shop coat of primer or corrosion that - may result from exposure to atmospheric and environmental conditions, nor the compatibility of the primer to any field applied coating. Minor abrasions to the shop coat (including galvanizing) caused by handling, loading, shipping unloading and erection after painting or galvanizing are unavoidable. Touch-up of these minor abrasions is the responsibility of the End Customer (MBMA 06 IV 4.2.4) BUILDER/CONTRACTOR RESPONSIBILITIES PROJECT NOTES Drawing Validity - These drawings, supporting structural calculations and design certification are based on the Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members order documents as of the date of these drawings. These documents describe the material supplied by the conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 manufacturer as of the date of these drawings. Any changes to the order documents after the date on these ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with drawings may void these drawings, supporting structural calculations and design certification. The a minimum specified yield point of 50 ksi. Hot rolled angles, or other than flange braces, conform to ASTM 36 Builder/Contractor is responsible for notifying the building authority of all changes to the order documents which minimum. Hollow structural shaped conform to ASTM A500 grade b, minimum yield point is 42 ksi for round result in changes to the drawings, supporting structural calculations and design certification. HSS and 46 ksi for rectangular HSS. Material properties of cold form light gage steel members conform to the requirements of ASTM A1011 SS Grade 55 or ASTM A1011 HSLAS Class 1 Grade 55, with a minimum yield point Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the of 55 ksi. manufacturer hos correctly interpreted and applied the requirements of the order documents and constitutes Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product All bolt joints with A325 Type t bolts are specified as snug -tightened joints, unless noted otherwise, in specifications, including its design, fabrication and quality criteria standards and tolerances. (AISC code of accordance with the "Specification for Structural Joints using ASTM A325 or A490 bolts, June 30, 2004". standard practice Sept 86 Section 4.2.1) (Mar 05 Section 4.4.1) Pretensioning methods, including turn -of -nut and calibrated wrench are not required unless noted otherwise. Code Official Approval - It is the responsibility of the Builder/Contractor to ensure that all project plans and The manufacturer does not assume any responsibility for the erection nor field supervision of the structure and specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor or any special inspections (including inspection of the high strength bolts or field welds) as required during is responsible for securing all required approvals and permits from the appropriate agency as required. erection. The coordination and the costs associated for setting up and Special Inspections ore the responsibility SNOW LOAD IMPORTANCE FACTOR (Is) of the Erector, Owner, Architect, or Engineer of Record. Builder is responsible for State. Federal and OSHA safety compliance - The Builder/Contractor is responsible for 0 PSF applying and observing all pertinent safety rules ond.regulations and OSHA standards as applicable. Design is based upon the more severe loading of either the roof snow load or the roof live load. Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated. work in Loads, as noted, are given within order documents and are applied in general accordance with the applicable compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys, provisions of the model code and/or specification indicated. Neither the manufacture nor the certifying engineer braces, false work or other elements required for erection will be determined, furnished and installed by the declares or attests that the loads as designated are proper for the local provisions that may apply or for site erector. (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mor 05 Section 7.10.3) specific parameters. The manufacturer's Engineer's certification is limited to design loads supplied by an 0 Architect and/or engineer of record for the overall construction project. Discrepancies - Where discrepancies exist between the Metal Building plans and plans for other trades, the Metal 0 Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mor 05 Section 3.3) This project is designed using manufacture's standard serviceability standards. Generally this means that all 0 stresses and deflections are within typical performance limits for normal occupancy and standard metal building Materials by Others - All interface and compatibility of any materials not furnished by the manufacturer are the products. If special requirements for deflections and vibrations must be adhered to, then they must be clearly responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria stated in the contract documents. concerning any interface between materials if furnished as a part of the order documents, the manufacturers E6 assumptions will govern. X -bracing (if applicable) is to be installed to a taut condition with all slack removed. Do not tighten beyond DETI-8 this state. Correction of Errors - Normal erection operations include the correction of minor misfits by moderate amounts Dissimilar Materials - Never allow your roof to come in contact with, or water runoff from, any dissimilar metal of reaming, chipping, welding or cutting and the drawing of elements into line through the use of drift pins. The design collateral load has been uniformly applied to the design of the building. Hanging loads are to be Errors which cannot be corrected by the foregoing means or which require major changes in the member attached to the purlin web. This may not be appropriate for heavily concentrated loads. Any attached load in configuration should be reported immediately to the owner and fabricator by the erector, to enable whoever is excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using responsible either to correct the error or to approve the most efficient and economical method of correction to concentrated loads and may require separate support members within the roof system. be used by others. (AISC Code of Standard Practice Sept 86 Section 7.12)(Mor 05 Section 7.14) and grout. Modification of the Metal Building from Plans - The Metol Building supplied by the manufacturer has been designed according to the Building Code and specifications and the loads shown on this drawing. Modification of the building configuration, such as removing wall panels or braces, from that shown on these PROJECT: plans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed Structural Engineer should be consulted prior to making any changes to the building configuration shown on roof, gutters, trim, etc. if left on building surfaces for a long enough time. The roof should be periodically these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the �-© �S R PERMIT # 1 building not indicated on these drawings. BUTTE COUNTY DEVELOPMENT SERVICES Safety Commitment - The Metal Building Manufacturer has a commitment to manufacture quality building REVIEWED FOR / S components that can be safely erected. However, the safety commitment and job site practices of the erector CODE COMPLIANCE are beyond the control of the building manufacturer. It is strongly recommended that safe working conditions and accident prevention is the top priority of any job site. Local, State and Federal safety and health standards, whether standard statutory or customary, should always be followed to help ensure worker safety. jj B DATE c >' Make certain all employees know the safest and most productive way to erect a building. Emergency procedures OROVILLE, CA 95966 should be known to all employees. Daily meetings highlighting safety procedures are also recommended. The use SBA® 9� 41f(ft�F� of hard hats, rubber sole shoes for roof work, proper equipment for handling material, and safety nets where fYlA v� �F� iJ applicable, are recommended. For purposes of determining lift requirements, no bundles supplied by the BUILDING ID JOB NUMBER SHEET NUMBER ISSUE manufacturer will exceed 4000 lbs. For further information also reference the bill of materials for individual member weights of Other structural members. If additional information is required contact the customer service ME 1 DEVELOP*�� department. SERVICES DESIGN LOADING THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY: CBC 13 THE BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. FRAME / ROOF DEAD LOAD SUPERIMPOSED 2.000 PSF COLLATERAL (LIGHTS) 1 PSF FRAME / ROOF LIVE LOAD 12 AO.00 PSF RISK CATEGORY II - Normal SNOW LOAD 1.00 GROUND SNOW LOAD (Pg) 0.0000 PSF SNOW LOAD IMPORTANCE FACTOR (Is) 1.0000 FLAT ROOF SNOW LOAD (Pf) 0 PSF SNOW EXPOSURE FACTOR (Ce) 1.0 THERMAL FACTOR (Ct) 1.00 WIND LOAD ULTIMATE WIND SPEED 110 MPH WIND EXPOSURE CATEGORY C TOPOGRAPHICAL FACTOR 1.0 INTERNAL PRESSURE COEFFICIENT (GCpi) 0.18 /-0.18 ZONE 4, COMPONENT WIND LOAD 5 1oFT2 24.171 PSF PRESSURE -26.185 PSF SUCTION ZONE 5, COMPONENT WIND LOAD < 10FT2 24.171 PSF PRESSURE -32.167 PSF SUCTION ZONES PER ASCE 7-10; FIG. 30.4-1 ZONES PRESSURES SHOWN ARE UN -FACTORED RAIN INTENSITY 5 -MINUTE DURATION, 5 -YEAR RECURRENCE (I1) 4.0000 IN/HOUR 5 -MINUTE DURATION, 25 -YEAR 6.0000 IN/HOUR RECURRENCE (12) SEISMIC LOAD DRAWING INDEX SEISMIC IMPORTANCE FACTOR (le) 1.00 Ss 0.5950 SD, 0.5252 S1 0.2610 SDI 0.3268 SITE CLASS D SEISMIC DESIGN CATEGORY D ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE TRANSVERSE LONGITUDINAL FRONT BACK BASIC FORCE RESISTING SYSTEM- C4 B3 B3 ESPONSE MODIFICATION COEFFICIENT(R) 3.25 3.25 3.25 SYSTEM OVER -STRENGTH FACTOR(00) 3.0000 2.0000 2.0000 EISMIC RESPONSE COEFnciENT(C,) 0.162 0.162 0.162 LDG DESIGN BASE SHEAR (V) 2.65 (k) 2.64 (k) THE TRANSVERSE DIRECTION IS PARALLEL TO THE RIGID FRAMES THE LONGITUDINAL DIRECTION IS PERPENDICULAR TO THE RIGID FRAMES BASIC FORCE RESISTING SYSTEM - C4. STEEL ORDINARY MOMENT FRAME B3. STEEL ORDINARY CONCENTRIC BRACED FRAMES H. STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE G2. INVERTED PENDULUM SYSTEMS CANTILEVERED COLUMN SYSTEMS DRAWING STATUS ❑ FOR APPROVAL THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. ❑ FOR CONSTRUCTION PERMIT THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. ❑x FOR ERECTOR INSTALLATION FINAL DRAWINGS FOR CONSTRUCTION. FOR QUESTIONS OR ASSISTANCE CONCERNING ERECTION CALL' 1-800-643-5555 MONDAY - FRIDAY 7:30AM TO 5:00PM ENGINEERING SEAL THIS CERTIFICATION COVERS PARTS MANUFACTURED AND DELIVERED BY THE MANUFACTURER ONLY, AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS, FOUNDATION DESIGN AND ERECTION OF THE BUILDING. THESE DRAWINGS AND THE METAL BUILDING SYSTEM THEY REPRESENT ARE THE PRODUCT OF AN AFFILIATE OF NCI GROUP, INC. - 10943 N. SAM HOUSTON PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY AN AFFILIATE OF NCI GROUP, INC. AND IS NOT THE ENGINEER -OF -RECORD FOR THE OVERALL PROJECT. Foundation Desian - The Metal Building Manufacturer is not responsible for the design, materials and DRAWING INDEX ISSUE PAGE DESCRIPTION 0 Cl COVER SHEET 0 F1 ANCHOR BOLT PLAN 0 F2 ANCHOR BOLT REACTIONS 0 F3 ANCHOR BOLT DETAILS 0 E1 ROOF FRAMING PLAN 0 E2 FRONT SIDEWALL 0 E3 BACK SIDEWALL 0 E4 LEFT ENDWALL 0 ES RIGHT ENDWALL 0 E6 FRAME CROSS SECTION 0 DETI-8 STANDARD DETAILS DRAWING STATUS ❑ FOR APPROVAL THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. ❑ FOR CONSTRUCTION PERMIT THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. ❑x FOR ERECTOR INSTALLATION FINAL DRAWINGS FOR CONSTRUCTION. FOR QUESTIONS OR ASSISTANCE CONCERNING ERECTION CALL' 1-800-643-5555 MONDAY - FRIDAY 7:30AM TO 5:00PM ENGINEERING SEAL THIS CERTIFICATION COVERS PARTS MANUFACTURED AND DELIVERED BY THE MANUFACTURER ONLY, AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS, FOUNDATION DESIGN AND ERECTION OF THE BUILDING. THESE DRAWINGS AND THE METAL BUILDING SYSTEM THEY REPRESENT ARE THE PRODUCT OF AN AFFILIATE OF NCI GROUP, INC. - 10943 N. SAM HOUSTON PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY AN AFFILIATE OF NCI GROUP, INC. AND IS NOT THE ENGINEER -OF -RECORD FOR THE OVERALL PROJECT. Foundation Desian - The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only location, diameter and projection of the anchor rods required to attach the Metal Building System to the foundation. It is the responsibility of the end customer to ensure that adequate provisions are made for BUILDING SIZE: 40'-0" x 60'-0" x 14'-0" 1.0:12 specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed ISSUE DATE DESCRIPTION BY CK -0 DSN loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 and A3) 0 2/ 2/15 FOR ERECTOR INSTALLATION AKT CM HERITAGE 2612 GRIBBLE STREET Dissimilar Materials - Never allow your roof to come in contact with, or water runoff from, any dissimilar metal BUILDINGSYSTEMS NORTH LITTLE ROCK, AR 72114 1-800-643-5555 including but not limited to: Copper and Arsenic Salts used in treated lumber, Calcium used in concrete, mortar Evmb&bed1979 and grout. Debris Removal - Any foreign debris such as sawdust, dirt, animal droppings, etc. will cause corrosion of the PROJECT: THE STEEL BUILDER roof, gutters, trim, etc. if left on building surfaces for a long enough time. The roof should be periodically CUSTOMER: OWNER: DANIEL HAYS inspected for such conditions and if found, they should be removed. LOCATION: OROVILLE, CA 95966 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE Rev. 8/12/14 2/ 2/15 N.T.S. 1 I A 14-B-74811 C1 0 / . ltd L. C72875 h Exp. 0613012016 * 02/06/15 CF r,41.1F 1 1/2" co 60'-0" OUT—TO—OUT OF STEEL —0" - 20'-0"20'-0" O Dia= 5/8" * Dia= 3/4" Y _T 00 I 1 /2" STEEL LINE 112 ' FIN. FLOOR N N W / � O J = W � /Z Q d CONCRETE NOTCH DETAIL X—tlracing 12 20'—o" i ANCHOR BOLT PLAN' AFP: 4 ~ NOTES FOR REACTIONS FRAME LINES: 2 3 Line Line My Do Width Length Thick (in) 13UTTE COUNTY INTY G 1 C 2 0.625 7.000 BUILDING REACTIONS ARE BASED ON 0.250 0.0 yy•� BUILD{NG Mil\/'i»J1i3 1 B 2 0.625 7.000 (A> 0.250 0.0 THE FOLLOWING BUILDING DATA. 4 A 2 0.625 7.000 4 B 2 0.625 7.000 8.000 8.000 0.250 00 0.250 0.0 rr COLUMN LINE 4 C 2 0.625 7.000 8.000 0.250 0.0 WIDTH (FT) = 40 LENGTH (rT) = 60 + EAVEHEI HT (FT) = 14 / 14 ROOf SLOPE rise/12) = 1.0:12 / 1.0:12 DEAD LOAD sf) = 2.000 r• J COLLATERAL L AD (psf) = 1 ROOF LIVE LOAD (psf) = 20.00 , FRAME LIVE LOAD (sf) = 12' . ROOF SNOW LOAD ps) = 0 f GROUND SNOW LOA (psf) = 0.0000 WIND SPEED (MPH) = 110 WIND CODE = CBC 13 EXPOSURE = C ` CLOSED/OPEN = Closed = IMPORTANCE - WIND = 1.00 IMPORTANCE - SEISMIC = 1.00 SEISMIC ZONE = 0 '. H H ANCHOR BOLT SUMMARY.' _ RIGID FRAME: ANCHOR BOLTS & BASE PLATES *I Dia Proj w Oty Locate (in) Type (in) , Frm Col Anc._Bolt Base -Plate (in) Grout ' •. F 0.8 Jamb 5/8' 1554 2:00 Line Line Qty Dio - Width Length Thick (in) O 12 Endwall 5/8• F1554 2.00 ` 0 16 Frame 3/4' F1554 �; 2.50 2- C 4 0.750 6.000 10.50 0.375 0.0 2* A 4 0.750 6.000 10.50 0.375 0.0 GENERAL NOTES , 26 Frame lines 2 3 1. THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS RIGID FRAME: AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS Frame BASIC ;-- ) COLUMN REACTIONS �-Live- (k) _ WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 2. REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD Column Line Line 2• C -----Dead-----Collateral- Horiz Ve 1 Horiz `-,Ve 0.4 11:2 0.2 �.(0 �'1'Z --------Wnd_Leftl--Wind---wnd'Left2- Horiz Vert Horiz tVert j Horiz Vert t Horiz ''Vert ) 1.9 � -4.4 0.3 `-4:8 `=4.7 GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE . 2' A -0.4 -0.2 `0:4' ��-7.9 -1.9 4.8 -0.3 -4.8 4.4 -4.4 -7.9 -0.4 -1.5 REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES '� L C� /1 �-"Y �' "'" Frame Column -Wind- --H nd_Langl--Wind_Long2--Seismic_Left % Seismic_Rightl-Seismic Long `Vert AND CONCRETE DESIGN. THE FACTORS APPLIED TO LOAD GROUPS Line Une Horiz Wert_ _-Horiz \Vert Horiz Vert -) Horiz Vert„ Horiz Vert t Horiz 1 FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE z� C 0.4 =1:5 -0.5 -8.7 -0.7 -7.4 -0.5 -0.4 0.5 0.4 0.0 -1.0 FACTORS USED IN THE FOUNDATION DESIGN. 2' A 4.4 -4.7 0.7 -7.4 0.5 -8.7 ' -0.5 0.4 0.5 -0.4 0.0 -1.0 3. THE MANUFACTURER DOES NOT PROVIDE 'MAXIMUM' LOAD 2. Frame lines: 2 3 COMBINATION REACTIONS. HOWEVER, THE INDIVIDUAL LOAD REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUN TION DESIGN Wnd Wnd 4. THE METAL BUILDING MANUFACTURER IS RESPONSIBLE FOR THE Frm Cal Dead Callat Live Wind_Left1 Wind_Ri htt 9 Wind_Left2 Wind_Ri ht2 Press 9 Suct DESIGN OF THE ANCHOR BOLT DIAMETER ONLY TO PERMIT THE Line Line Vert Vert Vert Harz Vert Harz Vert Harz Vert Harz Vert Harz Hoa TRANSFER OF FORCES BETWEEN THE BASE PLATE AND THE I C 0.2 0.1 1.6 1.3 -3.0 0.0 -0.1 1.3 -3.0 0.0 -0.1 0.0 0.0 ANCHOR BOLT IN SHEAR, BEARING AND TENSION, BUT IS NOT RESPONSIBLE FOR THE ANCHOR BOLT EMBEDMENT FOR TRANSFER - 0.1 1.6 0.3 03 OF FORCES' TO THE FOUNDATION. THE METAL BUILDING 4 A 0.2 -1.1 00 -2.8 -1.1 0.0 -2.1 0.0 0.0 MANUFACTURER DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR 4 B 0.7 0.2 4.9 0.0 -3.8 1.3 -5.8 0.0- -3.8 1.3 -5.8 -2.7 2.9 - THE DESIGN, MATERIAL AND CONSTRUCTION OF THE FOUNDATION 4 C 0.2 0.1 1.6 0.0 -1.1 0.0 -2.1 0.0 -1.1 0.0 -2.1 0.0 0.0 EMBEOMENTS. THE END USE CUSTOMER SHOULD ASSURE HIMSELF THAT ADEOUATE PROVISIONS ARE MADE IN THE FOUNDATION DESIGN FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE Frm Col Wind_LongI Wind_Lon92 Seis_Left Seis_Right BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF Line Line Harz Vert Hoa Vert Horz Vert Harz Vert THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE.I C 0.0 -2.0 0.2 -1.2 0.7 -0.5 0.0 0.6 IT IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF THE BUILDING BE DESIGNED 6Y A REGISTERED PROFESSIONAL 1 8 1 A 0.2 0 0.0 (-1.Q, 0.0 7 0.0_2:1a 0.0 0.5 0.7 -0.6 0.0 0.0 0.0 0.0 ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, 4 A 0.0 0 0.2 0.7 -0.5 0.0 0.6 (SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL) 4 B 0.2 0.0 -4.7 0.0 0.5 0.7 -0.6 5. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. 4 C 0.0 1.0 0.0 -2.1 0.0 0.0 0.0 0.0 (UNLESS NOTED) "36 6. ANCHOR RODS ARE ASTM F1554 GRADE MATERIAL UNLESS ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES NOTED OTHERWISE. Frm Coll Anc._Bolt Base -Plate (in) Grout ISSUE DATE DESCRIPTION BY CK'D DSN HERITAGE 0 2/ 2/15 FOR ERECTOR INSTALLATION AKT CM 2612 CRIBBLE STREET BUILDING SYSTEMS NORTH 1L1 rLE 00-6043-55 5 72114 y LM PROJECT: THE STEEL BUILDER CUSTOMER: OWNER: DANIEL HAYS LOCATION: OROVILLE, CA 95966 CAD . DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/ 2/15 N.T. s. 1 A 14-B-74811 F2 D c_lV\ C72875 Exp. 06/30/2016 02/06/15 CfVl4 �Q.� 10F GN.1F Line Line My Do Width Length Thick (in) 13UTTE COUNTY INTY G 1 C 2 0.625 7.000 8.000 0.250 0.0 yy•� BUILD{NG Mil\/'i»J1i3 1 B 2 0.625 7.000 8.000 0.250 0.0 /� , Ai sy'yf9 aa'� ✓ Pa 4 A 2 0.625 7.000 4 B 2 0.625 7.000 8.000 8.000 0.250 00 0.250 0.0 . 4 C 2 0.625 7.000 8.000 0.250 0.0 ISSUE DATE DESCRIPTION BY CK'D DSN HERITAGE 0 2/ 2/15 FOR ERECTOR INSTALLATION AKT CM 2612 CRIBBLE STREET BUILDING SYSTEMS NORTH 1L1 rLE 00-6043-55 5 72114 y LM PROJECT: THE STEEL BUILDER CUSTOMER: OWNER: DANIEL HAYS LOCATION: OROVILLE, CA 95966 CAD . DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/ 2/15 N.T. s. 1 A 14-B-74811 F2 D c_lV\ C72875 Exp. 06/30/2016 02/06/15 CfVl4 �Q.� 10F GN.1F Dia= 5/8° N 8° N r ° N L ° J � N DETAIL A Dia = 5/8- 8" o c� a <n T— ° all DETAIL B Dia= 3/4° — T•— 1& 18f 4° r - 3" 2° �-+- 2° 8 1/4° ' SW 1 1/2' , See Plan j DETAIL C Dia= 5/8° 3 1 2° 7-1 —1 O m i O 4" LJ 1 r SW - �!..r TE COUNTY 1 1 t/z° 3/4. E: a�_ fY Ea DIVISION See Plan . APPROVED DETAIL D Framed Opening Width 1 3/4 1 3/4.00 _ / Door Opening Width / ISSUE DATE DESCRIPTION BY CK'D OSN Equal Equal 1/4. 4 Equal Equal 1 1 4 0 2/ 2/15 FOR ERECTOR INSTALLATION AKT CM -HERITAGE 2612 GRIBBLE STREET - NORTH LITTLE ROCK, AR 72114 NN BUILDSTEMS 1-800-643-5555 J5 O� Steep PROJECT: THE STEEL BUILDER Line + r� + Steel Line + • 4 C72875 m �n 4+Ramp + t t EV, 06130QO16 (If Required) CUSTOMER: OWNER: DANIEL HAYS 02/06/15 LOCATION: OROVILLE, CA 95966 �,q C i? V 1�-e ARDi Framed Opening AR Layout AR Dia Walk Door AR Layout CAD DATE SCALE PHASE BUILDING ID . JOB NUMBER SHEET NUMBER ISSUE SCA\ F 5/8"1 1 2' 2/ 2/15 N.T.S. 1 A 14-B-74811 F3 0 CN N '-0" OUT— r—IOALJL P-2 IU 8X25Z16 w ISL 1/2" r—IOALJL P-2 IU 8X25Z16 LI —1 22'-3 ISL 1/2" P-3 8X25Z16 21'-1 1/2" E-1 8ESIL14 19'-11 1/2" E-2 8ES1L14. 19'-11 1/2" E-3 8ES1L14 19'-11 1/2 " E-4 8ES1L14 19'-11 1/2e (14) r ¢ E-5 GLJIL1419 —11 1/2 r CB -4 1/4' CABLE 26'-9" 20'-0" co C C , cn N w M r OU pp 1 N PURLIN LAP GENERAL NOTES:' 1. INSTALL ALL PURLIN AND FLANGE BRACES (FB) AS SHOWN. 2. ROOF PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. STRUT PURLINS, IF PROVIDED, MUST BE INSTALLED AND FASTENED TO ROOF SHEETING PER "PBR" PANEL ROOF DETAIL. 4. DO NOT ADD ANY ADDITIONAL ROOF OPENINGS WITHOUT BUILDING MANUFACTURER APPROVAL OR PROFESSIONAL ENGINEER APPROVAL. 5. 00 NOT STACK SHEET BUNDLES ON ROOF. ONLY RAISE INDIVIDUAL SHEETS AS NEEDED. 6. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. 3/4' 1'-1 3/4' ROOF FRAMING PLAN ISSUE I DATE DESCRIPTION 0 1 2/ 2/15 1 FOR ERECTOR INSTALLATION c ROOF SHEETING PANELS: 26 Ga. PR Galvalume cm DSN 1% H RITAGE 2612 GRIBBLE STREET 11NORTH LITTLE ROCK, AR 72114 BUILDING SYSTEMS 1-800-643-5555 JC2 C72875 m PROJECT: THE STEEL BUILDER Ev, 06130/2016 CUSTOMER: OWNER: DANIEL HAYS 02/06/15 LOCATION: OROVILLE, - CA 95966 C i V 1\-� CAD DATE SCALE I PHASE BUILDING IDJOB NUMBER SHEET NUMBER ISSUE gj�10F 2/ 2/15 N.T.S. 1 A 14—B-74811 E1 0 CD 0GHT IPAOELI •I F52—B L_ J (14) F- -1. t _ I I _ DIGHT , AOEU —81 I O I O M w U L< LC � M o0 I I N =) N l0 C O O N �N BUTTE COUNT V BUILDING DIVISION A APPROVED c ROOF SHEETING PANELS: 26 Ga. PR Galvalume cm DSN 1% H RITAGE 2612 GRIBBLE STREET 11NORTH LITTLE ROCK, AR 72114 BUILDING SYSTEMS 1-800-643-5555 JC2 C72875 m PROJECT: THE STEEL BUILDER Ev, 06130/2016 CUSTOMER: OWNER: DANIEL HAYS 02/06/15 LOCATION: OROVILLE, - CA 95966 C i V 1\-� CAD DATE SCALE I PHASE BUILDING IDJOB NUMBER SHEET NUMBER ISSUE gj�10F 2/ 2/15 N.T.S. 1 A 14—B-74811 E1 0 02 L ---------- -- ---RAI-1 — r3 — — — — -----_--- — — — — 7 C I of I ] ', C EC -3 RR —3 RF1-3. EC -4 IP 4'-0" I 12'-0" I 4 —0" I 1'-6� 12'_0"' ' I 6'-6" GIRT LAPS 1'-1 3/4' SIDEWALL FRAMING: FRAME LINEA (Gutter with 3 downspouts) F761—B F761—R N cV GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. SIDEWALL SHEETING & -TRIM: FRAME LINE A I BUT7E COUNTY BU11101INO DIVISION' APPROVED PANELS: 26 Go. PR — Light Stone ISSUE DATE DESCRIPTION BY CK'D DSN 0 2/ 2/15 FOR ERECTOR INSTALLATION AKT CM HERITAGE 2612 GRIBBLE STREET NORTH LnTLE ROCK, AR 72114 BUILDING SYSTEMS 1-800-643-5555 CO 0. -, 4 C72875 01 PROJECT: THE STEEL BUILDER EXp, 06/3012016 ' CUSTOMER: OWNER: DANIEL HAYS 02/06/15 LOCATION: OROMLLE, CA 95966CIVt4 Q - CAO - DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 'q!�� 2/ 2/1s N.T.S.1 a 14—B-74811 E2 0 SJ -1 81`25C13 1'-3 1/4- E-1 8ES1L14 19'-11 1/2- E-2 8ES1L14 19'-11 1/2' E-3 8ESIL14 19'-11 1/2; G-3 8X25Z16 3'-9' G-4 8X25C16 19'-11 1/2" G-5 8X25Z16 4'-11" G-6 8X25Z16 22'-5" G-7 8X25Z16 20'-3 1/2" G-8 8X25C16 19'-11 1/2" G-9 8X25Z16 6'-3' CB -3 1 4' CABLE 24'-4' CONNECTION PLATES • FRAME LINE A OID MARK PART 1 SC -5 2 SC524—L 3 SC524—R BUT7E COUNTY BU11101INO DIVISION' APPROVED PANELS: 26 Go. PR — Light Stone ISSUE DATE DESCRIPTION BY CK'D DSN 0 2/ 2/15 FOR ERECTOR INSTALLATION AKT CM HERITAGE 2612 GRIBBLE STREET NORTH LnTLE ROCK, AR 72114 BUILDING SYSTEMS 1-800-643-5555 CO 0. -, 4 C72875 01 PROJECT: THE STEEL BUILDER EXp, 06/3012016 ' CUSTOMER: OWNER: DANIEL HAYS 02/06/15 LOCATION: OROMLLE, CA 95966CIVt4 Q - CAO - DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 'q!�� 2/ 2/1s N.T.S.1 a 14—B-74811 E2 0 H2 G-10 G-11 G-12 RAME LINE C IARK PART G0� c'9J E-4 8ES1L14 19 -11 1 E-2 8ESIL14 02 E-5 RA1-1 19'-11 1 T3 EC -5 GIRT LAPS Y F761 -BL F7660 -BL I I RF1-1 RF1-1 V-1 3/4; V-11 3/4' _V-1 3/4' SIDEWALL FRAMING: FRAME LINE C Y (Gutter with 3 downspouts) F2955-8. F766-8 EC -1 Y. F761 -BR F760 -BR IEMBER TABLE RAME LINE C IARK PART LENGTH E-4 8ES1L14 19 -11 1 E-2 8ESIL14 19'-11 1 E-5 8ESIL14 19'-11 1 G-10 8X25Z16 21'-1 1/ G-11 8X25Z16 22'-3 1/ G-12 8X25Z16- 21;-1.1/ GENERAL NOTES: a 072875 m 1. INSTALL ALL GIRTS-AND FLANGE BRACES (FB) AS SHOWN. PROJECT: THE STEEL BUILDER 06130016 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CUSTOMER: OWNER: DANIEL HAYS 02/06/15 M LOCATION: OROVILLE, CA 95966 �'vj4 �Q APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METALO,c CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 9 SHAVINGS CAUSED BY DRILLING. 2/ 2/15 N.T.S. 1 A 14—B-74811 E3 0 M IEMBER TABLE RAME LINE C IARK PART LENGTH E-4 8ES1L14 19 -11 1 E-2 8ESIL14 19'-11 1 E-5 8ESIL14 19'-11 1 G-10 8X25Z16 21'-1 1/ G-11 8X25Z16 22'-3 1/ G-12 8X25Z16- 21;-1.1/ BUTTE COUNTY BUILDING DIVIStIO a APPPOVE SIDEWALL SHEETING & TRIM: FRAME LINE C PANELS: 26 Go. PR - Light Stone ISSUE DATE DESCRIPTION 0 2/ 2/15 FOR ERECTOR INSTALLATION C DSN HERITAGE AKT CMM � - 2612 CRIBBLE STREET NORTH LITTLE ROCK, AR 72114 BUILDSTEMS 1-800-643-5555' Q J� GENERAL NOTES: a 072875 m 1. INSTALL ALL GIRTS-AND FLANGE BRACES (FB) AS SHOWN. PROJECT: THE STEEL BUILDER 06130016 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CUSTOMER: OWNER: DANIEL HAYS 02/06/15 CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT LOCATION: OROVILLE, CA 95966 �'vj4 �Q APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METALO,c CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 9 SHAVINGS CAUSED BY DRILLING. 2/ 2/15 N.T.S. 1 A 14—B-74811 E3 0 - C 8" 19'-4" 12 1 RAI — I C 40'-0" OUT—TO—OUT OF STEEL 19'-4" g" 1 RAI -1 - 12 EC -1 EC -2 EC -3 ENDWALL FRAMING: FRAME LINE -1 Q1° r 12 F160—B 1"12 F764 F764 F76❑4 GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. BOLT TABL FRAME LINT LOCATION ER-1/ER:: EC -1 R-1 ER BUTTE COUNTY BUILDING DIVISION APPROVED ENDWALL SHEETING & TRIM: FRAME LINE 1 EC-1 8F25C16 12'-5 3/8" PANELS: 26 Go. PR — Light Stone EC -2 81`25C13 13'-10 1 8" EC -3 81`25C 16 12'-5 3X" Q .ER -1 101`25C12 20'-0 9/160 GRIBBLE STREET NORTH LITTLE ROCK. AR 72114 ER=2 IOF25C12 20'-0 9/16 - BUILDING SYSTEMS G-1 8X25Z16 18'-8" G-2 8X25Z16 18'-11 3/4" CB -11/4" CABLE 23'-7" C72875 Exp. 06/3012016 CB -2 1 4" CABLE 22'-10" CUSTOMER: OWNER: DANIEL HAYS FLANGE BRACE TABLE FRAME LINE 1 CFVJ\ Q DID MARK LENGTH " 1 FB3012'— 6 CONNECTION PLATES 9 FRAME LINE 1 CAD DATE ❑ ID I MARK PART PHASE 1 1 SC -5 BUTTE COUNTY BUILDING DIVISION APPROVED ENDWALL SHEETING & TRIM: FRAME LINE 1 - PANELS: 26 Go. PR — Light Stone ISSUE DATE DESCRIPTION 0 2/ 2/15 FOR ERECTOR INSTALLATION BY CK'D DSN AKT 'CM HERITAGE 2612 Q GRIBBLE STREET NORTH LITTLE ROCK. AR 72114 .��� �. - BUILDING SYSTEMS 1-800-643-5555 f^ _ — m PROJECT: THE^ STEEL BUILDER C72875 Exp. 06/3012016 CUSTOMER: OWNER: DANIEL HAYS 02/06/15 LOCATION: OROVILLE, CA 95966 CFVJ\ Q ' 9 CAD DATE SCALE PHASE BUILDING ID JOB NUMBERSHEET NUMBER ISSUE r 01A - 2/ 2/ 2/15 N.T.S. 1 I A 14-8-74811 E4 C1q�1F o BOLT TABLE FRAME LINE 4 ' 40'-0" OUT -TO -OUT OF STEEL LOCATION QUAN TYPE DIA L A B C Colum sR Raf 4 A325 5 8° 1 8" 19'-4" 19'-4" 8" 1"h�' MEMBER TABLE 12 RAI -1 RAI -1 17 FRAME LINE 4 _..__.. ER -2 TA5F830 IrbJu rt1Ju FB30 r L�-Z orLJUij -iuER-1 i oFB30 EFB30— — — — — — — _ _ — FB30- C EC -4 8F25C16 12'-5 3 8° FB30 � Ba EC -5 81`25C 16 12'-5 3/8° _ — — — ER -1 101`25C1220-0 9/16° — — — — - ER -2 tOF25C12 20'-0 9/16° G-1 8X25Z16 18'-8" r G-2 8X25Z16 18-11 3/4° • 04 I CB -1 1/4° CABLE 23'-7" G-1 G-2 I CB -2 4° 1 CABLE 1 22'-10" FLANGE BRACE TABLE cn I I '7L FRAME1'7L 4 LENGTI D4 C4 p4 1 F630 2 -6 o G- G-2 CONNECTION PLATES FRAME LINE 4 ❑ 11D SCRS PART • �i _I Gem _ CB 2 - � - - a I • • ' . . Ee RAI -1 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — E 3 I . -1 0 EC -4 EC -2 EC -5 ENDWALL FRAMING: FRAME LINE 4 12 F160 -B 1" 12 F764 F764 _ F76❑4-L — — F764 -R 0 GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. ' BU17E COUNTY BU(jIILDIN��C(j DIVIS.�C3��1 + / • C i Ori +`t ,s°+' ENDWALL SHEETING & TRIM: FRAME LINE 4 PANELS: 26 Go. PR - Light Stone ISSUE DATE DESCRIPTION 0 2/ 2/15 FOR ERECTOR INSTALLATION BY 'CK'O DSN i fmmTAGE iy 1p, Q AKT CM . 2612 GRIBBLE STREET r/� NORTH LITTLE ROCK, AR 72114 �.V .(�N �• BU1LD 1-800-643-5555 C J5 O� �Y9STEMS m 072875 PROJECT: THE STEEL BUILDER Exp. 06130/2016 CUSTOMER: OWNER:' DANIEL HAYS 02/06/15 LOCATION: _ OROVILLE, CA 95966 F V 1\-� CAD DATE SCALE PHASE BUILDING ID JOB NUMBERSHEET NUMBER ISSUE 2/ 2/15 . N.T.S. 1 A 14—B-74811 E5 o `` SPLICE BOLT TABLE '. MEMBER TABLE 36'-10 1/2" CLEARANCE +/— . Web Deg th Mark Web Plate Outside Flange Inside Flange Mark Top Bot Int Type Dia Length Start End Thick Length W x Thk x Length W x Thk xLen th 4" " SP -1 4 4 0 A325 3 2 / - r. _ RFI -1 10.0 10.0 10.0/10.0 0.134 148.9 0.250 11.8 5 x 1/4 x 159.8 5 x 1/4" x 18.5 5 x 1 4 x 1 48.9 SP -2 4 4 0 A325 3/4" 1 3/4' C RF1-2 8.0/ 8.0 0.134 221.6 5 x 1/4' x 220.9 5 x 1/4" x 220.9 • RFI -3 10.0/10.0 0.250 11.8 5 x 1/4" x 18.5 5 x 1/4" x 148.9 FLANGE BRACES: BOTH SIDES(UNLESS NOTED)10.0 10.0 0.134 148.9 5 x t 4" x 159.8 FBxxA(1): xx=length(in) �, 1 .4 U _ co+ Q rn z Of A — L2X2X14G • ' 0 2/ 2/15 FOR ERECTOR INSTALLATION ` HERITAGE Q1" 12 SKY -LIGHT . SKYLIGHT—====_�. i==__=___— - - c=--- F52 -B 9'-11 1 2",� s 9'-11 1 2" 3j"FB 4 ! 4 19'-6 3 4"; ' 17" % rl 19-6 3 4" -4" 26 Ga. PBR, GalValume 1 1 —4" ` 4 4'-8 3 16" , z 4 ®4'-8 3 16" ; F629.3A 1 F829.3A(1) �R ; - - 12 Y F829.3A 1) — - — ` 0 F829.3A(1) FB2 (1) ---- ----� V F829.3AI r .---�--� f 0 I N QO Lm 8 1/ GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2' DIAMETER ARE SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE -SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004'. PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN -OF -NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE -TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN -OF -NUT METHOD IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SUP CLITICAL. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN 36'-10 1/2" CLEARANCE +/— . co 1/4" SOA 40'-0" OUT—TO—OUT OF STEEL o mDl E I I _ coU Z I I �+ M mac U _ co+ Q rn z Of 0 2/ 2/15 FOR ERECTOR INSTALLATION AKi CM HERITAGE 2612 GRIBBLE STREET -NORTH LITTLE ROCK, AR 72114 Q .\\� �. U coz U t-800-643-5555 .. J5 0 Bmh6S6e IM 7 4 072875 m PROJECT: THE STEEL BUILDER Exp. 06130!2016 8 1/ GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2' DIAMETER ARE SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE -SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004'. PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN -OF -NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE -TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN -OF -NUT METHOD IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SUP CLITICAL. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN 36'-10 1/2" CLEARANCE +/— . 10 1/2" 1 8 1/4" SOA 40'-0" OUT—TO—OUT OF STEEL RIGID FRAME ELEVATION: FRAME LINE 2 .3. ISSUE DATE DESCRIPTION BY CK'D DSN 0 2/ 2/15 FOR ERECTOR INSTALLATION AKi CM HERITAGE 2612 GRIBBLE STREET -NORTH LITTLE ROCK, AR 72114 Q .\\� �. ` BUILDING SYSTEMS t-800-643-5555 .. J5 0 Bmh6S6e IM 7 4 072875 m PROJECT: THE STEEL BUILDER Exp. 06130!2016 CUSTOMER:, OWNER: DANIEL HAYS 02/06/15 LOCATION: OROVILLE, CA 95966 meq. 9 CAD. DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE Ofi CAL\F Icjvl4 2/ 2/15 N.T.S. 1 A 14-8-74811 E6 0 Steel Line (1) #1B j 1/4 (2) 1/2" x 1 1/4" A325 Bolts 0 0 RA1 o Rake Angle -------------- Purlin EW Rafter Flange Brace (At Each Purlin) 1 /2" x 1 1/4" A325 Bolts (Typ.) (U.N.) A5 SECTION THRU COLD FORMED RAFTER 1/2" x 1 1/4" A325 Bolts (Typ.) (U.N.) D4 CORNER COLUMN TO WALL GIRT Purlin A (2)1/2"x1 1/4' A325 M. Bolts ' r _ An Clip 3/16" Plate_ Rafter EW Rafter Purlin Clip 2" 2" 3/16" Plate Ii of Rafter t ( ) = Reher Io nncnor Doli Plan E 5 BASE PLATE FOR DOOR JAMB OO • Purlin Clip 3/16" Plate Anti -Roll Clip , 3/16' Plate ` 3 16" 3 EW'Column (4) 5/8" x 1 1/2" 3/16" 3 3/16" 3 A325 Bolts (Typ. Cold Formed Rafter M 'n Fr R ft - U.N. on Endwall ai ame a er 11 11 11 W Welded Plate EW Girt 5/8 x 1 11L . A325 Bolts Drawing) 1 /2 x 1 1 /4 A325 Bolts Section A (Typ.) (U.N.) (Typ.) (U.N.) PURLIN ANTI—ROLL CLIP B4 ENDWALL COLUMN.. TO 'RAFTER C4 CEE ENDWALL COLUMN TO WALL GIRT End Plate "C" Endwall Width Varies Rafter ^_or Jb am EW Column A _ 0 0 0 0 v+ I 0 0 I I II 0 0 II a 1 1 �L 0--0 1I Endwall Column Section "A" (*) = Refer To Anchor Bolt See Endwall Drawing For Bolt Dia. And `Type. • r '.1e�1�� Plan =,a t�sF C ` L�;iw�. CERA E8 BASE PLATE FOR ENDWALL COLUMN F23 RAFTER SPLICE AT`_SU�RFAC'ExGHANGE DATE DESCRIPTION 2/ 2/15 FOR ERECTOR INSTALLATION HERITAGE 2612 GRIBBLE STREET Q ~� NORTH LITTLE ROCK, AR 72114: •\\� �• fr STEMS BU1LD 1-800-643-5555 JCOEcwbfiskd IM 0� , C72875 m, PROJECT: THE STEEL BUILDER EV'0613012016 'a CUSTOMER: OWNER: DANIEL HAYS 02/06/15 LOCATION: OROMLLE, CA 95966 CAD • DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE q a� \F 2/'2/15 N.T.S. i A 14-B-74811 DEfI 0 Purlin Clip 3/16" Plate Anti -Roll Clip 3/16' Plate ( ) = Reher Io nncnor Doli Plan E 5 BASE PLATE FOR DOOR JAMB OO • Purlin Clip 3/16" Plate Anti -Roll Clip , 3/16' Plate ` 3 16" 3 EW'Column (4) 5/8" x 1 1/2" 3/16" 3 3/16" 3 A325 Bolts (Typ. Cold Formed Rafter M 'n Fr R ft - U.N. on Endwall ai ame a er 11 11 11 W Welded Plate EW Girt 5/8 x 1 11L . A325 Bolts Drawing) 1 /2 x 1 1 /4 A325 Bolts Section A (Typ.) (U.N.) (Typ.) (U.N.) PURLIN ANTI—ROLL CLIP B4 ENDWALL COLUMN.. TO 'RAFTER C4 CEE ENDWALL COLUMN TO WALL GIRT End Plate "C" Endwall Width Varies Rafter ^_or Jb am EW Column A _ 0 0 0 0 v+ I 0 0 I I II 0 0 II a 1 1 �L 0--0 1I Endwall Column Section "A" (*) = Refer To Anchor Bolt See Endwall Drawing For Bolt Dia. And `Type. • r '.1e�1�� Plan =,a t�sF C ` L�;iw�. CERA E8 BASE PLATE FOR ENDWALL COLUMN F23 RAFTER SPLICE AT`_SU�RFAC'ExGHANGE DATE DESCRIPTION 2/ 2/15 FOR ERECTOR INSTALLATION HERITAGE 2612 GRIBBLE STREET Q ~� NORTH LITTLE ROCK, AR 72114: •\\� �• fr STEMS BU1LD 1-800-643-5555 JCOEcwbfiskd IM 0� , C72875 m, PROJECT: THE STEEL BUILDER EV'0613012016 'a CUSTOMER: OWNER: DANIEL HAYS 02/06/15 LOCATION: OROMLLE, CA 95966 CAD • DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE q a� \F 2/'2/15 N.T.S. i A 14-B-74811 DEfI 0 ' y Roof Purlin Flange Brace Cli � g p Flange Brace Clip Steel Line 1 4' RF Column e Flange Brace ' ®, (As Required) _ RF Column Flange Brace ~ ® ®, (As Required) /te Strut Eave Strut ® ® o ® 1 ® ® ® I '®y> Additional o �, Flange Brace Additional`o Flange Brace ----------- ---- ,� (As Required)o° �,' (As Required)` Additional—;.--------- `'®o ---- Flange Brace (As Required) ®, Flange Brace ® ® o To. EW Rafter RF Rafter ' Wall Girt Wall Girt Flange Brace Clip , Endwall Rafter 1/2" x 1 1/4" A325. Bolts 1/2" x 1 1/4" A325 Bolts :.• 1/2" x 1 1/4" A325 Bolts ' 1 /2" x 1 1/4" A325 Bolts (TYP•) (U.N.) (TYP•) (U.N.) (TYp•) (U.N.)- (TYp.) (U. N.) G 2 ROOF PURLIN TO INTERIOR FRAME RAFTER H 2 WALL GIRT TO RIGID FRAME COLUMN H 4 WALL GIRT TO RIGID FRAME• COLUMN 6 LOW SIDE EAVE STRUT TO COLD FORMED RAFTER Eave Strut Door Jamb Wall Girt Rigid Frame Column .. -— Wall Girt � Eave Strut ------ I --- -- i ! Welded Clip R d=o - ia-DoorJamb Rigid Frame Wall Girt Door Jamb Column Rigid Frame Welded Clip Column Opening 1` Width - �o 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts + 1/2" x 1 1/4". A325 Bolts �ar��'�� Door Jamb (*) = Refer To Anchor Bolt \ (TYp•) (U.N.) (TYP•) (U.N.) • (TYP•) (U.N.) Plan COUNTY,a�,nn BUTTEq�, - _ J2 EAVE STRUT TO RIGID • FRAME K3 WALL GIRT TO • DOOR JAMB L8 DOOR JAMB TO WALL GIRT R2 ANCHOR BOLTS .r• 'p`Y9 i'%NM 4� 'Y 1 ! 1/1 Y iL%�� AT SIDEW-ALbA�COL NSA ED ISSUE DATE DESCRIPTION BY ' CK'D DSN J . - 0 2/ 2/15 FOR ERECTOR INSTALLATION AKT CM' - HERITAGE BUILDINGeSYSTEMS 2612 GRIBBLE STREET NORTH LITTLE ROCK, AR 72114 1-800-643-5555 - .\\0 �• C m C72875 "f PROJECT. •:. THE STEEL BUILDER Exp. 06I3012016 CUSTOMER: OWNER: DANIEL HAYS 02/06/15 LOCATION: OROVILLE, CA 95966 Cfvj4 q%��� CADSCALE PHASE BUILDING '2/2T/E,, ID JOB NUMBER SHEET NUMBER ISSUE .,DA N.T.S. 1 A 14-8-74811 DET2 0 (6) Stitch Screws Wall Bock Gutter 1/4"-14 x 7/8" (Shape May Vary) en Lap Tek Die Formed Tab 3 Steel Line Ridge Cap F52 - Downspout` F320 OR F313 o a 9 g m 2� m uew Member Screws Stitch Screw Tab end #12 S.D. Screw 12 -14 x 1 1/4" width (See Fastener Detail) at 5"-7"-5" O.C. _ Downspout Strap Front Wall Panel Anchors By Others* F f797 View Field e Doww spouI Downspout Base Angle (RA1) Fastener"#14 Ds Depth P Finished Floor V., F Downspout To Gutter Attachment Detail "PBRJ Peak Purlins" 1. Refer to the building erection drawings for the location and spacing of the downspouts. . 2 Locate all downspouts over a major pond rib if passable. * Minimum 1/4" Diameter Anchor Roof Panel 3. Make a cardboard template of the downspout shape . Place the template on the bottom of the gutter and trace the outline Remove the template and draw 1 1/2" or Equivalent Power -Driven Fastener q i a line from tamer to corner, forming an Y pattern. 4. Dn11 a whole at the center of the Y. Using lin snips, cut along the lines . At 24" On Center Maximum. _ 1 2" Ta a Sealant / p 4° 1/2" of the X only. Do not cut along the outside lines of the downspout square, w HW -507 .. 5. Bend each triangular lab down toward the ground, 90 Degrees to the bottom of the gutter. _ Downspout Strap Attachment Detail 6. Position the lop of the downspout under the gutter. Make sure all four inside of the downspout gutter tabs are onastener 4 SECTION THRU WALL. PANEL AND � „ • • .. .4" x s° Roll -Form �tthe gutter two 7. nsdesstall rand the front of14 rthehdownspoutthe wMtr receive fasteners.tab. Only the T3 PBR ROOF FIXED RIDGE DETAIL' , _ CONCRETE FOUNDATION Trim -80 TRIM -81 TRIM -98 i Gutter Strop F893 at 36" O.C. for ground snow Stitch Screw Cutter Field Notch Stitch Screw of 20#/sq.ft. or less. Install at 24" O.C. for - 1 4-14 x 7 8 SD / / " 1/2 1° - Top Lip �! �o ground snow greater than 20#/sq.ft. 1 3/4" 1 1/4° Inside Panel Closure with Continuous Tape RIn,kARoof Panel at 12" D.C. Tape Seal Rake F76 (2) Runs 1/4' Bead Rake Trim Urethane Tube Sextant Seal on top & bottom 't} Member (3) Stitch (Screws : of t oo anel 12-14 x Purlin 5 I 1/4'-14. 7/B° (Typ•)ten Rive nFastener #14 OP Il PStitch 1/8 x 3/16" Pop Rivet At 1D -0" O.C. a a B x Trim — Rake Scre (For F2295 Only)at o Rake Trim 0e 12" O.C. Member Screw r Lop Detail Flat Eave Trim 12-14 X 1 1/4" SD o 0 0 0 Cutte F2955 at 5", 7" 5" 1' Min. r Min. Field Cut & Bend r Member Screw Foam Cl Rake Trim Outsi e4:12 Overflow Slot 12-14 X 1 1/4" SID ostore p p stitch screw as Required 1/4* -14 x 7/8' at 6 D.C. Gutter °' stitch screw 1/4° -14X 7/8" SD Tape Mastic F760 at 12" O.C. - - Fastener 14 1/8 x 3/1 6 Pop Rivet Eave Strut 3 Standar (Fixed) Peak Box—, -. ox P8R Roof � at 36" O.C. For roof runs 100'-0" or less Rake Angle RAI -1 Overflow Slot OI NTS/ Wall FastenerBUTTE COUNTY VtV t F Outside Pane Standard Rake Trim Section stitch Screw Outside Panel -Closure 1/4•-14 7/8• 8UIMING DIVISION Gutter Lap Detail Closure Law Eave Detail Midwest - PBR Roof - Sheeted Wall x at each high rib. pn.� �r;� a�� Standard Peak Box Detail•" ROS. �"U TRIM -99 Standard Gutter -1 1/4° Wall Panel-P8R Roof Panel TRIM TRIM_104 PER Roof TRIMJOI ISSUE DATE DESCRIPTION BY CK'D DSN S 0 2/ 2/15 FOR ERECTOR INSTALLATION AKT CM HERITAGE 2612 GRIBBLE STREET NORTH LrrrLE ROCK, AR 72114 .\\0 �. BUILDING SYSTEMS C 1-800-643-5555 JCO 0� m " C72875 PROJECT: THE STEEL BUILDER Exp. 06/3012016 a CUSTOMER: OWNER: DANIEL HAYS 02/06/15 LOCATION:. OROVILLE, CA 95966 C f v 1L \� CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE Q4t, 2/ 2/15 N.T.L. 1 A 14—B-74811 DET3 a F p Locale the Gulls Cad Cap 1 1/2- from the end of the Gulls.Applyy me bead ol+ Tube Scdml hot.. W Fad Cap .,I— and the Gutta. Attach the Fnd Cop to the Golfer ung (14) 1/8' Pap Rivets Cheep to mate we of edges are seated with Tube SeofmL hurt the Gutta into the Rae Tres AGgh the mitered edges and attach to the Rake Trim with I'M Pop Rivets. Gutter to Rake Miter Detail vo TRIM -119 Top Flange O O Top Bolts - See Rigid Frame Drawings For Size Web Intermediate Bolts O — (As Required) See Rigid Frame Drawings For Size Bottom Bolts - See Rigid Frame Bottom Flange OO all Drawings For Size U 3 BOLTS FOR RIGID FRAME RAFTER TO COLUMN CONNECTION f 1/8- x 3, Cable Flo -Loc d Downspout Kickout 4" x 5" Roll -Form Downspout Strap '17797 • AT BUILDING PEAK t Panel , Stitch Screw * AT 20" O.C' Member Screw 1 i 1'-0" O.C. .o • J umn - WF or Remove Bearing Maximum Leg Corner Trim ' (F830) Top Flange O O Top Bolts - See Rigid Frame " Drawings For Size ' po po • Web Intermediate Bolts O O — (As Required) See Rigid Frame Drawings For Size OO O Bottom Bolts - See Rigid Frame Steel Bottom Flange O Drawings For Size <�: Line Panel Extension Beyond Flange Is T.L. Major Rib Optional, At Top & Bottom. BOLTS FOR RIGID FRAME RAFTER * Similar connection /Flot u sl a ange own for Rafter. *For Cable, Unravel Flo -Lock Grip Insert EyeBolt Through Slot in Web. Washer and Remove Eye Bolt, Slip Through Then Assemble Hillside Washer, Flat Washer, and Nut. Slotted Girts, then. Reassemble Cable. BUTTE COUNTY BUILDING DIVISION QZ DIAGONAL CABLE, EYEBOLT END CABLE AT FLUSH WALL GIRT APPROVED 4 ISSUE DATE DESCRIPTION BY CK'O DSN 0 2/ 2/15 FOR ERECTOR INSTALLATION AKT CM - IMRITAGE 2612 GRIBBLE STREET - NORTH LITTLE ROCK, AR 72114 ��� �• C . PUILDING 1-800-643-5555 C72875 mn PROJECT: THE STEEL, BUILDER Ev. 06/30016 •� CUSTOMER:' OWNER: DANIEL HAYS 02/06/15 LOCATION: OROVILLE, CA 95966 CIV 14 CAD DATESCALE PHASE BUILDING ID 108 NUMBER SHEET NUMBER ISSUE q�CF CALIF 2/ 2/15 N.T.S. 1 A 14-8-74811 DET4 0 • AT BUILDING PEAK TRIM -123 TRIM -186 i Field locate and provide umn - WF or Maximum a slot for the "X" bracing. "X" �-I 1/8" Larger than bracing Cee' 1 2' 1 2a Diameter. W E o o Inside Flang Up racing Pad o E" — — — — — f Req'd) Hillside au :2 .� _ N E Washer _ _ E N p • rn 4 Zee Web Nut — — - ---- 0t•d FI D * Similar connection /Flot u sl a ange own for Rafter. *For Cable, Unravel Flo -Lock Grip Insert EyeBolt Through Slot in Web. Washer and Remove Eye Bolt, Slip Through Then Assemble Hillside Washer, Flat Washer, and Nut. Slotted Girts, then. Reassemble Cable. BUTTE COUNTY BUILDING DIVISION QZ DIAGONAL CABLE, EYEBOLT END CABLE AT FLUSH WALL GIRT APPROVED 4 ISSUE DATE DESCRIPTION BY CK'O DSN 0 2/ 2/15 FOR ERECTOR INSTALLATION AKT CM - IMRITAGE 2612 GRIBBLE STREET - NORTH LITTLE ROCK, AR 72114 ��� �• C . PUILDING 1-800-643-5555 C72875 mn PROJECT: THE STEEL, BUILDER Ev. 06/30016 •� CUSTOMER:' OWNER: DANIEL HAYS 02/06/15 LOCATION: OROVILLE, CA 95966 CIV 14 CAD DATESCALE PHASE BUILDING ID 108 NUMBER SHEET NUMBER ISSUE q�CF CALIF 2/ 2/15 N.T.S. 1 A 14-8-74811 DET4 0 Steel Header Tube Sealant 1/4" Bead from floor to header E Optional Channel E Closure Flash Channel Trim Ln F981 10 F982 12 F169 Fastener #14 1/8 x 3/16" Pop Rivet 20" O.C. �� Finish Floor 3/4C1 Opening Three Sided Framed Opening Sided Framed PBR/PBA AVP Tube Sealant Application Optional "Channel Closure flashing" must be DRAWING NI Installed before tube sealant is applied. SD840 00 U- E E �I upeflilly YYlum T J FNumner ber Application 1/4"-14 x 7/8" 4A Stitch & Trim Screw Head Trim F481 17A Member Screw 0 0 0 0 12-14 x 2" 28 Member Screw 0 Header 0 SD840D 0 SD840E SD840F 0 L rn N 0 C l� C E a 0 o 0 Fastener #14 E 1/8 x 3/16" Pop Rivet 20" O.C. \ Finish Floor Opening Width rblonket ote: Three Sided Framed Openinll trim is to be installed BEFORE PBR Trim Installation DRAWING N0insulation is applied to walls SD840A CD 1 1/2" Opening Width 1.1/2" 1 3/4" Max. -v 3\ d U ^ 41 Fastener14 1/8 x 3/1 6" See Detail Detail (:I v, Pop Rivet 20" O.C. F481 Opening Width + 3 " m; Front View 3 Double Sided Tape 1 1/2° Opening Width (Not by Bldg. Mfr.) Do not cut or remove back leg \, \ Header co - Bend down 00 90 degrees Head Trim 7 F481 Remove Note: All trim is to be installed BEFORE blanket insulation is applied to walls End Cut Detail Three Sided Framed Opening Three Sided _Framed Opening PBR/PBA/AVP Head Trim Detail PBR/PBA/AVP Header Trim Installation DRAWING NO. DRAWING NO. ISD840C TRIM -7 ISD840D 1/2" 3 1/8" 1/2" Fastener 14 1/8x316" Section A Pop Rivet 20" O.C. Double Sided Tape (Not by Bldg. Mfr.) F482 Three Sided Framed Opening PBR Jamb Trim Installation DRAWING NO SD840B DATE I DESCRIPTION 2/ 2/15 1 FOR ERECTOR INSTALLATION Standard Grade Description FNumner ber Application 1/4"-14 x 7/8" 4A Stitch & Trim Screw 12-14 x 1 1/4" 17A Member Screw 12-14 x 1 1/2" 17B Member Screw 12-14 x 2" 28 Member Screw Long Life Description Fastener Number Application pp 1/4"-14 x 7/8" 4 Stitch & Trim Screw 12-14 x 1 1/4" 3 Member Screw 12-14 x 1 1/2" 3A Member Screw 12-14 x 2° 58 Member Screw Note: Standard details call for 1 1/4" fasteners as member screws by default. Member screws may be 1 1 /4". 1 1 /2". or 2" 1 depending on insulation, application, or customer request. Self—Drilling Screw Application SCRW1 2 1/2" 2 1/2" 0 0 0 or Fastener 14 0 t v d o 0 N a o 1/8 x 3 16" W cu o v Po Rivet 20" O.C. N E \� p W- o Double Sided Tape 3/4" (Not by Bldg. Mfr.)\ 1 3/4" Jamb Trimer 3/4" F482 Note: All trim is to be installed BEFORE blanket insulation is applied to walls Three Sided Framed Opening PBR Jamb Trim Detail PBR Panel Flatten 'trim leg if req,d. Jamb Trim 3/4" F482 Note: All trim is to be installed BEFORE blanket insulation is applied to walls Three Sided Framed Opening DRAWING NO. PBR Jamb Trim Detail DRAWING NO. SD840E TRIM -5 1 SD840F BUTTE COUNTY r),GyyDlVjjISIf'' U HERITAGE 2612-GRIBBLE `STREET NORTH LITTLE ROCK, AR 72114 %14 �• C BUILDYSTEMS 1-800-643-5555 jJ5 Off` PROJECT: THE STEEL BUILDER 4 072875 m Exp. 06/3012016 ,USTOMER: OWNER: DANIEL HAYS 02/06/15 LOCATION: OROVILLE, CA 95966 civ1\- a@ CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE ROS CALIF 2/ 2/15 1 N.T.S. 1 A 14-13-74811 DET5 0 7" 5" 7" 5" 7" 12„ 12„ 12" 7" 5" 7„ 5", 7„ A A A B 12" 2 1/2" 12" 12" e "PBA"/"AVP" Panel e "PBR" Panel "PBU" Panel ` Member Screw 12-14 x 1 1/4°SD 'PBR' Panel 12" O.C. at Each Member °pBU° Panel Bearing Leg Bearing Leg _ Extended Leg 'P@q° Panel w Stitch Screw Stitch Screw 1/4-14-x 7/8° 1/4-14 x 7/8" Sheeting Direction SD; at 20° O.C. Sheeting Direction SO, at 20° O.C. Sheeting Direction u I� = At Base, Rake, Eave, and Mid Span End Laps 6" 6" 6" 6" 6" 6" ' A 12" .12" 12" ~ A ©= At Intermediate Member, 12 12 12 B "RVPBR" Panel and at Optional Liner Panel "RVPBU" Panel Vent Die Formed Ridge Cap F52 (5:12 Max) End Skirt Gutter Not by Bldg. Mfr. Fastener Location for Panel At Wall Die Formed Ridge Cap F52 (5:12 Max) PBR Roof Panel Outside Closure HW456VENT with Tape Sealant 7" FOR 9 top and bottom 4" FOR 12,V VENT 4„ TRIM -174 Roof Stitch Screw 1/4"-14 x 7/8" att 12" O.C. Roof Member Screw 12-14x_ (See NS2) r 9" or 12" , 9" OR 12" X 10'-0" RIDGE VENTILATOR FOR "PBR" ROOF SYSTEM Outside Closure HW456 with Tape Sealant top and bottom 12 12 12" " Stitch Screw Tape Seal 9 1/21" 9 1/2" 9 11/2" 1/4-14 x 7/8" At 20" O.C. '2 1/2" 2 1/2" 2 1/2" Detail "A" Sheeting Direction Detail "A" All Roof: Members Except As Noted Below Member Screws 4"+ 12-14 x 1 1/4" Roof Panel 12" 12" 12" at 5",-7", 5" 2" 7" Continous 2 1 ,� 5" 7" 5" 2 1 2" Tape Seal . - 7" , Roof Purlin a .. Panel Sheeting Direction Detail "A" At Eave Strut, Panel End Lap, and Peak Purlin Section Thru Panel End Laps Fastener Location for "PBR" Roof Panel TRIM -175 EAVE STRUT _REF TO EREcTn N DRAWING SUB—JAMB HEADER', JAMB 3UT`i'E COUNTY F.-JILDING DIVISION SUB JAMB CONNECTION AT THE EAVE PPROVEDAP DATE DESCRIPTION BY CK'D OSN ' ; 70 2/ 2/15 FOR ERECTOR INSTALLATION AKT 'CM _ HERITAGE 2612 GRIBBLE STREET NORTH LITTLE ROCK, AR 72114 •(�� L• C BUILDING SYSTEMS 1-800-643-5555 Jy 0� PROJECT: THE STEEL BUILDER C72875Exp• 06/30/2016 CUSTOMER: OWNER: DANIEL HAYS 02/06/15 LOCATION: OROMLLE, CA 95966 f V 14 Q % CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 4� CAUF 2/ 2/15 N.T.S. 1 A 14-13-74811 DET6 0 Girt _\ Door Header Angle (See Chart) „A„ "C" Walk Door Frame Walk Door Clip (See Chart) Attachment to concrete by others. Framing Elevation - Door Header Angle Fastener #1B (See Chart) Girt 1/4-14 x 1 1/4" SD Fastener #1B (Typ.) 1/4-14 x 1 1/4" SD at 12" O.C- Walk - Girt Door (field cut Jamb at jamb) Section "A" Walk Door Clip, (See Chart) (4) Fastener #1B (2) Fastener #1B 1/4-14 x 1 1 /4"SD 1/4-14 x 1 1 /4" D Walk Door Field Bend Jamb Walk Door Angle WDA-? L4 x 2 x 16go. x 5-6" Detail "C" Used for door bracing ONLY and is not required if optional girt at 3'-6" is used. (Typ. both jambs) Door Header Angle o For Door „B„ 3070 I Girt DHA6'—? 6070 M Q) � � A Door Header Angle (See Chart) „A„ "C" Walk Door Frame Walk Door Clip (See Chart) Attachment to concrete by others. Framing Elevation - Door Header Angle Fastener #1B (See Chart) Girt 1/4-14 x 1 1/4" SD Fastener #1B (Typ.) 1/4-14 x 1 1/4" SD at 12" O.C- Walk - Girt Door (field cut Jamb at jamb) Section "A" Walk Door Clip, (See Chart) (4) Fastener #1B (2) Fastener #1B 1/4-14 x 1 1 /4"SD 1/4-14 x 1 1 /4" D Walk Door Field Bend Jamb Walk Door Angle WDA-? L4 x 2 x 16go. x 5-6" Detail "C" Used for door bracing ONLY and is not required if optional girt at 3'-6" is used. (Typ. both jambs) Door Header Angle Piece Mark For Door DHA3—? 3070 .DHA4—? 4070 DHA6'—? 6070 Opening Width + 4' 1/2• 31/8' 1/2 11/2' 11/2- d 1 3/4' Max. Head Trm F481 0 0 0 0 1 Header Section A <; Fastener $14 • 1/8 x 3/16' m Member Screw o Pop Rivet 20' O.C. 12-14 '' o o + See SD1E ° t t+ SD 3 Double Sided Tape _ A Not by Bldg. Mfr. c v a E F482 Fastener /14 _ 1/8 x 3/16' n cee Pop Rivet 20' O.C. o r Head Trim F481 Walk Door Frame Head t Finish Floor 41 I_ Opening Width + 1' _All trim is to be installed BEFORE Ns blanket insulation is applied to walls , All trim is to be installed BEFORE blanket insulation is applied to rolls . Walk Door PBR Trim Installation' Walk Door PBR Jamb Trim Installation Walk Door PBR Head Trim Detail , 1 1/2'Opening Width +1' 1 1/2' ... - 3' 3' Walk Door Jamb Tube Sealant Walk Door Jamb fe ee 1/4' bead 1u4 beadnt Section B See Detail Detail (Floor to he (Floor to F481 head) 14 • Fastener 814 Fastener # Opening Width + 4' • , 1/8 x 3/16' 1 1/4' 1/8 x 3/16' Double Sided Tape Pop Rivet Double Sided Tape --, ape at 20 O.C. 1 10- Girt (Field Front View Not by Bldg. Mfr. at 20' O.C. Not by Bldg. Mfr. Cut At Jamb) ' 15nket; r� „ , �lnsuv atia •�' i 3 1. /Z Z 1 Z 1 1/2' Opening Width + 1' Max ` Ibh'er nsu a ion , Do not cut or one anel O O l / 3) Member remove back .leg � o crews, SD n Flatten trim 00 12-14 x 1 1/4" Bend down F482 Trim 3/q. 1/2. leg if regd 90 degrees y Door Frame " Jamb Trim 3/4` 1/2• Field Cut (Jamb) Remove F482 plain material angle L4x2x16a.x0'-6" Note: g All trim is to he installed BEFORE All trim is to be installed BEFORE r blanket insulation is applied to walls End Cut Detail ., blanket insulation is applied to walls Section "B"@ 10" Girt Walk Door Clip Girt Clip 8" WDC8—? 10" WDC10—? 12' 1 WDC12—? til 1 t'E COUNTY Walk Door' PBR Header Trim Installation Walk Door PBR Jamb Trim Detail LL :� r Walk Door�RBRwJamb Trim Detail kFPb9.0VEQ ISSUE DATE DESCRIPTION BY CK'D DSN', T / 0 2/ 2/15 FOR ERECTOR INSTALLATION AKi CM , HEi UTAGE 2612 CRIBBLE STREET r NORTH U 1 TILE ROCK, AR 7214 •(�� �• C BLMDING 19YSTEMS 1-800-643-5555 072875 PROJECT: THE STEEL BUILDER Exp. 06/3012016 a CUSTOMER: OWNER: DANIEL HAYS 02/06/15 LOCATION: OROVILLE, CA 95966 CFV1�� CAD DATE I SCALE PHASE I BUILDING ID JOB NUMBER SHEET NUMBER ISSUE OF x141-�F 2/ 2/15 N.T.S. 1 A 14—B-74811 DET7 D O Edge Typ Q NOTES: Joint S des Both THK. WELD SIZE a Sid�r� 16 Go 1/16": 0.0625 inch 14 Go 5/64": 0.0781 inch 12 Go 7/64": 0.1094 inch @ 2_24 10 Ga 9/64": 0.1406 inch 2-24 ©© ab :!L�3/8" Thk L 2T1�[j or L2 z38 Thk O 3" BGTSM TYPICAL COLD -FORMED CONNECTIONS L a < 3/8" Thk; Q or < 3/8" Thick Q s 3/8" Thk Below 3/8" The Material Has No Joint < 3/8" Thk> z 3/8" Thkor VV -�� 1T1 BGTSM < 3/8" Thk )-" < 3/8" Thick ®�<z BGTSMThick \ ^ � Typ Typ ® < 3/8" Thick or ®r Tomz 3 8 Thick ; BGTSM Straight Column Type 1 Typ Typ Interior Wide Flange Base Plate TYpl .ohV Typ TypAt Webs Typ N V N < 3/8" Thick z BGTSMThick O Typ a Typ ' r%:2< 3/8" Thick or . z 3G 8 Thick Straight Column Type 2 BTSM ISSUE DATE DESCRIPTION 0 2/ 2/15 -FOR ERECTOR INSTALLATION 0 • _E -/-Pi;—< > 3/8" Thk © L 2 or © L 2 s 3/8" Thk Some As Bottom .Flange f o 0 ° JIB- Same As ' Conn Plate � ° b 5 3/8" Thk Typ At or Webs > 3/8" ThkT . ® <3/8" Thk or b -- a3 8" Thk ® BGTSM 0 <3/8" Thk, �z 3 8" -Thk BGTSM -© L 2 Weld Int 3-6 (-Z L 2 Over 24" Deep Webs 8 Typ Q A., r ©� L /2/ �A 11® Typical Stiffener Detail SECTION A—A qUTTE COUNTY Fb 1- DING DIVISION ® Backinq Ring- r,; r.9 ��®��® As Pi FA / <atenal �l As Pipe Note!!! BGTSM = Back Gouge To Solid Metal (Typ.) Notice This Drawing And The Infon a And//Or De ' - hereon, either ex reg' Implied, is CONF. "VTiAL A Interior Column Conn Plates 4 PROPRIETARY a not be reused, reprint, di ' c or otherwi � ,,sclosedy BY CK'D DSN HERI�.AGE AKT CM - 2612 GRIBBLE STREET t - NORTH U1TLE ROCK, AR 72114 .(�� �• C BUILDING SYSTEMS 1-800-643-5555 •m 7 PROJECT: THE STEEL BUILDER � 06I3�I0 C72875 :0 CUSTOMER: A OWNER: DANIEL HAYS 016 02/06/15 LOCATION: OROALLE, CA 95966 C l V 1L � CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 4j�pr � 2/ 2/115 N.T.S. 1 A 14—B-74811 DETB o ** Note: Sizes Of Fillet Weld For Web—To—Flange Weld Same As Bottom Flange Web Flange Thickness Thickness 3/16" 1/4" To 1/2" Over 1/2" 10 Go & 3/16" 3/16" See Note 2 b © 1/4" 3/16" See Note 5/16" See 1/4^ 2 ® 1Note a 3/8^ 5/16^ ©Over 3/8" See Note 3 <3/8" Thk or Notes: U --<z 3G8" Thk B TSM 1.) 3/16" Flanges Are Not To Be Used For Web Thickness Of 1/4" Or Over Unless Specified ` By Engineering. 2.) Weld Size Equals To Thickness Of Web Or See Note 5. 3.) For Web Thickness Over 3/8" All Fillet Sizes Are To Be Specified By Engineering. 4.) Weld Both Sides Of Web To Flange 3" Beyond Both Ends Of Bracket. 2 1/2" 5.) Flange To Flange Or Flange To Connection ' Plate Weld Sizes Are Determined By The o 2 1/2" Following Criteria: Typ Flg BrocL Clip tf < 3/8" 3/16" Fillet 3/8" < tf <_ 3/4" n With 1/4" Fillet tf > 3/8" N With 5/16" Fillet Weld Need Not Exceed Thickness Of Thinner Part Joined. . 6.) Weld Size is To Be 1/16" Less' Than Thicker Plate, But Not To Exceed Thickness Of 0 L/2 Thinner Plate. © L 22 7.) Opposite Side Weld Length To Be a Dimemension Plus 3 Inches, and b Dimension Plus 3 Inches. Lel x 11® Typical Stiffener Detail SECTION A—A qUTTE COUNTY Fb 1- DING DIVISION ® Backinq Ring- r,; r.9 ��®��® As Pi FA / <atenal �l As Pipe Note!!! BGTSM = Back Gouge To Solid Metal (Typ.) Notice This Drawing And The Infon a And//Or De ' - hereon, either ex reg' Implied, is CONF. "VTiAL A Interior Column Conn Plates 4 PROPRIETARY a not be reused, reprint, di ' c or otherwi � ,,sclosedy BY CK'D DSN HERI�.AGE AKT CM - 2612 GRIBBLE STREET t - NORTH U1TLE ROCK, AR 72114 .(�� �• C BUILDING SYSTEMS 1-800-643-5555 •m 7 PROJECT: THE STEEL BUILDER � 06I3�I0 C72875 :0 CUSTOMER: A OWNER: DANIEL HAYS 016 02/06/15 LOCATION: OROALLE, CA 95966 C l V 1L � CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 4j�pr � 2/ 2/115 N.T.S. 1 A 14—B-74811 DETB o