C:Documents and SettingsStewart GardnerMy ...€¦ · s-3.1 roof & wall panel layouts s-3.2 floor...
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LOCATION: CUSTOMER: BUILDING NAME: DRAWING: DRAWN BY: CHECKED BY: SCALE: DATE: PROJECT NO: SHEET: REVISIONS 3100 Pinebrook Road, Suite 2400, Park City, Utah 84098 Phone: 800-587-6604 c Copyright 2007, EcoSteel Inc. All Rights Reserved ISSUED FOR PERMIT LOS ANGELES, CA. 5/30/2008 10:48:35 AM DAVID KRAMER KRAMER RESIDENCE LVD LRG 070319DK C.1 COVER SHEET NOVEMBER 07, 2007 NO. DESCRIPTION: DATE: BY: DRAWING LIST NO. SHEET NAME S-4.1 FRAMING ELEVATION @ GRID A S-4.2 FRAMING ELEVATIONS @ GRIDS B & 2 S-4.3 FRAMING ELEVATION @ GRID C S-4.4 FRAMING ELEVATION @ GRID 1 S-4.5 FRAMING ELEVATION @ GRID 3 S-5.1 STEEL CONNECTION DETAILS S-5.2 STEEL CONNECTION DETAILS S-5.3 STEEL CONNECTION DETAILS S-5.4 TRIM DETAILS S-6.0 WINDOW AND DOOR SCHEDULE DRAWING LIST NO. SHEET NAME C.1 COVER SHEET C.2 COVER SHEET 2 C.3 STANDARD QUALITY ASSURANCE PLAN C.4 STANDARD QUALITY ASSURANCE PLAN F-1 ANCHORBOLT PLAN & BASEPLATES S-1.1 ROOF FRAMING PLANS S-1.2 FLOOR FRAMING PLANS S-2.1 SECTION @ GRID A S-2.2 SECTION @ GRID B S-2.3 SECTION @ GRID C S-2.4 SECTION @ GRID 1 S-2.5 SECTION @ GRID 2 S-2.6 SECTION @ GRID 3 S-3.1 ROOF & WALL PANEL LAYOUTS S-3.2 FLOOR PANEL LAYOUT 3. LOWERED ROOF DECK 10" 04-03-08 SDG 1. ADDED DETAIL NO. REFERENCES 02-26-08 SDG 2. CHANGED STAIR LOADING NOTES 04-03-08 SDG
Transcript of C:Documents and SettingsStewart GardnerMy ...€¦ · s-3.1 roof & wall panel layouts s-3.2 floor...
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DRAWING LISTNO. SHEET NAME
S-4.1 FRAMING ELEVATION @ GRID AS-4.2 FRAMING ELEVATIONS @ GRIDS B & 2S-4.3 FRAMING ELEVATION @ GRID CS-4.4 FRAMING ELEVATION @ GRID 1S-4.5 FRAMING ELEVATION @ GRID 3S-5.1 STEEL CONNECTION DETAILSS-5.2 STEEL CONNECTION DETAILSS-5.3 STEEL CONNECTION DETAILSS-5.4 TRIM DETAILSS-6.0 WINDOW AND DOOR SCHEDULE
DRAWING LISTNO. SHEET NAME
C.1 COVER SHEETC.2 COVER SHEET 2C.3 STANDARD QUALITY ASSURANCE PLANC.4 STANDARD QUALITY ASSURANCE PLANF-1 ANCHORBOLT PLAN & BASEPLATESS-1.1 ROOF FRAMING PLANSS-1.2 FLOOR FRAMING PLANSS-2.1 SECTION @ GRID AS-2.2 SECTION @ GRID BS-2.3 SECTION @ GRID CS-2.4 SECTION @ GRID 1S-2.5 SECTION @ GRID 2S-2.6 SECTION @ GRID 3S-3.1 ROOF & WALL PANEL LAYOUTSS-3.2 FLOOR PANEL LAYOUT
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LOCA
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BUILD
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DRAWN BY:
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DATE:
PROJECT NO:
SHEET:
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5/30/2008 10:48:36 AM
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NOVEMBER 07, 2007
BUILDER / CONTRACTOR RESPONSIBILITIESAPPROVAL NOTES
SAFETY COMMITMENT
GENERAL NOTES
ECOSTEEL BUILDING SYSTEMS HAS A COMMITMENT TO MANUFACTURE QUALITY BUILDING COMPONENTS THAT CAN BE SAFELY ERECTED. HOWEVER,THE SAFETY COMMITMENT AND JOB SITE PRACTICES OF THE ERECTOR ARE BEYOND THE CONTROL OF ECOSTEEL BUILDING SYSTEMS. IT IS STRONGLYRECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION PRACTICES BE THE TOP PRIORITY OF ANY JOB SITE. LOCAL, STATEAND FEDERAL SAFETY AND HEALTH STANDARDS SHOULD ALWAYS BE FOLLOWED TO HELP INSURE WORKER SAFETY. MAKE CERTAIN ALL EMPLOYEESKNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A BUILDING. EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES.DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES ARE ALSO RECOMMENDED. THE USE OF HARD HATS, RUBBER SOLE SHOES FOR ROOF WORK,PROPER EQUIPMENT FOR HANDLING MATERIAL, AND SAFETY NETS WHERE APPLICABLE, ARE RECOMMENDED.
THE STRUCTURE UNDER THIS CONTRACT HAS BEEN DESIGNED AND DETAILED FOR THE LOADS AND CONDITIONS STIPULATED IN THE CONTRACTAND SHOWN ON THESE DRAWINGS. ANY ALTERATIONS TO THE STRUCTURAL SYSTEM OR REMOVAL OF ANY COMPONENT PARTS, OR THE ADDITION OFOTHER CONSTRUCTION MATERIALS OR LOADS MUST BE DONE UNDER THE ADVICE AND DIRECTION OF A REGISTERED ARCHITECT, CIVIL ORSTRUCTURAL ENGINEER. ECOSTEEL BUILDING SYSTEMS WILL ASSUME NO RESPONSIBILITY FOR ANY LOADS NOT INDICATED. THIS METAL BUILDING ISDESIGNED WITH ECOSTEEL BUILDING SYSTEMS STANDARD PRACTICES WHICH ARE BASED ON PERTINENT PROCEDURES AND RECOMMENDATIONS OF THEFOLLOWING ORGANIZATIONS AND CODES. 1. AMERICAN INSTITUTE OF STEEL CONSTRUCTION: "SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDIINGS" 2. AMERICAN IRON AND STEEL INSTITUTE: "SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS" 3. AMERICAN WELDING SOCIETY: "STRUCTURAL WELDING CODE" AWS D1.1. 4. METAL BUILDING MANUFACTURER'S ASSOCIATION: "LOW RISE BUILDING SYSTEMS MANUAL" 5. BUILDING CODE: CITY OF LOS ANGELES BUILDING CODE, 2002 EDITION.
7. MATERIAL PROPERTIES OF HOT ROLLED STRUCTURAL STEEL SHAPES USED IN THE FABRICATION OF PRIMARY RIGID FRAMES, AND OTHER PRIMARY STRUCTURAL EXCLUSIVE OF COLD-FORMED SECTIONS, CONFORM TO ASTM-A992. MATERIAL PROPERTIES OF HSS CONFORM TO ASTM A-500 GRADE B. MATERIAL PROPERTIES OF PIPE SECTIONS CONFORM TO ASTM-A53 TYPE E, GRADE B WITH A MINIMUM YIELD POINT OF 35,000 psi. MATERIAL PROPERTIES OF HOT ROLLED PLATE CONFORM TO THE REQUIREMENTS OF ASTM-A36 OR A572 WITH A MINIMUM YIELD POINT OF 36,000 psi. MATERIAL PROPERTIES OF COLD FORMED LIGHT GAGE STEEL MEMBERS CONFORM TO ASTM-A570 OR A607 GRADE 55 MODIFIED WITH A MINIMUM YIELD POINT OF 57,000 psi. MATERIAL PROPERTIES OF ROOF/WALL SHEETING, BASE METAL CONFORM TO ASTM-A792 GRADES D OR E WITH MINIMUM YIELD POINTS OF 50,000 psi AND 80,000 psi RESPECTIVELY, AS REQUIRED BY DESIGN. COATING OF BASE MATERIAL IS 55% ALUMINUM-ZINC ALLOY IN ACCORDANCE WITH AZ55 SPECIFICATIONS. ANGLE UTILIZED FOR BRACING MEMBERS CONFORM TO ASTM A36. STRUCTURAL JOINTS WITH A.S.T.M. A-325 HIGH STRENGTH BOLTS, WHERE INDICATED ON THE DRAWINGS, SHALL BE ASSEMBLED AND THE FASTENERS TIGHTENED IN ACCORDANCE WITH "TURN-OF-NUT" METHOD AS DESCRIBED IN THE SPECIFICATION FOR STRUCTURAL JOINTS USING A.S.T.M. A-325 OR A-490 BOLTS (11-13-85), UNLESS OTHERWISE NOTED. ALL JOINTS WILL BE ASSEMBLED WITHOUT WASHERS UNLESS OTHERWISE NOTED. ALL STEEL MEMBERS EXCEPT BOLTS AND FASTENERS SHALL RECEIVE ONE SHOP COAT OF IRON OXIDE CORROSION INHIBITIVE PRIMER, MEETING THE PERFORMANCE REQUIREMENTS OF TTP-636.
8. SHOP AND FIELD INSPECTIONS AND ASSOCIATED FEES ARE THE RESPONSIBILITY OF THE CONTRACTOR, UNLESS STIPULATED OTHERWISE IN THE CONTRACT.
THAN 36,000 PSI BY MEANS OF A STICKER NEAR THE ERECTION MARK ON EACH SHIPPED PIECE. SECONDARY MEMBERS WITH A YIELD POINT EQUAL TO OR GREATER THAN 33,000 PSI SHALL BE IDENTIFIED BY MEANS OF A STICKER NEAR THE ERECTION MARK ON EACH SHIPPED PIECE.
THE FOLLOWING CONDITIONS APPLY IN THE EVENT THAT THESE DRAWINGS ARE USED AS APPROVAL DRAWINGS: A) IT IS IMPERATIVE THAT ANY CHANGES TO THESE DRAWINGS: 1) BE MADE IN CONTRASTING INK. 2) HAVE ALL INSTANCES OF CHANGE CLEARLY INDICATED.
3) BE LEGIBLE AND UNAMBIGUOUS. B) DATED SIGNATURE IS REQUIRED ON ALL PAGES. C) MANUFACTURER RESERVES THE RIGHT TO RE-SUBMIT DRAWINGS WITH EXTENSIVE OR COMPLEX CHANGES REQUIRED TO AVOID MISFABRICATION. THIS MAY IMPACT THE DELIVERY SCHEDULE. D) APPROVAL OF THESE DRAWINGS INDICATES CONCLUSIVELY THAT ECOSTEEL BUILDING SYSTEMS HAS CORRECTY INTERPRETED THE CONTRACT REQUIREMENTS, AND FURTHER CONSTITUTES AGREEMENT THAT THE BUILDING AS DRAWN, OR AS DRAWN WITH INDICATED CHANGES REPRESENTS THE TOTAL OF THE MATERIALS TO BE SUPPLIED BY MANUFACTURER. E) ANY CHANGES NOTED ON THE DRAWINGS NOT IN CONFORMANCE WITH THE TERMS AND REQUIREMENTS OF THE CONTRACT BETWEEN MANUFACTURER AND ITS CUSTOMER ARE NOT BINDING ON MANUFACTURER UNLESS SUBSEQUENTLY SPECIFICALLY ACKNOWLEDGED AND AGREED TO IN WRITING BY CHANGE ORDER OR SEPARATE DOCUMENTATION. MANUFACTURER RECOGNIZES THAT RUBBER STAMPS ARE ROUTINELY USED FOR INDICATING APPROVAL, DISAPPROVAL, REJECTION, OR MERE REVIEW OF THE DRAWINGS SUBMITTED. HOWEVER, MANUFACTURER DOES NOT ACCEPT CHANGES OR ADDITIONS TO CONTRACTUAL TERMS AND CONDITIONS THAT MAY APPEAR WITH USE OF A STAMP OR SIMILAR INDICATION OF APPROVAL, DISAPPROVAL, ETC. SUCH LANGUAGE APPLIED TO MANUFACTURER'S DRAWINGS BY THE CUSTOMER, ARCHITECT, ENGINEER, OR ANY OTHER PARTY WILL BE CONSIDERED AS UNACCEPTABLE ALTERATIONS TO THESE DRAWING NOTES, AND WILL NOT ALTER THE CONTRACTUAL RIGHTS AND OBLIGATIONS EXISTING BETWEEN MANUFACTURER AND ITS CUSTOMER.
IT IS THE RESPONSIBILITY OF THE BUILDER/CONTRACTOR TO INSURE THAT ALL PROJECT PLANS AND SPECIFICATIONS COMPLY WITH THEAPPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITIES. THE SUPPLYING OF SEALED ENGINEERING DATA AND DRAWINGS FOR THEMETAL BUILDING SYSTEM DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT ECOSTEEL BUILDING SYSTEMS OR ITS DESIGN ENGINEER IS ACTINGAS THE ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR A CONSTRUCTION PROJECT. THE CONTRACTOR MUST SECURE ALL REQUIRED APPROVALSAND PERMITS FROM THE APPROPRIATE AGENCY AS REQUIRED. APPROVAL OF ECOSTEEL BUILDING SYSTEMS DRAWINGS AND CALCULATIONS INDICATETHAT ECOSTEEL BUILDING SYSTEMS CORRECTLY INTERPRETED AND APPLIED THE REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATIONS.(SECT. 4.2.1. AISC CODE OF STANDARD PRACTICES, 9TH ED.) WHERE DISCREPANCIES EXIST BETWEENECOSTEEL BUILDING SYSTEM STRUCTURAL STEEL PLANSAND THE PLANS FOR OTHER TRADES, THE STRUCTURAL STEEL PLANS SHALL GOVERN (SECT. 3.3 AISC CODE OF STANDARD PRACTICE 9TH ED.) DESIGNCONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY ECOSTEEL BUILDING SYSTEMS ARE THE RESPONSIBILITY OF THECONTRACTORS AND ENGINEERS OTHER THAN ECOSTEEL BUILDING SYSTEM ENGINEERS UNLESS SPECIFICALLY INDICATED. THE CONTRACTOR ISRESPONSIBLE FOR ALL ERECTION OF STEEL AND ASSOCIATED WORK IN COMPLIANCE WITH ECOSTEEL BUILDING SYSTEMS "FOR CONSTRUCTION" DRAWINGS.PRODUCTS SHIPPED TO BUILDER OR HIS CUSTOMER SHALL BE INSPECTED BY BUILDER IMMEDIATELY UPON ARRIVAL. CLAIMS FOR SHORTAGES ORDEFECTIVE MATERIAL IF NOT PACKAGED MUST BE MAILED TO ECOSTEEL BUILDING SYSTEMS IN WRITING WITHIN FIVE (5) DAYS AFTER RECEIPT OF THESHIPMENT. HOWEVER, IF A DEFECT IS OF SUCH A NATURE THAT REASONABLE VISUAL INSPECTION WOULD FAIL TO DISCLOSE IT, THEN THE CLAIM MUSTBE MADE WITHIN FIVE (5) DAYS AFTER THE BUILDER LEARNS OF THE DEFECT. ECOSTEEL BUILDING SYSTEMS WILL NOT BE LIABLE FOR ANY DEFECT UNLESSCLAIM IS MADE WITHIN ONE (1) YEAR AFTER DATE OF THE ORIGINAL SHIPMENT BY ECOSTEEL BUILDING SYSTEMS TO BUILDER OR HIS CUSTOMER. ECOSTEELBUILDING SYSTEMS WILL BE GIVEN A REASONABLE OPPORTUNITY TO INSPECT DEFECTIVE MATERIALS UPON RECEIPT OF CLAIM BY BUILDER. IF A DEFECT ISOF SUCH NATURE THAT IT CAN BE REMEDIED BY A FIELD OPERATION AT THE JOB SITE WITHOUT THE NECESSITY OF RETURNING THE MATERIAL TOECOSTEEL BUILDING SYSTEMS THEN UPON WRITTEN AUTHORIZATION OF ECOSTEEL BUILDING SYSTEMS THE BUILDER MAY REPAIR OR CAUSE THE MATERIALTO BE REPAIRED AND ECOSTEEL BUILDING SYSTEMS WILL REIMBURSE THE BUILDER FOR THE COST OF THE REPAIR IN ACCORDANCE WITH THE WRITTENAUTHORIZATION. ALL BRACING AS SHOWN AND PROVIDED BY ECOSTEEL BUILDING SYSTEMS FOR THIS BUILDING IS REQUIRED AND SHALL BE INSTALLED BYTHE ERECTOR AS A PERMANENT PART OF THE STRUCTURE. TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSEWORK, CRIBBING OROTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND FURNISHED AND INSTALLED BY THE ERECTOR. THESETEMPORARY SUPPORTS WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITYTO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING FROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADSRESULTING FROM THE PERFORMANCE OF WORK BY OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE LOADS AS THOSE DUE TO TORNADO,EXPLOSION OR COLLISION (SECT. 7.9.1 AISC CODE OF STANDARD PRACTICE, 9TH ED.). DESIGN OF GUTTER AND DOWNSPOUT IS A FUNCTION OF THERAINFALL INTENSITY AND AREA TO BE DRAINED. DESIGN PARAMETERS UTILIZED ARE IN ACCORDANCE WITH THE 1986 LOW RISE BUILDING SYSTEMSMANUAL AND/OR THE 9TH EDITION OF THE ARCHITECTURAL GRAPHIC STANDARDS, AS APPLICABLE. PROPER OWNER MAINTENANCE DICTATES THAT THEDRAINAGE SYSTEM BE KEPT FREE AND CLEAR OF DEBRIS AND/OR ICE AT ALL TIMES TO ENSURE PROPER FUNCTION OF THE GUTTER AND DOWNSPOUT.IN THOSE CASES WHERE THE OWNER/TENANT OF A PROPERTY IS UNWILLING OR UNABLE TO PROVIDE PROPER MAINTENANCE, ELIMINATION OF GUTTERSHOULD BE CONSIDERED AS AN ALTERNATIVE.
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BUILDING LOADS
Width = 30'
Length = 41' 6"
Eave Height = Varies
Roof Slope (Rise/12) = 2"
Roof Dead Load = 9 psf
Roof Live Load = 20 psf
Floor Live Load = 40 psf
Roof Collateral Load = 4 psf
Wind Speed = 70 mph (IF=1.0)
Applicable Building Code / Year = 2002 LABC; 2001 CBC; 1997 UBC
Wind Exposure (A/B/C/D) = C
Seismic Zone (Zone 4) = Z = 0.4 (IF = 1.0)
Seismic Coefficients = Na = 1.0; Ca = 0.44; Ts = 0.684; Nv = 1.2; Cv = 0.75; To = 0.137
Response Mod. Coeff (SMF per the city of LA) = R = 8.5
Design Base Shear = V = Eh = 0.129W
BUILDING REACTIONS ARE BASED ON THE FOLLOWING BUILDING DATA:
Floor Collateral Load = 13 psf
6. REFERENCE SHEETS C.3 AND C.4 FOR THE CITY OF LOS ANGELES STANDARD QUALITY ASSURANCE PLAN FOR SPECIAL MOMENT FRAMES.
FRAMES ARE NOTED ON PLAN SHEETS AS "SMF".
9. ECOSTEEL BUILDING SYSTEMS WILL IDENTIFY PRIMARY STRUCTURAL STEEL WITH A MINIMUM YIELD POINT GREATER
I. PURPOSE
The Standard Quality Assurance Plan (hereinafter referred to as "StandardQA Plan") for steel moment frames provides specifications, procedures, andillustrative details to comply with the requirements of the 2002 Los AngelesBuilding Code. The quality assurance requirements described in thisStandard QA Plan are intended to promote public safety and welfare bystandardizing inspections, tests, and all other applicable measures thatensure substantial compliance with the code performance objectives of steelmoment frame connections.
II. OMITTED
III. GENERAL REQUIREMENTS
1. Referenced Documents The design and construction of steel moment frames shall be in compliance with the following: a. City of Los Angeles Building Code, 2002 Edition (hereinafter referred to as "LABC"). b. AISC Seismic Provisions for Structural Steel Buildings, Part I and Part III, dated May 21, 2002 (hereinafter referred to as "AISC Seismic"). c. AWS D1.1/D1.1M:2002 Structural Welding Code - Steel (hereinafter referred to as "AWS").
2. Material Specifications a. Structural steel shall comply with UBC Standard 22-1 and the following ASTM standard specifications: i. Wide flange shapes.....................................................................A992 ii. Continuity, doubler and column base plates, shear tabs....ASTM A36 iii. Anchor bolts at column base plates................................ASTM F1554 iv. Fabricate and erect structural steel in compliance with either the 2001 Edition of AISC "Load and Resistance Factor Design Specification for Structural Steel Buildings" (hereinafter referred to as "AISC LRFD Specification") or 1989 Edition of the AISC "Allowable Stess Design Specification for Structural Steel Buildings" (hereinafter referred to as "AISC ASD Specification"). b. High strength bolts shall comply with the following requirements and ASTM standard specifications: i. High strength bolts, nuts, and washers.................ASTM A325, A490 ii. Installed bolts in accordance with the "Specifications for Structural Joints using ASTM A325 or A490 Bolts." iii. Tighten bolts to a snug tight condition that is at least the minimum proper tension and verify using a calibrated tension measuring device. iv. Slip critical high strength bolts are required where noted on plan. v. All faying surfaces of connections with high strength fasteners shall be prepared as required for Class A per the AISC Seismic Section 7.2. c. Filler metal properties and specifications shall be as follows: i. Electrodes shall be of a low-hydrogen type conforming to AWS specifications as referenced in Table 7 on Sheet C.4. ii. Filler metals shall be classified for nominal 70 ksi tensile strength. iii. The maximum permitted electrode diameter shall be in accordance with Table 5 on Sheet C.4. iv. Filler metals shall have a minimum Charpy V-Notch (CVN) toughness of 20 ft-lbf at -20°F using AWS A5 classification test methods. v. The use of intermixed welds shall not occur unless it can be demonstrated by testing in accordance with AWS Section 4. vi. The parameters established by the electrode manufacturer shall be reflected in the approved WPS. d. Other materials not listed in UBC Standard 22-1 or LABC Chapter 35 are not permitted without specific approval from the Department.
STANDARD QUALITY ASSURANCE PLAN FORSPECIAL MOMENT FRAMES
3. Welding Processes Structural welding shall be limited to the Shielded Metal Arc Welding or Flux Cored Arc Welding processes.
4. Base Metal Repairs or Restorations Any repair or restoration of base metal shall comply with all of the following: a. Engineer of Record shall review and approve the WPS for repair procedures prior to welding. b. Ensure that repair procedures meet the requirements outlined in AWS Section 5.26 and ASTM A6/A6M-02 Section 9.2, 9.3, 9.4 and 9.5. c. All welding shall be performed using low-hydrogen process or with SMAW using low-hydrogen electrodes. d. Provide continuous visual inspection by the Deputy Inspector. e. Provide non-destructive testing upon completion of the repair work.
5. Deviations From the Standard Quality Assurance Plan Deviations from any part of the Standard QA Plan may be made provided the procedures outlined below are followed: a. Deviations from the Standard QA Plan must be reviewed and approved by the Engineer of Record. b. Engineer of Record shall provide alternate procedures, specifications, and/or details to justify the deviations. c. Submit the proposed deviations from the Standard QA Plan to the Department for review and approval prior to commencement of work. d. Supplemental testing and additional specifications may be required to justify the deviation. e. Conformance with all applicable provisions of the LABC, AISC, and AWS is required.
7. Additional Charpy V-Notch Toughness Welds at the locations indicated below shall be made with filler metal having a CVN toughness of 20 ft-lbf at -20°F AND 40 ft-lbf at 70°F as determined by test procedure prescribed in the AISC Seismic Appendix X "Weld Metal / Welding Procedure Specification Toughness Verification Test." a. Beam flanges to columns, b. Single plate shear connections to columns, c. Beam webs to columns, and d. Column splices.
8. Non-Destructive Testing (NDT) Requirements a. The minimum non-destructive testing at each weld joints or parts shall be conducted at the locations and frequencies as specified in Table 2 and Table 3 on Sheet C.4 respectively. b. A copy of each NDT report shall be provided to the Contractor, Engineer of Record, Deputy Inspector, and City Building Inspector with the following information: i. Document the accepted and rejected welds, parts, or joints. ii. Identify the tested weld by piece mark and location in the piece. iii. Identify the tested weld location in the structure. c. NDT Technician shall perform the following tasks: i. Coordinate the NDT scope and schedule with the Deputy Inspector. ii. Perform NDT in a timely manner (so as not to hinder construction work) and to detect welding problems soon after occurrence so that corrective measures can be taken by the Contractor. iii. Mark the inspected and accepted welds, parts, and joints with a distingquishing mark or die stamp. d. Reduction Rate for NDT i. The rate of UT testing on CJP groove welds may be reduced if approved by the Engineer of Record and the Department. The NDT rate for an individual welder or welding operator may be reduced to 25%, provided the reject rate is demonstrated to be 5% or less of the welds tested for the welder or welding operator. A sampling of at least 40 completed welds for a job shall be made for such reduction evaluation. ii. The rate of MT testing on CJP groove welds may be reduced if approved by the Engineer of Record and the Department. The MT rate for an individual welder or welding operator may be reduced to 10%, provided the reject rate is demonstrated to be 5% or less of the welds tested for the welder or welding operator. A sampling of at least 20 completed welds for a job shall be made for such a reduction evaluation. This reduction is not permitted on welds in the k-area, at repair sites, weld tab and backing removal sites and access holes. iii. Reject rate shall mean the number of welds containing rejectable defects divided by the number of welds completed.
9. Documentations The reports listed in Table 1 on Sheet C.4 shall be submitted to the City Building Inspector in a timely manner.
V. WELDING PROCEDURES
1. All welding shall be performed in a fabricator's shop. Suchfabricator shall be certified per part IV Item C.
iv. List the welding processes. v. Specify the required welding positions. vi. List the filler metal per AWS for electrode specification and classification (see Table 7 on Sheet 2), as well as information regarding shielding material to be used. vii. Indicate the minimum preheat and interpass temperatures (see Table 4 on Sheet 2) and post weld heat treatment per Part V Item 5. viii. List all applicable electrical characteristics for the welding process employed. WPS shall clearly indicate the specific values required for each welding pass. These electrical characteristics shall include at minimum the following: (1) Electrode diameter (see Table 5 on Sheet 2), (2) Type of current, and acceptable ranges of current measured in amperage, (3) Voltage, (4) Travel speed (range), and (5) Amperage, voltage and electrode extension (as applicable) shall be within the filler metal manufacturer's recommendations. ix. A copy of the electrode manufacturer's technical information with ID # listed shall be attached to the WPS . q. Weld joints not conforming to AWS Chapter 3 must be tested by an approved testing agency, accepted by the Engineer of Record, and approved by the Department's Material Control Section before the weld is performed. Material Control Section can be contacted at:
LADBS Material Control Section 221 N. Figueroa St., Suite 1540 Los Angeles, CA 90012 (213) 482-0380 or 1-888-LA-4BUILD
r. Notify the Contractor, Engineer of Record, and City Building Inspector of any deviations or non-compliance with the approved WPS, plans or specifications. s. "Deputy Inspection Report Form B-94" shall be submitted on a weekly basis to the City Building Inspector and Engineer of Record, unless determined otherwise by the City Building Inspector. t. During the execution of the work, the Deputy Inspector shall not undertake or engage in any other task or occupation which will interfere with the proper performance of the duties of such inspection.
5. Electrode Storage and Atmospheric Exposure a. Electrodes are considered to be exposed to the atmoshpere if: i. the manufacturer's sealed electrode containers or packagings are opened or damaged, or ii. outside of baking or storage ovens. b. Modification or lubrication of electrodes are not permitted. c. Drying of electrodes in baking or storage ovens are permitted as recommended by the manufacturer. d. Electrodes shall be identified to facilitate monitoring of total atmospheric exposure time. e. Storage and atmospheric exposure of AWS A5.1-91 and A5.5-96 low- hydrogen SMAW electrodes shall be in accordance with AWS Section 5.3.2. f. FCAW electrodes not consumed within 24 hrs of accumulated atmospheric exposure time shall not be used. Manufacturer's recommendations that show that drying effectively removes moisture and restores electrodes to their designated diffusible hydrogen levels are permitted. g. FCAW electrode welding suspended more than 8 hrs shall be removed from the machines and stored in an electrode wire baking or storage oven maintained at a temperature between 250° and 550°F, or as recommended by the electrode manufacturer.
6. Plastic Hinging Zone Protection a. The plastic hinging zone is identified in the plans and details. b. The Engineer of Record and Contractor shall be responsible for reviewing shop drawings of ALL relevant trades to ensure compliance. This shall be discussed and documented in pre-construction meetings. c. The Contractor shall be responsible for developing a program to ensure that all workers on the project, including their subcontractors, are aware of and understand this requirement. Failure to comply with these requirements may cause the replacement of steel. d. Plastic hinging zones shall be defined by permanent markings such as yellow paint or ink. e. Reference details 5.6 and 7/S-5.1. A note shall be prominently placed on the construction documents of ALL trades. f. Welded, bolted, screwed, or shot-in (powder driven) attachments for perimeter edge angles, shear studs, exterior facades, partitions, duct work, piping, or other connections shall not be permitted within the plastic hinging zones. g. Any penetrations or damage from temporary welded attachments within the plastic hinging zones shall be repaired as required by the Engineer of Record and comply with Part III Item 4. h. Initially, the plastic hinging zone "Warning Sign" may be temporary. However, the temporary "Warning Sign" shall be replaced by a permanent "Warning Sign" before project completion. This sign and identification of the plastic hinging zone shall be maintained during construction; and may require repair after operations such as fireproofing. i. Signs shall be affixed to the beam and located within the plastic hinging zone. The City Building Inspector may accept alternate methods of attaching the "Warning Sign" to the plastic hinging zones.
VI. WELDING AND FABRICATION DETAILS
1. Base Metal Joint Preparation a. Base metal preparation shall be in comply with AWS Section 5.15. b. All beam flange to extended end plate welds are to be made with an AWS prequalified CJP groove welded joint detail. c. Bevel, fit-up and detail tolerances shall be as required by the selected prequalified welded joint detail.
IV. QUALITY ASSURANCE
1. Certification a. Inspectors shall be LADBS Certified Deputy Inspectors per LABC Section 1701.2 and Information Bulletin P/BC 2002-035 "Regulations Regarding Registration for Deputy and Controlled Activities Inspection." Employment shall be in accordance with Information Bulletin P/BC 2002-034 "Employment and Duties of a Registered Deputy Inspector." b. Welders shall be LADBS Certified Welders for the Structural Steel classification per LABC Section 1701.18.1, 2205.10, and Information Bulletin P/BC 2002-045 "Welder Certification Rules and Regulations." c. Shop welds shall be performed in an LADBS Certified Fabricator's Shop per LAMC Section 96.204(g) and Information Bulletin P/BC 2002-042 "Application for Approval as Fabricator." d. Technicians performing Non Destructive Testing (NDT) shall be certified for Level II in accordance with ASNT SNT-TC-1A 2002 Edition by a Testing Agency approved per LAMC Section 98.0503 and Information Bulletin P/BC 2002-058 "Guidelines for Recognition of Testing Agencies."
2. Pre-Construction Meeting a. The Owner (or owner's representative) shall arrange a pre-construction meeting(s) with the Engineer of Record (or Structural Observer designated by the Engineer of Record), the Contractor (or affected Sub-Contractor), and the Deputy Inspector to discuss and review welding procedures, bolting procedures, and inspection requirements for all welding and bolting operations. b. The City Building Inspector shall be notified of such meeting(s) and may participate at his/her discretion. c. Meeting record(s) shall be included in the first report submitted to the City Building Inspector.
3. Structural Observation Structural observation shall be performed in accordance with Information Bulletin P/BC 2002-024. The Structural Observer shall: a. Perform structural observation listed in Table 6 on Sheet C.4. b. Perform structural observation prior to placement of decking, covering by fireproofing, encasement in concrete or placement of other finishes. c. Submit observation report(s) to the City Building Inspector at each stage observed and upon completion of the structural system. d. State in the report that the steel moment frame system substantially conforms with the approved structural plans and specifications. e. Use the Department's Structural Observation Report Form to report all observations. Structural Observation Report Form can be obtained at www.ladbs.org, keyword "Information Bulletin P/BC 2002-024".
4. Deputy Inspection The following are the basic Quality Assurance responsibilities of the Deputy Inspectors: a. Arrive on the job in sufficient time to verify the permit information, check for prior inspections and/or approvals by the City Building Inspector or previous Deputy Inspectors, check the quality of all materials and become familiar with the approved structural plans and specifications. b. Verify that structural steel delivered is from a fabricator currently licensed by the Department. c. Identify material from an offsite fabricator in accordance with LABC Section 2203 and compare to the approved plans and specifications. d. Verify that each steel piece is labeled with the approved fabricator's shop name and license number. e. Visual check shop welds, joint preparation, faying surfaces, indentation stamps and color codes of high strength steel, excessive mill scale or lamination, and dimensional conformity with the approved plans. f. Before any welding begins, inspect joint preparation, fit-up, condition of surfaces to be welded, storage and use of electrodes, current license of all welders, and voltage/amperage of welding machines. g. Ensure that all welding and inspection activities complies with AWS. h. Measure voltage/amperages near the arc with a hand held calibrated averaging type meter. The meter shall be calibrated not less than once a year. This equipment shall be used by the Fabricator, Erector, and Deputy Inspector. i. During welding operation, provide continuous inspection particularly on multiple pass welds to assure that each pass has been prepared correctly, preheat and interpass temperatures are maintained and that finished welds shall be the correct size and without rejectable discontinuities. j. Mark steel near the weldment to indicate that inspection was made. k. Verify type and size of bolts and washers, check mill certificates, and verify faying surfaces are free of burrs, scale, rust, grease or anything that may inhibit full contact. l. Verify connections involving high strength bolts and welds are fabricated per Part III Item 2(b) and 2(c) and erected in a sequence per Part V Item 2, unless specified otherwise by the Engineer of Record. m. Verify high strength bolts are not welded or damaged by preheating. n. Verify washers are always installed with all bolts, except A-490 bolts which require washers under both elements. o. Verify that any deficiency noted in the Structural Observation Report Form has been corrected. p. Verify that the Engineer of Record has approved the written Welding Procedure Specification (WPS) prepared by the Fabricator or Erector. The WPS shall include the following: i. All applicable requirements from the codes, the Standard QA Plan, and any other information necessary to produce the welds. ii. List the applicable base metal types and thicknesses. iii. List the welding joint detail, including joint type, weld type, joint geometry, and applicable dimensions. Individual weld passes shall be identified in sketches and numbered to identify the sequence of their deposition (see Detail 13 on Sheet 3 for example). The sketches shall identify the maximum layer thicknesses and bead widths. In no case shall layer thicknesses exceed 1/4 inch nor shall the maximum bead widths exceed 5/8 inch.
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1 : 1
5/30/2008 10:48:36 AM
DAVI
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AMER
KRAM
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ESID
ENCE
LVD
LRG
070319DK
C.3
STAN
DARD
QUA
LITY
ASSU
RANC
E PL
AN
NOVEMBER 07, 2007
STANDARD QUALITY ASSURANCE PLANFor Special Steel Moment Frames
The specifications and illustrative details presented in this Standard QualityAssurance Plan have been prepared in accordance with recognized engineeringprinciples and are for general information only. This Standard Quality AssurancePlan should not be used or relied upon for any specific application withoutcompetent professional examination and verification of its accuracy, suitability, andapplicability by the Engineer or Architect of Record. By signing and sealing thisStandard Quality Assurance Plan, the Engineer or Architect of Record assumes fullresponsibility for the application of all of the specifications and illustrative detailsassociated with the subject property. Furthermore, by signing and sealing thisStandard Quality Assurance Plan, the Engineer or Architect of Recordacknowledge that the City of Los Angeles assumes no responsibility for theapplication of any of the specifications and illustrative details contained in thisStandard Quality Assurance Plans and all liability arising from such use.
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:
Table 2. NON-DESTRUCTIVE TEST LOCATIONS
Table 7. PREQUALIFIED BASE METAL - FILLER METALCOMBINATIONS FOR MATCHING STRENGTH (1, 2, 3, 4)
FILLER METALBASE METAL
I ASTM A36 < 3/4 in.
A5.1 E70XX
NOTES:1. The base metal/filler metal strength relationships above shall be used to determine whether matching or under-matching filler metals are required. Refer to AWS D1.1/D1.1M:2002, Section 3.3.2. Preheating of joints involving base metals of different groups shall be in conformance with the requirements applicable to the higher strength group.3. When welds are to be stress-relieved, the deposited weld metal shall not exceed 0.05 percent vanadium.4. Adapted with permission from the AWS D1.1 Committee on Structural Welding, Structural Welding Code - Steel, AWS D1.1/D1.1M: 2002, Miami: American Welding Society, Table 3.1.5. FCAW electrodes with the -2, -2M, -3, -4, -7, -10, -11, -13, -14, G, -GS suffix shall be excluded and electrodes with the -11 suffix shall be excluded for thicknesses greater than 1/2 in.6. Filler metals of alloy group B3, B3L, B4, B4L, B5, B5L, B6, B6L, B7, B7L, B8, B8L, B9, or any BXH grade in AWS A5.5 or A5.29 are not prequalified for use in the as-weld condition.
E70XX-X
E70XT-X, E7XT-XM
E70XTX-X, E7XTX-XM
E7015, E7016, E7018, E7028
E70XX-X
E70XT-X, E7XT-XM
E70XTX-X, E7XTX-XM
AWS ElectrodeSpecification
ElectrodeClassification
Group SteelSpecification
WeldingProcess
A5.20 (5)
A5.29 (6)
A5.1
A5.20 (5)
A5.29 (6)
A5.5 (6)II
ASTM A36 3/4 in.ASTM A572 Grade 50ASTM A913 Grade 50ASTM A992
SMAW
SMAW
FCAW
FCAW
BASE METAL(S)FILLER METAL STRENGTHRELATIONSHIP REQUIREDRELATIONSHIP
Matching
Under-Matching
Any steel to itself or any steelto another in the same groupAny steel in one group to anysteel in another
Any steel to any steel to anygroup
Any filler metal listed in the same group
Any filler metal listed for a lower strengthgroup [SMAW electrodes shall be thelow-hydrogen classification]
Table 3. NON-DESTRUCTIVE TEST FREQUENCY
NOTES:1. Refer to Table 2 for locations of non-destructive testing.2. Rate of non-destructive testing may be reduced as permitted in Sheet 1, Part IV, Item 8(d).
Table 5. PREQUALIFIED WPS REQUIREMENTS (1, 2, 3)
Flat (F) 3/8 in.
Vertical (V)
Overhead (OH)
Horizontal (H)Maximum SinglePass Fillet WeldSize
Maximum SinglePass Layer Width All
Root opening >1/2 in.
Any layer of width w
Fillet
5/16 in.
5/16 in.
1/2 in.
Vertical (V)
POSITION OFWELD
Horizontal (H)
Vertical (V)
Overhead (OH)
Horizontal (H)
Overhead (OH)
Maximum Current
Maximum RootPass Thickness (5)
Maximum Fill PassThickness All
Flat (F)
All
All
MaximumElectrodeDiameter
VARIABLE
Flat (F)
3/16 in.All
Groove weld fillpasses
Groove weld rootpass with openingGroove weld rootpass withoutopening
Groove weld cappass
All
All
Fillet
5/16 in.
3/16 in.
5/16 in.
1/2 in.
3/8 in.
Within the rangeof recommendedoperation by thefiller metalmanufacturer anda WPS approvedby engineer ofrecord.
WELD TYPE
All
Groove
Root Pass
Groove (4)
Fillet (4)
Fillet
5/16 in.
3/16 in.
3/16 in.
3/16 in.
1/4 in.
1/4 in.
SMAW
1/2 in.
Split layers
(6)
1/2 in.
5/16 in.
3/8 in.
5/64 in.
1/2 in.
1/4 in.
5/16 in.
3/8 in.
5/16 in.
Within the rangeof recommendedoperation by thefiller metalmanufacturer anda WPS approvedby engineer ofrecord.
1/8 in.
3/32 in.
1/8 in.
FCAW
NOTES:1. Surfaces to be welded and surfaces adjacent to welds shall be free of moisture pursuant to AWS D1.1/D1.1M:2002 Section 5.15. Use a higher preheat temperature from this Table to remove moisture.2. Adapted with permission from the AWS D1.1 Committee on Structural Welding, Structural Welding Code - Steel, AWS D1.1/D1.1M: 2002, Miami: American Welding Society, Table 3.2.
NOTES:1. Applicable provisions of AWS D1.1/D1.1M:2002 Section 3 "Prequalification of WPSs" must be maintained for prequalified status of SMAW and FCAW WPSs.2. OMITTED.3. Adapted with permission from the AWS D1.1 Committee on Structural Welding, Structural Welding Code - Steel, AWS D1.1/D1.1M: 2002, Miami: American Welding Society, Table 3.7.4. Except root passes.5. See AWS D1.1/D1.1M:2002, Section 3.7.2, for width-to-depth limitations.6. In the F, H, or OH positions for nontubulars, split layers when the layer width w > 5/8 inch. In the V position for nontubulars or the 5G or 6G for tubulars, split layers when the width w > 1 inch.
Table 4. PREQUALIFIED MINIMUM PREHEAT ANDINTERPASS TEMPERATURE
MINIMUM PREHEATAND INTERPASS
TEMPERATURE (°F)
SMAW withlow-hydrogenelectrodes, FCAW
WELDINGPROCESS
STEELSPECIFICATION
ASTM A36ASTM A572 Grade 50ASTM A913 Grade 50ASTM A992
Over 2-1/2
Over 1-1/2 to 2-1/2 incl.
Over 3/4 to 1-1/2 incl.
1/8 to 3/4 incl.
THICKNESS OFTHICKEST PART AT
POINT OF WELDING (in.)
225
150
50
32
CJP Groove WeldUltrasonic test shall be performed on all CJP groove welds in materials5/16 inch (8 mm) thick or greater. In addition, magnetic particle testshall be performed on all beam-to-column CJP groove welds.
1.
"k" AreaWhen welding of doubler plates, continuity plates, or stiffeners hasbeen performed in the k-area, the web shall be tested for cracks usingmagnetic particle testing. The magnetic particle test area shall includethe k-area base metal within 3 in. (75 mm) of the weld.
2.
Base Metal Lamellar Tearing and Laminations at CJP Groove WeldBase metal thicker than 1-1/2 in. (38 mm) shall be ultrasonically testedfor discontinuities behind and adjacent to the fusion line when the basemetal is loaded in tension in the through thickness direction in tee andcorner joints and the connected material is greater than 3/4 in. (19mm). Any base metal discontinuities found within t/4 of the steelsurface shall be accepted or rejected on the basis of criteria of AWSD1.1 Table 6.2, where t is the thickness of the part subjected to thethrough-thickness strain.
3. B B A
OMF IMF SMF
C B B
B A A
Not Required
A25% of joints
B CUltrasonic Testing (UT)Magnetic Particle Testing (MT)
50% of joints25% of joints
100% of joints50% of joints
REQUIRED LOCATIONS
NDT Technician(s)
Deputy Inspector(s)
Structural Observer(s)
Non-Destructive Testing Reports
Deputy Inspection Reports
Structural Observation Reports
Table 1. REPORTS TO BE SUBMITTED TOTHE CITY BUILDING INSPECTOR
1.
2.
3.
NOTES:1. Weld qualities shall be verified by the Deputy Inspector.2. The structural observations listed in this Table are in addition to the structural observations that may be required on the structural plans.
Review NDT and deputy inspection reports for general compliance.
Verify that no welded attachments occur in the plastic hinging region.
Presence of doubler plates, as required on the plans.
Contour of RBS profile, if applicable.
Configuration and finish of weld access holes, if applicable.
Presence of continuity plates, as required on the plans.
Removal of runoff tabs, as required on the plans.
Removal of backing bars, as required on the plans.
Orientation and placement of connected components.
STRUCTURAL OBSERVATION PROGRAM(Steel Moment Frame for Seismic Application)
Table 6. STRUCTURAL OBSERVATION CHECKLIST
PREPARED BY TYPE OF REPORT
NOTE: A, B, and C are the frequencies of non-destructive tests listed in Table 3.
Frequency Designation
Not applicable.
A5.5 (6)
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1 : 1
5/30/2008 10:48:37 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
C.4
STAN
DARD
QUA
LITY
ASSU
RANC
E PL
AN
NOVEMBER 07, 2007
STANDARD QUALITY ASSURANCE PLANFor Special Steel Moment Frames
The specifications and illustrative details presented in this Standard QualityAssurance Plan have been prepared in accordance with recognized engineeringprinciples and are for general information only. This Standard Quality AssurancePlan should not be used or relied upon for any specific application withoutcompetent professional examination and verification of its accuracy, suitability, andapplicability by the Engineer or Architect of Record. By signing and sealing thisStandard Quality Assurance Plan, the Engineer or Architect of Record assumes fullresponsibility for the application of all of the specifications and illustrative detailsassociated with the subject property. Furthermore, by signing and sealing thisStandard Quality Assurance Plan, the Engineer or Architect of Recordacknowledge that the City of Los Angeles assumes no responsibility for theapplication of any of the specifications and illustrative details contained in thisStandard Quality Assurance Plans and all liability arising from such use.
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:
3
A CB
1
2
4
F-12 F-1
3F-14
F-15
F-16
F-17
F-18
15' -
1"17
' - 4 3
/4"9'
- 1 3/
4"
11' - 6 3/16" 12' - 10 9/16"
3b
5' - 3
3/4"
3' - 1
0"
3
A1' - 2"
1' - 7
3/8"
7/16" 6 9/16" 6 9/16" 7/16"
3" 3"
6 5/8"
1' - 0
3/4"
1/2"
6"6 1
/4"3"
1 1/8"
A
1
3" 3"
7/16" 6 9/16" 6 9/16" 7/16"
1' - 2"
1/2"
6"6 5
/16"
3"
1' - 0
13/16
"6 5
/8"
1' - 7
7/16
"
1 1/4"
C
1 1 1/4"
1/2"
6"6 3
/8"3"
1' - 0
7/8"
6 5/8"
1' - 7
1/2"
3" 3"
7/16" 6 9/16" 6 9/16" 7/16"
1' - 2"
3
B1' - 2"
7/16" 6 9/16" 6 9/16" 7/16"
3" 3"
3"3"6 5
/8"6 5
/8"1' - 1
1/4"
3
C1' - 2"
7/16" 6 9/16" 6 9/16" 7/16"
3" 3"
3"3"6 5
/8"6 5
/8"1' - 1
1/4"
A
2
6 1/8"
6 1/8"1'
- 0 5/
8"1'
- 0 5/
8"
3" 3"
1' - 2"C
2
3" 3"
7/16" 6 9/16" 6 9/16" 7/16"1' - 2"
1/2"
6"6 5
/16"
3"6 5/8"
1' - 0
13/16
"
1' - 7
7/16
"
1 1/4"
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
As indicated
5/30/2008 10:48:38 AM
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F-1
ANCH
ORBO
LT P
LAN
& BA
SEPL
ATES
NOVEMBER 07, 2007
(half scale if on 17x11) 1/4" = 1'-0"1
ANCHORBOLT PLAN
(half scale if on 17x11) 1 1/2" = 1'-0"2
BASEPLATE @ 3A
(half scale if on 17x11) 1 1/2" = 1'-0"7
BASEPLATE @ 1A(half scale if on 17x11) 1 1/2" = 1'-0"
8BASEPLATE @ 1C
(half scale if on 17x11) 1 1/2" = 1'-0"3
BASEPLATE @ 3B(half scale if on 17x11) 1 1/2" = 1'-0"
4BASEPLATE @ 3C
(half scale if on 17x11) 1 1/2" = 1'-0"5
BASEPLATE @ 2A(half scale if on 17x11) 1 1/2" = 1'-0"
6BASEPLATE @ 2C
Typical anchor bolt:3/4" dia. headed anchor rodwith 16" embed (Fy = 55ksi).ASTM F15541" Base Plate (TYP).
1" Base Plate (TYP.)
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:1.
Adde
d deta
il num
ber r
efere
nces
02-2
6-08
SDG
A
A
C
C
B
B
11
22
BS-2.2
CS-2.3
1S-2.1
1S-2.4
Eave Strut 8" x -9.46
8x2.0 C 14
8x2.0 C 14
8x2.0 C 14
W12X22
8x2.0 C 14 Eave Strut 8" x -9.46
8x2.0 C 14
8x2.0 C 14
8x2.0 C 14
8x2.0 C 14
8x2.0 C 14
8x2.0 C 14
8x2.0 C 14
Eave Strut 8" x 9.46
W12
X22
W12
X26
W12
X26
W12X22
W12
X22
W12
X26
W12
X26
W12X65
W10X100
W10X100
W10X100
W12X120
W10X100
W12X120
W12X120
W10X100
W12
X26
W12
X26
1A3.3
1A3.1
1' - 3
"
3S-5.2
4S-5.2
3S-5.2
4S-5.1
SIM.
4S-5.2
3S-5.1
4S-5.1
CANT
.
CANT
.
CANT
.
CANT
.
CANT
.
Blocking @ 5' - 0" o.c. MAX.per detail 4/S-5.2
SIM.@ W12
2S-5.4
13' -
0 5/16
"
1' - 3
"1'
- 3"
(SMF)
(SMF)
(SMF
)
(SMF
)
33
A
A
C
C
B
B
11
22
BS-2.2
CS-2.3
1S-2.1
2S-2.5
1S-2.4
3S-2.6
W12X22
W12
X22
W12
X22
W12X22
W8X
15
W12
X22
W12X120 W12X120
W12X120W10X100
W12X65
W10X100
8x2.0 C 14
8x2.0 C 14
8x2.0 C 14
8x2.0 C 14
8x2.0 C 14
8x2.0 C 14
8x2.0 C 14
8x2.0 C 14
8x2.0 C 14
8x2.0 C 14
Eave Strut 8" x 9.46
W6X8.5
HSS3-1/2X3-1/2X.250
4S-5.2
@ W12
3S-5.2
4S-5.2
3S-5.2
Blocking @ 5' - 0" o.c. MAX.per detail 4/S-5.2
@ W12
SIM.
SIM.
2S-5.4
(SMF)
(SMF
)
(SMF)
33
C
C
B
B
BS-2.2
CS-2.3
3S-2.6 W12X120 W12X120
W12
X26
W12
X26
Eave Strut 6" x -9.46
6x2.5C14
Eave Strut 6" x 9.46
SIM.4
S-5.1
Blocking @ 5' - 0" o.c. MAX.per detail 4/S-5.2
W12X22
1S-5.4
7S-5.2
CANT
.
CANT
.
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1/4" = 1'-0"
5/30/2008 10:48:39 AM
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ENCE
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070319DK
S-1.1
ROOF
FRA
MING
PLA
NS
NOVEMBER 07, 2007
(half scale if on 17x11) 1/4" = 1'-0"1
REAR ROOF FRAMING PLAN
(half scale if on 17x11) 1/4" = 1'-0"2
FRONT ROOF FRAMING PLAN
(half scale if on 17x11) 1/4" = 1'-0"3
ENTRY ROOF FRAMING PLAN
TYPICAL FRAMING PLAN NOTES:
1. on plan indicates moment connection.
"CANT." indicates cantilever. "SMF" indicates Special Moment Frame. See plan for details.2. Typical roof deck: 1 1/2" - 22 gage per detail 1/S-5.23. Typical floor: 4" slab (2 1/2" Normal WT concrete plus 1 1/2" - 22 gage metal deck per detail 2/S-5.2). Reinforce slab with #3 @ 18" o.c. each way, centered in slab. Coordinate rebar location with in-slab heating ducts. Provide lightweight concrete at outdoor deck area per notes on 2/S1.2.4. Typical roof joists: 8x2.0C14G @ 2' - 0" o.c. MIN. section properties (Fy = 55ksi):
Ix = 8.108 in^4Sx = 2.027 in^3Rx = 2.992 inA = .906 in^2
5. Typical floor joists: Dietrich TDW 12x2x12 @ 2' - 0" o.c. MIN. section properties (Fy = 50ksi):
Ix = 30.6 in^4Sx = 5.099 in^3A = 1.682 in^2Mallow = 121,354 in-lbsVallow = 2246 lbs
WXxXX
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:
A
A
C
C
B
B
11
22
W12
X45
W12X26
W12
X26 W
12X2
6
W12
X35
W12X35
W12X45
W12
X26
W12
X26
W12X16
W12
X26
W12X16
W12
X26
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C12
x2.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
W12X120
W10X100
W10X100
W12X120
W10X100
W12X120 W12X120
W10X100
W10X100
W6X8.5
W10X100
W12X65
12x2.0C
12x2.0C
12x2.0C
12x2.0C12x2.0C
12x2.0C
BS-2.2
CS-2.3
1S-2.1
2S-2.5
1S-2.4
1' - 6
"
1' - 4"
1' - 6
"1'
- 6"
1' - 4"
min.
min.
min.
min.
min.
3S-5.1
B.1
B.1
Add stiffener platesper detail 6/S-5.1
4S-5.1
5S-5.2
5S-5.2
6S-5.2
NOTE: Framing designed to supportstair load of 40 psf dead load +100 psf live load
CANT
.
CANT
.
CANT
.
(SMF)
(SMF
)
(SMF
)
(SMF)
DN
UP
33
A
A
C
C
B
B
22
12x2.0C
2' - 0
"2'
- 0"
2' - 0
"2'
- 0"
2' - 0
"
1' - 4
"
12x2
.0C
1' - 6"
12x2
.0C
12x2.0C
12x2.0C
12x2.0C
12x2.0C
12x2.0C
W12X16W
12X3
5
W12
X22
W12X35
12x2
.0C
W6X8.5
W12X120W12X120
W10X100
W10X100
W12X120
W10X100
BS-2.2
1S-2.1
2S-2.5
3S-2.6
1' - 6"
EQ EQ
min.
min. min.
2S-5.1
W12X22
W12
X16
12x2.0C
HSS4X4X.25
1S-5.4
1' - 4
" min.
4S-1.2
(SMF)
(SMF
)
NOTE: Framing designed to supportstair load of 40 psf dead load +100 psf live load.
DN
Note: Slab at landing to be 15"thick (1 1/2" metal deck plus 131/2" light wt. conc.). Reinf. w/ #3@ 8" o.c., ea. way, top & bottom.
Provide lightweight concrete(110 pcf) @ this level, typicalreinforcing per plan notes S1.1.
8S-5.2
33
A
A
C
C
B
B
11
22
W12X35 W12X35
W12
X16
W12
X35
W12X35
W12
X35
W12X35
W12
X35
W12
X26
W12
X26
W12X26
W12
X35
W12
X35
W12X16
W12
X35
W12
X35 12
x2.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2
.0C
12x2.0C
12x2.0C
12x2.0C
12x2.0C
12x2.0C
12x2.0C
12x2.0C
12x2.0C
12x2.0C
12x2.0C
12x2.0C
12x2.0C
1' - 6
"1'
- 6"
BS-2.2
CS-2.3
1S-2.1
2S-2.5
1S-2.4
3S-2.6
11' - 6 3/16" 12' - 10 9/16"
3' - 5
3/8"
15' -
1"17
' - 4 3
/4"9'
- 1 3/
4"
44
1' - 6
"1'
- 6"
1' - 7 1/8"
1' - 6
"
1' - 6
"
1' - 8 1/2"16" min.
EQEQ
EQ
min.
min.
min.
min.
min.
EQEQ
EQ
1' - 7 1/8"16" min.
min.
16" min.
EQEQ
EQ
W12X120 W12X120W12X120
W10X100
W10X100
W12X120
W10X100
W12X120
W10X100
W10X100
W12X120
W10X100
W12X120
12x2.0C
12x2.0C
12x2.0C
12x2.0C
3S-5.1
3S-5.1
12x2
.0C
9' - 2 11/16" 6' - 0 3/16" 9' - 1 7/8"
6S-5.2
TYP.
4S-5.1
3b
CANT
.
CANT
.
CANT
.
CANT
.
NOTE: W12x35 designed to receiveStair Load of 40 psf dead load +100 psf live load.
(SMF)
(SMF)
(SMF)(SMF)
(SMF
)(S
MF)
(SMF
)
1' - 1 1/2"CONCRETEFLOOR
2 1/2" CONCRETE FLOOR@ DECK
4"
1' - 3
"
REINFORCE SLAB EDGES/WALLS W/ #4@ 12" O.C. EACH WAY, CENTERED ANDHOOKED INTO SLAB.
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
As indicated
5/30/2008 10:48:40 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-1.2
FLOO
R FR
AMIN
G PL
ANS
NOVEMBER 07, 2007
(half scale if on 17x11) 1/4" = 1'-0"1
THIRD FLOOR FRAMING PLAN
(half scale if on 17x11) 1/4" = 1'-0"2
DECK FLOOR FRAMING PLAN
(half scale if on 17x11) 1/4" = 1'-0"3
SECOND FLOOR FRAMING PLAN
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:
3/4" = 1'-0"4 SECTION @ DECK STEP
2.CH
ANGE
D ST
AIR
LOAD
ING
NOTE
S04
-03-
08SD
G3.
LOW
ERED
ROO
F DE
CK 10
"04
-03-
08SD
G
Second Floor0"
Third Floor9' - 6"
Deck13' - 6"
T.O. Conc. Piers-8' - 1 11/16"
3 122S-2.5
1S-2.4
3S-2.6
S-5.17
S-5.17
S-5.17S-5.1
4
S-5.17
S-5.14
S-5.14
S-5.19
S-5.14
S-5.19
2A3.1
First Floor-9' - 11"
1A5.2
2A5.2
S-5.16
S-5.16
S-5.16
S-5.16
S-5.16
S-5.16
SIM.
SIM.
SIM.
SIM.
1' - 2
" HEIG
HT F
ROM
TOP
2ND
FLOO
R TO
TOP
ROO
F RI
B (H
IGHE
ST P
OINT
)
23' -
0 9/16
"
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1/2" = 1'-0"
5/30/2008 10:48:40 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-2.1
SECT
ION
@ G
RID
A
NOVEMBER 07, 2007
(half scale if on 17x11) 1/2" = 1'-0"1
STRUCTURAL SECTION @ GRID A
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:3.
LOW
ERED
ROO
F DE
CK 10
"04
-03-
08SD
G
Second Floor0"
Third Floor9' - 6"
Deck13' - 6"
T.O. Conc. Piers-8' - 1 11/16"
31 2
1S-2.4
3S-2.6
S-5.13
S-5.14
S-5.14
S-5.18
S-5.12
9S-5.1
S-5.18
S-5.18
S-5.18
S-5.14
First Floor-9' - 11"
1' - 8" 2' - 0"2' - 0"
2' - 0"2' - 0"
2' - 0"2' - 0"
2' - 0"2' - 0"
2' - 0"
1' - 10 3/8"2' - 0"
2' - 7 5/8"1' - 4 3/8" 2' - 0"
2' - 0"2' - 0"
2' - 0" 1' - 3 11/16" 2' - 8 5/16"2' - 0" 1' - 7 13/16"
S-5.18 S-5.1
3
SIM.
SIM.
SIM.SIM.
SIM.
SIM.
SIM.
4" Roof Panels
22' - 2 5/8"
5' - 8 15/16"
24' - 10 5/16"
Provide 1/4"End Plate
1' - 2
"
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1/2" = 1'-0"
5/30/2008 10:48:40 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-2.2
SECT
ION
@ G
RID
B
NOVEMBER 07, 2007
(half scale if on 17x11) 1/2" = 1'-0"B
STRUCTURAL SECTION @ GRID B
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:3.
LOW
ERED
ROO
F DE
CK 10
"04
-03-
08SD
G
Second Floor0"
Third Floor9' - 6"
T.O. Conc. Piers-8' - 1 11/16"
31 22
S-2.5
1S-2.4
3S-2.6
S-5.14
S-5.14
S-5.14 S-5.1
7
S-5.17
S-5.17 S-5.1
8
S-5.18
S-5.14
S-5.18
S-5.18
S-5.16
S-5.16S-5.1
6
S-5.16
First Floor-9' - 11"
S-5.16
SIM.SIM.
SIM.
SIM.SIM.
SIM.
SIM.
SIM.
S-5.41
Provide 1/4"End Plate LO
CATI
ON:
CUST
OMER
:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1/2" = 1'-0"
5/30/2008 10:48:41 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-2.3
SECT
ION
@ G
RID
C
NOVEMBER 07, 2007
(half scale if on 17x11) 1/2" = 1'-0"C
STRUCTURAL SECTION @ GRID C
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:
Second Floor0"
Third Floor9' - 6"
T.O. Conc. Piers-8' - 1 11/16"
AC BB
S-2.2
CS-2.3
1S-2.1
S-5.17
S-5.17
S-5.16S-5.1
6
S-5.16
S-5.16
9S-5.1
9S-5.1
B.1
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1/2" = 1'-0"
5/30/2008 10:48:41 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-2.4
SECT
ION
@ G
RID
1
NOVEMBER 07, 2007
(half scale if on 17x11) 1/2" = 1'-0"1
STRUCTURAL SECTION @ GRID 1
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:
Second Floor0"
Third Floor9' - 6"
Deck13' - 6"
T.O. Conc. Piers-8' - 1 11/16"
AC BB
S-2.2
CS-2.3
1S-2.1
S-5.17
S-5.17
S-5.17
S-5.16 S-5.1
63S-5.1
9S-5.1
9S-5.1
9S-5.1
4' - 0
"
B.1
S-5.16 S-5.1
6
S-5.16
1' - 2
" LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1/2" = 1'-0"
5/30/2008 10:48:42 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-2.5
SECT
ION
@ G
RID
2
NOVEMBER 07, 2007
(half scale if on 17x11) 1/2" = 1'-0"2
STRUCTURAL SECTION @ GRID 2
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:3.
LOW
ERED
ROO
F DE
CK 10
"04
-03-
08SD
G
Second Floor0"
Deck13' - 6"
T.O. Conc. Piers-8' - 1 11/16"
A CB BS-2.2
CS-2.3
1S-2.1
S-5.16
S-5.17
S-5.16
S-5.15
S-5.16
S-5.17
S-5.17
1S-5.4
1' - 2
"
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1/2" = 1'-0"
5/30/2008 10:48:42 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-2.6
SECT
ION
@ G
RID
3
NOVEMBER 07, 2007
(half scale if on 17x11) 1/2" = 1'-0"3
STRUCTURAL SECTION @ GRID 3
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:3.
LOW
ERED
ROO
F DE
CK 10
"04
-03-
08SD
G
3' - 3" 3' - 6" 3' - 6" 3' - 6" 3' - 6" 3' - 6" 3' - 6" 2' - 9"
2' - 2 3/8"3' - 6" 3' - 6" 3' - 6" 2' - 9"
3' - 2 7/16" 3' - 6" 3' - 6" 3' - 6" 2' - 3"
H
D
E
D2
B
21' -
8 1
/4"
21' -
8 1
/4"
21' -
8 1
/4"
21' -
8 1
/4"
21' -
8 1
/4"
17' - 2" 17' - 2" 17' - 2"
122
B
F F
G
B
D
E
17' -
2"
17' - 2" 17' - 2" 17' - 2"
22' -
10
1/2"
22' -
7 7
/16"
22' -
0 7
/16"
21' -
5 7
/16"
15' -
0" 20
' - 3
7/1
6"
19' -
8 7
/16"
19' -
1 7
/16"
3' - 6 7/16"
J
G
AD
H
H
JA
FG
18' -
10
7/16
"
18' -
10
7/16
"
18' -
10
7/16
"
18' -
10
7/16
"
18' -
10
7/16
"
18' -
10
7/16
"
18' -
10
7/16
"
18' -
10
7/16
"12
212
2
B
A
F
G
G
D
F
J
G E
H
19' -
1 7
/16"
19' -
8 7
/16"
20' -
3 7
/16"
20' -
10
7/16
"
21' -
5 7
/16"
21' -
6 1
/4"
19' -
0 3
/4"
19' -
7 3
/4"
20' -
2 3
/4"
20' -
9 3
/4" 21
' - 4
3/4
"
21' -
8 1
/4"
F
G
7' -
9 3/
4"
7 ' -
6 3
/4"
6' -
11 3
/4"
6' -
4 3/
4"
5' -
9 3/
4"
C
9' -
0 1/
2"
1' - 10 1/2"
6' -
0" 9' -
0 1/
2"
9' -
0 1/
2"
4' -
0 11
/16"
4' -
1 11
/16"
3' -
10 3
/8" 2' - 9 15/16"
2' - 9 15/16"2' - 9 15/16"
2' - 9 15/16"
1' - 4" 1' - 4" 1' - 4" 1' - 4"
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1/4" = 1'-0"
5/30/2008 10:48:43 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-3.1
ROOF
& W
ALL P
ANEL
LAYO
UTS
NOVEMBER 07, 2007
(half scale if on 17x11) 1/4" = 1'-0"1
ROOF PANEL LAYOUT PLAN
(half scale if on 17x11) 1/4" = 1'-0"2
WALL PANEL LAYOUT - NORTH ELEV.(half scale if on 17x11) 1/4" = 1'-0"
3WALL PANEL LAYOUT - WEST ELEV.
(half scale if on 17x11) 1/4" = 1'-0"4
WALL PANEL LAYOUT - SOUTH ELEV.(half scale if on 17x11) 1/4" = 1'-0"
5WALL PANEL LAYOUT - EAST ELEV.
(half scale if on 17x11) 1/4" = 1'-0"6
WALL PANEL LAYOUT - W. DECK(half scale if on 17x11) 1/4" = 1'-0"
7WALL PANEL LAYOUT - N. DECK
(half scale if on 17x11) 1/4" = 1'-0"8
WALL PANEL LAYOUT - E. ABV. ROOF(half scale if on 17x11) 1/4" = 1'-0"
9WALL PANEL LAYOUT - N. ABV. ROOF
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:3.
LOW
ERED
ROO
F DE
CK 10
"04
-03-
08SD
G
3
A B
2
18' -
7"
12' -
8 5/16
"
18' -
7"
18' -
7"
14' -
7 7/16
"
3
A CB
1
2
4
8' - 0
1/2"
38' -
0"
38' -
0"
38' -
0"
38' -
0"
38' -
0"
38' -
0"
38' -
0"
38' -
0"
38' -
0"
2' - 6"3' - 0"
3' - 0" 3' - 0" 1' - 2"
8' - 0
"
8' - 0
"
8' - 0
"
A CB
1
2
B.1
12' -
9 1/4"
12' -
9 1/4"
12' -
9 1/4"
19' -
10 1/
2"
23' -
3 1/4"
19' -
10 1/
2"
19' -
10 1/
2"
19' -
10 1/
2"
23' -
3 1/4"
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1/4" = 1'-0"
5/30/2008 10:48:44 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-3.2
FLOO
R PA
NEL L
AYOU
T
NOVEMBER 07, 2007
(half scale if on 17x11) 1/4" = 1'-0"1
Floor Panels @ DECK PLAN
(half scale if on 17x11) 1/4" = 1'-0"2
Floor Panels @ SECOND FLOOR PLAN
(half scale if on 17x11) 1/4" = 1'-0"3
Floor Panels @ THIRD FLOOR PLAN
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:3.
LOW
ERED
ROO
F DE
CK 10
"04
-03-
08SD
G
Second Floor0"
Third Floor9' - 6"
Deck13' - 6"
T.O. Conc. Piers-8' - 1 11/16"
3 12
2' - 4
"5'
- 2" 5'
- 4"
1' - 0
"3'
- 1"
3' - 6
"2'
- 7"
4"
1' - 8
"2'
- 4"
10' -
0"
1' - 0
"
3' - 6
"3'
- 4"
1' - 2
"3'
- 5 5/
8"4'
- 3 3/
8"4'
- 7"
9' - 2
"10
' - 0"
4' - 7
"
3' - 4
"
4' - 7
"4'
- 7"
122
B
F
DB
E
F
G
4' - 0"
2' - 4"
1' - 2"
2' - 4
"
4' - 0"
3' - 6"
2' - 4"
2' - 4"
2' - 4"
HEIG
HT F
ROM
TOP
2ND
FLOO
R TO
TOP
ROO
F RI
B (H
IGHE
ST P
OINT
)
23' -
0 9/16
"
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1/2" = 1'-0"
5/30/2008 10:48:44 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-4.1
FRAM
ING
ELEV
ATIO
N @
GRI
D A
NOVEMBER 07, 2007
(half scale if on 17x11) 1/2" = 1'-0"1
FRAMING ELEVATION @ GRID A
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:
NOTE: All C-Channel girts and verts.shall be C6x2.5x16gage U.N.O.
3.LO
WER
ED R
OOF
DECK
10"
04-0
3-08
SDG
Deck13' - 6"
3
3' - 6
"1'
- 4"
2' - 4
"
1' - 0
"
F
G
3' - 6
1/2"2' - 4"
2' - 4"
3' - 4
"10
"
2 1/2" 1 1
/2"
1' - 2
"
REINFORCE SLABEDGES/WALLS W/ #4 @ 12"
O.C. EACH WAY, CENTEREDAND HOOKED INTO SLAB.
2
Deck13' - 6"
AB
6' - 0
"1'
- 2"
C
1 1/2"
2 1/2"
10"
4' - 0
"3'
- 5 1/
2"
3"2' - 9"3' - 0"8"4' - 0"
7' - 3
"
Door
4' - 0"
3' - 0"
C B
2S-5.4
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1/2" = 1'-0"
5/30/2008 10:48:45 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-4.2
FRAM
ING
ELEV
ATIO
NS @
GRI
DS B
& 2
NOVEMBER 07, 2007
(half scale if on 17x11) 1/2" = 1'-0"1
FRAMING ELEVATION @ GRID B FROM DECK
(half scale if on 17x11) 1/2" = 1'-0"2
FRAMING ELEVATION @ GRID B FROM LOWER ROOF
(half scale if on 17x11) 1/2" = 1'-0"3
FRAMING ELEVATION @ GRID 2 FROM DECK
(half scale if on 17x11) 1/2" = 1'-0"4
FRAMING ELEVATION @ GRID 2 FROM LOWER ROOF
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:
NOTE: All C-Channel girts and verts.shall be C6x2.5x16gage U.N.O.
3.LO
WER
ED R
OOF
DECK
10"
04-0
3-08
SDG
Second Floor0"
Third Floor9' - 6"
Deck13' - 6"
T.O. Conc. Piers-8' - 1 11/16"
31 2
3' - 6
"3'
- 5 1/
2"
10"
2' - 4
"
3' - 8
"10
' - 0"
2' - 4
"9'
- 11"
2' - 4
"7'
- 8"
3' - 6
"3'
- 0"
G
H
E
D
F
G
J
B
A
G
F
122 12
24'
- 7"
4"4'
- 7"
4' - 7
"
2' - 4
"4'
- 4"
5' - 4
"2'
- 8"
1' - 2
"
6' - 1
0"
1' - 4
"
2' - 4
"5'
- 6"
3' - 1
0"2'
- 4"
3' - 0
"
5' - 0
"4'
- 7"
4' - 7
"
3' - 7
1/2"
4' - 7
"
2' - 4"
2' - 4"
2' - 4"
4' - 0"
5' - 4"
2' - 4"
2' - 4"
1' - 2"
2' - 4"
3' - 6"
2' - 4"
S-5.42
S-5.41
4' - 1
1 1/2"
4' - 1
1 1/2"
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1/2" = 1'-0"
5/30/2008 10:48:45 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-4.3
FRAM
ING
ELEV
ATIO
N @
GRI
D C
NOVEMBER 07, 2007
(half scale if on 17x11) 1/2" = 1'-0"1
FRAMING ELEVATION @ GRID C
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:
NOTE: All C-Channel girts and verts.shall be C6x2.5x16gage U.N.O.
Second Floor0"
Third Floor9' - 6"
T.O. Conc. Piers-8' - 1 11/16"
A CB
2A3.3
1A3.2
1A3.3
1A3.1
2' - 4
"4'
- 4"
1' - 2
"2'
- 1"
1' - 2
"1'
- 0"
2' - 4
"3'
- 0"
2' - 4
"4'
- 4"
2' - 4
"3'
- 4"
2' - 4
"4'
- 3"
3' - 6
"3'
- 0"
2' - 4
"4'
- 8"
A
F
J
G
A
H
G
H
D
3' - 9
3/4"
4' - 4
"4'
- 4 13
/16"
4' - 0
"B.1
5' - 4"2' - 4"
1' - 2"
5' - 4"
2' - 4"
3' - 6"2' - 4"
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1/2" = 1'-0"
5/30/2008 10:48:46 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-4.4
FRAM
ING
ELEV
ATIO
N @
GRI
D 1
NOVEMBER 07, 2007
(half scale if on 17x11) 1/2" = 1'-0"1
FRAMING ELEVATION @ GRID 1
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:
NOTE: All C-Channel girts and verts.shall be C6x2.5x16gage U.N.O.
Second Floor0"
Third Floor9' - 6"
Deck13' - 6"
T.O. Conc. Piers-8' - 1 11/16"
AC B1A3.2
1A3.3
1A3.1
13' -
0"5'
- 4"
16' -
7"2'
- 4"
14' -
0"1'
- 2"
2' - 4
"2'
- 4"
1' - 0
"
10' -
0"
D
E
H
D
B
4' - 4
"4'
- 0"
4' - 2
"6"
3' - 7
"2'
- 6 1/
2"
4' - 4
"4'
- 4"
3' - 8
"
1' - 2
"
3' - 4
"
1"8'
- 1 1/
2"3' - 8"
Door
2' - 4"
3' - 6"
2' - 4"
3' - 6" 4' - 0"
(Stairs, railing, and middlelanding not by Ecosteel)
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1/2" = 1'-0"
5/30/2008 10:48:46 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-4.5
FRAM
ING
ELEV
ATIO
N @
GRI
D 3
NOVEMBER 07, 2007
(half scale if on 17x11) 1/2" = 1'-0"1
FRAMING ELEVATION @ GRID 3
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:
NOTE: All C-Channel girts and verts.shall be C6x2.5x16gage U.N.O.
3.LO
WER
ED R
OOF
DECK
10"
04-0
3-08
SDG
(8) 1 1/8" DIA. A325 BOLTS@ 6" GAUGE.
END PL : 1 1/8" X 10"
C/L COLUMN
1/2" STIFF. PL.
@ BEAM WEB
T.O.S. EL. VARIES(FLOOR)
TYP @ BEAM FLANGE5/16
5/16
NOTES:1. PROTECTED ZONE INDICATES NO TACK WELDS,ERECTION AIDS, THERMAL CUTTING, OR ANY OTHERFABRICATION OR ERECTION MODIFICATIONS. NO BOLTED,SCREWED, WELDED OR SHOT-IN ATTACHMENTSPERMITTED EXCEPT SPOT WELDS REQUIRED FOR DECKATTACHMENT.2. PERPENDICULAR OR NESTED COLUMNS NOT SHOWN.SEE PLAN AND DETAIL 1/S-5.1.
NOTE:DECK NOT SHOWN FOR CLARITY. PROVIDE
1/2" COMPRESSIBLE MATERIAL BETWEENCOLUMN FLANGE & CONCRETE DECK.
STIFF. PL. ONLY @ GRIDSA/2, W10 COLUMN @ UPPERFLOOR STAIR OPENING REFDETAIL 5/S-5.1.
1' - 7"
PROTECTED ZONESHOWN HATCHED.
SEE NOTE 1
2 1/2"
2 1/2"
4 1/2"
TYP.
TYP.
2 1/2"
2 1/2"
4 1/2"
TYP.TY
P.
8"
TYP.
TYP.
1"
1"
CJP@ STIFF.PL.
PLAN
ELEVATION
PLAN
1/4
3/8" PL. W/ (6) 7/8" DIA. A325 SLIPCRITICAL BOLTS
W12X26 PERPLAN
5/16" PL.
COLUMN PER PLANW12X120
3/8" PL. W/ (4) 7/8" DIA. A325 SLIPCRITICAL BOLTS
5/16
3" TYP
Note: Beam is sloped @ sim.
3 1/2"1 1/2"
3"1 1/2"
1/4
5/16" x 3 1/2" x 9" pl.
(3) 3/4" dia. A325 bolts
Beams per plan
3/8" x 6 1/2" pl. w/ (12) 7/8"dia. A325 slip critical boltsTyp. bolt spacing
Shim as necessary where beamdepths do not match
3/8" x 6 1/2" pl. w/ (8) 7/8"dia. A325 slip critical boltsNotes:
1. Faying surfaces @ slip critical bolts mustbe prepared as class "A" surfaces (unpaintedclean mill scale steel surfaces.)2. Short slotted holes are permitted at top &bottom plate for erection.
1/4
5/16" x 3 1/2" x 9" pl.
(3) 3/4" dia. A325 slip critical bolts
Beam per plan
Notes:1. Faying surfaces @ slip critical bolts mustbe prepared as class "A" surfaces (unpaintedclean mill scale steel surfaces.)
Column per plan
(8) 1" dia. bolts @ floor & roof.Center bolt group on beam lines& space vertically @ 3" o.c..Bolts shall be snug tight.
7/8" shim plates
W10X100
W12X120
W10X100 @ grid intersection A2
3/8" STIFF. PL.
END PL : 7/8" X 8"
(8) 1" DIA. A325 BOLTS @4" GAUGE @ GRIDS A & C,@ 4 1/2" GAUGE @ GRIDS1, 2 & 3
TYP.
C/L COLUMN
5/16
CJP COL@ FLANGE
TYP @ BEAMFLANGE 5/16
TYP. @ STIFF. PL.
5/16
T.O.S. EL. VARIES(ROOF)
TYP.
TYP.
@ BEAM WEB
4"
1"7"
TYP.
TYP.
TYP.
1"
5/16
1' - 3"
NOTES:1. PROTECTED ZONE INDICATES NO TACK WELDS,ERECTION AIDS, THERMAL CUTTING, OR ANY OTHERFABRICATION OR ERECTION MODIFICATIONS. NO BOLTED,SCREWED, WELDED OR SHOT-IN ATTACHMENTSPERMITTED EXCEPT SPOT WELDS REQUIRED FOR DECKATTACHMENT.2. ROOF BEAM MAY BE SLOPED PER PLAN.3. PERPENDICULAR OR NESTED COLUMNS NOT SHOWN.SEE PLAN AND DETAIL 1/S-5.1.
PROTECTED ZONESHOWN HATCHED.SEE NOTE 1
EXTEND W12x120 COLUMNS 4" ABOVETOP OF BEAM TO LET IN NESTED COLUMNS.PROVIDE 1/2" CAP PLATE @ TOP OF COLUMN.
1/2" STIFF. PL.EACH SIDE
OF WEB
3/8" STIFF PL.(TYP. @ ROOF)
END PL : 7/8" x 8"
9/16" STIFF PL.EA. SIDE OF WEB
(8) 1" DIA. A325BOLTS @ 6" GAUGE
END PL : 1 1/8" x 10"
(8) 1" DIA. A325 BOLTS@ 4 1/2" GAUGE.
C/L COLUMN
K+1 1/2"
1/2"+
K
STIFF PL
1/2" STIFF. PL.(TYP. @ FLOOR)
B
TYP
CJPTYP @ COL FLANGE
TYP
NOTE:DECK NOT SHOWN FOR CLARITY.PROVIDE 1/2" COMPRESSIBLEMATERIAL BETWEEN COLUMNFLANGE & CONCRETE DECK.
TYP@ BEAM FLANGE5/16
T.O.S. EL. VARIES(ROOF)
T.O.S. EL. VARIES(FLOOR)
TYP.
4"4"2 1
/4"
2 1/4"
TYP.
TYP.
TYP.
2 1/4"
2 1/4"TYP.
CJPTYP
TYP.
TYP.
@ BEAM WEB5/16
2 1/2"
2 1/2" TYP.
2 1/2"
2 1/2"
TYP.
TYP.
NOTES:1. PROTECTED ZONE INDICATES NO TACK WELDS,ERECTION AIDS, THERMAL CUTTING, OR ANY OTHERFABRICATION OR ERECTION MODIFICATIONS. NO BOLTED,SCREWED, WELDED OR SHOT-IN ATTACHMENTSPERMITTED EXCEPT SPOT WELDS REQUIRED FOR DECKATTACHMENT.2. ROOF BEAM MAY BE SLOPED PER PLAN.3. PERPENDICULAR OR NESTED COLUMNS NOT SHOWN.SEE PLAN AND DETAIL 1/S-5.1.
1' - 3"
PROTECTED ZONESSHOWN HATCHED.
SEE NOTE 1
1' - 3" 1' - 3"
1/4
5/16" x 3 1/2" x 9" pl.
(3) 3/4" dia. A325 bolts
Beam per plan
Column per plan
1/4
5/16" x 3 1/2" x 9" pl.
(3) 3/4" dia. A325 bolts
Beams per plan
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
As indicated
5/30/2008 10:48:47 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-5.1
STEE
L CON
NECT
ION
DETA
ILS
NOVEMBER 07, 2007
(half scale if on 17x11) 1" = 1'-0"6
TYPICAL MOMENT CONNECTION @ FLOOR
(half scale if on 17x11) 1" = 1'-0"4
TYPICAL MOMENT CONNECTION @ COLUMN WEB
(half scale if on 17x11) 1" = 1'-0"3
BEAM CANTILEVER CONNECTION(half scale if on 17x11) 1" = 1'-0"
2TYPICAL CONNECTION @ DRAG STRUT
(half scale if on 17x11) 1 1/2" = 1'-0"1
PLAN DETAIL @ DOUBLE/TRIPLE COLUMN
(half scale if on 17x11) 1" = 1'-0"7
TYPICAL MOMENT CONNECTION @ ROOF(half scale if on 17x11) 1" = 1'-0"5
MOMENT CONNECTIONS @ B3
(half scale if on 17x11) 1" = 1'-0"8
TYPICAL CONNECTION @ COLUMN WEB
(half scale if on 17x11) 1" = 1'-0"9
TYPICAL BEAM TO BEAM CONNECTION
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:
6" 2 1/2" 3 1/2"
1 1/2"
36"
1/2" Puddle Welds
DECK PROPERTIES
Ix = 0.175in 4/FTSp = 0.187in 3/FTSn = 0.198in 3/FTFy = 38 ksiSHEAR CAP = 303plf
VERCO HSB-36 - 1 1/2", 22 GAGE ROOF DECK(City of LADBS Report # RR-23739)
Notes:1. Provide (4) 1/2" dia. effective puddle welds per sheet to all supports perpendicular to deck flutes.2. Provide 1/2" dia. puddle welds at 12" o.c. where supports are parallel to flutes.3. Connect deck seams with button punches @ 24" o.c.
1 3/4"
6" 2 1/2" 3 1/2"
1 1/2"
36"
1/2" Puddle Welds
DECK PROPERTIES
Ix = 0.175in 4/FTSp = 0.187in 3/FTSn = 0.198in 3/FTFy = 38 ksi
VERCO B - 1 1/2", 22 GAGE COMPOSITE FLOOR DECK
Notes:1. Provide (4) 1/2" dia. effective puddle welds per sheet to all supports perpendicular to deck flutes.2. Provide 1/2" dia. puddle welds at 12" o.c. where supports are parallel to flutes.3. Connect deck seams with button punches @ 36" o.c. MAX.4. Concrete slab shall be 2 1/2" thick, normal weight concrete. Reinforce with #3 @ 18" o.c. EA. WAY, centered in slab. f'c conc = 3500 psi. Fy reinf = 60,000 psi.
1 3/4"
4" ROOF PANEL
1 1/2" ROOF DECK
8" ROOF CHANNELS@ 2'-6" o.c. MAX.
14GA x 6" x Cont PL. with1/4" dia. screws @ 12" o.c.
8" Channel Blocking@ EA. Joist Space(8x2.0C14GA)Do not provide blocking@ beam ends(protected zone)
Weld Roof Deck toTop PL. @ 12" o.c.
11
1/4" Screws (TYP.)
6x2.5C16G Brace @ EA. Channel (omit @ sim.)
3/16" Full depth stiff. PL. to receive brace.Do not locate in protected zones @ beam ends.
Steel beam per plan (W12)
HILTI ENPH2-21 L15Powder actuated fasteners@ 12" o.c.
2x2x16G with 1/4"diameter screws
4" ROOF PANEL
1 1/2" ROOF DECK
Weld Roof Deck toPurlin @ 12" o.c.
11
6x2.5C16G Brace
3/16" Full depth stiff. PL. to receive brace.Do not locate in protected zones @ beam ends.
Steel beam per plan (W12)
HILTI ENPH2-21 L15Powder actuated fasteners@ 12"o.c.
6x3x14GA with 1/4"dia. screws
Provide 14GAx6" Top PL. @ Blocking with1/4" dia. screws @ 12" o.c. (see 3/S-5.2).Weld deck to PL. with 1/2" dia. puddlewelds @ 12" o.c.
8x20C14GA Blocking@ 2' - 6" o.c. MAX.
6x2.5C16GA Cont. Blocking@ 5' - 0" o.c. MAX.(TYP. ALL BAYS)
6x2.5C16GA Cont. Blocking@ 5' - 0" o.c. MAX.(TYP. ALL BAYS)
2x2x16GA with1/4 dia. screws
(3) 3/4" dia. A325 boltsand 5/16x3 1/2x9 PL.
1/4" PL. with (4) 3/4" dia. bolts
1/4
1/4" End PL.1/4
3"W12 per plan
per plan
Column per plan
Concrete slabper plan
LT. Gage deckclosure PL.
Moment frame columnper plan
1/2" PL. with (4)3/4" dia. A325 bolts
1/2" Stiff. PL. EA. side webwith 1/4" fillet welds
Moment frame beamper plan
W12 per plan
PL. 3/16x6 1/2"x9 1/2"(6) #14 x 1" TEK 4 SDS.
EDGE DISTANCE @ PLT.
0 0
0 0
PL. 3/16x6 1/2"x9 1/2"(6) #14 x 1" TEK 4 SDS.
Joists per plan Joists per plan
5"5"
Install joist with PL. @outside face of channel (TYP)
1"
Deck13' - 6"
5/16" BENT PLATE W/1/2" DIA. X 5" WHS @24" O.C. (AND WITHIN6" EA. END OF PLATE.)
1"
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1 1/2" = 1'-0"
5/30/2008 10:48:48 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-5.2
STEE
L CON
NECT
ION
DETA
ILS
NOVEMBER 07, 2007
(half scale if on 17x11) 1 1/2" = 1'-0"1
TYPICAL ROOF DECK(half scale if on 17x11) 1 1/2" = 1'-0"
2TYPICAL FLOOR DECK
(half scale if on 17x11) 1 1/2" = 1'-0"3
SECTION @ ROOF - PARALLEL TO DECKING
(half scale if on 17x11) 1 1/2" = 1'-0"4
SECTION @ ROOF - PERPENDICULAR TO DECKING
(half scale if on 17x11) 1 1/2" = 1'-0"7
TYPICAL MOMENT CONNECTION @ COLUMN FLANGE
(half scale if on 17x11) 1 1/2" = 1'-0"5
COLUMN TRANSFER DETAIL(half scale if on 17x11) 1 1/2" = 1'-0"
6TYPICAL JOIST TO BEAM CONNECTION DETAIL
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:
(half scale if on 17x11) 1 1/2" = 1'-0"8
DECK LANDING SLAB & STAIR
Column
1"4"
1"
6" Girts
3 1/2" 3 1/2"
3 1/2" 3 1/2"
3 1/2" 3 1/2"
USE SC-3 CLIPS
USE SC-56 CLIPS
USE SC-57 CLIPS
4" 4"
5" 5"
6" 6"
Wall Girt HeaderDoor Jamb
NOTE:All Bolts are 1/2" x 1"A307 M. Bolts (TYP. U.N.)
1"4"
1 3/4" 3 3/4" 1/4"
1/4
Wall Girt
Header
2" 2"
1"4"
1"
3/16" 3"
0 0
Purlin Clip
Rafter
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1 1/2" = 1'-0"
5/30/2008 10:48:49 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-5.3
STEE
L CON
NECT
ION
DETA
ILS
NOVEMBER 07, 2007
(half scale if on 17x11) 1 1/2" = 1'-0"1
TYPICAL GIRT AND COLUMN CONNECTION
(half scale if on 17x11) 1 1/2" = 1'-0"2
TYPICAL GIRT/HEADER TO JAMB(half scale if on 17x11) 1 1/2" = 1'-0"
3TYPICAL INTERIOR BAY PURLIN/GIRT FRAMING
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:
Entry Gutter Trim
2" Roof Rib
4" Roof Panels
3" Wall Panels
Counterflash Trim
Gutter Trim2" Roof Rib
3" Foam Cutback4" Roof Panels 3" Wall Panels
Counterflash Trim
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
3" = 1'-0"
5/30/2008 10:48:50 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-5.4
TRIM
DET
AILS
NOVEMBER 07, 2007
(half scale if on 17x11) 3" = 1'-0"1
GUTTER TRIM @ GRID 3(half scale if on 17x11) 3" = 1'-0"
2GUTTER TRIM @ GRID 2
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:
A
5' - 4"
2' - 4
"
C
4' - 0"
1' - 2
"
D
3' - 6"
2' - 4
"
E
2' - 4"
5' - 4
"
F
2' - 4"
3' - 6
"
G
2' - 4"
2' - 4
" H
2' - 4"
1' - 2
"J
1' - 2"
2' - 4
"
4' - 0"
10' -
0"
B
3' - 0"
7' - 0
"
1
3' - 6"
8' - 0
"
2
LOCA
TION
:CU
STOM
ER:
BUILD
ING
NAME
:
DRAW
ING:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NO:
SHEET:
REV
ISIO
NS
3100
Pin
ebro
ok R
oad,
Sui
te 2
400,
Par
k C
ity, U
tah
8409
8Ph
one:
800
-587
-660
4c
Cop
yrig
ht 2
007,
Eco
Stee
l Inc
. All
Rig
hts
Res
erve
d
ISSUED FOR PERMIT
LOS
ANGE
LES,
CA.
1/2" = 1'-0"
5/30/2008 10:48:51 AM
DAVI
D KR
AMER
KRAM
ER R
ESID
ENCE
LVD
LRG
070319DK
S-6.0
WIN
DOW
AND
DOO
R SC
HEDU
LE
NOVEMBER 07, 2007
WINDOW SCHEDULEMK. QTY. Type Width Height
A 3 5424 PW 5' - 4" 2' - 4"B 4 4010-0 PW 4' - 0" 10' - 0"C 1 4012 PW 4' - 0" 1' - 2"D 5 3624 PW 3' - 6" 2' - 4"E 3 2454 PW 2' - 4" 5' - 4"F 6 2436 PW 2' - 4" 3' - 6"G 7 2424 PW 2' - 4" 2' - 4"H 4 2412 PW 2' - 4" 1' - 2"J 3 1224 Exhaust 1' - 2" 2' - 4"Grand total: 36
A (3) TOTALC (1) TOTAL
D (5) TOTAL
E (3) TOTAL
F (6) TOTAL
G (7) TOTAL
H (4) TOTALJ (3) TOTAL
K (4) TOTAL
EXTERIOR DOOR SCHEDULEMK. QTY. Type Height Width
1 1 3070 Patio 7' - 0" 3' - 0"2 1 3680 Patio 8' - 0" 3' - 6"Grand total: 2
2 (1) TOTAL
1 (1) TOTAL
NO.
D
ESCR
IPTI
ON:
D
ATE:
B
Y:
