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Home My WebLink About4509 Harlan Street"�'b'tin0 OY7�0� ry Ow►C`�Cr1 C"lo�O..0 N C7 ONty d� zov�xJn El CRD ID Oxy n � o n �- 0 °' A a�eD C7d %00 Occ'� w b O� 00 cCD O y C � � O C> 0 0 w w 9.1 1� C. n �' N O ft < < 00 ° O 00 ° y 00 AD eD Y eD .r c 3 c ° CL ° CL mob' z r� a oM �y o y lV a o � c � � cr ay =. _ E. a � a5 No �e 5 5 � UQ � 5 p o a. A � eD m N O, e<o �O 9.1 � 1a 0 0 ID L all L s O O m z O � U � U M � °O P� g y, �Vw rn� � Cbz b Z •� a ro� A U O o N m 0 3 O w O b U r lvl w oa v�Ha 9;5 -4 r \ O ami C, F" 44 U 4.) 44 O � Ov °° 03" °w� t' w M L yy v rn V1 � ca E U! H O� C14.,.o— A t:)W �� U O rl Ul r OU 3 r E 3 6 M �, .r �. H pq 0 o (�� 3� � o M i oU „ (D q q w o N �w Q-f p cz a� O W ooZ a+ Q� OU •� U N •.-I u� p 3 U lul p„ o A bcu 4)b ro4.)rl 0 U U gg O „b , -y w -14 C 'i U C7 0 i� =mowzp a a ��O xoa 4 oto UCd Lon �a C, d a U A0 o H O C a 3 a �Aa ii N 44 (d u ON MOri >444ro V cz l� E CU�rs, orlA S4 N N 8 o zzOrxrx U in 0 O o< 0 U U W C.� OU�0.Q0.O u z City of Wh6atPudgre- BUSINESS LICENSE INSPECTION PERMIT NO. 201902160 BUSINESS NAME: Seyfer Specialties ADDRESS: 4509 Hanan Street CONTACT NAME: Todd 9 ' SQ FT 3-70 x,17 Si S OCCUPANCY TYPE 6- OCCUPANCYLOAD - �y f CONSTRUCTION TYPE ❑ SPRINKLERED NON-SPRINKLERED Inspector Signature Date INSPECTION DAY/TIM INSPECTION DAY/TIM INSPECTION DAY/TIM 10/15/2019 CANAM*EXCELLENCE IN STEEL BUILDINGS ♦ SERVICE YOU CAN COUNT ON STEEL BUILDING CORPORATION Box 746509, Arvada ' Colorado 80006 USA (303) 953-3250 Phone (303) 953-3251 Fax www.canamsteelbuiIdings.com Project Name: NEW BUILDING ADDITION Buyer Name: SEYCO INCORPORATED Ship -to Address: 4509 HARLAN ST WHEAT RIDGE, CO 80033 Attention: TROY SEYFER CHANGE ORDER Date: May 30, 2018 Order #: 2018.0501.CO.113 Change Order #: ONE Order Status: for PRODUCTION Sent via: Email (720) 260-9494 To: troy@seyferspec.com PROCEEDINGWE ARE Scheduled Delivery Date T REFERENCED • ' TBA - Revisions Pendine The scope of work as defined in the attached pages shall replace the original scope accepted May 1, 2018. All other conditions remain as originally ordered. Additional deposit in the amount of $3,641.00 is payable prior to the order entering fabrication. EXCEPT AS NOTED HEREIN, ALL OTHER ITEMS, TERMS AND CONDITIONS DESCRIBED AND NOTED IN SELLERS ORDER AGREEMENT, WHICH ARE FULLY INCORPORATED HEREIN BY REFERENCE, SHALL REMAIN IN FULL FORCE AND EFFECT. ALL CHANGE ORDERS SHALL HAVE BEEN SIGNED AND RECEIVED BY CANAM STEEL BUILDING CORPORATION PRIOR TO DELIVERY BEING SCHEDULED. THIS AUTHORIZED WORK AND ALL WORK AFFECTED HEREBY IS SUBJECT TO ALL CONTRACT STIPULATIONS AND COVENANTS. Original Contract Price: 102,484.00 Previous Change Orders: 14,564.00 This Change Order: 0.00 Revised Contract Price: $117,048.00 Authorized by Date PLEASE SIGN AND RETURN ONE COPY TO CANAM STEEL BUILDING Email: customer_support@canamsteelbuildings.com CORPORATION. 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April 2016 i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: c) 1 - C%\r Permit Number: _� C) 2, Q ,_�IL U" l ❑ No one available for inspection: Time `J AM/PM Re -Inspection required: YesNa When corrections have been made, schedule for re -inspection online at: http.IA,vww.ci.wheatridge.co.uslinspection Date Inspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: C) CN 01 ✓ U� rel Permit Number: 0 e r co J No one available for inspection: Time AM/PM Re -inspection required: CYe When corrections have been made, schedule for re -inspection online at: http://www.ci. wheatridge. co. uslinspection Date:— 0( , 10 Inspector: 6-r— DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) ti234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:` Job Address:` L-�Uck t Permit Number: 0.1 C, {j r r � t, ❑ No one available for inspection: Time E AM/PM Re -Inspection required: Yes No-, When corrections have been made, call for re -inspection at 303 -234 - Date: -� -ck .` Y Inspector: 6 . DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �- Job Address:' Permit Number: ❑ No one available for inspection: Ti e-� PM Re -Inspection required: Yesr No When corrections have been maddy call 'ibr re-�c_tion at 303-234-5933 D Inspedtor. ."' i CITY OF WHEAT RIDGE Building Inspection Division a (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:` Job Address: Y Permit Number: ❑ No one available for inspection: Re -Inspection requireo�Yecs._-`No When corrections have been MA #e, ca for re tion at Date $' f InsD - %� i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: C \ � , , Job Address: `I < C` Permit Number: ,,.;c, a`- (` ❑ No one available for inspection: Time '-'��' AM/PM Re -Inspection required: es No When corrections have been made, call for re -inspection at 303-234-5933 r, .r Date: ' � � ` 1 ` Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: `-/ 0 "j• M Job Address: Permit Number: ❑ No one available for inspection - e AM/ Re -Inspection required: Ye�No When corrections have been made, call for re -inspection at 303-234-5933 Date: --7- /--/- Inspector: /" - DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Addition PERMIT - 201802889 PERMIT NO: 201802889 ISSUED: 11/21/2018 JOB ADDRESS: 4509 Harlan St EXPIRES: 11/21/2019 JOB DESCRIPTION: Expansion on existing building. 6000 sq. ft. Expand on south and west sides. Including electrical, plumbing and mechanical. Automotive shop. *** CONTACTS *** OWNER (720)260-9494 GC (303)995-7059 SUB (303)522-3829 SUB (303)650-6050 **REVISION: Moved bathroom location; added lights; Added valuation: $2,000.00 SEYCO INC Tim Mandigo Brian A Herren Kathleen Murphy *** PARCEL INFO *** ZONE CODE: UA / Unassigned SUBDIVISION CODE: 330 / General Retail 170120 Mandigo Custom 110271 Antler Electric LLC 130100 Jules Plumbing Co. of Denver USE: UA / Unassigned BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 311,280.00 FEES Total Valuation 0.00 Plan Review Fee 1,624.64 Use Tax 6,536.88 Permit Fee 2,499.45 Plan Review Add'1 120.00 ** TOTAL ** 10,780.97 *** COMMENTS *** *** CONDITIONS *** Approval from presiding fire department required prior to final building inspection sign -off. All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 1250 of the cost of the installation shall be required. City of Wheat Ridge Commercial Addition PERMIT - 201802889 PERMIT NO: 201802889 ISSUED: 11/21/2018 JOB ADDRESS: 4509 Harlan St EXPIRES: 11/21/2019 JOB DESCRIPTION: Expansion on existing building. 6000 sq. ft. Expand on south and west sides. Including electrical, plumbing and mechanical. Automotive shop. **REVISION: Moved bathroom location; added lights; Added valuation: $2,000.00 I, by R signature do hereby attest that the work to be performed shall comply with all accompanying approvedplansand specifications, applilebuilding codesand all applicablemunicipalcodes, policies and procedures, and that I am the legaowner orhave been authorized byhgal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this ermrt. I further attes am legally authorized to include atI entities named within this document as parties to the work to be per fpir! ork tq' be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of O or CONTRACTOR (Circle one) Date 1. This permit was-is4ued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Budding Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit s 1 not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or ar} ordinance or r ation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of Wheat fkjdge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 2911 Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(a).ci.wheatridae.co.us I FOR OFFICE USE ONLY I Date: Q� Q� Add to Permit # 4SEtEEL99: Z0/116z1r1r19 Building Permit Revision/Amendment Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. * Property Address: Property Owner (please print):. I\l Phone: Property Owner Mailing Address: (if different than property address) Address: City, State, Zip: LC)r"I Contact Person ��Y �� Q�. Phone: (A Contractor: V " \\ch�t_�� D Contractors City License #: Phone: Contractor E-mail Address:`- V\tA 6� P1,C) L , (LO f' -A Please Note: Additional valuation must include all general and subcontracted work to be performed related to the revisions and/or amendments declared in the description of work and which were not included in the original permit valuation. If revisions or amendments increase the original valuation, additional fees will be due at the time of approval. Depending on the scope of work, additional plan review fees may be due upon approval ($60.00 an hour — 2 hour minimum). Description of revised/amended work: op "�, •� �"'j �""s , � •rte +� rc. � �" '� —�`� �� y .,acs" a iM •� � F �'.av .. Sq. Ft./LF Amps Btu's Squares Gallons Other Additional project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ON AA=(OWNER)J)(CONTRACTOR) or (AUTHORIZED REPRES NATIVE) of (OWNER) (CONTRACTOR) 9 PRINT NAME: �'�Y7 � SIGNAT['RE� DATE: ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENT #: Reviewer/04 : PUBLIC WORKS COMMENTS. Reviewer: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION Building Division Valuation: $ i CITY OF WHEAT RIDGE' Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: "� ' @ l , Job Address: Permit Number: ❑ No one available for inspection: Time Re -Inspection requiredCyesi When corrections have beenmade, cfBnre—inspection at 303-234-5933 Datef'--."' -" City of Wheat Ridge Commercial Mechanica PERMIT - 201900804 PERMIT NO: 201900804 ISSUED: 04/26/2019 JOB ADDRESS: 4509 Harlan St EXPIRES: 04/25/2020 JOB DESCRIPTION: Commercial mechanical installing new tube heaters, and new exhaust fans and louvers. 125K BTUs. *** CONTACTS *** OWNER (720)260-9494 SEYFER TROY SUB (303)564-0024 KEVIN SUTTON 140053 COMPASS MECHANICAL *** PARCEL INFO *** ZONE CODE: UA / Unassigned SUBDIVISION CODE: 330 / General Retail USE: UA / Unassigned BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 7,500.00 FEES Total Valuation 0.00 Use Tax 157.50 Permit Fee 172.60 ** TOTAL ** 330.10 *** COMMENTS *** *** CONDITIONS *** All work shall comply 2012 International Codes, 2017 NEC (if applicable), and ordinances adopted by the City of Wheat Ridge. Work is subject to field inspections. 'bmy signature, do hereby attest that the work to be performed shall comply with all accompanyingg approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am t1�e legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with thispermlt. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER of CONTRACTOR' (Circle one) Date I . This permit was issued based on the information provided in thepermit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Budding Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any apphc le code or anj 9rdmance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of W h6 -at Image COMMUNITY DEVELOPMENT Building & Inspection Services 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: Permits(cDci.wheatridge.co.us FOR OFFICE USE ONLY Date: Plan/Permit # 1) 940 x Pan Review Fee: Building Permit Application *** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 61 S-0'1 1/ tz-11,1 S t Property Owner (please print):GPhone: 2,20 ?q Property Owner Email: Tenant Name (Commercial Projects Only) 2,-,4 Property Owner Mailing Address: (if different than property address) Address: 4f,5 oil' A5--r- City, T City, State, Zip: t-4, r 12, ),r T� Architect/Engineer E-mail: Contractor Name: (�kkRA'-�C- l City of Wheat Ridge License #: l yam) Phone: Phone: c�'�y Contractor E-mail Address:_ �J «-ttku vi 0 C - ...,;,,ass M e -c- Lor, kx s -, N For Plan Review Questions & Comments (please print): CONTACT NAME (please print): L��i. c. s� Phone: acs 1 CONTACT EMAIL(p/ease print): Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # Complete all highlighted fields, if applicable. OICOMMERCIAL F-1 RESIDENTIAL Provide description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. 14,7L i7' �'StiS Sq. FULF BTUs Gallons Amps Squares For Solar: KW # of Panels Requires Structural For Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Square Footage: Project Value: (Contract value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record: that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLEONE: (OWNER) CONTRALTO or (AUTHORIZED REPRESENTATIVE) of(OWNER) (CONTRACTOR) Signature (first and last name): ✓' DATE: Printed Name: �411 )'n 6'c' 1 re ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS. Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: Kit Contents Check List Kit Contents Check List Kit Contents - Reference the length column for your model. HL3 Series v * NOTE: One 4" stainless steel tube clamp (P/N: TP -220) is provided for each 150,000 - 200,000 BTU/h model. Place as shown on page 11. ** Part number for models upgraded with stainless steel options. Approvals • CSA. • Indoor approval. • Outdoor approval with OD -Kit. • Commercial approval. Limited Warranty • 1 year - Burner box components. • 5 years - Combustion and radiant tubes. • 10 years - Stainless steel burner. • See page 36 of the General Tube Heater Manual for terms and conditions. DESIGN © 2016 Detroit Radiant Products Co. sa 21400 Hoover Road • Warren, MI 48089 Phone: (586) 756-0950 Fax: (586) 756-2626 �RTIFWD www.detroitradiant.com • sales@drp-co.com 20 Printed in U. S. A. ,101qW HL3 Sermies 0 Insert For complete installation instructions, see the Tube Heater General Manual that accompanies this Series Insert Manual. The HL3 Series Infrared Tube Heater is a positive pressure, two-stage radiant heater system. This insert manual is a supplement to the Tube Heater General Manual and provides specific information related to the HU Series model. All persons involved with the installation, operation, and maintenance of the heater system must read and understand the information in this insert manual and the accompanying Tube Heater General Manual. Improper installation, adjustment, alteration, service, or maintenance can cause property damage, injury, or death. Read the installation, operation, and maintenance instructions thoroughly before installing or servicing this equipment. This heater must be installed and serviced by trained gas installation and service personnel only. Failure to comply could result in personal injury, asphyxiation, death, fire, or property damage. In locations used for the storage of combustible materials, signs must be posted to specify the maximum permissible stacking height to maintain the required clearances from the heater to the combustibles. Signs must either be posted adjacent to the heater thermostats or in the absence of such thermostats, in a conspicuous location. Not for residential use! Do not use this heater in the home, sleeping quarters, attached garages, etc. Installation of a commercial tube heater system in residential indoor spaces may result in property damage, serious injury, asphyxiation, or death. For Your Safety If you smell gas: • Do not try to light any appliance. • Immediately call your gas supplier from a neighbor's phone. • Do not touch any electrical switch. • Follow the gas supplier's instructions. • Do not use any phone in your building. • If you cannot reach your gas supplier, call the fire department. INSTALLER: Present this manual to the end user. Keep these instructions in a clean and dry place for future reference. Model#: Serial #: (located on rating label) LIOHL3-Rev. 21314 Print: 3M-11/16(WHI) Replaces: LIOHL3-3M-01/16(CDS) HU Series Kit Contents TP -19B 4" Hanger with TP -82 4" Reflector TP -105 Reflector End Cap TP -106 TP -25 1/4" Reflector Tension Spring Center Support (RCS) Reflector End Clips Female Spade Terminal FT L_LI **TP -19C **TP -829 **TP -105A TP -83 24" Stainless Steel TP -21B 4" Tube Clamp LIOGT3 General Manual LIOHL3 HU Series Insert Flexible Gas Connector s�u�i71� Tube Heater 4..Snea;aS W%anuat ins rt Manual �. mr� **TP -83A **TP -220 Part No. Description 20 ft. 30 ft. -0 ft. 50 ft. .0 TP -19B 4" Hanger w/ Tension Spring 3 4 5 6 7 8 TP -21 B 4" Tube Clamp 2 3 4 5* 6* 7* TP -25 1/4" Female Spade Terminal 3 3 3 3 3 TP -82 4" Reflector Center Support 2 3 5 6 7 TP -83 24" S.S. Flexible Gas Connector 1 1 1 1 1 TP -105 Reflector End Cap 2 2 2 2 2 2 TP -106 Reflector End Cap Clips 8 8 8 8 8 8 LIOGT3 V3 General Tube Heater Manual 1 1 101 1 1 1 LIOHL3 HL3 Series Insert Manual 1 1 1 1 1 1 Filled By: v * NOTE: One 4" stainless steel tube clamp (P/N: TP -220) is provided for each 150,000 - 200,000 BTU/h model. Place as shown on page 11. ** Part number for models upgraded with stainless steel options. Approvals • CSA. • Indoor approval. • Outdoor approval with OD -Kit. • Commercial approval. Limited Warranty • 1 year - Burner box components. • 5 years - Combustion and radiant tubes. • 10 years - Stainless steel burner. • See page 36 of the General Tube Heater Manual for terms and conditions. DESIGN © 2016 Detroit Radiant Products Co. sa 21400 Hoover Road • Warren, MI 48089 Phone: (586) 756-0950 Fax: (586) 756-2626 �RTIFWD www.detroitradiant.com • sales@drp-co.com 20 Printed in U. S. A. ,101qW HL3 Sermies 0 Insert For complete installation instructions, see the Tube Heater General Manual that accompanies this Series Insert Manual. The HL3 Series Infrared Tube Heater is a positive pressure, two-stage radiant heater system. This insert manual is a supplement to the Tube Heater General Manual and provides specific information related to the HU Series model. All persons involved with the installation, operation, and maintenance of the heater system must read and understand the information in this insert manual and the accompanying Tube Heater General Manual. Improper installation, adjustment, alteration, service, or maintenance can cause property damage, injury, or death. Read the installation, operation, and maintenance instructions thoroughly before installing or servicing this equipment. This heater must be installed and serviced by trained gas installation and service personnel only. Failure to comply could result in personal injury, asphyxiation, death, fire, or property damage. In locations used for the storage of combustible materials, signs must be posted to specify the maximum permissible stacking height to maintain the required clearances from the heater to the combustibles. Signs must either be posted adjacent to the heater thermostats or in the absence of such thermostats, in a conspicuous location. Not for residential use! Do not use this heater in the home, sleeping quarters, attached garages, etc. Installation of a commercial tube heater system in residential indoor spaces may result in property damage, serious injury, asphyxiation, or death. For Your Safety If you smell gas: • Do not try to light any appliance. • Immediately call your gas supplier from a neighbor's phone. • Do not touch any electrical switch. • Follow the gas supplier's instructions. • Do not use any phone in your building. • If you cannot reach your gas supplier, call the fire department. INSTALLER: Present this manual to the end user. Keep these instructions in a clean and dry place for future reference. Model#: Serial #: (located on rating label) LIOHL3-Rev. 21314 Print: 3M-11/16(WHI) Replaces: LIOHL3-3M-01/16(CDS) HL3Tory ,7 Conier� t *� 1.0 Safety...................................................................3 Safety Labels and Locations ............................................ 3 Clearances to Combustibles ............................................ 4 2.0 Installation..............................................................6 Electrical Requirements ................................................ 6 Wiring.............................................................7 Specifications......................................................10 Tube Installation Sequence ............................................ 11 3.0 Operation..............................................................12 Sequence of Operation...............................................12 Thermostat........................................................12 Diagnostics........................................................13 4.0 Troubleshooting Guide ................................................... 14 5.0 Parts..................................................................18 Components.......................................................18 PartsList..........................................................18 Kit Contents Check List ............................................... 20 Approvals..........................................................20 Limited Warranty....................................................20 NOTE: See page 10 for a list of available models and specifications. 2 HL3 Series Figure 5.2 • Tube & Reflector Components 7. !� Parts Heater Components and Parts List Part # Description Part # Description TP -245 3/16" X 1/8" Plastic Gas Valve 90° Vent TP -3008A Gas Valve Mounting Bracket TP -264D Differential Pressure Switch, 65 to 75 MBH TP -3010 Service Panel Hinge TP -264F Differential Pressure Switch, 150 to 200 MBH TP -3011 V.3 Igniter Box TP -321 Ignition Plate Gasket TP -3012 V.3 Igniter Box Cover TP -331 Green Self -Tap Ground Screw (Qty. 2) TP -3014 Plastic Air Orifice with Screen TP -332 Divider Grommet TP -3033C HL3 Power Entry Plate TP -333 60 in. Black 120V Power Cord with Ground TP -3044 Gas Manifold TP -383 Glo-BarTM Igniter Plate TP -3060 V.3 Pressure Switch Mounting Bracket TP -579 4 in. Wire Hanger w/o Tension Spring TP -3072 Low BTU Burner (Color Code - GREEN) TP -826 40VA Transformer TP -3093 #8-23 Cage Nut (Qty. 4) TP -828 TP -832 24V Yellow Operational Indicator Light (Qty. 2) Thermostat Terminal Strip TP -3094A #8-32 x 1/2" Zinc Coated Steel Knurled Thumb Screw (Qty. 4) TP -851B 35-66 Diagnostic Circuit Board TP -3096 Valve Compartment Bottom Panel TP -1018 Differential Switch Vinyl Sensing Tube (exhaust) TP -3097 Valve Compartment Top Panel TP -1264A Differential Pressure Switch, 100 to 125 MBH TP -3098 Valve Compartment Side Panel TP -1325 Optional HLRP Isolation Relay' (Qty. 2) TP -3099 Controls Mounting Panel TP -1428 24V Green Operational Indicator Light TP -3140 36G54-224 Gas Valve - Natural Gas Assembly TP -3001 Divider Panel TP -3141 36G54-226 Gas Valve - Prop. Gas Assembly TP -3002A Plastic End Panel, Control Compartment TP -3215 1/15 hp Inducer Assembly (175-200 MBH) TP -3003A Plastic End Panel, Fan Compartment TP -3216 Reducer Plate (175-200 MBH) TP -3004 V.3 Control Box TP -3252 4 -Piece Wire Harness Set TP -3005A I Plastic Valve Chamber Lid TP -3380 V.3 16" HSI Burner Tube w/ Flange and Fittings Optional upgrade or add-on item. 19 Parts Heater Components and Parts List HL3 Seri. _ HL3 Safety Safety Labels and Locations Parts Burner Assembly Components 3098 ~ 3097 3060 70A 30111 " 222 245---04 3002A o 204 206 3096 0 221 21 B - ° 622A 1 383 3094 70 X3044-'�" 3012 50 j 3140, 3141 331 �� 321 3099 1 ,� 217-•- yl� 205 x'331 t --3094A 3008A 332 3001 3005A, 3380 8269 = 9 85 O 83 $4 3252 / 10A t3 ._ 14 <f4 212��-8518 264D/F, 1264A 3 5'� 15 17 . is 16 76 p� 3093 0 ° s 3072,201B 1325 333 68I B / 8321 25 828 142 °hart 5.1 , Parts List 3010 31 DQ 3033C moo, g 3216 O 3014 3003A Part # Description Part # Description TP -5 Flange Gasket TP -70 1/2 in. Control Box Gasket (10.3 inches) TP -9 Conduit Coupling TP -70A 1 in. Control Box Gasket (6 inches) TP -10A Conduit 4" x 3/4" TP -76 Rubber Grommet TP -14 Sight Glass Gasket TP -82 Reflector Center Support (RCS) TP -15 Sight Glass TP -83 24 in. Stainless Steel Flexible Gas Connector TP -16 Sight Glass Washer TP -84 1/2 in. Female / Male Flare Fitting TP -17 Sight Glass Kit TP -85 1/2 in. Male / Male Flare Fitting TP -19B 4 in. Wire Hanger with Tension Spring TP -105 Aluminum Reflector End Cap TP -20C 120 in. Aluminum Reflector TP -106 Reflector End Cap Clips (8 pcs.) TP -20D' 120 in. Stainless Steel Reflector TP -113 Reflector Tension Spring TP -21 B 4 in. Standard Tube Clamp TP -201 B V.3 Mid -High Burner (Color Code - TAN) TP -25 1/4 in. Female Spade Terminal (Qty. 3) TP -204 Gas Orifice (consult factory) TP -26A 10 ft. Aluminized Radiant/ Combustion Tube TP -205 Glo-BarTm Holder TP -26B 10 ft. Titanium Coated Combustion Tube TP -206 Glo-BarTm Holder Spring Clip TP -26D' 10 ft. 304 Stainless Steel Radiant Tube TP -212 1/2" x 3" Pipe Nipple TP -26E' 10 ft. 409 Stainless Steel Combustion Tube TP -217 Brass Pressure Switch Barb Fitting TP -31D Interlocking Mounting Bracket (Qty. 2) TP -219 Differential Vinyl Sensing Tube (burner) TP -50 Glo-BarTM Igniter TP -220 Stainless Steel Tube Clamp (150 & 200 MBH) TP -55A 1/20 hp Inducer Assembly (50-150 MBH) TP -221 Glo-BarTm Holder Gasket TP -651 36 in. Interlocking Turbulator Baffle TP -222 Flame Rod TP -68B Large Strain Relief Bushing TP -222A I Flame Rod Wire Optional upgrade or add-on item. Safety Read and understand all safety information and warnings in this insert manual and the Tube Heater General Manual before installation, operation, and maintenance of the radiant tube heater system. Safety Labels and Their Locations Product safety signs or labels should be replaced by the product user when they no longer are legible. Contact either your local distributor or the product manufacturer for obtaining replacement signs or labels. Air Meters viii*' " 14 Do NOT it£Nultiil8, '#P_j 3,. 0F/N: LLAC Air Metering Orifice F/N: LLV3EP1 J ii Back Panel m f0, � lav `O, 0 � e m •.�_ .a. F/N: LLV3EP2 F/N: LLV3EP4 _ F/N: LLTBO18 (Natural Gas) (Orange crescent (White crescent H b, F/N: LLTB019 (Prop. Gas) -with relay option) - no relay) F/N: LLV3EP14 (Operational Indicator Lights) 18 3 �extrnow F/N: LLTCL006L, LLTCL001C/R Clearance to Combustibles Labels " ,' Safety Safety Labels and Locations ., Clearance to Combustibles IGNITER & FLAME SENSE COMPARTMENT 1. Turn off gas electricity. 2. Remove cover by lifting top cover upward and outward. CAUTEON: NOT SURFACE. C07F.k ft: ?L:Y;F..-Ehx.'?VE FOR SF7'v ICF. Cr:'.'r CONTROLS & GAS VALVE COMPARTMENT 1. Disconnect gas & electricity. 2. Remove four (4) thumbscrews. 3. Remove top cover. 4. Swing hinged panel downward. ZL KEEP COVER IN PLACE. REMOVE FOR SERVICE ONLY. FAN COMPARTMENT 1. Disconnect gas & electricity 2. Remove top cover (2 thumbscrews) 3. Remove six (6) 1/4' screws 4. Lift and remove panel. iF KEEP COVER IN PLACE. REMOVE FOR SERVICE ONLY. F/N: LLTB025R != m Fan Compartment Ile a l b bl na nese ulin1 b rio prevenIng, If. of ubl. In 1pcatior�s used fru Me storage of mmbusdble melehals, s n mull to e maxim posted fo spevly thum penn�ssible sticking height to maintain ne requrced tlearanns hpn the neater to tM rombustNles. Signs must eller bewsted I adiamm n me Heals; s nennosuts a in the ,ft or aafn u,em�osta�s, m oansplcuous bation. Clearances are pM—le an die M1eater s safety n all in Ne M1eater's Instillation, Operadan all Maintenance manual. Piodud insWlalbn and operatim must compy wiN applicable sUn4^.Ns, miles all regulations. Post nil Ug adlamnl to Ne heater's lhermastat w mntrda bebre operating Me healer. F/N: LL01 - Clearance Safety Tag (Affix adjacent to heater's thermostat) Clearance to Combustibles 16" Burner Tube HL3 Series HL -40-125N(-3) s.dY„,.: am xx xx xxxxppp, Burner Control Box Component Label (located inside the center compartment lid) %......n/ NE RENERIBIR rm.w+ve.i Iw..e.a.dl.�sxw.iwv.. HL-aD. a�a a0 -125N( 3) _ 125 000/0 /95,000 � Nat I Gas 1207 aOHZ 3.5 in. w -C 1 1w 4.a . .R 0 DEGREES W.C.7 45 DEGREES 4' i=Coated Aluminaed DESIGN DOYPl1E5 WITH: Q. �^vW s.„.iNo-: oeoTxxxxxxxxxx lxroi i Tsa.oaw nao^M�avm'� Combustion Chamber Q INSTALLER AVOID EQUIPMENT FAILURE Rating Plate Radiant Tube(s) THIS 10 FT. TUBE IS THE COMBUSTION CHAMBER. The combustion chamber utilizes either 409 stainless, titanium alloy or aluminized steel - depending on the model number of your heater. THISTUBE MUST BETHE FIRSTTUBE FOLLOWING THE BURMER CONTROL BOX. Rotate the tube's welded seam to bottom. Consult the manual(s) for further details. F/N: LLTB004 (orange) (150,000-200,000 BTU/h models and all heaters with 409 stainless steel tubes) Placement of explosive objects, flammable objects, liquids, and vapors close to nA- -) A - the heater may result in explosion, fire, property damage, serious injury, or death. Do not store or use explosive objects, liquids, or vapor in the vicinity of the heater. Clearance to combustibles is defined as the minimum distance that must exist between the tube surface, or reflector, and any combustible items (see Figure 1.1). It also pertains to the distance that must be maintained from moving objects around the tube heater. Check to make sure gas pressure is within nninif„I1m anri maximum inputs, as indicated on the Is gas pressure ON Were the gas lines purged of air? gNas line. Troubleshooting Guide Is the heater properly With microampmeter, check DC --► grounded? Is the heater's —01-11- amperage at flame rod. Is it polarity correct? greater than 1.0 microamps? Sensing rod is faulty or flame is w6 M Check to make sure flame sensor wire is OK and then replace circuit. NOTE: To confirm that the heater is not in high fire mode, check manifold pressure. If manifold pressure is 3.3” to 3.5" for natural gas or 9" to 10" for propane, the light is faulty and should be replaced. When the heater is in low fire mode, manifold pressure is approximately 2.0" to 2.5" for natural gas or 5.0" to 6.5" for propane. If this is the case, the following troubleshooting steps should be followed: Is there 24V across the GROUND and HIGH (HIGH to COM on heaters with optional isolation relays) on the terminal strip located on the outside of the control box? 4 17 Measure voltage across the red wire on the VALVE and GROUND (red wire on RELAY to GROUND on heaters with isolation relays). Is it 24V? _J Troubleshooting Guide Continued from page 14 After igniter is Test for 24V at valve opening period (usually 45 to 60 seconds warmed up, does after power to heater). Is there 24V to valve for 8 seconds? gas valve open? Replace ••. • Does The Is the ball valve/ burner light? shut-off valve in the ON position? I HL3 Oe—: Check to make sure gas pressure is within —Z-► minimum and maximum inputs, as indicated on the heater's rating plate. Is gas pressure OK? • • • •• - Does the burnerDoes the burner stay on for approximately . ►► stay on? W 8 seconds and then shut off? • Does the burner come Check to make sure gas pressure Pressure switch on and turn off is within minimum and maximum may be faulty immediately - immediately inputs, as indicated on the heater's or (1 or 2 seconds)? rating plate. Is gas pressure OK? restriction Does the heater The heater can shut down due to: ' • • • - stay ON until a Improper grounding. call for heat ends? High winds. 16 HL3 efz, Safety, Clearance to Combustibles When installing the tube heater system, clearances to combustibles for the model tube heater and configuration must be maintained. Refer to Chart 1.1 below to determine the required distances for your model. C .<� ri:.).'i Clearance to Combustibles in Inches (see Figure 1.1 for Mounting Angles) I Model Mounting 0° 9 Sides 9 .. 6 Below 60 HL3 (20, 30, 40) - (65, 75) [N, P] with 1 side shield with 2 side shields 20 ft. from burner 45° 39 8 10 60 0° 29 8 6 60 0° 9 9 6 60 0° 7 7 6 30 HL3 (30,40) - 100 [N, P] with 1 side shield with 2 side shields 20 ft. from burner 0. 14 14 6 66 45° 39 8 10 66 0° 29 8 6 66 0° 16 16 6 66 0° 7 7 6 30 HL3 (30, 40, 50) -125 [N, P] with 1 side shield with 2 side shields 20 ft. from burner 0° 20 20 6 76 45° 58 8 10 76 0° 42 8 6 76 0. 20 20 6 76 0° 7 7 6 30 HL3 (40, 50, 60) - 150 [N, P] with 1 side shield with 2 side shields 20 ft. from burner 0° 24 24 6 81 45° 58 8 10 81 0. 42 8 6 81 0° 23 23 6 81 0° 11 11 6 44 HL3 (40, 50, 60, 70) -175 [N, P] with 1 side shield with 2 side shields 20 ft. from burner 0° 34 34 6 92 45° 63 8 10 92 0° 50 8 6 92 0° 30 30 6 92 0° 11 11 6 44 HL3 (50, 60, 70) - 200 [N, P] with 1 side shield with 2 side shields 20 ft. from burner 0° 41 41 6 94 45° 63 8 10 94 00 54 8 6 94 0° 30 30 6 94 0° 11 11 6 44 *Heaters mounted on an angle between 00 to 450 must maintain clearances posted for 00 or 45°; whichever is greater. The stated clearance to combustibles represents a surface temperature of 90°F (50°C) above room temperature. Building materials with a low heat tolerance (such as plastics, vinyl siding, canvas, tri -ply, etc.) may be subject to degradation at lower temperatures. It is the installer's responsibility to assure that adjacent materials are protected from degradation. .. ,1 . Mounting Angles 0' Mounting Angle Top 45° Mounting Angle Top 0° Mounting Angle with 1 Side Shield (P/N: SSE) Top 0' Mounting Angle with 2 Side Shields (P/N: SSE) Top Below Below 5 2.0 Installation Electrical Requirements 4a Installation HU F!eM Improper installation, adjustment, alteration, service, or maintenance can cause property damage, serious injury, or death. Read and understand the installation, operating, and maintenance instructions thoroughly before installing or servicing this equipment. Only trained, qualified gas installation and service personnel may install or service this equipment. Not for residential use! Do not use this heater in the home, sleeping quarters, attached garages, etc. Installation of a commercial tube heater system in residential indoor spaces may result in property damage, serious injury, or death. Instructions for the following are detailed in the Tube Heater General Manual: • Design considerations • Hanger suspension and placement • Tube layout and assembly • Burner control box suspension • Reflectors (and accessories) • Venting and combustion air intake • Gas requirements • Baffle assembly Note: Electronic versions of all manuals are available at www.detroitradiant.com Gas Requirements I ` IMPORTANT: Consult the Tube Heater General Manual for gas connection requirements. Electrical Requirements • 120 Volt - 60 Hz GRD, 3 -wire. • 24V thermostat connection. • Starting current 4.8 amps • Running current 1.1 amps NOTICE Connecting the thermostat with a voltage other than 24V may damage the heater. The HL3 Series requires a 24V connection to the thermostat. This is either supplied by the heater internally (standard) or by an external transformer (with optional isolation relays, P/N: HLRP). See Figure 2.1. H L 3 � iew _C Troubleshooting Guide NOTICE Bypassing any switch is intended for testing purposes only. Do not leave switch bypassed during normal operation or the heater's built-in safety mechanisms will be compromised. Without HLRP Isolation Relays: ❑Start Process ■ Corrective Question Question Action With HLRP Isolation Relays: Process ■ Corrective Question Action Is the power across Is the power across Is the circuit the 24V wire on the _Zw the t -stat wire on the _* board sending circuit board and circuit board and 120V to the ground 24V? ground 24V? fan? 0 # Is there 120V on the primary side of the internal transformer? Is the fan Remove obstructed? • • • The relay board is faultyIs the • - Yes Replace and must be replaced. switch. closed .. The internal Yes transformer is faulty and must be replaced. Is the pressure switch stuck - • . in the closed position? 1W 1120ulffill Is the power across the middle (low) Is there 24V terminal of 24V plug across the TH and Is the circuit screwround 0 and 9 ( � ground terminals � board sending on the Burner Control on the circuit 120V to the —0 -0 - Box) 24 Volts? board? fan? is the fan • �►Remove obstructed? obstruction. Repair -fromReplace the pressure switch after verifying: thermostat to heater.• - . • Baffle(s) are in the radiant tube furthest from Check for loose wiring or *After 0-30 seconds of restrictions in hose connec- non -operation has passed, tions to pressure switch. is there a flash code for Are they OK? APS failure (2 flashes)? 0 0 6 * Refer to LED diagnostic Fault Code Chart; p.13. 15 ■ the burner. _0• Heater, fan blowers ,squirrel cage, intake and �exhaust are clean and free from dirt and obstructions. -The 4" air intake pipe does not exceed 20 ft. and/or 2 elbows. -There is not a negative pressure experienced at the area of air intake (e.g.; high winds, attic space, tightly sealed building). .2 Troubleshooting Guide Troubleshooting Guide Does the fan Is the power at the blower turn on? • heater 120V? ___* Find the source of the electrical problem No between panel and external transformer. External transformer is faulty and must beNo replaced. Is there 120V on the primary side of the external transformer? HL3 Series Does the heater have HLRP isolation relays? (identified with orange crescent around the terminal plug). Is there 24 Volts from the • thermostat? Is there 24V on the Is there 24V The thermostat or wiring secondary side of the �--�► to the is faulty and should be external transformer? thermostat? replaced or repaired. • Fin • source of problem betweenthe external • • thermostat. Does the switch Is the green light burnt out? Is the inlet or the outlet light energize? If so, replace. of the unit plugged or obstructed? Repair the wiri• Is there 24V Is there 120V on Is the power between the on the second- the primary side across the left transformer. MN ary side of the of the internal • terminal of the the 24V transformer? transformer? 24V plug and terminal plug. ground 24 Volts? • • Replace• •• • • Does the igniter Is the igniter Check voltage at igniter warm up and • physically— � sequence (usually 5 to 15 glow red? damaged? seconds after power to 0� heater). Is it 120V? Replace • • Is the resistance through the igniter 50-40012? Continued on page 16 Is the inlet or the outlet of the unit plugged or • obstructed? HL3 Series Wiring 2.0 Installation - Wiring Electric Shock Field wiring to the tube heater must be connected and grounded in accordance with national, state, provincial, local codes, and to the guidelines in the Tube Heater General Manual and Series Insert Manual. In the United States refer to the most current revisions to the ANSI/NFPA 70 Standard and in Canada refer to the most current revisions to the CSA C22.1 Part I Standard. Field Wiring Diagrams A. Single Heater, No Relay (Single Thermostat). i i i i i i I i Thermostat ---------------------------------------- When --------- When using a thermostat that requires constant power a common wire must be run from the C terminal on the thermostat back to the transformer. B. Multiple Heaters with Relay Option (Single Thermostat). Thermostat 24VAC Low High Additional wire needed for thermostats that require constant power. External Transformer (field supplied) NOTE: If optional yellow control cord is installed then the following wire colors apply: Neutral = green Low = white High = black Do of To120VAC grounded outlet. O 1z T HL3 Burner Box NOTE: If optional yellow control cord is installed then the following wire colors apply: 24VAC Out = green Low = white High = black To 120VAC grounded outlet. 1/4" spade terminals required (as supplied) N 12 -- �„ ..� 00 HL3 Burner Box 14 7 L'= To 120VAC grounded outlet. O HL3 To 120VAC grounded outlet. O HO 120VAC Power (observe polarity) 11.0 Installation Wiring HL3.:' z Before field wiring this appliance - Check existing wiring; replace if necessary. Note: If any of the original wire supplied with the appliance must be replaced, it must be replaced with wiring material having a temperature rating of at least 105° C. • Internal Wiring Diagrams A. 35-66 Ladder Diagram L1 120VAC N � BKi BK O -- BL R T'STAT TERMINAL PRESSURE SWITCH 1 2 -STAGE T'STAT APS (FIELD SUPPLIED) O — 1 2 t STAGE BK B GY B BK K "BK INDICATOR LIGHTS GAS VALVE - - - - - - - - - - (FIELD SUPPLIED) B. 35-66 Block Diagram - ---------BL O - R T'STAT 30 o "I TERMINAL 24V 1 2 STAGE___] 2 -STAGE T'STAT (FIELD SUPPLIED) FEN 35-66 IGNITION MODULE Ll 120VAC N iE, BK (FIELD SUPPLIED) G Y RANSFORMER 120VAC 24VAC I r, IGNITOR FLAME BK ROD G W BL BK BK W BK BLOWER PR W za vFa INLJVJN i N Z N V, z z LED ® M 11 TlP7 -- FEN 35-66 IGNITION MODULE BK — G u r I BL APS o PRESSURE O SWITCH BK Ir PK PR - G BL Yom_ — I BK W, - TRANSFORMER R GY BK --_FLAME BK E BK W ROD BnBIK HI M �_ BK - HI 0 c BURNER IGNITOR - G K N W O O O � 4 Z BLOWER GAS VALVE 0 DICATOR LIGHTS HL3 ,, _ti Diagnostics Lockout: 3.0 Operation - Diagnostics The controls will automatically lockout the heater system when an external or system fault occurs. There are two types of lockout: Soft Lockout: The heater will attempt to light three times. In the event of a failed attempt to light, (gas pressure, valve, no flame sense etc.), the heater will enter a soft lockout period for 15 minutes and then attempt to light three more times before entering Hard Lockout mode. Hard Lockout: If proof of flame is not established, a component failure occurs or blockages are evident, the heater will enter hard lockout. If lockout occurs, the control can be reset by briefly interrupting the power source. Refer to Chart 3.1 and 3.2 below for a description of LED codes. Operational Indicator Lights Light 1 (amber) Light 2 (amber) Light 3 (green) Indicates Low Indicates High Indicates Pressure Fire Mode Fire Mode Switch Closes Chart LED Diagnostic Codes - Fenwal Circuit Board a; 8 13 Chart 3.2 � LED Diagnostic Codes - Capable Controls Circuit Board LED Code Fault Status Fault .• LED Code Fault Status Delay*__, Initial flash on power No fault, Immediate Steady on (Green) after flame sense Normal operation No delay up, then steady off normal operation 3 minutes 2 flashes (Red) Module failure / Internal 12 seconds Steady ON Gas valve error No delay 4 flashes (Red) fault 1 flash Ignition failure 3 minutes 6 flashes (Red) APS (Air Proving Switch) 0-30 2 flashes (Fan/Intake/Exhaust) seconds 3 flashes Lockout 17 minutes Solenoid valve fault 4 flashes Leaky valve No delay Flame amplifier fault No flash on 117V Transformer fault No delay startup *Some LED codes have a time delav before the LED will fl a; 8 13 Chart 3.2 � LED Diagnostic Codes - Capable Controls Circuit Board LED Code Fault Status Fault .• Delay* Initial flash (Red) on power up Normal operation Immediate Steady flash (Green) during ignition Normal operation Immediate Steady on (Green) after flame sense Normal operation 1 minute 1 flash (Red) Ignition failure 3 minutes 2 flashes (Red) Ignition error 12 seconds 3 flashes (Red) Gas valve error 4 flashes (Red) Live voltage frq. error 5 flashes (Red) Internal control error 6 flashes (Red) Pressure switch error Ih. 3,0 HL3 Series Operation - Sequence of Operation Thermostat Operation HL3 7',a_ This heater must be installed and serviced by trained gas installation and service personnel only. ,r Do not bypass any safety features or the heater's built in safety mechanisms will be compromised. Nate: Reference the Tube Heater General Manual for installation requirements. Sequence of Operation Standby: The 35-66 control continually checks for internal faults, circuit integrity and relay contact positioning. Starting Circuit: Upon a call for heat, the control verifies that the differential switch is in the proper position (open). The control energizes the fan. Once operational static pressure is achieved, the differential switch will close initiating the ignition sequence. The glo-bar is powered and the gas valve opens after 45 seconds. If the flame is not sensed, the heater will attempt to re -ignite for a total of three (3) trials for ignition before proceeding to soft lockout. Single Stage Running Circuit: After ignition, the flame rod monitors burner flame. If sense of flame is lost, the control closes the gas valve within one second and a new trial sequence (identical to the starting sequence) is initiated. If flame sense is not established within 8.5 seconds, the heater will attempt two (2) additional ignition sequences before proceeding to soft lockout. The control can be reset by briefly interrupting the power source. HL3 Alternative Wiring Diagrams A. 35-66 Ladder Diagram - With HLRP Relay L1 120VAC - BK - O (yr/)^ R (BK)' - - T'STAT O CONNECTION &T1 fib I � J I 1 �2 � STAGE 2 -STAGE T'STAT [BK (FIELD SUPPLIED) Y —1� Y -------- BK 24VAC {� BN INDICATOR Q1YY120/24VAC LIGHTS ,120VA�C TRANSFORMER (FIELD SUPPLIED) L1, N - - - - - - - - - - FIELD SUPPLIED Y- TRANSFORME R] 120VAC 24VAC W PRESSURE SWITCH O APS1 BK ,0 Installation Wiring BK IGNITOR If thermostat connetion is via a yellow control cord, use parenthesized color code FLAME ROD L PR N Two Stage Running Circuit: The second stage on the gas valve is powered directly from the second B. 35-66 Block Diagram - With HLRP Relay stage of the thermostat. In order for two stage to flow to a higher output, single stage must be energized as well. The thermostat determines which stage to maintain for the desired temperature. o Y(G)' ------ NONc HIGH Shut Down: When the thermostat is satisfied, the fan will enter a two (2) minute post -purge cycle. Refer -------- R(BK)' COM RELAY T'STAT Y to Soft and Hard Lockout under Diagnostics; p. 13.--b--o- o j CONNECTION --- - 24V 1 2 ; LOW STAGE; O(W)' corN oNl RELAY GY GY 2 -STAGE T'STAT — --_ G Thermostat ,FIELD SUPPLIED) O BL FEN 35-66 O IGNITION MODULE O o PRESSURE HL3 Series heaters require a 24VAC, two-stage thermostat to operate. The burner control box is equipped o SWITCH with a round terminal strip that accepts three (3) 1/4" insulated female spade terminals. Do not supply BL BK BK INDICATOR PK PR LIGHTS 120V to the 24V connection. G GY G j 120/24V BL BL Yom_ The HL3 Series is equipped with or without relays (P/N: HLRP). The optional relays must be factory ';RE DSU PLIED ® PK - BK installed. NOTE: Units with a relay installed must have an external transformer (field supplied), see wiring m PR W TRANSFORMER R GY diagram. (Figure 2.213). ' BK BK BIK FLAME BK BK BK W ROD BK �� BK Standard Configuration o c c Without relays (identified with white label around the terminal block): lav L1 o ? B -- BK BK — IGNITOR -------- �'I G • Single burner control box. BK - • Single thermostat. 120VAC BK = w � Optional Configuration N GAS VALVE If thermostat ®? With relays (identified with orange label around the terminal block): .� l �. fth FIELD SUPPLIED i BLOWER - a ' ermostat connetion is via a yellow • A single thermostat controls two or more burner control boxes. O control cord, use parenthesized color code • Heaters are common vented. • Must be factory installed. 12 9 ZZ5 NHa Z�a�N 0 z z 2 9 G GAS VALVE ED FEN 35-66 IGNITION MODULE } If thermostat connetion is via a yellow control cord, use parenthesized color code FLAME ROD L PR N Two Stage Running Circuit: The second stage on the gas valve is powered directly from the second B. 35-66 Block Diagram - With HLRP Relay stage of the thermostat. In order for two stage to flow to a higher output, single stage must be energized as well. The thermostat determines which stage to maintain for the desired temperature. o Y(G)' ------ NONc HIGH Shut Down: When the thermostat is satisfied, the fan will enter a two (2) minute post -purge cycle. Refer -------- R(BK)' COM RELAY T'STAT Y to Soft and Hard Lockout under Diagnostics; p. 13.--b--o- o j CONNECTION --- - 24V 1 2 ; LOW STAGE; O(W)' corN oNl RELAY GY GY 2 -STAGE T'STAT — --_ G Thermostat ,FIELD SUPPLIED) O BL FEN 35-66 O IGNITION MODULE O o PRESSURE HL3 Series heaters require a 24VAC, two-stage thermostat to operate. The burner control box is equipped o SWITCH with a round terminal strip that accepts three (3) 1/4" insulated female spade terminals. Do not supply BL BK BK INDICATOR PK PR LIGHTS 120V to the 24V connection. G GY G j 120/24V BL BL Yom_ The HL3 Series is equipped with or without relays (P/N: HLRP). The optional relays must be factory ';RE DSU PLIED ® PK - BK installed. NOTE: Units with a relay installed must have an external transformer (field supplied), see wiring m PR W TRANSFORMER R GY diagram. (Figure 2.213). ' BK BK BIK FLAME BK BK BK W ROD BK �� BK Standard Configuration o c c Without relays (identified with white label around the terminal block): lav L1 o ? B -- BK BK — IGNITOR -------- �'I G • Single burner control box. BK - • Single thermostat. 120VAC BK = w � Optional Configuration N GAS VALVE If thermostat ®? With relays (identified with orange label around the terminal block): .� l �. fth FIELD SUPPLIED i BLOWER - a ' ermostat connetion is via a yellow • A single thermostat controls two or more burner control boxes. O control cord, use parenthesized color code • Heaters are common vented. • Must be factory installed. 12 9 .G Installation - Product Specifications Specifications ` 6 i�.:, � "' z Specifications HU Series * Model requires stainless steel tube clamp (P/N: TP -220) to be located at the seam between the primary combustion chamber and the secondary combustion tube downstream of the burner control box. "* Model requires 5EA-SUB accessory package when installing in a `U' configuration (P/N: TF1B). IMPORTANT: Reference box label to determine the number of required baffle sections for each model heater. Titan = Black coated titanium stabilized aluminized steel. Alum = Black coated aluminized treated steel. HL3 Series Tube Installation Sequence 2.0 Installation -Tube Sequence Heater Length Figure 2.4 * Tube Installation Sequence Important! The combustion chamber & radiant tube sections must be installed in the following order. 40 Foot 50 Foot 60 Foot 70 Foot Stainless steel clamp location on 150 - 200 MBH models (P/N: TP -220). Stainless steel clamp location on 150-200 MBH models (P/N: TP -220). Stainless steel clamp location on 150-200 MBH models (P/N: TP -220). 4 Burner Control Box with 16 -inch Burner Tube Black Coated Combustion Chamber Tube* Black Coated Aluminized Combustion Chamber/Radiant Emitter Tube 2 Standard Tube Clamp Stainless Steel Tube Clamp (P/N: TP -220) 150-200 MBH models only - Located between 1st and 2nd 10 ft. tube sections. ® Baffle Location *Aluminized tubes (50,000 to 125,000 BTU/H models); Titan tubes (150,000 to 200,000 BTU/H models). NOTE: Refer to the Tube Heater General Manual, Chart 3.6 (page 23) for secured reflector joints. i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Iiuu c Job Address: L -IS -0 Permit Number: 2 U i7 23 r�= Ij ^1 ❑ No one available for inspection: Time U61 -AM/PM Re -Inspection required: Yes lqo`- When corrections have been made, call for re -inspection at 303-234-5933 Date:_`- ' " / Inspector: ` DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Uv c. \-, Yl j Job Address: C -a " (! -! 4(, ✓ 1; Permit Number: Pu 1 q �, 2.- �Z`8 c� i ❑ No one available for inspection: Time ` ` `` AM/PM �4 Re -Inspection required: zYes No 4 When corrections have been made, call for re -inspection at 303 -234 - Date: ! �'�! Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: 22ygo % ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yesto When corrections have been made, call for re -inspection at 303 -234 - Date: 7 r/ Inspector: // DO NOT REMOVE THIS NOTICE 1* � 4 41 CITY OF WHEAT RIDGE _A Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address:. Permit Number: V J No one available for inspection: Time AM/PM Re -Inspection required: 6e) No When corrections have been made, call for re -inspection at 303-234-593 Date: _Ll•'-,, * 1("_Inspector: DO NOT REMOVE THIS NOTICE A CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office * (303) 237-8929 Fax -INSPECTION NOTICE Inspection Type: Job Address: Permit Number: LJ No one available for inspection: Time AM/PM ,-- Re -inspection required: Yes` No When corrections have been made, call for re -inspection at 303-234-5933 Date: t Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 23582855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 309- Pv q � F le c Job Address: Li ST a n r- )et„ Permit Number: d o l rs Q-gQ$ R ❑ No one available for inspection: Tim IPM Re -Inspection required: Yes No When corrections have been made, cato re -inspection at 303-234-5933 i Dater '” — Inspecto DO NOT REM E THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3 0 R- 2 0 Oza, 4 j�% %r Job Address: Ll S -b 9 cz (- % n �- Permit Number: '0 0) 8 O a s$!3 ❑ No one available for inspection: Tirfie--<3::-�M%PM Re -Inspection required: Ye No � When corrections have been made, c or re -inspection at 303-234-5933 Date: `-J"" Inspec f r: DO NOT REM E THIS NOTICE I A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office @ (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: r Job Address: E C - AU (L,/ � Permit Number: = C— \ —1) 0 ,-:-1 _V ' 3 .4t�7 ( r IJ No one available for inspection: Time AM/PM Re -Inspection required:;— s No When corrections have been made, call for re -inspection at 303-234-593 Date: Inspector: DO NOT REMOVE THIS NOTICE 8-1a i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Jp - F)itJob Address: C- So r lcan + Permit Number: -�q o! S o a g s!2 ❑ No one available for inspection: Time 095 AM/PM Re -Inspection required: Yes (NDo When corrections have been made, call for re -inspection at 303-234- Date: '5933 _ Inspector: D NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: -dO—r (ms A l I• n, 1Vrt1A>.# Job Address: q Ca Cj 1-4 l ! ` -i 5 -- Permit Number: �)r) 1 'g O 7 ? r ❑ No one available for inspection:-Tirn� AM/PM Re -Inspection required: Yes No ,'f When corrections have been made, call for re -inspection at 303-234-5933 Date: Z Inspector: ; DO NOT REMOVE THIS NOTICE A 41 CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office & (303) 237-8929 Fax INSPECE,ON NOTICEZ_ CIS I Inspection Type: q 0-0 - 6 a 5 IT) e Job Address: Ll S-0 !j 14 ox r- Permit Number: Q 0 14's 0 P -a -a 9 rA No one available for inspection: Time AM/PM Re -inspection required: s No When corrections have been made, call for re -inspection at 303-234-593 Date: -� 1;9.,41 61—Inspector: DO NOT REMOVE THIS NOTICE ('7 Pa' 1..� c r�-Y- C rA No one available for inspection: Time AM/PM Re -inspection required: s No When corrections have been made, call for re -inspection at 303-234-593 Date: -� 1;9.,41 61—Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: jr�Fl St,�@r u�rEl e' �d`�- p4 a«Ir" ;rw Job Address: `� 04�r1li� Permit Number: 7 c lf0'2��`� ❑ No one available for inspection: Time � � C� WPM Re -Inspection required: Yes �IVo When corrections have been made, call for re -inspection at 303-234-5933 Date: P` Inspector: r`kne. IL DO NOT REMOVE THIS NOTICE KEN HICKEY 14405 Weld County Rd. 12 Fort Lupton, CO 80621 Phone: (303) 857-6490 Date: —Z 1— l 9 Client: a©r90 a 90 (Client is given original report. Any needed copies should be obtained through client, since inspector keeps only a carbon.) This is to certify that the i"a- rg,rn i c only at the following property has/,hR4iVkeen inspected bgmyself on —z1 -J �y Property Address: I- J'A 8� This inspection document is only a statement of the construction completed It according to the permitted drawings and specifications. Inspection engineer is not 7917 # responsible for the construction elements meeting code nor soundness requirements. Design of the structure to meet code and soundness requirements has been accom lisped during preparation of the construction drawings. Sheet 1 of ) NOTE: Inspections and this inspection report are provided only in accordance with the terms and conditions of An Inspection Practices Standard, document PC -1, available upon request and reader is advised to refer to document PC -1 regarding any specific conditions and/or terms in question. My limit of liability is $1,000.00 regarding any disputes or claims concerning any conditions at the subject address. i , CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes CN� When corrections have been made'all. re-inspecti n at Dater ' 1� nspe DO NOT REMOVE THIS NOTICE 3v i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 9-01 fied eo/1 w,.f Job Address: q r/ 9'i1 5'1- PermitNumber: LlNo one available for inspection: Time `i ?� AM/PM Re -Inspection required: Yes .'Nom When correct' ns have been made, call for re -inspection at 303 -234- Date: - 03 -234 -Date: 1 0—inspector:—( 111/ `DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: A110 /05" Job Address: 9500 L/ -ice) Permit Number: 2 a 1 ()Z,.12 ??Ci ❑ No one available for inspection: Time1: A_ I {A /PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303,234- 9 Date: 1 I 30 < < g Inspector: a" DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: A23 r Job Address: ,> Permit Number: R-121 s4?,;Z ❑ No one available for inspection: Time // -/- K iA_I�V PM Re -Inspection required: Yes No When corrections have been made, call for re-inspe io ` at 303-234-5933 Date:Inspector: r/ DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Addition PERMIT - 201802889 PERMIT NO: 201802889 ISSUED: 11/21/2018 JOB ADDRESS: 4509 Harlan St EXPIRES: 11/21/2019 JOB DESCRIPTION: Expansion on existing building. 6000 sq. ft. Expand on south and west sides. Including electrical, plumbing and mechanical. Automotive shop. *** CONTACTS *** OWNER (720)260-9494 SEYCO INC GC (303)995-7059 Tim Mandigo 170120 Mandigo Custom SUB (303)522-3829 Brian A Herren 110271 Antler Electric LLC SUB (303)650-6050 Kathleen Murphy 130100 Jules Plumbing Co. of Denver *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 330 / General Retail BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 311,280.00 FEES Total Valuation 0.00 Plan Review Fee 1,624.64 Use Tax 6,536.88 Permit Fee 2,499.45 ** TOTAL ** 10,660.97 *** COMMENTS *** *** CONDITIONS *** Approval from presiding fire department required prior to final building inspection sign -off. All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 1250 of the cost of the installation shall be required. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that 1 am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest am legally authorized to include all entities named within this document as parties to the work to be this; r to a performed is disclosed in this document and/7r its' acfompanying approved plans and specifications. Signature of or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying )Tans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or grantin a permit shall not be construed to be a permit for or an approval of, anp violation of any provision of any applicod or any inance or regulation of this jurisdiction. Approval of work is subject to field inspection. /fin Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of Wheat Ridge r Commercial Addition PERMIT - 201802889 PERMIT NO: 201802889 ISSUED: 11/21/2018 JOB ADDRESS: 4509 Harlan St EXPIRES: 11/21/2019 JOB DESCRIPTION: Expansion on existing building. 6000 sq. ft. Expand on south and west sides. Including electrical, plumbing and mechanical. Automotive shop. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that 1 am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest am legally authorized to include all entities named within this document as parties to the work to be this; r to a performed is disclosed in this document and/7r its' acfompanying approved plans and specifications. Signature of or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying )Tans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or grantin a permit shall not be construed to be a permit for or an approval of, anp violation of any provision of any applicod or any inance or regulation of this jurisdiction. Approval of work is subject to field inspection. /fin Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of Wheat�clge -1� COMMUNITy DEVELOPMENT Building & Inspection Services • 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(a)ci.wheatridge.co.us FOR OFFICE USE ONLY Date: Plan/Permit # _ "/Z 1909 Plan Review Fee: I /5s—, Building Permit Application *** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: Owner Property Owner Email; (:Lc Phone: U Tenant Name (Commercial Projects Only)��--�-- Property Owner Mailing Address: (if different than property address) Address: City, State, Zip: �t l �A c -r d`'\ Architect/Engineer E-mail: � � � �� -�, Phone: -303 _ -7q� Contractor Name: City of Wheat Ridge License #: Contractor E-mail Address: ! �'1�T �� PA For Plan Review Questions & Comments (please print): -- �u,I 2 CONTACT NAME (please CONTACT EMAIL(p/ease Phone: '>O :S — 9'1 S _� 05q -7 -�> c> C) '�-) ',ll9 Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # L)qq Complete all highlighted fields, if applicable. 'COMMERCIAL ❑ RESIDENTIAL Provide description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. Sq. FULF r BTUs Gallons Amps Squares For Solar: KW # of Panels Requires Structural For Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Square Footage: Project Value: (Contract value or the cost of all materials and labor included in the entire project) C I C OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: WNER) ONTRACTOR) (AUTHORIZED REPRESENTATIVE) of (OWNER) (ONT CTOR) Signature ffirstEZ DATE: 5�! Printed Name: ZONING COMMMENTS: Reviewer: BUILDING DEP MENT COMME S: Reviewer: 161 fly PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: u ' CONSTRUCTION TYPE: C) o-oo x 57%- 9�3 -- 3 it 31l 1 Z 30 a Building Division Valuation: ✓� l 1 aso IV+ t f City of W heatjwi-ddge COMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM This form must be signed by each sub -contractor. This form will not be accepted with missing information. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. Subcontractor's insurance and license must be up to date prior to permit issuance. Project Address: 4509 Harlan Street Permit #: 201802889 General Contractor: Madigo Electrical Sub -Contractor Company Name: Antler Electric LLC Phone #: 303-522-3829 State License #: k 3(,i Master #: 42 E.>o 7 Wheat Ridge License #: (required field) Signature of Authorized Agent Date Plumbing Sub -Contractor Company Name: Jules Plumbing Co Phone #: 303-650-6050 State License #: Master #: Wheat Ridge License #: (required field) Signature of Authorized Agent Mechanical Contractor Date Company Name: AR King Phone: Wheat Ridge License #: Signature of Authorized Agent (required field) Date City of , W h6 at'Psj�d e CommuNiTy DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM This form must be signed by each sub -contractor. This form will not be accepted with missing information. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. Subcontractor's insurance and license must be up to date prior to permit issuance. Project Address: 4509 Harlan Street Permit #: 201802889 General Contractor: Madiao Electrical Sub -Contractor Company Name: Antler Electric LLC State License #: Wheat Ridge License #: Signature of Authorized Agent Plumbing Sub -Contractor Phone #: 303-522-3829 Master #: (required field) Date Company Name: Jules Plumbing Co Phone #: 303-650-6050 State License #:� � �� Master #: 720 %A Wheat Ridge License #: � �� (regained field) i -S'ignature of Authorized Agent Date Mechanical Contractor Company Name: AR Kin Wheat Ridge License #: Signature of Authorized Agent Phone: (required field) Date b 11 O l c) f Alp, -icat Air AW T V IC vE VE I OFk i PLAN REVIEW COMMENTS Project Description: New Commercial Addition Project Address: 4509 Harlan St Permit App. Date: 10/30/ Applicant: Troy Seyfer Applicant email: tseyfer@mac.com Plan Checker: Randy Slusser Plan Checker email: rslusser@ci.wheatridge.co.us Plan Check No.: 201802889 Phone: 720-260-9494 Phone: 303-235-2803 The project plans were reviewed for compliance with the following codes and standards: 2012 IBC, 2012 IRC, 2012 IMC, 2012 ECC, 2017 NEC, 2012 IPC, 2009 ANSI/ICC, City of Wheat Ridge Amendments • TO EXPEDITE PROJECT APPROVAL: Please provide a written response indicating how and where each comment was resolved on the plans. • Resubmit all previously reviewed plans, updated plans and supporting documents with each subsequent review. • For clarification of any plan review comment, please call or email the plan checker listed above. aRJ 1. The following department approvals are still pending: a. Planning Division b. Public Works Department c. Building Division Structural Review 2. locations of demo items as noted in Demolition Key Notes olition plan. Note: The State of Colora o req reshoIds of demolition are met. For Public and commercial buildi agger levels are. et on pipes; 160 square feet on other surfs a volume equivalent of a 55 -gallon drum. PLEASE IDE AN ASB T REPORT FROM A CERTIFIED CDPHE ASBESTOS INSPECTION CY. We will need this report prior to permit issuance. 3. Submit two "wet stamped and signed" copies of the foundation plans when you here from me that the foundation plans are approved. Owner: Seyco Location/Project: 4509 Harlan Street Wheat Ridge, CO 80033 Addition to existing building PROFESSIONAL BUILDING & SAFFil'FN'(iINF.F.RING�INFRASTRUCTl1RE MANAGEMFNT Plan Review Corrections 11-12-18 Plan check No.: 201802889 Plan Checker: Steve Ahuna /CAA 1) Please provide design for tension rod cross bracing or specify where in the calculations they occur. I found the loading but could not find the design. 2) Please justify and explain the results for "maximum unity check" > 1.00 3) Per item #2 above: See pages A44 (built-up rafter): RAF02 = 1.03 RAF03 = 2.02 (built up columns) COL01 = 1.02 COL02 = 1.05 4) page A46: For connection summary: Knee Connection — web fv/Fv = 1.01 5) page A56: Design Summary Report: Built up rafter — maximum unity check RAF01 = 1.01, 1.02 Built up column COL02 = 1.01 6) page A87: Building #3 Bay Girt Id #3 = 1.03 (unity coefficient)? Id #2 = 1.03 Foundation plans and calculations okay. If any questions please email me steveabuna a,caaurofessionals.com or call 949-273-0277. Thank you, Steve Ahuna CHARLES ABBOTT' ASSOCIATES, INC. 27401 Los ALlos•SulTF220•MISSION VIEJO.CA92691 rol i_ FREE,: (866) 530-4950 • PuoN,E: (949) 367-2550 • FAX: (949) 367-2852 VV'\CVV'.CA.-\PROFLSSIONALS.COM 4 � . t" City of W heat midge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 291 Ave. November 2, 2018 Troy Seyfer Seyfer Specialties, LLC 4509 Harlan Street Wheat Ridge, CO 80033 Re: Site Plan Submittal for 4509 Harlan Street Mr. Seyfer: Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 This letter is in regards to your application for approval of a site plan on property zoned Commercial - One (C-1) and located at 4509 Harlan Street. I have reviewed your third submittal and all Planning comments have been addressed. At this time, please submit a full size (24 in x 36 in) site plan set on bond paper with your signature in the "Owner's Certificate" section. The Community Development Department has a notary on staff if you would prefer to sign the document here. The plan set should consist of the three pages reviewed as part of the site plan process: the site plan/cover sheet, and both elevations pages. Once the site plan is signed by the Community Development Director, it is considered approved. The Building Division will require the new rear elevation sheets showing the windows be submitted as a building permit revision. Work with the Building Division to determine what specifications need to be included with the new windows, if any. Once the revised sheets are submitted to the Building Division, I can sign off on the permit. Other revisions may be required by the Building Division. When the project is constructed, contact staff regarding a landscaping escrow so that a Certificate of Completion can be issued for the building. Planting will need to be completed by a certain date agreed upon in the spring. Sincerely, Scott Cutler Planner II cc: WSP-18-06 case file David Thermos www.ci.wheatridge.co.us Laaenia Reimer From: Sent: To: Subject: Troy Seyfer 720-260-9494 — Mobile Sent from my iPhone Begin forwarded message: Troy Seyfer <tseyfer@mac.com> Tuesday, October 30, 2018 10:05 AM CommDev Permits Fwd: Permit application accepted - West Metro Fire Protection District From: NoRollygmobile-eyes.com Date: October 29, 2018 at 2:33:43 PM MDT To: tseyfer e,mac.com Subject: Permit application accepted - West Metro Fire Protection District Your permit request for Syfer Specialties at 4509 Harlan Street Wheat Ridge, CO 80033 has been accepted. The Job Number is: 181029011 Description: We are expanding our existing building with an all metal structure to the south and west Thank you for submitting to West Metro Fire. Our typical review turnaround is approximately 2 weeks. If additional information is required, you'll receive a notice from the reviewer assigned, or a no -reply notice from Mobile Eyes. Please be sure to check your junk folder if you feel you are not receiving the Mobile Eyes notices and select "Not Junk". NOTE: Re -submissions shall only include the pages that are affected and additional pages that may be required for the needed corrections. Re- submission of full sets, unless specifically requested, shall result in the rejection of plans. 7- 0 /go 285 FOUNDATION CALCULATIONS 90'x97' Metal Building Addition MVE #180561 SEYCO ADDITION Wheat Ridge, Colorado 10 Lif cicy of "� Wheat �ge COMMUNny DmLorMLN f APPROVED Reviewed for Code Compliance Qs rne Y.--4 Hvlvla/C44-11,11V Plans Exa iner Date Allitb of EWA- The iswanot of o permit or opprorat OfPtans V-1ftcotimm and oomputabom shah nat be o pam,t/br• or on opp►ovoi of, orry vrolotwn to &W of the prowsiara of the budding code or of a" aty ordinmoes. AWMft pmmmm so ow ouHwffy to wWate or evowl the p owown of the 111'ttg cam or DOW adrai m of ow Orr shoN not be V" Metal Building Supplied By: CANAM STEEL BUILDING CORP. Box 746509 Arvada, CO 80006 Foundation Design by: MOUNTAIN VIEW ENGINEERING, INC. 345 No. Main, Suite A Brigham City, Utah W02 Phone (435) 734-9700 Fax (435) 734-9519 JUN 2 2 2018 I `I pages of Calculations MOUNTAIN VIEW ENGINEERING, INC. 345 No. Main, Suite A Brigham City, Utah 84302 Phone (435) 734-9700 Fax (435) 734-9519 Job: Subject: MVE #180561 CANAM STEEL BUILDING CORP Building Descr: 90'x97' Metal Building Addition Location: Wheat Ridge, Colorado SEYCO ADDITION DESIGN CR -ITER -IA: Ground Snow Load 30 psf Roof Snow Load 21 psf Minimum Uniform Roof Snow Load 30 psf Roof Live Load 20 psf Roof Collateral Load 1 psf Code: 2012 IBC SDS 0.241 Wind Speed 115 mph Seismic Design Category B Exposure C Site Class D Importance Factor 1 Other Loads: Soil Bearing 1500 psf (assumed) Frost Depth 36 inches Notes: Reactions per CANAM STEEL BUILDING CORP. drawings. Concrete and Reinforcement: Concrete Strength 3000 P.S.I. for Foundations 3500 P.S.I. for Slabs 2500 P.S.I. Used for design, no special inspection required. Rebar - ASTM A615 grade 60 Page: 1 Date: 06/20/18 By: BLC city of Wheat R�d9e MOUNTAIN VIEW ENGINEERING, INC. 345 No. Main, Suite A Brigham City, Utah 84302 Phone (435) 734-9700 Fax (435) 734-9519 Page: Job: MVE #180561 CANAM STEEL BUILDING CORP. Date: Subject: SEYCO ADDITION Description: 90'x97' Metal Building Addition Location: Wheat Ridge, Colorado Sidewall Footings (Lines 2 & 3 / Grids A & E) CANAM STEEL BUILDING REACTIONS Axial (P, kips) Shear (V, kips) Moment (M, kip*ft) Dead Load (D) 7 7 0 Collateral Load (D) 2 2 0 Roof Live Load (Lr) 13 13 0 Floor Live Load (L) 0 0 0 Snow Load (S) 34 34 0 Wind Load (W) -26 -22 0 Seismic Load (E, ult) 5 2 0 ASCE 7-10 LOAD COMBINATIONS (ASD) P kis V (kips) Mkl ip*ft) 1. D 1. 9.00 9.00 0.00 2. D + L 2. 9.00 9.00 0.00 3. D + (Lr or S) 3. 43.00 43.00 0.00 4. D + 0.75L + 0.75(Lr or S) 4. 34.50 34.50 0.00 5. D + (0.6W or 0.7E) 5. 12.50 10.40 0.00 6. D + 0.75(0.6W or 0.7E) + 0.75L + 0.75(Lr or S) 6. 37.13 35.55 0.00 7. 0.6D + 0.6W 7. -11.40 -9.00 0.00 8. 0.6D + 0.7E 8. 8.90 6.80 0.00 Controlling Loads Axial = 43.0 kips Horizontal = 43.0 kips Uplift = -11.4 kips 2 06/20/18 RLC MOUNTAIN VIEW ENGINEERING, INC. Job: MVE #180561 CANAM STEEL BUILDING CORP. 345 No. Main, suite n • Brigham city, Utah 64302 Subject: SEYCO ADDITION Phone (435) 734-9790 Fax (435) 734-9519 Description: 90'x97' Metal Building Addition Location: Wheat Ridge, Colorado Sidewall Footings with Cross -ties (Line 2 / Grids A & E and Line 3 / Grid E) PDIL = 43.0 kips FH = 43.0 kips Uplift = 11.4 kips Check Soil Bearing Allowable Pressure = 1500 psf Horizontal Force Use rebar cross -ties to resist horizontal force. FY = 60 ksi Wind or Seismic? n (y or n) As req'd = 1.79 in2 As' req'd = 1.79 in2 (short term loading) Options: 4 @ 0.45 in2 2 @ 0.90 in2 Design uplift = 11.4 kips Slab Thickness = 6 inches Depth to top of Ftg. = 30 inches OS Conc. to CL Footing = 14 inches Length of Wall for Uplift = 17 feet Wall Thickness = 8 inches Page: 3 Date: 06/20/18 By: BLC Use 7.0 ft x 7.0 ft x 18 inch deep footin Depth to center = 12 inches OTM = 516.0 in -kips Ftg DL = 11.03 kips P total = 54.03 kips ecc = 9.6 inches Without offset, q (max.) = 1855 psf NG Footing Offset = 6 inches Recheck bearing for Offset, q (max.) = 1382 psf OK Use (4) #7 rebar crossties, offset footing 6 inches. Weight of Footing and Soil = 20.83 kips Weight of Concrete Slab = 5.50 kips Weight of Foundation Wall & Ftg. = 4.83 kips Total = 31.16 kips Check Footinq Flexure (Reinforcing in Direction of Horizontal Force Factor of Safety = 2.73 > 1.0 OK q (min.) = 823 psf Rebar d' = 3.5 in OS Footing Edge from Wall = 2.833 ft Rebar d = 14.5 in q (at face of wall) = 1155.8 psf Rebar fy = 60000 psi Moment in Footing (Mu, ULT) = 29.54 k*ft Concrete f = 2500 psi As (req'd by calc.) = 0.5031 in^2 ACI 7.12 As (min) = 2.722 in^2 Opposite Direction Reinforcing Min. Steel Ratio = 0.0018 Use (7) #4 bars each way at top of footing and As per ACI 7.12 use (7) #5 bars each way at bottom of footing. Check Footing Shear For Pier Design Shear in Footing (Vu, ULT) = 20.86 kips Nu = 68.8 kips **See pier calculation Required Thickness = 4.29 in OK Mu = 68.8 kip*ft on page 5. Vu = 68.8 kips �Ity Wheat Ridge MOUNTAIN VIEW ENGINEERING, INC. 345 No. Main, Suite A Brigham City, Utah 84,302 Phone (435) 734-9700 Fax (435) 734-9519 Job: MVE #180561 CANAM STEEL BUILDING CORP Subject: SEYCO ADDITION Description: 90'x97' Metal Building Addition Location: Wheat Ridge, Colorado Sidewall Footing with Cross -ties (Line 3 / Grid A) PDIL = 43.0 kips FH = 43.0 kips Uplift = 11.4 kips Check Soil Bearing Allowable Pressure = 1500 psf Horizontal Force Use rebar cross -ties to resist horizontal force. FY = 60 ksi Wind or Seismic? n (y or n) As req'd = 1.79 in2 As' req'd = 1.79 in2 (short term loading) Options: 4 @ 0.45 in2 2 @ 0.90 in2 Uplift Design uplift = 11.4 kips Slab Thickness = 6 inches Depth to top of Ftg. = 30 inches OS Conc. to CL Footing = 14 inches Length of Wall for Uplift = 8 feet Wall Thickness = 8 inches Page: 4 Date: 06/21/18 By: BLC Use 7.0 ft x 14.0 ft x 18 inch deep footing Depth to center = 12 inches OTM = 516.0 in -kips Ftg DL = 22.05 kips P total = 65.05 kips ecc = 7.9 inches Without offset, q (max.) = 852 psf OK Footing Offset = 0 inches Recheck bearing for Offset, q (max.) = 852 psf OK Use (4) #7 rebar crossties, offset footing 0 inches. Weight of Footing and Soil = 41.65 kips Weight of Concrete Slab = 8.39 kips Weight of Foundation Wall & Ftg. = 1.38 kips Total = 51.42 kips Check Footinq Flexure (Reinforcing in Direction of Horizontal Force q (min.) = 476 psf Rebar d' _ OS Footing Edge from Wall = 5.833 ft Rebar d = q (at face of wall) = 695.12 psf Rebar fy = Moment in Footing (Mu, ULT) = 66.21 k*ft Concrete f = As (req'd by calc.) = 1.1275 in^2 ACI 7.12 As (min) _ Opposite Direction Reinforcing Min. Steel Ratio = 0.0018 As per ACI 7.12 Factor of Safety = 4.51 > 1.0 OK 3.5 in 14.5 in 60000 psi 2500 psi 2.722 in^2 Use (7) #5 bars long way at bottom, (7) #4 bars long way at top, (14) #5 bars shorts way at bottom, and use (14) #4 bars short way at top. Check Footing Shear For Pier Design Shear in Footing (Vu, ULT) = 22.70 kips Nu = 68.8 kips **See pier calculation Required Thickness = 4.36 in OK Mu = 68.8 kip*ft on page 5. Vu = 68.8 kips MOUNTAIN VIEW ENGINEERING INC Job: MVE #180561 CANAM STEEL BUILDING CORP. 345 No, Main, Suite A - Dighan City, Utah 84302 Subject: Phone (435) 734-9700 - Fax (435) 734-9519 Description: 90'x97' Metal Building Addition Location: Wheat Ridge, Colorado SEYCO ADDITION Concrete Column Analysis (ACI 318) For X -Axis Flexure with Axial Compression or Tension Load Assuming "Short", Non -Slender Member with Symmetric Reinforcing Page: 5 Date: 06/20/18 By: BLC Input Column Geometry fc' = 2500 psi Bar Size = 5 Total # of Bars 10 b fy = 60 ksi # of Bars b Face 3 Tie Size = 4 d'= 2.375 in # of Bars h Face 4 77 b = 18 in h = 24 in Placement of Reinforcement Steel �= 0.65 d A h Loading Edge Layer (d1) 21.63 0.93 ' d' Pu,= 68.8 kips Interor Layer (d2) 15.21 0.62 Mux = 68.8 kip -ft Interor Layer (d3) 8.79 0.62 Vu, = 68.8 kips Edge Layer (d4) 2.38 0.93 Y X-AXIS INTERACTION DIAGRAM Typical Member Section Shear Design �V, = 31.518 �Vc/2 = 15.759 V„ > OVC If V„ > #J2 then vertical spacing of ties shall not exceed the least of: s max = Avf,/(0.75d(fc')b) = 35.556 in s max = Avf,/(50b) = 26.667 in s max = d/25 24 in = 10.813 in DESIGN LOADS FALL WITHIN THE LIMITS OF THE INTERACTION DIAGRAM, THEREFORE, USE (10) # 5 VERTICAL BARS IN COLUMN. If V„ > OVc then vertical spacing of ties 4*(fc)^0 shall not exceed the least of: s max = 10.441 s max = 10.813 if Vs <= �4*(fc)^0.5*b*d, s s max = 5.4063 if Vs > 04*(fc)^0.5*b*d, s = c USE # 4 TIES AT 8.00 INCHES ON CENTER WITH (3) IN THE TOP SIX INCHES OF PIER. 0,Vb*d = kips City of Vs = 37.3 kips Wheat Ridge d/2 <=24 Auildina Divison MOUNTAIN VIEW ENGINEERING, INC. 345 No. Main, Suite A Brigham City, Utah 84,302 Phone (435) 734-9700 Fox (435) 734-9519 Page: 6 Job: MVE #180561 CANAM STEEL BUILDING CORP. Date: 06/20/18 Subject: SEYCO ADDITION Description: 90'x97' Metal Building Addition Location: Wheat Ridge, Colorado Sidewall Footings (Lines 4 & 5 / Grid E) By: BLC CANAM STEEL BUILDING REACTIONS 6.6 kips Slab Thickness = 6 inches Axial (P, kips) Shear (V, kips) inches Moment (M, kip*ft) 14 inches Dead Load (D) 3 2 feet 0 8 inches Collateral Load (D) 1 1 0 Roof Live Load (Lr) 7 3 0 Floor Live Load (L) 0 0 0 Snow Load (S) 17 8 0 Wind Load (W) -14 -9 0 Seismic Load (E, ult) 1 1 0 ASCE 7-10 LOAD COMBINATIONS (ASD) P (kips) V (kips) Mk( ip*ft) 1. D 1. 4.00 3.00 0.00 2. D + L 2. 4.00 3.00 0.00 3. D + (Lr or S) 3. 21.00 11.00 0.00 4. D + 0.75L + 0.75(Lr or S) 4. 16.75 9.00 0.00 5. D + (0.6W or 0.7E) 5. 4.70 3.70 0.00 6. D + 0.75(0.6W or 0.7E) + 0.75L + 0.75(Lr or S) 6. 17.28 9.53 0.00 7. 0.6D + 0.6W 7. -6.60 -4.20 0.00 8. 0.6D + 0.7E 8, 3.10 2.50 0.00 Controllina Loads Axial = 21.0 kips Horizontal = 11.0 kips Uplift = -6.6 kips Check Soil Bearing Allowable Pressure = 1500 psf Use 4.0 ft2 x 12 inch deep footing B req'd = 3.74 ft reinforced with (6) #4 bars each way. q = 1313 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.26 in2 L req'd = 6.9 ft - reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 11 ft - unreinforced slab Use # 5 hairpin w/ 8 foot legs. Uplift Net Uplift = 6.6 kips Slab Thickness = 6 inches Depth to top of Ftg. = 30 inches OS Conc. to CL Footing = 14 inches Length of Wall for Uplift = 20 feet Wall Thickness = 8 inches Weight of Footing and Soil = 5.60 kips Weight of Concrete Slab = 3.10 kips Weight of Foundation Wall & Ftg. = 6.53 kips Total = 15.23 kips Factor of Safety = 2.31 > 1.0 OK MOUNTAIN VIEW Page: 7 ENGINEERING, INC. Job: MVE #180561 CANAM STEEL BUILDING CORP. Date: 06/20/18 345 No. Mom, sate n • Brtyhvn City, Utah 84302 Subject: SEYCO ADDITION By: BLC Phone (435) 734-9700 • Fox (435) 734-9519 Description: 90'x97' Metal Building Addition Location: Wheat Ridge, Colorado Endwall Footings (Line 1 / Grids B, C, & D) CANAM STEEL BUILDING REACTIONS 4.2 kips Slab Thickness = 6 inches Axial (P, kips) Shear (V, kips) inches Moment (M, kip*ft) 4 inches Dead Load (D) 2 0 feet 0 8 inches Collateral Load (D) 1 0 0 Roof Live Load (Lr) 4 0 0 Floor Live Load (L) 0 0 0 Snow Load (S) 9 0 0 Wind Load (W) -9 3 0 Seismic Load (E, ult) 1 0 0 ASCE 7-10 LOAD COMBINATIONS (ASD) P (kips) V (kips) Mkl ip*ft) 1. D 1. 3.00 0.00 0.00 2. D + L 2. 3.00 0.00 0.00 3. D + (Lr or S) 3. 12.00 0.00 0.00 4. D + 0.75L + 0.75(Lr or S) 4. 9.75 0.00 0.00 5. D + (0.6W or 0.7E) 5. 3.70 1.80 0.00 6. D + 0.75(0.6W or 0.7E) + 0.75L + 0.75(Lr or S) 6. 10.28 1.35 0.00 7. 0.6D + 0.6W 7. -4.20 1.80 0.00 8. 0.6D + 0.7E 8. 2.50 0.00 0.00 Controlling Loads Axial = 12.0 kips Horizontal = 1.8 kips Uplift = -4.2 kips Check Soil Bearing Allowable Pressure = 1500 psf Use 3.0 ft2 x 12 inch deep footing B req'd = 2.83 ft reinforced with (4) #4 bars each way. q = 1333 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.04 in2 L req'd = 1.1 ft - reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 1.8 ft - unreinforced slab Net Uplift = 4.2 kips Slab Thickness = 6 inches Depth to top of Ftg. = 30 inches OS Conc. to CL Footing = 4 inches Length of Wall for Uplift = 20 feet Wall Thickness = 8 inches Use # 4 hairpin w/ 4 foot legs. Weight of Footing and Soil = 3.15 kips Weight of Concrete Slab = 2.01 kips Weight of Foundation Wall & Ftg. = 6.72 kips Total = 11.88 kips Factor of Safety = 2.83 >1 -OK ity of Wheat Ridge Diviso MOUNTAIN VIEW ENGINEERING, INC. 345 No. Main, Suite A Brigham City, Utah 84302 Phone (435) 734-9700 Fax (435) 734-9519 Page: 8 Job: MVE #180561 CANAM STEEL BUILDING CORP. Date: 06/20/18 Subject: SEYCO ADDITION Description: 90'x97' Metal Building Addition Location: Wheat Ridge, Colorado Endwall Footing (Line 6 / Grid D) By: BLC CANAM STEEL BUILDING REACTIONS 7.8 kips Slab Thickness = 6 Axial (P, kips) Shear (V, kips) Moment (M, kip*ft) inches OS Conc. to CL Footing = Dead Load (D) 3 0 0 20 feet Collateral Load (D) 1 0 0 Roof Live Load (Lr) 6 0 0 Floor Live Load (L) 0 0 0 Snow Load (S) 17 0 0 Wind Load (W) -16 3 0 Seismic Load (E, ult) 1 0 0 ASCE 7-10 LOAD COMBINATIONS (ASD) P (kips) V (kips) Mk1 ip*ft) 1. D 1. 4.00 0.00 0.00 2. D + L 2. 4.00 0.00 0.00 3. D + (Lr or S) 3. 21.00 0.00 0.00 4. D + 0.75L + 0.75(Lr or S) 4. 16.75 0.00 0.00 5. D + (0.6W or 0.7E) 5. 4.70 1.80 0.00 6. D + 0.75(0.6W or 0.7E) + 0.751- + 0.75(Lr or S) 6. 17.28 1.35 0.00 7. 0.6D + 0.6W 7. -7.80 1.80 0.00 8. 0.6D + 0.7E 8. 3.10 0.00 0.00 Controlling Loads Axial = 21.0 kips Horizontal = 1.8 kips Uplift = -7.8 kips Check Soil Bearin Allowable Pressure = 1500 psf Use 4.0 ft2 x 12 inch deep footing B req'd = 3.74 ft reinforced with (6) #4 bars each way. q = 1313 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.04 in2 L req'd = 1.1 ft - reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 1.8 ft - unreinforced slab Use # 4 hairpin w/ 4 foot legs. Uplift Net Uplift = 7.8 kips Slab Thickness = 6 inches Depth to top of Ftg. = 30 inches OS Conc. to CL Footing = 4 inches Length of Wall for Uplift = 20 feet Wall Thickness = 8 inches Weight of Footing and Soil = 5.60 kips Weight of Concrete Slab = 2.60 kips Weight of Foundation Wall & Ftg. = 6.53 kips Total = 14.73 kips Factor of Safety = 1.89 > 1.0 OK MOUNTAIN VIEW ENGINEERING, INC. 345 No. Man, Suite A Brigham aty, Utah 84302 Phone (435) 734-9700 Fax (435) 734-9519 Page: 9 Job: MVE #180561 CANAM STEEL BUILDING CORP. Date: 06/20/18 Subject: SEYCO ADDITION Description: 90'x97' Metal Building Addition Location: Wheat Ridge, Colorado Corner Footings (Line 1 / Grid A & E and Line 6 / Grid E) CANAM STEEL BUILDING REACTIONS 2.4 kips Slab Thickness = 6 inches Axial (P, kips) Shear (V, kips) inches Moment (M, kip*ft) 4 inches Dead Load (D) 1 0 inches 0 10 feet Collateral Load (D) 1 0 feet 0 8 inches Roof Live Load (Lr) 2 0 0 Floor Live Load (L) 0 0 0 Snow Load (S) 5 0 0 Wind Load (W) -5 2 0 Seismic Load (E, ult) 1 0 0 ASCE 7-10 LOAD COMBINATIONS (ASD) P (kips) V (kips) Mk( ip*ft) 1. D 1. 2.00 0.00 0.00 2. D + L 2. 2.00 0.00 0.00 3. D + (Lr or S) 3. 7.00 0.00 0.00 4. D + 0.75L + 0.75(Lr or S) 4. 5.75 0.00 0.00 5. D + (0.6W or 0.7E) 5. 2.70 1.20 0.00 6. D + 0.75(0.6W or 0.7E) + 0.75L + 0.75(Lr or S) 6. 6.28 0.90 0.00 7. 0.61D + 0.6W 7. -2.40 1.20 0.00 8. 0.6D + 0.7E 8. 1.90 0.00 0.00 Controlling Loads Axial = 7.0 kips Horizontal = 1.2 kips Uplift = -2.4 kips Check Soil Bearing Allowable Pressure = 1500 psf B req'd = 2.16 ft Horizontal Force Horizontal forces will be resisted by adjacent foundation walls. Design uplift = 2.4 kips Slab Thickness = 6 inches Depth to top of Ftg. = 30 inches (EW) OS Conc. to CL Footing = 4 inches (SW) OS Conc. to CL Footing = 12 inches (EW) Length of Wall for Uplift = 10 feet (SW) Length of Wall for Uplift = 10 feet Wall Thickness = 8 inches By: BLC Use 2.5 ft2 x 12 inch deep footing reinforced with (4) #4 bars each way. q = 1120 psf OK Weight of Footing and Soil = 2.19 kips Weight of Concrete Slab = 1.14 kips Weight of Foundation Wall & Ftg. = 5.25 kips Total = 8.58 kips Factor of Safety = 3.58 > 1 City of Wheat Ridge MOUNTAIN VIEW Page: 10 ENGINEERING, INC. Job: MVE #180561 CANAM STEEL BUILDING CORP. Date: 06/21/18 345 No. Main, Suite A • Wighan city, Utah 84302 Subject: SEYCO ADDITION By: BLC Phone (435) 734-9706 • Fax (435) 734-9519 Description: 90'x97' Metal Building Addition Location: Wheat Ridge, Colorado Sidewall Footings Adjacent to Existing Foundation (Lines 4 & 5 / Grid C) CANAM STEEL BUILDING REACTIONS Axial (P, kips) Shear (V, kips) Moment (M, kip*ft) Dead Load (D) 4 2 0 Collateral Load (D) 1 1 0 Roof Live Load (Lr) 9 3 0 Floor Live Load (L) 0 0 0 Snow Load (S) 25 8 0 Wind Load (W) -16 -6 0 Seismic Load (E, ult) 1 1 0 ASCE 7-10 LOAD COMBINATIONS (ASD) P (kips) V (kips) Mk( ip*ft) 1. D 1. 5.00 3.00 0.00 2. D + L 2. 5.00 3.00 0.00 3. D + (Lr or S) 3. 30.00 11.00 0.00 4. D + 0.75L + 0.75(Lr or S) 4. 23.75 9.00 0.00 5. D + (0.6W or 0.7E) 5. 5.70 3.70 0.00 6. D + 0.75(0.6W or 0.7E) + 0.75L + 0.75(Lr or S) 6. 24.28 9.53 0.00 7. 0.6D + 0.6W 7. -7.20 -2.40 0.00 8. 0.6D + 0.7E 8. 3.70 2.50 0.00 Controlling Loads Axial = 30.0 kips Horizontal = 11.0 kips Uplift = -7.2 kips Check Soil Bearing Allowable Pressure = 1500 psf A req'd = 20 ft"2 Horizontal Force Use rebar hairpins to resist horizontal force. Uplift As req'd = 0.26 in2 L req'd = 6.9 ft - reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 11 ft - unreinforced slab Design uplift = 7.2 kips Slab Thickness = 6 inches Depth to top of Ftg. = 6 inches OS Conc. to CL Footing = 24 inches Use 4.0 x 7.5 ft x 24 inch deep footing reinforced with (9) #5 bars short direction and (6) #5 bars long direction. q = 1000 psf OK Use # 5 hairpin w/ 8 foot legs. Weight of Footing and Soil = 9.00 kips Weight of Concrete Slab = 5.18 kips Total = 14.18 kips Factor of Safety = 2 > 1.0 OK 10 MOUNTAIN VIEW Page: 11 ENGINEERING, INC. Job: MVE #180561 CANAM STEEL BUILDING CORP. Date: 06/20/18 345 No. Main, Suite A . Brigham City, Utah 84342 Subject: SEYCO ADDITION By: BLC Phone (435) 734-9740 • Fax (435) 734-9519 Description: 90'x97' Metal Building Addition Location: Wheat Ridge, Colorado Corner Footing (Line 61 Grid C) CANAM STEEL BUILDING REACTIONS 2.4 kips Slab Thickness = 6 inches Axial (P, kips) Shear (V, kips) Moment (M, kip" ft) (EW) OS Conc. to CL Footing = 4 Dead Load (D) 1 0 18 0 (EW) Length of Wall for Uplift = 10 Collateral Load (D) 1 0 0 0 Wall Thickness = 8 Roof Live Load (Lr) 2 0 0 Floor Live Load (L) 0 0 0 Snow Load (S) 5 0 0 Wind Load (W) -5 2 0 Seismic Load (E, ult) 1 0 0 ASCE 7-10 LOAD COMBINATIONS (ASD) P (kips) V (kips) M ki *ft 1. D 1. 2.00 0.00 0.00 2. D + L 2. 2.00 0.00 0.00 3. D + (Lr or S) 3. 7.00 0.00 0.00 4. D + 0.75L + 0.75(Lr or S) 4. 5.75 0.00 0.00 5. D + (0.6W or 0.7E) 5. 2.70 1.20 0.00 6. D + 0.75(0.6W or 0.7E) + 0.75L + 0.75(Lr or S) 6. 6.28 0.90 0.00 7. 0.6D + 0.6W 7. -2.40 1.20 0.00 8. 0.6D + 0.7E 8. 1.90 0.00 0.00 Controlling Loads Axial = 7.0 kips Horizontal = 1.2 kips Note: Drill and epoxy all short direction reinforcing into existing foundation 6" min. Uplift = -2.4 kips Check Soil Bearing Allowable Pressure = 1500 psf B req'd = 2.16 ft Horizontal Force Horizontal forces will be resisted by adjacent foundation walls. Uglift Design uplift = 2.4 kips Slab Thickness = 6 inches Depth to top of Ftg. = 30 inches (EW) OS Conc. to CL Footing = 4 inches (SW) OS Conc. to CL Footing = 18 inches (EW) Length of Wall for Uplift = 10 feet (SW) Length of Wall for Uplift = 0 feet Wall Thickness = 8 inches Use 2.5 ft2 x 12 inch deep footing reinforced with (4) #4 bars each wa . q = 1120 psf OK Weight of Footing and Soil = 2.19 kips Weight of Concrete Slab = 1.28 kips Weight of Foundation Wall & Ftg. = 1.23 kips Total = 4.69 kips Factor of Safety = 1.95,= 5 1.0 OK Wheat Ridge Div MOUNTAIN VIEW Page: 12 ENGINEERING, INC. Job: MVE #180561 CANAM STEEL BUILDING CORP. Date: 06/20/18 345 No. Wain, Suite A - Brigham city, Utah 84302 Subject: SEYCO ADDITION By: BLC Phone (435) 734-9700 - Fax (435) 734-9519 Description: 90'x97' Metal Building Addition Location: Wheat Ridge, Colorado Wind Column Footing Adjacent to Existing Foundation (Line 3 / Grid B) CANAM STEEL BUILDING REACTIONS 0.0 kips Slab Thickness = 6 inches Depth to top of Ftg. = 6 inches Axial (P, kips) Shear (V, kips) Moment (M, kip*ft) Dead Load (D) 1 0 0 Collateral Load (D) 0 0 0 Roof Live Load (Lr) 0 0 0 Floor Live Load (L) 0 0 0 Snow Load (S) 0 0 0 Wind Load (W) 0 2 0 Seismic Load (E, ult) 0 0 0 ASCE 7-10 LOAD COMBINATIONS (ASD) P kis V (kips) M ki *ft 1. D 1. 1.00 0.00 0.00 2. D + L 2. 1.00 0.00 0.00 3. D + (Lr or S) 3. 1.00 0.00 0.00 4. D + 0.75L + 0.75(Lr or S) 4. 1.00 0.00 0.00 5. D + (0.6W or 0.7E) 5. 1.00 1.20 0.00 6. D + 0.75(0.6W or 0.7E) + 0.75L + 0.75(Lr or S) 6. 1.00 0.90 0.00 7. 0.6D + 0.6W 7. 0.60 1.20 0.00 8. 0.6D + 0.7E 8. 0.60 0.00 0.00 Controlling Loads Axial = 1.0 kips Horizontal = 1.2 kips Note: Drill and epoxy all short direction reinforcing into existing foundation 6" min. Uplift = 0.0 kips Check Soil Bearing Use 2.0 x 2.0 ft x 12 inch deep footing Allowable Pressure = 1500 psf reinforced with (3) #4 bars short direction A req'd = 0.7 ft^2 and (3) #4 bars long direction q = 250 psf OK Horizontal Force Use rebar hairpins to resist horizontal force. As req'd = 0.03 in2 L req'd = 0.8 ft - reinf. slab (6x6 W1.4xW1.4 min.) L req'd = 1.2 ft - unreinforced slab Design uplift= 0.0 kips Slab Thickness = 6 inches Depth to top of Ftg. = 6 inches OS Conc. to CL Footing = 12 inches Use # 4 hairpin w/ 6 foot legs. Weight of Footing and Soil = 0.60 kips Weight of Concrete Slab = 1.80 kips Total = 2.40 kips Factor of Safety= NIA MOUNTAIN VIEW Page: 13 INC Job: MVE #180561 CANAM STEEL BUILDING CORP. Date: 06/22/18 ENGINEERING Subject: SEYCO ADDITION By: BLC 345 No. Main, Suite A Brigham City, Utah W02 Phone (435) 734-9700 Fox (435) 734-9519 Sidewall Anchors (Tension) ANCHOR ROD GROUP CHECK (per ACI 318-11 Appendix D, headed anchors) Tensile Force on Anchors (NU) _ Shear Force on Anchors (VU) _ Seismic Design Category = Number of Anchors (n) _ Number of Anchors in Tension (n) _ Anchor Diameter (da) = 1 in Ase Anchor Spacing Perpendicular to Load (sl) _ Anchor Spacing Parallel to Load (s2) _ Spacing of outer Anchors (so) _ Embedment Depth (hEF) = Yield Strength of Anchors (Fy) _ Tensile Strength of Anchors (Fut,) _ Edge Distance in Load Direction (cal) _ Edge Distance Perpendicular to Load (Ca2) _ Concrete Strength (fc) = Axial Eccentricity (e'N) _ Shear Eccentricity (e'v) _ Steel Strength of Anchors in Tension (D.5.1) Nsa = nASEFuta = 181.80 kips (� = 0.75 4)Nsa = 136.35 kips 19.70 15.70 B 4 4 0.606 4 4 4 22 55 75 12 7 2500 0 0 kips Side -face Blowout of Anchors in Tension (D.5.4) kips hEF> 2.5 cal NO SIDE -FACE BLOWOUT WILL sl < 6Cal ? YES NOT CONTROL Cat < 3Cal ? YES R = 0.4 Nsb= 160CalABRG S�afGSR = 40.98 kips in^2 Therefore, Nsbg=(1+so/6Cal)Nsb = 43.26 kips in = 0.75 (�Nsbg = 32.44 kips in in in ksi ksi in in psi in in Concrete Breakout Strength of Anchors in Tension (D.5.2 AN, = 432 in^2 AN,. = 9hef2= 4356 in^2 kPecN = 1/(1+2e'N/3hEF)<= 1.0 Y,cN = 1.000 Ca(min.)< 1.5hEF ? YES `Ped,N = 0.764 Cracking at Service Loads ? YES ` ,;,N = 1.000 Headed anchors used, therefore Y'ep,N = 1.000 hEF >= 11 in. ? YES kc = 24 Nb = kC)I.a fC 5hEF513 = 138.19 kips Ncbg = ANc Yec,N�Ped,N�Pc,NTcp,NNb = 10.47 kips ANco Anchor bolts are tied into the footings with rebar cages, so concrete breakout will be limited by the tensile strength of the rebar verticals in the cage. Number of Verticals = 10 Size of rebar = # 5 Tensile strength of the reinforcement = 186 kips (ULT) (� = 0.75 (�NCBG = 139.50 kips Pullout Strength of Anchors in Tension (D.5.3 ABRG = 1.163 in^2 Np = 8ABRGfC = 23.26 kips Cracking at Service Loads? YES IP,,p = I NPN (group) = n`Pc,PNp = 93.04 kips (� = 0.7 NPN (group) = 65.13 kips Steel Strength of Anchors in Shear (D.6.1) Built-up grout pads used? NO Vs = 0.6nASEFuta = 109.08 kips = 0.65 CVs = 70.90 kips Concrete Breakout Strength of Anchors in Shear (D.6.2 Avc= 504 in^2 Avco =4.5(cai)2= 648 in/12 Y'ee,v = 1/(1+2e'v/3cal) <= 1.0 Y'eov = 1.000 Cat>= 1.5Cal ? NO TP dV = 0.817 Cracking at Service Loads ? YES Tc,v = 1.200 Thickness: ha = 30 in Th,1 = 1.000 Vb = 7 (Le/da)0.2da0.5fC.5Cal1.5 = 22.05 kips Vb = 97'fC 5Call.5 = 18.71 kips CONTROLS Vcbg = Ayc Tec,vTed,VT ,v`l'h,VVb = 14.26 kips Aveo Concrete breakout in shear will be resisted by rebar ties at the top of the footing, tensile capacity of the bars will control. Tie Size = # 4 bar Bar Area = 0.2 in^2 Number of Ties at top = 3 Fy = 60 ksi Tensile Capacity of Ties = 108 kips Therefore, Vcbg = 108.00 kips (� = 0.75 Vcbg = 81.00 kips Concrete Prvout Strength of Anchors in Shear (D.6.3) Concrete pryout of anchors in shear will only occur where anchors are relatively stiff and short. hEF = 22 > 6 do THEREFORE, CONCRETE PRYOUT WILL NOT CONTROL SHEAR DESIGN OF ANCHORS. ANCHOR ROD GROUP CAPACITY ALLOW. TENSION (q)NN) = 65.13 kips > 19.7 kips OK ALLOW. SHEAR (qDVN) = 70.90 kips> 15.7 kips OK CHECK SHEAR/TENSION INTERACTION NUA > 0.20NN ? YES VUA > 0.2d>VN ? YES UNITY'CHECK REQUIRED Bulidiny Uivison <' ONN + (DVN = 0.52 < 1.20 OK MOUNTAIN VIEW INC.Page: 14 Subject: MVE #180561 SE CO ADDITION By: CORP. Date: 0 BLC18 ENGINEERING, C 345 No. Main, Suite A Brigham City, Utah 84302 Phone (435) 734-9700 • Fax (435) 734-9519 Sidewall Anchors (Shear) ANCHOR ROD GROUP CHECK (per ACI 318-11 Appendix D, headed anchors) Tensile Force on Anchors (Nu) _ Shear Force on Anchors (VU) _ Seismic Design Category = Number of Anchors (n) = Number of Anchors in Tension (n) _ Anchor Diameter (da) = I in Ase = Anchor Spacing Perpendicular to Load (s,) _ Anchor Spacing Parallel to Load (s2) _ Spacing of outer Anchors (so) _ Embedment Depth (hEF) = Yield Strength of Anchors (Fy) _ Tensile Strength of Anchors (F,ta) _ Edge Distance in Load Direction (ca,) _ Edge Distance Perpendicular to Load (cat) _ Concrete Strength (fc) = Axial Eccentricity (e'N) = Shear Eccentricity (e'v) = Steel Strength of Anchors in Tension (D.5.1) Nsa = nAsEFuta = 181.80 kips (� = 0.75 (�N,a = 136.35 kips 0.00 65.20 B 4 4 0.606 4 4 4 22 55 75 12 7 2500 0 0 kips kips in^2 in in in in ksi ksi in in psi in in Concrete Breakout Strength of Anchors in Tension (D.5.2 AN, = 432 in^2 AN,() = 9hef = 4356 in -2 TecN = 1/(1+2e'N/3hEF) <= 1.0 `P,,,N = 1.000 Ca (.m) < 1.5hEF ? YES T,d,N = 0.764 Cracking at Service Loads ? YES Y,,N = 1.000 Headed anchors used, therefore `Pcp,N = 1.000 hEF >= 11 in. ? YES kc = 24 Nb = kcka fc ShEF5/3 = 138.19 kips Ncbg = ANc `P c,N`Ped,N`P ,N` rp,NNb = 10.47 kips ANco Anchor bolts are tied into the footings with rebar cages, so concrete breakout will be limited by the tensile strength of the rebar verticals in the cage. Number of Verticals = 10 Size of rebar = # 5 Tensile strength of the reinforcement = 186 kips (ULT) 4) = 0.75 (�NCBG = 139.50 kips Pullout Strength of Anchors in Tension (D-5.3 ABRs= 1.163 in^2 NP = 8ABRGfc = 23.26 kips Cracking at Service Loads? YES Y,,p = I NPN (group) = n`Pc PNP = 93.04 kips (� = 0.7 NPN (group) = 65.13 kips Side -face Blowout of Anchors in Tension (D.5.4 h,,, > 2.5 ca, NO SIDE -FACE BLOWOUT WILL S1 < 6ca, ? YES NOT CONTROL cat < 3ca, ? YES R = 0.4 Nsb=160catABRG5Xafc5R = 40.98 kips Therefore, Nsb, = (l+so/6ca,)N,b = 43.26 kips (� = 0.75 (�Nsbg = 32.44 kips Steel Strength of Anchors in Shear (D.6.1) Built-up grout pads used? NO Vs = 0.6nAsEF„ta = 109.08 kips (� = 0.65 4)Vs = 70.90 kips Concrete Breakout Strength of Anchors in Shear (D.6.2 Avc = 504 in/12 Avco = 4.5(c.1)2 = 648 in^2 Yec v = 1/(1+2e'v/3ca1) <= 1.0 q,,,,v = 1.000 C.2>= 1.5c,, ? NO `Ped v = 0.817 Cracking at Service Loads ? YES ` ,,v = 1.200 Thickness: ha = 30 in `Ph v = 1.000 Vb = 7 (Le/da)o 2dao.5fco 5Ce1 i 5 = 22.05 kips Vb = 9),,afco sca, i 5 = 18.71 kips CONTROLS Vcbg = Avc `hec,v`1'ed vT, v`Ph,vVb = 14.26 kips Avco Concrete breakout in shear will be resisted by rebar ties at the top of the footing, tensile capacity of the bars will control. Tie Size = # 4 bar Bar Area = 0.2 in^2 Number of Ties at top = 3 Fy = 60 ksi Tensile Capacity of Ties = 108 kips Therefore, Vcb, = 108.00 kips = 0.75 (Vcbg = 81.00 kips Concrete Pryout Strength of Anchors in Shear (D.6.3) Concrete pryout of anchors in shear will only occur where anchors are relatively stiff and short. hEF = 22 > 6 do THEREFORE, CONCRETE PRYOUT WILL NOT CONTROL SHEAR DESIGN OF ANCHORS. ANCHOR ROD GROUP CAPACITY ALLOW. TENSION ((DNN) = 65.13 kips > 0 kips OK ALLOW. SHEAR (0VN) = 70.90 kips > 65.2 kips OK CHECK SHEAR/TENSION INTERACTION NuA > 0.20NN ? NO UNITY CHECK NOT VGA > 0.2(DVN ? YES NECESSARY , 7 D ($ 0 Z -5s9 COMcheck Software Version 4.1.0.0 Mechanical Compliance Certificate Project Information Energy Code: 2012 IECC Project Title: Seyco Location: Wheat Ridge, Colorado Climate Zone: 5b Project Type: Addition Construction Site: Owner/Agent: Designer/Contractor: 4509 Harlan St. Brian Seyferth Wheat Ridge, CO Brian Seyferth & Associates 5583 S. Prince St. Littleton, CO 80120 Mechanical Systems List Quantity System Type & Description 1 HVAC System 1 (Single Zone): Heating: 4 each - Radiant Heater, Gas, Capacity = 115 kBtu/h No minimum efficiency requirement applies Fan System: None HVAC System 2 (Single Zone): Heating: 1 each - Radiant Heater, Gas, Capacity = 150 kBtu/h No minimum efficiency requirement applies Fan System: None Mechanical Compliance Statement Compliance Statement: The proposed mechanical design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed mechanical systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.1.0.0 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Name - nature Project Title: Seyco Data filename: N:\2018 PROJECTS\18340 - Seyco Addition\Seyco.cck Date City of 1 of 8 9 Divison COMcheck Software Version 4.1.0.0 Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # & Req.ID Plan Review Complies? Comments/Assumptions C103.2 Plans, specifications, and/or ❑Complies [PR2]1 calculations provide all information []Does Not with which compliance can be ❑Not Observable determined for the mechanical ❑Not Applicable systems and equipment and document where exceptions to the standard are claimed. Load calculations per acceptable engineering standards and handbooks. C406 Plans, specifications, and/or ❑Complies [PR9]1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the additional energy ❑Not Applicable efficiency package options. Additional Comments/Assumptions: city of High Impact (Tier 1) 1 2 i Medium Impact (Tier 2) 1 3 1 Low Impact (Tierf3) Project Title: Seyco Report date: 10/?21/18 Data filename: N:\2018 PROJECTS\18340 - Seyco Addition\Seyco.cck p,,'A+�ggD1v18 Section - # Footing / Foundation Inspection Complies? Comments/Assumptions & Req.ID C403.2.4. Freeze protection and snow/ice ❑Complies 5 melting system sensors for future ❑Does Not [F09 ]3 connection to controls. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: High Impact (Tier 1) 1 2 1 Medium Impact (Tier 2) 1 3 1 Low Impact (Tief3) Project Title: Seyco Data filename: N:\2018 PROJECTS\18340 - Seyco Addition\Seyco.cck City of port date: 10/22/18 3 of 8 S=RegID Mechanical Rough -In Inspection Complies? Comments/Assumptions & C403.2.3 HVAC equipment efficiency verified. ❑Complies See the Mechanical Systems list for values. [ME55]2 ❑Does Not ❑Not Observable ❑Not Applicable C403.2.5. Demand control ventilation provided ❑Complies 1 for spaces >500 sq.ft. and >25 ❑Does Not [ME59]1 people/1000 sq.ft. occupant density ❑Not Observable and served by systems with air side Applicable economizer, auto modulating outside❑Not j air damper control, or design airflow >3,000 cfm. C403.2.7 HVAC ducts and plenums insulated.❑Complies [ME60]2 !Where ducts or plenums are installed ;❑Does Not j in or under a slab, verification may❑Not Observable i need to occur during Foundation 'Inspection. ❑Not Applicable j — C403.2.8 ; HVAC piping insulation thickness. ❑Complies [ME61]2 Where piping is installed in or under a ❑Does Not j slab, verification may need to occur❑Not Observable' ,during Foundation Inspection. ,❑Not Applicable j C403.2.8 HVAC piping insulation thickness.❑Complies [ME61]2 Where piping is installed in or under a❑Does Not slab, verification may need to occur ❑Not Observable ;during Foundation Inspection. '❑Not Applicable C403.2.8. : Piping Insulation exposed to weather❑Complies 1 is protected from damage (due to sun,❑Does Not [ME7]3 'moisture, wind, etc.). ❑Not Observable' ❑Not Applicable C403.2.8 ;Thermally ineffective panel surfaces of ❑Complies [ME41]3 'sensible heating panels have ❑Does Not !insulation >= R-3.5. ❑Not Observable ❑Not Applicable C403.2.7 !Ducts and plenums sealed based on I❑Complies [ME10]2 static pressure and location.❑Does Not ❑Not Observable ❑Not Applicable C403.2.7. Ductwork operating >3 in. water ;❑Complies 1.3 column requires air leakage testing. j❑Does Not [ME11]3 ❑Not Observable j❑Not Applicable C403.2.7. Ductwork operating >3 in. water ❑Complies 1.3 column requires air leakage testing. ❑Does Not [ME11]3 ❑Not Observable ❑Not Applicable C408.2.2. Air outlets and zone terminal devices❑Complies 1 have means for air balancing. ❑Does Not [ME53]3 ❑Not Observable', ❑Not Applicable C403.4.2 VAV fan motors >=7.5 hp to be driven❑Complies [ME66]2 by variable speed drive, have a vane -❑Does Not axial fan with variable pitch blades, or ❑Not Observable have controls to limit fan motor demand. ❑Not Applicable City of 111 High Impact (Tier 1) 1 2 1 Medium Impact (Tier 2) 1 3 1 Low Impact (Tie[ 3) Project Title: Seyco Report date: Data filename: N:\2018 PROJECTS\18340 - Seyco Addition\Seyco.cck guilcRa9�'� Section # Mechanical Rough -In Inspection Complies? Comments/Assumptions & Req.ID C403.4.2 VAV fan motors >=7.5 hp to be driven ❑Complies [ME66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or ❑Not Observable have controls to limit fan motor ❑Not Applicable demand. C403.2.6 Exhaust air energy recovery on ❑Complies [ME57]1 systems meeting Table C403.2.6 ❑Does Not ❑Not Observable ❑Not Applicable C403.2.11 Unenclosed spaces that are heated ❑Complies [ME71]2 use only radiant heat. ❑Does Not ❑Not Observable. ❑Not Applicable Additional Comments/Assumptions: High Impact (Tier 1) 1 2 Medium Project Title: Seyco Data filename: N:\2018 PROJECTS\18340 - Seyco Addition\Seyco.cck City of (Tier 2) 3 1 Low Impact (Tier 3) Repprt date` '10/2; `,Page 5 o XBwld"ng Dn S�Req[D Final Inspection Complies? i Comments/Assumptions & C403.2.4. Heating and cooling to each zone is ❑Complies 1 controlled by a thermostat control. ❑Does Not [F147]3 Minimum one humidity control device❑Not Observable per installed humidification/dehumidification ❑Not Applicable j system. C403.2.4. 1 Heating and cooling to each zone is ❑Complies 1 :controlled by a thermostat control. �❑Does Not [F]47]3 :Minimum one humidity control device❑Not Observable' per installed ❑Not Applicable humidification/dehumidification system. C403.2.4. ;Thermostatic controls have a 5 °F ❑Complies 2 Ideadband. ❑Does Not [F138]3 ❑Not Observable ❑Not Applicable C403.2.4. ;Temperature controls have setpoint ❑Complies 2 overlap restrictions. ❑Does Not [F120]3 ;❑Not Observable ❑Not Applicable C403.2.4. Each zone equipped with setback ❑Complies 3 'controls using automatic time clock or❑Does Not [F[39]3 programmable control system. ❑Not Observable ❑Not Applicable C403.2.4. Automatic Controls: Setback to 55°F❑Complies 3 (heat) and 85°F (cool); 7 -day clock, 2 -❑Does Not [F140]3 ; hour occupant override, 10 -hour ❑Not Observable ;backup ❑Not Applicable C408.2.5.. Furnished HVAC as -built drawings ❑Complies 1 submitted within 90 days of system ❑Does Not [F1713 ;acceptance. j❑Not Observable ❑Not Applicable C303.3, Furnished 0&M manuals for HVAC ❑Complies C408.2.5. systems within 90 days of system ❑Does Not 3 [F]8J3 acceptance. ❑Not Observable ❑Not Applicable C408.2.5. An air and/or hydronic system ❑Complies 3 balancing report is provided for HVAC ❑Does Not [F143]1 ;systems. ❑Not Observable! ❑Not Applicable j C408.2.3. HVAC control systems have been❑Complies 2 tested to ensure proper operation, ❑Does Not [FI10]1 calibration and adjustment of controls. ❑Not Observable ❑Not Applicable j C403.2.2 HVAC systems and equipment ❑Complies [FI27]3 capacity does not exceed calculated ❑Does Not loads. I❑Not Observable' ❑Not Applicable C408.2.1 ;Commissioning plan developed by❑Complies [FI28]1 ,registered design professional or ❑Does Not ;approved agency.❑Not Observable; ❑Not Applicable 11 High Impact (Tier 1) 1 2 1 Medium Impact (Tier 2) ( 3 1 Low Impact (Tierr) Project Title: Seyco Data filename: N:\2018 PROJECTS\18340 - Seyco Addition\Seyco.cck City of Report date: 10722/18 \Builcf'erjivi; 6 of 8 section # Final Inspection Complies? Comments/Assumptions & Req.ID C408.2.4 Preliminary commissioning report ❑Complies [F12911 completed and certified by registered❑Does Not design professional or approved ❑ Not Observable agency. ❑Not Applicable C408.2.5. Final commissioning report due to ❑Complies 4 building owner within 90 days of ❑Does Not [F13011 receipt of certificate of occupancy. ❑Not Observable ❑Not Applicable C408.2.3. HVAC equipment has been tested to ❑Complies 1 ensure proper operation. ❑Does Not [F13111 ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: High Impact (Tier 1) 1 2 1 Medium Impact (Tier 2) Project Title: Seyco Data filename: N:\2018 PROJECTS\18340 - Seyco Addition\Seyco.cck Low Impact (Tier 3) Repbrt date: 10/22/18 Page 7 of 8 COMcheck Software Version 4.1.0.0 Mechanical Compliance Certificate Project Information Energy Code: 2012 IECC Project Title: Seyco Location: Wheat Ridge, Colorado Climate Zone: 5b Project Type: Addition Construction Site: Owner/Agent: Designer/Contractor: 4509 Harlan St. Brian Seyferth Wheat Ridge, CO Brian Seyferth & Associates 5583 S. Prince St. Littleton, CO 80120 Mechanical Systems List Quantity System Type & Description 1 HVAC System 1 (Single Zone): Heating: 4 each - Radiant Heater, Gas, Capacity = 115 kBtu/h No minimum efficiency requirement applies Fan System: None HVAC System 2 (Single Zone): Heating: 1 each - Radiant Heater, Gas, Capacity = 150 kBtu/h No minimum efficiency requirement applies Fan System: None Mechanical Compliance Statement Compliance Statement: The proposed mechanical design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed mechanical systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.1.0.0 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. Name - Title gnature Project Title: Seyco Data filename: N:\2018 PROJECTS\18340 - Seyco Addition\Seyco.cck Date Wheat Ridg&eport date: 10/22/18 J Page 1 of 8 ilding Diviso COMcheck Software Version 4.1.0.0 Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # & Req.ID Plan Review Complies? Comments/Assumptions C103.2 Plans, specifications, and/or ❑Complies [PR2]1 calculations provide all information []Does Not with which compliance can be ❑Not Observable determined for the mechanical ❑Not Applicable systems and equipment and document where exceptions to the standard are claimed. Load calculations per acceptable engineering standards and handbooks. C406 Plans, specifications, and/or ❑Complies [PR9]1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the additional energy ❑Not Applicable efficiency package options. Additional Comments/Assumptions: High Impact (Tier 1) 12 1Medium Impact (Tier 2) Project Title: Seyco Data filename: N:\2018 PROJECTS\18340 - Seyco Addition\Seyco.cck (City of Wheat Ridge Low Impar UUefiiaDivi .on °• Repo date: 10/22/18 Page 2 of 8 Section # Footing / Foundation Inspection Complies? Comments/Assumptions & Rea.ID C403.2.4. Freeze protection and snow/ice ❑Complies 5 melting system sensors for future ❑Does Not [FO9]3 connection to controls. ❑Not Observable' ❑Not Applicable Additional Comments/Assumptions: High Impact (Tier 1) 1 2 1 Medium I Project Title: Seyco Data filename: N:\2018 PROJECTS\18340 - Seyco Addition\Seyco.cck City of Wheat Ridge (Tier 2) 3 1 Low Impact gti�9 ison ort date: 10/22/18 Page 3 of 8 Section # Mechanical Rough-in Inspection Complies? Comments/Assumptions & Req.ID _ C403.2.3 HVAC equipment efficiency verified. ❑Complies See the Mechanical Systems list for values. [ME55]2 ❑Does Not ❑Not Observable j❑Not Applicable C403.2.5. Demand control ventilation provided❑Complies 1 for spaces >500 sq.ft. and >25 ;❑Does Not [ME59]1 people/1000 sq.ft. occupant density❑Not Observable and served by systems with air side ❑Not Applicable economizer, auto modulating outside air damper control, or design airflow >3,000 cfm. C403,2.7 HVAC ducts and plenums insulated. ❑Complies [ME60]2 Where ducts or plenums are installed ❑Does Not in or under a slab, verification may :❑Not Observable need to occur during Foundation Applicable Inspection.❑Not C403.2.8 HVAC piping insulation thickness. I❑Complies [ME61]2 Where piping is installed in or under a❑Does Not slab, verification may need to occur ❑Not Observable; :during Foundation Inspection. ❑Not Applicable C403.2.8 HVAC piping insulation thickness. ;❑Complies [ME61]2 Where piping is installed in or under a ❑Does Not slab, verification may need to occur '❑Not Observable' 'during Foundation Inspection. ❑Not Applicable C403.2.8. Piping Insulation exposed to weather❑Complies 1 is protected from damage (due to sun,❑Does Not [ME7]3 :moisture, wind, etc.).❑Not Observable ❑Not Applicable C403.2.8 ;Thermally ineffective panel surfaces of'.❑Complies [ME41]3 sensible heating panels have �❑Does Not insulation >= R-3.5. ❑Not Observable ❑Not Applicable C403.2.7 Ducts and plenums sealed based on❑Complies [ME10]2 static pressure and location. 1,❑Does Not ❑Not Observable ; ❑Not Applicable C403.2.7. Ductwork operating >3 in. water❑Complies 1.3 column requires air leakage testing. ❑Does Not [ME11]3❑Not Observable ❑Not Applicable j C403.2.7. Ductwork operating >3 in. water ;❑Complies 1.3 column requires air leakage testing. ❑Does Not [MEl l]3 ;❑Not Observable :❑Not Applicable C408.2.2. ;Air outlets and zone terminal devices❑Complies 1 have means for air balancing. ❑Does Not [ME53]3 I❑Not Observable'. ❑Not Applicable C403.4.2 VAV fan motors >=7.5 hp to be driven :❑Complies [ME66]2 :by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or ❑Not Observable have controls to limit fan motor ❑Not Applicable demand. City of f�e High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Seyco Report date: 10/22/18 Data filename: N:\2018 PROJECTS\18340 - Seyco Addition\Seyco.cck Page 4 of 8 Section # Mechanical Rough -In Inspection Complies? Comments/Assumptions & Req.ID C403.4.2 VAV fan motors >=7.5 hp to be driven ❑Complies [ME66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or ❑Not Observable have controls to limit fan motor ❑Not Applicable demand. C403.2.6 Exhaust air energy recovery on ❑Complies [ME57]1 systems meeting Table C403.2.6 ❑Does Not ❑Not Observable ❑Not Applicable C403.2.11 Unenclosed spaces that are heated ❑Complies [ME71]2 use only radiant heat. ❑Does Not ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: City of High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 13 1 Low Impact ( er 3);.ea pjdge Project Title: Seyco upmi "Woev/22/lt5 Data filename: N:\2018 PROJECTS\18340 - Seyco Addition\Seyco.cck Page 5 of 8 Section # Final Inspection Complies? Comments/Assumptions & Re .ID _. C403.2.4. :Heating and cooling to each zone is ❑Complies 1 controlled by a thermostat control. ❑Does Not [F147]3 Minimum one humidity control device ;❑Not Observable per installed humidification/dehumidification ❑Not Applicable j system. C403.2.4. Heating and cooling to each zone is ❑Complies 1 controlled by a thermostat control. ❑Does Not [F147 ]3 Minimum one humidity control device ❑Not Observable; per installed humidification/dehumidification ❑Not Applicable system. C403.2.4. ;Thermostatic controls have a 5 °F❑Complies 2 ideadband. ❑Does Not [F138]3 ❑Not Observable: ❑Not Applicable C403.2.4. ;Temperature controls have setpoint❑Complies 2 overlap restrictions. ❑Does Not [F12 0]3 Observable ❑Not Applicable C403.2.4. Each zone equipped with setback ❑Complies 3 controls using automatic time clock or❑Does Not [F139]3 programmable control system. ❑Not Observable ❑Not Applicable C403.2.4.Automatic Controls: Setback to 55°F ❑Complies 3 ; (heat) and 85°F (cool); 7 -day clock, 2- ;❑Does Not [F140]3 ; hour occupant override, 10 -hour IFl Not Observable backup ❑Not Applicable C408.2.5. ; Furnished HVAC as -built drawings ❑Complies 1 submitted within 90 days of system ❑Does Not [F17 ]3 acceptance. ❑Not Observable ❑Not Applicable C303.3, Furnished O&M manuals for HVAC❑Complies C408.2.5, systems within 90 days of system ❑Does Not 3 [F18]3❑Not ;acceptance. ;❑Not Observable Applicable C408.2.5. An air and/or hydronic system I❑Complies 3 balancing report is provided for HVAC ❑Does Not [F143]1 systems. ❑Not Observable ❑Not Applicable j C408.2.3. HVAC control systems have been❑Complies 2 tested to ensure proper operation, ❑Does Not [F]10]1 calibration and adjustment of controls.,❑Not Observable',. DNot Applicable C403.2.2 HVAC systems and equipment ❑Complies [F]27]3 capacity does not exceed calculated ❑Does Not loads. I❑Not Observable: ❑Not Applicable C408.2.1 ,Commissioning plan developed by ❑Complies [FI28]1 registered design professional or ❑Does Not ;approved agency. ❑Not Observable I ❑Not Applicable City of High Impact (Tier 1) 1 2 1 Medium Impact (Tier 2) 1 3 1 Low Impact Project eport date: Title: ame: N \2018 PROJECTS\18340 - Seyco Addition\Seyco.cck �dd ng ��otp 16/of2/1 Data filename: 8 Section # Final Inspection Complies? Comments/Assumptions & Req.ID C408.2.4 Preliminary commissioning report ❑Complies [F129]' completed and certified by registered ❑Does Not design professional or approved ❑ Not Observable agency. ❑Not Applicable C408.2.5. Final commissioning report due to ❑Complies 4 building owner within 90 days of ❑Does Not [F130]1 receipt of certificate of occupancy. ❑Not Observable ❑Not Applicable C408.2.3. HVAC equipment has been tested to ❑Complies 1 ensure proper operation. ❑Does Not [F131]' ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: High Impact (Tier 1) 1 2 1 Medium Impact (Tier 2) Project Title: Seyco Data filename: N:\2018 PROJECTS\18340 - Seyco Addition\Seyco.cck Low Impact (TierA) r'ly of R4¢a��a ja/21/18 Page 7 of 8 Zo l go Z7%q U18L0481A LL CANAM STEEL BUILDIING CORPORATION Al of 87 Version 2018.4.3 (4/8/18) STRUCTURAL DESIGN CALCULATIONS FOR Seyco Incorporated 4509 Harlan Street Wheat Ridge, CO 80033 PROJECT Seyco Addition Seyco Incorporated Wheat Ridge, CO 80033 City of Wheat F �vrojectNo. U18L0481A COMMUNITY DEVELOPM�EN`iesign Engineer = Louis Lo APPROVED Stamping Engineer = Trevor Black, PE Reviewed for Code Compliance PROJECT DATA �S ►-°� S.Rki�uq 1,,, Structural Des n Calculations Pages Plans Examiner Date VNfdkv of oermu: 7be rtsuana of a permit or approwl of plans specifications and ox►ipurotrons shoe not bt o pnm,t/or, or on approval q, Orly Mlot+on to MY of tht proWSIOM of the buiding code or of any City ord,r+onoes. AermlEt presunrutp to g1W authority to WWate or canal the prowsrons of the 8uifditp coda or other arNrronat of the Oty SW not be vabd, Name: Trevor Black, PE Title: Professional Engineer Date: June 6, 2018 to 87 � ' • et1 s � s s I � Professional Seal The Professional Engineer whose seal appears on these Structural Design Calculations is employed by the metal building manufacturer and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. U18L0481A LL A2 of 87 Date: 6/4/2018 Beam Analysis FRAME TRIB CHECK Project No.: U18LO481A Version: 1.1 (Date: 08/17/09) By PI Project Name: Seyco Incorporated Engineer: LL Number of Spans= 5 Sreg (kips)= 12.27 Number of Point Loads= 0 Mreq (ft -k)= -42.84 Deflection Limit (L/X)= 150 Ireg (in^4)= 47.383 Continuous Distributed Load (k/ft.)= 1 E(ksi)= 29000 Left Right Span Support Defl. (in.) Shear Shear Moment Moment Reaction Based on Ireq Span Length (ft.) w(k/ft) (kips) (kips) (ft -k) (ft -k) (kips) 1=1 in^4 (in^4) Left Overhang 0.3333 0 0.00 -0.33 -0.06@0 -0.06 7.34 -2.642@-0.33 31.59 Span 1 17.167 0 7.01 -10.16 24.5@6.87 -27.07 17.94 38.082@7.73 27.73 Span 2 16.167 0 7.79 -8.38 3.19@25.25 -31.90 19.08 -5.869@29.29 4.54 Span 3 22.000 0 10.70 -11.30 25.32@44.33 -38.46 21.42 54.939@44.33 31.22 Span 4 20.667 0 10.12 -10.55 12.74@65.67 -42.84 22.82 12.229@65.67 7.40 Span 5 20.333 0 12.27 -8.06 32.45@88.2 -0.06 8.40 67.829@87.18 41.70 Span 6 0 0 0.00 0.00 0@0 0.00 0.00 0@0 0.00 Span 7 0 0 0.00 0.00 0@0 0.00 0.00 0@0 0.00 Span 8 0 0 0.00 0.00 0@0 0.00 0.00 0@0 0.00 Span 9 0 0 0.00 0.00 0@0 0.00 0.00 0@0 0.00 Span 10 0 0 0.00 0.00 0@0 0.00 0.00 0@0 0.00 Span 11 0 0 0.00 0.00 0@0 0.00 0.00 0@0 0.00 Right Overhang 0.3333 0 0.33 0.00 -0.06@96.33 0.00 0.00 -4.066@96.67 47.38 Pt. Load P (kips) x(ft.) Pt. Load P (kips) x(ft.) 1 0 0 16 0 0 2 0 0 17 0 0 3 0 0 18 0 0 4 0 0 19 0 0 5 0 0 20 0 0 6 0 0 21 0 0 7 0 0 22 0 0 8 0 0 23 0 0 9 0 0 24 0 0 10 0 0 25 0 0 11 0 0 26 0 0 12 0 0 27 0 0 13 0 0 28 0 0 14 0 0 29 0 0 15 0 0 30 0 0 U18L0481A LL A3 of 87 Project No. Description Engineer U18L0481A Seyco Incorporated LL Alternate Snow Loading on Gable Roofs (ASCE 7-10) Date : 6/4/2018 (per ASCE 7-10 Section 7.6.1 and Figure 7-5) Version: 2012.10.12.1 (Date: 10/12/12) By DJE BUILDING NAME: GENERAL INFORMATION: Nature of Occupancy: Building Width: Left Distance to Ridge: Right Distance to Ridge: Left Roof Slope: Right Roof Slope: Building B Il - Standard Buildings 90.0 ft. 46.0 ft. 44.0 ft. 0.9565: 12 1.0 : 12 BASIC LOAD INFORMATION: Wind Exposure: O B C O D Roof Surface: All Other, Surfaces Ground Snow Load, P9: 30.0 psf. Exposure Factor, C,: Thermal Factor, C,: Importance Factor, I, CALCULATIONS: Left Slope Factor, C, Left Roof Snow, P,: Left Roof Angle, 8 : Left Angle Limit (Min): Snow Density, 7: Min. Uniform Roof Snow: 1.0 1.0 1.0 1.0 21.0 4.5573° 2.3859° 17.9 21.0 WIND DIRECTION TO RIGHT: (ALT. 1) Windward Snow Load: 6.3 Leeward Snow Load: 21.0 Surcharge Snow Load: 12.2707 Surcharge Snow Length: 21.9364 Total Surcharge Load: 33.2707 Hulldin¢ \1'IJIM1. \\ Wind PrIctfon snDn 1-1 Nui Win¢ \l iJtM1. \\ Lr E.\'rro-RiAge D/.e I(I¢W ual'en�-HI.IrrenW. WMd Dl -d- OL MEN/��/��/��/ Alten\ale Cn\ .7 CIlk Of "'N%,� .. Right Slope Factor, C, : 1.0 psf. Right Roof Snow, P, : 21.0 psf. Right Roof Angle, 0 : 4.76360 Right Angle Limit (Min): 2.38590 pef. psf. Min. Uniform Roof Snow: 21.0 psf. WIND DIRECTION TO LEFT: (ALT. 2) psf. Windward Snow Load: 6.3 psf. psf. Leeward Snow Load: 21.0 psf. psf. Surcharge Snow Load: 11.7128 psf. ft. Surcharge Snow Length: 21.8914 ft. PSL Total Surcharge Load: 32.7128 psf. Nui Win¢ \l iJtM1. \\ Lr E.\'rro-RiAge D/.e I(I¢W ual'en�-HI.IrrenW. WMd Dl -d- OL MEN/��/��/��/ Alten\ale Cn\ .7 CIlk Of "'N%,� .. o D.o - 1 3 i o ti v o O 3 ik oT7QV1c D.o Tial n o Pn � o ti v o Q o m in o Qo ag n a va 4a.` nID :E O O O O v > ID O F n � OOi P p m O �Vj w N� W W oNINi� Oo oA o rn0� N ot�ll N OPO O}Oy Oo O UY W O WO ooQo o O:O Oo o O O p o 000GaN 000 o ao v in p,{n o Opo O 0 0 0 0 0 O C p O o o Q o op 0 v Oo V O$ O p 000po . 0000 0 0 0 0 oaova� o poop v -o p 0 0 0 0 0 o$oao p Q o O O O o poo V O N •. V p:.o in O CCO O p Qp O O oOp Oo O D O opoopo V O O V p o c`�io8o 0 000po. oa to o� o 00 Oo O 000 V O'+ V Q0000 poo©o o O O C oao o p_o vain v o p 0 0 0 o0'�O-o 0 0 0 oQ:.O pp V ODO C 000Q oao �,Ov � oop0 opo o�b'Q o 0 0 0 pO00 p OO.o OppO O OO oOpo O:o t+ V O A V to p o {n 00000 00000 00.0 oao �oN � o 00 .1 0 0000 �' o o O 0 0 0 oaoGao o po o O:o v in0 o N o a O 0 0 0 0 0 0 0 0 N V O V V � � m 0 3 m 3 r D N c oSo T 9 2 z c^ c c f c I Z 3 o m r r o 6\ a N O O O O O O 0 0 0 0 0 0 0 0 ? 0 0 0 0 0 0 n m � m D c � v T © o N N H ^ O �N N � O O O m O O C a O 00 2 mo rt o v N p T o G A ^• oo C d � o A a o b o rZ C v 3 -- ry m o a -c o Q a T 3 m a H N n D O UI UI UI O V V V 0 0 0 0 0 o m bo Z Z V X p 6 � O ao C m n o Pn � o ti v o Q o m in o Qo ag n O O O O O O in W W O Z Z V X p 6 � O ao r w m S� m m Z r_ Z m D J C m n o Pn � o ti v o Q o m in o Qo ag n y a N io -- > o < F n � 0 0 0 3 3 3 r w m S� m m Z r_ Z m D J 017��.c n nay $ �•$ a'po a �rnv v �.m-= � = a In O H A A A W A N {n O O O O O O O O O O O O O T O W V O ' F z 3 O a ,Q oAAOV m'V;w jr, 3 N Oi O 'o oWw o? �,po ao .�-• �n SA• V O:. V m C:. O W �:-: � G p;0 O N:N Op OOO N N A1 -t m Ut ofTP O'o W;o m� p o O Y N w ow W 0�0 oq,o a0'� to o uvutt V o in opo a'tN+'m ., �n tY." � O o Ct: o A. m. r• N o v<� o 0 o a W m to pp pp o O o o O 00000.0 o O o opo a O r M �O'-' O opogo 00 0 00 pOo oao o p:0 aom m W O'= C a O� UI 0 6 0 0 0 o O'o o00'poo0 op;o mp;o C a Q r N 0 0 0 0 O O O oo'opaoo oa:'o maw o0 00 p 000q o a p:m un Q00, 'loll, 0 0 0 0 0 O'DO o 0 0 o o G'.o a o m m mOa • O t' p i a o n= - D O v C n a � a > � a In O H A A A W A N {n O O O O O O O O O O O O O T O W V O t' p i a o n= - D O v C n a � a > r A D Cico t y Of N' O Wheat Ridge � a In • n v t0 n n Z X � y ¢ O a v ' F z 3 3 3 r A D Cico t y Of N' O Wheat Ridge U18L0481A LL A6 of 87 Project No. Description Engineer U18L0481A SeycoIncorporated LL I,Yind Loading per ASCE 7-10 Date : 6/4/2018 Geornetry (with AISI 2007 Specification and 2010 Supplement to the 2006 jUBMA ll4amial.) Version: 2018.02.07 (Date: 02/07/18) Building Name: Building A&B Building Type: Gable Roof: CFRTM Bldg. Width [B]: 90.0000' Dist. To Ridge [W]: 46.0000' Bldg. Length [D]: 97.0000' Left Eave Ht. [LEH]: 14.0000' Right Eave Ht. [REH]: 14.0000' Left Roof Slope: 0.96:12 Right Roof Slope: 1 1.00:12 Bay Width [Bay]: 22.8200' Purlin Trib. Width [P]: 5.0000' EW Girt Trib Ht. [GE]: 6.0000' SW Girt Trib. Ht. [GS]: 6.0000' EW Girt Length: 21.0000' SW Girt Length: 17.5000' EW Col. Trib. Width [CE]: 10.5000' SW Col. Trib. Width [CS]: 1 8.9200' Loadin>s Information Building Code:1 IBC 2012 Wind Speed: 115 mph Wind Exposure: C I LEI 1 ❑ Super Tall Clips Left SW Top-of-Parapet:� Right SW Top -of -Parapet: Opening Area: EW Top -of -Parapet: Building Porosity: Enclosed Interior Partition Walls? No General Loading Calculations h: 14.0000' Kd: 0.85 K,: 1.00 Ri: 1.00 qh: 24.43 psf K, or Kl,: 0.85 G: 0.85 GCpi: f 0.18 Components and Cladding. Walls a= 5.60 ft. Tributary Pressure [ Suction Suction Area Zones 4,5 Zone 4 Zone 5 Item (ft) (Psf) (Psi 1 (Psf) a iO n Sidewall Wind Column 125 -........_.21.85.........._....._•24.05.......:...._ 22.13 -24.32 -26.66 -._26.1..1.......... ® Endwall Wind...Column ...............1.47__.... .........................._......I........................., y� iO OI Sidewall Girt .....................Endwa...._..............................10.....__.............. 11 Girt 105 1.47 22..--..-...................-. 42 -24.62 ...... _-...,,......-....�.........._.................-......_........7................... 21.85 -24.05 _...._..._..................;... -27.25 -26.11.... ............. ................ ......................_.............................,.........................................._............................--.................� Wall Panel ............_...........................................................................................-..............._................_...:............7 12 26.08 - y8.2....._.....:...............4................... -34.56 Note: Value of GC in results above reduced b 10% per Note 5 of Figure 30.4-1 since slope angle is < 10°. U1 8LO481 A LL A7of87 Wind Loading Continued... Wall Parapet Structural Case 1: Windward Total Load Maximum Windward: Leeward Case 2: Leeward Total Load Projection Kh_p_ qp ;Total Load:Total Load Item (ft) (pst) (psf) (psf) FSW Parapet --- ........... ............... ... ............... ... ....... ...... .... ....... ... ........... ....... ....... ... ........ . ... ....... .. . ................. ......... ........ BSW ................. ... Parapet --- --- ...... . . ...... .............................._.......EW ........... .... .........E... .....P..a.r.a-pe. --- --- .................. ............................... . ... ... ......................... ......... ........................... ....... ...... ... .... .... ............ a Applicable Roof Slope Angle = 4.76 deg a= 5.60 ft. WIND W2R W21- Tributary Pressure .. ............ . .................. ......... .. ........... ......... Suction in Z.o..ne,s Area All 1 2 .. .................... . . ...... ....... ............. 2' 3 31 Item (psf) (psf) (psf) (psf) (psf) (psf Purlin/J ..... .............. .. ........... 3E 16.00 ... ... ........ ...... ........... -26.38 .......... ............. ....... -31.27 . .. .. ... ....... . ........ ... . ......... . . .......... -31.27 P!TA 19 16.00 -28.83 -48.37 ............... . .. ...... ... . .. ... -72.80 ... . ............... U...,.---- . . ........... ... in ... . ....... ........... ... ........ 14 AA 10 011 AO 1� ........ ........... .. ... ... .... .......... . .... . .. .......... .... ........ Wand 11,reclwn Edge Zone Pressure Coefficients ......... .......... . ......... ..... . ... .--- ....... ........ ..... ....... .......... I..... . ....... ...... .... ... ............... WIND W2R W21- WIR & WIL & W2R & W2L & W4R W41- Item W3R W3L W4R W4L 2 6 ClE: 0.79 -0.25 0.43 -0.61 Load, (psf) 19.30 -6.11 10.50 -14.90 2E 3 ............... C2E: ..... . ........... * . ... ........ ....... . ....... .... .. ...... .. ............. ............... -0.89 -0.35 -1.25 -0.71 3E Load, (PsD -21.74 -8.55 -30.54 -17.34 1E ... ... ... ... . C3E. .. .. ... ... .. ... .. 4 ... . .. . ... . . ............. ... ............ . ..... ................ ... .............. -0.35 -0.89 -0.71 -1.25 h (psf) .... .... -855 -21.74 ... 7.�i4 .54 0.25 0.79 0.43 5 Load, (psf) j -6.11 19.30 -�.4 0 *50f ... ... ....... . .. ........ 11 .... ........ ... . .............. .. . . ......... ... ............ ... ....... ...... 4E *Net Lat < 16 psf. Add additional pressure to Ward wall. Note: For Zone ME or 3/3E; the windward zone width � all be"W(roityr' while the leeward zone width shall be 55.00 ft. per FiXfto&yiLQ note 8, U18L0481A LL A8 of 87 Wind Loading Continued... Main Wind Force Resisting Systems (Longitudinal Wind Direction) Applicable Rool' Slope Angle = 4.76 deg a= 5.60 ft. Longitudinal Wind Direction ........ ... __.-_..........__...._.......-_........,..__........_...._....._._...__._......._...................._,.........................,..........................,........................_.............,.......................,........................................... - Item W511 W5F I W6B W6F € W7B W717 W8B W8F C1: -0.27 € -0.27 -0.63 -0.63 --- Internal Load, (psf) -6.60 -6.60 -15.39 -15.39 --- ---- ---- - Suction . ......._ .................._,.. ........................,__........:............_............._..._..:............_........................r...................._......_......................_.........._........ upD C2: -0.51 -0.19 -0.87 1 -0.55 --- --- -- - J911e` o Load, -1_.2.__.4....6.. _....,-4.64 -21.25 -13.44 ............__._...... .........- ---- ---- ---- ............................ ....................._..... -.......... .........,........ ........... ._....._._..,...._...._. C3: -0.19 -0.51 -0.55 -0.87 --- WIND WS8 W5F Load, (psf) -4.64 € -12.46 ' -13.44 -21.25 -- - _......._................._..........._........<.._............___......_.....4_................._. _. W7B W7F C4: -0.27 -0.27 _ -0.63 -0.63 Load, (psf) -6.60 6.60 - € - ` .. .............15.39....... _-15.39 --- -- - -- CIE: -0.30 -0.30 -0.66 ! -0.66 -- --- - - - Load, (psf) -7.33 € 733.........; _.-.. 1.6.12........:... -16.12 -- ---- -- -- ---- Internal .._._.............._........_......._._..........._.,_.....r... __...._.._ .._..........__ .... ....... .._........... --...........................---.............s............__ C2E: -0.89 € -0.35 -1.25 -0.71 Pressure Load, (psf) -21.74 -8.55 30.54 € -1734 ---- -- ---- ..._........._... _,..._..__.._..._.........._..........._.._._._.....{_...._.._................;..................._._....;..................................T..................................y._.............. .............. ......r..........._...._............ ,... �.�aocu C3E: -0.35 -0.89 0.71 -1.25 -- --- -- Load, (psf) -8 ..... ................... ............ .....__........... _............_ :...__...._.. _ ._.._..._.,........._._.................. _..._.._.............:......... ..___..........._.... ...__... WIND W613 W6F C4E: 0.30 -0.30 -0.66 -0.66 W8B W8F Load, (psf) -7.33 -7.33 -16.12 -16.12 ---- ---- _ - - End -Wall Pressure Coefficients __..............,... .......................... __......... ..._................. _..... ....... ......,............_..._._.......... .._ W5B & W5F & W611 & W61T & Item W711 W71? W8B W8F 2 6 C5: 0.58 -0.11 0.22 -0.47 1 Load, (psf) 14.17 -2.69 5.37 -11.48 3 ............................ _.-.........._..................... ..........._...............................;.......,.....__.-............... ..........._... _.,........ .__........... \ C6: -0.11 0.58 -0.47 - 0.22 3E { Load, (psf) 2.69 14.17 -11.48 5.37 .............._..._.........._ ....._..._.__....._...._.;.,.............................._..............__.........__.... .-._........._... 1E -' C5E: 0.79 -0.25 0.43 -0.61 h Load, (psf) 19.30 -6.11 10.50 -14.90 4 C6E: -0.25 0.79 -0.61 0.43 a� 5 Load, (psf) -6.11 19.30 -14.90 10.50 4E t2. ��pooi"'_ - - - Wind Uplift for Bracing Input: -21.25 psf Longitudinal Force Resisted by Bracing: 12.70 kip Total Longitudinal Net Pressure Applied to Building: 17.83 psf Total Longitudinal Force Applied to Building: 25.40 kip U18L0481 A LL A9 of 87 Project No.: U18L0481A Description : Seyco Incorporated Engineer: LL Wind Loading per ASCE 7-10 Date : 6/6/2018 Wall Sheeting Spans (it,ith A1S12007 Specification and 2010 Supplement to the 2006 N1B11VIA 'TfanuaL) Version: 2018.02.07 (Date: 02/07/18) Building Name: Building A&B Wall Panel Selection: Classic "CW" Wall Panel 26 Gage A653 Grade 80 with Fy = 80 ksi, Fu = 82 ksi Deflection Limit: L/60 a = 5.60 ft. Tributa Pressure Suction I Suction Min. Girt Thickness for Fastener Checks: 0.060 Area Zones 4,5.'Zone 4 Zone 5 Item (ft2) (psf) (psf) (psf) Roof Panel Selection: CFRT"' Deflection Limit: L/60 1W Minimum Purlin Thickness for Fastener: Seaming Option for Interior Zone, (Zone 1): Seaming Option for Edge Zone, (Zone 2): Seaming Option for Corner Zone, (Zone 3): —1 a I_ N/A Roll Lock - Std. Clip (2) Fasteners Roll Lock - Std. Clip (2) Fasteners Vise Lock - Std. Clip (2) Fasteners a = 5.60 ft. I Pressure .Suction in Zones ......................... ............................... ......... .......... All 1 2 2' 3 3' Roof Panel, (psf) — 78.22 -16.44 -28.17 ---- -42.83 Simple Span 6.00 2 Equal Spans 6.00 3 Equal Spans 6.00 Seaming / Fasteners 6.00 6.00 5.50 Note: These Panel Spans are Based on Values Found hi the EDM for each brand Note: The wind loads determined in this sheet are multiplied by 0.6 Note: Use MODIFIED Roll Lock Seam (Vise Lock seam crimp at mid -span) Note: 12" Vice Lock 360 Clips with (3) Fasteners, require a minimum purlin thickness of 0.0_f Note: 50 Year -Wind deflection check Wall Panel 12 15.65 -16.96 1 -20.74 e............................................................................,.........................................................................................., Sim le S an ft —> 7.50 7.50 7.42 � I I� ' 2 E ual S ans ft —> 7 50 7.56*"* I ............................9,,..,....,,.,,.... ................,,..,.................,,...................:..,...........,................................................................................ 7 42 a I ® 3 E ual S ans (.ft,.)—> 7:50 7.50 .............................................................. 7.50 .....................,....................................: .Fasteners ........�ft� --- 7.50 .............................................................................:....,,.,.,............................. 7.50 Note: These Panel Spans are Based on Values Found In the EDM for each brand Note: The wind loads determined in this sheet are multiplied by 0.6 Note: 50 Year -Wind deflection check Roof Sheeting Spans Self Weight (psi): 1.42 Collateral Load (psf): 0.00 Max Live/Snow Load (psf): 76.80 Roof Panel Selection: CFRT"' Deflection Limit: L/60 1W Minimum Purlin Thickness for Fastener: Seaming Option for Interior Zone, (Zone 1): Seaming Option for Edge Zone, (Zone 2): Seaming Option for Corner Zone, (Zone 3): —1 a I_ N/A Roll Lock - Std. Clip (2) Fasteners Roll Lock - Std. Clip (2) Fasteners Vise Lock - Std. Clip (2) Fasteners a = 5.60 ft. I Pressure .Suction in Zones ......................... ............................... ......... .......... All 1 2 2' 3 3' Roof Panel, (psf) — 78.22 -16.44 -28.17 ---- -42.83 Simple Span 6.00 2 Equal Spans 6.00 3 Equal Spans 6.00 Seaming / Fasteners 6.00 6.00 5.50 Note: These Panel Spans are Based on Values Found hi the EDM for each brand Note: The wind loads determined in this sheet are multiplied by 0.6 Note: Use MODIFIED Roll Lock Seam (Vise Lock seam crimp at mid -span) Note: 12" Vice Lock 360 Clips with (3) Fasteners, require a minimum purlin thickness of 0.0_f Note: 50 Year -Wind deflection check U18LO481A IBC 2012 Seismic Considerations: Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) Building Data Input: Nature of Occupancy Gable/Single Slope Building Width Building Length Distance to Ridge (from BSW) Roof Slope, s:12 (slope to BSW) Low Eave Height (Front SW) High Eave Height (Back SW) Mean Roof Height Roof Level Diaphragm Mezzanine Level Diaphragm Seismic Data Input: Short period response acceleration, Ss I -second period response acceleration, S, Site Classification Roof Loading: Lateral Frame Self weight (SW) Roof Dead Load (RDL) Roof Collateral Load (CDL) Roof Self Weight (Bracing, Beams etc.) Roof Snow (Pf) Exterior Wall #1 (Left EW) Loads: Building A&B Standard Buildings Gable 90.00 feet 97.00 feet 46.00 feet O.96 :12 14.00 feet 14.00 feet 15.83 feet LL Al of 87 Input Data Spreadsheet Revision Number : 2016.03.14 Latest Revision Date : 3/14/2016 Project No.: U18L0481A Description: Se. co Incorporated Engineer A LL Date : 6/5/2018 Flexible *Note: ASCE 7 states "Where diaphragms are not flexible, the design shall include the torsion moment None plus the accidental torsional moments caused by an assumed 5"o displacement in either direction of the building masses. Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic talcs. ** 3.00 sf 4.15 sf 1.00 sf 0.10 sf 21.00 sf *** Si; = 0.226 SI = 0.058 **Note: ASCE 7 Section 11.4.2, states "Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site." As a result, Site Class D will be used on nearly all buildings. -*-Not,: 20% of flat roof snow load used in seismic dead load calculations per MBM standards when flat roof snow load is greater than 30 psf. DO NOT include snow drift loads in seismic dead load. ****Note: Full Height Hardwall is applied at mean roof height (mrh) at Endwalls. Enter the height required to account for the full dead load of the wall. Exterior Wall #3 (Right EW) Loads: O Full Height Wall O Full Height Wall w/ Parapet O Full Height Wall O Full Height Wall w/ Parapet O Partial Height Hardwall O Partial Height Hardwall w/ Parapet O Partial Height Hardwall O Partial Height Hardwall w/ Parapet ❑ Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 90.00 feet Top Elevation 15.83 feet **** Wall Weight 2.50 psf Exterior Wall #2 (Front SW) Loads: ❑ Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 90.00 feet Top Elevation 15.83 feet **** Wall Weight 2.50 psf Exterior Wall 44 (Back SW) Loads: p Full Height Wall O Full Height Wall w/ Parapet O Full Height Wall O Full Height Wall w/ Parapet O Partial Height Hardwall O Partial Height Hardwall w/ Parapet O Partial Height Hardwall O Partial Height Hardwall w/ Parapet ❑ Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 14.00 feet Wall Weight 2.50 psf Interior Wall #5 (Partition) Loads: Q Full Height Wall O Full Height Wall w/ Parapet O Partial Height Hardwall O Partial Height Hardwall w/ Parapet ❑ Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 15.83 feet ** Wall Weight 2.50 psf ❑ Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 14.00 feet Wall Weight 2.50 psf Note: The weight of a concrete or masonry wall may be excluded from the seimic load calculations for lateral / longitudinal seismic force resisting systems, provided that details permit unrestrained movement of the seismic force resisting system relative to the wall. (This exclusion does not apply to metal panel walls, wood, EIFS, or other flexible wall systems that are attached to the building framing at several points.) Per MBMA "Seismic Design Guide for Metal Building Systems. Page 1 o1`7 6'5/2018 U18L0481A LL Al of 87 IBC 2012 Seismic Considerations: (Continued) toput Data Equivalent Lateral Force Procedure (per ASCE 7 Section 12.8) Spreadsheet Revision Number : 2016.03.14 Latest Revision Date : 3/14/2016 Project No.: U18L0481A Description: Seyco Incorporated Engineer: LL Date : 6/5/2018 Mezzanine #1 Loads: Mezzanine #2 Loads: Floor Dead Floor Dead Floor Collateral Floor Collateral Estimated Joist weight Estimated Joist weight Floor Live * Floor Live ❑✓ Storage it Partition loading[21 Storage ❑ Partition loading Partition load Partition load Elevation Elevation ****Note: 1) 25% percent of Floor Live Load used when mezzanine is designed for Storage. (Typical storage loads are 125 psf or greater.) Put in Rill live load! Crane Loads : Aisle #1 Crane Loads • Aisle #2 Number of Aisles with this crane info. Number of Aisles with this crane info. Crane Type: (TR / UH / Mono) TRDG Crane Type: (TR / UH / Mono) TRDG Crane Beam+Channel Crane Beam+Channel Independent Crane Column Independent Crane Column Rail Wt Rail Wt 0.00 If 0.00 SII Bridge Bridge Hoist & Trolley Hoist & Trolley Elevation Elevation Crane Loads : Aisle #3 Number of Aisles with this crane info. Crane Type: (TR / UH / Mono) TRDG Crane Beam+Channel Independent Crane Column Rail Wt 0.00 plf Bridge Wt. Hoist & Trolley Elevation `q1 , CJ f 4616th c;j;L- Page 2 of 7 t Q Interior Frame U18LO481A LL IBC 2012 Lateral Seismic Calculations: Lateral Calcs.(1) Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) Frame Description / Location: Seismic Considerations FL I Elevation h, BuildinE Data Input Echo: Wall Length Exterior Wall #4 (Back SW): 8.92 feet Building A&B Occupancy Category II Seismic Force Resisting System Rigid Frame Gable/Single Slope Gable Width 90.00 feet Length 97.00 feet Distance to Ridge 46.00 feet Roof Slope, s:12 0.96 : 12 Low Eave Height 14.00 feet High Eave Height 14.00 feet Mean Roof Height 15.83 feet Bay Width 8.92 feet Frame Located at Bay: 312 lbs Alt of 87 Spreadsheet Revision Number: 2016.03.14 Latest Revision Date : 3/14/2016 Project No.: U18LO481A Description: Seyco Incorporated Engineer : LL Date : 6/5/2018 0 Left Endwall Q Interior Frame Q Right Endwall Q Int. Frame w/ Partition Hardwall (S% information• Roof Concentrated Load Information: Seismic Considerations Wall Length Exterior Wall #2 (Front SW): 8.92 feet Elevation h, Vertical Dist. Factor, C. Wall Length Exterior Wall #4 (Back SW): 8.92 feet Roof concentrated loads: Frame Uniform Loads Roof Weight: Panel Load: Roof Loads Mezzanine Information: 15.83 feet Crane Information: Is Mez 41 or 42 Considered a Story? 8.45 ft -kis 10.51 psJ 0.008 kips1ft Loading Area - Mezzanine #1: 3562 lbs Quantity of Cranes / Bay - Aisle #1: Concentrated Loads - Mezzanine #1: 0.29 kips Length of Runway - Aisle #I: ** Loading Area - Mezzanine #2: Exterior Wall 42 (Front SW) Loads Quantity of Cranes / Bay - Aisle #2: Concentrated Loads - Mezzanine #2: 312 Length of Runway - Aisle #2: Seismic Data Input Echo: 0.014 kips 11.67 feet Quantity of Cranes / Bay - Aisle #3:+. 312 lbs 7.00 feet Length of Runway - Aisle #3: Short period response acceleration, Ss Ss= 0.226 0.014 kips 12.67 feet 1 -second period response acceleration, SI SI = 0.058 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: Crane Aisle #2 0 lbs -- -- "Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, le 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa - 1.60 Site Coefficient Fv: Fv = 2.40 ***Note: ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force -resisting Max spectral response for short periods (Eq 11.4-1): Sons = 0.362 systems are used in combination to resist seismic forces in the same direction of structural response, Max spectral response for I -second period (Eq 11.4-2): Soil = 0.139 other than those combinations considered as dual systems, the more stringent system limitation Design spectral response for short periods (Eq 11.4-3): Sds = 0.241 contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used Design spectral response for I -second periods (Eq 11.4-4): SdI = 0.093 for design in the direction under consideration shall not be greater than the least value of R for any Seismic Design Category: B of the systems utilized in (fiat direction. The deflection amplification factor, Cd, and the over - Response Modification Coefficient, R: 3 *** strength factor, f2", shall be consistent with R required in that direction; excluding buildings with a System Overstrength Factor, filo: 2.5 *** risk category of] or II, and flexible diaphragms. In which case, resisting elements are permitted to Deflection Modification Factor, Cd: 3 **• be designed for the least value of R for each independent line of reference. Building Period Coefficient, Ct 0.028 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.255 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) C..;-;, n,.o,..... r..,.fa,.; r(P. 11 R_I r.. 11 R_6) 0.71 kips it nun r)ic ikn mn Fvnnnrnt 4 n On Multistory Distribution Alt. Roof Weight: Alt. Panel Load: 70.85 psJ 0.008 kipslft Seismic Considerations Eff. Seismic Weight W� Elevation h, Vertical Dist. Factor, C. Seismic Force F, Seismic Base Moment M Frame Uniform Loads Roof Weight: Panel Load: Roof Loads 6645 lbs 15.83 feet 6645 0.53 kis 8.45 ft -kis 10.51 psJ 0.008 kips1ft Exterior Wall 41 (Left EW) Loads 3562 lbs 7.95 feet 3562 0.29 kips 2.28 ft -kips Fts"in Gxtl1[eentcateilprisGti" Load Elevation Exterior Wall 42 (Front SW) Loads 312 lbs 7.00 feet 312 0.03 kips 0.18 ft -kips 0.014 kips 11.67 feet Exterior Wall #4 (Back SW) Loads 312 lbs 7.00 feet 312 0.03 kips 0.18 ft -kips 0.014 kips 12.67 feet Crane Aisle #1 0 lbs Crane Aisle #2 0 lbs -- -- -- -- -- -- Crane Aisle #3 0 lbs Mezzanine #1 0 lbs Mezzanine #2 0 lbs -- -- -- - -- Totals 10832 lbs - 10832 0.87 kips 11.08 ft -kips Frame Bose Shear: 0.705 kips Page 3 of 7 6/5/2018 U18L0481A LL A13 of 87 IBC 2012 Lateral Seismic Calculations: Lateral Cafes. (2) Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) Seismic Considerations Spreadsheet Revision Number : 2016.03.14 Elevation h� Vertical Dist. Factor, C. Latest Revision Date : 3/14/2016 Frame Description / Location: FL 2 & 3 Frame Uotfortn,Loads Roof Wcight: Panel Load: Roof Loads 14214 lbs 15.83 feet Project No.: UI 8L0481 A Buildine Data Input Echo: Building A&B 18.08 ft -kits Description: Seyco Incorporated Interior Wall #5 (Partition) Loads 0 lbs Engineer : LL Occupancy Category II Date : 6/5/2018 Seismic Force Resisting System R.. id:Ftatne Exterior Wall #2Front SW ds ( ) Loa 668 lbs Gable/Single Slope Gable 668 0.05 kips Width 90.00 feet 0.030 kips I1.67 feet Exterior Wall #4S Back Loads ( � Length 97.00 feet 7.00 feet 668 Distance to Ridge 46.00 feet 0.38 ft -kips 0.030 kips 12.67 fee! Roof Slope, s:12 0.96 : 12 0 lbs Low Eave Height 14.00 feet High Eave Height 14.00 feet Crane Aisle #2 0 lbs Mean Roof Height 15.83 feet -- -- Bay Width 19.08 feet __ Crane Aisle #3 Frame Located at Bay: Q Left Endwall0 Interior Frame Q Right Endwall Q Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information: Wall Length Exterior Wall #2 (Front SW): 19.08 feet Mezzanine #2 Wall Length Exterior Wall #4 (Back SW): 19.08 feet Roof concentrated toads: 0 Mezzanine Information: 141t -- Crane Information: Is Mez #I or #2 Considered a Story? -- 15549 Loading Area - Mezzanine #1: 18.84 ft -kips Quantity of Cranes / Bay - Aisle #1: Concentrated Loads - Mezzanine #1: Length of Runway - Aisle #l: Loading Area - Mezzanine #2: Quantity of Cranes / Bay - Aisle 42: Concentrated Loads - Mezzanine #2: Length of Runway - Aisle #2: Seismic Data Input Echo: Quantity of Cranes / Bay - Aisle #3: Length of Runway - Aisle #3: Short period response acceleration, Ss Ss = 0.226 l -second period response acceleration, SI Sl = 0.058 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa = 1.60 Site Coefficient Fv: Fv = 2.40 ***Note: ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force -resisting Max spectral response for short periods (Eq 11.4-1): Sms = 0.362 systems are used in combination to resist seismic forces in the same direction of structural response, Max spectral response for l -second period (Eq 11.4-2): Sm 1 = 0.139 other than those combinations considered as dual systems, the more stringent system limitation Design spectral response for short periods (Eq 11.4-3): Sds = 0.241 contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used Design spectral response for 1 -second periods (Eq 11.4-4): Shc = 0.093 for design in the direction under consideration shall not be greater than the least value of R for any Seismic Design Category: B of the systems utilized in that direction. The deflection amplification factor, Cd, and the over - Response Modification Coefficient, R: 3 *** strength factor, .40, shall be consistent with R required in that direction; excluding buildings with a System Overstrength Factor, ne: 2.5 *** risk category of I or Il, and flexible diaphragms. In which case, resisting elements are permitted to Deflection Modification Factor, Cd: 3 **: be designed lot the least value of R for each independent line of reference. Building Period Coefficient, Cc 0.028 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.255 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) 1.20 kips Seismic Response Coefficient, Cs (Eo 12.8-1 to 12.8-6) 0.080 Distribution Exoonenl. k 0.00 Multistory Distribution Alt. Roof Weight: Alt Panel Load: 8.62psf 0.#13kips/ft Seismic Considerations Eft".SelsmiaWeight W. Elevation h� Vertical Dist. Factor, C. Seismic Force F Seismic Baseriloment NI Frame Uotfortn,Loads Roof Wcight: Panel Load: Roof Loads 14214 lbs 15.83 feet 14214 1.14 kips 18.08 ft -kits 8.28 psj 0.013 kips/ft Interior Wall #5 (Partition) Loads 0 lbs Frame Concentrated Loads- Load Elevation Exterior Wall #2Front SW ds ( ) Loa 668 lbs 7.00 feet 668 0.05 kips 0.38 ft -kips 0.030 kips I1.67 feet Exterior Wall #4S Back Loads ( � 668 lbs 7.00 feet 668 0.05 kips 0.38 ft -kips 0.030 kips 12.67 fee! Crane Aisle #1 0 lbs Crane Aisle #2 0 lbs -- -- -- -- __ Crane Aisle #3 01 s Mezzanine#1 0lbs Mezzanine #2 0 lbs 141t -- Totals 15549 lbs -- 15549 1.25 kips 18.84 ft -kips Frame Rase Shear: 1. P ,Rts�-,; .a Page 4 of 7 Bu11 018 II. t tl 9 diV�son 6,F' U18LO481A LL A14 of 87 IBC 2012 Lateral Seismic Calculations: 1�reral Cal -(3) Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) Seismic Considerations Spreadsheet Revision Number : 2016.03.14 Elevation h, Vertical Dist. Factor, C', Latest Revision Date : 3/14/2016 Frame Description / Location: FL 4&5 France Uniform Loads Roof Weight: Panel Load: Roof Loads 17000 IVs 15.83 feet Project No.: UI8L0481 A BuildiM Data Input Echo: Building A&B ft -kips Description: Seyco Incorporated Interior Wall #5 (Partition) Loads 0 lbs Engineer: LL Occupancy Category 11 -- Date : 6/5/2018 Seismic Force Resisting System Ri id Flame Exterior Wall #2 (Front SW) Loads 799 lbs Gable/Single Slope Gable 799 0.06 kips Width 90.00 feet 0.035 kips 12.67 feet Exterior Wall 44 (Back SW) Loads Length 97.00 feet 7.00 feet 799 Distance to Ridge 46.00 feet 0.45 ft -kips 0.035 kips IZ67 feet Roof Slope, s:12 0.96 : 12 0 lbs Low Eave Height 14.00 feet High Eave Height 14.00 feet Crane Aisle #2 0 lbs Mean Roof Height 15.83 feet Bay Width 2182 feet Crane Aisle #3 Frame Located at Bay: O Left Endwall ] Interior Frame Q Right Endwall Q Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information: Wall Length Exterior Wall #2 (Front SW): 22.82 feet Mezzanine #2 Wall Length Exterior Wall #4 (Back SW): 22.82 feet Roof concentrated loads: -- - Mezzanine Information: -- -- Crane Information: Is Mez #I or #2 Considered a Story? -- 18597 Loading Area - Mezzanine # 1: 22.53 ft -kips Quantity of Cranes / Bay - Aisle #1: Concentrated Loads - Mezzanine #1: Length of Runway - Aisle #1: Loading Area - Mezzanine #2: Quantity of Cranes / Bay - Aisle 42: Concentrated Loads - Mezzanine 42: Length of Runway - Aisle #2: - Seismic Data Input Echo: Quantity of Cranes / Bay - Aisle #3: �> Length of Runway - Aisle 43: Short period response acceleration, Ss Ss = 0.226 l -second period response acceleration, SI Sl = 0.058 *Note. Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane infomration is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NO'r double runway length as other seismic Occupancy Importance Factor, le 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa = 1.60 Site Coefficient Fv: Fv = 2.40 ***Note: ASCE 7- Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force -resisting Max spectral response for short periods (Eq 11.4-1): Sms = 0.362 systems are used in combination to resist seismic forces in the same direction of structural response, Max spectral response for 1 -second period (Eq 11.4-2): Sml = 0.139 other than those combinations considered as dual systems, the more stringent system limitation Design spectral response for short periods (Eq 11.4-3): Sds = 0.241 contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used Design spectral response for 1 -second periods (Eq 11.4-4): Sill = 0.093 for design in the direction under consideration shall not be greater than the least value of R for any Seismic Design Category: B of the systems utilized in that direction. The deflection amplification factor, Cd, and the over - Response Modification Coefficient, R: 3 *** strength factor, Do, shall be consistent with R required in that direction; excluding buildings with a System Overstrength Factor, Do: 2.5 *** risk category of I or II, and flexible diaphragms. In which case, resisting elements are permitted to Deflection Modification Factor, Ca: 3 *** be designed for the least value of R for each independent line of reference. Building Period Coefficient, Ct 0.028 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.255 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) 1.44 kips Seismic Ree ,n Coefficient C, (Fn 12 R-1 to 12 R-61 0.090 Distribution Exnonem k 0.00 Multistory Distribution Alt. Roof Weight Alt Panel Load: 8.62 psf 0.016 kips/ft Seismic Considerations Eff. Seismic Wci„ht W, Elevation h, Vertical Dist. Factor, C', Seismic Force Fx Seismic Base Moment M France Uniform Loads Roof Weight: Panel Load: Roof Loads 17000 IVs 15.83 feet 17000 1.37 kis21.63 ft -kips 8.28 psf 0.075 kips/jt Interior Wall #5 (Partition) Loads 0 lbs -- -- -- -- Frame Concentrated Loads Load Elevation Exterior Wall #2 (Front SW) Loads 799 lbs 7.00 feet 799 0.06 kips 0.45 ft -kips 0.035 kips 12.67 feet Exterior Wall 44 (Back SW) Loads 799 lbs 7.00 feet 799 0.06 kips 0.45 ft -kips 0.035 kips IZ67 feet Crane Aisle #I 0 lbs Crane Aisle #2 0 lbs Crane Aisle #3 0 lbs Mezzanine #1 0 lbs Mezzanine #2 0 lbs -- -- - - -- -- Totals 18597 lbs -- 18597 1.49 kips 22.53 ft -kips Frarne Rase Shear: 1.437 kips Page 5 of 7 6�5i2018 U18L0481 A LL A15 of 87 IBC 2012 Lateral Seismic Calculations: Lateral Caks. (4) Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) Seismic Considerations Spreadsheet Revision Number: 2016.03.14 Elevation h, Vertical Dist, Factor, C,., Latest Revision Date : 3/14/2016 Frame Description / Location: FL 6 Frame Uniform Loads Roof Wcight: Panel Load: Roof Loads 7822 lbs 15.83 feet Project No.: UI8L0481A Building Data Input Echo: Building A&B 9.95 ft -kis Description: Seyco Incorporated Exterior Wall 43 (Right EW) Loads 3562 Ills Engineer: LL Occupancy Category II 0.29 kips Date : 6/5/2018 Seismic Force Resisting System F-179 -id Frame Exterior Wall #2Front S Loads ( � 368 Ills Gable/Single Slope Gable 368 0.03 kips Width 90.00 feet 0.016 kips 72.67 jeer Exterior Wall #4Back SW Loads ( ) Length 97.00 feet 7.00 feet 368 Distance to Ridge 46.00 feet 0.21 ft -kips 0.016 kips 11.67 feet Roof Slope, s:12 0.96 : 12 0 lbs -- Low Eave Height 14.00 feet -- High Eave Height 14.00 feet Crane Aisle #2 0 Ills Mean Roof Height 15.83 feet Bay Width 10.50 feet Crane Aisle #3 Frame Located at Bay: 0 Left Endwall 0 Interior Frame Q Right Endwall 0 Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information: Wall Length Exterior Wall #2 (Front SW): 10.50 feet Mezzanine #2 Wall Length Exterior Wall #4 (Back SW): ;060 feet Roof concentrated loads: Mezzanine Information: Crane Information: Is Mez #1 or #2 Considered aStory? -- 12120 Loading Area - Mezzanine #l: 12.64 ft -kips Quantity of Cranes / Bay - Aisle 41: Concentrated Loads - Mezzanine #1: Length of Runway - Aisle #1: Loading Area - Mezzanine #2: Quantity of Cranes / Bay - Aisle #2: Concentrated Loads - Mezzanine #2: Length of Runway - Aisle #2: Seismic Data Input Echo: Quantity of Cranes / Bay - Aisle #3: Length of Runway - Aisle 43: Short period response acceleration, Ss Ss = 0.226 1 -second period response acceleration, Sl SI = 0.058 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane inf ntuation is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOF double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa = 1.60 Site Coefficient Fe Fv = 2.40 ***Note: ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force -resisting Max spectral response for short periods (Eq 11.4-1): Sms = 0.362 systems are used in combination to resist seismic forces in the same direction of structural response, Max spectral response for 1 -second period (Eq 11.4-2): Still = 0.139 other than those combinations considered as dual systems, the more stringent system limitation Design spectral response for short periods (Eq 11.4-3): Sds = 0.241 contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used Design spectral response for l -second periods (Eq 11 A-4): Shc = 0.093 for design in the direction under consideration shall not be greater than the least value of R for any Seismic Design Category: B of the systems utilized in that direction. The deflection amplification factor, Ca, and the over - Response Modification Coefficient, R: 3 *'* strength factor, 40, shall be consistent with R required in that direction; excluding buildings with a System Overstrength Factor, Do: 2.5 *** risk category of I or Il, and flexible diaphragms. In which case, resisting elements are permitted to Deflection Modification Factor, C,tr 3 ar* be designed for the least value of R for each independent line of reference. Building Period Coefficient, Ct: 0.028 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.255 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) 0.80 kips Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.080 Distribution Exponent, k 0.00 Multistory Distribution Alt. Roof Weight: Alt. Panel Load: 711.57 psf 0.009 kips/fr Seismic Considerations Eff. Seismic Wright W, Elevation h, Vertical Dist, Factor, C,., Seismic Force F Seismic Base Moment M Frame Uniform Loads Roof Wcight: Panel Load: Roof Loads 7822 lbs 15.83 feet 7822 0.63 kis 9.95 ft -kis 70.17 psf 0.009 kips/ft Exterior Wall 43 (Right EW) Loads 3562 Ills 7.95 feet 3562 0.29 kips 2.28 ft -kips Frame (7tor entrated Loads Load Elevation Exterior Wall #2Front S Loads ( � 368 Ills 7.00 feet 368 0.03 kips 0.21 ft -kips 0.016 kips 72.67 jeer Exterior Wall #4Back SW Loads ( ) 368 lbs 7.00 feet 368 0.03 kips 0.21 ft -kips 0.016 kips 11.67 feet Crane Aisle 41 0 lbs -- -- -- __ Crane Aisle #2 0 Ills Crane Aisle #3 0 lbs Mezzanine#1 0lbs Mezzanine #2 0 lbs Totals 12120 16s -- 12120 0.97 kips 12.64 ft -kips Faire Base Shear: Pave 6 of 7 U18LO481A LL Alb of 87 IBC 2012 Longitudinal Seismic Calculations: Longidioal Cate, Equivalent Lateral Force Procedure (per ASCE 7, Section 12.8) Spreadsheet Revision Number: 2016.03.14 EIT. Seismic Weight Elevation Latest Revision Date : 3/14/2016 Building Data Input Echo: Building A&B Seismic Base Moment Project No.: U18L0481A Description: Seyco Incorporated Occupancy Category If Faetor,C,x Engineer : LL Low SW Force Resisting System X -Bracing Date : 6/5/2018 High SW Force Resisting System X -Bracing 72261 lbs 15.83 feet Gable/Single Slope Gable 5.81 kis 91.94 ft -kits Width 90.00 feet 3562 His Length 97.00 feet 3562 029 kips Distance to Ridge 46.00 feet Roof Snow: 2 1. 00 tsl Roof Slope, s:12 0.96: 12 Low Eave Height 14.00 feet High Eave Height 14.00 feet 8.69 s Mean Roof Height 15.83 feet 7.95 feet 3562 0.29 kips 2.28 ft -kips Hardwall Information: Roof Concentrated Load Information: Exterior Wall #3 (Right EW) Loads Wall Length Exterior Wall 42 (Front SW): 97.00 feet Wall Length Exterior Wall #4 (Back SW): 97.00 feet Roof concentrated loads: Qty. = O Wall Length Interior Wall #5 (Partition): 90.00 feet Mezzanine Information: O lbs Crane Information: Is Mez #1 or 42 Considered aStory? -- -- Loading Area - Mezzanine #1 -. G+te+-ia Wall #5 (Partition) Loads Quantity of Cranes - Aisle #l: Concentrated Loads - Mezzanine # 1: Length of Runway - Aisle #1: Load Quantity of Ind. Crane Columns - Aisle #1: Loading Area - Mezzanine #2: 3395 lbs 7.00 feet Concentrated Loads - Mezzanine #2: 0.27 kips Quantity of Cranes - Aisle 42: 0.136 kis P' 14.00 feet Length of Runway - Aisle #2: Seismic Data Input Echo: 7.00 feet Quantity of Ind. Crane Columns - Aisle #2: Short period response acceleration, Ss Ss- 0.226 Quantity of Cranes - Aisle #3: I -second period response acceleration, Sl Sl = 0.058 Length of Runway - Aisle #3: Quantity of Ind. Crane Columns - Aisle #3: Seismic Data Output: - -- Crane Aisle #2 0 lbs *Note: Enter quantity of cranes for one aisle only, DO NOT increase the Occupancy Importance Factor, Ie 1.00 crane quantities when crane information is used for more than one aisle. Site Coefficient Fa: Fa = 1.60 Crane Aisle 43 Site Coefficient Fv: Fv = 2.40 Max spectral response for short periods (Eq 11.4-1): Sms = 0.362 **Note: ASCE 7 - Sections 12.2.3, 12.2.3.1 through 12.2.3.3 states, "Where different seismic force -resisting Max spectral response for 1 -second period (Eq 11.4-2): Snil = 0.139 systems are used in combination to resist seismic forces in the same direction of structural response, Design spectral response for short periods (Eq 11.4-3): Sds = 0.241 other than those combinations considered as dual systems, the more stringent system limitation Design spectral response for l -second periods (Eq 11.44): Shc = 0.093 contained in Table 12.2-1 shall apply." The value of the response modification coefficient, R, used Seismic Design Category: B for design in the direction under consideration shall not be greater than the least value of R for any Response Modification Coefficient, R: 3 :: of the systems utilized in that direction. The deflection amplification factor, Cd, and the over - System Overstrength Factor, 120: 2.5 *> strength factor, 52,,, shall be consistent with R required in that direction: excluding buildings with a 861761hs - ** risk category of I or 11, and Flexible diaphragms _ In which case, resisting elements are permitted to Deflection Modification Factor, Cd: 3 be designed for the least value of R for each independent line of reference. Building Period Coefficient, Ct 0.02 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.159 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) 6.37 kips Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.080 Distribution Exponent, k 000 Multistory Distribution Seismic Considerations EIT. Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment W, h, Faetor,C,x F, M Roof Loads 72261 lbs 15.83 feet 72261 5.81 kis 91.94 ft -kits Bracing Uniform Loads 3562 His 7.95 feet 3562 029 kips 2.28 ft -kips Roof Snow: 2 1. 00 tsl Exterior Wall #I (Left EW) Loads Seismic Dead W: 8.69 s 3562 lbs 7.95 feet 3562 0.29 kips 2.28 ft -kips Total Seismic W: 8.69 s Exterior Wall #3 (Right EW) Loads Seismic Factor: 0.080 O lbs 7.95 feet -- -- -- BracingConcentrated Loads G+te+-ia Wall #5 (Partition) Loads Load Elevation Exterior Wall #2 (Front SW) Loads 3395 lbs 7.00 feet 3395 0.27 kips 1.91 ft -kips 0.136 kis P' 14.00 feet Exterior Wall #4 (Back SW) Loads 3395 lbs 7.00 feet 3395 0.27 kips 1.91 ft -kips 0.136 kiP s 14.00 feet Crane Aisle #1 0 lbs - -- Crane Aisle #2 0 lbs -- - Crane Aisle 43 0 lbs - Mezzanine #1 0 lbs - Mezzanine #2 0 lbs -- -- -- -- -- Totals 861761hs - 86176 6.92 kips 100.31 ft -kips Bracing Rase.Shear: 6.367 kine Page 7 of 7 0 0 CrJ C x d UQ� y 'C A 0 Q. I` ■ C 00 r 0 00 ao D n S7 00 0o O A� (D a D 0 o0 V BUildig9 ©ivspn �+' U18LO481A LL A18 of 87 Project No. U18LO481A Description: Seyco Incorporated Engineer: LL Date: 6/5/2018 FASCIA AND CANOPY LOADS Applied Loads Version 2015.09.30 (09/30/15) Building Code:IBC 2012 / ASCE 7-10 Roof Dead: Roof Collateral: Roof Live: Roof Snow: Drift Max.: Drift Width (Wd): Seismic Horz.: 4.50 psf Fascia Vert. Wt.: Horz. Beam Wt.: Face Panel Weight: Horz. Wind Pressure: Wind Uplift: Gutter/Aux. Line Load: 1.00 psf 20.00 psf 76.80 psf 0.00 psf 0.0000 ft 0.00 kips Load Combinations 0 plf 24 pif 0.00 psf 0.00 psf 35.00 psf 0.00 plf m ,r r�, ,�•41 723 pif SL: 1587 plf LL: 413 pif COL: 21 plf DL: 117 pif Load Case Combination Name: I Comb. #1 DL I COL LL SL W1R W 1 L DL + COL + LL 1 1.000 1.000 1.000 DL + COL + SL 2 1.000 1,000 1.000 0.6 DL + 0.6 W 1 R 3 0.600 4.600 0.6 DL + 0.6 W 1 L 4 0.600 0.600 DL + COL + 0.75 SL + 0.6 W1 R 5 1.000 1.000 0.750 0.450 DL + COL + 0.75 SL + 0.6 W 1 L 6 1.000 1.€300 4.750 0.450 DL + COL + 0.75 LL + 0.6 W 1 R 7 L000 1.000 U50 0.450 DL+COL +0.75 LL+0.6 W1R 8 1.000 1.000 0.750 0.450 9 10 m ,r r�, ,�•41 723 pif SL: 1587 plf LL: 413 pif COL: 21 plf DL: 117 pif 0 O o I = a � 10 n r�d��a�ddz cL c. �O + + + + V, � n w O a C •,.i J V J �. i r Ji In Jt ^ vs rrr�r o W o ° EW A � < � 3 �! OO00 ^ OC ate, WC o I = a � 10 n r�d��a�ddz cL c. �O + + + + V, � n w O a C •,.i J V J �. i r Ji In Jt ^ vs rrr�r o + o ° EW � < � 3 o I = a � 10 C, c w r Oo w D r r n r�d��a�ddz cL � + + + + Q O p O ++ 0 Q eD + C •,.i J V J �. i r Ji In Jt ^ vs rrr�r o + o ° EW � < � 3 ate, o+ + O � 0 O (D < CD �J d4 O O i 7 O C, c w r Oo w D r r n r�d��a�ddz rr-rwr�ar-�r� + + + + Q O p O ++ 0 Q + C •,.i J V J �. i r Ji In Jt ^ rrr�r C, c w r Oo w D r r U18LO481 A LL A20 of 87 Project No. : U18L0481A Description : Seyco Incorporated Engineer : LL BEAM -COLUMN S.S. (AISC 14th Edition) Date : 6/6/2018 NIAIN REPORT: DFS1GN WNvlmAkY Version: 2015.04.22 (Date: 04(22/15) � � GENERAL INFORMATION � (ENTER DATA /N GRA Y SHADED GEU.,fi{) Span and Loadin EV. EXT. TYP. Conditions Remarks Member Length Lbx ft. 6.25 Assumes Lbx = L Unbraced Length - Minor Lby ft. 2.00 Consideration of Tension Field Action for Shear FALSE FALSE FALSE FALSE <= See cell comment & Chapter G. Clear Distance between Transverse Stiffeners a in. <= See cell comment & Section G2. Lateral -torsional buckling factor Cb 1.000 1.000 1.000 1,000 <= See cell comment Kx Factor Ky Factor Kz Factor K„ K K, 1.500 1.500 1.000 1.000 1.000 1,000 1,000 1.000 1.000 1.000 1.000 1.000 <= See cell comment 3EC7701V GEOMETRY ottteida flw1w (OF) Y- bof -� tof x-axis d Select Wide -flange or Built-upSection: WF None None None Section Description: W8X24 - - -- Enter WF -Section: 'W8X24 Total Depth d in. 7.930 Web Thickness tu.. in. 0.245 - - Outside Flange Width bor in. 6.500 - - tw t F t if inside flanges � b if Outside Flange Thickness t„r in. 0.400 -- - Inside Flange Width b;r in. 6.500 -- - - Inside Flange Thickness t;r in. 0.400 -- - -' MATERIAL INPORMAT/ON Material Strength F, ksi 50 50 55 55 Elastic Modulus E ksi 29,000 29,000 29,000 29,000 Standard for steel shown Shear Modulus G ksi 11,200 11,200 11,200 11,200 Standard for steel shown Flange Yield Strength Fyt ksi 50 50 55 55 Web Yield Strength Fyu.. ksi 50 50 55 55 Ultimate Strength F„ ksi 1 65 65 70 1 70 APPLIED LOADS Applied Loading includes second order effects. Factor of Safety (Allowable Stress Factor) St 1.000 1.000 1.000 1.000 Axial (compression => + pos., tension =>-neg.) P, kips 0.500 Shear (absolute value) Moment (outside flange in compression => + pos-) Vx M, kips ft -kip 9.100 23.800 Major Axis (x-axis) Shear (absolute value) Moment (absolute value) V., My I kips ft -kip Minor Axis (y-axis) Design Results: ASD OK -- - Remarks Combined Strength Ratio CSR 0.414 Eq. Hl -la or H1 -]b fD Shear Strength Ratio (x-axis) V,N, 0.293 Major Axis (x-axis) D Shear Strength Ratio (y-axis) VryN, 0.000 - Minor Axis (y-axis) Deflection Results Major -axis OK - - Remarks Deflection Limits about x-axis L / 180 L/180 L/180 L/180 Limits as numerals (i.e. 360 = U360) Maximum Deflection (about x-axis) Am in. 0.417 in. 0.000 in. 0.000 in. 0.000 in. Member Deflection (about x-axis) Ax , in. 0.070 in. -- -- A,., i, 5 A,,,, Deflection Results (Minor -axis) OK -- - -- Remarks Deflection Limits about -axis L / 180 L1180 L/180 L/180 Limits as numerals (i.e. 360 = U360) Maximum Deflection (about y-axis) Am,x in. 0.417 in. 0.000 in. 0.000 in. 0.000 in. Member Deflection (about y-axis) A _,x;s in. 0.000 in. -- - Ay.,_ 5 A.,x U18LO481A LL A21 of 87 Project No.: U18L0481A Description : EXT TYPICAL Engineer : LL End -Plate Moment Connections (AISC 14th Edition) Date : 6/5/2018 perAISCMoment End -Plate Connections (Design Guide 16) & AISCSteel Construction Manual (14th Edition) Version: 2015.08.26 (Date: 08/26/15) GENERAL INFORMATION: Design Method, (ASD / LRFD) Allowable Stress Ratio, ASR: APPLIED LOADS: Required Axial Strength, P,: Required Shear Strength, V,.: Required Moment Strength, M,.: Required Column Axial Strength, P« BOLT INFORMATION: Bolt Material: Bolt Diameter, d b: Bolt Dimensions: Bolt Gage, g: Bolt Dimension, Pr: Bolt Dimension, P b : Bolt Spacing, S: SECTION GEOMETRY: Section Designation: Web Depth, d w: (WF = Total Depth, d) Web Thickness, t w: Flange Width, b f: Outside Flange Thickness, tof: Inside Flange Thickness, t if: Column Stiffener Information: Stiffener Designation: Stiffener to Web Weld: END-PLATE INFORMATION: Plate Width, b p : Plate Thickness, tp: Plate Yield Strength, Fp,: tp required for "Thick Plate" behavior: Weld Information: Plate Flange Weld: Plate Web Weld: ASD 1.00 -9.100 kips. 0.000 kips. 23.800 ft -kips. — kips. A325 5/."'o Pretensioned? ❑ Check Box if Yes 3.5 in. 1.1875 in. -- in. 1.875 in. LEFT BU Section 12.0 in. 0.15 in. 6.0 in. 0.375 in. 0.375 in. F25.38 FWS3 K. i.9aman8 ifl CBM\pfiRpljq�651 Co, r—Boit Unstiffened lnusI Beam Slope: 0.00:12 as STIFFENER or br d dN d d f d 14 * Beam -To -Col. O Beam -To -Beam 6.0 in. Plate Width, b p : 0.375 in. Plate Thickness, tp: 55.0 ksi. Plate Yield Strength, F,,,,: 0.3723 in. tt, required for "Thick Plate" behavior: Stiffener Ratio (Left End -Plate):, -- Weld Information: FWD3 Column Stiffener Ratio: Plate Flange Weld: FWS3 4.722 Plate Web Weld: i`nd-Nat( 1ificu t• Iith; DESIGN RESULTS OA' ,, Plate Yield Ratio (Left End -Plate): 0.891 Plate Yield Ratio (Right End -Plate): 0.823 Bolt Tension & Shear Ratio: 0.435 Beam Weld Ratio (Left End -Plate): 0.283 Beim NVeld Ratio (Right End -Plate): 0.193 Stiffener Ratio (Left End -Plate):, -- Stiffener Ratio (Right End -Plate):` _- Column Stiffener Ratio: 0.844 Column Web Panel Zone Shear: 4.722 WARNINGS RIGHT BU Section 12.0 in. 0.25 in. 6.0 in. 0.25 in. 0.25 in. 6.5 in. 0.4 in. 50.0 ksi. 0.383 in. FWD3 WP 14 U18L0481A LL A22 of 87 Project No.: U18L0481A Description : EXT TYPICAL Engineer: LL End -Plate Moment Connections (AISC 14th Edition) Date : 6/5/2018 per AISC Moment End -Plate Connections (Design Guide 16) & .AISC Steel Construction Manual (14th Edition) Version: 2015.08.26 (Date: 08/26/15) DETAILING INFORMATION x GENERAL DIMENSIONS' by Standard Bolt Dimensions: Number of Bolts, n: 8 Left Inside Flange Width: Bolt Diameter, d h : Vo, A325 Left Inside Flange Thickness: Bolt Gage, g: 3.5 in. Bolt Dimension, Pp : 1.1875 in. Bolt Dimension, Pf" : - in. Bolt Dimension, S: 1.875 X in. Minimum Edge Distance, d,: - x in. Maximum Flange Thickness, t f: 0.375 in. WEB Distance from n`h bolt row to center of end-plate, x„ WELD Distance from outside row, x 0: Right End -Plate Stiffener Weld: in. t p — Distance from 1" interior row, x 1 : 4.8125 in. Distance from 2nd interior row, x 2: 2.9375 in. Distance from 3`d interior row, x 3: in. 9 a qL a FLANGE WELD FOUR—BOLT FLUSH UNSTIFFENED Left and Right Connection Plate Dimensions: • Left Inside Flange Width: 6 in. Right End -Plate Width, bp: 9 a qL a FLANGE WELD FOUR—BOLT FLUSH UNSTIFFENED Left and Right Connection Plate Dimensions: Left Inside Flange Width: 6 in. Right End -Plate Width, bp: Left Inside Flange Thickness: 0.375 in. Right End -Plate Thickness, tp: Column Stiffener to Flange Weld: FWD3 Right End -Plate Flange Weld: Column Web to Flange Weld: FWS3 Right End -Plate Web Weld: End -Plate Length, 1 v : 12.75 in. End -Plate Length, 1 p : Column Stiffener Designation: F25.38 Column Stiffener to Web Weld: FWS3 End -Plate Stiffener Information: Additional Column Stiffener: None Right End -Plate Stiffener: Additional Column Stiffener Weld: None Right End -Plate Stiffener Weld: Additional Column Stiffener Length: - in. Right End -Plate Stiffener Length: 6.5 in 0.4 in. FWD3 WP13 12.75 in. None None - in. U18L0481 A LL A23 of 87 Company June 6, 2018 IIRISA Designer Che AM ke Job Number Checked By AIJ .a _� r ,�,.,, Model Name Hot Rolled Steel Properties Joint Coordinates and Temperatures Label E-[ksi] G_[ksi] Nu Therm (\... Density[k/ft^3] YieldLiL Ry Fu[ksi] Rt 1 A992 29000 11154 .3 .65 .49 50 1.1 65 _ 1.1 2 A36 Gr.36 29000 11154 .3 65 _� 5.75 0.4792 -' 1.5 58 1.2 - 3 A572 Gr.50 29000 11154 .3_ _T 6_5_ _ .49_ 49 -36 _ 50 1.1 65 1.1 _ 4 - _ A500 Gr.B RND - 29000 - 11154 .3_-_� _ .65 - - - - .527 -; _ _ 42 1.4 - _ 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 A53 Gr. B 29000 1 11154 .3 .65 i 35_ '_- 1.6 60 1.2 7 A1085 29000 11154 .3 .65 _49 .49 ._ 50 _ 1.4 65 1.3 - Joint Coordinates and Temperatures Joint Boundary Conditions _ Label X-Ift] _ _ - YftL Z [ft] Temp [F] _ Detach From Diaphragm 1 N1 - 0 _. 0.9583 -- 0- 0 - - - _--- -- - - - -- - -I 5.75 0.4792 _�..__ _0._._ 0 N3A 3 N2A 5.75 0.4792 1.3333 0 4 N2B _� 5.75 0.4792 -' -20_6667 0 1 5 N3 11.5 - - Reaction 0 0 - - -_ -- - 6_ __ _ N3A 1 11.5 _ _ 0 A 1_3333 _0 - 7 N7 11.5 0 -20.6667 ---0 Joint Boundary Conditions _ Member Primary Data Label Joint Label _ X [k/ink _ Y [k/in _ Z [k/i, X Rot.[k-ft/ra Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Design Rul... 1 M1 N1 N3 -' -- - W8x24 2 N3 - - - _--- -- - - - -- - -I 3 N1 Typical �- N3A 4 N2A Reaction Reaction Reaction �-Reaction 5 N3A Reaction Reaction Reaction Reaction _6N2B -- - - Reaction --_ Reaction - - Reaction 7 ----N7 Reaction Reaction Reaction Member Primary Data Label I Joint J Joint ----K K Joint Rotate(deg) Section/Shape _pe Design List Material Design Rul... 1 M1 N1 N3 -' -- - W8x24 Beam Wide Flange ... A572 Gr.... � ICaI 2 _ M_2 _ N2A N2B _ WSx18 lan. Wide FgeA572 Gr .. Typical 3 M N3A N7 W8x18 _Beam ge--- �A572 Gr.... Wide Flan3 Beam Typical Basic Load Cases BLC_Description Category X Gravies_ Y Gravity Z GravesJoint __ Point Distributed Area(Me__ Surface P... 1 DL None 1 _ - - -- 2 -_ COL None i 3 SL None 1 RISA -3D Version 16.0.3 [\\bgbrifile01\Jobs\U18L0481A\Design\RISA\EV EXT @LINE3.r3d] Page 1"-yig U18LO481 A LL A24 of 87 Company June 6, 2018 IIRISA Designer Che AM ke Job Number Checked By ctF-a;rr,_ ;car=ars, Model Name Load Combinations Descripti... Solve PDelta SRSS BLCFac..BLCFac..BLCFac. .BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac... 1 DL+CCL... Yes Y 1 1 2 1 3 1 -I— Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude_[k/ft,... End Magnitude[k/ft,F... Start Location[ft,%] End Location[ft,%] 1 M1 Y -.059 -.059 0 100 Member Distributed Loads (BLC 2: COL) -T Member Label Direction Start Magnitude[k/ft,... End_ Magnitude[k/ft,F._.._ Start Location ft,%j _End Location[ft,61 1 M 1 Y -.011 -.011 0 100 Member Distributed Loads (BLC 3: SL) Member Label Direction Start Magnitude[k/ft,... End Magnitudejk/ftft ,F... Start Location ,% _End Location[ft,%°L_ 1 M1 Y --.8 -.8 0 100 Envelope Joint Reactions Envelope AISC 14th(360-10): ASD Steel Code Checks Member Joint _ _ _ X [k] LC Y [k] _ LC Z [k] LC MX [k -ft] LC _MY [k—ft] LC MZ [k -ft]_ LC 1 _ N2A max .009 1 9.38 1 -.02 1 0 1 -.104 1 0 1 2 - - W8x18 min 009 1 9.38 1 -.02 1 0 1 _ -- 1 -.495 533 3 N3A max =_007 1 .04 1 .02 1 0 1 .195 1 0 1 4 N/A min -.007.- 1 �_-_ .04- - 1 -- .02 1 0 1 -._.195 - 1 — - 1- -I 5 5 — - N213 - max .002 1 .6 1 0 1 0 1 .011 1 0 1 6 min 002 1 .6 - 1 -t 0 1 - 0 - 1 .011 1 0 1 7 N7 max -.003 1 1 0 1 0 1 -.021 1 0 1 8 min -.003- . - -- - 1 T _008 008 1 0 1 0 1_ -.021_ 1 0 1 - 9 Totals: max 0 1 10.028 1 0 1 -- 1-0- - ---- min- 0 - - 1 1 1.0.028 -' 1 0-- Envelope AISC 14th(360-10): ASD Steel Code Checks Member Shape Code Check Lo.,. LC Shear .... Locjft]__T Dir LC Pnc/... Pnt/... Mny...Mnz... Cb Eqn_ — 1 M1 W8x24 LC s... 1 Typical .77 -.231 1196 123 .... 211 .... 21.3 ... 57 6 J1.56a'H1 — M2 W818 .258 554 1...: 1 .251 15. y 1 - 2 r 3 M3 3 -__ - - W8x18 -- 020 1.... 1 .002 1.146 y 1__17.1..1157 11.6...224 11.596�H1 Envelope Beam Deflection Checks RISA -31D Version 16.0.3 [\\bgbrifile01\Jobs\U18L0481A\Design\RISA\EV EXT @LINE3.r3d] Page 2 Beam Design Rule Span DO [in] Ratio _ _ LC Defl [in]_ Ratio_ _ LC Defl [in]___ Ratio LC 1 M1 Typical 1 -.231 1196 1(1+2+3) N/A N/A N/A N/A N/A N/A 2 - 2 0 NC 1 (1+2+3 )' — N/A N/A N/A - - — N/A - N/A __.N/A 3 M2 Typical 1 -.495 533 1(1+2+3) N/A N/A N/A N/A N/A N/A 4 M3 Typical 1 ' 3.95e-22 NC 1(1+2+3) N/A N/A N/A N/A N/A N/A RISA -31D Version 16.0.3 [\\bgbrifile01\Jobs\U18L0481A\Design\RISA\EV EXT @LINE3.r3d] Page 2 U18L0481A LL A25 of 87 Project No. U18L0481A Description : Seyco Incorporated Engineer : LL Concentrated Load Checks (.MSC 13th Edition) Date : 6/6/2018 her RISC Steel Construction Manual (lath Edition) - Section JI0 Version: 1.6 (Date: 01/25/11) By KAW DESIGN SUMMARY:. GENERAL INFORMATION: Design Method, (ASD / LRFD): ASD Beam Description: OK OK OK OK Flange Local Bending: I Beam A Beam B Beam B_ Web-Crippling: Load Description: BEAM I Case 2 Interior End APPLIED LOADS: -- -- -- -- Span and Loading Conditions Remarks Select Concentrated Load Type: 0.297 -- -- Mom. mom. Mom. Mom. <= See cell comment Allowable Stress Ratio, ASR: 1.00 1.00 1.00 1 1.00 Concentrated Force: R„ kips 10.0 Bearing Length: N in. 3.0 Distance from Member End: d, in. 16.0 Unbraced Length: l ft. 22.0 Comp. Flg. Restrained Against Rotation: FALSE FALSE FALSE FALSE SECTION GEOMETRY: Remarks Select Wide -flange or Built-up Section: WE None None None v -axis x-axis bf dtfw d t tf b f Section Designation: W8X18 -- -- -- Web Depth: (WF =r.T.iDepth, el dW in. 8.14 -- -- -- Web Thickness: tW in. 0.230 -- -- -- Flange Width: br in. 5.25 -- -- -- Flange Thickness: tf in. 0.33 -- - -- Material Yield Strength: F, ksi. 5,(1 55 55 55 Elastic Modulus: E in. 29,000 29,000 29„000 29,000 Shear Modulus: G in. 11,200 11,200 11,200 11,200 STIFFENER GEOMETRY: (FOR DESIGN) ” OA OK OK OT' ` ' Remarks Stiffener Designation: None None None None J J FWDFwo# FWS3 <= Select Weld Size Stiffener Width: bs in, Stiffener Thickness: t, in. - -- -- '- Stiffener Yield Strength: Fys ksi. -- -- -- Stiffener Strength Ratio: SR 0.000.r Q.O,QO, 0.00 Q:000 Weld Strength Ratio: SR - - FWD3 FWD3 FWD3 FWD3 WA'"Ii+iGSf.�.,y Stiffener NOT Reguired. X X X X Note: * Lateral brace may be substituted for full depth stiffeners. ** Lateral bracing shall be provided at both flanges. Partial Depth Stiffener Required. Full Depth Stiffener. (Required or Optional) Thicker Web Req'd, or Doubler Plates Req'd. Full Stiffener Req'd at Unframed Beam End. Larger Stiffener Required by Design. DESIGN RESULTS OK OK OK OK Flange Local Bending: 0.491 -- -- -- Web Local Yielding: 0.212 -- -- -- Web-Crippling: 0.199 -- -- -- Web Sidesway Buckling: -- -- -- -- Web Compression Buckling: -- -- -- -- Web Panel Zone Shear: 0.297 -- -- U18L0481A LL A26 of 87 LIGHT GAGE ANALYSIS SHORT REPORT 1 06/05/2018 x»wsrwxa»xaaxsxasaxsasaaassaas::sa:swwswxrsxsxxxssxssxas:sarisasrrwwwrww»rr»xxxxsasass:sss:ssswss»wr»wasxaasaaasssassassssswwaaa xaassasassasas:sasxss Software: Light Gage Analysis [version: 2017.06.28.1 date: 06/28/2017] Analysis Config: [version: 2016.07.12.001] Input File: \\bgbrifile0l\Jobs\USSL0481A\Design\LIGHT GAGE\PO1 Project Name: EAVE EXT AISI Spec Year: 2010 Building Code: IBC 2012 Purlin spacing: 1.75 o.c. SPAN PARAMETERS ----------------- _____________________------- __________________________________________________ Span Length Section Design Group Design Brace Type Left Support Right Support Left Lap Right Lap ________________________________________________________________________________________________________________ _ (ft) (in) (in) ----- -------- -------------- ----------------------- 1 20.67 08Z099 1 Yes RV -1 1 2 ----- ----- MAXIMUM COMPUTED DISPLACEMENTS, FORCES & LOAD RATIOS Span Properties Maximum Computed Displacements & Forces Maximum Computed Load Ratios ______________________________________________________________________________________________________________________ _______________________ No Length Section Displacement Axial Shear Moment(+) Moment(-) Ten.(T) Comp.(P) Shear(V) Mom.(M) T&M P&M V&M ----------------------------------------------------------------------------------------------------------------------------------------------------- 1 20.67 08Z099 -1.461 0.00 1.48 7.62 -1.71 0.00 0.00 0.14 0.98 0.98 0.98 0.83 X 129.90 0.00 248.00 129.90 118.10 0.00 0.00 248.00 129.90 129.90 129.90 129.90 comb 3 0 3 3 4 0 0 3 3 3 3 3 _______ ______________________ ______________________________________________________________ Displacement Axial Shear Moment(+) Moment(-) Ten.(T) Comp.(P) Shear(V) Mom.(M) T&M P&M V&M Max of All Spans -1.461 0.00 1.48 7.62 -1.71 0.00 0.00 0.14 0.98 0.98 0.98 0.83 Distance from Left 129.90 0.00 248.00 129.90 118.10 0.00 0.00 248.00 129.90 129.90 129.90 129.90 Span 1 0 1 1 1 0 0 1 1 1 1 1 Load Combination 3 0 3 3 4 0 0 3 3 3 3 3 ----------------------------------------------------------------------------------------------------------------------------------------------------- SUPPORT CONNECTIONS _________________________________________________________ Support No. 1 2 ________________________________________________________________________________________________________________________ Connection Code I WC WC __________________________________________ _____________ - Roofing is CFR VERTICAL REACTIONS [kips] =====---------====================______________ ComblSupport No --------------------------------------------- ------------------ 1 2 1 I -0.36 -0.36 2 -0.46 -0.46 3 -1.48 -1.48 4 0.33 0.33 5 0.22 0.22 6 0.28 0.28 7 -0.85 -0.85 8 I -0.08 -0.08 Negative reaction for gravity loads R -VALUES ========______________________________________ _______________________________________________________ Gravity Load 0.881 Uplift Load 0.763 ____________________________________________________________________---_-----______________ r R -Value is fraction of fully braced moment strength GENERAL LOADS ===== - _____________=__________ Load Case Uniform Load (psf) Load Case Name ___ ___________________________________________________________________________________________________ 1 4.5 Dead Load 2 1.0 Collateral Load 3 76.8 Snow Load 4 20.0 Live Load 5 -35.0 Wind Load 6 -35.0 Edge Zone Wind Load 7 0.0 Alternate Snow Load 8 0.0 Left Snow Drift 9 0.0 Right Snow Drift U18LO481A LL A27 of 87 LINEAR LOADS = --__-___ Load Case ----Span ----LoadTypeStart Load=========Start= X ==___===== End Load=====_==-_-End-X_____________________________ ____________________ _ _ (lb/ft) _ (ft) (lb/ft) ___ ____________________ ___-_--_--_ (ft) 1 1 Shear 7.80 0.00 ---------------------------------------------------------------------- 7.80 20.67 2 1 Shear 1.70 0.00 1.70 20.67 3 1 Shear 133.50 0.00 133.50 20.67 4 1 Shear 34.80 0.00 34.80 20.67 5 1 Shear -61.30 0.00 -61.30 20.67 LOAD COMBINATIONS Comb Active Load Combination Name Allowable I Load Case No. # (Y/N) -_______ Factor 1 1 2 3 4 _______ 5 _______________________________________ ------------------------------------------------------------------------------------------_-----------------_----__ 1 Y Live Load Only 1.00 1 0.00 0.00 0.00 1.00 0.00 -------_- 2 Y DL + COL + LL 1.00 1 1.00 1.00 0.00 1.00 0.00 3 Y DL + COL + SL 1.00 1 1.00 1.00 1.00 0.00 0.00 4 Y 0.6 DL + 0.6 WL 1.00 1 0.60 0.00 0.00 0.00 0.60 5 Y 0.6 DL + 0.42 WL 1.00 1 0.60 0.00 0.00 0.00 0.42 6 Y DL + COL + 0.6 WL 1.00 1 1.00 1.00 0.00 0.00 0.60 7 Y DL + COL + 0.75 SL + 0.4S WL 1.00 1 1.00 1.00 0.75 0.00 0.45 8 Y DL + COL + 0.75 LL ----------------------------------------------------------------------------------------------------------------------------------------------------- + 0.45 WL 1.00 1 1.00 1.00 0.00 0.75 0.45 DEFLECTION LIMITATIONS ____________ ------ -============-_=-_====-___________________---------- _=___________ The deflection limit with DEAD LOAD = L / 120.0 The maximum deflection with DEAD LOAD = 2.07" The deflection limit without DEAD LOAD = L / 150.0 The maximum deflection without DEAD LOAD = 1.65" ---------------------------PP-----------------' - - -------- * Deflection limitations were applied to combinations 1-3,5 GENERAL NOTES ____________=========_=_____============_=__________==========_____________ _____________ * * Ends of laps are considered as brace points.' * * Inflection points are considered brace points except for spans with discrete bracing.' * All calculations are in accordance with the 2007 North American Specification with S2-2010 Supplement. SYSTEM WEIGHT & COST ===____==______________==========================_______ ______ Total system weight = 100.44 lbs Total system cost = 103.28 dollars PURLIN PRODUCTION LIST __ ------ -------------------------------- _______------------ ___________ _ Purlin Section Length -________ _ __ ___ __ 1 08ZO99 20.67 MATERIAL SUMMARY ------------ =======-__--------- _--_______-______------------------ _________________ Section Weight Cost Fy ________________.__--__-__-----------__________--__------_--_______________-----_------______---__-_----_----_____ __ 08Z099 100.44 103.18 55.0 U18LO481 A LL A28 of 87 LIGHT GAGE ANALYSIS SHORT REPORT 1 06/05/2018 Software: Light Gage Analysis [version: 2017.06.28.1 date: 06/28/2017] Analysis Config: [version: 2016.07.12.001] Input File: \\bgbrifile0l\lobs\U18L0481A\Design\LIGHT GAGE\P02 Project Name: PURLINS @ LINE A -C AISI Spec Year: 2010 Building Code: IBC 2012 ----------------------------------------------------------------------------------------------------------------------------------------------------- Purlin spacing: 5.00 o.c. ----------------------------------------------------------------------------------------------------------------------------------------------------- SPAN PARAMETERS Span Length Section Design Group Design Brace Type Left Support Right Support Left Lap Right Lap ------------------------ ----------------------- -------------------------------------------------- ---------- -- ft (in) (in) ------------------------ -- -- -- --- --- - --- 1 17.50 082060 1 No RV -1 1 2 ----- 21.75 2 16.17 08Z067 2 No RV -1 2 3 21.75 0.00 3 1.33 082067 2 No RV -1 3 4 0.00 Cant. MAXIMUM COMPUTED DISPLACEMENTS, FORCES & LOAD RATIOS ---------- ______________________--------- ________________________________________________------------------ _---------- _-____________________ Span Properties I Maximum Computed Displacements & Forces Maximum Computed Load Ratios _____________________________________________ ____ _______________________________________ _ No Length Section Displacement Axial Shear Moment(+) Moment(-) Ten.(T) Comp.(P) Shear(V) Mom.(M) T&M P&M V&M ____________________ __ ___ _________ 1 17.50 08Z060 -0.553 0.00 1.52 3.06 -6.39 0.00 0.00 0.50 0.92 0.92 0.92 0.91 x 92.31 0.00 210.00 80.77 210.00 0.00 0.00 188.25 188.25 188.25 188.25 188.25 comb 10 0 3 10 3 0 0 3 3 3 3 3 2 16.17 08Z067 -0.508 0.00 1.75 4.17 -6.39 0.00 0.00 0.49 0.93 0.93 0.93 0.74 x 115.83 0.00 0.00 127.00 0.00 0.00 0.00 194.00 127.00 127.00 127.00 21.75 comb 3 0 3 3 3 0 0 3 3 3 3 3 3 1.33 0SZ067 0.164 0.00 0.53 0.07 -0.35 0.00 0.00 0.15 0.07 0.07 0.07 0.16 x 16.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 comb 3 0 3 4 3 0 0 3 3 3 3 3 __________________________________________________________________________________________________________________ _____________ Displacement Axial Shear Moment(+) Moment(-) Ten.(T) Comp.(P) Shear(V) Mom.(M) T&M P&M V&M ____________________________-______________________________________________________________________________________ __________ Max of All Spans -0.553 0.00 1.75 4.17 -6.39 0.00 0.00 0.50 0.93 0.93 0.93 0.91 Distance from Left 92.31 0.00 0.00 127.00 0.00 0.00 0.00 188.25 127.00 127.00 127.00 188.25 Span 1 0 2 2 2 0 0 1 2 2 2 1 Load Combination 10 0 3 3 3 0 0 3 3 3 3 3 ----------------------------------------------------------------------------------------------------------------------------------------------------- SUPPORT CONNECTIONS Support No. 1 1 2 3 _________________________ _________________-________-________________________________________ _ Connection Code I WC WC WC __________________________________________ - Roofing is CFR VERTICAL REACTIONS [kips] Combl I__ _____ ___________________ Support No _____ __ ____________________________________ 1 2 3 4 -_____ ____________________________ 1 1 -0.64 -2.14 -0.69 __________________________________________ 0.00 2 -0.82 -2.74 -0.88 0.00 3 1 -0.79 -3.27 -2.28 0.00 4 1 0.50 1.46 0.54 0.00 5 1 0.32 0.94 0.35 0.00 6 1 0.41 1.16 0.44 0.00 7 1 -0.20 -1.29 -1.28 0.00 8 1 -0.22 -0.89 -0.24 0.00 9 1 -0.57 -1.91 -0.62 0.00 10 1 -0.90 -2.32 -0.48 0.00 11 1 -0.51 -1.71 -0.63 0.00 12 1 -0.46 -2.24 -1.00 0.00 13 1 -0.85 -2.85 -0.85 0.00 14 1 -0.85 -2.85 -0.85 0.00 15 I -0.46 -2.24 -1.00 0.00 Negative reaction for gravity loads R -VALUES ---------- ___________________________________________-_ Span 1 2 3 U18LO481A Load Combination Name Allowable I LL A29 of 87 Gravity Load 1 0.843 0.856 0.856 1 Y Live Load Only Uplift Load 1 0.691 0.709 0.709 DL + COL + LL 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 _______ * R -Value is ____________ fraction of fully ___________________________________________________________________________________________________ braced moment strength 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 4 Y GENERAL LOADS 1.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 Y 0.6 DL + 0.42 WL 1.00 _________________-___________________-__ Load Case 6 Y Uniform Load (psf) ----------------- ====-=------- Load Case Name ___-________________________ _____________________________________________________________________________________________________________________________________________________ 1 DL + COL + 0.75 SL + 0.45 WL 1.00 4.5 8 Dead Load OL + COL + 0.75 LL + 0.45 WL 2 1.00 1.00 0.00 0.75 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 1.0 DL + COL + ASL Collateral Load 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 3 Y DL + COL + SL(Pattern Set 1, Bay 1) 21.0 1.00 1.00 0.06 0.00 0.00 0.00 0.00 1.00 0.50 0.50 0.00 0.00 Snow Load Y 4 1.00 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.50 0.50 1.00 0.00 0.00 20.0 Y Live Load 1.00 1 5 13 Y -26.5 1.00 1 Wind Load 14 6 DL + COL + SL(Pattern Set 3, Bays 1 & 2 1.00 1 -32.0 15 _____________________________________________________________________________________________________________________________________________________ Edge Zone Wind Load DL + COL + SL(Pattern Set 3, Bays 2 & 3 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.50 1.00 1.00 0.00 0.00 12.3 Alternate Snow Load 8 21.0 Pattern SL, Bay 1 9 21.0 Pattern SL, Bay 2 10 21.0 Pattern SL, Bay 3 11 0.0 Left Snow Drift 12 5S.8 Right Snow Drift LINEAR LOADS -------- _______ Load Case _________________________________________ ------------------------- Span Load Type =_---------------- Start Load ________________________________________ Start X _____ End Load __________________ End X _________________________________________________________________ ___________ (lb/ft) (ft) (lb/ft) _ (ft) 1 1 Shear 22.40 0.00 ____________________________________________________________________ 22.40 17.50 1 2 Shear 22.40 0.00 22.40 16.17 1 3 Shear 22.40 0.00 22.40 1.33 2 1 Shear 5.00 0.00 5.00 17.50 2 2 Shear 5.00 0.00 5.00 16.17 2 3 Shear 5.00 0.00 5.00 1.33 3 1 Shear 104.30 0.00 104.30 17.50 3 2 Shear 104.30 0.00 104.30 16.17 3 3 Shear 104.30 0.00 104.30 1.33 4 1 Shear 99.40 0.00 99.40 17.50 4 2 Shear 99.40 0.00 99.40 16.17 4 3 Shear 99.40 0.00 99.40 1.33 5 1 Shear -160.00 0.00 -160.00 5.60 5 1 Shear -132.50 5.60 -132.50 17.50 5 2 Shear -132.50 0.00 -132.50 11.90 5 2 Shear -160.00 11.90 -160.00 16.17 5 3 Shear -160.00 0.00 -160.00 1.33 7 1 Shear 61.00 0.00 61.00 17.50 7 2 Shear 61.00 0.00 61.00 16.17 7 3 Shear 61.00 0.00 61.00 1.33 8 1 Shear 104.30 0.00 104.30 17.50 9 2 Shear 104.30 0.00 104.30 16.17 10 3 Shear 104.30 0.00 104.30 1.33 12 2 Shear 0.00 5.03 247.60 16.17 12 3 Shear 247.60 0.00 277.20 1.33 LOAD COMBINATIONS Comb Active Load Combination Name Allowable I Load Case No. # _____________________________________________ (Y/N) Factor 1 1 2 3 4 5 6 7 8 9 10 11 12 1 Y Live Load Only _________ 1.00 1 _____________________________________ _________ ________ 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 Y DL + COL + LL 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 Y DL + COL + SL 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 4 Y 0.6 DL + 0.6 WL 1.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 Y 0.6 DL + 0.42 WL 1.00 0.60 0.00 0.00 0.00 0.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 Y DL + COL + 0.6 WL 1.00 1.00 1.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 Y DL + COL + 0.75 SL + 0.45 WL 1.00 1.00 1.00 0.75 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.75 8 Y OL + COL + 0.75 LL + 0.45 WL 1.00 1.00 1.00 0.00 0.75 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 Y DL + COL + ASL 1.00 1 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 10 Y DL + COL + SL(Pattern Set 1, Bay 1) 1.00 1 1.00 1.00 0.06 0.00 0.00 0.00 0.00 1.00 0.50 0.50 0.00 0.00 11 Y DL + COL + SL(Pattern Set 1, Bay 3) 1.00 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.50 0.50 1.00 0.00 0.00 12 Y DL + COL + SL(Pattern Set 2, Bay 1) 1.00 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.50 1.00 1.00 0.00 0.00 13 Y DL + COL + SL(Pattern Set 2, Bay 3) 1.00 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.50 0.00 0.00 14 Y DL + COL + SL(Pattern Set 3, Bays 1 & 2 1.00 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.50 0.00 0.00 15 _____________________________________________________________________________________________________________________________________________________ Y DL + COL + SL(Pattern Set 3, Bays 2 & 3 1.00 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.50 1.00 1.00 0.00 0.00 DEFLECTION LIMITATIONS The deflection limit with DEAD LOAD = L / 120.0 The maximum deflection with DEAD LOAD = 1.75" The deflection limit without DEAD LOAD = L / 150.0 The maximum deflection without DEAD LOAD = 1.40" Deflection limitations were applied to combinations 1-3,5,9 GENERAL NOTES ________________ ----------------- ________----------- ________________________-_____ ________________ * * Ends of laps are considered as brace points.' * * Inflection points are considered brace points except for spans with discrete bracing.' * All calculations are in accordance with the 2007 North American Specification with S2-2010 Supplement. of SYSTEM WEIGHT & COST �T ---------------------------------- _____________________.-____________________--___-____-_-____________________________ Total system weight = 120.51 lbs rii 7y� Total system cost = 138.60 dollars p. .Y U18LO481A LL A3O of 87 PURLIN PRODUCTION LIST ----------- ____________________ ______________________________________________________________________ Purlin Section Length _________________________________________ _ _ 1 082060 19.31 2 082067 19.31 MATERIAL SUMMARY __________________________________________________________________________ Section Weight Cost Fy _____________________________ ____________ ___________________ 0SZ060 56.97 65.94 55.0 08Z067 63.54 72.47 55.0 t � ){£ ! \:10 0 !! 2 ! . » k{y. -- §§R } ƒ\ / GQ G Wheat Midge udmg v A O T O CED, T A D U18LO481A LL Job # : 018-0461A Job Name Seyco Incorporated Frame FRAME LINE 1 Date6/5/2018 Ceoi j- BG\louis.lo FileEOl.nfr App Version 2018.3.26.8 --------------'------ F R A M E D E S C R I P T I O N ----------------------------------------- Frametype : EMG Frame width : 90.00 Ft. Bay width 8.92 Ft. LEFT RIGHT Dim to ridge 46.00 Ft. 44.00Ft. Roof slope C. 56/12 -1.00/12 Eave height 14.00 Ft. 14.00 Ft. Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 8.00 Ft. Pur lin offset 8.00 In. 8.00 In. Typ. Pur' -in spacing: 5.00 Ft. Col. spar -,g 21.0000,25.0000,2@22.0000 Supports / Spring Constants COL01 - Bottom. V H C0'-02 - Ba ttom. V H C0L03 - Bottom. V H CC L04 - Bottom. V H C0-05 - Top H Bottom V H Column Bracing: WPI GirtBrace Y Y N Flange Brace 2 2 0 Location (ft): 7.5 10.5 13.4 WP2 GirtBrace Y Y N Flange arace 2 2 0 Location (ft): 7.5 10.5 14.9 WP3 GirtBrace Y Y N Flange Brace 2 2 0 Location (ft): 7.5 10.5 16.9 WP4 GirtBrace Y Y N Flange Brace 2 2 0 Location (ft): 7.5 10.5 15.1 WP5 GirtBrace Y Y N Flange Brace 2 2 0 Location (ft) : 10.5 13.4 Other 3races: Column Left Brace Right R, ace Location (ft): ----------------------------------------- L 0 A D I N G C O N D I T I O N S ----------------------------------------- BuildingCode & Year IBC2012 Risk Categcry II-Sta-idard Buildings AISC See c'fication2010 ISD US N.A. C.F. Specification : 20C, L O A D S (Psf) Roof Dead load 4.25 Roof Coll load 1.00 Roof Live load 12.00 Rool Snow load 21.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 30.00 Ce 0.22E S1 = C.OS9 Seismic Design Category = e Site Class = D ScR = 3.00 Cd = 3.00 Sds = 0.241 Shc = 0.094 rho = 1.00 omega = 3.000 Wind speed 11_`.00 Mph Exp. : C Wind pressure 24.43 Ps Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0000 -0.250 Wli -0.250 0.000 -0.350 -0.890 0..000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 [V2� -0.610 0.000-0.710 -1.250 0.000 0.430 W5B -0.3C0 0.000 -0.890 -0.350 0.000 -0.300 W 5 F -0.300 0.000 -0.350 -0.890 0.000 -0.300 W -0.660 0.000 -1.250 -0.710 0.000 -0.660 [96F -0.660 0.000 -0.110 -1.250 0.000 -0.660 A35 of 87 ray- of Vl/hpal Ra:Joe Uivfso U18LO481A LL A36 of 87 Wind Loacs for Endwall Column Pressure Suction Column Id (PSF) (FSF) COLO- 21.73 -25.88 COL02 20.39 -22.59 COL03 20.10 -22.30 COL04 20.45 -22.65 COL05 21.66 -25.73 Wind Loacs for Endwall Rafter Interior Zone Pressure 10.00 16.03 Suction 10.00 -28.93 Pressure 100.00 16.00 Suction 100.00 -26.38 Edge Zone Pressure 10.00 16.00 Suction 10.00 -48.37 Pressure 100.00 16.00 Suction 100.00 -31.27 Tributary Widths Panel Trib. Width (ft) WPI 11.17 WP2 22.33 WP3 23.50 WP4 21.33 WP5 11.67 RPI 8.92 RP2 8.92 ----------------------------------------- P R O G R A M- A P P L I E 7 L O A D S ----------------------------------------- Load Or. Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.038 -0.039 0.000 46.000 RDL RP2 -0.038 -0.039 46.000 90.000 COL RP1 -0.009 -0.009 0.000 46.000 COL RP2 -0.009 -0.003 46.000 90.000 SL RPI -0.187 -0.187 0.000 46.000 SR RP2 -0.187 -0.187 46.000 90.000 UOS RP1 -0.268 -0.269. 0.000 46.000 UOS RP2 -0.268 -0.263 46.000 90.000 RLL RP1 -0.107 -0.107 0.000 46.000 RLR RP2 -0.107 -C.107 46.000 90.000 W1R RP1 -0.194 -0.194 0.000 46.000 WIR RP2 -0.076 -0.076 46.000 90.000 W11 RPI -0.076 -0.076 0.000 46.000 WIL RP2 -0.194 -0.194 46.000 90.000 W2R RP1 -0.272 -0.272 0.000 46.000 W2R RP2 -0.1_55 -0.155 46.000 90.000 W2L RPI -0.155 -J.155 0.000 46.000 W2L RP2 -0.272 -0.272 46.000 90.000 W5B RP1 -0.279 -0.279 0.000 46.000 W5B RP2 -0.279 -0.273 46.000 90.000 W5B WP1 0.243 0.253 C.000 14.110 W5B WP2 0.455 0.455 C.000 15.674 W5B WP3 0.472 0.472 0.000 17.667 W5B WP4 0.436 0.436 0.000 15.833 W5B WP5 0.253 0.253 C.000 14.111 W5F RPI -0.279 -0.279 0.000 46.000 W5F RP2 -0.279 -0.279 46.000 90.000 W5F WP1 -0.289 -0.289 0.000 14.110 W5F WP2 -0.504 -0.504 0.000 15.674 W5F WP3 -0.524 -0.524 0.000 17.66; W5F WP4 -0.483 -0.483 0.000 15.833 W5F WP5 -0.300 -0.300 0.000 14.111 EQR RPI 0.009 0.009 C.000 46.000 EQR RP2 0.009 0.009 46.000 90.000 EQL RP1 -0.009 -0.003 0.000 46.000 EQL RP2 -0.009 -0.009 46.000 90.000 RL1 RP1 -0.-07 -0.107 0.000 21.000 RL2 RP1 -0.107 -0.107 21.000 46.000 RL3 RP2 -0.-07 -0.107 46.000 68.000 RL4 RP2 -0.07 -0.107 68.000 90.000 LRD RPI -0.187 -3.187 0.000 46.000 LRD 14P1 -0.-04 -0.104 24.109 46.000 LRD RP2 -O.OS6 -0.056 46.000 90.000 RRD RP1 -0.056 -0.056 0.000 46.000 RRD RP2 -0.1_87 -0.187 46.000 90.000 RRD RP2 -0.109 -0.109 46.000 67.936 Load On Hor. Vert. Moment Loc Case Mem Kips K -os K -Ft. Ft. WIR SPAN1 1.321 0.000 C.000 1.333 WIR SPAN4 0.420 0.000 0.000 88.667 WIL SPAN1 -0.418 0.000 0.000 1.333 W1-. SPAN4 -1.327 3.000 0.000 88.657 W2R SPAN1 0.719 0.000 1.000 1.333 W2R SPAN4 1.024 0.000 C.000 88.667 W2L SPANI -1.020 0.000 0.000 1.333 W2L SPAN4 -0.722 0.000 0.000 88.66 U18LO481A LL A37 of 87 LOAD C O M B I N A 'P I O N S ASR Cases 1) 1.00 S'a+RDL+COL+NLL 2) 1.00 SW+RDI.+COL+NLR 3) 1.00 SW+RDL+COL+SL+SR+NLL 4)1.00 SW+RDL+COL+SL+SR+NLR. 5)1.00 SW+RDL+COL+RLL+RLR+NLL 6)1.00 SW+RDL+COI,+RLL+RLR+NLR 7) 1.00 SW+RDL+0.60WiL 8) 1.00 SW+RDL+0.60W2L 91 1.00 SW+RDL+0.60W!R 1C) 1.00 SW+RDL+0.60W2R 11) 1.00 0.6JSW+0.60RDL+0.604i1L 12) 1.00 0.60SW+0.60RDL+0.60W2L 13) 1.00 0.60SW+0.60RDL+0.60W1R 1 ) 1.00 0.60SW+0.60RDL+0.605V2R 151 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 16) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2L 17) 1.00 SW+RDL+COL+0.75SL+0.75SR-0.45WIR 18) 1.00 SW+RDL+COL+0.75SL+0.75SR+C.45W2R 19) 1.00 SW+RDL+COL+0.75RLL +0.75RLR+0.45W1L 20) 1.00 SW+R.DL+COL+0. 15RLL +0.75RLR+0.45W2L 21) 1.00 SW+RDL+COL+0.75 RLL +0.75RLR+0.45W1R 22) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 23) 1.00 SW+RDL+0.60WSB 24) 1.00 SW+RDL+0.60W5F 25) 1.00 0.60SW+0.60RDL+0.60W5B 26) 1.00 0.60SW+0. 60RDL+0.60W5F 27) 1.00 S'W+RDL+COL+0.75SL+0.75SR+0.45W3B 28) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45WSF 29) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 30) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 31) 1.00 SW+RDL+COL+UOS+NLL 32) 1.00 SW+RDL+COL+UOS+NLR 33) 1.00 SW+RDL+COL+RLI+RL3+NLL 34) 1.00 SW+RDL+COL+RLI+RL3+NLR 35) 1.00 SW+RDL+COL+RL2+RL4+NLL 36) 1.00 SW+RDL+COL+RL2+RL4+NLR 37) 1.00 SW+RDL+COL+RLI+AL2+NL- 38) 1.00 SW+RDL+CCL+RLI+RL2+NLR 39) 1.00 SW+RDL+COL+RL2+RL3+NLL 40) 1.00 SW+RDL+COL+RL2+RL3+NLP. 41) 1.00 SW+RDL+COL+RL3+RL4+NLL 42) 1.00 SW+RDL+CCL+RL3+RL4+NLR 43) 1.00 SW+RDL+COL+LRD+NLL 44) 1.00 SW+RDL+COL+LRD+NLR 45) 1.00 SW+RDL+COL+RRD+NLL 461 1.00 SW+RDL+COL+RRD+NLR 47) 1.00 1.03SW+1.03RDL+1.03COL+0.70EQL 4 8 ) 1.00 1.03SW+1.03RDL+I.03COL+0.70EQR 49) 1.00 1.035W+1.03RDL+1.03COL+0.52EQL 50) 1.00 1.03SW+1.03RDL+1.03COL+0.52EQR 51) 1.00 0.57SW+0.57RDL+0.70EQL 5 2 ) 1.00 0.575W+0.57RDL+0.70EQR Diviso U18L0481A LL A38 of 87 Job : U18L0481A Seyco Incorporated Date: 06-12-18 Page: I Frame: FRAME LINE 1 By : BG\louis.lo File: E01 - DESIGN SUMMARY REPORT ... ------------------------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------------------------ Wide Flange Members ShipFing Mat'l Load Axial Axial Moment Bend Max Load Shear Shear Length Code ID Fy Comb Loc Kips Ratio Ft -kip Ratio Ratio Comb Loc Kip. Ratio _-____--_________ ----- RAF01 WF810 W 8x -0 50.0 32 7 -0.4 0.01 -20.9 0.97 1.00 32 6 -4.53 0.29 RA.F02 WF810 W 8x -0 50.0 44 12b 0.0 0.00 18.2 0.98 0.98 43 15 -3.54 0.22 RAF03 WF810 W Bx :0 50.0 25 18b 0.5 0.01 -4.8 0.23 0.79 46 21 -3.49 0.22 RAF04 WF610 W Bx -0 50.0 32 24 -0.4 0.01 -18.0 0.84 0.86 46 24 -5.04 0.31 ___________________________________________________________ Light Gage Channel Members Shipping Load Axial Axial Moment Bend VSM Max Load Stear Shear Load Cr_p Crip Cr6M Length Mat'l Depth Thick Fy Comb Loc Kips Ratio Ft -kip Ratio Ratio Ratio Comb Loc Kips Ratio Ccmb Loc Kips Ratio Ratio ________________________________________________ _____ COL01 (1) OBS120 8.000 0.120 55.0 26 34 1.1 0.02 -3.3 0.27 0.27 0.29 26 31 0.49 0.03 26 36a 1.1 0.02 -3.7 0.30 0.30 0.32 24 371b 0.93 0.06 COL02 (1) 085120 8.000 0.120 55.0 26 41 3.9 0.07 -7.6 0.63 0.63 0.69 26 39 -1.10 0.07 26 44b 3.9 0.07 -8.0 0.66 0.66 0.73 24 45b 1.61 0.10 COL03 (1) OBS120 8.000 0.120 55.0 26 49b 2.4 0.04 -10.4 0.81 0.87 0.92 26 47 -1.42 0.09 26 52 2.3 0.04 -10.2 0.86 0.84 0.90 24 53b 1.71 0.11 COL04 (1) OBS120 8.000 0.120 55.0 26 57 3.7 0.06 -7.5 0.62 0.63 0.68 26 55 -1.07 0.07 26 59b 3.7 0.06 -7.8 0.65 0.65 0.71 24 60b 1.55 0.10 COL05 (1) OBS120 8.000 0.120 55.0 26 65 1.2 0.02 -3.4 0.28 0.28 0.30 26 62 -0.51 0.03 26 67a 1.3 0.02 -3.8 0.31 0.32 0.33 24 68b 0.96 0.06 Frame Weight (lbs) = 1360 Deflections (in): 10 yr Wind dx -0.01 = H/ 374 WIND CASE 2 TO LEFT Maximum dx = -0.01 = H/ 9999 SW+RDL+0.6OW2L Maximum dy = -_.91 = L/ 157 @ MOD 2, SW+RDL+COL+LRD Max. Live dy = -1.62 = L/ 185 @ MOD 2, LIVE ON LEFT AND RIGHT E/W col dx = 0.79 = L/ 248 @ COL03, SW+RDL+COL+0.75SL+0.75SR+0.45W5B U18L0481A LL A39 of 87 Job # U18L0481A Job Name : Seyco Incorporated Frame : FRAME LINE 1 File E01.nfr Designer BG\louis.lo App Version : 2018.3.26.8 Date 6/5/2018 BOLTED END-PLATES (BEP) SUMMARY PLATE SIZE: (in) Splice Left Right Members Web Left Plate Max Shear Right Plate Right ID Type Type Joined Loc Depth Width Thick Length Fy(ksi) Width Thick Length Fy(ksi) 1 2F 2F RAF01 To RAF02 Top 7.48 6.00 0.38 8.89 55.0 6.00 0.38 8.89 55.0 1 2F 2F RAF01 To RAF02 Bot 7.48 6.00 0.38 8.89 55.0 6.00 0.38 8.89 55.0 2 2F 2F RAF03 To RAF04 Top 7.48 6.00 0.38 8.89 55.0 6.00 0.38 8.89 55.0 2 2F 2F RAF03 To RAF04 Bot 7.48 6.00 0.38 8.89 55.0 6.00 0.38 8.89 55.0 PLATE DESIGN BOLT RUPTURE DESIGN Loc Welds Max Moment Max Shear Left Right Splice Left Right Tension Load Axial Shear Moment Load Axial Shear Moment Plate Plate ID Type Type Location Comb (kip) (kip) (ft -kip) Comb (kip) (kip) (ft -kip) Ratio Ratio 1 2F 2F Top 29 -0.06 0.60 -1.77 34 -0.26 3.00 1.15 0.17 0.17 1 2F 2F Bot 30 -0.12 1.36 1.60 28 -0.20 2.86 -0.25 0.15 0.15 2 2F 2F Top 30 -0.07 -0.69 -2.33 35 -0.31 -3.48 0.45 0.22 0.22 2 2F 2F Bot 29 -0.14 -1.55 1.28 28 -0.24 -3.31 -1.52 0.12 0.12 BOLT RUPTURE DESIGN COMBINED BOLT BEARING SHEAR DESIGN Loc Welds Checks Welds Checks Left Left Right Splice Left Right Bolt Bolt Pre- Flg Web Load Load Axial Moment Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) (ft -kip) Ratio Ratio 1 2F 2F Top A325 No 0.63 3.50 1.19 - 29 -0.06 -1.77 0.12 0.12 1 2F 2F Bot A325 No 0.63 3.50 1.19 - -- 30 -0.12 1.60 0.11 0.11 2 2F 2F Top A325 No 0.63 3.50 - 1.19 -- - -- 30 -0.07 -2.33 0.16 0.16 2 2F 2F Bot A325 No 0.63 3.50 - 1.19 - 29 -0.14 1.28 0.08 0.08 COMBINED BOLT BEARING SHEAR DESIGN WELD DESIGN Left Splice Loc Welds Checks Welds Checks Left Right Splice Left Right Stf Load Bolt Pre- Shear Flg Web Load Shear Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) Ratio Ratio 1 2F 2F Top A325 No 0.63 3.50 1.19 - 34 3.00 0.18 0.18 1 2F 2F Bot A325 No 0.63 3.50 1.19 28 2.86 0.17 0.17 2 2F 2F Top A325 No 0.63 3.50 1.19 - - 35 -3.48 0.21 0.21 2 2F 2F Bot A325 No 0.63 3.50 - 1.19 - - - 28 -3.31 0.20 0.20 WELD DESIGN Left Splice Loc Welds Checks Welds Checks ID Flg Web Stf Load Tensile Load Shear Flg Web Stf Load Tensile Load Shear Comb Rupture Comb Rupture Comb Rupture Comb Rupture 1 Top FWD3 WP13 29 0.07 34 0.24 FWD3 WP13 29 0.07 34 0.24 1 Bot FWD3 WP13 30 0.07 28 0.23 FWD3 WP13 30 0.07 28 0.23 2 Top FWD3 WP13 30 0.10 35 0.28 FWD3 WP13 30 0.10 35 0.28 2 Bot FWD3 WP13 29 0.05 28 0.27 FWD3 WP13 29 0.05 28 0.27 LOAD COMBINATIONS: No ASR Combination 1 1.00 SW+RDL+COL *Indicates a Special Seismic Load Combination City of Wheat Fidge Diviso LOAD COMB�N T 2N LL A40 of 87 No ASR Combination 2 1.00 SW+RDL+COL+SL+SR 3 1.00 SW+RDL+COL+RLL+RLR 4 1.00 SW+RDL+0.60WlL 5 1.00 SW+RDL+0.60W2L 6 1.00 SW+RDL+0.60WlR 7 1.00 SW+RDL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1 L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1L 13 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2L 14 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W1R 15 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 16 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 17 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 18 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 19 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 20 1.00 SW+RDL+0.60W5B 21 1.00 SW+RDL+0.60W5F 22 1.00 0.60SW+0.60RDL+0.60W5B 23 1.00 0.60SW+0.60RDL+0.60W5F 24 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5B 25 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5F 26 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5B 27 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W5F 28 1.00 SW+RDL+COL+UOS 29 1.00 SW+RDL+COL+RLI+RL3 30 1.00 SW+RDL+COL+RL2+RL4 31 1.00 SW+RDL+COL+RLI+RL2 32 1.00 SW+RDL+COL+RL2+RL3 33 1.00 SW+RDL+COL+RL3+RL4 34 1.00 SW+RDL+COL+LRD 35 1.00 SW+RDL+COL+RRD 36 1.00 1.03SW+1.03RDL+1.03COL+0.70EQL 37 1.00 1.03SW+1.03RDL+1.03COL+0.70EQR 38 1.00 1.03SW+1.03RDL+1.03COL+0.52EQL 39 1.00 1.03SW+1.03RDL+1.03COL+0.52EQR 40 1.00 0.57SW+0.57RDL+0.70EQL 41 1.00 0.57SW+0.57RDL+0.70EQR *Indicates a Special Seismic Load Combination U18L0481A LL A41 of 87 Job fi U18L0481A Job Name Seyco Incorporated Frame FRAME LINE 2 & 3 Date 6/5/2018 Designer BG\louis.lo File-01.nfr App Version 2018.3.26.8 ----------------------------------------- F R A M E D E S C R I P T I ----------------------------------------- O N Frametype R Frame width 90.00 Ft. Bay width 19.08 Ft. LEFTRIGHT Dim to ridge 46.00 Ft. 44.00 Ft. Roof slope 0.96/12 -1.00/12 Eave height 14.00 Ft. 14.00 Ft. Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 6.00 Ft. Purlin offset 8.00 In. 8.00 In. Typ. Purli r. spacing: 5.00 Ft. Col. spacing 90.0000 Supports / Spring Constants COL01 - Bottom. V H COL02 - Bottom. V H Column Bracing: WP1 GirtBrace Y Plan geBrace 2 Location (ft): 7.5 WP2 GirtBrace y Flange Brace 2 Location (£t): 7.5 Other Braces: Column Left Brace RightBrace Location (ft) LOADING CONDIT IONS Building Code & Year IBC2012 Risk Category II -Standard Buildings AISC Specification 2010 ASD L O A D S (Psf) Roof Dead load 4.23 Roof Coll load1.00 Roof Live load 12.00 Roof Snow load 21.00 Floor dead load : 0.00 Floor live load 0.00 Ground Snow load: 30.00 Ce = 1.00 Ss = 0.226 S1 = 0.059 Seismic Design Category = B Site Class = D R = 3.00 Cd = 3.00 Sds = 0.241 Shc = 0.094 nc. = 1.00 omega = 3.000 Wind speed 115.00 Mph Exp. : C Wind pressure 24.43 Psf Building '-s Enclosed Wind pressure coefficients C1 C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W 1 L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 WSB -0.270 0.000 -0.510 -0.190 0.000 -0.270 WSF -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6 -0.630 0.000 -0.870 -0.550 0.000 -0.830 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trio. Width (ft) WP1 25.58 WP2 25.58 RP1 21.04 RP2 19.08 P R O G R A M- A P P L I E D L O A D S -----------------------------------c----- Load On Start End Start End of Case Panel Load Load Loc Lee Klf Klf Ft. Ft. p +G�t A'� U18LO481A LL RD- Rpl -0.089 -0.089 0.000 46.000 RDI RP2 -0.081 -0.081 96.000 90.000 COI RPI -0.021 -0.021 0.000 46.000 COI RP2 -0.019 -0.019 46.000 90.000 SL RP1 -0.442 -0.442 0.000 46.000 SR RP2 -0.401 -0.401 46.000 90.000 UOS RP1 -0.631 -0.631 0.000 46.000 UOS RP2 -0.572 -0.572 46.000 90.000 RLI RP1 -0.252 -0.252 0.000 46.000 RLR RP2 -0.229 -3.223 46.000 99.000 W1R RP1 -0.262 -0.262 0.000 46.000 W1R RP2 -0.089 -0.089 46.000 90.000 W1R WP1 0.362 0.362 0.000 14.000 W1R WP2 0.069 0.069 0.000 14.000 W1L RPI -0.098 -0.099 0.000 46.000 W1L RP2 -0.238 -0.239 46.000 90.000 W1I WPI -0.069 -0.069 0.000 14.000 W1L WP2 -0.362 -0.362 0.000 14.000 W2R RP1 -0.447 -0.447 0.000 46.000 W2R RP2 -0.256 -0.256 46.000 90.000 W2R WP1 0.137 0.137 0.000 15.000 W2R WP2 0.294 0.294 0.000 14.000 W2I RPI -0.283 -0.283 0.000 46.000 W21, RP2 -0.406 -0.406 46.000 90.000 W21, wPl -0.294 -0.294 0.000 14.000 W2I WP2 -0.137 -0.157 0.000 14.000 W5B RP1 -0.262 -0.262 0.000 46.000 W5B RP2 -0.089 -0.089 46.000 90.000 W5B WP1 -0.169 -0.169 0.000 14.000 W5B WP2 0.169 0.169 0.000 14.000 WSF RP1 -0.098 -0.098 0.000 46.000 W5F RP2 -0.238 -0.238 46.000 90.000 W5F WP1 -0.169 -0.169 0.000 14.000 W5F WP2 0.169 0.169 0.000 14.000 W6B RP1 -0.447 -0.447 0.000 46.000 W6B RP2 -0.256 -0.256 46.000 90.000 W6B WPI -0.394 -0.394 0.000 14.000 W6B WP2 0.394 0.394 0.000 14.000 WGF RPI -0.283 -0.283 0.000 46.000 W6F RP2 -0.406 -0.406 46.000 90.000 W6F WP1 -0.394 -0.394 0.000 14.000 W6F WP2 0.394 0.394 0.000 14.000 EQR RPI 0.015 0.015 0.000 46.000 EQR RP2 0.015 0.015 46.000 90.000 EQI RP1 -0.015 -0.015 0.000 46.000 EQL RP2 -0.015 -0.015 46.000 90.000 LRD RP1 -0.442 -0.442 0.000 46.000 LRD RPI -0..246 -0.246 24.109 46.000 LRD RP2 -0.120 -0.120 46.000 90.000 PRO RP1 -0.133 -0.133 0.000 46.000 PRO RP2 -0.401 -0.401 46.000 90.000 RRD RP2 -0.258 -0.258 46.000 67.936 Load On Her. Vert. Moment Lac Case Mem Kips K_os K -Ft. 't. W1R COLO1 0.439 0.000 0.000 14.000 W1R COL02 0.439 0.000 0.000 14.000 Wli COL01 -0.439 0.000 0.000 14.000 W1L COL02 -0.439 3.000 0.000 14.000 W2R COL01 0.439 0.000 C.000 14.000 W2R COL02 0.439 0.000 0.000 14.000 W2L COL01 -0.439 3.000 0.000 14.000 W2:, COL02 -0.439 0.000 0.000 14.000 ----------------------------------------- U 5 E ----------------------------------------- R- A P P L I E D L 0 A D S Load Or. Start End Start End Case Panel Load Load Loc Loc Specia- Klf Klf Ft. Ft. Load R Descript_cn SL RPI -0.300 -0.300 0.000 46.000 P-1 DRIFT SR RP2 -0.300 -0.300 46.000 53.500 e-2 DRI F'i' Load On Her. Vert. Moment Loc Specia_ Case Mem Kips K_ns K -Ft. Ft. Lcad d Descrip_ion EQR SPAN1 1.000 0.000 C.000 22.000 C-1 Tie -Back EQI SPAN2 -1.000 0.000 0.000 69.000 C-2 Tie-3ack ----------------------------------------- L 0 A ----------------------------------------- D C O M B I N A T I 0 N S ASR Cases 11 1.00 SW+RDL+COL+NLL 21 1.00 SW+RDL+COI+NLR 31 1.00 SW+RDL+COL+SL+SR+NLL 41 1.00 SW+RDL+COL+SL+SR+NLP. 5)1.00 SW+RDL+COL+RLL+RLR+NLL 6) 1.00 SW+RDL+COL+RLL+RLR+NLP. 7) 1.00 SW+RDL+0.6fi01i:L 81 1.00 SW+RDL+0.60W2L 91 1.00 SW+RDL+0.601ti:R 101 1.00 SW+RDL+0.60W2R 111 1.00 0.60SW+0.60RDL+0.6G'd1L 121 1.00 0.6JSW+0.6ORDL+0.6OW2L 131 1.00 0.60SW+0.60RDL+0.60W1R 1 ) 1.00 0.6CSW+0.60RDL+0.60W2R 151 1.00 SW+RDL+COL+0. 5SL+0.7558+C.95W1L 16) 1.00 SW+RDL+COL+0.75SL+0.75SP.+C.95W2L 17) 1.00 SW+RDL+COI+0.75SL+0.75SR+C.45WIP A42 of 87 U18LO481A LL 181 1.00 SW+RDL+COL+0.755L+0.75SR+0.45W2R 19) 1.00 SV4+RDL+COL+O.75RLL+0.75RLR+0.45W1L 20) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 21) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 22) 1 .00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 23) 1.00 SW+RDL+0.6OWSB 241 1.00 SW+RDL+0.6MB 25) 1.00 SW+RDL+0.60WSF 26) 1.00 SW+RDL+0.6OW6F 27) 1.00 0. 6CSW+O. 6ORDL+0.60W5B 28) 1.00 0.60SW+0.60RDL+0.60W6B 291 1.00 0.60SW+0.60RDL+0.60'WSF 30 ) 1.00 0. 605W+0.6ORDL+0. 60'A6F 31) 1.00 SW+RDL+COL+0.75SL+0.75SR+C.45W5B 32) 1.00 SW+RDL+COL�0.75SL+0.75SR+C.45W6B 33) 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5F 34) 1.00 SW+RDL+COL +0.75SL+0.75SR+C.45W6F 35) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.95WSB 36) 1.00 SW+RDL+COL +0.75RLL+0.75 RLR+0.45W6B 37)1.00 SW+RDL+COL+0.75RLL+O.75RLR+0.45W5F 38) 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6F 39)1.00 SW+RDL+COL+UOS+NLL 9C)1.00 SW+RDL+COL+UOS+NLR 41) 1.00 SW+RDL+COL+LRD+NLL 42) 1.00 SW+ADL+COL+LRD+NLR 43) 1.00 SW+RDL+COL+RRD+NLL 44) 1.00 SW+RDL+COL+RRD+NLR 45) 1.00 1.03SW+1.03RDL+1.03COL+0.70EQL 46) .001+ 03SW+_.03RDL+1.03CC:.+0.?OEQR 47) 1.00 1.03SW+1.03RDL+1.03COL+0.52EQL 48) 1.00 1.03SW+1.03RDL+1.03COL+0.52EQR 49)1.00 0.57SW+0.57RDL+0.70EQL 50) 1.00 0. 573W+0.57RDL+0.70EQR A43 of 87 Clay of Wheat Ridge U18L0481A LL A44 of 87 Job : U18L0481A Seyco Incorporated Date: 06-12-18 Page: _ Frame: FRAME LINE 2 S 3 By : BG\louis.lo File: F01 - DESIGN SUMMARY REPORT ____________________________________________________ ___ Built Up Rafter - RAFO1 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat '1 Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R --------------------------------------------------- ____--- _------------ _--- ... --- _____ _________________ _ 1 F6.38 F6.50 W250 39 1 -40.1 0.17 -368.1 0.96 G.92 00 3 1 30.81 0.88 0.50 C.61 Chkpt 1 5 Depth 36.88 27.88 Section 1 1 1 ______________________________________ I width thick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L F_g 1 6.0 0.3750 55.00 1 Web 0.2500 55.00 1 B/R Flg 6.0 0.5000 55.00 Built He Rafter - RAF02 T/LB/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend 'Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kin. Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R ___________________________________________________________________------- __.... ----- _--- ___-------- ___ 1 F6.31 F6.25 W188 4 11 -37.9 0.27 153.6 0.81 0.80 '_.00 3 7a 18.64 0.96 0.49 C.43 2 F6.38 F6.31 W150 4 14 -37.5 0.25 180.1 0.98 0.84 :.03 42 16 -7.99 0.88 0.20 0.19 Chkpt 6 11 12 16 Depth 27.56 29.04 30.69 Section I 1 1 2 1 ___________ _____________________________________ __ I width thick Fy I width thick Fy I T/L Flg 1 6.0 0.3125 55.00 1 6.0 0.3750 55.00 1 Web0.1875 55.00 0.1500 55.00 B/R Flg I 6.0 0.2500 55.00 6.0 0.3125 55.00 Built Up Rafter - RAF03 T/LB/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend "Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R --------------------------------------------------------------- _--- ... ... ... ---- ____ ----- ____... .... ____ 1 F6.31 F6.31 W150 3 18 -37.7 0.28 154.9 0.83 0.73 =.02 4 20b -10.39 1.02 0.29 0.29 2 F6.31 F6.25 W188 4 26 -38.6 0.32 -91.3 0.58 0.74 0.97 4 24b -15.52 0.70 0.50 0.44 Chkpt 17 21 22 26 Depth 30.62 26.95 23.56 Section 1 1 1 2 1 _________________________________________________________________ _ I width thick Fy I width thick Fy I -------------------------------------- ____--- ___---------------------------------------------------------------------------------- T/L Flg 1 6.0 0.3125 55.00 1 6.0 0.3125 55.00 1 Web0.1500 55.00 0.1875 55.00 1 B/R Flg 1 6.0 0.3125 55.00 I 6.0 0.2500 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Rafter - RAF04 T/LB/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend "Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R _________________________________________________________________.... ---- ----------------- _ 1 F6.38 F6.50 W250 4 31 -40.4 0.17 -382.8 0.93 0.89 0.98 40 31 24.03 0.73 0.45 0.53 Chkpt 27 31 Depth 23.88 38.88 Section I 1 I ________________________________________ I width thick Fy I _____-_____ _______________________ ______ _ _ _ T/L Flg 1 6.0 0.3750 55.00 Web0.2500 55.00 B/R Flg I 6.0 0.5000 55.00 Built Un Column - COL01 T/LB/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R --------------------------------------------------- _-------------------------------------------------------------------------------- _ 1 F6.31 F6.50 W250 3 31 -40.6 0.18 356.1 1.03 C.93 :.02 3 37 -33.71 0.94 2.05 2.47 Chkpt 32 37 Depth 12.81 35.81 Section I 1 I __ _ _ _____________________________________---_________ I widen thick Fy I _______________________________________________ _ T/L F1g 1 6.0 0.3125 55.00 1 Web0.2500 55.00 B/R Flg I 6.0 0.5000 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 T/LB/R T/L B/R Max ---- SHEAR -------------- Flange Flange Web Load Axia_ Axial Moment Bend Bend Unity Load Force _near F -ow (k/in) Section Mat'l Mat'l Mat'l Comb Lou Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R _____________________________________________________-___________________________-_ __ 1 F6.50 F6.31 Y1250 4 43 -32.8 0.15 361.0 0.94 1.05 1.01 4 43 34.39 0.96 2.52 2.09 U18L0481A LL A45 of 87 Job : U18L0481.A Seyce Incorporated Date: 06-12-18 Page: 2 _lame: FRAME LINE 2 5 3 By : BG\louis.lo File: F01 " - DESIGN SUMMARY REPORT "' ------------------------------------------------------------------------------------------------------------------------------------ Chkpt 38 93 Depth 12.81 35.81 Section I I I 1 c; idto th-k By I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg I 6.0 0.5000 55.00 1 web 0.2500 55.00 B/R Flg 1 6.0 0.3125 55.00 1 4ramc Weight (lbs) = 3609 7efl ections lin): 10 yr Wind da = -0.15 = H/ 806 LONG. WIND 2 TO BACK Seismicdx = 0.12 = H/ 1051 SEISMIC TO RIGHT Story Dr_ft = 0.36 = 0.003H SE-SMIC TO RIGH': Drift Index = 0.01 1.03SVJ+1.03RDL+1.03C0L+0.70EQR Maximumdx = 0.69 = H/ 195 SW+RDL+COL+LRD Maximum d = -3.85 = L/ 266 @ MOD 1, SW+RCL+COL-SL+SR Max. Live dy = -3.20 = L/ 320 @ MOD 1, SNOW ON LEFT AND RIGHT L�Ay U t ,�r, e f i j�` e r/i U18LO481A LL A46 of 87 Job k : U18L0481A Job Name Seyco Incorporated Frame FRAME LINE 2 & 3 Date 6/5/2018 Designer BG\-ouis.lo FileFOl.nfr App Version 2016.3.26.8 ------------------------------------ C O N N E C T I O N S U M M A R Y Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bot -cm Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld A.req/A req/IW1+W2) W3req/W3 Weld Areq/A W4req/W4 St_ff. No. The a Axial Slope Matl Ratio W1 W2 W3 Ratio Rati, Patio W4 Ratio Ratio Matl Stiff. Degrees Ratio _____________________________________________________________________ _____ 0.96:12 W313 1.01 FWS3 FWS4 1.00 C.00 0.79 FWS3 0.77 0.72 0 ------------------------------------------------------------------------------------------------------------------------------------- width thick Fy I height depth length I I width thick length Fy I -------------------------------------- ___________________------------- _______________ __________ Top Plate I 6.0 C.3750 55.0 35.11 1 Stiffener I Web 0.3125 55.0 33.32 35.00 1 1 Bot Plate 1 3.0 C.3750 50.0 35.00 1 1 Knee Connection - COL02 Wen ----------------? Top Plate ------------------? ----- Bot_.. Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Ar eq/A rq/(Wl+W2) W3req/W3 We'd Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio ____________________________________________________________________------_______10 000 0.00_______-_- -1.00:12 W250 0.92 FWS3 FWD4 FWS4 1.00 C.00 0.77 FWS3 0.94 0.72 F3.25 ______________________V_____'___________________ -__________________________-____c ___ I width thick y I height depth length I I width thick length Fy I ----------------------------- _______------------------- _____________________________________ Top Plate I 6.0 0.3750 55.035.12 I Stiffener 3.0 0.2500 35.00 50.0 Web 0.2500 55.0 135.22 35.00 Bot Plate 1 3.0 0.3750 50.0 1 35.00 1 1 Base Plate - COLO- BaseT/L B/R ---------- WELD --------- ------ BCLT------- Plate Bolt Flange Flange Webtp(req)/tp Axial Web Shear Flg Shear ft/Ft fv/Fv ASTM Matl Qty/S+ze Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design F8.38 4-1.000 FWS3 FWS3 FWS3 C.63 0.07 0.20 C.18 0.11 0.91 F1554 Gr.36 ____________________________________ I width thick length Fy I --------------- _--------------- ____--- ___------------------------------------------------------------------------------------------ Base Plate 1 8.00 0.375 12.81 5.5.0 1 Base Plate - COL02 Base T/L B/R ---------- WELD --------- ------ BOLT ------- PlateBolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear `t/Ft fv/Fv ASTM Matl Qty/S_ze Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design ________________________________________________________ ______ ________V___ F8.38 4-1.000 FWS3 FWS3 FW53 0.60 0.06 0.19 0.16 0.10 0.91 71554 G_.36 ______________________________________________ I width thick length Fy I --------------- _________________------ ___------------------------------------------------------------------------------------------ Base Plate 1 8.00 0.375 12.81 55.0 1 Splice Load Combinations No. ASR Cases 1 1.00 SW + ROL + COL 1.00 SW + RDL + COL + SL + SR 3 1.00 SW + RDL + COL + RLL + RLR 4 1.00 SW + RDL + 0.6OW1L 5 1.00 SW + RDL + 0.6OW2L 6 1.00 SW + RDL + 0.6OW1R 7 1.00 SW + RDL - 0.6OW2R 8 1.00 0.60SW + 0.60RDL + 0.6OW1L 9 1.00 0.60SW + 0.60RDL + 0.6OW2L 10 -_.00 0.60SW + O.6ORDL + 0.6OW1R 11 '..00 0.60SW + 0.60RDL + 0.6OW2R 12 1.00 SW + RD:, + COL + 0.75SL + 0.75SR + 0.45W1:, 13 i.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W2:, 14 1.00 SW + RDL + COL + 0.15SL + 0.'SSR + 0.45W1R 15 =.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W2R 16 :.00 SW + RDL - COL + 0.75RLL + 0.75RLR + O.45W1L 17 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2L 18 i.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45WIR 19 -.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W2R 20 :.00 SW + RDL + 0.6OW5B 21 =.00 SW + RDL + 0.60W6B 22 ''-.00 SW + RDL + 0.6OW5F 23 =.00 SW + RDL + 0.6OW6F 24 ''-.00 0.60SW + 0.60RDL + 0.6OW5B 25 1.00 0.60SW + 0.6ORDL + 0.6OW6B 26 _.00 0.60SW + 0.60RDL + 0.6OW5F 27 :.00 0.60SW + 0.6ORDL + 0.6OW6F 28 :.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W5B 29 :.00 SW + RDL + COL + 0.75SL + 0.'5SR + J.45W6B 30 1.00 SW + RDL + COL + 0.75SL + O.15SR + 0.45WSF 31 -.00 SW + RDL + COL + 0.75SL + 0.75SR + 0.45W6F U18LO481A LL 32 =.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5B 33 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W6B 34 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W5F 35 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.45W6F 36 -.00 SW + RDL + COL + UOS 37 1.00 SW + RDL + COL + LRD 38 1.00 SW + RDL + COL + PRE) 39 1.00 1.03SW + 1.03RDL + 1.03COL + 0.70EQL 40 1.00 1.03519 + 1.03RDL + 1.03COL + 0.70EQR 41 1.00 1.03SW + 1.03RDL + 1.03COL + 0.52EQL 42 1.00 1.03SW + 1.03RDL + 1.03COL + 0.52EQR 43 _.00 0.57SW + 0.57RDL + 0.70EQL 44 :.00 0.57SW + 0.57RDL + 0.70EQR A47 of 87 Ci(y, W, Lvf`OW Rc+ye +Iding U18L0481A LL A48 of 87 Job # U18LO481A Job Name : Seyco Incorporated Frame : FRAME LINE 2 & 3 File F01.nfr Designer BG\louis.lo App Version : 2018.3.26.8 Date 6/5/2018 BOLTED END-PLATES (BEP) SUMMARY PLATE SIZE: (in) Splice Left Right Members Bolt Web Left Plate Max Shear Right Plate Right ID Type Type Joined Loc Depth Width Thick Length Fy(ksi) Width Thick Length Fy(ksi) 1 8E 8E COL01 To RAF01 Top 36.00 6.00 0.63 41.99 55.0 6.00 0.63 41.99 55.0 1 8E 8E COL01 To RAF01 Bot 36.00 6.00 0.63 41.99 55.0 6.00 0.63 41.99 55.0 2 4E 4E RAF01 To RAF02 Top 27.00 6.00 0.50 32.87 55.0 6.00 0.38 32.87 55.0 2 4E 4E RAF01 To RAF02 Bot 27.00 6.00 0.50 32.87 55.0 6.00 0.38 32.87 55.0 3 6E 6E RAF02 To RAF03 Top 30.00 6.00 0.50 35.72 55.0 6.00 0.50 35.73 55.0 3 6E 6E RAF02 To RAF03 Bot 30.00 6.00 0.50 35.72 55.0 6.00 0.50 35.73 55.0 4 4E 4E RAF03 To RAF04 Top 23.00 6.00 0.38 28.87 55.0 6.00 0.50 28.87 55.0 4 4E 4E RAF03 To RAF04 Bot 23.00 6.00 0.38 28.87 55.0 6.00 0.50 28.87 55.0 5 8E 8E RAF04 To COL02 Top 38.00 6.00 0.63 44.01 55.0 6.00 0.63 44.01 55.0 5 8E 8E RAF04 To COL02 Bot 38.00 6.00 0.63 44.01 55.0 6.00 0.63 44.01 55.0 PLATE DESIGN BOLT RUPTURE DESIGN Left Right Splice Left Right Bolt Max Moment Max Shear Left Right Splice Left Right Tension Load Axial Shear Moment Load Axial Shear Moment Plate Plate ID Type Type Location Comb (kip) (kip) (ft -kip) Comb (kip) (kip) (ft -kip) Ratio Ratio 1 8E 8E Top 36 -36.78 32.32 -368.09 11 7.00 -7.45 78.30 0.83 0.83 1 8E 8E Bot 11 7.00 -7.45 78.30 2 -37.28 35.07 -366.39 0.24 0.23 2 4E 4E Top 38 -25.34 10.30 -82.63 2 -38.89 18.69 -7.46 0.37 0.67 2 4E 4E Bot 27 8.81 -2.93 17.40 2 -38.89 18.69 -7.46 0.18 0.34 3 6E 6E Top 11 7.94 1.02 -25.85 37 -24.99 -6.16 106.65 0.19 0.20 3 6E 6E Bot 2 -37.29 -3.62 156.40 25 9.20 1.39 -24.01 0.59 0.60 4 4E 4E Top 37 -25.92 -9.98 -85.87 38 -25.50 -11.67 8.08 0.89 0.49 4 4E 4E Bot 25 9.16 2.73 21.02 2 -38.70 -15.29 -91.26 0.44 0.23 5 8E 8E Top 2 -3729 -26.63 -382.80 9 6.81 6.31 75.91 0.81 0.81 5 8E 8E Bot 9 6.81 6.31 75.91 36 -36.77 -28.94 -369.16 0.21 0.22 BOLT RUPTURE DESIGN Left Right Splice Left Right Bolt Pre- Load Axial Moment Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) (ft -kip) Ratio Ratio 1 8E 8E Top A325 No 0.63 3.50 1.19 1.49 3.00 1.88 1.13 36 -36.78 -368.09 0.98 0.98 1 8E 8E Bot A325 No 0.63 3.50 1.19 1.44 3.00 1.88 1.13 11 7.00 78.30 0.28 0.28 2 4E 4E Top A325 No 0.63 3.50 1.19 1.44 3.00 4E 1.13 38 -25.34 -82.63 0.42 0.43 2 4E 4E Bot A325 No 0.63 3.50 1.19 1.29 3.00 1.13 27 8.81 17.40 0.22 0.22 3 6E 6E Top A325 No 0.63 3.50 1.19 1.35 2.88 1.88 1.13 11 7.94 -25.85 0.18 0.18 3 6E 6E Bot A325 No 0.63 3.50 1.19 1.34 2.88 1.88 1.13 2 -37.29 156.40 0.54 0.54 4 4E 4E Top A325 No 0.63 3.50 1.19 1.50 3.00 1.13 37 -25.92 -85.87 0.56 0.56 4 4E 4E Bot A325 No 0.63 3.50 1.19 1.55 3.00 1.13 25 9.16 21.02 0.28 0.28 5 8E 8E Top A325 No 0.63 3.50 1.19 1.38 3.00 1.88 1.13 2 -37.29 -382.80 0.96 0.96 5 8E 8E Bot A325 No 0.63 3.50 1.19 1.41 3.00 1.88 1.13 9 6.81 75.91 0.26 0.26 COMBINED BOLT BEARING SHEAR DESIGN Left Right Splice Left Right Bolt Pre- Load Shear Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) Ratio Ratio 1 8E 8E Top A325 No 0.63 3.50 1.19 1.49 3.00 1.88 1.13 11 -7.45 0.11 0.11 1 8E 8E Bot A325 No 0.63 3.50 1.19 1.44 3.00 1.88 1.13 2 35.07 0.53 0.53 2 4E 4E Too A325 No 0.63 3.50 1.19 1.44 3.00 - 1.13 2 18.69 0.56 0.56 COMBINED I RhU&WING SHEAR DESIGN LL A49 of 87 Left Right Splice Left Right Welds Bolt Pre- Welds Checks ID Load Shear Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) Ratio Ratio 2 4E 4E Bot A325 No 0.63 3.50 -- 1.19 1.29 3.00 -- 1.13 2 18.69 0.56 0.56 3 6E 6E Top A325 No 0.63 3.50 -- 1.19 1.35 2.88 1.88 1.13 37 -6.16 0.12 0.12 3 6E 6E Bot A325 No 0.63 3.50 1.19 1.34 2.88 1.88 1.13 25 1.39 0.03 0.03 4 4E 4E Top A325 No 0.63 3.50 -- 1.19 1.50 3.00 -- 1.13 38 -11.67 0.35 0.35 4 4E 4E Bot A325 No 0.63 3.50 - 1.19 1.55 3.00 -- 1.13 2 -15.29 0.46 0.46 5 8E 8E Top A325 No 0.63 3.50 1.19 1.38 3.00 1.88 1.13 9 6.31 0.10 0.10 5 8E 8E Bot A325 No 0.63 3.50 - 1.19 1.41 3.00 1.88 1.13 36 -28.94 0.44 0.44 WELD DESIGN Left Riaht Splice Loc Welds Checks Welds Checks ID Fig Web Stf Load Tensile Load Shear Fig Web Stf Load Tensile Load Shear Comb Rupture Comb Rupture Comb Rupture Comb Rupture 1 Top FWD4 WP13 36 0.86 11 0.11 FWD4 WP13 36 0.86 11 0.11 1 Bot FWD3 WP13 11 0.28 2 0.50 FWD3 WP13 11 0.29 2 0.50 2 Top FWD3 WP13 38 0.31 2 0.40 FWD3 WP13 38 0.34 2 0.40 2 Bot FWD3 WP13 27 0.16 2 0.39 FWD3 WP13 27 0.17 2 0.40 3 Top FWD3 WP13 11 0.19 37 0.13 FWD3 WP13 11 0.19 37 0.13 3 Bot FWD3 WP13 2 0.58 25 0.03 FWD3 WP13 2 0.58 25 0.03 4 Top FWD3 WP13 37 0.45 38 0.28 FWD3 WP13 37 0.41 38 0.28 4 Bot FWD3 WP13 25 0.22 2 0.37 FWD3 WP13 25 0.20 2 0.37 5 Top FWD4 WP13 2 0.84 9 0.09 FWD4 WP13 2 0.85 9 0.09 5 Bot FWD4 WP13 9 0.23 36 0.40 FWD4 WP13 9 0.23 36 0.40 LOAD COMBINATIONS: ASR Combination 1.00 SW+RDL+COL 1.00 SW+RDL+COL+SL+SR 1.00 SW+RDL+COL+RLL+RLR 1.00 SW+RDL+0.60WlL 1.00 SW+RDL+0.60W2L 1.00 SW+RDL+0.60W1 R 1.00 SW+RDL+0.60W2R 1.00 0.60SW+0.60RDL+0.60W1 L 1.00 0.60SW+0.60RDL+0.60W2L 1.00 0.60SW+0.60RDL+0.60W1 R 1.00 0.60SW+0.60RDL+0.60W2R 1.00 SW+RDL+C0L+0.75SL+0.75SR+0.45W1L 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2L 1.00 SW+RDL+C0L+0.75SL+0.75SR+0.45W1R 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W2R 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1L 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2L 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W1R 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W2R 1.00 SW+RDL+0.60W5B 1.00 SW+RDL+0.60W6B 1.00 SW+RDL+0.60W5F 1.00 SW+RDL+0.60W6F 1.00 0.60SW+0.60RDL+0.60W5B 1.00 0.60SW+0.60RDL+0.60W6B 1.00 0.60SW+0.60RDL+0.60W5F 1.00 0.60SW+0.60RDL+0.60W6F 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5B 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6B 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W5F 1.00 SW+RDL+COL+0.75SL+0.75SR+0.45W6F City of LOAD COMB�NaT� NQS: LL A50 of 87 No ASR Combination 35 1.00 SW+RDL+COL+0.75RLL+0.75RLR+0.45W6F 36 1.00 SW+RDL+COL+UOS 37 1.00 SW+RDL+COL+LRD 38 1.00 SW+RDL+COL+RRD 39 1.00 1.03SW+1.03RDL+1.03COL+0.70EQL 40 1.00 1.03SW+1.03RDL+1.03COL+0.70EQR 41 1.00 1.03SW+1.03 RDL+1.03COL+0.52EQL 42 1.00 1.03SW+1.03RDL+1.03COL+0.52EQR 43 1.00 0.57SW+0.57RDL+0.70EQL 44 1.00 0.57SW+0.57RDL+0.70EQR *Indicates a Special Seismic Load Combination U1 BL0481 A LL A51 of 87 JOB: U18L0481A FILENAME: F01.BPL DATE: 06/05/18 'Base Plate Design' Report per: 'Design of Lightly Loaded Steel Column Base Plates' By T. Murray, AISC Journal 4th Qtr., 1983 pp 143-152 ----------------------------------------------------------- BASE PLATE DESIGN - BU - COL01 Design Results - Successful DESIGN LOADS - Load Comb. - 2 Axial force - -37.57 Kips Shear force - -37.63 Kips Load Factor - 1.00 BASE PLATE INFORMATION Plate Width = 8.00 In. Plate Thick = 0.375 In. Plate Yield = 55.0 Ksi BOLTS INFORMATION F1554 Gr.36 Diameter = 1.000 In. Bolt Tensile Ratio = 0.112 WELD INFORMATION Left flange weld size = 0.1875 In. Web weld size = 0.1875 In. Web Shear and Uplift = 0.203 Load Comb. - 11 7.67 Kips 8.12 Kips 1.00 Length = 12.81 In. Plate Thk (regd) = 0.236 In. f'c = 3.0 Ksi No of Bolts = 4 Bolt Shear Ratio = 0.918 Right flange weld size = 0.1875 In. Axial check = 0.068 Flange Shear and Uplift = 0.180 ----------------------------------------------------------- BASE PLATE DESIGN - BU - COL02 Design Results - Successful DESIGN LOADS - Load Comb. - 36 Axial force - -33.04 Kips Shear force - 36.90 Kips Load Factor - 1.00 BASE PLATE INFORMATION Plate Width = 8.00 In. Plate Thick = 0.375 In. Plate Yield = 55.0 Ksi BOLTS INFORMATION F1554 Gr.36 Diameter = 1.000 In. Bolt Tensile Ratio = 0.103 WELD INFORMATION Left flange weld size = 0.1875 In Web weld size = 0.1875 In. Web Shear and Uplift = 0.194 Load Comb. - 9 7.02 Kips -7.79 Kips 1.00 Length = 12.81 In. Plate Thk (regd) = 0.226 In. f'c = 3.0 Ksi No of Bolts = 4 Bolt Shear Ratio = 0.921 Right flange weld size = 0.1875 In. Axial check = 0.062 Flange Shear and Uplift = 0.164 Page 1 of Ml�? U18L0481A LL A52 of 87 Project No. U18L0481A Description : SEYCO Engineer: LL Anchor Bolt Checks (AISC 14th Edition) Date : 6/6/2018 per AISC Steel Construction !Manua( (14th Edition) Version: 2015.01.26 (Date: 01/26/15) GENERAL INFORMATION: Design Method, (ASD / LRFD): AISC (ASD Allowable Stress Ratio, ASR: 1.000 Frame Reactions: (Lateral Combinations) Tensile Reaction, (y-axis): 7.670 kips. Shear Reaction, (x-axis): 37.630 kips. Bracing Reactions: (Longitudinal Combinations) Tensile Reaction, (y-axis): 4.270 kips. Shear Reaction, (z-axis): 5.754 kips. ANCHOR BOLT INFORMATION: Anchor Bolt Material: F1554 Gr.55 Anchor Bolt Size, d e : l 'o No. of Anchor Bolts, n : 4 APPLIED LOADS: Required Tensile Strength, f,: 11.940 kips. Required Shear Strength, f,,: 38.067 kips. FRAME REACTIONS Y Axial (Y -Axis) X 'e sl l� P BRACE REACTIONS DESIGN RESULTS: Tension Only Results: OK Remarks Tensile Strength Ratio (y-axis) f, / F, 0.163 R,,, = F., Ab ASD Allowable Tensile Strength, R,,,/D2 I F I kips 1 73.169 Q = 2.00 (ASD) � = 0.75 (LRFD) Shear Only Results: OK Remarks Shear Strength Ratio (xz-axis) f,, / F, 0.867 R_ = F., Ab ASD Allowable Shear Strength, R,,v/S2 I F, F7kips 43.901 Q = 2.00 (ASD) 0 = 0.75 (LRFD) Combined Tension & Shear Results: OK Remarks Combined Tensile Strength Ratio f, / F', 0.328 R„ = F. Ab Combined Shear Strength Ratio f, / F'„ 0.879 Q = 2.00 (ASD) � = 0.75 (LRFD) ASD Available Tensile Strength, R,,,/92 F', kips 36.446 F,,, = F,,, [1 - (52f / F,,,,)2]' <_ F., (ASD)' ASD Available Shear Strength, R„„/D2 F'„ kips 1 43.313 F_ = F,,,, [I - (Qf, / F,,,)z] III <_ F_ (ASD)' * User Note: The elliptical relationship for combined strength has been adopted per the AINC commentary. (Eq. C -JS -Na do C -JJ -60) U18LO481A 0.580 LL A53 of 87 Job # : 018L0481A -0.510 Job Name Seyco Incorporated 0.000 Frame FRAME LINE 4 & 5 W1L Date 6/5/2018 0.000 Designer BG\louis.lo -0.510 File F02.nfr 0.000 0.580 App Version 2018.3.26.8 W2R 0.220 ---------------------- F R A M S D E S C R I P T I ----------------------------------------- ___--- O N -0.870 Frame type RCS -0.550 Frame width 44.00 Ft. -0.470 Bay width 22.82 Ft. -0.470 LEFT RIGHT Dim to ridge 44.00 Ft. 0.00 Ft. 0.000 Roof slope 1.00/12 0.00/12 W5B Eave height 14.00 Ft. 17.67 Ft. 0.000 Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 6.00 Ft. Purlin offset 8.00 In. 8.00 In. Typ. Pur'' -i, spacing: 5.00 Ft. Col. spaccng 44.0000 W5F -0.270 Supports / Spring Constants 0.000 -0.190 COLOI - Bottom. V H -0.510 COL02 - Bottom. V H -0.270 Column Bracing: -0.630 WPI Girt Brace Y -0.870 Flange Brace 2 0.000 Location (ft): 7.5 W6F WP2 Girt Brace 0.000 Flange Brace -0.870 Location (ft): 0.000 -0.630 Other Braces Column Left Brace Right Brace Locatior. (ft) L O A D I N G C 0 N D I T 1 0 N S ----------------------------------------- Building Code & Year IBC2012 Risk Category II -Standard Buildings AISC Specification 2010 ASD L O A D S On) Roof Dead load 4.25 Roof Coll load 1.00 Roof Live load 12.00 Roof Snow load 21.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 30.00 Ce = 1.00 Ss = 0.22E S1 = 0.059 Seismic Design Category = B Site Class = D R = 3.00 Cd = 3..00 Dos = 0.241 Sol = 0.094 rho 1.00 omega = 3.000 Wind speed 115.00 Mph Exp. : C Wind pressure 24.4.3. Psf Building _s Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.580 0.000 -0.510 -0.190 0.000 -0.110 W1L -0.110 0.000 -0.190 -0.510 0.000 0.580 W2R 0.220 0.000 -0.870 -0.550 0.000 -0.470 W2L -0.470 0.000 -0.550 -0.870 0.000 0.220 W5B -0.270 0.000 -0.510 -0.190 0.000 -0.270 W5F -0.270 0.000 -0.190 -0.510 0.000 -0.270 W6B -0.630 0.000 -0.870 -0.550 0.000 -0.630 W6F -0.630 0.000 -0.550 -0.870 0.000 -0.630 Tributary Widths Panel Trib. Width (ft) WP1 31.00 WP2 31.00 RPI 22.82 ----------------------------------------- P R O G R A M- A P P L I E D L O A D S ----------------------------------------- City of Load Or. Start End Start End Case Panel Load Load Loc Loc Sn� Klf Nit Ft. Ft. Wheat Ridge RDL RPI -0.097 -0.097 0.000 44.000 l el Building Divison U18LO481A LL CO:. RP1 -0.023 -0.023 0.000 44.000 SL RP1 -0.419 -0.479 0.000 44.000 UOS RP1 -0.685 -7.685 0.000 44.000 RLL RP1 -0.274 -7.274 0.000 44.000 W1R RPI -0.284 -0.284 0.000 44.000 W1R WPI 0.439 0.439 0.000 14.000 W I P 47P2 0.083 0.083 0.000 17.657 W1R WP2 0.757 0.157 17.667 17.670 W1- RP1-0..06 -7.106 0.000 44.000 Wil WP -0.083 -0.083 0.000 14.000 WL WP2 -0.439 -0.439 0.000 17.667 WL WP2 -1._36 -1.136 =7.667 17.6'0 W2R RP1 -0.485 -3.485 0.000 44.000 W2R WP1 0.167 0.167 C.000 14.000 W2R WP2 0.356 0.356 0.000 17.667 W2R WP2 0.757 0.157 17.667 17.570 W21. RP1 -0.307 -7.307 0.000 44.000 W21, WPI -0.356 -7.356 0.000 14.000 W2L WP2 -0._67 -0.167 0.000 17.657 W2L WP2 -1.-36 -1.136 :7.667 17.670 W5B RP1 -0.284 -7.284 0.000 44.000 W5B WP1 -0.204 -0.204 0.000 14.000 W5B WP2 0.204 0.204 0.000 17.667 W5B WP2 0.757 0.757 17.667 17.670 W5F RP1-0.7_06 -0.106 0.000 44.000 W5F WP1 -0.204 -0.204 0.000 14.000 W5F WP2 0.204 0.204 0.000 17.667 W5F WP2 0.757 0.757 17.667 17.670 196B RP1 -0.485 -0.485 0.000 44.000 W6B WP1 -0.477 -0.477 0.000 14.000 W6B WP2 0.477 0.477 0.000 17.657 WGB WP2 0.757 0.757 17.667 17.670 W6F RP1 -0.307 -0.307 0"000 44.000 W6F WP1 -0.477 -7..477 0.000 14.000 W6F WP2 0.477 0.477 0.000 17.667 W6F WP2 0.757 0.157 "_7.667 17.610 EQR RP1 0.016 0.016 0.000 44.000 EQ! RP1 -0.016 -0.016 0.000 44.000 Load On Hor. Vert. Moment Loc Case Mem Kips K'' -ns K -Ft. Ft. W1R COLO1 0.941 0.000 0.000 15.700 W 1 R -OL02 0.941 0.000 0.000 17.667 W2R COL01 0.941 0.000 0.000 15.000 W2R COL02 0.941 0.000 C.000 17.667 ----------------------------------------- U S E R- A P P L I E D L O A D S ----------------------------------------- Load Or. Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load 4 Description SL RP1 0.000 -0.760 36.610 44.000 P-1 DRIFT Load On Her. Vert. Moment Loc Special Case Mem Kips K -os K -Ft. Ft. Load k Descript_cn RDL COL02 0.000 -0..500 -1.200 16.000 C-1 EV. EXT. COL COL02 0.000 -0.100 -0.200 16.000 C-2 EV. EXT. SL COL02 0.000 -7.300 -:6.700 16.000 C-5 EV. EXT. DOS COL02 0.000 -7.300 -:6.700 16.000 C-5 EV. EXT. RL COL02 0.000 -1.900 -4.300 16.000 C-3 EV. EXT. W1R COL02 0.000 3.300 7.600 16.J00 C-6 EV. EXT. WL:. COL02 0.000 3.300 7.600 16.000 C-7 EV. EXT. W2R COLC2 0.000 3.300 7.600 16.J00 C-8 EV. EXT. W2- COL02 0.000 3.300 7.600 16.300 C-9 EV. EXT, W5B COL02 0.000 3.300 7.600 16.000 C-10 EV. EXT. W5F COL02 0.000 3.300 7.600 15.000 C-11 EV. EXT. W6B COL02 0.000 3.300 7.600 16.300 C-12 EV. 3XT. W6F COL02 0.000 3.300 7.600 16.000 C-13 EV. EXT. EQR SPAN1 1.000 0.000 0.000 22.000 C-14 Tie -Back EQ- SPAN1 -1.000 0.000 0.000 22.000 C-15 Tie -Back LOAD COMB I NATIONS -------------------------------- ASR Cases 1) 1.00 SW+RDL+COI,+NLL 2) 1.00 SW+RDL+CO-+NLR 3) 1.00 SW+RDL+COL+SL+NLL 4) 1.00 SW+RDL+COL+SL+NLR 5) 1.00 SW+RDL+COL,+RLL+NLL 61 1.00 SW+RDL+COL+P,LL+NLR 7) 1.00 SW+RDL+0.60W.L 8) 1.00 SW+RDL+0.60W2L 91 1.00 SW+RDL+0.60W:R 1C1 1.00 SW+RDL+0.60W2R 11) 1.00 0.60SW+0.60RDL+0.60'd1L 12) 1.00 0.63SW+0.60RDL+0.60W2L 13) 1.00 0. 60SW+0.60RDL+0.60W1R 14) 1.00 0.60SW+0.60RDL+0.60W2R 15) 1.00 SW+RDL+CO:.+0. �5SL+0.45W1L 161 1.00 SW+RDL+C0-�+0.15SL+0.45W2L 17)1.00 SW+RDL+COL+0. 755L+ 0.45W1R 181 1.00 SW+RDL+COL+O.'SSL+0.45W2R 19) 1.00 SW+RDL+COL+OSRLL+0.45W1L 201 1.00 SW+RDL+C0�+0.75RLL+0 ..45{v2L 21) 1.00 SW+RDL+COQ+0.75RLL+0.45WIR 22) 1.00 SW+RDL+COQ+0.75RLL+0.45W2R 23) 1.00 SW+RDL+0.60W53 A54 of 87 U18LO481A LL 24) 1.00 SW+RDL+0.60W63 25) 1.00 SW+RDL+0.60W5F 26) 1.00 SW+RDL+0.60W6F 27) 1.00 0.60SW+0.60RDL+0.60N75B 28) 1.00 0.60SW+0.60RDL+0. 60W6B 29) 1.00 0-60SW+0.60RDL+0.60WSF 30) 1.00 0.605W+0.60RDL+0.60W6F 31) 1.00 SW+RDL+COL+0.75SL+0.45WSB 32) 1.00 SW+RDL+COL+0.755 L+0.45W6B 33) 1.00 SW+RDL+COL+0.75SL+0.45W5F 34) 1.00 SW+RDL+COL+0.75SL+0.45W6F 35) 1.00 SW+RDL+1:0L+0. 75RLL+ 0.45W53 36) 1.00 SW+RDL+COL+0.75RLL+0.45W6B 37)1.00 SW+RDL+COL+0.75RLL+0.45WSF 38) 1.00 SW+RDL+COL+0.7SRLL+0.45W6F 39) 1.00 SW+RDL+COL+UOS+NLL 4C) 1.00 SW+RDL+COL+UOS+NLP. 41) 1.00 1.035W+1.03RDL+1.03COL+0.70EQL 42) 1.00 1.036W+1.03RDL+1.03COL+0.70EQR 43) 1.00 1.03S W+ 1.03RDL+1.03COL+0.52EQL 44) 1.00 1.03SW+1.03RDL+1.03COL+0.52EQR 45) 1.00 0.57SW+0.57RDL+0.70EQL 46) 1.00 0.57SW+0.57R1)L+0.70EQR A55 of 87 (: i1 of VV'eat Ridge U18LO481A LL A56 oi87 Job : U18L0481A Seyco Incorporated Date: 06-12-18 Page: _ Frame: FRAME LINE 4 5 5 By : BG\louis.lo File: F02 - DESIGN SUMMARY REPORT "• __________________ _ ________ Built Up Rafter - RAFO1 T/LB/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow Win) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L 3/R - ____________________________________________________________-_____________________________-_-_-___ - - 1 F5.25 F5.25 W164 39 1 -9.5 0.10 79.6 0.87 0.92 0.97 39 1 15.66 0.78 0.62 0.62 2 F5.25 F5.25 W164 39 8 -7.7 0.26 56.5 0.84 C.79 =.01 40 10 -7.81 0.30 0.42 0.42 3 F5.25 F5.31 W164 40 14 -7.0 0.06 -122.8 1.08 0.99 1.02 40 14 -15.94 0.55 0.56 0.63 Chkpt 1 4 5 10 11 14 Depth 18.50 14.53 14.53 22.06 Section I 1 1 2 1 3 1 ------------------------------------------------------------------------------------------------------------------------------------ I width thick Fy I width thick Fy I width thick Fy 1 _____________________________________________________ T/L F1g 1 5.0 0.2500 55.00 1 5.0 0.2500 55.00 1 5.0 0.2500 55.00 1 Web 0.1644 55.00 0.1644 55.00 0.1644 55.00 B/R Flg 5.0 0.2500 55.00 I 5.0 0.2500 55.00 1 5.0 0.3125 55.00 1 ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COLO1 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Gnity Load Force Shear Flow (loin) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc K-ps Ratio T/L B/R 1 F5.25 F5.25 W150 39 20 -18.0 0.20 -87.5 0.81 0.88 0.98 39 20 -7.34 0.59 0.49 0.49 Chkpt 15 20 Depth 12.50 22.50 Section I 1 I _ _________________________ _-__ _ I width thick Fy I __________________________________________________________-______ T/L F1g I 5.3 0.2500 55.00 1 WebI 0.1500 55.00 B/R Flg I 5.0 0.2500 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Built to Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft -kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R _________________________________________________________________________________ -_ 1 F8.31 F8.25 W150 40 26 -26.7 0.30 110.1 0.80 C.74 -.01 40 26 7.26 0.56 0.54 C.51 Chkpt 21 26 Depth 12.56 21.56 Section I 1 I _____________________________________________________________ I width thick Fy I _____________________________ _______________________________________ _____ _ T/L Flg I 8.0 0.3125 55.00 1 Web i 0.1500 55.00 B/R Flg I 8.0 0.2500 55.00 ------------------------------------------------------------------------------------------------------------------------------------ Frame Weight (lbs) = 1249 Deflections (in): 10 yr Wind dx = -0.58 = H/ 248 WIND CASE 2 TO LEFT Seismic dx = 0.37 H/ 39C SEISMIC TO RIGHT Story Drift = 1.10 = 0.008H SEISMIC TO RIGHT Drift Index = 0.01 1.03SW+1.03RDL+1.03COL+0.70EQL Maximum dx = -0.76 = H/ 189 0.60SW+0.60RDL+0.60W2L Maximum dy = -2.23 = L/ 219 @ MOD 1, SW+RDL+COL�UOS Max. Live dy = -=.85 = L/ 264 @ MOD 1, LIVE ON LEFT AND RIGHT U18LO481A LL A57 of 87 Sob 4 UlBLC481A Job Name Seyco Incorporated Frame FRAME LINE 4 & 5 Date 6/5/2018 Designer BG\_ou is.lo FileF02.ofr App Version 2019.3.26.8 ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Knee Connection - COLO1 Web ----------------? Top Plate ------------------? ----- Bot -cm Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(Wl+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Mail Stiff. Degrees Ratio _______________________________________________-______}___________________________ 1.00:12 W188 0.90 FWS3 FWS3 0.67 0.00 0.79 FWS3 0.63 0.62 0 _____________________________________________________________________________________________________________________________________ I width thick Fy 1 height depth length I I width thick length Fy I _____________________________________________________________________________________________________________________________________ Top Plate 1 5.0 0.3750 55.0 1 22.08 1 Stiffener Web 0.1875 55.0 116.23 22.00 Bot Plate 3.0 0.2500 50.0 22.00 1 _____________________________________________________________________________________________________________________________________ Knee Connection - COL02 Base Plate - COLO_ Base T/L B/R ---------- WELD BCLT------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear `t/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Rat- Ratio Design _____________________________________________________________________________________________________________________________________ F8.38 4-1.000 FWS3 FWS3 FWS3 0.60 0.05 0.11 C.12 0.08 0.19 F1554 Gr.36 ___________________________________ ___ I width thick length Fy 1 -------------------------------------- ___------------------------------------------------------------------------------------------ Base Plate 1 8.00 0.375 12.50 55.0 1 _____________________________________________________________________________________________________________________________________ Base Plate - COL02 Base T/L B/R ---------- WELD --------- ------ BCLT------- plot' Bo11 Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear '_t/Ft fv/Fv ASTM Matl Qty/S_ze Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design __________________________________________________________________________________________________________`_-___-__________ F8.38 4-1.000 FWS3 FWS3 FWS3 0.50 C.05 0.07 0.12 0.09 0.19 -1554 G-.36 __-Y___________________________________________________________________________ I width thick length F I ______________________________________________________________________________________________________________________ Base Plate 1 8.00 0.375 12.56 55.0 1 Splice Load Combinations: No. ASR Case=_ 1 100 SW + RDL + COL 2 1.00 SW + RDL - COL + SL 3 1.00 SW + RDL - COL + RLL 4 1.00 SW + RDL - 0.60W11, 5 1.00 SW + RDL - 0.60W2L 6 1.00 SW + RDL - 0.60W1R 1.00 SW + RDL - 0.60W2R 8 1.00 0. 60SW + 0.60RDL + 0.60W1L 9 1.00 3. 60SW + 0.60RDL + 0.60W2L 10 '_.00 0.60.SW + 0.60RDL + 0.60W1R 11 1.00 0.60SV7 + 0.60RDL + 0.60W2R 12 1.00 SW + RDD + COL + 0.75SL + 0.45'w1L 13 1.00 SW + RDL COL + 0.75SL + 0.45W2L 14 1.00 SW + RDL + COL + 0.75SL + 0.45AlP 15 1.00 SW + RDL COL + 0.75SL + 0.45W2R 16 _.00 SW + RDL + COL + 0.75RLL + 0.45W1L 171.00 SW + RDL + COL + 0.75RLL + C.45W2L 181.00 SW + RDL + COL + 0.75RLL + 0.45W1R 19 1.00 SW + RDL COL + 0.75RLL + 0.45W2R 20 1.00 SW + RDL + 0.60W5B 21 1.00 SW + RDL + 0.60W6B 22 1.00 SW + RDL + 0.60WSF 23 1.00 SW + P.DL - 0.60W6F 24 1.00 0. 60SW + 0. 60RDL + 0.60W5B 25 1.00 0.60SW + 0. 60RDL + 0.60F168 26 1.00 0.60SW + 0. 60RDL + 0.60WSF 27 1.00 0. 60SW + 0. 60RDL + 0.60W6F 28 '_. 00 SW + RDL + COL + 0.75SL + 0.45W5B 29 1.00 SW + RDL + COL + 0.75SL + 0.45W6B 30 1.00 SW + RDL + COL + 0.75SL + 0.45145F 31 1.00 SW + RDL + COL + 0.75SL + 0.45WEF City of 'tr`�Oc$ Fi9"10" Web ----------------? Top Plate ------------------ ? ----- Bot -cm Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/Fv Weld Weld Weld Areq/A req/(W1+W2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Marl _____________________________________________________________________________________________________________________________________ Ratio W1 112 W3 Ratio Ratio Ratio W4 Ratio Ratio Ma_1 Stiff. Degrees Ratio 1.00:12 W220 ________________________________________ 0.96 FWS3 FWS4 0.42 0.00 0.81 __________________________________ FWS3 0.63 0.70 0 I width thick _____________________ Fy I height depth length I I w_dth thick lerg-h ________________________ Fy I Top Plate I 8.0 0.375055 .0 ______________-________________________-__________________________________________ 21.07 1 St_ffener Web C.2200 55.0 23.32 21.00 1 Bot Plate 1 4.0 ------------------------------------------------------------------------------------------------------------------------------------- 0.2500 50.0 21.00 1 Base Plate - COLO_ Base T/L B/R ---------- WELD BCLT------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear `t/Ft fv/Fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Rat- Ratio Design _____________________________________________________________________________________________________________________________________ F8.38 4-1.000 FWS3 FWS3 FWS3 0.60 0.05 0.11 C.12 0.08 0.19 F1554 Gr.36 ___________________________________ ___ I width thick length Fy 1 -------------------------------------- ___------------------------------------------------------------------------------------------ Base Plate 1 8.00 0.375 12.50 55.0 1 _____________________________________________________________________________________________________________________________________ Base Plate - COL02 Base T/L B/R ---------- WELD --------- ------ BCLT------- plot' Bo11 Flange Flange Web tp(req)/tp Axial Web Shear Fig Shear '_t/Ft fv/Fv ASTM Matl Qty/S_ze Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design __________________________________________________________________________________________________________`_-___-__________ F8.38 4-1.000 FWS3 FWS3 FWS3 0.50 C.05 0.07 0.12 0.09 0.19 -1554 G-.36 __-Y___________________________________________________________________________ I width thick length F I ______________________________________________________________________________________________________________________ Base Plate 1 8.00 0.375 12.56 55.0 1 Splice Load Combinations: No. ASR Case=_ 1 100 SW + RDL + COL 2 1.00 SW + RDL - COL + SL 3 1.00 SW + RDL - COL + RLL 4 1.00 SW + RDL - 0.60W11, 5 1.00 SW + RDL - 0.60W2L 6 1.00 SW + RDL - 0.60W1R 1.00 SW + RDL - 0.60W2R 8 1.00 0. 60SW + 0.60RDL + 0.60W1L 9 1.00 3. 60SW + 0.60RDL + 0.60W2L 10 '_.00 0.60.SW + 0.60RDL + 0.60W1R 11 1.00 0.60SV7 + 0.60RDL + 0.60W2R 12 1.00 SW + RDD + COL + 0.75SL + 0.45'w1L 13 1.00 SW + RDL COL + 0.75SL + 0.45W2L 14 1.00 SW + RDL + COL + 0.75SL + 0.45AlP 15 1.00 SW + RDL COL + 0.75SL + 0.45W2R 16 _.00 SW + RDL + COL + 0.75RLL + 0.45W1L 171.00 SW + RDL + COL + 0.75RLL + C.45W2L 181.00 SW + RDL + COL + 0.75RLL + 0.45W1R 19 1.00 SW + RDL COL + 0.75RLL + 0.45W2R 20 1.00 SW + RDL + 0.60W5B 21 1.00 SW + RDL + 0.60W6B 22 1.00 SW + RDL + 0.60WSF 23 1.00 SW + P.DL - 0.60W6F 24 1.00 0. 60SW + 0. 60RDL + 0.60W5B 25 1.00 0.60SW + 0. 60RDL + 0.60F168 26 1.00 0.60SW + 0. 60RDL + 0.60WSF 27 1.00 0. 60SW + 0. 60RDL + 0.60W6F 28 '_. 00 SW + RDL + COL + 0.75SL + 0.45W5B 29 1.00 SW + RDL + COL + 0.75SL + 0.45W6B 30 1.00 SW + RDL + COL + 0.75SL + 0.45145F 31 1.00 SW + RDL + COL + 0.75SL + 0.45WEF City of 'tr`�Oc$ Fi9"10" U18LO481A LL 32 1.00 SW + RDS + COL + 0.75RLL + 0.45W5B 33 1.00 SW + RDS + COL + 0.75RLL + 0.45W6B 34 1.00 SW + RDL + COL + 0.75RLL + 0.45WSF 35 1.00 SW + RD- + COL + 0.75RLL + 0.45W6F' 36 1.00 SW + RDL, + COL + UOS 37 1.00 1.03SW + 1.03RDL + 1.03COL + 0.70EQL 38 1.00 1.03SW + 1.03RDI, + 1.03COI + 0.70EQR 39 =.00 1.03SW + 1.03RDL + 1.03COL + 0.52EQL 40 ..00 1.03SW + 1.03RDL + 1.03COL + 0.52EQR 41 _.00 0.57SW + 0.37RDL + 0.70EQL 42 :.00 0.575W + 0.57RDL + 0.70EVR A58 of 87 U18L0481A LL A59 of 87 Job # U18L0481A File F02.nfr App Version : 2018.3.26.8 BOLTED END-PLATES (BEP) SUMMARY PLATE SIZE: Job Name : Seyco Incorporated Designer BG\louis.lo Date :6/5/2018 Frame : FRAME LINE 4 & 5 Splice Left Right Members Web Left Plate Max Shear Right Plate Right ID Type Type Joined Loc Depth Width Thick Length Fy(ksi) Width Thick Length Fy(ksi) 1 4E 4E COL01 To RAF01 Top 18.00 6.00 0.50 23.69 55.0 6.00 0.50 23.69 55.0 1 4E 4E COL01 To RAF01 Bot 18.00 6.00 0.50 23.69 55.0 6.00 0.50 23.69 55.0 2 6E 6E RAF01 To COL02 Top 21.50 6.00 0.50 27.20 55.0 8.00 0.50 27.20 55.0 2 6E 6E RAF01 To COL02 Bot 21.50 6.00 0.50 27.20 55.0 8.00 0.50 27.20 55.0 PLATE DESIGN BOLT RUPTURE DESIGN Loc Welds Max Moment Max Shear Left Right Splice Left Right Tension Load Axial Shear Moment Load Axial Shear Moment Plate Plate ID Type Type Location Comb (kip) (kip) (ft -kip) Comb (kip) (kip) (ft -kip) Ratio Ratio 1 4E 4E Top 36 -7.93 16.53 -79.62 11 2.42 -5.59 40.52 0.74 0.77 1 4E 4E Bot 11 2.42 -5.59 40.52 36 -7.93 16.53 -79.62 0.44 0.44 2 6E 6E Top 36 -7.90 -15.44 -122.81 25 5.04 4.06 34.76 0.90 0.72 2 6E 6E Bot 9 1.56 3.25 39.98 36 -7.90 -15.44 -122.81 0.32 0.26 BOLT RUPTURE DESIGN COMBINED BOLT BEARING SHEAR DESIGN Loc Welds Checks Welds Checks ID Left Left Right Splice Left Right Bolt Bolt Pre- Tensile Load Shear Load Load Axial Moment Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) (ft -kip) Ratio Ratio 1 4E 4E Top A325 No 0.63 3.50 1.19 1.35 2.88 -- 1.13 36 -7.93 -79.62 0.86 0.87 1 4E 4E Bot A325 No 0.63 3.50 1.19 1.44 2.88 -- 1.13 11 2.42 40.52 0.50 0.50 2 6E 6E Top A325 No 0.63 3.50 1.19 1.48 2.88 1.88 1.13 36 -7.90 -122.81 0.80 0.81 2 6E 6E Bot A325 No 0.63 3.50 1.19 1.36 2.88 1.88 1.13 9 1.56 39.98 0.29 0.29 COMBINED BOLT BEARING SHEAR DESIGN WELD DESIGN Left ht Splice Loc Welds Checks Welds Checks ID Left Right Splice Left Right Shear Bolt Pre- Stf Load Tensile Load Shear Load Shear Bolt Bolt ID Type Type Loc Type Tension Dia Gage Gage 2 Pfi Pfo Pf Pb de Comb (kip) Ratio Ratio 1 4E 4E Top A325 No 0.63 3.50 - 1.19 1.35 2.88 1.13 11 -5.59 0.17 0.17 1 4E 4E Bot A325 No 0.63 3.50 -- 1.19 1.44 2.88 1.13 36 16.53 0.50 0.50 2 6E 6E Top A325 No 0.63 3.50 - 1.19 1.48 2.88 1.88 1.13 25 4.06 0.08 0.08 2 6E 6E Bot A325 No 0.63 3.50 - 1.19 1.36 2.88 1.88 1.13 36 -15.44 0.31 0.31 WELD DESIGN Left ht Splice Loc Welds Checks Welds Checks ID Fig Web Stf Load Tensile Load Shear Fig Web Stf Load Tensile Load Shear Comb Rupture Comb Rupture Comb Rupture Comb Rupture 1 Top FWD3 WP13 36 0.80 11 0.16 FWD3 WP13 36 0.83 11 0.18 1 Bot FWD3 WP13 11 0.43 36 0.47 FWD3 WP13 11 0.48 36 0.53 2 Top FWD3 WP13 36 0.96 25 0.11 FWD3 WP13 36 0.62 25 0.09 2 Bot FWD3 WP13 9 0.34 36 0.41 FWD3 WP13 9 0.24 36 0.34 LOAD COMBINATIONS: ASR Combination 1 1.00 SW+RDL+COL *Indicates a Special Seismic Load Combination ""'heat Ri,l,, LOAD COMBIN T aN� LL A60 of 87 No ASR Combination 2 1.00 SW+RDL+COL+SL 3 1.00 SW+RDL+COL+RLL 4 1.00 SW+RDL+0.60WlL 5 1.00 SW+RDL+0.60W2L 6 1.00 SW+RDL+0.60W1 R 7 1.00 SW+RDL+0.60W2R 8 1.00 0.60SW+0.60RDL+0.60W1 L 9 1.00 0.60SW+0.60RDL+0.60W2L 10 1.00 0.60SW+0.60RDL+0.60W1 R 11 1.00 0.60SW+0.60RDL+0.60W2R 12 1.00 SW+RDL+COL+0.75SL+0.45W1L 13 1.00 SW+RDL+COL+0.75SL+0.45W2L 14 1.00 SW+RDL+COL+0.75SL+0.45W1R 15 1.00 SW+RDL+COL+0.75SL+0.45W2R 16 1.00 SW+RDL+COL+0.75RLL+0.45W1L 17 1.00 SW+RDL+COL+0.75RLL+0.45W2L 18 1.00 SW+RDL+COL+0.75RLL+0.45W1 R 19 1.00 SW+RDL+COL+0.75RLL+0.45W2R 20 1.00 SW+RDL+0.60W5B 21 1.00 SW+RDL+0.60W6B 22 1.00 SW+RDL+0.60W5F 23 1.00 SW+RDL+0.60W6F 24 1.00 0.60SW+0.60RDL+0.60W5B 25 1.00 0.60SW+0.60RDL+0.60W6B 26 1.00 0.60SW+0.60RDL+0.60W5F 27 1.00 0.60SW+0.60RDL+0.60W6F 28 1.00 SW+RDL+COL+0.75SL+0.45W5B 29 1.00 SW+RDL+COL+0.75SL+0.45W6B 30 1.00 SW+RDL+COL+0.75SL+0.45W5F 31 1.00 SW+RDL+COL+0.75SL+0.45W6F 32 1.00 SW+RDL+COL+0.75RLL+0.45W5B 33 1.00 SW+RDL+COL+0.75RLL+0.45W6B 34 1.00 SW+RDL+COL+0.75RLL+0.45W5F 35 1.00 SW+RDL+COL+0.75RLL+0.45W6F 36 1.00 SW+RDL+COL+UOS 37 1.00 1.03SW+1.03RDL+1.03COL+0.70EQL 38 1.00 1.03SW+1.03RDL+1.03COL+0.70EQR 39 1.00 1.03SW+1.03RDL+1.03COL+0.52EQL 40 1.00 1.03SW+1.03RDL+1.03COL+0.52EQR 41 1.00 0.57SW+0.57RDL+0.70EQL 42 1.00 0.57SW+0.57RDL+0.70EQR *Indicates a Special Seismic Load Combination U18L0481A LL A61 of 87 Job 4 : U18L0481A Job Name Seyco Incorporated Frame FRAME LINE 6 Date 6/5/2018 Designer BG\louis.lo File E02.nfr App Version 2016.3.26.8 ---------------------------------------- F R A M E D E S C R I P I 1 0 N ----------------------------------------- Frame type EMS Frame width 44.00 Ft Bay width 10.50 Ft LEFT RIGHT Dim to ridge 44.00 Ft. 0.00 Ft. Roof slope 1.00/12 0.00/12 Eave height 14.00 Ft. 17.67 Ft. Girt offset 8.00 Ir.. 8.00 In. Typ. Girt spacing 6.00 Ft Purlin offset 8.00 In. 8.00 In. Typ. Purlin spacing: 5.00 F= Col. spacing 2@22.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H COL03 - Top H Bottom V H Column Bracing: WP1 Girt Brace Y Y N Flange Brace 2 2 0 Location (ft): 7.5 10.5 13.4 WP2 Girt Brace Y Y N Flange Brace 2 2 0 Location (ft): 7.5 10.5 15.1 WP3 Girt Brace Y Y Y N Flange Brace 2 2 2 0 Location (ft): 7.5 10.5 16.5 16.8 Other Braces Column Left Brace Right Brace Location (ft): ---------------------------------------- L O A D I N G C O N D I T I O N S ----_-____------------------------------- Building Cede & Year ISC2012 Risk Category II -Standard Buildings AISC Specification 2010 ASD OS N.A. C.F. Specification 2007 L O A D S (Psf) Roof Dead load 4.25 Roof Coll load 1.00 Roof Live load 12.00 Roof Snow load 21.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 30.00 Ce = 1.00 Ss = 0.226 S1 = 0.059 Seismic Design Category = B Site Class = D R 3.00 Cd = 3.00 Sds = 0.241 Sal = 0.094 rho = 1.00 omega - 3.000 Wind ..end 115.00 Mph Exp. : C Wind pressure 24.43 Psi Building is Enclosed Wind pressure coefficients Cl C2E C2 C3 C3E C4 W1R 0.790 0.000 -0.890 -0.350 0.000 -0.250 WL -0.250 0.000 -0.350 -0.890 0.000 0.790 W2R 0.430 0.000 -1.250 -0.710 0.000 -0.610 W21 -0.610 0.000 -0.710 -1.250 0.000 0.430 W58 -0.300 0.000 -0.890 -0.350 0.000 -0.300 WSF -0.3CO 0.000 -0.350 -0.890 0.000 -0.300 W6B -0.660 0.000 -1.250 -0.710 0.000 -0.660 W6F -0.660 0.000 -0.710 -1.250 0.000 -0.660 Wind Loads for Endwall Column "ay Pressure sur_ -ion Gf Column Id (PSF) (PSF) y tieatCOL02 (-VV COLO"_ 21.66 -25.73 20.50 -22.70 COL03 21.29 -25.00 U18LO481A LL A62 of 87 Wind Loads for Endwall Rafter Interior Zone Pressure 10.00 16.00 Suction 10.00 -31.27 Pressure 100.0016.00 Suction 100.00 -31.27 Edge Zone Pressu-e lO.00 16.00 Suction 10.0C -43.48 Pressure 100.00 16.00 Suction 100.00 -41.04 T.ributa ry Widths Panel Trib. Width (ft) WP1 11.67 WP2 20.67 WP3 ll.67 RP1 10.5C ----------------------------------------- P R O G R A M- A P P L I E D L 0 A D S -------------- _______----------- _-------- Load Or. Start End Start Case Panel Load Load Loc Elf Klf Ft. REL RPI -0.045 -0.045 0.000 COL RP1 -0.010 -0.010 0.000 SLRP1 -0.221 -0.221 0.000 UOS RP1 -0.315 -0.315 0.000 RLL RP1 -O.i26 -0.126 0.000 W 1 R RP1 -0.228 -0.228 0.000 W1L RPI -0.090 -0.090 0.000 W2R RP1 -0.321 -0.321 0.000 W2L RP1 -0.182 -0.182 0.000 W5B RP1 -0.431 -0.431 0.000 W5B WP1 0.253 0.253 0.000 WSB WP2 0.424 0.424 0.000 W5B WP3 0.2480.248 0.000 W5F RP1 -0.931 -0.931 0.000 W5F WP1 -0.300 -0.300 0.000 W5F WP2 -0.469 -0.469 0.000 W5F WP3 -0.292 -0.292 0.000 EQR RPI 0.009 0.009 0.000 EQL RP1 -0.009 -0.009 0.000 RLI RP1 -0.''26 -0.126 0.000 RL2 RPI -0.126 -0.126 22.000 S1 RP1 -0.221-0.221 0.000 S2 'R Pi -0.221 -0.221 22.000 LoadOn Hor. Vert. Moment Case Mem Kips Kips K -Ft. W1R SPAN1 1.555 0.000 0.000 W1R SPAN2 0.615 0.000 0.000 W1L SPAN1 -0.492 0.000 0.000 W1L SPAN2 -1.943 0.000 0.000 W2R SPAN1 0.846 0.000 0.000 W2R SPA112 1.500 0.000 0.000 W2L SPAN1 -1.200 0.000 0.000 W2L SPAN2 -1.058 0.000 0.000 U S E R- A P P L I E D L O A D S Load OnStart End Start Case Panel Load Load Loc Elf Klf Ft. SL RP1 0.000 -0.350 36.610 LoadOn Her- Vert. Moment Case Mem Kips Kips K -Ft. RDL C01,02 0.000 -0.500 -1.200 COL COL02 0.000 -0.100 -0.200 SL COL02 0.000 -7.300 -:6.700 UOS COL02 0.000 -7.300 -:6.700 RLL COL02 0.000 -1.900 -4.300 W1R COL02 0.000 3.300 7.600 W1L COL02 0.000 3.300 7.600 W2R COL02 0.000 3.300 7.600 W2L C01,02 a.OcO 3.300 7.600 W5B COL02 0.000 3.300 7.600 W5F COL02 0.000 3.300 7.600 L O A D C O M B I N A T I O N S ASR Cases 1) 1.00 SW+RDL+CO1+NLL 2) 1.00 SW+ADL+COL+NLR 31 1.00 S'W+RDL+COQ+SL+NLL 4) 1.00 SW+RDL+COQ+SL+NLR 5� 1.00 SW+RDL+COQ+RLL+NLL 6� 1.00 SW+RDL+COL+RLL+NLR 7) 1.00 SW+RDL+0.60W-L 8) 1.00 SW+RDL+0.60W2L End Loc Ft. 44.000 44.000 44.000 44.000 44.000 44.000 44.000 44.000 44.000 44.000 14.111 15.833 17.556 44.000 14.111 15.833 17.556 44.000 44.000 22.000 44.000 22.000 44.000 Loc Ft. 1.333 42.667 1.333 42.667 1.333 42.667 1.333 42.667 End Loc Specia= Ft. Load R Description 44.000 P-1 DRIFT Loc Special Ft. Lead d Description 16.000 C-1 EV. EXT. 16.000 C-2 EV. EXT. 16.000 C-4 EV. EXT. 16.000 C-5 EV. EXT. 16.000 C-3 EV. EXT. 16.000 C-6 EV. EXT. 16.000 C-7 EV. EXT. 16.000 C-8 EV. EXT. 16.000 C-9EV. EXT. 16.000 C-10EV. EXT. 16.000 C-11 EV. EXT. o) 1C) 11) 121 131 14) 15) 16) 17) 18) 19) 2C) 211 22) 23) 24) 25) 26) 27) 28) 29) 3C) 31) 32) 33) 34) 35) 36) 37) 38) 39) 40) 41) 42) 431 44) 45) 46) U18LO481A 1.00 SW+RDL+0.60W-R 1.00 S`W+RDL+0.60W2R 1.00 0.6JSW+0.60RDL+0.60W1L 1.00 0.6JSW+0.60RDL+0.60W2L 1.000.63SW+0.60RDL+O.60W1R 1.00 O. 6J SW+0.60RDL+0. 601121 1.00 SW+RDL+COL+0.75SI.+0.45W1L 1.00SW+RDL+COL+0.755L+O.45W2L 1.00SW+RDL+COL+0.75SL+0.45W1R 1.00 SW+RDL+CO-,+0.75SL+0.45W2R 1.00 SW+RDL+COL +0.75RLL+0.45W1L 1.00 SW+RDL+COL+0.75RLL+0.45W2L 1.00 SW+P.DL+CO- +0.75RLL+0.45W1R 1.00 S'W+RDL+COL +0.75RLL+0.4_`527 1.00 SW+PDL , 0.60W53 1.00 SW+RDL+0.60115F 1.00 0.60SW+0.60RDL+0.60WSB 1.00 0. 6JSW+ 0. 60RDLr0.60W5F 1.00 SW+RDL+COL+0.75SL+0.45W5B 1.00 SW+RDL+C 0L+0.75SL+0.45W5F 1.00 S'W+RDL+COL+0.75RLL+0.45WSB 1.00 SW+RDL+COL+0.75RLL+O.45W5F 1.00 SW+RDL+COL+UOS+NLL 1.00 SW+RDL+COL+UOS+NLP 1.00 SW+RDL+COL+RLI+NLL 1.00 SW+RDL+COL+RLI+NLR 1.00 SW+RDL+COL+RL2+NLL 1.00 SW+RDL+COL+RL2+NLR 1.00 SW+RLL+COL+SI+O.50S2+NLL 1.00 SW+RDL+COL+S1+0.50S2+NLR 1.00 SW+RDL+COL+O.,OS1+S2+NLL 1.00 SW+RDL+COL+O.,OSI+S2+NLR 1.00 1.03SW+1.03RDL+1.03COL+0.70EQL 1.00 1.03SW+1.03RDL+1.03COL+0.70EQR 1.00 1.03SW+1.03RDL+1.03C0L+0.52EQL 1.00 1.03SW+ .03RDL+1.03COL+0.52EQ7 1.00 0.57SW+0.57RDL+O.70EQL 1.00 0.57SW+0.57RDL+0.70EQR LL A63 of 87 uiiding D)visan U18LO481 A LL A64 of 87 Job : U18L0481A Seyco Incorporated Date: 06-12-18 Page: 1 Frame: FRAME LINE 6 By BG\louis.lo File: E02 - DESICN SUMMARY REPORT **• ------------------------------------------------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------------------------------------------------ Wide Flarge Members Shipping Mat'l Load Axial Axial Moment Bend Max Load Shear Shear Length Code ID Fy Comb Loc Kips Ratio Ft-kio Ratio Ratio Comb Loc Kips Ratio ________________________________________________________________________________________-___ _ RAF01 WF818 W 8x _8 50.0 32 6 0.4 0.00 28.8 0.69 0.69 32 7 5.13 0.23 ______________________________________________________________________________________________ Light Gage Channel Members Shipping Load Axial Axial Moment Bend V5M Max Load St-ear Shear Load Cr-p Crip Cr6M Length Mat'l Depth Thick Fy Comb Loc Kips Ratio Ft-kip Ratio Ratio Ratio Comb Loc Kips Ratio Comb Loc Kips R-i. Ratio ____________________________________________________________________________________________________________________________________ COLO1 (1) 085120 8.000 0.120 55.0 26_7 2.0 0.03 -3.4 0.28 0.28 0.31 26 14 -0.51 0.03 26 19a 2..0 0.03 -3.9 0.31 0.31 0.34 24 2Cb 0.96 0.06 COL02 (1) 085120 8.000 0.120 55.0 32 22 -17.9 0.80 0.0 0.00 0.60 0.90 26 22 -1..05 0.07 28 26a -5.6 0.26 -6.2 0.51 0.62 0.80 24 27b 1.50 0.09 COL03 (1) OBS120 8.000 0.120 55.0 26 31b 2.1 0.03 -5.9 0.49 0.49 0.53 26 29 -0.80 0.05 26 34 2.1 0.04 -5.8 0.40 0.48 0.52 24 36b 1.46 0.09 FrameWeight (lbs) = 1038 Deflections (in): Maximum dy = -0.63 - L/ 334 @ MOD 2, SW+RDL+COL-UOS Max. Live dy - -0.54 = L/ 460 @ MOD 2, LIVE ON LEFT AND RIGHT E/W col dx = 0.45 = L/ 398 @ COL02, SW+RDL+COL+0.75SL+0.45W5B U18LO481A LL A65 of 87 STRUCTURAL DESIGN CALCULATIONS FOR Seyco Incorporated 4509 Harlan Street Wheat Ridge, CO 80033 Seyco Addition Seyco Incorporated 4509 Harlan Street Wheat Ridge, CO 80033 U18LO481A BUILDING LAYOUT Width (ft)= 90.0 Length (ft)= 97.0 Eave Height (ft)= 14.0/ 14.0 Roof Slope (rise/12 )= 0.96/ 1.00 BUILDING LOADS Roof Dead Load (psf )= 4.3 Wall Dead Load Left Endwall (psf )= 2.5 Right Endwall (psf )= 2.5 Front Sidewall(psf )= 2.5 Back Sidewall(psf )= 2.5 Live Load (psf )= 20.0 Collateral Load (psf )= 1.0 Snow Load (psf )= 21.0 Wind Speed (mph )= 115.0 Wind Code = 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= B Seismic Coeff (Fa*Ss) = 0.36 City Cl VN;east R idge Page 1 \Building U18LO481A LL A66 of 87 6/11/18 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U18LO481A Design Loads For Building Components: 6/11/18 4:22pm -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- FRONT SIDEWALL: --------------- BASIC LOADS: -----Edge_Strip_Ratio----- Basic Wind_ Load_ Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 24.5 0.44 0.60 5.60 1.11 1.23 1.11 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 21.4 -23.6 26.4 -28.6 21.4 -23.6 0.0 0.0 BACK SIDEWALL: --------------- Girt/Header Panel Jamb Parapet BASIC LOADS: -----Edge_Strip_Ratio----- Basic Wind_ Load_ Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 24.5 0.44 0.60 5.60 1.11 1.23 1.11 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 21.4 -23.6 26.4 -28.6 21.4 -23.6 0.0 0.0 LEFT ENDWALL: -------------- 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 4.3 1.0 20.0 21.0 0.0 24.5 0.44 0.60 5.60 1.11 1.23 1.11 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic Page 2 U18L0481A LL A67 of87 2.50 0.00 0.83 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 21.4 -23.6 Column 21.4 -23.6 Girt/Header 21.4 -23.6 Jamb 26.4 -28.6 Panel 43.9 -36.1 Parapet 36.7 -24.5 Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Surf---Wind_1-- ---Wind 2-- Long Surface Id Left Right Left Right Wind Friction 1 0.44 -0.65 0.76 -0.23 -0.66 0.00 2 -1.20 -0.69 -0.84 -0.33 -1.20 0.00 3 -0.69 -1.20 -0.33 -0.84 -0.69 0.00 4 -0.65 0.44 -0.23 0.76 -0.66 0.00 COLUMN, RAFTER & BRACING DESIGN LOADS: Load ---Live-----Add-Snow- Wind -1 Wind -2 Long_Wind Column -Wind Long Tran Aux -Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 102 1 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 0.00 0 0.00 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 0.00 0 0.00 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 0.00 0 0.00 4 1.00 1.00 0.00 0.00 0.01 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 1 1.00 5 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 0.00 0 0.00 6 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 0.00 0 0.00 7 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 0.60 0.00 0.00 0.00 0 0.00 8 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 0.60 0.00 0.00 0 0.00 9 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 0.60 0.00 0.00 0.00 0 0.00 10 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 0.60 0.00 0.00 0 0.00 11 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 0.60 0.00 0.00 0.00 0 0.00 12 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 0.60 0.00 0.00 0 0.00 13 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 0.60 0.00 0.00 0.00 0 0.00 14 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 0.60 0.00 0.00 0 0.00 15 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 0.60 0.00 0.00 0.00 0 0.00 Buiidir;y„i is Dl} Page 3 U18LO481A LL A68 of 87 16 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 0.60 0.00 0.00 0.00 0 0.00 17 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 0.60 0.00 0.00 0 0.00 18 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 0.60 0.00 0.00 0 0.00 19 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 0.45 0.00 0.00 0.00 0 0.00 20 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 0.45 0.00 0.00 0 0.00 21 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 0.45 0.00 0.00 0.00 0 0.00 22 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 0.45 0.00 0.00 0 0.00 23 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 0.45 0.00 0.00 0.00 0 0.00 24 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 0.00 0 0.00 25 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 0.45 0.00 0.00 0.00 0 0.00 26 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 0.00 0 0.00 27 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 28 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 0.45 0.45 0.00 0.00 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 30 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 0.45 0.00 0.45 0.00 0.00 0 0.00 31 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 0.45 0.00 0.00 0.00 0 0.00 32 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 0.45 0.00 0.00 0 0.00 33 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 0.45 0.00 0.00 0.00 0 0.00 34 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 0.45 0.00 0.00 0 0.00 35 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 0.45 0.00 0.00 0.00 0 0.00 36 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 0.00 0 0.00 37 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 0.45 0.00 0.00 0.00 0 0.00 38 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 0.00 0 0.00 39 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 40 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 0.45 0.45 0.00 0.00 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 42 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 0.45 0.00 0.45 0.00 0.00 0 0.00 43 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 0.60 Page 4 U18LO481A LL A69 of 87 0.00 0.00 0.00 0 0.00 44 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 0.00 0 0.00 45 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 0.60 0.00 0.00 0.00 0 0.00 46 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 0.00 0 0.00 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 0.60 0.00 0.00 0.00 0 0.00 48 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 0.00 0 0.00 49 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 0.60 0.00 0.00 0.00 0 0.00 50 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 0.00 0 0.00 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 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 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 0.60 0.00 0.00 0.00 0 0.00 53 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 0.00 0 0.00 54 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 0.00 0 0.00 55 1.03 1.03 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 0.70 0 0.00 56 1.03 1.03 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 -0.70 0 0.00 57 1.03 1.03 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 0 0.00 58 1.03 1.03 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 0 0.00 59 0.57 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 0.70 0 0.00 60 0.57 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 -0.70 0 0.00 61 1.00 1.00 0.00 0.00 0.01 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 2 1.00 62 1.00 1.00 0.00 0.00 0.01 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 2 0.75 63 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 64 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 65 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 66 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 67 1.00 1.00 0.00 0.00 0.01 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 3 1.00 68 1.00 1.00 0.00 0.00 0.01 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 3 0.75 69 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00<, 0.45 0.00 0.00 3 0.75 70 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.�B<Idlng 0.00. 0.0.45 0.00 0.00 3 0.75 Page 5 Uivison 0.00 0.00 0.00 0 0.00 80 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 0.00 0 0.00 81 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 0.00 0 0.00 82 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 0.00 0 0.00 83 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 84 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 0.45 0.00 0.00 0.00 0.00 0 0.00 85 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 0.00 0 0.00 86 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 0.00 0 0.00 87 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 0.00 0.00 0.00 0 0.00 88 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 0.00 0 0.00 89 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 0.00 0 0.00 90 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 0.00 0 0.00 91 1.00 1.00 0.00 0.75 0.01 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 2 0.75 92 1.00 1.00 0.00 0.75 0.01 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 3 0.75 93 1.00 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 0.60 0.00 0.00 0.00 0 0.00 94 1.00 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 0.60 0.00 0.00 0 0.00 95 1.00 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 0.60 0.00 0.00 0.00 0 0.00 96 1.00 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 0.60 0.00 0.00 0 0.00 97 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 98 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 0.60 0.60 Page 6 U18LO481A LL A70 of 87 71 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 72 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 73 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 0.00 0 0.00 74 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 0.00 0 0.00 75 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 0.00 0 0.00 76 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 0.00 0 0.00 77 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 78 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 0.45 0.00 0.00 0.00 0.00 0 0.00 79 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 0.00 0 0.00 80 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 0.00 0 0.00 81 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 0.00 0 0.00 82 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 0.00 0 0.00 83 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 84 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 0.45 0.00 0.00 0.00 0.00 0 0.00 85 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 0.00 0 0.00 86 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 0.00 0 0.00 87 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 0.00 0.00 0.00 0 0.00 88 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 0.00 0 0.00 89 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 0.00 0 0.00 90 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 0.00 0 0.00 91 1.00 1.00 0.00 0.75 0.01 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 2 0.75 92 1.00 1.00 0.00 0.75 0.01 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 3 0.75 93 1.00 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 0.60 0.00 0.00 0.00 0 0.00 94 1.00 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 0.60 0.00 0.00 0 0.00 95 1.00 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 0.60 0.00 0.00 0.00 0 0.00 96 1.00 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 0.60 0.00 0.00 0 0.00 97 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 98 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 0.60 0.60 Page 6 U18LO481A LL A71 of 87 0.00 0.00 0.00 0 0.00 99 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.02 0.60 0.00 0.00 0 0.00 100 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 0.60 0.00 0.60 0.00 0.00 0 0.00 101 1.03 1.03 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 0.52 0 0.00 102 1.03 1.03 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 -0.52 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add -Load Aux Id Name Load Id Coeff 3 1 MIN_SNOW 2 1 1.00 2 1.00 2 E1UNB_SL_L 3 3 0.30 4 1.00 5 0.56 3 E1UNB_SL_R 3 4 0.30 3 1.00 6 0.58 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co D11 D12 Dist 6 1 2 U_SNOW D -0.27 -0.27 0.08 0.00 46.15 2 3 U_SNOW D -0.27 -0.27 -0.08 0.00 44.15 3 3 U_SNOW D -0.19 -0.19 -0.08 0.00 44.15 4 2 U_SNOW D -0.19 -0.19 0.08 0.00 46.15 5 2 U_SNOW D -0.19 -0.19 0.08 24.30 46.15 6 3 U SNOW D -0.19 -0.19 -0.08 0.00 21.93 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI - 2 2 35.00 1.00 46.15 0.57 WINDRI - 3 2 9.15 0.57 44.15 1.00 WINDL2 R 2 2 35.00 1.00 46.15 0.39 WINDR2 R 3 2 9.15 0.39 44.15 1.00 WINDL2 C 2 2 35.00 1.00 46.15 0.57 WINDR2 C 3 2 9.15 0.57 44.15 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 4.3 1.0 20.0 21.0 0.0 24.5 0.44 0.60 5.60 1.11 1.23 1.11 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Ctzv<> Dead Girt Load Wind Seismic „fie 4�` 2.50 0.00 0.95 0.00 0.00 -e Page 7 \Building Diviso U18LO481A LL A72 of 87 WIND PRESSURE/SUCTION: Wind Wind Long Press Suct Left 21.4 -23.6 Column 21.4 -23.6 Girt/Header 21.4 -23.6 Jamb 26.4 -28.6 Panel 43.9 -36.1 Parapet 36.7 -24.5 Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Surf ---Wind 1-- --- Wind 2-- Long Surface Id Left Right Left Right Wind Friction 1 0.43 -0.65 0.75 -0.22 -0.65 0.00 2 -1.17 -0.68 -0.81 -0.32 -1.17 0.00 3 -0.68 -1.17 -0.32 -0.81 -0.68 0.00 4 -0.65 0.43 -0.22 0.75 -0.65 0.00 COLUMN, RAFTER & BRACING DESIGN LOADS: Load ---Live-----Add-Snow- Wind -1 Wind -2 Long_Wind Column -Wind Long Tran Aux -Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 124 1 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 0.00 0 0.00 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 0.00 0 0.00 3 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 0.00 0 0.00 4 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 0.00 0 0.00 5 1.00 1.00 0.00 0.00 0.01 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 1 1.00 6 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 0.00 0 0.00 7 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 0.00 0 0.00 8 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 0.00 0 0.00 9 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 0.60 0.00 0.00 0.00 0 0.00 10 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 0.60 0.00 0.00 0 0.00 11 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 0.60 0.00 0.00 0.00 0 0.00 12 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 0.60 0.00 0.00 0 0.00 13 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 0.60 0.00 0.00 0.00 0 0.00 14 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 0.60 0.00 0.00 0 0.00 15 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 0.60 0.00 0.00 0.00 0 0.00 16 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 Page 8 U18L0481A LL A73 of 87 0.60 0.00 0.00 0 0.00 17 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 0.60 0.00 0.00 0.00 0 0.00 18 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 0.60 0.00 0.00 0.00 0 0.00 19 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 0.60 0.00 0.00 0 0.00 20 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 0.60 0.00 0.00 0 0.00 21 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 0.45 0.00 0.00 0.00 0 0.00 22 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 0.45 0.00 0.00 0 0.00 23 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 0.45 0.00 0.00 0.00 0 0.00 24 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 0.45 0.00 0.00 0 0.00 25 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 0.45 0.00 0.00 0.00 0 0.00 26 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 0.00 0 0.00 27 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 0.45 0.00 0.00 0.00 0 0.00 28 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 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 30 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 0.45 0.45 0.00 0.00 0.00 0 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 32 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 0.45 0.00 0.45 0.00 0.00 0 0.00 33 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 0.45 0.00 0.00 0.00 0 0.00 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 0.45 0.00 0.00 0 0.00 35 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 0.45 0.00 0.00 0.00 0 0.00 36 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 0.45 0.00 0.00 0 0.00 37 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 0.45 0.00 0.00 0.00 0 0.00 38 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 0.00 0 0.00 39 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 0.45 0.00 0.00 0.00 0 0.00 40 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 0.00 0 0.00 41 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 42 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' 5 0.45 0.00 0.00 0.00 0 0.00 43 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00QO�45 0.00 0.' 0 0.45 0.00 0.00 0 0.00 eat RidgePage 9ding Divison U18LO481 A LL A74 of 87 44 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 0.45 0.00 0.45 0.00 0.00 0 0.00 45 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 0.45 0.00 0.00 0.00 0 0.00 46 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 0.45 0.00 0.00 0 0.00 47 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 0.45 0.00 0.00 0.00 0 0.00 48 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 0.45 0.00 0.00 0 0.00 49 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 0.45 0.00 0.00 0.00 0 0.00 50 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 0.00 0 0.00 51 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 0.45 0.00 0.00 0.00 0 0.00 52 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 0.00 0 0.00 53 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.45 0.00 0.00 0.00 0 0.00 54 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 0.45 0.45 0.00 0.00 0.00 0 0.00 55 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0 0.00 56 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 0.45 0.00 0.45 0.00 0.00 0 0.00 57 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 0.60 0.00 0.00 0.00 0 0.00 58 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 0.00 0 0.00 59 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 0.60 0.00 0.00 0.00 0 0.00 60 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 0.00 0 0.00 61 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 0.60 0.00 0.00 0.00 0 0.00 62 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 0.00 0 0.00 63 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 0.60 0.00 0.00 0.00 0 0.00 64 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 0.00 0 0.00 65 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 0.00 0 0.00 66 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 0.00 0 0.00 67 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 0.00 0 0.00 68 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 0.00 0 0.00 69 1.03 1.03 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 0.70 0 0.00 70 1.03 1.03 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 -0.70 0 0.00 71 1.03 1.03 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 Page 10 U18L0481A LL A75 of 87 0.00 0.00 0.52 0 0.00 72 1.03 1.03 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 0 0.00 73 0.57 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 0.70 0 0.00 74 0.57 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 -0.70 0 0.00 75 1.00 1.00 0.00 0.00 0.01 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 2 1.00 76 1.00 1.00 0.00 0.00 0.01 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 2 0.75 77 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 78 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 79 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 80 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 2 0.75 81 1.00 1.00 0.00 0.00 0.01 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 3 1.00 82 1.00 1.00 0.00 0.00 0.01 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 3 0.75 83 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 84 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 85 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 86 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 3 0.75 87 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 0.00 0 0.00 88 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 0.00 0 0.00 89 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 0.00 0 0.00 90 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 0.00 0 0.00 91 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 92 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 0.45 0.00 0.00 0.00 0.00 0 0.00 93 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 0.00 0 0.00 94 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 0.00 0 0.00 95 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 0.00 0 0.00 96 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 0.00 0 0.00 97 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 98 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 0.45 0.00 0.00 0.00 0.00 0 0.00 s Builoirsg Divisc� �� Page 11 U18LO481 A LL A76 of 87 99 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 0.00 0 0.00 100 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 0.00 0 0.00 101 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 0.00 0 0.00 102 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 0.00 0 0.00 103 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 104 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 0.45 0.00 0.00 0.00 0.00 0 0.00 105 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 0.00 0 0.00 106 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 0.00 0 0.00 107 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 0.00 0.00 0.00 0 0.00 108 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 0.00 0 0.00 109 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 0.00 0 0.00 110 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 0.00 0 0.00 111 1.00 1.00 0.00 0.75 0.01 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 2 0.75 112 1.00 1.00 0.00 0.75 0.01 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 3 0.75 113 1.00 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 0.60 0.00 0.00 0.00 0 0.00 114 1.00 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 0.60 0.00 0.00 0 0.00 115 1.00 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 0.60 0.00 0.00 0.00 0 0.00 116 1.00 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 0.60 0.00 0.00 0 0.00 117 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 118 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 0.60 0.60 0.00 0.00 0.00 0 0.00 119 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 120 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 0.60 0.00 0.60 0.00 0.00 0 0.00 121 1.03 1.03 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 0.52 0 0.00 122 1.03 1.03 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 -0.52 0 0.00 123 1.03 1.03 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 0.52 0 0.00 124 1.03 1.03 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 -0.52 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add -Load Page 12 STEPPED LOAD COEFFICIENTS: Basic U18LO481A No. ------------- LL ------------- A77 of 87 Aux Id Name Load Id Coeff Coef Locate Coef WINDLI - 3 1 MIN_SNOW 2 1 1.00 WINDRI - 3 2 11.15 0.58 46.15 2 1.00 R 2 2 35.00 2 E2UNB_SL_L 3 3 0.30 3 2 11.15 0.39 46.15 1.00 WINDL2 4 1.00 2 35.00 1.00 44.15 0.58 WINDR2 C 5 0.58 11.15 0.58 46.15 1.00 3 E2UNB_SL_R 3 4 0.30 Zone --Purlin--- ---Panel--- Id Id Zone 3 1.00 Press Suct Press Suct 1 2 6 1 0.00 6 0.56 1.00 1.00 ADDITIONAL LOADS: 5.60 1.00 1.18 1.00 1.68 No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co D11 D12 Dist 7 1 2 U_SNOW D -0.31 -0.31 0.08 0.00 44.15 2 3 U_SNOW D -0.31 -0.31 -0.08 0.00 46.15 3 3 U_SNOW D -0.22 -0.22 -0.08 0.00 46.15 4 2 U_SNOW D -0.22 -0.22 0.08 0.00 44.15 5 2 U_SNOW D -0.22 -0.22 0.08 22.22 44.15 6 3 U_SNOW D -0.22 -0.22 -0.08 0.00 21.85 7 2 DRIFT D 0.00 -0.34 0.08 36.74 44.15 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI - 2 2 35.00 1.00 44.15 0.58 WINDRI - 3 2 11.15 0.58 46.15 1.00 WINDL2 R 2 2 35.00 1.00 44.15 0.39 WINDR2 R 3 2 11.15 0.39 46.15 1.00 WINDL2 C 2 2 35.00 1.00 44.15 0.58 WINDR2 C 3 2 11.15 0.58 46.15 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 4.3 1.0 20.0 21.0 0.0 24.5 0.44 0.60 0.00 1.010 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct-Roof 16.0 -26.4 Purlins 16.0 -28.9 Panels 14.2 -2.7 -16.9 Long Bracing, Building 19.3 -6.1 Long Bracing, Wall Edge Zone 36.7 -24.5 19.6 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 5.60 1.00 1.18 1.00 1.68 4 5.60 0.00 1.00 1.18 1.00 1.68 rBuildlng 5 0.00 5.60 1.00 1.18 1.00 1.68Page 13 U18LO481A LL A78 of 87 7 5.60 5.60 1.00 1.18 1.00 2.53 8 5.60 5.60 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 5.60 1.00 1.18 1.00 1.68 5 0.00 5.60 1.00 1.18 1.00 1.68 6 5.60 0.00 1.00 1.18 1.00 1.68 9 5.60 5.60 1.00 1.18 1.00 2.53 10 5.60 5.60 1.00 1.18 1.00 2.53 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 26 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 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0 0.00 14 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0 0.00 15 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.45 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 18 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 4 1.00 19 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 5 1.00 20 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 6 1.00 21 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 7 1.00 22 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 23 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 24 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 25 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 3 -1.00 26 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 8 1.00 3 26 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 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 1 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 Page 14 U18L0481A LL A79 of 87 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0 0.00 14 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0 0.00 15 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.45 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 18 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 4 1.00 19 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 5 1.00 20 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 6 1.00 21 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 7 1.00 22 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 23 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 24 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 25 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 3 -1.00 26 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 8 1.00 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 18 1 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 2 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 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.00 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 0.00 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 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 0.00 11 1.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.03 1.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 14 1.03 1.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 15 1.03 1.03 0.00 0.75 0.75 0.00 0.00 0.00 0.00 -0.52 0 0.00 16 1.03 1.03 0.00 0.75 0.00 0.75 0.00 0.00 0.00 -0.52 0 0.00 17 0.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 18 0.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add -Load Aux Id Name Load Id Coef 8 1 MIN_SNOW 2 1 1.00 2 1.00 2 PAT -SLI 1 3 0.50 3 PAT -SL -2 1 7 0.50 4 PAT -SL -3 2 3 0.50 4 0.50 5 PAT -SL -4 2 4 0.50 5 0.50 6 PAT 2 5 0.50 -SL -5 6 0.50 7 PAT -SL -6 2 6 0.50 r.g 7 0.50 Page 15 U18LO481A LL 8 UNB_SL 4 12 1.00 13 0.56 14 1.00 15 0.58 ADDITIONAL LOADS: No. Add Surf Basic Load Fy Dx Add Id Id Load Type W1 W2 Dx1 Dx2 15 1 2 U_SNOW D -30.0 -30.0 0.0 46.1 2 3 U_SNOW D -30.0 -30.0 0.0 44.2 3 0 U_SNOW D -21.0 -21.0 0.0 17.5 4 0 U_SNOW D -21.0 -21.0 17.5 33.7 5 0 U_SNOW D -21.0 -21.0 33.7 55.7 6 0 U_SNOW D -21.0 -21.0 55.7 76.3 7 0 U_SNOW D -21.0 -21.0 76.3 97.0 8 3 DRIFT D -33.1 0.0 0.0 7.4 9 3 DRIFT D 0.0 -55.8 22.5 35.0 10 2 DRIFT D 0.0 -55.8 22.5 35.0 11 3 SLIDE D -8.3 -8.3 35.0 97.0 12 2 U_SNOW D -21.0 -21.0 0.0 46.1 13 2 U_SNOW D -21.0 -21.0 24.3 46.1 14 3 U_SNOW D -21.0 -21.0 0.0 44.2 15 3 U SNOW D -21.0 -21.0 0.0 21.9 U18LO481A Seismic Design Report: ------------------------------------------------------ ------------------------------------------------------ Building Data ------------- Code Length Width Left Eave Height Right Eave Height Seismic Formula --------------- Base Shear, V 97. c. 90..c .. .. = 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*Ie*W Vmax = Sd1*Ie*W/(T*R) A80 of 87 Conc Dist 6/11/18 4:22pm ------------------ ------------------ T(Moment_Frame) = 0.255 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) T(Braced_Frame) = 0.159 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 = 0.362 Page 16 U18LO481A LL A81 of 87 Zone/Design Category= B Ie = 1.000 S1 = 0.059 Sd1 = 0.094 Sds = 0.241 Seismic Dead Load, W Frame Dead = 5.00 (psf ) Cs = 0.0804 0.0804 Roof Dead = 4.25 (psf ) 7.48 (k ) Force, E = Collateral (**%)= 1.00 (psf ) R = 3.00, Rho= 1.00, Omega= 2.50 Force, Roof Total = 10.25 (psf ) Weight= 89.48 (k ) L_EW Dead = 2.50 (psf ) Weight= 1.78 (k ) F_SW Dead = 2.50 (psf ) Weight= 1.70 (k ) R_EW Dead = 2.50 (psf ) Weight= 1.78 (k ) B_SW Dead = 2.50 (psf ) Weight= 1.70 (k ) Total = 96.44 (k ) Seismic Forces -------------- Roof Bracing Endwall Bracing Left R = 3.00, Rho= 1.00 Cs = 0.0804 0.0804 W = 93.04 (k ) Force, V = 7.48 (k ) Force, E = 7.48 (k ) Sidewall Bracing Force, Front R = 3.00, Rho= 1.00, Omega= 2.50 Force, Cs = 0.0804 W = 48.71 (k ) Force, V = 3.92 (k ) Force, Em = 9.79 (k ) Force, E = 3.92 (k ) Back R = 3.00, Rho= 1.00, Omega= 2.50 0.95 (k ) Cs = 0.0804 Em = W = 48.70 (k ) Force, V = 3.92 (k ) Force, Em = 9.79 (k ) Force, E = 3.92 (k ) Endwall Bracing Left R = 3.00, Rho= 1.00, Omega= 2.50 Cs = 0.0804 W = 10.32 (k ) Force, V = 0.83 (k ) Force, Em = 2.08 (k ) Force, E = 0.83 (k ) Right R = 3.00, Rho= 1.00, Omega= 2.50 Cs = 0.0804 W = 11.82 (k ) Force, V = 0.95 (k ) rB.IiIdng Force, Em = 2.38 (k ) Page 17 U18L0481A Force, E = 0.95 (k ) Rigid Frames LL R = 3.00, Rho= 1.00 Cs = 0.0804 Frame 1 W = 22.14 (k ) Force, V = 1.78 (k ) Force, E = 1.78 (k ) End Plates Frame R = 3.00, Omega= 1.00 Total Base Shear Longitudinal Force, V = 7.83 (k ) Transverse Force, V = 8.90 (k ) A82 of 87 Purlin & Bracing Results --- RoofDes.out U18L0481A Purlin Layout(Surface= 2) 6/11/18 3:58pm PURLIN SYSTEM COMBINATIONS: System ------- Purlin ------ Added_Purlin Total Show ------Max_UC------ Id Depth Row Weight Row Weight Weight Report Purlin Panel Table ------ ----- ---------- ----------------- ------ ------ ----- ----- 1 8.0 9 3972.8 0 0.0 3972.8 Y 0.92 0.43 2 8.0 9 3972.8 6 738.5 4711.3 0.93 0.43 3 8.0 9 3972.8 8 850.9 4823.7 0.93 0.43 SURFACE LAYOUT: Surface No. Peak Id Length Row Space ------- ------- --- ----- 2 46.146 9 1.333 PURLIN LOCATION: Purlin Surf Load Dead Show ------Max_Load------ Id Offset Space Width Load Report Id UC Report Notes ------ ------ ----- ----- ----- ------ --- ------------- ------ 1 4.813 4.813 4.906 1.00 Y 4 0.84 Mom+Shr C 2 9.813 5.000 5.000 0.98 Y 4 0.85 Mom+Shr C 3 14.813 5.000 5.000 0.98 Y 4 0.85 Mom+Shr C 4 19.813 5.000 5.000 0.98 Y 4 0.85 Mom+Shr C 5 24.813 5.000 5.000 0.98 Y 4 0.85 Mom+Shr C 6 29.813 5.000 5.000 0.98 Y 26 0.92 Mom+Shr C 7 34.813 5.000 5.000 0.98 Y 26 0.92 Mom+Shr C 8 39.813 5.000 5.000 0.98 Y 26 0.92 Mom+Shr C 9 44.813 5.000 3.833 1.27 Y 26 0.68 Mom,Shr 46.146 1.333 Average= 1.01 Page 18 U18LO481 A LL A83 of 87 C - Purlin cut by opening LAYOUT: Bay PURLINS: Design ---Lap(ft)-- No. Unit Total Id ---- Part -------- Length ------ Left ----- Right ----- Strap ----- Weight ------ Weight ------ LExt 08Z060 0.33 Offset ------ Id --- 0 1.0 8.8 1 08Z060 17.17 1 1.81 2 55.9 503.0 2 08Z067 16.17 1.81 1.81 2 65.1 585.9 3 08Z099 22.00 1.81 1.81 2 124.5 1120.8 4 08Z099 20.67 1.81 1.81 2 118.1 1062.5 5 08Z099 20.33 1.81 C 2 107.6 968.7 RExt 08Z099 0.33 3.00 08Z099 0 1.6 14.6 Total(lb)= 473.8 4264.3 REVISED PURLINS: Surf Bay Purlin Surf Bay Bay_Offset ------ Offset ------ Id Part ----------- ----Lap---- Id ------ Offset ------ Id --- Start ----- End ----- Part -------- Opt --- Left Right 1 4.81 3 0.00 3.00 08Z099 C ----- 1.81 ----- 0.00 1 4.81 3 9.00 22.00 08Z099 C 0.00 1.81 2 9.81 3 0.00 3.00 08Z099 C 1.81 0.00 2 9.81 3 9.00 22.00 08Z099 C 0.00 1.81 3 14.81 3 0.00 3.00 08Z099 C 1.81 0.00 3 14.81 3 9.00 22.00 08Z099 C 0.00 1.81 4 19.81 3 0.00 3.00 08Z099 C 1.81 0.00 4 19.81 3 9.00 22.00 08Z099 C 0.00 1.81 5 24.81 3 0.00 3.00 08Z099 C 1.81 0.00 5 24.81 3 9.00 22.00 08Z099 C 0.00 1.81 6 29.81 3 0.00 3.00 08Z099 C 1.81 0.00 6 29.81 3 9.00 22.00 08Z099 C 0.00 1.81 7 34.81 3 0.00 3.00 08Z099 C 1.81 0.00 7 34.81 3 9.00 22.00 08Z099 C 0.00 1.81 8 39.81 3 0.00 3.00 08Z099 C 1.81 0.00 8 39.81 3 9.00 22.00 08Z099 C 0.00 1.81 C - Purlin cut by opening ADDITIONAL PURLINS: Surf Bay Design ----Lap---- Total ------Max_Load ------ Offset ------ Id Part ----------- Opt Length --- ------ Left Right ----- ----- Weight ------ Id UC --- ---- Report --------- 2.13 3 W8x18 F 22.00 0.00 0.00 396.0 4 1.03 Mom,Shr 44.01 3 W8x18 F 22.00 0.00 0.00 396.0 4 1.03 Mom,Shr F - Roof opening framing LOAD COMBINATIONS: 4 - Dead+Collateral+MIN SNOW 26 - Dead+Collateral+UNB_SL 't v Page 19 U18LO481A LL A84 of 87 U18LO481A Purlin Layout(Surface= 3) 6/11/18 3:58pm -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- PURLIN SYSTEM COMBINATIONS: System ------- Purlin ------ Added_Purlin Total Show ------ Max -UC ------ Id Depth Row Weight Row Weight Weight Report Purlin Panel Table ------ ----- ---------- ----------------- ------ ------ ----- ----- 1 8.0 9 3563.2 0 0.0 3563.2 Y 0.90 0.43 2 8.0 9 3563.2 4 803.0 4366.2 0.95 0.43 3 8.0 9 3563.2 6 906.1 4469.3 0.95 0.43 SURFACE LAYOUT: Surface Id Length 3 44.153 PURLIN LOCATION: Purlin Surf Id Offset 1 1.333 2 6.333 3 11.333 4 16.333 5 21.333 6 26.333 7 31.333 8 36.333 9 41.333 44.153 LAYOUT: Bay Id Part LExt 08ZO60 1 08Z060 2 08ZO60 3 08ZO60 4 08ZO60 5 08Z089 RExt 08ZO89 REVISED PURLINS: Purlin Surf Id Offset No. Peak Row Space 9 1.333 Average= 0.86 Notes C C - Purlin cut by opening Design ---Lap(ft)-- Load Dead Show ------ Max -Load ------ Space Width Load Report Id UC Report 1.333 3.833 1.06 Y 2 0.89 Mom+Shr 5.000 5.000 0.82 Y 26 0.90 Mom+Shr 5.000 5.000 0.82 Y 26 0.90 Mom,Shr 5.000 5.000 0.82 Y 26 0.90 Mom,Shr 5.000 5.000 0.82 Y 4 0.82 Mom,Shr 5.000 5.000 0.82 Y 4 0.82 Mom,Shr 5.000 5.000 0.82 Y 4 0.82 Mom,Shr 5.000 5.000 0.82 Y 4 0.82 Mom,Shr 5.000 3.910 1.04 Y 4 0.64 Mom,Shr 2.819 Average= 0.86 Notes C C - Purlin cut by opening Design ---Lap(ft)-- No. Unit Total Length ------ ----- Left Right ----- Strap ----- Weight ------ Weight ------ 0.33 0 1.0 8.8 17.17 3.50 2 60.9 547.8 16.17 3.50 2.94 2 66.6 599.1 22.00 2.94 2.94 2 82.1 738.8 20.67 2.94 3.50 2 79.8 718.4 20.33 3.50 2 104.1 937.2 0.33 0 1.5 13.1 Total(lb)= 395.9 3563.2 Bay Bay_Offset ----Lap---- Id Start End Part Opt --- Left ----- Right ----- --- ----- ----- -------- Page 20 U18LO481A LL A85 of 87 2 6.33 3 0.00 3.00 08Z060 C 2.94 0.00 2 6.33 3 9.00 22.00 08Z060 C 0.00 2.94 C - Purlin cut by opening ADDITIONAL PURLINS: Surf Bay Design ----Lap---- Total ------ Max _ Load ------ Offset Id Part Opt Length Left Right Weight Id UC Report ------ 2.14 ----------- 3 W8x10 --- F ------ 22.00 ----- 0.00 ----- 0.00 ------ 220.0 --- 2 ---- 0.69 --------- Mom,Shr 8.90 3 W8x10 F 22.00 0.00 0.00 220.0 26 0.67 Mom,Shr F - Roof opening framing LOAD COMBINATIONS: 2 - Dead+Collateral+Snow+Snow Drift 4 - Dead+Collateral+MIN SNOW 26 - Dead+Collateral+UNB SL -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- U18LO481A Roof Diagonal Bracing 6/11/18 3:58pm -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- PANEL SHEAR: Limit = 0.0 Calc Wind = 29.3 Seismic = 52.3 DIAGONAL BRACING: Brace _Tension(k ) Bay Brace -Locate ------ Diag_Brace ----- ---- Wind ---- ---Seismic-- Max Id Start End Type Size Part Calc Limit Calc Limit UC KL/R ----------------- ---- -------------- ----- ----- ----- ----- ---- ---- 2 0.00 21.00 R 0.625 RDB- 4.66 7.34 3.33 7.34 0.64 21.00 33.50 R 0.625 RDB- 1.26 7.34 1.31 7.34 0.18 33.50 46.00 R 0.625 RDB- 1.26 7.34 0.41 7.34 0.17 46.00 68.00 R 0.625 RDB- 1.76 7.34 1.20 7.34 0.24 68.00 90.00 R 0.625 RDB- 4.75 7.34 3.39 7.34 0.65 -------------------------------------------------------------------------------- U18LO481A Sidewall Diagonal Bracing 6/11/18 3:58pm PANEL SHEAR: Wall Base Wind Seismic Id Length Calc Calc Limit ---- ------ ------------ ----- 2 97.0 39.3 70.6 72.8 4 33.7 113.2 203.5 72.8 i:ityc_f DIAGONAL BRACING: vV'°ec71ryECag@ Brace_Tension(k ) BUII[ji� �iViSnn . Page 21 U18LO481A LL A86 of 87 Wall Bay Brace_Locate------ Diag_Brace ---- ----Wind--- --Seismic-- Max Id Id Bot Top Type Size Part Calc Limit Calc Limit UC KL/R ---- ----- ----- ----- ---- -------------- ----- ----- ----- ----- ---- ---- 2 2 0.0 14.0 R 0.750 RDC- 4.75 10.85 8.53 10.85 0.79 4 4 0.0 14.0 R 0.750 RDC - 4.75 10.85 8.53 10.85 0.79 Front Sidewall Results --- SwDes-F.out Bldg3 Wall 2 - Bypass Girt Layout 6/ 5/18 9:23am GIRT LAYOUT: Des Bay Locate Id Id Part ------ --- --- -------- 7.50 1 1 08ZO54 2 08ZO54 3 08ZO54 4 08ZO54 5 08ZO54 ------ --- --- -------- 10.50 2 1 08ZO54 3 5 08ZO54 Bay_Offset Design ---Extend-- Start End Length Left Right Weight ----- ----- ------ ----- ----- ------ 0.00 17.50 17.17 0.00 1.25 48.8 0.00 16.17 16.17 1.25 1.25 49.5 0.00 22.00 22.00 1.25 1.25 64.9 0.00 20.67 20.67 1.25 1.25 61.4 0.00 20.67 20.33 1.25 0.00 57.2 ----- ----- ------ ----- ----- ------ 0.00 17.50 17.17 0.00 0.00 45.5 0.00 20.67 20.33 0.00 0.00 53.9 ---- Max_Load --- Id UC Report Rot -- ----------- --- WS 0.56 Moment D WS 0.66 Mom+Shr D WS 0.82 Mom+Shr D WS 0.82 Mom+Shr D WS 0.77 Mom+Shr D -- ----------- --- WS 0.63 Moment D WS 0.87 Moment D WS - 0.6Wind Suction Back Sidewall Results --- SwDes-B.out Bldg3 Wall 4 - Bypass Girt Layout 6/ 5/18 9:24am GIRT LAYOUT: Des Bay Locate Id Id Part ------ --- --- -------- 7.50 1 4 08Z054 5 08ZO54 ------ --- --- -------- 10.50 2 4 08ZO54 5 08ZO54 Bay_Offset Design ---Extend-- Start End Length Left Right Weight ----- ----- ------ ----- ----- ------ 0.00 16.17 16.17 0.00 1.25 46.2 0.00 17.50 17.17 1.25 0.00 48.8 ----- ----- ------ ----- ----- ------ 0.00 16.17 16.17 0.00 1.25 46.2 0.00 17.50 17.17 1.25 0.00 48.8 ---- Max -Load --- Id UC Report Rot -- ----------- --- WS 0.63 Mom+Shr D WS 0.64 Mom+Shr D -- ----------- --- WS 0.38 Mom+Shr D WS 0.39 Mom+Shr D WS - 0.6Wind Suction Left Endwall Results --- EwDes-L.out Bldg3 Wall 1 - Flush Girt Layout 6/ 5/18 9:24am Page 22 WS - 0.6Wind Suction Right Endwall Results --- EwDes-R.out Bldg3 Wall 3 - Flush Girt Layout 6/ 5/18 9:24am GIRT LAYOUT: Bay U18L0481A Bay_Offset LL Id Id Locate Part A87 of 87 GIRT LAYOUT: ---- 1 ------ 7.500 -------- 08ZO54 ----- 0.00 ----- 5.00 2 7.500 08ZO54 17.00 Bay Girt 3 10.500 Bay_Offset 0.00 Design Load --- Max 17.00 22.00 Id --- Id ---- Locate ------ Part -------- Start End Length Weight Width Id -Load--- UC Report Rot 1 1 7.500 08ZO75 ----- 0.00 ----- 21.00 ------ 20.00 ------ 73.6 ----- 5.25 -- WS ---- 0.92 ------ Moment --- D --- 2 ---- 10.500 ------ 08ZO60 -------- 0.00 21.00 20.00 58.9 4.08 WS 0.92 Moment D 2 3 7.500 08ZO99 ----- 0.00 ----- 25.00 ------ 24.33 ------ 118.3 ----- 5.25 -- WS ---- 0.96 ------ Moment --- D --- 4 ---- 10.500 ------ 08Z099 -------- 0.00 25.00 24.33 118.3 5.08 WS 0.93 Moment D 3 5 7.500 08ZO75 ----- 0.00 ----- 22.00 ------ 21.33 ------ 78.5 ----- 5.25 -- WS ---- 1.03 ------ Moment --- D --- 6 ---- 10.500 ------ 08ZO75 0.00 22.00 21.33 78.5 5.07 WS 0.99 Moment D 4 7 7.500 -------- 08ZO54 ----- 0.00 ----- 5.00 ------ 4.33 ------ 11.5 ----- 5.25 -- WS ---- 0.09 ------ Shear --- D 8 7.500 08ZO54 17.00 22.00 4.00 10.6 5.25 WS 0.09 Shear D 9 10.500 08Z054 0.00 5.00 4.33 11.5 4.16 WS 0.07 Shear D 10 10.500 08ZO54 17.00 22.00 4.00 10.6 4.16 WS 0.07 Shear D WS - 0.6Wind Suction Right Endwall Results --- EwDes-R.out Bldg3 Wall 3 - Flush Girt Layout 6/ 5/18 9:24am GIRT LAYOUT: Bay Girt Bay_Offset Id Id Locate Part Start End --- 1 ---- 1 ------ 7.500 -------- 08ZO54 ----- 0.00 ----- 5.00 2 7.500 08ZO54 17.00 22.00 3 10.500 08ZO54 0.00 5.00 4 10.500 08Z054 17.00 22.00 --- 2 ---- 5 ------ 7.500 -------- 08ZO75 ----- 0.00 ----- 22.00 6 10.500 08ZO89 0.00 22.00 --- 4 ---- 7 ------ 9.583 -------- 08CO60 ----- 0.00 ----- 21.00 Design Load --- Max -Load --- Length Weight Width Id UC Report Rot ------ ------ ----- -- ---- ------ --- 4.00 10.6 5.25 WS 0.09 Shear D 4.33 11.5 5.25 WS 0.09 Shear D 4.33 11.5 4.16 WS 0.08 Shear D 4.67 12.4 4.16 WS 0.07 Shear D ------ ------ ----- -- ---- ------ --- 21.33 78.5 5.25 WS 1.03 Moment D 22.00 96.1 5.07 WS 0.85 Moment D 20.00 58.9 3.04 WS 0.73 Moment U Page 23 WS - 0.6Wind Suction CANAM STEEL BUILDING CORPORATION O Number U18LO481A Name Seyco Addition Location: City, County, State Wheat Ridge, Jefferson, CO Customer Seyco Incorporated Required Manuals Wall Sheeting H8300 - Erection Manual CFR Roof Sheeting H8260 - Erection Manual FOR BUILDING ERECTION This is not an approval set. Your building is being tabricated. No changes can be made. Drawing Index Cover Sheet: C1, C2, C3, C4 Anchor Bolt Plan: F1, F2 Primary Plans/Sections: P1, P2, P3, P4, P5 P6 Roof Framing Plans: R1, R2 Wall Framing Elevations: W1, W2, W3 W4, W5 Details: D1, D2, D3, D4, D5 D6, D7 Sheeting Drawings: S1, S2, S3, S4, S5 S6, S7 Sheeting Details: SD1, SD2, SD3, SD4 SD5, SD6, SD7, SD8 0 SD9 O gage ideevie ed for CoCompliance X�z1�� I 1S x n)i� /r!' Date YaMity of permit: fhi issuance of o permit or approval of plans specipcote" and computations shall not be o permot/or, or an approval of, any vrolabon to any of the provisions of the building code or of any City oriAiwnces. permft presumvng to give authority to violate or cancel the pravfsbns of the &Akiling codes or other ordmonoes of the City shall not be valid rZ 0 U z 0 D m J 0 0 a 0 L �pDO L O ' � n S39 F Po�SrONAL -- G LL 0 M -5H. uao 6 `Q V Lj ul Q` O ti m L 0 ^` 0 H i U �. r6U W 0 UU C 0 W L ^, (] W 0 Q 00 Q< co Z K vC)i O..0 J 00 Z d C/) U U) �pDO L O ' � n S39 F Po�SrONAL -- G LL 0 M -5H. uao 6 `Q V Lj ul Q` O Notes and Specifications: Buildlna A Buildina B Building Erection Notes 1) The general contractor and/or erector is responsible to safely and properly erect the metal building system in conformance with these drawings, OSHA requirements, and either MBMA or CSA S16 standards pertaining to proper erection. This includes, but is not limited to, the correct use of temporary guys and bracing where needed for squaring, plumbing, and securing the structural and secondary framing. Secondary wall framing members( girls or bar joists) are not designed to function as a work platform or provide safety tie off attachment in accordance with OSHA requirements. Secondary roof framing members (purlins or bar joists) are not designed to provide safety tie off attachment in accordance with OSHA requirements. 2) A325 & A490 Bolt tightening requirements: It is the responsibility of the erector to ensure proper bolt tightness in accordance with applicable regulations. For projects in the United States, see the RCSC Specification for Structural Joints Using A325 or A490 Bolts or for projects in Canada, see the CAN/CSA S16 Limit States Design of Steel Structures for more information. The following criteria may be used to determine the bolt tightness (i.e., "snug -fight" or "fully -pretensioned"), unless required otherwise by local jurisdiction or contract requirements: A) All A490 bolts shall be "fully -pretensioned". B) All A325 bolts in primary framing (rigid frames and bracing) may be "snug -fight", except as follows: "Full -retension" A325 bolts if: a building supportsa crane sys em with a capacity greater than 5 tons. b) Building supports machinery that creates vibration, impact, or stress -reversals on the connections. The Engineer -of -Record for the project should be consulted to evaluate for this condition. c) The project site is located in a high seismic area. For IBC -based codes, "High Seismic Area" is defined as "Seismic Design Category" of 'D', 'E', or'F'. Seethe "Building Loads" section on this page for the defined seismic design category for this project. d) Any connection designated in these drawings as "A325 -SC". "Slip -Critical (SC)" connections must be free of paint, oil, or other materials that reduce friction at contact surfaces. Galvanized or lightly -rusted surfaces are acceptable. C) In Canada , all A325 and A490 bolts shall be "fully -pretensioned", except for sewn ary members (purlins, girts, opening framing, etc.) and flange braces. D) Secondary members (purlins, girts, opening framing, etc.) and flange brace connections may always be "snug -tight", unless indicated otherwise in these drawings. 3) The metal building supplier shall be notified prior to any field modifications. Modifications shall be approved by the metal building supplier before work is undertaken. 4) Common Abbreviations: a) TYP UNO — Typical Unless Noted Otherwise f) SIM — Similar b) SLV — Short Leg Vertical g) NIC — Not In Contract c) LLV — Long Leg Vertical h) SL — Steel Line d) NS & FS — Near Side and Far Side i) N/A — Not Applicable e) O.A.L. — Overall Length j) MBS — Metal Bldg. Supplier 5) Construction loads shall not be placed on any structural steel framework unless such framework is safely bolted, welded, or otherwise adequately secured. 6) Purlins and girts shall not be used as an anchorage point for a fall arrest system unless written approval is obtained from the metal building supplier. 7) Purlins may only be used as a walking/working surface when installing safety systems, after all permanenent bridging has been installed and fall protection is provided. 8) Construction loads may be placed only within a zone that is within 8 feet of the center line of the primary support member. CFR bundles should be placed directly over the rigid frames. 9) All lifting devices must meet OSHA or MSHA standards and in no case is it acceptable to use structural members supplied by the MBS as a spreader bar or lifting device. General Design Notes 1) All structural steel sections and welded plate members are designed in accordance with ANSI/AISC 360 "Specifications for Structural Steel Buildings" or the CAN/CSA S16 "Limit States Design of Steel Structures", as required by the specified building code. 2) All welding of structural steel is based on either AWS D1.1 "Structural Welding Code - Steel" or CAN/CSA W59 "Welded Steel Construction (Metal Arc Welding)", as required by the specified building code. 3) All cold formed members are designed in accordance with ANSI/AISI S100 or CAN/CSA S136 "Specifications for the Design of Cold Formed Steel Structural Members", as required by the specified building code. 4) All welding of cold formed steel is based on AWS D1.3 "Structural Welding Code - Sheet Steel" or CAN/CSA W59 "Welded Steel Construction (Metal Arc Welding)", as required by the specified building code. 5) This Nucor Building Systems facility is IAS AC -472 Accredited and CAN/CSA A660 and W47.1 Certified (if applicable) for the design and manufacturing of Metal Building Systems. 6) Ifjoists are included with this project, they are supplied as a part of the systems engineered metal building and are fabricated in accordance with the requirements of Section 1926.758 of the OSHA safety standards for steel erection, dated January 18, 2001. Material Specifications Plate and Flange Material: 5"-12" Wide, To 1P Th. — A529, Grade 55 Others — A572 Grade 50 Built -Up StructuralWeb — Al 011 SS (or HSLAS Class 1) Grade 55 Hot -Rolled Structural — A36 or A572 Grade 50 or A992 Grade 50 Structural -rube — A500 Grade B (46 KSI) StructuralPipe — A500 Grade B (42 KSI) Cold -Formed Structural — A1011 or A1039 SS (or HSLAS Class 1) or A653 Grade 55 Classic RoofPanel — A792 Grade 80 CFR / VR16 RoofPanel — A792 Grade 50, Class 1 All Wall Panel Profiles — A653 Grade 80, Class 1 or A792 Grade 80, Class 1 Rod Bracing — A529 Grade 50 Welds — AWS D1.1/D1.3 or CSA W59 per Building Code High-StrengthBolts — A325 Type 1 or A490 Type 1 Heavy Hex Machine Bolts — A307 Grade A Hex Primary and Secondary Steel Primer Color Red Roof Sheeting Type: CFR, 24 Gage, Finish: Galvalume Roof Panel Clip Type: Tall Fixed Thermal Blocks: Yes EPS Foam Spacers: No Roof insulation(NOT BY MBS). Thickness: 4" Roof Line Trim. Color: Sagebrush Tan Gutters. Color: Sagebrush Tan Downspouts. Color: Sagebrush Tan Wall Sheeting Type: Classic Wall, 26 Gage, Finish: Brick Red Wall Comer Trim. Color: Sagebrush Tan Wall Base Trim. Color: Brick Red Wall Framed Openings. Trim Color: Sagebrush Tan Wall Framed Openings. Cover Trim Color: Sagebrush Tan Building Options (1) 3070 Knock Down Walkdoor(s). Color: Polar White Eave Extension Projection: 4'-7" Buildinq Loads: Design Code: IBC 2012 Building End Use: 3B -Commercial Warehousing and Storage MBMA Occupancy Class: II - Standard Buildings Roof Live Load: 20.00 NOT REDUCIBLE PER CODE Ground Snow Load: 30.00 Snow Exposure Factor, Ce: 1.00 Snow Importance Factor, Is: 1.00 Seismic Information: Ss: 0.226 St: 0.059 Seismic Sds/Sdt: 0.241/0.094 Site Class: D Seismic Imp. Factor le: 1.00 Seismic Design Category: 8 Analysis Procedure: Equivalent Lateral Force Procedure Basic SFRS: +1-0.18 NOT DETAILED FOR SEISMIC Wind (MPH): (Vult) / (Vasd) 115mph (Vult) 89mph (Vasd) C & C Pressures (PSF): 26 psf / -35 psf Exposure: C UL90: No Classic Roof -Const. No. 161 Classic roof w/ Translucent Panel -Const. No. 167 CFR Roof -Const. No. 552 CFR Roof w/ Translucent Pane -Const. No. 590 VR1611 roof -Const. No. 332 Composite CFR Roof -Const. No. 552A Name `Roof Dead (PSF) Primary Collateral (PSF) Secondary Collateral (PSF) Snow Ct Snow Cs Roof Snow Ps (PSF) **Roof Snow Pm (PSF) Wind Enclosure GCpi Seismic R Seismic Cs Base Shear (KIPS) Building B Building A 4.3 4.3 1.0 1.0 1.0 1.0 1.0 1.0 1.00 1.00 21.00 21.00 30.00 30.00 Enclosed Enclosed +/-0.18 +1-0.18 3.00 3.00 0.080 0.080 6.3 (Total) Primary and Secondary Steel Primer Color Red Roof Sheeting Type: CFR, 24 Gage, Finish: Galvalume Roof Panel Clip Type: Tall Fixed Thermal Blocks: Yes EPS Foam Spacers: No Roof insulation(NOT BY MBS). Thickness: 4" Roof Line Trim. Color: Sagebrush Tan Gutters. Color: Sagebrush Tan Downspouts. Color: Sagebrush Tan Wall Sheeting Type: Classic Wall, 26 Gage, Finish: Brick Red Wall Corner Trim. Color: Sagebrush Tan Wall Base Trim. Color: Brick Red Wall Framed Openings. Trim Color: Sagebrush Tan Wall Framed Openings. Cover Trim Color: Sagebrush Tan Building Options (1) 3070 Knock Down Walkdoor(s). Color: Polar White Project Notes: 1) Collateral dead loads, unless otherwise noted, are assumed to be uniformly distributed. When suspended sprinkler systems, lighting, HVAC equipment, ceilings, etc., are suspended from roof members, consult the M.B.S. If these concentrated loads exceed 500 pounds (using the web mount detail) or 200 lbs (using the flange mount detail), or if individual members are loaded significantly more than others. 2) The design of structural members supporting gravity loads is controlled by the more critical effect of roof live load or roof snow load, as determined by the applicable code. 3) **Pm is based on the minimum roof snow load calculated per building code or the contract specified roof snow, whichever is greater. This value, Pm, is only applied in combination with the dead and collateral loads. Roof snow in other loading conditions is determined per the specified building code. *Primary Structural Not Included. ***Design wind pressures to be used for wall exterior component and cladding materials not provided by the Metal Building Supplier. THE NEW BUILDING IS IN PROXIMITY TO AND MAY RESULT IN CHANGES TO THE CODE -PRESCRIBED SNOW LOADING CONDITIONS FOR THE ADJACENT/ADJOINING BUILDING. THE PROJECT ENGINEER OF RECORD OR OTHER QUALIFIED DESIGN PROFESSIONAL (NOT THE METAL BUILDING SUPPLIER) IS RESPONSIBLE FOR INVESTIGATING ALL SNOW LOADING CONDITIONS FOR THE ADJACENT/ ADJOINING BUILDING(S) AND PERFORMING ANY REQUIRED ANALYSIS. THIS BUILDING SYSTEM DESIGN IS BASED ON UNIFORMLY APPLYING THE CONTRACT -SPECIFIED LIVE LOAD AND ROOF SNOW LOAD. IN ADDITION, THE DESIGN IS BASED ON APPLYING A CODE -DEFINED LIVE LOAD (INCLUDING APPLICABLE REDUCTIONS) AND A CODE -DEFINED SNOW LOAD (BASED ON CONTRACT -SPECIFIED GROUND SNOW) FOR ALL PARTIAL LOADING AND UNBALANCED SNOW LOAD CONDITIONS. FOR BUILDINGS WITH AN OCCUPANCY CATEGORY I OR II, IBC ALLOWS FOR SINGLE STORY BUILDINGS TO HAVE NO LIMIT FOR THE SEISMIC STORY DRIFT. PLEASE NOTE THAT ANY INTERIOR WALLS, PARTITIONS, CEILINGS, AND EXTERIOR WALLS SHOULD BE DETAILED (BY OTHERS) TO ACCOMMODATE THIS STORY DRIFT. DUE TO THE PROXIMITY OF AN EXISTING BUILDING, STRUCTURAL SEPARATION FROM THE MBS STRUCTURAL STEEL IS REQUIRED. THE ENGINEER OF RECORD (NOT THE METAL BUILDING SUPPLIER) IS RESPONSIBLE FOR ASSURING THAT THE MBS SEISMIC STORY DRIFT OF 2.0 INCHES PLUS THE STORY DRIFT OF THE EXISTING BUILDING IS ADEQUATELY PROVIDED BETWEEN THE NEW AND EXISTING STRUCTURES. STRUCTURAL OBSERVATIONS, TESTS AND INSPECTION: 1) WHEN STRUCTURAL OBSERVATIONS ARE REQUIRED AS PER IBC 1704.6, OBSERVATIONS SHALL BE PERFORMED BY AN INDEPENDENT ENGINEERING AGENCY EMPLOYED BY THE ARCHITECT OR OWNER. W C H W m 2) THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN SPECIAL INSPECTION. THE SPECIAL INSPECTOR'S DUTIES ARE AS DESCRIBED IN IBC 1704.3 AND IBC 1705 wa �� 3) ALL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AND INSPECTION AGENCY EMPLOYED BY THE OWNER OR ARCHITECT. z- 4) THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE TEST AND INSPECTION FIRM WITH A SCHEDULE 0 z TO FACILITATE THE PROPER COORDINATION OF WORK. cm) �� 5) PORTIONS OF WORK REQUIRING SPECIAL INSPECTION: L) U) AGENCY RESPONSIBLE FOR INSPECTION AND TESTING TO BE NAMED BY OWNER LATER. YES NO N/A A. STRUCTURALSTEEL: 1. MILL REPORTS AND IDENTIFICATION OF STEEL (AFFIDAVIT OF COMPLIANCE) El . 2. SAMPLING AND TESTING OF SPECIMENS El ■ O B. WELDING: 1. ALL STRUCTURAL WELDING (INCLUDES DECKING AND WELDED STUDS), EXCEPT WELDING IN APPROVED SHOPS PER IBC 1704.2.2 ■ ❑ 2. ULTRASONIC TESTING OF FULL PENETRATION WELD CONNECTIONS AT MOMENT FRAMES, BRACED FRAMES, BEAM SPLICES, AND FIELD WELDS. O 0 Cl 3. STRUCTURAL LIGHT GAGE METAL FRAME WELDING 0 m ❑ C. BOLTING: 1. HIGH STRENGTH BOLT A325SC AND A490SC (PRETENSION VERIFICATION) . 2. HIGH STRENGTH BOLT A325N AND A49OX (PER COVER SHEET NOTES) ■ O O 3. EXPANSION/ADHESIVE ANCHORS IN CONCRETE OR MASONRY ■ O ❑ CL Of 0 0 0 Z J � O m Q J � W W O I_ o U U) Q �Q w� Z Oa =O AO A O m O cy) �O U o N Q 0) W C H W m = -2`p -2 Q wa �� 00 <Q z- v c)+L 0 z cm) �� d vJ L) U) ctly of .33t Ridge .,iing LL O 2 �2.0 STANDARD WELDS AND LEGENDto 000 ^ 'M mmm Thickest Mat. Joined Weld S 1h FW 3 5 34 FW Thickest Mat. Joined Weld - FWS$- FILLET WELD, ONE SIDE ET LEG NEAR SIDE WELD FAR SIDE WELD: W� J J J _4 ENLARGED DETAIL > 34 FW_5 5 th FW_3 3 FG -5 ^ 4 FWSS � U S 3/4 FW Fw$4 fi S FILLET �I l i"LL11 Q J Co _4 > 3/4 FW_5 FG -5 wPc 3 FWS4 FG -5 uJ Do S S FwS# FG -5 I I J FG -5 FWD$- FILLET WELD, BOTH SIDES FWDS S FLE I FWD# FG S "A DFWS4DETAIL FG -5 FG -5 FWS4 3 Fwos s j� d 4 FWDS OR �� SSFILLET )NpFWS4 > P59FG-5 mEAVE STIFFENER GJP1 REFERENCEEAVE(Notch STIFFENER DETAIL FOR WELDS N.S. "A Fs. EEDeraL DJP, PL M� -'�'Trv- FWR-Fulllength fillet on nearsidewth'(Max. D/5 or3"I filletretum at both ends on opposite side of plate. L U Q N C) � 'WPs9 - FG -5 FILLETLEG FWRS f IMax DIS or 3') D ' 7 FG -5 FWR# FWD# O� 'FG -5 Typ Stiffener Detail Section A -A Fwoa FG -5 3 nb OR /--'—�-- v7 O m y —D C_ FWS4 5 s O p EE DETAIL F_S_ .q N.S. Knee U FG -5 FWS3 TYP. FIXED WP1$-Full length fillet on near side of web with 3"of Ellet past inner 1-0-01 FG -5 #FWS3BASE Typ. most hole in from each flange along he opposite side of web, O 0 ' FG -5 FWD#OR FWS# DETAIL See Weld Standard for WPS Structural Column FILLETLEG wP1f ; a DR .,,1 pFWELp PASTI NNERMG5i 5 IVInLE IN FRDM EA[H FLANGE E a sws w ss R cJP, sheet 5 5 TO 3SW5Base description O O O plate extension and anchorzFR Fwsa WPSbolt locations may Vary. CJP, -COMPLETE JOINT PENETRATION, SINGLE BEVEL WELD CDwasa wP##FWS4 ZFR FG -S FWS4 NEAR SIOE WELD: FAR SIDE WELD'. cJ00[P[f �/ 0 1'! t'2FG-5 C� / 1` \BACK GOUGE C/UPI BACK GOUGEma BEVEL SICtE 6EYFL O J LU m z FWS4 LL1 O FG -5 FWR# Pipe or Tube Column �d . o Z; PURLIN 1 GIRT / CHANNEL EAVE STRUT DETAIL "A Tube Bracket :2 Q x> oL. Om¢ X^ �^ QTY HAPE QTY ,SHAPE LOPE Q v Typical Column TYP. PINNED (2) 08C060 (2) 8E2075 Perpendicular Knee Column See Weld Standard sheet for WPS description BASE DETAIL Structural Details THICKNESS THICKNESS W CY See Weld Standard sheet for WPS description See Weld Standard sheet for WPS See Weld Standard sheet for WPS description SIZE X SIZE \ X description 1000 1000 J Thickest Mal. Joined Weld S 112 FW_3 S 3(4 FW 4 O X O ~ 5 C.)X X X X X X X X X X X X X X X X X X X XX X X X X X X X X X X X X X M r/) 3> - 1 FW o FG -5 WP##3 cJP1 WP59 O zut"q � FWD# •FG -5 _5 C O- X X X X X X X XIX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X XX X X X X X X X X X X X X X X X X X X X X X X X X X X X -2 t FG -5 4" 12 k 4" - 12 T FG -5 FWS3 c S ;, w (� DETAIL "p. s N@ - - e e o e o D e e �^' -0 F Fws3 WPS' Typ. Flange Brace Clip Runway Beam a a�, o "' u �' co L4 0 o ti 0 ry 0 N 0 ry 0 N 0 ti 0 ti 0 � 0 H 0 H 0 ti 0 H o � O � J iJ m Q 0% FWS3 _ _ s x C d LO Q 1GFG R TO rn G-5 Preq a a ri a a a a a d n n n a Y a it a a a a a a a a a a a a /�/ -0 LL W V 00 3GFG v LU 0- FG -5 WP13 FWS3-3" min c -s _ - _ _ _ - _ - _ - - e - -_- _ - - _ __ - - - W W2 < �' a Q z _ nN� O W n�� W W c.i m J 00 sws R m Ge r 1 a - - o z� p 3SWS U L N WPS9 CJP1 3 3 m 3 - 3 e o 3 3 _ < .n u' 3 3 3 3- _ /N �/�� UVJ FG -1" a i 3 O o N o Interior Wide Flange Fixed Base Plate Crane Stop Q7o o o 4 Q m m g wN O U o 0 0 0 0 0 0 0 0 o 2 o s < S o 0 0 3 a 3 f !yam w �oyw ¢ a a< a¢¢ ¢ a a a a a a a a a a a a a a ¢ a a213 a 10 J�o p = _a 25 3 755 62 ao LL a v1 FG -5 FWD4d O _ sY s _Y .s _ o_ _ _ i - '�'-5 _Y .'5 d E m a N ;o m ode O z�� o FGSU N E _ t m _ _ - a i` d q € m E E ,Eoo ,E,N G`w v og U i� hm= rn W Y E FW Runway End - 3 3 s ; - KavH - - o FU N u B e B a `a - g09sm_-_moo° LL 3� N goo Z LL SPECIAL DETAILS c�F _q_omq`v2 =mmdea`ov in d 4 � � r [ u a Q- e Q a a _ a" VLL See Weld Standard sheet for WPS description OL. OL. aN---- 2E'V =- 1 2 3 4 5 6 STEEL LINE 97'-0" STEEL LINE 35'-0" 62'-0" Z 17'-6" 17'-6" 20'-8" 20'-8" 20'-8" J W N TT A O � O 0 O EXISTING BUILDING -1 ** (EXISTING LEAN-TO) N Ld O O O 0 I 0 O I N N ANCHOR o SCHEDULE % EXISTING BUILDING PROJECTION 1 N 04 Gr 55 0 0 (EXISTING 00 GAMBRELLn) J J --- --- Of 3 O I --- o 0 BUILDING B � 3" FROM BOT. OF BPL w z a J o � W m O N w W o BUILDING A N A � U- 0 O W d O O B B O I Of O 0= 0 _ N U A.7 0 I O B N N O O O O O o m m O w z J 4„ 1 1-4" 4„ w 17'-6" 17'-6" 20'-8" 20'-8" 20'-8" (%) w (A 35'-0" 62'-0" �o Zm q N 97'-0" STEEL LINE STEEL LINE 1 2 3 4 S 6 0 I 0 O I N N ANCHOR sss SCHEDULE QUANTITY SIZE MAT'L PROJECTION 36 3/4" Gr 55 3" FROM BOTTOM OF BPL 32 1" J J --- --- C> 3 --- --- --- o 0 --- --- � 3" FROM BOT. OF BPL w z a J o � W m w o a A ym 0 0_ I Of O _ N U A.7 z O B J � o m m O W W o H O FINISH FLOOR = 100'-0" (%) n n O J �� N in BOTTOM OF BASE PLATE = 100'-0" (UNLESS NOTED OTHERWISE) Q �o Zm q N Z x& oo "o 0 I 0 O I N N ANCHOR BOLT SCHEDULE QUANTITY SIZE MAT'L PROJECTION 36 3/4" Gr 55 3" FROM BOTTOM OF BPL 32 1" Gr 55 3" FROM BOTTOM OF BPL --- --- --- 3" FROM BOT. OF BPL --- --- --- 3" FROM BOT. OF BPL --- --- --- 3" FROM BOT. OF BPL U om a� I<n z Q J d of O G) **DUE TO THE PROXIMITY OF AN EXISTING BUILDING, STRUCTURAL SEPARATION FROM THE MBS STRUCTURAL STEEL IS 0 REQUIRED. THE ENGINEER OF RECORD (NOT THE METAL 2 BUILDING SUPPLIER) IS RESPONSIBLE FOR ASSURING THAT THE U N MBS SEISMIC STORY DRIFT OF —2.0— INCHES PLUS THE O O N Q N STORY DRIFT OF THE EXISTING BUILDING IS ADEQUATELY PROVIDED BETWEEN THE NEW AND EXISTING STRUCTURES. c: o 0) CL s) oo Q w E00 z Q 'T J o' O>o N> zOp w U) eat 8�� drn9 O,�,Soh _ - w �qv_ - w S=;T- N s"- a -_ - O r HUM - LL ; mE`m ANCHOR BOLT PLAN GENERAL NOTES 1.THE SPECIFIED ANCHOR ROD DIAMETER ASSUMES F1554 7.THE ANCHOR BOLT LOCATIONS PROVIDED BY THE METAL GRADE 55 UNLESS NOTED OTHERWISE. ANCHOR ROD BUILDING MANUFACTURER SATISFY ANY PERTINENT MATERIAL OF EQUAL DIAMETER MEETING OR EXCEEDING REQUIREMENTS FOR THE DESIGN OF THE MATERIALS THE STRENGTH REQUIREMENTS SET FORTH ON THESE SUPPLIED BY THE METAL BUILDING MANUFACTURER. DRAWINGS MAY BE UTILIZED AT THE DISCRETION OF THE PLEASE NOTE THAT THESE REQUIREMENTS MAY NOT FOUNDATION DESIGN ENGINEER. ANCHOR ROD EMBEDMENT SATISFY ALL ANCHOR BOLT CONCRETE EDGE DISTANCE LENGTH SHALL BE DETERMINED BY THE FOUNDATION REQUIREMENTS DEPENDING ON THE DETAILS OF THE DESIGN ENGINEER. FOUNDATION DESIGN. BECAUSE FOUNDATION DESIGN IS NOT WITHIN THE SCOPE OF WORK OF THE METAL 2.THE METAL BUILDING MFR. IS NOT RESPONSIBLE FOR BUILDING MANUFACTURER, R IS THE RESPONSIBILITY OF PROJECT FOUNDATION DESIGN. THE FOUNDATION DESIGN THE QUALIFIED PROFESSIONAL DESIGNING THE FOUNDATION IS TO VERIFY THAT SUFFICIENT CONCRETE EDGE DISTANCE IS THE RESPONSIBILITY OF A REGISTERED PROFESSIONAL PROVIDED FOR THE ANCHOR BOLTS IN THE DETAILS ENGINEER, FAMILIAR WITH LOCAL SITE CONDITIONS. THEREOF. 3 -ALL ANCHOR RODS, FLAT WASHERS FOR ANCHOR RODS, &THE ANCHOR BOLT SETTINGS SHOWN ON THESE DRAWINGS EXPANSION BOLTS, AS WELL AS ALL CONCRETE/MASONRY NOT ONLY INDICATE WHERE THE ANCHOR BOLTS ARE TO EMBED PLATES ARE NOT E BY THE METAL BUILDING MFR. BE PLACED BUT ALSO THE FOOTPRINT OF THE METAL STT BUILDING. IS ESSENTIAL THAT THESE AL P TTERNS 4.THIS DRAWING IS NOT TO SCALE. BE FOLLOWED. IN THE EVENT THAT THESE SETTINGS DIFFER FROM THE ARCHITECTURAL FOUNDATION PLANS, 5.FINISHED FLOOR ELEVATION = 100'-0' UNLESS NOTED THE METAL BUILDING MANUFACTURER MUST BE CONTACTED OTHERWISE. IMMEDIATELY, PREFERABLY BEFORE CONCRETE IS PLACED. 6.'SINGLE' CEE COLUMNS SHALL BE ORIENTED WITH THE 'TOES" TOWARD THE LOW EAVE UNLESS NOTED 5 — CROSS BRACING OTHERWISE. THE 'TOES" OF 21 JORIENT SINGLE-CEE COLUMNS 2� 2" 2 1 TOWARD THE LOW EAVE N 00 N COLUMN FINISH FLOOR 0 L) '•J .. _ a �ANCHOR BOLT TYPICAL COLUMN BASE PLATE DETAIL ORIENT THE "TOES" OF )LUMNS OW EAVE ]1400 WIND BRACE SLOT -HILLSIDE (ROD SHOWN WASHER FOR REFERENCE ASSEMBLY ONLY) I I I z I II J I- wN m Em��ao 1 - ---- COLUMN COLUMN n I I I I I I I I I n Z O:v-. 0 _+;' •' w • =K U uj Z O 0 ANCHOR BOLTSw TYPICAL COLUMN BASE PLATE DETAIL AT SLOT -HILLSIDE WASHER LOCATION HI — BASEPLATE MAY HAVE MORE THAN (4) HOLES. N BASEPLATE MAY HAVE MORE THAN (4) HOLES. N BASEPLATE MAY HAVE MORE THAN (4) HOLES. N BU4BX ANCHOR BOLTS ARE REQUIRED ONLY AS SHOWN. ANCHOR BOLTS ARE REQUIRED ONLY AS SHOWN. - ANCHOR BOLTS ARE REQUIRED ONLY AS SHOWN. A (4) 1" 0 ANCHOR 8 1 (4) 3/4" 0 ANCHOR C (4) 3/4" 0 ANCHOR D (4) 3/4" 0 ANCHOR BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION BOLTS WITH A 3" PROJECTION FOUNDATION DESIGN NOTE: THE ORIENTATION OF THE ANCHOR BOLT DETAILS SHOWN ON THIS PAGE MAY NOT COINCIDE WITH THE ACTUAL COLUMN ORIENTATION SHOWN ON PAGE F1. PLEASE REFERENCE THE STEEL LINES AND/OR CENTER LINE OF ADJACENT COLUMN SHOWN ON THE ANCHOR BOLT DETAILS WITH THE ANCHOR BOLT PLAN ON PAGE F1 DURING LAYOUT OF COLUMN AND ANCHOR BOLT LOCATIONS. A 2C 2' 0 0 O Vo (USE (2) 1/2' DIA EXPANSION BOLTS PER COLUMN) GIRT DEPTH + 2' SECTION A (RECOMMENDED) OHDFO TYPICAL OVERHEAD DOOR FRAMED OPENING DUE TO THEPROXIMITY OF AN EXISTING BUILDING, STRUCTURAL SEPARATION FROM THE MBS STEEL UNE IS REQUIRED. THE ENGINEER OF RECORD IS RESPONSIBLE FORENSURING THAT THE MBS SEISMIC STDRY DRIFT OF 2.0 INCHES PULS THE STORY DRIFT OF THE EXISTING STRUCTURE IS ADEQUATELY PROVIDED BETWEEN THE NEW AND EXISTING STRUCTURES PER NOTE NOTE ABOVE�ENGINEER OF RECORD �� TYPICAL SEISMIC SEPARATION DETAIL C2c>,cT = 8'. C4 N m Em��ao W z J J W LIJ 2" LOW EAVE (85120) CX11001 CX6002 Pn �0 Q� o N O O X rr CX8003 0 (8S120) N R� Ooy - (8S120) BL . I INN m e��s FL�O 0 NL.) C, O N I CD X ,pOeoO e.O�oOG� Z Ir S XH004 MXH002 MXH002 MXH003 W8X24 W8X24 �8X24 W8X24 wW 00 axCX004 W W (8S120) XH 1 (8S120© - _ _ _ 8009 ANX001 B007 CXB008 Vs OC X8007 J, (sslzo ) W z W co IMSEM, Part Sizes RDB_ %" ROD 0 rn WN F61 c CO m 0 LL Ll d I_ W8X18 AN0110 T AN012( O `7 U AP0130 Z co MXH001 co Lu Z O H Y W8X18 m N2 m o °a Q0) J w Lo AP0170 T W<� LLI N O N th N N M zWLu — b P m O�oo i m O� Z O R' 5,;,, m� �o�oo Y �O�O Uf ✓yet `�c7r ,%e BU�IQ. rtS � e Notes: 61, WW Place metal tagged end of rafters toward the low eave. ms„-" - o a m a A a LL m s -m�� - N 7-Euqq'N -_- vF ac (85120) N AF0010 Typ. 'P��oos Qo�oo c o I xxx 00�Ory m m N x E0 ---- CX8006 _ _ CX8003 CXBO04 CXB005 CXB006 W LOW EAVE _ _ LOW EAVE z J w 17'-6" 17'-6" 20'-8" 20'-8" 20'-8" STEEL LINE 1 35'-0"! I 1 I 62'-0" I I I 1 I I I I I I O I I O I I I O ® ) *DUE TO THE PROXIMITY OF AN EXISTING BUILDING, STRUCTURAL SEPARATION FROM THE MBS STRUCTURAL STEEL IS REQUIRED. THE ENGINEER OF RECORD (NOT THE METAL BUILDING SUPPLIER) IS RESPONSIBLE FOR ASSURING THAT THE MBS SEISMIC STORY DRIFT OF 2.0 INCHES PLUS THE STORY DRIFT OF THE EXISTING BUILDING IS ADEQUATELY PROVIDED BETWEEN THE NEW AND EXISTING STRUCTURES. X8007 J, (sslzo ) W z W co IMSEM, Part Sizes RDB_ %" ROD 0 rn WN F61 c CO m 0 LL Ll d I_ N O U Z Lu Z O H Y U (DOWM �U N2 m o °a Q0) J w � J N W<� LLI 0:01 O N th N N M zWLu — O y Q OO N Wrn Fi m �J 00 Z O R' 5,;,, m� I_ N N Lu Z O H Y U (DOWM �U N2 c L5 0) Q0) .2 o a W<� �� _Q 00 <Q M zWLu — O �0 �L) �J 00 W >, 0 F- m Z �(/1) a C/) rrN^^ U vJ r Uf ✓yet `�c7r ,%e BU�IQ. rtS N SOR e Notes: 61, WW Place metal tagged end of rafters toward the low eave. ms„-" - o a m a A a LL m s -m�� - N 7-Euqq'N -_- vF ac LL. N Egg �Uos _ - ��c - 12E`� 0.95612 46'-1�'a' �,�„ 1,�„ �11" 120"5'-0" _15' 0„ 5'-0" 5,_0" 5'0"5_5, 0„ 0„5 0"0„ 5, 0„ 5,_0„ 5,_0„ 5'-0" 4'-93,4, 5-0 5'_0„ 2' 9 F- cD c� Z W < T- n LU rn > r w � I A Notes: For column and rafter mark numbers, see Mark Number Plan. NS/FS indicates that flange bracing is required on both sides of the frame line. For expandable endwall rigid frames, if flange bracing is required on both sides (NS,FS) of an expandable endframe, the opposite side flange brace will have to be installed at the time of expansion. These flange braces have been provided, as required, for this future condition. If NS/FS is NOT indicated, only one flange brace is required and can be located on either side of the frame. """ indicates the long side of the interior columns. Columns at the ridge are typically "flat -top" columns, unless indicated by the "*" symbol. Rigid frames shall have 50% of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is released. 9 F— LU w w 0 0 a 0 0 N dCWN N a za a 0. ii m Q a2 a2 O U 0 NOWO c+oU L Q 0) W —• F � r � NU Material Schedule ID Width Low Plate Thick Width High Plate Thick Outside Flange Inside Flange Width Thick Width Thick Web De tht Thick 1 8.00 0.38 8.00 0.22 - - - - BS120 - 2 8.00 0.38 8.00 0.22 - - - - 85120 - 3 - - 6.00 0.38 - - - - W8X10 - 4 6.00 0.38 - - - - - - W8X10 - 5 8.00 0.38 6.00 0.38 - - - - 85120 - 6 6.00 0.38 - - - - - W8X10 - 7 - - 6.00 0.38 - - - W8X10 8 8.00 0.38 8.00 0.22 - - - - 85720 9 8.00 0.38 6.00 0.38 - - - 85120 - 8S120 Notes: For column and rafter mark numbers, see Mark Number Plan. NS/FS indicates that flange bracing is required on both sides of the frame line. For expandable endwall rigid frames, if flange bracing is required on both sides (NS,FS) of an expandable endframe, the opposite side flange brace will have to be installed at the time of expansion. These flange braces have been provided, as required, for this future condition. If NS/FS is NOT indicated, only one flange brace is required and can be located on either side of the frame. """ indicates the long side of the interior columns. Columns at the ridge are typically "flat -top" columns, unless indicated by the "*" symbol. Rigid frames shall have 50% of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is released. 9 F— LU w w 0 0 a 0 0 N dCWN N a za a 0. ii m Q a2 a2 O U 0 NOWO c+oU L Q 0) W —• F � r � NU g t••) li 00 w z Of It z p (B w j, ErO 0 j, m 0 � c0 011(^1) U) m T— d vJ la^) U vl Bolt Schedule Qty Bolt Description Bolt # Nut # ' 4 t " X 2" A325 H0603 H0300 4 ala" X 2 1/4" A325 H0610 H0310 0 Bolt Schedule Qty 0.95612 Bolt # Nut 16 46'-13/4'44'- H0610 H03 1 13/16" Notes: H0610 12 12 " X 21/4" A325 Material Schedule H03 O U 1'-4" 1'-4^ to Low Plate High Plate 01 K Inside Flange �OWo Web W NS/FS indicates that flange bracing is required on both sides of the frame line. Width 5,_0., 5'-0" 5'-0" 5'-0' 5'-0" 5'_ 0" Thick width Thick Width Thick De th1 Thick De th2 M 1 8.00 0.38 51-01, 5.0,E 5'-0" 6.00 5'-0" 5,_0„ 0.50 12.00 2-913/16„ 35.00 For expandable endwall rigid frames, if flange bracing is required on both sides (NSIFS) of an expandable endframe, the opposite side flange brace 4' 9�4^ - 5'_0" - Z p to o U W m q0 LLM 35.00 0.31 5' 0" will have to be installed at the time of expansion. These flange braces have been provided, as required, for this future condition. 2 6.00 0.63 6.00 0.50 6.00 0.38 � �LL � Ln U� LL v 'n U m 1n m a) U m m LL LL v 00 U `r V m m U tD 27.02 O pN 1nLL Ute-Ef) m m LL ca LL __ LL LL m n]U LLZ 3 6.00 U LL V7 N 0.50 6.00 0.31 6.00 U LL m 00 LL Z - _ --- - - LL Im L) LL LO LL 6.00 0.31 28.43 m to LLZ LL ""' indicates the long side of the interior columns. Columns at the ridge are typically "flat -top" columns, unless indicated by the -" symbol. 4 6.00 --- - __ 0.50 _ - 0.31 m Z nD t%) Z 23.01 0.19 26.36 Rigid frames shall have 50% of their bolts installed and lightened on both sides of the web adjacent to each flange before the hoisting equipment is - O O 6.00 O CO - - 0.31 26.36 0.15 29.99 released. 5 6.00 0.63 M O O W 6.00 0.50 37.95 0.25 23.04 6 8.00 W O O 0.63 C. FBC38 6.00 LL 12.00 0.25 35.00 - - LL FBC38 - NSIFS 35.00 .m � 35.00 � NS/FS � v? o V of 6 O O Z r 0 O Z r z CO Q l Q FINISHED W U FINISHED FLOOR ELEVATION: 100'-0 BOTTOM OF BASEPLATE: 100'-0 � U7.FINISHED FLOOR � = c7 FLOOR C7 Z U Z = W = a U ¢ 0-= W w W = W w 0 = w 8" 86'-63/8" STEEL LINE 1' 013/16" 90'-0" 1' 013/16„ 8.. STEEL LINE I I I O I I I O Bolt Schedule Qty Bolt Description Bolt # Nut 16 518" X 21/ " A325 H0610 H03 8 Notes: H0610 H03 12 " X 21/4" A325 Material Schedule H03 O U For column and rafter mark numbers, see Mark Number Plan. to Low Plate High Plate Outside Flange K Inside Flange �OWo Web W NS/FS indicates that flange bracing is required on both sides of the frame line. Width Thick Width Thick width Thick Width Thick De th1 Thick De th2 M 1 8.00 0.38 6.00 0.63 6.00 0.31 6.00 0.50 12.00 0.25 35.00 For expandable endwall rigid frames, if flange bracing is required on both sides (NSIFS) of an expandable endframe, the opposite side flange brace - - - - Z OK mQ 20d� q0 LLM 35.00 0.31 35.00 will have to be installed at the time of expansion. These flange braces have been provided, as required, for this future condition. 2 6.00 0.63 6.00 0.50 6.00 0.38 6.00 0.50 35.97 0.25 27.02 If NS/FS is NOT indicated, only one flange brace is required and can be located on either side of the frame. 3 6.00 0.38 6.00 0.50 6.00 0.31 6.00 0.25 27.00 0.19 28.43 - - - - 6.00 0.38 6.00 0.31 28.43 0.15 30.00 ""' indicates the long side of the interior columns. Columns at the ridge are typically "flat -top" columns, unless indicated by the -" symbol. 4 6.00 0.38 6.00 0.50 6.00 0.31 6.00 0.25 23.01 0.19 26.36 Rigid frames shall have 50% of their bolts installed and lightened on both sides of the web adjacent to each flange before the hoisting equipment is - - 6.00 - - 0.31 26.36 0.15 29.99 released. 5 6.00 0.63 6.00 0.50 6.00 0.38 6.00 0.50 37.95 0.25 23.04 6 8.00 0.38 6.00 0.63 6.00 0.31 6.00 0.50 12.00 0.25 35.00 - - - 35.00 0.25 35.00 Bolt Schedule Qty Bolt Description Bolt # Nut 16 518" X 21/ " A325 H0610 H03 8 SIS" X 2 11 " A325 H0610 H03 12 " X 21/4" A325 H0610 H03 a of 0 U o _Z Q J C 0 O U m a w U) J K �OWo r U)O W O N r L _0) 1- o U n M U) 00 0C:) �U� AUL �-J QO Wq � dC// tr))�a>/�), U �// m� i, Z OK mQ 20d� q0 LLM J Q C 0 U U w U) 1n �OWo r U)O UcaU �U 0 L _0) 0 -0i2f W 2 Q +--'z 00 0C:) �U� AUL �-J W �, o/N/�� o �, z 00 dC// tr))�a>/�), U �// m� i, O L fi LL co O N M L N � C Q =_ 46-144" 44'-113/16" in m 12 0.956 1 12 U LL LL V-4" V-4 5' 0" 0 co 5'-0" 9 X16" 931q" 5, 0„ 5,_0„ 5'of -0" o C) U X x co U 5' 0" 5'-0" 5, 0„ UO 4 rn 0 U U m m m LL m m U� Z o O V C) in U U X X (D m LL um LL __ LL -- �- m co LL Z VCU o U LL U tT1 co U N to LL V E J o m U_ - LL Z co &0 min m a (� __ -- J p - - O O LLI F- J N oU n n 9 O O O Q aG Wm a X > O, 17 - O K co O U M,o U-1 w GXC905 LL LL FBC38 d 4 < NS/FS v O m wOf `° Y O o 0 j I j iD s= J of w of r` Q U w FINISHED FLOOR ELEVATION: 100'-0 U Q FINISHED BOTTOM OF BASEPLATE: 100'-0 FINISHED - FLOOR FLOOR U 9 F- Z Q 2 8" 19'-3-N16" 67'-34'16" a = � U) 1CIL 1'-013/16" 1'-013/16" g„ F- w > O a � w O w U @U NU c STEEL LINE 90'-0" STEEL LINE I) 0- 1T '- O Q t j as CU z- M O O U >, o >, o >, W 7 O ) a^ N� m r ``co a co � ♦ U Cn Material Schedule Notes. Low Plate High Plate Outside Flange Inside Flange Wen For column and rafter mark numbers, see Mark Number Plan. ID Width Thick Width Thick Width Thick Width Thick De th1 Thick D th2 1 8.00 0.38 6.00 0.63 6.00 0.31 6.00 0.50 12.00 0.25 3s.DD NSIFS indicates that flange bracing is required on both sides of the frame line. 4C �C - - - - 35.00 0.31 35.00 For expandable endwall rigid frames, if flange bracing is required on both sides (NSFS) of an expandable endframe, the opposite side flange brace 2 6.00 0.63 6.00 0.50 6.00 0.38 6.00 0.50 35.97 0.25 27.02 will have to be installed at the time of expansion. These flange braces have been provided, as required, for this future condition. n 3 6.00 0.38 6.00 0.50 6.00 0.31 6.00 0.25 21.00 0.19 28.43 } B I Schedule O � '^ - - 6.00 0.38 6.00 0.31 28.43 0.15 30.08 If NS/FS is NOT indicated, only one flange brace is required and can be located on either side of the frame. o l � 4 8.00 0.38 85720 "`" indicates the long side of the interior columns. Columns at the ridge are typically "flat -top" columns, unless indicated by the "" symbol. " 5 6.00 0.38 6.00 0.50 6.00 0.31 6.00 0.25 23.01 0.19 26.36 Rigid frames shall have 50% of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is D <i> Qty Bolt Description Bolt # Nut # o .�.; m' g mg oa u9ai m ^„ mo m LL 6.00 0.31 26.36 0.15 29,99 released. 1 16 5l"X21/"A325 H0610 H0310 ", 2.'��ma"<�aD= O 6 6.00 0.63 6.00 0.50 6.00 0.38 6.00 0.50 37.95 0.25 23.04 GXC9 INDICATES HOT -ROLLED L3X3 ANGLE. 2 8 5/"X21/"A325 H0610 o H0310 m „ q _ t @ >„_ :oa= _ � --T� m mv�r°�Dv ° � 7 8.00 0.38 6.00 0.63 6.00 0.31 6.00 0.50 12.00 0.25 35.00 = _ _ � s 5 v 3> as.oa o.zs 35.00 3 12 51 "X21/"A325 H0610 H0310 0 m in O v F U = z U U 2 n W co > H W C7 1'-113f16" 12 48'-9" 1 5'-0" 5'-0" 5,-0,. 5._0., 2,_913h6" 6-0" N - -.. 5-0° U �= i I I C Notes: For column and rafter mark numbers, see Mark Number Plan. NS/FS indicates that flange bracing is required on both sides of the frame line. For expandable endwall rigid frames, if flange bracing is required on both sides (NS,FS) of an expandable endframe, the opposite side flange brace will have to be installed at the time of expansion. These flange braces have been provided, as required, for this future condition. If NS/FS is NOT indicated, only one flange brace is required and can be located on either side of the frame. "" indicates the long side of the interior columns. Columns at the ridge are typically "flat -top" columns, unless indicated by the "*" symbol. Rigid frames shall have 50% of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is released. CL of O U C7 z J m J W u.t U) z Z U 0 0 Material Schedule 0 a N p ID Low Plate Width Thick High Plate Width Thick Outside Flange Width Thick Width Inside Flange Thick De tht Web Thick De tt 1 8.00 0.38 6.00 0.50 5.00 0.25 5.00 0.25 12.00 0.15 22.00 • - - - ra 22.00 0.18 22.00 2 6.00 0.50 6.00 0.50 5.00 0.25 5.00 0.25 17.98 0.16 14.00 osa - -_-q m gca a 5.00 0.31 14.00 0.16 14.00 - - - - 14.00 0.16 21.47 3 8.00 0.38 8.00 0.50 8.00 0.25 8.00 0.31 12.00 21.00 0.15 0.22 21.00 21.00 Notes: For column and rafter mark numbers, see Mark Number Plan. NS/FS indicates that flange bracing is required on both sides of the frame line. For expandable endwall rigid frames, if flange bracing is required on both sides (NS,FS) of an expandable endframe, the opposite side flange brace will have to be installed at the time of expansion. These flange braces have been provided, as required, for this future condition. If NS/FS is NOT indicated, only one flange brace is required and can be located on either side of the frame. "" indicates the long side of the interior columns. Columns at the ridge are typically "flat -top" columns, unless indicated by the "*" symbol. Rigid frames shall have 50% of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is released. CL of O U C7 z J m J W u.t U) z Z U 0 0 w 0 a N p �0Wo O U�U J N N a .0 cV Q n LU O0 (Li m ra zf m 0 cfl 0.0 =O q0 rgggsm��_ -- qua = to osa - -_-q m gca a 8 51"X21/"A325 H0610 H0310 12 518" X 21/4" A325 H0610 H0310 w N p �0Wo U�U o rn 0- a 16- a Q LU Bolt Schedule Q c Z- Z O w 0 m 0 cfl Qty Bolt Description Bolt # Nut # rgggsm��_ -- qua = tL O Q` r0 r Bolt Schedule m - ama cfl Qty Bolt Description Bolt # Nut # rgggsm��_ -- qua = tL O osa - -_-q m gca a 8 51"X21/"A325 H0610 H0310 12 518" X 21/4" A325 H0610 H0310 12 1 0 5-0" 48'-9" 5'-0" 5-0" 1'-113/16" 4,-4" 1 1,-9„ I. 1'-4" F— = Z U- L U 2 d w U) W CD Of For column and rafter mark numbers, see Mark Number Plan. NS/FS indicates that flange bracing is required on both sides of the frame line. For expandable endwall rigid frames, if flange bracing is required on both sides (NS,FS) of an expandable endframe, the opposite side flange brace will have to be installed at the time of expansion. These flange braces have been provided, as required, for this future condition. If NS/FS is NOT indicated, only one flange brace is required and can be located on either side of the frame. Web k oeptnz ""' indicates the long side of the interior columns. Columns at the ridge are typically "flat -top" columns, unless indicated by the " symbol. Rigid frames shall have 50% of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is released. Bolt Schedule Qty Bolt Description 00 000 N N N (p Y2 LC) (D 1- Q) w > 0 a) ED of L w -- Material Schedule Owo ID Low Plate Width Thick Width High Plate Thick Outside Flange Inside Flange Width Thick Width Thick Depth' 1 8.00 0.38 6.00 0.38 o � 85120 - - - _Q 00 0 85120 2 8.00 0.38 8.00 0.22 - - - - 85120 3 8.00 0.38 8.00 0.22 - - - - 85120 4 - - 5.00 0.25 W W8xlt For column and rafter mark numbers, see Mark Number Plan. NS/FS indicates that flange bracing is required on both sides of the frame line. For expandable endwall rigid frames, if flange bracing is required on both sides (NS,FS) of an expandable endframe, the opposite side flange brace will have to be installed at the time of expansion. These flange braces have been provided, as required, for this future condition. If NS/FS is NOT indicated, only one flange brace is required and can be located on either side of the frame. Web k oeptnz ""' indicates the long side of the interior columns. Columns at the ridge are typically "flat -top" columns, unless indicated by the " symbol. Rigid frames shall have 50% of their bolts installed and tightened on both sides of the web adjacent to each flange before the hoisting equipment is released. Bolt Schedule Qty Bolt Description 00 000 N N N (p Y2 LC) (D 1- Q) w > 0 a) ED of L w -- ctiO Owo rn rn U �U TU C) `o ai CD o � z V _Q 00 0 z 'a d z 0 M w 0 oC)� m 0 zJ O � o m � m a J � W ILLI O F— O M U) H c C QX o > wm rn 0— z O it _ o CO C J Q C O (-Ili, of at 'r age a. m3svo = ILL Bolt# Nut# _ FEagD3aa-= X0603 H0300 0 =''; Eck=' w -- O Owo rn rn U �U TU 0 ai `o ai 0 o � w -0 V _Q 00 < Q z 'a d z 0 M w 0 oC)� m 0 zJ O u~i m � a U (-Ili, of at 'r age a. m3svo = ILL Bolt# Nut# _ FEagD3aa-= X0603 H0300 0 =''; Eck=' Z W J D° Z M 1'-101/2" 1'-101/2" wBA0080 BA0080 W H U)E81001 LOW EAVE O(8E060) E81004 — O (8E060) P8ZO01 7 I BDO120 (8Z060 ) 660055 T o P8ZO02 N (8ZO60 P8ZO07(8ZO67) gg0050 T P8ZO01 P8ZO07 (8ZO60) (8Z067) P8ZO01 P8ZO07 ,J B (8ZO60) (8ZO67) P8ZO01 P8ZO07 B DO070 (8Z060) (8ZO67) P8Z001 PBZ007 0 BDO120 (8ZO60) (BZ067) ui P8ZO02 P8ZO07 N (8ZO60) (8ZO67) w Z P8ZO01 P8ZO07 (8Z06O) (8ZO67) PBC001 80099 P8C002(8CO99)_ _ P8COOU 8CO99) w LU P8ZO01(8ZO60) P8Z006 82067 P8Z011(8ZO99) - - P8ZO16(SZ099) - - P8ZO23(B7099) i� j F- © = P8ZO13(8ZO99) P8ZO12 ( 8ZO99) - - P8ZO16(8ZO99) - - P8ZO16 ( 8ZO99) - - P8Z023(8Z099) P8ZO23 (8ZO99) v w w - - - - -© Q 0 P8ZO04 (82060) P8ZO05 (8ZO67) P8ZO15 (8ZO60) P8Z01 B (82060) P8ZO22 ( 82089 ) rn P8ZO03 P8ZO05 P8ZO14AN0240 T AN0190 T (8Z060) (8ZO67) (8ZO60) P8ZO17(8ZO60) P8Z021(8ZO89) o P8ZO03 P8ZO08 P8ZO10 P8ZO18 (8Z060) P8Z02282089 4 N (8ZO60) (8ZO60) (8ZO60) N 660055 T 660050 T P8ZO04 P8Z008 P8ZO10 ( 8Z060) (8Z060) (8ZO60) P8ZO18 ( 8ZO60) PBZ022 (8ZO89 ) O- - - - P8ZO04 P8ZO08 P8Z009 P8ZO17 P8Z021 - _ - - - - - -O (8ZO60) (8ZO60) (8ZO60) (8ZO60) (8Z089) 0 P8ZO04 P8ZO08 I P8ZO10 P8ZO18 P8ZO20 v (8Z060) (8Z060) (8ZO60) (8ZO60) (8ZO89) v P8ZO03 P8ZO08 P8ZO09 P8ZO17 P8ZO19 Q (8ZO60) (8ZO60) (82060) (8ZO60) (8ZO89) BDO120 0 CV fV N P8ZO04 P8ZO08 P8ZO10 1 P8ZO18 P8ZO22 N (8ZO60) (82060) (8ZO60) (8Z060) (8ZO89) P8ZO04 P8ZO08 P8ZO09 P8ZO17 P8Z021 O (8Z060) (8ZO60) (8ZO60) (BZ060) (8ZO89) O E81002(8EO60) E81003(8EO60) BA0080 E81005(8E060) E81006(8E060) E81007(8E060) W LOW EAVE BA0070 T LOW EAVE BA0080 w Z J w 3_63/4" 3'_63/q" 2'-111/q" 2' -111/ 3/ 4- 4Z 3/ 3_4" wF2'-111/q' 1/" U) o Z2-114In j j a. EL g 17'_6" �a 20'-8"17'-6" 351_0" i i 62'_0", STEEL LINE i 97'-0" i --------------- i STEEL LINE O O O ® Notes: O Purlin and eave strut connection bolt requirements: A307 and A325 bolts are both used. Refer to the details for specific requirements. See cross section drawings for main frame flange bracing. A ------ PAB003 PAB002 O- W Z J J W W H -- O t (2) PAC13 0 O (2) PAC 13 ° N D m G Q (2) PAC 18 (2) PAC13 U 2) PAB007 Lu o v I (2) PAC 13 U)a -.E c Wq 0 ih N Q Z (22p )13 (2) PAC13 AAPggAC 00 ----PAB004 -- © o --- U (2) PAC 13 W Na rn 00 0) O C6 (2) PAC 13 PgqB001 0) 0 N N D ----- O- U of00 (2) ROWS (2)PAC13 `_' � "t REQUIRED PER BAY DETAIL BE0001 z N O SEE i (2) PAC 13 w O 2 J FOR MORE INFO 0 N o >, (2) PAC 13 a L) PAC221 O_ Lu (2) ROWS z REQUIRED PER BAY SEE DETAIL BE0001Lu w FOR MORE INFO LOW SAVE �1 STEEL LINE i i O LOW EAVE 17'-6" 35'-0" 1 i i i i i i O 20'-8" i i i 97'-0" OCD LOW EAVE 20'-8" 62'-0" v 0 N N 0 cV N 20'-8" i STEEL LINE i O w Z J w w H O 4----0 W. z J w w F— V) Cu c LL X (2) PAC a LL O U Z O ° �' D m G Q (2) PAC 18 J w U 2) PAB007 Lu o v PAB005 PAB505- - -(� U)a -.E c Wq (2) PAB006 Q Z x > o r, o x� ko X (2) PAC LL O O �' (2) PAC13� U w m (2) PAC13 O O O i U N+ �U W Na (2) PAC13 00 0) O C6 PgqB001 0) C1 0)PAC22 O -0 ofw U of00 (2) ROWS Lu � Q +.-�z `_' � "t REQUIRED PER BAY DETAIL BE0001 z N O SEE Z M w O w O 2 J FOR MORE INFO w >, o >, (0 a L) Notes: PAB_IPAC_ indicates pudin bracing. See roof framing details section BE0001 for more info. 1,11of 'Vhear Ride 3ualdiny� ivison _ az zmm -p� 2.i1c 'K. A. LL N - E" CJ — c P m of 1'4" W LL_ STEEL LINE d FRAME )0MM U +r �U y I FFSET L OO 0) t2 l) O Q " " CG0130 T �Q gr. C: z— M 00 W CA1010 T L) 2 O t � J i,QC—D-1-0 00 o �, Z 00 � Notes. oN� acn O mif G8ZO04 See wall framing details for standard girt orientation G8ZO03 detail. �4 G8Z005 GSZOC brace assembly. (8Z075) At flush or inset girt condition, field slot girt webs, to (8ZO99) (8ZO75) guidelines. (8Z05 CD1010 2 Lr) Cut and drill girls as necessary for field located framed B LL openings. i o M G8ZO04 J G8ZO03 _ G8ZO05 a G8ZOC a v? (8Z075) (8Z099) o (8Z075) (8Z05 � I FINISHED 88001 CONT. co CGO050 Typ. G8ZO02 FLOOR Cl) —j Lu o ,N = Z U No.. C M o� c 0 Vo o� CD ^ 0 LU Q ao� °O ao� U CO 0U) U CO 00U) � CO w U)) 0 21'-0" 25,_0" (8Z054) 22'-0„ v 5'-0" it m < a'�_° LL O CDX001 U LU 21'-0" 25'-0" CGO060 Typ. 9 J 22'-0" I STEEL LINE i 90'-0'- 0'-0"© � B © D Framed Opening Schedule C Qty W X H Header Left Jamb Right Jamb O 1 12'-0" X 12'-0 H8CO01 (8CO60 J8C001 (8C060 ) J8C002 ( 80060 ) FINISHED P m of W LL_ STEEL LINE d O )0MM U +r �U y I = L OO 0) t2 l) O Q - �Q gr. C: z— M 00 W U L) 2 O t � J �, o �, Z 00 � Notes. oN� acn O mif See cross section drawings for main frame flange bracing. See wall framing details for standard girt orientation detail. �4 RD_ indicates rod bracing. See primary details for rod brace assembly. o At flush or inset girt condition, field slot girt webs, to allow passage of cable/rod bracing. See primary details(U,lufor guidelines. „� r o m _Z 2 Lr) Cut and drill girls as necessary for field located framed B LL openings. i Q J _ a - :- cEm � o co CGO050 Typ. G8ZO02 I Cl) —j Lu o (8ZO54) F- c 0 M CDX001 c G8ZO02 (8Z054) -moo' Q m < a'�_° LL O CDX001 U O C CGO060 Typ. 9 J I � � C O FINISHED + „ FLOOR O = CGO030 T Co m v � U w = W 12.0" 5'-0" w w C EN 22'-0" O W LL_ STEEL LINE O )0MM U +r �U y I = L OO 0) t2 l) O Q - �Q gr. C: z— M 00 W L) 2 O t � J �, o �, Z 00 � Notes. oN� acn U,CU� L) mif See cross section drawings for main frame flange bracing. See wall framing details for standard girt orientation detail. �4 RD_ indicates rod bracing. See primary details for rod brace assembly. At flush or inset girt condition, field slot girt webs, to allow passage of cable/rod bracing. See primary details(U,lufor guidelines. „� r o m soF'" Lr) Cut and drill girls as necessary for field located framed B LL openings. i Q _ a - :- cEm Part Sizes °° O° °o RDC_ �4" ROD 0 N 0 N 0 N �2� 00 In J J J J J J O W L LL m � O D O > N m � 0 N U C fA (A C m C E' Era. a U Li i.� C9� �¢ �Q � Z5:5 1�_g3/4"J1,l 33✓4" 1'-33/4"I- OJj. 1.1'-3�4" 1'-3�q,� 1'-33/4" 1'-33/4" Og 1'-33/4„ 4—�-- ly OF SET' FRAM O OFFSE U U' io Z io p o G8Z006 I G8Z016 c CDX001 (81054) CF1200 (8Z054) q CC1010 T CF1200 m J W LU J N GBZ009 G 2012 G8Z013 G8Z014 G8Z015 M W H m 0 N N 8Z054(O 871054 ) I 82054 ( ) (81054) (81054) � (n " e c n ¢ Zm m PpC� I Q m¢ a LL W io Q�pp� 9 I J AF0010 T FINISHED 88C01 CONT. FINISHED FLOOR FLOOR F O C=9 w U 0 C. 0 a BUILDING 0 B 0 o o C) BUILDING A co o n o Z U = O M = d CO'0 X X X m m 0-= > W� U� U U U U U U) W 17'-6" 16'-2" 20'-8" 20'-8" 20'-8" F- Q W LU t9 wCr I 1,_4„ I I CZ STEEL LINE 97'-0" i STEEL LINE E I M I I W L H LL O O �J �/ \� �J CU 2 0) Q 0) -a �_ O -- Q 2 W Q w..' � �' Z 00 [C Z O 4) co w 0 m 0 w �, O >• i CO NQC otes. oN� a� c0N� 8C mV- o Z) See cross section drawings for main frame flange bracing. See wall framing details for standard girt orientation detail. City cf RD_ indicates rod bracing. See primary details for rod brace assembly. Vvhkat At flush or inset girt condition, field slot girt webs, to allow passage of cablekod bracing. See primary details Bull , for guidelines. o a�mpw o m- Lo Cut and drill girls as necessary for field located framed - - = i m' =f LL openings. __ ORE 't'E°-�3aov CV 9 STEEL LINE [ 44'-0" ; I STEEL LINE I O Framed Opening Schedule Qty W X H Header Left Jamb Right Jamb 1 12'-0" X 12'-0 H8C001 (8C060 J8C003 (8C060 )J8C004 (8C060 ) I O �1111 10 THE PROXIMITY 01 AN 116TING LOING. STRUCTURK SEPARATION FROM THE W9S SU INELM IS REOUTRED. THE ENGINEER OF RECORD 6 RESPONS*LE FOR ENSURING THAT THE YRS SEISMIC STORY DRIFT OF 2.0 INCHES PLUS THE STORY ORFT OF THE EXISTING STRUCTURE IS ADEOUATELY PROWDED BETWEEN THE NEW Aro EXISTING STRUCTURES. PER rgi�ABONE� ` rffTR ENGINEER Of RECORD NBSUT TYPICAL SEISMIC SEPARATION DETAIL Notes: See cross section drawings for main frame flange bracing See wall framing details for standard girt orientation detail. RD_ indicates rod bracing. See primary details for rod brace assembly. At flush or inset girt condition, field slot girt webs, to allow passage of cable/rod bracing. See primary details for guidelines. Cut and drill girls as necessary for field located framed openings. O L N U 0 Q � to m C � U LL LL O W Q Q w (B U �U K O J O O L O O Q 0) 20 O -- Q U, Q �❑ M Wq U O Z 2 O K W W > a c) > m z CO m OD x CD J (0 C O N LL 00Q m o3 _ W Q N Q w (B U �U N> O O L O O Q 0) 0 O -- Q U, Q 00 U O Z 2 O K W W > a c) > 0o �, 0 N z CO m Of v Cl) R LL 00Q m o3 _ EAVE EXT. Notes: See cross section drawings for main frame flange bracing See wall framing details for standard girt orientation detail. RD_ indicates rod bracing. See primary details for rod brace assembly. At flush or inset girt condition, field slot girt webs, to allow passage of cable/rod bracing. See primary details for guidelines. Cut and drill girts as necessary for field located framed openings. AD0030 c GlCO01 CF0250 T OPEN TO o BLDG. A CBX001 T o v 4'-7" i FINISHED FINISHED FLOOR FLOOR = C7 0 O o o z W O m O N O m U Q U-1> U °' U L) U)W U-1 44,_0" 25'-0" 21'-0" w STEEL LINE i 90'-0" STEEL LINE O © O Notes: See cross section drawings for main frame flange bracing See wall framing details for standard girt orientation detail. RD_ indicates rod bracing. See primary details for rod brace assembly. At flush or inset girt condition, field slot girt webs, to allow passage of cable/rod bracing. See primary details for guidelines. Cut and drill girts as necessary for field located framed openings. Part Sizes oO 0 0 0 RDC_ 34" ROD ` m CIO m m F Of Ofa J J J 1' q^ FRAME UJ V-33/4" 1� 4„ J CL O J J U FRAME LU U OFFSET OFFSET CO -m = _ � D � > o � m n �p O Cl M h U C) C Q � — '� U G8Z011 GBZ008 0] N ( 82054)(8Z054) U ti LL R 0 coo7 Cl) ��Goo1 C D 1010 T CC1010 T � GSZ010 G8Z007 o (8Z054) (8Z054) _ o C7 v Z o CF1200 T EXISTING ° LDG. m ¢ J W � ° H oCU) U) �d M 19� Q OK 219 KM Q U C J AF0010 T M C O FINISHED B8C01 CONT. FINISHED > = U FLOOR a °° a °° o a ° ° o o ° a o .. ° c FLOOR N C0 Z C7 Z = (7 W N T< UCD m o m C4 o� LU a = C w U) x U wCU U Um F- Q c C7 LU LL 17'-6" p 0"J ~ — CU U+r co W �> STEEL LINE 35'-0" 1 STEEL LINE O O Q O "O O _ Q 00 a coz— M �� L) W. O J W > > o , �> Z 00 NQ otes. > ave > stn m R See cross section drawings for main frame Flange bracing. See wall framing details for standard girt orientation detail. RD_ indicates rod bracing. See primary details for rod brace assembly. At Flush or inset girt condition, field slot girt webs, to - a allow passage of cable/rod bracing. See primary details for guidelines. Tw Lo Cut and drill girts as necessary for field located framed - qm, R- „- _ LL openings. N uEv3 via L n _- TYPICAL WASHER REQUIREMENTS ERECTOR NOTE (UNLESS NOTED OTHERWISE ON DRAWINGS) BOLT HEAD SLOT WASHE WASHER— NUT SLOT BOLT MEAD SLOT WAS HE NUT HOLE SLOT TO SLOT CONNECTIONS WASHERS ARE REQUIRED ON BOTH SIDES OF MATERIAL IF SLOTS ARE USED ON BOTH SIDES. (SEE DETAIL AT RIGHT FOR LAPPED ZEE SLOT TO HOLE CONNECTIONS ONE WASHER REQUIRED ON SLOTTED SIDE ONLY. BOLT HEAD HOLE HOLE TO HOLE CONNECTIONS NO WASHERS ARE REQUIRED WHEN SLOTS ARE NOT USED. NUT HOLE WASHER PART NUMBERS H0200 - 1/2" FLAT WASHER H0240 - 1" FLAT WASHER H0210 - 518" FLAT WASHER H0 250-1 118" FLAT WASHER H0220 - 314" FLAT WASHER H0260 - 1 114" FLAT WASHER H0230 - 718" FLAT WASHER BOLT/NUT ASSEMBLY REQUIRED AT LAPPED ZEE MEMBERS. (NO WASHERS REQUIRED) I; .m Iw SECTION "A" I MEMBERS. PURLINS OR GIRTS LAPPED NESTED REGION w � I � I i NO WASHERS REQUIRED AT BOLTS USED I THE LAPPED REGIONS OF ZEE MEMBERS. SECTION "B" TYPICAL FIELD WELD REQUIREMENTS ERECTOR NOTE: (UNLESS NOTED OTHERWISE ON DRAWINGS) ALL FIELD WELDING MUST BE PERFORMED BY AWS/CWB CERTIFIED WELDERS WHO ARE QUALIFIED FOR THE WELDING PROCESSES AND POSITIONS INDICATED. ALL WORK MUST BE COMPLETED AND INSPECTED IN ACCORDANCE WITH THE APPLICABLE AWS/CWB SPECIFICATIONS. WELD ELECTRODES USED FOR THE SMAW (OR STICK) WELD PROCESS MUST BE 70 KSI/483 MPo MATERIAL AND LOW HYDROGEN CONTENT. GALVANIZED STEEL FIELD WELDING RECOMMENDATIONS PREPARATION OF WELD AREA AWS D-19.0, WELDING ZINC COATED STEEL, CALLS FOR WELDS TO BE MADE ON STEEL THAT IS FREE OF ZINC IN THE AREA TO BE WELDED. FOR GALVANIZED STRUCTURAL COMPONENTS, THE ZINC COATING SHOULD BE REMOVED AT LEAST ONE TO FOUR INCHES (2.5-10 CM) FROM EITHER SIDE OF THE INTENDED WELD ZONE AND ON BOTH SIDES OF THE WORKPIECE. GRINDING BACK THE ZINC COATING IS THE PREFERRED AND MOST COMMON METHOD; BURNING THE ZINC AWAY OR PUSHING BACK THE MOLTEN ZINC FROM THE WELD AREA ALSO ARE EFFECTIVE. TOUCH-UP OF WELD AREA WELDING ON GALVANIZED SURFACES DESTROYS THE ZINC COATING ON AND AROUND THE WELD AREA. RESTORATION OF THE AREA WILL BE PERFORMED IN ACCORDANCE WITH ASTM A 780, STANDARD PRACTICE FOR REPAIR OF DAMAGED AND UNCOATED AREAS OF HOT -DIP GALVANIZED COATINGS, WHICH SPECIFIES THE USE OF PAINTS CONTAINING ZINC DUST, ZINC -BASED SOLDERS OR SPRAYED ZINC. ALL TOUCHUP AND REPAIR METHODS ARE CAPABLE OF BUILDING A PROTECTIVE LAYER TO THE THICKNESS REQUIRED BY ASTM A 780. SAFETY & HEALTH WHEN WELDING DIRECTLY ON GALVANIZED STEEL IS UNAVOIDABLE, OSHA PERMISSIBLE EXPOSURE LIMITS (PELS) MAY BE EXCEEDED AND EVERY PRECAUTION, INCLUDING HIGH -VELOCITY CIRCULATING FANS WITH FILTERS, AIR RESPIRATORS AND FUME -EXTRACTION SYSTEMS SUGGESTED BY AWS, SHOULD BE EMPLOYED. FUMES FROM WELDING GALVANIZED STEEL CAN CONTAIN ZINC, IRON AND LEAD. FUME COMPOSITION TYPICALLY DEPENDS ON THE COMPOSITION OF MATERIALS USED, AS WELL AS THE HEAT APPLIED BY THE PARTICULAR WELDING PROCESS. IN ANY EVENT, GOOD VENTILATION MINIMIZES THE AMOUNT OF EXPOSURE TO FUMES. PRIOR TO WELDING ON ANY METAL, CONSULT ANSI/ASC Z-49.1, SAFETY IN WELDING, CUTTING AND ALLIED PROCESSES, o WHICH CONTAINS INFORMATION ON THE PROTECTION OF a PERSONNEL AND THE GENERAL AREA, VENTILATION AND FIRE a PREVENTION. STANDARD ANGLE SCHEDULE MAEO EAVE ANGLE MAL02 LINER EAVE GALVANIZED 4"x5"x120" - ANGLE 2:12 GALVANIZED ANG.(SLOPE) ivLANG- 84° 3"x3"x120" 5,. 3" w (� MAFO SCULP. EAVE ANGLE MAL05 LINER EAVE GALVANIZED 5'"x8"x120" - ANGLE 4:12 GALVANIZED i0 NG.(SLOPE) LA :LANG. 105° 3"x3"x120" 6., 3,. " MAGO1 GIRT ANGLE MAL07 LINER EAVE GALVANIZED >' m N �j ANGLE 1:12 1"x2 -1/2"x12" - GALVANIZED I M LT 95° 3"x3"x120" 2-1/2" -6- 3.° MAG02 GIRT ANGLE MAL 1 2 LINER EAVE GALVANIZED ANGLE 2:12 1 %2-1/2%24" ANG. 81° GALVANIZED 3"x7 -3/4"x120" 2.1/2" 7-3/4" MAG03 GIRT ANGLE MAPO1 RAKE PARAPET ANGLE GALVANIZED GALVANIZED 1"x2 -1/2"x30" 2"x12"x120" N 2-1/2" 12" MAG 10 GIRT ANGLE MAP02 RAKE PARAPET ANGLE GALVANIZED GALVANIZED 2-1/2"x120" � L 6"x6"x120" 2.1/2" 6" MAHO EAVE STRUT ANGLE MARO1 RAKE ANGLE GALVANIZED GALVANIZED 1 x2 -1/2"x12" 3"x5"x240" ANG.(SLOPE) � 2-1/2" 5" MALO 1 LINER ,LOW EAVE MAR02 CFR RAKE/ ANGLE GALVANIZED BASE ANGLE GALVANIZED 6"x7 -3/4"x120" iv 2"x3"x242" R INFORMATION COURTESY OF AMERICAN GALVANIZERS ASSOCIATION I 1 7-3/4" 3" 000 N N N 0_ Of O U CD Z O 0 � o m °a J W o H oL U) M c p W Q �Q Z x > o" Z 0 m x AM U) Q _3 rnZm 5 mrt�a�oq m _- =cFD�v o�qo QaJ O _- mu3aa�NDD r w (0 r 0 O c w U }, c6 U w (� O^' W I) L � W CL 0) :tf 70 O W :E < I_0O Z — " F- UO L) o 0 J 00 w N Orr >' m N �j Z m ^^ d �./J UVJ D. _3 rnZm 5 mrt�a�oq m _- =cFD�v o�qo QaJ O _- mu3aa�NDD r DETAIL A MARK NUMBER HILLSIDE WASHERS NOTE: RAFTER FLANGE NOT CENTERLINE 1'-4" SHOWN FOR CLARITY OF RAF 4" RAFTER (2) wE8 CLIP MK. CLIP CSROt I I CSROt H0810 N COLUMN RDC__ IF REO'0 HAND TIGHTEN (2) AND BURR I THREADS - - I CLIP MK. w CC803 z J (2) N CLIP MK. ENDWALL I Z GCC RAFTER ,T COLUMN 8" SINGLE OR CLIP MK. PWA30 DOUBLE CEE ENDWALL COLUMN I DETAIL A ENDWALL STEEL LINE j USE (8) 1/2"0 x 2" A325 H0330 BOLTS (MK. H0603) AND 1 1/8" 0 NUTS (MK. H0300) ENDWALL COLUMN TO EXPANDABLE ENDWALL RAFTER CONNECTION 8" CEE COLUMN AT INSET GIRTS AD0030 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS H0850 ROD DIAMETER MARK NUMBER HILLSIDE WASHERS FLAT WASHERS A307/A325 NUTS COUPLING NUTS 5/8" 0 ROB__ (2) H0930 (2) H0210 (2) H0310 H0810 3/4" 0 RDC__ (2) H0930 (2) H0220 (2) H0320 H0820 7/8" 0 ROD__ (2) H0930 (2) H0230 (2) H0325 H0830 1" 0 I RDE__ (2) H0960 (2) H0240 (2) H0330 I H0840 1 1/8" 0 RDF__ (2) H0960 (2) H0250 (2) H045O H0850 1 1/4" 0 ROG__ (2) H0960 (2) H0260 (2) H0340 H0860 WEB OF �@ COLUMN OR RAFTER COUPLING NUT ROD BRACE DETAIL (WEB TO WEB) SEE PLANS AND ELEVATIONS FOR BRACING MARK NUMBERS ROD ASSEMBLY MK. RD___ HILLSIDE WASHER, FLAT WASHER, AND NUT TYPICAL FLANGE BRACE MARK NUMBERS ACTUAL FLANGE BRACES DO NOT HAVE MARK NUMBERS ON THEM FBC_ INDICATES LENGTH OF FLANGE BRACE IN INCHES LENGTH F B E_ I� COUNTER - SEE CHART LENGTH COUNTER LENGTH NOTES: SEE PIANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS 01 35 718" 02 37 118" 03 49 112" 04 50 114" "A" (6) 3/4" X 3" A325 ELL- CLIP r ALL SLOTS. FBK_ INDICATES LENGTH OF FLANGE BRACE IN INCHES LENGTH AF0010 4t, 3'-9" L FBN01 W/ _ PURLIN (2) H0603 BOLTS I'4 }'_6- (2) H0200 NUTS �� (1) H0200 WASHERS PURLIN EXTENSION BEAM 7I I I TV -- f MKEEMARK / FBLOI W/ (i)— L--BASKET-TYPE' H0603 BOLT INSULATION RAFTER FLANGE BRACE MARK FB NOTE: 1/2"o X 2' A325 BOLTS ARE REO•D FOR BOLTING FLANGE BRACES. H0603 BOLT TYP INSTALL FBNOI PRIOR TO INSTALLING H0300 NUT UNDERSIDE FABRIC, VAPOR BARRIER H0200 WASHERS OR LINER. O TYP FLANGE BRACE @ PURLIN & RAFTER WITH THE USE OF 'BASKET -TYPE" INSULATION �p C) O O NOTES: SEE PIANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS T22+ CLIP MKI MZH02 NOTE: (NS & FS) WITH "A" (6) 3/4" X 3" A325 3/4_ WASHERS REQUIRED OVER CLIP r ALL SLOTS. COLUMN BEAM CONNECTION DETAIL Ill CLIP- FGC07 ;6) 5/8-0 X 2 1/4 A325 BOLTS H0610 A325 NUTS H0310 8" OR 10- 0 EAVE EXT. O BLDG. MAIN FRAME COLUMN HIGH EAVE EXTENSION DETAIL GIRT AT INTERMEDIATE FRAMES W/ GUSSET (BYPASS CONDITION) FOR HAUNCH DEPTHS > V-3' NOTE: USE 1/2"X 2" A325 BOLTS H0603/NUTS H0300 U.NA. SEE GIRT DETAIL FOR BOLT REQUIREMENT O GIRT CLIP MK/ MZH02 (NS & FS) WITH (6) 3/4" X 3" A325 BEAM AN0100 NOTE: 3/4" WASHERS REOUIREO OVER ALL SLOTS. BEAM CONNECTION DETAIL MEZZ. BEAN TO WEB OF FULL HEIGHT COLUMN MEZZ. BEAM TO WEB OF DEEPER BEAM AT DIFF. ELEVATION AP0130 AP0170 �p C) O O F E w C �d T22+ PURLIN VIEW "A" Ill CLIP- FGC07 ;6) 5/8-0 X 2 1/4 A325 BOLTS H0610 A325 NUTS H0310 8" OR 10- 0 EAVE EXT. O BLDG. MAIN FRAME COLUMN HIGH EAVE EXTENSION DETAIL GIRT AT INTERMEDIATE FRAMES W/ GUSSET (BYPASS CONDITION) FOR HAUNCH DEPTHS > V-3' NOTE: USE 1/2"X 2" A325 BOLTS H0603/NUTS H0300 U.NA. SEE GIRT DETAIL FOR BOLT REQUIREMENT O GIRT CLIP MK/ MZH02 (NS & FS) WITH (6) 3/4" X 3" A325 BEAM AN0100 NOTE: 3/4" WASHERS REOUIREO OVER ALL SLOTS. BEAM CONNECTION DETAIL MEZZ. BEAN TO WEB OF FULL HEIGHT COLUMN MEZZ. BEAM TO WEB OF DEEPER BEAM AT DIFF. ELEVATION AP0130 AP0170 CEE I I � I RAFTER I I COLUMN TYPE. F LOCATION, ANO ORIENTATION VARY I O EAVE EXT. O BLDG. (SEE PLANS)y� IVr HIGH EAVE EXTENSION DETAIL POST AND BEAM ENOWALL NOTE: USE 1/2-X 2" A325 BOLTS H0603/NUTS H0300 U.N.O, A N O 1 O SEE GIRT DETAIL FOR BOLT REOUIREMENT O GIRT FLANGE BRACE OPPOSITE SIDE REQUIRED CE INDICATED ON ERECTION DWGS. AS NS & FS" COIUNN �p C) O O F E w C �d PURLIN o .. EXTENSION BEAM may} ( MK. SE[EMARK B FF CLIP r 0 FGC01 z 0 0 U (j II (6) 5/8"0 X 2 1/4' II Z25 BOLTS H0610 Z m r I� A325 NUTS HO}10 CEE I I � I RAFTER I I COLUMN TYPE. F LOCATION, ANO ORIENTATION VARY I O EAVE EXT. O BLDG. (SEE PLANS)y� IVr HIGH EAVE EXTENSION DETAIL POST AND BEAM ENOWALL NOTE: USE 1/2-X 2" A325 BOLTS H0603/NUTS H0300 U.N.O, A N O 1 O SEE GIRT DETAIL FOR BOLT REOUIREMENT O GIRT FLANGE BRACE OPPOSITE SIDE REQUIRED CE INDICATED ON ERECTION DWGS. AS NS & FS" COIUNN Iz `� FLANGE BRACE MK. FB-__ 27 m of (2) H0603 BOLTS (2) H0300 NUTS (2)H0200 WASHERS BOLTED FROM BOTTOM 2'-4 1/2' WALL GIRT FLANGE BRACE @ BU COL O O SINGLE CEE GIRT Q NOTES :1/2 X 2" A325 BOLTS ARE REO'D FOR BOLTING FLANGE BRACES SEE PLANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS AAVUr)nA 0 L) C) c Q .� V) EE3 — C o a U LL ii W8X18 W8X18 HIGH EAVE EXTENSION DETAIL HIGH EAVE EXTENSION DETAIL AT FRAME LINE 3 NOTE: USE (8) S%" X2 Ip" A325 BOLTS H06101 NUTS H0310 AN X001 .TI 0 U OO O �p C) O O F E w C �d 0) Li o �222 LL �L) O�_ CD 0 0 H0603 BOLT TYP z 0 0 U 0O U m O J 00 H0300 NUT TYP 0 �., v~ Z m r �/�/�� I uJ H0200 WASHERS TYP cn 1— m 00 H0603 BOLT1) 2 ? Iz `� FLANGE BRACE MK. FB-__ 27 m of (2) H0603 BOLTS (2) H0300 NUTS (2)H0200 WASHERS BOLTED FROM BOTTOM 2'-4 1/2' WALL GIRT FLANGE BRACE @ BU COL O O SINGLE CEE GIRT Q NOTES :1/2 X 2" A325 BOLTS ARE REO'D FOR BOLTING FLANGE BRACES SEE PLANS AND ELEVATIONS FOR FLANGE BRACE PART MARKS AAVUr)nA 0 L) C) c Q .� V) EE3 — C o a U LL ii W8X18 W8X18 HIGH EAVE EXTENSION DETAIL HIGH EAVE EXTENSION DETAIL AT FRAME LINE 3 NOTE: USE (8) S%" X2 Ip" A325 BOLTS H06101 NUTS H0310 AN X001 .TI 0 U OO O �p C) O O F E w C �d 0) Li Q 0) O -0 Q LL �L) O�_ CO z 0 0 U 0O U m O J 00 w >> O 0 �., v~ Z m r �/�/�� I uJ /N� UVJ mzm nye22- I` LL 0 2 00 0o N �2 I N N I I PURLIN I I I PURLIN m m m I 1 J J J J J J ---------------------------------------- --------------------------------------------------------------- O W J LL m IE m x x I FRAME OR ENOWALL RAFTER FRAME OR ENO WALL RAFTER > 0 Do I I S O i E N D WA L L I II EXTENSION BEAM I II I fl Q II I II II EXTENSION REAM II N C m fD 0 O I II BLDG. I II II BLDG. E II U LL .0 LL I II I I II I II II CLIP II MK. FGC01 II PURLIN d I II CUP PURLIN I li MK. FGC01 II I O MAROI _____________________c ____________________________ I II- - ll1 Z rn c ____________________________ I 1T II — J o °o O `I �Ly0 Do a I II 3/4 314" 11 3/4" W I II II 4 1/4" 4114' II 4114" II W ~ 0 N U I „ U) Q n I _________________________________ - - - - - - - - - - Q v C wm n m x> On EAVE EXT. EAVE Q KR m Q I/4" 11/2" 1 1 1 1/2" E%TENSIOIfsL U — CEE CHANNEL 314" 3Id" BLDG. rt FRAME 3/4" 314' GEE CNANNEL rL FRAME SIDEWALL SIDEWALL co a� HIGH EAVE EXTENSION DETAIL o HIGH EAVE EXTENSION DETAIL NOTE: USE 1/2"X 2" x325 BOLTS H0603/NUTS H0300 ( U.N.O. ) J AN0190 NOTE! USE 112"X 2' A325 ..ITS H0603/NUTS H0300 I U.N.O. I AN0240 tz M o �o W U � W L mU o a 0) � -2 o2 Q i>3Z_co �L 00 U O O O w>, O 0 ZOO r rQ) avJ cn lam^ UVJ m � E m m � mem o me oLL ° o voA`- _ - UEp1°=3o`a� E`7 C LE,2c - cE umo COLLATERAL DEAD LOADS, UNLESS OTHERWISE NOTED, ARE ASSUMED TO BE (2) H1020 BOLTS REO'D AS SHOWN BOLTS REO'D AS SHOWN 0 0 m 0 UNIFORMLY DISTRIBUTED. WHEN SUSPENDED SPRINKLER SYSTEMS, LIGHTING, (1) PER END N N N HVAC EQUIPMENT, CEILINGS, ETC. ARE SUSPENDED FROM ROOF MEMBERS, ,�I CONSULT NUCOR ENGINEERING If THESE CONCENTRATED LOADS EXCEED 500 ANGLE MK. �/ qh m rn POUNDS (USING THE WEB MOUNT DETAIL) OR 200 POUNDS (USING THE FLANGE MAH01 -- MOUNT DETAIL), OR IF INDIVIDUAL MEMBERS ARE LOADED SIGNIFICANTLY MORE j m m m THAN OTHERS. SEC. A III J J J SGC,. P I I I I a II J OLU J LL J m PURLIN FLANGE PURLIN STIFFENING LIP FLAT PLATE I N 3" m 2 O 2 PURLIN WEB `Iti MK. ESCO2 ® GENERAL RESTRICTION: 5 3 ® 3"/' UPSLOPE U.N.O. SHOP WELDED � elf UNDER NO CIRCUMSTANCES CAN THE PURLIN STIFFENING 4/ m LIP�I1 `' 1 MN CLIP. BE FIELD MODIFIED FROM THE FACTORY SUPPLIED CONDITION. I CAP PLATE/ STIFFENER ALSO DO NOT HANG ANYTHING FROM PURLIN STIFFENING LIP. PLATE WASHER I I RAFTER FLANGE OPTIONAL BY c OPTIONS FOR SUPPORT ATTACHMENTS PLATE WASHER MK. ESWO1 (4) C� EAVE STRUT RAFTER/CAP PLATE/ SHOP WELDED SHELF MK. ESW01 (2) EW RAFTER/CAP PLATE SHOP -WELDED SHELF EAVE STRUT I SECTION "A" DESIGN Q . n 0.L a = CO `—Q c OPTION A 0 LBS MAX)MAX)LBS MAX) OPTION B (500 LBS MAX) DRILL SUPPORT SUPPORT ANGLE OR SOME WELDED CLIP Q END FRAME THROUGH THE OTHER TYPE OF BRACKET. LOW EAVE BYPASS SW GIRT CONDITION LOW EAVE BUILT-UP EW CONDITION BOTTOM FLANGE OF THE PURLIN. (NOT BY NBS) SUPPORT THROUGH PURLIN WEB. USE (8) 1/2" X 2" A325[ZA007o B / USE (4) 112" X 2" A325 p BA0080 USE 4 12' x 1 14" A307 BOLTS H0500 NUTS H0400 U.N.O. 000050 � BOLT HO603/NUT H0300 U.N.O. BOLT H0603INUT H0300 U.N.O. REFERENCE ERECTOR NOTE FOR M. WASHER REOUIRENENTS 1/2"0 MAXIMUM BOLT ANGLE SUPPORT (NOT BY NBS) Q U (NOT BY N.B.S.) FASTENER AT EACH 1/2"m MAXIMUM BOLT SUPPORT. z o (NOT BY NBS) �e UPSLOPE U.N.O. USE H1020 AT o m SE6 a PURLINS AND EAVE 0 1" MAXIMUM FROM 1 1' 1" MAXIMUM FROM 3 , STRUTS. m z CENTERLINE OF PURLIN WEB CENTERLINE OF PURLIN WEB P a�MN n USE H1070 AT UJJ o TO CENTERLINE OF SUPPORT TO CENTERLINE OF SUPPORT �P' P� I m JOISTS. W m o SEE AT 12" PURLINS, BOLTS ARE } 4 NOT REQUIRED IN THE CENTER SET OF HOLES / / I I w SECTION "a" I— U) z U o ¢ m m a z, _ o $� x= OPTION C: X 200 LBS MAX PURLIN FLANGE 1" IF SUPPORT CLAMPS "X" = TOTAL PROJECTED ARE USED. / �' — — h PARAPET ANGLE U DISTANCE FROM THE CENTERLINE OF THE PURLIN r' I III / / (L. L.V.) MK. MAP01 WEB TO THE END OF THE SHOP WELDED PURLIN, END OF STIFFENER LIP I it CLIP. EAVE I (= 3 5/8" +/- 1/16") STIFFENER ° STRUT, to CLAMP 1" MAXIMUM NOTE:/ ,I 3" OPTIONAL BY n DESIGN — — OR JOIST Q (NOT BY NBS) THE CENTERLINE OF THE SUPPORT ? / MUST BE WITHIN 1" FROM IW COLUMN CAP PLATE NO WASHERS REQUIRED AT I c) CENTERLINE OF THE PURLIN WEB. vi OR RAFTER FLANGE THESE 8 BOLT LOCATIONS CENTERLINE OF SUPPORT CENTERLINE OF PURLIN SECTION "B" C E o o NBS PURLIN SUPPORT METHODS WELDED CLIP @ INTERIOR FRAME ul �_ m USE (8) 1/2" x 1 1/4" A307 BOLTS HM/NUTS H0400 U.N.O. BB0055 PARAPET ANGLE ATTACHMENT BD0070 p a) p ~ Q U M� �U FASTENER AT EACH i SUPPORT. USE H1020 AT PURLINS & EAVE STRUTS. Q 0 +..L - d � Q -0 PURLIN, USE H1070 AT JOISTS. 7 w C-)L.L EAVE STRUT, w OR JOIST z O Q�j Q m J w j PURLIN BRACE IF REO'D SINGLE PURLIN BRACE IF REO'D NOTE: THE PURLIN BRACING ATTACHMENT METHOD IS THE SAME REGARDLESS OF THE SECONDARY MEMBER TYPE (ZEE, CEE. EAVE STRUT, BEAM. ETC.) (1) H1020 STEEL UNE_ FASTENERROOF _ _ SINGLE PURLIN (TYPICAL) � BRACE IF REO'D SINGLE � PURLIN BRACE "X" PURLIN MK. (SEE PLAN) BRACE IF RED 'O PURLIN (1 ) H1020 FASTENER PLAN VIEW OF PURLIN BRACING LOCATIONS PER BAY 1) THERE ARE TYPICALLY (2) ROWS OF PURLIN BRACING REQUIRED REGARDLESS OF THE BAY LENGTH U.N.O. 2) THE PURLIN BRACING IS TYPICALLY SPACED AS SHOWN IN THE DETAIL BELOW U.N.O. RAFTER SINGLE PURLIN BRACE I I IF REO'D. PURLIN BRACE "X-----1 PURLIN LAP � I 4 0.38 x LENGTH } 0.24 x LENGTHI 0.38 x LENGTH PURLIN BRACING ATTACHMENT METHODS SEE ROOF FRAMING PLAN(S) FOR PURLIN BRACING MARK NUMBERS, QUANTITIES AND LOCATIONS INSTALLATION INSTRUCTIONS 1) FOR SINGLE PURLIN BRACE, INSERT THE ANGLE INTO THE FACTORY PUNCHED SLOTS. BEND THE TABS AS SHOWN AND ATTACH WITH (1) H1020 FASTENER PER ENO. 2) FOR PURLIN BRACE "X", INSERT THE ANGLES "BACK-TO-BACK" INTO THE FACTORY PUNCHED SLOTS. BEND THE TABS AS SHOWN AND ATTACH WITH (1) H1020 FASTENER PER END. 3) CONNECT THE PURLIN BRACE "x" AT THE INTERSECTION WITH (1) H1020 FASTENER. 4) SEE THE DETAILS AT RIGHT FOR ADDITIONAL INFORMATION WHEN ATTACHING TO ALTERNATE FRAMING MEMBERS, I I PURLIN BRACES EAVE STRUT I PURLIN BRACES EAVE CEE PURLIN BRACES PURLIN BRACE IF REO'O (1) H1070 BUILT-UP OR TYPICAL HOT -ROLLED BEAM I I PURLIN BRACES REVERSE PURLIN PURLIN BRACES - �� C--7 PURLIN BRACE IF REO'D (1) H1070 HOT -ROLLED TYPICAL CHANNEL NOTE: THE CHANNEL MAY BE TOED UP OR DOWN. PURLIN BRACES BOX (1) H1020 BEAM BE0001 L Q C a Q — EL of O U (D Z_ m J W W I— O *1I (l 1ry Oi 7� Al fns -_ Viz„ LL - - - __}E��mcu�jno'u Q C C � W WLL 0 a) 0 o U mU �ry � aS o 0) o ai Q0) o.- � U 0� _Q 00 w F O a) w 0� m 0 w j,� orra^) o �� u~i 00 m 1VJ ''a^^) Ux/J O' D (l 1ry Oi 7� Al fns -_ Viz„ LL - - - __}E��mcu�jno'u Q ERECTOR NOTE. UNLESS SPECIFICALLY NOTED OTHERWISE, STANDARD ZEE GIRT ORIENTATION IS TO HAVE THE GIRT TOED DOWN AT THE STEEL LINE AS SHOWN IN THE DETAIL BELOW. UNLESS SPECIFICALLY NOTED OTHERWISE, STANDARD CEE GIRT ORIENTATION IS TO HAVE THE GIRT TOED UP AS SHOWN IN THE DETAIL BELOW. STANDARD CLIP ATTACHMENT IS BELOW THE GIRT, HOWEVER SOME DETAILS REQUIRE THAT THE CLIP BE ABOVE THE GIRT OR THAT THE GIRT BE TOED DOWN. (REFER TO THE GIRT DETAILS FOR SPECIFIC CONNECTION REQUIREMENTS) I I ZEE GIRT CEE GIRT I� w' w' JI J W' W� �I NI ZEE GIRT ORIENTATION CEE GIRT ORIENTATION STANDARD GIRT ORIENTATION DETAIL SEE GIRT DETAILS FOR GIRT CONNECTIONS (COLUMNS NOT SHOWN) STD. 1/2" A307 BOLTS MK. H0500 (NO WASHERS REQUIRED) OUTSIDE FLANGE THIN HEAD 112" BOLT MK. H0515 (NO WASHER REQUIRED) FIRST LAPPED GIRT — LAPPED GIRT DETAIL SECOND LAPPED GIRT BOLTED OR WELDED GIRT CLIP STD. 1/2" A307 NUTS MK. H0400 LAPPED GIRTS @ INTERIOR BAY COLUMNS - THE THIN HEAD 1/2" A307 BOLT MUST BE INSTALLED INTO THE FIRST GIRT AND CLIP OF A LAPPED CONDITION. THE BOLT/NUT ASSEMBLY MUST BE WRENCH TIGHT PRIOR TO THE SECOND LAPPED GIRT BEING INSTALLED. 8' GIRT - — —� — - 10" GIRT - I I I i0 Oi 1 _p \-01 10, p,. I `GCC82 CLIP `GCCG3 CLIP CONNECTION VAR 5 CONNECTION VARIES e" GIRT 8" & 8" CORNER 10 -GIRT -- I I I _ I I I I Al �GCCO2 CLIP CONNECTION VARIES 10" GIRT 10" & 10" CORNER i0 OI 1 � I 1 I e' GIRT 8" & 10" CORNER .'.IRT _I I I I I I I "o "p� C `GCCOR CLIP CONNECTION VARIES ie 0 -GIRT 10" & 8" CORNER BYPASS GIRT BOLT PLACEMENT DETAIL REFERENCE WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH MULTIPLE GIRT DEPTHS. REFER TO THE DETAILS ABOVE TO DETERMINE WHICH HOLES ARE UTILIZED. )STEEL UNE //-8' OR 12" GIRT 8' OR 12' GIRT — I / GIRT CUP GIRT CLIP L, ---- -- 8" OR 12" GIRT AT CORNER 8" OR 12" GIRT AT SW OR EW (STEEL LINE 10' GIRT 10' GIRT I GIRT CLIP GIRT CLIP I I F; -O ---O I I o 10" GIRT AT CORNER 1 10" GIRT AT SW OR EW FLUSH GIRT BOLT PLACEMENT DETAIL REFERENCE WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH MULTIPLE GIRT DEPTHS REFER TO THE DETAILS ABOVE TO DETERMINE WHICH HOLES ARE UTILIZED. ZEE GIRT 4j. COLUMN USE (1) 1/2" x 1 1/4" THIN HEAD BOLT H0515/ SHOP NUT H0400 AT THIS -------"--+---------"' WELDED LOCATION. REFER TO THE CLIP "LAPPED GIRT DETAIL" FOR ADDITIONAL INFORMATION. 1 112•• SECT. „A„ 314" „A„ GIRT�3/4" I W Of I y 1 1 I ' 1 I G - - W SHOP WELDED LIP — I GIRT LAP1 GIRT LAP (SEE ELEVATION) (SEE ELEVATION) DIM. "A" = 4" AT 8" 11 10" GIRTS = 8" AT 12" GIRTS SW OR EW GIRT DETAIL LAPPED BYPASS GIRTS AT INTERIOR BAY COLUMNS NOTE: USE (7) 112"x 1 1/4" A307 BOLTS 110500MLITS H0400 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER C C 1010 REQUIREMENTS 0o_ Co oO__ (� Ioo 0o Ioo 00 I L____ --- 8" GIRTS BOLT PLACEMENT DETAILS 10" GIRTS USE (2) 1/2" x 2" A325 BOLTS H0603/ NUTS H0300 (CLIP TO WEB CONNECTION) I I 1 vL� I II n �o L�____�__ Z 1/4" 4" EO � c .P CLIP MK. GCC03 _ n o I I < CIRT m w STEEL CENTERLINE z U UNE OF COLUMN GIRT TERMINATION DETAIL LEFT HAND DETAIL SHOWN, RIGHT HAND OPPOSITE NOTE: USE (2) 1/2" It 1 1/4" A307 BOLTS H0500/NUTS H0400(—C—F-0-2-5 0 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS ERECTOR GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH MULTIPLE GIRT DEPTHS. REFER TO THE STANDARD BOLT NOTE PLACEMENT DETAIL(S) FOR PROPER BOLT PLACEMENT. RIGHT HAND OVAL SHOWN, LEFT HAND OPPOSITE OP N`v OED CLIP S I IIII — SHO P WELD`vE D CLIP IFREQUIRED COLUMN GIRT GIRT, IF REOURD-\ T 0 o O O O w IIII Z 3/4" 6 1/2" 6 1/2" II3/4" nn 0 U tai GIRT ANGLE MK. MAGO1 W/(2) H1020 SCREWS. (PLACE ANGLE FROM GIRT TO FLANGE OF COLUMN) FLUSH GIRT DETAIL FLUSH GIRTSAT INTERIOR BAY COLUMNS NOTE: USE (4) 1/2' . 1 1/4' A307 BOLTS H05DO/NUTS H0400 CA 1 0 1 0 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS ERECTOR GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH MULTIPLE GIRT DEPTHS. REFER TO THE STANDARD BOLT NOTE PLACEMENT DETAIL(S) FOR PROPER BOLT PLACEMENT. LEFT HAND DETAIL SHOwH, RIGHT HAND OPPOSITE _ GIRT —� Ct COLUMN SECTION "A" I CLIP MK. GCA01 T SHOP WELDED CLIP GIRT (IF REO -D) "A"11 I-1 f// R1� o C O O O O O O I 2 n I O w \ 1'-4" 1 6 1/2" 113/a" GIRT ANGLEMK. MAGO1 W/(2) H1020FFFFnSSSS�CREWS. 0 4 (PLACE ANGLE FROM GIRT TO FLANGE OF COLUMN) CORNER GIRT DETAIL CORNER FLUSH GIRT DETAIL WITH WELDED CLIPS C D 1010 NOTE: USE (6) 1/2" X 1 1/4' A307 BOLTS H0500/NUTS H0400 REFERENCE WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS U) DIM. "A" - 4" AT 8"& 10" GIRTS = 8" AT 12" GIRTS ZEE GIRT fL COLUMN LEFT HANG DETAIL SHOWN, RIGHT HAND OPPOSITE E SHOP O ........... � - WELDED U �U CLIP C m — C3) ,1 1/2" SECT. "A" L6 �n� oO . Q QI L) of00 w C) j� 10" GIRT AT CORNER 1 10" GIRT AT SW OR EW FLUSH GIRT BOLT PLACEMENT DETAIL REFERENCE WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH MULTIPLE GIRT DEPTHS REFER TO THE DETAILS ABOVE TO DETERMINE WHICH HOLES ARE UTILIZED. ZEE GIRT 4j. COLUMN USE (1) 1/2" x 1 1/4" THIN HEAD BOLT H0515/ SHOP NUT H0400 AT THIS -------"--+---------"' WELDED LOCATION. REFER TO THE CLIP "LAPPED GIRT DETAIL" FOR ADDITIONAL INFORMATION. 1 112•• SECT. „A„ 314" „A„ GIRT�3/4" I W Of I y 1 1 I ' 1 I G - - W SHOP WELDED LIP — I GIRT LAP1 GIRT LAP (SEE ELEVATION) (SEE ELEVATION) DIM. "A" = 4" AT 8" 11 10" GIRTS = 8" AT 12" GIRTS SW OR EW GIRT DETAIL LAPPED BYPASS GIRTS AT INTERIOR BAY COLUMNS NOTE: USE (7) 112"x 1 1/4" A307 BOLTS 110500MLITS H0400 REFERENCE ERECTOR NOTE FOR TYPICAL WASHER C C 1010 REQUIREMENTS 0o_ Co oO__ (� Ioo 0o Ioo 00 I L____ --- 8" GIRTS BOLT PLACEMENT DETAILS 10" GIRTS USE (2) 1/2" x 2" A325 BOLTS H0603/ NUTS H0300 (CLIP TO WEB CONNECTION) I I 1 vL� I II n �o L�____�__ Z 1/4" 4" EO � c .P CLIP MK. GCC03 _ n o I I < CIRT m w STEEL CENTERLINE z U UNE OF COLUMN GIRT TERMINATION DETAIL LEFT HAND DETAIL SHOWN, RIGHT HAND OPPOSITE NOTE: USE (2) 1/2" It 1 1/4" A307 BOLTS H0500/NUTS H0400(—C—F-0-2-5 0 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS ERECTOR GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH MULTIPLE GIRT DEPTHS. REFER TO THE STANDARD BOLT NOTE PLACEMENT DETAIL(S) FOR PROPER BOLT PLACEMENT. RIGHT HAND OVAL SHOWN, LEFT HAND OPPOSITE OP N`v OED CLIP S I IIII — SHO P WELD`vE D CLIP IFREQUIRED COLUMN GIRT GIRT, IF REOURD-\ T 0 o O O O w IIII Z 3/4" 6 1/2" 6 1/2" II3/4" nn 0 U tai GIRT ANGLE MK. MAGO1 W/(2) H1020 SCREWS. (PLACE ANGLE FROM GIRT TO FLANGE OF COLUMN) FLUSH GIRT DETAIL FLUSH GIRTSAT INTERIOR BAY COLUMNS NOTE: USE (4) 1/2' . 1 1/4' A307 BOLTS H05DO/NUTS H0400 CA 1 0 1 0 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS ERECTOR GIRT CLIPS ARE FACTORY PUNCHED TO BE USED WITH MULTIPLE GIRT DEPTHS. REFER TO THE STANDARD BOLT NOTE PLACEMENT DETAIL(S) FOR PROPER BOLT PLACEMENT. LEFT HAND DETAIL SHOwH, RIGHT HAND OPPOSITE _ GIRT —� Ct COLUMN SECTION "A" I CLIP MK. GCA01 T SHOP WELDED CLIP GIRT (IF REO -D) "A"11 I-1 f// R1� o C O O O O O O I 2 n I O w \ 1'-4" 1 6 1/2" 113/a" GIRT ANGLEMK. MAGO1 W/(2) H1020FFFFnSSSS�CREWS. 0 4 (PLACE ANGLE FROM GIRT TO FLANGE OF COLUMN) CORNER GIRT DETAIL CORNER FLUSH GIRT DETAIL WITH WELDED CLIPS C D 1010 NOTE: USE (6) 1/2" X 1 1/4' A307 BOLTS H0500/NUTS H0400 REFERENCE WASHER DETAIL FOR TYPICAL WASHER REQUIREMENTS GIRT „A" � I SHOP I II WELDED I1 i — CLIP j I I I I I I � I —__4, ENO OF GIRT STEEL SEE PLAN LINE GIRT TERMINATION DETAIL LEFT HAND DETAIL SHOWN, RIGHT HAND OPPOSITE NOTE: USE (4) 1/2" x 1 1/4" A307 BOLTS H0500/NUTS H0400 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER —C—F-1-2-0 0 REQUIREMENTS 2" INSET GIRT DETAIL > 0 N ED w 10" INSET BAYCLUMN NOTE: USE (4) 112 X E/4"0307 BOLTS H05OO/ NUTS 0400 CBX001 O U GIRT WIDTH GIRT CLIP �n io g GCBIO 10" CC809 12" GCBIO 10' GIRTS 12" ITS GC809 CLIP BOLT PLACEMENT GCBIO CUP BOLT PLACEMENT USE (2) 1/2" x 2" A325 LEFT HAND DETAIL BOLTS H0603/ NUTS H0300 SHOWN, RIGHT 8" GIRT (CLIP TO FLANGE CONNECTION) GIRT HAND oPPoslrE DIN. A /J EO "A" EO .4" AT a' GIRTS -4" AT 10" GIRTS N F- I CLIP -8' AT 12" GIRTS MK. GCW08 1 1/2' CENTERLINE a I I I 11 2" OF COLUMN - - w _ — J O <.1 L CLIP 0 v MK. GC810 wO _1 ENDWALL MAG03 GIRT ANGLE 3/4"�T �3/4" WITH (4) H1020 (FIELD STEEL N� Ln TT CUT & COPE AS REO -D) LINE ROTATED COLUMN CORNER GIRT DETAIL POST AND BEAM ENOWALL WITH FLUSH GIRTS NOTE: USE (6) 1/2" x 1 1/4" A307 BOLTS H05OO/NUTS H0400 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL C D XO 0 1 WASHER REQUIREMENTS CD Z 0 D CO LU co U) DIM. "A" - 4" AT 8"& 10" GIRTS = 8" AT 12" GIRTS ZEE GIRT fL COLUMN LEFT HANG DETAIL SHOWN, RIGHT HAND OPPOSITE E SHOP O ........... � - WELDED U �U CLIP C m — C3) ,1 1/2" SECT. "A" GIRT „A" � I SHOP I II WELDED I1 i — CLIP j I I I I I I � I —__4, ENO OF GIRT STEEL SEE PLAN LINE GIRT TERMINATION DETAIL LEFT HAND DETAIL SHOWN, RIGHT HAND OPPOSITE NOTE: USE (4) 1/2" x 1 1/4" A307 BOLTS H0500/NUTS H0400 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER —C—F-1-2-0 0 REQUIREMENTS 2" INSET GIRT DETAIL > 0 N ED w 10" INSET BAYCLUMN NOTE: USE (4) 112 X E/4"0307 BOLTS H05OO/ NUTS 0400 CBX001 O U GIRT WIDTH GIRT CLIP �n io g GCBIO 10" CC809 12" GCBIO 10' GIRTS 12" ITS GC809 CLIP BOLT PLACEMENT GCBIO CUP BOLT PLACEMENT USE (2) 1/2" x 2" A325 LEFT HAND DETAIL BOLTS H0603/ NUTS H0300 SHOWN, RIGHT 8" GIRT (CLIP TO FLANGE CONNECTION) GIRT HAND oPPoslrE DIN. A /J EO "A" EO .4" AT a' GIRTS -4" AT 10" GIRTS N F- I CLIP -8' AT 12" GIRTS MK. GCW08 1 1/2' CENTERLINE a I I I 11 2" OF COLUMN - - w _ — J O <.1 L CLIP 0 v MK. GC810 wO _1 ENDWALL MAG03 GIRT ANGLE 3/4"�T �3/4" WITH (4) H1020 (FIELD STEEL N� Ln TT CUT & COPE AS REO -D) LINE ROTATED COLUMN CORNER GIRT DETAIL POST AND BEAM ENOWALL WITH FLUSH GIRTS NOTE: USE (6) 1/2" x 1 1/4" A307 BOLTS H05OO/NUTS H0400 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL C D XO 0 1 WASHER REQUIREMENTS CD Z 0 D CO LU co WAH vm-_LL _ - ME _ _ aortTvta 0 U) E W F LL 11L O (1) 0 U �U �3: C m — C3) `o a}�i 0_V! L6 �n� oO . Q oLL L) of00 w C) j� o j, O GO o u~i m /�Q/)� dU) �Q/)� LVJ O' D WAH vm-_LL _ - ME _ _ aortTvta 0 CLIP MK. HCJ NOTE: £ oo QO co /\ i (2) 112 x 1/4" A307 INSTALL CLIPS ON JAMB BEFORE STANDING JAMB. FLUSH CD o N RIGHT HAND DETAIL SHOWN, 60LTS (140500) & NUTS (H0400) USE LEvEI TO ALIGN GIRTS ADJUST CUP AS REQUIRED. RAFTER 4' RAFTER]S' INSET cD LEFT HAND OPPOSITE HEADE (2) 1/2" x 1 1/4" A307 •: }; •tr: .: ,;; THIN HEAD BOLTS (H0515) & NUTS (140400) SECTION "A 4 1 a' AT 2 3 a CEE FLANGE 5 1 8" AT 3 5 8" CEE FLANGE 1 1 a" FRICTION CLIP FRICTION CLIP MK. JCP02 AT 8" MK. JCA02 AT 8" MK. JCP01 AT 10" MK. JCA01AT 10" CLIP UK. S JCSOt m m m MK. JCP03 AT 12" 1 2 ^ ' MK. JCA03 AT 12" J J J 2 3/4- OR I JAM ' _ __; Q O 8' k 12' J J J FRICTION CUP 3 5/8" FRICTION CLIP11 _____________ JAMB GIRT I Q O 10' O_ O co m MK. JCP02 AT 8" MK. JCPO1 AT 10 MK. JCA02 AT 8" MK. JCA01 AT 10' LEFT HAND DETAIL SHO N, – – 1 v (4) 12_24 x 1 1/2- _ MK. JCP03 AT 12 O MK. JCA03 AT 12" 1 1/4" RIGHT HAND OPPOSITE I I TE 5 / 147070 m = (ATTACHMENT TO SLAB BY OTHERS) �� I I s I — �J j (2)1112" x 1 1/4" A307 CLEAR OPENING ao I w- � CLEAR OPENING THIN HEAD BOLTS (140515) I I I v (2) 1/2-0 x 1 1/4" A307 I I a' • & NUTS (H0400) I I BOLTS H0500/NUTS H0400 m _ e I JANE GHTEN k BURR THREADS) I I O Y N JAMB _ _ CLIP MK. HCJ01 AT B" OR 10" JAMB I MK. HCJ02 AT 12" I I I STEEL LINE _ — — J O 8" O 10'I Q1 12' 4" 2' 4' }' L U Q 0 o W — - CLEAR OPENING � N STEEL LINE HEADER —_____ STEEL LINE ""A"" RIGHT HAND DETAIL SHOWN, LEFT HAND OPPOSITE SECTION A—A (, 0 C I.l A SECTION a JAMB TO FINISHED FLOOR CONNECTION HEADER TO JAMB CONNECTION NOTE: USE (2) 1/2" x 1 1/4" A307 BOLTS HOSOOINUTS H0400 REFERENCESTANDARDWASHERDETAILFORTYPICALWA HEGG0050 GIRT TO JAMB CONNECTION NOTE: USE (4) 1/2" x 1 1/4" A307 BOLTS H05OO/NUTS H0400 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER C00060 JAMB TO RAFTER CONNECTION JAMB AT FLUSH OR INSET POST 6 BEAN ENDWALL REFERENCE ERECTOR NOTE FOR TYPICAL WASHER REOUIREMENTS CG0130 NOTE: USE (2) 1/2" x 1 1/4" A307 BOLTS H0500/NUTS H0400 REFERENCE STANDARD WASHER DETAIL FOR TYPICAL WASHER C00030 REOUIREMENTS REQUIREMENTS REOUIREMENTS Of O U (7 Z =) O J W � I.- 00 Tn o N I i ,OQ z Wq r Q x> O o z OO S� q U N 0 cyC W LL 0 0 w (>>>3 U y co N O (1) L Q O W V 00 Q m z- N U O O w O (D o z c0 a U) U U) OR D ct At'-e 'P'9 U/ o w2 `m _ sa�g� s-m ti LL o _ ? E M ons' _.cE�m 02 Q _ ERECTOR NOTE: THIS BUILDING HAS SPECIFIC ROOF CLIP AND FASTENER REQUIREMENTS. PLEASE REVIEW THIS DETAIL PRIOR TO ERECTING THE ROOF PANEL. FAILURE TO FOLLOW THESE SPECIFIC REQUIREMENTS COULD RESULT IN LOSS OF ROOF PANEL(S). I I 4 I I � �— - - RIDGE - I- HI EAVE I ROOF CLIP AND FASTENER PLAN STD. 4" PANEL CLIP ATTACHMENT DETAIL SEE CFR ROOF ERECTION NOTES FOR PANEL CLIP MARK NUMBER ROOF PANEL 4" PANEL CLIP AT EACH PURLIN OR JOIST. (2) FASTENERS PER CLIP. M1020 AT PURLINS (TALL/SHORT CLIP), H1022 AT PURLINS (SUPER TALL CLIP), H1070 AT JOISTS (SUPER TALL, TALL 8 SHORT CLIP). PURLIN (OR JOIST) ti 0 (2) FASTENERS PER CLIP AT PURLIN/J ISA a W STD. 4" PANEL CLIP ATTACHMENT DETAIL E CFR ROOF ERECTION NOTES FOR PANEL CLIP MARK NUMBER ROOF PANEL 4" PA L CLIP AT EACH PU IN. ( H1020 FASTENERS PER CLIP. (TALL /SHORT CLIP) (3) H1022 FASTENERS PER CLIP. (SUPER TALL CLIP) N ) FASTENERS PER CLIP AT PURLI � I � n iA - RIDGE— - - ; - - —HI EAVE— - - O O i C 5'-7 3/16" 5'-7 3/16- 35'-0" 1 ) ( 3 PERIMETER PANEL CLIP ATTACHMENT DETAIL SEE CFR ROOF ERECTION NOTES FOR PANEL CLIP MARK NUMBER OOF PANEL 8-, 12" OR 16' 0 CFR PERIMETER �G,110 CLIP. a� QP PERIMETER CLIP AT EACH PURLIN OR JOIST. FASTENERS PER CLIP: (3) H1020 AT PURLINS (2) H1070 AT JOISTS / - PURLIN (OR JOIST) (3) FASTENERS PER CLIP AT PURLIN w (2) FASTENERS PER CLIP AT JOIST (� 62'-0" BUILDING B BUILDING A ROOF SEAMING PLAN 1) ®OLL LOCK U.N.O. TM 2) 51DICATES VISE LOCK. 3) EbDICATES VISE LOCK 360. 6 STD 4" CFR CLIP PART NUMBERS MARK # PART DESCRIPTION H2500 SHORT FIXED CLIP H2510 TALL FIXED CLIP H2520 SHORT SLIDING CLIP H2530 TALL SLIDING CLIP H2540 SUPER TALL SLIDING CLIP CFR PERIMETER CLIP PART NUMBERS MARK # PART DESCRIPTION H2720 SHORT SLIDING 8" CLIP H2730 TALL SLIDING 8" CLIP H2740 SHORT SLIDING 12" CLIP H2750 TALL SLIDING 12" CLIP H2760 SHORT SLIDING 16" CLIP H2770 TALL SLIDING 16" CLIP L c of c� 0 a 0 c C7 a� Z a� wco m O 0 co U o � 0 m a J � LuLu O 07 Z 76 It F o0 m0 J 00 U) N M Ix m (� U co Q X> OM Z O x� o f 29f. - LL F agaovm�ao` p U) c c� a c a� a� wco m O 0 co U � 0 O O N 0 r�/ w Q LJ_ W, L) 07 Z 76 It z0Q) wO o m0 J 00 oN� 00 m� Ix m (� U co f 29f. - LL F agaovm�ao` p U) DOWNSPOUT SCHEDULE � `° BUILDING ID GRID LINE MAXIMUM SPACING LOCATIONS 000 BLDG. B A 50'-0" 2 m rn w I I m m m J BLDG. A&B E 50'-0" 3 35'-0" J X�ICATES 4" x 5" DOWNSPOUT. SEE ABOVE FOR REQUIREMENT J ED6010 J J ------ Z'-0" START - - ® V-0" FINISH - - - 4" x 5" x 10'-0" CORRUGATED DOWNSPOUT = MK. H2305 0 w m w m = _ of j �a o o cn c�' A � EE6010 o pp m 0 J M U 0 - - - - - - - - - - - - - C Q _ � N STEEL LINE START/FINISH DIM. CL PANEL RIB c 00 (SEE ROOF SHEETING PLAN) (J VARY -REFER IBACK OF O DETAILS RAKE ANGLE E F6010 ' E06075 BACK OF 0 FIELD WORK AREA FOR w RAKE ANGLE C WEATHER TIGHTNESS Z FIELD CUT FROM Z o EIX010 w 3/ FULL WIDTH PANEL 1'-5 ,, 2 1/2" CUT DIM A m EG6050 -- ---- -- ---- = w H Uj CUT DIM B CUT DIM m -j a Q - -- ------- C O C w w o F- o U Cf) E16200 Q M START PANEL WIDTH DETAIL (FIELD CUT) NOTE: x> o O THE FINISH PANEL ALSO NEEDS TO BE CUT Z Q m =M qM m ¢ a_ TO THE REQUIRED WIDTH FROM A FULL SHEET U WHEN FIELD CUTTING OR MITERING CFR ROOF PANELS, NON- EE6010 ABRASIVE CUTTING TOOLS SUCH AS NIBBLERS OR TIN -SNIPS SHALL o BE USED. ABRASIVE CUTTING TOOLS SUCH AS MECHANICAL GRINDERS, SAWS, SHEARS, OR SCISSORS CAN DAMAGE THE EE6010 w GALVALUME FINISH AND CREATE EXCESS METAL SHAVINGS THAT CAN CORRODE THE PANELS. THE USE OF NON -APPROVED CUTTING o DEVICES MAY VOID YOUR FACTORY WARRANTY. v � v d cy C u [Ifo A ao w D ui O w 0 L <d _ O 0 co cep C) 0 Q CE) - 2'-0" START - uN uCO M - - - - CC) 1'-O" FINISH -------- E O 0O N O N Lu ® ® 0 O.. Q w s 01- J ED6010 J w Q Q Q � Z OQ Lu 35'-0" 62'-0" w O N w 0 N W m U) BUILDING B BUILDING A o 0 m? o co � a � c STEEL LINE 97'-0" STEEL LINE i C M Notes: PANELS: 24 GA. CFR - GALVALUME eV, .,"S e REFER TO THE ROOF SHEETING ERECTION MANUAL FOR FURTHER ASSEMBLY INSTRUCTIONS. E ERECTOR NOTE: PRE -DRILLING FOR STRUCTURAL FASTENERS MAY BE REQUIRED AT PURLIN LAPSNESTED PURLINS. d REFER TO DETAIL EA6022 FOR THERMAL BLOCK INSTALLATION. = m 3 a= HIR m=ma ti _ md�»p ' LL NOTE: FIELD CUTTINGNVORK OF PANELS MAY BE REQUIRED FOR PROPER FIT. ma' " v"a v2 `143 O = - -- - - �N/) a - __ HEAD TRIM GD0040 FRAMED OPENING � 2 _ _ _ _SILL TRIM _ _ (IF APPLICABLE) ERECTOR NOTES: I.D. NUMBER: AN I.D. NUMBER INDICATES A FACTORY LOCATED OPENING. SEE WALL ELEVATIONS. THE WORD "FIELD" INDICATES A FIELD LOCATED OPENING. FIELD CUT PANELS AROUND OPENINGS AS REQUIRED. SEE DETAIL GD0005 FOR FRAMED OPENING COVER TRIM INSTALLATION. 0 v x c� w x w a LU STEEL LINE 0" START I I I I I I O Framed Opening Schedule o 0 0 in in in SIZE TRIM REQUIREMENTS COVER TRIM REQ'MENTS D �' Qty WXH Jamb Trim Head Trim Sill Trim Jamb Trim Head Trim Sill Trim m m m 1 1 12'-0" X 12'-0 JTA145 HTA148 N/A CCA145 CCA145 N/A 73'-0" Notes: 90'-0" PANELS: 26 GA. CLASSIC WALL - BRICK RED REFER TO THE WALL SHEETING ERECTION MANUAL FOR FURTHER ASSEMBLY INSTRUCTIONS. REFER TO SD8 FOR "CLASSIC PANEL" ERECTION NOTES. NOTE: FIELD CUTTINGNVORK OF PANELS MAY BE REQUIRED FOR PROPER FIT. NOTE: PRE -DRILLING FOR STRUCTURAL FASTENERS MAY BE REQUIRED AT GIRT LAPS ANDOR NESTED GIRTS 12'-0" w X: 5'-0" Uj 0" FINISH STEEL LINE i I I I I I I O 0_ O U 0 z 0 J � O lb Q J W O U O Q n� x> Wm O OM "r Z Q OIr S� U J c0 C O M _O W CrC N w � �C/) O (33)Owco U �U O 0) Q 0) •--0 `O-0 w� 2 _Q OD < QZ cu K U O OJ w >, o >, u~ z 00 m dO CO CO lN^ UVJ � w 000 N N tIJ N L(J (p D m m J m m J _ J J J J U o O J m Lu L� m = _ � o 0 o � 35'-0" 62'-0" m � w BUILDING B BUILDING A o s .. cl a) STEEL LINE 0" START 97'-0" U � 0" FINISH STEEL LINE C Q � — N /7 G m O U LL LL ED6010 � O U C7 Z GC0021 GC0021 o °a m J w � w ° O0 H 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - 0 (� Q M o m co co � co co o m cD o o, o o m co cn cD o o m o m � � ca cD o 0 o m co co Q � Wm x> ori xo W Z Q N O K M. _ mQ a� a" U � J (0 C O w GB0030 (B O BACK w x W Lu C N O w � U) —_ o o w 0 U �U N� dD O m O m Q_ 0 -2 o �Notes: Q o L) O � Q ru ., - 't PANELS: 26 GA. CLASSIC WALL - BRICK RED U O � O L REFER TO THE WALL SHEETING ERECTION MANUAL FOR FURTHER ASSEMBLY INSTRUCTIONS. o N 00m REFER TO SD8 FOR "CLASSIC PANEL" ERECTION NOTES. a (n D (n NOTE: FIELD CUTTINGNVORK OF PANELS MAY BE REQUIRED FOR PROPER FIT. NOTE: PRE-DRILLING FOR STRUCTURAL FASTENERS MAY BE REQUIRED AT GIRT LAPS ANDOR NESTED GIRTS 41i�, rm A 21 _ LL o E-g _aim V� cEl-Ul _ � w LAP 35'-0" 62'-0" � w BUILDING B BUILDING A STEEL LINE 0" START 97'-0" 0" FINISH STEEL LINE HEAD TRIM UD0040J FRAMED OPENING m m _SILL TRIM_ _ _ _ a (IF APPLICABLE) ERECTOR NOTES: I.D. NUMBER: AN I.D. NUMBER INDICATES A FACTORY LOCATED OPENING. SEE WALL ELEVATIONS. THE WORD "FIELD" INDICATES A FIELD LOCATED OPENING. SEE DETAIL GD0005 FOR FRAMED OPENING COVER TRIM INSTALLATION. 0 v w _ w w Framed Opening Schedule o N N Ise Q DD SIZE TRIM REQUIREMENTS COVER TRIM REQ'MENTS D �' Qty W X H Jamb Trim Head Trim Sill Trim Jamb Trim Head Trim Sill Trim m m m 1 1 12'-0" X 12'-0 JTA145 HTA148 N/A CCA145 CCA145 I N/A 1 I I I I I I I E � Notes: PANELS: 26 GA. CLASSIC WALL - BRICK RED REFER TO THE WALL SHEETING ERECTION MANUAL FOR FURTHER ASSEMBLY INSTRUCTIONS. REFER TO SD8 FOR "CLASSIC PANEL" ERECTION NOTES. NOTE: FIELD CUTTINGM/ORK OF PANELS MAY BE REQUIRED FOR PROPER FIT. NOTE: PRE -DRILLING FOR STRUCTURAL FASTENERS MAY BE REQUIRED AT GIRT LAPS AND,OR NESTED GIRTS C? 0 LU w Q LU o ro mOf a D m CYC O (D U 0 0 w � Z C0 p p w c0 U co m O Q J w � O Q LLJ QO 00 U) ri M G Q ^ ¢ OH x> OR xn m 0 J z 00 Z U O K — ILL -o�Fa gm9ccf O E� mvaD- Ln _-1Ea _ _- (n �v_ o D CYC (D 0 w � C0 p p w c0 U co C N 0) O (L)o (&0) _070 o_ Q -0 0 00 w Q z z 0 4) w j,j w 0 m 0 J z 00 o Cc, m a Uc/J l�, O D ILL -o�Fa gm9ccf O E� mvaD- Ln _-1Ea _ _- (n �v_ o 0 v x C7 Lu x w w EF6010 OPEN TO EXISTING BUILDING Notes: PANELS: 26 GA. CLASSIC WALL - BRICK RED REFER TO THE WALL SHEETING ERECTION MANUAL FOR FURTHER ASSEMBLY INSTRUCTIONS. REFER TO SD8 FOR "CLASSIC PANEL" ERECTION NOTES. NOTE: FIELD CUTTING/WORK OF PANELS MAY BE REQUIRED FOR PROPER FIT. NOTE: PRE -DRILLING FOR STRUCTURAL FASTENERS MAY BE REQUIRED AT GIRT LAPS AND,OR NESTED GIRTS � a 2 soo N � N N N � 2 O � U CK = LAP w �w STEEL LINE D" START 35'-0" 0" FINISH � m = o _ 0 � ED6010 m m 3 � Q 0 m GC0021 Z GC0021 D J_ a m w J > W a W w x v = C? O O O O O O O O O O O O LL 0 co 0 co 0 0 0 0 0 0 0 0 0 0 � J Q M of cn m co cn cfl � co cn cfl cn Cn Q x o L 0_ Q O ° � `nw % a� U "w o� abLL C GC0081 J c0 C O (73 _U W x L = w = G60030 p �0W(o —_ U co N Cm O `oai � !Z � � 0 O Q w U g � 00 w� 0 O O O O V L 0 > � Notes: o��m� a � v PANELS: 26 GA. CLASSIC WALL - BRICK RED REFER TO THE WALL SHEETING ERECTION MANUAL FOR FURTHER ASSEMBLY INSTRUCTIONS. REFER TO SD8 FOR "CLASSIC PANEL" ERECTION NOTES. NOTE: FIELD CUTTINGWORK OF PANELS MAY BE REQUIRED FOR PROPER FIT. NOTE: PRE -DRILLING FOR STRUCTURAL FASTENERS MAY BE REQUIRED AT GIRT LAPS AND,OR NESTED GIRTS O m r o - - 3 _ u��.v Adm � W = - Q very- °- r76 cE � a CK = LAP w �w STEEL LINE D" START 35'-0" 0" FINISH STEEL LINE IMPORTANT NOTE: THE INSTRUCTIONS ON THE PAGE ONLY ADDRESS THE USE OF THE HAND CRIMPING TOOLS. THE INSTRUCTIONS FOR MECHANICAL SEAMING, IF REQUIRED, ARE OUTLINED IN THE CFR SEAMING MANUAL, WHICH IS INCLUDED WITH THE MECHANICAL SEAMER KIT. SPECIALIZED SEAMIN AND HAND CRIMPING TOOLS The finished seom of the CFR roof panels requires special seaming tools that are available only through MBS. CAUTION The use of other seaming/crimping equipment will result in faulty and/or damaged seoms and sholl invalidate the roof system's material and wealherlightness warranties. SEAMING TOOL SOURCE The seaming tools are provided by MBS in accordance with the terms and conditions of the MBS contract documents. Contact the MBS Ouality Service Represenlive to arrange scheduling, delivery and return of the seaming tools OR to purchose other roof accessory tools (crimpers, modulority tools and clamps.) IMPORTANT: It shall be the erectors responsibility to apply the Nucor Roll LockTM hand crimping method in such a way as to ensure that the panels hove been odequotety secured until mechanical seoming con occur. CFR CRIMPING/SEAMING REQUIREMENTS THE DESIGN OF THIS STRUCTURE REQUIRES THAT THE FOLLOWING SEAMING METHOD BE UTILIZED: 1) ® ROLL LOCKTM SEAM (SEE NOTE i AND 2 BELOW) 2) 0 MODIFIED ROLL LOCK TM SEAM (SEE DETNL ON FOLLOWING SHEET) 3) 0 VISE LOCK® SEAM (SEE NOTE 1. 2 AND 3 BELOW) 4) O VISE LOCK 3600 SEAM (SEE NOTE 2 AND 3 BELOW) NOTE 1 ADDITIONAL SEAMING MAY BE NECESSARY AS SPECIFIED BY THE BUILDER. NOTE 2: MULTIPLE SEAMING TYPES MAY BE REQUIRED. REVIEW THE ROOF SEAMING PLAN CAREFULLY FOR SEAMING REQUIREMENTS. NOTE 3: NOT ALL ROOF SYSTEMS REQUIRE MECHANICAL SEAMING. THE BUYER, OWNER, OR ARCHITECT MAY ELECT TO SPECIFY A MECHANICALLY SEAMED PANEL. OFTEN, FACTORY MUTUAL RATINGS ALSO REQUIRE A vL360 MECHANICAL SEAMER. .SEE THE CFR SEAMING MANUAL FOR IMPORTANT ERECTOR INFO ABOUT VISE LOCK 360 SEAMER REQUIREMENTS, WHEN TO CRIMP/SEAM As work progress's, it shall be the erector's responsibility to apply the Roll Lock r hand crimping method in such o way as to ensure that the panels have been adequately secured until mechanical seaming con occur. Whenever possible, the installed rool panels should be mechanically seamed as work progress's OR of the completion of each day's work. It high winds or rain/snow conditions are imminenet, the installed roof panels must be seamed before such conditions occur. Refer to the project erection drawing Roof Seoming Pion and/or Detail Pages Io determine what seoming option is required. The above detail conveys the MINIMUM seoming requirements based upon the design of the project. Additional seoming may be necessary as specified by the builder. NOTE: multiple seoming types may be required on o project, review the Roof Seaming Pion and details carefully. CHECK PANEL ASSEMBLY Female Mole Lip Fenno Mole Lip HOOk Hook Correct Wrong SIDE LAP FIT -UP False Seomed) Before seaming and/or crimping, inspect the full length of each roof panel side lap. Check that the lip of the panel's mole edge is enclosed by the hook of the adjacent panel's female edge, as shown in the detail above. Any conditions where the mole lip is not positioned inside of the ferrlole hook must be corrected before attempting to seom/crimp the roof panels. CAUTION False seoming may occur where the femole lip does not hook the roof panel's mole edge. Folse seomed roof panels cannot provide their designed wind load and weather resistance. CLIP ALIGNMENT Before seaming and or crimping, check that each roof panel clip is properly seated in the roof side lop assembly. Any displaced clips must be corrected before attempting to seom the roof panels. CAUTION Panel clips (hal are not properly aligned can cause foully seaming/crimping and objectionable seom appearance. SEAM DAMAGE Before seaming, check that the mole and femole edges do not w have kinks or other distortions. Any such distortions must be corrected before attempting to seam the roof panels. CFR HAND CRIMPING INSTRUCTIONS MANUAL CRIMPING TOOL OPERATION Operating Handle at Open Operating Position Roof Handle Pones Seam �I "A' "B' Stationary \ Stationary Handle of Handle STEP 1 Horizontal STEP 2 Position Operating Handle— SECTION A Set tool flush on top of seom Stationary U Handle Stationary Handle / 0 0 1 `Operating i) aJ . L., Hondle 6�X41111�_ NOMENCLATURE The detail above identifies the operational parts of the Roll Lock/Ise Lock Crimping Tool. This crimping tool is shown for the manually producing the Roll Lock Seom. TOOL ORIENTATION & FORMING THE SEAM Orient the tool to fit correctly onto the roof panel seam as shown in Sec A above. When the tool is correctly positioned on the panel, push the stationary Diode solidly against the top of the seam. While holding the stationary handle in the horizontal position, rotate the operating handle down to the horizontal position. NOTE: The detail shows a short handled crimping tool, the tool you receive may be the slond-up type crimper, with either tool the orientation on the seom is the some. MANUAL CRIMPING AT EAVE, ENDLAP, RIDGE AND AT EACH CLIP AT EAVE or Crimping AT CLIPS RIDGE END of Tool Crimping Tool ROOF PANEL 12" Eove or a.. Ridge End of Panel Clip Roof (Under Roof Panel Panels) AT ENDLAP$ *Roof g Tool Crimping Tool eanel Roal Panel p-opep End Lap end of Panel Up -Slope end of STEP t Pones STEP 2 TOOL POSITION AT THE END OF THE ROOF PANEL When hand crimping at the eove or ridge end of the roof panel, crimp panel a full 12" up from the eove and down from the ridge. TOOL POSITION AT PANEL CLIPS When crimping at a panel clip location center the tool over the panel clip and crimp that area, as shown in Detoil above. TOOL POSITION AT AN END LAP When crimping at on end lap, e crimping must be done in two steps. STEP 1Center the end of the crimping tool over the end lop and seam that area. STEP 2 Position the end of the crimping tool 3" from the edge of the end lap and seam that area to ensure that the panel clip at this location is also crimped. CFR SEAM TYPES TheMBS CFR roof system has three seom type options. The project design and performance requirements govern which seom type is required. Different seam types may be required on specific areas of the roof. In oil cases, refer to the Roof Seaming Pion in erection drawings set to determine the required seom type and locations. VISE LOCK SEAQ Roo( Panel Roof Panel Panel Clip FINISHED SEAM THE FULL LENGTH OF THE PANEL RUN (PER DESIGN) The Vise Lock seam can be achieved by two different methods: 1. Continually hand crimping the seom with the Vise Lock Hand Crimper. 2. Mechanically seaming with a Vise Lock Seaming Machine. Refer to the CFR SEAMING MANUAL for specific motorized seoming instructions. This manual is included in the Motorized Seomer Kit. OPERATING HANDLE (OPEN POSITION) - STATIONARY HANDLE PMOT POINT PUSH ROD PMOT HANDLE (CLOSED POSITION) PUSH ROD III r_— STATIONARY SHOE STATIONARY SHOE CRIMPING JAW _14_V-- OPEN CLOSED J I � GTFP 1 I-i-PIMPrn GTrP _ r0iuPFn MANUAL CRIMPING WITH THE STAND—UP VISE LOCK CRIMPER The Monuol Crimping procedure for this stand-up Vise Lock crimper is the same procedure as the small Vise Lock hand crimper. This crimper could be used in conjunction with the stond-up Vise Lock 360 crimper. Continunolly crimping with this crimper will result in a Ise Lock Seam. TOOL OPERATION STEP I With the handle in the upword position, place the VL crimper on panel rib. Make sure the crimper head is completely down on the lop af the panel rib before crimping. Im raper alacement of crimper on the aonel mov result in nnnel and/nr STEP 2 Push down on the handle until it stops. Release and move the crimper opproximenlly 4" and repeat step #1 (os needed) ROLL LOCK SEAM TM Crimped Roof Panel Roof Panel with Manual Seoming Panel Clip Tool Al Low EoveLow Ridge. Panel Gips. & EndlapsPanel Gips. & Endless 6el.em Panel pips The "Roll Lock" Seam requires the roof panels be crimped with the hand crimping tool at the panel clips, the eove, the high side of the roof panels, and the endlaps. The Motorized Seaming Machine is not required for this seom type. VISE LOCK 360 SEAM® Roof Panel Rool Panel Panel Clip FINISHED SEAM THE FULL LENGTH OF THE PANEL RUN (PER DESIGN) The Vise Lock 360 seom can be achieved by three different methods: 1. Continually hand crimping the seom with the Ise Lock 360 Hand Crimper. Seam needs to be hand crimped or seomed into a Ise Lock Seam prior to using the Vise Lock 360 crimper. This crimper is a buy-out tool and is used to hand crimp small edge and corner zones. 2. Utilizing a two pass (separate seamers) seamer method. Meaning thefirst pass seamer would be a Vise Lock Seamer and the second seomer would be a Ise Lock 360 Seomer. 3. Utilizing o Single directional Vise Lock 360 Seamer. Refer tothe CFR SEAMING MANUAL for specific motorized seaming instructions. This manual is included in the Motorized Seomer Kit. OPERATING HANDLE (OPEN POSITION) - STATIONARY HANDLE PIVIOT POINT PUSH ROD II OPERATING (CLOSED F PUSH FRAME PMOT POINT STATIONARY SHOE STATIONARY SHOE CRIMPING JAW OPEN CLOSED STEP I ROLL LOCKED/ STEP 2 VISE LOCK 360 CRIMPED VI LUCK IM EM MANUAL CRIMPING WITH THE STAND—UP VISE LOCK 360 CRIMPER The Monual Crimping procedure for the stond-up Vise Lock 360 crimperis the some procedure as the small Ise Lock 360 hand crimper. This crimper is designed to be used in conjunction with the stond-up Vise Lock crimper OR seomer. Continunolly crimping with this crimper will result in a Vise Lock 360 Seem. TOOL OPERATION Step 1 Alter the area hos been completely seomed or crimped to form the VISE LOCK SEAM, place the VISE LOCK 360 crimper over the area with the handle in the upward position. Step 2 Push the handle down until it slops. Release handle and move the crimper opproximenlly 4", repeat step #1. IMPORTANT: If the 360 tool does not form the ISE LOCK 360 seom correctly, then slop and check the seam to see if you have o good contiuous VISE LOCK SEAM. If not, then re-Crimp/seam the area with the proper VISE LOCK tool. NOTE: DO NOT USE THE VISE LOCK 360 CRIMPER FOR TEMPORARY CRIMPING O (D U 0 C � 7 in Cn I. C U LL LL d O U (D Z_ J 00 J LL Ui H U) Q Z Q U W, i B E -- _ f� mgia LL o �UEvA"so Q mE�moE _=o_n q VJ H ++ O 00 W U �U W L �U) C: 0 O 0 0 i) aJ . L., Q 0) -0.2 Q w L) Of l70 w�Of i Q +-' z — m It Z O O o W O 22 W (� m W O D 00 a 0 v m 0 i B E -- _ f� mgia LL o �UEvA"so Q mE�moE _=o_n q VJ CFR ROOF SYSTEM ERECTION AND APPLICATION REQUIREMENTS I. GENERAL ERECTION NOTES 1.1 UNLOADING AND STORING 1.1.1 CHECK THE QUANTITIES AND CONDITION OF CFR BUNDLES AND TRIM CRATES ON ARRIVAL. NOTE ON THE DELIVERY TICKETS ANY SHORTAGES, DAMAGE OR DISCREPANCIES. MBS BUILDING SYSTEMS SHALL NOT BE LIABLE FOR DAMAGE OR SHORTAGES WHICH ARE NOT NOTED ON THE DELIVERY TICKETS. 1. 1.2 EXTREME CARE SHOULD BE EXERCISED WHEN UNLOADING AND HANDLING THE PANEL BUNDLES AND ACCESSORY CRATES TO PREVENT DAMAGE. THE WEIGHT OF THE PANEL BUNDLE IS PRINTED ON THE BUNDLE TAG ON THE END OF EACH BUNDLE. IF THE TAG IS NOT ON THE BUNDLE, YOU MAY CALCULATE THE WEIGHT OF THE BUNDLE WITH THE FORMULA: (QTY. OF PANELS X BUNDLE LENGTH X 2.5Ibs. PER FOOT) 1.1.3 BUNDLES UP TO 25 FEET LONG CAN BE LIFTED WITH A FORKLIFT. BUNDLES OVER 25 FEET IN LENGTH SHALL BE LIFTED WITH A CRANE UTILIZING A SPREADER BAR WITH 4 INCH MINIMUM WIDTH NYLON STRAPS. STRAPS SHOULD BE 15 TO 20 FEET APART. 70 AVOID DAMAGE TO THE PANELS, STEEL CABLES, CHAINS OR CHOKERS SHALL NOT. BE USED. 1.1.4 THE CFR PANELS AND ACCESSORIES SHALL BE STORED ON HIGH GROUND, SLOPED TO DRAIN AND TARPED TO PROTECT FROM MOISTURE FORMATION. THE TARP SHOULD BE OPEN AT EACH END TO ALLOW CONSISTENT AIR FLOW THROUGH THE BUNDLES. THE RECOMMENDED PROCEDURES ARE OUTLINED IN THE CFR ERECTION MANUAL. MBS WILL NOT BE HELD RESPONSIBLE FOR DAMAGE OR DISCOLORATION OF PANELS CAUSED BY IMPROPER STORAGE. 1.2 ERECTION SEQUENCE 1.2.1 THE CFR ROOF SYSTEM IS DESIGNED TO BE ERECTED FROM EITHER END OF THE BUILDING. IN RARE CASES. DUE TO THE BUILDING LAYOUT, IT MAY BE REQUIRED TO START ERECTION FROM A SPECIFIC END. IN THOSE CASES, THIS WILL BE NOTED AS SUCH ON THE ROOF SHEETING PLAN. 1.2.2 FULL -WIDTH PANELS ARE PROVIDED AS THE START PANELS AND NEED TO BE FIELD CUT TO THE PROPER WIDTH. THIS MAY CAUSE THE RIBS TO BE OUT OF ALIGNMENT ACROSS THE RIDGE. THIS IS NORMAL PRACTICE FOR THE CFR ROOF SYSTEM AND DOES NOT AFFECT THE PERFORMANCE OF THE ROOF SYSTEM. PLEASE CHECK THE ROOF SHEETING PLAN AND DETAILS FOR DIMENSIONS OF START PANELS PRIOR TO ERECTING THE ROOF. 1.2.3 FOR BUILDINGS WITH ROOF TRANSLUCENT PANELS: IN ORDER TO ALIGN THE TRANSLUCENT PANELS ACROSS THE RIDGE, IT IS SUGGESTED TO ERECT THE ROOF PANELS ON BOTH SIDES OF THE RIDGE FROM THE SAME END OF THE BUILDING - UTILIZING THE SAME WIDTH START PANEL. PANEL RUNS WITH TRANSLUCENT PANELS HAVE BEEN PLACED AS SPECIFIED IN THE ORDER DOCUMENTS. 1.3 COORDINATION WITH OTHER TRADES 1.3.1 SUPPORTS FOR THE CFR ROOF SYSTEM SHALL BE PROVIDED AND ARE REQUIRED AS SHOWN IN THE SECTIONS AND AS NOTED IN THESE SPECIFICATIONS. ALL NECESSARY CLEARANCE DIMENSIONS FOR PROPER ELEVATIONS RELATIVE TO THE ROOF PANELS HAVE BEEN SHOWN. THE ERECTOR SHALL BE RESPONSIBLE FOR COORDINATING THESE DIMENSIONAL REQUIREMENTS WITH OTHER TRADES ASSOCIATED WITH THE BUILDING ROOF SYSTEM. 1.4 ERECTION CARE 1.4.1 THE ERECTOR MUST BE SKILLED IN THE ERECTION OF METAL BUILDING SYSTEMS AND IS RESPONSIBLE FOR COMPLYING WITH ALL APPLICABLE LOCAL, FEDERAL AND STATE CONSTRUCTION AND SAFETY REGULATIONS INCLUDING OSHA REGULATIONS AS WELL AS ANY APPLICABLE REQUIREMENTS OF LOCAL, NATIONAL OR INTERNATIONAL UNION RULES OR PRACTICES. THE ERECTOR REMAINS SOLELY RESPONSIBLE FOR THE SAFETY AND APPROPRIATENESS OF ALL TECHNIQUES AND METHODS UTILIZED BY ITS CREWS IN THE ERECTION OF THE METAL BUILDING SYSTEM AND/OR THE CFR ROOF SYSTEM. THE ERECTOR IS ALSO RESPONSIBLE FOR SUPPLYING ANY SAFETY DEVICES SUCH AS SCAFFOLDS, RUNWAYS, NETS, ETC. WHICH MAY BE REQUIRED TO SAFELY ERECT THE METAL BUILDING SYSTEM AND/OR CFR ROOF SYSTEM. ROOF SHEETING ERECTOR NOTES 1.) THE ROOF SHEETING PLAN IS SHOWN WITH THE ROOF PANELS BEING ERECTED FROM "LEFT-TO-RIGHT". IF THE DESIRE IS TO ERECT THE ROOF PANELS FROM "LEFT-TO-RIGHT", FOLLOW THE ROOF SHEETING PLAN AS SHOWN. IF THE DESIRE IS TO ERECT THE ROOF PANELS FROM "RIGHT-TO-LEFT", FOLLOW THE INSTRUCTIONS SHOWN BELOW. 2.) WHEN SETTING BUNDLES OF PANELS ON THE ROOF, THE "MALE RIB" MUST ALWAYS BE AWAY FROM THE END OF THE BUILDING WHERE THE SHEETING WILL BEGIN. ROOF PLANE MALE RIB ORIGINAL LAYOUT (LEFT-TO-RIGHT) a a -HALE RIBS' CZ FULL WIDTH PANELS ~ LOW EAVE ROTATE PANELS 180' (RIGHT-TO-LEFT) f- TALE 1181" _ FULL WnOTH PE 1.4.2 THE ERECTOR OF THE CFR ROOF SYSTEM SHALL EXERCISE GREAT CARE AND ATTENTION TO THE DETAILS AS SHOWN ON THESE DRAWINGS AND IN THE CFR ERECTION MANUAL TO INSURE A SECURE AND PROPER FIT OF ALL COMPONENTS. MBS SHALL NOT BE RESPONSIBLE FOR SUPERVISING AND/OR COORDINATING THE ERECTION OF THE CFR ROOF SYSTEM WITH OTHER TRADES. 1.4.3 DUE CONSIDERATION MUST BE GIVEN BY THE ERECTOR TO THE EFFECTS OF THERMAL EXPANSION AND CONTRACTION WHEN ERECTING A ROOF TIE-IN TO AN EXISTING STRUCTURE TO INSURE A SAFE, SECURE, WEATHERTIGHT CONDITION. FLASHING FOR TIE-INS TO EXISTING BUILDINGS IS TYPICALLY NOT INCLUDED AS PART OF THE MATERIAL PROVIDED BY MBS BUILDING SYSTEMS. REFER TO THE SECTIONS/DETAILS FOR SPECIFIC MATERIALS PROVIDED BY MBS. 1.5 FIELD CUTTING OF PANELS 1' 5.1 WHEN FIELD CUTTING OR MITERING CFR ROOF PANELS, NON-ABRASIVE CUTTING TOOLS SUCH AS NIBBLERS OR TIN -SNIPS SHALL BE USED. ABRASIVE CUTTING TOOLS SUCH AS MECHANICAL GRINDERS, SAWS, SHEARS OR SCISSORS CAN DAMAGE THE GALVALUME FINISH AND CREATE EXCESS METAL SHAVINGS THAT CAN CORRODE THE PANELS. THE USE OF NON -APPROVED CUTTING DEVICES MAY VOID YOUR FACTORY WARRANTY. II. DESIGN AND PERFORMANCE CRITERIA 2.1 ROOF SYSTEM 2.1.1 THE CFR ROOF SYSTEM CONSISTS OF 24 GAUGE PANELS WITH A NOMINAL COVERAGE OF 2'-0" AND A PANEL SEAM THAT IS BETWEEN 3 1/2", 4 1/2" AND 5 1/2" HIGH DEPENDING ON CLIP TYPE USED. REFER TO THE DETAILS AND SECTIONS FOR SPECIFIC PANEL CLIP TYPE. 2.2 PANEL CLIP SPACING 2.2.1 THE CFR ROOF SYSTEM USES A CLIP TO ATTACH THE PANELS TO THE ROOF SECONDARY MEMBERS. PANEL CLIP SPACING REQUIREMENTS ARE AS FOLLOWS: FOR CFR ROOF ON A MBS BUILDING: CLIPS ARE REQUIRED AT EVERY PURLIN AND/OR ROOF JOIST. FOR CFR ROOF ON A NON -MBS BUILDING: MAXIMUM CLIP SPACING IS TO BE 5'-0" FOR PURLIN ROOFS AND 5'-6" FOR JOIST ROOFS. 2.3 PANEL CLIP FASTENING REQUIREMENTS 2.3.1 MBS STANDARD CLIP FASTENERS ARE DESIGNED TO FASTEN TO A STEEL STRUCTURAL MEMBER OF .060" MINIMUM THICKNESS (16 GA.). A MINIMUM OF TWO FASTENERS ARE REQUIRED TO ENGAGE THE STRUCTURAL MEMBER AT EVERY PANEL CLIP LOCATION. IN CERTAIN INSTANCES, THREE FASTENERS MAY BE REQUIRED PER CLIP REQUIRED. LOOK ON CHART AT RIGHT AND IN THE ERECTION DRAWINGS FOR YOUR SPECIFIC FASTENER REQUIREMENTS. FASTENER PULLOUT VALUES ARE DEPENDENT UPON PROJECT LOCATION, SIZE, BUILDING CODE AND LOADING. 2.4 ROOF TOP UNITS AND CURB SUPPORTS 2.4.1 THE CFR ROOF SYSTEM IS ELEVATED ABOVE THE TOP OF THE ROOF SECONDARY STRUCTURAL MEMBERS. THE ROOF CURB SUB -FRAMING IS LEVEL WITH THE SECONDARY STRUCTURAL MEMBERS. REFER TO THE DETAILS FOR PROPERJAMB LOCATIONS AND DIMENSIONS. 2.4.2 THE CFR ROOF SYSTEM IS DESIGNED AS A FLOATING SYSTEM. CURB FRAMING AND FLASHING MUST BE DESIGNED ACCORDINGLY TO ALLOW THE CURB SYSTEM TO FLOAT WITH THE CFR ROOF DURING THERMAL EXPANSION AND CONTRACTION. ROOF CURBS SHALL NOT SPAN THE RIDGE OF A BUILDING. 2.5 INSULATION REQUIREMENTS 2.5.1 MBS RECOMMENDS THAT INSULATION BE USED IN ALL CFR ROOF APPLICATIONS TO AVOID PROBLEMS WITH CONDENSATION FORMING ON THE UNDERSIDE OF THE SHEETING. THIS ALSO PROVIDES A BUFFER BETWEEN THE PURLINS AND THE CFR ROOF TO ELIMINATE NOISE AND POSSIBLE DAMAGE DUE TO METAL -TO -METAL CONTACT. MBS CAN SUPPLY A NOISE REDUCING FOAM TAPE FOR USE IN LIMITED APPLICATIONS (CANOPIES, ETC.) WHEN INCLUDED AS PART OF THE ROOF ORDER. REFER TO THE DETAILS FOR FOAM TAPE REQUIREMENTS. STANDARD FASTENER SCHEDULE H 1 000 SELF -TAPPING SCREW H 104 1 SELF -DRILLING SCREW H 10 1 SELF -DRILLING SCREW (GOOF SCREW) 12-14 x 1 1/4" 1/4-14 7/8" I7-14 x 1 1/4" �,1l TCP2 FLAT TOP TCPI FLAT TOP WITH WASHER Fj1�1TTtIT1Tl77� WITH WASHER WITH WASHER LONG LIFE FASTENER p�� 3/8' HEAD 5/16" HEAD 5/16"0 HEAD H 1 SELF -DRILLING SCRE H 1 4 SELF -DRILLING SCREW H1070 SELF -DRILLING SCREW 1 z 1 1/4'OW TCP �Z 12-11 x HER 12-24 . 1 1/Y WASHER W/O WASHER ,,,,....0000 TCP} W/O WASHER W/O WASHER SH HEAD DRILLING CAPCITY 3/16"" INK 1/2"2- TH THK MAX FOR IHSUL </- 8 5/16" HEAD DRILLING CAPACITY gHHH 1110l,L,2,W,.L:1�,1S,�EELL�FF--GRILLING SCRE H 1 045 SELF -DRILLING SCREW HIT 1 0 1/8" . 3/16" ,I : t O W TCP t2 -t4 x 2' STAINLESS STEEL W/O WASHF TCP3 W/O WASHER BUND POP RIVET 5/16' H DRILLING CAPCITY 3/16" THK I FOR 1NSUL > H 1 030 SELF -DRILLING SCF i2-14 t t, TCP2 WITH WAST LONG LIFE FASTED 5/16" HI H1035 SELF-DRILLINC SCF 12-14 1 1, TCP2 WITH WA!h LONG LIFE FASTEn H1040 SELF -DRILLING SCI 12-14.11 TOP' -1 2 W/O WAS 5/16"o H 5/16" HEAC H1047 SELF -DRILLING SCREW 12-14 x 2" TCP3 FLAT TOP W171WASHER 16Y HEAD H1050 SELF -DRILLING SCREW 7/8" TCPI WITH WASHER LONG LIFE FASTENER 5/16" HEAD H106 SELF -DRILLING SCREW 1/4-14 • 7/8" TCPI J w/0 WASHER 5/16" HEAD 1220 SELF -DRILLING S 12-14 • i" U W/O wl PHILLIPS PRE -DRILL DIAMETERS 3/16'0 FOR: H1020, H1022. H1070 5/32"* FOR: H1030, H1035, "1040. "1041, Ht042, H1045. H1047, H1220 1/BY FOR: H1050. H1060. H1061 2.6 PAINTED CFR ROOF 2.6.1 PAINTED STANDING SEAM ROOF PANELS ARE OFTEN PROVIDED BY MBS. IN THIS CASE, GUTTER BRACKETS AND END DAMS WILL BE PAINTED TO MATCH THE ROOF CDLOR AS A STANDARD. III. COMPOSITE CFR ROOF SYSTEM 3.1 PRODUCT DEFINITION 3,1.1 REFER TO THE SECTIONS AND DETAILS IN THESE DRAWINGS FOR SPECIFIC CLIP FASTENING REQUIREMENTS, INSULATION THICKNESS REQUIREMENTS AND LINER DECK TYPE. 3.1.2 COMPOSITE CFR ROOF WITHOUT THE USE OF A LINER DECK IS NOT A MBS STANDARD PRODUCT APPLICATION. DUE CONSIDERATION MUST BE GIVEN TO THE EFFECTS OF CONDENSATION BY THE ENGINEER OF RECORD OR ARCHITECT WHEN THIS OCCURS. IN ADDITION, GREAT CARE MUST BE TAKEN BY THE ERECTOR TO INSURE THAT THE ROOF SYSTEM IS ERECTED IN A SAFE, QUALITY MANNER. 3.2 VAPOR BARRIER 3.2.1 VAPOR BARRIER MUST BE USED BETWEEN THE LINER DECKING AND THE INSULATION TO PREVENT CONDENSATION. THIS BARRIER IS N T BY MBS. REFER TO THE ERECTION DRAWING DETAILS. 3.3 INSULATION 3.3.1 RIGID BOARD INSULATION CAN BE USED IN CONJUNCTION WITH A COMPOSITE CFR ROOF SYSTEM. THE RIGID BOARD INSULATION MUST BE CUT TO ALLOW FREE MOVEMENT OF THE BACK-UP PLATE AT PANEL SPLICES, SINGLE SLOPE HIGH EAVES AND RIDGE LOCATIONS. RIGID BOARD INSULATION WILL ALSO NEED TO BE RECESSED ALONG ENTIRE RAKE TO ALLOW RAKE ANGLE AND FASTENERS TO MOVE FREELY WITH ROOF SYSTEM. 3.3.2 UNFACED FIBERGLASS (BATT) INSULATION CAN BE USED IN CONJUNCTION WITH A COMPOSITE CFR ROOF SYSTEM. IV. CFR ROOF COMPONENTS W/ENGINEERING 4.1 COMPONENTS WITH ENGINEERING DEFINITION 4.1.1 IN A CASE WHERE MBS IS PROVIDING THE CFR ROOF SYSTEM TO BE USED IN CONJUNCTION WITH A NON -MBS STRUCTURE, MBS REFERS TO THAT AS A "COMPONENTS WITH ENGINEERING." THIS SIMPLY MEANS THAT MBS SHALL CALCULATE THE QUANTITIES AND LENGTHS FOR THE MATERIAL REQUIRED. MBS IS PERFORMING NO ENGINEERING STUDY OF THE EXISTING STRUCTURE. THE ENGINEER OF RECORD ON THE PROJECT SHALL BE RESPONSIBLE FOR COORDINATING THE CFR ROOF SYSTEM WITH THE OTHER TRADES OF THE PROJECT TO INSURE A SAFE. QUALITY AND PROPER APPLICATION OF THE ROOF SYSTEM. 4.2 DIAPHRAGM 4,2.1 THE MBS ROOF IS DESIGNED TO ACCOMMODATE THERMAL EXPANSION AND CONTRACTION AND WILL NOT ACT AS A DIAPHRAGM FOR RESISTING LATERAL LOAD FORCES OR PROVIDING LATERAL STABILITY TO THE ROOF STRUCTURAL MEMBERS. DUE CONSIDERATION FOR THIS MUST BE ADDRESSED BY THE PROJECT ENGINEER OF RECORD. IN ADDITION, THE CFR ROOF, BECAUSE IT IS DESIGNED TO FLOAT, WILL NOT SUPPORT STRUCTURAL MEMBERS LATERALLY. WHEN REPLACING AN EXISTING SCREWDOWN ROOF, ADDITIONAL BRACING MAY BE REQUIRED TO LATERALLY SUPPORT THE MEMBERS. ENGINEERING AND MATERIAL FOR THESE USES SHALL NOT BE PROVIDED BY MBS. 4.3 CLIP FASTENING REQUIREMENTS 4.3.1 REFER TO PART U. "DESIGN AND PERFORMANCE CRITERIA" FOR CFR ROOF PANEL CLIP FASTENING REQUIREMENTS, 4.3.2 FIELD DRILLING AT LAPPED OR NESTED PURLIN CONDITIONS MAY BE REQUIRED FOR STRUCTURAL FASTENERS CFR EAVE PLATE DETAIL 3" OFFSET VARIES EL __ PAN CFR ROOF ROOF STEEL UNE EAVE MEMBER VARIES EAVE PLATE (NOT SHOWN) (9'-0" LONG) H1020 FASTENERS WALL STEEL LINE . 6" O.C. EAVE PLATE PART NUMBERS 0 LOW EAVE AT SHORT CLIPS AT TALL CLIPS PART 11 EAVE TRIM DETAIL/SLOPE PART / EAVE TRIM DETAIL/SLOPE EPA03 SIMPLE EAVE OR EAVE GUTTER EPB03 < OR = 4:12 SIMPLE EAVE OR EAVE GUTTER <OR = 4:12 EPDOI LOW EAVE EXTENSION EPE01 > 4:12, < OR = 11:12 LOW SAVE EXTENSION > 4:12, < OR = 11:12 EPD __ SCULPTURED EAVE EPE __ SCULPTURED EAVE EAVE PLATE PART NUMBERS 0 LOW EAVE AT SUPER TALL CLIPS PART B ROOF SLOPE PART #I ROOF SLOPE EP804 SIMPLE EAVE OR EAVE GUTTER <OR=4:12 EPF__ SCULPTURED EAVE EPF01 LOWEAVE EXTENSION > 4:12, < OR - 11:12 It 0 O j, 0 CFR PANEL CLIP ATTACHMENT DETAIL "CFR" ROOF PANEL 1 PANEL OFFSET VARIES r ROOF STEEL LIN FOR FASTENER REOUIRENEN7S CFR PANEL CUP SEE FASTENER CHART BELOW CFR CLIP FASTENING NOTES • CUPS ARE DESIGNED WITH (4) HOLES. • WORKS FOR EITHER A PURLIN OR A BAR JOIST SYSTEM. FASTENER REQUIREMENTS VARY PER JOB. • FAILURE TO COMPLY WITH YOUR JOBS SPECIFIC FASTENER REQUIREMENTS MAY CAUSE THE ROOF TO BE REMOVED AND REPLACED. • DO NOT OVERDRIVE FASTENERS ON SLIDING CLIPS OVER DRIVING CAN STRIP THE THREADS. CAUSE THE CLIP NOT TO ENGAGE THE SUPPORT MEMBER PROPERLY AND/OR THE CLIP NOT TO SLIDE PROPERLY. USE SCREW GUNS WITH TORQUE CONTROL SET TO FUNCTION PROPERLY FOR THE COMBINATION OF FASTENER SIZE, HOLE SIZE AND MATERIAL THICKNESS. • SPREAD FASTENERS OUT AS FAR AS POSSIBLE. AVOID PLACING FASTENERS SIDE BY SIDE. CFR STANDARD CLIPS CFR STANDARD CLIP PART NUMBERS PART jl PART DESCRIPTION TAB LENGTH H2500FIX RT H IP 4" S 0 ED CL H2510 TALL FIXED CLIP 4" H2520 SHORT SLIDING CLIP 4" H2530 TALL SLIDING CLIP 4" H2540 SUPER TALL SLIDING CLIP 4 - FASTENER REOUIREMENTS NON -FM JOBS (2) FASTENERS PER CLIP (UHO.) H1070 AT JOISTS H1020 AT PURLINS FM 1-60 JOBS (2) FASTENERS PER CLIP H1070 AT JOISTS H1020 AT PURLINS FM 1-90 THRU FM 1-180 JOBS (2) H1070 AT JOISTS (3) H1020 AT PURLINS CFR PERIMETER CLIPS CFR PERIMETER CLIP PART NUMBERS PART 8 PART DESCRIPTION TAB LENGTH H2720 SHORT SLIDING CLIP 8" H2730 TALL SLIDING CLIP 8" H2740 SHORT SLIDING CLIP 12" H27 00 TALL SLIDING CLIP 12" H2760 SHORT SLIDING CLIP 16" H2770 TALL SLIDING CLIP 16" FASTENER REQUIREMENTS PURLINS - (3) H1020 JOISTS - (2) H1070 SPECIAL CONDITION AT A COLD—FORMED BOX BEAM IF THIS PROJECT HAS A COLO -FORMED BOX BEAM: 1) AT THE LOW EAVE, DO NOT ATTACH ROOF CLIPS TO THE BOX BEAM. 2) AT A STRUT LINE (ADJACENT TO A PURLIN), DO NOT ATTACH ROOF CLIPS TO THE BOX BEAM. (NOTE: THE STRUT LINE COULD BE AT THE HIGH EAVE. 3) AT THE HIGH EAVE, THAT IS NOT ADJACENT TO A PURLIN, 0 ATTACH ROOF CLIPS TO THE BOX BEAM. w N U _ _ CLIP l� STRT[A.._/7PLjRLIN BOX BEAN BOX CUP; BOX BEAM AT LOW EAVE AT STRUT LINE AT HIGH EAVE SPECIAL CONDITION AT A STRONG -BACK EAVE BEAM IF THIS PROJECT HAS AN EAVE BEAM WITH (2) PURLINS, AS SHOWN, QQ NOT ATTACH ROOF CLIPS TO THE "SECOND" PURLIN. l CLI \SECOND PURLIN SECOND PURLINI EAVE BEAM AT LOW EAVE EAVE BEAM AT HIGH EAVE CL w O 0 0 Z o J °0 5 0 m t J � w w O U N N e p ai rn a Q X> 0t Q D: 3:O A O Q 0 (n 0) 0 ._3 mn a Pee 3-A � 511'511= O p_= -=apvsaPa^^ o 0 w C O O w N U r-+ c�V w NU) o (1) QQ) :E `0 -oQ wo LU �� CO It 0 O j, 0 LU 0 0 j� 11 0 n LU o�N/V� �l�Q^/i� 00 m r• dVJ UVJ 6 Z) ._3 mn a Pee 3-A � 511'511= O p_= -=apvsaPa^^ o 0 SPECIAL CONDITION AT A BOX BEAM BOX BEAM BOX BEAM AT LOW EAVE BOX BEAM AT HIGH EAVE SPECIAL CONDITION AT AN EAVE BEAM '1 THERMAL BLOCK �SECONO PURLIN J EAVE BEAM AT LOW EAVE EAVE BEAM AT HIGH EAVE IF THIS PROJECT HAS AN EAVE BEAM WITH (2) PURLINS. AS SHOWN, QQ 40T ATTACH ROOF CUPS TO THE 'SECOND" PURLIN. HOWEVER, THERMAL BLOCKS ARE PROVIDED FOR INSTALLATION AT THE SECOND PURLIN. INSULATION TIE -OFF AT THE EAVES VARIES BASED ON THE EAVE CONDITION. REFER TO THE ROOF PANEL ERECTION MANUAL. FOR DETAILS. CI T/ BL MI MI THERMAL BLOCK MK. H3 00 INSULATIO FASTENERS PANEL CLIP DETAIL AT JOIST FURLIN THERMAL BLOCK DETAIL AT TALL / SUPER GFR ROOF WITH BATT INSULATION EA6022 SEE ERECTION MANUALS FOR FURTHER INSTALLATION INSTRUCTIONS CFR ERECTION MANUAL QUICK REFERENCE: SECTION(S) DESCRIPTION 10.4 SAVE PLATE INSTRUCTIONS 10.6 INSULATION TIE -OFF INSTRUCTIONS 10.8: 10.9 RAKE CLIP RAKE ANGLE INSTRUCTIONS 11.3 VOID CLOSURE SEALANT 16.1; 16.2 LOW EAVE FLASH & CLOSURE INSTRUCTIONS 16.3-16.5: 16.7 GUTTER INSTRUCTIONS CLIPS H2640 GUTTER HANGER 2'-0" O.C. 1 5 1/4" 1 (4) H1050 PER PANEL SPACED EQUALLY 1/2" TAPE MASTIC H3010 H1050 0- 0 0 0 az oa 1 1/2" TAPE MASTIC H3001 GUTTER GTA02 — H1061 0 12" O.C. EAVE FLASH LEA01 WALL PANEL WALL SHEETING ERECTION MANUAL QUICK REFERENCE: SECTION(S) DESCRIPTION 7 WALL FASTENER REQUIREMENTS PANEL VOIDCLOSURE H2630 WITH (1) H1030 8" PRECUT TAPE MASTIC H3640 REFERERENCE ERECTION MANUAL FOR PANEL SEALING REQUIREMENTS (8) H1030 IN PANEL FLAT ONLY, H1050 2 1/2" O.C. MAX. - 8" PRECUT TAPE MASTIC H3640 (BETWEEN BRACKET AND PANEL, 0 DIRECTLY UNDER FASTENERS) SHOWN W F NEAR SIDE O w L U) (q c (1) 0 >✓ o m 0) PANEL OFFSET VARIES H1020 12" O.C. AND H1020/H2200 12" O.C. REFERENCE EAVE PLATE INSTRUCTIONS IN MANUAL EAVE PLATE EPB03 I 1 I I -_J 1 EAVE STRUT SHOWN, MEMBER 1 VARIES (REFERENCE THE SECONDARY 1 Low EAVE MEMBER OPTION DETAIL 1 FOR ALTERNATE MEMBERS) i EAVE GUTTER DETAIL OUTSIDE PANEL CLOSURE MK. H3400 ® 'CLASSIC PANEL" MK. H3420 6 "ACCENT PANEL" MK. H3410 O REV" CLASSIC PANEL "CFR" ROOF SEE WALL SHEETING ERECTION NOTES FOR WALL PANEL FASTENER LOCATIONS ED6010 PLEASE REFER TO THE ROOF AND WALL SHEETING ERECTION MANUALS FOR FURTHER ASSEMBLY INSTRUCTIONS. N n W i 0 o 0 U m U w L U) (q c (1) 0 >✓ o m 0) Q_ 0) a. Q W� L) o o <Q�Z—�w� U O O O O'N^ 0 >,z v~'�^ ao r' avJ UVJ m SEE ERECTION MANUALS FOR FURTHER INSTALLATION INSTRUCTIONS CFR ERECTION MANUAL OUICK REFERENCE: WALL SHEETING ERECTION MANUAL QUICK REFERENCE: SECTION(S) DESCRIPTION SECTION(S) DESCRIPTION 10.5; 10.6 UNDERSTANDING RAKE CLIP ANGLE INSTRUCTIONS 7 WALL FASTENER REOUIREMENTS 10.8; 10.9 RAKE CLIP RAKE ANGLE INSTALLMENT INSTRUCTIONS 10.12 FINAL PRE -PANEL INSTRUCTIONS 1 1 .2- 1 1 .4 CFR START PANEL INSTRUCTIONS 16.6-16.9 RAKE TRIM & CLOSURE INSTRUCTIONS NOTE I: KEEP FASTENER A MINIMUM OF 2" AWAY FROM ANY RAKE CLIP. 00 NOT FASTEN THROUGH RAKE CLIP. START/FINISH FASTENER MAY BE REMOVED JUST BEFORE INSTALLATION OF RAKE TRIM IF (SEE PLAN) INTERFERING WITH TRIM. TEMPORARY FASTENER 3 3/4" 1 BACK OF 1-11030 AT 4" O.C. (SEE NOTE 1) RAKE ANGLE H1020 (24" O.C.) 2 1/4" TAPE MASTIC H3020 (SEE NOTE 1) BETWEEN TRIM & "CFR" ROOF r RAKE ANGLE STAR /FINISH PANEL o MA U R02 a W W m 4 � "CFR" ROOF 0 RAKE TRIM o. RTA-- 0 PANEL OFFSET VARIES VARIES N I RAKE ANGLE CLIP 0.H2041 (SHORT) z i H2051 (TALL) o. BOTTOM OF I H2061 (SUPER TALL) 4o RAKE ANGLE i (2) FASTENERS PER CLIP O H1061 H1020 AT PURLIN (12" O.C.) H1070 AT JOIST (1) FASTENER AT EACH SUPPORT RAKE TRIM j H1020 AT PURLIN RETAINER RRA01 H1070 AT JOIST I RAKE ANGLE MAR01 I WALL PANEL i OUTSIDE PANEL CLOSURE FOR </= 1 1/2:12 H3400 0 "CLASSIC PANEL" H3410 ® REVERSE "CLASSIC PANEL" H3420 ® "ACCENT PANEL" SCULPTURED RAKE DETAIL "CFR" ROOF E E 6 0 1 0 SEE WALL SHEETING ERECTION NOTES FOR WALL PANEL FASTENER LOCATIONS SEE ERECTION MANUALS FOR FURTHER INSTALLATION INSTRUCTIONS CFR ERECTION MANUAL QUICK REFERENCE: WALL SHEETING ERECTION MANUAL OUICK REFERENCE: SECTION(S) DESCRIPTION SECTION(S) DESCRIPTION 12.5 CFR PANEL SEALANT 7 WALL FASTENER REOUIREMENTS END DAM INSTALLMENT INSTRUCTIONS CHECK LIST: 13.8-13,10 2" FIELD NOTCH, HAND CRIMP, PIG TAIL, BACK-UP PLATE, SEALANTS, END DAM, & FILL ALL VOIDS WITH INSULATION 16.20-16.24 RIDGE CAP ERECTOR NOTE: H1020 FASTENERS AT PURLINS/1-11070 FASTENERS AT JOISTS & H2200 INSULATION WASHERS HAVE BEEN SUPPLIED AT 12" O.C. FOR INSULATION ATTACHMENT AT THE RIDGE. FIELD NOTCH PANELS AS NEEDED TO ALLOW FOR PROPER END DAM FIT UP. NOTE FILL RIDGE CAP i� i �l OID WITH INSULATION RIDGE CAP OPTIONS ROOF SLOPE MARK NUMBER 5 2:12 RGB-- > 2:12 & S 4:12 1 RGD-- H1020 I 1 1/2" H3001 27" PRE MASTIC PANEL ROOF P FIELD CUT 2" NOTCH AT EACH END DAM LOCATION CYUMrTRIrAI ARnnr Ponel Dimples 5 1/4" RIDGE DETAIL BACKUP PLATE H2650 ENO DAM H2600 H1050 FASTENERS (5) PER PANEL H1020 FASTENERS (7) PER PANEL J.. EL _OFFSET VARIES TITSECONDARY MEMBER PANEL CLIP FASTENERS CE -G -6-0-5-O-) L N U p C � to m C C U LE y ). O L. LL o - mEm�v3oa_ Q w c 0 m U �� } U w L NW a aS o Q) — o) 7 n 0) o- Q w-0� mac: O Zoa�iwo�mo o U U �> S ori 0 z 0 O a W rn co m O D y ). O L. LL o - mEm�v3oa_ Q SEE ERECTION MANUALS FOR FURTHER INSTALLATION INSTRUCTIONS CFR ERECTION MANUAL QUICK REFERENCE: SECTION(S) DESCRIPTION 12.5 UNDERSTANDING RAKE CLIP/ANGLE INSTRUCTIONS RAKE CLIP/RAKE ANGLE INSTALLMENT INSTRUCTIONS 13.8-13.10 FINAL PRE -PANEL INSTRUCTIONS CFR START PANEL INSTRUCTIONS 16.14-16.19 RAKE PARAPET TRIM INSTRUCTIONS WALL SHEETING ERECTION MANUAL QUICK REFERENCE: SECTION(S) DESCRIPTION 7 WALL FASTENER REQUIREMENTS NOTES: ALWAYS BEGIN THE RAKE PARAPET TRIM INSTALLATION STARTING AT THE LOW EAVE AND WORK TOWARD THE HIGH EAVE OR RIDGE. THE RAKE PARAPET TRIM IS DESIGNED TO HAVE "POSITIVE DRAINAGE'ONTO THE ROOF. THIS IS TO HELP ALLEVIATE THE POSSIBILITY OF WATER PONDING ON THE TRIM. SEE DETAIL "A" BELOW. FASTEN THE RAKE PARAPET TRIM TO THE ROOF PANEL AT 4" ON CENTER, MAKING SURE THAT NO FASTENERS HIT ANY OF THE RAKE CLIP LOCATIONS. KEEP FASTENER A MINIMUM OF 2" AWAY FROM ANY RAKE CLIP. REFER TO THE CFR ERECTION MANUAL FOR ADDITIONAL TRIM LAP INFORMATION AND DETAILS. WALL PANEL BY OTHERS WALL PANEL FASTENER. IMPORTANT NOTE:THIS FASTENER CANNOT PENETRATE THE RAKE PARAPET TRIM. INSTALL IN LOCATION SHOWN TO ALLOW THE RAKE PARAPET TRIM TO MOVE WITH THE EXPANSION AND CONTRACTION OF THE ROOF PANEL. MASTIC BETWEEN TRIM AND RAKE ANGLE INSIDE CLOSURE WITH MASTIC TOP AND BOTTOM 16 GAUGE RAKE PARAPET ANGLE (L.L.V.) RAKE PARAPET TRIM. IMPORTANT NOTE -THIS TRIM IS DESIGNED WITH A 95' BEND AS SHOWN TO ALLOW "POSITIVE DRAINAGE" ONTO THE ROOF PANEL. DETAIL "A" INSIDE PANEL CLOSURE FOR </= 1 112:12 WALL PANEL M3410 W "CLASSIC PANEL" BY OTHERS H3400 Q REVERSE "CLASSIC PANEL" iC ERECTOR NOTE: H3430 U "ACCENT PANEL" a DO NOT PLACE WALL WITH 314" TAPE MASTIC H3000 FASTENERS THROUGH TOP AND BOTTOM pp RAKE PARAPET TRIM. in (RAKE ANGLE ONLY) RAKE PARAPET TRIM RPA01 I F 3/4" TAPE MASTIC = H3000 H1030 AT 4" O.C. (SEE NOTE 1) H1020 AT 24" O.C. ) 2 1/4" TAPE MASTIC H3020 !R (SEE NOTE 1) BETWEEN TRIM & "CFR" ROOF START/FINISH PANEL -CFR- ROOF n 1 O PANEL OFFSET VARIES O RAKE ANGLE CLIP RAKE ANGLE if RAKE (SHORT) U MAR02 H2O51 (TALL) LL RAKE ANGLE H2O61 (SUPER TALL) O MAP01 (2) FASTENERS PER CLIP Q~ H1020 AT PURLIN J 3 314" H1070 AT JOIST LL EDGE OF (1) FASTENER AT EACH SUPPORT RAKE ANGLE H1020 AT PURLIN H1070 AT JOIST AS A STANDARD, PANELS NOTE1: WILL BE STEPPED AT THE START/FINISH DIM. Q PANEL RIB KEEP FASTENER A BASE, IF ROOF SLOPE IS (SEE PLAN) MINIMUM OF 2" AWAY <1/2:12. FIELD MITERING FROM ANY RAKE CLIP. WILL BE REQUIRED IF DO NOT FASTEN ROOF SLOPE IS >1/2:12 THROUGH RAKE CLIP. RAKE PARAPET DETAIL "CFR" ROOF SEE WALL SHEETING ERECTION NOTES FOR WALL PANEL FASTENER LOCATIONS E F6010 SEE ERECTION MANUALS FOR FURTHER INSTALLATION INSTRUCTIONS CFR ERECTION MANUAL QUICK REFERENCE: SECTION(S) DESCRIPTION 12.5 CFR PANEL SEALANT END DAM INSTALLMENT INSTRUCTIONS CHECK LIST: 13.8-13.10 2" FIELD NOTCH, HAND CRIMP, PIC TAIL, BACK—UP PLATE, SEALANTS, END DAM, & FILL ALL VOIDS WITH INSULATION 16.14-16.19 HIGH EAVE TRIM INSTALLMENT INSTRUCTIONS WALL SHEETING ERECTION MANUAL QUICK REFERENCE: SECTION(S) DESCRIPTION 7 WALL FASTENER REQUIREMENTS ERECTOR NOTES: H1020 SCREWS & H2200 INSULATION WASHERS HAVE BEEN SUPPLIED AT 12" O.C. FOR INSULATION ATTACHMENT AT THE HIGH EAVE. FIELD NOTCH PANELS AS NEEDED TO ALLOW FOR PROPER END DAM FIT UP. WALL PANEL BY OTHERS GIRT H1020 END DAM H2600 BACK-UP PLATE H2650 PANEL CLIP SECONDARY MEMBER HIGH EAVE PARAPET DETAIL HIGH EAVE PARAPET FSA01 FLAT STOCK H1050 FASTENERS (5) PER PANEL 1 1/2" TAPE MASTIC H3001 H1020 FASTENERS (7) PER PANEL 27" LONG PRECUT TAPE MASTIC H3650 (FIELD WORK AS REQUIRED) ��11- PANEL OFFSET VARIES Panel Dimples "CFR" ROOF SHEETING EXTENDS INTO EXISTING BUILDING SEE WALL SHEETING ERECTION NOTES FOR WALL PANEL FASTENER LOCATIONS FIELD CUT 2" NOTCH AT EACH END DAM LOCATION EIX010 1N O O ��i 0 0) U Q C m C 0 0 U LL LL 0 - Of O 0 (D Z_ 0 J_ f5 M J W LU o T M a) 0 '41�;g�° m"zm LL O v;ea�m q� r^ ) O �2c2 C�l CD SEE ERECTION MANUALS FOR FURTHER INSTALLATION INSTRUCTIONS o ��21 CFR ERECTION MANUAL QUICK REFERENCE: WALL SHEETING ERECTION MANUAL OUICK REFERENCE: SECTION(S) DESCRIPTION SECTION(S) DESCRIPTION co m m 12.5 CFR PANEL SEALANT 7 WALL FASTENER REQUIREMENTS END DAM INSTALLMENT INSTRUCTIONS CHECK LIST: 13.8-13.10 2" FIELD NOTCH, HAND CRIMP, PIG TAIL, BACK-UP PLATE, J J SEALANTS, END DAM, & FILL ALL VOIDS WITH INSULATION 16.14-16.19 HIGH EAVE TRIM INSTALLMENT INSTRUCTIONS = m W LL L N WALL PANEL C C) RCA__ RAKE Q =_ OHIGH EAVE O END CAP ' = � PARAPET TRIM N m I. o C U LL LL ROOF PANEL 7 ORAKE TRIM RAKE RETAINER TRIM H4000 WALL PANEL O PLASTIC END CAP o --INSTALL THE HIGH EAVE PARAPET TRIM PER THE ERECTION DRAWING DETAILS AND CFR ERECTION MANUAL. cl o --INSTALL THE RAKE TRIM AMO RAKE TRIM RETAINER PER THE ERECTION DRAWING cy DETAILS AND CFR ERECTION MANUAL. EXTEND THE RAKE TRIM ALL THE WAY TO w C THE WALL PANEL. PLACE THE RAKE TRIM UNDER THE HIGH EAVE PARAPET TRIM AS SHOWN. Qi O O w w i U �-+ �U NU) INSTALL THE H4000 RAKE TRIM END CAP INTO THE HIGH END OF THE RAKE C (1) L C TRIM. FASTEN WITH POP RIVETS. U 0-0) C Q Oq — INSTALL THE RCA__ RAKE TRIM END CAP INTO THE HIGH END OF THE RAKE Q w U ¢ C 00 TRIM. FASTEN WITH POP RIVETS. z Z— N z x It w O� U w 0 mCD JU THE HIGH EAVE PARAPET TRIM SHOULD EXTEND ALL THE WAY OVER TO THE w T o N o u~ z00 m EDGE OF THE TOP HORIZONTAL LEG OF THE RAKE TRIM AS SHOWN. FIELD a (n (n FABRICATE AN END CAP FOR THE HIGH EAVE PARAPET TRIM TO CLOSE THE VOID. FASTEN THE END CAP WITH POP RIVETS. o --SEAL ALL VOIDS WITH TUBE CAULK. t� SCULPTURED RAKE TRIM AT HIGH EAVE PARAPET TRIM DETAIL "CFR" ROOF SEE WALL SHEETING ERECTION NOTES FOR WALL PANEL FASTENER LOCATIONS E16200 _b a y c if azm `n 0 iWe- LL s9 = LL __- = m o �_o �2 N O O SEE ERECTION MANUALS FOR FURTHER INSTALLATION INSTRUCTIONS Q CFR ERECTION MANUAL OUICK REFERENCE: WALL SHEETING ERECTION MANUAL QUICK REFERENCE: SECTION(S) DESCRIPTION SECTION(S) DESCRIPTION m co m 12.5 CFR PANEL SEALANT 7 WALL FASTENER REOUIREMENTS END DAM INSTALLMENT INSTRUCTIONS CHECK LIST: J 13.8-13.10 2" FIELD NOTCH, HANG CRIMP, PIG TAIL, BACK-UP PLATE, J J JJ J SEALANTS, END DAM, & FILL ALL VOIDS WITH INSULATION 16.14-16.19 HIGH EAVE TRIM INSTALLMENT INSTRUCTIONSo m W LL STEEL LINE AT EAVE EXTENSION 1 4" iEND OF ROOF PANEL > N H1020 FASTENER (5) H1030 FASTENERS DO PER PANEL 0. 0 END DAM MK. H26DO STAY CLEAR 2" FROM PANEL RIB N O "CFR" ROOF PANEL 1 1/2" TAPE MASTIC MK. H3001 Q � HIGH EAVE TRIM (7) H1020 FASTENERS m MK. HEB__ PER PANELOo c BACK-UP PLATE 27" LONG PRECUT U W LL MK. TAPE MASTIC MK. H2650 _ H3650 HIGH EAVE CEE HID F FASTENER AT 36" O.C. RAKE RETAINER MK. RRA01 HIO D FASTENER AT 12" O.C. HAT TRIM MK. LEE__ STEEL LINE AT EAVE EXTENSION AT EAVE EXTENSION STEEL LINE PANEL CLIP WITH (2 H1020 FASTENERS PURLIN HIOD FASTENER AT 12" D.C.— ERECTOR NOTE: EAVE TRIM —/ SCREWS AND H2200 MK. LEA01 INSULATION WASHERS HAVE BEEN SUPPLIED AT 12" O.C. FOR INSULATION ATTACHMENT AT THE ROOF. STEEL LINE AT BUILDING AT BUILDING STEEL LINE STEEL LINE AT 4" LEND OF ROOF PANEL EAVE EXTENSION 0 z 0 Q. m o a N J w Z U a Z 0 4 O j Q. 21a C CFR" ROOF TOP OF EAVE 2" TOP OF PANEL OUTSIDE PANEL CLOSURE H3400 AT "CLASSIC" PANEL H3420 AT "ACCENT" PANEL H3410 AT "REVERSE CLASSIC" PANEL WALL PANEL (FIELD CUT AROUND EXT. BEAMS) P—�OFF�SET VARIES HIGH EAVE EXTENSION DETAIL "CFR" AT STANDARD WALL PANEL (NO SOFFIT) E 0 6 0 7 5 SEE WALL SHEETING ERECTION NOTES FOR WALL PANEL FASTENER LOCATIONS mi CL N Of O W U O L T Nc H1020 FASTENERS AT 12" O.C. L UCD 3) Q E3) O -2 Q wQ 00 < Z co w wIt J w j, -EAVE ANGLE 00 of 0 MK. MAR01 (S.L.V.) m 0 J W a" O JO - H10_F FASTENER LU AT 12" O.C. Uj o a N cp U1 Q Q x> Oma+ xn m Q =a CFR" ROOF TOP OF EAVE 2" TOP OF PANEL OUTSIDE PANEL CLOSURE H3400 AT "CLASSIC" PANEL H3420 AT "ACCENT" PANEL H3410 AT "REVERSE CLASSIC" PANEL WALL PANEL (FIELD CUT AROUND EXT. BEAMS) P—�OFF�SET VARIES HIGH EAVE EXTENSION DETAIL "CFR" AT STANDARD WALL PANEL (NO SOFFIT) E 0 6 0 7 5 SEE WALL SHEETING ERECTION NOTES FOR WALL PANEL FASTENER LOCATIONS mi id e t d N2 p _ --_ ryvmdogry=a" � - vvf av"��"ate Q w � N 0 O W U c�U L T Nc L 3) Q E3) O -2 Q wQ 00 < z— co w wIt J w j, o j, 00 of uU) D id e t d N2 p _ --_ ryvmdogry=a" � - vvf av"��"ate Q BUILDING WALL PANEL FOAM CLOSURE REQUIREMENTS CONTRACT CLOSURE SELECTI� YES ALL CONDITIONS, IF APPLICABL (PANELS • H10B STITCH FASTENE =HIDASTRUCTURAL FAS ENER 36" NET LAY( MARK OPENING LOCATION USING A DOWNSPOUT TO MK. HI 100 AT ALLSIZE OVAL AREA. NEXT, USE (4) POP RIVETSWrl END CLOSURE DETAIL OUTSIDE CORNER TRIM INSIDE CORNER TRIM END CLOSURE MK. H4220 MK. H4200 MK. H4210 O° 24 0 `.2 0 aO 0 1I� 36" ELBOW, 'S", ANDCUT ALONG THE DASHED DOWNSPOUTLINES. BEND TAB$ CONNECTION$ U.N.O. DOWN ALONG THE SOLID (POLAR WHITE). APPLY TUBE CAULK (H. 2) ALL AF20UN0 AND INSERT INTO 111 cD Lr1 1� 1n 6T ERECTOR NOTE: 112" SIDELAP MASTIC ® BLDG. RAKE PARAPET: CLOSURES ALWAK PROVIDED - STRAIGHT CLOSURES UP TO 1 I (1 101 IS REQUIRED IN SNOWDRIFT LINES AND ATTACH END OF BSBOI TRIM AT 1 1/2:12. BEVELED CLOSURE$ UP 9:12, -_ -_ -_ CONDITIONS. REFER TO THE ELEVATIO _ DOWNSPOUT $" TO FRAMED OPENINGS. - - mmFORLOCATION ®BLOC. HIGH SAVE PARAPET: CLOSURES ALWAYS PROVIDED - STRAIGHT CLOSURES. _- _- _- EAVE MEMBER REQUIREMENTS. S ERECTOR NOTES:GUTTER TABS WITH (4) 1. MITERING OF THE "S' GUTTH1061 FASTENERS WALKDOORS, AND EXISTING BUILDINGS. ® 1.BLOCK GIRTS TO 'LEVEL- POSITION BEFORE STARTING PANEL ERECTION. ERECTOR NOTE: UNTIL WALL PANELS ARE INSTALLED, 3 H1041 SCREWS ARE TO BE USED ( ®BLDG. PARAPET GUTTER: CLOSURES ALWAYS PROVIDED - STRAIGHT CLOSURES. WILL BE REOUIRED AT SLOPES OVER 4:12 FOR J J J CORN TRI MAINTAIN WOOD BLOCKING (NOT BY NUCORI UNTIL PANEL TO STRUCTURAL PROPER LINE UP WITH THE DOWNSPOUT. DOWNSPOUT S' MK, H2}20 FOR TEMPORARY INSTALLTION OF THE BASE TRIM. PANEL SCREWS MUST ENGAGE THE BASE CHANNEL. FIELD NOTCHING MAY BE REQUIRED AT THE COLUMNS AND CORNERS. J 0- J J U WALL PANEL INSIDE PANEL CLOSURE ® EAVE/RAKE EXTENSION WITH SOFFIT PANEL: CLOSURES ALWAYS PROW OED_ WALL PANEL FASTENERS ARE INSTALLED. DOWNSPOUT STRAP 2. IF PROJECT FULL BRACKET MK. DBA01 FOR "S' O Lu J (� m ® TRANSLUCENT WALL PANEL: CLOSURES ALWAYS PROVIDED. _ _ _- _- -' 2 2. ALIGN AND PLUMB FIRST WALL PAN 3. TO PREVENT "OIL -CANNING", ALL PA CONTRACT SPECIFIES SECTION EL SHAPES AT THE BOTTOM USE WITH 'ACCENT' PANEL. MK. H3410 0 "CLASSIC PANEL" "ACCENT = _ ®INSET/RECESSED WALLS: CLOSURES ALWAYS PROVIDED. FASTENERS SHOULD START FROM BAS OF THE DOWNSPOUT IN ATTACH AT PANEL RIB END MK. H3430 ® PANEL" m m CANOPIES: CLOSURES ALWAYS PROVIDED. LAP MEMBER ANO THEN BE SECURED TOE STRUCTURAL GIRT TOWARD THEEAVE N LIEU OF ELBOWS, SEE FOASTENERS (2) H1061 �m,-E DETAIL GA0105. MALE END \ MK. H3400 0 REV' CLASSIC PANELSIDE wBOXED N Z I _--BASE TRIM O ®CLOSED FASCM'S' CLOSURES ALWAYS PROVIDED, HIOC 4. FOUNDATION MUST BE SQUARE, LEV L, }, LOCATE ONE TYPICAL AT i U- MK. BSBO1 �-' a) BLDG. SCULPTURED SIMPLE RAKE TRIM: STRAIGHT CLOSURES PROVIDED UP TO ® SCULPTURED/ BU 12" O.G. BEFITS AT TR AND CORRECT TO THE OUT -TO -OUT ST LINE DIMENSIONS. EL DOWNSPOUT STRAP AT ALL SPUCES DOWNSPOUT STRAP EVERY "S", ELBOW ANO MK. DPAOI SCREW STRAP O a BASE CHANNEL 8" CHANNEL MK. 68C01 O m 1/2:12. BEVELED CLOSURES UP 9:12. __ _ _. •a 5. ERECTION CREW IS TO CLEAN ALL W PANELS BEFORE LEAVING JOB LL DOWNSPOUT SPLICE. ( TO WALL USING (1) H1061 O K 1 O" CHANNEL MK. B1COI O 12 CHANNEL MK. 8X01 O ..-: ® BLDG. HIGH EAVE SCULPTURED/SIMPLE TRIM: STRAIGHT CLOSURES PROVIDED, Hl OD AT EACH SITE. 6. ERECTOR IS TO ERECT PANELS SO FULL OR PARTIAL SECTION A$ FASTENER BEFORE INSERTING DOWNSPOUT) U Q END AND AT 30" THAT SIDELAPS ARE AWAY FROM THE AIN REOUIRED FIELD BEND STRAP AND FASTEN AT 4'-0' Q -0 ®BLDG. LOW EAVE SCULPTURED SIMPLE/GUTTER/HORIZ GUTTER TRIM: STRAIGHT / CLOSURES PROVIDED. O.C. MAX. BETWEEN TRAFFIC AREA'S LINE OF SIGHT. FASTEN TO DOWNSPOUT ELBOW IF WITH (2) H1061 FASTENERS LL w n O.C. MAX, O Z NOT - - ®BLDG. BASE TRIM: STRAIGHT CLOSURES PROVIDED. SUPPORTS NOTE: STITCH T. STORE PANELS PROPERLY TO PREY MOISTURE. SEE ERECTION MANUAL. REQUIRED T MK HT33(1 (FASTENERS Q 2 d BY MBS) O • '-1 GAP RECOMMENDED (/J C O LD ILLILLI fD (D C_ ® BLOC. FRAMED OPENING HEAD iglu: STRAIGHT CLOSURES PROVIDED. BASE MEMS FASTENERS MAY OR MAY NOT LIN B. AT FLUSH GIRT CONDITIONS, PRE -OR COLUMNS (8 STUBS IF REQ'O) FOR EAS LL O On DOWNSPOUT STRAP (UK. DPA01) AND STRAP BRACKETS (NK. OB.A01) ARE ALSO PROVIDED FOR MASONRY WALL APPLICATIONS AS WELL AS FOR ATTACHMENT 70 COLUMNS. /8" O a SEALANT FOR WATER DRAINAGE 3 STEEL UNE (� o J UP WITH GIRT PANEL ATTACXMENT AT THESE AREAS. OATTACHMENTMASPROVIDEDASTENERS ARE PROVIDED O] NOT BY M65 ( ) a: ® BLDG. WAINSCOT TRANSITION: STRAIGHT CLOSURES PROVIDED. - - ELEVATIONS. S. INBASE PANEL CLOSURES (IF O¢� FOR COLUMN APPLICATIONS WILL BE REOU REO. -- -_ _ _ REQUIRES THEM). SEE BASE TRIM DET BASE TRIM DETAIL L STANDARD GUTTER AND DOWNSPOUT DETAIL ERECTOR NOTES- SEE SPECIFIC CAD DETAILS & WALL PANEL Q "CLASSIC PANEL" ERECTION SEEEWALNNEL LJSHIEETINTH GAERECTION NOTES GB0030 NOTES v ELEVATIONS FOR PART MARKS & CLOSURE LOCATIONS. O REFERENCE GUTTER AND DOWNSPOUT SCHEDULE FOR DOWNSPOUT MARK NUMBERS FOR WALL PANEL FASTENER LOCATIONS O U NOTES: NOTE I �/ / COVER TRIM 0 ALWAYS BEGIN THE RAKE PARAPET TRIM INSTALLATION STARTING AT THE LOW EAVE AND WORK TOWARD THE HIGH EAVE OR RIDGE. FILLER TRIM MK. MFB01 (SHOWN) IS NpT REQUIRED WHERE START/FINISH / / CCA_ (USE AT e" GEE, HOT ROLL( CCB_ (USE AT IO" CEE, HOT ROLL) Z Q o m DIMENSION IS LESS THAN OR MASONRY CCC_ (USE AT 12" HOT ROLL) J THE RAKE PARAPET TRIM IS DESIGNED TO HAVE 'POSITIVE DRAINAGE" ONTO EQUAL TO 3 112". SEE ELEVATIONS OR EXISTING BLDG. CSA_- (USE AT 8" STRUCTURAL CEE :D EO O Q THE ROOF. THIS IS TO HELP ALLEVIATE THE POSSIBILITY OF WATER PONDING cLAsslc WALL 2 CSC_ (USE AT 12" STRUCTURAL CEE D= ON THE TRIM. SEE DETAIL "A" BELOW. W N N1o602^ D.C. W CCE_ (USE AT B" HEADER WRAP) LLI O FASTEN THE RAKE PARAPET TRIM TO THE ROOF PANEL AT 4" ON CENTER. JAMB TRIM f MK. JTA121 IL CCF_ (USE AT 10" HEADER WRAP) O CCG_ (USE AT 12" HEADER WRAP) F-- uJ - U n Q rcZ GIRTS Q r Q 2m m m W FOR LINER PANEL,W REFERENCE HEAD, SILL OR f Q Z X > On m C I:L' li'.', f p Z NOTEll xTRIM H1041 IR EACH SUPPORT) (Jj JAMB DETAILS FOR TYPICAL F - - PARTS AND USE ATTACHMENT Q WALL PANEL WALL PANEL FASTENER. IMPORTANT NOTE: THIS ? mGIRT 0 1 _`ERECTOR NOTE: D2, FASTENER MUST PENETRATE THE WALL PANEL, THEINSIDE RUBBER CLOSURE, BOTH LAYERS OF ON THE CLOSURE, THE RAKE PARAPET tH'I '�MASTIC y W I IIF LINER PANEL IS NOT - I'�- REQUIRED, ATTACH COVER W TRIMWITH H'IOI 12" O.C. TRIM, AND THE RAKE ANGLE. + I INSIDE CLOSURE WITH MASTIC TOP AND BOTTOM OUTSIDE CORNER "CLASSIC WALL" � CC TRIM II I CS_ TRIM ✓U �J 16 GAUGE RAKE PARAPET ANGLE (L.L.V.) MK. ocaD1 NOTE 1 -clAsslc WALL" COLD -FORMED CEE OR HOT ROLLED V) RAKE PARAPET (USE CCA_, CCB_, OR CCC_ TRIMS) •� TRIM. IMPORTANT NOTE: THIS TRIM IS DESIGNED WITH A 95' BEND AS SHOWN TO ALLOW START/FINISH DIMEN N H104Y T EACH SUPPORT H1as1I z" o.c. STRUCTURAL GEE CSA_ + + "POSITIVE DRAINAGE" ONTO THE ROOF PANEL. SEE PLAN BETWEEN SUPPORTS (USE OR CSCTRIMS) Q E RIB HEADER WRAP 9 s (USE CCE_, CCF_, OR CCG_ TRIMS) cy DETAIL IIA" OUTSIDE CORNER DETAIL INSIDE CORNER TRANSITION DETAIL FRAMED OPENING COVER TRIM DETAIL W '� "CLASSIC WALL" GC0021 "CLASSIC WALL" 6 MASONRY OR EXISTING BUILDING GC0081 SILL SHOWN, HEAD AND JAMBS SIMILAR GD0005 O m O a) ' U J --I c�U W I: co WALL PANEL RAKE ANGLE (L-L.V.) MK. MAP01 n O W O 0 — INSIDE PANEL CLOSURE FOR — 1 0 Q 2 MK. H3410 R "CLASSIC PANEL" 4 LL W 00 MK. H3430 9 "ACCENT PANEL" W Q It MK. H3400 W REVERSE "CLASSIC PANEL" n WITH3/4" TAPE MASTIC TOP AND BOTTOM Q z Z W O n� 1r m O �• W 1- 0 H1041 2 RAKE PARAPET TRIM MK. RPA01 W n♦�n♦ O n♦�n♦ o x GIRT F F 2 114" TAPE MASTIC (BETWEEN O W !Z (� U1 O (� m O m 0 TRIM AND PANEL) MK. H3020 Q EXISTING ROOF PANEL = EXISTING PURLIN W O m O h = H1050 (4" O.C. BETWEEN SUPPORTS) H1030/H103S (AT SUPPORTS) *t H1020 AT T.0" O.C. 'ASA STANDARD, PAN ELS r- yi WILL BE STEPPED AT THE BASE, IF ROOF SLOPE IS <112:12. FIELD MITERING f h ��^` {` WILL BE REQUIRED IF *A RIB ROOF SLOPE IS >112:12 Q E m N �auarqu _ - O a PARAPET RAKE DETAIL'!.avmam ;:�� m ; „ A - -oNam° LL LL aAao = O FIELD WORK EESITING ROOF PANEL AS REQUIRED SEE WALL SHEETING NOTES GBX001 m j U E mm o 00 FASTENER FOR WALL PANEL FASTENER LOCATIONS mD "aa mv�mm"m_�mo2 0 �/� UJ JAMB TRIM STEP 3 - SLIT PANEL SLIT PANEL 2" AND SLIDE ONTO HEAD TRIM (SEE ABOVE) STEP 3 GIRT— JAMB FASTENER KEY -, STITCH FASTENER = H1061 "ACCENT PANEL" CLEAR STRUCTURAL FASTENER OPENING WITH COLD -FORM = H1041 STRUCTURAL FASTENER WITH HOT—ROLLED = H1070 STRUCTURAL FASTENER JAMB TRIM 12" O.C. MK. JTA GIRT JAMB GIRT JAMB 1 _ CLEAR OPENING SIC REVERSE "CLASSIC "CLASSIC WALL' WALL" PANEL CLEAR OJ PENING _ J STRUCTURAL FASTENER 12" O.C. JAMB TRIM MK. JTA STRUCTURAL FASTENER JAMB TRIM 12" O.C. MK. JTD NOTE: FIELD TRIM JAMB TRIM LEG AS REQUIRED STEP 2 - INSTALL JAMB TRIM ALTERNATE DETAIL 1 FIELD CUT WALL PANELS AS REQUIRED AFTER JAMB TRIM INSTALLATION WALL PANEL HEAD TRIM TRIM OVERHANG 2 EDGE OF OPENING 0 O O C Q O m cz C U LL LL 1®1 \ CAULK FROM END OF HEAD W TRIM TO FIRST MAJOR RIB JAMB TRIM 0 MK. H3152 U STEP 4 WALL PANEL c 0 W o ai INSIDE PANEL CLOSURE 70.2 o HEADER MK. H3410 0 "CLASSIC PANEL" 70 � HEAD TRIM MK. H3430 ® "ACCENT PANEL" �Q�Z—�w� MK. HTA MK. H3400 ® REV "CLASSIC PANEL" �OU� STEP t �J 00 w >, o 0 >, STRUCTURAL FASTENER rrQ^) a v J JAMB TRIM 12" O.C. "ACCENT PANEL" MK. JTA OR JTD 12" O.C. REV. "CLASSIC PANEL" STEP 2 STEP 2 6" O.C. "CLASSIC PANEL" L -i rL ---HEAD TRIM w MK. HTA o DOOR FRAMED OPENING TRIM DETAIL STEP 1 - INSTALL HEAD TRIM PRIOR TO INSTALLING WALL PANEL FOR ALL STANDARD WALL PANEL TYPES D LEFT HAND SHOWN, RIGHT HAND SIMILAR G 0 04 0 0 O O C Q O m cz C U LL LL 1®1 cmv'oml_ mtm- IL 0 o UJ W Q) 0 m0°� U � �U w i Nc/) c 0 W o ai 70.2 o Q 70 � �� 00 �Q�Z—�w� �OU� �OU� �J 00 w >, o 0 >, Z rrQ^) a v J lQ) U V J D cmv'oml_ mtm- IL 0 o UJ City of Wheat Ridge Commercial Sign PERMIT - 201704008 PERMIT NO: 201704008 ISSUED: 08/04/2017 JOB ADDRESS: 4509 Harlan ST EXPIRES: 08/04/2018 JOB DESCRIPTION: Commercial sign for Existing Pole 10ft in the air, from ground to bottom of sign, 45sq ft digital id sign both sides.Seyfer Specialties *** CONTACTS *** OWNER (720)260-9494 TROY SEYFER SUB (303)726-5015 Curt Marcolina 110193 CDM Signs *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 330 / General Retail BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 1,400,00 FEES Total Valuation 0.00 Plan Review Fee 37.12 Use Tax 29.40 PAID Permit Fee 57.10 ** TOTAL ** 123.62 --- *** COMMENTS *** *** CONDITIONS *** Electronic message may not change sooner than every 15 seconds. Message may not roll, scroll, flash, or be animated. I by my signature do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved innjunction with thispermit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed a a rk to b rformed is disclosed in this document an r its' accompanying approved plans and specifications. I V x--10-1-7 Signature of OWNER or CONTRACTO (Circle one) tNpication I. This permit was issued based on the information provided in the permit and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This. permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Budding Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Isuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior andspecific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, anF violation of any provision of any applicable code or a ance or regulation of this Jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST W MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of W heat Midge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: perm its(@ci.wheatridge.co.us FOR OFFICE USE ONLY I Date: j ' 1 h Plan/Permit # r cxu 04( Plan Review Fee: 3�7 ` 12 - Building Permit Application P11) *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. Property Address: Propertv Owner Property Owner Email: Kf Mailing Address: (if different than property address) Address City, State, Zip: Architect/Engineer: Architect/Engineer E-mail: Phone: Phone: 720-ZW-94C14 Contractor: C D M S I G N S Contractors City License #: 110 1a3 Phone: 0�"�LI - o�� Contractor E-mail Address: Sub Contractors: Electrical W.R. City License # Other City Licensed Sub: City License # r Plumbing: W.R. City License # A. Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form ❑ COMMERCIAL ❑ RESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ,® OTHER (Describe) W6(j) S I Gn 5 �Z G X 1 5T' l i`'1(j p 0 L-0- (For .e(For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.)' Sq. Ft./LF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ I y C)o ." OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last name): 6 l DATE: ZONING COMMMENTS: ,a7 ^ , i Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: Building Division Valuation: $ ra ; �} \ • � � O > § � . . \ktƒ �t ! 4Jim �|k 1 �I �N-|I= L�l Q iI w Spelling, Punctuation, location, An; Color Of crap► ics. k S• Ignarama" 9 2 7 c � signarama Will Not Be Held Responsible For Ap aro,'n.d E yrs. tri � 744 c, Al, V-!A.m-_ . Mhe contents of this presentation are designed and created by Front Range Signarama and are proprietary to Front Range Signarama This is a Digital Rendering, Colors, Sizing, which owns the images and designs contained herein. Items contained herein are for personal viewingonly and may not be and other attributes within may differ copied or shared with othersign or graphics companies and is copyrighted material. from actual final product. APPR N 1:11A : Electronic message may not change sooner than every 15 seconds. Mess may not roll, scroll, flash or be m ti K) (2z /I w %C5; Cu U M� 0 Ca OD APPR N 1:11A : Electronic message may not change sooner than every 15 seconds. Mess may not roll, scroll, flash or be 11 0 Typical Pole Mount��.y Outdoor Only °u1w9° Parts Provided 2. Structural Pole Installation O � � Structural Tubing �C Provided with EMC 7 . Sign Installation 3. Electronic Message Center (EMC) Installation Bolt EMC to 3"x4" Structural Tubing QA Using 5/8" Bolts Provided '1 t Side Views �i Existing Pole g i to an Existing Structure Install Steel 3"x4" Structural Tubing On To Existing Pipe As Shown Rings Plates Not -= Provided (Weld �� I To Existing Pole I_ I As Required) r Process Complete Do not weld or drill on the EMC cabinet or brackets. Bolt only as Pole Provided-+ By Others 4. Sign Installation 3" Stud Boas 4 - 5/8" Nuts Provided mm4— Attached as shown illustrated. ' `—° Welding or drilling on the EMC cabinets voids all warranties. Or Current Owner/occupant TONY SEYFER 04509 HARLAN ST WHEAT RIDGE CO 80033-3625 Regarding Permit: 201300957; Reconfigure lights, fans and lights using existing circuits. *Add moving of shower plumbing 5 feet, re -drywall. Only shower walls have been added. 4509 Harlan ST, Wheat Ridge, CO 80033-3625 Our Records indicate that the above noted permit was issued on 07/23/13. Our last inspection related to that permit was on 09/24/13, Because of the inactivity on this permit, it will become void as of 12/31/2015. Please contact this office within one week from the date of this letter to update us on the status of this permit, or call for a final inspection on the property. You may call 303-234-5933 or request inspections online at www.ci.wheatridge.co.us. Information needed are permit number, property address, type of inspection and date to be inspected. If you do not contact this office, and wish to resume work at a later date, you will be required to submit a new permit application, drawings with appropriate code edition information and pay applicable fees. Incomplete or inactive permits may be reported to agencies such as Jefferson County Assessor, title companies, etc., and could affect future transactions related to this property. Thank you for your cooperation concerning this matter. If we can answer any questions, please don't hesitate to contact us at 303-235-2855, option 7. RHMS33M Melissa Mackey Senior Permit Technician This agreement made this 16th day of See. tember, 2013, by and between the City of Wheat Ridge and TEoj Seyfer I , business owner) for escrow in the amount of two hundred dollars 200.001 being held by the City of Wheat Ridge until all outstanding landscape improvements are competed at: 4509 Harlan Street. MME � FaTTITIVITI-ITIM CITY OF WHEAT RIDGE t g Buildin Inspection Division 9 ' (30) 234-5933 Inspection line !35_2855 Office - (303) 237-8929 Fax ---------- Time No one available for inspection AM/PM Re-inspection required: Yes No *When corrections have been made, call for re-inspection at 303-234-5933 Date: lnspector: Property Owner (please rant ); hods- (if different than property address) Address: City, State, Zip: IMEMMM dontract Of Of work. Review Fee (due at time of submittal) law Now '_. SIONATIVRE e v CHISHOLM Structural Engineers 1074 S. Alkire St. --mv ?w f," suds) *1 gPwt) LTD. SHEET NO OF— CALCULATED DATE FRONT 7,04-15 ss� .: t ,nna x_26 Amps Btu' squares Ganons (Contract value or the cost:of tt rnateril and la Other ...... ry r.. or Included In the CHISH L , v s L s CON SULTIN G VIC , LTD. Structural Engineers 1074 S. Alkire S t. s�LT CALCULATED BY w DATE LAKEWOOD, CO 80228 (303) 914.8202 r � SAT , w .......... ... .w... , . ..,,. , .,. ,., .., .,.,. !ll g .,R ° :,,`R.4. .+i l" t V .,a§4'�. :E'".,. ta?�.� . ,. ... .. >..... t ..... .:. .. . ... pg ��y .... ,_... ..,,.._ ... . ,._.....,. ... u , .,,. ,,.,. ..m_� „� ..:._. ,.. . .....� ,.w ...;..... .. .. ...._. ,...��, +�` RO VED..., ...d.. ..:... - ., ..__.._ �� \l�tiL { tjPddp�v�, �y p yRb ` fim� 'Mm �° ,,r ✓,,� '. ;�. ,,., , . .... ., ... �$ €i;„:�a 11µw �.�4...d LCn k`��.� �$ 3. ,” A "fl�,d t "n" � .✓' � � + tom y .....,,. , .:. n ... .......... ..,....... . ...'..,. .. . P1 ODUCi 204 -1 (SOO �aas 6 APPROVED Wheat Ridge BUHdmg Dept. igne& Plan checkei SEW"AIM leat�� SWIM" HE a bfu de-sign gr, BY: 1238 s broad, way DK, denver� co 80210 6) N SEE R AUTOMOTIVE - RED BARN RENOVATION ' _,,.. . 1 01 SIDE ELEVATION EXISTIN REAR ELEVATION SCALE" 1/4" = V-0" ALL TRIM TO BE PAINTED BENJAMIN MO RE VAN BIRD BROWN HC-70 m I EXrST-T,/ CONDI Date', Signed� Plan SIDE ELEVATION PLAN VIEW SCALE: 1/8" = l'-O" EXTERIOR PERSPECTIVE EXTERIOR PERSPECTIVE . .. EXTERIOR PERSPECTIVE EXTERIOR PERSPECTIVE City of W ILI I FOR OFFICE USE ONLY I k -k� � PlanlPermit # 1 ) - yl D CY - T Plan Review Fee: M Address Contractors City License M Phone: 3c) Complete all information on BOTH sides of this form NIPPON LOAME�� Ml ME Amps Squares Other lz/ ' SV(FE,T?-- Au 0 1 0 A 7- S T - 12-1 2-- M Water hammer arrestor shall be installed at quick closing vavles 2006 IPC 604.9. Simot'I'valves required oti lavatories atid water closets, Lt 6 A4*111 Complete all information on BOTH sides oft is for s..e �: �r /2� ?. I 0 6r-I 6114 m \ � 1 6, c- " 6 4K"'r Q -, -- © I 1 �� " , , , , I,'-- - - Q 1 4 1 .01 /�� y � \�»� /� '&OFF 117 , " "'-l'-, DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Building Permit Number: Date: /fJ1-y 8 Property Owner:$ttA-wN Vf\v €-i'I N Property Addr~ss: 450C{ l-f1WU\I,'\{ 5,. Contractor License No.: 1'7 71.f 7 Compan.y : D i [I( '5 L'\) 5TDvV1 ~().F( r( f, OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this pennit application are accurate, and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and a~ree to abide by all conditions printed on this application, and that I assume full reSPffilbilitv for mp,liance w~h the Wheat Ridge Building Code (U.B.C.) and all other applicable at Rid ordinances, fOf work under this pennit. . (OWNER)(CONTRACTOR) SIGNEO t. 5~ OATE /O...c( -7:> Description: 5wEE.P6~iJ1/'/" Jf..(5r/t"-( ,/z. .i?f-(PGl[(~8C1r1R.J>_ F1F.!!$iY;"1:/"ji.5 .fF~ Sf/<;E7; Tp1Z"I1'C'/V J!YloP/rIEl> r ,rTPPly fh.,/ i1f /IWIIlI tc ff(- BUILDING DEPARTMENT USE ONLY ~!].llhr~omJlll!.li~.J Approval: Zoning: I3J!.IRll!!mllommen~ Approval: ~61telW.Qt~SI.l;l!OJ1JlJJ~n~ Approval: Occupancy: Walls: Roof: Stories: Electrical License No : Company: Plumbing License No : Company: Expiration Date: Approval: Expiration Date : Approval: Phone: ~ 3 <t - ~ J 7 ~ Phone: Cf'iO~2'<::j~2. Construction Value: 't. 7;;;"0 () ~ Permit Fee: Use Tax: Total: $0.00 Use: LD'~ SIC: Sq. Fl: Residential Units: Mechanical License No : Company: , Expiration Date : Approval : This permit was Issued in accordance with the provisions set forth In yopur application and is subject 10 the lawS of the State of CoIcxado and to the Zoning Regulations and BUildi"9. Code of Wheat Ridge, Colorado 0/' any other applicable ordinances of the City. This permit shall expire If (AI the work authorized is not commenced within sixty (60) days from Issue dale Of (8) the building authorized is suspended or abandoned for a period of 120 days. . If this permit expires, a new penn.t may be acquired for a fee of one-half the amount normally required. provided no changes have been Of will be made in the original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. No work of any manner shall be done that will change the natural flow of water causj~ a drainage problem. Contractor shall notify the BuildJng Inspector twenty.four (24) !lours in advance for all Inspections and shall receive written approval on inspection card before proceediing with success!ve phases of the fob. The issuance of a permit or the approval of drawings and Specifications shall not be construed 10 be a permit for, nor an approval of, any violation of the provisions of the building codes or any other ordinance, law, rule or regulation. . (1) (2) (3) (4) (5) (6) Chief Building Inspector For Mayor THIS PERMIT VALID ONLY WHEN SIGNED BYTHE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION A i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: Permit Number: �^�Uw �� .� U y' � Jnr r\ ❑ No one available for inspection: Time ' L41L l U% AM/PM Re -Inspection required: YesNof f When corrections have been made, schedule for re -inspection online at: http✓/www. ci. wheatridge. co. uslinspection Date: `�vD. k \c\ Inspector: DO NOT REMOVE THIS NOTICE