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HomeMy WebLinkAbout3900 Hoyt StreetCity of Wheat Ridge Residential Addition PERMIT - 201600458 PERMIT NO: 201600458 ISSUED: 08/24/2016 JOB ADDRESS: 3900 Hoyt St EXPIRES: 10/01/2021 JOB DESCRIPTION: Addition and complete remodel. New roof, windows, indoor refinish, new kitchen, new baths and some new walls. Demo existing structure down to foundation. *** CONTACTS *** OWNER ( 3 0 3) 523-7700 DRP LLC SUB (720) 971-2368 David Martinez 100374 EZ Electric SUB (303)332-6438 Michael Geier 140268 Techmasters Plumbing LLC SUB (303)424-1622 Jack E. Major Jr. 017013 Major Heating GC (303)908-2788 HUSSEIN GARCIA 180136 KENNEDY HOMES LTD *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: 2406 / BEL AIRE,HILLCREST HEIGHTS, ME BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 291,947.80 FEES Total Valuation 0.00 Plan Review Fee 11540.79 Use Tax 51255.06 Permit Fee 21370.45 Extend Expired Permi 11185.23 Extend Expired Per 2 0.00 Extend Exp Permit 3x 11185.23 Misc. Fee 11185.23 ** TOTAL ** 12,721.99 *** COMMENTS *** *** CONDITIONS *** MM: Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. LM: Max curb cut width is 24 feet. For one- or two-family dwellings, the first twenty-five feet (25&#39;) of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861.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. 1* � � i City of Wheat Ridge �� Residential Addition PERMIT - 201600458 PERMIT NO: 201600458 ISSUED: 08/24/2016 JOB ADDRESS: 3900 Hoyt St EXPIRES: 10/01/2021 JOB DESCRIPTION: Addition and complete remodel. New roof, windows, indoor refinish, new kitchen, new baths and some new walls. Demo existing structure down to foundation. 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 in conjunction with this�permrt. I further attest that I am leg ally 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 or CONTRACTOR (Circle one) Date 1, This permit was issued 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 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 requ�ired 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, anviolation of any provision of any �pplicabje code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. 08/24/2016 Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. � r City of " W heat idgc C.UMMUN1711 DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929 Permit Extension Reguest Form Permits 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 may be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. Please complete this form in its entirety and submit to the Building Division at pennitskci.wheatri-dge.co.us e.co.us or fax to 303-237-8929. : v Party requesting permit extension: Kennedy Homes, LTD Permit # 201600458 Property Address: *iAnn HoMt st- Wheat Rodcle. C 0 80033 Phone #(303) 908-2788 Email Address: hussein@platinumteamre.com Reason for extension request: Agreement with City. Number of days requested: 175 days Printed Name: Hussein Garcia Signature:(��/��� Date: February 15, 2021 For office use only This request has been: XApproved ❑ Denied Extended until: 10/1/2021 Approved b Date: 2/16/2021 pp : Y www.ci.wheatridge.co.us i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: M k S Job Address: 670 0 Y.� Permit Number: Z-40 ,!� r -'D 0 ❑ No one available for inspection: Time�M Re -Inspection required: No When corrections have been made, schedule for re -inspection online at: h ttp:llwww. ci. whea tridge. co. usrnspection Date: �111267Ze Inspector: -%°e 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: 20 /_ " � U Job Address: 1 Permit Number: 20 p 1 ❑ No one available for inspection: Time d e AMP M 4 Re -Inspection required: Yes_ � When corrections have been made, call for re ection at 303-$34-5933 Date: !112,17,Q40 Inspector: _/.e�pa DO NOT REMOVE THIS NfX E Permit Number 201600458 INNOVATIVE ENGINEERING SOLUTIONS P.O. 1595 Colorado Springs, Co. 80901 719-649-0560 Art Vasquez 3900 Hoyt Street Wheat Ridge, Colorado 80033 RE: Installation of ICF walls, floor and roof system 08/20/20 3900 Hoyt Street, Wheat Ridge, Co. Attn: City of Wheat Ridge; I performed several site inspections of the ICF wall system, floor structure and roof system at the above address. These inspections were made as the construction schedule required and before any concrete placements were made. The reinforcing steel clean and was placed as designed and the forms were clean of any loose material at the time inspection. These inspections were performed at the contractor's request. If there are any questions please feel free to contact me. Sincerel ours; Larry Mat ' ek, P.E. r_n ��Qy�'• —IV rN� W heat Ridge COMMUNi IY U[VlllU'MENi APPROVED Reviewed for Code Compliance Randy Slusser 8/24/2020 Plans Examiner Date YYIlo19'.v�rmb: +�e,.IwR, <I a awmn w avn+aolN.�, w«,. nr q ,n o.,,w.,v q m. wMvrng rw , o/ a<r car e.enma.. re pn,w.p ro 9M ou,mnh i. wM.. w mrcrl IM pw✓vu c/ IN MMYnq ne.. ammn mmronn e! ✓• ph,ror wI a.axa i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: � e Y�) !t) !2 OQX7 Job Address: 5qocp P01/7 ST Permit Number: ?-a I.r,., ®lo L4 S? ❑ No one available for inspection: Time --7_-, 3o ( Op Re -Inspection required: Yes (No) When corrections have been made, schedule for re -inspection on ine at: http✓/www. ci. wheatridge. co. uslinspection Date:_7.21q, GUGv Inspector: n I* � 4 i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: �6 lr:a —f)l ) b Job Address: Sqoo wo-{1 Permit Number: 20 (000 L(��)? ❑ No one available for inspection: Time Re -Inspection required: es No When corrections have been made, schedule for re -inspection Wine at: http✓/www. ci. wheatridge. co. u -inspection : Date°29.2oInspector: DO NOT REMOVE THIS NOTICE ■ Complete,items 1, 2, and 3. ■ Print your name and address on the reverse so that we can retdr►1; the card to you. ■ Attach this card to the back of the mailpiece, or on the front if space permits. Article Addressed to: A rVAS 161!308 wa OA Co nlr' by (Punted Name) ` TC. Date of Delivery D. Is delivery address different from item 1? 0 Yes if YES, enter delivery address below: p No 3. Service Type ❑ Priority Mail Express II I IIIIII I'll lIl l I I I I II Illi III IIIIII II IIII I I III ❑Adult Signature ❑Registered MaiIT'^ ❑ dult Signature Restricted Delivery ❑ Registered Mail Restricted 9590 9403 0655 5183 5960 44 Certified Mail® ❑ Certified Mail Restricted Delivery Delivery ❑ Return Receipt for ❑ Collect on Delivery Merchandise 2. Article Number (transfer from service label) ❑ Collect on Delivery Restricted Delivery flail ❑ Signature ConfirmationT" ❑ Signature Confirmation 7 018 3090 0000 3 615 5356 Restricted Delivery Restricted Delivery +Wlail PS Form 3811, April 2015 PSN 7530-02-000-9053 Domestic Return Receipt UNITED STATES Pg'�&§ kVICE C101 SEAIV� First -Class Mail Postage & Fees Paid USPS Permit No. G-10 • Sender: Please print your name, address, and ZIP+40 in this box" C�h- �t�� d Y*1A l'j 7 0 z��� ,4 W44+_hlAeC� ��� USPS TRACKING# A City of Wheat Ridge Residential Addition PERMIT - 201600458 PERMIT NO: 201600458 ISSUED: 08/24/2016 JOB ADDRESS: 3900 Hoyt ST EXPIRES: 08/24/2017 JOB DESCRIPTION: Addition and complete remodel. New roof, windows, indoor refinish, new kitchen, new baths and some new walls. Demo existing structure down to foundation. *** CONTACTS *** OWNER (303)523-7700 DRP LLC GC (303)803-5552 Martin Vasquez 150057 A.M. Construction LLC SUB (720)971-2368 David Martinez 100374 EZ Electric SUB (3 03) 332 - 64 38 Michael Geier 140268 Techmasters Plumbing LLC SUB (303)424-1622 Jack E. Major Jr. 017013 Major Heating *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: 2406 / BEL AIRE,HILLCREST HEIGHTS, ME BLOCK/LOT*: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 291,947.80 FEES Total Valuation 0.00 O"D Plan Review Fee 1,540.79 Use Tax 5,255.06 Permit Fee 2,370.45 * * TOTAL * *`��`'��1� 9,166.30 *** COMMENTS *** *** CONDITIONS *** MM: Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. LM: Max curb cut width is 24 feet. For one- or two-family dwellings, the first twenty-five feet (25') of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861.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. City of Wheat Ridge Residential Addition PERMIT - 201600458 PERMIT NO: 201600458 ISSUED: 08/24/2016 JOB ADDRESS: 3900 Hoyt ST EXPIRES: 08/24/2017 JOB DESCRIPTION: Addition and complete remodel. New roof, windows, indoor refinish, new kitchen, new baths and some new walls. Demo existing structure down to foundation. 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 in conjunction with this penmt. 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 er formed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1. This permit was issued 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 Offcial 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 issu c r granting of a e t shall of be construed to be a permit for, or an approval of, an violation of any provision of any apph ab c e or any ordma a regul ion o this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official V Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. city of CWheatMidge MUN iTy DEVELOPMENT Building & Inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 40 FOR OFFICE USE ONLYQ-,, Imo? Date: eq L- l �> Plan/Pennit # 2 0--) 1 �' Plan Review Fee: Building Permit Application!__, *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. '' Property Address: y Owner oc) Phone: " Property Owner Email: U' ,� -��y �' . V(_XSC�p2�Z Mailing Address: (if different than property address) Address: City, State, Zip: CA -"'0<- a - Architect/Engineer E-mail:, �� �M'1 ' Phone d3 '-k 0 Contractor: Contractors,City License #: Phone: Contractor E-mail Address: Sub Contractors: Electrical: ;' � f� v, . W.R. City License # Other City Licensed Sub: City License # Plumbing: <C41111q(SN'S OoN� W.R. City License # Other City Licensed Sub: City License # Mechanical: W.R. City License # Tti Complete all information on BOTH sides of this form Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE LECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ C-OMMERCIAL ADDITION SIDENTIAL ROOFING Pf�ESDENTIAL ADDITION INDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ R,IDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (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 Btu's If Amps Squares Gallons Other Project Value: (Contract valuer 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 1 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 ONE: (OWNER)„(CON�TRACOR) or (AUTHORIZED REP40 TATIVE) of (OWNER) (CONTRACTOR) PRINT NAME: �/�dr-y��/1�/SIGNATURE: DATE: DEPARTMENT USE ONLY ZONING COMMMENTS OCCUPANCY CLASSIFICATION Reviewer � . 1 (/y , ,/;/� Lf /e22 / /fly BUILDING DEPARTMENT COMMENTS;� 1�GJ� ���1 1" Reviewer C \J Pur Vill t`l-i i�h'�I"�-�XiS�i€�+, �I�c� I�i11 4J� i��tYIC��i�� nd PUBLIC WORKS COMMENTS: J Reviewer. PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑Received ❑ Not Required Rnnifntinn nisfrict 1-1 RoneivPri f1 KIMRPnuirPrl Building Division Valuation: $ i� RESIDENTIAL Building Permit - Plan Review Worksheet Address: 3q 00 aiA Zoning: R - I Lot Size: 4 � o � sq. ft. Lot Width: 1 � 5 ft. Property in the flood plain? JOID If yes, add surveying condition FLD. Type of project (applicable survey conditions in parenthesis): Rev. 06/2014 S JW 4- wt cQ,� � wl� W Maximum Lot Coverage: a % a. 5 q sq. ft. Existing Improvements: House: I sq. ft. Shed: sq. ft. Detached garage: l (,o sq ft. Other: sq. ft. Total Existing sq. ft Lot Coverage Fh % Proposed Improvements: House/addition: 92 sq. ft. Shed: sq. ft Detached Garage: sq. ft. Other: sq. ft. ✓ Proposed+Existing I S -g sq. ft Lot Coverage 96 % Required Setbacks: FR �D S i S S t S R 19 / Provided Setbacks: FR -4-9 S z4 c0 S (0 3 R t 150 For additions or new construction, is the structure within 2 feet of minimum setbacks? If yes, add surveying condition FND. Maximum Height: 3� ft. Maximum Size: sq. ft. Proposed Height: =- L ft. Proposed Size: %�� sq. ft. Parkland: If the permit is for new construction, have parkland dedication fees been paid? If no, add condition PFEE, notify owner, and notify building division. Streetscape: Does the permit result in any of the following conditions? ❑ Construction of new roads ❑ Platting of new lots ❑ New development ❑ Additions that increase floor area by 60% or more (see formula) (proposed floor area — existing floor area ) / existing floor area = % inc. If any box is checked... SF/DUPLEXIs there existing ❑ Curb ❑ Gutter L15 -foot sidewalk adjacent to the property? If curb, gutter or sidewalk is missing, streetscape construction or fees -in -lieu will be required. MULTIFAMILY—Does the frontage meet current city standards? If not, streetscape construction or fees -in -lieu will be required. Fees -in -lieu of dedication or construction are due at the time the permit is issued. Rev. 06/2014 Other notes/considerations: Access ❑ For one and two-family dwellings, the first 25' of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. ❑ For all uses other than one and two family dwellings, no vehicle entrances or exits may be closer than 25' to any property line, except when used as joint access for two or more lots. ❑ In residential zone districts, curb cuts shall be at least 10 feet and not more than 24 feet in width. ❑ One and two-family dwellings may have horseshoe driveways, provided that the street accesses are at least 30 feet apart, measured from the interior edges. ❑ For all uses, one access point per property is permitted. Landscaping ❑ For one -and two-family dwellings, one tree for every 70 feet of street frontage is required. Street trees required: Street trees provided: ❑ 100% of the front yard and 25% of the entire lot must be landscaped prior to issuance of C.O. ❑ In the event that landscaping cannot be installed due to inclement weather prior to the issuance of a C.O., an escrow agreement with financial guarantees may be allowed to ensure future installation. 125% of the cost of the proposed improvements will be required with the agreement. These funds will be reimbursed back to the property owner or contractor once the improvements are in place. Melissa Mackey From: Melissa Mackey Sent: Thursday, May 26, 2016 3:07 PM To: arthurlvasquez@msn.com; martinvasquez@me.com Subject: 3900 Hoyt St. Good afternoon, An initial review of the resubmitted documents was done and a few of the items from the original list from 04/06/2016 are still missing. They are: • Provide Manual J (HVAC equipment sizing calculations). • Provide Manual D (duct system serving). • Provide REScheck. Once those items are received, the plan review can proceed. Please let me know if have any other questions. Thanks, Melissa Mackey Senior Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2855 Fax: 303-237-8929 www.ci.wheatridge.co.us City cit ~ � bat C E' COMMUNm DEvtL©PMENT CONFIDENTIALITY NOTICE: This e-mail contains business -confidential information. It is intended only for the use of the individual or entity named above. If you are not the intended recipient, you are notified that any disclosure, copying, distribution, electronic storage or use of this communication is prohibited. If you received this communication in error, please notify us immediately by e-mail, attaching the original message, and delete the original message from your computer, and any network to which your computer is connected. Thank you. �'TIN Ctt` Melissa Mackey From: Melissa Mackey Sent: Wednesday, April 06, 2016 10:02 AM To: arthurlvasquez@msn.com; martinvasquez@me.com Cc: pgoddard@buildingcci.com Subject: FW: Draft letter... Good morning Art, I have done an initial review of the plans submitted for 3900 Hoyt St., Plan #201600458. The following information is required to finish the review: • A second set of architectural plans are needed. 3 sets of structural and 1 set of architecturals were submitted. • Provide the soils report mentioned on the architectural plans. • Glazing and U -factor maximums on windows and skylights. • Provide manufacturer specifications for fireplace, as well as the gas shut off for the appliance (if not existing). • Provide Manual J (HVAC equipment sizing calculations). • Provide Manual D (Duct system serving). • Provide fixture calculations to justify water service size. Also, provide service size and entrance location. • Note sewer service location on plans with slope, and how the proper slope will be maintained. • Provide REScheck. Once these items are received, the plan review process can proceed. Please let me know if you have any questions or need additional information. Thanks, Melissa Mackey Senior Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2855 Fax: 303-237-8929 www.ci.wheatridge.co.us Cily of CtiMMUNItY DWELOPMENT CONFIDENTIALITY NOTICE: This e-mail contains business -confidential information. It is intended only for the use of the individual or entity named above. If you are not the intended recipient, you are notified that any disclosure, copying, distribution, electronic storage or use of this communication is prohibited. If you received this communication in error, please notify us immediately by e-mail, attaching the original message, and delete the original message from your computer, and any network to which your computer is connected. Thank you. Melissa Mackey From: Melissa Mackey Sent: Thursday, May 26, 2016 3:07 PM To: arthurlvasquez@msn.com; martinvasquez@me.com Subject: 3900 Hoyt St. Good afternoon, An initial review of the resubmitted documents was done and a few of the items from the original list from 04/06/2016 are still missing. They are: Provide Manual J (HVAC equipment sizing calculations). Provide Manual D (duct system serving). Provide REScheck. Once those items are received, the plan review can proceed. Please let me know if have any other questions. Thanks, Melissa Mackey Senior Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2855 Fax: 303-237-8929 www.ci.wheatridse.co.us d a City of Wheat ie C ommum'ry Dr MOPMENT CONFIDENTIALITY NOTICE: This e-mail contains business -confidential information. It is intended only for the use of the individual or entity named above. If you are not the intended recipient, you are notified that any disclosure, copying, distribution, electronic storage or use of this communication is prohibited. If you received this communication in error, please notify us immediately by e-mail, attaching the original message, and delete the original message from your computer, and any network to which your computer is connected. Thank you. Melissa Mackey From: Sent: To: Cc: Subject: Good morning Art, Melissa Mackey Wednesday, April 06, 2016 10:02 AM 'arthurlvasquez@msn.com'; 'martinvasquez@me..com' pgoddard@buildingcci.com FW: Draft letter... I have done an initial review of the plans submitted for 3900 Hoyt St., Plan #201600458. The following information is required to finish the review: �•�<' \ second set of architectural plans are needed. 3 sets of structural and 1 set of architecturals were submitted. • Provide the soils report mentioned on the architectural plans. • • , as well as the gas shut off for the appliance (if not existing). • Provide Manual J (HVAC equipment sizing calculations). • Provide Manual D (Duct system serving). • i _ • • Provide REScheck. Once these items are received, the plan review process can proceed. Please let me know if you have any questions or need additional information. Thanks, Melissa Mackey Senior Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2855 Fax: 303-237-8929 www.ci.wheatridge.co.us City or ��1[�at C +i[e Cc�MMUNM DEVLLOPMENT CONFIDENTIALITY NOTICE: This e-mail contains business -confidential information. It is intended only for the use of the individual or entity named above. If you are not the intended recipient, you are notified that any disclosure, copying, distribution, electronic storage or use of this communication is prohibited. If you received this communication in error, please notify us immediately by e-mail, attaching the original message, and delete the original message from your computer, and any network to which your computer is connected. Thank you. #6 OL � � � V_ CODE CONSULTANTS I N T E R N A T I O N A L Residential Plan Review LIGHT & VENTILATION: C O 1. Provide required natural 3 light and ventilation for habitable rooms (R303). C LIGHT & VENTILATION: > i. Provide mechanical exhaust 06 ventilation for bathrooms, -� water closet rooms, laundry Cn J room, and kitchen, ducted direct to outside. (R303.3 (M1507.z). 0 3. Provide attic ventilation per o (R8o6.1) unless insulation is LLapplied on the under -side of roof sheathin . (R8o6.5 #5). N/ Compliant Non - A Com liant 1. Show handrail, notes and '� Sm - (f,. �zh: OCUI')s k Address: 2�� �1 �t Permit #: Date: A ani qq Contact: (R311.7.8) l OBuilding i. Provide a 1-3/8" solid door Type: Plan # or Model: IZ Jurisdiction: SFD [-I Duplex O required. (R312.1,.2.) �� Townhome 0 between residence and LIGHT & VENTILATION: C O 1. Provide required natural 3 light and ventilation for habitable rooms (R303). C LIGHT & VENTILATION: > i. Provide mechanical exhaust 06 ventilation for bathrooms, -� water closet rooms, laundry Cn J room, and kitchen, ducted direct to outside. (R303.3 (M1507.z). 0 3. Provide attic ventilation per o (R8o6.1) unless insulation is LLapplied on the under -side of roof sheathin . (R8o6.5 #5). N/ Compliant Non - A Com liant 1. Show handrail, notes and '� Sm - (f,. �zh: OCUI')s k NJ Lompnam Non - A (R311.7.8) Compliant i. Provide a 1-3/8" solid door z. Show guardrails where ...self-closing, self -latching, required. (R312.1,.2.) between residence and 3. Provide a floor or landing at (R302.5.1) the top and bottom of each -garage. z. Provide permanent landing stairway. (R311.7.6) at exterior doors. (R311.3.1) 4. Provide code complying 3. Doors shall not open stairways; address tread and riser dimensions per type of xl directly between a sleeping stairway. (R311.7) it ` room and a gara e. (R302.5.1) 5. Provide stairway I 4. Shower doors shall have illumination per (R303.7.g) V safety glazing; hinged shower 6. Stairway maximum 12.' 3 doors shall open outward. vertical rise between O (R o8.4. , P2708.1) floor/landing (11311.7-3). 5. Provide and identify all N/ Compliant Non - required safety glazing. (11308) A Com 6. Indicate emergency escape and rescue openings in M basements and bedrooms. L_ L (11310.1) 0 7. Direction of door swing u, must be shown (11311.3.2). in 8. Provide size of each window = ro and type of operation. (11303.1, CL 310.1.1-.4) C g. Window & opening flashing O per (11703.8). 0 manufacture's installation Ln 1o. Glazing maximum Ll -factor M 0.32 (TN1102.1.1). r- 11. Opaque doors separating 'N ii conditioned and unconditioned space- c maximum LI -factor 0.35• f6 (TN11o2.1.1) a rr 12. Skylight - maximum U- 0 factoro.55. Provide Z: manufacture and ICC -ES number. (TN1102.1.1) N/ Compliant Non - A Comnliant LIGHT & VENTILATION: C O 1. Provide required natural 3 light and ventilation for habitable rooms (R303). C LIGHT & VENTILATION: > i. Provide mechanical exhaust 06 ventilation for bathrooms, -� water closet rooms, laundry Cn J room, and kitchen, ducted direct to outside. (R303.3 (M1507.z). 0 3. Provide attic ventilation per o (R8o6.1) unless insulation is LLapplied on the under -side of roof sheathin . (R8o6.5 #5). N/ Compliant Non - A Com liant 1. Show handrail, notes and '� Sm - (f,. �zh: OCUI')s k 5. Provide outside combustion air for interior fireplaces. (R1oo6.z) N/I Compliant Non - A Com DI is nt 1. Show ceiling heights for all L rooms, spaces and hallways. O (R305). Basement 6'8" O LL _ M i. Provide minimum a clearances from centerline of C water closets to finished wall, O cabinets, and other plumbing fixtures. (R30 .1, P2705.1) 11� tn(jMt ��cv Ski L s vv-f-- dimensions where required. (R311.7.8) z. Show guardrails where required. (R312.1,.2.) 3. Provide a floor or landing at the top and bottom of each stairway. (R311.7.6) 4. Provide code complying stairways; address tread and riser dimensions per type of xl stairway. (R311.7) it ` 5. Provide stairway I illumination per (R303.7.g) V 6. Stairway maximum 12.' vertical rise between floor/landing (11311.7-3). N/ Compliant Non - A Com 1. Provide manufacture, model number and ICC report or equal for each fireplace.I (111002, 1004, 1005) z. Unvented gas logs shall not be installed in a factory built appliance unless listed for that u, use (111004.4)• C 3. Fireplace dampers: Where a M listed decorative appliance is Q the fireplace damper Qinstalled, opening shall comply with M listed decorative appliance 0 manufacture's installation Ln instructions. (G2453.1) or M comply with table. r- FLOOR PLANS - ii FIREPLACES/GAS APPLIANCES: c f6 4. Decorative shrouds shall a rr not be installed at the 0 termination of chimneys of Z: factory -built fireplaces except where listed and labeled for such use. (R1004.3) 5. Provide outside combustion air for interior fireplaces. (R1oo6.z) N/I Compliant Non - A Com DI is nt 1. Show ceiling heights for all L rooms, spaces and hallways. O (R305). Basement 6'8" O LL _ M i. Provide minimum a clearances from centerline of C water closets to finished wall, O cabinets, and other plumbing fixtures. (R30 .1, P2705.1) 11� tn(jMt ��cv Ski L s vv-f-- 3. Gypsum Board applied to a Compliant Non - ceiling shall be 1/2" when Compliant 1. A complete braced/shear framing members are 16" o.c. wall plan is required and must reference a braced /shear wall / 1X\ or 5/8" when framing , schedule at each braced/shear members are 24" o.c. or use , wall location. (R602.10). labeled 1/2" sag -resistant 2.Braced/Shear wall schedule gypsum ceiling board. (Table = to include anchor bolts, R702.3.5 (d)) aholdowns, studs and spacing, N/ Compliant Non - sheathing and nailing. A wall penetrations/openings. Compliant anufacture's Per R703.1, 703.2, 703.8. llation instructions, as Fbe N/A Compliant = ired by this code, shall Compliant O vailable on the job site Lin at the time of i spection, 1 �i y (R1o6.1.2).1\t 4-0 Vi 2. RANGES AND r_ COOKTOPS: Show note on I In plans. (n -Provide a listed and ;l O approved range and/or M U cooktop unit installed in O accordance with the listing C and with the C manufacturer's installation Ln instructions. VERIFY AND Compliant Non - �^ MAINTAIN REQUIRED Compliant 1. Elevation drawings of HORIZONTAL AND C building, typical front, back, a VERTICAL CLEARANCES left, right are required. L_ ABOVE THE FINISHED tor > 2. Provide building heights C COUNTERTOP SURFACE a) and dimensions. W BEFORE ORDERING OR W INSTALLING CABINETS - 30" per Migoi.i. N/A Compliant Non - building materials. (11703). Compliant 1. A complete braced/shear 4. Provide manufacture, wall plan is required and must reference a braced /shear wall / 1X\ 1 �� , schedule at each braced/shear ICBO/ICC/NER Report Number , wall location. (R602.10). for stucco, roof materials, 2.Braced/Shear wall schedule stone veneer. (R703.7). = to include anchor bolts, 5. Provide weather aholdowns, studs and spacing, flashing/proofing and exterior I'll -_ sheathing and nailing. wall penetrations/openings. \°• (T.602.3(1)), (R403.i.6, Per R703.1, 703.2, 703.8. 403.1.6.1) N/A Compliant M 3. Address `alternate braced Compliant t wall panels' per (R602.1o.6). Lin building cross sections. 1 �i y 4. Coordinate post locations U with holdowns on foundation � Ian. (R6o2.11.1). I UJ 5. Show and identify each required holdown on ;l foundation plan. R403.1.6 G 6. Provide Wood -Stud wall O Engineering Analysis for bearing walls Over 10 Feet W High (T. R602.3 (5))• Ln N/A Compliant Non - 4. Show required fire blocking Compliant 1. Elevation drawings of on each section. (R602.8) C building, typical front, back, 5. Show height dimensions on left, right are required. each cross-section. tor > 2. Provide building heights 6. Label all rooms, spaces, a) and dimensions. and hallways on each section. W 7. Provide and reference/key 3. Label all exterior surface building materials. (11703). 4. Provide manufacture, model number and , ICBO/ICC/NER Report Number , for stucco, roof materials, stone veneer. (R703.7). 5. Provide weather flashing/proofing and exterior I'll wall penetrations/openings. \°• Per R703.1, 703.2, 703.8. N/A Compliant Non - Compliant 1. Provide minimum two building cross sections. 1 �i y 2. Cut cross-sections on foundation, floor and roof framing plans. I 3. Foam plastics shall be separated from attics and ;l crawl spaces. (R316-4) G O W SECTIONS (Cont.): Ln 4. Show required fire blocking on each section. (R602.8) 5. Show height dimensions on each cross-section. 6. Label all rooms, spaces, , and hallways on each section. 7. Provide and reference/key structural details for critical connections for cross-sections. N/A Compliant Non - Compliant i. Provide a cross section detail and wall legend for each type of wall. 2. Callout exterior materials, including, stucco system, lath, building paper, foam, and CO sheathing where required. .V (R703)• ` 3. Specify on plans, interior 4-1 wall materials. (R702). C O V 4. Specify on plans, interior _ wall construction, coverings, and backings for tile and in wet locations. (R702.1). 5. Provide weep screed and dimensions from soil and paved surfaces. (R703.6.2.1). 6. Provide nailing schedule. (R602.3 (1)) N/A Compliant Non - Compliant 1. For single-family custom submittal, provide a soils C report stamped by a licensed m engineer. CL 2. Provide a complete fully C O dimensioned and detailed ,z; foundation plan. �p 3. Address foundation C drainage per (R405.1). 4. Address foundation damp `O proofing(R4o6.1). 5. Show isolated footing dimensions, and reinforcing. N/A I Compliant I Non - Compliant (Table R403.1 amended) and show hi and low vent opening sizes for gas fuel 6. Show note: Exterior and appliances located in confined spaces. (G2407). V1calculations: C interior footings shall bear C approved detail for gas ra a L_ C minimum 18 inches below cookto . (G2415.14). v 4. Provide kitchen exhaust 4 undisturbed soil or engineers X outside. (M1507.2 amend. > > certified compacted fill. (Table 5. Provide minimum 78% AFUE (Annual Fuel �- R 403.1) weatherized gas heating lJ 7. Show required reinforcing weatherized equipment minimum 8o%AFUE. steel for all footings and stem. (R 403.1.3.1) 8. Reference a complete set of structural details, footing, R1oo1.1). stem, turndown, pad footing, 12. Provide detail showing post at stem. how lateral forces are FOUNDATION PLAN: transferred from roof g. Clearly show, dimension diaphragm into shear wall. and detail interior bearing 13. Identify all trusses used as footings and shear wall drag struts, and show loads on footings. Aframing plan. 1o. Clearly show each required 14. Framing members to post location on foundation accommodate mechanical plan, coordinate with shear equipment requirements if wall and roof framing plans. installed in attic. 11. Clearly show and label each required holdown on foundation plan. (R403.1.6). 12. Show and detail building retaining walls and basement and foundation walls, including drainage. (R 405.1) 13. Provide any/all slab elevations. N/A Compliant Non - Compliant 1. Provide a complete fully detailed floor and/or roof - framing plan. (R1o6 ). i. Clearly identify all framing members, including posts/columns, headers, beams, joists, and trusses. (R1o6). 3. Clearly show each required Postand size, coordinate with foundation Ian. C 4. Identify floor -to -floor tie, mechanical connectors, d identify all truss/joist hangers, identify beam to post mechanical connectors. 5. Provide reference for each LL beam to post, beam -to -beam, O and girder to beam O W connections. 03 6. Detail typical truss/joist to L wall, beam, and girder O O connections. �i 7. Truss design drawing are required, no later than by rough frame inspection per (R802.10.1.1). 8. Show lateral full height blocking at braced/shear wall line forjoists, rafters and trusses. g. Framing details shall reflect types of framing members, trusses flat and sloped, I - joists, dimension lumber N/A I Compliant I Non - Compliant rafters and any other to be and show hi and low vent opening sizes for gas fuel used. appliances located in confined spaces. (G2407). V1calculations: C io. Identify stair mechanical C approved detail for gas ra a L_ C attachment at top and cookto . (G2415.14). v 4. Provide kitchen exhaust 4 bottom. X outside. (M1507.2 amend. > > FLOOR & ROOF FRAMING 5. Provide minimum 78% AFUE (Annual Fuel �- PLANS (Cont.) weatherized gas heating lJ ii. Framing members to weatherized equipment minimum 8o%AFUE. accommodate masonry fireplace clearances to combustibles. (Table R1oo1.1). 12. Provide detail showing how lateral forces are transferred from roof diaphragm into shear wall. 13. Identify all trusses used as drag struts, and show loads on Aframing plan. 14. Framing members to accommodate mechanical equipment requirements if installed in attic. N/A I Compliant I Non - Compliant 1. Show mechanical equipment and water heaters on 18 -inch platform if placed in garage or room with direct access to Provide the following and show hi and low vent opening sizes for gas fuel structural engineering appliances located in confined spaces. (G2407). V1calculations: C in C approved detail for gas ra a L_ C a. Gravity loads analysis. cookto . (G2415.14). v 4. Provide kitchen exhaust 4 b. Lateral loads analysis. X outside. (M1507.2 amend. > > c. Retaining wall 5. Provide minimum 78% AFUE (Annual Fuel �- calculations engineered weatherized gas heating lJ over 4' weatherized equipment minimum 8o%AFUE. d. Provide special inspections per (IRC Ch. 171. 1. Show mechanical equipment and water heaters on 18 -inch platform if placed in garage or room with direct access to 6. Provide minimum 13 SEER (Seasonal Energy N/A Compliant Non- compliant x z. Provide combustion air and show hi and low vent opening sizes for gas fuel appliances located in confined spaces. (G2407). 3. Provide and reference in C approved detail for gas ra a piping to gas island cookto . (G2415.14). v 4. Provide kitchen exhaust C fan vented direct to X outside. (M1507.2 amend. T.M1507.4). 5. Provide minimum 78% AFUE (Annual Fuel �- Utilization Efficiency) for weatherized gas heating equipment, Non - weatherized equipment minimum 8o%AFUE. (T.N1105.5.2 (1)9). 6. Provide minimum 13 SEER (Seasonal Energy N/A Compliant Non- compliant x Efficiency Ratio) for air conditioning equipment. ((T.N110.2 (1) h). 7. Provide HVAC equipment sizing calculations. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on building loads calculated in accordance with ACCA Manual J or other approved calculation methodologies. (N1103.6) 8. Duct systems serving heating, cooling and ventilation equipment shall be installed in accordance with the provisions ofthis section and ACCA Manual D or other approved- pprovedmethods. methods.(M16oi.i) Compliant Non - Show Compliant i. Provide a single line gas - 9. supply and return piping diagram; include all air ducts and registers. (IBC gas burning appliances and BTUs of each appliance, 107.2.1 amend.) show pipe lengths and 1o. Supply and return ducts sizes from gas meter to� each branch line and to L� shall be insulated to a each appliance. (G243-3). minimum R-8. Ducts in ^ �. 2. Show type of gas piping. floor trusses shall be (G�4�4) insulated to minimum R-6. 3. Do not place gas piping (N1103.2.1). p �1 under slab. (G2415.14) N/A Compliant Non - 4. Provide approved detail for �\ ` Compliant 1. Provide a complete \ disland Electrical Plan (IBC 107.2). ), G 2. Provide fully noted plan = showing, all required receptacles, light fixtures, switches, exhaust fans, a smoke detectors, service panels and sub -panels. �\ (E3703, E3901). 3. Provide notes and symbols legend. 4. Show and label all = required GFCI and WP/GFCI (� M receptacles. (E3901.2, (L E3902, E3903)• v S. Show and label all C required AFCI circuits. �0 U (E3902.12). N W 6. In areas specified in Section E3901.1, 125 -volt, 15- and 20 -ampere receptacles shall be listed Compliant Non - tamper-resistant Compliant 1. Complete and return�� REScheck receptacles. (E4002.14) or equal report. 7. Provide minimum 75% .� Compliance shall be high efficacy lamps. demonstrated by a passing (N1104.1). E score. (T.N1102.1.4). ELECTRICAL PLANS: ` N 'j 2. Comply with insulation requirements. 8. Show and label all LU WP/DP lighting fixtures as % (T.N1102.1.1.) SUITABLE FOR WET OR 3. Comply with fenestration requirements. DAMP LOCATIONS accordingly. (E4001.7). (T.N1102.1.1.) 9. Show and label all smoke alarms. Smoke alarms shall be installed in the following locations: 1. In each sleeping room. 2. Outside each separate sleeping area in the immediate vicinity of the bedrooms. 3. On each additional story of the dwelling, including basements and habitable attics but not including crawl spaces and uninhabitable attics. In dwellings or dwelling units with split levels and without an intervening door between the adjacent levels, a smoke alarm installed on the upper level shall suffice for the adjacent lower level provided that the lower level is less than one full story below the upper level. (R314). N/A Compliant Non - Compliant i. Provide a single line gas - piping diagram; include all gas burning appliances and BTUs of each appliance, show pipe lengths and sizes from gas meter to� each branch line and to C each appliance. (G243-3). ^ �. 2. Show type of gas piping. (G�4�4) 3. Do not place gas piping p �1 under slab. (G2415.14) -Nyv M 4. Provide approved detail for �\ ` 17 gas piping to kitchen \ disland gas cook top. ), G (G2415.14) = S. Provide minimum R-3 insulation to hot water pipes. (N1103.4)• a 6. Show all drainage/sewer piping materials. (Tables P3002.1, P3002.2) 7. Provide low flow plumbing fixtures. (P29o3.2). 8. Provide roof drains and over-flow/scuppers. (� (R903.4)• 9. Storage -tank type water heaters shall be installed with a drain pan and drain�� line. (P2801.5). drain -line shallminate Fio.WH-pan per (P2801 .5.2).. MA Compliant Non - Compliant 1. Complete and return�� REScheck or equal report. .� Compliance shall be demonstrated by a passing E score. (T.N1102.1.4). ` N 'j 2. Comply with insulation requirements. LU >S (T.N1102.1.1.) 3. Comply with fenestration requirements. IX 1 (T.N1102.1.1.) 4. At least one thermostat / \ the Building Final. shall be provided for each separate heating and el (N"03.2.2). Ducttightness coolincl system. (N1103.1)fk shall be verified by either of k 5. A minimum of 75 percent the following: ofthe lamps in Total leakage shall be less permanently installed thanor equal to 4 cfm per lighting fixtures shall be ioo square feet of high -efficacy lamps or a conditioned floor area minimum of 75 percent of differential of o.i inches the permanently installed 1 w.g. (25 Pa) across the lighting fixtures shall entire system, including the contain only high -efficacy manufacturer's air handler lamps. (N2104.1). shall be taped or otherwise 6. Recessed luminaires sealed during the test. installed in the building thermal M16oi.4 envelope shall be sealed to b. Rough -in test: Total limit air leakage between equal to 4 cfm per 200 ftz of conditioned and unconditioned conditioned floor area spaces. All recessed luminaires when tested at a pressure shall be IC -rated and labeled as differential of o.i inches having an air leakage rate not system, including the more than 2.0 cfm... All manufacturer's air handler recessed luminaires shall be I enclosure. All registers shall sealed with a gasket or caulk be taped or otherwise between the housing and the the air handler is not interior wall or ceiling covering. installed at the time ofthe (141102.4.4). test, total leakage shall be 7. The building shall be less than or equal to 3 cfm provided with ventilation that conditioned floor meetsthe requirements of area.N"03.2.2 Section Mi5o7 or with other io. Supply and return ducts approved means of ventilation. it shall be insulated to a Outdoor air intakes and minimum R-8. Ducts in exhausts shall have automatic floor trusses shall be or gravity dampers that close insulated to minimum R-6. when the ventilation system is (N"03.2.1). not operating. (N1103.5)• ii. Provide Minimum R-3 ENERGY REQUIREMENTS N/A Compliant Non - (Cont.): pipes. (N1103.4)• Compliant 8. The building or dwelling iz. Circulating hot water unit shall be tested and Hsystems shall be provided verified as having an air Z when the length of hot leakage rate of not W water piping or tubing from exceeding 5 air changes per W the source of hot water to hour. Testing shall be the furthest fixture exceeds II conducted with a blower ii feet for a 3/4 inch line, 32 door at a pressure of 0.2 dfeet for a 5/8 inch line, 43 inches w.g. (50 Pascal's). feet for a 3/2 inch line and 50 Testing shall be conducted } feet for a 3/8 or less inch by an approved third party, line. When the hot water (BPI or RESNET certified). W distribution system A written report of the W contains more than one results of the test shall be i pipe or tube size, the signed by the party (/ largest size shall be used for conducting the test and determining the maximum provided to the building allowable length before a official. Testing shall be circulating hot water performed at anytime after system is required. The creation of all penetrations circulating system shall be of the building thermal equipped with an envelope. (Ni102.4.1.2). automatic or readily g. Ducts, air handlers, and accessible manual on in filter boxes shall be sealed. l'— Joints and seams shall >-W comply with Section l7 2 M16oi.4.1. Provide Duct WW tightness testing Z j conducted by an approved W d third party testing agency ` W (BPI or RESNET certified) and the signed written results shall be submitted to the Code Official prior to / the Building Final. (N"03.2.2). Ducttightness \ shall be verified by either of k the following: a. Post -construction test: Total leakage shall be less thanor equal to 4 cfm per ioo square feet of conditioned floor area when tested at a pressure differential of o.i inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise + sealed during the test. M16oi.4 b. Rough -in test: Total leakage shall be less than or equal to 4 cfm per 200 ftz of conditioned floor area when tested at a pressure differential of o.i inches W. g. (25 Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time ofthe test, total leakage shall be less than or equal to 3 cfm per ioo square feet of conditioned floor area.N"03.2.2 io. Supply and return ducts shall be insulated to a minimum R-8. Ducts in floor trusses shall be insulated to minimum R-6. (N"03.2.1). ii. Provide Minimum R-3 insulation on hot water pipes. (N1103.4)• iz. Circulating hot water Hsystems shall be provided Z when the length of hot W water piping or tubing from W the source of hot water to the furthest fixture exceeds II ii feet for a 3/4 inch line, 32 dfeet for a 5/8 inch line, 43 feet for a 3/2 inch line and 50 } feet for a 3/8 or less inch line. When the hot water W distribution system W contains more than one pipe or tube size, the largest size shall be used for determining the maximum allowable length before a circulating hot water system is required. The circulating system shall be equipped with an automatic or readily accessible manual on switch and a temperature sensor activated shut-off that can automatically turn off the hot-water circulating pump when the V' set temperature is reached. For the purpose of this section, the source of hot water shall be considered to be a water heater, boiler, circulation loop piping, distribution manifold or heat -traced piping. (N"03.4.1). PAGE 1 OF 2 AAA SURVEYING LAND CONSULTANTS , LLC P.O. BOX 2016, CO 80107 303-519-7015/FAX 303-940-4927 IMPROVEMENT LOCATION CERTIFICATE ATTEN: ARTHUR VASQUEZ JOB NO. 15-0356 DATE: 06/30/2015 FEE: $ 1000.00 CLIENT : ADDRESS: 3900 HOYT STREET LEGAL DESCRIPTION (PER CLIENT) Parcel A: That part of the East 1/2 West 1/2 Southeast 1/4 Southwest 1/4 of Section 22, Township 3 South, Range 69 West of the 6th P.M., described as follows: Commencing at a point 250 feet South of the Northwest corner of the North 4/10ths of the East 1/2 West 1/2 Southeast 1/4 Southwest 1/4 of said Section 22; Thence South to the Southwest corner of the Said North 4/10ths of the East 1/2 West 1/2 Southeast 1/4 Southwest 1/4 of said Section 22; Thence East to the midpoint between the southwest corner and the Southeast corner of the North 4/10ths of the East 1/2 West 112 Southeast 1/4 Southwest 114 of said Section 22; Thence North 308 feet, Thence Southwesterly 167.7 feet, more or less, to the point of beginning, EXCEPT right of way described in Book 1023 at Page 304, County of Jefferson, State of Colorado. Parcel 8: Lot 10, Wildwood Subdivision, EXCEPT that portion of said Lot 10, described as follows: Beginning at the Southeast corner of said Lot 10; Thence Northwesterly along the Easterly line of said Lot 10, 185 feet; Thence Southwesterly 180.75 feet more or less, to a point on the line common to Lots 9 and 10, said subdivision, 185 feet Northwesterly from the front corner of said Lot 10; Thence Southeasterly along the line common to said Lots 9 and 10, 185 feet to the front corner of said Lot 10; Thence Northeasterly along the front lot line of said Lot 10, a distance of 89.40 feet to the point of beginning, County of Jefferson, State of Colorado. 00O� � O P PR N `S P ,,NO 00, FOR F 2 2 O � P P0� 5E On the basis of my knowledge, information, and belief, I hereby certify that this improvement location certificate was prepared for that it is not a Land Survey Plat or Improvement Survey Plat and that it is not to be relied upon for the establishment of fence, building, or other future improvement lines. I further certify that the improvements on the above described parcel on this date, except utility connections, are entirely within the boundaries of the parcel, except as shown, that there are no encroachments upon the described premises by improvements• ining premises, except as indicated, and that there is no apparent evidence or sign of any easement crossing or bur �� rt of said parcel except as noted. 'NO CE: Ac [ 7n NY Eo you must commence any legal action based upon any defect in this survey within three years after you fI iVbtt over s �%%zw, In no event may any action based upon any defect in this survey be commenced more than ten a t m f dakt@@ tification shown hereon."69NOTE: ILC IS DRANK USING PLATTED ANGLES OR S. BEARINGS AND DIMENSIONS AL LA Ij1E i� MPROPERTYORE OR LIN (+RE) PAGE 2 OF 2 AAA SURVEYING LAND CONSULTANTS , LLC P.O. BOX 2016, CO 80107 303-519-7015/FAX 303-940-4927 IMPROVEMENT LOCATION CERTIFICATE ATTEN: ARTHUR VASQUEZ LEGEND: JOB NO. 15-0356 EXISTING FENCES DOHE OVERHEAD ELEC ATE: 06 30 2015 • FOUND PIN/ALUM CAP ADDRESS: 3900 HOYT STREET + FOUND CROSS (L) LEGAL SCALE 1"=60' (S) SCALED �1 f'1 Z 0 0 0 DITCH CENTERLINE—__ 5' U.E. (PLAT) NOTE: PARTS OF FENCE LINES, THAT ARE NOT ACCESSIBLE, HAVE NOT BEEN SHOWN. N PD PART OF LOT 10 WILDWOOD SUB. 7S. 7.7' vI rn tp 0° 00 � -C PORT 0 �— 25.2' CONCRETE n I 70.2' j-, X38' k N l _ �. �� no 25.2' 1 W ASPHALT c" 38 I I 57.0= InI LBRICK RETAINING WAALL_ L0 IzIBR.R.W. — I ImI $ I i I al �! Iw 1165.19~J / l 165.19' /� EXCEPTED PORTION/ (LEGAL)/ LOT 9 WILDWOOD SUB. NOTE: SURFACE IMPROVEMENTS MAY BE PARTIALLY DEPICTED DUE TO CONSTRUCTION DEBRIS. FND ALUM PIN/CAP WEST 39TH AVENUE (VARIES) EXCEPTED SOUTHERLY 5 FEET (LEGAL - BOOK 1023 PAGE 304) City of Wheat Ridge Residential Addition PERMIT - 201600458 PERMIT NO: 201600458 ISSUED: 08/24/2016 JOB ADDRESS: 3900 Hoyt St EXPIRES: 04/04/2020 JOB DESCRIPTION: Addition and complete remodel. New roof, windows, indoor refinish, new kitchen, new baths and some new walls. Demo existing structure down to foundation. *** CONTACTS *** FEES Total Valuation 0.00 OWNER (303)523-7700 DRP LLC Use Tax 5,255.06 Permit Fee SUB (720)971-2368 David Martinez 100374 EZ Electric SUB (303)332-6438 Michael Geier 140268 Techmasters Plumbing LLC SUB (303)424-1622 Jack E. Major Jr. 017013 Major Heating GC (303)908-2788 HUSSEIN GARCIA 180136 KENNEDY HOMES LTD *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: 2406 / BEL AIRE,HILLCREST HEIGHTS, ME BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 291,947.80 FEES Total Valuation 0.00 Plan Review Fee 1,540.79 Use Tax 5,255.06 Permit Fee 2,370.45 Extend Expired Permi 1,185.23 Extend Expired Per 2 0.00 Extend Exp Permit 3x 1,185.23 Misc. Fee 1,185.23 ** TOTAL ** 12,721.99 *** COMMENTS *** *** CONDITIONS *** MM: Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. LM: Max curb cut width is 24 feet. For one- or two-family dwellings, the first twenty-five feet (25&#39;) of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861.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. City of Wheat Ridge Residential Addition PERMIT - 201600458 PERMIT NO: 201600458 ISSUED: 08/24/2016 JOB ADDRESS: 3900 Hoyt St EXPIRES: 04/04/2020 JOB DESCRIPTION: Addition and complete remodel. New roof, windows, indoor refinish, new kitchen, new baths and some new walls. Demo existing structure down to foundation. 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 in conjunction with this permit. I rther attest that I am legally authorized to include alI entities named within this document as parties to the work to be performed a th�t°alI wor�to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature o`f' OWNER or CbNTRACTOR (Circle one) Date " , " 1. 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, po plans 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 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 appl4cable code or any ordinance 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 Wheat�%e COMMUNITY DEVELOPMENT Building & Inspection Services 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.wheatridge.co.us FOR OFFICE USE ONLY Date: Plan/ ermit # c �- o/ (.6, &� Plan Review Fee: Building Permit Application *** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: Property Owner (please print): Phone: 7th Property Owner Email: Tenant Name (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: 12a City, State, Zip:re��+Y� Arch itect/Eng1neer E-mail: _� Phone: �2 I q- 41-t- Y - LOS A 0 Contractor Name: do ��t I 1 City of Wheat Ridge License #: Phone: '�7d � —06-279 Contractor E-mail Address: V l W V*,*'U - edW For Plan Review Questions & Com ments (please print): �-�/ CONTACT NAME (please print): �-Aj✓(,f�if Phone:�d� CONTACT EMAIL(please 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 # J. 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 )o 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) '(A'414 f cokf1' O"'NER/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) (CG Signature (first and last name): _ Printed Name: ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY CONTRACTOR) OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: City of ��W h6atpvsj�,,dd�e COMMUNITY DEVELOPMNT 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. Electrical Sub -Contractor Company Name:1� C[ G ,{ �� _ Phone #:-:Z Z-0 1 1 2jC.T!5 State License #: :Z? 2 ?� Master #: 2A5� nse s (7at Ridge Lic i(required field)0 � o"L1 �Zo lam/ Signature of Authorized Agent Date Plumbing Sub -Contractor Company Name:_ ,, At ! �honJ #: 7,'7�g �ic� 77 State License #: Master #: Wh a e License Li (required field) 7 at r oYlut6gkzed Agent Date Mechanical Contractor Company Name:./W, Phone: 63 — 1<-12T` -/GZ Whea idge License##: (required field) Signa u�ef A thorized Agent Date City of WheatRidge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 237-8929 August 2, 2019 Art Vasquez 651 Garrison St. #130B Lakewood, CO 80215 RE: 3900 Hoyt Street Wheat Ridge, CO 80033 Dear Mr. Vasquez, 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P: 303-235-2855 F: 303 - Pursuant to City of Wheat Ridge Code and Laws sections 2-59 and 5-25, your appeal to the Building Code Advisory Board for the Notice and Order issued on July 12, 2019 will be held on August 8, 2019 at 2pm here at Wheat Ridge City Hall located at 7500 W 29th Ave., Wheat Ridge, CO. Please check in with the Building Division counter on the second floor when you arrive. Sincerely, Randy Sluss r, CBO Chief Building Official Building Division 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2803 wwwxi.wheatridge.co.us JGlll r� nrr v s r� ___--___-/�-l____/--- -____ _ __ _______________y_._�________________.._-____ N 5�� !_ APLi/Aor�Yt 9---- -------Ix-e--------------------- wwwA.wheatridge.co.us Postal MAIL o RECEIPT DomesticCERTIFIED Ln M ,n �. A L1-) Certified Mail Fee Extra Services & Fees (check box, add ree as appropriate) (f j ❑ Return Receipt (hardcopy) $ 1-3 ❑ Return Receipt (electronic) $ Postmark 1--3 []Certified Mail Restricted Delivery $ Here O ❑ Adult Signature Required $ 1:3 []Adult Signature Restricted Delivery $ Postage CZ31 Cr $ Total Postage and Fees r3 M _ JGlll r� nrr v s r� ___--___-/�-l____/--- -____ _ __ _______________y_._�________________.._-____ N 5�� !_ APLi/Aor�Yt 9---- -------Ix-e--------------------- wwwA.wheatridge.co.us 7018 3090 0000 3615 5318 2 y m 3 m m is 7018 3090 0000 3615 5325 m n tn; m a U m 'w 'm F N: O x m 2 y m 3 m m is 7018 3090 0000 3615 5325 City of W heat j�idge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 291h Ave. Wheat Ridge, CO 80033-8001 NOTICE AND ORDER TO PROPERTY OWNER P:303-235-2855 F:303-237-8929 Pursuant to the 2012 International Property Maintenance Code ("IPMC"), 2012 International Residential Code ("IRC"), and the City of Wheat Ridge Code of laws: the property owners(s) of record: DRP LLC 4433 Tennyson St Denver, CO 80212 Art Vasquez 651 Garrison St. #13013 Lakewood, CO 80215 of the property legally described as: (collectively, the "Owners") Parcel ID 39-223-99-004, Schedule 300023458, Lot 0010, Section 22, Township 3, Range 69, commonly known as 3900 Hoyt Street, Wheat Ridge, CO 80033 are hereby notified that the new addition and remodel at the above described property has, as of this day of July 12, 2019, been declared to be a Dangerous Building and Nuisance by the undersigned Building Official of the City of Wheat Ridge, in accordance with Section 108, Subsection 11 of the International Property Maintenance Code, Chapter 15, Article I and Chapter 5, Section 5-37 of City of Wheat Ridge Code and Laws, and Section R105.5, of the 2012 International Residential Code as described below: NOTICE OF VIOLATIONS 2012 International Property Maintenance Code, Section 108.1.5, Subsection; (11) ... whenever any building or structure is abandoned so as to constitute such building or portion thereof as an attractive nuisance or hazard to the public. There has been no noticeable progress made since the granting of the first building permit extension on 9/24/18 and second building permit extension on 4/5/19. There are multiple openings to the building with access to concealed areas that have the potential of harboring activities such as drug use, squatting, etc., which can or does cause a hazard to the public. The state of construction is as such that a child may be harmed if they were able to access the site and inside the building, which is extremely dangerous. www.ci.w heatrid ge.com s City of Wheat Ridge Code of Laws, Chapter 15, Article I; Section 15-4 Definitions. (2) Nuisance: The continuous or repeated conducting of any business, occupation, activity, building, land or premises in violation of any statute or this chapter, or in violation of any regulation of the city, the county, or the state. (7) Nuisance: Any condition which, in the reasonable judgement of a code officer, constitutes a nuisance within the scope of this chapter. City of Wheat Ridge Code of Laws, Chapter 5, Section 5-37, Subsection; (a)... every permit shall expire if the work authorized by such permit is not commenced within sixty (60) days from the issue date of such permit, or if the work authorized is suspended or abandoned for a period of one hundred twenty (120) days at any time after the work is started.... The second extension was issued on 4/15119. Work has not commenced within the 120 day time period and is therefore deemed abandoned. 2012 International Residential Code, Section 105.5 Expiration The granting of extensions to previously issued building permits is done at the sole discretion of the City's Chief Building Official, and in so doing may be granted with conditions The 2nd extension granted for the amount of 90 days for permit # 201600458 with conditions outlined in a letter dated May 15, 2019 that a specific construction deadline were to be met. See schedule below. a. Call for a courtesy inspection within 10 days after renewing the permit to discuss the project and construction schedule with the building inspector. Multiple requests have been ignored to meet on site as requested since the building permit was renewed. b. Complete second floor Insulated Concrete Form (ICF) walls and call for an inspection by no later than 5/30/2019. Work has not started since the building permit was renewed. c. Call for your rough inspections (electric, plumbing, mechanical, framing etc.) by no later than 7/15/2019 Work has not started since the building permit was renewed. While this date has not yet lapsed, visual observations of the structure make it clear that the structure will not be ready for said inspections by this date. Items a - c of the outlined construction schedule have failed to have been meet. Numerous attempts made by the Building Division to schedule an onsite meeting have been unsuccessful. www.d.wheatridge.coms ORDER TO CURE Based on the above-described specific violations of the IMPC, City of Wheat Ridge Code of Laws, and the IRC, you are hereby ORDERED to undertake the following remedies: REMEDIES — YOU MUST FULLY AND TIMELY COMPLETE THE FOLLOWING: (1) FORMALLY ABANDON AND SEAL THE PROJECT: 1. Immediately, upon receipt of this notice, board up or otherwise securely close all existing openings in the structure, adequate to prevent all future access to the interior of the structure by people and animals. 2. Immediately contact the City of Wheat Ridge Building Division and, by no later than August 8, 2019 obtain all required permits and City -approvals necessary to demolish the structure. 3. If Action #s 1 and 2 above are timely -completed, complete demolition of the structure, including the removal of all building materials, trash, construction materials and debris from the Property, no later than August 22, 2019. Should you fail to meet any one (1) of the deadlines imposed above, the City may immediately thereafter pursue all available enforcement remedies, including but not limited to: 1. Apply to the Municipal Court for an abatement order permitting the City to abate these violations and charge you with the costs thereof, 2. Issue a summons for your appearances in Municipal Court. 3. Proceed with a civil action for abatement. The City is NOT required to wait for you to fail to meet all of the above deadlines; the City may proceed with enforcement at any point of the above-described Remedy processes, should you fail to timely complete Action # 1 or Action # 2, etc. I urge you to comply with this request promptly. Should you have questions, please contact me, as noted below. Be further advised that you or any other person having any record title or legal interest in the building may appeal this Notice and Order or any action of the Building Official to the Building Code Advisory Board, and filed with the Building Official within 10 (Ten) days from the date of service of such Notice and Order. Failure to appeal will constitute a waiver of all right to an administrative hearing and determination of the matter. Failure to appeal will constitute a waiver of your right to an administrative hearing and adjudication of this Notice and Order or any part hereof. a4AOVI Randy Sluss , C.B.O. Chief Building Official 7500 W. 29 th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2853 rslusser(ct,ci.wheatridge.co.us www.ci.w heatridge.co. us 0 City of Wheat�dge 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: 139 0 ---Permit #: 0 General Contractor: A , (C� V) � � J jz c Electrical Sub -Contractor Company Name: tib CLC-GjM e_> Phone #:-2 Z y _g 1 t 2-3G.'95 State License #: ? Z Master #:_� j "l Wh@at Ridge License #• 00, L't (required field) (, ) 0 � ; o(4 -1J Signature of Authorized Agent Date Plumbing Sub -Contractor / �fi�q� Company Name: on #: 7,'7�g �(,o77 State License #: r(I ( A z 11) t) Master #: :Wh a e License Ll 2_ � �(required field) at r o ut ized Agent Date Mechanical Contractor Company Name:.Phone: 763 Whea idge License #: u / 7U / r_,_0 Signa ure f A thorized Agent (required field) Date City of Wheat Ridge ,j yM Residential Addition PERMIT - 201600458 PERMIT NO: 201600458 ISSUED: 08/24/2016 JOB ADDRESS: 3900 Hoyt St EXPIRES: 07/05/2019 JOB DESCRIPTION: Addition and complete remodel. New roof, windows, indoor refinish, new kitchen, new baths and some new walls. Demo existing structure down to foundation. *** CONTACTS *** ESTIMATED PROJECT VALUATION: 291,947.80 FEES OWNER (303)523-7700 DRP LLC 1,540.79 Use Tax SUB (720)971-2368 David Martinez 100374 EZ Electric SUB (303)332-6438 Michael Geier 140268 Techmasters Plumbing LLC SUB (303)424-1622 Jack E. Major Jr. 017013 Major Heating GC (303)523-7702 Art Vasquez 180294 Art Vasquez Construction *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: 2406 / BEL AIRE,HILLCREST HEIGHTS, ME BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 291,947.80 FEES Total Valuation 0.00 Plan Review Fee 1,540.79 Use Tax 5,255.06 Permit Fee 2,370.45 Extend Expired Permi 1,185.23 Extend Expired Per 2 0.00 Misc. Fee 1,185.23 ** TOTAL ** 11,536.76 *** COMMENTS *** *** CONDITIONS *** MM: Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. LM: Max curb cut width is 24 feet. For one- or two-family dwellings, the first twenty-five feet (25&#39;) of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861.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. City of Wheat Ridge Residential Addition PERMIT - 201600458 PERMIT NO: 201600458 ISSUED: 08/24/2016 JOB ADDRESS: 3900 Hoyt St EXPIRES: 07/05/2019 JOB DESCRIPTION: Addition and complete remodel. New roof, windows, indoor refinish, new kitchen, new baths and some new walls. Demo existing structure down to foundation. 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 roperty and am authorized to obtain this permit and perform the work described and approved in conjunction with this ermit. I further attes that I am legally authorized to include all entities named within this document as parties to the work to be perfQl'ined.an� that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Lr I �� _. Signaiure of OWN R or,:CONTRACTQR (Circle one) Date l , This permit was issued 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 Budding 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 Off-cial 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 shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or any, rdinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of 0413uilding Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. ' City of Wheat�idge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building April 4, 2019 Art Vasquez Construction 3236 Arapahoe Street Denver, CO 80205 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P: 303-235-2855 F: 303-237-8929 RE: 3900 HOYT STREET, WHEAT RIDGE, CO 80033 Mr. Vasquez, This letter is to put you on notice that the granting of the 2nd extension request of permit #201600458 will be for a period of 90 days, expiring on July 5, 2019. Any additional permit extensions will not be granted unless you adhere to the required construction schedule below to show that substantial progress will be made: a. Call for a courtesy inspection within 10 days of renewing the permit to discuss the project and construction schedule with the building inspector. b. Complete second floor Insulated Concrete Form (ICF) walls and call for an inspection by no later than 5/08/2019. c. Call for your rough inspections (electric, plumbing, mechanical, framing etc.) by no later than 6/08/2019 You are further notified that if the above construction schedule is not met and substantial progress has not been made to the satisfaction of the Building Official, further permit extensions will not be granted and a NOTICE AND ORDER will be issued for the structure, compelling the Building Official to take action and/or cause the work to be done or structure demolished and charge the costs thereof against the property or its owner. Acknowledgement of notification: j U Date: Arthur Vasquez Randy Sluss r, CBO Chief Building Official 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2803 www.ci.wheatrid eg co.us www.ci.wheatridge.co.us -3---5-/5,' City of W heat l die OMMMUNITy DEVELOPMENT City of Wheat Ridge Municipal Building December 3, 2018 Art Vasquez Construction 3236 Arapahoe Street Denver, CO 80205 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P: 303-235-2855 F: 303-237-8929 RE: 3900 HOYT STREET, WHEAT RIDGE, CO 80033 Mr. Vasquez, On November 27th 2018 I conducted a site visit on the property at 3900 Hoyt Street to see if any progress has been made, due to the fact that we do not have record of any inspections being called in as of the date of this letter. I also observed that the site is no longer secure. The construction fencing is not completely closed off as it was before. The jobsite is required to be secured while the construction crews are not onsite to prevent anyone from entering and possibly injuring themselves. When permit #201600458 for the addition was renewed on September 24th, a time line was presented to me and agreed upon that you were to follow in order to have your permit completed by the time given for the extension. The state of construction has not substantially changed from the previous visit I made on August 14th 2018, and it is evident at this time that the time line is not being met. This letter is to inform you that if substantial progress cannot be made towards the completion of your project, the City of Wheat Ridge is prepared to start abatement proceedings as previously stated in my communications with you. I would prefer not to have to go down is path, and prefer that you complete the project as agreed upon, but may have no choice if construction does not begin again and inspections are scheduled. Please contact me within 10 business days of receiving this letter and let me know what the immediate plans for starting construction are and when you anticipate progress will be made. Regards, Randy Slusser, CBO Chief Building Official 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2803 www. ci. wheatridue. co.us City of Wheat�idge COMMUNITY DEVELOPMENT www.ci.wheatridge.co.us m CO Er ,N U m z E3 �® £ o 0 O w ru c `o N a �— s E z. a f` - Z f a n co O O CDO O O lM z co A 0 N Q 9 0 a n I- ly I ni 03 ru 0 M C3 Cl W Ln 03 City of �l Wheat�dge MMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building December 3, 2018 Art Vasquez Construction 3236 Arapahoe Street Denver, CO 80205 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P: 303-235-2855 F: 303-237-8929 RE: 3900 HOYT STREET, WHEAT RIDGE, CO 80033 Mr. Vasquez, On November 27th 2018 I conducted a site visit on the property at 3900 Hoyt Street to see if any progress has been made, due to the fact that we do not have record of any inspections being called in as of the date of this letter. I also observed that the site is no longer secure. The construction fencing is not completely closed off as it was before. The jobsite is required to be secured while the construction crews are not onsite to prevent anyone from entering and possibly injuring themselves. When permit #201600458 for the addition was renewed on September 24, a time line was presented to me and agreed upon that you were to follow in order to have your permit completed by the time given for the extension. The state of construction has not substantially changed from the previous visit I made on August 14th 2018, and it is evident at this time that the time line is not being met. This letter is to inform you that if substantial progress cannot be made towards the completion of your project, the City of Wheat Ridge is prepared to start abatement proceedings as previously stated in my communications with you. I would prefer not to have to go down is path, and prefer that you complete the project as agreed upon, but may have no choice if construction does not begin again and inspections are scheduled. Please contact me within 10 business days of receiving this letter and let me know what the immediate plans for starting construction are and when you anticipate progress will be made. Regards, Randy Slusser, CBO Chief Building Official 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2803 www.ci.wheatridge.co.us City of tW heat dge COMMUNITY DEVELOPMENT a _ A F. ca it r1 Postage$ Ln --::F Certified Fee M Postmark E3 Return Receipt Fee Here O (Endorsement Required) D Restricted Delivery Fee O (Endorsement Required) fU cO $ Total Postage &Fees w fL Sent To Er Moma.. . -------------------------- ---,T---------- E:3 Street, Apt. No.; i r or PO Box No._ -.... www.ci.wheatridge.co.i airy. sPS Form :,, 2006 See 1 Reverse ServiceTfdRTIFIED Postal F MAILTr., RECEIPT estic Mail Only; No Insurance Coverage Provided) For delivery information visit our website at www.usp7.om7 a _ A F. ca it r1 Postage$ Ln --::F Certified Fee M Postmark E3 Return Receipt Fee Here O (Endorsement Required) D Restricted Delivery Fee O (Endorsement Required) fU cO $ Total Postage &Fees w fL Sent To Er Moma.. . -------------------------- ---,T---------- E:3 Street, Apt. No.; i r or PO Box No._ -.... www.ci.wheatridge.co.i airy. sPS Form :,, 2006 See 1 Reverse A 41 City of Wheat Ridge L Residential Addition PERMIT - 201600458 PERMIT NO: 201600458 ISSUED: 08/24/2016 JOB ADDRESS: 3900 Hoyt St EXPIRES: 03/24/2019 JOB DESCRIPTION: Addition and complete remodel. New roof, windows, indoor refinish, new kitchen, new baths and some new walls. Demo existing structure down to foundation. *** CONTACTS *** OWNER (303)523-7700 DRP LLC SUB (720)971-2368 David Martinez 100374 EZ Electric SUB (303)332-6438 Michael Geier 140268 Techmasters Plumbing LLC SUB (303)424-1622 Jack E. Major Jr. 017013 Major Heating GC (303)523-7702 Art Vasquez 180294 Art Vasquez Construction *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: / SUBDIVISION CODE: 2406 / BEL AIRE,HILLCREST HEIGHTS, ME BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 291,947.80 FEES Total Valuation 0.00 Plan Review Fee 1,540.79 Use Tax 5,255.06 Permit Fee 2,370.45 Extend Expired Permi 1,185.23 ** TOTAL ** 10,351.53 *** COMMENTS *** *** CONDITIONS *** MM: Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. LM: Max curb cut width is 24 feet. For one- or two-family dwellings, the first twenty-five feet (25&#39;) of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861.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. k A City of Wheat Ridge Residential Addition PERMIT - 201600458 PERMIT NO: 201600458 ISSUED: 08/24/2016 JOB ADDRESS: 3900 Hoyt St EXPIRES: 03/24/2019 JOB DESCRIPTION: Addition and complete remodel. New roof, windows, indoor refinish, new kitchen, new baths and some new walls. Demo existing structure down to foundation. 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 legs owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this per I further attest t at I am legally authorized to include all entities named within this document as parties to the work to be per a�that aj� we to be performed is disclosed in�k►is document and/or its' accompanying approved plans and specifications. ® =— —4, 76 - — — ignature of OWN or CONTRACTOR (Circle one) Date I. This permit was issued 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 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 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 qf k permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applica de or any or i ance or regulation of this jurisdiction. Approval of work is subject to field inspection. /" JA400i 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 p -.,.d ge COMMUN[TY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929 Permit Extension Request Form Permits 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 may be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. Please complete this form in its entirety and submit to the Building Division at perrnits(a),ci.wheatridge.co.us or fax to 303-237-8929. Party requesting permit extension: V Permit # 011 006/S -R' Property Address: CX0b /4 Phone 2 Email Address:�,V(� Reason for extension request: �V M & pu, Number of days requested: Printed Name: - L Signature: Date: For office use only This request has bee p oved Denied Extended until: z C Approved by: Date: 112LI www.ci.wheatridge.co. u s 09-24-2018 RE: 3900 Hoyt Street construction To Whom It May Concern: Time line for the completion of 3900 Hoyt; ■ Finish concrete floor in main living space completed by 10-8-2018 ■ Finish roof for middle section of house, completed by 11-7-2018 ■ Windows and Doors, completed by 11-25-2018 ■ Framing completed by 11-26-2018 ■ Seal Roof and final roofing cover completed by 12-10-2018 ■ Electrical rough in work, completed by 12-05-2018 ■ Rough Plumbing and sewer, completed by 12-05-2018 ■ Heating and ductwork completed by 12-15-2018 ■ Drywall and plaster completed by 12-30-2018 • Solar panels completed by 1-1S-2019 (weather permitting) ■ Exterior house finish completed by 2-26-2019 (weather permitting) ■ Interior finish electrical, plumbing, painting, flooring completed by 03-15-2019 ■ Landscaping and flatwork completed by 03-15-2019 Thank art Vasquez r qF City of 1Wh6atP..jdge COMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM This form must be signed by each sub -contractor. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. This form will not be accepted with missing information. ` d 1� y� Project Address: .3 4 Permit #: 4alzw_�" General Contractor: V S S/ (j 2 ��r�s 7c� J L Electrical Sub -Contractor Company Name: State License #: Wheat Ridge License #: Signature of Authorized Agent Phone #: Master #: (required field) Date Plumbing Sub -Contractor I Company Name: ��c h�� s .ic� s PhoKe #• 5 U 3 Z c{ 4 p oav State License #: / Master #:! • CG 1 �� / �� Wheat Ridge License #: (required field) Signature of AuthorizA Agent Date I Mechanical Contractor I Company Name: Wheat Ridge License #: Signature of Authorized Agent Phone: (required field) Date i CITX`OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: S 14/o Job Address: 3 R o 0 0 t, L S Permit Number: 0 (' 44 S-'� ❑ No one available for inspection: Time/ •3a AMS Re -Inspection required: Ye No When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: t DO NOT REMOVE THIS NOTICE 1 m -n- vb!!. _:!te •�«..«.« .. :a SG 5s61 Ei G1 S, I MV OVA a-:;S5RSGGV SV 2--ZV-dBA172C ION bat'iid=-S t}1 +atii 1= z ez OE/90 [JZbov 99b6Z8 L 900 b'Z£0 8 L OZ/ L Z/90 ££008 WOJA paPeW ssppelo-8sa0-4 amts+�na cn EE008 00 '@OPN IeauM 4@@JIS 1AOH 006E 920h 20EE 0000 0522 ETOZ. L008-££008 00 'a6pib;ea[W anueAV y16Z 'M 009L afp- AN 3o " I -, 10 3Nn cflLwaxvMAIssawaaYNYfLL3tli Ao 1NDIN 3H1 01341013AN3 d0 d011r UMAOLLS 3OVld ■ Complete items 1, 2, and 3. ■ Print your name and address -on the reverse so that we can return the card to you. ■ Attach this card to the back of the mailpiece, or on the front if space permits. 1, Article Addressed to: �u (L) CO g�L n 3 3 IIIIIIIII IIIIIIIII III IIIIII IIIIII �IIIIII IIIIII 9590 9403 0655 5183 5726 59 2. Article Number (Transfer from service label) PS Form 3811, April 2015 PSN 7530-02-000-9053 A. Signature X ❑ Agent i ❑ Addressee i B. Received by (Printed Name) C. Date of Delivery D. Is delivery address different from item 1? 13 Yes If YES, enter delivery address below: ❑ No 3. Service Type ❑ Priority Mail Express® ❑ Adult Signature ❑ Registered MWITM p Adult Signature Restricted Delivery ❑ Registered Mail Restricted 1 Certified Mail® Delivery • Certified Mail Restricted Delivery ❑ Return Receipt for ❑ Collect on Delivery Merchandise ❑ Collect on Delivery Restricted Delivery ❑ Signature ConfirnationVA ❑ Insured Mail ❑ Signature Confirmation ❑ Insured Mail Restricted Delivery Restricted Delivery (over $500) Domestic Return Receipt E ..�- til} cel /�` W lac'.at is JCYc~ NOTICE AND ORDER TO PROPERTY OWNER Pursuant to the 1997 Uniform Code for the Abatement of Dangerous Buildings, the 2012 International Residential Code, and the City of Wheat Ridge Code of laws, the property owner of record: DRP LLC 4433 Tennyson St Denver, CO $0212 of the property legally described as: Parcel ID 39-223-99-004, Schedule 300023458, Lot 0010, Section 22, Township 3, Range 69, commonly known as 3900 Hoyt Street, Wheat Ridge, CO 80033 is hereby notified that the above described property has, this day of June 18th, 2018, been declared to be a Dangerous Building by the undersigned Building Official of the City of Wheat Ridge, in accordance with Section 302, Subsection 18 of the Uniform Code for the Abatement of Dangerous Buildings, and Section R105.5, of the 2012 International Residential Code, and Section 5-102 of the City of Wheat Ridge Code of Laws as described below: 1997 Uniform Code for the Abatement of Dangerous Buildings, Section 302, Subsection; (18) Whenever any portion of a building or structure... is abandoned for a period of six months so as to constitute such building or portion thereof an attractive nuisance or hazard to the public. Work authorized under the original permit has not been completed and has been abandoned for more than 6 months. The last inspection of recorded was on 4/26/17 for foundation. No further progress on construction has been performed. 2012 International Residential Code, Section105.5 Expiration Every permit issued by the code official under the provisions of this code shall expire one year (365 days) after the date of issuance. Permit # 201600458 expired on 8/24/17, and no attempt has been made to come into the Building Division for renewal. City of Wheat Ridge Code of Laws, Section 5-102 Application of Article All persons in the building and construction industries... shall be deemed to be appropriately licensed hereunder. Any such licensee ... who fails to reapply for a license at the conclusion of an annual expiration date shall surrender his license and the same shall be deemed null and void. The general contractor of record, A.M. Construction, LLC, contractor's license, #150057, is expired as of 4/30/17. The following actions are hearby ordered: 1. Contact the City of Wheat Ridge Building Division and take the required steps no later than 7/2/18 to renew Building Permit 201600458. 2. The general contractor listed on the original permit, A.M. Construction, shall come in and renew their contractor license, # 150057, and verify that all listed sub -trades are current with the city. 3. Immediately after completing step 1 and 2, take necessary measures and verify that the project site is secure. 4. Complete the project, including all inspections and other permit requirements, within the period granted by the extension received during step 1. You are hereby ordered to initiate the above actions in the order and time periods provided in steps 1 through 3. You are further notified that if action to comply is not initiated by July 2, 2018, the Building Official may proceed to take action and/or cause the work to be done and charge the costs thereof against the property or its owner. Any person having any record or title or legal interest in the building may appeal from the notice and order or any action of the Building Official to the Board of Appeals, provided the appeal is made in writing as provided in the 1997 Uniform Code for the Abatement of Dangerous Buildings and filed with the Building Official within 10 (Ten) days from the date of service of such notice and order. Failure to appeal will constitute a waiver of all right to an administrative hearing and determination of the matter. P4 11L101 Randy Slusser, C.B.O. Chief Building Official 7500 W. 29 th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2853 rslusser@ci.wheatridge.co.us City of i CITY OP 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: 7) O / in „ Ll -It- rbn4r-nc�.or- j�—'� Qut C �ec., n V,1 'S �t �) ,� , nt de e A15� Ll No one available for inspection: Time a = S-0 AK PIV Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: ! Inspector: 731) 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: r d Job Address: 3 9 c G Permit Number: � o i l} f1 U ❑ No one available for inspection: Time/ . C/ A ,(PM Re -Inspection required: Yes No *When corrections have been made, call fo e -inspection P363-234-5933 t � Date "'V ` Inspector:�" DO NOT REMOV THIS NOTICE COLORADO STRUCTURAL REPAIR 1331 W Evans Ave. Denver CO 80223 (720) 441-3611- www.ColoradoStructuralRepair.com ne Poyourmi r ®a ♦������ �_ ANCHOR ENGINEERING, INC. www.anchoreng.com March 9, 2017 Art Vasquez 3900 Hoyt Street Wheatridge, CO 80033 RE: 3900 Hoyt Street Remodel Wheatridge, CO 80033 Anchor Job #: 160074 Observation Date(s): Not Applicable, inspection per the building official see attached report Observer/s: Brian Tardif (Inspector for Wheatridge building department) We have reviewed the inspection report for the foundation inspection at the above residence. We also had a telephone conversation with Brian and he indicated that the steel was installed in general conformance with the contract documents including clear cover, bar splices and bar spacing. Based upon this report it is our belief that the steel in the foundation wall was placed in general conformance with the contract documents. If you have any questions or need additional information, please contact our office. Sincerely, Anchor Engineering, Inc. ohn J. Laur, E.I. Project Manager Review Patrick Princip 2535 17T" STREET, Di-.NVER, CO 80211 0- 303-783-4797 0# 303-830-9133 F,i - ANCHOR ENGINEERING, INC. 253517"' STREET, DEA[ ER, CO 8021 •:• 303-783-4797 •:• 303-830-9133 F.,I,t' •:• 111VIV-4A CHORENG. COM 1 Reinforcing Steel Observation TO: Art Vasquez _- 3900 Hoyt St - - Wheat Ridge, CO 80033 ATTN. Art Vasquez CC: Placement Type Observed: ❑ Grade Beam ❑ Pier Cap ❑Foundation Wall ❑Column Type ®Footing ❑Other Items Checked: ®Bar Size ®Lap Length ®Bar Quantity ®Clear Cover DATE: November 2, 2016 OBS. DATE: October 31, 2016 WEATHER: Approx 70', clear PROJECT: Vasquez Residence - Remodel ADDRESS: 3900 Hoyt St. LOCATION: Wheat Ridge, CO LOT #: N/A - _- BLOCK#: - - N/A BUILDING #: N/A ❑Dowel Bars El Other ® Reinforcement was placed in general conformance with approved drawings and standard construction practice. Remarks or Deficiencies Noted: Our representative arrived on site at 1:00 p.m. to observe the placement of mild reinforcement in the footings. At the time of our observation, the form work was complete and approximately 75% of the reinforcement was in place. The following deficiencies were observed: The bars were lying in on the ground throughout. - Corner bars were not in place throughout The bars were resting on the void form throughout instead of terminating at the void. The `F30' footing at the east end of the remodel was not formed and will be poured at a later date. (Contact our office to perform an observation on this footing once it is formed.) All deficiencies noted above were communicated to the concrete subcontractor while a representative from our office was on site. All correction items listed were completed prior to leaving the construction site. Dowel bars are to be wet -stabbed at the time of concrete pour. AMl n Re -Observation required? ❑ Yes ® No Design L 33278 David A. Poe P.E. S. E. Reviewing Engineer ;b-D['SI(i\ I\G DEN\ F R ;\\D (3FNON D-6 Date: October 11, 2016 Subject: Finish Grade Inspection, 3900 Hoyt Street, Wheat Ridge, Colorado Job No.: 15-91 Mr. Keith Gallegos 4433 Tennyson Street Denver, Colorado 80212 Dear Mr. Gallegos: As requested, Hollingsworth Associates, Inc. has conducted a visual inspection of the finish grade for the residence located at 3900 Hoyt Street in Wheat Ridge, Colorado on October 11, 2016. The finish grade was in accordance with the approved drainage specifications of the plot plan. If you have any questions, please call. Reviewed by: HH �OCIATES, INC. P. E. Hollingsworth Associates, Inc. Geotechnical & Environmental Engineers 2875 W. Oxford Ave. #7 Sheridan, Colorado 80110 303-781-5188/fax 303-781-5224 Parcel A: That part of the East 1/2 West 1/2 Southeast 1/4 Southwest 1/4 of Section 22, Township 3 South, Range 69 West of the 6th P.M., described as follows: Commencing at a point 250 feet South of the Northwest corner of the North 4/10ths of the East 1/2 West 1/2 Southeast 114 Southwest 1/4 of said Section 22; Thence South to the Southwest corner of the Said North 4/1 Oths of the East 1/2 West 1/2 Southeast 1/4 Southwest 1/4 of said Section 22; Thence East to the midpoint between the southwest corner and the Southeast comer of the North 4/1Oths of the East 1/2 West 1/2 Southeast 1/4 Southwest 1/4 of said Section 22; Thence North 308 feet, Thence Southwesterly 167.7 feet, more or less, to the point of beginning, EXCEPT right of way described in Book 1023 at Page 304, County of Jefferson, State of Colorado. Parcel B: Lot 10, Wldwood Subdivision, EXCEPT that portion of said Lot 10, described as follows: Beginning at the Southeast corner of said Lot 10; Thence Northwesterly along the Easterly line of said Lot 10, 185 feet; Thence Southwesterly 180.75 feet more or less, to a point on the line common to Lots 9 and 10, said subdivision, 185 feet Northwesterly from the front corner of said Lot 10; Thence Southeasterly along the line common to said Lots 9 and 10, 185 feet to the front corner of said Lot 10; Thence Northeasterly along the front lot line of said Lot 10, a distance of 89.40 feet to the point of beginning, County of Jefferson, State of Colorado. ♦ � 44, CITY OF WHEAT RIDGE r Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: F CD _0 Job Address: _— 4 :tet- � Wit" Permit Number: C�) L7 No one available for inspection: Time !moi" r) M/PM Re -Inspection required: Yes No * When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: --- 4.jj- Y-7 DO NOT REMOVE THIS NOTICE City of' _�91W heat idge LOMMUNI IY 1XVtt01'MINI City of Wheat Ridge Municipal Building 75(H) W. 29'h Ave. Wheat Ridge. CO 80033-9001 P: 303.235.2846 F: 303235.2857 FOUNDATION SETBACK AND ELEVATION CERTIFICATION This form, including the Exhibit on the reverse side, must be fully completed by a Professional Land Surveyor licensed in the State of Colorado. This Certification must be submitted for review and approval prior to the FIRST FRAMING INSPECTION and before proceeding with any further construction. DATE: 11-28-16 PERMIT# 2016-00458 ADDRESS: 3900 HOYT ST. LOT ,BLOCK , SEE ATTACHED LEGAL SUBDIVISION I hereby certify that the elevation and location of the structural foundation for the above property described above has been measured by me or directly under my supervision. The foundation setbacks and elevations for all building corners as stated herein have been found by me to be in compliance with all municipal setback and elevation requirements, and all civil engineering and Building Permit construction plans as approved by the City of Wheat Ridge. The MINIMUM SETBACK DISTANCES from the property lines have been determined to be: FRONT: REAR: SIDE: 45' SIDE: The MINIMUM ELEVATION has been determined to be: 5391.88 (NAVD88). The above measurements have been determined on the following location: Check only one): X Top of foundation prior to placement of concrete Top of proposed foundation subsequent to placement of concrete The setback and elevation measurement locations are identified on the attached exhibit. Signed Print RICHARD E. HEINZ Date 11-28-16 Professional Surveyor FOR OFFICE USE ONLY Approved by - Inspector Dau, wu w'.6% heatridLie.co.us Rev 02/12 DITCH CENTERLINE LV/.9 5' U.E. (PLAT) N) -tom 00 (" cn PART OF ►Lela WILD WOOD SUB. 7 �2 167.7 I t�31 p T— C PORT 25.2' Cq oa CONCRETE "I o;70.2,o I cn X38' x IV 1 _. 25.2' v ASPHALT N �' 45.0V - �;cn/Cn p ITION RATS ONLY 8' o I l (_BRICK RETAINING WALL WELL i BR. R. W. I 12 rn rr �) 165.19`-~� 1 165.19' �y ®1 /EXCEPTED PORTION/' (LEGAL) / LOT 9 WILDWOOD SUB. FND ALUM PIN/CAP IA/CCT 20TLI A 1/=111/ 1= /1/A 01=0 f v EXCEPTED SOUTHERLY 5 FEET (LEGAL — BOOK 1023 PAGE 304) N TS CITY OF WHEAT RIDGE Building Inspection Division - (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 1 -S Job Address: a `/ b b t Permit Number: 0 �I L N tL i N e Y i2, T N S P& c"� Kf o X_ rn j1.0 P rt A, -5 n VN n S � o :'fNsT -ni i Viva; 12 eti y J C-PRKourh ❑ No one available for inspection: Time ,/ C AM/PM Re -Inspection required: Yes No *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 Type INSPECTION NOTICE Job Address: Ag oz�) 0 01L Permit Number: z-� 01 (o C� En 1.-') z C © ry-) P I e__� r ❑ No one available for inspection: Time—9 PM Re -Inspection required: Yes �No) *When corrections have been made, call for re -inspection at 303-234-5933 Date: a r Inspector DO NOT REMOVE THIS NOTICE 9�` of,'��"17`1V at is c C.UMMUNI IY DLVLLt}l'MLN l City of Wheat Ridge Municipal Building 7500 W. 29'h Ave. Wheat Ridge, Co 80033-8001 P: 303.235.2W F: 303.235.2857 FOUNDATION SETBACK AND ELEVATION CERTIFICATION This form, including the Exhibit on the reverse side, must belly completed by a Professional Land Surveyor licensed in the State of Colorado. This Certification must be submitted for review and approval prior to the FIRST FRAMING INSPECTION and before proceeding with any further construction. DATE: 11-28-16 PERMIT# 2016-00458 ADDRESS: 3900 HOYT ST. LOT . BLOCK SEE ATTACHED LEGAI SUBDIVISION I hereby certify that the elevation and location of the structural foundation for the above property described above has been measured by me or directly under my supervision. The foundation setbacks and elevations for all building corners as stated herein have been found by me to be in compliance with all municipal setback and elevation requirements, and all civil engineering and Building Permit construction plans as approved by the City of Wheat Ridge. The MINIMUM SETBACK DISTANCES from the property lines have been determined to be: FRONT: REAR: SIDE: 45' SIDE: The MINIMUM ELEVATION has been determined to be: 5391.88 (NAVD88). The above measurements have been determined on the following location: Check only one): X Top of foundation prior to placement of concrete Top of proposed foundation subsequent to placement of concrete The setback and elevation measurement locations are identified on the attached exhibit. Signed Print RICHARD E. HEINZ Date 11-28-16 Professional Surveyor OPP- Ar 4 no �Gv --,` �` (a: 1616 s o LANA `��ti�"•, Approved by: FOR OFFICE USE ONLY Inspector Date wvww ei.►%heatridke.co.us Rev 02/12 i 0 Z DITCH CENTERLINE—_ , _ _ 26 7.-859- 5' .-859 5' U. E. (PLAT) N -p PART OF cn LOT 10 WILD WOOD SUB. `- 167.7' al � C PORT 25.2' OQ,4 � CONCRETE 1�� 70.21-- I i38' i2 N I Ll% _ '4I// w 25.2 x ASPHALT (v,4 Ip I 177ON j i�,o/Cb F O 4' 01' MS ONLY �Nlo 8138' rT ill n I LBRICK RETAINING WALL WELL BR. R. W. III :rj� Iml I � 165.19~ / ,l 165.19' � NTS co / � ' / ri /EXCEPTED PORTION (LEGAL) / s oo, 0. LOT 9 WILDWOOD SUB. FND ALUM PIN/CAP IA/CCT 107LI A 1/=All M /VA 01CC I EXCEPTED SOUTHERLY 5 FEET (LEGAL - BOOK 1023 PAGE 304) 0N Parcel A: That part of the East 1/2 West 1/2 Southeast 1/4 Southwest 1/4 of Section 22, Township 3 South, Range 69 West of the 6th P.M., described as follows: Commencing at a point 250 feet South of the Northwest corner of the North 4/10ths of the East 1/2 West 1/2 Southeast 1/4 Southwest 1/4 of said Section 22; Thence South to the Southwest corner of the Said North 4/1 Oths of the East 1/2 West 1/2 Southeast 1/4 Southwest 1/4 of said Section 22; Thence East to the midpoint between the southwest corner and the Southeast corner of the North 4/1Oths of the East 1/2 West 1/2 Southeast 1/4 Southwest 1/4 of said Section 22; Thence North 308 feet, Thence Southwesterly 167.7 feet, more or less, to the point of beginning, EXCEPT right of way described in Book 1023 at Page 304, County of Jefferson, State of Colorado. Parcel B: Lot 10, Wildwood Subdivision, EXCEPT that portion of said Lot 10, described as follows: Beginning at the Southeast corner of said Lot 10; Thence Northwesterly along the Easterly line of said Lot 10, 185 feet; Thence Southwesterly 180.75 feet more or less, to a point on the line common to Lots 9 and 10, said subdivision, 185 feet Northwesterly from the front corner of said Lot 10; Thence Southeasterly along the line common to said Lots 9 and 10, 185 feet to the front corner of said Lot 10; Thence Northeasterly along the front lot line of said Lot 10, a distance of 89.40 feet to the point of beginning, County of Jefferson, State of Colorado. ANCHOR ENGINEERING, INC. s'• 303-783-4797 s'• 303-830-9133 Fix •:- Reinforcing Steel Observation TO: Art Vasquez 3900 Hoyt St-- - Wheat Ridge, CO 80033 ATTN. Art Vasquez CC: Placement Type Observed. [] Grade Beam ❑Pier Cap ❑Foundation Wall []Column Type ® Footing [] Other Items Checked. ®Bar Size ®Lap Length ®Bar Quantity ®Clear Cover 2535 17"'STREET, DE,\ i'LR, CO 80211 11'lY11'.AA('110RE M. 00:14 DATE: November 2, 2016 OBS. DATE. October 31, 2016 WEATHER: Approx. 70°, clear PROJECT. Vasquez Residence - Remodel ADDRESS: 3900 Hoyt St. LOCATION: Wheat Ridge, CO - LOT #: N/A BLOCK #: N/A BUILDING #: N/A []Dowel Bars El Other ® Reinforcement was placed in general conformance with approved drawings and standard construction practice. Remarks or Deficiencies Noted. Our representative arrived on site at 1:00 p.m. to observe the placement of mild reinforcement in the footings. At the time of our observation, the form work was complete and approximately 75% of the reinforcement was in place. The following deficiencies were observed - The bars were lying in on the ground throughout. - Corner bars were not in place throughout - The bars were resting on the void form throughout instead of terminating at the void. - The `F30' footing at the east end of the remodel was not formed and will be poured at a later date. (Contact our office to perform an observation on this footing once it is formed.) All deficiencies noted above were communicated to the concrete subcontractor while a representative from our office was on site. All correction items listed were completed prior to leaving the construction site. Dowel bars are to be wet -stabbed at the time of concrete pour. , I /1 Re -Observation required? El Yes ® No Caan Ta lord. t. Design Efigineer David A. P Reviewing �- 1) E S i G\ I\ G 1) 11 \ \ 1[ R ;\ \ o R E} o\ t) ,A 33278 16 -,, l i CITY OF WHEAT RIDGE A9r(303) Building Inspection Division (/ (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax Inspection Type: INSPECTION NOTICE Fbv Job Address: �-f 0 C) )� o_ + Permit Number: "D n I C' O n LI • W61 k Fb nr �IvSi'PC 0 one available for inspection: Time AM/PM Re -Inspection requiredi :4:;; J0 'When corrections have been made, call for re -inspection at 303-234-5933 Date:) I L3z)) I Inspector: DO NOT REMOVE THIS NOTICE G i CITY OF WHEAT RIDGE ��9rV, Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: F• () • y - Job Address: 3 Qj C) O iib "i +', Permit Number: O) IVB — FORrX ❑ No one available for inspection: Time )M PM Re -Inspection required( No * When corrections have been made, call for re -inspection at 303-234-5933 Date: U Inspector: C,a, JJ DO NOT REMOVE THIS NOTICE FOR OFFICE USE .,7 Date. City of � . — Lo Wh6atR wdge cc 1 R1v1ti !tw�f Li iwE �lerr rrnita tau Cd ng & Inspection Services Division 2 7500 W.29 Ave., Wheat Ridge, CO 8 033 Plan R oview Fee: Office: 303-235-2355 * Fax: 303-237«8929 Inspection Line; 333-234-5933 to 101W lk, .. property address) 1 11 Address- Contractor E-mail dress: Sub +Contr i to Electrical, Plumbing*'-�r �� lG � ��� . Mechanical: WA. City License # W.k City License # W.R. City License Other City Licensed Sub: tither City Licensed Sub: City License # City License 71A ttlisJq lete all information on BOTH sides aft is farm ..m ,y i M "` • * .: ��» �. Goal .sem :• •^ .«_.� , propu5eu us s, square TOOT e, xtsung otanutu n eno propoiseu new conuawn, a tit taac� �;r�� eraaa �saaac�a sac y, cy�a s �� at� o nt of materials to be used, etc. Sq, PtJLF Btu's Gallons Amps quar s Other Project Value: (Contract value r t cost of &matedals and labor Included in the laft project O"ER/CONTRACTOR SIGNATURE OF UNDERSTANDING B AGREEMENT I hereby certify that the setback distances proposed by this pernut 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 1 have read and agree to abide by all conditions printed on this application and that I assume fall responsibility for compliance with applicable City of Wheat tide codes and ordinances for work sander any permit issued based can 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. '1RCLEOy (OWNERS C i C OR) or (AUTHORIZED P �T TIVE) of (OWNER) (CONTRACTOR) hl t S1CNT BATE. 1 t i t 1 l t... 11 t #{ .,ti':.1 ...t ,, r' its i Yfs ) ,.: i# t t ..1 ss �\' �al ,tt ht '�, a m m ?t 1. th lv \ 1"a...,Y ,lti,, ,ttat.kai 1 .. .a t\t tht t.1- Fal t . t-;1 till z ,.'i�\a ,v. �l a , \ r . t u b.: auto,,. ,k � u t a i. x tit:. S. ) ?.'... i ), .. , u{ x 1 P i . ...,,. ,. ,1 "Y..- S .. , t ..t.. x s ..� t ,J- t :-.;-1 .. �. t. t)- t ) t � i , 1 , t 1. , �„ )m a 1�.1.�,.:_, .,�. ,t �:k i, .,,.ai,... .1 .,..w�.�t ,11 ,., ,:. .. .. ,vb..,vt,"t.ta Building Division Valuation: $ Wlimrf VM32MMMMMMI 1) (A Address: '2100 Zoning: 41W+t4A 6U1V Lot Size: Lot Width: P14t Property in the flood plain? If yes, add surveying condition FLIM: Type of project (applicable survey conditions in parenthesis): 0 Accessory ISP, ILC or site plan none if in floodplain (FLD) Addition i:o �11,�__and sit! p1�n__if_ _w/inT of setback or in floodplain ( M) if in floodplain (FLD) U New ILC and site plan yes (FND) if w/in 2' of setback (NRS) f in flood Taira (FLIM Maximum Lot Coverage: sq. Existing Im rovements: Proposed Improvements: f Hc I L4 sq, ft. House/addition: a_J�L sq. ft. Shed: sq. ft. Shed: —sq. ft Detached garage: sq ft. Detached Garage: sq. ft. Other: sq. ft. Other: —sq. ft. Total Existing sq. ft Proposed+Existing sq. ft Lot Coverage % Lot Coverage % Required Setbacks: FR S S tT R Provided Setbacks: FR s 14 0 S _k3 R t 150 For additions or new construction, is the structure within 2 feet of minimum setbacks? If yes, add surveying condition FND. Maximum Height: ft. Maximum Size: sq. ft. Proposed Height: ft. Proposed Size: sq. ft. Parkland: If the permit is for new construction, have parkland dedication fees been paid? If no, add condition PFEE, notify owner, and notify building division. Streetscape: Does the permit result in any of the following conditions? * Construction of new roads L3 Platting of new lots * New development U Additions that increase floor area by 60% or more (see formula) (proposed floor area — existing floor area ) / existing floor area._____ = ----% inc. If any box is checked.. , SFPLEX—Is there existing Ll Curb U Gutter L35 -foot sidewalk adjacent to the property? If curb, gutter or sidewalk is missing, street cape construction or fees -in -lieu will be required. 1vLTIFAMILY—Does the frontage meet current city standards? If not, streetscape construction or fees -in -lieu will be required. Fees -in -lieu qfdedication or construction are due at the time the perinit is issued, Other notes/considerations: Access For one and two-family dwellings, the first 25' of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. For all uses other than one and two family dwellings, no vehicle entrances or exits may be closer than 5' to any property line, except when used as joint access for two or more lets. residential zone districts, curb cuts shall be at lust 10 feet and not more than 24 feet in width. One and two-family dwellings may have horseshoe driveways, provided that the street accesses are at least 30 feet apart, measured from the interior edges. For all uses, one access point per property is permitted. Landscaping For one -and two-family dwellings, one tree for every 70 feet of street frontage is required. Street trees required: Street trees provided. 100% of the front yard and 25,/0 of the entire lot must be landscaped prior to issuance of Com. >. In the event that landscaping cannot be installed due to inclement weather prior to the issuance of a C.O.,-an escrow agreement with financial guarantees may be allowed to ensure future installation. 125% of the cast of the proposed improvements will be required with the agreement. These ands will be reimbursed back to the property owner or contractor once the improvements e in place. Melissa Mackey....._ ------------------ ----- - ---- From: Melissa Mackey Sent: Wednesday, April 06,2016 10:02 AM To: arthurlvasquez@msn.com; martinvasquez@me.com Cc: pgoddard@buildingcci.com Subject: FW: Draft letter... EW kt**T#Tf - * UWUNTAW A X.R.-M. 1# TAT W MT required to finish the review: • A second set of architectural plans are needed. 3 sets of structural and 1 set of architecturals were submitted, • Provide the soils report mentioned on the architectural plans. • Glazing and U -factor maximums on windows and skylights. • Provide manufacturer specifications for fireplace, as well as the gas shut off for the appliance (if not existing). • Provide Manual J (HVAC equipment sizing calculations). • Provide Manual D (Duct system serving). • Provide fixture calculations to justify water service size. Also, provide service size and entrance location. • Note sewer service location on plans with slope, and how the proper slope will be maintained. • Provide REScheck. ems are receI7e0­,TaWT­rJn reflelt process can XroceVl, , ease need additional information. Melissa Mackey Senior Permit Technician 7500 W 29th Avenue Mleat-Ridgel, Colorado_8DM3 Office Phone- 303-235-2855 Fax: 303-237-8929 www.ci.wheat�d �eco.ug 04' or K'Wh6atl *d 4e R ,wg CommuNsty DEVE11AXIMENT CONFIDENTIALITY NOTICE This e-mail contains business-wirfidential inforniation. It is II) endexi only for the use of the individual or entity trained abovciii you are not the intended recipient, you are notifiLd that any disclosure, copying, distribution, electronic storage or use of this communication is prohibited. If you received this communication in errorplease notify us immediately by e-mail, attaching the miginal message, and delete the original message front your computer, and any network to which your computer is connected. Thank you, Melissa Macke From: Melissa Mackey Sent: Thursday, May 26, 2016 3:07 PM To: arthurlvasquez@msn.com; martinvasquez@me.com Subject: 3900 Hoyt St. An initial review of the resubmitted documents was done and a few of the items from the original list from 04/06/2016 are still missing. They are: • Provide Manual J (HVAC equipment sizing calculations)- • Provide Manual D (duct system serving). filmm Melissa Mackey Senior Permit Technician 7500 W, 29th Avenue Wheat RidlI•1*rad*,?-*O Fax: 303-237-8929 www.cLwheatqdge.co,us V Opt CRY of Wh6at MMUNrTy Dkwl'�tNT- CONFIDENTIALITY NUTICE: This e-mail contains business -confidential infionnation. It is intended only for the use of the individual or entity named above, if you are not the intended recipient, you air. notifit.A that any disclosure, copying, distribution, electronic storage or use of this communication is ptolubited. Ifyou reveived this communication in error, please notify us immediately by e-mail, attaching the original message, and delete the original message, from yaur computer, and any network, to which your computer is connected, Thank you. Melissa Macke From: Melissa Mackey Sent: Wednesday, April 06, 2016 10:02 AM To: 'arthurlvasquez@msncom';'martinvasqyez@me.com' Cc: pgoddard@buildingcci.com Subject: FW: Draft letter... Good morning Art, I have done an initial review of the plans submitted for 3900 Hoyt St., Plan #201600458. The following information is required to finish the review: second set of architectural plans are needed. 3 sets of structural and 1 set of architecturals were submitted. "A Provide the soils report mentioned on the architectural plans. IV 0 as well as the gas shut off for the appliance (if not existing). Provide Manual J (HVAC equipment sizing calculations). • Provide Manual D (Duct system serving). ritafned— Provide REScheck, need additional information. Melissa Mackey Senior Permit Technician 7500 W. 29th Avenue Office Phone: 303-235-285 Fax: 303-237-8929 �M��.ci,wheg,tride.c�ous City of MU14MIXIM PMENT CONFIDENTIALITY NOTICE: This e-mail contains business -confidential inforniation, It is intended only for the use of the individual or entity named above, ll'you are scat the intended recipient, you are notified that any disclosure, copying, distribution, electronic storage or use of this communication is prohibited. Cf" you received this communication in error, please notify its immediately by e-mail,atutching the original message, and delete the original message from your computer, and any network to which your computer is connectcd. Thank you. 0 Residential Plan Review CODE CONSULTANTS ;M Y F X AI t O N#i JAoddress1� Permit #: nt ct. " '.,. CL Building Type: r scl cti n: SPIE Duplex Townhome Wt ompH%rtt rvon-1 ctiensiasfii £a � l �x t`F, Compliant Wpon- 4oAn �, X k iProvide » solid a P ..uu7- -- • 1� I��ils where�44 I # . . self-cl# # Eequired. i between residence and 3. Provide a floor or landing at "ra a. II 1a 4 I I� 1 MAIN 4 4 III IA 1 I I II N 411 IINI the top and bottom of each i � « . « stairways, address tread and riser dimensions pertype of 4 stai (R f 6. Stairway m mum 3 Z' verticalbetween NO- P f f • ' 6. Indicate emergency escape a I and rescue openings ` 4yq 4M� IwY 111 IUI,x II Illll 4I#,: basements and bedrooms. 10.1 • ,: II i� MU 14w11'I Iwl i # 14" l 11 I � 4 I•A � t ������ i S. Provide size of each window # I 1 pp M type of operation. # mdow & opening • •.W i Fireplace Ill I dampers- A U A '' JV II wl 5 r P # listed decorative appliance isI n installed, the ; place N Glazing } ! opening comply itdamper w ! # . «I listed decorative .f* " Opaque I Allo 14separating IIIMN. IA I - : 4 manufacture's UIuI �� U�fp�u # i # # • wns, f�� ) #�' unconditioned space- Smaximum with table. U-ftctOrM .35. FLOOR PLANS M y I FIREPLACES/GAS + d II f AI maximum U APPLIANCES: factor # Provide w.. manufacture t t4. Decorative shrou #. . f not be # at . • t # termination of chimneys offactory-built fireplaces exceptx. & VENTILATION: labeled for t Provide required natural suc use. ♦f light♦ ventilation for « _habitable # #m$ (11303)Provide II IIJIMjIII1411IIV4ll 4'#Iio lul outside I 111111 1 1 �uII lI air for A LIGHT & VENTILATION: ventilation for bathrooms, water closet rooms, laundry I I troom, andkitchen, ductedI y 4 w� p Ill ceiling IINI heights 4,A1 III , Show 303.3 rooms, spaces and hallways. t . • {(R305). Basement 61811 F � A4 �1 TIMI 2. Provide"4U III minimumI clearances from centerline o ! water closets to finished wall, * + icabinets,and other plumbing fixtures. (R30 .1, P2705-1) # # . f » + . M £a � l �x t`F, Compliant Wpon- 4oAn �, X k Board luI;'pIliw# o i3. Gypsumi shall III b `i when framing »mbers are �i ii � IM IVe Idi 2.61 ,V or # membersi or k labeled1120 sag -resistant gypsum ceiling board. (Table R702-3.5 i t s ..i'Oi,�`���� IIT I�Iw note on plans. "I -Provide a listed and approved range and/or cooktop a installed accordanceth the list and With thei manufacturees installation instructions, VE MAINTAIN REOUIRED HORIZONTAL ABOVEVERTICALCLVAOA 1`1:4Z COUNTERTOP BEFORE INSTALLING CABINETS - of Iall � e r r I u surface 3. Label i IR7o3 building 1. is e III I ax. A complete braced/shear wall plan is required and must referece a ced /shear wall ..schedul... ibracedishear each location, # k wall # w.wu S °Illi raced/Shear 'IIII wall schedule to include anchor bolts, holdowns, studsand spacing, � sheathing and t art..(R403.2.61 rt r # # 3. Address 'a iifte IIat braced IIIIII� NI�I6 ���I I� � I�jl I�� III�I� ul�Uiil wall #. .eIrR.i! f li I II,nate post o �qu��wi w Iww w uo ii io111,� locations I u, 4. ,rt with holdowns on foundation framing plans Yy 5. Show and identify required # 1 # on ! #.:s # # 6. Provide }�IoI#O"al��.1( Engineering �. #. bearingwalls Meet i 4. Show required fire , Y # on # evaon i . -ings♦ . building,- rightarerequired. ,. *+• I hull I Provide I IIwI 2. building " A I e II# III .: » # dimensions. of Iall � e r r I u surface 3. Label i IR7o3 building 1. is e Provide manufacture, model4. b.D- Y l ICSOIICCINER ReportNumber o # •! w # .stone veneer. ��. Provide 5. d' eIII wall perietrationslopenings. P r # # UIUminimum s. building sections. , w or o �uullw I cross-sections2. cut p I lin uy 1�l on foundation, floor and roof framing plans 3. «oam plastics �IIMM wM�III IIID Iw Ishall w 7IV separated from attics and crawl spaces. (R3z6.4) � SECTIONS (Cont.): 4. Show required fire , Y # on # 5. I Show Wight dimensions t- each cross-section. I i. Provide I I�tlllll III IIw�L.Rw� detail andwall legend for each "X I I Mwwlw IIIIIiIIU@IulV�li I is I sI # # rta building paper, foam, and sheathing where required. Iwi11++III Ins 3. ISpecifyplans,interior l I �..�,C # • : l erials. I III II III tIls II U 4. pecify # Fwall u# ^r do coverings, backings for tile and in "Weltand # ! # � w '� VI II II II I�I (rf I IV I IIV I G4 IIII I V. uurg schedule. lin i. For U Ip I single-family wl i u MI ti VIM submittal, provide . #. l report stamped by a licensed 1 . „ s r,IVn i�V Il' u I lwlllg10 11 IIII rl R wlr ! detailed foundationplan Address w w r foundation drainage per (R4o, 0. 4. Address foundiiii *� M 4 fi ' .�'� lul I and—anyutI I Ma;p ' shpand�UlNl p Ml UI �� 111 OilUl l Exterior 6. MI note. ir f interiorC footings all bear minimum x8 inches below i Identify. undisturbed soil or engineers attachment at top and certified compacted fill, (Table bottom. f ii rM , Show�r �i �uui+wu eI; II reinforcing i steel for . #,stem. u� #is. Framing members to Reference8. complete of # ##.tmasonry structural details, footing, fireplace f stem, turndown,#,i footing, ,... # 4 a.. able post at stem. • showing ISM } ��I-�YYIIID!-101191X#k AfU. �-N i r ension` 9. Clearly hili 4. :.f # yroof .. i II �and detail interior bearing } footings " ar wall nd shear wall f # o lIp m�li�l io it pal lug of �u 1pl Framing members to accommodate mechanicalequipment requirements installed attic. r �'IIMI� UI IU MII II �I UIII required holdown on E e 7 k III F Y 111 } 0 *.illl P x structural engineering # #, # • • a. Gravity loads analysis. III I' Ill �iO J kLateral loads analysis. . Provideany/all :R �I f �• Retaining c. wall #. engineered #. over 41 # YProvide sp- complete .1 Providefull 3ins R, ! 4 .. N detailed floor and/or roof- II N i framing I�� ilMl II � II II Clearlyidentify iy , I members, ��II } i. Show mechanical posts/columns, s� headers,I equipment 9 RI water� beams, joists, and trusses. heaters on %8 -inch platformi "" k r ` placed garage #r.##.. Clearly each with direct access to #a. rsize,fR ! 1 # z 4. identify floor -to -floor tie, J1 ME mechanical connectors, • I identifys s R hangers, identify beam to post l la V, l II I ISI � E mechanical # C # ,# . II l ,i : Provide M— 5up{ II II M OVIIOV /llIQ�1IIl �1 approved detail #u gas MIII IIIIII�I 1� , beam to # piping , r: , dr.. # • d:•. # #aa t 1 ## ## 111011 I�.I R fi } connections. ti. Providekitchen9 Cpl ; : l�I typical pu lu I i�� I pn ��i f� .w # � � . vented direct to pp beam, i II III I� I # girder ♦�1 connections. • P , P 7. Truss design IIN WI drawing I�IIII.. III� � III 78% oProvidevIII Iq minimm I I 9 I required, r later 1 el ! ji rough frame inspection per Utilizationfor I weatherized gas heating ` w �`lll; �.. IIIA A1111°.II V�1IO ht `t#rNIINon- liR !# line RblockiR+braced/shearists, rafters # minimum k } s#5 R pat 21 9. Framing detailsl" ; types # framing members, Ily VII IIKIVI1NwVlj l sses flat #sloped, I1 (IldpP101 �Il II j�' ���� � I� � I �y EER R (Seasonal Outside each separate sleeping areaIII in the immediate vicinity of the bedrooms. 3. On each additional story of the dwelling, including basements and habitable attics but not including crawl spaces and uninhabitable attics. In with split levels and without an intervening 7 shall sufficefor the adjacent lower level provided that the lower level is less than one full story below the upper TEfficiency Ratio) for air conditioning equipment. Compliance shall be IT ((T.N4- 0' 7. Provide HVAC 7 2. Comply with insulatiorr= equipment sizing equipment (T.Nixo2.x.i.) calculations. calculations. 3. C0mPIY with Compliant Heating Heating and cooling .qui equipment shall be sized in accordance accordance with ACOA Me' Manual S based on building loacli,c4lculated in load accordance with ACOA Manual J or other approved '610atibb methodologies. fttzo .6) 8. Duct systems serving heating, cooling and IINJ ventilation equipment shall be installed in accordance with the provisions of this section and ACOA Ma 13 ual S: R_or other approve methods. (Mi6o%.t) 9. Show supply anti return air ducts and registers. (IBC io .2.x amend.) io. Supply and return ducts shall be insulated to a minimum R-8. Ducts in floor trusses shall be insulated to minimum R-6. (Nix SIA Compliant -Wo—n7— Compliant 3.. Provide a complete Electrical Plan OBC 107,2). 2. Provide fully noted plan showing, all required receptacles, light fixtures, switches, exhaust fans, smoke detectors, service panels and sub -panels. (E o E i), 3. Provide notes and symbols legend. 4. Show and label all required GFCl and WP/GFCl receptacles. (E39oi.2, E 2 E o ). V S. Show and label all required AFCI circuits. (E 02M). W 6, In areas specified in Section E39o3,.3,,125-v0It, 1,5- and 20 -ampere receptacles shall be listed tamper-resistant 7. Provide minimum 75% high efficacy lamps. M,6 ELECTRICAL PLANS: 8. Show and label all WP/DP lighting fixtures as SUITABLE FOR WET OR DAMP LOCATIONS atcordin I - (E oox. 9. Show and label all smoke alarms. Smoke alarms shall be installed in the following locations. In each s ee in Outside each separate sleeping areaIII in the immediate vicinity of the bedrooms. 3. On each additional story of the dwelling, including basements and habitable attics but not including crawl spaces and uninhabitable attics. In with split levels and without an intervening 7 shall sufficefor the adjacent lower level provided that the lower level is less than one full story below the upper i. Provide a single fine gas - piping diagram; include all Compliance shall be gas burning appliances and 0' BTUs of each appliance, 2. Comply with insulatiorr= show pipe lengths and (T.Nixo2.x.i.) sizes from gas meter to 3. C0mPIY with Compliant each branch line and to each a liante. (QoV. 2. shMyVMI ow type of' IVil gas pipiiN ng. (G2414) 3. Do place gas piping II I IInot under slab, (G2435.14) 4. Provide approved detaiu I l for IIpiping to kufIJ�itchen island gas cookIU�top. 5. Provide muqrl m R-3 insulation to hot water J" pipes. 1, 6. Show all dSII r rainag111111 M elsewer piping materials. (Tables P-4002.2) Ia ow res. ! 9 0 f2 -V 8. Provide roof drains and over-flow/scuppers. 9. Storage -tank type ll�water heaters shall be installed with a drain pan and drain Line M " ',rc Compliance shall be demonstrated by a passing 0' 2. Comply with insulatiorr= requirements. (T.Nixo2.x.i.) 3. C0mPIY with Compliant fenestration requirements. " ',rc 0' Compliant Pion - Compliant 4. Atleast one thenno t shall be provided for each separate heating and o�..,. coolin em. (Ns1a .1) 5, A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamins or a minimum of 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lam s.. (N11a «1). 6. Recessed luminaires installed in the building thermal } envelope shall be stated to limit air leakage between �t conditioned and unconditioned spaces. All recessed luminaires shall be ICG rated and labeled as having an air leakage rate not t, more than a.o rho... All recessed luminaires shall be stated with a gasket or caulk tl between the housing and the interior i wall or ceiling covering, (Nxxoz..4), 7. The building shall be r provided with ventilation that meets the requirements of Section MI 507 ar with dither approved means of ventilation, Outdoor air intakes and exhausts shall have automatic s or gravity dampers that close when the ventilation system is not operating, (N11o3.5). ENERGY REQUIREMENTS N/A Compliant Nan- : Compliant building or dwelling all be tested and as having an air e rate of not ing 5 air changes peresting shall beted with a blower a pressure of o.2 inches w.g. (5o Pascal's). Testing shall be conducted by an approved third party, (BPI or RESNET certified). lZ A written report of the results of the test shall be signed by the party UJ conducting the test and provided to the building lX official. Testing shall be LLI performed at anytime after W creation of all penetrations of the building thermal envelo e, (Nt1a2. .1.2). g. Ducts, air handlers, and (A filter boxes shall be sealed. W Saints and seams shall comply " h Section l7 M 1,6o1.4A. Provide Duct W tightness testing Z conducted by an approved LU third party testing agency W (BPI or RESNET certified) tX and the signed written results Shall be Submitted to the Code Official prior to, the Building Final. (Nz=3.2;2). Duct tightness , shall be verified by either of� the following: a. Post -construction test:. Total leakage shall be less than or equal to 4 chn per loo square feet of conditioned floor area when tested at a pressure differential of o.1 inches w.g. (25 Pa) across the entire System, including the manufacturer's air handler enclosure. All register boots } shall be taped or otherwise sealed during the test, �t M16o%.4 b. Rough -in test: ictal leakage shall be less than or equal to 4 cftn per too ft2 of t, conditioned floor area when tested at a pressure differential ofa..s inches tl w.. (25 Pa) across the system, including the manufacturer's air handler enclosure. All registers shall r be taped or otherwise sealed during the test; If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm per loo square feet of conditioned floor area. Nlla .2.2 1o. Supply and return ducts shall be insulated to a minimum -8. Ducts in floor trusses shall be insulated to minimum R-. (N1so .2.1), 11. provide Minimum R-3 insulation on hat water i s. (N110 . ). 12. Circulating hot water systems shall be provided when the length of hat water piping or tubing from the source of hat water to lZ the furthest fixture exceeds 21 feet for a U inch line, 32 feet for a 5/8 inch line, 43 UJ feet for a 1h inch line and 5o feet for a 3/8 or less inch lX line. When the hot water LLI distribution system W contains more than one pipe or tube size, the largest size shall be used for determining the maximum allowable length before a circulating hat water system is required. The circulating system shall be equipped with an automatic or readily accessible manual on switch and a temperature sor activated shut-off ? t can automatically turn he hot-water ulating pump when the temperature is reached. the purpose of this ion, the sourceof hest er shall e considered a ter heater, boiler, lation loop piping, distribution manifold or heat-traced piping. PAGE 1 OF 2 SURVEYING LAND CONSULTANTS, P,0. BOX 2016, CO 80107 303-519-70151FAX 303-940-4927 IMPROVEMENT LOCATION CERTIFICATE A TTEN; ARTHUR VASQUE JOB NO, 15-0356 ATE 0613x1 1a FEE, $ 1000.00 CLIENT ADDRESS: 3900 HOYT STREET LEGAL DES RIP77ON (PER CLIENT) Parcel Aa That part of the East 11.2 West 112 Southeast 114 Southwest 114 of Section 22, Township 3 South, Range 69 West of the 6th P.M., described as follows: Commencing at a point 250 feet South of the Northwest corner of the North 4110ths of the East 112 West 112 Southeast 114 Southwest 114 of said Section 22,° Thence South to the Southwest coater of the Said North 4110ths of the East 112 West 112 Southeast 114 Southwest 114 of said Section 22; Thence East to the midpoint between the southwest corner and the Southeast corner of the North 4 `10ths of the East 112 West 112 Southeast 114 Southwest 114 of said Section 22, Thence North 3078 feet, Thence Southwesterly 16'7.7 feet, more or less, to the point of beginning, EXCEPT right of way described in Book 1023 at Parte 304, County of Jefferson, State of Colorado. EXCEPTParcel 8: Lot 10, Wildwood Subdivision, . described Beginning ►10, Thence Northwesterly along the Easterly line of said Lot 10, 185 feet; Thence Southwesterly 180.75 feet more or less, commonto a point on the line • and 10, said subdivision, 185 feet Northwesterly from Southeasterlya the line common to said Lots * and 10, 185 feet to the front comer of said!Northeasterly along the front lot line of said Lot 10, a distance of 89.40 feet to the point of beginning, County of Jefferson, State of Colorado. T C t& 2O f oopkOIX0 PP - Cha the basis of ray knowledge, information, and belief, I hereby certify that this improvement location certificate was prepared for that It is not a Land Survey Piot or Improvement Survey Plat and that it is not to be relied upon for the establishment of fence, building, or other future Improvement lines. I further certify that the Improvements on the above described parcel on this date, except utility connections, are entirely within the boundaries of the parcel, except as shown, that there are no encroachments upon the described promises by improvements lning premises, except as indicated, and that there Is no apparent evidence or sign of any easement crossing or bu& rt of sold parcel except as noted. NO CE: A i w you must commence any legal action based upon any defect in this survey within three years after you ti i ver f L In no event may any action based upon any defect In this survey be commenced more than ten yea o tlfscatlon shaven hereon." MOTE § t 4.0 IS DRAW USING PLATTED ANaES OR 1 A S. _ 8 CSS wars. xltoES SHOW 'TO Moor oeass C+0-1 PAGE 2 OF A." SURVEYING "ND CONSULTANTS a LLC P.D. BOX" 2016, CO 80107 303--519-70151FAX 303-940-4927 IMPROVEMENT LOCATION CERTIFICATE ATTEN., ARTHUR VASQUEZ LEGEND: JOB NO, 15—D366 *-� EXISTING FENCE'S DA TE: D6fD,{`2Dt DHE OVERHEAD ELEC ADDRESS: 3900 HOYT STREET FOUND CR ALUM CAP �- FOUND CR (() LEGAL. SCALE 1 "=60' S) SCALED oDITCH CENTERLINE ' U,E. (PLAT) NOTE: PARTS OF FENCE LINES, THAT ARE NOT ACCESSIBLE, HAVE NOT BEEN SHOWN, Z +D ila PART OF LOT 10 MLDWOOD SUB, ' EXCEPTED PDRTLDN —~` (LEGAL.) 'f -`" 16-7.7' cb LOT 9' KILD WOOD SUB C POR 25,2' CONCRETE fro,arm 25.2' 701 ' NOTE: SURFACE IMPROVEMENTS 1 A PHAL7 � C) j MAY BE PARTIALLY DEPICTED DUE" TO CONSTRUCTION DEBRIS. ! I 1 # c ..3�° 7.D' lJ 9( LRICx RETAINING FYALL Lp 7 � BR.. RV . I F"ND ALUM PINICAP I i4 EXCEPTED SOUTHERLY 5 FEET (LEGAL -- BOOK 1023 PACE 304) 16.5.19 SUBSURI"ACE STUDY ME THE PROPOSED ADDITION TO THE RESIDENCE 3900 HOYTSTREET DENVER, COLORADO Prepared for: Keith Gallegos 4433 Tennyson Street Denver, Colorado 80212 Holfingswoilh Associates, Im Gec)technical&Environinenatal En,ginect,-, '2875 W, Oxford Ave, 117 Sheridan, Colorado 80110 303-781-51881fax 303-781-5224 TABLE OF CONTENTS PURPOSE AND SCOPE OF WORK I PROPOSED CONST RUC" FION I SITE CONDITIONS 2 FIELD EXPLORATION 2 LABORATORY TESTING 2 SUBSURFACE CONDITIONS 3 FOUNDA TION RECOMMENDATIONS 3 FLOOR SLABS 5 FOUNDATION WALLS 5 WATER SOLUBLE SULFATES 6 UNDERDRAIN SYSTEM 6 SURFACE DRAINAGE 7 LIMITATIONS 7 fial—req Fig. I – Location of Exploratory Boring Fi& 2– Log of Exploratory Boring, Legend and Notes Fig. 3 -- Gradation Test Results Fig. 4 – Swell-Consolidation 'fest Results Table I -- Summary of Laboratory Test Results PURPOSE AND SCOPE OF WORK This report presents the result,% of a subsurface study for the proposed addition to the residence located at 3900 floyt Street in Denver, Colorado. The subsurface study was conducted for the purpose of developing foundation recommendations. The project si SITE'. CONDITIONS At the time of our field investigation, the site had an existing two-story home on a full basement. The site had a grass cover with large trees. The site sloped down in all directions. FIELD EXPLOR,KrION The field exploration for the project was conducted on March 3, 2015, One exploratory boring was drilled at the location shown on Fig, I to explore the subsurface conditions, The location of the exploratory boring was determined by Hollingsworth Associates personnel based on site access conditions, The boring, was advanced through the soils with a 3 -inch, diameter band auger. The boring was logged by a project engineer. Samples of the subsurface materials were taken with at 2 -inch I.D.spoon sampler, Depths at which the samples were taken are shown on the Log of Exploratory Boring, Legend and Measurement of the water level was made in the boring by lowering an M-seope into the open hole shortly after completion of drilling, LABORATORY TESIING The siunples obtain edfirom the exploratory boring were examined and visually classified in the laboratory ley the project engineer. Laboratory testing included standard pniperty tests, such as natural, moisture content (ASTM D-2216), grain sive analysis (ASTM D-422) and liquid and plastic limits (ASTM D-4318). Swell -consolidation tests (similar to ASTM D-2435) were conducted on two samples of the weathered bedrock to determine the compressibility or swell characteristics N under loading when submerged in water. The percentage of water soluble sulfates was deten-nints:1 in general accordance with "Standard Methods for the Exaurin ation of Water and Wastewater, 15"' c4,'*, for rare sari of the upper soils and one sample of the weathered claystone/sandstone. Results of the laboratory testing are shown on Figs. 3 and 4 and summarized in Table 1, The laboratory testing was conducted in gentail accordance with applicable ASTM standards,, SUBSURFALCE CONDITIONS The subsurface conditions at the site, as indicated by exploratory boring B- 1, consisted of 12 inches of topsoil and 2 'feet of stiff sandy clay overlying flim to medium hard weathered claystone/sandstone for the depth drilled, 10 feet. No tee water was, encountered in the exploratory boring at the time of drilling, Gradations of typical samples of the weathered claystone are shown on Fi& 3. The weathered claystone/sandstone possesses a low swell potential with a percent swell ranging born 1.2% to 1.6% and an uplift pressure ranging from 900 pst' to 2,000 when wetted under constant load as indicated by the swell -consolidation test results shown on Fig. 4. The laboratory test results are summarized in Table 1, FOUNDATION RECOMMENDATIONS Considering, the subsurface conditions encountered in the exploratory baring and the nature of the proposed construction, we reconu-nend the addition be founded on spread footings hearing on undisturbed natural soils. The design and construction criteria presented below should be observed for a spread footing foundation system. The construction details should be considered when preparing H prqiect documents, (1) Footings bearing on the undisturbed natural soils should be, designed fZ)r an allowable soil bearing pressure of 3,500 psf The footings should also be designed for a minimum dead load pressurc of 1,000 psf (2) Based on one-dimensional consolidation theory, we estimate total settle rnentibr fbotings designed and constructed as discussed in this scTtJon will he approximately I inch. Differential settlements across the addition are estimated to be approximately V2 inch. (3) Exterior footings and footingsbene ath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 36 inches below die exterior grade is typically used in this area. (4) The lateral resistance of a spread footing bearing on undisturbed natural soils will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.40, Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit Weight of 200 pct. The coefficient of friction and passive pressure values recommended above assume mobilization of the ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case, of passive resistance. (5) Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 12 feet. (6) Areas of loose material encountered within the foundation excavation should be removed M and the footings extended to adequate natural bearing material. As an alternate, the loose material may be removed and r(Zplacend with non-espansive fill material compacted to 1.00% of doe, maximurn standard Proctor (ASTM D -69,S) density within 2 percentage points of the optitnurn moisture content. New fill should extend down from the edges of the footings at a I horizontal to I vertical projection. (7) A representativc of the soil engineer should observe all footing excavations prior to concrete placement. FLOOR SLABS The undisturbed natural soils below the topsoil are suitable to support lightly to moderately loaded slab -on -grade construction. To reduce the effects of some diffierential movement, floor slabs should be separated trout all hearing walls and columns with expansion joints which allow unrestrain colvertical movement. Floor stab control joints should be used to reduce damage due to shrinkage cracking, We suggest joints be provided on the order of 15 feet on center. 'Ilie requirements for slab r6aforcoment should be established by the designer based on experience and the intended slab use. FOUNDATION WALLS Foundation walls which are laterally supported and can be expected to undergo only a moderate amount of deflection should he desiped for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 50 pcf for backfillo-,onsisting of the on-site soils. All foundation should be designal fbr appropriate hydrostatic pressures. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. a The buildup of water behind as wall or an upward sloping, backfill surface Nvill increase the lateral pressure imposed on a foundation wall. The lateral resistance of fotmdation, well tings placed on undisturbed natural soils will be as combination of the sliding resistance of the looting on the foundation materials and passive eartir pressure against the side refills footing, Resistance to sliding at the bottoms of the footings can be calculated based on as coefficient of triction of 0.4. Passive pressure against the sides of the footings can be calculated an equivalent fluid unit weight of 200 pef The coefficient of friction and passive pressure values reconuttended above assurne niobili7Ation of the ultimate stail strength. Suitable factors of safety should be included in the design to limit the strain which will occur tit the ultimate strength, particularly in the case of passive resistane. Compacted fill placed against thesides of thefootings to resist lateral loads should be as non - expansive material. Fill should be placed and compiacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. WATER SOLUBLESUI.XATES Tim concentration of water soluble sulfates measured in a sample obtained fforn the exploratory boring was 0.02%. This concentration of water soluble sulfates represents as negligible degree of sulfate attack on concrete exposed to these materials, The degree of attack is basmi on a range of negligible, , positive,, severe, and very severe ass presented in the U.S. Bureau of Reclamation Concrete Manual, Based on this information, we believe special sulfate resistant cement will not be required for concrete exposed to the on-site soils. M SLJRFA(','E DRAINAGE The llowing drainage precautions should be observed during construction and maintained at all times after the addition has been completed. (1) Excessive wetting or drying of the foundation excavations and undcrslab areas should be avoided during construction. (2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the vara ximurn standard Proctor density in pavernent areas and to at least 90% of the maximum standard Proctor density in landscape areas. (3) 'rho ground surface surrounding the exterior of the addition should be sloped to drain away from the foundation in all directions. We recommend a minitnum slope of 6 it in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in MMM� (4) Roof downspouts and drains should discharge well beyond the limits of all backfill. LIMITATIONS This report has been prepared in accordance with generally accepted soil and foundation engineering practices in thisarea, for use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory boring drilled at, the location on the exploratory boring plan and the proposed type of construction. The nature and extent of subsurface variations, across the site may not become evident until excavation is performed. If during construction, fill, soil, rock, or water conditions appear to be clic rent frorn those described herein, this office should be advised at once so H reevaluation of the recommendations may be made. We recommend on-site observation of excavations and foundation beanng strata, by a represect tatie of the soil engineer. Reviewed by: TRH Attachments 9M B-1 —Exploratory boring Location of Exploratory Boring FFig. I LEGEND I I I -NOTES Clay (CL), sandy, stiff, brown, moist. Weathered claystone/ sandstone, interlayered and inter ed, firm to rnediuni hard, gray, moist. Drive sainple, 2 -inch LD., California liner sample. L Ibe exploratory boring was drilled on Match 3, 2015, with a 3 -inch diameter hand auger. 2. The exploratory boring was, located in the field by FIA personnel based on site access conditions. 3. Log is drawn to depth. 4. The lines between materials shown in the boring represent the approximate, boundary between material types and the transition may be gradual. 5, No free water was encountered in the exploratory boring at, the, tinic of dtilling. IHA 15-91 4,'n AGE Engiwn, I Log of Exploratory Boring, Legend and Notes I Fig. 2 GRAVEL 0 % SAND 49 % LIQUID LIMIT 59 % SAMPLE OF Weathered claystone/sandstone NYO1tO4@EATAANA1 VWS SILITAND CLAY 5 1 % PLASTICITY INDEX 30 % FROM Boring B- I lit 3'-0'* GRAVEL 0% SAND 29 % SILT AND CLAY 71 % UQUID LIMIT 75 % PLASTICITY INDEX 48 % SAMPLE OF Weathered claystone/sandstoric FROM Boring B-1 at 61-0" . .. .. . ....Fig. 3 f,,.,•,w•p•µ•,•tl.N»G.p• Gradation Test Results 1tYDR(:A4fJFR ANALYSIS MLVf-,AKALYSVS CIAAA .$IAO 1*T NNGS 7W T 4 A� j 71 771 -I, J, 41 J, T J, 7 .. ... .. . .... . ... . ......... . ... . .. �7 X, . .. .... ......... .... . . ...... ....... . .. j �J 4 GRAVEL 0 % SAND 49 % LIQUID LIMIT 59 % SAMPLE OF Weathered claystone/sandstone NYO1tO4@EATAANA1 VWS SILITAND CLAY 5 1 % PLASTICITY INDEX 30 % FROM Boring B- I lit 3'-0'* GRAVEL 0% SAND 29 % SILT AND CLAY 71 % UQUID LIMIT 75 % PLASTICITY INDEX 48 % SAMPLE OF Weathered claystone/sandstoric FROM Boring B-1 at 61-0" . .. .. . ....Fig. 3 f,,.,•,w•p•µ•,•tl.N»G.p• Gradation Test Results tri 19 art i t lttw t 3 O Ixf Sample of', Wvatlrrtd chty:stondsrrndslon Frool, Boring B-1 at YV Exj jundc s tt at . tt c tat"I %vel .tip, Moisttrre Cont nt = .34,0% Dry Unit welght;- 72 tt pof Sample of Weathcred claystorkchsa rtlstsaw From: Boring B.I at 6'-0' E rtm im to id, ti rtstant, pT--T— APPLIF' it itt _w i S?47tti0.ts4i0{k#3d m4i3C8 rig —on ..1,...,...� ^^ ftp%$$;k,�Cd}�.y=SEt bRb EEC58kA!$a".3idt4t i,#A¢,g4§U:.k"t •,.•M S(v_�.{A WA /r $ t �.y4f Results T F------s-c-11—q .. ig. 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Z mro :1 U:j m � x 0 x W m m I m I to :r i5 gf�- o q 9 z Wo 0 0 C3 to P S" U- Qcl tno o WW -j W E O;Et 0= V FN Z mro :1 U:j 666 co 00 c 00 co Q:E to CO m I m I Property Organization HERS Now Arthur Vasquez GreenSpot Energy ft Sustainabit ProjectedWorstCase - 3900 Hoyt St. 303.394.0808 2016-8-11 GreenSpot Denver, CO 80033-4200 Melissa Baldridge Rating No:GSES - DDG__No. 1 For Your Home Weather:Denver, CO Builder RaterID:8653228 3900 Hoyt St. Denver Development Group, LLC Registry ID: GSES - HERS_DenverDev_3900 Hoyt St., Denver, CO.btg Building Information Conditioned Area (sq ft) 6191 Conditioned Volume (cubic ft) 73021 Insulated Shell, Area (sq ft) 12275 The building assemblies and the energy features listed below have been modeled to demonstrate compliance with the IECC utilizing the Simulated Performance Path. At times the energy features listed below will change in the field from what has been input in the analysis. GreenSpot Energy ft Sustainabit's field inspection process wilt identify any changes to ensure that the home continues to meet the intent of the IECC. Reports and certificates wilt be furnished before CO to ensure that the house is the intent of the IECC. Ceilings I Vaulted: R-49 7.5" SprayFom 1* (497 s,f.) R-0.0 continuous insulation, R-49.0 cavity insulation. Name: EAST -Facing Vault Insulation Grade: 1 11 111 Face /inset Comments/ Location 2. Vaulted: R-49 7.5" SprayForn 1* (280 sf.) R-0.0 continuous insulation, R-49.0 cavity insulation. Name: WEST -Facing Vault Insulation Grade: I It III Face / Inset Comments /Location 3. Vaulted: R-49 7.5" SprayForn 1* (2219 s.f.) R-0.0 continuous insulation, R-49.0 cavity insulation. Name: FLAT Roof Throughou Insulation Grade: I it III Face /Inset Above -Grade Walls I. Wall: R-28 16oc 1, Steel" (3928 s,f.), Between conditioned space and ambient R-5,0 continuous insulation, R-23.0 cavity insulation. Name: in AGwatt Insulation Grade: 1 11 fit Face / Inset Comments/Location REWRate - Residential Energy Analysis and Rating Software v14.6.4 0 1985-2016 Noresco, Boulder, Colorado. 0 Energy Code� 145pection C'*,hecklist Property Organization HERS Arthur VasOei GreenSpot Energy ft Sustainabit Pr jectedworstcase 03 3900 Hoyt St. 303.394.0808 2016-8-11 Denver, CO k6i-4200 Melissa Batdridge Rating No-GSES - DDG—No. 1 Weather:Denver, CO Builder RaterID:8653228 3900 Hoyt St. Denver Development Group, LLC Registry ID - Above -Grade Walls 2. Wait: R-23 16oc 1, Steel*** (57 s.f.), Between conditioned space and attic R-5,0 continuous insulation, R-23.0 cavity insulation, Name: Attic Kneewatts Insulation Grade: I It III Face /inset Comments/ Location 3. Watt: R-28 16oc 1, Steel" (57 sf.), Between conditioned space and ambient R-5.0 continuous insulation, R-23.0 cavity insulation. Name: Cathedral Gable Insulation Grade: I if III Face /Inset Comments/ Location I •• i I # . t # I Window -to -Wall Area Ratio: 0.25 1. Window: U-0.28, SHGC 0.28 (45 s.f., West), U -Value: 0.280, SHGC: 0.280 For windows without labeled U -factors, describe features: Name: BASE Egress x4 Orientation: West Comments/Location 2. Window: U-0.28, SHGC 0.28 (48 s.f., East), U -Value: 0.280, SHGC: 0,280 For windows without labeled LI -factors, describe features: Name: 1st BACK Kitchen x3 Orientation: East Comments/ Location 3. Window, U-0.28, SHGC 0.28 (40 s.f., South), U -Value; 0.280, SHGC: 0.280 For windows without labeled U -factors, describe features: Name: 1st RIGHT KitchStid Orientation: South Comments /Location 4- Window: U-0.28, SHGC 0.28 (40 s.f., North), U -Value: 0.280, SHGC: 0.280 For windows without labeled U -factors, describe features: Name: 1st LEFT MstrBdroom Orientation: North Comments/ Location REM/Rate - Residential Energy Analysis and Rating Software 04.6.4 This information does not constitute any warranty of energy cost or savings. 0 1985-2016 Noresco, Boulder, Colorado. Page 2 of 9 EneW Code Inspection Chei;"st Property Organization HERS Arthur Vas4* GreenSpotr Sustainabit ProjectedworstCase 3900 Hoyt St. 303.394.0808 2016-8-11 Denver, CO i663-4200 Melissa Baldridge Rating No:GSES - DDG -No - I...: , i 3900 Hoyt St. Denver Development Group, LLC Registry ID: GSES - HERS_DenverDev_3900 Hoyt St., Denver, CO.btg Windows and Skylights [ 5. Window. U-0.28, SHGC 0.28 (141 s.f., East), U-Vatue-, 0.280, SHGC: 0.280 For windows without labeled U -factors, describe features: Name-, 1st BACK Diana Watt Orientation: East 6. Window; -0.28, SHGC 0.28 (15 s.f., North), U -Value-, 0.280, SHGC: 0.280 For windows without labeled U -factors, describe features. Name: 1st LEFT Master Fix Orientation: North 7. Window; U-0.28, SHGC 0.28 (51 s.f., East), U -Value: 0.280, SHGC: 0.280 For windows without labeled -factors, describe features. Name: 1st BACK Master x6 Orientation. East Comments/ Location 8. Window: U-0.28, SHGC 0.28 (30 s.f., South), U-Vatue: 0.280, SHGC: 0.280 For windows without labeled U -factors, describe features: Name. 1st RIGHT Cleres x8 Orientation. South Comments! Location } 9. Window; U-13.28, SHGC 0.28 (64 s.f., South), U -Value. 0,280, SHGC: 0.280 For windows without labeled U -factors,_ describe features. Name: 1st RIGHT GRm x3 Hi Orientation: South Comments/ Location I ] 10. Window: U-0.28, SHGC 0.28 (51 s.f., West), U-Vatue: 0.280, SHGC. 0.280 For windows without labeled U -factors, describe features. Name-, 1st FRONT` GRm x6 Orientation, West Comments/ Location REWRate - Residential Energy Analysis and Rating Software This information does notf or Property Organization HERS Arthur Vasquez GreenSpot Energy Et'Sustainabit ProjectedWorstCase 3900 Hoyt St. 303.394.0808 2016-8-11 Denver, CO 80033.4200 melissa Saldridge Rating 'No:GSES - DD -�No.. 1 Weather: Denver, CO Builder Rater lD:865328 3900 Hoyt St. Denver Development Group, LLC Registry ID: GEES - HERS_DenverDev_3900 Hoyt St., Denver, CO,btg Windows and Skylights [ 1 11. Window: U-0.28, SHGC 0.28 (73 s.f., West), U -Value: 0.280, SHGC: 0.280 For windows without labeled U -factors, describe features: Name: 1 st FRONT Entry Orientation:West I 12. Window: U-0.28, SHGC 0.28 (141 s.f., West), U-Vatue. 0.280, SHGC: 0.280 For windows without labeted U -factors, describe features: Name: 1st FRONT Nana Orientation: West Comments/ Location [ } 13. Window: U-0.28, SHGC 0.28 (52 s.f., West), U -Value: 0.280, SHGC: 0,280 For windows without labeled U -factors, describe features: Name: 1st FRONT NW Bed x6 Orientation: West Comments/ Location j 14. Window: U-0.28, SHGC 0.28 (60 s.f., North), U -Value: 0.280, SHGC: 0.280 For windows without labeled LI -factors, ' describe features: Name: 1 st LEFT Beds x4x2 Orientation: North Comments/ Location [ 1 15. Window: U-0.28: SHGC 0.28 (8 s.f., North), U-Vatue: 0;280, SHGC: 0.280 For windows without labeled U -factors, describe features: Name: 1 st LEFT Bathrm x2 Orientation: North Comments /Location [ ] 16. Window. U-0.28, SHGC 0.28 (11 s.f., North), U -Value: 0.280, SHGC. 0.280 For windows without labeled U -factors, describe' features: Name: 1st LEFT Kitchen x3 Orientation: North informationREM/Rate - Residential Energy Analysis and Rating Software 04 ' 6.4 This does notconstitute For " Home Enerav Code Inspection Checktist Property Organization HERS Arthur f S •M A; .. .y.ProjectedWorstCase 39(JO k303.394.0808 2016-8-11 Denver, CO 80033-4i66 Melissa Batdridge Rating No-GSES - DDG—No. Weather: Denver, CO r ater 3900 Hoyt St, Denver Development Group, LLC Registry ID: GSES - HERS EienverDev 39C Hoyt St., Denver, CO>bl Windows and Skylights 17, Window: U-0.28, SHGC 0.28 (45 s.f,, East), U -Value: 0:280, SHGC: 0.280 For windows without labeled U -factors, describe features: Naive: 2nd BACK Vault x2 Orientation: East 18, Window: U-0.28, SHGC 0.28 (8 s.f., South), U -Value: 0.280, SHGC: 0.280 For windows without labeled U -factors, describe features: Marne: 2nd RIGHT Vault x2 Orientation: South E ] 19. Window: U-0.28, SHGC 0.28 7 s.f., West), U -Value: 0.280, SHGC: 0.280 For windows without labeled U -factors, describe; features: Name: 2nd FRONT OffStides Orientation: West 20. Window: U-0..28, SHGC 0.28 (11 s.f., North), U -Value: 0.280, SHGC: 0..280 For windows without labeled U -factors, describe features: Name: 2nd LEFT Clere x3 Orientation: North Comments/ Location ] 21. Window: U-0.28, SHGC 0.28 (20 s.f., South), U -Value: 0.280, SHGC: 0.280 For windows without labeled U -factors, describe features: Name: 2nd RIGHT VttPotyRo Orientation: South Comments/ Location 22» Window: U"0x28, SHGC 0.28 (20 s.f., North), U -Value: 0.280, SHGC: 0.280 For windows without labeled U -factors, describe features: Name: 2nd LEFT VttPolyo Orientation:. North Comments/ Location REM/Rate - Residential This information kk:.... not constitute any warrantyof p.. cost or . s. AT f Property Organization HERS Arthur Vasquez GreenSpot Energy & Sustainabil ProjectedWorstCas 3900 Hoyt St. 303.394.0808 2016.8-11 Denver, CO 80033-4200 Melissa BatdridgeRating No.GSES"- DDG -No. 1 Weather:Denver, CO Builder Rater ID:865328 3900 Hoyt St. Denver Development Croup, LLC Registry ID: LSCS- HFRS_DenverDev_3900 Hoyt St., Denver, CO.big Windows and Skylights ] 1. Skylight,. U-0,30, SHGC 0:30** (30 s.f.), U -Value. 0.300, SHG 0.300 For skylights without labeled U -factors; describe features: Name:. RIGHT BathLites x2 Orientation; South i ] 2. Skylight: U-0.30, SHGC0.30** (61 s.f.) U-Vatue: 0.300, SHGC. 0.300 For skylights without labeled U -factors, describe features: Name; RIGHT MstrBedBath Orientation: South Comments/ Location (] 3. Skylight: U-0.30, SHGC 0.30** (314 s.f.), U -Value: 0.300, SHGC: 0.300 For skylights without labeled U -factors; describe' features: Name: Light Tubes x10 Orientation: South Comments/Location Doors [ l 1. Door: 1-314 Wd solid core (7 s.f.), R-Vatue 2..1 Comments/ Location Frame Floors 1. Floor;. U insutated (674 s.f.), Between conditioned spate and another (adiabatic) R-0.0 continuous insulation, R-0.0 cavity insulation. Name: 1st CFA->Cond Crawl Insulation Grade. I It III Face t Inset Comments/ Location Stab Floors [ ] 1. Stab: R-10 SubStab Et Perim (1744 s.f.) R-10.0 perimeter insulation, R-10.0 under stab insulation. Name. Heated Bsmnt Insulation Grade: I It III Face f Inset REM/Rate - Residential Energy Analysis and Rating Software 04.6.4 This information does not constitute any warranty of energy cost or savings. 0 1985-2016 Noresco, Boulder, Colorado. Page 6 of 9 Energy Code Inspection Checklist Property Organization HERS Arthur Vasquez GreenSpot Energy & Sustainabil Project dWorstCase, 3900 Hoyt St. 303.394.0808 2016--11 Deriver, CO 80033-4200 Melissa Batdridge Rating bio:GSES - DDG—No. 1 Weather:Denver, CO Builder Rater ID.8653228 3901 Hoyt St. Denver Development Group, ,LLC Registry ID: SES - HERS_DenverDev_3900 Hoyt St., Denver, CO.blg Ms a s C 1 2. Stab: Uninsulated (674 s.f.) R-0.0 perimeter insulation, R-0.0 under stab insulation. Name: Cond Crawt Insulation Grade: I It 111 Face /inset Comments/Location WWI 1. Wall: R-19 Draped, Fult (10116 s.f. ), Between conditioned space and ambient/ground R-19.0 interior continuous insulation, R-01.01 interior cavity insulation, R-0.0 exterior insulation. Name: CFA BASE ->EXT Insulation Grade:. I If III Face / Inset Comments/Location j 2. Walt: Uninsulated* (888 s.f.), Between conditioned space and enclosed crawt space/ground R-0.0 interior continuous insulation, R-0.0 interior cavity insulation, R•0.0 exterior insulation. Name: CFA BASE -Crawl Insulation Grade: I it III Face /inset Comments/Location [ ] 3. Wall: R-19 Draped, Oft (405 s.f.), Between conditioned crawl space and ambient/ground R-19.0 interior continuous insulation, R-0.0 interior cavity insulation, R-0.0 exterior insulation: Name: CFA Crawt-EXT Insulation Grade: I If III Face /inset Comments/Location [ ] 1. Joist: Rim -> E (259 s.f.), Between conditioned space and ambient R-5.0 continuous insulation, R-30.0 cavity insulation. Name: Rim - EXT insulation Grade: 1 11 111 Face / Inset Comments/ Location [ ] 2. Joist. Band -> EXT (253 s.f,), Between conditioned space and ambient R-5.0 continuous insulation, 8-30.0 cavity insulation. Name: Band -> EXT Insulation Grade: I it III Face / Inset 1985-2016 Noresco, Boulder, Colorado. Property Arthur Vasquez 3900 Hoyt St. Denver, !i VG 00 Weather:Denver, CO *tt Hoyt St. rr. 0r Hoyt St., Denver, ♦. ,.11111111111111111111 11111111111111111111111 111 1111111111110 111!1�1 Organization HERS GreenSpot Energy ft Sustainabit ProjectedWorstCa e 303.394.0808 2016-8-11 Melissa Batdridge Rating No:GSE DDG–No. 1 Builder Rater ID:86532 8 Denver Development Group„ LLC Registry III Mechanical Equipment C 1. Cooling: Air conditioner, Electric, 16.0 SEER, Make and Model Number C ] 2. Heating, uet-fired air distribution, Natural gas, 96.0 AFUE. Make and Model Number C ] 3. Water Heating: Conventional, Natural gas, 0.40 111 50.0 Gat. ForYcRo Home Make and Model Plumber Mechanical Ventilation System C 1 Mechanical ventilation system rated for, and capable of, providing continuous ventilation. System shalt include automatic timing controls. System type: Balanced, 61.0` Sensible Efficiency, 0.0% Total Efficiency, 90 cfi, 24.0 111 106.0 watts. System description(make) Air Leakage Control C Blower Door "fest at Final C Nouse is air -seated so as to achieve 3.00 ACH50 or less at final blower door test. (MaxCFM50 is: 3651) C ] Visual inspection at rough for mandatory code air barrier and insulation features. InfiltrationRequirements for fi• IECC Infiltration limit for the design home is 7 A 0. 2012 IECC Infiltration limit for the design home is 3 ACN50. Duct Leakage and Insulation C Duct System 1 Leakage to Outside and Total Duet Leakage C Duct System 1 Total Duct Leakage is specified in REM/Rate at 0.010 CFM @ 25 Pascals Duct Leakage Code Requirements for IECC 2009 IECC Postconstruction Leakage Test; Duct Leakage to Outdoors <= 8 CFM25 f 1130 sq ft CFA. 2009 IECC Rough in Test with ANU. Total Duct Leakage — 6 CFM25 1 100 sq ft. CFA, 2009 IECC Rough in Test without ANU: Total Duct Leakage Ka 4 CFM25 f 100 sq ft CFA. REM/Rate - Residential Energy Analysis and Rating Software v14.64 This information does not constitute any warranty of energy 1985-2016 • Boulder, Colorado, Energy Code Inspection Checklist Property 0)rganization HERS ,Arthur Vasquez GreenSpot Energy a Sustainabil ProjectedWorstCase 3900 Hoyt St. 303.394,0808 2016.8-11 Denver, CO 80033-4200 Melissa Batdridge Rating No.GSES - DDG -No. 1 For 4 q/ P} G 1 Weather:Denver, CO Builder Rater ID:865322 3900 Hoyt St. Denver Development Group, LLC Registry ID: GEES- HERS.DenverDev_390 Hoyt St., Denver, CO.blg Dint Leakage Code Requirements for IECG 2012 IECC Postconstruction leakage Test: Total Duct Leakage <= 4 CF 1100 sq ft CFA. 2012 IECC Rough in Test with AHl1. Total Duct leakage — 4 CFM25 1100 sq ft CEA. 2012 IEC Rough in Test without AHu: Total Duct Leakage <= 3 CFM25 d 1010 sq ft CFA. Notes energyREWRate - Residential Energy Analysis and Rating Software v14.6.4 This information does not constitute any warranty of Boulder, Home EnerV Rating Certificate Property HERS 40 Arthur Vasquez Rating Type: ProlectedWorstCase Certified Energy Rater: Melissa Batdridge GreenSpisit 3900 Hoyt St. Rating Date: 2016-9-11 Rating Number: GEES - DDG_Not 7 For Your Horne Denver, CO 80033-4200 Registry ID: Projected Rating: Rased on Plans - Field Confirmation Required. Estimated Annual Energy most Use mmatu Cost Percent HERS Index: 58 Efficient Home Comparison: 429 Better Heating 53.1 $834 301, _.. _ __ ...... _...._.. ............. General Information Cooling 31.6 5388 14% ........... .......... _-.,.....__ Conditioned Area 6191 sq. ft. Howse Type Single-family detached Hot Water 4.2 $114 4% Conditioned Volume 73021 cubic ft. Foundation More than one type Lights/Appliances 40.9 $1352 48% Bedrooms 4 Photovottaics •0.0 5.0 .0`t Service Charges $120 4% .. _ . _....... ----- - --------.. ,, __.. _ _, ..,.,.... ............ Total 129.8 $2808 100% Mechanical Systems Features Cooling: Air conditioner, Electric, 16.0 SEER, Heating: Fuel -fired air distribution, Natural gas, %.0 AFUE. Criteria _._.. Water Heating: Conventional, Natural gas, 0.90 EF, 50.0 Gat. iIars horse mets ar exceeds the minimum criteria for the follow ng. Duct leakage to Outside 0.00 CFM25. EPA ENERGY STAR Version 2.5 Home Ventilation System Balanced: H V, 90 cfm, 106.0 watts. ASHRAE Standard 90.2 - 1992 Programmable Thermostat Heat -Yes, Coot -Yes 2009 international Energy Conservation Code 2012 international Energy Conservation Code Building Shell Features 2015 international Energy Conservation code . _ _ m...._. _.. ---- .. . ------ Ceiling Fiat NA Slab R-90,0 Edge, R-10.0 Under Sealed Attic NA Exposed Ftoor NA Vaulted Ceiling R-49.0 Window Type LI -Value: 0.280, SHGC: 0.280 Above Grade Watts R-28,0 Infiltration Rate Htg: 3.00 Cig: 3.00 ACH50 Foundation Watts R-19,0 Method Blower door test Greeri5pot Energy ft Sustainability _ .... ..... .......-...... _ .......,,.,... Melissa Batdridge Sustainaibitity ' Lights and Appliance Features Melissa YourGreenSpot.cocu Percent Interior lighting 100.00 Range/Oven Fuel Naturat gas HERS QA PROVIDER, ENERGY CHECK r ` Percent Garage lighting 700.00 Clothes Dryer Fuel Electric Kathy Moore Refrigerator (kWh/yr) 699 Clothes Dryer EF 3,09 Info EnergyCheck.us Dishwasher (kWh/yr) 260 Ceiling Fan (cf t alt 0,00 C ertig17 Energy Rate . 14�._&44+ REM/Rate - Residential Energy Analysis and Rating software v14.6.4 This information does not constitute any warranty of energy cost or savings, 0 1985-2016 Noresco, Boulder„ Colorado, The Home Energy Rating Standard Disclosure for this home is available from the rating provider.. ANCHOR ENGINEERING, INC. www.anchoreng.com STRUCTURAL UWE Vasquez Residence LOCATED he tr dge, CO February 22, 209 'ROJECT ENGINEERS: Casa Taylor, % _.l,. REVIEWENGINEER: Jahn L ur, F.1. RtNCIPAL ENGINEER: Patrick J. Kery n, P. E: PROJECT NUMBER: 160474 ym„ s . 33765 ' 0# 2535 17" '4r'rtFET, DENVER, CO 80211 #**# 303-783-4797 *### 303-830 9133 FAX V LoadCriteria.......... ...... ............... ...................... ....... .,...,... ___ ......... ............ Pg. 1 VerticalDesign........................................................................ Pg. 4 LateralDesign .............................................................................................. Pg. 69 Columns& Masonry Walls.......................................................................... Pg. 7 Foundationlien...................................................................................... Pg, 9 Miscellaneous.............................................................................................. Pg. 99 2535 17T"' STREET - • • •->rr * 802M r r Load Criteria Anchor Client; ' Project: X00 140 Job Number, t 6 BY: m Date: Page: c TT 60.»; '1 . " ,,s 1. ye� r R Ta'D "1 ,f r V t `. V 1> At Ins ASCE 7 Wind Analysis - 3900 Hoyt - Vasquez Residence Components and Cladding General Information: Wind Speed 135,6 mph, 3 second gust Exposure C Risk Category 11 Mean Roof Height h 20 ft ASCE 7-10 G Part I Eq 30A-1 p = qj, ( GCP - GCP) Eq, 30,3-1 qh = 0.00256 K, Kt Kd V1 Table 30,3-1 Figure 26.8-1 Eqn, 30,3-1 Table 26.11-1 Fig. 30,4-1 Trib. j�rea. (W) 10 20 50 100 200 500 Kjj = 085 EMot wind loads need to be gy�d qt ft -t -op of Kz = 0.90 Lhe e, a* ele tionlllll GC t3 K, 0.0 K�t 1.0 qh 36.0 Psf GCPi = 0.18 GC values below are worst of either windward or leeward. GC t3 W\N+LW (psf) -1,10 -1.40 2,10 _1.04 -130 ZOO 498 -1.15 1.83 -0.93 -1.05 133 -0488 -0.95 1,66 -0,80 -0,80 1.48 M. (W (Psi W\N+LW (psf) 46.1 66.9 76.6 43.9 $3.3 72.0 41.7 47.9 66.9 39.9 44.3 62.3 38.1 40.7 59,7 36.3 35.3 53.3 f r...w.._....�..., w.. A _, ,_ ..�. � _ .... a.,i._.. _ _.._ .em _.i 3 ft tt #i tf Bt I! i "7 I 1 i# IR ti St �� ..... � ..n� .M . � i E 1t sk 1k f! E# ss .P. _ a...._ C9 !t 4I S9 �Y ,i � I iS_,_.�_ ...,.._"f t Load Combination Set ASCE 7«1 Applied LoadsService ..._ loads entered Load Factors will be applied for calculations, Seam self weight calculated and added to loads Load for Span plumber 1 Analysis lethood , Uniform Load: C w 0,07 90, S - 0.030 ksf„ Tributary Width =19.0 It, Post Composite Only Beam Bracing: Beam is Fully Braced against lateral -torsion buckling by attached sl DESIGNS " Load Combination ASCE 7-10 Maximum Sending Stress Ratio 0.321: 1 Maximum Shear Stress Ratio 0,309: 1 Fy : Steel Yield: S O.,*ksi E: Modulus: � � + ' .: ksl wioxas Percent Composite Action 100% Composite Beam Section Data 21.869 k 7010 k Beam is UNSHORED for Concrete Placement TotIat Slab Thickness ti to Concrete fc lrsi Stud Diameter Location of maximum on span Span # where maximum occurs EfferAive Width 54 70 it Concrete Density 14640 On: Staid Capacity d5t91,C# k Metal Deck, .. Rib Height ;.in Top Width Span # where maximum occurs Span # 1 Ribs: Perpendicular Rib Spacing 1 �" n Bun Width Max Downward Composite Deflection 20.670 ft S Applied LoadsService ..._ loads entered Load Factors will be applied for calculations, Seam self weight calculated and added to loads Load for Span plumber 1 Uniform Load: C w 0,07 90, S - 0.030 ksf„ Tributary Width =19.0 It, Post Composite Only DESIGNS " °a Maximum Sending Stress Ratio 0.321: 1 Maximum Shear Stress Ratio 0,309: 1 Section used for this span W10x46 Section used for this span W1006 Percent Composite Action 100% Vu: Applied Vnl t ga : Allowable 21.869 k 7010 k Pre -Composite Composite Mu : Applied 2.403 113.007k -ft Load Combination span 1 Mn 1 O ega : Allowable 136.976 352,030k -ft Location of maximum on span Span # where maximum occurs 20,670 It Span # 1 Load Combination Past Composite ; +D+S Location of maximum on span 10,35ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Pre -Composite 0 026m Max Downward Composite Deflection 0,3791n Max Upward Pre -Composite 0,0000 flax Upward Composite Deflection 0,000 in Pre -Composite Deflection Ratio 9550 Composite Deflection Ratio 654 Shoar,4tudAeqUiraments From Support 1 to 10,34 If use 40 studs. From 10.34 it to Support 2 use 40 studs, Maximum um Forces $tre s fbr`L:oa , ombino� lois ... _ . Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # Mu -Applied MnTr 10mega Va Vii ! Dinega Pre Composite : D + Const L Span L w 20.67 ft 1 0,018 0,007 2.40 13698 0.47 70,70 Pot Com osite ° D ural p y Span L : 20.67 ft 1 01.235 11.226 82.57 852.03 15,98 70,70 Post Composite: +D+L Span L = 20..67 it 1 0,235 0.226 82.57 35203 15,98 7fl.70 Post Composite: +D+Lr 6 of 109 Load Comb & Design Length Max Stress Rates Bending Summary Shear Surrimary.. ... Span # g Vn f a Span L = 271.67 ti 1 x235 0226 w.._w. 82.57 352.03 �., 15.99 _ 70.70 Post Composite: +17+S Span L = 20.67 it 1 0.321 0.309 11101 352.03 21,87 70.70 Post Composite : +D+O350Lr+0,750L Span L = 20.67 it 1 0.235 0.226 82.57 352,03 95.98 70.70 Post Composite : +0+0.754L+0.7505 Span L = 20V ft 1 0.299 0288 105,40 352.03 20,40 70.70 Post Composite : +D+0.60W Span L = 20.67 If 1 0.235 0.226 82,51 352.03 15.98 70.70 Past Co site : +0+0,70E Span L = 24.67 it 1 4.235 0.226 82.57 352:03 1`518 70.70 Post Composite: +0+0,75OLr+0 750L+ Span L = 20:67 it 1 0.235 0126 82,57 352.03 15,98 70.70 Past Composite : +D+0.75OL+(}.750S+0 Span L = 20.67 ft 3 O,M 0,288 105.40 352,03 24.40 7010 Post Composite . +D+0:750L+0,750S+0 Span L = 20,67 It 1 0.299 0,288 105.40 352.03 20.40 7030 Post Composite: +0,84D+0.60W 9,59 70,74 Span L = 2047 it 1 0.141 0.136 49:54 352.03 Post Composite: +0.80D+0,70E Span L ; 20.67 it 1 0.941 0.1367 49.54 352,03 9.59 70.70 Maxi lt)ns €o,r' LoAd Ctittl6i�t8 038 Don orn Location Mention Deft Loads on Total Load Combination a 5# p pa Pre Composite poste Section Deftechon txx Used Precomposite Downward 1 10.473 0.0260 0.004 11M60,00 Precomposite Upward 1 0,000 0,0000 0.000 0.000 0.00 Precomposite minus Construction Downward 1 40.473 0,4260 OMO 0.02+6 0.04 Precomposite minus Construction upward 1 0.000 4.4000 OMO 0.000 0.00 Postcomposite: D + Lr Downward 1 10.473 0,0260 0.256 0.282 839.45 Postcomposite: D+Lr Upward 1 0.000 0.0000 0,000 0;000 839,45 Postcomposite .. D + L Downward 1 10.473 0.0260 (L256 0.282 839.45 Postcomposite: D+L Upward 1 0,000 O,GDOO OMO 0.0071 839.45 Postcomposite: D + Lr + L Downward 1 10.473 0,0260 0.256 0.282 839.45 Postcompostte : D + Lr + L Upward 1 0.000 0,0000 OMO 0.1700 839.45 Postcompo tle : D + L + S Downward 1 10A73 0,0260 0.353 0.2179 839.45 Postcomposite: D+L+S Upward 1 OMO 0,0000 0,000 0:000 839.45 Postcomposite : D + L + W + SO Downward 1 14.473 0,0260 0.305 0.339 839,45 Postcomposite : D +L + W +s/2 Upward 1 0,000 OMOO 0,000 0.000 833.45 Postcomposite: D +- L + S + W12 Downward 1 10.A73 0.4260 0.353 0.379 839.45 Postcomposite: D + L + S + Wt2 Upward 1 4.000 OMOO OMO 0.000 839.45 Postcomposite: D + L + S + Ell Downward 1 10.473 0.0260 0.353 0,379 839,45 Postcomposite: D+L+S+Ell .A Upward 1 0,000 0,0 0.000 0,000 839.45 M8 itt9U ::1 #ti t 2 807 0748 ,cI CY �t1 Support notation : Par left is #1 Load Combination Support 3 Support 2 Overall MOmiffn 21. Precomposite Loads 0.465 4.465 Precomposite minus Construction 0.465 0.465 Postcomposite: D + Lr 15.978 15,978 Postcomposite : D + L 95.978 15:978 Postcomposite: D + Lr + L 15.978 15,978 Postcomposite: D+L+S 21.869 21,869 Postcomposite: D +L + +St2 18.923 18.923 Postcamposile : D +L +S +W/2 21.869 29.869 P+}ostcom�tposke: D+L+S+E11,4 21M9 21.869 Steel loptl rt p 00Ortl W10)(45'- Depth = 10.100 in I xx p 248.110 inR4 i yy = 53,400 in"4 Web Thick - 4.350 in S xx - 49.10 inn3 S yy - 13.304 in" Flange Width - 8.020 in R xx = 4.324 in R yy - 2.034 in Flange Thick - 0,620 in 2x - 54.900 ie3 2y 20,300 in"3 Area - 13.300 m112 J - 1.514 in"4 Weight 4 45,000 plf 7 of 109 Span Number Analysis Plastic N. A. Location Type PNA in Flange PNA in Flange PNA In Flange PNA in Flange PNA In Flange PNA in Flange PNA in Flange PNA in Flange PNA in Flange PNA in Flange PNA in Flange PNA in Flange PNA in Flange PNA in Flange PNA in Flange PNA in Flange °l�Shear � PiasBcN a....,..SurnGtn... _, r .,..per Mn Capacity.n ..,..._ ornent of Inertia Connection from Bottom Shear (k) w Span k -ft 0=Steel.Tram ` i-iwr Bound 160,6 %G66 632.818 40 587.135 248.0 1,038.8 839.5 55.0 10.020 661.168 38 572.47 245:5 1,038.8 833.0 90.0 ' 9,981 569,527 36 5556.96 248:0 1,038;8 825.3 85.0 9;942 537.887 34 541334 248.6 1,038:8 816.3 80.0 9,942 506.246 32 525.64 248.0 1,038,8 805,7 75.0 9.863 47006 39 509M 248.0 1,638,8 793.6 704 9,823 442.566 28 ` 49193 240 1,638.8' 779,7 665.0 9.784 411.325 26 477:93 248.0 1,038,8 763.9 60.6 9.744 379,685 24 461.84 248,6 9,038,8 746.0 55.0' 9105 348.044 22 445.66 248,6 1,08A 7251 50.0 9.665 316.404 20 429.38 240 1,03&8 702,9 45.6 9.626 284.764 18 413,02 248.6 1„638.8 677,2 40.0 9.586 253123 16 396,57 248.0 9,038.8 648.4 3&0 9.547 221:483 14 380.2 248.0 1,1938.8 6161 36.0 9.508 189.842 42 363.40 248;6 1,0388 579,9 25,6 9,468 158,262 90 346.68 240 1,038.8 539.3 of 109 Calculations per ACI 530-11, ISC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 frn psi Clear Span 576" Fs 0 Psi Beam Depth 4,,333 It Em ® fm Thickness # Bar Sets Wall Wt Suit 44 End Fixity Rk? t0 Block Type Normal M Equiv, Solid Thick in Lateral Wind Load 230,0 psf Wall weight 84',Opsf Lateral Wall Weight Seismic Factor 0.330 E 1j'4,25;Q* ' , -si Calculate vertical beam weight ? Yes n 25778 Lot #2: 1940 .427e Lid #1Sj Beam Support Beam SUPPOrt CC= Rebar Size 5,0 # Bars EIF I Top Clear 4,0 in Btm Clear 4.0 in # Bar Sets 2 Bar Spacing 4,0 in Shear Reif Bar Size # 3 Shear Reltif Bar Spacing 6.0 in &d XL-nIX 99ad-L-Oad 1, "f!QQLLWQ "'5nQW W�� E, "TAI-O-qu.*q #1 it 5.700 ft 1.40 0,4275 k1ft oitPA- #2 ft 5.750 it 0,1940 k1ft #3 ft It k/ft #4 it it k/ft DESIGN SUMMARY Wii,iiidFSh6-SSAif,6S- yiakaf L&W �Qrra in Maximum Moment 8m 8WROM K -it fb/Fb (�,�rq� f 8,� 0 1 3�-�'4 01M : I �00 Vertical Loads &817 k -ft 11,624 k -ft for Load Combination : +D+ +H fv/Fv 0 f469 0,9375 :1.00 Lateral Loads 0,7599k -ft 5,697 for Load Combination: +D+0.60W+H Maximum Shear Agwil Aondil Vertical Loads 67,058 psi 72,424 psi for Load Combination: +D+S+H MiniMURI Mn =1.3 Fcr S 3,523 k -ft Lateral Loads 5,688 psi 38,730 psi for Load Combination: +D+OMW+H Vertical Strength Lateral Strength (Checking lateral bending for span) As 0,620 m42 As 0,620 0,12 rho 0,006778 rho 0.006668 no k: ((np)A2+2np),,,5-np 0.1747 0,4417 np k (npA2+2np)A 5-np 01719 0,4391 -1- k/3 0.8528 j=1 43 03536 M:mas=Fb k i to d^212 11 .624 k -ft Kmas=Fb k i b d"2112 5,697 k -ft WSO = Fs As 1 d 12.685 k -ft M:Stl = Fs As j d 6.153 loft et ,led Combination Results Load binatlnnVert## w Lateral _ .__. rnax ..... Malta .. .._ ...__ fv Vert _ Ev . Vert m mactual Mallow 1v Ev k-ft k-it 0 Psi k- k-ft psi Pat ; ++H 7.05 11.62 53,62 72,42 0,00 5.70 0,00 38.73 +t3+L+H 7.05 91,62 53.62 72.42 0,00 5.70 0.00 38,73 +13+Lr+H 7.05 11.62 53,62 72.42 0.00 5,70 0.00 38,73 ++S+H 8,82 19.62 67,06 72:42 0.00 5.70 0,00 38.73 +D+0.75OLr+0.750L+H 7.05 11.62 53:82 72.42 0.00 6.70 0.00 38,73 +t1+0.750L+0:7505+ 8.38 19.62 63,70 72,42 0.00 5.70 000 38.73 +13+0,60 /+H 7,05 11.62 53.62 72,42 0.76 5,70 5,68 38.73 +l?-0.601 +H 7.05 19.62 53.62 72:42 0,76 570 6.69 38.73 ++0.70E+H 7,05 11.62 5162 72.42 0,11 5.70 0.80 3813 + -0.70E+H 7.05 11.62 53,62 7242 0.11 5.10 0.80 3833 + +0.75OLr+0.750L+0.450W+H 7.05 11,62 53.62 72,42 0,57 5.70 4.27 38.73 + +0.750Lr+0.750!.-0,450N1+H 7.06 11.62 53,62 72.42 0,57 5.70 4.27 3873 ++0.750L+6:7505+0.50+H 8.38 11.62 6170 72.42 0,57 5.10 4,27 38.73 + +0.750L+0.7505-0.450 ++H 8.38 11.62 63,70 72.42 0.57 5,70 4.27 38,73 ++0.7501.+0.7505+0.550E+H 8.38 91.62 63.70 72.42 0,08 6.70 0.60 3813 +13+0 750L+0,7505-0,5250E+H 8,38 11.62 63,70 72.42 0,08 5.70 0.60 38.73 +0.60D+0,60W+0,60H 4,23 11,62 32.17 7242 0.76 5.70 565 38.73 +0.60D-0,60W+0,60H 4.23 11.62 32.17 72.42 076 5.70 5,63 3513 +0.60+0.70E+0.60H 4.23 11,62 32.17 72,42 0,11 5.10 0.80 38.73 +0.60D-0.70E+0,60H 4.23 11,62 32.97 72.42 0,11 5.70 0.80 38.73 10 of 1€19 Steel Beam H CODE REFERENCES .. Calculations per A15C 3160-10, 15C 2012, ASCE 7-10 Load Combination Set ASCE 7-10 Materia! Properties Analysis Method: Allowable Strength Design Fy Steel Yield: 50,0 ks Beam Bracing: Completely Unbraced E. Modulus: 29,000,0 ksi Bending Axis: Major Axis Sending Load Combination ASCE 7-10 803 Who Applied Loads Service loads entered Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: f4 = 0,0790, S = 0,030 ksf, Tributary Krith , 20,0 ft, (tipper Roof) Load for Span Number Uniform Load: D = 0,0790, S 7 0,030 ksf,. 'rr=butary Width = X0 ft, (Upper RrsofI DESIGN SUMMARY MINE= MAIM Maximum Bending Stress. Ratio = 01,41017: 1 Maximum Shear Stress Ratio = 01 242 1 Section used for this span W8x13 Section used for this span W8X13 Me: Applied 11,"582 -ft Va : Applied 8,909 k Mn t Omega: Allowable 28,443 k -ft Vn/Ome a . Allowable 365.754 k Load Combination +fa+S+l-1 Load Combination +D+S+H 63 500 ft Location of maximum on span 6.500ft Location of maximum on span Span # where maximum occurs Spar's # 1 Span # where maximum occurs Span ff 1 Maximum Deflection Max Downward Transient Deflection 0,009 in Ratio= 8,867 Max Upward Transient Deflection 01.000 in Ratio = 0 <600 Max Downward 'Total Deflection 0.032 in Ratio = '!,426 Max upward Total Deflection 0.000 in Ratio w {> <600 Maximum Forces & Stresses for Load Combinations __.. _ . trcn Max Stress Ratios Lead summary of Moment Values Summary of Shear Values _w ornbrna Segment Length Span #Max + Mtmax Me Max Mn MnxltDmega Cb Rm Va Max Vnx Vnx/omega Dsgn L = 6.50 ft 1 0,296 0.176 413 `5,41 8.41 47,50 28.44 2.08 1.00 6.47 55.13 36,75 Dsgn, L = 6.50 ft 2 0,296 0.176 4.79 -8.41 8,41 47.94 28.44 2.08 1,00 6.47 55.13 36.75 pg +p+L+fl Dsgn, L = 6.50 It 1 0.296 0.976 4.73 -&0 8.41 47,50 28,44 2.08 1.00 6,47 55.13 36.75 Dsgn. L = 6.50 It 2 0.. 0,476 4.73 -8,41 8,41 47.90 28.44 2.98 1,00 6.47 55.13 36.75 p� +D+Lr+FI Dsgn. L = 6,50 ft 1 0.296 0,176 4.73 -8.41 8.41 47.90 28.44 2,08 1.00 6.47 55,13 36.75 Dsgn, L -. 6.50 it 2 0.296 0.176 4,73 441 8,41 47.50 28,44 2.08 1.00 63.47 55.13 36.75 p� +p+S+H Dsgn, L = 6.50 ft 1 0.407 0,242 6,51 -19,58 11-58 47,50 28.44 2.08 1.00 8.99 55,13 36.75 Dsgn. L = 6.50 ft 2 0,407 0.242 6,51 -11.58 11.58 47.50 28.44 2.08 1,00 8.91 55,13 36.75 +D+O, 75OLr+O.75OL+t# Dsgn, L = 6.54 it 1 0.296 0.176 475 -8.41 8.41 4790 28.44 2,08 1.00 6.47 55.13 36.75 Dsgn. L = 6.50 ft 2 0.296 0,176 4.73 -8,49 8,41 47.50 28.44 2.08 1.00 6.47 55.93 36.75 +D+0,75OL+0.7506+h1 Dsgn. L = 6.50 it 1 0.379 0.226 6.07 -1019 10.79 47.50 28.44 2.08 1:00 8.30 55.93 36,75 Dsgn, L = 630 It 2 0.379 0226 6.07 -90.79 10.79 47,90 28.44 2.08 1.00 8.30 55.93 36.75 +D+O.60VV+it Dsgn. L = 6,50 ft 1 0.2% 03.176 4.73 -8,41 8.41 47.90 28,44 2.08 1,00 6,47 55.13 36.75 Ds n. L = 6.50 ft 2 0.296 0.976 4,73 1,04f 109 8.41 47.50 28.44 2.08 9,40 647 55,13 3615 Steel Beam File - kAP Description : RH1a Load Combination Max Stress Rattus Summary of Moment Vaiues Summary of Shear vakles Segment Length Span M V x + M x ® Ma Max Mnx Mrunomega Cb Rm Va Max VAX Vn ga Dsgn. L = 6.50 it 1 0,296 0.176 4,75 ®8«41 8"41 47,50 28.44 2.05 'LOO 6.47 55.13 36015 Dsgn. L - 6,50 It 2 4,296 0,176 4.73 -8,41 8,41 47.56 28.44 2.08 1 d 1 6.47 55.13 36.75 +D+4.75OLr+0.7500+0.450W+H Dsgn, L - 6.50 it 1 4.295 0.176 4.73 -8,41 5.49 47.50 28.44 248 1.00 6.47 55.13 36.75 Dsgm L - 6.54 it 2 4.296 0«176 4.73 -8"41 8,41 47,50 28«44 2,08 1.00 6.47 55.13 36,75 +D+0.750L+0.7505+0 A SOW+H Dsgm L - 6.50 it 1 0.379 0.226 6,07 "10.79 10.79 47.54 28.44 2.118 1.00 8.30 55.93 36:75 Ds n, L : 6.50 It 2 11.379 0.226 6,07 -10.79 14.79 47.50 28.44 2.08 1A 8.30 55.13 3615 +D+0,750L+4,7545+4.52545+H Dsgn. L = 6.54 ft 1 4,379 0"226 6.07 -10.79 10,79 47,50 28.44 2.08 1.00 8.34 55,13 36:15 Dsgn. L - 6.50 ft 2 0.379 4.226 6.47 -10.79 '14.19 47.50 28.44 2,08 1.00 8.30 55.13 36.75 +0.60D+0,60tN+0AH Dsgn. L - 6.50 ft 1 0,177 0,106 2.84 -5,05 5,05 47.50 28.44 2,08 1,00 3.88 55.33 36.75 Dsgm L - 6.500 It 2 0.177 4,106 2.84 -6.05 5.05 47.50 28.44 2.08 1,00 3,88 55.13 36,75 +0.60D+0.705+0,60H Dsgn. L - 6.50 ft 1 4.177 0.146 2,84 -5.45 5.05 47.50 28,44 2,08 1,40 3.88 55.13 35,75 Dsgn. L - 6"50 It 2 0.577 0.106 2.84 -5.45 5.05 47,50 28.44 2.08 1,00 3.88 55.13 3615 Overall Maximum Deflections Load Combination Span Max. " Deli Location in Span Load Combination Max +° De8 Location in Span 0.0321 2"756 u000 0000 +D++H 2 0,4319 3.770 0.0000 0.000 Vertical R ctio Support notation: Fat leis #1 Values in KPS Load Combination Support 1 Support 2 Sup 3 �veraitMR}ium 5,345 ...17.818 5.4�_w_.,«_ Overall MINimurn 1 "463 4.895 1.463 +D+H 3.883 12.943 3,883 +D+L+H 3.883 12.943 3,883 +D+Lr+H 3.883 11943 3.883 +D+S+H 5.345 17.818 5,345 +D+0.750Lr+0.7 +H 3.883 12,943 3.883 +D+0.754L+0.7546+H 4.984 16"599 4.980 +D+0Z0W+H 3.883 12,943 3.883 +D+4.70E+H 3.883 12.943 3.883 +D+0.750Lr+0.750L+0.450'+ 3,883 12.943 3.883 +D+0.750L+4.1505+0.4 +H 4,980 16599 4,984 +D+0.750L+0.7505+0.5250E+H 4.984 16.599 080 +0,60D+0.60W 4.60 2,330 7.766 2,330 +0.60D+0.70E+0A0H 2.334 7,766 2,330 D Only 3.883 12,943 3.883 Lr Only L Only S Only 9.463 4.875 1.463 W Only E Only H Only Steel Column xDescription Office Floor Support Column Code References Calculations per AISC 360-10, IGC 2012, CBC 2013, ASCE 7-10 Load Combinations used ASCE 7-10 General Info ation tel Section Name: HSS3x3x3/16 Analysis Method: Allowable Strength Steel Stress Grade Fy : Steel Yield ` ,'� , tt ksi P, Elastic Bendin Modulus lci,6660 ksi ENERCALC, INC,1 2016x„ ski:&.# "1,28, WCOA +,L MENIMMMI NQ =m overall Column Height 10,0 it Top & Bottom Fixity Top m Botto Pinned Brace condition for deflection (buckling) along columns X -X (width) axis Fully braced against buckling along X -X Axis Load Combination : ASCE 7-10 Y -Y (depth) is Fully braced against buckling along Y•Y Axis A lred Loads 7 w vit t Ito iii t ti Gt Cf ed F g t S?c 9 fun Pit 2 t t t t: Column self weight included : 68,70 lbs * bead Load Factor AXIAL LOADS .. . Axial Load at 10,0 ft, D = -fl 645, L w •1.850 k DESIGN SUMMARY Bending & Shear Check Results PASS Max, Axial+Bending Stress Ratio 0,09958 : 1 Maximum SERVICE Load Reactions .. Load Combination +,C.+ L+ H Top along X -X OD k Location of max.above base 10.0 ft Bottom along -X 0.0 k At maximum locations values are ... Top along Y -Y 0.0 k Pa: Axial -5.184 k Bottom along Y -Y 0.0 k Rn t 0 ga . Allowable 52.060 k Maximum SERVICE toad Deflections Ma -x :Applied 0.0 k -ft AlorlgY-Y O.tlin at t>,Oft abovebad Mn -xi Omega: Allowable 4.522 k -ft for load combination . Ma -y; Applied Mn -y! Omega: Allowable 0.0 k -ft 4,522 k -ft Along .X 0.0 in at O,C? above base for load combination: PASS Maximum Shear stress Ratio= 0,0 :1 Load Combination Location of max,above base 0,0 ft At maximum location valves are .. , Va Applied 0.4 k Vn i Omega: Ailowable 0,0 k Load Combination Results ext um &W +in tr s a �r Load Combination Stress Ratio status Location Stress Rano Status Location m._ .. .-_ _ . .. _ +D+H �.,. 0.064 Az: S 10,00 it 0.000 A 0,00 ft +D+L+H 0.100 . A, —,,S 10.00 fl 0.000 a#,Yi 0100 ft +D+Lr+H 0.064 s AS,',l, 10.00 It 0.000 , %: 0.00 ft +D+S+H O064 PASS, 10,00 it 0,000 000 ft +D+0.750Lr+0,750L+H 0,001 P AS` > 10.00 ft 0 000 , .,,, ' 0DO ft +D+0150L+01505+H 0,0011 i'rt2; 10,00 ft 0.000 0.0It +p+0.600+H 0,064 f< ; 10,00 ft 0,000 0.00 it +D+0701:+H O3 064 PA"',',, 10,00 it 0.000 ' , `: e 0.00 ft +D+O750Lr+0350L+0450 '+H 0,091 ","v 10,00 It 0,000 PA 0.00 It +D+0.750L+0.750S+O 450W+H 0,091 _4 40.00 ft 0,000 1 t,' .. 0.00 ft +-D+O 750L+0.75OS40 5250E+H OD91 ; , y 10.00 ft 0.000 ,A ; 0,00 If +0,60D+0.60 +),60H 0.030 10.00ft 0.000 '. 0.00 ft +0,60D+0,70L+0,60H 0.033 10.00 ft 0.000 0.00 If Maximum Reactions XRX Axis Reaction Y•Y Axis Reaction Axial Reaction Loam Combination @ Base @ Top @ Base @ Top @ Base Fkzk Column Office Fbor Support Cohimn Maximum as tionsim)tf iy t `i ➢ e ¢ # e e %c ticoi aro ii >Tt d -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Ease @TOP @ Base @ Tap @ Base +D+L+ _. a. _.... k 5,115 k +O+Lr+H k k 3.275 k +D+S+H k k 3.276 k +D+0,75OLt+0.750L+H k k 4,656 k +D+0.750L+0.750S+H k k 4.656 + .60W+H k k 3.276 k +D+0,70E+H k k 1276 +D+0.75OLr+0.750L+0,450W+H k k 4.556 k +D+0.750L+0.7505+0.450W+H k k 4a56 k +D+0,70L+0,7505+0.52505+H k k 4.656 +O.60D460W+0,60H k k 1,966 k +0,60D+0,705+O.60H k k 1166 k D Only k k 3.276 k Lr Only k k k L Only k k 9439 k Only k k k WO* k k k E Only k k k H Only k k k Maximum D fle tions for Load Combinations L Co b satin Max, -X Deflect DistanceMax,Y-Y Defte ' n Distance ._._..... _......,_. r. 0.0Cf00 in e „_00, 00 ft _. O,t#00'�'In O000 ...�.,.-__., ft . _.w_.n_ +D+L+H 0.0000 in 0.000 ft 0,000 in 0.000 it +D+Lr+H 0.0000 in 0,000 ft 0.000 in 0:000 4 +D+S+H O,0000 in 0.000 ft 0.000 in 0.000 it +D+0,7 0Lr+0.750L+H 0,0000 in 0.000 It 0:000 in 0,000 It +D+0,7501.+0,7505+H 0.0000 in 0,000 It 0.000 in 0,000 ft +D+O.60W+H 0.0000 in 0,000 It 0,000 in 0,000 It +D+0.70E+H 0A000 in 0.000 ft 0.000 in 0,000 ft +D+0,750Lr#4.750L+0.450W+H okoo I in 0.004 it 0.000 in 0.000 ft +D+0.750L+0,7505+0.450W+H 0,0000 in 0,000 ft 0.000 in 0.000 ` ft +D+0.7 0L+0.7505+0.5250E+H 0,0000 to 0.0 ft Ok(H) in 0,000 It +O.60D+0.64W+0.6OH H000 in 0.000 ft 0.000 in O.000 It +0.60D+0.70E+O. 0H OWN in 0.000 ft 0,000 in 0,000 it D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0,000 in 0,000 ft L Only 0,0000 In 0.000 ft 0.000 In 0.000 ft S Only 0,0000 in 0.000 ft 0.000 in 0:000 ft W Only 0,0000 in 0.000 ft 0,000 in 0.000 It E Only 0.0000 in 0.000 ft 0,000 in 0.000 ft H Only 0.0000 in 0.000 It 0.000 sn OWO It Steel Column Deschption : Office Floor SUPPM Colurnn Steel Section Prop HSS3x3x3/l6 __.. __. 3,000 i t xx . , _._ ,46 InA4 - � Q3fi irr*4 S xx _ 164 #nA3 Width _ 3,000 6n R xx - 1,140 in Walt°fhs'otr - 0 987 in Zx _ i 70 in A3 C 2,760 1nn3 Area 1890 inA2 t yy - 2,469 in"4 Weight _ 6.870 pit Syy - 1 640 in^3 R yy _ 1,140 in Yog - 0,000 in ... ...... .. , /Load i x r' 3,t ilYi J t,oAkds are ESMorl arde3t°ed Vu'ihR, Arrows do not rettect absolute directron 16 of 10 Steel Beam BNERCALC, CODE REFERENCES Calculations per AfSC 360-10, 1190 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties:. Analysis Method : Allowable Strength Oesign Fy Steel Yield Seam Bracing: Cornpietely Unbraced E, Modulus: 29;000.0 ksi Sending Axis: Major Axis Bending Load Cornbina ` ASCE 7-10 MOM Applied Loads Service leads entered Load Factors will be applied for calculations, Ream self weight NOT internally calculated and added Load for Span Number 1 Uniform Load: D 0.0170, L = 046ksf, Extent 0 0 ft, 'Tributary Width 1t? tt ft, (Office door) Uniform Load : Cl =00770, L m 0,040 ksf, Extent =1.7511 _ >> 6i70'ft, Tributary Widfh ,,-8,, 0 ff, (Off e Flocs) Point Load : D 11.250, L = 0,390 k @ 3,750 ft,, (Stair 800064) ARY DESIGN SUMMARY ` a Maximum Bending Stress Ratio= t ..1S6: 1 Maximum Shear Stress Ratio 0107:1 Section used for this span W1 bx2 Section used for this span W 6 Me: Applied 13,512 k -ft Va :: Applied 5.731 k Mn t Omega: Allowable 73.141 k -ft Vn/O ega : Allowable 53.560 k Load Combination +p+L+k4 Load Combination +p+L+H 0.000 ft Location of maximum on span 4.448ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs spar, A 1 Maximum Deflection Max Downward Transient Deflection 0,020 in Ratio = 5,84,? Max Upward 'Transient Deflection " C1.090 in Ratio = Q <600 Max Downward Total Defletiont�,fi54 in Ratio = s T1,2 Max Upward Total Deflection MOO in Ratio = (-),<600 Maximum Forces & Stresses for Load Combinations 11 load Cornbinalaen Max Stress Fitaos _. Sum of M t Values Summa of Shear Values �Y . ,. _.. Segment Length Span # __._. .__...r_,__.. ......w .w _.... + Mmax .,.... .. _..,.. __ Me Max Marx Mnx/Omega Cb Rm ._... Va Max Vnx VnYJO ga _.... +{7aH Dsgn. L « 9,87 It 1 0.117 0,068 8.55 8.55 121,72 72.89 1.14 4,00 3.57 80.34 53.58 +D+L+H Dsgn. L = 9.87 it 1 0.185 0,107 13.54 13.51 322.45 73.14 1.14 1.00 5.73 80.34 53.56 +D+Ir+H Dsgn. L = 9.67 It 1 0,917 0.068 8.55 8.55 124.72 72..89 1.14 1.00 3,67 8034 53.58 +D+S+H Dsgm L = 9,67 8 1 0.117 0,068 8.55 8.55 121.72 72.89 9.14 1,00 3.67 80.34 53.56 +D+0.75OLr+0.750L+ Dsgn.L: 9.67 it 1 0.168 0,097 12.2:7 12.27 122,15 73.14 114 1.fl0 5.21 80,34 53.56 +D+0,750L+0.7505+H D gn, L = 9.67 It 1 0.168 0;097 12.27 12.27 122.15 73,14 1.14 1.00 5.21 80.34 53.56 +D+0.60w+H Dsgm L = 9.67 ft 1 0,117 0,068 8.55 8.55 124.72 72,89 1.14 1.00 167 8034 5156 +p+0,70p+H Dsgn. L = 9.67 ft 1 0.117 0,068 8.55 8.55 121.72 720 1.14 1.00 3.67 80.34 53.56 +D+0.75OLr+0.750L+0.450w+H Dsgn, L = 9.67 ft 1 0,168 0.097 12.27 12,27 122.15 73.14 1.14 1,00 5.21 80.34 53.56 +D+O, 750L+0.750$+O.450w+H Dsgn. L = 9.67 ft 1 0.168 0,097 12.27 12.27 122.15 73,14 1.94 1,00 5.21 80.34 53.56 +D+0750L+0.7505+0.52501+H 17 of 109 J F1dQ�.14;9PKlj i��5#6d i7 1�. ye�T t� li t"�. ssa�v�uv R C ifC.1 24118 ;.9,i,i#a ..i6. 3 l3 Description: F"281 Load Combination Max Stress Raws Summary of Moment Values Summary of Sher Values Segment Length Span # Me Max jinx MnYJO a Cb Pm Va Max Vnx VnYJOmep l?sgn. L = S. r7.6.1618 _ 4,O97 ' µ 12,27.. _...._.... _ 1227 122,15 '73,14 1;14 9,gQ 5, 9 Stl.3 S :5 +4.440+0.60W+4.60H Dsgn, L = , 9.67 It 1 4:470 4.441 5.13 5.13 121.72 7159 1,14 1.44 2.24 8034 53.56 +0.60D+0.70E+0,60H Ds n.. L= 9.670 1 4.470 0.041 5.93 5.13 121.72 72.89 1,14 1,00 2.24 8434 53.56 Overall Maximum Deflections load Combination Span Max. V Deli Location in Span Load Combination Max, "+^ Del Location in Span ........ _... ._ aC1+L+ 1 4 0.0544 4.847" 0,001)(i U00 Vertical Reactions Support notation Far 0 is #1 " Values in KIPS Load umblt tion Support I Support 2 Overall MlNhum 2,464 1.839 +D+H 3.667 3.345 +D+L+H 5.731 5.184 +D+Lr+H 3.867 3.345 +D+S+H 3.667 3.345 +D+0,754Lr+4.7 4L+H 5.215 4.725 +D+0.750L+0.7505+H 5.215 4125 +D+0.60W+H 3:667 3,345 +D+0,70E+H 3.667 3.345 +D+0.750Lr+0,750L+0.450W+H 5.295 4,725 +D+0.750L+0.7505+0.4S0W+H 5.215 4..725 +D+0,750L+0.750S+0 5250E+H 5.215 4325 460D+4.6001460H 2.200 2.1147 +0.60D+0,70E+0.80H 2.240 2A7 D Only 3.667 3.345 Lr Only L Only 2,064 1,839 S Only W Only E Only H Only 18 of 109 Steel Beamsstscl c, etc, CODE �.�... . ,._ --- Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: All owataleM Strength Design Fy : Steel Yield: 50,0 ksi Seam Bracing: Completely Unbraced E: Modulus: 20,0030,0 ksi Sending Axis: Major Axis Bending Load Combination ASCE 7-10 010,27651 IN Applied LoadsService toads entered Load Factors will be applied for calculations. Seam self weight calculated and added to loading Uniform Load - 0 = 0,0790, = 0,030 ksf, Tributary Width = 3,50 ft. (Root) Uniform Load: 0 = 0,010, S °= 0.030 ksf, Tributary Width =1,50 ft, (Skylight) DESIGN SUMMARY 0.1352 ; 1 Maximum Bending Stress Ratio 0,129: 1 Maxitnurn Shear Stress Ratio = Vint ,x26 Section used for this span Vil1 0x26 Section used for this span k Ma: Applied 8,415 k -S Va ; Applied Vn/Omega Allowable., 53.5010 3,560 Mn / Omega: Allowable 65,022 k_ft Load Combination +D+S+H Load Combination +D+S+H 0.000 it Location of maximum on spare 6.000ft Location of maximum on span Span 1 Span # where maximum occurs Span # 1 Span # where maximum occurs Maximurn Deflection Max Downward Transient Deflection 0,017 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = _ } <600 Max Downward Total Deflection 0.052 in Rader = 2 1`44 Max Upward Total Deflection 0.000 in Ratio = 0 <600 Maximum Forces & Stresses for road Combinations Max Stress Ratios Summary cit Moment Values Sumsrra or Shear Values °Y Load Combination Segment Length Span # kt Seg V k9 x + max Ma Max Max fltnxi0rnega Cb Rm Va Max Vnx .. VnxfO ga Dsgn. L = 12.00ft 1 0.088 0.036 5.72 5.72 108.59 65.02 1.14 1.00 1,99 80.34 53,56 +D+L+H Dsgn. L = 12.00 it 1 0.088 0.036 5.72 5.72 106.59 65.02 114 1.00 1.91 80,34 53.56 +D+Lr+H Dsgn. L = 12.00 ft 1 0,088 0,036 5.72 5.72 1{}8.59 65.02 9.14 1.00 1.91 80.34 53.56 +D+S+H Dsgn, L = 12.00 it 1 0.129 0.052 8,42 8,42 108.59 65.62 1.14 9.00 2.81 80.34 53.56 +D+0,750Lr+0,750L+H Dsgn. L = 12.00 1 0,088 0.036 5.72 5.72 108.59 65.f32 1.14 1.1€0 7.91 80.34 53.56 +D+0.7501+0,7505+H Dsgn,L= 12,00 ft 1 0,119 0.048 7.74 7.74 908.59 65.02 1,94 1.00 2.58 80.34 53.56 +D+060w+H Dsgn, L = 92.00 ft 1 0,088 0.036 5,72 5.72 908,59 65.02 1.14 1.00 1,99 80.34 53.56 +D+0.70E+N Dsgn. L = 12.00 ft 1 0,088 0.036 5.72 5.72 108.59 65.02 1.14 7.00 9,91 80.34 53.56 +0+0.75OLr+0.7501.+0.450 +H Dsgn. L = 12,00 1 0.088 0.036 5,72 5 .72 108,59 65.02 1.14 7,00 1.99 80.34 53,56 +D+0.750L+0.7505+0.450w+H Dsgn L = 12,00ft 1 0.119 0,048 7,74 7.74 108.59 65:02 1.14 1,00 2,58 80.34 53.56 +D+0,7501+0:7505+0,5250E+H Dsgn L = 12.00 ft 1 0.719 0.048 7.74 774 108.59 65.02 1.74 1,00 2.58 80.34 53.56 +0.6017+0,60vs460H 19 of 109 steel seam ENEtCALC, 1983.2016a6vtk1 i&.1.28,Ver6.t6.1 Descripb ; p25 Load Combination Max Stress Rags Summary of Moment Values Summary of Sear Values Segment Length Span _ ..___._ ... _. .+._'m Morax - Me Max Mhx Mnxj0mega .. Db Rm Va Max Vnx Vnx/Omega .: �m .�. _.53.55 .., g,fl2'l _....� 3,43......__.. �. �,... y4 108,59 rv.65.02W 1.14 1Z 1.14 N pq...D,s�gyn.�}lbyry�!^12.00O,gS3 +0AD+0.70E+0,60H Dsgn.L= 12DO4 1 0.453 4,021 3,43 3.43 108.59 65.02 1.14 10 1,14 80,34 53.56 Overall Maximum Deflections ,..,.,, ............ .- ...>...., ....... _ ._,v,.,..-1-1-1-11-1.11-111-1-1- ..,.. LoadCo bCnat Span < ....,_ ._... Max, %" Dell ... .. ....... .. .� .....e.,.......m,,. Location in Span �....,_ __.,.. a .. ..... ... load Combination hoax "+ De6 Location 41 Sparc 4.0525 m . 6.034 w,..___.rn_ ry �y ,000 Vertical Reactions Support notation ° Ear left is 1 Values in KIPS Load C 6lratra Supporf 1 Support 2 ---------2,#W .__ 2.6118 .. Overall M(Nlrrlurn 0,900 0.900 +D+H 1105 1.905 +D+L+H 1:905 1.905 +D+Lr+H 1.905 1.905 +D+S+H 2.305 2,605 +D+0,750Lr+4.750L+H 1:905 1.905 +D+0.750L+0.7545+ 2,580 2.580 +D+0.60W+H 1.905 1.905 +D+0.7E+H 1.905 1.905 +D+0.754Lr+0,750L+0.450W+H 1.945 1.9005 +D+4.750L+0,7505+0.450W+H 2.580 2.580 +D+0.7500+0.7505+0,5 0E+H 2.580 2.580 +0.6013+0.60460H 1.143 1143 +0A0D+0.70E+0,60H 1.143 1.143 D Only 1.905 1.905 Lr Only L Only S only 0.904 0.904' only E Only H Only 20 of 109 Steel eel Description: F2B2a CODE REFERENCES------- Calculations per AiSC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysts Fy : Steel Yield 50,0 ksl : Allowable Strength Design Beam Bracing: Compietely Unbraced E, Modulus: 29,{}1 0,0 list Bending Axis: Major Axis Sending Load Combination ASCE 7-10 fOX26 ,4p tied Loads Service loads entered Load Factors will be applied for calculations, Beam self weight calculated and added to loading Uniform loud : D _ 0.0790, S = i,:0d0 ksf, Tributary Width = Oat} ft; (Roof) Uniform Load: D = 0,016, S - 0:630 ksf, Tributary Width (Skylight) DESIGN SUMMARY 0.08; Steel Beam $"$(�«.x:14°�r fBYPiktd�titUUVtY.�aurJ stay w FNEt1 ALC, NC, 1902DI6, W10,16A.28, V"-16,128 a;o Description F2B2e Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnylOmega Qsgn. L 12.00 It 0.086 0,035 5.561 5.56 108.58 65.02 14 1 {JO 185 53:56 +0,60D+0.70E+0.60H Dsgn. L = 12,009t 1 0.086 0.035 5,56 5.56 108.59 65,02 1.14 1.00 1,85 80.34 53.56 Overall Maximum Deflections _,._ , ., ..,.._, ... ...... Load Combination .. ... ....._.— Span Max, w " Ceti .__, . , ..._ ._ ..m m....., Location i Span Load Combinati Max +Dolt Location in Span 0,0000Vertical Reactions Support notation Far tett is #1 Values in KIPS Load Combination Support 1 Support 2 ..4.440 Overall MINimum 1.350 1.350 +(i+H 3.090 1090 ++L+H 3,090 3.090 +D+Lr+H 3.090 3.090 +D+S+H 4,440 4,440 +D+0,750Lr+0.750L+H 31090 3.090 +p+0.750L+0,7505+ 4.103 4.103 +t3+0.60W+H 3.090 1090 +D+0,70E+H 1090 3. +C+0.750Lr+0.750L+0.4 00W+H 3.090 3,090 +t3+0.750L+0.750S+0.450W+H 4.103 4.103 +C+0,750L+0.7505+0.5250E+H 4.103 4.103 +0. 0D+0A06 +0.60H 1.854 1.854 +0.600+0.70E+0.60H 1,854 1.854 D only 3,090 1090 Lr Only L Only 'S only 9.350 1.350 W OnIy E Only H Only ZE= EN Calculations per AISC, 360-10, IBC 2012„ ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties ------ A I n - at I y , sis Method, All 11 ow 11 sot I e - Strength , , , Design Fy, Steel Yield: "a0,0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,60610kst Bending Axis: Major Axis Bending Load Combination ASCE 7-10 A- Z% M Applied, 'Loads Beam self weight calculated and added to loading Uniform Load: D � 0 0790, S = 0,030 ksf, Tnbutmy Width -= 3,50 ft, (Roof) UniforrnLoad. D=0010, S=0,030ksf, Trib(itaryWdth=4,50ft, (SkytighP) 5014q�� Service loads entered, Load Factors will be applied for calculations, Maxiniurn Bending Stress Ratio 0,013: 1 Maximurn Sheat' Stress Ratio = V,VdII f : I Section used for this span WI0x26 Section used for this span WI0x26 Me Applied 1033 k -ft Va: Applied 1,102 k Mn 1 Omega: Allowable 78,094 k -ft Vn/Omega .- Allowable 53,560 k Load Combination +D+S+fi Load Combination +D+S+H 0,000 it Location of maximum on span 9 875f Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Span It I Maximurn Deflection Max Downward Transient Deflection 0,000 in Ratio = 0 <600 Max Upward Transient Deflection 0,000 in Ratio = 0 <600 Max Downward Total Deflection 0001 in Ratio = 7 56 1 Max Upward Total Deflection 0.000 in Ratio = <600 Maximum Forces & Stresses for Load Combination's . -1 -1 I IV, 11 -1 1-111 Load Combination Max Stress Ratios Summary of Moment Valais Sun�m ary of S hear a te s Segment Length Span M V Morax + Amax - Ma Max Mnx MnxiOmega Cb Rm, Va Max Vnx Vnx/Ornega Dsgn. L = 3,75 it 1 008 0,012 0.61 0,61 130,42 78.09 1,14 1,00 0.65 80,34 5156 +D+L+H Dsgn, L = 3,75 it 1 okoft 0,012 0,61 0,61 130,42 78.09 1,14 1,00 4.65 80,34 53,56 +D+Lr+H Dsgm L = 3,75 It 1 0.008 0,012 0,61 0,61 INV 78.09 1,14 1,00 ok!i 8034 53.56 +D+S+H Dsgn. L = 3,75 it 1 0V3 0,021 1,03 1,03 13042 78.09 IN 1,00 1,10 8034 53,56 +D+OL75OLr+0,750L+H Dsgn, L = 3.75 It 1 0,008 0,012 HI 0,61 130,42 78,09 1,14 1 Lit 0,65 8034 5156 +D+0.750L+0,7505+H Dsgn, L = 175 ft I 0.012 0.018 0.93 4.93 130,42 78,09 1,14 1,00 0.99 80,34 5156 +D+H0W+H Dsgn, L = 375 it 1 obfpi 0V2 HI 0.61 130,42 76.09 IN 1,00 0,65 8034 5156 +D+0,70E+H Dsgn. L z 3.75 ft 1 0.008 0V2 0,61 HI 130,42 78,09 114 IkO 0,65 8034 5156 +D+0,75OLr+0,750L+0,450W+H Ds9nA= 3.75 ft 1 0 008 0,012 0,61 0,61 130,42 78,09 1,14 1,00 0,65 80,34 53,56 +D+0,750L+0.7505+0.450W+H Dsgn, L z 3,75 it 1 0,012 0,018 4.93 0.93 138.42 78,09 114 1,00 0,99 80,34 53,56 +D+0,750L+O 750SfG.5250E+H Dsgn, L= 3,75 ft 1 0,012 0,018 4.93 0,93 130.42 78.09 1,14 1:00 0,99 8034 5356 +0k0D460W+0,60H 23 of 109 Steel Beam His=.ry8PC, , 190.2016, Br 16161,26„ Y",167, a a n Description ; F283 Load Combination Max Stress Ratios„ Surn ry of Moment values Summary of Shear Values. Segment Length Span # _... x + Mmax - Ma Max Mnx MnxiOmega Cb Rm Va Max Vnx Vnxtomega ...._...66 ,% �1.2 78.#i9 1.14 1.0{} 039 80,34 460D+0.70F4601-1 Dsgn L = 3.75 ft 1 0.005 0,007 0.37 0.37 13042 78.09 1.14 1.00 0,39 80.34 53.56 Overall Maximum Deflections Load Combination Span Max. " De6 Location in S Load Combination Max +' Doff Location in Span +S+H 1._ 0,0006 . �. ..._ 1.8F26 0000 0, 0 Vertical Reactions Support notation : Far left Is #1 Values in DIPS Luiii'dombi tion Support 1 Support 2 veralM rt lCimum _ . _ .. _ f A02 ....,w ... 4. 02 Overall MI irnurn 0.391 0.391 +D+H 0.552 0.652 +D+L+H 0,652 0.652 +D+Lr+H 0„652 0,652 +D+S+H 1.102 f,102 +D+0.750Lr+0,750L+H 0.652 0.652 +D+0.750L+0,7505+H 0.969 0.969 +D+0.60W+H 0,652 0.652 +D+0.70+H 0.652 0.652 +D+0,750Lr+0.750L+0.450W+H 0.652 0.652 +D+0.750L+0.7505+0.450W+H 0.939 0,989 +D+0.750L+0.7505+0.50F+H 0.989 0,989 +0,60D+0 01+ 460H 0.391 0.391 +0.0D+0.700+0,60H 0.391 0,391 Only 0.652 0,652 Lr Only L Only S Only 0.450 0AS00 W Only F Orgy H Only r - Calculations per AISC 36 0-10, IBC 2012, ASCE 7-10 Load Combination Set., ASCE 7-10 _..__ater_i,a.l._Properties_.. __._.. �._.�_. .„_ �._�.. .m._,_. _m. _ ...__._„.. _a.... _ :�_.. Analysis Method: Allowable Strength Design Fy Steel Yield : 50-6 ksl Seam Bracing: Completely Unbraced E, Modulus: 29,000.11 ksi Bending Axis: Major Axis Bending Load Combination ASCE. 7-10 0 Applied Loads Service brads entered Load Factors will be applied fear calculations. Beam self weight calculated and added to loadin Load(s) for Span plumber 1 Point Load : 1D n 0.6516: S = 0A50 k @ 6.0 4, )F B3) Point Load d .. 0.6516, S = 0.450 k 15.0 ft, (F2B3) DESIGN SUMMARY Maximurn Bending Stress Ratio "= 11.283: 1 Maxir'UP Senear Stress Ratio 0.1127 : 1 Section used for this span W1 Ox26 Section used for this span Viii 0x26 Me: Applied 8,951 k.,ft Va : Applied 1.453 k Mn f Omega: Allowable :31.6119 k -ft Vn/Omega ; Allowable 53,560 k Load Combination +p+S+H load Combination +D+Sa' 0,000 ft Location of maximum on span 13,477ft Location of maxi Beame=kAfti .Fid R 14: ti t , cvye FitSteel d8 1983-2016, 8W4*161.26, U ra6.96,9.28 Description : F264 Load Combination Max Stress Ratios Summary of Moment Values _. Suolmary of Shear Values Segment Length Span .V ax �. , irnax_�..,Nla t ax ��inx Mnyi0mega Cb Rm _. _Va Max Vnx VnxtO gs Dsgn. L = 22.250 1 0.113 0.011 3.57 3,57 52,97 31.72 1,10 1.00 0.59 80334 53.56 +0.80D+(Y7012+0,60H Ds n, L = 22.25 It 1 0.113 0,011 3.57 3.57 52.97 31.72 1,10 1.00 0,59 80.34 53,56 Overall Maximum Deflections Load Combination Span Max. •" Detl location in Span Load Combination Max. "+" Def) Location in Span rv.__•_-- 01994 19.125 0,0000 GDOO Vertical Reactions Support notation: Far loft is #1 Values to KIPS Load C birtion Support 1 Support 2 Overall NNW= 0:475 0:425 +D+H 0.977 0,904 +D+L+H 0,977 0,904 +D+Lr+H 0,977 0,904 +D+S+H 1,453 1.329 +D+0,750Lr+0.7501.+H 0.977 0,904 +D+0.750L+0,7505+H 1,334 1,223 +D+0.60W+H 0.977 0.904 +0+0.7012+H 0,977 0,904' +D+0,7 0Lr+0.750L+0,450W+H 0.977 0.904 +D+0.750L+0.7505+0.450W+ 1.334 1.223 +D+0.750L+0.7505+0.525012+H 1.334 1,223 +0,60D+0.0W+0.60H 0.586 0.543 +0.60D+0.7012+0.60H 0.586 0,543 D Only 0,977 0.904 Lr Only L Only S Only 0,475 0.425 W Only 12Only H Only 26 of 109 1 ENE9 , INC. 19&3016, Wld:6.1612k V .%l 28 SteeNOWNO Description : F2B5 Calculations per AlSC 360-10, IBC 2012} ASCE 7-10 Lead Combination Set ASCE -10 Material Properties Fy :Steel Yield: 50D kst Analysis Method: Allowable Strength Design E: Modulus , 29,000,13 ksi Seam Bracing: Completely Unlaraced Sending Axis Major Axis Bending Load Combination ASCE 7.10 Service loads entered Load Factors will be applied for calculations. pplled Seam self weight calculated and added to loading Load(s) for Span Number 1 Point Load D = 0.6516 S = 0,450 k fid( 6.0 it, (F2ti3) Point Load, D = 0,6516, S - 0.450 k @ 15,0 ft, (F2B3) Poini Load : D =1 905, S = 0,90 k @ 14.750 it, (F2S2) Point Load: D = 3,090, S = 1 3517 k @ 12:O it, (F2B2a) DESIGN SUMMARY 0, 01 f Maxirnurn Bending Stress Ratio (3 239:1 Maximurn Shear Stress Ratio = i1�10at 4 Section used for this span 1/V1 Ox54 Section used for this span 5,895 k Nta .Applied 46,543 -ft `t Va : Applied Vn/L9mega : Allowable 74.7417 k Nin / Omega ; Allowable 166. 6€t k -ft +D+S+li Load Combination +11+S+H 12 01 ft Load Combination Location of maximum on span 22.,250 ft Location of maximum on span Shan 1 Span 4 where maximum urs Span # 1 Span #where maximum occurs Maximum Deflection Max Downward Transient Deflection (1 128 in Ratio #`} Max Upward Transient Deflection 8,000 in Ratlo = t r <600 Max Downward Total deflection 0;42in Ratio = a".j t Max Upward Total Deflection 0.000 in Ratio= to <600 Maximum Forces & Stresses for toad Combinations summary of Shear Values Load Combination ktax Stress Ratios summary of P4 ent Values CNiix �lTt �/8 8x O, a �@1X �n7f� e�� Segment Length Span � � Nimax t- iiEax a Max n%/�Tga . �?� _ .. #D+R 1 0.195 OZ5 32.44 32.44 27T50 166.17 1.25 1,00 4.15 112.11 74. Dsgn. L = 22.25 It +D+L+t{ 1 0.195 0.055 32.44 32.44 277.50 166.17 1.25 1.00 4:15 112,11 74.74 Dsgn. L w 22.25 ft +D+Lr+f{ 1 0.135 0,055 32.44 32.44 277.50 166.17 1,25 1,00 4.15 112,19 74.74 Dsgn. L = 22,5ft +D+S+H46.54 1 0.280 0.079 46.54 277.50 166,17 1.25 1.00 5.89 112,11 74.74 Dsgn. L = 22.25 it +D+0.750Lr+0.750L+F1 0.195 0.055 32.44 32.44 277.50 166.57 1,25 1.00 4,15 112.11 74.74 Dsga,L= 22.25 ft 1 +D+0.750L#0.7505+t{ 0259 0.073 43.02 43.02 277.50 16fr,17 9.25 1.04 5.46 112.11 74.74 Dsgn. L = 22.25 it 1 +D+0.60W+H 1 0.195 0,055 32.44 32.44 277.50 166.17 1.25 1.00 4.15 112.51 74.74 Dsgn, L = 22,25 ft 0.195 H55 32.44 32.44 271.50 166.17 1.25 1:00 4.15 192.19 74.74 Dsgn. L z 22.25 ft 1 +D+0.750Lo0,750L+0.450 1+}{ 0.055 32.44 32.44 277.5Q 966.17 1.25 1,00 4.15 112.19 74.14 Dsgn. L = 22.25 it 1 0.195 +D+0,750L#0.7505+0,450W+H 0.259 0.073 43.02 27 of 109 43.02 277,50 166.17 1.25 1:00 5.46 112.11 74.14 Dsgn, L = 22.25 ft 1 Steel ea #°#i8^K: .tf �tanuuue*r.uavu eaw;y EVER , .1 .2016, 96,9 2t# Description : F28 Load Combination Max Stress Ratios Summary of Moment Values Summary of Sher Values Segment Length Span # A V d rnax + Mmax - his Max fix MWOmega Cb Rm Va flax Vnx VnxtO ga m_. +Ci+O 750L+0.7505+0 5250E+H. _... 6sgm L = 22.25 It 1 0,259 0.073 43,02 43.02 277.50 166.17 1.25 1.00 5.46 112.11 7434 +0.606+0,60W+0.60H Dsgn, L = 22.25 g 1 0.117 0.033 19,41 19,47 277,50 166,17 9.25 1.O0 2.49 112.19 74,74 +0,606+0,70E+0,0H Dsgm L = 2225 If 1 0117 0,033 19.47 19.47 277,50 166.17 1.25 1,00 2.49 112.11 7414 Overall Maximum Deflections Load Combination Span " Max. heft Location @n Span Load Ccxribinat n Max.'+' Dell Location In Span 0.4215 11.506 _..., 0Op0ti 0,000 Vertical Reactions Support notation Par Ieft is #1 Values, in KIPS Load Combination Support 1 Support 2 Overall MINimum 1,409 1.749 +D+H 3.355 4.145 +D+L+H 3.355 4,145 +O+Lr+H 3.355 4,145 +6+S+H 4,755 5.895 + +0J50Lr+0.7 +H 3.355 4.145 +6+0.750L+0.750$+H 4,A05 5.457 +6+0.60W+ 3.355 4,145 +D+0,70E+H 3355 4,145 +p+0,750Lr+0,750L+0. 50 +H 3.355 4.145 +6+0.750L+0.7505+0.40W+H 4,405 5.457 +6+0.7 L+0,75005+0.5250E+H 4.405 5,457 4606+0.60W+0.60H 2.013 2,487 +0.606+0,70E+0.60H 2.013 2.487 O Only 3.355 4.945 Lr ONy L Only S Only 1.401 1.749 Only Only H Only 8 of 109 Steel Beam Description : r2136 Calculations perAlSC 360-10, IBC 2012, ASCE 7-1 Load Combination Set: ASCE 7-10 Material Properties _,......_. .. . -111 Analysis Method : Allowable StrencgIth Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Completely Unbraced B. Modulus: 29,000,0 kss Bending Axis: Major Axis Sending Load Combination ASCE 7.10 ...,�_..�e .....�, ...�,_.,_ . ..�.,.....M.., ..,.�.�,.,, ..,....�. . _ .__.. ....q......_ . ,� Span if W10xd5 1ptlte Loads Service loads entered Load Factors will bar applied for catculations Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load ; D = 1.9015, S = 0.90 k @ 14,750 it, (F2112) Point Load: D = 3.07911, S = 1,350 k @ 12.0 ft, (F2B2a) DESIGN SUMMARY 0,067 67 1 Ma srnUni Bending Stress Ratio 0,306: 06 1 Max4i)urn Shear Stress Ratio = W1 Ox45 Section used for this span W1 Section used for this span 4.755 Ma: Applied :383 636 k -ft Va : Applied 7(1..7 1 k Mn f Omega: Allowable '126.208k -ft Vnit3n eo : Allowable Load Combination +07+S+H Load Combination +57+,S+H 22.2510 ft Location of maximum on span 12 0715ft Location of maximum on span Span # '1 Span It where maximum occurs Span # 1 Span # where maximum occurs Maximurn Deflection Max Downward Transient Deflection 0,117 in Ratio = "'279' Max Upward Transient Deflection 0),0}0701 in Ratio = s l <600 Max Downward Total Deflection 0.412 in Ratio = 1 Max Upward Total Deflection 01.0300 in Ratios = <600 Maximum Farces & Stresses for Load Combinations Load Combination Max Stress Ratios Summa of Moment Values Summary Summary of Shear Values __.._ Segment Length Span # M V .m Amax Mmax + Ma Max MnxMnlt?mega Cb Rm Va Max Vnx... VstxlD ego +�+H Dsgn. L = 22.25 fl 1 0,219 0.049 27.54 27.54 209.95 125.72 1.29 1.40 3,43 106.05 701.79 +D+L+H Dsgn. L= 22.25 it 1 0.219 0.049 27.54 27.54 209,95 125.12 1.29 1.00 3.43 105.015 70.703 ++Lr+H Osgn, L = 22.25 ft 1 0.219 0.449 27.54 27,54 209.95 12512 1.29 1.40 3,43 1076.45 70,70 +D+S+H Dsgn. L = 22.25 ft 1 0,306 0,0167 38.64 33.64 210,77 126x,21 1,29 1.00 4,75 106.05 70.70 +D+0.75QLr+0.7501.+H Dsgn. L = 22.25 it 1 0.219 0.449 27.54 27.54 209,95 125.72 1,29 1.00 3.43 106.45 70.74 +D+0.7501,+0.7505+H Ds n. L = 2225ft 1 01.284 0.063 35,86 35.86 210,60 126,11 1.29 1.04 4,42 106.05 70.70 +D+O 60w+H Dsgn, L = 22.25 it 1 0 219 0.049 27.54 27.54 209,95 125.72 1,29 1.04 3,43 106.05 70.74 +p+4.745+H Dsgn. L = 22..250. 1 4.219 0.049 27,54 27.54 209,95 125,72 129 1.04 3.43 106,015 70,74 +D+0.750Lr+0,750L+4.450w+H Dsgn. L = 22.25 1 0,219 0,449 27.54 27,54 209.35 125.72 1.29 9.00 3.43 1016.015 74.74 +D+0.750L+0.7545+0.450W+H Dsgn. L = 22.25 it 1 0.264 4.463 35.86 35,86 210.60 126.11 1,29 1.40 4.42 106.05 70.70 +D+4,750L+0,750S+0.525016+H Dsgn. L = 22.25 ft 1 0284 4,463 35.86 29 of 1079 35.86 21060 126.11 1.29 1,00 4.42 106,05 7030 30 of 109 Description : F286 Goad Com !nation Max Stress Ratios Summary of Moment Values Summary of Shear Values; Segment Length Span fl V N1axA x1a1axfinx lnxfO a h FSm 4a1ax ., _m.. Vnx VnxiO ga +0.60D+0 64W+4 60H _.._a.._.m . DsgmL = 22,25 It 1 0.131 0.029 16.52 16.52 209.95 12512 129 1,00 2.06 406.05 70,70 +0.60D+0.705+0.60H Dsgm L = 2125 6 1 0,131 0.029 16,52 16.52 209.95 125.72 1,29 1.00 2,06 106,05 70.70 Overall Maximum um Deflection _._. i.oad 5*amb tion Span l4lax• "-"' DellLocation in Span Load Cr ination Max "+" Deff Location n Span 04125 .. 11,63+1 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load tr�a5on Su rt 1 5u rt 2 t5verall rrs X492 4.5 Overall MINimum 0,925 1.325 +D+H 2.566 3.430 +D+L+H 2.566 3.430 +D+Lr+H 2.566 3,430 ++S+H 3.492 4.755 +D+0350Lr+0.750L+H 2.566 3.430 +D+0.750L+0.705+H 3,260 4.424 +D+O. +H 2«566 1430 +D+0.70E+H 2,566 3.430 +D+0,750Lr+0.750L+0•450W+H 2.566 3.430 +D+0,750L+0.7505+0,450W+H 3.260 4.42.4 +D+0.750!,+0.750+0.5250E+H 3,260 4.424 +0.60D+0.60W+0.60H 1,540 2,055 +0.60D+0.0E+0.60H 1.540 2.058 D Only 2.666 3.430 Lr Only L Only S Only 4.925 1325 W Only E Only H Only 30 of 109 Description : F287 . WMA 'cts, Calculationa per AIS 360-10, IBC 2012, ASCE 7.10 -11111-111-1111-1.1-111 Load Combination Set : ASCE 7-10 ............w Analysis Method: Allowable Strength Design F Steal Yield', 50.0 ksi Beam Bracing: Completely Unbraced F: Modulus: 29,400.0 k i Bending Axis: Major Axis Bending Load Combination ASCE 7-14 t MUM Serol loads entered. Load Factors will be applied for calculations._ iAppi R.atis � � ry Beam self weight calculated and added to loadirt Load for Span dumber 1 Uniform Load: D = 0,0790, S = 0 030 k f, Tributary Width = 4.50 ft, (Roof} Uniform load : D = H650 ksf, Tributary Width = 4.50 it, (CMU Wall) Load for Span Number Uniform Load: D : 0.0790, S = 0.030 kf, Tributary Width = 3.50 it, (Roof' Uniform Load : D=0,010, S M 0,030 f, Tributary Width = 4.50 ft, (Skylight) SIGN SUMMARY 0.048: 1 Maximum Shear Stress Ratio 0.049:1 Maximum Bending Stress Natio W10x26 Section used for this span W 10x26 Section used for this span 3.732 -ft Va : Applied 2,606 k Ma :Applied Mn 1 Omega: Allowable 78.094 kw0 Vnlp a : Allowable k Load Combination +D+S+H 4.448ft Goad Combination Location of maximum on Sparc +D+S+H D� S+N 2.250 ft Locations of maximum can span Span If 2 Span # where maximum occurs Span If 1 Span if where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.045 in Ratio 20,166 Max Upward Transient Deflection -0.004 in Ratio = 14,442 Max Downward "Total Deflection 0.010 in Ratio = 9949 Max upward Total Deflection -0,006 in Ratio = 9801 Maximum Farces & Stresses for Lo;kd ,C-iDm 9inations Surnmaiy of Shear values Max Stress Ratios Load Combination _, _� ., , Suiaamaiy of Moment Values Ma Max Mox Mnxdi� ga Cb Rm va Vnx Vn Omega Segment Length Span # M Mmax + Mmax - _.._. +D++l Dsgn. L = 2.28 it 1 0.022 0.030 9,79 4.71 130.42 78.09 9.09 930.42 78,09 1.00 1.04 1.24 9.00 1.64 1.60 80.34 80.34 53,56 53.56 Dsgn. L = 8.40 ft 2 0.026 0,030 1* 1.74 +D+L+M Dsgn. L = 2.25 ft 1 OV2 0,030 1.71 1,71 13,42 7,8,9 1.99 1300,42 78.409 1.00 1.00 1.24 1,00 4.66 1.60 80.34 80.34 5156 53.56 Dsgn. L = 8 00 ft 2 0.026 0.030 1.99 -9.71 +D+Lr+Fi Dsgn. L = 2.25 ft 1 4.022 4.034 1.71 1.71 134.42 78.49 1.99 130.42 78.09 1.00 1,00 1.24 1.04 9.60 1.60 80.34 80.34 53.56 53.56 Dsgn L = 8.00 ft 2 0.026 4.030 1.99 -1.71 +D+S+tt Dsgn. L = 2.25 ft 1 4..426 0.049 x2.05 2,05 13,42 78.49 78.09 1.00 9.00 1.20 1.00 2.64 2.81 80:34 80.34 53.56 53.56 Dsgn. L = &00 It 2 0.048 0,049 3.73 •2.08 3.73 130,42 +D+0,784Lr+0.750L+N Dgia. L � 2.28 #t 9 0,022 0.030 -1.79 9,71 130,42 78A09 7 8.09 9.00 4 .00 124 9,04 1.60 1.64 80.34 80.34 53.56 53.56 Dsgn, L = 8.00 ft 2 0.426 0.034 1.99 -131 1.99 130.42 +D+0,750L+0.750S+i Dsgn. L : 2.25 ft 1 4.025 4.044 1.96 3.96 130.42 78.49 78.40 1.00 1.04 3.20 1 bO 2.36 2.36 80.34 84.34 53.86 5 3, 56 Dsgn, L = 8,00 it 2 4.042 4.444 3.34 -9.96 3.30 130,42 +0+0,60W+H 31 of 109 Load Combination Max Stress Ratios... Summary of Moment Values tsr�HURIry vT 01MM VOW,FQ Segment Length Span # max + .__Sum Mmax _ Me Ajax Mnx a Cb fpm Va 1ax Vnx VmJ0mega Dgn. G = 2,25 ft 1 0.022.... 0.030. ... _. .. ._ 1.71. 1.71 930.42 _,... 78.09 9.00..1.00 1.60. Dsgn. L = 8.00 It 2 0.026 0,030 19 99 -1.71 1.99 130,42 78.09 1,24 9.00 1,60 8034 ` 53.56 +0+0.70E+H Dsgn L = 2.25 ft 1 0,022 0,030 -1.71 1.71 130,42 78,09 1.00 1.00 9.60 80,34 53.56 D gn, L = &00 It 2 0.026 0,030 1.99 -1.71 1,99 130,42 78.09 1,24 100 1.60 8034 53.56 +0+0.750Lr+0,750L+0,450W+H Dsgn. L = 2.25 ft 1 0,022 0,030 -1.71 1.79 130.42 78.09 1>00 1.00 1.60 80.34 53.56 Dsgn. L = 8,00 ft 2 0.026 0.030 1.99 -1,71 1,99 93042 78.09 1,24 1.00 1,60 80,34 53.56 + t+0.754L40,7500 +0A5GW+9t Dsgn, L = 2,25 It 1 0,025 0.044 -1,96 1,96 130,42 78.49 9.00 1.00 2.36 80,34 5156 sgn. L - 9.00 it 2 0:042 0.044 3.30 -1.96 3,30 130.42 78.099 1.20 1.00: 2.36 80.34 53.5& +D+0.750L+0.750S-45250E+H Dsgn. L : 2.25 ft 1 0,025 0,044 A96 1.96 136.42 78:09 1.00 1.00 2,366 80.34 53.56 Dsgrs, L = 8.00 ft 2 0,042 0.044 3,30 -1.96 3.30 130:42 79.09 1.20 1.00 2,36 80,34 53.56 +0,60D+0k0W+0,60H Dsgn. L w 2.25 ft 1 0.013 0.018 -1:02 1,02 130,42 78.09 1,00 1,00 0.96 611.34 53.56 Ds n. L w 6;00 It 2 0.095 0,018 1.20 -1.02 1,20 1303;42 78.09 1,24 1.00 0.96 80.34 53.5fi +0.60D+0.70E460H Dsgm L = 2;25 ft 1 0.013 0.018 -1.02 1.02 130.42 78.09 1.00 1.00 0.96 80,34 53.56 Jsgn. G = 8:00 ft 2 0.015 0.098 1.213 -1.02 1.20 130.42 78.09 1.24 9,di 0.96 80.34 53.56 Load Co at n Span Max, "-" Heft Location in Span Goad Combination Max + Deft Location in Span ......._...,_.._... M.... _ ....,............._. .. _ .. ,...,r.n ....,, U000 ... _......, ..._._. 0.000 _. ., ... ,_,....... +D+ S ......;.... ._... ..,.,,.., e._00055`..__ +D+S+t}.... 2 0.0086 4.192 U000 0.000 Vertical Reactions ns Sup 11 nota11 t Fat^ telt ss #1 Value 6n11 11 K9P11 S Load Combination Support 1 Support 2 Support 3 ... .... .. . ......... _ .._.. .. OverAMAkfrruiri .. . _ 4,426 1094. . _.__....w Overall MINimurn 9.346 0.706 A)+H 3.120 1.177 +D+L+H 3.120 1,977 +D+Lr+H 3.120 1.177 +D+S*H 4.426 2,094 +D+0,750Lr+0.750L+H 3.120 1177 +D+0,75OL:+0.750S+H 4.900 1.865 +0+0.60W+H 3120 1.177 +D+0.70E+H 3.920 1.177 +0-+0,750Lr+0,750L+0 4501 +H 3.120 1.977 +0+0.750L+0.750S+0.450W+H 4.100 1.865 +p+0.750L+0.750S+0,5250E+f9 4.900 9.865 +0.60D+0.60W+0.60H 1.872 0,706 +00.60D+0.70E+0,60H 1.872 0.706 D ONy 3.120 1.977 Lr Only L Only S Only 1,306 0.917 W Only E Only H Only j A Nu it,4a'ar v a evax:. Description: F2H1 ;ode Rafe C" _. . «♦ Combi6ations Used'.t fm 3';51 i,t}. psi (;tear span 04OUIT nVum Qm-,j 6..250 it Fs,QQyO psi Beare Depth 2 O.i # Bars EIF i Sm = f'rn 750A Thickness It`'in Top Clear 4,0 in Wall Wt hilt 1,13 End Fixity P"n Btrn Clear 4.0 in Block Type Normal Wt Bquiv, Send Thick 7.60 in # Bar Sets 3 Lateral Wind Load 230,0 psf Wall Weight 4*0 pst Bar Spacing 4.0 in Lateral Mall Weight Seismic Factor 0,330 S 1,125.0 ksl Vertical Loads 39,693 psi Calculate vertical beam Weight ? Yes n 25.773 Lateral Loads x EngtX C?ead Load #1 ft 6..250 it 0 360 #2 it 6.250 ft 0,5660 #3 it ft 0.8784 #4 it it :S11= Fs As 1 d DESIGN SUMMARY ARMWk k ft _ um,Skies Rabos.- Mail ,M-6111, M ! al Late .i 'ned fb/Fb 0.4342 0.1576 0,4619 ; 1,00 fv1Fv 0.8688 01596 0°8833:9.00 Verflcal Strength W : Wtn As 0,620 in"2 rho 0.004066 np 0.1048 k: ((np)"2+2np)".5-np 0.3649 j =1 - k13 0.8784 hf:mas=Fb k j b d" 12 27.492 k -ft :S11= Fs As 1 d 23.784 k -€t itaor Live_Lr : hoof Live : Snc� W : Wtn : F _ ke 0.3250 klfi loft klft kilt ...... _ . Maximum Moment ARMWk k ft Vertical Loads 9,458k -ft 21,784k -ft for Load Combination: +D+S+H Lateral Loads 1.347 k -ft 8.548 for Load Combination: - 0460W+H Maximum Shear Auai'b Vertical Loads 39,693 psi 45.689 psi for Load Combination: +D+S+H Lateral Loads 6,183 psi 38,730 psi for Load Combination: +0+0.60W+1 l Lateral Strength (Checking lateral bending for span) As 0,930 in"2 rho 0,006667 0.1719 k : (np,12+2np)".5-n j=3-0 0.8536 I:a=Fb k j b d"212 8.548 k -ft WStl = Fs As j d 9.229 kMgf bwailed Load Combination Results Load Combination Vertical Lateral Mrnax Mallow fv Vert Fv : Vert l actual Mallow to Fv k -ft -ft psi psi k -ft k -ft psi psi ++y 7,87 21.78 3103 45,69 0,00 8,55 0.00 3813 +D+L+k1 7,87 21.78 33,03 45.69 0,00 8,55 0.00 38,73 +D+Lr+13 7,87 21.78 33.03 45.69 0,00 8,55 0.00 38.73 +++H 9,46 21.78 39.69 45.69 0.00 8,55 0,00 3873 +D-4750Lr+0,750L+H 7.87 21.78 33.63 45.69 0,00 8.55 0.00 38,73 +D+0,750L+0.750S+H 9,06 21,78 38,63 45.69 0,00 8,55 0.00 38.33 +D+0,60W+0# 7.87 29.78 33.03 45,69 1.35 8.55 6.18 38.73 +D-HOW+H 7.87 21.78 33,013 45,69 1,35 8.55 6,98 38.73 +0+0.70E+H 7.87 21,78 33,03 45,69 0.99 8,55 0,87 38.73 +D-0,70E+H 7.87 21,78 33.03 45.69 0.19 855 0.87 38,.73 +D+0,750Lr+0.750L+0.450W+H 7.87 21,78 3103 45,69 '1,09 8,55 4.64 38,73 +D+0J50Lr+0 ,7 0L-0,450;W+H 3,87 2118 33,03 45.69 1.01 8,55 4.64 38.73 +D+0.750L+0.750 +0,450W+H 9.06 29.78 38,03 4539 1.01 8,55 4,64 ' 3813 +D+0.750L+0,750S-0,450W+1-1 9.06 21.78 38,03 45.69 1.01 856 4.64 38.73 +D+0,750L+0,750S+0,5250E+H 9.06 21.78 38,03 45,69 0.14 8,55 0,65 3813 +D+(?,7 0L+0,75O -0.5250E+H 9.06 21:78 38.03 45,69 0,14 8,55 0.65 3873 +0.60 +0,60W+0,60H 4.72 21.78 19.82 45.69 9,35 8,55 6.18 38,73 +0,60DA60W+0.60H 4..72 21,78 1932 45.69 1.35 8,55 6.18 38,73 +0.60D+0.70E+0,60H 4.72 21,78 19.82 45.69 0,99 8.55 0.87 38.73 460D-0,70E+0,60H 4.72 21.78 19.82 45,69 0,19 8.55 0,87 3813 Calculations per ASC 360-10, PBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Method: Allowable Strength Design Fy: Susi Field : 2 ,300.0 ksi Bean Bracing: Completely Unbr d E: Modulus Bending Axis : Major Axis Bending Load Combination ASCE p 7-10 IN Service loads entered Load Factors will be applied for calculations A00110d L"000, m _ Beam self weight calculated and added to loadlnft Uniform Load: 10 = 0.1560, l_ : 0.040, S = 4,030 k/Et,Tributary Width =1.0 ft. (2nd Floor Framing) Uniform toad : D - 0,0960 ksf, Extent = 4.0 -->> 2.0 ft, Tributary Width = 9,0 ft, (Wail) Uniform Load: C = 0.0980 ksf, Extent =14,0 -->> 16.0 ft, Tributary Width = 9.0 ft, (Wall) Uniform Load: f3 = 0.460 ksf, Extent = ZO __a> 14.0 ft, Tributary Width = 8.0 ft, (Windrows) Paint Goad: D = 1863, S = 9.463 k 2,0 ft, (Lintel 2, Suport 1) Paint Load: D m 3,883, S =1.463 k 14,0 t, (Lintel 2, Suport 1) Point Load: 0 =12,943, S = 4.875 k 0 8.0 ft, (Lintel 2, Support 2) Uniform Load : ) =0.0790, '= 0,030 ksf, Extent =14.0 -->a 16.4 ft, Tributary Width = 20.0 ft, (Upper Uniform Load: D = 0,07901 : 0,030 ksf, Extent = 0.0 -->> ZO ft, Tributary Width = 20.0 ft, (Upper Roof) DESION 11J, _ i0=626: (},211: 1 Maximum Bending Stress Ratio - 1 Maximum Shur Stress Ratio W16x5O Section used for this spare W16x5O Section used for this span 26.107 k Me: Applied 114.840 k -ft Va : Applied 183.386 k -ft Vn/Ome a : Allowable 123.880 k Mn t Omega : Allowable +D+S+Ft Goad Combination +LI+S+F1 Load Combination 8.000ff Location of maximum on spare 0, ft Location of maximum on span Span # 1 Span where maximum( occurs Span 1 Span where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.052 in Ratio= 3,700 Max Upward Transient Deflection 0.000 in Ratio = 0 <720 Max Downward Total Deflection 0,2 6, in Ratio = 767 Max Upward Total Deflection 0,000 In Ratio = 0 <720 su+°»ti pin _ ... Shear Max Stress Ratios Summary of Moment Values Summary of Values Load Combination h_ Spam M V Mrnax + Mmax - Ma Max Mnx MnyJOmega On Rm Va Max Vnx n mAga .._ Segment Length +f}+l Dsgn. L = 16.00 ft 1 0,495 0.168 9015 90.25 304.49 152.33 9,21 1,00 2077 485.82 123.88 +D+L+Fl Dsgn. L = 16,00 fl 1 0.502 0,170 91.53 91.53 304.24 182.18 4.21 1,00 24.09 185,82 123.88 +D+Lr+N 90,25 304.49 1(12.33 1.24 1.00 Dsgn, L = 16.00 ft 1 0A95 0.158 90.25 20.71 185.82 123 88 +D+S+H Dsgm L = 16,00 ft 1 0.826 0.211 114.84 114.84 306.25 183.39 1.22 1.00 26.41 185.82 123.88 +0+0,750Lr4O,750L+H Dsgn, L = 46,00 t 1 0.501 0.170 91,21 94.21 304.24 182,18 1.21 1.00 21.01 185.82 123.88 +0-4750L+0,750S+F§ Dsgn, L = 46,00 ft 1 0.599 0.202 109.65 145.65 305.75 183,08 1.22 1.00 25.01 185.82 123.88 Dsgn, L = 16,00 ft 1 0.495 0.168 90.25 90.25 304.49 182.33 1.21 9.013 20.77 185.82 923.88 +0+0,70E+F1 Dsgn, L = 16,00 ft 9 O.Q95 0.168 90.25 35 of 109 90,25 304.49 182.33 4.21 1.4ti 20,77 185.82 523.88 Load Combination Max Stress Ralms Summary of Moment Values She ar values Segment Length Span # + 11 x 11 a Ift Vex and a Dsgn, L = 16,00 it 1 0,501 0,170 91,21 91,21 304,24 182,18 1.21 1,00 21-01 185-82 12188 +D+0.750L,+0150S+0A501N4-H Dsgn. L = *00 it 1 0,599 0,202 1W66 109,65 30535 18108 1, 22 1,00 25,01 185,82 123,88 +D40,750L40,750S+0,5250E4H Dsgn. L t *00 It 1 0.599 0,202 IGHS 109.65 305,75 183,08 122 1.00 25,01 185,82 12348 +0,60D460W+0,60H Dsgn. L = 16,00 It 1 0.297 0.101 54.15 64,15 304,49 182,33 1,21 1,00 12,46 185,82 123-88 +0-60D+0,70E40,60H Dsgn, L = *00 ft 1 0,297 0,101 54,15 5415 304,49 182,33 121 UO 12,46 185.82 123,88 ovo ---- - ------ ------ Load Combination Span max. %" Dell Location In Span Load Combination Max. Y Deff Location in Span 1 0,2504 &046 V10,014p,01.1 00041 support notation: Far left is #1 Values In KIPS Load Combination Support I Support 2 . ...... Cni6Fa8._Wim6m­­­­­ "' ­ ­_1 ­11_­­1.2_&,f0f­__1111 - 6.101 Overall MINimurn 0.320 0,320 +D+H 20.767 20.767 +D,+L4H 21,087 21 „087 +D+Lr4H 20,767 20,767 +D+S+H 26,107 26,107 +D+0J50Lr+0,750L4+i 21,007 21,007 4"150L,#0,750S+H 25.012 25,012 +D-*030W4H 20.267 20,167 +D+0,70E4+i 20367 20,767 +D+0,750Lf40.750L40A50W4H 21,007 21,007 +D.+0,750L40,750S+0,450W+H 25,012 25.012 +D4(),750L+0J50S+0,5250E+H 25,012 25,092 +0,601)40,60W40.60H 12,460 12.460 +0,60D4070E,460H 12.4612 12,460 D Only 20,767 20,767 Lr Only L Only 0,320 0,320 S only 5,341 5,341 W Only E Only H Only Steel Beam Description : F2H2 Put of Plane) CODE REFERENCES Calculations per AI SC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowrable Streaagth Design Fy Steel yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000 O ksi Banding Axis: Minor Axis Bending Load Combination ASCE 7-10 Span -16oft w 16950 e9 g Dsgn. L = 16.40 it 1 +D+L+H Dsgn. L = 16.00 It 1 +D+Lr+H Dsgn. L = *0011, 1 +D+S+H Dsgn. L w 16.00 It 1 +D+0,75OLr+0.7501.+H Dsgn. L = 16,00 it 1 +D+0.750L+0.7505+H Dsgn. L = 96.00 ft 9 +D+060W+H Dsgn, L = 16,00 If +D+0.70E+H Dsgn. L 4 16.00 it 1 +D+0,75OLr+0,750L+0.450+H Dsgn. L = 96.00 9t 1 +D+0.75OL+0.7505+0.450W+H Dsgn. L = 16,40 ft 1 +D+0.7OL+0.750S+0,5250E+H Dsgn. L = 16,00 ft 1 +0.60D+0.60W460H Dsgn, L = 16.00 ft 1 0,179 0,135 0.135 0179 0.000 0.000 0.000 0.000 0.000 0.400 0,010 0,000 0,008 4.008 0.000 0.010 C360? Axi a 0 <600 M 7,30 7.30 5.47 5.47 5,47 5.A7 7.30 7 of 109 7130 Moment Veit _ �y_,. 67.92 67.92 67.92 67,92 67.92 67.92 67.92 67,92 6792 67.92 67.92 67.92 40.67 1.00 1.40 40.67 1.00 1.04 40,67 1.00 1.00 40.67 1.00 1.00 40.67 1,00 1.00 40.67 1.00 1.00 40,67 1.14 1.00 40.67 1,00 100 40,67 1.14 1,00 40,67 114 1.00 40.67 1.00 1.00 40.67 1.14 1.00 -0.00 267.25 -0,00 26725 400 267,25 -0,00 267.25 .0.00 267,25 -0.00 267.25 1.82 267.25 •0,00 267.25 1.37 267.25 1.37 267.25 .0.00 267.25 1.82 267,25 178,16 178,16 178.16 178.16 178,16 978.16 178,16 178,16 178.96 178.16 178.16 978,96 Serviceloads entered L Factors will be applied for calculations. Applied lad . Max Downward Transient Deflection 6.;x22 In Ratio= Max upward Transient Deflection Beam self weight NOT internally calculated and ed Max Downward Total Deflection 0, 313 in Ratio Max Upward Total Deflection Uniform Load: W = O,0380 ksf, Tributary Notatins =1t3.f3 it, (Wind) Load Combination Max Stress Ratios _. DESIGN SUMMARY Maxirrmurn Bending Stress Ratio 0179: 1 Maximurn Sheaf" Stress Rattc.i SUMMILVAM 93 €310 : 1 Section used for this span iitit16x0 Section used far this span 16xt1 1.£124 Ma : Applied '. 7.256 k- 40,669 V : Applied Vn/Omega : Allowable 178.164 k Mn J Omega Allowable -ft Load C bination +t1+0,6 W+H Load Combination a U+t3 63W+H 6 it Location of maximum on span t3.000fi Location of maximum on span Shan # 1 # 1 S n where imum occurs Span # 1 Span where maximum urs e9 g Dsgn. L = 16.40 it 1 +D+L+H Dsgn. L = 16.00 It 1 +D+Lr+H Dsgn. L = *0011, 1 +D+S+H Dsgn. L w 16.00 It 1 +D+0,75OLr+0.7501.+H Dsgn. L = 16,00 it 1 +D+0.750L+0.7505+H Dsgn. L = 96.00 ft 9 +D+060W+H Dsgn, L = 16,00 If +D+0.70E+H Dsgn. L 4 16.00 it 1 +D+0,75OLr+0,750L+0.450+H Dsgn. L = 96.00 9t 1 +D+0.75OL+0.7505+0.450W+H Dsgn. L = 16,40 ft 1 +D+0.7OL+0.750S+0,5250E+H Dsgn. L = 16,00 ft 1 +0.60D+0.60W460H Dsgn, L = 16.00 ft 1 0,179 0,135 0.135 0179 0.000 0.000 0.000 0.000 0.000 0.400 0,010 0,000 0,008 4.008 0.000 0.010 C360? Axi a 0 <600 M 7,30 7.30 5.47 5.47 5,47 5.A7 7.30 7 of 109 7130 Moment Veit _ �y_,. 67.92 67.92 67.92 67,92 67.92 67.92 67.92 67,92 6792 67.92 67.92 67.92 40.67 1.00 1.40 40.67 1.00 1.04 40,67 1.00 1.00 40.67 1.00 1.00 40.67 1,00 1.00 40.67 1.00 1.00 40,67 1.14 1.00 40.67 1,00 100 40,67 1.14 1,00 40,67 114 1.00 40.67 1.00 1.00 40.67 1.14 1.00 -0.00 267.25 -0,00 26725 400 267,25 -0,00 267.25 .0.00 267,25 -0.00 267.25 1.82 267.25 •0,00 267.25 1.37 267.25 1.37 267.25 .0.00 267.25 1.82 267,25 178,16 178,16 178.16 178.16 178,16 978.16 178,16 178,16 178.96 178.16 178.16 978,96 Maxirnurn Deflection Max Downward Transient Deflection 6.;x22 In Ratio= Max upward Transient Deflection 0.000 in Ratio= Max Downward Total Deflection 0, 313 in Ratio Max Upward Total Deflection 13.000 in Ratio Maximum Farces $ Stresses for Load Combinations Load Combination Max Stress Ratios _. V. S ent Lan th Span Mrnax + Mmax - e9 g Dsgn. L = 16.40 it 1 +D+L+H Dsgn. L = 16.00 It 1 +D+Lr+H Dsgn. L = *0011, 1 +D+S+H Dsgn. L w 16.00 It 1 +D+0,75OLr+0.7501.+H Dsgn. L = 16,00 it 1 +D+0.750L+0.7505+H Dsgn. L = 96.00 ft 9 +D+060W+H Dsgn, L = 16,00 If +D+0.70E+H Dsgn. L 4 16.00 it 1 +D+0,75OLr+0,750L+0.450+H Dsgn. L = 96.00 9t 1 +D+0.75OL+0.7505+0.450W+H Dsgn. L = 16,40 ft 1 +D+0.7OL+0.750S+0,5250E+H Dsgn. L = 16,00 ft 1 +0.60D+0.60W460H Dsgn, L = 16.00 ft 1 0,179 0,135 0.135 0179 0.000 0.000 0.000 0.000 0.000 0.400 0,010 0,000 0,008 4.008 0.000 0.010 C360? Axi a 0 <600 M 7,30 7.30 5.47 5.47 5,47 5.A7 7.30 7 of 109 7130 Moment Veit _ �y_,. 67.92 67.92 67.92 67,92 67.92 67.92 67.92 67,92 6792 67.92 67.92 67.92 40.67 1.00 1.40 40.67 1.00 1.04 40,67 1.00 1.00 40.67 1.00 1.00 40.67 1,00 1.00 40.67 1.00 1.00 40,67 1.14 1.00 40.67 1,00 100 40,67 1.14 1,00 40,67 114 1.00 40.67 1.00 1.00 40.67 1.14 1.00 -0.00 267.25 -0,00 26725 400 267,25 -0,00 267.25 .0.00 267,25 -0.00 267.25 1.82 267.25 •0,00 267.25 1.37 267.25 1.37 267.25 .0.00 267.25 1.82 267,25 178,16 178,16 178.16 178.16 178,16 978.16 178,16 178,16 178.96 178.16 178.16 978,96 F�8 * k:SPt+�' aiti�4diJf�.3 � �ccitovurn. rxayc, Descrtpbon . F2H2 (Out of Plane Load Combination Max Stress Ratios Summary ofo nt Vales Summary of Shear Values Segment Length Span l 1 V �nax + Al - MaMax .. M. nx n a b Rm Va Max Vnx VnxfO ga .,.,.w., a.< .w ...�m..,�:..,....,, �....._, +0.60D+0,70+0.60H . Dsgn, L = 16.00 ft 1 0.000 67.92 48.87 1,00 1,00 -0,0267.5 175.15 Overall Maximum Deflections ._.,.,.... ._.n,.�.. Mw....w .. .,.,e,....._ . , ....1_ ___..,_..-.-. ,.. ,..,w. .., .._., Load Combination , .. Span ... __ ..._ Max. -" Deii �.... Location in Span Load Combination Max. "+" Deft Location in Span 0.5218 8.fl48 .......... _.. __.. —_w-O.00UO 0.000 Vertical Reactions Support notation: Par left is #1 Values In KIP Ltradnbinatkn Support 1 S u pp ort 2 Overall h INWnum 1.369 1.568 +D+H I. +D+L+H +D+Lr+H +D++H +D+0J50Lr+0,750L+H +D+0,750L+0.7505+ +D+00W+H 1,824 1,824 +D+0.70E+ +D+0.750Lr+0.750L+0.45011+H 1.368 1.368 +D+0.750L+0.7505+0.450W+H 1.368 1.368 +D+0.750L+0,750S+0. 250E+H +0.60D+0,60W+O 0H 1.824 1.924 +0. 0D+0.70E+0,60H D Only Lr Only L Only S Only Only 3.040 3,040 E Only H Only Beam 2013, ASCE 7 -10 L --l-1-111, fm t" Psi Clear Span 5,250 If Debar Size Fs 24,000.0 psi Seam Depth I .999 ft # Bars E/F Ern = m 750.0 Thickness 8 in Top Clear 4,0 in Mali Aft Ault 1,0 End Fixity Pin -Pin Btrn Clear 4,0 in Block Type Normal Wt Eguly, Solid Thick 7,50 in # Bar Sets 3 Lateral Wind L d 0.0 psf Wall Weight 84.0 psi Bar Spacing 5.0 in Lateral Wall Weight Seismic Factor 0.330 E 1„125.0 ksi Shear Reinf Sar Size # 3 Calculate vertical beam weight ? No n 25,770 Shear Reinf Bar Spacing 12.0 in Lot #4: D(9.6715) L(0.340) Ld #3: j 4 S(0.210) Ld Beams uppof eaor1upport rt xrx+ rrwa Jr aw?xr ce ix nae }1 r. erikrlfaxra3tx }m95E� ( iTLgkt !i t15iq .,_.AF {i w P96 Y9 IICtt�tJt"rYr �,aCfS ... ,. ,.__.,_,_ .. .. ...._ ..._ _....,.,.3...- _ -_.. .._ .._ tart X EOUX i s it%cid t, 8 s v t:r`,4:. qi 6 fv_c, Sara ARaU?zuldArtL%@ #1 O.0 ft 5250 ft 0,980 0,0 0.0 0.0 0,0 0.0 loft ,0/4 , 2 0.0 It 5.250 it 0,0790 0.0 0.0 0,030 0.0 0.0 kift #3 0:0 ft 5.250 ft 0.5530 1,050 0„0 0.210 0.0 0.0 6tlft #4 0.0 If 3.750 ft 0.6715 0.340 0,0 0.0 0.0 0 O klft t DESIGN SUMMARY ARYAMW Maximum Moment 12.094 k -ft 21.770 k ft fbtFb � > � �. :r r. 01557 :1,00 Vertical Leads for Load Combination: +p+L+H fvlFv 0.9403 :1.00 Lateral Loads 0,1336 k -ft 9,831 for Load Combination ; +D+0.70E+H Maxi=rn Shear Vertical Loads 61,848 psi 65,783 psi for Load Combination: +D+L+t i Minimum Mrs = 1, � Fcr '� S 7,922 k -ft Lateral Loads 0.6724 psi 38.730 psi for Load Combinations +D+O 70E+H Vertical Strength Lateral Strength (Checking lateral bending for span) 0.620 mm2 As 0,930 in "2 As rho 0.004 0,006142 rho 0,1583 np 0,1049 no k: ((np)"2+2np)A, -np 0,3650 k: (np"2+2np)^.5-np 0.85679 a =1. kf3 0,8784 j = "I - k/3 9,831 k -ft M:mas=Fb k j b d"212 27.465 k -ft M:mas=Fb k j b dA 2/2 10.073 k -ft WStl = Fs As j d 21.770 k -ft WS1= Fs As j d 39 of 109 I Detailed Load Combination Results toad Casnbnatiorl ertscal Lateral Imax Mallow tv ; Vert Fv : Vert Tactual mallow tv Ev k- k-ft psi psi k- k-ft psi psi ++H TO 21.77 38,39 65;82 0.00 9.83 0.00 38,73 +13+L+H 12.09 21.77 61,85 65.73 0A 983 0:00 38.73 ++Lr+H 7,49 21,77 38,39 65.82 4.00 9.83 0.00 38.73 +D+S+H 8.32 21.77 42.52 65.76 0:00 9.83 0.00 38,73 + +0.750Lr+0.750L+H 10.94 21,77 55.98 65.79 0.00 913 0.00 38.73 + +0.1501.+0.7505+H 11.56 21,77 59.08 65.78 0.00 913 0.00 38,73 + +0.64W+H 7.49 21,7.7 38.39 65.82 0.00 9.83 0,00 38,73 +-0.60W+H 7.49 21777 38,39 65,82 0.00 983 0.00 3873 ++0.70E+H 7,49 21.77 38.39 6532 0.13 9.83 0.67 38.13 +E_0.70E+H 1.49 2177 38.39 65.82 0.13 9,83 0.67 38.73 +E+0.750Lr+0,750L+0.450W+H 10,94 21.77 55.98 65.79 0.00 9.83 0.00 3933 +p+0.750t.r+ .750L•0.450V +H 10.94 21,77 55.98 65.79 0,00 9.83 0,00 38.73 + +0,754L+0.7505+0,4 0 +H 11.56 21.77 59,08 6516 0.00 9.83 0.00 38.73 ++0.750L+0.7505-0.450W+H 11.56 2177 59.08 6516 0,00 9.83 0.00 38,73 + +0,750L+0.7505+0. 250E+H 11.56 21.77 59.08 65.76 0.10 9.33 0.50 38.73 +D+0.750L+0.7505-0.5250E+H 11.56 21.77 5908 65.76 0,10 9,83 0:50 36,73 +0.60D+0,60W+0.60H 4.50 2177 23,03 65.82 0,00 9.83 0.00 38,73 +0.60s0-0.60V +0,60H 4,50 21.77 23.03 65,82 0.00 9.83 0.40 38.73 +0.60{3+0.0E+0.60H 00 2117 2103 65M 0,13 9.93 0.67 38.73 +0:6413-0.70E+0.60H 4.50 21.77 23.03 65.82 0.13 9,83 0.67 3813 bafEdii fi-o" n' 'C -B- C 2013, ASCE 7-10 - -------- ----- - Load Combinations Used: ASCE 7-10 ------ -Q L&, L QQ?..UY4, ----------- k MT14) fro 1,S i3O psi Clear Span 5.750 it Reber Size Fs 24i001.0 psi Beam Depth 1.999 it # Bars E/F Em = fm 750,0 Thickness 8 in Top Clear 4,0 in Wall Aft Mutt 10 End Fixity Pin -Pin Btrn Clear 4,0 in Block Type Normal Wt Equiv. Solid Thick 7;60 in # Bar Sets 1, 3 Lateral Wind Load psf Wall Weight 84.8 psf Bar Spacing &016 Lateral Wall Weight Seismic Factor 0.330 E 1,125.0 ksi Shear Reinf Bar Size Calculate vertical beam weight ? No to 25,778 Shear Reinf Bar Spacing 12,0 in uE Elm Miniiiium Mn = 13 * Fcr * S Maximum Shear Vertical Loads for Load Combination 7,922 k -ft Lateral Loads for Load Combination MOMM Ac -W -al Allmm 51,278 psi 62,571 psi +D+S+H 0,7365 psi 38.730 psi +D+0,70E+H - -------- ----- - ---- ------ -Q L&, L QQ?..UY4, k MT14) 3,750 ft 0,1875 0.50 k #2 ft k #3 It k #4 it .. ..... ... tlrrtform Loads ............. .. %ar!X #1 ft 5.750 ft 1274 kfft\4Aki-, Roof km #2 it 5.750 it 0,0790 0,030 & k/1100 @OV'50 #3 ft 51 ft 0.8690 0,0 0.3250 loft r LO"a #4 ft 3.750 it 0.1350 0,050 DESIGN SUMMARY . .... ..... . .................. .... k -ft aximuni tress Ratios- il Yidt Maximum Moment 11.390 k -ft 21,770 k -ft fb/Fb 0.5234 :1.00 Vertical Loads for Load Combination: +D+0,750L,+0,7505+H fv/Fv 0,8225 :1.00 Lateral Loads 0,1602k -ft 9.831 for Load Combination: +D+0.70E+H Miniiiium Mn = 13 * Fcr * S Maximum Shear Vertical Loads for Load Combination 7,922 k -ft Lateral Loads for Load Combination MOMM Ac -W -al Allmm 51,278 psi 62,571 psi +D+S+H 0,7365 psi 38.730 psi +D+0,70E+H Vertical Strength As rho np k: ((np)A2+2np)",5-np j=1 - kI3 M:mas=Fb k j b d12/2 M:StI = Fs As j d Mmax k -ft Lateral Strength (Checking lateral bending for span) OMO jnA 2 As 0.9301n 0,004068 rho0,006142 11,26 01049 np 01583 0,4262 03650 k (npA2+2np)A,5-np 9,79 03784 i =1. k/3 0,8579 27,465 k -ft M:mas=Fb k j b d"2/2 9.831 k -ft 21,770 k -ft M:Stl = Fs As j d 10,073 k -ft Mmax k -ft +D+H 919 +D+L+H 10,46 +D+Lr+H 9,79 +D+S+H 11,26 +0+0.75OLr+0,750L+H 10,29 +D+0.750L+0,750S+H 11,39 +D+HOW+H 9,79 +D -0,60W+1# 9,79 +D+OY0E+H 9.79 +D-0.70E+H 979 +D+0,75OLr+0,750L+0,450W+H 10,29 +D+0.75OLr+0,75OL-0.450W+H 10,29 +D+0,750L+0,7505+0,450W+H 1139 +D+0,750L+0.7505-0,450W+H 11,39 +D+0,750L+0,750S+0.5250E+H 1139 +D+0,750L+0,7505-0,5250E+H 11,39 +0,60D+0,60W+0,60H 5,88 +0,60D-0,60W+0A01 5.88 +0A0D+0,70E+0A01 5,88 +0,60D470E460H 5,88 VerticalLateral Mallow fv : Vert Fv: Vert Mactual Mallow fv Fv k -ft Psi PSI k -ft k -ft Psi 0 21.77 4458 62.56 0,00 9,83 ON 3833 21,77 46,55 61-90 0.00 9,83 OM 3813 2177 44,58 62,56 0,00 9.83 0,00 3873 2177 51,28 62.57 0,00 9.83 OM 3813 21,77 46,06 6106 ODO 9.83 ODO 3813 21.17 51.08 62,12 0,00 9,83 UO 3833 21,77 4458 62,56 OA 9,83 0,00 38,73 2137 44,58 62,56 0,00 933 ODO 3833 21,77 44,58 6156 016 9,83 034 3813 21,77 44.58 62.56 0,16 9,83 0,74 38.73 21,77 406 62,06 00 9.83 ODO 38,73 21,77 46.06 62.06 OA 9,83 0,00 38,73 21.77 51.08 62.12 0,00 9,83 0,00 38,73 21,77 51,08 6212 0,00 9,83 OA 38,73 2177 SIM 62,12 0,12 9,83 0.55 38,73 21.77 51,08 62,12 012 9,83 055 38,73 21,77 26,75 62.56 0.00 9,83 ODO 3873 21,77 2675 6156 0,00 9,83 OM 38,73 21,77 2635 62,56 0,16 9,83 0,74 3813 21,°17 2635 6156 016 9,83 0,74 38,73 Description: FWH5 Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 n gqg4 Lcqd L Floor Live UJRoof Liv L§n A�Wind Load Combinations Used: ASCE 7-10 rho 0,1049 np 03650 General kift J4- #1 ft 6.50 It 0.980 m . .. . ....... ............... 1,500.0 , " , - psi Clear Span 6.50 ft Reber Size 5 Fs 24,000,0 psi Beam Depth 1,999 ft # Bars E/F I 4,0 in Em = Pm 750.0 Thickness 8 in Top Clear 4,0 in Wall Wt Mult 1,0 End Fixity Pin -Pin Btm Clear 3 Block Type Normal Wt Equiv, Solid Thick 7,60 In # Bar Sets 4.0 in Lateral Wind Load psi Wall Weight 84.0 psf Bar Spacing 0,02396 0.6462 1,00 Lateral Wall Weight Seismic Factor 0330 E 1,125.8 ks! Shear Petri Bar Size # 3 Calculate vertical beam weight ? No n 25.778 Shear Reirif Bar Spacing r 12,0 in Steri i{ n gqg4 Lcqd L Floor Live UJRoof Liv L§n A�Wind L, Eating ke rho 0,1049 np 03650 k {np,',2+2n 6-np p)A kift J4- #1 ft 6.50 It 0.980 0.030 M:StI = Fs As I d kift 0100, P-OOV #2 6.50 It 0,0790 0,210 k9t itYP 43 ft 6,50 It 0.5530 1.050 ktft #4 it it DESIGN SUMMARY I xi I m . um 11 StressI I - 11 Ratios, Y I do -1 �bed Maximum Moment �etiaalable k -ft 21,770 k -ft fb/Fb H458 0,02396 0.6462 1,00 Vertical Loads for Load Combination +D*L+H 14b59 k -ft fv/Fv 0,9650 002335 0,9653 :1.00 Lateral Loads 02048 k -ft 8,545 for Load Combination: - D+010E+H Maximum Shear &at &Kmable Vertical Loads 56,765 psi 58.825 psi for Load Combination ; +D+L+H Minimum Mn = 1,3 * For S 7.922 k -ft Lateral Loads for Load Combination: +0+0,70E+H 0,9041 psi 38,730 psi Vertical Strength As rho np, k ((np)A2,,,2np)A .5-np 1=1-k13 M:mas=Fb k i b d^ 212 M:Stl = Fs As j d (Checking lateral bending for Span) 0.930 m12 0,006670 0,1719 0,4392 0,8536 8,545 k -ft 9.229 Ot Lateral Strength 0,620 in A 2 As 0,004068 rho 0,1049 np 03650 k {np,',2+2n 6-np p)A 0.8784 j =1 - k/3 27,465 k -ft M:mas=Fb k I b d12/2 21770 k -ft M:StI = Fs As I d (Checking lateral bending for Span) 0.930 m12 0,006670 0,1719 0,4392 0,8536 8,545 k -ft 9.229 Ot Detailed Load Combination Resin w. _....--------...... ......_ ._ .... _ . _ , _....._ . - Load Combination Vocal � � w-M ... Morax Mallow.. tv : Vert Fv : Vert actual � Mallow fv Fv ft k-#t psi k f k-ft 0 psi +D 8,51 21.77 3437 58,82 0:06 8.54 0,00 38.73 +D+L+H 14,06 21,77 56.77 58,82 0.00 8,54 0.00 38,73 +D+Lr+H 8.51 21,77 34,37 58.82 0,00 8.54 6.00 3813 +.D+S+H 9.78 21,77 39.49 58,82 6,60 fL54 9.90 3873 +C- .7 OLr4a750L 12.67 21,77 51.17 58.52 ON 8.54 0,00 38,73 +D+O 750L+OI50S+ { 1162 21.77 55.01 58,82 0,00 5.54 9,00 3813 +C?+0.60W+H 8.51 21,77 3437 58,82 0.00 8,54 0,00 38.73 +D.0,60W+H 8.59 21.77 34.37 58.62 ODO 854 0.(10 3813 +D+O70E+H 8,51 29,77 34.37 58.82 4,20 8.54 0.90 38.73 +D`0,70E+H 8,51 21.77 84,37 5832 0.20 8,54 OV 38.73 +D+0,7 OLr+fl ?59L+4t. 50W+H 12.67 29.77 51.17 58.82 8.0 8.54 8.09 38.73 +D+0,7 0Lr+0,75OL-0,450W+H 12.617 21.77 5117 58.82 00 8.54 0,00 38.73 +D+0,75 L++{3.750S+6.45G +H 13:62 21.77 55.51 58.82 ODD 8.54 ODO 36.73 +D+0.759L+0,7 O-0,45OW4,H 13..62 21.77 55.91 58.82 0.69 8.54 02 38.73 +D+0,750L+0.750S+6350E+H 1162 21.77 55.81 58.82 015 8.54 0.68 38.73 +D+0,750L+0,75OS- ,5 50E+H 13,62 21.77 55,81 58,82 9.15 8,54 9.68 38,73 +0.6 D-#0,60 +0,69H 5,.11 21.77 24,62 58.82 Q.60 854 9,00 38.73 46t1D-Q,691r - 60H 5,11 2117 25.62 58.82 6.0t1 8.54 ON 38,73 •+0,60D470E+0.60H 511 2117 20,62 58.82 0,20 8.54 0.96 38.73 +0,60D-0.79E+ 0H 5,11 21.77 20,62 58.82 0,20 8,54 090 38.13 Calculations - per - Act 53'0'-I,I,,-1 - B " C - 2012, , CSC 2013, ASCE 7-10 0,620 inA 2 As rho 0,006785 Load Combinations Used: ASCE 7-10 0,1749 k ((np)A2+2np)1,5-np OA419 j=1 -k13 General Information , , 11 -1 1 - 1 1 - M:mas=Fb k j b d"212 2/2 11.604 k -ft Rebar Size 5 ps i f m 1 15{10.0 Fs 24,000,0 psi clear Span Beam Depth 1332 ft # Bars EIF I Em = fm 750.0 Thickness 8 in Top Clear Bun Clear 4,0 in 4,0 in Wall Wt Mult 1�0 End Fixity Equiv. Solid Thick Pin -Pin 7�60 in # Bar Sets 2 Block Type Normal Wt Lateral Wind Load 15,0 psf Wall weight 84,0 psi Bar Spacing 4,0 in Lateral Wall Weight Seismic Factor 0,330 E 14125,0 ksi i = I - k/3 M:mas=Fb k j b d'212 Calculate vertical beam weight ? No n 25.778 6,152 k-fi "" . .......... . .. Ld #2:. D(0,490) DtO.0790)'LrO.-i .. . ........ fb/Fb 0,55% 0,04097 fv/Fv 0,7675 &03053 Minimum Mn =1, * For * S = 3,517 k -ft Vertical Strength 0,620 inA 2 As rho 0,006785 up 0,1749 k ((np)A2+2np)1,5-np OA419 j=1 -k13 O�8527 M:mas=Fb k j b d"212 2/2 11.604 k -ft M:Sti = Fs, As i d 1Z671 k -ft maximum mumem Vertical Loads 6—,493 k -ft 11.604k -ft for Load Combination: +D+Lr+H Lateral Loads 02333 k -ft 5,694 for Load Combinaron ; +0.470E+H Maximum Shear gtu—al A 33,441 psi At 43.571 psi VerticalLoads for Load CombinatiOn: 4D.*. ,r 1,182 psi 38,730 psi Lateral Loads for Load Combination: +D+070E+H Lateral Strength (checking lateral bending for span) As 0,620in A 2 H06673 rho 01720 np k: (npA2+2np)',5-np 0.4392 0.8536 i = I - k/3 M:mas=Fb k j b d'212 5,694 Ot M:Stl = Fs As j d 6,152 k-fi Detailed Load Combination Results _,.... . v. __,..... � Load Combination Vertical d.ateral Vtmax Mallow fv o Vert Fv : Ved Mactuai Mallow fv Fv psi k -ft k.5psi psi k -ft k^fi psi +D+H 5.14 11.60 26.46 43,57 0.00 5.69 UO 38,73 D 1+1 5.14 11,60 26.46 41.5'7 0.00 5.69 0,00 36.73 +D+Lr+H 6.49 11,60 3144 4357 0.00 5.69 HO 36,73 -+ 3+S+H 5.41 11,60 27.86 43.57 0.00 5.69 0.00 3813 +D+0.75OLr+O,750L+H 6.15 11.60 31.70 43.67 0.00 5,69 0.00 38.73 +D+0,75OL+0.75OS+H 5.34 11,60 27.51 43,57 0.00 5.69 0,00 38.73 +D+060VV+H 5,14 K60 26,46 43.57 0.11 5.69 066 3873 +D -0.60+H 5.14 11.60 26.46 43.57 0.11 5.69 0.55 3633 +D-470E+H 5.14 11,60 26.46 43.57 023 5,69 1.18 38.73 +D-0.70E+H 5.14 11.60 26.46 43,57 0.23 5.69 1.18 38.73 +D+0.75OLr+0.750L+0.450 +H 6.15 11,60 31.70 43.57 0.08 5,69 0.41 38.73 +D+0.75OLr+0.750L-0.4501 +H 6,15 11.50 31.70 43.57 0.08 5,69 0.41 38.73 +D+0.750L+0.750S+0,450W+H 5.34 11,60 27.51 43.57 0,08 5.69 0,41 38.73 +D+0,750L+0,75OS-0,450W+H 5.34 11,64 27.51 43,57 0.08 5.69 0.41 38.73 +D+0.750L+0,750S+0.5250E+H 5.34 11,60 27,51 4157 017- 5.69 0.39 38.73 +D+0.750L+0.750S45250E+H 5.34 11.60 27,51 43.57 0.17 5,69 0.89 3833 +0SD+0.60W+O.60H 3.08 11.60 15.88 43,57 011 5,69 0,55 38.73 +0,60D-0.60 4 0 3.08 11.60 15.88 43.57 0.11 5,69 0.55 38.73 +0,60D+0.70E+0 60H 3,08 11.60 15.88 43.57 0.23 5.69 1.18 38.73 +0,60D-0.70E+0.60H 3.08 11,60 15.88 43.57 0,23 5.69 1.18 38.73 Description: F2H7 Calculation I s per ACl 530-11, l 11 E3C 2412, CBC 2013, ASCE 7-10 Combinations Used .. ASCE 7-14 i (}Load Uniform Loads fm 1,5KO psi Clear Span 9xfit Rebar Size 1 Fs 24,000,0 psi Beam Depth 1.999 ft # Bars E1F Tap Clear 4.0 in Ern = fm' 759,0 Thickness End Fixity in Pin -Pin Etm Clear 4.0 in Wall Wt Mult 10 4l Type Normal Wt Egciiv, Solid Thick 7.60 in # Sar Sets 3 4,01n Lateral Wind Load 15.9 psf Wall Weight 84.11 psi Bar Spacing 0.0 0.0 0,0 Lateral Niall Weight Seismic Factor 0.330 E 1,125.0 ksi � i l i a�r�l Co�ibin a Calculate vertical beam weight 7 No n 25,778 fb6Fb 6.3195 R i Uniform Loads E n XX ad LoarO L : Floor live Lr : Roof LYS �� �t : � 1� 0,0 kilt 1l #1 0,9 ft 5.0 ft O.6860 0.0 1.050 0.210 0.0 0,0 0.0 0.0 0.0 kilt ���'� 2 0.0 fl it 0.490 0.0 0,0 0.0 0.0 8.0 0.0 klft 0.0 ft 4 0.0 it 0.0 it 0,0 ft 0,0 0.0 0.0 0.0 0,0 0.0 11�11 0.0 kilt DESIGN SUMMARY Maximum stress Ratios.., � i l i a�r�l Co�ibin a Pt�iaxsrrical loads nt 6.956k -ii -01- 21.770k-8 fb6Fb 6.3195 9.91418 OM98 ;1.00 Vertical L Loads for Load Combination: -+i+l r+H fvtFv 0,7018 0,01796 8,7028 :1.00 Lateral Loads 9.1212k -ft 8.545 for Load t ombinatiOn : +D+OJ0E+H Maximum Shear Actual 36.514 psi Ailoavable 52,028 psi Vertical loads for Load Combination ; +D+LF+t f Minimum Mn= 1, For * 7.922 -ft lateral loads for Load Combination ; +D+0.70E+it 9.6965 psi 38,730 psi Lateral Strength (Checking lateral bending for span) Vertical Strength 0.620 €n" 2 As 930 1n" As rho 6.064068 rho 15 06670 0.1719 np A k ; Qnp} 2+2np) .5-np 0,1049 k�(n " +trip)^.5-np 0,4392 0,8536 l = 1 - k13 ltif:mas=Fb k i b d"212 0,8784 21.465 k -ft ! = 1- kf3 W mas=Fb k i b d"212 8.545 k4t 9,229 k fi M:Stl = Fs As i d 21,770 k -ft iv4.Stl = Fs As 1 d Det fj8d Load combination Results _ - _w .... ------- ,� .....�_, Vertical Lateral L{i Combination Load _., t max h�allowr fv ; Vert Fv : Vert Nlactual mallow fv Fv k-ft k-ft psi psi -ft k-ft PSI 3.67 21.77 19.29 52.03 0,000 8.54 0.00 38.73 +D+H 3,57 2177 19.29 52,03 42 8.54 9.04 35,73 +D+L+H 6,96 21.17 35.51 52.03 0.00 8.54 4.00 33.13 +D+Lr+H 4,33 21.77 22.73 52.43 4. i 3.54 0,00 33,73 -�D+,S+H 6.14 21,77 32.29 52.03 0.00 5.54 0,00 38.73 +D+0.750Lr+0.750L+H 21.87 52.03 0.00 8.54 0,00 38.73 +D+O 75OL+0.750S+H 4.'17 21.77 52,03 0.06 8,54 4,32 38.73 +D460 +H 3.67 21,77 19,2,9 52.03 0,46 8.54 0.32 38.73 +D-0,60 + 3,67 21.77 19.29 52.03 0.12 8.54 0.70 3873 +D+0706+H 3.67 21.77 9929 19.29 52.03 11.12 8.54 0.70 38,73 +D-0.70E+1-I 3.67 21.11 32,21 52.03 0,04 8,54 0.24 38.73 +D+0.75OLr+0.75OL+0450W+H 6,14 21,77 52.03 0.04 8.54 0.24 38.73 +#}.750Lt+0.ia00L0.4 4 V+H 6.14 21,77 32,21 4.04 8,54 0,24 38.13 +D+0.750L+4.7505+0,4501+H 4.17 29.77 21:87 52,03 4,04 8.54 0,24 38,73 -�1�+fk.750L+0.750a'0,450i+1°I 4,17 29„77 21.87 52.03 0.09 8.54 0,52 38.13 +D+0.750L+0.750+0.5506+H 4.17 21,77 21.87 5203 4.09 8,54 0,52 38,13 +D+di,150L+0,7505�0.52501�+H 4.11 21.17 29.87 52.03 0,06 8,54 0.32 38.73 +0, 0D+0, 0W40A0H 2.20 21,77 11.57 52.03 0,06 8.54 0,32 38,73 +0.6413-0.60W+0.60H 2.20 21.77 11.57 52,03 012 8.54 0,70 3833 +0.60D+0.705+0.60H 2.20 21.77 11.57 5103 0.92 8,54 0,70 38,73 +0.6OD-0.70E+0,60H 2.20 21,77 13,57 52,03 Cos aw-x L_Flqor Uy & 0 0 it Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 H ft #3 0,0 it Load Combinations Used: ASCE 7-10 H Ift 0.210 H eneral Information --- ------------- 0,0 0,0 .. .......... f I M - 1,500.0 , 1 "1 P I si Clear Span 5.0 ft Rebar Size 5 Fs 24,000,0 psi Beam Depth 1,332 It # Bars E/F I 4�O in Em = I'm 750,0 Thickness 8 in Top Clear 4,0 in Weir Wt Mutt 1,0 End Fixity Pin -Pin B" Clear 2 Block Type Normal M Equiv. Solid Thick 7,60 in # Bar Sets Bar Spacing 4,0 in Lateral Wind Load 15.0 p Wall Weight 84,0 pst # 3 Lateral Wall Weight Seismic Factor 0,330 E 1,125.O ksi 25,778 Sheaf Reinf Bar Size Shear Reirif Bar Spacing 110 in Calculate vertical beam weight No n 0,8536 M:mas=Fb k j b d12/2 Ld#1:,Q"691 Lrl,060�S(0.210) WSO = Fs As j d 6,152 k -ft Beare Support Beam Support B ort 77 seta ti *Cw 7 r M N End X aw-x L_Flqor Uy & 0 0 it #2 H ft #3 0,0 it #4 H Ift N End X qMjLQad L_Flqor Uy & Lr,. _Roof Live -, �Sn A LWsnd 5.0 ft 0,6860 0,0 IZO 0.210 H 0,0 ft 0,0 0,0 0,0 0.0 0,0 0,0 it H 0.0 0,0 0.0 0,0 H H 0.0 0,0 0,0 ft OL 38,730 psi for Load Combination: +D-+0,70E+H 0A675 0.01418 0.477:1.0 0,8189 0,01796 0.8191:9.00 Minimum Mn =1,3 * Fcr' S = Vertical Strength As rho no k ((np)124-2np)1,5-np i I - k/3 Kmas=Fb k i b d A 2/2 KSIJ = Fs As 9 d 0.620 mA2 OD06785 O 1749 OA419 O8527 11,604 Ot 12,671 Ot ELE earth 0,0 kill q,r3> H k/ft 0.0 k/ft 0.0 k/ft Maximum Moment NUN 5.425 k -ft R -It 11,604 k -ft Vertical Loads for Load Combination: +0+,Lr+H Lateral Loads 02074 k -ft 5,694 for Load Combination: +D+0.70E+H Maximum Shear Ac_ Nkw&t Vertical Loads 47,495 psi 57,997 psi for Load Combination ; +D+Lr+H Lateral Loads 0,6955 psi 38,730 psi for Load Combination: +D-+0,70E+H Lateral Strength (Checking lateral bending for span) As 0,620 in A 2 rho 0,006673 0.9720no k � (np,12+2np)A.5-np 04392 j= I -k/3 0,8536 M:mas=Fb k j b d12/2 5,694 k -ft WSO = Fs As j d 6,152 k -ft .. Detailed Load Combination Results .., Load Combination Vertical Lateral �.. -. .... Morax _ .. mallow fv : Vert Fv : Bert 64actual mallow fv Fv psi k -ft k -ft psi psi k -ft k -ft psi +[3+H 2.14 11.60 18.77 58,04 0.00 5,69 0.00 38,73` +D+L+H 2.44 11,60 18,77 58,00 1},811 8,69 UO 88.73 + +Lr+H 5.42 11.60 47.50 58,00 4:00 5,69 0.00 38,78 +03+S+H 2.80 11,84 24.51 58,00 0.00 5.60 4.00 38.73 +D+0.750Lr+0.750L+H 4,60 11.60 40.31 58.80 0.00 5,69 0,00 38.73 +i3+0.750L+0,750 +H 2.64 11,60 23.08 58.00 0,00 5.69, 0.00 38.73 + +O.60W+H 2.14 41,60 18.77 58.4(1 0.04 5.69 032 38.73 +1r 460W+H 2.14 11,60 18.77 580 0.44 5.69 432 38,73 +D+0.70E+H 2,14 91.64 18.77 58.00 0,08 5.69 0.74 38.73 2.14 11.60 18,77 58.00 4.08 5.69 0.70 38.73 +D -0.70E+ 1 +p+4.7541x+0,750L,+OA50W+H 4.60 11,64 44.31 ` 58,44 4,03 569 024 38.73 +D-+0.754Lr+0.750L-0.450W+H 4.60 41,60 44,34 58.40 0.43 5.69 0.24 38,73 +D+0.750L+0750 + 3,450W+ 2.64 11,60 23,08 58,04 0.43 5,69 424 38,73 + +4.7501x+4." 0-0.450W+H 2,64 M60 23,48 58,00 0.43 5.69 4,24 38.73 +D+0,75GL-+00,75054 OF+H 2.64 11.64 23.48 58.00 0,06 5.69 0.52 38.73 + +0.754L+0.754S45250E+H 2..64 11.60 23.08 58.04 0.06 5,69 0.52 38.73 +0,600+0,60W+0.60H 1.29 11:60 11,26 58,44 4.04 5.69 0,32 36,73 +0,64D-0,60W+4,60H 1.29 11.64 11.26 58.411 0,44 5.69 0.32 38.73 +0.6013+0.70E+0,60H 1.29 11,64 1126 58.00 4108 5,69 470 38,73 +0.60[1-0.70E+4,601"i 1.29 11.60 11,26 5&00 0.48 5.69 0.74 3873 ---- 2_0-112, CBC 2013, ASCE 7-10 A_llowabte k -ft Vertical Loads Load Combinations Used: ASCE 7-10 40,365 k -ft for Load Combination: +0+,S+H era 7,603 k -ft 14,248 ----------- - fm 1,500,0 psi Clear Span 11,50 it Rebar Size 5 Fs 24,000,0 psi Beam Depth 3,334 it # Bars EIF I 4.0 in Em=fm* 750,0 Thickness 8 in Top Clear 4,0 in Wall Wt Mult 1,0 End Fixity Pin -Pin BtM Clear 5 Block Type Normal Wt Equiv, Solid Thick 7.60 in # Bar Sets 4.0 in Lateral Wind Load 230.0 psi Wall Weight 84,0 psf Bar Spacing j = I - k/3 Lateral Wall Weight Seismic Factor 0.330 E 1,125.0 ksi 14148 k -ft Calculate vertical beam weight ? Yes n 25,778 Ld Ld A '0 #2: D(0,3030 Beam T_ upport Bearn Support Uniform Loads tart #1 it #2 it #3 it #4 it DESIGN SUMMARY fb/Fb fv/Fv —End X Qgg _Load L,, Figgr Live VLRogf Live 11,50 ft 0,9080 1150 it 0,3030 it ft 0.7519 0,5336 01220 1,00 O.8547 01937 0.9037 1,00 Minimum Mn =1,3 * For * S = Vertical Strength As rho np k: ((np)A2+2np)A,5-np j=1 -k73 M,mas=Fb k j b d^212 KStl = Fs As j d 0,620 ii1m O002258 0.05821 02879 0,9040 72,375 k 40365 k S . _$now W;&n_ALhqv_ak_e 0,3450 _—d LLE k/ft tow k1ft 1PRa,4?f,"r k/ft kift Maximum Moment A_llowabte k -ft Vertical Loads 30,352 k -ft 40,365 k -ft for Load Combination: +0+,S+H Lateral Loads 7,603 k -ft 14,248 for Load Combination: +D+0,60W+H Maximum Shear A901 A_Kowable Vertical Loads 38,452 psi 44.991 psi for Load Combination: +04,S+H Lateral Loads 11.,376 psi 38,730 psi for Load Combination: 4D+0,60W+H Lateral Strength (Checking lateral bending for span) As 1.550 in42 rho 0. 6165 0,1718 np, k: (np,12+2np)11.5-np, 04390 j = I - k/3 H537 M:mas=Fb k i b d'212 14148 k -ft M:Stl = Fs As j d 15,382 k -ft ............. Detailed Load Combination Results Load Combination Vertical -1-11 - I - Lateral ,..Mallow Mm ax - v :'Vert f t F v V ert Mactual mallow fv Fu k -it k -ft Psi psi k -ft k -ft psi psi +D+H 24,65 4036 3123 44.99 0,00 1425 0.00 3873 +D+L+H AM 40.36 31,23 499 ODO 1425 0,00 38,73 40+Lr+H 24,65 40,36 31,23 44,99 0.00 1425 0,00 38.73 +D+S+H 30,35 40,36 35.45 44,99 0,00 14,25 HO 3833 +13+0,75OLr+0,750L+H 24,65 40,36 31,23 409 Obo 14,26 0,00 38,73 +D,+0750L+0,750S+H 28,93 40,36 36,65 409 0,00 14.25 0.00 38,73 +3-+0,6041+H AM 40.36 31.23 4499 7.60 1425 1138 3873 +D-0,60W+H 24,65 4036 31,23 44,99 7,60 1425 11,38 38.73 +D-*0,70E+H 24,65 40.36 31,23 44,99 1,07 14,25 1M 38.73 +0470E+H 24.6,5 4036 31,23 44,99 1,07 1425 1S 38,73 +D+0.750Lr+0.750L+0,450W+H 24,65 4036 3123 4499 5,70 1425 8,53 3873 +D+0,750Lr+0,750L-0,450W+H 24,65 4036 31.23 44,99 5,70 1425 833 38,73 +D+0,750L-+0,750S+0A50W+H 28,93 40,36 X65 409 5YO 1425 8,53 3873 +D+0,750L+0.750S-0,450W+H 28,93 40,36 36,65 40 5,70 1425 8,53 38739 4D40,75OL-+0,750S,+0,5250E+H 28,93 4036 36,65 44,99 0,80 1425 120 3833 +D+0,750L+0,750S-0.5250E+H 28.93 40,36 36,65 409 HO 14,25 UO 3813 46013,+0AW460H 14,79 4036 1874 44,99 7.60 14,25 11,38 38,73 46OD460W4-0,60H 1479 40,36 48.74 44,99 7,60 1425 1138 3833 +0.60D+0,70E+OA0H 14,79 40,36 1874 44,99 1,07 14,25 9.60 38,73 460-0,70E,460H 14,79 4036 18,74 44.99 1.07 1425 9;60 38,73 F COD. a,.;, ...._... _ . a....., w ,.._...._, l Calculations per AiSC 360-10, 1130 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE -10 1iteii';It dtt 0r _ ....... . Analysis Method : • : s> s.a it Beam Bracing Beam is Fully Braced against lateral -torsion buckling by attached sia Load Combination ASCE 7-10 4 Fy : Steel Yield: 'ksi E, Modulus: ksi ..v,. ,�,...wi0X54 Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 6.50 in Concrete tc 4,O ksi Stud Diameter 3f4" In Effective Width 3.750 it Concrete [tensity 145,0 Pct , tin: Stud Capacity 13.530 k Metal Dock, , , Rib height 3.0 in Top Width 5.O in Ribs: Perpendicular Rib spaoini 12.0 in Sim Width 3.O in >t i��{o,s�as t.txnms> Pr �ytt ria epi qty s sp t. w,sa Applied LoadsService leads entered Load Factors will be applied for calculations. ..... ... ... ...... Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load . D=0,0770, L = 4,040 ksf, Tributary Width =17.50 ft, Post Composite Only (sovte 134 r io Uniform Load: D = 4.0650 k t, Extent = 4,4 -M» 6,254 ft, Tributary Width _ 1&0 it, Post Composite Only �,444440W Uniform Load: D = 0254 ksf, Extent =11,54 m.» 95.0 ft, Tributary Width =16.4 it, Past Composite Only Uniform Load: D = 0.0774, L = 0,044 ksf, Extent = 0.0 -» 6.250 It, Tributary Width = 8,50 ft, Post Composite Only a five,„ Paint Load: D = 6:4, L = 3.654, S = 4.630 k Ca? 6,250 ft, Post Composite Only keabm Point Load : D=4,990, L=3.134, = 0.630 (ol 11.50 it, Post Composite Only Uniform L : D=0,0790, L=4,154„ S = 0,030 ksf, Extent= 0,0 -» 6.250 ft, Tributary Width= 7.60 it, Post Composite Only +. Unmf Load : D = 4,4790, L=0,150, = 0.034 ksf, Extent =11.50 -->> 15.4 , Tributary Width = 7.54 ft, Post Composite C3nly Ti Uniform Load . D=0.0790, =0,030k/ft, Extent _ 0.0 -N» 6,250 it, Tributary Width= 9.0 ft, Post Composite Only Uniform Logpayyd : D=0,0790, S _ 4,030 ksf, Extent =11,54 -.» 15,4 ft, Tributary Width= 7,50 ft, Post Composite Only u 'r" i} Maximum Bending Stress Ratio — 0.535. 1 Maximum Shear Stress Ratio 0.583. 1 Section used for this s=pan 1 90x Section used for this span WI0x54 Percent Composite Action 60% 1!u : Applied- 44.305 Pre - composite Composite Vn/Omega : Allowable 74.740 k Mu : Applied 1,519 158.332k -ft Load Combination span 1 Mn / Omega: Allowable 166168 295.940k -ft Location of maximum on span Hit Load Combination Post Composite +D+L+I p Span where maximum Ui Span i Location of maximum on span 6.30it Span # where maximum occurs Span If 1 Maximum Deflection Max Downward Pre -Composite O.007in Max Downward Composite Deflection 0.290in Max Upward Pre -Composite O.00Oin Max Upward Composite Deflection 0,000 in Pre -Composite Deflection Ratio 25442 Composite Deflection Ratio 619 Smear Stud etuirements C20z Maximum,Fomes tic, $fres s dor Load Combinations .......... ....... .........GA ..3 t1€A. ,....<.,..,. ., .. .. ....,.. ,., .,... ,....... ,.,._.,,. ............, ,. Load Comb 8 Design Length hoax Stress Ra 8ersding tsm ry m Shear Summary V VnrO a Span V W-Applied d Tr 1 Omega _ ......,. Pre Composite : b"+-Const L 1.52 166,17 0.41 74.74 Span L = 15 ft 1 0,009 4.005 Past composite: +D+H Span L ®15 it 1 0.344 0,381 101,83 295,94 26.49 74.74 Post Composite: +L+H 0.535 9).593 156.33 255:94 44,30 74.74 Span L = 15 ft 1 Post Composite: +D+Lr+H 1 0.344 4,381 909,83 295.94 28.49 74.74 Span L =15 it Post Co site : +D+S+H 0,369 0 407 109.08 295.94 34.45 74.74 Span L =15 ft 1 Post Composite: +D+0,750Lr+0350L+ 944,21 295.94 40.35 74,74 Span L =15 ft 1 0 467 0.540 Post Composite: +D+0350L+0.750S4 149.65 295,94 41,82 74,74 Span L =15 ft 1 0,546 0.560 Post composite: +0+0.60W+H 1{ 1.83 296:64 28,49 74.74 Span L = 15 it 1 0 344 0,381 Past Composite +D+0.708+H 101.83 295:94 28.49 74.74 Span L =15 ft 1 0.344 0.389 Post Composite: +D+0.75OLr+0.750L+ 944.29 295.94 44,35 74.74 Spars L =15 ft 1 4.487 4,540 Rust Composite: +0+0.750L+0.750S+0 149.65 295,94 41,92 74.74 Span L =15 ff 1 0,506 H60 Post Composite: +0+0,754L+0,750S+0 149:65 2J5.94 41.62 74.74 Spars L ==15 ft 1 4.506 0.560 Post Composite: +0.60D+0,60W+0k0i 69,10 295:94 97.09 74.74 Span L =15 ft 1 0.206 4,229 Post Composite : +0.60D+074P+0,60H 61.10 295,94 17.09 74.74 Span L =15 ft 1 0.206 0,229 Maximum Defiaotions far Ldad Cot b tiattOne • hf t ted WAO Location Deflection Pre-Composite Deb Loads on Composite Section Total Deflection i x -,Used Load CombinationSpan,.. in Span 1 7.604 0007 Precomposite Downward 9 0. 0,0 O.00O t?,i?dt €I.f 1 Precomposite Upward 1 7.600 0,0071 0,000 0.007 0:00 Precomposite minus Construction Downward 1 4,000 O.00Ofl 0.400 0.000 0:00 Preco to manus Construction Upward 9 7,4934 0.0071 0,174 i. f 81 806.63 Postcomposite : D +Lr Downward 1 0,000 HOW okoo 0.000 846.63 Postcomposite: D + Lr upward 1 7.400 0,0071 0.271 0.278 846.63 Postconnposst : D + L Down 1 0.000 OMOO 0 0.000 863 Poste posite: D+L upward 1 7,400 0.0479 ,271 0,273 0=278 8{3066.,63 Pustcomposife: D+Lr+L Downward 1 0.400 0,0000 0,000 0.000 806.63 Post ite : D + Lr + L Upward 1 7,400 0.0071 0.283 0.290 806.63 Post posite : D + L + S Downward 1 4,060 0X00 0,000 0,000 80663 Post, ire: D+L + a upward 1 7,400 0.4071 0.277 0.284 806.63 Postcomposite : D + L +W +St2 Downward 0,000 0.0000 0.040 0.000 806,53 Postcomposite: D + L + W + t2 Upward 9 9 7.400 0.0071 0,283 0.290 806.63 Postcomposite : D + L + S + W12 Downward 0,0000 0,0W 0.000 806,63 Postcon ite: D+L+S+Wl2 Upward 9 0,000 0071 0.283 0.290 806,63 Postcomposite : D +L + S + EIIA Downward 1 7:400 0,0000 0,000 0.000 806,63 Postcomposite : D +L + S +511,4 Upward 1 0,000 mwdm i kiaamoa Hotta - l tfa t0 ed Support notation far Left is 4 t , _ .. _w -- Load Combination Support 1 Support Clueratl MAX! rnum ... .. _ Precomposite Loads 0,4050.405 Precomposite minus Construction 0.405 0,405 Postcom ite : D + Lr 28.487 27.368 Postcomposite ': D + L 44.305 41124 Postcomposite: D+Lr+L 44.305 41,924 Postcomposite: D + L + S 46,265 44,393 Postcomposite: D + L + W + S12 45.285 43,158 Postcom ite : D + L + S +- W12 46.265 44,393 Potcom ita : D + L + S + 511.4 46.265 44393 to Se fjon P- Orbe WIO 4 5 of 109 . . Depth - Web Thick Flange Width Flange Thick Area - wainhi Span Number Plastic N. A, Locathrt � . PNA in Flange PNA in Flange PNA in Flange PNA in Flange PNA in Flange PNA in Flange PNA In Flange te DOM 50,0 zllw.a 9.578 cgtr 041 267,750 .1 20 PNA in Flame 1,167,0 758,8 4413:03 044 PNA in Flange 45,0 9.551 240.1375 18 PNA in Flange 40,0 9.524 10,100 in I xx PNA to Flange 303.00 inA4 9.497 yy - 103,000 JrM 30,0 0,370 in S xx 12 60.00 inA3 25,0 Syy - 20,600 inA M000 in R xx _ 4,370 in Ryy - 2.560 I 0.616 in Zx - 66.600 1n"3 Zy - 31,300 °sn"3 15.800 €oA2 J 1.820 In 54.000 pit' Analysis % Shear Plastic N.A. Stags an Al Studs per Aon - CVacitY Momerit of inertia Type Connection �,I00.0 from Bottom Shear (k) 112 Span k -it 1 -steel i Brans Lear Boland 9.846 535,500 40 612.35 303,0 1,167.0 910 95.0 9.899 508.725 38 597.78 303.0 1,167,0 908.1 90.0 9,792 481,950 36 58315 303,0 1,167,0 896.7 8510 9.765 455175 34 568.46 303,0 1.167.0 887.8 8010 9,738 428.400 32 553.72 ; 303.0 1,167,0 8753 75.0 9.712 401.625 30 538,93 3010 1,167.0 8611 70.0 9;685 374.850 28 524.08 303.0 1,167.0 845.0 Aa5 n 9.658 348M5 26 509,18 303.0 1167 0 8261 PNXJA Fliurge DOM 50,0 zllw.a 9.578 cgtr 041 267,750 .1 20 PNA in Flame 1,167,0 758,8 4413:03 303,0 PNA in Flange 45,0 9.551 240.1375 18 PNA in Flange 40,0 9.524 214,200 1 PNA to Flange 35.0 9.497 187,425 14 PNA In Web 30,0 9.097 160,650 12 FNA in Web 25,0 8,374 133.875 10 � ♦ r 47921 Jthi a 1, mm I Q+M 464,15 303.0 1,167,0 758,8 4413:03 303,0 1,167.0 730,8 433,87 303,0 1,167.0 699.7 418.65 303.0 1,167.(? 655.4 40116 303.0 1,167k 62705 38622 303.0 1116710 585.7 �pAnchor Designer Software Version 2.1536&0 IV�NII�JUI I�I5 ��� Customer �V�liiu ic1 mw � ,I Blase Customer e-maW i i General Design method:ACI 318-11 Units: Imperial units Anchor Information Anchor type: Concrete screw Material: Carbon Steel Diameter (inch): 0.625 Nominal Embedment depth (inch): 5,000 Effective Embedment depth, har (inch): 3.820 Code report: ICG- ESR -2713 Anchor category. 1 Anchor ductility: No hm�. (inch): 7.67 cu (inch): 5.75 C„�, (inch). 1.75 S.o (inch): 3.00 Load and Geometry Load factor source" ACI 318 Section 9,2 Load combination: not set Seismic desigw No Anchors .. ,. Apply entire shear load at front row� No Anchors only resisting and/or seismic loads� No W Project description; Location. ) b I Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 8.00 State: Cracked Compressive strength, P,, (psi): 3000 c.v: 1,0 Reinforcement condition., B tension, 8 shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension:. No Do not evaluate concrete breakout in shear:. No Ignore Edo requirenrieft Not applicable Build-up grout pad: No W agreementInput data and results must be checked for M guidelines must he checked for piausibifity, Recommended Anchor Anchor Name: T€ten H - 516'0 Titen HD (rHDB model), hnc mr V' (127mm) Grade Report Listing: ICC -ES 8-2713 Input data and results roust be checked for agreement Mth the existing circumstances, the standards and guidelines must be checked for plausibility 595k 4N. t as F'Ca&rte ocalevard Pleasanton, GA 94588 Phone: 9 5.560,9000 pax: 975.847.8871 .strongtie.co 58 of 109 111SC?Nnc or esigner TMSitiffitvareVersion 23.5365,0 Anchor Tension load, Shear load r, Shear load y, Shear load combined, Nus Qb) VWX (Ib) Vas, (i ) d(V ..)2+(tl'ssr)" (Ib) 0.0 0.0 3855.4 38554 2 0.0 0.0 3855.A 3855.A 0.0 0.0 3355,4 3855.A 4 0:0 0.0 3855.A 3855.A 0.0 0.0 3 , :A 3855.4 6 0.0 0.0 3855.4 3855A 7 0.0 0.0 3856A 3855.A 8 0.0 0.0 38554 3855.A 9 0.0 0,0 3855A 3855.4 10 0.0 0.0 38554 3855.4 11 0.0 0,0 3855A 3855A 12 0.0 0.0 3855.A 3855.4 Surra 0.0 0.0 46265.0 46265.0 concreteMaximum compression strain (%*): 0,00 concreteMaximum n • ,. a a tensionResultant s 1 Resultant compression force (lb)� 0 s AWNION a N s ♦ ♦ s #! 10000 { 060 6000 i Shear parallel to edge In y -dl 11 Vt. = rain(7(r«rd.)O24d..4fccarr s; 9A#4&i sj (Eq, G-33 & Eq. D-34) 4 (in) ds (In) As & (psi) c., (in) 4't- (to) 3.82 0.63 1.00 3000 3.50 2851 01/ =0(2)( ro/Avw)Y'sru°f'`4 416, v%,vVb*(Seo, DAA& Ed,D- 1) Avc (Ing) Av. (in") WK V V'me„v %7 v 'Pity Vr. (Ita) 0 OVagy (Ib) 330.75 55.13 1.000 1.000 1.000 1.000 2851 0.70 23945 01/cpg = Okc^w = Okop(Aw / Aa ) y'M,N V'sd,rr'1 aN'KAN& (Eq, D-41) kw Ari (ins) Am,, (int) 4r'e,: N 'Pod, &' V'c,N t/°cP=x Nb (Ib) 0 OV (to) 2,0 840.93 131,33 1.000 0.883 1000 1.000 6952 0.70 55044 Input data and results must be checked for agreement Min the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 UV, Las Positas Boulevard Pleasanton, CA 94568 Phone; 925..56d7.9000 Fax:, 925.8#7.3871 www.strongtie,corri 9 of 109 a Anchor Designer re +3,5365,0 Shear Factored toad, u* (lb) Design Strength, oVo (lb) patio Status Steel 3655 6040 4.64 Pass 11 Concrete breakout a" 23133 23946 0.97 Pa (Governs) Pryout 46265 55444 4:84 'ass 518"0 "viten tt (7'ttD del), hnom:6" (127mrn) meats the selected design criteria. . Minimum spacing and edge distance requirement of Cada per ACI 318 Sections 0,8.1 and 0,8.2 for torqued cast -in-place anchor is waived per designer option. - Designer must exercise own judgement to determine of this design is suitable. - Defer to manufacturer's product literature for hole cleaning and installation instructions, Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 Vu, Las Positan Boulevard Pleasanton, CA 94588 Phone: 925,560,9000 Fax: 925,647.3871 WWW strongtle.cem 60 of 109 Fy : Steel Yield: -o: ksi E: Modulus: ksi Composite Beam Section Data Total Stab Thickness 6. in Concrete rc 4.0 ksi Effective Width 3.750 ft Concrete Density 145:0 pct Metal Deck .. , Rib Height 3.0 in Ribs: Perpendicular Sib Spacing 12.0 in HM _ Beam is UNSH RED For Concrete Placement Stud Diarnater 3/4" in Stud Capacity 15.910k Top Width 5.Oin Stas Width 3.0 in asdff loads entered toad Factors will e applied for calculations. ppllad LoadsService Dears, self weight calculated and added to loads Load for Span Number 1 Unciform Load: D = 0.0770, L = 0,040 ksf, Tributary Width = 21.50 it, Bost Composite Only ^ Uniform Load: D = 0,0550 kst, dent = 5.750 -->> 15,0 ft, Tributary Width =10,0 ft, Post Composite Only LL Poiret Load: D = 6.730, L = 0.0750, S =1.020 k (a? O.O ft, Post Composite Only j Plaint Coad : D=6,510, L = O. 350, S=1,020 k 0 5,750 ft, Post Composite Only w Uniform Load : D = 0.0790, S = 0.030 ksf, Extent = 5 750 » 95.0 ft, Tributary Width =11.0 ft, Post Composite Only I - Uniform Load: D = 0.0790, S = 0,030 kfft, Extent. = 5.750 » 15.0 ft, Tributary Width =1,0 ft, Post Composite Only vPFfV_ 12-010P Maximum bending Stress Ratio 0.447: 1 Maximum shear sirens Ratio = 0,617: 1 Section used for this spars WI0x 9 Section used for this span W10x39 32.296 Percent Composite Action 80% Vu : Applied Vn/Omega : Allowable 62.496 k Pre -composite composite Mu : Applied 1.097 123.951 k -ft Load Combination span 1 15,0 it Mn t Omega: Allowable 116,766 277.036k -ft Location of maximum on spare Span # where maximum occurs Span # i Load Combination Post Composite: +!+0.7501.+0.7505 Location of maximum on span 7.30ft Span # Where maximum occurs Span # 9 Maximum Deflection Max Downward Pre -Composite 0.007in Max Downward Composite Deflection 0.266in 0,0000 in Max Upward Pte -Composite 0.000in Max Upward Composite Deflection Composite Deflection Patio 677 Pre -Composite Deflection Ratio 24299 Shear Stud Requirements Il axF >�t araaa & ttra aea far load Combi ations _111­Stiear Summary Load Comb & Design Length Max S Radios Bending Summary-,.", ._. , Span h1 V btu P pplsed nTr t Oniega Va Vn1Cia Pre Composite , D +Const t 6.29 62.511 Span t =15 it 1 0.009 0,015 61 of 109 1.10 116,77 Load Comb & Design Length Max Stress Ratios Summary . $hear ._Summary,..n. " Spon1} Precomposite Loads (1293 0.293 _MSending trryApptd fnTr 1 mega .__e„_ �.m...�.._w :_ Ua __.__ ...... .... Vn 1 t7mega ..._..._. Post Composite: D Only �__,_� _. 25.428 �__,. ,A,.,.. , ��m� ..._.... ��....,.�_ 31,892 .e 34.607 31.892 Span L -15 it 1 6,354 34,586 0,341 98,19 277,04 Postcomposite: D +L +S +W/2 21.28 62.50 Past Composite: +0-+ 37.283 34.586 Span L =15 it 1 9,442 0.444 122.46 277.04 27.75 62.56 Post Com `te : +D+Lr Span L =15 ft 1 0.354 0,341 98.19 277,04 2126 6260 Post Composite : +€3+S , Span L =15 ft 1 0.391 0 367 168.26 277.E 22.94 62.50 Post Composite: +D+0.750Lr4750L Span L =15 fa 1 0.420 0.418 116.40 27744 26,13 52.54 Post Composite: +D+0:750L+0I50 Span L =15 It 1 0.447 0:438 123,95 277.04 27,38 62.50 Past Composite: +D+0.60W Span L =15 It 1 0.354 4.341 98.19 277.04 21,28 62.50 Post Composite: +D+0.70E Span L = 15 it 1 0,354 4,341 98,19 277.04 21.28 62M Post Composite: +D+0,750Lr+0.750L+ Span L =15 ft 1 0.420 0.418 116.40 277.04 26.13 62.50 Post Composite: +D+0.75OL+0.750S+0 Span L =15 ft 1 0.447 0.438 123.95 277.04 27.38 62,50 Post Composite : +D40,750L+0.750S+0 Span L =15 ft 1 0,447 0.438 123.95 277,04 2738 62,50 Past Composite: +0.60D+0.60W Span L =15 It 1 0.213 0.204 58.91 277,04 12.77 62.60 Post Composite: +0.60D+0.70 Span L =15 ft 1 0113 0204 58,91 277.04 12.77 6260 Maximum Defleeicins t r Load Combinati a » n txt it d _._._ . .... . w ........ Location Deflection Deft. Loads on iota! Load Combination Span in Span Pre -Composite Composite Section Deflection tax used Precomposke Downward 1 7.600 0,0074 OZO 0.007 0,00 Precomposite Upward 1 0.000 0,0000 0,000 0.000 0.00 Precomposite minus Construction Downward 1 7,600 0.0074 0.000 0.007 0.00 Precomposite minus Construction Upward 1 0.000 O.DOM OZO 0.000 0.00 Postcomposite! D+Lr Downward 1 7.600 0.0074 0.190 0.498 705.90 Postcomposite., D + Lr Upward 1 0.000 0,0000 0.D00 0.000 705.90 Postco site : D +L Downward 1 7.600 D.O074 0.239 0.246 705.90 Postcomposite: D + L upward 1 0,000 0,0000 0.000 0.000 705,90 Postcompos to : D + Lr + L Downward 1 7,600 0=4 0,239 0.246 705.90 Postcomposite: D + Lr + L Upward 1 0,000 0.0000 0,000 0.000 705.90 Postcomposite: D + L + S Downward 1 7.600 0.0074 0.258 0.266 705,90 Postcomposite : D +, L + S Upward 1 OMO 0,0000 0,000 0.000 705,90 Postcomposite: D + L + W + S12 Downward 1 7,600 0,0074 0.249 0.256 705,90 Postcomposite D + L + W + 12 Upward 1 H00 ob000 0,000 0.000 705,90 Poste , de: D +L + S + Wi2 Downward 1 7.600 0.0074 0.258 0.266 705,90 Postcomposite ' D +L + S + W12 Upward 1 OD00 0.0000 OS00 0.000 705.90 Postcomposite : D +L + S +E11,4 Downward 1 7,600 H074 0258 0.2616 705.90 Postcom ite : D + L +S + Et1.4 Upward 1 0.000 0,0000 0,000 0.000 70510 Load Combination Support 1 Support 2 Overait ,.m Xirnum .. _._ _ ...._. 37.28 34 566... _ Precomposite Loads (1293 0.293 Precomposile minus Construction 0193 0.293 Postcom ite : D +Lr 28.061 25.428 Postcomposite: D + L 34.607 31,892 Postoompos'ite : D +Lr + L 34.607 31.892 Postcomposite ; D +L +S 37.283 34,586 Postcomposite: D +L +W +S12 36,945 33,239 Postcomposite: D +L +S +W/2 37.283 34.586 Post posite ' D + L +S + E11.4 37.283 34.586 e e, i Seel Section Properties : WIOX 9 .yy Depth - 9.920 in l xx w.,.209Mm',4 4520 i0ol Web Thick _ 0.315 in S xx - 42.10 fnA3 S yy - 19.300 inA3 Flange Width - 7.990 in R xx 4.270 in R yy - 1.980 in Flange Thick - 0.530 in Zx 46,800 lhA3 Zy - 17.200 inA Area _ 11.500 mA2 J - 0.976 inA4 Weight = 39.000 pit composite, te:� o r i Span mber Analysis Shear Plastic N.A. Sum Qn # Studs per loin Capacity k ft Wment of inertia I-S" i Trans 9 Lwr Bound Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span Sian 1 PNA in Flange 100,0 9.811 535.500 34 519.49 209.0 915.0 209,0 915.0 731,5 727.2 PNA in Flame 95;0 90,0 9.837 9:804 508.725 481,950 32 31 505.38 4.99.21 209.0 915.0 721.4 PNA in Flange PNA an Flange 85 0 vA 9 770 455 975 �} 2 476 209,0 y{ 915,0 %tw7141fys U�1udE»4A�kvA,�,a„ 75.0 9.7123 401.625 26 4427 209,0 95.0 596.0 PNA 3n Flange 70.Q 9:669 374.850 24 433.83 209,0 915,0 915.0 684.4 671.1 PNA in Fuge 65.0 9;636 9.602 348.075 3210300 22 21 419.31 404.74 209.0 209,0 915.0 655:7 PNA in Flange 60.0 55.0 9.569 294,525 19 390.90 209,0 915.0 638.2 PNA in Range PNA in Flange 50.0 9,535 267.750 17 375.39 28.0 995,0 20%0 995.0 698.4 595.8 PNA in Flange 45.0 40.0 9.502 9468 240175 214.200 16 14 360.62 345.80 209.0 915.0 570.4 PNA in Flange 35.0 9.435 187:425 12 330,91 209.0 995,0 541,7 PNA to Flange PNA in Flange 30.0 9.401 160.650 11 315,96 209:0 945:0 209,0 915.0 509,3 472.9 PNA in Web 25.0 8,830 133.875 9 300,56 Recommended Anchor Anchor lila hien H - 5/8"0 Titan HD (THDB modal), hnom:5" (1 7rnm) Code Report Listing. ICC- t-2713 4 s IN Input data and results must be checked for agreement with the existing circumstances, the Standards and guidelines must be checked for plausibility 5956 W, Inas Positas Boulevard Pleasanton, CA 94558 Phan.: 925'.0.9 OO Fax: 925.847.3571 www.strongfie,corn SI�"�C?AtAnchor DesignerTM software version 2115365.0 Anchor Tension Saadi hear load x, Shear load y, Shear load combined, No ° o f b) � U V$X �ib� 5) Way �'^.l. j 4(Y NIX)x+(V d*y),1 (to) 1 tpp�yy,0 la (in) da (in) eta f. (psi) Gal (in) Vo. (ib) 31[06,9 3,82 0.63 i.0iO 3000 3.00 2262 �{y..�0 g106, 3 0,pts; Wh,V Vu (lb) 0 31W9 3`ttW9 1.000 2262 0.70 19002 p0, {0 9 5 0,0 0.0 310&9 310&9 51229 0.0 0.0 3106.9 3106.9 7 0.0 0.0 3106.9 3106.9 0.0 0,0 31026,9 3106.9 9 13,03 0.0 3106.9 3106.9 10 0.0 0.0 3106.9 3106.9 11 0.0 0.0 3106.9 3106.9- 12 0.0 0.0 3106.9 3106.9 Suns 0,0 0,0 37283.0 37283.0 Maximum concrete compression strain {°}: 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension farce (lb); 0 Resultant compression fpr (lb)� 0 Eccentricity of resultant tension forces in x-axis, e<ux (inch): 03,00 Eccentricity of resultant tension forces in y-axis, e`ry (inch): 0.00 Eccentricity of resultant shear forces In x-axis, e`vx (inch): 0,00 Eccentricity of resultant shear forces in y-axis, e"vy (inch): 0.00 V (lb) r Vsa (to) 10000 1,0 6.60 6000 9. concrete Shear parelh ! to edge in y -di ff r Vag = m€n(7(1ald.r-24daAdf`X-,"'; 9 v`f'ocor'1 (Eq. D-33 Eq, D«34) la (in) da (in) eta f. (psi) Gal (in) Vo. (ib) 3,82 0.63 i.0iO 3000 3.00 2262 OV,* - 0(2)(AvulAvon)Y'6.01'ad,01"aav'1' Wh-(Sec. D34.1 & Eq. D-31) Av. (ins) Av,� (ins) TW'V Wee.V '1'C'V Wh,V Vu (lb) 0 OVow(lb) 243,00 40.50 1.000 1.000 1,0170 1.000 2262 0.70 19002 OVA = OkqpNoN = p(AftlA o)'Pa{:.,v'f'axsNVv,,v't'opNNo(Eq, D-41) k.p Arm (In2) AN. (int) Y60N pedw V'o v IYOPN Nb (lb) 0 OV (lb) 2,01 1706.55 131,33 1.000 O.85 1.000 1.000 6952 0.70 51229 11, Reeutf Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. °a c 5958 W, Las Pnsitas Boulevard Pleasanton, CA 945x#8 Phone: 925,580.917 Fax= 925.847.3871 strcrngtie.corn Anchor Designer TM Software Version 2,3,5365.0 Shear Factored Load, V. Qb) Design Strength, oV,, (lb) Ratio Status §t 6000 2 Pass�eeI3107 11 Concrete breakout x+ 18642 19002 0.98 Pass I(Governs) Pryout 37283 51229 013 Pass Sech a 0�& rtorqued ast-in-place anchor is waived per Minimum spacing and edge distance requirement of 6da per Act 318 on 0.8. land 2 to c designer option, - Designer must exercise own judgement to determine if this design is suitahle. Input data and results must be checked for agr meas nt with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956W Las Pasitas Boulevard Pleasanton, CA 94588 Phone: 926.560.9000 FaxA25,847,3871 Mvw,strongrecorri 6 ' 69of 109 Uesi n Maps Summary Report http:// -eari qu . r.us s.govl s m slusf a ,php?tem ... i CRUM Design maps Summary User -Specified Input Report Title 3900 Hoyt - Vasquez Residence Wed February 17, 2016 15.21.:34 ttTC Building Code Reference Document 2012 International Building Cade (which utilizes USGS hazard data available in 2009) Site Coordinates 39.7399811N, 104,992310W Site Sall Classification Site Class D - "Stiff Soil" Risk Category IJII(III �W#A ... _ ..�,. A.... : . aZ' l € rp �d. AU ° .. 015 j rima iki401 "rea it a,t3.ks E ii is ""iAA ++'' P a C !! 14 a J 3 c r pu sr. USGS-prove ded Output 0. 182 g Sms = 0,291 g Sos = 0,194 S, = 0.058 g SMI = 0.140 g Sol = 0.0949 For information can how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground ,notions in the direction of maximum horizontal response, please return to the application and select the "2009 N R " building code reference document, CER Response Spectrum Design Response Spectrin 0.22 0, 20 0.20 0.27 0,10 0.24 0.10 OM 0,14 0,19 0 0.12 10.15 a 0.10 0.12 L 0 09 0.O 0,c4 02 , 2 0,0.E 0.00 0,20 4.30 0,60 020 1,00 1.20 1.40 i.a0 1,20 2.00 0.00 0.20 O.40 O.60 0,90 1,00 1,20 L40 1.440 L90 100 Period, T i Period, T (sac) Although this information is a product of the U,S. Geologicai Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein, This tool is not a substitute for technical subject -matter knowledge. I of 1 70 of 109 2/17/2016 8:21 AM Component CLIENT: 646Architecture PROJECT : 3900 Hoyt -Vasquez Res, Component We,91t (#) Height (ft) JOB # ; 160074 9Y QI DATE: 211712016 LOCATION : Central 2 -Story Portion of Residence 21560 10 Fxtehor Masonry Walls ASCE -10 Equivalent Lateral Force Procedure 65 7800 Determination of Seismic Base Shear Brad Vertical Force Distribution Interior Masonry Walls ASCE 7-1012.8.1.1 60 44400 Ss (11.4.1,8) 0.182 SMS 0291 (11.4-1) Sr (11,4130 0,058 S,, 0,139 (11.4-2) Site Class D SOS 0.194 (11,4-3) F, (T1 I .4-1) 1.6 So, 0.693 (11.44) F„ (T 11,4-2) 2,4 T. (Sec) 0.175 (12.8-7) Ta (F 22-12, Sec) 4 C$,MAX 0,354 (12,8- 4) 1. (11.5.1) 1 Cs", 0.010 (12,8-5 & 6) R (T 122-11) 1.5 (14,11) CS;CAM 0129 (12:8-2) C, (T i2.8µ2) 0,02 k 1.000 (1Z8-12) (T 12.8-2) 0.75 kft In, (12-2,11) 16 206899,00 $ s 0.4 9 Upper Roof Fromino Level Component Area(ft-) fight (PSF) Compos t We 1,1 (#) Frei ht (ft) Roof Composite Deck 1241 79 98039 1 1913 Exterior Masonry Walls 540 Fib 35100 Interior Masonry Wells 0 60 0 (1'2i,1 , eft Total Level Weight w__ 133939 # VROOF 20.5 K k 1,000 VR (ASO) 14,1 K 4Vhk 2396:50 kf# r t 7", i Cvx 0,765 q yyREs a " J 9R� 0 �'^"t 71 of 109 ) Component Area(ft2) Weight (PSI) Component We,91t (#) Height (ft) Floor Composite Deck 280 77 21560 10 Fxtehor Masonry Walls 120 65 7800 Interior Masonry Walls 740 60 44400 0 0 0 Ven 63 K Total Levet Weight w= 73760 V2+,a(Asc) 4,5 K k 1.000 w11' 737.60 kit l t 'C ' 4 oful-Y L,i'r-37",,,... Cvx OL235 0';1.t Seismic Base Shear , 4 W = 3134,10 kft S i 6t Ew, r 1~w« 206899,00 $ 'GJ 1 -Lit Vz) tC,UA s 2618 VBASE(ASO) 1913 K (1'2i,1 , eft 71 of 109 CLIENT 646 Architecture PROJECT. 3990 Vasquez JO B# 1-60074 BY ; _Q—T DATE : 2119/2016 LOCATION Max Dia �rn _Loading ASCE 7-10 Equivalent Lateral Force Procedure Determination of Seismic Base Shear and Vertical Force Distribution Ss (11.4,1,9) 0,182 S, (11,4.1,g) 0.058 Site Class D F. IT 11,4-1) 1,6 Fv (T 11,42) 2.4 TL (F 22-12, Sep) 4 1. (11.5,1) 1 R (T 122-1) 1,5 (A.11) C, (T 12,82) 0,02 X (T I2.8-2) 0.75 h, (12-2,ft) 48 SM, 0.291 (11.41) SMI 0,139 (11 A-2) Sns BAN (11.43) Sol 0,093 (11 A-4) T, (sec) 0.175 (12,8-7) C$,MA,X 0.354 (12.83 & 4) CS,MN 0,010 (12,8-5 & 6) CS,CALC, 0.129 (12,8-2) k 1,000 (12,8-12) � t1929 Upper Roof Framing Level Component Area(ft") Weight (PSF) Component Wright (f) Height (ft) Roof Composite Deck 1241 79 98039 18 Exterior Masonry Walls 390 65 25350 Interior Masonry Waits 0 60 0 0 0 0 Total Level Weight W= 123389 It k 1-000 V,rhk 222100 kft Cvx 0,703 Fm�. Component Ar (ftp) Weight (PSF) Component Weight Height (ft) Low Roof Composite Deck 1185 79 93615 10 Exterior Masonry Walls 0 65 0 interior Masonry Walls 0 60 0 0 0 0 Total Level Weight W= 93615 k 1000 vvh$ 936.15 kft Cvx 0.297 aTrffql=� Ewh 315715 kft Tw= 21700400 # BASE 28,09 K V.—.S.ErAsot --- - ------ 20,06 --=.. K =— VRocF 19 8 K VROOF (ASO) 14.1 K v2nd 8,3 K V2.d(ASD) 5,9 K Columns and Masonry Walls Description: Wall 2 1( 7yp / t)W 7Zoof- ir-MrAW14 '130heral'Informstloo, calculations per ACI 630-11, ISC 2012, CSC 2013, ASCE 7 -40 — ------ --- Construction Type: Grouted Hollow Concrete Masonry Fm f."60 ksi Nord, Wall Thickness %Q in Temp Diff across thickness deg F Fy - Yield fto*si Actual Thickness '-7,62 in Min All Out -of -plane Dell Ratio 0 Fr - Rupture 61-0 psi Reber *dr dlsnce0,0020 _��J,50 In Minimum Vertical Steel % Em = fm 0�0 go Lower Level Rebar ... _ Max % of p bat, Bar Size # Bar Spacing 3��-'O in Grout Density 140 pct Block Weight Norm at wo §ht' Wall Weight Pat Wall is grouted at rebar cells only A Clear Height 10,0 ft B Parapet height 4,0 it Wail Support Condition Top & Bottom Pinned Vertical Loads vertical Uniform Loads (Applied per fad of Strip Width) QL_DeLd Lr �oof Liv U, Floorive S,, SnoW Ledger Load Eccentricity 6.750 in 0.8550 0.3250 Concentric Load Lateral Loads Wind Loads: Seismic Loads: N Full area WIND load X16.1 Q psi Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp, 1,0 0,0 Pat Seismic Wall Lateral Load PSI D Lr L E Distributed Lateral Load (Applied to full 'STRIP Width-) Endpoints from Base _,top bottom - 4,0 Wit Rasuilt± for "Strin WfdtWof 12.0 in C9 i tt At ril , ri Governing Load'C bination .. , Actual Values , Allowable Values PASS, Moment Capacity Check . ._,._ _ :. _., N.. _ _.. Maximum Bending Stress natio _ 0.4554 +1. AC3+0.6 L+ .50-'I.OW+1 201-1 Max btu 1,0 k -ft Phi' Mn 2,278 k - PASS Service Deflection Check Actual Deft, Patio U 1,508 Allowable Dell. Ratio 150 +D+0.750L+0.7505+0.4 0 + f Max, Deflection 0,07958 in LASS Axial Load Check Max Pu i Ag 31.434 psi Max, Allow, Deft, 0.80 in +1,20D+1.605 -0,50W+1.601-1 Location 9.833 f 0, * I'm 300.0 psi LASS Reinforcing Limit Check } Controlling Asibd 0.00250 AsMOD6794rhobal 0.006794 PASS Minimum Moment Check Moracking 0.5935 k4t Minimum Pini Mn 2.120 kA + 1.40D+1.601.1 Maximum Reactions , . , for Load Combination, Top Horizontal W Only 0,4799 k Base Horizontal W Only 0.2955 k Vertical Reaction +D++H 1.992 k hits repo for "Strip dtW 12 in Axial Load .--- _.�r �,_. Moment Values _. . 0.6 " Load Combination Pu 0.2*fm*b*t Met Mu Phi Phi lith As As Ratio rho bat k k k -it k -ft k-it htW2 +1,40D+1.60H at 9.67 to 10.00 1.549 17.840 9.46 6:67 0.90 2.29 6.116 0,0025 0068 +1,20D+O,5OLr+l.60L+1.60H at 9.67 to 10,0 1.328 17:640 0.46 0.58 0,90 2,24 0.116 0.0025 0.0068 +1,20D+1.60L+0,50S+1.60H at 9.67 to 10,00 1.450 37.640 0,46 0.67 0.90 128 0,116 0,0025 0.0068 +1,2017+1,6OLr+0,50L+1:60H at 9.67 to 10.0 1.328 17,640 0,46 0,58 0.90 224 0.118 0.0025 0.0068 +1.20D+1.601f+0.50W+1.60H at 6:00 to 6.33 1,583 17.640 0,46 0.58 0,90 2.30 0.116 0,0025 H068 +1:2017+1,6OLr-3,50W+1.60H at 9.67 to %0 1,328 77.640 0,46 0,76 0.90 2.24 0.116 0:0025 0,0068 +1,20D+0.50L+1.605+1.60H at 9.67 to 90.00 1.848 17,640 0:46 0,87 0,90 2,36 9.116 0,0025 0,0068 +1,20D+1.60S+0.5OW+1.60H at 7.00 to 7.33 2.033 17,640 0,46 0.79 0,90 2.41 0.116 0025 0.00 +1.20D+1.60$45OW+1.60H at 9,67 to 10.00 1.848 17.640 0.46 1.05 0.90 2,36 0.116 0,0025 0.0068 +1. 0D+0.50Lr+0.50L+1 +1.60H at 4,67 to 5. 1.676 17.640 0.46 0.855 0.90 2.32 0.116 0.0025 0.0068 +1.20 .5OLr+0,50L-1.OW+1,60H at 9.67 to 1.328 17:640 0,46 0.95 0:90 2.24 0.116 0225 0.0068 +1.20D+0.50L+0.50S+W+1.60H at 5.00 to 53 1,815 17.640 0.46 0,91 0.90 236 0.116 0.0025 0. +110D45OL45OS-1.O +1,60H at 9.67 to 1,491 17,640 0,46 1.04 0.90 2,28 0.116 0.0025 0,0068 +1.20D+0.50L+0,20S+E+1.60H at 9.67 to 10, 1,393 17,640 0.48 0.61 0.90 2.25 0,116 0.0025 0,0068 +0.90D+W,490H at 4.33 to 4.67 1.274 17.640 0.46 0.77 0.90 2,22 0.116 0,0025 O. +0,9013-1,O490H at 9:67 to 10.00 0.996 17.640 0,46 0.80 0:90 2.16 0.116 0,0025 0,0068 +0.90D-+E+0,90H at 9.67 to 10;00 0.996 97,640 0.46 0,43 0.90 2,16 0.116 0,0025 0,0068 Lie lgll t iYitl#11 rel b ft Ptrhi * £? l$ Results reported for `Strip Width" 12 in Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr M ctual 1 gross I cracked I effective Deflection Deft, Ratio k k -ft k -it in"4 W4 W4 in +D+H at 5.67 to 6,00 1.338 0.46 0.28 342.40 28.18 342.400 0,012 10,328.9 +D+L+H at 5.67 to 6.00 1.338 0.46 0,28 342.40 28.18 342.400 0,012 10,328.9 +D+Lr+H at 5.67 to 6,00 1338 0,46 0.28 342.40 28,18 342.400 0412 10,328,9 +D+S+H at 6.67 to 7,00 1.605 0,46 0.46 342,40 28,68 161.493 0.029 4,099.4 +0+0.75OLr+0.7 0L+H at 5.67 to 6,00 1338 0,46 0.28 342.40 28,18 342.400 0,012 10,328.9 +D+0,75OL+075OS+H at 6.33 to 6.67 1,543 0,46 0.40 342.40 28.72 342.400 0.022 5,449.0 +0+0.60W+H at 5,00 to 5,33 1.377 0.46 0,57 342.40 28.29 35322 0.071 1,683.4 +D+0.70E+H at 5.67 to 6,00 1,336 0,46 0,28 342,40 28,18 342.400 0.012 10,328.9 +D+0.750Lr+0.750L+0.45OW+H at 5.33 to 5.6 1.358 0.46 0.49 342.40 28.23 49.247 0.031 3,957.1 +D+0.750L+0.750S+0,450W+H at 5.67 to 6,00 1.582 0,46 0.58 342.40 28,82 35.342 0.080 1.508.0 +D 4750L+O.75OS+0,5250E+H at 6.33 to 6.8 1.543 0,46 0.40 342.40 2872 342,400 0.022 5,449,0 tiescripuon ; VY49 Results reported for_ Strip Wi 1 ir1 Axial Load Moment Values Stiffness 1 l effective Deflections Deflection DeO, Ratio Lead Combination pU Mcr Mactual l gross cracked W4, in k k -ft k -ft 1 r^4 in14 _ +0.600+0,60+0.60H at 4,67 to 5.00 0,838 0.46 0.47 342.A0 26.85 72,133 0,020 5.950.0 +0.600+0 70E+O,60H at 5,67 to 6.00 0,803 0,46 0.17 34240 26.75 342.400 0.007 97.322.5 D Only at 5.67 to 6.00 3.338 0.46 0.28 342,40 28.18 342,400 0.012 10,328,9 U00 0.00 0,00 0.00 0.00 0,000 020 0,0 0,000 0.00 02 0.00 0.00 0.000 0.000 0,0 Only at 5.67 to 6.00 0.325 0,45 0,11 342.40 25;45 342400 024 27,383.3 W Only at 4,00 to 4,33 U00 0.45 0.57 342.40 24.55 30.716 0,060 1, .5 0,000 0.00 0,00 0.00 0.00 0.000 0.000 0,0 0.000 0.00 0.00 0:00 0.00 0,000 0,000 0,0 Results reported for Strip VNidth' 1 i n. ---------- Load Combination Rase Horizontal Top Horizontal Vertical @ Wall Base 0.0 k 0.05 k 1,667 k 40+61 0.0 k 0.05 k 1,667 k + + +H US k 1.667 k +D+Lr+H 0,0 k 0.07 k 1.992 k +D+S+H 0.1 k 0,05 k 1.667 k +D+0.750Lr+0.750L+H 0,0 k 1.911 k +0+0.7501.4750S+H 0.1 k U6 k 0,2 k 0;24 k 1.667 k +D+0.60W+H 0.05 k 1,667 k +040.70E+H 0.0 k 0,17 k 1.667 k +D+0,750Lr+0.750L+0A50W+H 0.2 k 1.911 k + +p.?50L-4750$+0A50W+H 02 k 0.15 k +D+0.750L+0.750S+0.5250E+H 0.1 k 0.06 k 1.911 k +0,60D460W460H 02 k 0.25 k 1,000 k +0,60D+0.70E+O.60H 0,0 k 0.03 k 1,000 k D Only 0.0 k 0.05 k 1.667 k Lr Only 0.0 k 0.00 k 0.000 k 04 k 0.00 k 0DW k L Only 0,02 k 0.325 k S Only 0.0 k 0.48 k 0,000 k W only ,3 k 0. k 0,000 k Only 0.0 k 0,00 k 0,000 k H Only 0;0 k tfk E» .... .. ,�. �. ,Ot Ye cal ff Leads , , . ( Applied per bat of Strip Widths L , V,�t V F L 6 e i Ledger Land Eccentricity 6,0 in 0.1580 0.0, 0,060 0,030 O.Q eft Concentric Load 0.0 :C 0.0 0,0 O. kftt ECI-1 ttt V rtl LiE71 OrCii L0 5 , , . (APOW w kol of strO wk th) QL4—Dmd « « F r iu SSS W . Wlnd L dg r L ad E nt ..ty , «n 0. C1 0 1.050 0. 10 0,0 wit Conntrsc Land 0.0 0.0 r 0.0 ,0 ki t Lateral Load Mind Loads: Seismic Loads: Full area WINO? load 4&10 Pat Udall Weight Seismic Load Input Method : r tfk E» .... .. ,�. �. ,Ot Ye cal ff Leads , , . ( Applied per bat of Strip Widths L , V,�t V F L 6 S i Ledger Land Eccentricity 6,0 in 0.1580 0.0, 0,060 0,030 O.Q eft Concentric Load 0.0 :C 0.0 0,0 O. kftt ECI-1 ttt V rtl LiE71 OrCii L0 5 , , . (APOW w kol of strO wk th) QL4—Dmd LrAwfflinv F r iu SSS W . Wlnd L dg r L ad E nt ..ty , «n 0. C1 0 1.050 0. 10 0,0 wit Conntrsc Land 0.0 0.0 0,0 0.0 ,0 ki t Lateral Load Mind Loads: Seismic Loads: Full area WINO? load 4&10 Pat Udall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight Fp 1.0 - 0.0 Psf Seismic Wag Lateral Load 0.0 PSI Description: Full Ht, Wali @ Nath 8 South of Great Room R�ii� re�a� f rr "' tr p ►Ir tl of 1 0 in Governing Load Combination �_. Actual Values Allowable Values PASS Moment Capacity Check 1ax1um Bending Stress Ratlt3 ti. i. �' +1.2003+0.50L+0.50S+W+1,60 l Max btu -O 6819 k4t Phi Mn 2.1471 k PASS Service Deflection Check Actual Dell. Ratio Lf 1,466 Allowable Deft. Ratio 150 Only Max, Deflection 0.08175 to PASS Axial Load Check l ax Pu t A 56.986 psi Max, Allow. DefB. 0.50 i 30U Psi +1,200+0,50L+0.505+W+lZ01 Location 1 . tS It , s PASS Reinforcing Limit Check Controlling Asibd 0,00250 As/bdOO6794rhobal 0.006794 PASS Minimum foment Check Mcracking 0.5935 Or Minimum Phi Mn 2,120 k- ft +1.40D+1.60H Maximum Reactions ... for Load Combination..., Top Horizontal W Only 0.1706 k Base Horizontal Only 0.1706 k Mid -Ht Horizontal W Only k 0.581 Vertical Reaction +D+L+H 2.9961 k reported icor *"Strip Width" In. tlt1. z"k3filtltiflt tatri€l�llcrrt »,#ttr## �., _.. _,.teult Axial Load Moment Values 0.6 Load Combination Pu 0.2*f`m*b"t Mor Mu Phi Phi Mn As As Ratio rho bag k k k -r1 k -it k ft ora" +lA0D+1,60H at 9.67 Its 10,00 1.834 97.640 0.46 4.30 0.90 2.36 0.116 0,0025 U068 + at 9,67 to 14, 3..349 IT640 046 0.63 0,94 2,72 4.916 U025 U068 ,20D+0,50Lr+1,641,+9.601 +1.20D+1,60L+0.50S+1.60H at 9,67 to 90.40 3,469 17,640 0,46 0.65 0.90 2,75 4,196 0,0025 0,0068 +1.20D+1,60Lr+0,50L+1,60H at 9,67 to 10.11 2,122 97.6401 0,46 0,48 0.94 2.43 0.916 0.0025 0,0466 +1.2004+1,60Lr+0.50W+1,60H at 10,00 to 10. 0.886 17.644 0.46 0.37 0.90 2.13 4.116 0,0025 4.01063 +1.20D+0.50L+1,605+9,60H at 9:67 to 10.00 2,511 17,640 04 0,57 4,90 2,52 0116 OD025 4,0066 +1,20D+1:60S+0,50W+1.60H at 94.00 to 10.3 0,934 91.640 0.46 0.43 0.90 2.94 4.116 0,0025 0. +1.20D+4.50Lr+0,50L+W+1.60H at 10,00 to 1 0,916 17,646 0.46 0,66 0.90 2.14 0,156 0.0025 U068 +1,20D+0.50L+0.50S+W+1.60H at 10.00 to 1( 0,931 97.640 0.46 0,66 4.90 2.14 0..916 4,4025 0.4466 +1.20D+0.50L+0.20S+ +9,60H at 9,67 to 10. 2,175 97 4,46 0.49 4.90 2,44 0,116 0.0025 0.0 068 +0.90D+ +4.90H at 1000 to 10.33 0.664 17,640 0.46 0.58 0.90 2,07 4,116 0,00025 04068 40,901)+E,490H at 9,67 to 94.00 9.979 97.640 0.46 0.19 0,94 2.24 0.916 0.0025 4. 068 170slot1 Makli"Um comilloatl6iii;�,qaflb Results reported for Strip Width m, 12 In, Axial Load Moment Values fvlcr Niactual I gross Stiffness i cracked Deflections I effective Deflection Cleft. Ratio Load Combination Pu k k_n k -ft W4 W4 W4 _ in +D+H at 17,00 to 17.33 0.332 0,46 0.04 342,40 28.52 342.400 0.009 12,865.8 +D+L+H at 13.00 to 1133 0.624 4.46 0.10 342,40 31.94 342:400 4.025 4.8626 +D+Lr+H at 97.00 to 97.33 4.332 0.46 0.44 342.40 28,52 342.440 0.009 12,865.8 +0+S+H at 170 to 17,33 0,362 0,46 0.05 342;40 29,14 342,400 0.010 12,056.9 +0+0,750Lr+0,750L+H at 5.67 to 6.00 2.375 0.46 0.32 342.40 34,86 341400 0.014 8,357.6 +D+0.750L+0750S+H at 12.67 to 13.00 4.651 0,46 4,09 342°40 39.75 341400 0.019 6,472,4 +D+0,60W+H at 16.00 to 16,33 0.390 0,46 0.99 342.40 28.67 342,400 4.050 2,378.2 +D+0.70E+H at 17.00 to 17.33 0.332 0.46 0.04 342.40 28.52 342,400 0,009 12,865,8 +D+0.750Lr+0,750L+0,450W+H at 16.33 to 16 0.416 0,46 4,16 342.40 30,76 342,400 0,037 3,281.0 +D+0.750L+0,750S+0A50W+4 at 16.33 to 16. 0.438 4.46 0.15 342;44 31.22 342A00 0.034 3,580.2 +D+0.750L+0,750+0,520E+H at 12.67 to 13 0,659 0,46 0.09 342.44 31.75 342.400 4.019 6,472.4 +4.60D+0,60W+0.60H at 16,00 to 16.33 0.234 0,46 0.99 342,40 2T05 342,440 0,057 2,914.5 +0.60D+0.70E+0. 0H at 97,00 to 17.33 0.999 4.46 0,02 342.40 26,96 342.400 006 19;827.5 D Only at 17.40 to 17.33 0.332 0,46 0.04 342.40 28.52 342.400 009 12,865.8 0.000 0:40 0,04 4.00 4,110 0,000 0.000 0.4 Design Maximum m i atio $ -00000 Resutts reported for *Strip Width, = 12 In. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual 3 gross t cracked i effective Deflection Deft, Ratio k k-ft k-ft in,14 W4 W4 ... I?? .. L Only at 5.67 to 6.00 1.910 0.46 0,28 342.40 27.58 342,400 0,011 10,580,6 Only at 5.67 to 6,00 0.240 0,46 0.05 342.40 25222 342.400 0,002 55,921.9 W Only at 15.67 to 16.00 0.000 0,46 0,31 342.40 24.55 342.400 0.082 1,4613.2 0400 0,04 obo 0,00 0.019 0.000 0400 0.0 ObOD 0.00 0Z 0,00 0.00 0,000 ODDO 0.0 # 1G i# 31 � $d+9 i0 i' 661,. . Results reported for *Strip Width"a 12 n Load Combination Base Horizontal Mid Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0,008 k 0.01 k 1.879 k +p+L+H 0.1 k 0,031 k 0.03 k 2.981 k +D+Lr+H 0.0 k 0.008 k 0,01 k '9.871 k +t'3+S+Fi 0.0 k 0.014 k 0.02 k 2.111 k +O+0.750Lr+0.750L+H 0.1 k 0.031 k 0.02 k 2.104 k +D+0.750L+0.750S+H 0.1 k 0,030 k 0.03 k Z884 k +D40,60W+H 0.1 k 0.353 k 0,08 k 9.871 k 40+0,70E+H 0:0 k 0;008 k 0.01 k 1.871 k +0+0,750Lr+0,750L+0.450W+H 0.1 k 0.233 k 0.05 k 2,704 k +17-4750L+0.750S+0.450W+H 01 k 0,233 k 0:05 k 2.883 k +0+0.750L+0.750S+0,5250E+H 0.9 k 0,030 k 0,03 k 2,884k +0,60D+0.60W+0.60H 01 k 0.350 k 0,09 k 9123 k +0.60+0.70E+0.60H 0.0 k &005 k 0.01 k 9.123 k 0 Only 0.0 k 0.008 k 0.01 k 1.871 k Lr Only 0.0 k 0,000 k 0.00 k O,ODO k L Only 0.0 k 0.039 k 0.01 k 1110 k S Only 0.0 k O.006 k 0.00 k 0.240 k Only 0,2 k 0.580 k 0..17 k 0,000 k Only 0.0 k 0.000 k 0,00 k 0.000 k H Only 0,0 k 0.000 k 0.00 k 0,000 k Code References....... ... Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 ------------ Material Properties F'm 1,500,0 Column Data Column width along X-X = Analysis Settings 15.625 in Analysis Method = Working Stress Design psi Fr - Rupture 75.0 psi Column depth alone Y-Y = 7.625 in End Fixity Condition = Top Pinned, Bottorn Pinned Em=fm' 900,0 Column Density = 130.0 pcf Longitudinal Bar Size = Bars per side at +Y & -Y = # 4,0 Overall Column Height 15,0 it 2 Construction Type Solid Grouted Hollow Concrete MaSOMY Rebar Grade = Grade 60 Fy -Yield 60000 psi Bars per side at +X & -X = I Tie Bar Size # 3g Fs - Allowable = 32,000.0 Psi Cover from ties Actual Edge to Bar Center 3.50 in 4125 in Tie Bar Spacing 8,0 in E - Rebar = 29,000.0 ksi Load Combination ASCE 7-10 X-X (width) axis : Unbraced Length for X.X Axis buckling = 15�O it, K = I D Brace condition for deflection (buckling) along Columns Y-Y (depth) axis: Unbraced Length for X-X Axis buckling =15°0 0, K =1.0 a, s entered, Load Factors will be applied for calculation- Service load -------------- Column self weight included: 1,61336 lbs Dead Load Factor AXIAL LOADS_ RBI: Axial Load at 15,0 t D 15.978, S = 5,891 k BENDING LOADS, DESIGN SUMMARY- . . ..... . . ..... Bending Check Results PASS Maximum Sending Stress Ratio = 0.419 1 maximum SERVICE Load Reactions .. Load Combination +D+S+H Top along X-X ObOO k Location of maxabove base 0,000 ft Bottom along X-X 020 k At maximum location values are ... Axial - Applied 23.482 k maximum SERVCE Load Deflection$ – Axial - Allowable 56,069 k Along x-x 0,000 in at 0,000 it above base Moment - Applied 0.000 k.ft for lead combination: Moment - Allowable 1.729 k-ft Compressive Strength 56,071 k (AC1530-ft5ec3A4, PASS Reinforcing Area Check (Act 530-11,sec 134, Pa=(0,25fmAn+0,65AstFs) *I1-m1(140*r))42j As: Actual Reinforcement 0,800 FAIL Check Column Ties (ACI 5304 1, Sec 216, Min: 0.0025 * An 0.298 Min Tie Dia, = IA', # 3 bar provided Max: 0,04 * An 4,766 Ajax Tie Spacmg= 7.63En, Provided = 8,00in Dimensional Checks Mire, Side Dim, - 8' (ACI 530-11, Sec 3.4A PASS overall Height I Min Dim - 25 (Act 11, Sec 14A, LoadCombihatloh, Results . ..... . ...... Maximum Bending Stress Ratios Maximum Axial Load Maximum Moments Load Combination I Stress Ratio Status Location Actual Allow Actual -Allow 56.069 k O.O k-ft 1.729 k-ft ,+D +H 03136 PASS 03136 PASS 0,0 ft 17.591 k 0,0 It 17,591 k 56.069 k 0.0 k4t 1.729 Wt 4,0+L+H +D+Lr+H 0.3136 PASS 0.0 it 17.591 k 56,069 k O.O k,11, 1.729 k-ft +D+S+H 0,4186 PASS 0.0 It 214821k 56,069 k 0.0 k-ft 1329k-ft +D+0,75OLr+0,750L+H 0.3136 PASS 0.0 If 17,591 k 56,069 k 0,0 k-ft 1.729 k-ft +D-t0,750L+0,750S+H 0,3924 PASS 0,0 it 21010k 56-069 k O�Ok-ft 1 J29 k-ft +D+0.60W+H 03136 PASS 0,0 It 17.591 k 56.069 k 0,0 k-ft 1.729 k-ft +D+070E+H 03136 PASS 0,0 it 17.591 k 56,069 k O.O k-ft 1.729k-ft +D+0,75OLr+0,750L+0,450W+H 0,3136 PASS 0.0 it 17.591 k 56,069 k O.O k-ft 1.729k-ft +D-tO.750L+0,750S+0,450W+H 03924 PASS 0.0 it 22VOk 56,069 k 0,0k-ft 1,729 k-ft a Maximum Bending Stress Ratios Maximum Axial Load Maximum Moments Lead Combination Stress natio Status Location Actual _..._.._ Alfa ,,. , Actual Allow __. . _.. +D+0.755L-4750S+0.5250E+H ._ w . v. __.�. 0.8924 FAS 0,0 N 22.0`t k 56, 9.. O.O k -ft 1.729 kmfk -+H0D+0.60W+0,60H 0.1882 BASS 0.0 ft 10,665k 58.089 k 0.0 k -ft 1.729 kmft +0.60NOJOE-460 0.1882 PASS 0.0 ft 10,555k 55,089 k 0.0 k -ft 1,729k-ft s non -zero reactiona,re listed only yY Axis ern . _ Axial Reaction Load Combination @ ease @ Top @ ease +D+H k.. k 17,591 k +D+L+H k k 17.591 k +D+Lr+H k; k 97.591 k +D+S+H k k 23.482 k +D+0.750Lr+0.750L+H k k 17:591 k +0+0.7501.+0750S+4 k k 22.619 k +D,+0,60W,o,4 k k 17,591 k +D+0.76E+ii k k 17.591 k +D+6,756Lr+6.750L,+0,450W+H k k 17.591 +D+0.750L+0,750S+0,450W+H k k 22.010 k +D+0.750L+0.750S+0.5250E+H k k 22.010 k +0,600,46OW460H k k 10.555 k +0.60D+0.70E+0.60H k k 90.555 k D Only k k 17,599 k Lr Only k k k L Only k k k S Only k k 5.691 k W Only k k k E Only k k kk H Only k k ttltt11 �f1*t0#t9e 0 iSlt1t w ..... ... _ ..._.,,__, .............. . Lead Combination Load max, Y -Y Doflection Distans +H 0.6060 in 0.000 it +D+L+H 0,0000 in 0,000 it +D+Lr+H 0.0000 in 0.000 it +D+S+H U000 in 0,000 ft +D+0.750Lr+0150L+H 0.0000 in 0,000 It +0+0 756L+0,750S+H 0.0000 in 0.000 It +-0+0,60W+H 0,0000 in 6.006 it +D+0.70E+H 0,0000 in 6,000 ft +D+0,76Lr+0.756L+0.450W+H 0,6000 in 0DW it +D+6.750L+0.750 +0.A50W+H 0.0000 in 0.000 It +D+6.750L+0.750S+0.5250E+4 0D000 in 0,000 It 40,60D*0,60W40,60H 0.0000 in 0.000 It +0,600+0.70E+0,60H 0 in 0,000 ft D only 0.0000 in U00 It Lr Only 0,0000 in 0.0It L Only 0,0000 in 0.000 It S Only 0.0000 in 0.000 1t W Only 0.0000 in 0,000 It E Only 0.0000 in 0,000 It H Only 0,0000 in 0,000 it a E C 41 c 2 2 V I; Calculations per ACI 530.11„ IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7.10 Material Properties Column Data Analysis Settings Fm 1,500.0 psi Column width along X.X = 7.625 in Analysis method - Working Stress Design Fr - rupture - 75.0 psi Em = f * 900.0Longitudinal Column depth along Y -Y = 7,625 in End Fixity Condition = Top Pinned, Bottom Pinned _ Column density 130,0 pcf gar Size = # 5.0 _ 1 Overall Column Height Rebar Cr = Grade 60 gars per side at +Y Y = Construct` Type Solid Grouted ticl! Concrete ltastsry Fy - Yield 60000 psi gars per side at +X - 1 4.0 in Tie gar Size 3 Fs - Allowable r 32,000.0 psi E - Reber = 29,000.0 ksi Cover fromties - Actual Edge to gar Center _ 4.6875 in Tie gar Spacing .0 in Load Combination - ASCE 7-10 X• {icttlt axle � n Length for _X Axis buckling = 10.0 ft. K =1.0 Brace condition for deflection {buckling) along columns Y_y {depth} axis: Unbraced Length for X.X Axis buckling = 904 It, K : 1,0 Applied Lo ds Service loads entered Load Factors will be applied for calculations Column self Weight included ; 524.88 lbs * Dead Load Factor AXIAL LOADS . , , R.T,D. Worst Case: Axial Load at 10.0 ft, D =1,797, L = 3.413, S = 0,6830 k BENDING LOADS, . . Window Pleader: Lat. Point Load at 9.0 ft creatingMx-x, W = 0.5870 k' Window Header: Lat. Point Load at 3,0 it creating IIx -x, W m 0.5870 k Bending Check results PASS Maximum Sending Stress Ratio 0.634 .1 Maximum SERVICE Load Reactions Load Combination +0.60L3+0.6111 +0.60}F Top al -x 0.744 k Location of max,above base 3.020 it Bottom along x -X 0,470 k At maximum location Values are. . Axial - Applied 1,393 k Maximum SERVICE Load D tions . . Axial a Ailoinable 2.213 k Along x -x 0,061 in at 4.632 ft above base Moment - Applied 0,544 k -ft forbad combination: WOrily Moment - Allowable 1.305 k -ti Compressive #ength 28.251 k f A153f3�ii, SSC 3.3.4. PASS Reinforcing,Area Check (AC1 i1, Sec 3.3 �, Pa = (4.26 fm An +4.65 Ast Fs) ° (1-(h1(140"r))112l As: Actual Reinforcement 0.620 FAIL Check Column Ties (Act #t, s 2.3.fi. Min: 0.0025 "An 0,145 Win, Tie Die, -114°, 4 3 tsar provided Max-, 0.04 "An 2.326 Max Tie Sing = 7.63 in, Provided = 6.00 in l}l nsirinal Checks Min, Side Dim, - 6" (ACP 530-11, Sec 3,4.4, PASS Overall Height 1 thin Rim < 25 (ACI 530, 11, Sec 3.4,4. Lo Qt3l�i Maximum Bending Stress Ratios Maximum Axial Load Maximum Moments Load Combination Stress Ratio Status LocationActualAllow _ _ Actual Allow _ +C +H ._ 0.07934 PASS 0,0 ft 2,322k 29.250 k 0.0k -ft 0,9750k -ti +D+L+H 0.19601 PASS 0,0 it 5.73 s k 29.250 k O.O k -ft 0.9750 k.(f +p+Lr+H 0.07934 PASS 0.0 It 2.322 k 29.250 k O.O k -ft 0,9750 k•ff ++S++D+S+H 0.1027 LASS 0.0 it 1005k 29.250 k 0.0 k -ft O,9750 k -ft +01+01.750Lr+0.750L+t1 0,1668 PASS 0.0 it 4.882 k 29.250 k O.O k_#p 0.9750 k -ft +D-s0,750L+0350S+p{ 0.1843 PASS 0,0 It 5.394 k 29.250 k O.O k -ft 0,9750 k -ft +p+0.600W+H 0.5975 PASS 3.020 ft 2322k 3.892 k 0,84:19 k -ft 1.398 k -ft +D+070E+H 0.07934 PASS 0.0 it 2.322 k 29.250 k O.O k -ft 0.3750 k -ft Maximum Sending Stress Ratios Maximum Axial Load Maximum Moments Load,Combination Stress patioStatus Location Actual ... All Actual Allow + +0,75OLr,+3.75 L-+0,4 i +H t�. 5 E3 .. P ...... 3,020 ._..,: A, 13.527 k 0,6329 k -{t 1. k•tt -DA.750L+0,7 J +0.450W+ t U523 PASS 1020ft 5.394k 15,310 k 0,632 k -ft 1793k -ft 7 €1L+0.750S+0,5250E+H 0.1843 PASS 0.0 It &394k 29.250 k 0.0 k -ft 0,9750 ICA +0.60D+0.60W+0,60H 0.5341 PASS 1020 fl 1.393 k 2.213 k 0, 8439 k -ft 1.305 k_g +0,60D+0,70 +0,66H O10 7 0 PASS 0.0 It 1.393k 29,250 k 0,0 k -ft 0,9750k -ft II)Crfttttt#`3r1 < � Note: Only non zero reactions are listed _ _... Y -Y Axis Reaction Axial ReactiOn Load Combination @ Ease @ Top e ... .... _... _ .. _,n �. _..., ,.,.., . „__ 2 322 k 5.735 k +D+L+H k k k k 2,322 k +D+Lr+H k k 3.005 k +S+i k k 4.882 k +0+0.750Lr+4.750L+H k 5 394 k +D+0,750L+0,750 +H k 4.282 k 0.423 k 2322 k .60W+H k k 2.322 k +0+0,70E+H +D+0.750Lr+0.750L+0A50W+H 0,211 k 4.317 k 4.882 k 5394 is +D40,754L-47 0S-+00.450W+H 0.211 k 0 317 k 5.394 k +D+0,750L+0.750S+0.5250E+H k k 1.393 k 460D+0.60W+0.60H 0.282 k 0.423 k 1.393 k +0,60D+0.70E+0,60H k k 2,322 kk D Only k kk Lr Only 3.413 k L k k 0,683 k Only Only o W Only 0,470 k 0,704 k kk E Only k k k k H Only k L ad Combination Deflection Max,Y-YDefi� Distance ..._ _ .,..._ .� ..._.,.. __... ,. ,,. +D+L+H 0.0000 In 4.000 It +D+Lr+H 0,0000 in U00 it +D+S+H 0.0000 in 000 It +D+0 750Lr+0.750L+H 0.0000 in 0,004 ft +D+0.750L+0.750$+H 0,00DO in 0,000 It +D+0.60W+H 0,0367 in 4,832 ft +D+0.70E+H 0.0000 in 0.000 It +0+0.750Lr+0.750L+0A50W+H 0,0276 in 4.832 It +D+0.750L+0350S+0A50W+H 0.0276 in 4132 it +D+0.750L+0.750S+0.5250E+H 0,0000 in 0.040 it +0,601)+0.60W+0,601-1 0,0367 in 4.832 ft -460D+0.70E+0.60H 0,0000 in 0.040 it D Only 0,0000 in 0.000 it Lr Only ODOOD in 0.000 it L Only OZOO in 0.000 It S Only 0.0000in 0,040 ft W Only 0,0612 in 4.832 it E Only 0.4004 in 4,000 It H Only 0,0000 in 0.000 ft Cross Sectionrtri:r Masonry Column P -M Interaction Diagram Allowable Moment (k -ft) 2. 26.1 23, X 20, f 17. 141, i N ��"ads 3a �. �., � r. ,,��`t�r d1i �r� -?"a ,_, 't�1,,t,+'tb � � x M� � t „�' � t v¢ a w w ` a ,� Ra 6.....( -..' r'' ...5. 3 2, ' . fits Q 6 Qx 0# 1.15IS 1,7 L9 b ti!«f4 .. Description: Worst Case Jam @ interior (F21-13) Calculations per ACI 530-11, 16C 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE -10 ...... .. ------------ Material Properties Material Fam 1,500.0 Column Hata Column vridth along X -X = Analysis Settings 7:625 in Analysis Method - Working Stress design psi Fr - Rupture 75:6 psi Column depth along -Y = 7.625 in End Fixity Condition - Top Pinned, Bottoiri Pinned y Em = fm _ 900.0 Column Density w 130.0 f Longitudinal Bar Size _ Bars r side at +Y & -Y = 5.0 1 consOverul Column Height w 10.0 ft Construction Typo Solid grouted Nail Concrete Masonry Rebar grade - Grade 60 F 'Yield = 60060 i Y Bars per side at +X & -X = 1 Tie Bar Size 3 Fs - Allowable _ 321000,0 psi _ Cover from ties � Actual Edge to liar Center 4.0 in Tie B cin _ 8.0 in 4.6675 in g E - Rebar = 29,000,0 ksi Load Combination a ASCE 7-10 X -X (width) axis: linbra Le for X -X Axis buckling = 10 it, x -1.4 Brad condition for deflection (buckling) along columns: Y -Y (depth) axis: Embraced Length for X -X Axis budding =10 it, K -1.0 Service toads entered Load Factors will be applied for calculations, Column self weiqht included: 524,88 lbs * Dead Load Factor AXIAL LOADS .. . R.T.D. torsi Case: Axial Load at 10.0 ft, D = ,0, L = 3.550, S 0.530 k BENDING LOADS- ..».DESIG Y UM N7 # Bending Check Results PASS Maximum Sending Stress Ratio = 0.348 ;1 Maximum SERVICE Load Reactions, , Land Combination +D+L+H Top along X.X 0,000 k Location of max.above base 0.000 it Bottom along x -x 0.000 k At maximum location values are . ,. - Axial - Applied Axial 10.175 k maximum SERVICE Load deflections ... Axial - Allowable 29.250 k Arg x -x 0,sn at 0,000 if a e base Moment - Applied 0,000 k -ft for toad combing Moment . Allowable 1.012 k_g Compressive Strength 28.251 k A0 P i, Sec 3.3.4. PASS Reinforcing Area Check t Act -r 1, sec 33,4. Pa - (0,20 f`m An +0,65 Ast Fs) ` (1-(h1(140*r)l"21 As: Actual Reinforcement 0.620 FAIL. Check Column Iles (AC15:30.91, Sec 2. t.5. Nie,. 0.0025' An 0.145 Wh Tie Dia. =1l4", 3 bar provided Max: 0.04 " An 2.326 Niax Tie Spacing = 7,63m, Provided= 8,00 to Dimensional Checks Akin. Side Dien. >- 8" (ACI 11, Sec 3.4.4. PASS Overall Height i Min Dim <= 5 t ACt 530.11, Sac 3.4:4. Load +0erb616t3a U t Maximum Bending Stress Ratios Maximum Axial Load Maximum Moments Combination Load Co Stress Ratio Status Location Actual Allow Actual Ail _.. 29.250 k 0.0 kft 1,012k -ft +ID+R. . 0.2229 PASS 0.3477 PASS 0.0 it 0.0 It 6,525k 10,175k 29250 k 0.0 k -ft 1,012k -ft +D+L+H +D+Lr+H 0.2229 PASS 0.0 If 6.525k 29250 k O.Ok-ft 1,012k -ft +D+S+H 0.2445 PASS 0.0 it 7,155k 29,250 k 0.0 k -ft 1,012k -ft +D+0,750Lr+0.750L+H 0.3165 PASS 0,0 it 9.262 k 29.250 k 0.0 kft 1.012k ft +D+0.750L+0 750 -+H 0,3326 PASS 0.0 it 9,735 k 29.250 k 0,0 k ft 1,012k -ft +-D+4.60+H 0.2229 PASS 0,0 it 6.525 k 23.250 k 0.0 k -ft 1.012k -ft +D+0.70E+H 0.2229 PASS 0,0 it 6.525k 29.250 k 0.0k -ft 1.012k -ft +-+0,750i.r+0,7 0L+0,450W+H 0.3165 PASS 0.0 It 3.262 k 29.250 k 0,0 k -ft 1.012k -ft +D+0,750L+0.750S+0,450W+H 0.3326 PASS 0.0 ft 9,735k 29250 k 0,0 k -ft 1,012k -ft Lo . m v.. rytr#§fta Maximum Bending Stress Haim MaximumAxial Lead Maximum Moments ad Combination Stress Ratio Status Location Actual Allow Actual Allow .. .. _....... +{3+0,750L+0,750S+0,5256E+H 0.3326 PASS 9.9 it 9135+k 29.250 k 0,0 k -ft 1.L312 k -ft +0,60D+0.0W+0,6H 0,1338 PASS 0,0 It 1915k 29.250k 0.0kft 1,01 k-ft -460D+9,70E+6.60H 0.1338 BASS 9,0 it 1915k 29.250 k 0:0 k -ft 1.012k -ft IUiaxifYititt 8� tf1`�' �„ ,.� _.. ., .. _:._ _. r... w.__ tote- Only non zeros reactions are listed Y -Y Axis Reaction, Axil Reacfion Load Combination @ Base Top.. ease .. . ... a.. ...�;M. k, k 6,525 k +D+L+H k k 10.175 k +D+Lr+H k- k 6.525 +D+S+H k k 7.155 k +0+0.750tr+0.750L+H k k 9.262 k 9735 k +D47501.4015013-44 k k k 6,525 k +D+0.60W+H k k k 6.525 k +0+0,70E+H k k 9.262 k +D+0,750Lr+0,7 0L+0.450W+H k 9,735 k +0+0.750L+0750S+0A50W+H k 9.735 k +D+0.750L+0,750S+0.5250E+H k k 3,915 k +0.601)+0.606W0.60H k k k 1995 k +0, 0D+0.70E40,60H k k 6.525 k D Only k k Lr Only k k k k 3.650 k L Only Only k k 0,630 k W Onlyk k k k k Only k k H Only k k pint i�aCtin fay Lead rttbin��t�t� _ ._ Load Combination Max, Y•Y Deflection Dista _. ....,_ _. _ +D+H __.. in __ , ... _ _, _-�_._,_.,,000 ft +D+L+H 0,0000 in 0.000 It +D+Lr+H 0.0000 to 0.000 it +D+ ++i 0,0000 in oboo it +O+0.750Lr+0.750L+H 0.0000 in 0,000 It +D+0.750L+0.750S+H U000 in 0,000 It +D+0.60W+H U000 in 0,000 it +D470E+H 0,0000 in U00 it +0+0.750Lr+0.7 +0,450 +H 0,0000 in 0,000 It .+D+0750L+0,750S+0. 50W++i 0,0000 in U00 it +D40,7 0L+00.750S+0.5250E+H 0.0000 in 0,000 it +0.60D+0.60W460H 0,0000 in 0,000 ft 40,600+0,70E40,60H UD00 in 0,000 it D Only 0.{000 in 0.000 ft Lr Only notio in 0.000 0 L Only 0.0000 in 0.000 it Only 0,0000 in U00 i( W Only 0000 in 0.000 it E Only 0,0000 in oboo It H Only 0.0000 in 0.000 it d script"ion ; Worst Case Jam @ Interior (F2H3) Crass Section Masonry Column P-M Interaction Diagram . �,!!� 7-10 PropertiesMaterial ; Fin 1 t a psi Column width along X -X = Fr - Rupture t psi Column Column Density gat u tt Longitudinal.. - Reber Grade Grade 60 F2H& Axial load at 10,0 ft, D = 6,963, S = 1,984 Yield 6000000 Bars per side Allowable ttt# psi Cover 29,000.0 Bar Center Load Combination ASCE��10 Brace M i columns Analys"ss Settings 15,625 in Analysis Method = Working Stress Design ',6225 In 5,0 End Fixity Condition = Top Pinned, Bottom Pinned 2 Overall Column Height = 10,0 it 1 Construction Type Sand Grouted Hollow Concrete Masonry 4,0 to Tie Bar Size =# 3 4,6875 in Tie Bar Spacing - 8.0 in X- (width) axis: Unbraced Lem for X.X Axis buckling = loft, K =1,0 Y -Y (depth) axis: Unbraced Length far X -X Axis buckling w 10 ft, K =1,0 Service loads entered, toed Factors will be applied for calculations Column self weight included :1,075,58 lb I S * Dead lead Factor AXIAL LOADS .. , F2H& Axial load at 10,0 ft, D = 6,963, S = 1,984 BENDING LOADS .. , Window Pleader: Lat, Uniform Load creahnq Mx.x, W = 0,240 loft Bending Check Results PASS Maximum Bending Stress Ratio - 0.590 .1 Maximum SERVICE woad Reactions . , Load Combination +0.60D+0,60W+0,6 Top along X -X 1,200 k Location of maxabove base 4,966 it Bottom al X -X 1200 k At maximum location values are , . , Axial - Applied 4.823 k Maximum SERVICE Load Deflections , Axial - Allowable 8,187 k Along x -x 0.070 in at 5,034 if above base Moment - Applied 1.800 k -ft for !read combination : W Only moment - Allowable 1035 k -ft CompressiveStrngth 87,482 k fAa7s11,sO:3,4. PASS Re€nf Reinforcing g Area (.aCr-t9oec3,3�. Pa W (0,25 I'm An +0,65 Ant s) * (t-(hf(140*r)r2i As: Actual Reinforcement 1.240 FAIL Check Column Ties (ACI 530.11, Sec 2.1.5: Kin: 0.0025 * An 0.298 Max: 0,04 * An 4.756 Min, Tie Die. = 1t4', # 3 bar provided A4ax Tie Sparing a 7.63 in, Provided= 8.00 in Dimensional Checks Alin. Side Dim. a 8° (ACI 53a 11, Sec 3.4.4, PASS Overall Height t Min Dim <r 25 ( ACI 53041, Se ..4.4. Load CtarnbffiatiQti Ft@Sltts ._ r v Maximum Bending Stress Ratios Maximum Axial Load Maximum Moments Load Combinations Stress Ratio Status Location Actual __... Allow, -,,,---,._Actual Allover .. .___ .. .,,-,- _ �_. _ 0.1191 PASS 0.0 it &039k 67.470 k 0.O k -ft 1.434 k -ft +D+L+H 01191 PASS 0,0 ft 8,039k 67.470 k O.O k -ft 1.434 k -ft +D+Lr+H 0.1191 PASS 0,0 ft &039k 67.470 k O,O k -ft 1.434 k -ft +D+S+y 0.1485 PASS 0,0 it 10,023 k 67.4702 k 0,0 k -ft 1.434 k -ft +D+0750Lr+0,750L+H 03.1191 PASS 0.0 it &039k 67.470 k 0.0 k -ft 1 A34 k -ft +D+0e750L+03,750S+Pg 0,1412 PASS 0,0 It 9.527k 67.470 k O,Ok_ft 1.434k -ft +D+07.60W+ff 0.5234 PASS 4.966 ft 8.039 k 15.357 k 1,80 k -ft 1436k -ft +D+0 70E+H 0.1191 PASS 0.0 It 8.039 k 67.470 k 0.0 k -ft 1.434 k -ft + -+02,7 0Lr+0,750L+03.450 W+Pg 0,3583 PASS 4,966 If 8.039 k 22.436 k 1,350k -ft 3767 k -ft Maximum Bending Stress Ratios Maximum Axial Load maximum Moments Load, ombination_...,w, Stress Ratio Status Location Actual Allow , ., Actual _ .. Allow .,. _ +0+6.750L+0.750S+0,450W+H 0,3510 PASS 4.966 it 9.527k 27.141 k 1.350 k-ft 3,845 k-ft +D+0.7 0L+0.750S+0,5250E+H 0.1412 PASS t3:C? ft 9.527k 67.470 k 0.0 kwft 1,434 k-ft +0.60D460W+0.60H 0.5895 PASS 4.966 ft 4.823 k 8.187 k 1.80 k-ft 3.039 k-ft +0.60C3+0.701w+0,60H 0.f37147 PASS 0,0 ft 4.823 k 67.470 k 0.0 k-ft 1,434 k-ft Dote Only non zero reactions are listed M ffti #t1f: R�: i �fCiT & Y.Y Axis Reaction Axial Reaction Load Combination @ Rase TopBase „ 8.039 k 8.039 k +D+L+H k . k k k 8.039 k +D+Lr+H k k 10,023 k +D+S+H k k &039 k +0+0.750Lr+0,750L+H k 9,527 k +D+0.750L+0,750S+H +D40. 0W+H k 0.720 k 0.720 k 8.039 k +D+0,70E+H k k 8,039 k 8,039 k +0+0,750Lr+0.750L+0A50W+H 0.540 k 0540 k 9,527 k +D+0.7 0€.+0,750S+0,4 0W+H 0,540 k 0.540 k 9,527 k +D+0.750L+0.750S+0.5250E+H k k 4,823 k +0,600+0.60W+0.601-1 0720 k 0.720 k 4,829 k +0,60D+0.70E+0.60H k k k 8«039 k. D Only k k k Lr Only k k L Only k k 1.9$4 k Only W Only 1.200 k 1k k.200 k E Only k k k H Only ltiniiirt 8f@+tiitS fit iillitttcai Load Combination Max. Y-Y Deflection Distance 4644 `. .... _.._ ,._. 0,000 ft +O*L+H 0.0000 in 0.000 it +D+Lr4! 0,0000 in 0.000 ft +D+S+H 0,0000 in U00 ft +,D+0.750Lr+0,750L+H 0,0000 in U00 It +D+0,750L+0,7 0 +H 0,0000 in 0,000 ft +D+O.60W+H 0.0420 in 5.034 It +0+0.70E+H 0,0000 in 0.000 ft +O+0,750Lr+0.750L+0,450W+H 0,0315 in 5.034 it 40+0.7501 40J50 +0A50 +H 0.0315 in 5.034 ft +D+0.750L+0.750S+0.5250+H OZOO in 0,000 it +0.60D+0.60W+0,60H 0.0420 In 5.034 k +0.60 .70E+0.60H 0.0000 in 0.000 ft R Only 0.0000 in 0,000 ft Lr Only 0.0000 In 0.000 ft L Only 0.0000 in 0,000 ft Only 0,0000 in 0000 ft W Only 0.0700 in 5.034 It E Only 0,0000 in 0.000 it H Orny 0,0000 in 0.000 it rest w:1000 "ram, NEWOMMED L)7'9�'E�Z RtOF ti tt it Ct tt it ti &w"I K Si ZR SE tR j'5-1 A ' 44A,) s ZZ Mm Miscell Anchor Engineering, Inc. Struca" Enginming Consultwo CLIENT: Art Vasquez PROJECT: 3900 Ply t JOB # : 160074 BY: CT DATE: 2/1912016 PAGE, Trio Width Dead Load Live Load Snow Load Dead Load Live Load Snow Load Max Shear (ft') (Psf) (psf) (p5f) (plf} (plf) (Plf) (plf) Load 1: 6,83 79 150 30 540 1025 205 1565 Load 2: 10.83 79 0 30 856 0 325 1181 Load 3: 8.5 77 40 0 655 340 0 995 Load 4: 0 0 0 0 Load 5: 0 0 0 0 Angle Horiz, Length: 4 In Design Shear 1565 plf Dist. From Anchor to Bot. of P1 4 in Design Tension And nif 894 plf= Eccentricity 2 in Max, Moment 3130 lb -in Tension Value 894 plf Design Values: f'm 1500 psi fy 36 ksi Anchor Values: Allowable Axial Tensile load of Headed Anchor Bolts; Number 2 Masonry Breakout B—ab 1,25*A—pt*sqrt(f'm) Diameter 0.5 in 2258 lbs 1—b 4 in Steel Yielding B—as 0.6*A—b*fy 1—be 4 in 4241 lbs kpt 46,64 !n"2 Limiting Tensile Value 2258 lbs/each 4516 lbs total A-pv 2332 in A 2 Aliowable Shear Load of Headed Anchor Bolts: Masonry Breakout 'si!1,25*A_4v*sqrt(fi % Allowable Tension Per Foot 198 % % iiu iii Allowable Shear Per Foot 693 % TOIN." MW aLm �-Il 100 of 109 1129 lbs Masonry Crushing B—vc 350*sqrt(f'm+A—B) 6007 lbs Anchor Bolt Pryout B—very 2*B—ab 4516 Itis Steel Yielding B—vs 036*A—Jb*fY 2545 lbs Limiting Shear Value 1129 lbs/each 2258 lbs total % Allowable Tension Per Foot 198 % % iiu iii Allowable Shear Per Foot 693 % TOIN." MW aLm �-Il 100 of 109 Anchor Engineering, Inc. sftucturw &*ineeri1w f;ra isulta nt CLIENT: Ari Vasquez PROJECT: 3940 Hoyt JQB 160074 BY: CT T 21/912016 FACE LOCATION: A4MC�� Max Sher O) (pl) Trib Width Dead Load Live Load Snow Load 1025 (ft.) (pf) (psf) (pf) Load 1: 6.83 79 254 30 Load 2: 1.4.83 79 0 30 Load 3, 8.S 77 40 4 Load 4: Load 5: Angle Horiz. Length: Dist. From Anchor to Bot. of PR Eccentricity Max. Moment 4 in 4 in 2 in 3130 Ib -in Dead Load Live Load Snow load Max Sher O) (pl) (plf) pl 540 1025 205 1.565 856 0 325 1181 655 340 0 995 0 0 0 Diameter 0.5 in 0 0 0 I_b 4 in Design Shear 8—as 0.6*A^b*fy 1565 pff C1esl n Tension 4241 ins 894 plf Tension Value 894 off Design Values. f'm 1504 psi fy 36 ksi Anchor Values: Allowable Axial Tensile Road of Headed Anchor Botts: Number 2 Masonry Breakout B_ab 1.25*A pt*sgrt)f"m) Diameter 0.5 in 2258 lbs I_b 4 in Steel Yielding 8—as 0.6*A^b*fy 1 -be 8 In 4241 ins A_pt 46.64 inA2 Limiting Tensile Value 2258 lbs/each 0516 lbs total kpv 73.69 i " 2 Allowable Shear Load of Headed Anchor Bolts. Masonry Breakout B, vb 1.25*A_pv*sgrt(f`m) 3568 lbs Masonry Crushing B_vc 350*sgrt(f"m+A,_B) 7 lbs Anchor Bolt Pryout B_vpry 2*B_ab 4516 lbs Steel Yielding B_vs 0.36*kb*fy 2545 lbs Limiting Shear Value 2545 lbs/each 5089 lbs total * Allowable Tension Per Foot 19,8% Allowable Shear Per Foot 30.7 Maximum Allowable Spacing: 1.98 tt 23.74 in Summed Tension Values 9032 plf Summed Shear Values 7347 pit Scammed Allowable Spacing: 8.21 ft 38.46 in Anchor Engineering, Inc. StmuWal F11,ginveri1v Covsutmt CLIENT: A Vasquez ,Art Vasquez PROJECT -, 3900 Hoyt JOIB# 160074 BY: CT DAT E:2El �9/206�PAGGE � LOCATION InterioriceFTm' ing Masonry Crushing Anchor Solt Pryout Steel Yielding Limiting Shear Value 116 % 191S% 3568 lbs 8_vc 350*,sqrt(fm+A-S) 6007 lbs B_vpry 2*8-ab 4516 lbs 8-ys 0,36*A�b*fv 2545 lbs Trib Width Dead Load Live Load Snow Load Dead Load Live Load Snow Load Max Shear (ftl (psf) (psf) (psf) (plf) (plf) (plf) (plo Load L 0.00 79 150 30 0 0 0 0 Load 2: 0,00 79 0 30 0 0 0 0 Load 3: 8'5 77 40 0 655 340 0 995 Load 4: 0 0 0 0 Load 5: 0 0 0 0 Angle Horiz. Length: 4 in Design Shear 995 pif Dist. From Anchor to Bot. of P1 4 in Des! n Tension C 568 plf Eccentricity 2 in Max, Moment 1989 lb -in Tension Value 568 pif Design Values: f'rn 1500 psi fy 36 ks! Anchor Values: Allowable Axial Tensile load of Headed Anchor Botts: Number 2 Masonry Breakout B_ab 1.25*A_pt*sqrt(f'm) Diameter 0,5 in 2258 lbs 1-b 4 in Steel Yielding B -as 0.6*A-b*fy 1 -be 8 in 4241 Itis A -pt 46.64 in42 Limiting Tensile Value 2258 lbs/each 4516 lbs total A-pv 7169 in A 2 Allowable Shear Load of Headed Anchor Bolts: Masonry Breakout B-vb 1,25*kpv*sqrt(f m) Masonry Crushing Anchor Solt Pryout Steel Yielding Limiting Shear Value 116 % 191S% 3568 lbs 8_vc 350*,sqrt(fm+A-S) 6007 lbs B_vpry 2*8-ab 4516 lbs 8-ys 0,36*A�b*fv 2545 lbs Lersiow, 23-582218147 PRQ,tci �iix Company frame: Project engineer: Project name Sttbj pic: Company name: Project:. Project number: Date: 111201( Page: 1l Input data and results must be checked for agreementafth the exisfing circumstances, the standards and gukiefines and must be checked for plausibility, ty, eumv.powers,00m - Powers Fasteners {see wehsita for ragiureat Cornett informatirrn), _T39M pcp2 f Company name, Design mss \i 2/1212011 23.582218147 Project number: Page: 2A 4 Z fN. Y M", ,/ .:..y , .......... \. . . \ y 2^ V. . « »° "a Eccentric Profile \ = 0.00 0 £ inch ��. «a data and results must Qchocked for agreement Mth the existing Circumstances,the standards Apand must 2chocked (Or A y __ _.A_\ Fasteners(see m# for regional_ _ 1 3900pcp2� Lersiom 2,1582218147 Selected anchor: Effective embedment depth: Approval: Design method: Concrete: Load combination: Anchor Parameters: Reinforcement: Stand-off: Seismic Loads: Resuffino anchor forces / load d Company name: Project: Proiect number: Wedge -Bolt+ 1/2" 0; hnorn 3-1/2" (89mm), Grade 2 her = 2,500 inch ESR -2526 Issue& 5/112014 - -------------- — ACI 318-11 (Appendix D) Date: 2112/201 Page.- 3, t Is Iho - 44 tIAM., r ask M_ Normal weight concrete uncracked concrete f 3000 psi taken from Section 9,2 Factored loads c,k, = 1,75 inch 15min = 2.50 inch hmir, 6,00 inch CU = 4,50 inch scr = 7.50 inch Anchor Ductility. No no reinforcement to limit splitting cracks available Tension: Condition B Shear: Condition B not existent No n:: IT-iax, concrete compression straim 0100 %* Max. concrete compression stress: 0 psi Resulting tension force: 1318 Ib Resulting compression force� 0 lb Anchor No. Tension load Shear load #1 1318 lb 1734 lb Maximum 1318 lb 1734 lb Anchor plate: Material: fyk = 36000 psi Length x width: 16.00 inch x 6,00 inch Actual plate thickness: 0,312 inch Calculated plate thickness; - Inch not calculated Profile: none selected Input data and results must be checked for agreement with the existIng circumstances, fta standards and guidelines so must be checked for Atww.Powots-com - Powers Fasteners to websits for ragionattontact Information), T3900 p;2 Homo= Company name: Project Version: 2,3.5822,18147 Project number: Q9WQNYSQQfJ1MMQNA,QAPJN-Qo; Steel strength: Naa = 16800 lb 0 - N,, =4) * Nee = 0,65 * 16800 lb =10920 lb Nua = 1318 Ib Design proof: N,, 1 (0 * N,,) = 1318 1b / 10920 lb = 0,12,!; 1.00 hof = 2,500 inch k, = 24,0 Nb = kc * f',,0.5 * An * hefl,-5 = 24.0 * 5417 * 1.00 * 3.953 = 5196 lb ANc0 = 5625 inch 2 ANc = 54,38 inch 2 WON = 0,980 4)c,N IM cac 4,50 inch Ca,min = 3.50 inch Wcp,N = 0,833 4) * Ncb 0 * (ANe / AWO) * tPed,N - (Pc,N ' 4)cp,N - Nb 0.65 * (5438 / 5625) * 0.980 * 1,00 * 0,833 * 5196 lb 2666 lb Nua = 1318 Ib Design proof: Nua 1 (0 ' Ncb) = 1318 Ib / 2666 Ib = 0,49 15 1.00 DESIGN PROOF SHEAR LOAD"" Steel strength (without lever arm): Vsa = 7980 lb 0 - V" = 0 * VS8 = 0.60 * 7980 lb = 4788 lb vva = 1734 in Design proof: V,, / (4) * Vsa) = 1734 1b / 4788 1b = 036 S 1,00 Date, 2/12/201 Page: 4) Reference D.51 D:512 Input data mid results must be checked for agreement with the existing &cumsterices, the standards and guidelines and must w checked for plausibility, www,powers.com - Powers Fasteners (see website for regional contact 100rM000"), 3900,PCP2 M13MM D,5.2,2 0 D,5,2,7 D.52A Reference D.6,1 D,6,1,2 f M N"i' li Company name: Project: Date: 2/1212016 Version: 23.582216147 Project number: Page: 516 Concrete breakout strength, direction y®: is :2.50 inch d,a = 0.500 inch Cal = 8„00 inch Vb = Aa * 7 * (1,1 do)0,2 * datl.s * CCO,5 * catt,5 0.6.222 1.00 * 7 * 1.350 * 0.707 * 54.772 * 22.53 - 8464 Ib AVeo 288,000 i ,�r< Mign Assisf Company 2,3.6822,18147 Project number. Interaction: Resign proof = Nu t ((P * Nn) + Vu 1( * Vn) / 1.2 (0.49+0.36 )f 1.2=4:71 s 1.4 Fastening okf Rate. 112121 Page: Edi DT3 Input data and results must be checked for agreement with the existing circumstances„ the standards and guidelines and must be chocked for ptausibiltty. eiiinv.powers.com - Powers Fasteners (see welwslte for regional contact isrotormataorr). 3900,pcp2 108 of 109 Client: Mine Drafting Project Scottsdale Fashion Square Job Number: 140439 Designer: XS Date; 01/2112015 Design of Members for Flexure - AISC 13th Ed. Rectangular Bars and Rounds 1111�piijp�� 11 � 1 1 � 11 N* Milli 11111 1 !1 ii M11 i F1 1.1 -Yielding for: I I mams 4 ly = in4 0,08F 3 Sy = Q.1953 in3 3 ZY = in' I.Wffy = L.,d/t' = a F11.2 - Lateral -Torsional Buckling (a) 0,08E/Fy < L,,dl? � 1.9E/Fy Nominal Flexural Stere th Mn,x = flexural Mn, y = 1{1. Af9 Wn (b) Ldle > I .913VFy T d = 7w b= ti,5A69" k -in A Ix = Sx =11 ZX =11 F1 1.1 -Yielding for: I I mams 4 ly = in4 0,08F 3 Sy = Q.1953 in3 3 ZY = in' I.Wffy = L.,d/t' = a F11.2 - Lateral -Torsional Buckling (a) 0,08E/Fy < L,,dl? � 1.9E/Fy Nominal Flexural Stere th Mn,x = flexural Mn, y = 1{1. Af9 Wn (b) Ldle > I .913VFy Nominal Flexural Strength Mn, x = A05.f}41Ft k -in Mn, y ti,5A69" k -in Design Flexural Stren 1,679 090) Mn/0, X = 238«3 10 k -in Mn/fl, y = C. f55 -in )Mn, x = 35j.i3 -in Mn, y = jLjk LLjAj�k-in OR OFFICE USE ONLY {t'+ of Date: Building & Inspection Services Division 7500 W, 2e Ave., Wheat Midge, CO 80033 Plan Review Fee. Office: 303-235-2355 * Fax: 303-237-8929 Inspection Line: 303-234-5935 Email: erMts ci:vetrid s,n.us` Building Permit Application please complete all highlighted areas on both sides of this form., Incomplete sit ions may riot bid processed. � * Property Addrets: 0 0 Lkov' k Property Owner pie a print . �� Ph ri : ' . 0 Property Owner Email. - Bili ss: (if different than property address) Address- City, ddressCit , State, i Architect Engin r - aii: Ph a lcrlttr" Contractors City License #; Phon .-Co k4,1 Contractor E-mailAddress: Sub Contractors,* Electrical: Plumbing: Mechanical: W.R. City License # WR City License # WR City License # Other City Licensed Sub. Other City Licensed Sub: City License ## City License Complete all information on BOTH sides of this form Q COMMERCIAL RESIDENTIAL C3cr tic> wa: (Check all that apply) 0 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 PLU I G SYSTEMIAPPLIANCE REPAIR or REPLACMENT CTRICAL SYSTEM/APPLIANCE 'REPAIR cor REPLACEMENT OTHER (Describe} amount of materials to be used, etc, w t N, - ( (--- f, �. / ( 6-1-�-' Sq, FULF Btu's Gallon Amps Squares Other FOR OFFICE USE ONLY City of mate: Wh6at'p le ro UNjTy DEVELOPMENT.qg len1pe' it Building & Inspection Services Division 7500 W, 9`i' Aue,, Wheat Ridge, CO 80033 Office, 303-235-2855 * Fax: 303-237-8929 Viten Review Inspection Line: 303-234-5933 Building r it AppliCation Please OoMplete all highlightedareas on both sides of this form. Incomplete epic tions fnay not, be procesaed. Property Address: i�re�� + rr� {please print): trca � � x Property Owner Email: Address: Cit r state, Zi o tr for A �i e � L Q, Contractors City License nse .1; � � �� � Phoney w contractor E40411, : ss: Sub ontra tars:' Electrical: Plumbing: Mechanical: WA, City License # W.R. City License# WA, City License Other City Licensed Sub: ether City Licensed Sub: City License # City License nse # Complete all information on BOTH sides of this form 0 NEW COMMERCIAL STRUCTURE El ELECTRICAL SERVICE UPGRADE 0 NEW RESIDENTIAL0 COMMERCIALROOFING [I COMMERCIAL AMMON El RESIDENTIAL ROOFING El RESDENTIAL ADDITION REPLACEMENT COMMERCIAL w (Garage, shed,' RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc,) MECHANICAL i•M1 "i REPAIR k M JF REPLACEMENT PLUMBING SYSTEM/APPLIANCE ► .R 1w o REPLACMENT EPAIR or REPLACEMENT N• . 1jL6 6mo'unt of matedits to be used, etc.) w 5 ¢*w• Sq, FULF Stuns Gallon ,Alis Squares Other Reservoirs Enwrontrentat, Me Effective January 1, 2015 Reservers Environfriental QA Manual TAQAQ0La1nReservoirs Enworimental QA Manual,doc REI LAB Reservoirs Environmental, Inc. VPWP- 61no =-# A rprUNMIMM Laboratory Report: Project # I P.O. # Project Description: Art Vasquez 0 Enterprises NA RES 321784-1 R None Given 3900 Hoyt Street Wheatridge CO 80033 Reservoirs Environmental, Inc. is an analytical laboratory accredited for the analysis of Industrial Hygiene and Environmental matrices by the National Voluntary Laboratory Accreditation Program (NVLAP), Lab Code 101896-0 for Transmission Electron Microscopy (TEM) and Polarized Light Microscopy (PLM) analysis and the American Industrial Hygiene Association (AIHA), Lab ID •101533 - Accreditation Certificate #480 for Phase Contrast Microscopy (PCM) analysis. This laboratory is currently proficient in both Proency Testing and PAT programs respectively. Reservoirs Environmental, Inc. has analyzed the following samples for asbestos content as per your request, The analysis has been completed in general accordance with the appropriate methodology as stated in the attached analysis table. The results have been submitted to your office. RES 321784-1 R is the job number assigned to this study. This report is considered highly confidential and the sole property of the customer, Reservoirs Environmental, Inc. will not discuss any part of this study with personnel other than those of the client. The results described in this report only apply to the samples analyzed. lea questions about this report, please feel free to call 303-964-1986 Sincerely, R 303-964-1986 F: 303A77-4275 5801 Logan Street. Suite 100 Denver, DO 80216 1- REV -ENV www reilab,corn I 0. Q Q O O O 0 ca .- <- o c n —oiz 0 E0 0 4' c° � to cava Hca ._ N r c a co m r•. cv r-. -q� (D r4 c� �o a� m smu c� OL m CL a m 4} iv 443E U 2 a �a •° ca ' ca sa -0 v ` T u -a � a d) sa _w' C, a .5 L co '0 0 a ' us n C . s a � as CD ax 2 2�as a ,a > -0 o A0 CL C tai o o Q a o 5 9 c G rr 0 > ujV <c cc < co <[ cn c ¢co d co <t w11, , N C14 c 4 0� r a e- r r ,- r O 0. (3rs -'s LU m t 4 LU LU ui ui Liu CL "c cr21 0 o e 0 ami D . > r < c� r Rt ua ` r 2 ca c s r 0 CL.a CL 0) C6 i y 2 2 E E u) en to ua toeu c► a a cceacaZ5ozcs rte- Lo I I I I I m N m I 0 LO CD 0 (L c cam»0 0 �o 10 z 4) • E LL 0 0. 2 = z a < m 0 02 11 0 z W (D CL # a C 0 0 4.;• CL CLM # 0 C C C 4) Lu 0 I I m N m I a LO CD 0 0 c cam»0 0 z LL 0 0. E 0 0 Z 0 o0 r o < E 0 L) mm— ZZZZ z zz rra :3 cc -0 U) a- 0 T co (N to -i- 0 6 0 0 IT 4) 0 T, a. o (D 75 E .9 0 -55 0 9:2 co (0 E =1 E E 2 2 c Q co a g cc m .0 >- LL4 Ix < ca Q 0 co Nr LO (0 4. 4) N Cl) N (Y) N m 4 0 (0 0 E Nr 'IT Z w w w co m 0 Cii d) Gri LO LO Ul) E 0 C� = Ct 0 0 z a. CL CL I I m N m I Property Owner (please print ): Pihana Property Owne Small: t" M ailing Address (!t' different than property address Address. City, State, i v Arch tfEnglo r E-mail Phonet Contractor: A, M � C, ov �ir J( L contraotots City Lkinse a Phona Con rt +or f all Address : Sub Contra to Electrical: Plumbing: Mechanical: W.R. City License # WR City License # WR City Lice # Other City Licensed Sub: Other City Licensed Sub: City License # City Lice # Complete all information on BOTH sides of this fart s Sq. FULF Btu's Gallon Amps Squares Ober %-r,N 1 M 1/4 �U KNM, SEC 22 FND. 3 1/4" BRASS CAP CITY OF WHEAT RIDGE SURVEY MONUMENT LS 13212,1986, SET IN RANGE BOX., o 2 NW COR. OF THEE 1/2, W 1 /2, SE 1/4 N89 °40'27 "E 109.66' (FND.) 109.24' (REC.) u SW 1/4, SECTION 22 (FND.) N89 °31'34 'E 109.81' (FND.) 109.78' (REC) z f S89 °33'14" 331.05' � N89 0 34'18 "E 267.71' (FND.) 267.85' (REC.) N00 0 2826 "W 1.38 Zc �— ---v N79 °08'11 "E 3.50' v 1/2" SQUARE IRON ROD FND. 1/2" SQUARE IRON ROD. NW COR. OF THEE 1/2, W 1/2, SE 1/4, �- NORTH LINE WILDWOOD SUB. X41 � ° SW 1/4, SECTION 22 (CALCULATED) N +� ✓ v1 �,, • e� fp� a C� cn SURVEYORS CERTIFICATE: LEGAL DESCRIPTION: I GARY K. HAMMER, A REGISTERED LAND SURVEYOR IN PARCEL A: THE STATE OF COLORADO, DO HEREBY CERTIFY THAT THIS SURVEY AND PLAT, WERE COMPLETED UNDER MY DIRECT THAT PART OF THE EAST 1/2 OF THE WEST 1/2 OF THE SOUTHEAST RESPONSIBILITY, SUPERVISION, AND CHECKING. THEY 1/4 OF THE SOUTHWEST 1/4 OF SECTION 22, TOWNSHIP 3 SOUTH, ARE TO THE BEST OF MY KNOWLEDGE, AN ACCURATE, RANGE 69 WEST OF THE 6TH P.M., DESCRIBED AS FOLLOWS: AND TRUE REPRESENTATION OF THE WORK PERFORMED. COMMENCING AT A POINT 250 FEET SOUTH OF THE NORTHWEST BY: DATE: CORNER OF THE NORTH 4 /1OTHS OF THE EAST 1/2 OF THE WEST 1/2 ' o OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SAID SECTION REG � / t ai l 22; THENCE SOUTH TO THE SOUTHWEST CORNER OF THE SAID ° ° °• ° ° ' NORTH 4 /1OTHS OF THE EAST 1/2 OF THE WEST 1/2 OF THE ZZ 3t�? CC SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SAID SECTION 22; THENCE EAST TO THE MIDPOINT BETWEEN THE SOUTHWEST CORNER AND SOUTHEAST CORNER OF THE NORTH 4 /IOTHS OF THE EAST 1/2 OF THE WEST 1/2 OF THE SOUTHEAST 1/4 OF THE SOUTHWEST 1/4 OF SAID SECTION 22; THENCE NORTH 308 FEET; p THENCE SOUTHWESTERLY 167.7 FEET, MORE OR LESS, TO THE POINT OF r+ CZ GENE NO BEGINNING, EXCEPT RIGHT -OF -WAY DESCRIBED IN �• BOOK 1023 AT PAGE 304, FND. PIN &CAP PE -LS. 9758 N '�► C� ��, COUNTY OF JEFFERSON' 1 • =SET 5/8" REBAR WITH YELLOW PLASTIC CAP HAMMER STATE OF COLORADO. i P.L.S. 24347 ' (COPIED FROM DEED RECEPTION NO. 87043712) �� d Zoo, cv a G 2.0 = FOUND MONUMENT AS NOTED. PARCEL B: N © PARCEL B FND. 112" SQUARE IRON ROD. `� e Q 3. 13 = CALCULATED POSITION NOTHING SET. 4. BASIS OF BEARING IS THE EAST LINE OF ON OF � \ THE SW 114 LOT 10, WILDWOOD SUBDIVISION, EXCEPT THAT PORTI OF SECTION 22, TOWNSHIP 3 SOUTH, RANGE SAID LOT 10, DESCRIBED AS FOLLOWS: BEGINNING AT THE M o -� o�� � 69 WEST OF THE 6TH P.M., BEARING IS S00 13 ' SOUTHEAST CORNER OF SAID LOT 10; THENCE NORTH- 26 W. VVE (OBTAINED FROM CITY OF WHEAT RIDGE.) STERLY ALONG THE EASTERLY LINE OF SAID LOT 10, 185 �1 FEET; O THENCE SOUTHWESTERLY 180.75 FEET, MORE OR LESS, 5. FND. =FOUND REC. =RECORD A N THE LINE COMMON TO LOTS 9 AND 10, OF SAID o 1 0 WILDWOOD SUBDIVISION, 185 FEET NORTHWESTERLY FROM W 6. C.O. W.R. = CITY OF WHEAT RIDGE ALONG THE LINE COMMON TO SAID LOTS 9 AND 10, 185 FEET TO THE FRONT CORNER OF SAID LOT 10; THENCE NORTH - rj a L ,g 9"1 7. THIS SURVEY DOES NOT CONSTITUTE A TITLE SEARCH TO ° & c a PE gOD •'"S.J' DETERMINE: OWNERSHIP OF THE TRACT OF LAND, D EASTERLY ALONG ISTANCE OF 89.40 FEET FRONT TO THE LOT LINE OF SAID LOT 10, A c L �D. „ UAW COMPATIBILITY OF THIS DESCRIPTION THOSE OF DINT OF BEGINNING, #" 3.112 SQ C•) ' A PORTION OF LOT 10 ADJACENT TRACTS OF LAND, RIGHTS OF WAY, EASEMENTS, COUNTY OF JEFFERSON, AND ENCUMBRANCES OF RECORD AFFECTING •) 1 } STATE OF COLORADO. 161- I V '^: ` THIS TRACT o ��, 167,59 U OF LAND. A TITLE SEARCH MAY DISCLOSE (COPIED FROM DEED RECEPTION NO. 87043712) .1g 34 3 FACTS NOT SHOWN ON THIS SURVEY. wo 8. FOUND. 1/2 SQUARE IRON ROD'S ACCEPTED AS ORIGINAL � M MONUMENTATION OF WILDWOOD SUBDIVISION SET BY RECORDERS CERTIFICATE: \ EMMETT L. LANE PE 438. SAID IRON RODS WERE USED TO 0 ESTABLISH CORNERS SHOWN AS SET, WITH BEARINGS ON u PARCEL A, AND PARCEL B, COMING FROM BREAKDOWN RECEPTION NUMBER OF SW 1/4 OF SECTION 22. CALCULATED CORNERS ACCEPTED FOR FILING IN THE (NOTHING SET) ARE FROM SAME BREAKDOWN. OFFICE OF THE COUNTY o C ` CLERK AND RECORDER OF JEFFERSON COUNTY AT FOUND 3/8" REBAR WAS GOLDEN, COLORADO ON THIS a N M 9 PROPERTY COR BBECAUSE IT DID S SOUTHEAST DAY OF NOT FIT ORIGINAL 19 AT O'CLOCK M. MONUMENTATION. NEITHER WAS IT IN HARMONY WITH � Z CIO ORIGINAL MONUMENTATION AS REGARDING BEARINGS JEFFERSON COUNTY CLERK AND RECORDER LQT 9 AND DISTANCES (DISTANCES ONLY BEING SHOWN ON o / ° ORIGINAL PLAT). BY: DEPUTY CLERK 2 PARCEL A o j COUNTY SURVEYORS CERTIFICA • o TE. A IN DEPOSITED THIS DAY OF , 19 __ - _, AT OF THE COUNTY SURVEYORS LAND SURVEY PLATS/RIGHT -OF -WAY SURVEYS AT PAGE LOT 8 RECEPTION No. THIS LAND SURVEY PLAT 04 COMPLIES WITH SECTION 38 -51 -102, COLORADO REVISED STATUES. RIGHT- OF-WAY BOOK 1023 \ x PAGE 304. (PER DEED) 5' ESMT. (PLAT) COUNTY SURVEYOR SW SECTION CORNER, SECTION 22 J FND. 3 1/4" BRASS CAP CITY OF 1 N89 "E 165 .00' N87 °46'30 "E 2.91 �---_FND. 3/8" REBAR WHEAT RIDGE SURVEY MONUMENT C 39TH AVENUE NO I.D. # NOT ACCEPTED AS CORNER LS 13212, 1984, SET IN RANGE BOX + (SEE NOTE #9) N89 0 3934 'E 2651.56' (FND.) N89 0 39'20 'E 2651.67' (REC. CO. W.R.) 38TH AVE. SOUTH 1/4 CORNER 22 SECTION a' 40' 80' 120' FND. 3 1/4" BRASS CAP CITY OF WHEAT RIDGE SURVEY MONUMENT SCALE 1" = 40' ABNEY SURVEY COMPANY INC, NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE ANY LEGAL ACTION LS 13212, 1984, SET IN RANGE BOX. 184 NIAGARA ST. BASED UPON ANY DEFECT IN THIS SURVEY WITHIN THREE YEARS AFTER YOU FIRST DISCOVERED SUCH DEFECT. IN NO EVENT MAY ANY ACTION BASED UPON ANY DEFECT DENVER, CO 80220 IN THIS SURVEY BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF THE PH: (303) 333 -2448 CERTIFICATION SHOWN, THEREON. City of Wheat -Midge c0,tMl1Niry DEVELOPMENT NOTICE AND ORDER TO PROPERTY O WNER AND ALL CURRENT OCCUPANTS Pursuant to the 1997 Uniform Code for the Abatement of Dangerous Buildings and the 2003 International Building Code, the property owner of record: Melody Land Trust P.O. Box 1458 Boulder, Colorado 80506 and all current occupants of the property legally described as: 836000, Wildwood, Lot 0010, Key OOB Section 22, Township 3, Range 69, Quarter Section SW and 836000, Wildwood, Lot 0010, Key 095 Section 22, Township 3, Range 69, Quarter Section SW commonly known as 3900 Hoyt Street, Wheat Ridge, CO 80033, are hereby notified that the above described property has, this 6th day of May, 2010, been declared to be a Dangerous Building by the undersigned Building Official of the City of Wheat Ridge, in accordance with Section 104.3 of the 2003 International Residential Code, and you are hereby ordered to make the required repairs or vacate the structure. The specific violations of code are, but not limited to: 1.2003 International Residential Code Section R306.4. Water supply to fixtures. "All plumbing fixtures shall be connected to an approved water supply. Kitchen sinks, lavatories, bathtubs, showers, bidets, laundry tubs and washing machine outlets shall be provided with hot and cold water." 2. 2003 International Residential Code Section R303.8. Required heating. " When the winter design temperature in Table R301.2(1) is below 60 degrees Farenheit, every dwelling unit shall be provided with heating facilities capable of maintaining a minimum room temperature of 68 degrees Farenheit at a point 3 feet above the floor and 2 feet from exterior walls in all habitable rooms at the design temperature. The installation of one or more portable space heaters shall not be used to achieve compliance with this section. 3. 2003 hrternational Property Maintenance Code Section 602.3 "All habitable rooms shall have a heat source year round that can maintain a temperature of not less than 68 degrees F." 4. Uniform Code for the Abatement of Dangerous Buildings Section 302(13). Whenever any building or structure has been constructed, exists or is maintained in violation of any specific requirement or prohibition applicable to such building or structure provided by the building regulations of this jurisdiction, as specified in the Building Code or Housing Code, or of any law or ordinance of this state or jurisdiction relating to the condition, location or structure of buildings. The ordered actions and repairs are: 1. Restore utility services to the structure in a legal manner compliant with applicable codes as necessary to achieve compliance with the applicable Residential Code and International Property Maintenance Code. 2. If the requirements set forth in Item #I are not achieved by 12:00 a.m. on May 10, 2010, vacate the structure and do not re- occupy until the requirements of item # 1 are achieved and occupancy is approved by the Building Division. You are hereby ordered to complete the above actions and repairs no later than 12:00 a.m. on May 10, 2010. Any person having any record title or legal interest in the building may appeal from the notice and order or any action of the Building Official to the Board of Appeals, provided the appeal is made in writing as provided in the 1997 Uniform Code for the Abatement of Dangerous Buildings and filed with the Building Official within 30 days from the date of service of such notice and order. Failure to appeal will constitute a waiver of all right to an administrative hearing and determination of the matter. J C. e r, Jr., CBO Chief Building Official City of Wheat Ridge Building Department 7500 W. 29 Avenue Wheat Ridge, CO 80033 Office (303) 235 -2853 Fax (303) 237 -8929 2 Page 1 of2 Kristy Shutto From: Kristy Shutto Sent: Thursday, July 10, 2008 1 :56 PM To: Paula Balafas; Vickie Weigel Cc: Kyle Eversole Subject: RE: 3900 Hoyt Street Paula- I spoke with records and had them research 3900 Hoyt St. There were no related incidents to a possible Meth Lab, The only activity on record was for Code Enforcement. I also spoke with Ellen Droel with Westmetro Drug Task Force today (7/10/08 @ 13:42) who also showed no record of having been called out to 3900 Hoyt St. for any drug activity. I will not be posting the building at this time, however, if a problem arises with transients breaking into the property, please let the building division know so that we can post the building and have it boarded up, Hopefully, once the code enforcement issues (trash, weeds, etc,) have been taken care of, there will no longer be possible transient issues, Thank you, Kristy Shlltto Property Inspector 7500 W, 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303,235..2847 Fax 303-235-2857 WVf\IIj ,cL wheatridge .co, us " ' til)' n1 ffWheatl~ge ~;M>\."'IIY;iln DiIHtCM!:v.! ~ CONFIDENTIALITY NOTICF: This e-mail contains business-confidential information It is intended only for the use of the individual or entity named ahove. Ifynu are not the intended recipient, you are notified that any disclosure, copying, distribution, electronic storage or use of this communication is prohibited, If you received this communication in co.or, please notify us immediately bye-maiL attaching the original message, and delete the O1iginal message from your computer, and any network to which your computer is connected I"hank you From: Paula Balafas Sent: Tuesday, July 01, 2008 1:07 PM To: Kristy Shutto; Vickie Weigel Cc: Kyle Eversole Subject: 3900 Hoyt Street Kristy and Vickie- I'm not sure if this is something you're aware of or not, but I wanted to share some information about this property from one of my Neighborhood Watch groups: . 3900 Hoyt Street used to be a cracklmeth house until the female home owner got arrested/jailed/etc last year . The property was purchased by a property management company, who has told the neighbors that they'll rent it out as Section 8 housing (yes... .in THIS neighborhood, which 7/10/2008 Page 2 of2 is a BAD idea) . The neighbors said that the company has allowed the property to become overgrown with weeds and grass, and that they have not watered the grass in several months . Two of the neighbors report that they were in the house in the last few days and that there are still crack/meth fumes, which they believe to be a health hazard a The property is concealed by heavy overgrowth of trees and is set off from the street, making it ideal for becoming a drug house. Again. Soo"..".1 haven't driven out there, but it might be worth a look-see from a code perspective to see what's going on out there. To my knowledge, the house is still unoccupied, which makes the residents even more concerned (afraid of transients squatting there). Thnx, paulab S"l"g"ant Paula Balafas B.A./M.A. Patrol AdmjIljstratjv(~ S(Tgeanl 7500 \",,'. 29th A venue \.Vhea! Ridge. C:o]orado 80033 ()ffice Phone: 303-235-2941 F'ax: 303-234-2\l49 \V \V\V. C i. \Yhc.;llridgc< co, us . " '., CHy 01 r?Wheat.l~ge ~oucr Dr:rARTMr!',n ,",' CONFIDENTIALITY NOTICE: This e-mail cont3ins business-confidential information It is intended only for the use of the individual or entity named above. If you are not the intended recipient, you arc notified that any disclosure, copying. distribution. d~'\:tronic storage or use of this cOlllllluni<.:atioll is prohibited, IfYOll received this communication in en'or, please notify us immcdintdy bye-mail, <lttaching the origin:.!l message, and delete the original message from your computer, and any network to which your computer is connected. Thank you 7/1 0/2008 " COMMUNITY DEVELOPMENT DEPARTMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number: 15178 Date: 2/27/03 Property Owner: MELODY FIGEN Property Address: 3900 HOYT ST Contractor License No. : 19312 Company: Deer Creek Plumbing Phone: 303,456-4433 Phone: 697 5883 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT (OWNER)(CONTRACTOR) SIGNED DATE Total: $300.00 $23.50 $0.00 $3.60 $27,10 Construction Value: Permit Fee: Plan Review Fee: Use Tax: 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 the Wheat Ridge Building Code (U,B,C,) and all other applicable Wheat Ridge ordinances, for work under this permit Use: Description: INSTALL 50 GAL GAS WATER HEATER BUILDING DEPARTMENT USE ONLY Zon!nlij Cornmentll~ Approval: Zoning: BUildingl'"'o-"-nt's' , " ;,;~ J1YJ!;U;I,;, . Approval: OKlMLC Publj~Vv9~Co_ots: Approval: Occupancy: Walls: SIC: Sq. Ft.: Roof: Stories: Residential Units: Electrical License No : Company: Plumbing License No : Company: Mechanical License No : Company: Expiration Date: Approval: Expiration Date: Approval: Expiration Date: Approval: (4) (5) (6) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City, This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 120 days. If this permit expires, a new permit may be aCQuired for a fee of one-half the amount normally required, provided no changes have been or 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 causing a drainage problem. Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card before proceediing with succes phases of the job, The issuance of or. h~a ro f drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the bui ng des ther ordinance, law, rule or regulation. ,,:, ,~ . Chief Building Inspector 'e (1) (2) (3) COMMUNITY DEVELOPMENT DEPARTMENT BUILDING INSPECTION LINE - 303-234,5933 CITY OF WHEAT RIDGE 7500 WEST 29111 AVENUE WHEAT RIDGE, CO 80215 - (303-23:1-2855) APPUCA.TION Property Owner: '\ ~ -Q\ C' ~ \- ~ {; '€.IL Property Address: "3"1 CD ~ CN. -\: <;l. Contractor License No.: 19"31 'J..... 0 l , Company: 0 tl'\ ('\ AO 0 j.z ~b ( ~ ~' WH">." ~ , ~ 0 - c> U m COt OR6.0C Building Pennit Number: Date: Phone S -4 <;;&44'3 '? Phone: 3-llr7.~~j O\VNE.RICON'tRACI'OR SIGNA't(JlU OF UNDERSTANDING ANn AGRlt~MENl' , .c' Construction Value:$ '3 CD '- PennitFee:$ 'd,?'SO Plan Review Fee:$ Use Tax:$ ':2Jic 0 Total:$ 0.1-].1 () I hereby certifY that the setback distances proposed by this permit IIppli~tion are accurate and do not violate ~plicable-otdioances. rules or regulations of the City ofVlheatRidge o~ COVettlnl:8, easements orremictions: ofrecOtd; dut.tall mca~uremcnflj :lhol,.Vn, and allegations ma.de are accurate; that I bav,:: read and agree to abide by all conditions printed on this llpplication and that I assume full Te-spon'ibility fOT camplillIlce ....ith the \Vheat :Ridge Building Code (U.B.C) and all other applicable Wheat Ridge Ordinances. for work ut:Ido- this perrni t. (OWNEl\l(CON1RAcrOR)SIGNED~~~ 1. ~\-., "'\~DATEa.I'Q) t DESCRIPTION: ~~\Q~\ c:::iJ C)~, c:J('~/) 0\.,~~ BUILDING DEPARTMENT USE ONLY ZONING COMMENTS: Approval: Zoning: SIC, Sq,Ft.: BVlLOING COMMiiNTS: Approval: PUBLIC WORKS COMMI!NT8: Approval: Occupancy: WRlls: Roof Stories: Residential Units: Electrical License No: Company: Plumbing License No: Company. Mechanical License No: Company. Expiration Date: Approval: Expiration DRte, Approval: Expiration Date: Approval: (I) This pmnil wu issued in llCCOtdanVC with lt1e provisions set (ortb in your application and is .;:uhj@ctto the 1a\1<1; ofihe SI2.!$ of Colondo au.d W the Zonina: Re.8\JlaticDs IIld B\lildiDg Codes of Wheat PJdgt, Colondo or .iny other spplicl!ltlle orrl:i:DOllIces of me City, (2) TIriapet"nUt :;b.U expir& ileA) the wo~k i!luthorized iJ !lot cOrnme:lCed witbin sixty (60) days. &om issue date or (8) the building .authorized is suspended or ilo;wdoned for a peTiod of 110 days, (3) IftllL!; penDi! expires. I. new permit may b6 U:'lWed for a ft@ ot OlJC)-halftho amaun: normll.lly required, pl'QvidGd co chlmges bave be:~ or will btl tmlde in !be original plans md specifications.md any sU3pension or aCmdOlJ1l1eDt hu not eXceeded one (l) year, If changeS' ha.ve bee::!. or if ~uspensioc or aJ,lndonment ex:ce~ one (1) yc.lr, full. fees shall be paid for a ~w permit. (4) No work. ofa.ny manl'l/lr ,hall bc dOllEl ~t will elwlge tl;c Il&tunl tlo~ ofwamr c&l4inga drainage problem. (5) CO:ll.tr;"ororshallt1OlitytbcBuildi:ngh1spcctortweoty~four(2-4) hOurs in a.dvancefCI;lIl inipectiona ands.AAII rec:iVlll7tnttcnapproval on inspection ;:ard b6fu~ J:roccedi:ng \1r'ith succeni~phlllleJ ofth-:iob, (6) The iutlaucc of a pcmit or !he <&Wr'Jva! af draWings and .ij)ecificaticD.!l than Dot be cOUswl:d to be a pmrut fur, /lor &rl. lIpproval of, &."1)' violation of the pro~isio"s oftbe buildh1g codca or any ether ordinanco=, 111"1. rule or ,e,~ul.B.tion. Chief Building Inspector 6d- GOOd 8~:TT ~OOG OT Ue[ "-S8GS~G~0~:xe.:J flId 'il 9NINNtJld