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HomeMy WebLinkAbout6985 W. 38th Avenue20240203W 4/16/2024 3:47 PM PGS 6 $38.00 DF $0.00 Electronically Recorded Jefferson County, CO Amanda M Gonzalez, Clerk and Recorder TD1000 N .41► a .' A# P cainju IMMMM THIS PARKING SPACE LiC NSB AORRVAHNT (ft'LJMZ;') Is effective a of Februtry 19. 2024, ("mac'), and is aderod into by aM 1x-twvcn SL knc. a Colrnrsdo eerpomdw ("Mgmwn. and Batts Hom LLLP, a Colando WNted Nobility bmillad puUmAlp, (-LjMM&-j, WHEREAS, Licrosnr is the eww ofa plarHn,< lots beefed at 7001 W 3e A 3833 hood Street sad 3834 Reed Street, Wheat Ridge, Colorado 8=3 and the away of4dvewra heaped at 6M W. 3871 Avenue, Wheat Ridge, Colmsdo 80033 mono PWkuMY shown an 94hit A av r3,d berate (go 1'fMMW); and WHEREAS, Licensee daira,to use 7001 W 3r Avanuc6 3535 Reed Strom% Vne-Al Ridjs;, and 3834Reed Street, Wheat Ridge, Colorado 80033 in the Parking Lot for ore by its cinployess and o}nstomm and use M W. 391 Avenue, whm r Ridge, Colorade 80033 In the driveway for rue by is employees and customers; and WHEREAS, Licensor and Licensee ded a to sales Into this Likens to atsblish the in.. by *Mcb Licensee can use the Parking Spaces s forparking by Licensee's employees and customers. NOW THEREFORE, in consideration ofthe foregoing Recit K which arc incorporated hesem as though set truth in full, and for other good and valuable consideration in hand paid, and in consideration of the mutual promises and covenants act forth in this License, the parties agree as follows: 1. Grut of Ucense. Liccum hereby grants to Licensee the nonexclusive right, privikgo and permission, subject to the terms and provisions of this License, to use for temporary parking by Licensee's employees and customers. No overnight patting is permitted and the parking spaces shall be owed for no other purpose other than. temporary parking of vehicles by Licensee's employees and cuumna . 2. T4rm. Initial Term. The initial term of this License will be five (5) years ("Initial Te "), commencing on February 10, 2024 (the "Commencement Date', and ending at midnight on Februmyr 09, 2029 (the "Expiration Date'). Notwithstanding the foregoing, either party may terminate this Incense at any time, with or without cause, Won fifty (50) days prior written notice to the other party. OyAl n.Period. Provided Liceem is not in default under the terms of this License, lacensee, by givingnotice to Licensor no later than one hundred eighty (180) days prior to the Expiration Date, will have the option to extend the Initial Term (the "Option") for an additional five (a years, coming an Feb a 10, 2029 and ftsminating at midnight on Fftn gj 2034 (the "Extended Term"). IfLi timely exercises the Option, during the•extarded•term all other terms and conditions of this License will remain in effect, except that Fee will be adjusted to "Fair Market Rate". "Fair Market Rate' shall mean the then existing market rate for comparable space in the immediate area of the Premises as negotiated in good faith between Licensor and Licensee. Provided Licesm has timely exercised the Opdon, Licensor shall notify Licensee of Licensor's good faith determination of the Fair Market Rate no later than 120 days prim to the end of each Exfded Team and Licensee shall notify Licensor of its acceptance or rejection of Licensor's determination no later than 30 days thereafter. If Licensee fails to so notify Licensor within the 30-day period, Licensee will be deemed conclusively to have acted L► is determination. If Licensee rejects Licensor's determination, then (1) Licensee's election to exercise the Option will be deemed to be rescinded, (2) Licensee will have no .Auther rights unbar the Option and (3) this License will expire at the end of the Initial Term. 3. Fees. MoW ky Foe. During the terns of this License, Licensee shall pay Licensor a fee for the use of the Parking Spaces on the first day of each month in advance without offset, deduction or demand the aura of $850.00. Such fee shall be prorated for any partial month during the term of this License. Late Few. Licensee will pay a late charge equal to five percent (5%) of any Monthly payment or other payment not paid when due, which payment shall be in addition to any interest elsewhere provided in this License. Smelly QcMit. Licensee to provide a security deposit in the amount of $ 1.20 . Said sum shall be held by Licensor as security for the faithful performance by Licensee of all the terms, covenants, and conditions of this License to be kept and performed by Licensee during the term hereof. If Licensee defaults with respect to any provision of this License, including, but not limited to, the provisions relating to the payment of fee, Licensor may (but shall not be required to) use, apply or retain all or any part of this security deposit for the payment of any fee or any other sum in default, or for the payment of any amount which Licensor may spend or become obligated to spend by reason of Licensee's default, or to compensate Licensor for any other loss or damage which Licensor may suffer by reason of Licensee's default. If any portion of said deposit is so used or applied, Licensee shall, within five (5) days after written demand therefore, deposit cash with Licensor in an amount sufficient to restore the security deposit to its original amount and Licensee's failure to do so shall be a material breach of this License. Licensor shall not be required to keep this security deposit separate from its general funds, and Licensee shall not be entitled to interest on such deposit. If Licensee shall fully and faithfully perform every provision of this License to be performed by it, the security deposit or any balance thereof shall be returned to Licensee at the expiration of this License less any amounts due hereunder or amounts for prorated taxes, insurance, or similar items. In the event of termination of Licensor's interest in this License, Licensor shall transfer said deposit to Licensoe's successor in interest and Licensee shall look solely to Licensoe's successor for return of such deposit. 4. Security. Licensee acknowledges and agrees that Licensor provides no security for the Parking Lots and driveway. 5. Parking Lot Operation. Licensor shall operate, manage, and maintain in good condition and repair of the Parking Lots, as reasonably necessary. Licensee shall be responsible for signage designating the parking spaces for use by Licensee's employees and customers. Licensee shall be responsible for enforcement of the parking rights granted its employees under this License. 6. Notices. Any notice or communication required or permitted by this License or by law to be served on, given to, or delivered to either of the parties by the other party shall be in writing and shall be deemed duly served, given, or delivered when personally delivered to the party to whom it is addressed or in lieu of such personal service, when deposited in the United States' mail, first-class, poatago prepaid, addressed to: Licensor: SL Inc 6995 W 38th Ave Wheat Ridge, CO 80033 Attn: Jae Kim Licensee: Barta House LLLP 3465 Newland St Wheat Ridge, CO 80033 Attn: Weston Gouger 7. Indemniflestion. Licensee agrees to defend, indemnify and hold harmless Licensor, its members, employees, agents, officers and officials from and against liabilities, losses, penalties, damages and expenses, including costs and attorney fees, arising out of all claims, liens, damages, obligations, actions, suits, judgments or settlements, or causes of action, of every kind, nature and character arising or alleged to arise out of Licensee's use of the Parking Lot. Licensee shall, at its sole cost and expense, appear, defend and pay all attorney fees and, other costs and expenses of Licensor that are subject to indemnification hereunder. In addition, if any judgment shall be rendered against Licensor in any such action, Licensee shall, at its sole cost and expense, satisfy and discharge such obligation of the Licensor. Licensor shall have the right, at its own expense, to participate in the defense of any suit, without relieving Licensee of any of its obligations hereunder. Licensor retains final approval of any and all settlements or legal strategies which involve the interest of Licensor. The indemnities set forth herein shall survive the expiration or termination of this License. 8. Assumption of Risk. Licensee acknowledges and agrees that by use of the Parking Lot, Licensee and its employees assume all risk of loss or damage to property, including, without limitation, property damage, and all risk of personal injury, including but not limited to death, attributable to any cause other than the negligence or wilifid misconduct of Licensor, its employees, agents or contractors. Licensee forever releases Licensor, its agents, manager, affiliates and employees from and against any and all of Licensee's claims, causes of action, liabilities and expenses arising out of or relating to any such loss, damage, or injury. Licensor, its agents, manager, affiliates and employees shall not be responsible or liable for loss or damages by reason of fire, theft, collision or any other cause to parked vehicles or their contents. This is a license. No bailment is created. 9. Insurance Requirements. Licensee must provide and maintain at Licensee's own expense, until the termination of this License, Commercial General Liability Insurance or equivalent with limits of not less than One Million and 00/100 Dollars ($1,000,000 per occurrence and Two Million and 00/100 Dollars ($2,000,0000) in the aggregate, for bodily injury, personal4njury, and property damage liability. Coverages must include the all the Parking Spaces. Licensor is to be named as additional insured on a primary, non-contributory basis for any liability arising directly or indirectly during the Term. Before the beginning of the Term and prior to Licensee's use of the Parking Spaces, Licensee will have its insurance company or its representative submit an insurance certificate evidencing insurance coverage maintained by Licensee and -indicating that Licensor is listed as on a primary basis without recourse or right of contribution. The Certificate must provide for thirty (30) days prior written notice to Licensor of cancellation or non -renewal of any policy required to be maintained by Licensee hereunder. Licensee's failure to carry or document the required insurance policies shall constitute a breach ofthis License and any failure by the Licensor to demand or receive proof of insurance coverage shall not constitute a waiver of Licensee's obligation to obtain the required insurance. Licensor will not allow Licensee to use the Packing Spaces if satisfactory proof of insurance is not provided. 10. Safety Issues. Licensee shall promptly notify Licensor of any safety concerns regarding the Parking Lot or use of the Parking Lot under this License of which Licensor becomes aware. Licence is responsible for using the Parking Lot in a reasonably safe manner. 11. Compliance with Laws. Licensee shall, at all times during the `form, Comply (and shall cause its employees and customers, to comply) with all laws, codes, statues, ordinances and regulations applicable to this License and Licensee's use of the Parking Lot. Licensor makes no representation or warranty regarding the legality of the use of the parking spaces and Licensee will bear all risks of any adverse change in applicable laws 12. Non-Liabllity of Licensor Metals. Licensee -agrees that no Licensor officer, director. shareholder, employee, agent, or official shall be personally charged by Licensee, with any liability or expense under this License or be held personally liable under this License to Licensee or any subcontractors. 13. Licensee Events of Default. Events of default ("Events of Default') include, but are not limited to, the following: A Failure by Licensee to pay any amount due under this License within three (3) days of the date due; or B. — . -Failure by Licensee to perform in accordance with or comply with the material terms and conditions of this License. 14. Remedies. The occurrence of any Event of Default which Licensee fails to cure within the specific timeframe specified in this License, or if not otherwise specifically stated, within seven (7) calendar daysmfler receipt of notice given in accordance with the terms of this License and specifying the Event of Default or which, if such Event of Default camrot be reasonably cured within seven (7) calendar days after notice, Licensee fails to commence and continue diligent efforts to cure, in the sole opinion of Licensor, may permit Licensor to declare Licensee in default. Whether or not to declare Licensee in default is within the sole discretion of the Licensor. Written notification of an intention of the Licensor to terminate this License, in whole or in part shall be provided and shall be final and effective upon Licensee's receipt of such notice. Upon the giving of such notice as provided in this License, Licensor may invoke any or all of the following remedies: A. The right to terminate this License, effective at a time specified by the Licensor. B. The right to suspend use and occupancy of the Parking L of during the seven (7) day cure period if the default results from Licensee's action or failure to act which affects the safety and/or welfare of individuals in or around the Parking Lot. C. The right to specific performance, an injunction or any other appropriate equitable remedy. D. The right to receive from Licensee any and all damages incurred as a result of an Event of Default. 15. Applicable Low. The terms of this License shall be governed under the laws of Colorado, and venue shall be proper only within Jefferson County, Colorado. 16. Assignment Neither party to this License shall assign the License as a whole or in part without written consent of the other party. 17. Attorneys' Fees. In the event of any litigation or arbitration to enforce the provisions of this License, the non -prevailing party shall pay all costs and expenses, including reasonable attorneys' fees incurred by the prevailing party in enforcing this License. 18. WAIVER OF JURY TRIAL. EACH OF THE PARTIES HERETO HEREBY WAIVE TRIAL BY JURY IN ANY ACTION, PROCEEDING OR COUNTERCLAIM BROUGHT BY EITHER AGAINST THE OTHER ON ANY MATTER WHATSOEVER ARISING OUT OF OR IN ANY WAY CONNECTED WITH THIS LICENSE OR THE TRANSACTIONS CONTEMPLATED HEREBY. 19. Severability. In the event that any clause, sentence or provision contained in this License shall be deemed to be illegal, null or void for any reason, or are held by any court of competent jurisdiction to be so, the remaining portions of this License shall remain in full force and effect. 20. Counterparts. This License may be executed in multiple counterparts, any one of which need not contain the signature of more than one party, but all of which counterparts, taken together, shall constitute one and the same agreement. Signatures may be exchanged electronically; with original signatures to follow. WHEREFORE, the parties have executed and entered into this License as of the date first set forth above. LICENSOR: SL Inc By: J_ LICENSEE: &eg,-1zr AL- Na-c,J ter? z-l( oI2q aoaN wa mme oNN.ry-� nwa m -_ 2 I I \.? LT17 9a 888 I . \ \Z :� \ J03111S a33a SL ty 133tlJS LiC>J BL 1SV3 031d3OX3 5g �m— — J31„ 3ae Bw n ad3ma - -- 77 f1 �..jz. -. rf a J� a o•. r d � i '•'i I I•y�j� dry bM yr 4'Arr.. Se1�trdY - P bJ� t19 a� w a 3 From: no-reolv(alci.wheatridae.m. us To: CommDev Pets Subject: Online Form Submittal: Revision to Permit Application Date: Thursday, May 28, 2020 1:32:43 PM Revision to Permit Application Permit Number 202000518 assigned to project PROPERTY INFORMATION Permit Number Property Address 202000518 6985 West 38th Ave. Property Owner Name Weston Gouger Property Owner Phone 210-887-6781 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email wgouger@gmail.com Address CONTRACTOR INFORMATION Contact Name Michael Gilbert Contact Phone Number (enter WITH dashes, eg 303-123-4567) Com@ a FRI91inw-ArGRm 720-402-4336 MGilbert@willdan.com Retype Contact Email MGilbert@willdan.com Address DESCRIPTION OF WORK Detailed Revised Scope of Work - Provide a detailed description of work including mechanical, electrical, plumbing work occurring, adding/removing walls, etc Elimination of source point exhaust for nail stations. Engineer Letter (IiT7.7�1Ca iL•71ICS.7�F7i1Gf1\1[Tii • • •R:fi applicable) Additional Documents on Letter Size Are plans or documents locked for editing? Construction Plans scanned on 11'x17" or larger Additional Project Value Only add what the revised scope of work is valued at. No 0 SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Submitting Patrick McMichael Revision Email not displaying correctly? View it in your browser. PERMIT NO. 202000518 trac1c A R C H I T E C T U R E To: City of Wheat Ridge Kirk Money From: Track Architecture Project Name/ Tootsies / 3985 W. 38th Ave. Address: Re: Mechanical Venting Requirement Mr. Money, 2265 Lawrence St. Denver, CO 80205 303.249.1154 www.trackarch.com Phone Number: 303.235.2803 Date: May 20, 2020 Number of Pages: 1 Copy To: Track Architecture File am requesting this administrative modification for Tootsies, located at 3985 W. 38th Ave. The owner is requesting relief from the requirements for individual station venting at this nail salon. As noted in the attachment, the services that the business will provide does not employ materials or chemicals that would require exhausting per IMC 403.3.1.1. Please refer to the attachment showing the menu of services provided. The tenant specifically states that, not only do they not offer acrylic nail polish application, they will not remove acrylic nail polish as part of their services. Acrylics are the main offender and really create the need for ventilation—mixing chemicals to create plastic nails(fumes) and then drilling them to shape(or removal) that creates toxic dust. This administrative modification request has been previously granted by both the City of Denver and the City of Aurora for similar nail salons. If you require additional information from us to help you with this review, please let me know. Sincerely, Patrick McMichael �0f C040-\ or C 0 1 I L W 1'1^c�`iey I.OMMUNI IY UE`�+VIEl�li MENdge * McMICHAEL 402833 APPROVED r Dgwrl r,dbyPx* a wM- mael V ON c=ua. Patrick McMichael oreahra­ rewm. Reviewed for Code Compliance D Ql=P.,UMeMiehad D%W-2020.05.21 Randy Slusser 6/0112020 AR� 02202 terns E zanunst Cate Va1WM a oetmh: the �naarre oJa pnmRa apprawl oJpbm sperlJkaMon and comparohom Shap not be a perm tlor, a an oppaeal of, any xoleaw to ony of the aoWslnm al Me oaHding rode or oJaty Cory mdatmrn. ft mhe paSomng to 91. duthorlty to "M or m 1 the prorw— 4 the M 0 coda aother ordlrrotkee 01 the CMy Shoo not M whtA Alternate methods approved for ventilation system. Stipulations will be placed on no Certificate of Occupancy to limit types of products used at this location. LMay 20, 2020 Tootsies is a natural nail salon. Since 2006, we do not offer acrylic nail application or removal. We do not utilize electric nail drills Acrylic nail production and removal creates chemical waste in the form of vapors, liquids, and solids --the most harmful being the dust that is created when filing the acrylic nail with an electric drill. Services we do offer: Regular polish Manicures/Pedicures, Gel Manicures/Pedicures, Vinylux Manicures/Pedicures, Dip Manicures, Waxing, Tinting, Makeup, Blowdrys, Updos. The products we utilize are primarily non-toxic and organic. We use hand files and buffers. Collectively, our products and tools create negligible fumes, toxicity and dust. All products range 2-7 Free of the 10 most toxic ingredients: Hand Sanitizer Barbacide Medical Grade Disinfectant Antibacterial Hand Soap Blue Cross Cuticle Remover Acetone Bond -Aid Ph Balancer CND Stickey Base Coat OPI Nail Polish CND Vinylux Nail Polish Gelish Gel Nail Polish OPI Gel Nail Polish OPI Dip Seche Vite Top Coat OPI Rapid Dry LaPalm Organic Aloe Vera Lotion LaPalm Organic Lavender Massage Oil Sugar Gigi Lavender Parrafin Wax Witchy Woman Organic Cuticle Oil Evo Hair Product Line Intensive Eyebrow & Eyelash Tint Gigi Wax Cirepil Wax Rosewater Oil Jasmin Oil Aloe Vera Gel Alcohol Furthermore, we have set the standard for sanitation in nail salons. All service providers are licensed by DORA and strictly adhere to state regulations for sanitation. We use new files and buffers on every client. Tools and surfaces are sanitized with Barbacide medical grade disinfectant between each surface. Our priority since day one has been to provide long-lasting services in the most sanitary and safe pnvirnnmpnt Mr nur rlipntc and nur ctaff Castle Searcy Owner Tootsies the Nail Shoppe castle@tootsiesnailshoppe.com 415.595.1854 cIv or 129 Wheat e [OMMUNI JY UEVfIOPMfM APPROVED Reviewed for Code Compliance Randy Slusser 6/01/2020 Plans Examiner Date .d_'ro<nnn: me;,iw�,ea/e➢eemeb➢➢➢mwy➢w,,,e«;l�vrwne enOmm➢utNw MVN,M be o OnrM(ar, v ar cpparel ar by xvlelion b anY vi Me po W,bu q Me bxNM9 cMe v, a/ arI QY bEIM[b. 1bmN pbuiNnpropx vu,M1wiryro Nv:M v,mrcel Oe➢,v�++� f9xk MNsq bdb aobnbamxxnv/rlvGY1'aINH mlEe pH6 =x) GENERAL NOTES: 1. REFER TO HVAC SPECIFICATION AND DETAILS FOR INSTALLATION PROCEDURES AND REQUIREMENTS. 2. DARKER PEN INDICATES NEW WORK. LIGHTER PEN INDICATES EXISTING. 3. PERFORM SYSTEM AIR BALANCE TO VALUES SHOWN ON DRAWING. 4. WORK PERFORMED IN PUBLIC SPACES SHALL BE COORDINATED WITH OWNER TO MINIMIZE DISRUPTION TO OWNER'S OPERATIONS. 5. INSTALL ROCKWOOL SAFE'N'SOUND SOUNDPROOFING INSULATION IN STUD CAVITIES OF FURNACE ROOMS. KEY NOTES: OCONDENSING UNIT ON NEW PAD OUTSIDE. OTERMINATE RETURN DUCT IN SALON AND CAP WITH GRILLE. O3 RETURN AIR GRILLE O4 14"x8" OUTSIDE AIR INTAKE LOUVER FOR FURNACE. RUSKIN ELF375DX OR EQUIVALENT. COORDINATE WITH OWNER TO SELECT COLOR. OROUTE PVC INTAKE AND FLUE TO NORTH WALL OF MECHANICAL ROOM AND TERMINATE ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. TERMINATE FLUE ON EAST SIDE OF WALL AND INTAKE ON WEST WIDE. O6 NEW 3/4" NATURAL GAS LINES TO AH -1. CONNECT TO UNIQUE METER. O7 RUN 14"x8" EXHAUST DUCT UP SIDE OF BUILDING AND TERMINATE 5 FEET ABOVE ROOF WITH GOOSENECK. COORDINATE COLOR OF EXHAUST DUCT WITH OWNER. O8" ROUND TO EXHAUST RETURN GRILLE LOCATED ABOVE PEDICARE STATIONS O10" ROUND TO EXHAUST RETURN GRILLE LOCATED ABOVE MANICURE TABLE 10 INSTALL ELECTRIC DUCT HEATER IN RETURN DUCT IN ACCORDANCE WITH THE INSTALLATION GUIDELINES. INSTALL DUCT MOUNTED TEMPERATURE SENSOR DOWNSTREAM OF HEATER AND WALL MOUNTED CONTROLLER IN MECHANICAL ROOM. DUCT HEATER SHALL MAINTAIN AN AIR TEMPERATURE OF 40 DEGREES FAHRENHEIT ENTERING THE FURNACE. 11 INSTALL WALL MOUNTED TIME CLOCK TO OPERATE THE EXHAUST FAN DURING U Q OCCUPIED BUSINESS HOURS. F zK 12 MOTORIZED DAMPER SHALL OPEN WHEN THE EXHAUST FAN E-1 IS COMMANDED. z Z IT SHALL CLOSE WHEN THE EXHAUST FAN E-1 IS COMMANDED OFF. 13 OUTSIDE AIR INTAKE SHALL BE BALANCED TO 600 CFM WHEN THE EXHAUST FAN E-1 IS RUNNING AND THE MOTORIZED DAMPER IS OPEN. 14 INSTALL CARBON MONOXIDE SENSOR IN SPACE. .6 a. City of '� W heat Rqddge COMMUNRY DEVELOPMENT APPROVED Reviewed for Code for Code Co�liance Randy Slusser 6/01/2020 Plans Examiner Date NaN of cermit: fie issuanrr o/o permit or gpprovd ojptans speci/tWWM and cvsnputahans shop not be a permit fa, or an opprovot of, any aafobon to any of the provis/om of ft butdlag code or of aW My avdinonces. Permits prmftng to give outhortty to v(Wotte or conal the prwakm of tfw GUN&V Coda or other adinooM of the City shoo not be vohd ON SITE PLANS MUST BE ON SITE FOR INSPECTION ALL Projects are Subject to Field Inspections Revision approved to eliminate exhausting per 2012 IMC Section 403.3.1.1. See approved alterante means of methods documentation for products and services allowed at this location. FIRST FLOOR MECH NEW WORK 0' 2' 4' 8' SCALE: 1/4" = 1'-0" <a w a M M O U Q c� F zK o 52 � � z Z w M U) 0 U 0 0 Z -� C" 00 W W W U <a DOL :U TJJV/ N: .o3/4/2020, �CN;6 Al * Project Number: Issue: Date: �0 M M O LDN Checked By: 00 o w0 � LLI z Z U) z LU Q 0 0 -� C" 00 U w � DOL :U TJJV/ N: .o3/4/2020, �CN;6 Al * Project Number: Issue: Date: �0 o LDN Checked By: w� 3:< o No. Low DOL :U TJJV/ N: .o3/4/2020, �CN;6 Al * Project Number: Issue: Date: 2020.013 PERMIT SET 03/3/2020 Drawn By: LDN Checked By: CDH Revisions: No. Date: REVISION Sheet Title: MECH NEW WORK M-1 00 EQUIPMENT CLEARANCE SEE NOTE 2 1" CHAMFER GRADE 2 EACH REBAR ALL SIDES I�m EQUIPMENT CLEARANCE SEE NOTE 2 ----------- I I I I I REBAR OR WIRE MESH I VARIES 6" SAND FILL WALL 1/2" ASPHALT TYPE EXPANSION JOINT FILLER NOTES: 1. SLOPE SLAB A MINIMUM OF 1/2" PER FOOT BACK TO FRONT OR CENTER TO EDGE FOR DRAINAGE. 2. MINIMUM CLEARANCE AROUND EQUIPMENT, ALL SIDES, PER MANUFACTURER. 3. DIMENSIONS SHOWN ARE MINIMUM ACCEPTABLE; REVISE AS REQUIRED FOR EQUIPMENT BEING PROVIDED. 4. WHERE WALL DOES NOT EXIST, INSTALL EQUIPMENT IN CENTER OF PAD AND ENCLOSE AS SHOWN ON DRAWINGS. EXTERIOR EQUIPMENT PAD DETAIL — 230500 N.T.S. IIV I LVI\I'1L Ul1JL r LP11 L J I LLL ✓LVF\ ROOFING FELTS MINIMUM OF 4" SQUARE GALVANIZED STEEL PLATES EQUIPMENT SUPPORT FOR STEEL DECK WITH INSULATION — 230529 N.T.S. REMOVABLE BIRD OR INSECT SCREEN AS SPECIFIED METAL SILL TO DIRECT WATER OUTSIDE AND AWAY FROM BASE OF LOUVER NS REQUIRED PERIMETER 2 WALL MOUNTED LOUVER INSTALLATION DETAIL — 233113 N.T.S. 22 GA ANGLE (TYP NAL INSULATION 'ECIFIED GALVANIZED DUCT 'ION TIGHTLY PACKED ) DUCT TE WITH CONTRACTOR EWORK HKVVIVU OPENINGS NOTES: 1. DRYWALL, METAL STUDS OR ANY OTHER RIGID MATERIAL MUST NOT TOUCH DUCT. 2. SUPPORT FROM HANGERS. METAL DUCT NON—FIRE WALL PENETRATION DETAIL — 233113 N.T.S. SUPPORT FROM CEILING STRUCTURE ■mmmm:amonsmm■ ......Rooms .....■.noon..■ ■RnmmnmaN0RR■ .............. .............. .............. .............. .............. CAULK JOINTS AIR SCOOP LOCATED BEHIND DIFFUSER .............. ..........soon ■m1:09H mamon■ mong ■mnNow: ::::■ .............. :::::::::::: i NOTES: 1. PROVIDE CADMIUM—PLATED PAN HEAD SCREWS FOR EXPOSED FASTENERS. r,"� EXPOSED DUCT SUPPLY GRILLE — 233713 J J N.T.S. DIFFUSER SIZE FOUND ON SCHEDULE SHEET RAL DUCT FABRICATED FROM UNLESS STEEL METAL. MIN. DIFFUSER PLENUM SIZED TO MATCH OUT TO OUT DIMENSIONS OF DIFFUSER. DRUM TYPE SUPPLY AIR DIFFUSER A]aY61911110 lWl1]1L1P1»Ci NOTES: 1. PROVIDE CADMIUM—PLATED PAN HEAD SCREWS FOR EXPOSED FASTENERS. K_,_'� EXPOSED DUCT SUPPLY GRILLE — 233713 l % N.T.S. City of Wheat Ridge Building Division w a U a� Y U Q K <a DO Ll c Off' ��DARti� :o x',9567 c9nc �U .0-..3/4/2020: : Q 41N" Project o,�FSS��IVAI-E�G� Project Number: Issue: Date: 2020.013 PERMIT SET 03/3/2020 M M O LDN Checked By: O 00 o LLJ 0 C) W Z Z z w Q 0 0 00 W(D DO Ll c Off' ��DARti� :o x',9567 c9nc �U .0-..3/4/2020: : Q 41N" Project o,�FSS��IVAI-E�G� Project Number: Issue: Date: 2020.013 PERMIT SET 03/3/2020 o LDN Checked By: w� o No. Low DO Ll c Off' ��DARti� :o x',9567 c9nc �U .0-..3/4/2020: : Q 41N" Project o,�FSS��IVAI-E�G� Project Number: Issue: Date: 2020.013 PERMIT SET 03/3/2020 Drawn By: LDN Checked By: CDH Revisions: No. Date: REVISION Sheet Title: MECH DETAILS M-500 WALL OR DRYWALL CHASE TYPICAL DUCT CTANGULAR DUCT WITH LINER HAT CHANNEL SUPPORT ALL AROUND CONTROL GRID, BLADES VERTICAL DOSED BLADE DAMPER BLADES ZTl CAL SUPPLY GRILLE, DOUBLE DEFLECTION, FRONT BLADES HORIZONTAL OR TO MATCH WALL RETURN GRILLES IN SAME ROOM, A" MARGIN NOTE 1 (TYP.) DAMPER QUADRANT NOTES: 1. PROVIDE CADMIUM—PLATED PAN HEAD SCREWS FOR EXPOSED FASTENERS. 2. AS LONG AS POSSIBLE OR 1'-6" MAXIMUM. r"� SIDEWALL OR CHASE SUPPLY GRILLE DETAIL — 233713 N.T.S. PROVIDE PIPING SUPPORTS COIL HAIL GURAD REFRIGERANT LIQUID & SUCTION PIPING FLUE —\— DX EVAPORATOR —COIL GAS PIPING F� PLUG RNgCF VALVE UNION I� SLEEVE WALL ' AND CAULK 3/4" DRAIN 3/4" NEOPRENE PADS SECURE TO 4" CONCRETE PAD FLEX CONNECTION I NTAK E SUPPLY AIR DUCT RETURN AIR DUCT 3" THICK PLEATED FILTER. FILTER FACE VELOCITY SHALL NOT EXCEED 300 FPM AT NOMINAL AIRFLOWS NOTES: 1. SLOPE INTAKE/FLUE PIPING BACK TO UNIT. 2. INSTALL ROOF MOUNTED COMPRESSOR/CONDENSER UNIT ON EQUIPMENT SUPPORTS. 3. REFRIGERANT LINES SHALL HAVE 0.75" FLEXIBLE ELASTOMERIC UNICELLULAR INSULATION. FURNACE AND CONDENSING UNIT DETAIL — 235416 N.T.S. PAINT TO MATCH ROOF COLOR FLASHING FLU E 11 ^'CENTRIC FLUE INTAKE MINATION FLUE PIPING THROUGH ROOF — 235416 N.T.S. ROOFING \K E City of Wheat Ridge Building Division w a U l� a� Y U Q K < ry a co co ��PDo Ll c Off' DARti� :o 4.9567 c9nc �U .0�-..3/4/2020: ' o,�FSS��IVAI-E�G� Project Number: �0 M � Date: M o LDN O �w C) 00 w 0 LLI z D z 0 w a 0 U) U }' 00 I..LI C"e—) co co ��PDo Ll c Off' DARti� :o 4.9567 c9nc �U .0�-..3/4/2020: ' o,�FSS��IVAI-E�G� Project Number: �0 o � Date: W �~ o LDN Checked By: �w co co ��PDo Ll c Off' DARti� :o 4.9567 c9nc �U .0�-..3/4/2020: ' o,�FSS��IVAI-E�G� Project Number: 2020.013 Issue: PERMIT SET Date: 03/3/2020 Drawn By: LDN Checked By: CDH Revisions: No. Date: REVISION Sheet Title: MECH DETAILS M-501 FURNACE AND AIR -CONDITIONER AIR HANDLER SCHEDULE (GAS HEAT, DX COOL) MARK NO. FURNACE AND INDOOR COIL (F) OUTDOOR AIR CONDITIONER (CU) REFRIG. EST. LINE LENGTH MANUF. MODEL NOTES MARK SERVES FAN OA ESP COOLING HEATING ELECTRIC NOM. CAP. ELECTRIC SUPPLY AIRFLOW TOTAL SENSIBLE EAT DB EAT WB LAT DB LAT WB AIRFLOW OUTPUT EAT LAT MIN. FLA MOCP VOLTAGE MCA MOCP VOLTAGE SITE CFM SITE CFM IN WG SITE CFM MBH MBH DEG F DEG F DEG F DEG F SITE CFM MBH DEG F DEG F EFF. AMPS AMPS V/P/HZ TONS AMPS AMPS V/P/HZ TYPE FT GAS FURNACE OUTDOOR CONDENSING UNIT AH -1 EAST COMMERICAL SPACE 2 1035 209 0.4 j 1035 j 18 j 17.8 j 79.9 j 60.1 j 55.4 j 51.4 j 1035 j 33 j 53 j 93 j 96 j 8.6 j 15 j 208/ 1 /60 j 2.0 j 15.3 j 25.0 j 208/ 1 /60 j R410A j 18 j GOODMAN j GMEC960403ANA GSXC1602416 GENERAL NOTES (AP PLI ES TO ALL ABOVE) A. ALL FURNACES SHALL BE CONFIGURABLE FOR TOP DISCHARGE AND SI DE RETURN. B. SELECT ALL UNITS AT AN ALTITUDE OF 5,459 FT ABOVE SEA LEVEL. C. SELECT ALL AIR -CONDITIONERS ATA 11OF AMBIENT DRYBULB CONDITION. D. PROM DE ALL Al R -CONDITIONERS WITH CRANK -CASE HEATER AND NON -BLEED PORT TXV VALVE TO ACCOMMODATE LONG LI NE LENGTHS. E. SIZE REFRIGERANT LINE -SETS PER MANUFACTURER'S REQUIREMENTS BASED ON ACTUAL FIELD CONDITIONS. F. USE FACTORY MOTOR SETTINGS TO SET COOLING AND HEATING FAN SPEEDS TO DIFFERENT AIRFLOWS. G. PROVIDE AIR -CONDITIONER WITH LOW -AM BI ENT COO LI NG CONTROL. H. PROM DE EACH FURNACE W ITH AN ECOBEE I NTERNET THERMOSTAT AND I NSTALL AS PER MANUFACTURER'S I NSTRUCTI0NS. AIR TERMINAL SCHEDULE MARK NO. DIMENSIONS FINISH BASIS OF DESIGN REMARKS FACE N ECK MANUFACTURER MODEL SD -1 10''x8" N/A WHITE POWDER COAT HART AND COOLEY CHM2 2 SD -2 12"x6 N/A STAINLESS STEEL HART AND COOLEY USVH3 3 REMARKS: 1. NECK SIZE VARIES. PERFORM TAKE -OFF USING DRAWINGS. 2. SURFACE MOUNT. 3. SPI RAL DUCT DIFFUSER WITH Al R SCOOP DAMPER. ELECTRIC DUCT HEATER SCHEDULE MARK NO SERVICE TYPE CAPACITY ELECTRICAL MANUFACTURER MODEL REMARKS WATTS FLA V/P/HZ EDH-1 AH -1 Outdoor Air Inlet Duct Mounted 3000 15 208/3/60 NEPTRONIC DFCI C) GENERAL NOTES (APPLIES TO ALL EQUIPMENT ABOVE A. PROVIDE WITH MODULATING 0-10V ELECTRIC CONTROLS. UNIT WILL REQUIRE A DUCT MOUNTED TEMPERATURE SENSOR AND A WALL CONTROLLER. EXHAUST FAN SCHEDULE MARK SERVICE FAN AIRFLOW ESP POWER ELEC BASIS OF DESIGN REMARKS CFM IN WG WATTS V/PH MANUFACTURER MODEL E-1 Salon Exhaust 600 0.05 110 120/1 GREENHECK CSP -A700 -VG O GENERALNOTES TO ALL EQUIPMENT PMTOVE)l A. PROVIDE WITH WALL MOUNTED TIME CLOCK CONTROL City of Wheat Ridge Building Division w0 0 U S U Y Q H v I \ � O N M O Li m 0 0 U UJ UJ z 0 H W W W U Z W Q J N O�o�aoo ''•• DA ''•. ti . S 4356 v, • -:$'.3/4/2020;�� •' �v Project Number: Issue: Date: �0 M LDN Checked By: M o O Low REVISION O CIO w O C) LLI Z Z � 0 LIJ > _j O �w M C� O�o�aoo ''•• DA ''•. ti . S 4356 v, • -:$'.3/4/2020;�� •' �v Project Number: Issue: Date: �0 o LDN Checked By: w� �a o No. Low O�o�aoo ''•• DA ''•. ti . S 4356 v, • -:$'.3/4/2020;�� •' �v Project Number: Issue: Date: 2020.013 PERMIT SET 03/3/2020 Drawn By: LDN Checked By: CDH Revisions: No. Date: REVISION Sheet Title: MECH SCHEDULES M-600 U 5 5 0 0 WOMEN MEN 2" PVC SANITARY � I I I C WASTE 4 0 3/4 DHW 3/4 DCW 3 2" PVC V O SANITARY WASTE UP i N EXISTING GAS METERS PH STORAGE GENERAL NOTES: 1. DOMESTIC HOT, COLD, AND HOT WATER RECIRCULATION PIPING SHALL BE PEX WITH BRASS FITTINGS. 2. WATER HEATERS PROVIDED AND INSTALLED BY OTHERS. PLUMBER SHALL MAKE ALL PIPING CONNECTIONS AT WATER HEATER. 3. PROVIDE 1/2"x3/8", 1/4—TURN, ANGLE STOP SHUT—OFF VALVES AT EACH PLUMBING FIXTURE. 4. CONTRACTOR SHALL COORDINATE THE ROUTING AND PATH OF PIPING WITH THE POSITION AND LAYOUT OF THE STRUCTURE. CONTRACTOR IS RESPONSIBLE FOR PROVIDING NECESSARY OFFSETS, TURNS, RISES, AND DROPS FOR PIPING AS NEEDED TO INSTALL THE PLUMBING SYSTEM TO CLEAR STRUCTURE AND OTHER SYSTEMS IN CONFLICT WITH PIPE ROUTING. 5. INSTALL PIPING AT RIGHT ANGLES OR PARALLEL TO BUILDING WALLS. MULTIPLE PEX PIPES SHALL RUN NEATLY AND PARALLEL. PIPING DIAGONAL RUNS ARE PROHIBITED UNLESS SPECIFICALLY APPROVED BY PROJECT MANAGER OR OWNER. 6. INSTALL SLEEVES AND FIRE CAULKING, IF REQUIRED, FOR PIPES PASSING THROUGH CONCRETE OR MASONRY WALLS, FLOORS AND ROOFS. 7. INSTALL ESCUTCHEONS FOR ALL EXPOSED PIPING THAT PASSES THROUGH WALLS OR CEILINGS IN FINISHED ROOMS. 8. INSTALL ALL PIPING SO ALL VALVES, STRAINERS, UNIONS, TRAPS, AND OTHER APPURTENANCES REQUIRING ACCESS ARE ACCESSIBLE. 9. UNIONS SHALL BE INSTALLED AT EACH PIECE OF EQUIPMENT TO PERMIT DISASSEMBLY FOR ALTERATION AND REPAIRS. 10. SLOPE DRAIN AND VENT PIPING TOWARDS BUILDING SEWER. SLOPE 2" AND SMALL HORIZONTAL PIPE AT 1/4" PER FOOT. SLOPE 3" AND 4" HORIZONTAL PIPING AT 1/8" PER FOOT. 11. USE SCHEDULE 40, SOLID—CORE PVC PIPE AND FITTINGS FOR ALL NEW SANITARY PIPING. CONNECT LATERAL PVC DRAINS TO EXISTING CAST IRON USING FERNO OR EQUIVALENT FITTINGS. BACKFILL TRENCH WITH 1/2" GRAVEL OVER PIPE. 12. SANITARY PIPING IS 2" TO UTILITY SINKS, TUBS, LAVS, KITCHEN SINKS, FLOOR DRAINS, AND WATER COOLERS; ALL STACKS LOCATED IN 4" WALLS SHALL BE 3"; ALL OTHER SANITARY PIPING SHALL BE 4". KEY NOTES: OCONNECT 3/4" DOMESTIC HOT AND COLD WATER LINES TO EXISTING DOMESTIC WATER PIPING IN MECHANICAL ROOM. OINSTALL 1/2" DOMESTIC HOT WATER RE—CIRCULATING LINE TO BOTH SINKS. CONNECT TO EXISTING HOT WATER RE—CIRCULATING LINE IN MECHANICAL ROOM. O3 INSTALL 2" VENT LINE TO NEW AIR ADMITTANCE VALVE LOCATED IN KNEE WALL. INSTALL AIR ADMITTANCE VALVE ABOVE OVERFLOW LINE OF SINK. OCONNECT NEW 2" PVC SANITARY WASTE LINE TO EXISTING 2" SANITARY WASTE STUB—OUT. O5 SLOPE NEW SANITARY WASTE LINE 1/4" PER FOOT. FIXTURE BRANCH CONNECTION SCHEDULE FIXTURE COLD WATER HOT WATER WASTE VENT LAVATORY/HAND SINK 1/2" 1/2" 1 1/2" 1 1/2" DRINKING FOUNTAIN 1/2" -- 1 1/2" 1 1/2" JANITOR'S SINK 1/2" 1/2" 3" 2" FLOOR DRAIN -- -- 2" 2" SINK 1/2" 1/2" 2" 2" SCHEDULE NOTES: 1. PIPE SIZES SHOWN ARE MINIMUM FIRST FLOOR PLUMBING NEW WORK 0' 2' 4' 8' SCALE: 1/4" = 1'-0" City of Wheat Ridge Building Division w 8 U a� Y U Q K <Q a ��PDo Ll c Off' DARti� :o 49567 c9nc �U .0%3/4/2020::Q :(Q o,�FSS��IVAI-E�G� Project Number: Issue: Date: 2020.013 PERMIT SET 03/3/2020 M M LDN Checked By: O 00 o LL1 0 LLJ z0 (� z UJ Q 0 0 � 00 M U W C� ��PDo Ll c Off' DARti� :o 49567 c9nc �U .0%3/4/2020::Q :(Q o,�FSS��IVAI-E�G� Project Number: Issue: Date: 2020.013 PERMIT SET 03/3/2020 o LDN Checked By: w� 3: o < No. Low ��PDo Ll c Off' DARti� :o 49567 c9nc �U .0%3/4/2020::Q :(Q o,�FSS��IVAI-E�G� Project Number: Issue: Date: 2020.013 PERMIT SET 03/3/2020 Drawn By: LDN Checked By: CDH Revisions: No. Date: REVISION Sheet Title: PLUMBING NEW WORK P-1 00 t,J41-nswak--yam 60-0 2265 Lawrence St. racic Denver, CO 80205 303.249.1154154 A R C H I T E C T U R F www.trackarch.com To: City of Wheat Ridge Kirk Money From: Track Architecture Project Name/ Tootsies / 3985 W. 38th Ave. Address: Re: Gypsum Board Thickness To Whom it May Concern, Phone Number: 303.235.2803 Date: May 26, 2020 Number of Pages: 1 Copy To: Track Architecture File The %" thick gypsum board installed is acceptable in lieu of the %" that was specified. The partitions are not part of a fire -rated assembly. Sincerely, Patrick McMichael Q,<" CO McMICHAEL f" 1 V 2 8 J 3 Digitally signed by Patrick j' McMichael U ON: C=US, Patrick McMichael O=Trac k@trackaure, , O=Track Architecture, n� D CN=Patrick McMichael tJ (V' Date: 2020.05.26 10:22:23-06'00' b N ° d v w ) h y.14 2 y d N c aCi G. U 4J cp a ° A O o w v -W EQ O b U N w iYi C a O Ri W i•r cc 44 y F" a� 4a �j 41 e M O G X00 b3 ow � x b O y ea M n o W o tr' O U a 3 o v q U O N C7 L PQ >a"o Q 0 V O O GO W^^llam Q `= Oz W �° q w N ai S-4 U d U ("� Q H\C V OD A~ N a O O U U1 ro U 1 41 Fi w H0 Ar� U>C+o m °a _ J d d w ❑ a a� .4 f�•C o ��`^z0 cd G Q, [T� a d 3 Opp�� o o rd w N W � w' aw�NC4 �zb o pp U N O A O U � M CZ Q �:) lz z e o i� z a cli > R > F"c�A�; a z ru w IOU u cv w AVS �O a N 44 A v a �aaWH y .uro � 4 ti ani vim, W W W o -o .N u N N U zzozaz W ~N 0 3 0 a d 0 0 0 o a" Pr E� c_ OUPrA,GLrU U N of _,�qrwi�ei,yat i dge BUSINESS LICENSE INSPECTION PERMIT NO. 202000363 INSPECTION DAY/TIME at BF1 202000518 INSPECTION DAY/TIME INSPECTION DAY/TIM BUSINESS NAME: Castle Searcy - Tootsies ADDRESS: 6985 W 38th Avenue CONTACT NAME: Castle 11040 SC! FT OCCUPANCY TYPE !C-1 OCCUPANCY LOAD CONSTRUCTION TYPE ❑ SPRINKLERED NOWSPRINKLERED Inspector Signature 1)q '02,1)Zb Date WN West Metro Fire Protection District 433 S. Allison Pkwy, Lakewood, CO 80226 (303) 989-4307 Occupant Name: Tootsies (TI) Contractor: Faber Inc. Address: 6965,6975,6985 West InspectionType: Tenant Improvement 38th Avenue Final (REQUIRED: Wheat Ridge, CO 80033 Contact information for the onsite contractor is required in the notes box below) Permit Number: 200316008 Inspection Date: 6/16/2020 Inspected By: Dustan Stevens 303-989-4307 At the time of this inspection, no discrepancies or violations have been found. By no means does this exonerate you from responsibility to adhere to all pertinent codes and restrictions. Status: Approved i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: U`1 ' �_ Permit Number: 4:2 C) CD- c_� .t. �4 t � .. . � �t V e, :a• .. I ❑ No one available for inspection: Time i.. AM/PM Re -Inspection required: rsYes/ No When corrections have been made, schedule for re -inspection online at: http✓/www.ci. wheatridge.co. us4nspection Dater a `'v Inspector: DO NOT REMOVE THIS NOTICE �• d I r .t. �4 t � .. . � �t V e, :a• .. I ❑ No one available for inspection: Time i.. AM/PM Re -Inspection required: rsYes/ No When corrections have been made, schedule for re -inspection online at: http✓/www.ci. wheatridge.co. us4nspection Dater a `'v Inspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type:- -� Job Address: Permit Number:`-�, CD 7 ­ 5 ❑ No one available for inspection: Time] Re -Inspection required No When corrections have been made, schedu for h ttp ✓/www. ci. whea tridge. co. ueins pec tioin .M . AM/PM online at. 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: t" Job Address: �JJ-� Ftp k Permit Number: ❑ No one available for inspection: Time ` ' AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Dater 9 1V Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ` Job Address: Permit Number: ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date: %k 9, S _,3L Q= � u Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Comm. Tenant Finish PERMIT - 202000518 PERMIT NO: 202000518 ISSUED: 05/07/2020 JOB ADDRESS: 6985 W 38th Ave EXPIRES: 05/07/2021 JOB DESCRIPTION: SWO Commercial Tenant Finish to include new walls to create new utility room and retail room space; new mechanical, electrical, and plumbing, paint, flooring finishes, sink, pedicure and manicure stations - 1,040 sq ft total Tenant: Castle Searcy **REVISION: Elimination of source point exhaust for nail stations. *** CONTACTS *** FEES Total Valuation OWNER (210)887-6781 BARTA HOUSE LLLP 317.23 Use Tax GC (720)402-4336 MICHAEL GILBERT 180346 FABER, INC SUB (720)490-5267 JOEY MAES 190298 MOUNTAIN AREA ELECTRICAL SRVS SUB (303)229-9169 STEPHEN FOX 190035 FOX MECHANICAL SUB (303)548-7742 PHILLIP BELL 202102 GNP, LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 301 / BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 28,415.00 FEES Total Valuation 0.00 Plan Review Fee 317.23 Use Tax 596.72 Permit Fee 488.05 Investigative Fees 488.05 Plan Review Add'1 60.00 ** TOTAL ** 1,950.05 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. City of Wheat Ridge Comm. Tenant Finish PERMIT - 202000518 PERMIT NO: 202000518 ISSUED: 05/07/2020 JOB ADDRESS: 6985 W 38th Ave EXPIRES: 05/07/2021 JOB DESCRIPTION: SWO Commercial Tenant Finish to include new walls to create new utility room and retail room space; new mechanical, electrical, and plumbing, paint, flooring finishes, sink, pedicure and manicure stations - 1,040 sq ft total Tenant: Castle Searcy **REVISION: Elimination of source point exhaust for nail stations. I, by n signature, do hereby attest that the work 0b 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 further attest that I am legally authorized to include all entities named within this docuunent 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 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 originalpennit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4, No work of an manner shall be perfonned 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, Ther ce or granti ' f a permit shall not be construed to be a permit for, or an approval of an violation of any provision of any app l a co or any dinance 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. c0AO228�8 AMOUNT W 60,OO LPPL/PERMlT NO� 2O2OOO518 PP / 1D?? T37kL 6O.00 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: Y'Y 19 Job Address: � U \_ Fl Permit Number: 0 yy Q} 5 t I v4 \ C,�} �f r �r 5i {-- ;.,C`. . IJ No one available for inspection: Time AM/PM Re -Inspection required: ,Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: Imo. %" u ' Inspector: �.__ DO NOT REMOVE THIS NOTICE N fi rNr n _ o m �W'C�by Fn+-� O r O Y O z O r( cr o m o ate. O o Gd a 0 P) O Z n���� fD H O O O ro a m bN� tir f9 1 umi o� nw m rn►�Wnro "'� o n T UO eD I� n(Dv o m m CD(D a 7� x z as m CD n ° y ma .d CD Z d rn N '.y p z `• �] 'ti m l V o hmh Fn,. rr m n7J�v1bi M d W N- a O W m rn � " w n � rn A �p O < ry 1 o a .+ o o�CD ° o a H 0 rr�rr yW�yiv �. I-h?c1F-3 rr tzj�.., w C1. � � � 0. n a m 0 W o m O °vas rt,a r m m m h O 0 cSe by C n r * d y et IQ W CD =' CD 20 n ° 1 rrr � o N � 'a nvQ m d (� w o c *' O ° M cu Y- S o m a I� A c a o eD N O Wl�Of c'yat"i ge BUSINESS LICENSE INSPECTION PERMIT NO. 202000865 BUSINESS NAME: Stylus & Crate INSPECTION DAY/TIME at B F I INSPECTION DAY/TIME INSPECTION DAY/TIM ADDRESS: 6985 W 38th Avenue Suite 101 CONTACT NAME: Tadd 1,640 SQ FT SAx -�,>CCUPANCY TYPE OCCUPANCY LOAD CONSTRUCTION TYPE ❑ SPRINKLERED PrNON-SPRINKLERED .9Z 2 z �Z® Date 600 ,26'�o 0 DS—t 9 2265 Lawrence St. racic Denver, CO 80205 303249.1154154 T 7�� E www.trackarch.com To: City of Wheat Ridge Kirk Money From: Track Architecture Project Name/ Tootsies t 3985 W. 38th Ave Address: Re: Gypsum Board Thickness Phone Number: 303.235.2803 Date: May 26, 2020 Number of Pages: 1 Copy To: Track Architecture File To Whom it May Concern, The'/:" thick gypsum board installed is acceptable in lieu of the %" that was specified. The partitions are not part of a fire -rated assembly. Sincerely, Patrick McMichael I� L �- o * Mc (MICHAEL 4 V 28 t 3 Digitally signed by Patrick 1 McMichael CJ DN: C --LIS, E�pat�� `�/ Patrick McMichael O=Track rc itectuh., o=Track Architecture, CN=Pathck McMichael Date: 2020.05.26 10:22 23-06'00' o)v 1 CA v u 1 4 5~ 4S^s'C) FRONT RANGE TEST & BALANCE March 9, 2020 Wheat Ridge Building Department Wheat Ridge, Colorado RE: PH -ILLY CHEESE & STEAK To Whom It May Concern: All test and balance work on Philly Cheese & Steak in Wheat Ridge, Colorado has been completed in accordance with NEBB, AABC, and ASHRAE standards. Please let me know if you need anything else with regard to the Air Balance Report for Philly Cheese & Steak. Sincerely, Chris Cooper President Front Range Test & Balance, Inc. FRONT RANGE TEST &. BALANCE TEST AND BALANCE REPORT FOR PHILLY CHEESE & STEAK 4550 WADSWORTH BLVD. WHEAT RIDGE, COLORADO MARCH 2020 GENERAL CONTRACTOR: CJ CONSTRUCTION MECHANICAL CONTRACTOR: MANWELD MECHANICAL MECHANICAL ENGINEER: COLORADO COMFORT CONSULTING ENGINEERS PREPARED BY: FRONT RANGE TEST AND BALANCE, INC. Front Range Test & Balance, Inc. certifies that all balancing is done in accordance with NEBB, AABC and ASHRAE standards. P.O. Box 630112 • Highlands Ranch - Colorado - 80163-0112 y-rS-a 1>9��vi0140 6- c FRONT RANGE TEST AND BALANCE FAN- TEST REPORT PROJECT: PHILLY CHEESE & STEAK FAN DATA FAN NO. KEF-1 FAN NO. MAU-1 FAN NO. RTU -1 Location ROOF ROOF ROOF Service HOOD HOOD UNIT F Manufacturer NAKS NAKS YORK Model Number 48B TK2-500 DlNP036NO7206A Serial Number 20190228 3748065 NOK6941949 Motor Make/Frame CENTURY/56 HSSA/56 NG/NG Motor H.P./RPM 1/1725 2/1750 .75/NG Volts/Phase/Hertz 115/208-230/1/60 115/208-230/1/60 208/1/60 F.L. Amps/S.F. 13.2/6.6/1.25 16.5/9.5-8.1/1.15 6.8/TP Motor Sheave Make NG PRP DIRECT DRIVE Motor Sheave Diam./Bore 4.25"OD/ 5/8" 1VL40/ 7/8" DIRECT DRIVE Fan Sheave Make POWER DRIVE PRP DIRECT DRIVE Fan Sheave Diam./Bore AK56/1" AK79/ 1" DIRECT DRIVE No. Befts/Make/Size 1/GATES/A27 1/BANDO POWER KING/AX52 DIRECT DRIVE Sheave CL Distance 7" 18.25" DIRECT DRIVE Filters TEST DATA DESIGN ACTUAL DESIGN ACTUAL DESIGN ACTUAL CFM 2880 3110 2580 2510 1200 1216 Fan RPM NG 1071 NG 824 NG DD Outside Air 2580 2510 300 NG Voltage 115 122 208 208 208 210 Amperage 13.2 11.6 9.5 5.7 6.8 4.2 TEST DATE: 3/9/2020 READINGS BY: CC ` 1 e FRONT RANGE TEST AND BALANCE PROJECT: PHILLY CHEESE & STEAK FAN TEST REPORT FAN DATA FAN NO. EF -1A FAN NO. EF -16 FAN NO. EF -2 Location CEILING CEILING CEILING Service RESTROOM RESTROOM MOP SINK Manufacturer BROAN BROAN BROAN Model Number AE806-A AE8013-A AE80B-A Serial Number 91B12H 91B12H 9113121-1 Motor Make/Frame NG/NG NG/NG NG/NG Motor H.P./RPM NG/NG NG/NG NG/NG Volts/Phase/Hertz 12011/60 12011/60 120/l/60 F.L. Amps/S.F. .3/TP .3/TP .3/TP Motor Sheave Make DIRECT DRIVE DIRECT DRIVE DIRECT DRIVE Motor Sheave Diam./Bore DIRECT DRIVE DIRECT DRIVE DIRECT DRIVE Fan Sheave Make DIRECT DRIVE DIRECT DRIVE DIRECT DRIVE Fan Sheave Diam./Bore DIRECT DRIVE DIRECT DRIVE DIRECT DRIVE No. Belts/Make/Size DIRECT DRIVE DIRECT DRIVE DIRECT DRIVE Sheave CL Distance DIRECT DRIVE DIRECT DRIVE DIRECT DRIVE Filters TEST DATA DESIGN ACTUAL DESIGN ACTUAL DESIGN ACTUAL CFM 89 95 89 91 89 80 Fan RPM NG DD NG DD NG DD Outside Air Voltage 120 122 120 122 120 122 Amperage .3 .3 .3 .3 .3 .3 REMARKS: TEST DATE: 3/9/2020 READINGS BY: CC PROJECT: PHILLY CHEESE & STEAK SYSTEM: RTU -1 o2 v I cr v o 1 'r S -- AIR OUTLET TEST REPORT TEST APPARATUS: FLOW HOOD AREA OUTLET - 11 DESIGN PRELIMINARY FINAL FINAL REMARKS SERVED No. TYPE size AK CFM VEUCFM CFM % 1 SW 1.0 100 129 138 138% 3 2 SW 1.0 100 111 133 133% 3 3 SW 1.0 100 90 130 130% 3 4 SW 1.0 100 97 127 127% 3 5 SW 1.0 100 98 129 129% 3 6 SWI 1.01 100 90 131 131% 3 7 SW 1.0 100 0% 2 8 SW 1.0 100 0% 2 9 CD 1.0 50 77 55 110% 10 CD 1.0 50 133 53 106% 11 CD 1.0 75 99 79 105% 12 CD 1.0 75 97 81 108% 13 CD 1.0 150 209 160 107% TOTAL I 1200 1216 101% REMARKS: O CORRECTED FOR ALTITUDE 2 DELETED 3 EXTRA AIR FROM DELETED SAGs EVENLY DISTRIBUTED HERE TEST DATE: 3/9/2020 READINGS BY: CC ! 1 � I ^ Ir 1 1 i I r Mad N 1, I I I, MECHANICAL HVAC PLAN Ir } I� R 1 � rnl 1 1� ! 1 1 , l � i 1 1 1 ! 1 � I ^ Ir 1 1 i I r Mad N 1, I I I, MECHANICAL HVAC PLAN Ir --- . BUJ �0-Lc�y� The City of Wheat Ridge Inspection Check List notes Mid -Roof PROPERTY ADDRESS 513 % rcr�jd! r Roof Inspection ❑ N/A ❑ Pass ❑ Fail ❑ N/A Pass ❑ Fail Structural roof components ❑ N/A Pass ❑ Fail Verify that no more than 2 layers of shingles exist ❑ N/A ❑ Pass ❑ Fail Flashing for roof and walls ❑ Pass ❑ Fail If new sheathing is installed verify that it is listed in the permit description (Valuation must be adjusted) ❑ N/A ❑ Pass ❑ Fail Verify sheathing nail pattern (See Policy & Procedures) ❑ N/A ❑ Pass ❑ Fail Crickets and saddles where needed ❑ N/A ❑ Pass ❑ Fail Verify B vent must have boot same gauge as pipe ❑ N/A ❑ Pass ❑ Fail Verify vent caps ❑ N/A ❑ Pass ❑ Fail Verify no flashings are damaged or rusted ❑ N/A 4 Pass ❑ Fail Step flashing shall be min. of 44 piece per shingle ❑ N/A ❑ Pass ❑ Fail Verify scuppers allow for proper drainage �L ❑ N/A W Pass OOJ--- ❑ Fail Ice and water shield 2' in heated wall space 5ee oc�e ❑ N/A Pass ❑ Fail Underlayments must follow 2012 IRC / 2012 IBC ❑ NIA Pass ❑ Fail Verify roof slope for proper drainage ❑ N/A Pass ❑ Fail Dripedge shall have min of 2" overlap ❑ N/A Pass ❑ Fail Dripedge should extend down min 2" past roof deck ❑ N/A Pass ❑ Fail Dripedge shall be mechanicaly fastened 12" OC ❑ N/A Pass ❑ Fail 90 LB roll roofing shall not be applied to roof slopes less than 2:12 slope: Exception, detached garages, patios, carports, open on three sides with min. slope of 1:12 ❑ N/A ❑ Pass ❑ Fail Modified Bitumen, EPDM, TPO min slope 1/4:12 slope ❑ N/A ❑ Pass ❑ Fail Above roof insulation R-25 ❑ N/A R Pass ❑ Fail Below roof residential R-38 ❑ N/A ❑ Pass ❑ Fail Below roof commercial R-32 ❑ N/A ❑ Pass ❑ Fail Modified Bitumen, EPDM, TPO min slope 1/4:12 slope must be installed in accordance with the manufacturers specifications- Must have manufactures letter of warranty with the address on the letter for final inspection Metal Roof Shingles Requirements ❑ N/A ❑ Pass ❑ Fail Metal roof shingles shall not be installed on slope less 3:12 ❑ N/A ❑ Pass ❑ Fail Metal valley flashing shall be the same material as roof ❑ N/A ❑ Pass ❑ Fail Metal valley flashing shall extend a min of 8" from the centerline with a min. of 3/4 " high splash diverter rib built-in at the flow line with sections overlapping a a min. of 4" Tile Roofs Requirements ❑ N/A ❑ Pass ❑ Fail Clay and concrete tile shall have a min. 2-1/2:12 slope Slopes 4:12 and under require double underlayment �vt�l0zt�yy The City of Wheat Ridge Inspection Check List notes Mid -Roof S13 7 Ta bpr 5f Notes �,O Qg re, I S bt%�lL✓t' Company Name: C C,(Pn Inspector signature: Date of Inspection: 5 -RI -90).O- ')o 1402LeLfS must be installed in accordance with the manufacturers specifications- Must have manufactures letter of The City of Wheat Ridge Metal Roof Shingles Requirements ❑ N/A ❑ Pass ❑ Fail Inspection Check List notes 3:12 ❑ N/A ❑ Pass ❑ Fail Mid -Roof PROPERTY ADDRESS JI 3 Metal valley flashing shall extend a min of 8" from the Roof Inspection rib built-in at the flow line with sections overlapping a ❑ N/A ❑ Pass ❑ Fail ❑ N/A ❑ Pass ❑ Feil ❑ N/A Pass ❑ Fail Structural roof components ❑ NIA Pass ❑ Fail Verify that no more than 2 layers of shingles exist ❑ N/A ❑ Pass ❑ Fail Flashing for roof and walls ❑ Pass ❑ Fail If new sheathing is installed verify that it is listed in the permit description (Valuation must be adjusted) ❑ N/A ❑ Pass ❑ Fail Verify sheathing nail pattern (See Policy & Procedures) ❑ N/A ❑ Pass ❑ Fail Crickets and saddles where needed ❑ N/A ❑ Pass ❑ Fail Verify B vent must have boot same gauge as pipe ❑ N/A ❑ Pass ❑ Fail Verify vent caps ❑ N/A ❑ Pass ❑ Fail Verify no flashings are damaged or rusted ❑ N/A 5Q Pass ❑ Fail Step flashing shall be min. of 4x4 piece per shingle ❑ N/A ❑ Pass ❑ Fail Verify scuppers allow for proper drainage ❑ N/A W Passt_tfr ❑ Fail Ice and water shield 2' in heated wall spaces ❑ N/A V1 Pass ❑ Fail Underlayments must follow 2012 IRC / 2012 IBC ❑ N/A Pass ❑ Fail Verify roof slope for proper drainage ❑ N/A [ Pass ❑ Fail Dripedge shall have min of 2" overlap ❑ N/A Pass ❑ Fail Dripedge should extend down min 2" past roof deck ❑ N/A [K Pass ❑ Fail Dripedge shall be mechanicaly fastened 12" OC ❑ N/A [ Pass ❑ Fail 90 LB roll roofing shall not be applied to roof slopes less than 2:12 slope: Exception, detached garages, patios, carports, open on three sides with min. slope of 1:12 ❑ N/A ❑ Pass ❑ Fail Modified Bitumen, EPDM, TPO min slope 1/4:12 slope ❑ N/A ❑ Pass ❑ Fail Above roof insulation R-25 ❑ N/A tz Pass ❑ Fail Below roof residential R-38 ❑ N/A ❑ Pass ❑ Fail Below roof commercial R-32 ❑ N/A ❑ Pass ❑ Fail Modified Bitumen, EPDM, TPO min slope 1/4:12 slope must be installed in accordance with the manufacturers specifications- Must have manufactures letter of warranty with the address on the letter for final inspection Metal Roof Shingles Requirements ❑ N/A ❑ Pass ❑ Fail Metal roof shingles shall not be installed on slope less 3:12 ❑ N/A ❑ Pass ❑ Fail Metal valley flashing shall be the same material as roof ❑ N/A ❑ Pass ❑ Fail Metal valley flashing shall extend a min of 8" from the centerline with a min. of 3/4 " high splash diverter rib built-in at the flow line with sections overlapping a a min. of 4" Tile Roofs Requirements ❑ N/A ❑ Pass ❑ Feil Clay and concrete tile shall have a min. 2-1/2:12 slope Slopes 4:12 and under require double underlayment ;vr1-0Zceys— The City of Wheat Ridge Inspection Check List notes Mid -Roof Notes Company Name: Cos n 1I6� fs Inspector signature: Date of Inspection: pa p Balance 'echnolo ies P R QI J FC T Stylu.,; avid Crate 6085 West ilivenu-c Wheat Ridge, C0 800-33) Allen's Heating, Air Condkioning & Sheet Metal, fric. 5545 W 50 Ave. U111ii 1) A -vada, (-'' '0WO02 REFERENCE JOB NUMBER 02 - 0 � t Balance Technologies �B u T11 Allen's Heating, AC & Sheet Metal, Inc. 5545 W. 56th Ave Unit D Arvada, CO 80002 Subject: Stylus and Crate Dear Curt, April 4, 2020 The enclosed data is submitted as the final Test and Balance Report for the Air Distribution System. This project has been completed per specifications and mechanical plans in accordance with the industry standards except where indicated in the general notes. If you have any questions concerning this report, please feel free to contact us. Cordially, Randy J. Patz Balance Technologies 7424 S. University Blvd., Suite E-151, Centennial, CO, 80122, 720.350.9817 Balance Technologies �B Instrumentation Used Shortridge Flow Hood (ADM -860C-1) Serial No. M93015 Thermometer -Taylor (6076-10) -40 to 120F S/N - BT015 & BT012 Thermometer -Taylor (6072-10) 0 to 220F S/N - BT016 & BT014 Digital Temp. Cooper (SRH77A) 0 to 240F S/N - 27-958429 Sling Psycrometer - Bachrach (12-7011) 0 to 90% RH S/N - BTO 10 Digital Volt, Ohm and Ampmeter, Sperry (DSA2007) Serial No. 1121263 Shortridge Hydrodata (HDM-250-1) Serial No. W11131 Calibrated 03/05/20 Calibrated Manuf. Calibrated Manuf. Calibrated 09/09/19 Calibrated 11/10/19 Calibrated 09/09/19 Calibrated 1/05/20 qaz4l�r'e e6T"WLR�i i PROJECT STYLUS AND CRATE FAN TEST REPORT FAN DATA FAN NO. FRN - 1 FAN NO. FAN NO. Location MECHANICAL ROOM Service RETAIL SPACE Manufacturer GOODMAN Model Number GMES961205DNAA Serial Number 1907181430 Motor Make/Style GOODMAN Motor H.P./RPM/Frame 1.0 / 1200 / N/G Volts/Phase/Hertz 115/1/60 F.L. Amps/S. F. 13.7 / T.P. Motor Sheave Make/Model DIRECT DRIVE Motor Sheave Diam./Bore DIRECT DRIVE Fan Sheave Make DIRECT DRIVE Fan Sheave Diam./Bore DIRECT DRIVE No. Belts/Make/Size DIRECT DRIVE Sheave Distance DIRECT DRIVE TEST DATA DESIGN ACTUAL DESIGN ACTUAL DESIGN ACTUAL CFM 1900 1970 O.S.A. 500 460 Fan RPM N / G HIGH SPEED Total S.P. N / G 6439 Voltage 115 121 ,Amperage 13.71 5.9 MCIMAMMID. IV V IV t FILE SC - 1 TEST DATE APRIL 2020 READINGS BY R.P. Balance Technologies 7 10 ,'l1 wee T 'O�O GP B AIR OUTLET TEST �.I REPORT PROJECT STYLUS AND CRATE SYSTEM FRN - 1 AREA OUTLET DESIGN PRELIMINARY FINAL SERVED NO. TYPE SIZE AK CFM VEL VEL CFM VEL CFM PERCENT FRN - 1 1 SWD 48X6 0.79 340 430 539 426 456 360 106% 2 SWD 48X6 0.79 340 430 532 420 439 347 102% 3 SWD 48X6 0.79 3401 430 214 169 413 326 96% 4 SWD 22X8 1.0 340 372 369 109% 5 SWD 18X6 1.0 150 189 162 108% 6 SWD 22X8 1 1.0 340 1 350 354 104% 7 SWD 18X6 0.34 50 147 406 138 1551 52 104% TOTAL 19001 1 1970 104% REMARKS: FILE TEST DATE NONE SC -2 APRIL 2020 READINGS BY R. P. Balance Technologies PROJECT STYLUS AND CRATE SYSTEM FAN TEST REPORT EXHAUST FAN DATA FAN NO. EF - 1 FAN NO. FAN NO. Service DISH 103 Manufacturer GREENHECK Model Number SP-8110-QD Serial Number 102308837-0050 Motor H.P. FRACTIONAL TEST DATA IDESIGN JACTUAL IDESIGN JACTUAL IDESIGN JACTUAL CFM 100 127 Fan RPM DIR. DRIVE DIR. DRIVE Voltage 115 121 Amperage 1.15 1.1 FAN DATA FAN NO. FAN NO. FAN NO. Service Manufacturer Model Number Serial Number Motor H.P. TEST DATA IDESIGN JACTUAL IDESIGN JACTUAL IDESIGN JACTUAL CFM Fan RPM Voltage Amperage REMARKS NONE FILE SC - 3 TEST DATE APRIL 2020 READINGS BY R.P. Balance Technologies MECHAN. WOMEN DISH _-j 1 1 103 1 / f SR -1 340CFM 18)518 OSA DUCT 2000 CFM UP 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: 01%'S Job Address: Permit Number:_ ❑ No one available for inspection: Time- AM/PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date 5 - c)� 7 `'1 Inspector: DO NOT REMOVE THIS NOTICE Pe,,- .` f # Oo Zoo 05- / j it rade A R C H I T E C T U R E To: City of Wheat Ridge From: Track Architecture Project Name/ Tootsies 16985 W. 38th Ave Address: Re: Wood Framing Substitution To Whom it May Concern, 2265 Lawrence St. Denver, CO 80205 303.249.1154 www.trackarch.com Phone Number: 303.235.2803 Date: May 20, 2020 Number of Pages: 1 Copy To: Track Architecture File Wood framing is acceptable in lieu of metal framing detail shown in approved architectural drawings. Acoustical sealant is not a requirement for the wall assembly. Deep leg tracks are not a requirement for the wall assembly. Sincerely, Patrick McMichael / 4'pf C0 40� ti I — D ,k McMICHAEL r� 402893 D AR��\�� j5:, by Pok Patrick McMtehaR ;. City of 05.20 '/' W heat Rk COMMUNITY DEVELOPMENT APPROVED Reviewgjfjor Cgge Compliance IIAI14 S ZI /ZI-=) Plansxaminer Date YMd t of son— iswence o/op ll* or WPVWo/PWS SW#kntbn and computottont shots not be o perenR jb , or on opprovd of, any Nolotwn to any of the provisions of Me &Wdmy code or of a* pry' oronartm Permft pnwu►xng to V- ouMortry to vbb& or ancd the pmv akm of ttw aid" tod X or other ordWronM of Me pry sha not be WU (16) City of W heat C CoOMw MUNiTy DEVELOPMENT SUBCONTRACTOR AUTHORIZATION FORM I Plumbing Subcontractor I I I This form must be completed & signed by the PLUMBING SUBCONTRACTO performing plun;bing,%,vork on site, Subcontractor's insurance and license must be up to date prior to permit issuani 4 T1 Project Address: (O W S w 3R General Contractor: -Y -Amor Z-�� 1�1 -2 CompanyNaine: (Contact Phone Wheat Ridge Contractor License (required field) State License #: Master License #: I "XIVZ7-� - Printed Name of Authorized Agent S Signature bfA—ffh—drid Agent Date CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: f �(� ` W_ ;}41 Permit Number: c:} o nu N M t" ra " Cl -,4-'n � ❑ No one available for inspection: Time AM/PM Re -Inspection required: (Yes°hfo When corrections have been made, call for re -inspection at 303-234-5933 Date: ` ' L G j Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: LLD 6 S, Permit Number: dl` f) ! " -'' ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 12 Date: ` ' i /� ' 2L' _ Inspector: DO NOT REMOVE THIS NOTICE y ' : City of Wheat Ridge r Commercial Sign PERMIT - 202000933 PERMIT NO: 202000933 ISSUED: 05/26/2020 JOB ADDRESS: 6985 W 38th Ave EXPIRES: 05/26/2021 JOB DESCRIPTION: Zoning only - Window Decal Tenant: Tootsies the Nail Shoppe *** CONTACTS *** OWNER (210)887-6781 BARTA HOUSE LLLP *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 301 / BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 300.00 FEES Total Valuation 0.00 Use Tax 6.30 Permit Fee 26.50 ** TOTAL ** 32.80 * COMMENTS *** *** CONDITIONS *** A printed copy of the permit and city stamped on-site plans must be available on-site for the first inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. Owner/Contractor is responsible for "locating property lines and constructing improvements according to the approved. plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. The issuance of a building permit shall not be construed to be approval of a business license. Business licenses are independent of the building permit and can not be approved until completion of the associated building permit. City of Wheat Ridge Commercial Sign PERMIT - 202000933 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 , It. I further attest that I am legally authorized to include al I entities reamed 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, regula ions, 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 androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4, No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not roceed or cont 1 work without written approval of such work from the Building and Inspection Services Division. The issuance or granti pe#nit shal t be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or an re o is jurisdiction. Approval of work is subject to field inspection. � t - Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. JL City of Wheatl _ge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29'h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax 303-237-8929 Inspection Line: 303-2345933 Email: permits(o3ci.wheatridge.co.us FOR OFFICE USE ONLY Date: PlarvPermit # 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: 6985 W. 38th Avenue Wheat Ridge, CO 80033 Property Owner (please print): Weston Gouger/BartaHouse Phone: 210-887-6781 Property Owner Email: waouaero).a mail. conn Tenant (Commercial Projects Only) Castle Searcy / Castle Nails Inc. dba Tootsies Property Owner Mailing Address: (if different than property address) SAME AS PROPERTY City, State, Zip: Architect/Engineer: Patrick McMichael / Track Architecture Architect/Engineer E-mail: Patrick@trackarch.com Phone: 303-249-1154 Contractor Name: Michael Gilbert City of Wheat Ridge License #: Contractor E-mail Address: mgilbert@willdan.com 720-402-4336 For Plan Review Questions & Comments (please print): CONTACT NAME (please print): Castle Searcy Phone: 415-595-1854 CONTACT EMAIL(please print): castle@tootsiesnailshoppe.com Sub Contractors (Must provide Wheat Ridge License No.): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Graphics Department Other City Licensed Sub: City License # Wheat Ridge, CO City License # (sign company) ®COMMERCIAL Description of work: For ALL projects, including current use of areas, proposed us condition, appliance size and efficiency, typ Sq. Ft./LF Amps BTUs Squares ❑ RESIDENTIAL provide a detailed description of work to be performed, �s, square footage, existing condition and proposed new and amount of materials to be used, etc. Gallons Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ This is just for signage. Signage cost appx. $300. Plan to upgrade later. OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLEONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last name): C10A 5/20/2020 Printed Name:_ Castle Search DEPARTMENT USE ONLY ZONING COMMMENTS: OCCUPANCY CLASSIFICATION: Zoning: MU -N Reviewer:ZT 5/22/2020 BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: CONSTRUCTION TYPE: Building Division Valuation: ioll 34" 111 !4 58" 34" 1 19" 1 00 611' TOOTSIE9 NAILS • BLOWDRYS • WAX I 19" i Tootsies Window Sign Permit Request Castle Searcy 1 6985 W. 38th Avenue 415.595.1854 castle@tootsiesnailshoppe.com Reviewed for Zoning Compliance by the The issuance of a building permit City of Wheat Ridge Planning Division should not be construed to be APPROVED J approval of a business license. Wheat Ridge, CO 80033 By. DATE: May 22, 2020 COMMENTS, Approved with conditions 40" F 34" . 4 —► *Not To scale 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. 3.5" T 19" 1 84" 49" 23" TOOTSIES NAIL4.IRAWDRY3•WRX 20" 10" NAILS 20" 3]34330893 101, m�Snnlbpp... m Tootsies WindowSign Permit Request Castle Searcy 1 6985 W. 38th Avenue I Wheat Ridge, CO 80033 41 5.595.1854 caslle@tootsiesrailshoppe.com Artist ue Cleri.wg Pri.wt.arU lM-WpOW i i CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: - A -- Job Address: U q 5 k Permit Number: _ C-9 � C) b CD (:> � 1 , ❑ No one available for inspection: Time%PM Re -Inspection required/Y' s� No When corrections have been made, call for re -inspection at 303-234-5933 Date: � �LO'0'06dInspector: !:Dz �j DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line j (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE InspectionType: JobAddress: e �t Permit Number: U C) ❑ No one available for inspection: Time - Wpm Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date:'�_' ' ` -) �- J �-- Inspector: f DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: © {7 �CJ41 �,, 1-f Job Address: 4 Permit Number: Zt9a O®QC-/ jg ❑ No one available for inspection: Time/O-,P S' 'AWPM Re -Inspection required: Yes No When corrections have been made, schedule for re -inspection online at: http✓/www.ci. wheatridge.co. usVinspection Date: Inspector:_ _5/0/37 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:2 7�6 Job Address:' Permit Number:----' Od v C-) v 4 C. "ut II C> Y- ❑ No one available for inspection: Time Ott AM/PM f Re -Inspection required: Yes) No When corrections have been made, call for re -inspection at 303-234-5933 Date c� , V � *1o1_y Inspector:) J 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-x;61-1� Job Address: 4ypi 5 Lyo 8 t 1 8� Permit Number: �2� CM <-:7- (2-, ❑ No one available for inspection: Th Re -Inspection required: Yes When corrections have been made, i CITY OF WHEAT RIDGE Building Inspection Division 5� (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: `.. Permit Number: ;�.. �-- ❑ No one available for inspection: Time �// OOAOIVPM �t s Re -Inspection required: Yes lo,r When corrections have been made, schedule for re -inspection online at: httpL( www.ci.wheatridge.co.us4nspection Date: S ra Z,0?& Inspector: -S %© & � DO NOT REMOVE THIS NOTICE A 4" CITY OF WHEAT RIDGE V, Building Inspection Division (303) 234-5933 Inspection line '(303) 235-2855 Office e (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 11 \0 \"\i 11_s Job Address: � ( i U, C_ Permit Number: 0 ry—) "'k sk., r LJ No one available for inspection: Time AM/PM Re -inspection required: �Yes: No When corrections have been made, call for re -inspection at 303-234-5933 Date:- v inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type:V.i Job Address: Permit Number: j ❑ No one available for inspection: Re -Inspection required: Yes,' No When corrections have been made fUhed http://www.ci.wheatridge.co.uslinsp do Time ;AM/PM for re -inspection online at: i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: Permit Number: 1—a 7571 2:z ❑ No one available for inspection: Ti Re -Inspection required: Yes (C) AM/PM When corrections have been made, schedule for re -inspection online at: httpYlwww.ci.wheatridge.co.uslinspecti n V CCLI� spe,.e (� City of Wheat Ridge ' Comm. Tenant Finish PERMIT - 202000518 PERMIT NO: 202000518 ISSUED: 05/07/2020 JOB ADDRESS: 6985 W 38th Ave EXPIRES: 05/07/2021 JOB DESCRIPTION: SWO Commercial Tenant Finish to include new walls to create new utility room and retail room space; new mechanical, electrical, and plumbing, paint, flooring finishes, sink, pedicure and manicure stations - 1,040 sq ft total *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. Tenant: Castle Searcy *** CONTACTS *** OWNER (210)887-6781 BARTA HOUSE LLLP GC (720)402-4336 MICHAEL GILBERT 180346 FABER, INC SUB (720)490-5267 JOEY MAES 190298 MOUNTAIN AREA ELECTRICAL SRVS SUB (303)229-9169 STEPHEN FOX 190035 FOX MECHANICAL SUB (303)548-7742 PHILLIP BELL 202102 GNP, LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 301 / BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 28,415.00 FEES Total Valuation 0.00 Plan Review Fee 317.23 Use Tax 596.72 Permit Fee 488.05 Investigative Fees 488.05 ** TOTAL ** 1,890.05 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. City of Wheat Ridge Comm. Tenant Finish PERMIT - 202000518 PERMIT NO: 202000518 ISSUED: 05/07/2020 JOB ADDRESS: 6985 W 38th Ave EXPIRES: 05/07/2021 JOB DESCRIPTION: SWO Commercial Tenant Finish to include new walls to create new utility room and retail room space; new mechanical, electrical, and plumbing, paint, flooring finishes, sink, pedicure and manicure stations - 1,040 sq ft total Tenant: Castle Searcy I, by m 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 further attest that I am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specitications. Signature of OWNER 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 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 m 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 ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Cgief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. 07;50 CDH O5/O7/2U2O' � SW0 commercial |enan C08022891 BPSP 6985 W 38th Ave 1,654.23 APPL/PERMIT NO: 20200051- R[ AMOUNTAMOUNTPAYMB\T C[lVLD 1`654.23 PP / 1877 AUTH COUEg 74832866 1`654.23 '(j60City of COMMUNITY DEVELOPMENT Building & Inspection Services 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 " Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits@ci.wheatridge.co.us FOR OFFICE USE ONLY Date: 3/ �0 Plan/Permit # A Plan Review Fee: Building Permit Application **z Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 6 R ®5 -.,est 3b " Property Owner (please print): jr, jos (�„� �' �,,, Phone: Zln . 9t -4.(o * Property Owner Email: W !�aS&a) w .l L,.YKLJ Tenant Name (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: '0,50 7e"tn�45o vL -ruh- City, State, Zip: cJmyU L'40 cu Arch itectlEngineer: Re Kici a i Architect/Engineer E-mail: Ya2110,Lk a7 rackasck.comPhone: 303 .2't9 .11 Contractor Name: City of Wheat Ridge License #: _ l SD 3y(� Phone: -420- M4 L� Contractor E-mail Address: M ��Ibtc't• d7 I��lldcv..cor For Plan Review Questions & Comments (please print): CONTACT NAME (please print): ( 0o too k 9-t'K-'L1"_eA Phone: 3b3. 2qq. 1151 CONTACT EMAIL(please print) 6_ :ek I -( c"korc— cow. 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 # r ttlrtwld Anpir r,rtn x �' � � � �tatriir.�s.6arnl4`A t!lerni7 W+P.ad�?R�I❑-49>'�9 .. - �.1�. • # F -1 P4dn : a.•, E� -mw An : Jk•. f;, 95 City and tow tr aL. M Girt Lm �rww%6wQr-yca CnntrActor Permbt Pott! _ _ tam�aitta: - • .iv►e� ►-tea -- -- j� For NAWAUli u'ICt tl rft sis. n lata Cit C ih3 t1l 1 = atxr 3 a dU jimr? CM ("Doe of **M trft • ro . �ftldl,lr.Trlj ar.r,n rte +l+tt.+= ,,: ,* ,:: rw.r t �.� ► ae ow�r2t).ti ia- :�Yaar r�6., F11t KIM -- ► an s t upmm u.lr Ban tfot k t "lxamrrW �-3• 1 - y!�'.Imm A46 PU :aleltt now --_ TW.IM AV Ff-rw- SAt_C3-Cf- j ��'#91." 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[ 1t t�irtl d tcdul l- to V* nat•t paid pp;nt: ap{ ilii° `Prcu 1mT3 L tvvY blit tceatfd or Wn le' EI# 4t Ow f1w"I 1r3pr S?10ct at%l lw ftlit Apa ;ttfat 1691 1:1 tt bus' @ds _i -mM ttt4 oscil -pilon !tr Ow r,t 1'v ww lbew ,J 111L ju sed, q.p,pDr@jR d6";t vm IN pCtlir-d t,giir taot km K 'favy rix pit" f %*tUrrt Tt+ jelut .XP'AOlJ6 ` ied84 dUOrF W1 t i att_ett J104 bi Cl Citify CTI Me Or.%rrfA' --i1 ptc,M:t a r1w r'App1h .at wt" ''+1 of 09 Hain POW kq"-s+a i 111m rr V 38ed IMI al ap, AcdW++f0bl. 3 ONI is t v IfUll AMU t)lM SE,- On7 -111he set b! catkin( ItP -,rhom; a Fr10 ' bctron t cir4f'I tar.•; .. ytrr•" I E71 lip ocr(-ow%-fmkp mi r Us.: :)is &:" C:I Is .114 ►Fr• Icr tow I I I f 'L, -Ot .hock mr'I'an% wit lar : Complete all highlighted fields. 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. Ft./LF 7rM,,} f,�,,c\— Q 4iQ�r� � �mc� sf J, �„cts1=�� cow a c� -,"N 5�&a -44 AA.0 O tave.c a„ Nd� Swlo W -0-A. ,, c A s (Ze cxy&r -ko �- 01C ')� UMI,d n '.� �bo,.,� �Y,a c.c . �1 rte,a, Iv�� A'. 'ca 1 e1t0kc-a1 6---6- ypl�.A—Vs--. .to nacL3tgb��- -� ne�.aC BTUs Gallons . Amps Squares For Solar: KW # of Panels Requires Structural For Commercial Projects Only: Occupancy Type: Construction Type: J5 Occupancy Load: 1 *4- Square Footage: /o'40 Project Value: (Contract value or the cost of all materials and labor included in the entire project) g 20, ooU OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. 1, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CO TRACTOR) or AUTHORIZED REPRESENTATIV) of WNER) CONTRACTOR) Signature (first and last name): ,, [[ DATE: 05/ n5r/20Lo Printed Name: ZONING COMMMENTS, Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: 4/28/2020 PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: B CONSTRUCTION TYPE: VB 1040sf x $27.32/sf = $28,415 Building Division Valuation: $28,415.00 RS i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: �t Wa `t., A� C Permit Number: L) I C7 7 ❑ No one available for inspection: Time I LSP `" AM/PM Re -Inspection required: Yes Ma. *When corrections have been made, schedule for re -inspection online at: http.lAvww.ci.wheatridge.co.uslinspection i Date:-';' c, D () Inspector: DO NOT REMOVE THIS NOTICE City o W heat�id.e COMMUNITY DEVELOPMENT SUBCONTRACTOR AUTHORIZATION FORM Mechanical Subcontractor This form must be completed & signed by the MECHANICAL SUBCONTRACTOR performing mechanical work on site. Subcontractor's insurance and license must be up to date prior to permit issuance. Project Address: b 9 w - -� iV-e- General Contractor: Company Name: �AC �WMAZ W ( °ca. ( Contact Phone #: Wheat Ridge Contractor License #: 19 o ° 3 C (required field) &-0 Lw"i,k �'o 3— Printed Name of Authorized Agent ign re of Authorized Agent Dat City of / Wh6at1,Pjdge COMMUNITY DEVELOPMENT SUBCONTRACTOR AUTHORIZATION FORM Electrical Subcontractor This form must be completed & signed by the ELECTRICAL SUBCONTRACTOR performing electrical work on site. Subcontractor's insurance and license must be up to date prior to permit issuance. Project Address: 6985 W 38th Ave., Suite 102, Wheat Ridge, CO 80033 General Contractor: Fabor, Inc. mlltifflkl- in 911TOW"l-box U11 \ `_ kttk c I C6 Company Name:MDU CSIQ e�f�'��Con 11`hone #: -7 lQ� (� Wheat Ridge Contractor License #: I 0 (required field) State License #:c c -:U I o C) q .� Master License #:-/m O VUV (0 Printed Name f Authorized Agent Signa re o Authorized Agent Date CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type- Pt-- \ Job Address: CAj Permit Number: C9-cj\ �0,;) �T) 7..9$ L f r Ll No one available for inspection: Time ('� ! (I LU AM/PM Re -inspection required: Vs No When corrections have been made, schedule for re -inspection online at: http✓/www.ci. wheatridge. co. usfinspection Date:- 1 - ) CJDL) Inspector: �i DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office 1 INSPECTION NOTICE Inspection Type: +`�^ Job Address: Permit Number: r a CA y ❑ No one available for inspection: Time o -1 AM/PM Re -Inspection required: Yes No,, When corrections have been made, schedule for re -inspection online at: http✓/www. ci. wheatridge. co. uslinspection Date: L" 1' i U '2 " I" Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office _1�9� INSPECTION NOTICE Inspection Type: r '' Job Address: Permit Number: k ► ! 1 5 � i ry G, cr U !1 � � � � t �:_1' (ell s r 7 r ❑ No one available for inspection: Time _QCC� f' AM/PM Re -Inspection required: YeV No When corrections have been made, schedule for re -inspection online at: http✓/www.ci. wheatridge.co. uslinspection Date: ,."� Inspector:--'-,- DO nspector:`_, DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: i s t �a>✓ �- Permit Number: C) � C r ... fm , A__ -- to k e n � S � � N i € Flllul� �E -6� ` 1 �r� G' � � � t l� !-�i*e S nfVe A J '? �'� Yf • L � �\ �S f� � � � � r f ❑ No one available for inspection: Time ` ` U L. AM/PM Re -Inspection required: Yes No'R When corrections have been made, schedule for re -inspection online at: h ttp ✓/www. ci. whea tridge. co. uslinspection Date: 6v S Inspector: DO NOT REMOVE THIS NOTICE I* � 4 i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Y r` Job Address: `_3 tip-' C_ Permit Number: c \ c):) E ❑ No one available for inspection: Time _ `` AM/PM Re -Inspection required: Yes No When corrections have been made, schedule for re -inspection online at: http.I www. ci. wheatridge. co. u$linspection Date: -Ce "? 1 Inspector: DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION 140TICE 40) G- Inspection Type: Job Address: l'�` � 1A Permit Number: ;3k0 f cf> ? 1 s ` ❑ No one available for inspectio Time p q Re -inspection required: Ye�e,eQ When corrections have been made, schedule for re -inspection online at: http✓/www, ci. wheatridge. co. uslinspection Date:PInspector: DO NOT REMOVE THIS NOTICE g. City of Wheat Ridge AP Commercial Sign PERMIT - 202000283 PERMIT NO: 202000283 ISSUED: 02/07/2020 JOB ADDRESS: 6985 W 38th Ave EXPIRES: 02/06/2021 JOB DESCRIPTION: Commercial signage for coffee shop. Vinyl and hand painted lettering on windows. Square footage 1604 *** CONTACTS *** OWNER (210)887-6781 BARTA HOUSE LLLP *** PARCEL INFO *** ZONE CODE: UA / Unassigned SUBDIVISION CODE: 301 / *** FEE SUMMARY *** Total Valuation Plan Review Fee Use Tax Permit Fee ** TOTAL ** *** COMMENTS *** USE: UA Unassigned BLOCK/LOT#: 0 / ESTIMATED PROJECT VALUATION FEES 0.00 39.33 31.50 60.50 131.33 1,500.00 *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. A City of Wheat Ridge Commercial Sign PERMIT - 202000283 PERMIT NO: 202000283 ISSUED: 02/07/2020 JOB ADDRESS: 6985 W 38th Ave EXPIRES: 02/06/2021 JOB DESCRIPTION: Commercial signage for coffee shop. Vinyl and hand painted lettering on windows. Square footage 1604 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 thispermit and perform the work described and approved in conjunction with this permit. I further attest that I am le ally authorized to include all entities named within this document as parties to the work to be performed at 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 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 andprocedures 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 ce or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any code of any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature ogChief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of �VV' heat �idge MMJ UNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(q-)ci.wheatddge.co.us FOR OFFICE USE ONLY I Date: Plan/Permit # 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: 6985 W 38th Ave. Suite 101 Property Owner (please print}: Barta House LLP, Weston Gouger Phone: 210-887-6781 Property Owner Email: wgouger@gmail.com Tenant (Commercial Projects Only) Stylus & Crate Tadd Overstreet- Owner 303.819.7894 Property Owner Mailing Address: (if different than property address) Address: City, State, Zip: Arrow B Architecture Architect/Engineer: Architect/Engineer E-mail: ally@ arrowbarchitecture .com Contractor Name: Spectrum General Contractores City of Wheat Ridge License #: Contractor E-mail Address: john[@spectrumgc.com For Plan Review Questions & Comments (please print): Phone: 303.954.8222 Phone: 303.718.0606 CONTACT NAME (please print): Tadd Overstreet Phone: 303.819.7894 CONTACT EMAIL(p/ease print): tadd@stylusandcrate.com Sub Contractors (Must provide Wheat Ridge License No.): Electrical: Plumbing: W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # Mechanical: W.R. City License # ©COMMERCIAL ❑ RESIDENTIAL 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. window signage for coffee shop, Vinyl & hand painted Lettering on windows. See attached documents for mockup and size calculations total signage will cover approximately 15.5% of store front windows and doors. Sq. FULF Amps 1604sq ft BTUs Squares Gallons Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ $1500 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 frill 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 truthf ilness of the information provided on the application. CIRCLE ONE: (011/ 4ER) (CONTRACTOR) I r 0 "7HORIZED REPRESENT4TIT L) of (OWNER) (COA'TRACTOR) 00, Signature (first and last name): DATE:cP17 AL Z10 Printed Name: Tadd Overstreet ZONING COMMMENTS: 24�e oj' - U Reviewer. -L 1-IlDe40 BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: __J 19" 40" 84" 34"10 . --. 3.5" *Not To .SORLe 1- 34" 58" 3411 ff 19" VV ffl co ee vin I a es y Reviewed fo ning Compliance by the �► City of Whe idge Planning Division APPR ED IT DATE: Zp 2a COMINIENT #aaaoba a 9,3 Stylus & Crate Window Sign Permit Request Tadd Overstreet 303.819.7894 tadd@stylusandcrate.com 61" 19" Panel A Panel B Panel C Panel D Panel E Panel F Panel G Panel H Panel Panel L Window Measurements Sign Measurements F ' • • a i ■ � f .. ■ i s e .. :. . YXIM Sign Measurements Total 1 336 1 2.33 35" Reviewed for Zoning Compliance by the Nk' : City of Wheat Ridge Planning Division �%''� 50" APPROVED l 8Y: DATE: ID 7_0 OMM ENTS: -otal Square Feet of `windows arc Signs i Pfimcwy Window 92.96 16.28 11173 DoAx 27.15 2.33 a.6% Totc 1 12U.1 1 18.61 15..570 Note: there is " baclegrou wd ow Letteri vv'o or 10e)o Stylus & Crag Window Sign Permit Request Tadd Overstreet 303.819.7894 tadd �stylusandcrate.com 22„ waffles 1211 18" i 11" cotte,�_ 11" 14" 10" 18" 12" Artist Rendering Primary Window • a i ■ � f .. Total 1 336 1 2.33 35" Reviewed for Zoning Compliance by the Nk' : City of Wheat Ridge Planning Division �%''� 50" APPROVED l 8Y: DATE: ID 7_0 OMM ENTS: -otal Square Feet of `windows arc Signs i Pfimcwy Window 92.96 16.28 11173 DoAx 27.15 2.33 a.6% Totc 1 12U.1 1 18.61 15..570 Note: there is " baclegrou wd ow Letteri vv'o or 10e)o Stylus & Crag Window Sign Permit Request Tadd Overstreet 303.819.7894 tadd �stylusandcrate.com 22„ waffles 1211 18" i 11" cotte,�_ 11" 14" 10" 18" 12" Artist Rendering Primary Window 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: 1 _ Job Address: 0 0�1 �� Permit Number: k C; I ❑ No one available for ins ection: Time 'l^ p AM/PM a , ... Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: �'t.� U._U Inspector:=` DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: f t' = bzz> �� Permit Number: '.. ❑ No one available for inspection: Tim MnPM Re -Inspection required: Yes Vo When corrections have been made, schedule for re -inspection online at: http✓/www.ci. wheatridge.co. usfinspection Dat , - Ins ' e�tor: l y f i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: f) -I j Vuh (�, Permit Number: �2 6) ! cl 0 r) ) n ri _--- rj�111 I't s i, ❑ No one available for inspection: Time,,-*'--') AM/PM Re -Inspection required: Yes-' No When corrections have been made, call for re -inspection at 303-234-5933 � Date: ° Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: m I-) Job Address: fl'�' �• ��L, Permit Number: e1 it ti a t ❑ No one available for inspection: Time ; ` - �j AM/PM Re -Inspection required: Yes -Nb - - When corrections have been made, call for re -inspection at 303-234-5933 1 �r Date: �. It, Inspector: k 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: ` �j(--) 1_ Job Address: Permit Number: c--)(::) \ CA, Q) it \.I(., ❑ No one available for inspection: Time U 6 u AM/PM Re -Inspection required: Y s When corrections have been made, call for re -inspection at 303-234-5933 Date: � � lcky 7 Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Comm. Tenant Finish PERMIT - 201902122 PERMIT NO: 201902122 ISSUED: 01/17/2020 JOB ADDRESS: 6985 W 38th Ave EXPIRES: 01/16/2021 JOB DESCRIPTION: Tenant finish - 1,640 sq ft total Tenant: Stylus and Crate Coffee *** CONTACTS *** OWNER (303)237-1810 BARTA HOUSE LLLP GC (303)329-8003 OLIVER LOFTUS, JOHN LANPHIER 080173 SPECTRUM GENERAL CONTRACTORS SUB (303)456-6746 KENNETH E. APPELHANS 020746 APCO ELECTRIC, INC. SUB (303)421-4020 ALLEN CAMPBELL 021467 ALLEN'S HEATING, A/C & S.M., I SUB (303)778-0536 DENNIS R. CARTER 018206 D.C. PLUMBING CO. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 301 / BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 155,800.00 FEES Total Valuation 0.00 Plan Review Fee 970.61 Use Tax 3,271.80 Permit Fee 1,493.25 ** TOTAL ** 5,735.66 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. Site signage will require separate permits. V � il 4 City of Wheat Ridge Comm. Tenant Finish PERMIT - 201902122 PERMIT NO: 201902122 ISSUED: JOB ADDRESS: 6985 W 38th Ave EXPIRES JOB DESCRIPTION: Tenant finish - 1,640 sq ft total Tenant: Stylus and Crate Coffee 01/17/2020 01/16/2021 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 further attest t I am legally authorized to include all entities named within this document as parties to the work to be per an at a w9r iertormed is disclosed in this document and/or its' accompanying approved plans and specifications. ,:Z,- 7Az.'' _i� 0 Signature of OWIGER 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 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 of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable 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 B8 MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of W heat 1?idge COMMUNITY DEVELOPMENT Building & Inspection Services i 7500 W. 29th 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: r Plan/Permit # ' 1 �p)4 Plan Review Fee; ) I Building Permit Application *** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: LAS J w Z✓s-�'\ xgw�e Property Owner (please print): J6SAU A At`1VOA, Phone: �Cj• �2 • ��� Property Owner Email: Nt- hDM C C-�` A\k,. WWV Tenant Name (Commercial Projects Only) 9 L� AN10 UV- ftt Property Owner Mailing Address: (if different than property address) Address: 2A(xGj Noowt-\ Swe'rt City, State, Zip: \J'W V'\V(Jt I LO cbmU;� Arch itectlEng i neer: P&Q \4 V-7 KC�M"i C'C )0 Architect/Engineer E-mail:ShPcNECA' W������ �'�P oh ne: '�U� •°«`'t• VYZZ Contractor Name: '*V)V City of Wheat Ridge License #: Contractor E-mail Address: Phone: For Plan Review Questions & Comments (please print):(C�t CONTACT NAME (please print): �cl�� Phone: • ���. �Z� CONTACT EMAIL(please print): AL�`�C Pc`�'O�W��'a C-C�LL'�U'Q.G • LON\ 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 # 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. I gab S Co�h�i� suv A'E�AhA ' � I N A W Pc M\ 0ALLh pnip vw wvev- "toe ?' 61 Wf?) PcNN) Pc�c�S ��� '�vrrtsN�� 1N(-��'D� P�c�t � �l t�� WKu•l.�-���1 A1s� Sq. Ft./LF ` IBTUs Gallons Amps 0C _ Squares For Solar: KW # of Panels Requires structural For Commercial Projects Only: Occupancy Type: Construction Type: \1'92 Occupancy Load: �_ Square Footage: 1 I log b Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 1�J 1800 . 00 OR'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 Ride 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) Signature (first and last name): Printed Name: ZONING COMMMENTS: /V1 "- N Reviewer. 10/ BUILDING Reviewer: or AUTHORIZED REPRESENTATIVE) of (OWNER (CONTRACTOR) DATE: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: 101 t ok COMMENTS: CONSTRUCTION TYPE: Building Division Valuation: l t Address. Permit Application - Print Preview Addr/Street: 6985 West 38th Avenue City/State: Wheat Ridge CO Zip Code: 80033 uwner. First Name: Joshua Last Name: Andert Business Name: Phone: 7158218038 Phone AH: 7158218038 Cell Phone: 7578466955 Fax: Addr: 3465 Newton Street Suite: City/State: Wheat Ridge CO Zip Code: 80033 Email: joshua.andert@gmail.com -)ccupanr. Building: Un -named structure Occupant: Stylus and Crate Suite: Property Use Type: Commercial Job: Job Type: 2 Existing Building/ Tenant Improvement Sq Ft: 1,640.00 Cost: $155,800.00 Desc: Coffee shop tenant in a warm vanilla shell space recently renovated under a core and shell permit Comments: y City of RW h6,a- t ick. COMMUMTY,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: 6485 W. 38th Ave. Wheat Ridge 80033 Permit #: General Contractor: Spectrum General Contractors Electrical Sub -Contractor Company Name: Afto EtQG� L t jnc_ Phone #:.30-A y5U 618.1 b State License #: 532 Master #: atr ►3 Wheat Ridge License #: 0101$1ta (required field) I II(a law) o nature of Au h rized Agent Date Plumbing Sub -Contractor Company Name: Phone #: State License #: Master #: Wheat Ridge License #: (required field) Signature of Authorized Agent Date Company Name: Phone: Wheat Ridge License #: (required field) Signature of Authorized Agent Date City of Wh6atf dgCOMMUNiTy 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: 6985 W. 38th Ave. Whcat Ridge 80033 Permit #: General Contractor: Spectrum General Contractors Electrical Sub -Contractor Company Name: State License #: Wheat Ridge License #: Signature of Authorized Agent Plumbing Sub -Contractor Company Name: State License #: Wheat Ridge License #: Phone #• Master #• (,required field) Date Phone #: Master #: required field) Signature of Authorized Agent Date Mechanical Contractor Company Name: 0ri #;4firA_Z (�S,.r� , Phone: SL)3 - Wheat Ridge License #: 7 (required held) Cx Signature of Autilfrorized Agent Date City of AT id e Jt,4 DE -LOPMENIT SUB -CONTRACTOR AUTHORIZATION FORM his form must be signed `ij each sub -contractor. This form will not be accepted Ncith 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: 6"5w. Permit #: _ General Contractor: Spectrum General Contractors Electrical Sub -Contractor company Name: Phone #. State License #: R heat Ridge License #: Master #: Signature of Authorized Agent Date Plumbing Sub -Contractor Companv ame:,!C P/ Phone #: X 7 8 055 C ­ State State License #• 5('o Master #: % �Z�rC+5 Wheat Ridge License # �` � Z � � — ��' <e �"z m: '•.:Y Signature of Authorized agent Mechanical Contractor Compan., Name: Wheat Ridge License #: Signature of Authorized Agent Dae J T Phone: Date 0 rh w N' r a W 0 re M r - a r z O n ro a n � r• m O MMK m O a r re n n m m rr 11 mPj a m 0 "a P. K E rt n x m re H cl H m m fD H O H M x t '* a 0 m &I m n Cr ro r H � H 0 z �. O 0 K R CCD 00 0 0 w w A7 � y x• V n � O O n D `SCo ° A t Baa ft T Z O cz o 0 It a z o b � p x m a o C z fb N• ofDO 0 e ft n° O � a f NfT, 5 � am d d � o � � � N � O City of Wheat Ridge Commercial Electric PERMIT - 201902521 PERMIT NO: 201902521 ISSUED: 12/04/2019 JOB ADDRESS: 6985 38th Ave Suite 102 EXPIRES: 12/03/2020 JOB DESCRIPTION: Termporary interior lighting **REVISION: Adding interior power; Added valuation: $1,250.00 *** CONTACTS *** OWNER (303)237-1810 BARTA HOUSE LLLP SUB (720)490-5267 JOEY MAES 190298 MOUNTAIN AREA ELECTRICAL SRVS *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 301 / BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 2,500.00 FEES Total Valuation 0.00 Use Tax 52.50 Permit Fee 93.35 ** TOTAL ** 145.85 *** COMMENTS *** *** CONDITIONS *** Work must comply with the 2017 NEC, 2012 IBC and other applicable codes and ordinances. Work is ubject to field inspection. I, by my si nature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications; applicable ilding co s, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the g caner e property and am authorized to obtain this permit and perform the work described and approved in conjunction with thi e i . furt , r test that I am legally authorized to include all entities named within this document as partes to the work to be peer d that work to be performed is disclosed in this documentand/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 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 applicable code or any ordinanSr,or regulation qVihis 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 midge COMMNIT UY DEVELOPMENT Building & Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: perm its(cki.wheatridge.co.us FOR OFFICE USE ONLY Date: ) �� � lz Add to Permit # n Building Permit Revision/Amendment Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 9�5 w Owner (please print): U)n �) R 6 () Uq -Q- �— Phone.2 J 0 –"� -2– 6 Property Owner Email: LA�Igo( )sem c ��� No:( �. Mailing Address: (if different than property address) Address: City, State, Zip: Submitting Com ag_ny: mc(. .6 ,ta�q � Contact Person: i "�`S �' �i U� \ -e) Phone: 7 d Contractor: Contractors City License #: qc) C" As Phone: '-� = i �� S�a(or Contractor E-mail Address: kL (/� 't-� a. M,41,A4Y c,-- alec ,cCiw\- Please Note: Additional valuation must include all general and subcontracted work to be performed related to the revisions and/or amendments declared in the description of work and which were not included in the original permit valuation. If revisions or amendments increase the original valuation, additional fees will be due at the time of approval. Depending on the scope of work, additional plan review fees may be due upon approval ($60.00 an hour — 2 hour minimum). Description of revised/amended work: 1 VA Sq. Ft./LF Amps Btu's Squares Gallons Other P eet Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) C) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLEONE::� (OWNER) (CONTRACTOR) or (AUTHORIZED EP /SENT TIVE) of (OWNER) (CONTRA/CTs1R)` PRINT NAMEJtK \ Y Laid SIGNATURE: � DATE: ! v DEPARTMENT USE ONLY ZONING COMMMENTS: OCCUPANCY CLASSIFICATION: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ i CITY OF WHEAT RIDGE Vr Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: C" Permit Number: I ❑ No one available for inspection: Ti Re -Inspection required /Y No When corrections have been made, schedul http://www.ci.wheatridge.co.usA1nspectio0-= - Date: f 4 Inspecto AM/PM for re -inspection online at: i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type:T7 ' Job Address:Ca- t Permit Number: w ❑ No one available for inspection: Tim6l- -M � Re -Inspection required: Yes I' ~."-- When corrections have been made, schedule for re -inspection online at: http✓/www.ci.wheatridge.co.0 ps pec ---------- Date: Inspector, A i CITY OF WHEAT RIDGE - Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time�`�}G,_- .01 Re -Inspection required: YesCNo When corrections have been made, schedule for re -inspection online at: httpYA,vww.ci. wheatridge.co. uslinspection Date: J Z_- mi=l`'- / °j Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Commercial Electric PERMIT - 201902521 PERMIT NO: 201902521 ISSUED: JOB ADDRESS: 6985 W 38th Ave EXPIRES JOB DESCRIPTION: Termporary interior lighting *** CONTACTS *** OWNER (303)237-1810 BARTA HOUSE LLLP SUB (720)490-5267 JOEY MAES *** PARCEL INFO *** ZONE CODE: UA / Unassigned SUBDIVISION CODE: 301 / 12/04/2019 12/03/2020 190298 MOUNTAIN AREA ELECTRICAL SRVS USE: UA / Unassigned BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 1,250.00 FEES Total Valuation 0.00 Use Tax 26.25 Permit Fee 53.70 ** TOTAL ** 79.95 *** COMMENTS *** *** CONDITIONS *** Work must comply with the 2017 NEC, 2012 IBC and other applicable codes and ordinances. Work is ubject to field inspection. 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 e t. I furt r attest that I am le�ally authorized to include all entities named within this document as parties to the work to be p �d and t t all work to be performed is disclosed in this document en ;or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) /Dat 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, 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 maybe subject to a fee equal to one-half of the originalpermitfee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or 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 ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature d1 i9f' ding Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of W heat Ige COMMUNITY DrvFtOPMENT Building & Inspection Services 7500 W. 291 Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 " Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: Permits(cDci.wheatridae.co.us I FOR OFFICE USE ONLY I Date: ' P 4 / Plan/Permit # n () I h 1 1�J1 v 6 3a I 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 y 6s- W -�� A \m `16U3 C. Property Owner Email: W d q -e Tenant Name (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: City, State, Zip: Arch itect/Eng1neer E-mail: Contractor Name: 7(DUk Phone: Phone: 1-0- 3V -W0 Cki v, Rc_" C'CC iCICC V S(v v l cle! City of Wheat Ridge License MI q(Daq $ Phone: Contractor E-mail Address:LVAO ckn I l For Plan Review Questions & Comments (please print): CONTACT NAME (please print): A . 44 1a V1 Phone 7)' -u -L 5 0 J CONTACT EMAIL(p/ease print): LCAAO'n'_'� WA M� � f C ''CGS Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # Complete all highlighted fields, if applicable. 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 BTUs Gallons Amps Squares For Solar: KW # of Panels Requires Structural For Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Square Footage: Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record: that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the ap lication. CIRCLE ONE: (OWNER) dNTRACT or (AUTHOR ZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and las name): .r, DATE: l� ` Printed Name: & ► ' `U � V ✓ `a -� S ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: I* � 4 i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: it Job Address: IIL"( ,1 �,� --4� A� L Permit Number: v ❑ No one available for inspection: Time ick5717 AM,,CPM Re -Inspection required:Qes No When corrections have been made, schedule for re -inspection online at. httpYwww.ci.wheatridge.co.usrnspection ( Date: 1,'� ' \'`1 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE - Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type:__ Job Address: o!5�, C ° Permit Number: 0 -- At t ❑ No one available for inspection: Timms' } Re -Inspection required 6y When corrections have been made, schedule for re -inspection online at: http✓/www.ci.wheatridge.co.us4insp tion Date: Inspector. f DO NOT RAVE THIS NOTICE `�'� r s, i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: �" , �� 4-Y, Job Address: Permit Number: r•- rl� ❑ No one available for inspection: Time AM/PM r Re -Inspection required:s No When corrections have been made, schedule for re -inspection online at: http✓/www. ci. wheatridge. co. u-%rinspection Date:_1 I IC Inspector:, .� • DO NOT REMOVE THIS NOTICE City of Wheat Ridge Comm. Tenant Finish PERMIT - 201803275 PERMIT NO: 201803275 ISSUED: 02/21/2019 JOB ADDRESS: 6985 W 38th Ave EXPIRES: 02/21/2020 JOB DESCRIPTION: Commercial Tenant Finish to first floor commercial space; second floor residential apartments; new roof deck - 6,600 sq ft total Tenant: Barta House LLP **REVISION: Deletion of 1st floor tenant improvement. 1st floor retail spaces to be left as cone and shell finish. **REVISION 2: Change/Reduce scope of work on 1st floor; No added valuation *** CONTACTS *** FEES Total Valuation OWNER (715)821-8038 BARTA HOUSE LLLP 2,949.08 Use Tax GC (720)402-4336 Michael Gilbert 180346 Faber, Inc SUB (970)274-4310 Matthew P. Heffernan 150202 Electrical Systems Inc. SUB (720)336-3582 JOSH BRADLEY 190040 BRADLEY PLUBMING SYSTEMS INC SUB (303)229-9169 STEPHEN FOX 190035 FOX MECHANICAL *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 301 / BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 535,909.00 FEES Total Valuation 0.00 Plan Review Fee 2,949.08 Use Tax 111254.09 Permit Fee 3,910.05 Plan Review Add'1 60.00 ** TOTAL ** 18,173.22 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. ***Final required parking spaces to be determined by what commercial use occupies 1st floor. A shared parking agreement may be required.*** Site signage will require separate permits. r ► # 4' City of Wheat Ridge Comm. Tenant Finish PERMIT - 201803275 PERMIT NO: 201803275 ISSUED: 02/21/2019 JOB ADDRESS: 6985 W 38th Ave EXPIRES: 02/21/2020 JOB DESCRIPTION: Commercial Tenant Finish to first floor commercial space; second floor residential apartments; new roof deck - 6,600 sq ft total Tenant: Barta House LLP **REVISION: Deletion of 1st floor tenant improvement. 1st floor retail spaces to be left as cone and shell finish. **REVISION 2: Change/Reduce scope of work on 1st floor; No added valuation I, by in 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�ppermit. I further attest that legally authorized to include all entities named within this document as parties to the work to be performed and t at allYork t pertormed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWE`] i!(r 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 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. Thei ance or granf of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any app ca e c e or a rdinance 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. FOR OFFICE USE ONLY LI't Of Date: W h6 t .9e ', L / o� �� f MMUNITY DEVELOPMENT Add Add to Permit# Building & Inspection Services Division `r 7500 W. 2911 Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: Permits(cDei.wheatridae.co.us Building Permit Revision/Amendment Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 6 1? 8 S W .4 yC Property Owner (please print): W Fadt L Gcucie Z -:Sosw A%o`rie(- z%-,5�- 82 i - 8o3 g Property Owner Email; Mailing Address: (if different than property address) Address: 3 y �o S tyf City, State, Zip: 10f efiT (MQ E (� Q A co 33 Contact Person: Contractor: Ut t. -D' Contractors City License #: Phone: %2 Q W 2 V33 Sy Contractor E-mail Address:��.� FA'�3t '�o�i�. com Please Note: Additional valuation must include all general and subcontracted work to be performed related to the revisions and/or amendments declared in the description of work and which were not included in the original permit valuation. If revisions or amendments increase the original valuation, additional fees will be due at the time of approval. Depending on the scope of work, additional plan review fees may be due upon approval ($60.00 an hour — 2 hour minimum). Description of revised/amended work: C NG "�R�rx scofp- C� 15" R- MR (010- P -Oe-" "l oto ' . Gallor6 AfHn- • Additional Project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) ,. OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT ,tr I hereby certify that the setback distances proposed by this permit a lication are ec� e a d1,d�trof fiolate,. a`ppficabk rdinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of ecoid'that ah.1asurements shown and allegations made are accurate; that I have read and agree tg-abide,by-all gonditions printed Qn this applicatioV arW that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issutd based orti this apphcation _t6t I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (AyTHORIZEDREPRESRNTdTIVE of rO�iN�R;1 CONTRACTOR) F "MST&I w SIGNATUL,AE•1PRINT NANIE: �•9.12 - ?"o/ ? DEPARTMENT USE ONLY ZONING COMMMENTS: OCCUPANCY CLASSIFICATION: Reviewer: ' O r' S , BUILDING DEPARTAAEAT COMMENTS: Revie r: P PUBLIC WORKS COMMENTS: Reviewer: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ l �( i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: 'Z t�6 Job Address: Permit Number: '2t�5 - �- r � - 4 tom. - ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes When corrections have been made, schedule for re -inspection online at. http✓/www.ci. wheatridge.co. usrinspection Date: 2c. Insp or. DO NOT REM E THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ;� '.--�� :-? -�-) Job Address: V C _ Permit Number: if-/ . N, ❑ No one available for inspection: Time V; M/ M � Re -Inspection required: Yes`( No a� <t When corrections have been made, call for re -inspection at 303-234-5933 Date: 1 ° % ZI.-i Inspector: f DO NOT REMOVE THIS NOTICE TEMPORARY CERTIFICATE OF OCCUPANCY Permit Number: 201803275 CITY OF WHEAT RIDGE 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Date 08/05/2019 *Stipulations: This TEMPORARY Certificate of Occupancy is issued for (4) residential units and rooftop deck for the business of Barta House located at 6985 W 381h Avenue and expires on October 30, 2019 at 5:00 p.m. MST. Occupancy shall cease after such date and time unless a new Certificate of Occupancy is issued and posted prior to the expiration of this certificate. This certificate verifies that the building constructed and/or the use proposed of the building and/or premises, under the above permit number and on property described below, does comply with the Wheat Ridge Building Code, Zoning and other related land use and development laws of the City of Wheat Ridge, and may be occupied for the use specified. OWNER: Barta House LLLP: ADDRESS: 3465 Newton Street, Wheat Ridge, CO 80033 CONTRACTOR/ADDRESS: Faber, Inc., P.O. Box 251, Indian Hills, CO 80454 PROPERTY ADDRESS LEGAL DESCRIPTION 6985 W. 381h Avenue. Wheat 39-234-10-001 CO 80033-4965 FOR THE FOLLOWING PURPOSE Remodel Use: R-2 Code Edition: Spinklered: ■ 2012 ICC / 2017 NEC No change shall be made in the Use of this building without ■Yes prior notice and a new Certificate of Occupancy oNo from the City of Wheat Ridge Chief Building Official Zoning Administrator 41 CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office o (303) 237-8929 Fax INSPECTION NOTICE Inspection Type*-.. Job Address: a;g. Permit Number: 7, Ll No one available for inspection: Time I't� �/P M Re -inspection required: Yes' No When corrections have been made, call for re -inspection at 303-234-5933 inspector: DO NOT REMOVE THIS NOTICE 11.1 i CITY :QF:WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: d Permit Number: Re -Inspection required: Yes No When corrections have been made, a for re -inspection at 303-234-5933 Date.®.. LInspecto -- DO NOT RE VE THIS NOTICE W a > a) O ca Wm O oyo w� d CD 'Y O O r N (D C:} c� i, CL o° �C Vr 0 ,o 0 Lo OL O N '— (DN M 0 N cu m c r c v_ aS O r Q C O 0�a) M CU CL U')SQ m; Lo C N M N .� V c c 0 m a) _0 E O w M O 'a V a) O U) U aw a) +- Q 00 M O Ci M `c0 "�70 O U p m O� U `� W O O 4- o a) L cn U v- G) O GO A 0 Q) aa)) �� O C O o 0. 0 0 o 3: N c N) .0 -0 a) � :� o Q) a) c0 ?� Q f" Q Q O (1) m cV a cv d sC� O ♦`En v =NU �3 �>,� O _c r _ d a) LO LL a> w .c o O o a) Z x O ca O o O u) .. UL C U OO ` p O a c to .- m 0W CO � > � O _ d m o� O O CD colO ¢ V ♦� V V~ K) = U O c (/� a w O O 4— c� cb a ` o � c °o co o s O W CU ca o w _ �y 0-0 m i>>rn OU -o -0 a) o) -2U p cN =-r- � �� Q-C a o� t� >—a) LL cc M V LO 0 M cD p a) CL J W Uj U' O ao LU -r- i�"C Z p W Z Q O M ami U £ a a) !A C E O p _ N F� m ca � O p = Q p �_ O U L yj 4-- L 'o C N co0 a p J O Z w cn 0 a) m� "O m () } U) LL c" O N � Z 'm c Z M .a Em w W p W W a w_U N .ky O U 3 Z < CD W d N O m -i 0 O Inspection online form: hftp://www.ci.wheatridgp.co.us/inspection Cancellations must be submitted via the online form before 8 a.m. the day of the inspection Inspections vAll not be performed unless this card is posted -Pin the project site Request an inspection before MIDNIGHT (11:59 PM) to recei an ins ection the following busines d r PENlIT:t ADDRESS; JOB CODE: Foundation Inspections Date Inspector Comments 102 Caissons / Pres 103 Footing / P.E. Letter ' 104 Foundation Setback Gert. 105 `Stem Walls 106 Foundation wall Insulation 107 Stab on Grade Do Not Flour Concrete Prior To Approval Of The Above Inspections Underground./ Slab Inspections Date Inspector Comments 201 UG Electrical/Cable/Conduit 202 Sewer Underground Interior ' �� . Lk r, A5 'i 203 Sewer Underground Exterior 204 Plumbing Underground; Interior 205 Plumbing Underground Exterior 206 Water Line underground Do Not Cover Underground or Below I In -Slab Werk Prinr Tn 4nnrnual Cif Tho Ahnua Incno.�4:....c SEE OVER FOR ADDITIONAL INSPECTIONS Rough Inspections Date Inspector Comments 302 Wall Sheathing 303 Roof Sheathing ' 306 Mid -Roof 304 Sheer Wall inspection 312 Temp. Const. Deter 308 Rough Electrical P �� �, 309 Rough Electrical Above Ceiling 310 Electrical Meter 316 Rough Mechanical -317 Rough Mechanical -Abase Ceiling, 313 Rough Plumbing 314 Rough Plumbing - Above Ceiling 315 Shower Pan SEE OVER FOR ADDITIONAL INSPECTIONS PERMIT: Q03)13 ADDRESS! 6L��� JOB CGDE: rt� Rough inspections (continued) Date Inspector Comments 311 Fire Stopping _ 401 Gasline Pressure Test 402 Gas Meter Release ` 301 Rough Framing (Penetrations complete) 3G5 Insulation 320 Drywall Screw and Nail 321 Moisture Board/Shower Walls 324 House WrapNapor Barrier 307 Metai/Lath/Stucco 323 Miscellaneous Final Inspections Date Inspector CommentsInitials i 403 Final Electrical I � do: 405 Final Mechanical -_ J6�: ® L> 407 Final Plumbing �'lj �1� P LLL$" toL �i 409 Final Roof 410 Final WindowlDoor 412 PW Field inspection** z,13 Flood plain Inspection** Request inspections from these entities one week in advance: *For Zoning, landscaping and parking inspections please call 303-235-2846 **For Public Works, ROW and drainage inspections please call 303.235-2869 I ***For fire inspections please contact the Fire Protection DIE-trict for your project. 4', 4 Fire tnsp. / Fire Protection"* , g 5 � %%' � 415 Public Work- Final** 416 Storm Water Mgmt.** ------ i i Zon'lna Final Inspection* License Approval ,Business 418 BuildingFinal Inspection Niote: All items mustae completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building Inspection does not constitute authoeization of occupancy. For Low Voltage permits please be sure that rough inspections are completed by the Fire District and Electrical low voltage by the Building Division. )5 F10JAIS f X20 -yo 2 - `-/3 36 Randy Slusser From: Sent: To: Subject: Attachments: Afternoon Randy, Michael Gilbert <Mike@fabercorp.com> Friday, August 2, 2019 2:23 PM Randy Slusser Fwd: West Metro fire re: 6985 w 38th ave Fire Watch executed 6985 W 38th Ave.pdf Please find attached letter from West Metro Fire allowing the building to be occupied through Monday morning via a contracted fire watch company. If you have any questions, please contact me via cell 720-402-4336 Michael Gilbert Faber inc Sent from my Verizon. Samsunt Galaxy smartphone -------- Original message -------- From: "Passmore, Joe" <JPassmore@westmetrofire.org> Date: 8/2/19 1:47 PM (GMT -07:00) To: Michael Gilbert <Mike@fabercorp.com> Cc: Life Safety <LifeSafety@westmetrofire.org> Subject: FW: Revised fire watch agreement Hey Michael You may occupy the space located at 6985 W 38th for the period stated in the Trident Protection Group contract attached and listed below: Trident Protection Group will provide security personnel for Fire watch security at 6985 W 3&,� AVE. Wheatridge CO, 80033 For continuous coverage Beginning August 2.d, 2019 9:00pm Ending August 5m, 2019 5:00 AM. That will take you up to your inspection with us scheduled for Monday morning August 5, 2019. If you do not pass your inspection, you would need to provide additional documentation that fire watch has been resumed if you choose to continue to occupy the space. Let me know if you need any further assistance. Thanks, Joe Captain Joe Passmore Deputy Fire Marshal West Metro Fire Protection District 433 South Allison Parkway Lakewood, CO 80226 (303) 989-4307 Ext. 530 jpassmore(a�westmetrofire. org OAM West Metro Fire Rescue Commission Fire Accrvditation International From: Michael Gilbert [mai Ito: Mike@fabercorp.com] Sent: Friday, August 02, 2019 1:23 PM To: Passmore, Joe; joseph@tridentprotect.com Subject: Revised fire watch agreement Please find attached executed PDF. Thank you FABER= MICHAEL GILBERT 720-402-4336 Mike@fabercorp.com ! ! ! ! CAUTION: This email originated from outside West Metro Fire Rescue's email server. Do not click links or open attachments unless you recognize the sender and have positive sender verification of the purpose of this email. Never enter USERNAME, PASSWORD or sensitive information on linked pages from this email. !!!! ! ! ! ! CAUTION: This email originated from outside West Metro Fire Rescue's email server. Do not click links or open attachments unless you recognize the sender and have positive sender verification of the purpose of this email. Never enter USERNAME, PASSWORD or sensitive information on linked pages from this email. !!!! -RI�ENT 3ROTECT1CD" GROUP Fire watch Security Contract Faber Inc. (hereafter "Client") and (Trident Protection Group) hereby agree to the following: Trident Protection Group will provide security personnel for Fire watch security at 6985 W 38th AVE. Wheatridge CO, 80033 For continuous coverage Beginning August 2"d, 2019 9:OOpm Ending August 5th, 2019 5:00 AM. Trident Protection Group will provide 1 employee to provide fire watch to help monitor and prevent any issues or concerns that the client may have, and to help maintain a safe environment. The Client will provide a staff member or representative to direct and inform the Security Company's employee so as to maximize safety and efficiency. The Security Company employee will use its best discretion in determining course of action should any incidents arise in the course of the Fire Watch, including the involvement of the police, Fire department, or any other entities if necessary. The Client agrees that no illegal or prohibitively dangerous activity will be allowed at the location during the event. The Client will pay $25.00 per hour of service. Any additional time required beyond the previously agreed upon time will be billed at $25.00 per hour. In witness to their agreement to the terms of this contract, the parties affix their signatures below: Michael Gilbert: Date: 08/02/2019 Joseph Morales /� YV In, 7fq- Chief Executive Officer Trident Protection Group e 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: Ory Job Address: Permit Number: e-- - A ❑ No one available for inspection: TimEE� AMS°M Re -Inspection requireci-,' Yes , No When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: ®O NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 23572855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: �`_ E k`� Permit Number: ❑ No one available for inspection: M Re -Inspection required: Yes � When corrections have been made, for re -inspection at 303-234-5933 Date -. Inspeeto DO NOT REMOII THIS NOTICE City of Wheat Ridge Comm. Tenant Finish PERMIT - 201803275 PERMIT NO: 201803275 ISSUED: 02/21/2019 JOB ADDRESS: 6985 W 38th Ave EXPIRES: 02/21/2020 JOB DESCRIPTION: Commercial Tenant Finish to first floor commercial space; second floor residential apartments; new roof deck - 6,600 sq ft total Tenant: Barta House LLP **REVISION: Deletion of 1st floor tenant improvement. 1st floor retail spaces to be left as cone and shell finish. *** CONTACTS *** OWNER (715)821-8038 ANDERT JOSHUA & WESTON GOUGER GC (720)402-4336 Michael Gilbert 180346 Faber, Inc SUB (970)274-4310 Matthew P. Heffernan 150202 Electrical Systems Inc. SUB (720)336-3582 JOSH BRADLEY 190040 BRADLEY PLUBMING SYSTEMS INC SUB (303)229-9169 STEPHEN FOX 190035 FOX MECHANICAL *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 301 / BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 535,909.00 FEES Total Valuation 0.00 Plan Review Fee 2,949.08 Use Tax 11,254.09 Permit Fee 3,910.05 ** TOTAL ** 18,113.22 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. ***Final required parking spaces to be determined by what commercial use occupies 1st floor. A shared parking agreement may be required.*** Site signage will require separate permits. City of Wheat Ridge Comm. Tenant Finish PERMIT - 201803275 PERMIT NO: 201803275 ISSUED: 02/21/2019 JOB ADDRESS: 6985 W 38th Ave EXPIRES: 02/21/2020 JOB DESCRIPTION: Commercial Tenant Finish to first floor commercial space; second floor residential apartments; new roof deck - 6,600 sq ft total Tenant: Barta House LLP 'REVISION: Deletion of 1st floor tenant improvement. 1st floor retail spaces to be left as cone and shell finish. 1, 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 permit. I further attesthat I a legally authorized to include all entities named within this document as parties to the work to be performed ar�d tlajt all w9fk to bee�rformed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of V OWNEK'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 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 n t proceed or conceal work without written approval of such work from the Building and Inspection Services Divas' 6. The s nce r gran of a permit shall not be construed to be a permit for, or an approval of, anviolation of any provision of any app" pp or a 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. i A " City of W heat j�clge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: perm its(d-)ci.wheatridge.co.us I FOR OFFICE USE ONLY Date: q / q Add to Permit # c /G3�� Building Permit Revision/Amendment Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. I G � Property Address: Property Owner (please print):�t�uSe Phone: LL{� Property Owner Email: W�6--k(1fj- t✓ ��y1�r�t t CclWt Mailing Address: (if different than property address) Address: _mos- o�16 VtA �1 Zip: O0c Submitting Company: 2 t" i \ A �av-p- LLC - Contact Person: (-( R jSLt to Phone: �5 �'��i(� -(O S -S Contractor: rc`,6u-- Zyv(C - Contractors City License #: Phone: Ik -a 0 a Contractor E-mail Address: M tj e,Q_ �G�O� C C�r� . ccro Please Note: Additional valuation must include all general and subcontracted work to be performed related to the revisions and/or amendments declared in the description of work and which were not included in the original permit valuation. If revisions or amendments increase the original valuation, additional fees will be due at the time of approval. Depending on the scope of work, additional plan review fees may be due upon approval ($60.00 an hour — 2 hour minimum). Description of revised/`amended work: lL G aleC-A64 . I " f4L L L t%1 -6L, Sq. FULF Amps spaces 4-,) ke— l -4 -- Btu's Squares t P rUv-CVA'9 An S �4 a+ aS cry -e- q SLe (( Gallons Other Additional Project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) $ , LlSJ DrP��L2 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER)( (CONTRA''CTOIR)( r (AUTHORIZED REPRESS TATI of (OWNER) (CONTRACTOR) PRINT NAME: 16 l L -1 �l (((T SIGNATURE: DATE: ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: Building Division Valuation: $ i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235.2855 Office • (303) 237-8929 Fax INSPECTION NOTICE A jf� paeoc% Inspection Type:' Job Address: 6cili7n, Permit Number: ! ( ❑ No one available for inspection: Tim Re -Inspection requireo,:' Yes No When corrections have been made, c11 for -1 ' i `7 In iAMym at 303-234-5933 I* � 4 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Timed '!YAM M Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date:-./ - `� 4`l Inspector: ----- DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building InspectionDivision (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax AJ INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Ti e �� Re -Inspection required: Yes//'No When corrections have been made, cw for re -inspection at 303-234-5933 Date: / Inspector:-'— - - DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: $ ` _ ❑ No one available for inspection: Tir%1;izf- AM/PM Re -Inspection requiredA2 No When corrections have been ade `mall for re-'pspction at 303-234-5933 Date: Insp.d ori l DO NOT REA40VE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235 85j5 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: l KY Job Address: y Permit Number: ❑ No one available for inspection: Time IN Re -Inspection required: ;s 'No When corrections have been made, c111 for re-inspectioaat - 34-5 33 Dat Da "' nspector. ®O 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: :124:2 Job Address: Permit Number: ❑ No one available for inspection: Tim Re -Inspection required: Yest No When corrections have been made, call for re -inspection at 303-234-5933 Date: ° /5' Inspector:— `-T----- DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: ti 4,. f Permit Number: (c ,1J�� "� ❑ No one available for inspection: Time Re -Inspection required: Yes,(' When corrections have been made, call for re -inspection at 303-234- Date.'--? _Inspector:� - DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building InspectiorvDivision (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ��• _ Job Address: IL-1-��- !�•! `G Permit Number: -7 ❑ No one available for inspection%:.T' e i M Re -Inspection required: Yes,` No When corrections have been made, call for re -inspection at 303-234-5933 Date: i,j —1 nspector: _ -- DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE _1�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:�J�3�J-t G Job Address: f i-• Permit Number: ❑ No one available for inspection: Tim �M/ Re -Inspection required:._ els' No When corrections have been made, .calhfor re -inspection at 303-234-5933 Date: 1"E _R I 5 ♦ s l s_ CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time- M M 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 CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line '(303) 235-2855 Office 9 (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: TZ a r'Nli:, Job Address: Permit Number: ❑ No one available for inspection: Time Qe1v1 OM/pm L Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date:— ' / - I / Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT -RIDGE Building"Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ) %;"j JobAddress: ` l� Permit Number: C____21�2 3,a 7`�_ ❑ No one available for inspection: 'AI�fV PM Re -Inspection required: Yef; Nop When corrections have been made, call for re -inspection at 303-234-5933 Date: % f Inspector: -- DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 22 Job Address: Permit Number: 1���� ❑ No one available for inspection: T' e Re -Inspection required: Ye N When corrections have been made, call for re -inspection at 303 -234 - Date: -2, 1q Inspector: DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:���`'J Job Address: Permit Number: ❑ No one available for inspection: Time M Re -Inspection required: Yes: _ q0__ When corrections have been made, call for re -inspection at 303-234-5933 Date: d C'� Inspector:�'""""� DO NOT REMOVE THIS NOTICE i CITY OF WHEAT FODGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: '32 ) 'e Job Address: Permit Number: ❑ No one available for inspection: Time �53Z), AM/Ef1/I Re -Inspection required: Yes �9�-' When corrections have been made, call for re -inspection at 303-234-5933 Date:_4 ?�:'1 Inspector: �-- --� DO NOT REMOVE THIS NOTICE d s CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: --�cD) Job Address: 1 a?3� 4 9 Permit Number: :3 ❑ No one available for inspection: TimeO 1 A"/ M Re -Inspection required: Yes_01��fo)rre-inspection When corrections have been made,`ca71 at 303-234-5933 Date: . ` ? Vii' Inspector: DO NOT NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building InspectionDivision (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 2-2' 1 L Job Address: G72;2` _�_S `�`r-- 4,1 i Permit Number: ❑ No one available for inspection: Ti = Re -Inspection required: Yes `No When corrections have been made, call for re -inspection at 303 -234 - Date: l Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE { Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:s-''' ! 1 Job Address: Permit Number: ❑ No one available for inspection: Timed c f '�A PM Re -Inspection required: Yes_- No 6 When corrections have been made, call for re -inspection at 303-234-5933 Date: � 47 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �a,2 ^� Lkj Job Address: Permit Number: ❑ No one available for inspection: Timms-� 4 Re -Inspection required: Yes [(No When corrections have been made, call for re -inspection at 303-234- Date:—(,c.,- 03-234- Date:Co- la- Z2 Inspector: DO NOT NOT REMOVE THIS NOTICE I* � I e CITY OF WHEAT RIDGE Building Inspedlioh Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTI E, - 1 Inspection Type: ) w Job Address: Gtj --��-- Permit Number:Uf��_'7'� ❑ No one available for inspection: Tim '' �' . AM/ M Re -Inspection required: Yes �No) \1.� When corrections have been made, call for re -inspection at 303-234-5933 Date: -3 -a Inspector: -- ` DO NOT REMOVE THIS NOTICE 4 i CITY OF WHEAT RIDGE 1�9�Building Inspection Division (303) 234-5933 Inspection line 4(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: - t� Job Address: 1.14 Permit Number: l ❑ No one available for inspection: Ti —O/PM Re -Inspection required: Ye No When corrections have been made, call re -inspection at 303-234-5933 Date:, -Of Inspector: DO NOT REMO E THIS NOTICE i rCITY OF ftEAT RIDGE Building Inspection` Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSP C,jJON NOTICE 17-A oar— Inspection Type: Job Address: l • PermitNumber: ❑ No one available for inspection: Timf Re -Inspection required: Yes7 '4_0o When corrections have been made, call for re -inspection at 303-234-5933 Date: 'a � % 5' , 1 J Inspector: /"J'­� DO NOT REMOVE THIS NOTICE CITY OF WHEAT -RIDGE Building Inspection Division ��(303) (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: ,�� Permit Number: ❑ No one available for inspection: Ti Re -Inspection required: Yes,` No When corrections have been made, c$17 fpr re -inspection at 303-234-5933 r� g a� s 1 Date: ,. — nspecto i CITY OF WPE'AT RIDGE Building Ins0ection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: / �� ❑ No one available for inspection: Time ` A /Pll Re -Inspection required: YesNo When corrections have been made, call for re -inspection at 303 -234 - Date: `' M Inspector: DO NOT REMOVE THIS NOTICE 4/3/2019 To whom it may Concern, Regarding the new natural gas plumbing to be installed as part of the renovation for The Barta House project; it is acceptable for the plumber to increase the pipe sizes to a 1.25 -inch nominal diameter line within 2 -feet from the meters where the lines enter the building on the inside of the 1 It floor mechanical room. Sincerely, O�PDO ! „014/3/2019 Colton Heaps, PE i CITY OF WHEAT RIDGE �Buildingilnspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �' 02- Job Address:' `'t�• Permit Number: iq/e''z�3 ❑ No one available for inspection:.TimeMI M Re -Inspection required: Yes(,_ No When corrections have been made, call for re -inspection at 303-234-5933 Date: 2v� - f Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Budding Inspectionivision (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: /4�oZ r --r t� " Job Address: 6i,70_5 A-). Permit Number: -,-2e>/ eg-23,- 7 5 ❑ No one available for inspection: Tirne// ;;;Q AMYP_M Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 e Date: I,/ Inspector: f ------- DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE 1Buildin g Inspect on Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �''%�� '� G!�? •� Job Address:.%. a PermitNumber: ❑ No one available for inspection: Ti 5' 7 � (;: ANOM Re -Inspection required: Yes -o When corrections have been made' call far re -inspection at 303-234-5933 Date:l a Inspector:/^Y, DO NOT REMOVE THIS NOTICE i CITY„QF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 2013LA Job Address.t. _5 _ Permit Number: 6Q_c� ❑ No one available for inspection: Time AM/FM Re -Inspection required: Yes ! No_ - *When corrections have been made, call for re -inspection at 303-234-5933 Date:,4 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address:�y Permit Number:" ❑ No one available for inspection: TimM Re -Inspection required: Yep -No When corrections have been made, call for re -inspection at 303-234-5933 Date: i*� Inspector: _ `- DO NOT REMOVE THIS NOTICE CITY OFNVHEAT RIDGE 1 Buildi b Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:''-� Job Address: Permit Number: ❑ No one available for inspection. --.Time `AM/� M . r= Re -Inspection required: Yes,No When corrections have been made, call for re -inspection at 303 -234 - Date: f ' • 1 Inspector:/''_ DO NOT REMOVE THIS NOTICE i CITY & WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: JR - !� r; )'a A E, le Job Address: 9 S 5- (Al S S M Acre Permit Number: O )!a r -I � -7 S-- ❑ No one available for inspection: Tirr��„ANU�M Re -Inspection required: Yes,""No, *Whey Date at 303-234-5933 A41 �i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTF1 NOT;C r Inspection Type: ❑ No one available for inspection: Ti Re -Inspection required:," Yes) No When corrections have been made, call for re -inspection at 303 -234 - Date: Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �`� - �'� Z2 t,)!g Job Address: (o q S^ W 3'9'`--2 Permit Number: "d 0)t? d 3 2 7.5— J No one available for inspection: Tim '" , . AQP/PM Re -Inspection required: Yes No When corrections have been made, fall fol e -inspection at 303-2345933 Dater 3 Inspect - DO NOT REMO THIS NOTICE 3/14/2019 Barta House LLLP 3465 Newland St. Wheat Ridge, CO 80033 RE: 6985 W. 38th Ave Wheat Ridge, CO 80433 RFI #2 This letter is in response to one or more issues encountered during construction of the subject project. Below is a summary of the issues found, the solution proposed by the contractor, and the confirmation of the solution as designed by the Engineer along with any accompanying documentation or clarification either requested or deemed important by the designer. Overview: 1) The contractor has installed a (3) 2x10 beam per recommendations in RFI Letter #1, dated 2/1/2019 (sheet SK -2). The contractor has added steel plates to the outside of the beam ends and bolted the plates to the beam and adjacent masonry. The plates were added to prevent the beam from rotating out of the beam pocket. The contractor has also added hold-down tie brackets to connect the beam and the roof joists that are bearing on the beam. 2) The contractor has installed the roof reinforcement LVL beams (specified on sheet S1.4) such that each end is resting on a masonry beam pocket instead of hangers. The contractor has also installed aluminum wrapping around the beam ends for water -proofing purposes. 3) It was discovered that a portion of the floorjoists in the south east area of the building, bordering the stairs, are bearing on a flat 2x6 supported by a stud wall. The contractor was concerned that this member is not adequate to support the floor joists. Proposed Solution: 1) The addition of the steel plates and hold-down tie brackets is acceptable based on inspection and no changes are necessary. 2) The substitution of the hangers for beam pockets for the LVL beams is acceptable based on inspection and no changes are necessary. 3) The flat 2x6 member supporting the floorjoists can be replaced with a (2) 2x8 Hem -Fir No. 2 beam. Beam plies shall be fastened per diagram #1 below. The beam shall bear on the existing stud wall, which may be shortened to accommodate the beam. A supplemental 2x6 PT stud shall be installed under each end of the beam and be connected to the existing end studs per diagram #2 below. The supplemental studs may bear on the existing slab. 9100 W Jewell Ave Lakewood, CO 80232 OL ENGINEERING, INC. 720-440-9450 www.dlengineer.com This letter is in response to one or more issues encountered during construction of the subject project. Below is a summary of the issues found, the solution proposed by the contractor, and the confirmation of the solution as designed by the Engineer along with any accompanying documentation or clarification either requested or deemed important by the designer. Overview: 1) The contractor has installed a (3) 2x10 beam per recommendations in RFI Letter #1, dated 2/1/2019 (sheet SK -2). The contractor has added steel plates to the outside of the beam ends and bolted the plates to the beam and adjacent masonry. The plates were added to prevent the beam from rotating out of the beam pocket. The contractor has also added hold-down tie brackets to connect the beam and the roof joists that are bearing on the beam. 2) The contractor has installed the roof reinforcement LVL beams (specified on sheet S1.4) such that each end is resting on a masonry beam pocket instead of hangers. The contractor has also installed aluminum wrapping around the beam ends for water -proofing purposes. 3) It was discovered that a portion of the floorjoists in the south east area of the building, bordering the stairs, are bearing on a flat 2x6 supported by a stud wall. The contractor was concerned that this member is not adequate to support the floor joists. Proposed Solution: 1) The addition of the steel plates and hold-down tie brackets is acceptable based on inspection and no changes are necessary. 2) The substitution of the hangers for beam pockets for the LVL beams is acceptable based on inspection and no changes are necessary. 3) The flat 2x6 member supporting the floorjoists can be replaced with a (2) 2x8 Hem -Fir No. 2 beam. Beam plies shall be fastened per diagram #1 below. The beam shall bear on the existing stud wall, which may be shortened to accommodate the beam. A supplemental 2x6 PT stud shall be installed under each end of the beam and be connected to the existing end studs per diagram #2 below. The supplemental studs may bear on the existing slab. CIL ENGINEERING. INC. MULTIPLE -MEMBER CONNECTIONS FOR TOP -LOADED BEAMS Fastener Inst kltlPttt,y..,w When fasteners are required on both sides, stagger fasteners on the second side so they fall halfway between fasteners on the first side. Load must be applied evenly across entire beam width. Otherwise, use connections for side -Loaded beams Multiple pieces can be nailed or bolted together 10 to form a header or beam of the required sire, up to a maximum width of 7" Piece Number Fastener Width of Pile T e(0 Min. Length / Rows O.C. Spacing location 10d nails 3' 3w 12 2 — nails �. One side Screws 345' or 345' 1 24' 10d nails 3' 3o) 12' Both sides 12d -16d nails 34" lir) 3 33i' or 345" Both sides Screws 6' 2 24' One side 10d nailSO, 3' 30' 12' One side 12d -16d nads(s) 34' 212t (Per ply) 4 6' or 6' Both sides Screws 61,i 2 24 One side 6' or 6' Both sides 314, 2 Screws 634' 2 2d One side W bolts 8' 2 24' — (1) 10d nails are 0.128' diameter, 12d -16d nails are 0.148-0.162' diameter; screws are SDS. USP WS. TmssLON-EWP- or SDW. (2) An additional row of nails is required with depths of 14' or greater (3) When connecting 4 -ply members, nail each ply to the other and offset nail rows by 2' from rows in the ply below. Diagram 1: Multiple -member beam connection Min 2x6 Bult-Up Column Compresslor compresslon ",ad. Fc' Load. Fc' tr• 3V End Dlstarce Unbraced Column � � Lengm, le Edge 1 77� Nall,ce 1 TVP ELM Distance Ungraced Column Lcrtgth. le Styx Semw 3' for 2 -Ply 4% fo+3Ply Spnclu3: 6'for 4 -Ply G' fer 2 -Ply B' for 3 -Ply a- for &My Spacing: 6' for 2 -Ply 6" for 3 -Ply 6• for 4 -Ply V,", Edge 7 Distance 1 TYP SDW Screw Installed from Opposite Side SDW screw 3•fcr 2 -Ply 40/a' for 3-'y 6• for 4 -Py fd 6 -I- @ A fA + SDW Instatladlon on One Sloe SDW Installation on Both Sines Diagram 2: Built-up column connection If you should have any further questions, please feel free to contact me at (720) 440-9450 or dlemier@dlengineer.com. Sincerely, Daniel LeMier, PE Attached: (1) Beam Design Z'lil 2 DL ENGINEERING INC. 2750 S. WADSWORTH BLVD. REMODEL AND DECK DESIGN DATE 11/13/18 JOB #: 2018-5433 REVISION DATE: PAGE OF UNIT D-203 6985 W. 38TH AVE. DENVER, CO 80227 720-440-9450 WHEAT RIDGE, CO 80033 OWNER: BARTA HOUSE LLLP 12/19/18 SK -2 13 BY: CHECKED BY. WWW.DLENGINEER.COM I I KEH DWL (N) (2) 1-3/4"x16" 2.0E LVL BEAM (E) CMU WALL 75 D_ N O rn 0 N O m a� w coa a 0 w J m CL ROOF REINFORCEMENT PLAN VIEW 1/4" = 1'-0" (E) BEAM TO BE CUT AT LVL (E) CMU WALL POCKETS MAY BE USED AS AN ALTERNATIVE FOR HANGERS. MIN. 3.5" BEARING LENGTH (N) (3) 2x10 BEAM. FASTEN PLIES PER SHEET S0.1. HU48 W/ (6) 1 O NAILS AND (14) 4'x24' TITEN SCREWS 1 NEW BEAM DETAILS 1 /4" = V-0- DL ENGINEERING INC. 2750 S. WADSWORTH BLVD. UNIT 0-203 REMODEL AND DECK DESIGN 6985 W. 38TH AVE. DATE. 11/13/18 JOB#. 2018-5433 REVISION DATE: PAGE OF DENVER, CO 80227 WHEAT RIDGE, CO 80033 12/19/18 SK -1 13 BY: CHECKED BY: 720-440-9450 OWNER: BARTA HOUSE LLLP WWW.DLENGINEER.COM I I KEH DWL N O O O N 0 Z ILLm m c m R LL 0 Lu _ co J m D 0- MOVE INTERIOR DECK POST TO BE PLACED OVER (E) CENTER WALL _\ ROOF REINFORCEMENT PLAN VIEW 1/4" = 1'-0" DECK BEAMS WILL NEED T( BE (2) 2x6 INSTEAD OF (1) 2xi (E) R( JOI ABU44Z W/ (12) (1) 8'x13" LAG BOLT, 1 YP. (HOLES SHALL BE PRE -DRILLED) 0" 1 8'x5" LAG SCREW INTO (E) BLOCKING (E) BLOCKING 1 ROOF REINFORCEMENT DETAILS 1/4" = 1'-0" (E) ROOF JOISTS 2-3/4"x11" ROUGH -CUT LUMBER DECK POSTS TO BE PLACED OVER (E) ROOF JOISTS FOR FASTENING. PLACED AT NO MORE THAN 9'0.C. 4' 1 SK1 ROOF REINFORCEMENT PLAN VIEW 1/4" = 1'-0" DECK BEAMS WILL NEED T( BE (2) 2x6 INSTEAD OF (1) 2xi (E) R( JOI ABU44Z W/ (12) (1) 8'x13" LAG BOLT, 1 YP. (HOLES SHALL BE PRE -DRILLED) 0" 1 8'x5" LAG SCREW INTO (E) BLOCKING (E) BLOCKING 1 ROOF REINFORCEMENT DETAILS 1/4" = 1'-0" 2/1/2019 Barta House LLLP 3465 Newland St. Wheat Ridge, CO 80033 RE: 6985 W.38 1h Ave MAP Wheat Ridge, CO 80433 RFI #1— LVL Beam Roof Framing 9100 W Jewell Ave Wheat Ridge, CO 80433 RFI #1— LVL Beam Roof Framing This letter is in response to one or more issues encountered during construction of the subject project. Below is a summary of the issues found, the solution proposed by the contractor, and the confirmation of the solution as designed by the Engineer along with any accompanying documentation or clarification either requested or deemed important by the designer. Overview: 1) Upon removal of the drywall it was discovered that the roof joist members are larger than originally assumed (2-3/4"x11" rough -cut lumberjoists vs. 2x12s). The contractor wanted to know if the 1-3/4"x11-1/4" 2.0E LVL roof reinforcement (specified on sheet S1.4) would still be required to support the deck walkway loads after considering the larger roof joists. 2) It was also discovered that the center masonry wall (running north -south) does not extend as high as the exterior masonry walls, which would cause issues with the hangars specified to hold the LVL beams on the center wall (sheet S1.4). 3) It was discovered that there is a beam at the center masonry wall bump out (at the south end) supporting the roof joists in that area. This beam would interfere with the installation of the new (2) 1-3/4"X16" 2.0E LVL reinforcement beam in that area. The contractor requested a solution for this area that would support the roof joists and allow for installation of the LVL beam. 4) There is an area over the stair case entrance where the floor joists are not continuous. The east floorjoists cantilever over the stud bearing wall and the west floorjoists are assumed to cantilever over the center masonry bearing wall. These cantilevered portions overlap by 2+ ft above the stair entrance. The contractor asked us to make sure this was okay since neither member was continuous to a bearing point. Proposed Solution: 1) The existing roof joists will be sufficient to hold the deck walkway loads pending certain changes to the design. Details have been included in the attachments. 2) It is acceptable to notch the center masonry wall so that the LVL beams can bear on top of the center masonry wall. This will eliminate the need for hangars on this side of the LVL beams. The contractor shall ensure the masonry cells below this new pocket are grouted and the LVL beams have a minimum of 3.5 -in of bearing length. 3) The existing beam shall be cut in order to install the (2) 1-3/4"X16" 2.0E LVL reinforcement beam. The cut beam shall remain under the roof joists and a new beam shall be installed to support the old beam, joists, and LVLs. The contractor shall ensure the roof joists are properly supported during the cutting of the beam and installation of reinforcing beam. Details have been included in the attachments. 4) Upon analyzing each floor joist with a 3' cantilever, we determined that the floor joists had the capacity to cantilever in this area. Since there is sufficient overlap between the two cantilevered portions, it was concluded that the floor was properly supported in this area. We recommend the 9100 W Jewell Ave r Lakewood, CO 80232 OL ENGINEERING, INC. 720-440-9450 www.dlengineer.com This letter is in response to one or more issues encountered during construction of the subject project. Below is a summary of the issues found, the solution proposed by the contractor, and the confirmation of the solution as designed by the Engineer along with any accompanying documentation or clarification either requested or deemed important by the designer. Overview: 1) Upon removal of the drywall it was discovered that the roof joist members are larger than originally assumed (2-3/4"x11" rough -cut lumberjoists vs. 2x12s). The contractor wanted to know if the 1-3/4"x11-1/4" 2.0E LVL roof reinforcement (specified on sheet S1.4) would still be required to support the deck walkway loads after considering the larger roof joists. 2) It was also discovered that the center masonry wall (running north -south) does not extend as high as the exterior masonry walls, which would cause issues with the hangars specified to hold the LVL beams on the center wall (sheet S1.4). 3) It was discovered that there is a beam at the center masonry wall bump out (at the south end) supporting the roof joists in that area. This beam would interfere with the installation of the new (2) 1-3/4"X16" 2.0E LVL reinforcement beam in that area. The contractor requested a solution for this area that would support the roof joists and allow for installation of the LVL beam. 4) There is an area over the stair case entrance where the floor joists are not continuous. The east floorjoists cantilever over the stud bearing wall and the west floorjoists are assumed to cantilever over the center masonry bearing wall. These cantilevered portions overlap by 2+ ft above the stair entrance. The contractor asked us to make sure this was okay since neither member was continuous to a bearing point. Proposed Solution: 1) The existing roof joists will be sufficient to hold the deck walkway loads pending certain changes to the design. Details have been included in the attachments. 2) It is acceptable to notch the center masonry wall so that the LVL beams can bear on top of the center masonry wall. This will eliminate the need for hangars on this side of the LVL beams. The contractor shall ensure the masonry cells below this new pocket are grouted and the LVL beams have a minimum of 3.5 -in of bearing length. 3) The existing beam shall be cut in order to install the (2) 1-3/4"X16" 2.0E LVL reinforcement beam. The cut beam shall remain under the roof joists and a new beam shall be installed to support the old beam, joists, and LVLs. The contractor shall ensure the roof joists are properly supported during the cutting of the beam and installation of reinforcing beam. Details have been included in the attachments. 4) Upon analyzing each floor joist with a 3' cantilever, we determined that the floor joists had the capacity to cantilever in this area. Since there is sufficient overlap between the two cantilevered portions, it was concluded that the floor was properly supported in this area. We recommend the OL ENGINEERING. INC. contractor install a nail grid (3" o.c. each way for the full overlap) at each overlap in order to help transfer load between the two joist members. Corrective action: • See attached sketch SK -1 for details about proposed solution #1 • Notch masonry wall at LVL beam end locations per proposed solution #2 • See attached sketch SK -2 for details about proposed solution #3 • Install nail grid per proposed solution #4 If you should have any further questions, please feel free to contact n dlemier@dlengineer.com. Sincerely, Daniel LeMier, PE Job # 2018-5433 Attached: SK -1 SK -2 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time(-'- ; AM/PM Re -Inspection required: Yes.` No,,�r-P' When corrections have been made, call for re -inspection at 303 -234 - Date: Inspector: �'�`. DO NOT REMOVE THIS NOTICE i CITY OF WHEAT -MIDGE °Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: �' �� AAA � .✓� Permit Number:%r��?� ❑ No one available for inspection.; -Timed iA"'` Re -Inspection required: Yes;' 'No,.� When corrections have been made, call for re -inspection at 303 -234 - Date: l , r' Inspector:'` --- DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGIE Building Inspection Division., (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax Inspection Type: Job Address: Permit Number: IN� CTI���� ICE ORS /0 13 ._- A W- MWWIwr•►11r;MM&M M ❑ No one available for inspection: Timec_�(!5AWPM Re inspection required: Yes No J When corrections have been made, call for re -inspection at 303-234-5933 Date:�� I Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RI,E , , �r� Buildi4llnspecfion Di4wsion /�/ (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:a Job Address: �� J ❑ No one available for inspection: Time AM/)PM Re -Inspection required: YesNo 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 NOTIC Inspection Type: � c–r�� Job Address: gi5_ Permit Number:�- 1 t ( �hr-N ❑ No one available for inspectionn-Ti 6 Re -inspection required: Yes< When corrections have been made, call for re -inspection at 303-234- Date:- f2_C;?5"� (1 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 30 r 6 Job Address: 6' 14/ E' Permit Number: 012/903,27 5- "j - i 7 ❑ No one available for inspection: Time 0 F__3) AM/PM Re -Inspection required: Yes 'Nor When corrections have been made, call for re -inspection at 303 -234- Date: - 03 -234 - Date: 2 y Inspector: j DO NOT REMOVE THIS NOTICE i CITY OF WHEAT PIDGE Bulk ig 1nto�ction Derision (303) 234-5933 Inspection line (303) 235-2855 Office r (303) 237-8929 Fax INSPECTIO�-N� NOTICE Inspection Type: Job Address: Permit Number:^�lS� La 4-1- ❑ No one available for inspection: Time AM/�,M Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: 1 o Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �� �� �—/ �► �'►-� ► `� Job Address: (-Oct��- Permit Number: ? 0 2'� ❑ No one available for inspection: Time j7- /�ZA /PM".� Re -Inspection required: Yes` No When corrections have been made, call for re -inspection at 303-234-5933 Date:—'I 2''- I Inspector: -f DO NOT REMOVE THIS NOTICE City of Wheat Ridge Comm. Tenant Finish PERMIT - 201803275 PERMIT NO: 201803275 ISSUED: 02/21/2019 JOB ADDRESS: 6985 W 38th Ave EXPIRES: 02/21/2020 JOB DESCRIPTION: Commercial Tenant Finish to first floor commercial space; second floor residential apartments; new roof deck - 6,600 sq ft total *** CONTACTS *** OWNER (303)237-1810 BARTA HOUSE LLLP GC (720)402-4336 Michael Gilbert 180346 Faber, Inc SUB (970)274-4310 Matthew P. Heffernan 150202 Electrical Systems Inc. SUB (720)336-3582 JOSH BRADLEY 190040 BRADLEY PLUBMING SYSTEMS INC SUB (303)229-9169 STEPHEN FOX 190035 FOX MECHANICAL *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 301 / BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 535,909.00 FEES Total Valuation 0.00 Plan Review Fee 2,949.08 Use Tax 11,254.09 Permit Fee 3,910.05 ** TOTAL ** 18,113.22 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IBC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. **Prior to final inspection approval - As-builts are required before approval of the Building Final Inspection and Certificate of Occupancy can be issued. ***Final required parking spaces to be determined by what commercial use occupies 1st floor. A shared parking agreement may be required.*** Site signage will require separate permits. PERMIT NO: JOB ADDRESS: JOB DESCRIPTION: City of Wheat Ridge Comm. Tenant Finish PERMIT - 201803275 201803275 6985 W 38th Commercial residential Ave ISSUED: 02/21/2019 EXPIRES: 02/21/2020 Tenant Finish to first floor commercial space; second floor apartments; new roof deck - 6,600 sq ft total I, by kae ate e, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applidir codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by thwin conjunction with this f her attest that I am legally authorized to include all entities named within this document as partes to the work to be Per rmed aryduthat all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. ?r Sirrdture of /OWNER or "CONTRACTOR (Circle one) �Date u a'� ,1. This per it was is_ssed on the information provided in the permit application and accompanying plans and specifications and is subject tot e 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 permitfee. 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 DL 6. The ' s "nce or granti of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any ap le c e or a dinance 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. ;t. City of W heat j� ge COMMUNITY DEVELOPMENT Building & Inspection Services 7500 W. 29"' Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 4s� Email: permits(cDci.wheatridae.co.us I FOR OFFICE USE ONLY I Date: Plan/Permit # Plan Review Fee:. i q"q, C Building Permit Application *** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 6 (a!G7 L-3 "" A V& 1 HES F t z)&L co Property Owner (please print): Tonoua A �"? � [.� �% �) ��Phone: 03$ ?�� 8-61781 Property Owner Email; Tenant Name (Commercial Projects Only) .3y(oS 0CD7 Property Owner Mailing Address: (if different than property address) Address: IARTo Hoose tX City, State, Zip: 61001 Lr�' -Ca 86&33 Architect/Engineer: 15ARA F( 1�1�41ST6-1 Architect/Engineer E-mail: 60-yb, EL�R 654A 10Z -hone: 7_578q(0 (09�5S Contractor Name: Fa&enz, CoR-P ; C CRAZt, L L, 9aT City of Wheat Ridge License #,, 80,3t4 Phone: 7 4102 x/336 Contractor E-mail Address: fA; k e- 6 FO-19ee Corp • C-001 , For Plan Review Questions & Comments (please print): CONTACT NAME (please print): f ` slibn6' , 78 1/ 6 (P9SS CONTACT EMAIL(please print): 15 � f �V �d bya . Cos'Yl Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # Complete all highlighted fields, if applicable. MCOMMERCIAL % 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. k3o II -Dt "G C.oP- l n -y vACA►s 1s' FL;Z- 1- use - ro ac Tal s t or 15fl94--EV uSc' 20'D FLE y A prs. EX I5'Tri-� To 2 oJ l 1ZEM0MVZD Pop ar Ivt'J R-<=C5F -PEc� . Sq. FULF BTUs Gallons Amps Squares For Solar: KW # of Panels Requires structural For Commercial Projects Only: Occupancy Type: 01 %onstruction Type: Val Occupancy Load: �33 Square Footage: �o (POO Project Value: (Contract value or the cost of all materials and labor included in the entire project) 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) (CONTRACTOR), AUTHOVIZE_ D REPRESENTATIVE) of (OWNER (CONTRACTOR) Signature (first and last names): DATE: Printed Name: �I4R•H F I� (L,� �-'S-%c I j -A DEPARTMENT USE ONLY ZONING COMMMENTS: OCCUPANCY CLASSIFICATION: / �} �0n�• /` ,,,A/'i )��/S CONSTRUCTION TYPE: Reviewer: ( 1 Lys Y ^ CJr BUILDING DEPARTMENT MME TS: (�Z� 3Z l 1C _` �' (`/✓n'� ` `��%IC 1� Gj R"ewer:G�� I .r-:.�n k PUBLIC WORKS COMMENTS: Reviewer: Building Division Valuation: Description of revised/amended work: Our original estimate of the project came to approximately $650,000. However, after securing a our bank loan without a lease from a commercial tenant, we were approved for a lesser construction loan. We then used the loan value to revise our scope of work, material, selections, and labor costs with our general contractor. The contract for the buildout is now at $535,909. Sq. FULF Amps Btu's Squares Gallons Other Additlonal Project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) $ -$114,091 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE. (OWNER) CONTRACTOR) or (AUTHORIZED RRES TATIVE) Of (OWNER) (CONTRACTOR) PRINT NAME: Joshua Andert ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: SIGNATURE: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required USE ONLY DATE: 2/11/19 OCCUPANCY CLASSIFICATION: Building Division Valuation: $ 5 a_ N O rn T 0 N r O ca L u- c� u- 0 w J CO d av I 0-3a!�- DL ENGINEERING INC. 2750 S. WADSWORTH BLVD. REMODEL AND DECK DESIGN DATE: 11/13/18 JOB #: 2018-5433 REVISION DATE: PAGE 1 OF UNIT D-203 6985 W. 38TH AVE. DENVER, CO 80227 720-440-9450 WHEAT RIDGE, CO 80033 OWNER: BARTA HOUSE LLLP 12/19/18 SK -2 13 BY: CHECKED BY: WWW.DLENGINEER.COM KEH DWL 01. (E) BEAM AND (N) BEAM. (E) ROOF JOISTS SPLICED AT THIS LOCATION 1 (N) (2) 1-3/4"x16" 2.0E LVL BEAM (E) CMU WALL (E) ROOF JOISTS ROOF REINFORCEMENT PLAN VIEW 1/4" = l'-0" (E) BEAM TO BE CUT AT LVL (E) JOISTS (E) CMU WALL POCKETS MAY BE USED AS AN ALTERNATIVE FOR HANGERS. MIN. 3.5" BEARING LENGTH (N) (3) 2x10 BEAM. FASTEN PLIES PER SHEET S0.1. HU48 W/ (6) 1 OD NAILS AND (14) a"x24" TITEN SCREWS 1 NEW BEAM DETAILS 1/4" = 1'-0" 35393 c 5ss,��a�'G� -�°i City of W heat jjdge COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 291' Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 " Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: perm its(cDci.wheatridge.co.us FOR OFFICE USE ONLY Date: Add to Permit # L �- 0/ Y-0 -3 ;Z - Building Permit Revision/Amendment Application " Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. * Property Address: 6985 W. 38th St., Wheat Ridge, CO 80033 Barta House, LLLP Property Owner (please print): (Joshua Andert - General Partner) Phone: 715-821-8038 Property Owner Email: joshua.andert@gmail.eom Mailing Address: (if different than property address) Address: 3465 Newland St City, state, zip: Wheat Ridge, CO 80033 Submitting Com any: Barta House, LLLP. Contact Person: Joshua Andert Phone: 715-821-8038 Contractor: Michael Gilbert (Faber, Inc.) Contractors City License #: 180346 Contractor E-mail Address: mike@fabereorp.com Phone: 720-402-4336 Please Note: Additional valuation must include all general and subcontracted work to be performed related to the revisions and/or amendments declared in the description of work and which were not included in the original permit valuation. If revisions or amendments increase the original valuation, additional fees will be due at the time of approval. Depending on the scope of work, additional plan review fees may be due upon approval ($60.00 an hour — 2 hour minimum). City of Wheat Rjod�e COMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM This form must be signed by each sub -contractor. This form will not be accepted with missing information. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. Subcontractor's insurance and license must be up to date prior to permit issuance. Project Address: C // 0 IG 3Qj Pp,o Permit #: 03�75- General Contractor: rc,�e - Electrical Sub -Contractor rsrr,�.,g rA/ e,� ��3?- 3lie Y Company Name: i Phone #: �( State License #: X11 t 00 D � !/6 Z Master #: Mg. L90 2817 W4!44t Ridge License 01: 15> Q d© a (required fiel€l D-/ I Signature of Authoriz d Agent Date Plumbing Sub -Contractor Company Name:& ��<<yp«, �,,Z2,,4 Phone #: '7 Zo 3GG 347 -62 - State S8Z State License #:-p6 - ov o Z G Z Cc Master #:A4? o606 op 17 W,'' g0QLl 0 Sig to uthorized Agent Date Mechanical Contractor Companv Name:'na, k\na.V cc, ( Phone: 3c7;zl Wheat Ridge License # do 3 S,"equ ircd field) Signature of Authorized Agent Date Dina Kemp From: Joshua Andert <joshua.andert@gmail.com> Sent: Monday, February 11, 2019 4:49 PM To: Dina Kemp Subject: Re: FW: Message from KM -C458 Thank you Dina! I think I may have made things more confusing than I intended and should have been more specific in revision. This contract and revised valuation is reflective of the current plans that were submitted by our architect Sara Finkelstein on 12/20/2018 and have since been approved. I'm not certain of where the original $650,000 number was mentioned or came from... That was a ballpark estimated value we had worked of off many month ago when we assumed a more comprehensive buildout of the first floor. Perhaps there was an error when we originally submitted? Our GC built this contract and value around those plans submitted on 12/20/2018. You'll notice in contract on line 3.1 the execution date of the contract with him is 12/28/2018 which is reflective of the time he took to price out the plans submitted on 12/20/2018. My sincerest apologies for the confusion here. Nothing has changed in our plans since we've original submittal on 12/20. We simply needed a correction to the valuation of those plans. Please let me know if there is anything else I can do to help clarify. I'm happy to stop in tomorrow as well to talk through everything. Thanks again! On Mon, Feb 11, 2019 at 3:19 PM Dina Kemp <dkemp&ci.wheatrid eg co.us> wrote: Hello Joshua, I was able to get clarification on a few things. If you scope has been reduced, we need new plans to be submitted with the revision showing the reduction in work. When we receive the plans and they have been approved, I can provide a new amount for you. I think you are on the right track for taxes. Follow the instructions on that form and I think you will be fine. Thank you, Dina D. Kemp Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2873 Fax: 303-237-8929 www.ci.wheatridae.co.us 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. From: Joshua Andert <ioshua.andert@gmail.com> Sent: Monday, February 11, 2019 12:33 PM To: Dina Kemp <dkemp@ci.wheatridge.co.us> Subject: Re: FW: Message from KM—C458 Thank you Dina! All good information to know. We'll be sure to accurately track all material costs so when we come in below 60% of the valuation we can apply for the refund with the tax department. Until then, I've attached a copy of our permit revision application on the correct valuation of the project. I've also attached a copy of our contract with our GC as evidence of that new valuation. Please let me know if you have any questions or need anything else from me. When the revised valuation is approved, can you send me an invoice of the final permit fee and use tax total? I'll need to send that to our bank for funding approval ahead of cutting a check. Thanks again! Joshua 715-821-8038 On Mon, Feb 11, 2019 at 11:50 AM Dina Kemp <dkemp(&ci.wheatrid e�> wrote: Hello Joshua, Attached is the construction use tax information for your review. Have a good day, Dina D. Kemp Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2873 Fax: 303-237-8929 www.ci.wheatridge.co.us .'4 of Wi=R dee 1 - CONFIDENTIALITY NOTICE: This e-mail contains business -confidential information. It is intended only for the use of the individual or entity named above. 11 you are not the intended recipient, you are notified that any disclosure, copying, distribution, electronic storage or use of this communication is prohibited. ff 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. Fixed Contract Amount THIS AGREEMENT Made as of December 20th In the Year of 2018. Between the Owner: Barta House LLLP 3465 Newland St. Wheat Ridge, CO 80033 And the Contractor: Faber Inc. 1545 W. Tufts Ave. Englewood, Co 80110 Wheat Ridge Lic. 180346 720-402-4336 c. For the Project: Barta House Renovations Article 1. Contract Documents 1.1 The Contract Documents consist of the Agreement between Owner and Contractor (hereinafter the Agreement), Drawings, Specifications, Addenda issued prior to execution of the Contract, other documents listed in the Agreement and Modifications issued after execution of the Contract. 2.1 A Modification is a written amendment to the Contract signed by both parties, (2) a Change Order, (3) a Construction Change Directive or (4) a written order for a minor change in the Work issued by the Architect. Unless specifically enumerated in the Agreement, the Contract Documents do not include other documents such as bidding requirements (advertisement or invitation to bid Instructions to Bidders, sample forms, the Contractor's bid or portions of Addenda relating to bidding requirements). 3.1 The Contract Documents form the Contract for Construction. The Contract represents the entire and integrated agreement between the parties hereto and supersedes prior negotiations, representations or agreements, either written or oral. The Contract may be amended or modified only by a Modification. The Contract Documents shall not be construed to create a contractual relationship of any kind (1) between the Architect and Contractor, (2) between the Owner and a Subcontractor or Sub -subcontractor, (3) between the Owner and Architect or (4) between any persons or entities other than the Owner and Contractor. The Architect shall, however, be entitled to performance and enforcement of obligations under the Contract intended to facilitate performance of the Architect's duties. Article 2. Scope of Work 2.1. The Owner agrees to purchase, and the Contractor agrees to provide restoration and construction services for the above-mentioned structure and fixtures attached thereto in Wheat Ridge, CO according to the construction documents, allowances, finish schedules, all addenda, change orders, modifications and specifications set forth in document labeled "Attachment A". Article 3. Time of Completion 3.1. The approximate commencement date of the project shall be 12/31/2018. The any of its Subcontractors. 8.4. Unless otherwise provided in the Contract Documents, the Contractor shall provide and pay for labor, materials, equipment, tools, construction equipment and machinery, water, heat, utilities, transportation, and other facilities and services necessary for proper execution and completion of the Work, whether temporary or permanent and whether or not incorporated or to be incorporated in the Work. 8.5. All work shall be completed in a workman like manner, and shall comply with all applicable national, state and local building codes and laws. 8.6. All work shall be performed by licensed individuals to perform their said work, as outlined by law. The Contractor shall enforce strict discipline and good order among the Contractor's employees and other persons carrying out the Contract. The Contractor shall not permit employment of unfit persons or persons not skilled in tasks assigned to them. 8.7. Contractor shall obtain, and owner shall pay for, all permits necessary for the work to be completed. 8.8. Contractor shall remove all construction debris and leave the project in a broom clean condition. 8.9. Upon satisfactory payment being made for any portion of the work performed, Contractor shall furnish a full and unconditional release from any claim or mechanics' lien for that portion of the work for which payment has been made. Article 9. Owner 9.1. The Owner will not assume any liability or responsibility, nor have control over or charge of construction means, methods, techniques, sequences, procedures, or for safety precautions and programs in connection with the project, since these are solely the Contractor's responsibility. 9.2. Except for permits and fees, the Owner shall secure and pay for necessary approvals, easements, assessments and charges required for construction, use or occupancy of permanent structures or for permanent changes in existing facilities. 9.3. Information or services required of the Owner by the Contract Documents shall be furnished by the Owner with reasonable promptness. Any other information or services relevant to the owertafte p r receipt from the Contractor ofathe writOwner's rrequest forcontrol shall be such furnished by the information or services. Article 10. Change Orders and Finish Schedules 10.1. A Change Order is any change to the original plans and/or specifications. All change orders need to be agreed upon in writing, including cost, additional time considerations, approximate dates when the work will begin and be completed and signed by both parties. Additional time needed to complete change orders shall be taken into consideration in the project completion date. 10.2. Completed Finish Selection Schedules shall be submitted to the Contractor as follows: 10.2.1. Schedule #1 within two weeks after 1/1/2019 10.2.2. Schedule #2 within six weeks after 3/1/2019 10.3. Any delays or changes in finish selection schedules will delay the projected completion date. Article 11. Insurance 11.1. The Owner will keep in force a Builder's Risk Insurance Policy on the said property to protect both owner's and contractor's interests until construction is completed. 11.2. The Owner will purchase and maintain property insurance to the full and insurable value of the project, in case of a fire, vandalism, malicious mischief or other instances that may occur. 11.3. The Contractor shall purchase and maintain needed Workman's Compensation and Liability insurance coverage as required by law and deemed necessary for his own protection. Article 12. General Provisions 12.1. If conditions are encountered at the construction site which are subsurface or otherwise concealed physical conditions or unknown physical conditions of an unusual nature, which differ naturally from those ordinarily found to exist and generally recognized as inherent in construction activities, the Owner will promptly investigate such conditions and, if they differ materially and cause an increase or decrease in the Contractor's cost of, and/or time required for, performance of any part of the work, will negotiate with the Contractor an equitable adjustment in the contract sum, contract time or both. 12.2. It is not the Contractor's responsibility to ascertain that the Contract Documents are in accordance with applicable laws, statutes, ordinances, building codes, and rules and regulations. However, if the Contractor observes that portions of the Contract Documents are at variance therewith, the Contractor shall promptly notify the Architect and Owner in writing, and necessary changes shall be accomplished by appropriate Modification. Article 13. Hazardous Materials, Waste And Asbestos 13.1. Both parties agree that dealing with hazardous materials, waste or asbestos requires specialized training, processes, precautions and licenses. Therefore, unless the scope of this agreement includes the specific handling, disturbance, removal or transportation of hazardous materials, waste or asbestos, upon discovery of such hazardous materials the Contractor shall notify the Owner immediately and allow the Contractor to contract with a properly licensed and qualified hazardous material contractor. Any such work shall be treated as a Change Order resulting in additional costs and time considerations. Article 14. Arbitration of Disputes 14.1. Any controversy or claim arising out of or relating to this contract, or the breach thereof, shall be settled by arbitration administered by the American Arbitration Association under its Construction Industry Arbitration Rules, and judgment on the award rendered by the arbitrator(s) may be entered in any court having jurisdiction thereof. Article 15. Warranty 15.1. The Contractor warrants to the Owner for one (1) year from the date of Substantial Completion that materials and equipment furnished under the Contract will be of good quality and new unless otherwise required or permitted by the Contract Documents, that the Work will be free from defects not inherent in the quality required or permitted, and that the Work will conform to the requirements of the Contract Documents. Work not conforming to these requirements, including substitutions not property approved and authorized, may be considered defective. The Contractor's warranty excludes remedy for damage or defect caused by abuse, modifications not executed by the Contractor, improper or insufficient maintenance, improper operation, or normal wear and tear and normal usage. If required by the Architect, the Contractor shall furnish satisfactory evidence as to the kind and quality of materials and equipment. No legal action of any kind relating to the project, project performance or this contract shall be initiated by either party against the other party after (7) seven years beyond the completion of the project or cessation of work. Article 16. Termination of the Contract 16.1. Should the Owner or Contractor fail to carry out this contract, with all its provisions, the following options and stipulations shall apply: 16.1.1. If the Owner or the Contractor shall default on the contract, the non -defaulting party may declare the contract is in default and proceed against the defaulting party for the recovery of all damages incurred because of said breach of contract, including a reasonable attorney's fee. In the case of a defaulting Owner, the Earnest money herein mentioned shall be applied to the legally ascertained damages. 16.1.2. In the event of a default by the Owner or Contractor, the non -defaulting party may state his intention to comply with the contract and proceed for specific performance. 16.1.3. In the case of a defaulting Owner, the Contractor may accept, at his option the earnest money as shown herein as liquidated damages, should earnest money not cover the expenses to date, the Contractor may make claim to the Owner for all work executed and for proven loss with respect to equipment, materials, tools, construction equipment and machinery, including reasonable overhead, profit and damages applicable to the property less the earnest money. Article 17. Attorney Fees 17.1. In the event of any arbitration or litigation relating to the project, project performance or this contract, the prevailing party shall be entitled to reasonable attorney fees, costs and expenses. Article 18. Acceptance and Occupancy 18.1. Upon completion, the project shall be inspected by the Owner and the Contractor, and any repairs necessary to comply with the contract documents shall be made by the Contractor. 18.2. The Owner shall not occupy the property until final payment has been received by the Contractor and a Certificate of Occupancy has been obtained. 18.3. Occupancy of the project by the Owner in violation of Article 18.2, shall constitute unconditional acceptance of the project and a waiver of any defects or uncompleted work. Signed in the presence of: Witness Contractor Signature M4-/z4//D-- Michael Gilbert President Witness Owner Signature Joshua Andert General Partner Owner Signature Weston Gouger General Partner o ° v c0 o M m 0' �, Q M. 70 r 0o - r+ (D p z-� t� .moo ° 0 �� c i° v c m a �? � C o . ' co 3 0 (D p m O N) °m o m 0 o 0 0 0 CD ED 7C3 `< z ° cr CD fD L '+ v CD X Cfl y S (D p N c `< - o 0 ;!� 00 v FD n c -� 0 r -% --h cn Z3 �� CD ��CD ' Q o 0 CD , . 0 m m ?� '-+ z' s CD 0 M p -• w m CD 0 <' _� �'CO p fD (Q -R cc 0 (D O O N < (D to ,� �• n v -" a O �' CD O 0 (D N CD p < O_ O CD 0 0 =7 N p �, C CD Q m 3 3 p ,+ CSD CD :;4 M t!� 0 O N < v 0 (Q t fD C O CD FD' C N m Z3 m m Q v O cn Q .c O70 v N• 0 00 Q �,o - �' cQ70 0 w O 0 v � 0 v -.ta' `< 0 v m p N M O l< -z Z3 CD <' NN n NCD CD ''� �. fD tD Q N fD !D Project Description: Project Address: Permit App. Date: Applicant: Applicant email Plan Checker: Zol�6�z�� me 'cwt 1c 1l�I a . +).'�1(�1+LIINITY [1FV11IEM.ifNI PLAN REVIEW COMMENTS Commercial Remodel 6985 W 38th Ave 12/21/18 Sara Finkelstein saraf@buildlove.com Randy Slusser Plan Checker email: rslusser@ci.wheatridge.co.us Plan Check No.: 201803275 Phone: 757-846-6955 Phone: 303-235-2803 The project plans were reviewed for compliance with the following codes and standards: 2012 IBC, 2012 IRC, 2012 IMC, 2012 ECC, 2017 NEC, 2012 IPC, 2009 ANSI/ICC, City of Wheat Ridge Amendments • TO EXPEDITE PROJECT APPROVAL: Please provide a written response indicating how and where each comment was resolved on the plans. • Please see responses below in blue • For clarification of any plan review comment, please call or email the plan checker listed above. . A C I Ey 0 h6at i4c Electrical and Plumbing OK as drawn. a. Ok, no updates to plumbing or electrical 2. 2012 IBC 501.2 Address Identification. Please provide note on plans regarding address numbers. a. Address numbers have been added to sheet A002 3. Update energy compliance method to ASHRAE 90.1. Provide narrative detailing how all requirements will be met of section 5.2. a. Thank you for your time in reviewing the applicability of ASHRAE 90.1 however, after abatement of the property, the walls were left in a condition that furring out the walls was the preferable option. Compliance will remain as is with the initial submission. 4. Sheet A000: 3D conceptual view shows (2) garage doors. Please clarify if two sets of doors will be installed and coordinate with sheet A101. a. The 3D conceptual view was produced as a concept design and is intended for a proposed visual however does not represent the final design as shown within the floor plans and elevation. Sheet A101 is accurate. 5. Sheet A000: 3D conceptual view shows patio cover/trellis on top of roof deck. Please show in exterior elevations and provide details in structural sheets or remove from drawing. a. The 3D conceptual view was produced as a concept design and is intended for a proposed visual however does not represent the final design as shown within the floor plans and elevations. The trellis has been removed from the project scope. 6. Sheet A001: For ease of reference, please provide the following data in one location on: a. Square feet of the upper, lower level, and total square feet. b. Type of construction: c. Use and Occupancy Type d. Occupant loads e. Fire sprinklers: Yes or No f. The written scope on the Cover Sheet A000 has been revised to clearly state the information referenced above and is also referenced on sheet A001 & A002 7. Sheet A001: Under Type of Construction, revise to Type VB above table. a. The Type of Construction noted above the table has been revised to reference VB 8. Sheet A001: In Accessibility section, revise ICC -117.1 2003 to reference to 2009. a. The 2003 reference has been revised to properly address ANSI 117.1- 2009 9. Sheet A001: In occupant load section, clarify use of assembly seating for occupant load calculation. Entire 1St floor area would be considered a B occupancy, with an occupant load factor of 100. C1i '0 W h iIC C�; +.am Avtt i,�:11�' i�►�-��t r a �r:��i l; �s r �— a. The Assembly(unconcentrated tables and chairs) was utilized to calculate the occupant load for the roof deck, the first floor occupant load was used exclusively with the 100 gross required for Business use) 10. A602: Update detail 1 to reference 2012 IBC. a. Detail 1 now references the 2012 IBC 11. A701: Revise general door note # 14 to reference ICC -117.1 2009. a. The reference has been updated to properly refer to ICC ANSI 117.1-2009 12. A701: Revise window note to reference 2012 IBC not 2009 IBC section 1029.3. a. The note has been updated to properly refer to the 2012 IBC 13. MD -100 and M-100: Revise drawings to match updated architectural plans for a "B occupancy. Sheet calls out covered patio seating and two garage doors. a. The Backgrounds are updated to match current background with 1 garage door and 1 storefront window with the correct B Occupancy. TOWN OF WHEAT RIDGE PLAN CHECK NO.: 201803275 7500 W. 29th Ave. The Barta House Wheat Ridge, CO 80033 (303)235-2851 1ST REVIEW BY: N. Chung DATE: 1/5/19 CORRECTIONS 2ND REVIEW BY: CORRECTIONS APPROVED 3RD REVIEW BY: _ DATE: CORRECTIONS APPROVED A. THE ITEMS BELOW REQUIRE CORRECTION OR CLARIFICATION BEFORE THIS PLAN CHECK CAN BE APPROVED FOR PERMIT ISSUANCE. B. NOTE ON THIS CORRECTION SHEET OR ON A SEPARATE SHEET THE LOCATION OF THE COMPLETED CORRECTION. (I.E. SHEET NO., DETAIL, ETC. IBC 2012 STRUCTURAL DESIGN REQUIREMENT 1. Sheet S0.1, Structural Observation & Wall Construction Table: 2012 IBC shall be used instead of 2015 IBC. Corrected in drawings. 2. Call out special inspection is required for field welding, concrete. Corrected in drawings. 3. Section 1 of sheet S1.1: Verify the size of the HSS column. A note on First Floor Framing Plan calls out all steel column shall be HSS3x3x0.25 min. There are two sizes called out HSS3x3x1/8 & HSS3x3x1/4. Clarify these. Corrected in drawings. 4. Section 2 of sheet S1.1: Call out the dimension between finished floor to the bottom of the footing. 36" is frost line. Corrected in drawings. 5. Sheet S1.1, First Floor Framing Plan: a) Call out the steel beam W8x13 between columns. Corrected in drawings. b) Verify the steel column (E) & column (Relocated from original position). Where and what size of the existing footing under the existing steel column. Where is the original position of the steel column. Need the existing floor framing plan for reference. The existing steel column footings are located under the existing slab, and therefore were unavailable for inspection. I added a recommendation the existing size be verified and replaced if it does not meet or exceed what was specified for the new posts. 6. Sheet SO. 1, Design Criteria: Call out the correct live load for the roof deck, 40 psf or 100 psf that depends on the use of the deck. Corrected in drawings. 7. Sheet S1.3, Roof deck plan: Per structural calculation for the roof deck beam, the beam shall be 3'/2 x 7'/z 24F -V8 DF GLB instead of 22F -V14 Cedar GLB. Our wood design software does not allow for the use of 22F -V14 Cedar Glulam. However, we specified this material grade because they are made of cedar and acceptable for exposure to weather. DF glulams should not be used in exposed applications, or in our case for an exposed deck. The controlling capacity for the 24F -V8 DF GLBs is bearing capacity for Roof Deck Beam #4 (p.37 in calcs) at 89%. When comparing Fc,-- for the 24F -V8 DF GLB and the 22F -V14 Cedar GLB there is a capacity reduction of -86% (560psi/650psi). This would change the controlling capacity to -103% (89%/0.86) which would still be <105% and acceptable based on engineering judgement. Spec sheets for the two glulam types have been included with the calcs. 8. Number the pages of the structural calculation. It will be easy to cross reference the comments. Added. 9. Provide the material specification for GLB, LVL. Provided. 10. Sections1, 2,3/S1.3: a) The reference sheet shall be S1.4 instead of S1.3 for LVL reinforcing beams. Corrected in drawings. b) The deck beam is 2x6, not Glulam. Corrected in drawings. c) Provide structural calculation & details for guardrail. Added to drawings and calcs. 11. Sheet S1.5: Verify the middle stringer. Per structural calculation, it shall be (2)-2x12 instead of 2x12. This member should be (1) 2x12 per calcs on p.61. The (2)-2x12 middle stringers are for the upper stairs on sheet S1.6. 12. Sheet S1.5, Rear deck plan: Per structural calculation for the back deck beam, the beam #1 shall be 3 1/8 x 10'/2 24F -V4 DF GLB instead of 22F -V14 Cedar GLB. See comment #7 for choice of 22F -V14 Cedar Glulam vs. 24F -V4 DF Glulam. The controlling capacity for Beam #1 is the moment at 70%. The 22F -V14 Cedar Glulam has a capacity reduction of -89% for negative bending. This would change the controlling capacity to -79% (70%/0.89) which would be <105% and acceptable based on engineering judgement. 13. Sheet S1.7, Foundation detail: Provide structural calculation for the foundation. Verify the connection between post & foundation. Lateral force shall be considered for the footing and this connection. Corrected in drawings and calculations added to package. TOWN OF WHEAT RIDGE PLAN CHECK NO.: 201803275 7500 W. 29t' Ave. The Barta House Wheat Ridge, CO 80033 (303) 235-2851 1ST REVIEW BY: N. Chung —DATE: 1/5/19 CORRECTIONS 2ND REVIEW BY: N. Chung —DATE: 1/29/19 CORRECTIONS 3RD REVIEW BY: N. Chung DATE: 2/4/19 APPROVED A. THE ITEMS BELOW REQUIRE CORRECTION OR CLARIFICATION BEFORE THIS PLAN CHECK CAN BE APPROVED FOR PERMIT ISSUANCE. B. NOTE ON THIS CORRECTION SHEET OR ON A SEPARATE SHEET THE LOCATION OF THE COMPLETED CORRECTION. (I.E. SHEET NO., DETAIL, ETC. IBC 2012 STRUCTURAL DESIGN REQUIREMENT instead of 201-5-4BG'-. 2. Call out��l 3-.---Se,c4ie-n-l-of-sheet-Sl-.4.--V,-rify4he-si-ze of the HSSumn.-A-Rot,--en--F-ir-&t-F4oGr--F-r-aming -P4an-Ga4l&--ou"il-Stee'GGIUMR-&haU-be HSS -3-4-4.225 H,&S-3 „I IQ k W 3*3x 444: -Gla r i If ly, hese 4—.--�eGtpon 3 of s Ii -A -:R -4;MeR6j0 epfinislied_#fie Ao 4h4e-bG#om-of4lie fO­0tIng­-.-36!4c,,fTGst-tMe- 57--Sheet-S4 �Fi Irst a)-4,-a"ut4he, steel beam W8x! !fin cotumns, b)--V_e-rify-the_sAeet-c-o1umnr E-)-&-colunp{Retc),c-ated-from-ei4nal-p4gs4tioR).-VVhefe-and w-hat--&L-e--Gf4he-.-xisting*)-G#ng Lmder ffie-existing- 1 Cotumrl.-wbe-re is -the origina4esition of-the-steel-c-elumn. referenGe. beware ass u med -c-ontipme-usly-wiftut-spli Ges. -V-erify4he--exi-sting-c-onditiGR.-4f tbe-re-a-re-spfiG&&,-the-design-shafl-beAiffere any, 6. She-&t-S0A--,-De .. in Crite ria:l -out4-he-c--off-ec-t4ive4eact4or4�ie ro eok-,40-psf-Gr- 0 psf4hat-depends- on-the-use-oflhe-deck- T.- -She-et-&1.3�-Roof -dec-k-oanL--Rer--struGtur,-tt-c-aWa#ion-far-4-he-rA&of Aec*4-ea-mA-4e-beam &hall instead of22F-V44AC-eda-r-GL-B, 8, -easy-t-c)-�s-s-Tefefenc--e.4h-e instead of 2x! 2, 12-. -&heet-Sl, 5-,Rea"ec-lallm' fof -the -bac*-de-e-k- -beamjh& -beam 22fA44-Gedar--G-L-B-. .1-3-.-Sheet-84J, F-o-undation -detail -Rro-yide--&tr-u.Ct4_+ra I A/-&R'fy4he conpec4ion -Lat-c-re..Ifo-rc-e-s-hafl-be-coriside-red-fer4-ve- footing J COMcheck Software Version 4.1.0.0 Mechanical Compliance Certificate /� 7 Project Information 1 �lI V, Energy Code: Project Title: Location: Climate Zone: Project Type: Construction Site: Mechanical Systems List Quantity System Type & Description 2012 IECC Barta House Wheat Ridge, Colorado 5b Alteration Owner/Agent: Designer/Contractor: HVAC System 1 (Single Zone): Heating: 6 each - Central Furnace, Gas, Capacity = 40 kBtu/h Proposed Efficiency = 96.00% Et, Required Efficiency: 80.00 % Et (or 78% AFUE) Cooling: 6 each - Split System, Capacity = 24 kBtu/h, Air -Cooled Condenser, Unknown Economizer Proposed Efficiency = 16.00 SEER, Required Efficiency: 13.00 SEER Fan System: All Furnaces I Furnaces and Offices -- Compliance (Motor nameplate HP method) : Passes Fans: Main Floor East Furnace Supply, Constant Volume, 900 CFM, 0.5 motor nameplate hp Main Floor West Furnace Supply, Constant Volume, 2000 CFM, 0.5 motor nameplate hp Unit 1 Furnace Supply, Constant Volume, 830 CFM, 0.5 motor nameplate hp Unit 2 Furnace Supply, Constant Volume, 711 CFM, 0.5 motor nameplate hp Unit 3 Furnace Supply, Constant Volume, 956 CFM, 0.5 motor nameplate hp Unit 4 Furnace Supply, Constant Volume, 988 CFM, 0.5 motor nameplate hp Water Heater 1: Gas Instantaneous Water Heater, Capacity: 0 gallons, Input Rating: 130 kBtu/h Proposed Efficiency: 0.95 EF, Required Efficiency: 0.62 EF Water Heater 2: Gas Instantaneous Water Heater, Capacity: 0 gallons, Input Rating: 160 kBtu/h w/ Circulation Pump Proposed Efficiency: 0.95 EF, Required Efficiency: 0.62 EF Mechanical Compliance Statement Compliance Statement. The proposed mechanical alteration project represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed mechanical systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.1.0.0 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. C o/k-, �l �,�s, �. Ems,' Name - Title Signature Project Title: Barta House Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck ) /z� Date City Of W heot m',.e $e#2yg$date: 12/19/18 PagrEiorf 4 of 18 COMcheck Software Version 4.1.0.0 Inspection Checklist Energy Code: 2012 IECC Requirements: 50.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Plan ReviewComplies? Comments/Assumptions & Req.ID C103.2 Plans and/or specifications provide all []Complies [PR1]1 information with which compliance ❑Does Not can be determined for the building ❑Not Observable envelope and document where ❑Not exceptions to the standard are Applicable claimed. C103.2 Plans, specifications, and/or ❑Complies Requirement will be met. [PR2]1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the mechanical ❑Not Applicable systems and equipment and document where exceptions to the standard are claimed. Load calculations per acceptable engineering standards and handbooks. C103.2 Plans, specifications, and/or ❑Complies Requirement will be met. [PR3]1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the service water heating systems and equipment and ❑Not Applicable document where exceptions to the standard are claimed. Hot water system sized per manufacturer's sizing guide. C103.2 Plans, specifications, and/or ❑Complies [PR4]1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the interior lighting ❑Not and electrical systems and equipment Applicable and document where exceptions to the standard are claimed. Information provided should include interior lighting power calculations, wattage of bulbs and ballasts, transformers and control devices. C402.3.1 The vertical fenestration area <= 30 ❑Complies [PR10]1 percent of the gross above -grade wall ❑Does Not area. ❑Not Observable ❑Not Applicable C402.3.1 The skylight area <= 3 percent of the ❑Complies [PR11]1 gross roof area. ❑Does Not ❑Not Observable ❑Not Applicable 11 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Barta House Report date: 12/19/18 Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck Whe"age, 5 of 18 Building Division Section # & Req.ID Plan Review Complies? C402.3.2 In enclosed spaces > 10,000 ft2 ❑Complies [PR14]1 directly under a roof with ceiling ❑Does Not heights >15 ft. and used as an office, ❑Not Observable lobby, atrium, concourse, corridor, ❑Not Applicable storage, gymnasium/exercise center, convention center, automotive service, manufacturing, non - refrigerated warehouse, retail store, distribution/sorting area, transportation, or workshop, the following requirements apply: (a) the daylight zone under skylights is >_ half the floor area; (b) the skylight area to daylight zone is >= 3 percent with a skylight VT >= 0.40; or a minimum skylight effective aperture >= 1 percent. C402.3.2. Skylights in office, storage, ❑Complies 2 automotive service, manufacturing, ❑Does Not [PR15]1 non -refrigerated warehouse, retail ❑Not Observable store, and distribution/sorting area ❑Not have a measured haze value > 90 Applicable percent unless designed to exclude direct sunlight. Additional Comments/Assumptions: Com ments/Assumptions 11 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 I Low Impact (Tier 3) Project Title: Barta House Report date: 12/19/18 Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck Wheat RidgPage 6 of 18 Building Division Section # Footing / Foundation Inspection Complies? Comments/Assumptions & Re .ID 0.402.2.6 Slab edge insulation R -value. ❑Complies See the Envelope Assemblies table for values. [FO3]2 ❑Does Not ❑Not Observable ❑Not Applicable C303.2 Slab edge insulation installed per ❑Complies [FO4]2 manufacturer's instructions. ❑Does Not ❑Not Observable ❑Not Applicable C402.2.6 Slab edge insulation depth/length. ❑Complies See the Envelope Assemblies table for values. [FO5]2 Slab insulation extending away from ❑Does Not building is covered by pavement or ❑Not Observable >= 10 inches of soil. ❑Not Applicable C403.2.8. Exterior insulation protected against ❑Complies 1 damage, sunlight, moisture, wind, ❑Does Not [FO6]1 landscaping and equipment ❑Not Observable maintenance activities. ❑Not Applicable C403.2.4. Freeze protection and snow/ice ❑Complies Exception: Requirement does not apply. 5 melting system sensors for future ❑Does Not [FO9]3 connection to controls. ❑Not Observable ❑Not Applicable C402.2.8 Bottom surface of floor structures ❑Complies See the Envelope Assemblies table for values. [FO12]3 incorporating radiant heating ❑Does Not insulated to >=R-3.5. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 11 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Barta House Report date: 12/19/18 Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck W1'tPaw 5 g'e7 of 18 Section # Framing / Rough -In Inspection Complies? Comments/Assumptions & Recl.ID C402.4.1, The building envelope contains a ❑Complies C402.4.2 continuous air barrier that is sealed in ❑Does Not [FR16]1 an approved manner and either ❑Not Observable constructed or tested in an approved ❑Not Applicable manner. Air barrier penetrations are sealed in an approved manner. C402.4.3, Factory -built fenestration and doors ❑Complies C402.4.4 are labeled as meeting air leakage ❑Does Not [FR18]3 requirements. []Not Observable ❑Not Applicable C402.3.3, Vertical fenestration U -Factor. ❑Complies See the Envelope Assemblies table for values. C402.3.4 ❑Does Not [FR8]1 ❑Not Observable ❑Not Applicable C402.3.3 Vertical fenestration SHGC value. ❑Complies See the Envelope Assemblies table for values. [FR10]1 ❑Does Not ❑Not Observable ❑Not Applicable C303.1.3 Fenestration products rated in ❑Complies [FR12]2 accordance with NFRC. ❑Does Not ❑Not Observable ❑Not Applicable C303.1.3 Fenestration products are certified as ❑Complies [FR13]1 to performance labels or certificates ❑Does Not provided. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: of 1 1 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Barta House �eepottpdale 12/19/18 Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck Page 8 of 18 #Plumbing Rough -in Inspection Complies? Comments/Assumptions & Re .ID 0404.4 Automatic time switches installed to ❑Complies Requirement will be met. [PL3]1 automatically switch off the ❑Does Not recirculating hot-water system or heat trace. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 11 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Barta House Report date: 12/19/18 Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck Who:Pad4ge 9 of 18 Building Division Section # Mechanical Rough -In Inspection Complies? Comments/Assumptions & Re .ID 6403.2.3 HVAC equipment efficiency verified. ❑Complies See the Mechanical Systems list for values. [ME55]2 ❑Does Not [--]Not Observable ❑Not Applicable C402.4.5. Stair and elevator shaft vents have ❑Complies 1 motorized dampers that automatically ❑Does Not [ME3]3 close. []Not Observable ❑Not Applicable C402.4.5. Outdoor air and exhaust systems have ❑Complies 2 motorized dampers that automatically ❑Does Not [ME58]3 shut when not in use and meet ❑Not Observable maximum leakage rates. Check []Not Applicable gravity dampers where allowed. C403.2.5. Demand control ventilation provided ❑Complies Exception: Requirement does not apply. 1 for spaces >500 sq.ft. and >25 []Does Not [ME59]1 people/1000 sq.ft. occupant density ❑Not Observable and served by systems with air side ❑Not Applicable economizer, auto modulating outside air damper control, or design airflow >3,000 cfm. C403.2.7 HVAC ducts and plenums insulated. []Complies [ME60]2 Where ducts or plenums are installed []Does Not in or under a slab, verification may ❑Not Observable need to occur during Foundation ❑Not Applicable Inspection. C403.2.8 HVAC piping insulation thickness. ❑Complies Requirement will be met. [ME61]2 Where piping is installed in or under a ❑Does Not slab, verification may need to occur ❑Not Observable during Foundation Inspection. ❑Not Applicable C403.2.8. Piping Insulation exposed to weather ❑Complies Requirement will be met. 1 is protected from damage (due to sun, ❑Does Not [ME7]3 moisture, wind, etc.). ❑Not Observable ❑Not Applicable C403.2.8 Thermally ineffective panel surfaces of ❑Complies Exception: Requirement does not apply. [ME41]3 sensible heating panels have ❑Does Not insulation >= R-3.5. ❑Not Observable ❑Not Applicable C403.3.1. Total cooling capacity without []Complies a economizers must be less than ❑Does Not [NA]0 %varMaxKBtuPerH%. ❑Not Observable ❑Not Applicable C403.2.7 Ducts and plenums sealed based on ❑Complies Requirement will be met. [ME10]2 static pressure and location. ❑Does Not ❑Not Observable ❑Not Applicable C403.2.7. Ductwork operating >3 in. water ❑Complies Requirement will be met. 1.3 column requires air leakage testing. ❑Does Not [ME11]3 ❑Not Observable ❑Not Applicable C408.2.2. Air outlets and zone terminal devices ❑Complies Exception: Fans with fan motors of 1 hp (0.74 kW) or less. 1 have means for air balancing. ❑Does Not [ME53]3 ❑Not Observable ❑Not Applicable 1 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) ` Project Title: Barta House Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck Relimft-ciate: ] ?/19/18 Page 10 of 18 Building Division Section # Mechanical Rough -In Inspection Complies? Comments/Assumptions & Re .ID 6403.4.2 VAV fan motors >=7.5 hp to be driven ❑Complies Requirement will be met. [ME66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or ❑Not Observable have controls to limit fan motor ❑Not Applicable demand. C403.4.2 VAV fan motors >=7.5 hp to be driven ❑Complies Exception: Requirement does not apply. [ME66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or ❑Not Observable have controls to limit fan motor ❑Not Applicable demand. C403.4.2 VAV fan motors >=7.5 hp to be driven ❑Complies Exception: Requirement does not apply. [ME66]2 by variable speed drive, have a vane- ❑Does Not axial fan with variable pitch blades, or ❑Not Observable have controls to limit fan motor ❑Not Applicable demand. C403.2.6 Exhaust air energy recovery on ❑Complies [ME57]1 systems meeting Table C403.2.6 ❑Does Not ❑Not Observable ❑Not Applicable C403.2.11 Unenclosed spaces that are heated ❑Complies Exception: Requirement does not apply. [ME71]2 use only radiant heat. ❑Does Not ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Barta House 4�eport date: 12/19/18 Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck 6 "Page 11 of 18 9 Q�L�S�Oo Section # Rough -In Electrical Inspection Complies? Comments/Assumptions & Reg.ID 0405.2.2. Automatic controls to shut off all ❑Complies 1 building lighting installed in all ❑Does Not [EL22]2 buildings. ❑Not Observable ❑Not Applicable C405.2.1. Independent lighting controls installed ❑Complies 1 per approved lighting plans and all ❑Does Not [EL23]2 manual controls readily accessible and ❑Not Observable visible to occupants. ❑Not Applicable C405.2.1. Lighting controls installed to uniformly ❑Complies 2 reduce the lighting load by at least ❑Does Not [EL15]1 50%. ❑Not Observable ❑Not Applicable C405.2.2. Daylight zones provided with ❑Complies 3 individual controls that control the ❑Does Not [EL16]2 lights independent of general area ❑Not Observable lighting. ❑Not Applicable C405.2.3 Sleeping units have at least one ❑Complies [EL17]3 master switch at the main entry door ❑Does Not that controls wired luminaires and ❑Not Observable switched receptacles. ❑Not Applicable C405.2.2. Occupancy sensors installed in ❑Complies 2 required spaces. ❑Does Not [EL18]1 ❑Not Observable ❑Not Applicable C405.2.2. Primary sidelighted areas are ❑Complies 3 equipped with required lighting ❑Does Not [EL2011 controls. ❑Not Observable ❑Not Applicable C405.2.2. Enclosed spaces with daylight area ❑Complies 3 under skylights and rooftop monitors []Does Not [EL21]1 are equipped with required lighting ❑Not Observable controls. ❑Not Applicable C405.2.3 Separate lighting control devices for ❑Complies [EL4]1 specific uses installed per approved ❑Does Not lighting plans. ❑Not Observable ❑Not Applicable C405.3 Fluorescent luminaires with odd ❑Complies [EL19]3 numbered lamp configurations that ❑Does Not are within 10 feet center to center (if ❑Not Observable recess mounted) or are within 1 foot ❑Not Applicable edge to edge (if pendant or surface mounted) shall be tandem wired. C405.4 Exit signs do not exceed 5 watts per ❑Complies [EL611 face. ❑Does Not ❑Not Observable ❑Not Applicable C405.2.3 Additional interior lighting power ❑Complies [EL811 allowed for special functions per the ❑Does Not approved lighting plans and is ❑Not Observable automatically controlled and ❑Not Applicable separated from general lighting. Additional Comments/Assumptions: 11 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Barta House Report date: 12/19/18 Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck12 of 18 WhP idc: Building Division 111 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 Low Impact (Tier 3) •'Y of Project Title: Barta House Report date: 12/19/18 Data filename: C:\Users\Inissenson\Documents\COMcheck\Barts House.cck Vjt,p ggl3 of dg18 guildin9 �ivis1°n Section #Insulation Inspection Complies? Comments/Assumptions & Req. ID C402.4.1. All sources of air leakage in the ❑Complies 1 building thermal envelope are sealed, ❑Does Not [IN1]1 caulked, gasketed, weather stripped ❑Not Observable or wrapped with moisture vapor- ❑Not Applicable permeable wrapping material to minimize air leakage. C402.4.2. Roof R -value. For some ceiling ❑Complies See the Envelope Assemblies table for values. 1 systems, verification may need to ❑Does Not [IN2]1 occur during Framing Inspection. ❑Not Observable ❑Not Applicable C303.2 Roof insulation installed per ❑Complies [IN311 manufacturer's instructions. Blown or ❑Does Not poured loose -fill insulation is installed ❑Not Observable only where the roof slope is <=3 in ❑Not Applicable 12. C303.2 Above -grade wall insulation installed ❑Complies [IN7]1 per manufacturer's instructions. ❑Does Not ❑Not Observable ❑Not Applicable C402.2.5 Floor insulation R -value. ❑Complies See the Envelope Assemblies table for values. [IN812 ❑Does Not ❑Not Observable ❑Not Applicable C303.1 Building envelope insulation is labeled ❑Complies [IN10]2 with R -value or insulation certificate ❑Does Not providing R -value and other relevant ❑ Not Observable data. ❑Not Applicable C303.2.1 Exterior insulation is protected from ❑Complies [IN14]2 damage with a protective material. ❑Does Not Verification for exposed foundation ❑Not Observable insulation may need to occur during ❑Not Applicable Foundation Inspection. C402.2.1 Insulation intended to meet the roof ❑Complies [IN17]3 insulation requirements cannot be ❑Does Not installed on top of a suspended ❑Not Observable ceiling. Mark this requirement ❑Not Applicable compliant if insulation is installed accordingly. Additional Comments/Assumptions: 11 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 1 3 1 Low Impact (Tier 3)`', Project Title: Barta House Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck Report bate: 12/19/18 Page 14 of 18 guiltlin9 �ivit,+;.. Section # Final Inspection Complies? Comments/Assumptions & Re .ID t403.2.4. Heating and cooling to each zone is ❑Complies Requirement will be met. 1 controlled by a thermostat control. ❑Does Not [FI47]3 Minimum one humidity control device ❑Not Observable per installed humidification/dehumidification []Not Applicable system. C403.2.4. Thermostatic controls have a 5 IF ❑Complies Requirement will be met. 2 deadband. ❑Does Not [FI38]3 []Not Observable ❑Not Applicable C403.2.4. Temperature controls have setpoint ❑Complies Requirement will be met. 2 overlap restrictions. ❑Does Not [F120]3 ❑Not Observable ❑Not Applicable C403.2.4. Each zone equipped with setback ❑Complies Requirement will be met. 3 controls using automatic time clock or ❑Does Not [F139]3 programmable control system. ❑Not Observable ❑Not Applicable C403.2.4. Automatic Controls: Setback to 55°F ❑Complies Requirement will be met. 3 (heat) and 85°F (cool); 7 -day clock, 2- ❑Does Not [F140]3 hour occupant override, 10 -hour ❑Not Observable backup []Not Applicable C403.2.4. Systems include optimum start ❑Complies Requirement will be met. 3.3 controls. ❑Does Not [FI41]3 []Not Observable ❑Not Applicable C408.2.5. Furnished HVAC as -built drawings ❑Complies Requirement will be met. 1 submitted within 90 days of system ❑Does Not [FI7]3 acceptance. ❑Not Observable ❑Not Applicable C303.3, Furnished 0&M manuals for HVAC ❑Complies Requirement will be met. C408.2.5. systems within 90 days of system []Does Not 3 [F18]3 acceptance. ❑Not Observable ❑Not Applicable C408.2.5. An air and/or hydronic system ❑Complies 3 balancing report is provided for HVAC ❑Does Not [F143]1 systems. ❑Not Observable ❑Not Applicable C408.2.3. HVAC control systems have been ❑Complies 2 tested to ensure proper operation, ❑Does Not [FI10]1 calibration and adjustment of controls. ❑Not Observable ❑Not Applicable C404.3 Public lavatory faucet water ❑Complies Requirement will be met. [FI11]3 temperature <=110°F. ❑Does Not ❑Not Observable ❑Not Applicable C404.3 Public lavatory faucet water ❑Complies Requirement will be met. [Flll]3 temperature <=110°F. ❑Does Not [--]Not Observable ❑Not Applicable 11 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Barta House Report date: 12/19/18 Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck BgjUiOgf5 of 18 W 81061//9 Section # Final Inspection Complies? Comments/Assumptions & Re .ID (:404.5 All piping in circulating system ❑Complies Exception: Requirement does not apply. [FI25]2 insulated []Does Not ❑Not Observable ❑Not Applicable C404.5 First 8 ft of outlet piping is insulated ❑Complies Requirement will be met. [F145]2 ❑Does Not [-]Not Observable ❑Not Applicable C404.6 Controls are installed that limit the ❑Complies Requirement will be met. [FI12]3 operation of a recirculation pump ❑Does Not installed to maintain temperature of a ❑Not Observable storage tank. ❑Not Applicable C402.4.8 Recessed luminaires in thermal ❑Complies [FI26]3 envelope to limit infiltration and be IC ❑Does Not rated and labeled. Seal between []Not Observable interior finish and luminaire housing. ❑Not Applicable C403.2.2 HVAC systems and equipment ❑Complies Requirement will be met. [F127]3 capacity does not exceed calculated ❑Does Not loads. ❑Not Observable []Not Applicable C408.2.5. Furnished as -built drawings for ❑Complies 1 electric power systems within 30 days ❑Does Not [FI16]3 of system acceptance. ❑Not Observable ❑Not Applicable C303.3, Furnished O&M instructions for ❑Complies C408.2.5. systems and equipment to the ❑Does Not 2 building owner or designated ❑Not Observable [FI17]3 representative. ❑Not Applicable C405.5.2 Interior installed lamp and fixture ❑Complies See the Interior Lighting fixture schedule for values. [F]18I1 lighting power is consistent with what ❑Does Not is shown on the approved lighting ❑Not Observable plans, demonstrating proposed watts ❑Not Applicable are less than or equal to allowed watts. C408.2.1 Commissioning plan developed by ❑Complies [F12811 registered design professional or ❑Does Not approved agency. ❑Not Observable ❑Not Applicable C408.2.4 Preliminary commissioning report ❑Complies [F12911 completed and certified by registered ❑Does Not design professional or approved ❑ Not Observable agency. ❑Not Applicable C408.2.5. Final commissioning report due to ❑Complies 4 building owner within 90 days of ❑Does Not [F13011 receipt of certificate of occupancy. ❑Not Observable ❑Not Applicable C408.2.3. HVAC equipment has been tested to ❑Complies 1 ensure proper operation. ❑Does Not [F13111 ❑Not Observable ❑Not Applicable 1 I High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 13 1 Low Impact (Tier 3) Project Title: Barta House Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck Report"date: 12/19/18 Whecit Riage 16 of 18 Building Division #Final Inspection Complies? Comments/Assumptions & Req .IDI 0408.3 Lighting systems have been tested to ❑Complies [FI33]1 ensure proper calibration, adjustment, ❑Does Not programming, and operation. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Barta House ke"e ort date: 12/19/18 Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck Page 17 of 18 Wheat Pif, ls, Building Divisi-I Project Title: Barta House Report date: 12/19/18 Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck V+hO"" Page 18 of 18 Building pivi"on 6 COMcheck Software Version 4.1.0.0 v/ Envelope Compliance Certificate Project Information Energy Code: 2012 IECC Project Title: Barta House Location: Wheat Ridge, Colorado Climate Zone: 5b Project Type: Alteration Vertical Glazing / Wall Area: 5% Construction Site: Owner/Agent: Designer/Contractor: Building Area Floor Area 1 -Upstairs Apartments (Multifamily) : Nonresidential 3000 2 -Downstairs Office Space (Office) : Nonresidential 2835 Envelope Assemblies Post -Alteration Assembly R -Value Cavity Cont. Proposed U -Factor SHGC Max. Allowed U -Factor SHGC Roof 1: Insulation Entirely Above Deck, [Bldg. Use 1 - Upstairs --- 25.0 0.039 --- 0.039 --- Apartments] Exterior Wall 1: Concrete Block:8", Partially Grouted, Cells 13.0 0.0 0.072 --- 0.078 --- Empty,Medium Density, Furring: Wood, [Bldg. Use 2 - Downstairs Office Space] Window 1: Vinyl/Fiberglass Frame:Operable, Clear, Operable, --- --- 0.260 0.300 0.450 0.400 Operable, [Bldg. Use 2 - Downstairs Office Space] Window 2: Metal Frame:Fixed, Other, Fixed, Fixed, [Bldg. Use 2 - --- --- 0.310 0.400 0.380 0.400 Downstairs Office Space] Floor 1: Slab -On -G rade: Unheated, [Bldg. Use 2 - Downstairs --- — 1.000 --- 0.540 --- Office Space] (a) Fenestration product performance must be certified in accordance with NFRC and requires supporting documentation (b) Slab -On -Grade proposed and budget U -factors shown in table are F -factors. Envelope Compliance Statement Compliance Statement: The proposed envelope alteration project represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed envelope systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.1.0.0 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. / Name - Title Signature Date City of Project Title: Barta House Report date: 12/19/18 Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck Page 1 of 18 Building D4V 15[GS COMcheck Software Version 4.1.0.0 Interior Lighting Compliance Certificate Project Information Energy Code: 2012 IECC Project Title: Barta House Project Type: Alteration Construction Site: Owner/Agent: Designer/Contractor: Allowed Interior Lighting Power A B C D Area Category Floor Area Allowed Allowed Watts (ft2) Watts / ft2 (B X C) 1 -Apartments (Dormitory: Living quarters) 3000 1.10 3300 2 -Office Space (Common Space Types:Office - Enclosed) 2835 1.10 3118 Total Allowed Watts = 6419 Proposed Interior Lighting Power A B C D E Fixture ID : Description / Lamp / Wattage Per Lamp / Ballast Lamps/ # of Fixture (C X D) Fixture Fixtures Waft. Apartments ( Dormitory:Living quarters 3000 sq.ft.) LED 5: Other: 1 11 33 363 LED 6: LED PAR 11 W: 3 7 33 231 LED 7: LED PAR 10W: 2 4 18 72 LED 8: LED PAR 8W: 2 17 18 306 LED 9: LED PAR 12W: 1 11 12 132 Office Space ( Common Space Tyoes•Office - Enclosed 2835 sq.ft) LED 1: LED Panel 40W: 1 31 40 1240 LED 2: LED PAR 20W: 1 6 20 120 LED 3: LED MR 8W: 2 3 18 54 LED 4: LED PAR 12W: 1 1 12 12 Total Proposed Watts = 2530 Interior Lighting PASSES Interior Lighting Compliance Statement Compliance Statement: The proposed interior lighting alteration project represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application. The proposed interior lighting systems have been designed to meet the 2012 IECC requirements in COMcheck Version 4.1.0.0 and to comply with any applicable mandatory requirements listed in the Inspection Checklist. �d4-11,� �I�vS . �, C.��. 12-12,1119 Name - Title ' Signature Date C:11y Ut Project Title: Barta House Re$8rt date: 12/20/18 Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck Page,-,;5,rOf 7 COMcheck Software Version 4.1.0.0 -[n,/00' Inspection Checklist Energy Code: 2012 IECC Requirements: 41.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # & Req.ID Plan Review Complies? Comments/Assumptions C103.2 Plans, specifications, and/or ❑Complies [PR4)1 calculations provide all information ❑Does Not with which compliance can be ❑Not Observable determined for the interior lighting ❑Not Applicable and electrical systems and equipment and document where exceptions to the standard are claimed. Information provided should include interior lighting power calculations, wattage of bulbs and ballasts, transformers and control devices. Additional Comments/Assumptions: 111 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Barta House IRR, date: 12/20/18 Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck Page 2 of 7 Building Division # I Footing / Foundation Inspection I Complies? I Comments/Assumptions & Rea.ID C402.2.8 Bottom surface of floor structures ❑Complies Requirement will be met. [FO12]3 incorporating radiant heating ❑Does Not insulated to >=R-3.5. ❑Not Observable See the Envelope Assemblies table for values. ❑Not Applicable Additional Comments/Assumptions: 11 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier Project Title: Barta House V,.Wort date: 12/20/18 Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck Page 3 of 7 guildlou 13iv�5�u� Section # Rough -in Electrical Inspection Complies? Comments/Assumptions & Re .ID C405.2.2. Automatic controls to shut off all ❑Complies 1 building lighting installed in all ❑Does Not [EL22]2 buildings. ❑Not Observable []Not Applicable C405.2.1. Independent lighting controls installed ❑Complies 1 per approved lighting plans and all ❑Does Not [EL23]2 manual controls readily accessible and ❑Not Observable visible to occupants. ❑Not Applicable C405.2.1. Lighting controls installed to uniformly ❑Complies 2 reduce the lighting load by at least ❑Does Not [EL15]1 50%. []Not Observable ❑Not Applicable C405.2.2. Daylight zones provided with []Complies 3 individual controls that control the []Does Not [EL16]2 lights independent of general area ❑Not Observable lighting. ❑Not Applicable C405.2.3 Sleeping units have at least one ❑Complies [EL17]3 master switch at the main entry door ❑Does Not that controls wired luminaires and ❑Not Observable switched receptacles. ❑Not Applicable C405.2.2 Occupancy sensors installed in ❑Complies 2 required spaces. ❑Does Not [EL18]1 ❑Not Observable ❑Not Applicable C405.2.2. Primary sidelighted areas are ❑Complies 3 equipped with required lighting ❑Does Not [EL20]1 controls. ❑Not Observable ❑Not Applicable C405.2.2. Enclosed spaces with daylight area ❑Complies 3 under skylights and rooftop monitors ❑Does Not [EL21]1 are equipped with required lighting ❑Not Observable controls. ❑Not Applicable C405.2.3 Separate lighting control devices for ❑Complies [EL4]1 specific uses installed per approved ❑Does Not lighting plans. ❑Not Observable ❑Not Applicable C405.3 Fluorescent luminaires with odd ❑Complies [EL19]3 numbered lamp configurations that ❑Does Not are within 10 feet center to center (if ❑Not Observable recess mounted) or are within 1 foot ❑Not Applicable edge to edge (if pendant or surface mounted) shall be tandem wired. C405.4 Exit signs do not exceed 5 watts per []Complies [EL6]1 face. ❑Does Not ❑Not Observable ❑Not Applicable C405.2.3 Additional interior lighting power ❑Complies [EL8I1 allowed for special functions per the ❑Does Not approved lighting plans and is ❑Not Observable automatically controlled and ❑Not Applicable separated from general lighting. Additional Comments/Assumptions: City of 11 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Barta House Report date: 12/20/18 Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck Page 4 of 7 Project Title: Data filename 11 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Barta House Report date: 12/20/18 C:\Users\lnissenson\Documents\COMcheck\Barta House.cck Page 5 of 7 Section # Final Inspection Complies? Comments/Assumptions & Re .ID C408.2.5. Furnished as -built drawings for ❑Complies 1 electric power systems within 30 days ❑Does Not [F[16]3 of system acceptance. ❑Not Observable ❑Not Applicable C303.3, Furnished O&M instructions for ❑Complies C408.2.5. systems and equipment to the ❑Does Not 2 [FI17]3 building owner or designated representative. ❑Not Observable ❑Not Applicable C405.5.2 Interior installed lamp and fixture ❑Complies See the Interior lighting fixture schedule for values. [FI18]1 lighting power is consistent with what ❑Does Not is shown on the approved lighting ❑Not Observable plans, demonstrating proposed watts ❑Not Applicable are less than or equal to allowed watts. C408.3 Lighting systems have been tested to ❑Complies [FI33]1 ensure proper calibration, adjustment, ❑Does Not programming, and operation. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Barta House Report date: 12/20/18 Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck whe'�Ar ge 6 of 7 Building Division Project Title: Barta House Report date: 12/20/18 Data filename: C:\Users\lnissenson\Documents\COMcheck\Barta House.cck *hFQb 'dJ 7 of 7 guiidin� `" -•. !j .'� 13.93 3 .93 93 M 13.93 13.93 13.9f' 21.42 ft 17.56 16.37 r 14.10 413.08 . 12.10 11.08 [ 10.00 8.95 7.93 4.00 0.00 0.00 1.98 4.26 7.70 12.77 16.40 18.99 21.87 ft Height of Room: 9.000 ft, Light loss factor: 0.80 Surface p [%] Ear [fc] Workplane / 12 Floor 26 8.31 Ceiling 0 6.81 Walls (10) 50 8.12 Workplane: 1ALux 12/18/2018 Operator -6 Telephone jolvn Fax JU9 e -Mail /A P Ile Apt 1 Living Room / Single Sheet Output Values in Footcandles, Scale 1:84 Emin [fc] Emax [fc] U0 0.96 67 0.078 0.42 41 0.051 1.96 21 0.288 0.47 1551 / Height: 2.493 ft Grid: 128 x 128 Points Boundary Zone: 0.000 ft Illuminance Quotient (according to LG7): Walls / Working Plane: 0.804, Ceiling / Working Plane: 0.550. Luminaire Parts List No. I Pieces Designation (Correction Factor) (D (Luminaire) [Im] (D (Lamps) [Im] P [W] Gree Inc Aly-6UW-I'1-27K-E26-U1 60 Watt Equivalent, 1 8 A19 Screw Base Lamp, with white opaque dome lens 879 879 9.5 covering LED array, 2700K CCT (1.000) Cree Inc BPAR30L-0803040C-12DE26-1 C100 Cree 2 6 LED PAR30 Long Lamp, 75W Equivalent, 3000K, 40 814 814 10.2 Degree Beam Spread (1.000) 3 1 Louis Poulsen Lighting A PH Artichoke 18.9" 1/200W/A- 947 3050 200.0 23/CL medium WHT PH Artichoke 1 x 20OW A80 1.000 Total: 12858 Total: 149.61 337.2 ,6t Specific connected load: 0.89 W/sq ft = 0.72 W/sq ft/10 fc (Ground area: 379.89 sq ft) 0 s'o 4 Page 1 • DIALux 12/18/2018 Operator Telephone Fax e -Mail Apt 2 Living Room / Single Sheet Output 29.35 ft 27.88 26.48 25.12 23.22 21.87 20.25 18.90 16.99 7.87 5.31 1.97 0.00 0.00 4.37 7.93 11.89 18.00 ft Height of Room: 9.000 ft, Light loss factor: 0.80 Values in Footcandles, Scale 1:115 Surface P [%] Eav [fc] Emin [fc] Emax [fc] u0 Workplane / 16 0.59 68 0.038 Floor 8 11 0.41 42 0.038 Ceiling 16 7.45 1.59 16 0.214 Walls (11) 50 8.63 0.40 1706 1 Workplane: Height: 2.493 ft Grid: 128 x 128 Points Boundary Zone: 0.000 ft Illuminance Quotient (according to LG7): Walls / Working Plane: 0.674, Ceiling / Working Plane: 0.475. Luminaire Parts List No. I Pieces Designation (Correction Factor) cp (Luminaire) [Im] (D (Lamps) [Im] P [W] Gree Inc A19 -60W -P1 -27K -E26 -U1 60 Watt Equivalent, 1 10 A19 Screw Base Lamp, with white opaque dome lens covering LED array, 2700K CCT (1.000) Cree Inc BPAR30L-0803040C-12DE26-1C100 Cree 2 6 LED PAR30 Long Lamp, 75W Equivalent, 3000K, 40 Degree Beam Spread (1.000) 3 1 Louis Poulsen Lighting A PH Artichoke 18.9" 1/200W/A- 23/CL medium WHT PH Artichoke 1x 20OW A80 (1.000' 879 879 9.5 814 814 10.2 947 3050 200.0 Total: 14615 Total: 16,718 356.2 Y 'E'4i Specific connected load: 1.03 W/sq ft = 0.65 W/sq ft/10 fc (Ground area: 347.49 sq ft) e Page 1 Project DIALux 12/18/2018 13.93 13.93 13.93,,---'-\ 13.93 �2�.8 o 55.74 I 13 ;5.74 3.93 41 81 XA 13.93 13.93 13.93 13.93 _ 1 3.93 ❑ Z-8 LJU 13.9' j 41.8 13.9 1 - 13.93 13.93 13.9 Operator Telephone Fax e -Mail Apt3 Living Room / Single Sheet Output 18.03 ft 15.42 14.19 12.38 11-40 10.56 8.32 6.64 5.63 4.37 I I a 11.74 [ � 1 0-00 0.00 8.03 10.62 12.81 18.99 21.87 ft Height of Room: 9.000 ft, Light loss factor: 0.80 Values in Footcandles, Scale 1:71 Surface Gree Inc A19 -60W -P1 -27K -E26 -U1 60 Watt Equivalent, p [%] Ea, [fc] Emin [fC] Emax [fc] u0 Workplane 879 / 14 1.32 69 0.095 Floor 26 9.77 0.74 43 0.075 Ceiling 814 0 8.06 2.73 30 0.339 Walls (6) 62 9.05 0.77 2331 / Workplane: Height: 2.493 ft Grid: 128 x 128 Points Boundary Zone: 0.000 ft Illuminance Quotient (according to LG7): Walls / Working Plane: 0.817, Ceiling / Working Plane: 0.580. Luminaire Parts List No. I Pieces Designation (Correction Factor) (D (Luminaire) [Im] (D (Lamps) [Im] P [W] Specific connected load: 0.88 W/sq ft = 0.63 W/sq ft/10 fc (Ground area: 381.83 sq ft) Page 1 Gree Inc A19 -60W -P1 -27K -E26 -U1 60 Watt Equivalent, 1 8 A19 Screw Base Lamp, with white opaque dome lens 879 879 9.5 covering LED array, 2700K CCT (1.000) Cree Inc BPAR30L-0803040C-12DE26-1 C100 Cree 2 6 LED PAR30 Long Lamp, 75W Equivalent, 3000K, 40 814 814 10.2 Degree Beam Spread (1.000) 3 1 Louis Poulsen Lighting A PH Artichoke 18.9" 1/200W/A- 23/CL medium WHT PH Artichoke 1x 20OW A80 1.000) 947 3050 200.0 Total: 12858 Total: r.A4661 337.2 Specific connected load: 0.88 W/sq ft = 0.63 W/sq ft/10 fc (Ground area: 381.83 sq ft) Page 1 Project 2 D 1ALux 12/18/2018 Operator Telephone Fax e -Mail Apt4 Living Room / Single Sheet Output 2044. 40 8 \ 0.44 5 0.44 018` 40. 8 0.44 10. V 20.44 20.44 10.2, 18.79 ft 16.75 12.02 20.44 20.44 9.75 10.22 i.UU 2.73 1.31 0.00 0.00 2.87 5.62 7.67 12.64 14.90 18.00 ft Height of Room: 9.000 ft, Light loss factor: 0.80 (D (Luminaire) [Im] q) (Lamps) [Im] Values in Footcandles, Scale 1:74 Surface Cree Inc A19 -60W -P1 -27K -E26 -U1 60 Watt p [%] Ea, [fc] Emin [fc] Emax [fc] u0 Workplane 879 / 15 3.06 54 0.198 Floor 20 9.02 0.63 34 0.070 Walls (8) 66 12 0.49 2156 / Workplane: Height: 2.493 ft Grid: 128 x 128 Points Boundary Zone: 0.000 ft Illuminance Quotient (according to LG7): Walls / Working Plane: 0.905, Ceiling / Working Plane: 0.549. Luminaire Parts List No. Pieces Designation (Correction Factor) (D (Luminaire) [Im] q) (Lamps) [Im] P [W] Cree Inc A19 -60W -P1 -27K -E26 -U1 60 Watt 1 6 Equivalent, A19 Screw Base Lamp, with white 879 879 9.5 opaque dome lens covering LED array, 2700K CCT (1.000) Cree Inc BPAR30L-0803040C-12DE26-1C100 Cree 2 3 LED PAR30 Long Lamp, 75W Equivalent, 3000K, 814 814 10.2 40 Degree Beam Spread (1.000) Louis Poulsen Lighting A PH Artichoke 18.9" 3 1 1/200W/A-23/CL medium WHT PH Artichoke 1x 947 3050 200.0 20OW A80 (1.000) Total: 8660 Total: 10763 287.6 Specific connected load: 1.05 W/sq ft = 0.68 W/sq ft/10 fc (Ground area: 274.76 sq ft) Page 1 . DIALux 12/18/2018 Operator Telephone Fax e -Mail Office Open Area / Single Sheet Output 33.44 69.23 ft 66.09 66.89 58.86 (8� n 53.60 66.8911 66 9 50 °17 N Q 66f9 44.75 689n g 6C I ll 6 9 26.73 50.17 50.17 66. 9 66.9 ` �6.8�1 19.12 50,17 5U!17 33.44 33.44 16.72 3.43 0.00 0.00 16.37 24.89 33.34 43.89 ft Height of Room: 9.000 ft, Mounting Height: 9.000 ft, Light loss factor: 0.80 Values in Footcandles, Scale 1:271 Surface I p [%] Ea, [fc] Emin FC] Emax [fc] U0 Workplane / 52 4.30 84 0.082 Floor 20 48 6.60 75 0.139 Ceiling 80 10 3.35 25 0.322 Walls (44) 50 21 4.10 164 / Workplane: Height: 2.493 ft Grid: 128 x 128 Points Boundary Zone: 0.000 ft Illuminance Quotient (according to LG7): Walls / Working Plane: 0.391, Ceiling / Working Plane: 0.200. Luminaire Parts List No. Pieces Designation (Correction Factor) (D (Luminaire) [Im] cD (Lamps) [Im] P [W] RAB LIGHTING INC. ND6S20D-NDLED6SD- 80N-W-B FABRICATED METAL FRAME, CAST FINNED METAL HEAT SINK/HOUSING, 1 WHITE CIRCUIT BOARD WITH 1 LED AND 1 12 MOLDED WHITE PLASTIC CIRCUIT BOARD 1813 1813 20.4 COVER, MOLDED PLASTIC UPPER REFLECTOR WITH WHITE FINISH, city os HOLOGRAPHIC PLASTIC LENS OVER UPPER w�egt APERTURE OF LOWER REFLECTOR, CAST rdge BLACK PAINTED METAL TRIM. (1.000) 814"06 RAB LIGHTING INC. RC LIGHTING EZPAN1x4- 9D`�fslon 40N/D10 FABRICATED WHITE PAINTED METAL HOUSING, 2 WHITE CIRCUIT BOARDS EACH WITH 140 LEDS, PLASTIC LIGHT GUIDE PLATE, SANDWICHED BETWEEN ONE WHITE 2 27 PLASTIC REFLECTOR AND FROSTED 5060 5060 41.6 HOLOGRAPHIC PLASTIC DIFFUSER, FROSTED SIDE UP. (1.000) Total: 158393 Total: 158393 1367.5 Specific connected load: 0.58 W/sq ft = 0.11 W/sq ft/10 fc (Ground area: 2349.13 sq ft) Page 1 City of Wheat Ridge Building Division . DIALux 12/18/2018 Operator Telephone Fax e -Mail -X41.81\ 41.8 50.17-5&17 41.81 50. ,58.53-58.53" 50.17 \ r58.53 58.3 \ 50.17 58.53 66.89---, 5\0.17 66.89 58.53 66.89 j 58.5b 66.89 l 50.17 50.17 \ .53_58.5358. / 50.17 50.17 / --50.17 -' 41.81 44 41.81 9.51 ft 0.00 0.00 10.06 ft Office 1 Single Sheet Output Height of Room: 9.000 ft, Mounting Height: 9.000 ft, Light loss factor: 0.80 Values in Footcandles, Scale 1:38 Surface p [%] Eav [fc] Emin [fc] E. [fc] u0 Workplane / 49 28 68 0.573 Floor 20 37 25 45 0.690 Ceiling 80 13 8.96 16 0.671 Walls (4) 50 30 12 63 / Workplane: Height: 2.493 ft Grid: 32 x 32 Points Boundary Zone: 0.000 ft Illuminance Quotient (according to LG7): Walls / Working Plane: 0.637, Ceiling / Working Plane: 0.270. Luminaire Parts List No. Pieces Designation (Correction Factor) (D (Luminaire) [Im] (D (Lamps) [Im] P [W] RAB LIGHTING INC. RC LIGHTING EZPAN1x4- 40N/D10 FABRICATED WHITE PAINTED METAL HOUSING, 2 WHITE CIRCUIT BOARDS EACH 1 2 WITH 140 LEDS, PLASTIC LIGHT GUIDE PLATE, 5060 5060 41.6 SANDWICHED BETWEEN ONE WHITE PLASTIC City a REFLECTOR AND FROSTED HOLOGRAPHIC PLASTIC DIFFUSER, FROSTED SIDE UP. (1.000) Wheat Rides Total: 10121 Total: 10121 83.2 Suad;ng DMsi.-�'. Specific connected load: 0.87 W/sq ft = 0.18 W/sq ft/10 fc (Ground area: 95.23 sq ft) Page 1 Project 1 D 1ALux 12/18/2018 50.17--50.17.` 41.81 41.81 / 50.17 50.17 53-58.53-58.5 \ \ 58.3 5853 50.17 1 1 50.17 58.3 55.53 50.17 58 A3 18J5 58.53-58.53 / 7 50.17 50.17-50.17 41.81 41.8 33.44 5 E41.81 X11 $e Operator Telephone Fax e -Mail 9.50 ft 0.00 10.07 ft Office 2 Sinale Sheet Output Height of Room: 9.000 ft, Mounting Height: 9.000 ft, Light loss factor: 0.80 Values in Footcandles, Scale 1:38 Surface p [%] Eav [fC] Emin [fc] Ernax [fc] u0 Workplane / 49 28 67 0.567 Floor 20 36 24 44 0.660 Ceiling 80 13 8.66 16 0.650 Walls (4) 50 29 12 60 / Workplane: Height: 2.493 ft Grid: 32 x 32 Points Boundary Zone: 0.000 ft Illuminance Quotient (according to LG7): Walls / Working Plane: 0.642, Ceiling / Working Plane: 0.273. Luminaire Parts List No. Pieces Designation (Correction Factor) (D (Luminaire) [Im] (D (Lamps) [Im] P [W] RAB LIGHTING INC. RC LIGHTING EZPAN1x4- 40N/D10 FABRICATED WHITE PAINTED METAL HOUSING, 2 WHITE CIRCUIT BOARDS EACH 1 2 WITH 140 LEDS, PLASTIC LIGHT GUIDE PLATE, 5060 5060 41.6 SANDWICHED BETWEEN ONE WHITE PLASTIC City of REFLECTOR AND FROSTED HOLOGRAPHIC PLASTIC DIFFUSER, FROSTED SIDE UP. (1.000) WheatRic±op Total: 10121 Total: 10121 83.2 Building Division Specific connected load: 0.87 W/sq ft = 0.18 W/sq ft/10 fc (Ground area: 95.64 sq ft) Page 1 X11.1, Project 1 DIALux 12/18/2018 Operator Telephone Fax e -Mail 12.00 ft 41.81 -50.17 50.17 50.17 50.17 I58.53 56.53 50.17 58.53 58.53 17 58.53 7.04 41.81 58.53 ,j 50.17 50.17 / 50 7 33.44 41.81 \ -50.17 41.81._-41.81 0.00 0.00 2.12 9.30 ft Office 3 Single Sheet Output Height of Room: 9.000 ft, Mounting Height: 9.000 ft, Light loss factor: 0.80 Values in Footcandles, Scale 1:47 Surface p [%] Ea, [fC] Emin [fc] Emax [fc] u0 Workplane / 45 20 60 0.459 Floor 20 33 18 42 0.549 Ceiling 80 13 7.63 17 0.607 Walls (6) 50 27 9.43 64 / Workplane: Height: 2.493 ft Grid: 32 x 32 Points Boundary Zone: 0.000 ft Illuminance Quotient (according to LG7): Walls / Working Plane: 0.668, Ceiling / Working Plane: 0.281. Luminaire Parts List No. I Pieces Designation (Correction Factor) (D (Luminaire) [Im] (D (Lamps) [Im] P [W] RAB LIGHTING INC. RC LIGHTING EZPAN1x4- 40N/D10 FABRICATED WHITE PAINTED METAL HOUSING, 2 WHITE CIRCUIT BOARDS EACH 1 2 WITH 140 LEDS, PLASTIC LIGHT GUIDE PLATE, 5060 5060 41.6 SANDWICHED BETWEEN ONE WHITE PLASTIC REFLECTOR AND FROSTED HOLOGRAPHIC PLASTIC DIFFUSER, FROSTED SIDE UP. (1.000) Total: 10121w,, i oatall: 10121 83.2 Specific connected load: 0.82 W/sq ft = 0.18 W/sq ft/10 fc (Ground area: 101.09 sq ft) �uyango,V,SOQ� Page 1 Site Lighting Analysis for New Lighting at 6985 W. 38th Ave., Wheat Ridge, CO 804033 Lighting Schedule LIGHTING SCHEDULE IMAGE (ABEL DESCRIPTION iLOCATIONS ':BRAND :MODEL LAMP WATTS LUMENS R O(KR1DRSCONC£ : ROOFTOP WALKWAY 'CRAHMAU 188A LLD INTEGRAL 9 IRS ODI001 BZ LLD93G W ar _....... S ....... LXiERIOR SCONCE CoM MLRCIALLNIKANCL iUILUGHUNG OD1007-GRP-LLfii93PtN .............................. .... .. .. ...._^ ............... ....... 3N SLG3tAL 11 135 .._...... ......... ............... ......... _.............. ...... I WALKWAY POLL TOP i ROOF TOP WALKWAY BL5A LIGHTING :35135$ -POST I1WA19(06,3000K 11 N/A LTMOR V SCONCL .ABOVL EXTERIOR DOOR$ i MISLNO *XIT7700-8K 11W PAR30LLD, 3,� 11 sw PhotometricResults: 1'ee.em�,�a .. i �k, —',— Conclusion: The resulting illumination from the new light fixtures is limited to the owner's sidewalk and parking. The new exterior lights do not spill or trespass to adjacent property. City of Wheat Ridge Building Division Project 2 DIALux 12/18/2018 Operator Telephone Fax e -Mail Apt 1 Living Room / Single Sheet Output 0 13.93 13.93 13.9:ft 0.00 0.00 1.98 4.26 7.70 12.77 16.40 18.99 21.87 ft Height of Room: 9.000 ft, Light loss factor: 0.80 Values in Footcandles, Scale 1:84 Surface 21.42 ft P [%] JL JL 17.56 Emin [fc] 16.37 u0 14.10 .9 13.08 12 12.10 17.93 93 11.08 Floor 10.00 26 8.95 0.42 41 13.9 Ceiling 0 6.81 4.00 0.00 0.00 1.98 4.26 7.70 12.77 16.40 18.99 21.87 ft Height of Room: 9.000 ft, Light loss factor: 0.80 Values in Footcandles, Scale 1:84 Surface P [%] Ear [fc] Emin [fc] Emax [fc] u0 Workplane / 12 0.96 67 0.078 Floor 26 8.31 0.42 41 0.051 Ceiling 0 6.81 1.96 21 0.288 Walls (10) 50 8.12 0.47 1551 / Workplane: Height: 2.493 ft Grid: 128 x 128 Points Boundary Zone: 0.000 ft Illuminance Quotient (according to LG7): Walls / Working Plane: 0.804, Ceiling / Working Plane: 0.550. Luminaire Parts List No. I Pieces Designation (Correction Factor) cD (Luminaire) [Im] (D (Lamps) [Im] P [W] Uree Inc A19 -60W -P1 -27K -E26 -U1 60 Watt Equivalent, 1 8 A19 Screw Base Lamp, with white opaque dome lens 879 879 9.5 covering LED array, 2700K CCT (1.000) Cree Inc BPAR30L-0803040C-12DE26-1C100 Cree 2 6 LED PAR30 Long Lamp, 75W Equivalent, 3000K, 40 814 814 10.2 Degree Beam Spread (1.000) 3 1 Louis Poulsen Lighting A PH Artichoke 18.9" 1/200W/A- 947 3050 200.0 23/CL medium WHT PH Artichoke 1x 20OW A80 (1.000) fv; '• Total: 12858 Total: 14961 337.2 vtheat Ridge Specific connected load: 0.89 W/sq ft = 0.72 W/sq ft/10 fc (Ground area: 379.89 sq ft) Building Division Page 1 Project 2 DIALux 12/18/2018 Operator Telephone Fax e -Mail Apt 2 Living Room / Single Sheet Output 13.93 13.93 �13.93-13.93 _- 41.81 \ 13.93 \1 C 13.93 1 13.93 29.35 ft 27.88 26.48 25.12 23.22 21.87 20.25 18.90 16.99 7.87 5.31 1.97 0.00 0.00 4.37 7.93 11.89 18.00 ft Height of Room: 9.000 ft, Light loss factor: 0.80 Values in Footcandles, Scale 1:115 Surface P [%] EIV [fC] Emin [fc] Emax [fc] U0 Workplane / 16 0.59 68 0.038 Floor 8 11 0.41 42 0.038 Ceiling 16 7.45 1.59 16 0.214 Walls (11) 50 8.63 0.40 1706 / Workplane: Height: 2.493 ft Grid: 128 x 128 Points Boundary Zone: 0.000 ft Illuminance Quotient (according to LG7): Walls / Working Plane: 0.674, Ceiling / Working Plane: 0.475. Luminaire Parts List Cree Inc A19 -60W -P1 -27K -E26 -U1 60 Watt Equivalent, 1 10 A19 Screw Base Lamp, with white opaque dome lens 879 covering LED array, 2700K CCT (1.000) Cree Inc BPAR30L-0803040C-12DE26AC100 Cree 2 6 LED PAR30 Long Lamp, 75W Equivalent, 3000K, 40 814 Degree Beam Spread (1.000) 3 1 Louis Poulsen Lighting A PH Artichoke 18.9" 1/200W/A- 11 01 23/CL medium WHT PH Artichoke 1x 20OW A80 (1.000) X07 Total: 14614'6 l Specific connected load: 1.03 W/sq ft = 0.65 W/sq ft/10 fc (Ground area: 347.49 sq ft) 879 9.5 814 10.2 1o` 3050 200.0 al: 16718 356.2 Page 1 • DIALux 12/18/2018 Operator Telephone Fax e -Mail Apt3 Living Room / Single Sheet Output c I 13.93 13.93 18.03 ft 13.93 13.93 1 / 0.095 J \ 13.93 > 15.42 13.93��13.93 13.93-13.9 9.77 Ceiling 3.93 14.19 I2 8 Walls (6) 3 4 8 12.38 55.74 13.9 11.40 /' I 13 85.74 3.93 13.9 I 10.56 41.81 13.93 8.32 13.93 13.9 \ 13.93 6.64 5.63 4.37 1.74 i i Im u■1 i.� 0.00 0.00 8.03 10.62 12.81 18.99 21.87 ft Height of Room: 9.000 ft, Light loss factor: 0.80 Surface Em' [fC] p [%] Ea' [fc] Workplane 0.095 / 14 Floor 2.73 26 9.77 Ceiling 2331 0 8.06 Walls (6) 62 9.05 Workplane: Values in Footcandles, Scale 1:71 Emin [fc] Em' [fC] U0 1.32 69 0.095 0.74 43 0.075 2.73 30 0.339 0.77 2331 / Height: 2.493 ft Grid: 128 x 128 Points Boundary Zone: 0.000 ft Illuminance Quotient (according to LG7): Walls / Working Plane: 0.817, Ceiling / Working Plane: 0.580. Luminaire Parts List No. I Pieces Designation (Correction Factor) (D (Luminaire) [Im] (D (Lamps) [Im] P [W] Cree Inc A19 -60W -P1 -27K -E26 -U1 60 Watt Equivalent, 1 8 A19 Screw Base Lamp, with white opaque dome lens 879 879 9.5 covering LED array, 2700K CCT (1.000) Cree Inc BPAR30L-0803040C-12DE26-1C100 Cree 2 6 LED PAR30 Long Lamp, 75W Equivalent, 3000K, 40 814 814 10.2 Degree Beam Spread (1.000) 3 1 Louis Poulsen Lighting A PH Artichoke 18.9" 1/200W/A- 947 3050 200.0 23/CL medium WHT PH Artichoke 1x 20OW A80 1.000 Total: 12858 Tota : y Or4961 337.2 Specific connected load: 0.88 W/sq ft = 0.63 W/sq ft/10 fc (Ground area: 381.83 sq ft) °l1?'d90 Building oivision Page 1 • DIALux 12/18/2018 Operator Telephone Fax e -Mail Apt4 Living Room / Single Sheet Output DC20. el.44 10350.44 8 ` 40.8 10.44 10. V 20.44 20.44 10.2 18.79 ft 16.75 12.02 20.44 20.44 9.75 10.22"-, .s.yu 2.73 1.31 0.00 0.00 2.87 5.62 7.67 12.64 14.90 18.00 ft Height of Room: 9.000 ft, Light loss factor: 0.80 Values in Footcandles, Scale 1:74 Surface p [%] Ea, [fC] Emin [fc] Emax [fc] U0 Workplane / 15 3.06 54 0.198 Floor 20 9.02 0.63 34 0.070 Walls (8) 66 12 0.49 2156 / Workplane: Height: 2.493 ft Grid: 128 x 128 Points Boundary Zone: 0.000 ft Illuminance Quotient (according to LG7): Walls / Working Plane: 0.905, Ceiling / Working Plane: 0.549. Luminaire Parts List No. I Pieces Designation (Correction Factor) (D (Luminaire) [Im] (D (Lamps) [Im] P [W] Uree Inc A19 -60W -P1 -27K -E26 -U1 60 Watt 1 6 Equivalent, A19 Screw Base Lamp, with white opaque dome lens covering LED array, 2700K CCT (1.000) Cree Inc BPAR30L-0803040C-12DE26-1C100 Cree 2 3 LED PAR30 Long Lamp, 75W Equivalent, 3000K, 40 Degree Beam Spread (1.000) Louis Poulsen Lighting A PH Artichoke 18.9" 3 1 1/200W/A-23/CL medium WHT PH Artichoke 1x 20OW A80 (1.000) 879 879 9.5 814 814 10.2 947 -3050 200.0 Total: 8660 , ,. Total 10763 287.6 Specific connected load: 1.05 W/sq ft = 0.68 W/sq ft/10 fc (Ground area: 274.76 sq ft) Page 1 Project I DIALux 12/18/2018 Operator Telephone Fax e -Mail Office Open Area / Single Sheet Output 33.44 69.23 ft rl 58.86 5360 50 X171 6 44.75 `6 .89 6 1 n 6 9 Q 26.73 50.17 50.17 0. 66.9 ��6.8�t ® 50.17� 19.12 ®\50®17�. 33. 33.44 13_A44 13.43 0.00 0.00 16.37 24.89 33.34 43.89 ft Height of Room: 9.000 ft, Mounting Height: 9.000 ft, Light loss factor: 0.80 Values in Footcandles, Scale 1:271 Surface p [%] Eav [fc] Emin [fc] Emax [fc] U0 Workplane / 52 4.30 84 0.082 Floor 20 48 6.60 75 0.139 Ceiling 80 10 3.35 25 0.322 Walls (44) 50 21 4.10 164 / Workplane: Height: 2.493 ft Grid: 128 x 128 Points Boundary Zone: 0.000 ft Illuminance Quotient (according to LG7): Walls / Working Plane: 0.391, Ceiling / Working Plane: 0.200. Luminaire Parts List No. I Pieces Designation (Correction Factor) 1 RAB LIGHTING INC. ND6820D-NDLED6SD- 80N-W-B FABRICATED METAL FRAME, CAST FINNED METAL HEAT SINK/HOUSING, 1 WHITE CIRCUIT BOARD WITH 1 LED AND 12 MOLDED WHITE PLASTIC CIRCUIT BOARD COVER, MOLDED PLASTIC UPPER REFLECTOR WITH WHITE FINISH, HOLOGRAPHIC PLASTIC LENS OVER UPPER APERTURE OF LOWER REFLECTOR, CAST BLACK PAINTED METAL TRIM. (1.000) RAB LIGHTING INC. RC LIGHTING EZPAN1x4- 40N/D10 FABRICATED WHITE PAINTED METAL HOUSING, 2 WHITE CIRCUIT BOARDS cD (Luminaire) [Im] cD (Lamps) [Im] P [W] 1813 1813 20.4 City of Wheat Ridge Building Division 2 1 27 EACH WITH 140 LEDS, PLASTIC LIGHT GUIDE PLATE, SANDWICHED BETWEEN ONE WHITE PLASTIC REFLECTOR AND FROSTED HOLOGRAPHIC PLASTIC DIFFUSER, FROSTED SIDE UP. (1.000) 5060 5060 41.6 Total: 158393 Total: 158393 1367.5 Specific connected load: 0.58 W/sq ft = 0.11 W/sq ft/10 fc (Ground area: 2349.13 sq ft) C'. �Lh of eQ e4i� f'Pi a,' age o,� Page 1 M KII 9.51 ft 0.00 10.06 ft Operator Telephone Fax e -Mail DIALux 12/18/2018 Office 1 Single Sheet Output Height of Room: 9.000 ft, Mounting Height: 9.000 ft, Light loss factor: 0.80 Values in Footcandles, Scale 1:38 Surface -----" 41.81 41.8 \ Emin [fc] 50.17-50.17 41.81 u0 Workplane 50. --58.53-58.53 50.17 r5&53 58.3 \ 68 \ 50.17 58.53 66.89 50.17 5\0.17 I 66.89 8.53 I 1 ` 66.89 I 66.89 58.5 Ceiling 50.17 50.17 J53-58.53-58. \ / 50.17 50.17 Walls (4) ��50.17f 41.81 41.81 33.44 63 M KII 9.51 ft 0.00 10.06 ft Operator Telephone Fax e -Mail DIALux 12/18/2018 Office 1 Single Sheet Output Height of Room: 9.000 ft, Mounting Height: 9.000 ft, Light loss factor: 0.80 Values in Footcandles, Scale 1:38 Surface p [%] Ea, [fc] Emin [fc] Ernax [fc] u0 Workplane / 49 28 68 0.573 Floor 20 37 25 45 0.690 Ceiling 80 13 8.96 16 0.671 Walls (4) 50 30 12 63 / Workplane: Height: 2.493 ft Grid: 32 x 32 Points Boundary Zone: 0.000 ft Illuminance Quotient (according to LG7): Walls / Working Plane: 0.637, Ceiling / Working Plane: 0.270. Luminaire Parts List No. I Pieces Designation (Correction Factor) (D (Luminaire) [Im] (D (Lamps) [Im] P [W] RAB LIGHTING INC. RC LIGHTING EZPAN1x4- 40N/D10 FABRICATED WHITE PAINTED METAL HOUSING, 2 WHITE CIRCUIT BOARDS EACH 1 2 WITH 140 LEDS, PLASTIC LIGHT GUIDE PLATE, 5060 5060 41.6 SANDWICHED BETWEEN ONE WHITE PLASTIC REFLECTOR AND FROSTED HOLOGRAPHIC PLASTIC DIFFUSER, FROSTED SIDE UP. (1.000) Total: 10121 Total: 10121 83.2 wheot Ridge Specific connected load: 0.87 W/sq ft = 0.18 W/sq ft/10 fc (Ground area: 95.23 sq ft) 1B4116n9 p�vision Page 1 ProjectDIALux 12/18/2018 Operator Telephone Fax e -Mail Office 2 / Single Sheet Output 9.50 ft 50.17"50.17_ 41.81 41.81 / 50.17 50.17 53-58.53-58.5 I \ 58. 5853 50.17 3 55.53 50.17 58.E3 50.17 58.3 8.5 58.53-58.53 / 5 7 50.17 50.17-50.17 41.81 41.8 33.44 41.81 0.00 0.00 10.07 ft Height of Room: 9.000 ft, Mounting Height: 9.000 ft, Light loss factor: 0.80 Values in Footcandles, Scale 1:38 Surface p [%] Ear [fc] Emin [fc] Emax [fc] u0 Workplane / 49 28 67 0.567 Floor 20 36 24 44 0.660 Ceiling 80 13 8.66 16 0.650 Walls (4) 50 29 12 60 / Workplane: Height: 2.493 ft Grid: 32 x 32 Points Boundary Zone: 0.000 ft Illuminance Quotient (according to LG7): Walls / Working Plane: 0.642, Ceiling / Working Plane: 0.273. Luminaire Parts List No. Pieces Designation (Correction Factor) q) (Luminaire) [Im] (D (Lamps) [Im] P [W] RAB LIGHTING INC. RC LIGHTING EZPAN1x4- 40N/D10 FABRICATED WHITE PAINTED METAL HOUSING, 2 WHITE CIRCUIT BOARDS EACH 1 2 WITH 140 LEDS, PLASTIC LIGHT GUIDE PLATE, 5060 5060 41.6 SANDWICHED BETWEEN ONE WHITE PLASTIC REFLECTOR AND FROSTED HOLOGRAPHIC PLASTIC DIFFUSER, FROSTED SIDE UP. (1.000) Total: 10121 Tot@I?Y 10 83.2 Specific connected load: 0.87 W/sq ft = 0.18 W/sq ft/10 fc (Ground area: 95.64 sq ft) wheati�ne a}rildin9 ®i�isi�n Page 1 DIALux . 12/18/2018 Operator Telephone Fax e -Mail 12.00 ft 41.81 50.17 50.17� 50.17 [50.17 58;53 58.53 50.17 58.53 58.53 17 58.53 7.04 41.81 58-5 / �/ 50.17 50.17 / 50. 7 33.44 41.81 \ -50.17 41.81.41.81 0.00 0.00 2.12 9.30 ft Office 3 / Single Sheet Output Height of Room: 9.000 ft, Mounting Height: 9.000 ft, Light loss factor: 0.80 Values in Footcandles, Scale 1:47 Surface p [%] Ea, [fC] Emin [fc] Ernax [fc] u0 Workplane / 45 20 60 0.459 Floor 20 33 18 42 0.549 Ceiling 80 13 7.63 17 0.607 Walls (6) 50 27 9.43 64 / Workplane: Height: 2.493 ft Grid: 32 x 32 Points Boundary Zone: 0.000 ft Illuminance Quotient (according to LG7): Walls / Working Plane: 0.668, Ceiling / Working Plane: 0.281. Luminaire Parts List No. I Pieces Designation (Correction Factor) (D (Luminaire) [Im] (D (Lamps) [Im] P [W] RAB LIGHTING INC. RC LIGHTING EZPAN1x4- 40N/D10 FABRICATED WHITE PAINTED METAL HOUSING, 2 WHITE CIRCUIT BOARDS EACH 1 2 WITH 140 LEDS, PLASTIC LIGHT GUIDE PLATE, 5060 5060 41.6 SANDWICHED BETWEEN ONE WHITE PLASTIC REFLECTOR AND FROSTED HOLOGRAPHIC PLASTIC DIFFUSER, FROSTED SIDE UP. (1.000) Total: 10121 Specific connected load: 0.82 W/sq ft = 0.18 W/sq ft/10 fc (Ground area: 101.09 sq ft) Total 10121 83.2 Wheat ktd3e Page 1 Site Lighting Analysis for New Lighting at 6985 W. 38th Ave., Wheat Ridge, CO 804033 Lighting Schedule UG"NG SCHEDULE IMAGE LABEL DESCRIPTION ;LOCATIONS 'BRAND :MODEL LAMB WATTS LUMENS R DULRIOR SCONCC 'ROOF TOP WAL%WAY 'CNAF'I'MADE ;.753412-180AUD INKGRAL 9 14S 00100/ 82 LED93D W or _... S ........................................................ LX1ENJORSCONCL 'COMMLRCIAL EIV FRANCE LBL UGNi3NG OD1002-GRP-LLD930W ..:........... ..._... _....... ......... .......... 1N FEGRAL ......................... ii ...._.___. 1341 COM LROO"OV-ALKWAY ............... T WALKWAY POLL IOP BLSA LIGHTING 351359 POST 11WA19(L25),3000K 11 N/A �]IKTLPJQR ',ASOVL 5CONCL EXILRIOR DOORS MISENO MLIC77W.RK 11W PAR30LED, 3DOOK 11 &S0 Conclusion: The resulting illumination from the new light fixtures is limited to the owner's sidewalk and parking. The new exterior lights do not spill or trespass to adjacent property. �� oQ o3� a .s", o1 ;a OL ENGINEERING, INC. Calculations for 6985 W. 38th Ave. Wheat Ridge, CO 80033 Job # 2018-5433 TABLE OF CONTENTS: Design Criteria Pg. 2 Tedds Floor 1 Calculations Pg. 3-33 Forte Roof Deck Calculations Pg. 34-43 Forte Roof Reinforcement Calculations Pg. 44-49 Forte Rear Deck Calculations Pg. 50-78 Glulam Specifications Pg. 79-80 Handrail Calculations Pg. 81-8S 9100 W Jewell Ave Lakewood, CO 80232 720-440-9450 www.dlengineer.com Prepared by Kelly Hoiness, PE 1/16/2019 Calculations package created under the direct supervision of Daniel LeMier, P.E. Calculation documents are valid for a single use at the project location and shall not be reused, copied, or reproduced without written approval of the registered design professional in reasonable charge. f�1 t tie r Al , City of Wheat lie COMMUNITY DEVELOPMENT APPROVED Reviewed for Code Compliance ol I/— /plans Examine{ Date Y1111119Mv of oUNK. TAt lskmw of o pelrmN or oPWosot of peens speed ker om o'M oompuft t m shoe flat be o permit/i r or on appmvd of, any vio/otwn to City of any 4 W WOWs(ons of Me boding code or of any City aronowl, Aermtta PMSU mg to ght outha"ty to Wabte or const the PWAMwis of the °wAdrnp Wheat Ridge coda ortifhet adinonats of the tYfyahotl not be vdld Design Criteria 1. Building code: 1.1 Model building code: 2012 IRC/IBC w/ City of Wheat Ridge Amendments 2. Dead loads: 2.1 Roof total 20psf 2.2 Floor 12psf 2.3 Walls 10psf 2.4 Masonry walls 125pcf 2.5 Deck 20 psf 3. Live loads 3.1 Residential 40psf 3.2 Roof 20psf 3.3 Corridors 100 psf 4. Snow loads 4.1 ELEVATION 5451 4.2 Roof Snow load 30psf 5. Wind Design Data 5.1 Exposure Category C 5.2 Ultimate Wind Speed V/pit = 129 mph 5.3 Occupancy Cat. Iw = 2 6. Seismic Design Data 6.1 Seismic Design Category = B 7. Soil Design Data 7.1 Soil Bearing Pressure = 1500 psf 7.2 Frost Depth = 36" 2 ;W CIL ENGINEERING. INC. AFTek1d Project Job Ref. Tedds Header Opening #1 2018-5433 Section Sheet no./rev. 1 Calc. by Date Chk'd by Date App'd by Date KEH 11/15/2018 STEEL BEAM ANALYSIS & DESIGN (AISC360-10) In accordance with AISC360 14th Edition published 2010 using the LRFD method Load Envelope - Combination 1 4.437- 0,0— Load .4370.0 Tedds calculation version 3.0.12 ft 1 12.5 1 A 1 B kip_ft Bending Moment Envelope 0.0 62.9 91.777- 91B it 12.5 1 A 1 g kips 3n a 30.789- 0.0- -30.163— ft 0.7880.0-30.163ft I A Support conditions Support A Support B Applied loading Beam loads Shear Forte Envelope Im B Vertically restrained Rotationally free Vertically restrained Rotationally free Roof RF Beam #6 - Wind point load 0.18 kips at 13.81 in Roof RF Beam #6 - Snow point load 0.54 kips at 13.81 in Roof RF Beam #6 - Live point load 0.72 kips at 13.81 in Roof RF Beam #6 - Dead point load 0.369 kips at 13.81 in Dead self weight of beam x 1 Masonry Wall Weight - Dead full UDL 0.794 kips/ft Roof Dead - Dead full UDL 0.444 kips/ft Roof Live - Roof live full UDL 0.444 kips/ft Roof Snow - Snow full UDL 0.666 kips/ft 3 4WTekI4 Tedds Project Header Opening #1 Job Ref. 2018-5433 Section Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by Date KEH 11/15/2018 Load combinations Load combination 1 Analysis results Maximum moment Maximum shear Deflection Maximum reaction at support A Unfactored dead load reaction at support A Unfactored live load reaction at support A Unfactored roof live load reaction at support A Unfactored snow load reaction at support A Unfactored wind load reaction at support A Maximum reaction at support B Unfactored dead load reaction at support B Unfactored live load reaction at support B Unfactored roof live load reaction at support B Unfactored snow load reaction at support B Unfactored wind load reaction at support B Section details Section type ASTM steel designation Steel yield stress Roof Wind - Dead full UDL 0.222 kips/ft Floor Dead - Dead full UDL 0.191 kips/ft Floor Live - Live full UDL 0.402 kips/ft Roof RF Beam #6 - Wind point load 0.18 kips at 119.13 in Roof RF Beam #6 - Snow point load 0.54 kips at 119.13 in Roof RF Beam #6 - Live point load 0.72 kips at 119.13 in Roof RF Beam #6 - Dead point load 0.369 kips at 119.13 in Support A Support B Mm. = 91.8 kips -ft Vmax = 30.8 kips 6m. = 0.4 In RA -m. = 30.8 kips RA -Dead = 10.9 kips RA_Uve = 3.3 kips RA_R.fiive = 2.8 kips RA_sn. = 4.8 kips RA_Wind = 0.2 kips RB_rn. = 30.2 kips RB_Dead = 10.8 kips RB -Live = 3.2 kips RB_Roofiive = 2.8 kips REI Snow = 4.6 kips RB -Wind = 0.2 kips W 10x30 (AISC 15th Edn (v15.0)) A992 Fy = 50 ksi 4 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Wind x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Wind x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Wind x 1.60 Morin = 0 kips_ft Venin = -30.2 kips 8nnin = 0 In RA min = 30.8 kips RB -Min = 30.2 kips i Te a Project Job Ref. Tedds Header Opening #1 2018-5433 Section Sheet no./rev. 3 Calc, by Date Chk'd by Date App'd by Date KEH 11/15/2018 Steel tensile stress Modulus of elasticity Resistance factors Resistance factor for tensile yielding Resistance factor for tensile rupture Resistance factor for compression Resistance factor for flexure Resistance factor for shear Lateral bracing Fu = 65 ksi E = 29000 ksi s.ef-- — - — - — -- P. ray = 0.90 = 0.75 = 0.90 �b = 0.90 4, = 1.00 Span 1 has lateral bracing at supports only Classification of sections for local buckling - Section B4.1 Classification of flanges in flexure - Table B4.1 b (case 10) Width to thickness ratio bf / (2 x tf) = 5.70 Limiting ratio for compact section ?,pff = 0.38 x �[E / Fy] = 9.15 Limiting ratio for non -compact section ;�rff = 1.0 x �[E / Fy] = 24.08 Compact Classification of web in flexure -Table B4.1 b (case 15) Width to thickness ratio (d - 2 x k) / tv, = 29.60 Limiting ratio for compact section kpwf = 3.76 x 4[E / Fy] = 90.55 Limiting ratio for non -compact section Xrm = 5.70 x • [E / Fy] = 137.27 Compact Section is compact in flexure Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-2 Nominal shear strength - eq G2-1 Design shear strength Vr = max(abs(Vm.), abs(Vmin)) = 30.788 kips Av,=dxtv,=3.15in2 k„ = 5 G, = 1.000 Vn = 0.6 x Fy x AW x Cv = 94.500 kips Vc = x Vn = 94.500 kips PASS - Design shear strength exceeds required shear strength 5 Tekia Project Job Ref. Tedds Header Opening #1 2018-5433 Section Sheet no./rev. 4 Calc. by Date Chk'd by Date App'd by Date KEH 11/15/2018 Design of members for flexure in the major axis - Chapter F Required flexural strength Mr = max(abs(Ms1_m.), abs(Ms1_min)) = 91.777 kips_ft Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mnyld = Mp = Fy x ZX = 152.5 kips_ft Lateral -torsional buckling - Section F2.2 Unbraced length Lb = Ls1 = 150 in Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x 4[E / Fy] = 58.069 in Distance between flange centroids ho = d - tf = 9.99 in c=1 rrs = 4[�(ly x CW) / Sx] = 1.602 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr = 1.95 x its x E / (0.7 x Fy) x 4[(J x c / (Sx x hc)) + 4((J x c / (Sx x hc))2 + 6.76 x (0.7 x Fy / E)2)] = 193.716 in Cross-section mono -symmetry parameter Rm = 1.000 Moment at quarter point of segment MA = 69.126 kips_ft Moment at center -line of segment Me = 91.766 kips_ft Moment at three quarter point of segment Mc = 71.079 kips_ft Maximum moment in segment Mabs = 91.777 kips_ft Lateral torsional buckling modification factor - eq F1-1 Cb = 12.5 x Mabs / [2.5 x Mab. + 3 x MA + 4 x Ms + 3 x Mc] = 1.128 Nominal flexural strength for lateral torsional buckling - eq F2-2 MnBb = Cb x [Mp - (Mp - 0.7 x Fy x Sx) x (Lb - Lp) / (Lr - Lp)] _ 127.669 kips ft Nominal flexural strength Mn = min(Mnyid, Mnnb) = 127.669 kips_ft Design flexural strength Mc = �b x Mn = 114.902 kips_ft PASS - Design flexural strength exceeds required flexural strength Design of members for vertical deflection Consider deflection due to dead, live, roof live, snow and wind loads Limiting deflection 8iim = Ls1 / 360 = 0.417 in Maximum deflection span 1 5 = max(abs(8m.), abs(8min)) = 0.378 in PASS - Maximum deflection does not exceed deflection limit 0 AWTek1d Project Job Ref. Tedds Posts Opening #1 2018-5433 Section Sheet no./rev. Modulus of elasticity E = 29000 ksi Shear modulus of elasticity 1 Unbraced lengths Calc. by Date Chk'd by Date App'd by Date LZ = 114 in KEH 11/15/2018 For buckling about x axis Kx = 0.65 For buckling about y axis Ky = 0.65 STEEL COLUMN DESIGN In accordance with AISC360-10 and the LRFD method 3 Column and loading details Column details Column section HSS 3x3x1/8 Design loading Required axial strength Pr = 31 kips (Compression) Maximum moment about x axis MX = 0.0 kips—ft Maximum moment about y axis My = 0.0 kips—ft Maximum shear force parallel to y axis Vry = 0.0 kips Maximum shear force parallel to x axis Vrx = 0.0 kips Material details Steel grade A500 Gr. B Yield strength Fy = 46 ksi Ultimate strength Fu = 58 ksi Modulus of elasticity E = 29000 ksi Shear modulus of elasticity G = 11200 ksi Unbraced lengths For buckling about x axis Lx = 114 in For buckling about y axis Ly = 114 in For torsional buckling LZ = 114 in Effective length factors For buckling about x axis Kx = 0.65 For buckling about y axis Ky = 0.65 For torsional buckling Kz = 0.65 Section classification 7 12" Tedds calculation version 1.0.09 AFTekk Project Job Ref. Tedds Posts Opening #1 2018-5433 Section Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by Date KEH 11/15/2018 Section classification for local buckling (cl. 134) Critical flange width Critical web width Width to thickness ratio of flange (compression) Width to thickness ratio of web (compression) Width to thickness ratio of flange (major flexure) Width to thickness ratio of web (major flexure) Width to thickness ratio of flange (minor flexure) Width to thickness ratio of web (minor flexure) Compression Limit for nonslender section Slenderness Member slenderness Slenderness ratio about x axis Slenderness ratio about y axis Reduction factor for slender elements b=bf-3xt=2.652 in h=d-3xt=2.652 in ),,fc=b/t=22.862 a,wc=h/t=22.862 Xffx=b/t=22.862 4fx=h/t=22.862 Xf_fy = h / t = 22.862 XW_fy=b/t=22.862 Xr_c = 1.40 x �(E / Fy) = 35.152 The section is nonslender in compression SRx=KxxLx/rx=63.3 SRy = Ky x Ly / ry = 63.3 Reduction factor for slender elements (E7) The section does not contain any slender elements therefore: - Slender element reduction factor Q = 1.0 Compressive strength Flexural buckling about x axis (cl. E3) Elastic critical buckling stress Reduction factor Flexural buckling stress about x axis Nominal flexural buckling strength Flexural buckling about y axis (cl. E3) Elastic critical buckling stress Reduction factor Flexural buckling stress about y axis Nominal flexural buckling strength F. = (1C2 x E) / (SRx)2 = 71.4 ksl QX = Q = 1.000 Fcnc = Qx x (0.658QxxFy Fex) x Fy = 35.1 ksl Pnx=F.xAg=45.7 kips Fey = (n2 x E) / (SRy)2 = 71.4 ksi Qy = Q = 1.000 Fcry = Qy x (0.658°yxFy/Fey) x Fy = 35.1 ksl Pny = Fory x A9 = 45.7 kips Design compressive strength (cl.E1) Resistance factor for compression = 0.90 Design compressive strength Pc = Oc x min(Pnx, Pny) = 41.1 kips PASS - The design compressive strength exceeds the required compressive strength 8 AFTekid Project Job Ref. Tedds Header Opening #2 2018-5433 Section Sheet no./rev. 1 Calc. by Date Chk'd by Date App'd byDate KEH 11/15/2018 STEEL BEAM ANALYSIS & DESIGN (AISC360-10) In accordance with AISC360 141h Edition published 2010 using the LRFD method 4.437- 0,0- Load .4370.0 ft L A kip_ft 0.0 d 90.444 ft L A kips 28.8 28.766 0.0 -28.329- ft L— A Support conditions Support A Support B Applied loading Beam loads Tedds calculation version 3.0.12 Load Envelope - Combination 3 Bending Moment Envelope 90.4 12.25 1 Shear Force Envelope -28.3 Vertically restrained Rotationally free Vertically restrained Rotationally free u B B Roof RF Beam #6 - Wind point load 0.18 kips at 61.81 in Roof RF Beam #6 - Snow point load 0.54 kips at 61.81 in Roof RF Beam #6 - Live point load 0.72 kips at 61.81 in Roof RF Beam #6 - Dead point load 0.369 kips at 61.81 in Dead self weight of beam x 1 Masonry Wall Weight - Dead full UDL 0.794 kips/ft Roof Dead - Dead full UDL 0.444 kips/ft Roof Live - Roof live full UDL 0.444 kips/ft Roof Snow - Snow full UDL 0.666 kips/ft 12 AFTekid Tedds Project Header Opening #2 Job Ref. 2018-5433 Section Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by Date KEH 11/15/2018 Load combinations Load combination 1 Analysis results Maximum moment Maximum shear Deflection Maximum reaction at support A Unfactored dead load reaction at support A Unfactored live load reaction at support A Unfactored roof live load reaction at support A Unfactored snow load reaction at support A Unfactored wind load reaction at support A Maximum reaction at support B Unfactored dead load reaction at support B Unfactored live load reaction at support B Unfactored roof live load reaction at support B Unfactored snow load reaction at support B Unfactored wind load reaction at support B Section details Section type ASTM steel designation Steel yield stress Steel tensile stress Modulus of elasticity Roof Wind - Dead full UDL 0.222 kips/ft Floor Dead - Dead full UDL 0.191 kips/ft Floor Live - Live full UDL 0.402 kips/ft Support A Support B Mm. = 90.4 kips -ft Vmax = 28.8 kips Smax = 0.4 in RA_max = 28.8 kips RA Dead = 10.5 kips RA -Live = 2.9 kips RA_R.Me = 2.7 kips RA -s. = 4.4 kips RA -Wind = 0.1 kips RB_max = 28.3 kips RB Dead = 10.5 kips R13 -Live = 2.8 kips RB_RwfiNe = 2.7 kips RB -Snow = 4.3 kips RB -Wind = 0.1 kips W 10x30 (AISC 15th Edn (05.0)) A992 Fy = 50 ksi Fu = 65 ksi E = 29000 ksi 10 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Wind x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Wind x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Wind x 1.60 Mmm = 0 kips -ft Vmin = -28.3 kips 8min = 0 in RA -min = 28.8 kips RB_min = 28.3 kips Te ab Project Job Ref. Tedds Header Opening #2 2018-5433 Section Sheet no./rev. 3 Calc. by Date Chk'd by Date App'd by Date KEH 11/15/2018 Resistance factors Resistance factor for tensile yielding Resistance factor for tensile rupture Resistance factor for compression Resistance factor for flexure Resistance factor for shear Lateral bracing n 5.81'�i Oty = 0.90 = 0.75 = 0.90 �b = 0.90 4'v = 1.00 Span 1 has lateral bracing at supports only Classification of sections for local buckling - Section B4.1 Classification of flanges in flexure - Table B4.1 b (case 10) Width to thickness ratio bf / (2 x tf) = 5.70 Limiting ratio for compact section kpff = 0.38 x 4[E / Fy] = 9.15 Limiting ratio for non -compact section krff = 1.0 x �[E / Fy] = 24.08 Compact Classification of web in flexure - Table B4.1 b (case 15) Width to thickness ratio (d - 2 x k) / tv = 29.60 Limiting ratio for compact section kpwf = 3.76 x �[E / Fy] = 90.55 Limiting ratio for non -compact section kr = 5.70 x 4[E / Fy] = 137.27 Compact Section is compact in flexure Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-2 Nominal shear strength - eq G2-1 Design shear strength Vr = max(abs(Vmax), abs(Vmin)) = 28.766 kips AW dxtv,=3.15inz k„ = 5 C„ = 1.000 Vn = 0.6 x Fy x AW x Cv = 94.500 kips Vc = 4�v x Vn = 94.500 kips PASS - Design shear strength exceeds required shear strength Design of members for flexure in the major axis - Chapter F Required flexural strength Mr = max(abs(M5,_m.), abs(Ms1_min)) = 90.444 kips—ft 11 AwTeklzi Project Job Ref. Tedds Header Opening #2 2018-5433 Section Sheet no./rev. 4 Calc. by Date Chk'd by Date App'd by Date KEH 11/15/2018 Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mnyld = Mp = Fy x ZX = 152.5 kips_ft Lateral -torsional buckling -Section F2.2 Unbraced length Lb = Lst = 147 in Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x �[E / Fy] = 58.069 in Distance between flange centroids ho = d - tf = 9.99 in c=1 its = q[�(ly x C.) / S.] = 1.602 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr = 1.95 x its x E / (0.7 x Fy) x q[(J x c / (SX x hc)) + q((J x c / (S. x h ,))2 + 6.76 x (0.7 x Fy / E)z)] = 193.716 in Cross-section mono -symmetry parameter Rm = 1.000 Moment at quarter point of segment MA = 67.290 kips_ft Moment at center -line of segment MB = 90.294 kips_ft Moment at three quarter point of segment Mc = 65.952 kips_ft Maximum moment in segment Mabs = 90.444 kips_ft Lateral torsional buckling modification factor - eq F1-1 Cb = 12.5 x Mab. / [2.5 x Mabs + 3 x MA + 4 x MB + 3 x Mc] = 1.145 Nominal flexural strength for lateral torsional buckling - eq F2-2 Mnnb = Cb x [Mp - (Mp - 0.7 x Fy x S:) x (Lb - Lp) / (Lr - Lp)] _ 131.123 kips_ft Nominal flexural strength Mn = min(Mnytd, Mnnb) = 131.123 kips_ft Design flexural strength Mc = 4 x Mn = 118.011 kips_ft PASS - Design flexural strength exceeds required flexural strength Design of members for vertical deflection Consider deflection due to dead, live, roof live, snow and wind loads Limiting deflection Shim = Ls1 / 360 = 0.408 in Maximum deflection span 1 8 = max(abs(&.), abs(Smin)) = 0.352 in PASS - Maximum deflection does not exceed deflection limit 12 Te aN Project Job Ref. Tedds Posts Opening #2 2018-5433 Section Sheet no./rev. 1 Calc. by Date Chk'd by Date App'd byDate KEH 11/15/2018 STEEL COLUMN DESIGN In accordance with AISC360-10 and the LRFD method Column and loading details Column details Column section Design loading Required axial strength Moment about x axis at end 1 Moment about x axis at end 2 Maximum moment about x axis Moment about y axis at end 1 Moment about y axis at end 2 Maximum moment about y axis Maximum shear force parallel to y axis Maximum shear force parallel to x axis Material details Steel grade Yield strength Ultimate strength Modulus of elasticity Shear modulus of elasticity Unbraced lengths For buckling about x axis For buckling about y axis For torsional buckling HSS 3x3x1/8 Pr = 29 kips (Compression) Mx1 = 0.0 kips_ft Mx2 = 0.0 kips_ft 12" Mx = max(abs(Mx1), abs(Mx2)) = 0.0 kips_ft My1 = 0.0 kips_ft My2 = 0.0 kips_ft My = max(abs(My1), abs(Myz)) = 0.0 kips_ft Vry = 0.0 kips Vrx = 0.0 kips A500 Gr. B Fy = 46 ksi Fu = 58 ksi E = 29000 ksi G = 11200 ksi Lx = 114 in Ly = 114 in Lz = 114 in 13 Tedds calculation version 1.0.09 AV TOW' Project Job Ref. Tedds Posts Opening #2 2018-5433 Section Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by Date KEH 11/15/2018 Effective length factors For buckling about x axis K. = 0.65 For buckling about y axis Ky = 0.65 For torsional buckling KZ = 0.65 Section classification Section classification for local buckling (cl. 134) Critical flange width Critical web width Width to thickness ratio of flange (compression) Width to thickness ratio of web (compression) Width to thickness ratio of flange (major flexure) Width to thickness ratio of web (major flexure) Width to thickness ratio of flange (minor flexure) Width to thickness ratio of web (minor flexure) Compression Limit for nonslender section Slenderness Member slenderness Slenderness ratio about x axis Slenderness ratio about y axis Reduction factor for slender elements b=bf-3xt=2.652 in h=d-3xt=2.652 in kfc=b/t=22.862 k.-. h t 22.862 %ffx=b/t=22.862 XWrx=h/t=22.862 Xf_fy=h/t=22.862 k,Nry=b/t=22.862 %r_c = 1.40 x 1(E / Fy) = 35.152 The section is nonslender in compression SRx=KxxLx/rx=63.3 SRy = Ky x Ly / ry = 63.3 Reduction factor for slender elements (E7) The section does not contain any slender elements therefore: - Slender element reduction factor Q = 1.0 Compressive strength Flexural buckling about x axis (cl. E3) Elastic critical buckling stress Reduction factor Flexural buckling stress about x axis Nominal flexural buckling strength Flexural buckling about y axis (cl. E3) Elastic critical buckling stress Reduction factor Flexural buckling stress about y axis Nominal flexural buckling strength Design compressive strength (cl.E1) Resistance factor for compression Design compressive strength Fex = (Ir2 x E) / (SRx)2 = 71.4 ksi QX = Q = 1.000 Fax = Qx x (0.658QxxFyfFex) x Fy = 35.1 ksi Pox = F. x A9 = 45.7 kips Fey = (n2 x E) / (SRy)2 = 71.4 ksi Qy = Q = 1.000 Fc, = Qy x (0.658°yxFyFey) x Fy = 35.1 ksi P„y = Fy x A9 = 45.7 kips �C = 0.90 Pc = 41C x min(Pex, Pny) = 41.1 kips 14 AFTekid Project Job Ref. Tedds Posts Opening #2 2018-5433 Section Sheet no./rev. 3 Calc. by Date Chk'd by Date App'd by Date KEH 11/15/2018 PASS - The design compressive strength exceeds the required compressive strength 15 AFTekid Project Job Ref. Tedds Support B Vertically restrained Section Sheet no./rev. Support C Vertically restrained 1 Support D Calc. by Date Chk'd by Date App'd by Date Rotationally free K 12/17/2018 Beam loads Dead self weight of beam x 1 Dead full UDL 0.304 kips/ft STEEL BEAM ANALYSIS & DESIGN (AISC360-10) In accordance with AISC360 14th Edition published 2010 using the LRFD method Tedds calculation version 3.0.12 Load Envelope - Combination 1 1.264- 0.0– it 1 10.8 1 12.42 1 A 1 B 2 C kip_ft Bending Moment Envelope -25.035- 0.0- 16A32 25.0350.016432 it 1 10.8 1 1242 1 A 1 B 2 C kips 9.992– Do- -10237– it .982Do-10237ft 1 10.8 A I B 16 1 11.08 1 3 D 4 E -25.0 Shear Fame Envelope 10.0 16 1 11.08 3 D 4 E M Support conditions -1— 12.42 16 11.08 1 2 C 3 D 4 E Support A Vertically restrained Rotationally free Support B Vertically restrained Rotationally free Support C Vertically restrained Rotationally free Support D Vertically restrained Rotationally free Support E Vertically restrained Rotationally free Applied loading Beam loads Dead self weight of beam x 1 Dead full UDL 0.304 kips/ft Live full UDL 0.552 kips/ft 16 0 • Te Project Job Ref. Tedds Support A Dead x 1.20 Section Sheet no./rev. Live x 1.60 2 Calc. by Date Chk'd by Date App'd by Date K 12/17/2018 Roof live x 1.60 Load combinations Load combination 1 Support A Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Support B Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Support C Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Support D Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Support E Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Analysis results Maximum moment Morax = 16.4 kips_ft Mmin = -25 kips ft Maximum moment span 1 M.,_max = 11.5 kips_ft M.1 -min = -15.5 kips ft Maximum moment span 2 Ms2_max = 5.3 kips_ft K2_min = -23 kips_ft Maximum moment span 3 Mss_max = 16.4 kips_ft Ms3_min = -25 kips_ft 17 Tedds Project I Job Ref. Section Sheet no./rev. 3 Calc. by Date Chk'd by Date App'd by Date K 12/17/2018 Maximum moment span 4 %4 -max = 8.9 kips -ft K4 min = -25 kips -ft Maximum shear Vmax = 10 kips Vmin = -10.2 kips Maximum shear span 1 Vst_max = 5.4 kips Vsi_min = -8.3 kips Maximum shear span 2 Vs2_max = 7.2 kips VO -min = -8.5 kips Maximum shear span 3 %3_max = 10 kips Vs3_min = -10.2 kips Maximum shear span 4 Vaa_max = 9.3 kips V54 -min = -4.7 kips Deflection 5max = 0.3 in 5min = 0 In Deflection span 1 5s1_max = 0.1 in 5st_min = 0 In Deflection span 2 5s2 -max = 0 in 5s2_min = 0 In Deflection span 3 &3 -max = 0.3 In &3 -min = 0 In Deflection span 4 5s4_max = 0.1 In &4 -min = 0 In Maximum reaction at support A RA_max = 5.4 kips RA -min = 5.4 kips Unfactored dead load reaction at support A RA -Dead = 1.4 kips Unfactored live load reaction at support A RA -Live = 2.4 kips Maximum reaction at support B Rs_max = 15.5 kips Rs -min = 15.5 kips Unfactored dead load reaction at support B RB Dead = 3.9 kips Unfactored live load reaction at support B RB_Uve = 6.8 kips Maximum reaction at support C Rc_max = 18.4 kips Rc_min = 18.4 kips Unfactored dead load reaction at support C RC Dead = 4.6 kips Unfactored live load reaction at support C RC -Live = 8.1 kips Maximum reaction at support D RD_max = 19.5 kips RD min = 19.5 kips Unfactored dead load reaction at support D RD Dead = 4.9 kips Unfactored live load reaction at support D RD -Live = 8.5 kips Maximum reaction at support E RE_max = 4.7 kips RE -min = 4.7 kips Unfactored dead load reaction at support E RE_Dead = 1.2 kips Unfactored live load reaction at support E RE_Live = 2.1 kips Section details Section type W 8x13 (AISC 15th Ed (v15.0)) ASTM steel designation A992 Steel yield stress Fy = 50 ksi Steel tensile stress F. = 65 ksi Modulus of elasticity E = 29000 ksi 18 t AFTe a Project Job Ref. ' Tedds 0.23" L Section Sheet no./rev. a 4"� 4 Calc. by Date Chk'd by Date App'd by Date K 12/17/2018 Resistance factors Resistance factor for tensile yielding Resistance factor for tensile rupture Resistance factor for compression Resistance factor for flexure Resistance factor for shear Lateral bracing Z. i T 0.23" L T a 4"� (ty = 0.90 = 0.75 0.90 Ob = 0.90 �, = 1.00 Span 1 has lateral bracing at supports only Span 2 has continuous lateral bracing Span 3 has continuous lateral bracing Span 4 has continuous lateral bracing Classification of sections for local buckling - Section B4.1 Classification of flanges in flexure - Table B4.1 b (case 10) Width to thickness ratio bf / (2 x tf) = 7.84 Limiting ratio for compact section Xpff = 0.38 x 4[E / Fy] = 9.15 Limiting ratio for non -compact section a,,ff = 1.0 x �[E / Fy] = 24.08 Compact Classification of web in flexure - Table B4.1 b (case 15) Width to thickness ratio (d - 2 x k) / tw = 29.91 Limiting ratio for compact section Xpwf = 3.76 x q[E / Fy] = 90.55 Limiting ratio for non -compact section Xrm = 5.70 x q[E / Fy] = 137.27 Compact Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-2 Nominal shear strength - eq G2-1 Design shear strength Section is compact in flexure Vr = max(abs(Vmax), abs(Vmin)) = 10.237 kips Aw = d x t,, = 1.838 int k„ = 5 C, = 1.000 Vn=0.6xFyxAwxCv=55.131 kips Vc = �„ x Vn = 55.131 kips 19 i Te a4 Project Job Ref. Tedds Section Sheet no./rev. 5 Caic. by Date Chk'd by Date App'd by Date K 12/17/2018 PASS - Design shear strength exceeds required shear strength Design of members for flexure in the major axis at span 3 - Chapter F Required flexural strength Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Nominal flexural strength Design flexural strength Mr = max(abs(Ms3_max), abs(Ms3_min)) = 25.035 kips—ft Mnyld = Mp = Fy x Zx = 47.5 kips—ft Mn = Mnyld = 47.500 kips—ft W = +e x Mn = 42.750 kips—ft PASS - Design flexural strength exceeds required flexural strength Design of members for vertical deflection Consider deflection due to dead, live, roof live and snow loads Limiting deflection Sim = L53 / 360 = 0.533 in Maximum deflection span 3 S = max(abs(Smax), abs(Smin)) = 0.321 in PASS - Maximum deflection does not exceed deflection limit 20 Iii !F Tek1d Project Job Ref. Tedds Support B Vertically restrained Section Sheet no./rev. Vertically restrained 1 Support D Calc. by Date Chk'd by Date App'd byDate Rotationally free K 12/17/2018 Rotationally free Applied loading STEEL BEAM ANALYSIS & DESIGN (AISC360-10) In accordance with AISC360 141h Edition published 2010 using the LRFD method Load Envelope - Combination 1 1.264- 0.0- ft 1 15 1 15 1 15 A 1 B 2 C 3 kip_ft Bending Moment Envelope 30.2 -30.182 '^ ^ 0.0- 22.052- ft .022.052ft 1 15 1 15 1 15 1 A 1 B 2 C 3 D Tedds calculation version 3.0.12 1 15 1 5 4 E 5 F kips Shear Force Envelope 10.1 0 10.2 10.173- 0.0- -11.490- ft 0.1730.0-11.490ft I 15 1 15 I 15 A 1 B 2 C 3 D Support conditions Support A Vertically restrained Rotationally free Support B Vertically restrained Rotationally free Support C Vertically restrained Rotationally free Support D Vertically restrained Rotationally free Support E Vertically restrained Rotationally free Support F Vertically free Rotationally free Applied loading Beam loads Dead self weight of beam x 1 21 15 1 5 1 4 E 5 F Aff Te d Project Job Ref. Tedds Load combinations Section Sheet no./rev. Live x 1.60 2 Calc. by Date Chk'd by Date App'd by Date Roof live x 1.60 K 12/17/2018 Support B Dead x 1.20 Live x 1.60 Dead full UDL 0.304 kips/ft Live full UDL 0.552 kips/ft Load combinations Load combination 1 Support A Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Support B Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Support C Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Support D Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Support E Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 22 A► Te a Project Job Ref. Tedds Support F Dead x 1.20 Section Sheet no./rev. 3 Calc. by Date Chk'd by Date App'd byDate Maximum moment Mn,.. = 22.1 kips -ft K 12/17/2018 Msi_max = 22.1 kips -ft Ms1_min = -30.2 kips -ft Maximum moment span 2 K2 -max = 9.9 kips -ft 23 Snow x 1.60 Support F Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Analysis results Maximum moment Mn,.. = 22.1 kips -ft Mmin = -30.2 kips _ft Maximum moment span 1 Msi_max = 22.1 kips -ft Ms1_min = -30.2 kips -ft Maximum moment span 2 K2 -max = 9.9 kips -ft Ms2_min = -30.2 kips -ft Maximum moment span 3 Ms3_max = 11.7 kips -ft M.3 -min = -26.2 kips -ft Maximum moment span 4 M.4 -max = 14.7 kips -ft Ms4_min = -26.2 kips -ft Maximum moment span 5 Ms5_max = 0 kips_ft Ms5_min = -15.8 kips _ft Maximum shear Vmax = 10.2 kips Vmin = -11.5 kips Maximum shear span 1 V.1 -max = 7.5 kips Vst_min = -11.5 kips Maximum shear span 2 Vs2_max = 10.1 kips Vs2_min = -8.9 kips Maximum shear span 3 %3_max = 9.2 kips %3_min = -9.8 kips Maximum shear span 4 Vs4_max = 10.2 kips Vs4_min = -8.8 kips Maximum shear span 5 V.5 -max = 6.3 kips V.5 min = 0 kips Deflection 8max = 0.4 in Smin = 0.1 in Deflection span 1 6.1 -max = 0.4 in 5s1_min = 0 In Deflection span 2 5s2_max = 0.1 in &2_min = 0 In Deflection span 3 8s3_max = 0.2 In 8s3_min = 0 In Deflection span 4 8s4 -max = 0.3 in 8s4_min = 0 In Deflection span 5 66_max = 0 In Sss_min = 0.1 In Maximum reaction at support A RA -max = 7.5 kips RA min = 7.5 kips Unfactored dead load reaction at support A RA -Dead = 1.9 kips Unfactored live load reaction at support A RA_Live = 3.3 kips Maximum reaction at support B Re -max = 21.6 kips RB -min = 21.6 kips Unfactored dead load reaction at support B Re_Dead = 5.4 kips Unfactored live load reaction at support B R8_Live = 9.4 kips Maximum reaction at support C Rc_max = 18.1 kips Rc_min = 18.1 kips Unfactored dead load reaction at support C RC_Dead = 4.5 kips Unfactored live load reaction at support C RC_Live = 7.9 kips Maximum reaction at support D RD -max = 20 kips RD -min = 20 kips Unfactored dead load reaction at support D RD_Dead = 5 kips Unfactored live load reaction at support D RD_Live = 8.7 kips Maximum reaction at support E RE -max = 15.1 kips RE -min = 15.1 kips Unfactored dead load reaction at support E RE_Dead = 3.8 kips Unfactored live load reaction at support E RE_�ive = 6.6 kips Maximum reaction at support F RF_max = 0 kips RF -min = 0 kips Section details Section type W 8x13 (AISC 15th Edn (v15.0)) ASTM steel designation A992 Steel yield stress Fy = 50 ksi 23 AFTekid Project Job Ref. Tedds Section Sheet no./rev. 4 Calc. by Date Chk'd by Date App'd by Date K 12/17/2018 Steel tensile stress F, = 65 ksi Modulus of elasticity E = 29000 ksi s T 0.23" � I 4 Resistance factors Resistance factor for tensile yielding Oty = 0.90 Resistance factor for tensile rupture, = 0.75 Resistance factor for compression = 0.90 Resistance factor for flexure = 0.90 Resistance factor for shear = 1.00 Lateral bracing Span 1 has continuous lateral bracing Span 2 has continuous lateral bracing Span 3 has continuous lateral bracing Span 4 has continuous lateral bracing Span 5 has continuous lateral bracing Cantilever tip is unbraced Cantilever support is continuous with lateral and torsional restraint Classification of sections for local buckling - Section B4.1 Classification of flanges in flexure - Table B4.1 b (case 10) Width to thickness ratio bf / (2 x tf) = 7.84 Limiting ratio for compact section Xpff = 0.38 x 4[E / Fy] = 9.15 Limiting ratio for non -compact section ),rff = 1.0 x �[E / Fy] = 24.08 Compact Classification of web in flexure -Table B4.1 b (case 15) Width to thickness ratio (d - 2 x k) / tW = 29.91 Limiting ratio for compact section Xpm = 3.76 x • [E / Fy] = 90.55 Limiting ratio for non -compact section Xrm = 5.70 x 4[E / Fy] = 137.27 Compact Section is compact in flexure Design of members for shear - Chapter G Required shear strength Vr = max(abs(Vm.), abs(Vmin)) = 11.490 kips 24 AFTekid Project Job Ref. Tedds Section Sheet no./rev. 5 Calc. by Date Chk'd by Date App'd byDate K 12/17/2018 Web area AW = d x tw = 1.838 inz Web plate buckling coefficient k„ = 5 Web shear coefficient - eq G2-2 Cv = 1.000 Nominal shear strength - eq G2-1 W = 0.6 x Fy x AW x Cv = 55.131 kips Design shear strength Vc _ 4�, x Vn = 55.131 kips PASS - Design shear strength exceeds required shear strength Design of members for flexure in the major axis at span 1 - Chapter F Required flexural strength Mr = max(abs(Ms1_m.), abs(Ms1_min)) = 30.182 kips_ft Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mnym = Mp = Fy x ZX = 47.5 kips—ft Nominal flexural strength Mn = Mnyld = 47.500 kips—ft Design flexural strength M. = Ob x Mn = 42.750 kips—ft PASS - Design flexural strength exceeds required flexural strength Design of members for vertical deflection Consider deflection due to dead, live, roof live and snow loads Limiting deflection Sim = L5, / 360 = 0.5 in Maximum deflection span 1 8 = max(abs(8max), abs(6min)) = 0.432 in PASS - Maximum deflection does not exceed deflection limit 25 AW Tekid Project Job Ref. Tedds Section Sheet no./rev. 1 Calc. by Date Chk'd by Date App'd by Date K 12/17/2018 STEEL COLUMN DESIGN In accordance with AISC360-10 and the LRFD method Column and loading details Column details Column section Design loading Required axial strength Moment about x axis at end 1 Moment about x axis at end 2 Maximum moment about x axis Moment about y axis at end 1 Moment about y axis at end 2 Maximum moment about y axis Maximum shear force parallel to y axis Maximum shear force parallel to x axis Material details Steel grade Yield strength Ultimate strength Modulus of elasticity Shear modulus of elasticity Unbraced lengths For buckling about x axis For buckling about y axis For torsional buckling HSS 3x0.188 Pr = 22 kips (Compression) Mxt = 0.0 kips_ft M,r2 = 0.0 kips_ft Mx = max(abs(MXt), abs(M,,z)) = 0.0 kips_ft My, = 0.0 kips_ft My2 = 0.0 kips_ft My = max(abs(Myt), abs(Myz)) = 0.0 kips_ft Vry = 0.0 kips Vr = 0.0 kips A500 Gr. B Fy = 42 ksi F„=58 ksi E = 29000 ksi G = 11200 ksi LX = 120 in Ly = 120 in LZ = 120 in O Tedds calculation version 1.0.09 AIV Tekid Project Job Ref. Tedds Section Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by Date K 12/17/2018 Effective length factors For buckling about x axis Kx = 1.00 For buckling about y axis Ky = 1.00 For torsional buckling K� = 1.00 Section classification Section classification for local buckling (cl. 134) Width to thickness ratio X = Do / t = 17.241 Compression Limit for nonslender section cie. ,I., ... Member slenderness Slenderness ratio about x axis Slenderness ratio about y axis Reduction factor for slender elements Xr_c = 0.11 x E / Fy = 75.952 SR. =KxxLx/rx=120.0 SRy = Ky x Ly / ry = 120.0 Reduction factor for slender elements (E7) The section does not contain any slender elements therefore: - Slender element reduction factor Q = 1.0 Compressive strength Flexural buckling about x axis (cl. E3) Elastic critical buckling stress Reduction factor Flexural buckling stress about x axis Nominal flexural buckling strength Flexural buckling about y axis (cl. E3) Elastic critical buckling stress Reduction factor Flexural buckling stress about y axis Nominal flexural buckling strength The section is nonslender in compression Fex = (n2 x E) / (SRx)2 = 19.9 ksi QX = Q = 1.000 Fora = Qx x (0.658QxxFyFex) x Fy = 17.3 ksi Pnx = Fcrx x Ag = 26.7 kips Fey = (nZ x E) / (SRy)2 = 19.9 ksi Qy = Q = 1.000 Fcry = Qy x (0.658°yxFyiFey) x Fy = 17.3 ksi Pny = F«y x Ag = 26.7 kips Design compressive strength (cl.E1) Resistance factor for compression �c = 0.90 Design compressive strength Pc = �c x min(Pnx, Pny) = 24.0 kips PASS - The design compressive strength exceeds the required compressive strength 27 AFTA14 Project Job Ref. Tedds Section Sheet no./rev. 1 Calc. by Date Chk'd by Date App'd by Date K 12/18/2018 FOUNDATION ANALYSIS & DESIGN (ACI318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 FOOTING ANALYSIS Length of foundation LX = 4 ft Width of foundation Ly = 4 ft Foundation area A = LX x LY = 16 ftz Depth of foundation h = 18 in Depth of soil over foundation h5oa = 18 in Density of concrete Yconc = 150.0 Ib/ft3 1.33 ksf Ji 1 i' S 1.33 ksf i t 1.33 ksf Column no.1 details Length of column IX, = 12.00 in Width of column ly, = 12.00 in position in x-axis x, = 24.00 in position in y-axis y, = 24.00 in Soil properties Gross allowable bearing pressure gaiiow_croas = 1.5 ksf Density of soil = 120.0 Ib/ft3 Angle of internal friction = 30.0 deg Design base friction angle 8bb = 30.0 deg Coefficient of base friction tan(Sbb) = 0.577 28 Tedds calculation version 3.2.07 STe a Project Job Ref. Tedds Moment in x-axis, about x is 0 Mdx = YD x (A x (Fs.t + Fsoa) x Lx / 2) + YD x (FDI, x x1) + YL x (FU1 x x1) = 42.6 Section Sheet no./rev. Moment in y-axis, about y is 0 May = YD x (A x (Fsm + Fso;,) x Ly / 2) + YD x (FD., x y,) + YL x (FLI1 x y,) = 42.6 2 Uplift verification Calc. by Date Chk'd by Date App'd by D ate K 12/18/2018 Eccentricity of base reaction in x-axis edx = Max / Fdz - Lx / 2 = 0 in Eccentricity of base reaction in y-axis edy = May / F&- Ly/2 = 0 in Foundation loads Self weight Fm = h x yco„c, = 225 psf Soil weight Fsou = hsoii x yso;i = 180 psf Column no.1 loads Dead load in z FDS, = 5.4 kips Live load in z Fu, = 9.4 kips Footing analysis for soil and stability Load combinations per ASCE 7-10 1.OD (0.495) 1.OD + 1.01- (0.887) 1.OD + 1.01-r (0.495) 1.OD + 1.OS (0.495) 1.OD + 1.OR (0.495) 1.OD + 0.75L + 0.751-r (0.789) 1.OD + 0.75L + 0.75S (0.789) 1.OD + 0.75L + 0.75R (0.789) 1.OD + 0.6W (0.495) (1.0 + 0.14 x SDs)D + 0.7E (0.564) 1.OD + 0.75L + 0.751-r + 0.45W (0.789) 1.OD + 0.75L + 0.75S + 0.45W (0.789) 1.OD + 0.75L + 0.751R + 0.45W (0.789) (1.0 + 0.10 x SDs)D + 0.75L + 0.75S + 0.525E (0.838) 0.6D + 0.6W (0.297) (0.6 - 0.14 x SDs)D + 0.7E (0.228) Combination 2 results: 1.013 + 11.011- Forces .0LForces on foundation Force in z-axis Fd: = YD x A x (FsvA + Fsai) + YD x FDz1 + YL x Ftp, = 21.3 kips Moments on foundation Moment in x-axis, about x is 0 Mdx = YD x (A x (Fs.t + Fsoa) x Lx / 2) + YD x (FDI, x x1) + YL x (FU1 x x1) = 42.6 kip_ft Moment in y-axis, about y is 0 May = YD x (A x (Fsm + Fso;,) x Ly / 2) + YD x (FD., x y,) + YL x (FLI1 x y,) = 42.6 kip_ft Uplift verification Vertical force Fd;! = 21.28 kips PASS - Foundation is not subject to uplift Bearing resistance Eccentricity of base reaction Eccentricity of base reaction in x-axis edx = Max / Fdz - Lx / 2 = 0 in Eccentricity of base reaction in y-axis edy = May / F&- Ly/2 = 0 in Pad base pressures q1 = Fd7 x (1 - 6 x edx / Lx - 6 x edy / Ly) / (Lx x Ly) = 1.33 ksf q2=F&x(1-6xedx /Lx+6xedy / Ly) / (Lx xLy) =1.33ksf 29 AFTekid Project Job Ref. Tedds Section Sheet no./rev. 3 Calc. by Date Chk'd by Date App'd by Date K 12/18/2018 q3=Fdzx(1 +6xed. /L.-6xedy/Ly) /(L.xLy) =1.33ksf q4=Fdzx(1+6xed. /Lx+6xedy/Ly) /(L.xLy) =1.33ksf Minimum base pressure gmin = min(g1,g2,q3,q4) = 1.33 ksf Maximum base pressure qma. = max(g1,g2,q3,q4) = 1.33 ksf Allowable bearing capacity Allowable bearing capacity ganow = ganow_cross = 1.5 ksf qma. / ganow = 0.887 PASS - Allowable bearing capacity exceeds design base pressure FOOTING DESIGN (ACI318) In accordance with ACI318-11 incorporating Errata as of August 8, 2014 Material details Compressive strength of concrete Yield strength of reinforcement Cover to reinforcement Concrete type Concrete modification factor Column type Analysis and design of concrete footing Load combinations per ASCE 7-10 1.41)(0.019) 1.21D + 1.61- + 0.51-r (0.054) 1.21D + 1.61- + 0.5S (0.054) 1.21D + 1.61- + 0.5R (0.054) 1.21D + 1.01- + 1.61-r (0.040) 1.21D + 1.01- + 1.6S (0.040) 1.21D + 1.01- + 1.6R (0.040) 1.21D + 1.61-r + 0.5W (0.016) 1.21D + 1.6S + 0.5W (0.016) 1.21D + 1.6R + 0.5W (0.016) 1.21D + 1.01- + 0.51-r + 1.OW (0.040) 1.2D + 1.01- + 0.5S + 1.OW (0.040) 1.21D + 1.01- + 0.5R + 1.OW (0.040) (1.2 + 0.2 x SDS)D + 1.01- + 0.2S + 1.0E (0.042) 0.91D + 1.OW (0.012) (0.9 - 0.2 x SDs)D + 1.0E (0.010) Combination 2 results: 1.2D + 1.61- + 0.51-r Forces on foundation Ultimate force in z-axis Moments on foundation Ultimate moment in x-axis, about x is 0 fc = 3000 psi fy = 60000 psi Cnom = 3 In Normal weight ?, = 1.00 Concrete Fuz = YD x A x (Fswt + Fson) + YD x FDz1 + YL x FL-zt = 29.3 kips Mux = YD x (A x (F.m + Fson) x Lx / 2) + YD x (FDzi x x1) + YL x (FLz1 x x1) = 58.6 kip_ft CM AwTe a Project Job Ref. Tedds Section Sheet no./rev. 4 Calc. by Date Chk'd by Date App'd by Date K 12/18/2018 Ultimate moment in y-axis, about y is 0 Muy = YD x (A x (Fswt + Fsoii) x Ly / 2) + 'yD x (FDz1 x y1) + yt. x (Ful x y1) = 58.6 kip_ft Eccentricity of base reaction Eccentricity of base reaction in x-axis eux = Mux / Fuz - Lx / 2 = 0 in Eccentricity of base reaction in y-axis euy = Muy / Fuz - Ly / 2 = 0 in Pad base pressures qui = Fuz x(1-6xeux/Lx-6xeuy /Ly) /(Lx xLy) =1.831 ksf qu2= Fuz x(1-6xeux /Lx+6xeuy /Ly) /(L.xLy) =1.831 ksf qua = Fuz x (1 + 6 x eux / Lx - 6 x euy / Ly) / (Lx x Ly) = 1.831 ksf qua = Fuz x (1 + 6 x eux / Lx + 6 x euy / Ly) / (Lx x Ly) = 1.831 ksf Minimum ultimate base pressure qumin = min(qul,qu2,qu3,qu4) = 1.831 ksf Maximum ultimate base pressure qumax = max(qu1,qu2,qu3,qu4) = 1.831 ksf Shear diagram, x axis (kips) 10.8 1.8 = 0 0 0 0.8 Moment diagram, x axis (kip_ft) 6.1 .8 Moment design, x direction, positive moment Ultimate bending moment Mu.x.max = 6.052 kip_ft Tension reinforcement provided 4 No.6 bottom bars (13.7 in c/c) Area of tension reinforcement provided Asx.bot.prov = 1.76 int Minimum area of reinforcement (10.5.4) As.min = 0.0018 x Ly x h = 1.555 int Maximum spacing of reinforcement (10.5.4) Depth to tension reinforcement Depth of compression block Neutral axis factor Depth to neutral axis Strain in tensile reinforcement (10.3.5) Nominal moment capacity 0 PASS - Area of reinforcement provided exceeds minimum sm. = min(3 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing d = h - Cnom - Ox.bot / 2 = 14.625 in a = Asx.bot.prov x fy / (0.85 x fo x Ly) = 0.863 in (31 = 0.85 c=a/R1=1.015 in Et = 0.003 x d / c - 0.003 = 0.04023 PASS - Tensile strain exceeds minimum required, 0.004 Mn = Asx.bot.prov x fy x (d - a / 2) = 124.904 klp_ft 31 AwTekld Project Job Ref. Tedds Section Sheet no./rev. 5 Calc. by Date Chk'd by Date App'd by Date K 12/18/2018 Flexural strength reduction factor �f = min(max(0.65 + (st - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 Design moment capacity OMS _ �f x Mn = 112.414 kip_ft Mu.x.max / OM, = 0.054 PASS - Design moment capacity exceeds ultimate moment load One-way shear design, x direction Ultimate shear force W. = 1.849 kips Depth to reinforcement dv = h - cnom - Ox.bot / 2 = 14.625 in Shear strength reduction factor �v = 0.75 Nominal shear capacity (Eq. 11-3) Vn = 2 x X x 4(fc x 1 psi) x Ly x dv = 76.9 kips Design shear capacity OV„ _ �v x Vn = 57.675 kips Vu.x / OVA = 0.032 PASS - Design shear capacity exceeds ultimate shear load Two-way shear design at column 1 Two-way shear design does not apply. Shear perimeter falls outside extents of foundation. Shear diagram, y axis (kips) 10.8 0 0 I -10.8 Moment diagram, y axis (kip_ft) s.1 0 0 10.8 Moment design, y direction, positive moment Ultimate bending moment Tension reinforcement provided Area of tension reinforcement provided Minimum area of reinforcement (10.5.4) Mu.y.me = 6.052 kip—ft 4 No.6 bottom bars (13.7 in c/c) Asy.bot.pmv = 1.76 int As.min = 0.0018 x Lx x h = 1.555 int PASS - Area of reinforcement provided exceeds minimum Maximum spacing of reinforcement (10.5.4) sm. = min(3 x h, 18 in) = 18 in PASS - Maximum permissible reinforcement spacing exceeds actual spacing Depth to tension reinforcement Depth of compression block Neutral axis factor Depth to neutral axis Strain in tensile reinforcement (10.3.5) d = h - Cnom - �x.bot - Oy.bot / 2 = 13.875 In a = Asy.bot.prov x fy / (0.85 x f� x Lx) = 0.863 in R1 = 0.85 c=a/R1=1.015 in Et=0.003xd/c-0.003=0.03801 32 i Te ab Project Job Ref. Tedds Section Sheet no./rev. 6 Caic. by Date Chk'd by Date App'd by Date K 12/18/2018 PASS - Tensile strain exceeds minimum required, 0.004 Nominal moment capacity Mn = Asy.bot.prov x fy x (d - a / 2) = 118.304 kip_ft Flexural strength reduction factor Of = min(max(0.65 + (Et - 0.002) x (250 / 3), 0.65), 0.9) = 0.900 Design moment capacity OMn = 0 x Mn = 106.474 kip_ft Mu.y.max / �Mn = 0.057 PASS - Design moment capacity exceeds ultimate moment load One-way shear design, y direction Ultimate shear force Vu.y = 1.849 kips Depth to reinforcement dv = h - cnom - t x.bot - (j y.bot / 2 = 13.875 in Shear strength reduction factor �, = 0.75 Nominal shear capacity (Eq. 11-3) Vn = 2 x X x 4(fc x 1 psi) x Lx x dv = 72.957 kips Design shear capacity OW = �v x Vn = 54.717 kips Vu.y 1 �Vn = 0.034 PASS - Design shear capacity exceeds ultimate shear load Two-way shear design at column 1 Two-way shear design does not apply. Shear perimeter falls outside extents of foundation. 4 No.6 bottom bars (13.7 in dc) 33 No.6 bottom bars (13.7 in dc) F O R T E' MEMBER REPORT Roof Deck, Roof Deck Beam 1 1 piece(s) 3 1/2" x 7 1/2" 24F -V8 DF Glulam Overall Length: 24'2 5/16" a 0 10'7 7/8• 10.7 7/8', 1' All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result UDF Load: Combination (Pattern) Member Reaction (lbs) 5118 @ 12' 1 1/8" 7963 (3.50") Passed (64%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Adj Spans) Shear (lbs) 2138 @ 12' 10 3/8" 5333 Passed (40%) 1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans) Pos Moment (Ft -lbs) 3545 @ 18' 6 1/8" 7547 Passed (47%) 1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans) Neg Moment (Ft -lbs) -5261 @ 12' 1 1/8" 7547 Passed (70%) 1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans) Live Load Defl.(in) 0.259 @ 17' 115/16" 0.365 Passed (L/508) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) Total Load Defl.(in) 0.318 @ 18' 7/16" 0.548 Passed (L/413) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 24' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 24' 2" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 115/16". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 5 1/2". The effects of positive or negative camber have not been accounted for when calculating deflection. Applicable calculations are based on NDS. PASSED System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Supports Total Bearing Length Available Required Dead Loads to Supports (lbs) �e snow Wind Total Accessories 1 - Column - HF 3.50" 3.50" 1.50" 547 1157 819 289 2812 Blocking 2 - Column - HF 3.50" 3.50" 2.25" 1383 2628 1958 657 6626 Blocking 3 - Column - HF 3.50" 3.50" 1.50" 547 1157 819 289 2812 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to me member being aesignea. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness�adlengineer com 34 l SUSTAINABLE FORESTRY INITIATIVE 12/19/2018 9:17:22 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te Page 1 of 1 Tributary bead Floor Live Snow Wind Loads Location (Side) Width (0.90) (1.00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 24' 2 5/16" N/A 6.4 1 -Uniform (PLF) 0 to 24'02 5/16" N/A 96.0 192.0 144.0 48.0 Linked from: Deck Joists 1 Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness�adlengineer com 34 l SUSTAINABLE FORESTRY INITIATIVE 12/19/2018 9:17:22 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te Page 1 of 1 F O R T E' MEMBER REPORT Roof Deck, Roof Deck Beam 2 1 piece(s) 3 1/2" x 7 1/2" 24F -V8 DF Glulam 0 It fi 1/. It: its lt., I. 1' , 8'4 1/8", a. 8'4 1/8"?_moi n All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Overall Length: 19'6 3/4" 0 Design Results Actual C Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (lbs) 4023 @ 9' 9 3/8" 7963 (3.50") Passed (51%) 1.0 D + 0.45 W + 0.75 L + 0.75 5 (Adj 461 967 687 242 2357 Blocking Spans) Shear (lbs) 1622 @ 10'6 5/8" 5333 Passed (30%) 1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans) Pos Moment (Ft -lbs) 2195 @ 4'8 15/16" 7547 Passed (29%) 1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans) Neg Moment (Ft -lbs) -3252 @ 9' 9 3/8" 7547 Passed (43%) 1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans) Live Load Defl. (in) 0.100 @ 5' 2 7/16" 0.288 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.123 @ 5' 15/8" 0.432 Passed (L/844) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) Deflection criteria: LL (L/360) and TL (1-/240). Overhang deflection criteria: LL (21-1360) and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 19'7" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 7" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 7/16". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 4'3 9/16". The effects of positive or negative camber have not been accounted for when calculating deflection. Applicable calculations are based on NDS. PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code: IBC 2015 Design Methodology: ASD Supports Total Bearing Length Available Required Dead Loads to Supports (lbs) Floor oSnow Wind Live Total Accessories 1 - Column - HF 3.50" 3.50" 1.50" 461 967 687 242 2357 Blocking 2 - Column - HF 3.50" 3.50" 1.77" 1082 2073 1538 518 5211 Blocking 3 - Column - HF 3.50" 3.50" 1.50" 461 967 687 242 2357 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Tributary Dead Floor We Snow Wind Loads Location (Side) Width (0.90) (1.00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 19' 6 3/4" N/A 6.4 1 - Uniform (PLF) 0 to 19' 6)3/4" N/A 96.0 192.0 144.0 48.0 Linked from: Deck o Joists 2 Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Holness DL Engineering (720)440-9450 khoiness,dlengineer corn 35 0 SUSTAINABLE FORESTRY INITIATIVE 12/19/2018 9:17:39 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te Page 1 of 1 F OR T E ° MEMBER REPORT Roof Deck, Roof Deck Beam 3 1 piece(s) 3 1/2" x 7 1/2" 24F -V8 DF Glulam Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 4568 @ 10' 11 1/8" 7963 (3.50") Passed (57%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Adj Spans) Shear (lbs) 1880 @ 11'8 3/8" 5333 Passed (35%) 1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans) Pos Moment (Ft -lbs) 2831 @ 16' 7 13/16" 7547 Passed (38%) 1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans) Neg Moment (Ft -lbs) -4191 @ 10' 11 1/8" 7547 Passed (56%) 1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans) Live Load Defl. (in) 0.165 @ 16' 13/4" 0.326 Passed (L/711) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.203 @ 16' 2 3/4" 0.489 Passed (L/578) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) Deflection criteria: LL (L/360) and TL (1-/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 21' 10" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 21' 10" o/c unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 11 15/16". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 4' 10 7/16". The effects of positive or negative camber have not been accounted for when calculating deflection. Applicable calculations are based on NDS. PASSED. System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Supports Total Bearing Length Available Required Dead Loads to Supports (lbs) Floor Snow Wind Live Total Accessories 1 - Column - HF 3.50" 3.50" 1.50" 503 1060 751 265 2579 Blocking 2 - Column - HF 3.50" 3.50" 2.01" 1233 2348 1747 587 5915 Blocking 3 - Column - HF 3.50" 3.50" 1.50" 492 1038 735 260 2525 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Snow Wind Loads Location (Side) Width (0.90) (1.00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 21' 10 1/4" N/A 6.4 1 - Uniform (PLF) 0 to 21'9" (Top) N/A 96.0 192.0 144.0 48.0 Linked from: Deck Joists 1 Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.mm/woodproducis/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Holness DL Engineering (720)440-9450 khoiness@dlengineercom 36 0 SUSTAINABLE FORESTRY INITIATIVE 12/19/2018 9:17:54 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te Page 1 of 1 F O R T E x. MEMBER REPORT Roof Deck, Roof Deck Beam 4 1 piece(s) 3 1/2" x 7 1/2" 24F -V8 DF Glulam 0 n n 9'6" All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Overall Length: 21'10 1/2" Design Results Actual @ Location Allowed Result LDF Load, Combination (Pattern) Member Reaction (lbs) 7068 @ 10' 11 1/4" 7963 (3.50") Passed (89%) __ 1.0 D + 0.45 W + 0.75 L + 0.75 S (Adj 765 1651 1172 415 4003 Blocking Spans) Shear (lbs) 2905 @ 11' 8 1/2" 5333 Passed (54%) 1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans) Pos Moment (Ft -lbs) 4378 @ 16'7 15/16" 7547 Passed (58%) 1.15 U D + 0.75 L + 0.75 S (Alt Spans) Neg Moment (Ft -lbs) -6485 @ 10' 11 1/4" 7547 Passed (86%) 1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans) Live Load Defl.(in) 0.258 @ 16' 1 15/16" 0.326 Passed (L/456) __ 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt S ans Total Load Defl.(in) 0.315 @ 16'2 7/8" 0.490 Passed (L/373) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt 80.3 27,0 Linked from: Deck 5 ans Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (21-/360) and TL (2L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 21' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 21' 11" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 11 15/16". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 4' 10 1/2". The effects of positive or negative camber have not been accounted for when calculating deflection. Applicable calculations are based on NDS. PASSED System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Supports Total Bearing Length Available Required Dead Loads to Supports (lbs) Floor Snow Wtnd Live Total Accessories 1 - Column - HF 3.50" 3.50" 1.50" 765 1651 1172 415 4003 Blocking 2 - Column - HF 3.50" 3.50" 3.11" 1874 3654 2722 918 9168 Blocking 3 - Column - HF 3.50" 3.50" 1.50" 765 1651 1172 415 4003 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Tributary Dead Floor Live Snow Wind Loads Location (Side) Width (0.90) (1.00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 21' 10 1/2" N/A 6.4 1 - Uniform (PLF) 0 to 21' 101/2" N/A 96.0 192.0 144.0 48.0 Linked from: Deck Top) Joists 2 Su rt 1 2 - Uniform (PLF) 0 to 2(V 101/2" N/A 53.3 106.5 80.3 27,0 Linked from: Deck o Joists 3 Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720) 440-9450 khoiness@dlengineer.com 37 4 SUSTAINABLE FORESTRY INITIATIVE 12/19/2018 9:18:09 AM Forte v5.4, Design Engine: V7.1.1.3 2098-5433 Calcs 4te Page 1 of 1 FO R T E' MEMBER REPORT Roof Deck, Roof Deck Beam 5 F i[ G 1 piece(s) 3 1/2" x 7 1/2" 24F -V8 DF Glulam Ov a!! Length: 21' 10 1/2" II II - 11 11 11 II 11 11 II 11 11 „ 9-6- 9-6- ` 1 0 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results F ! Allowed Result + 0 i.W II II - 11 11 11 II 11 11 II 11 11 „ 9-6- 9-6- ` 1 0 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3768 @ 20'8 3/4" 7963 (3.50") Passed (47%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Adj Spans) Shear (lbs) 1912 @ 19' 11 1/2" 5333 Passed (36%) 1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans) Pos Moment (Ft -lbs) 3508 @ 17'9 1/8" 7547 Passed (46%) 1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans) Neg Moment (Ft -lbs) -3142 @ 10' 11 1/4" 7547 Passed (42%) 1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans) Live Load Defl. (in) 0.181 @ 16' 5 1/16" 0.326 Passed (L/648) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) Total Load Defl.(in) 0.232 @ 16' 5 9/16" 0.490 Passed (L/507) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Top Edge Bracing (W): Top compression edge must be braced at 21' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 21' 11" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 10 15/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 5 11/16". The effects of positive or negative camber have not been accounted for when calculating deflection. Applicable calculations are based on NDS. PASSED. System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Supports Total Bearing Length Available Required Dead Loads to Supports (lbs) Floor Snow Wind Live Total Accessories 1 - Column - HF 3.50" 3.50" 1.50" 273 595 406 151 1425 Blocking 2 - Column - HF 3.50" 3.50" 1.50" 845 1593 1178 403 4019 Blocking 3 - Column - HF 3.50" 3.50" 1.66" 982 1966 1452 494 4894 Blocking " Blocking Panels are assumed to carry no loads applied alrectry above mem ana one Tull loaa is appueo to vie member being aeslgnea. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Tributary Dead floor We Snow Wind Loads Location (Side) width (0.90) (1.00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 21' 10 1/2" N/A 6.4 1 Uniform (PLF) 0 to 21'010 1/2" N/A 53.3 106.5 80.3 27,0 Linked from: Deck - Joists 3 Support 1 2 - Uniform (PLF) 17'51/ 2" to 21' 10 N/A 90.0 180.0 135.0 45.0 Linked from: Deck 1 2" o Joists 4 Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Honess DL Engineering (720)440-9450 khoines&adlengineer. com 38 1 SUSTAINABLE FORESTRY INITIATIVE 12/19/2018 9:18:24 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Catcs 4te Page 1 of 1 rF ®R T E MEMBER REPORT Roof Deck, Roof Deck Beam 6 1 piece(s) 2 x 6 Hem -Fir No. 2 0 - � n n 75' �. 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Overall Length: 4' 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1900 @ 2' 10 1/4" 2126 (3.50") Passed (89%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Live (0.90) Column - HF 3.50" 3.50" 1.61" Spans) Shear (lbs) 644 @ 2'3" 949 Passed (68%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft -lbs) 502 @ 1'4 7/8" 801 Passed (63%) 1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans) Live Load Defl.(in) 0.020 @ 1' 5 13/16" 0.090 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt 45,0 Linked from: Deck Spans) Total Load Defl.(in) 0.025 @ 1' 5 7/16" 0.134 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S it 2 - Uniform (PLF) 0 to 4' (Top) N/A 90.0 Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' o/c unless detailed otherwise. Applicable calculations are based on NDS. PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Dead supports Total Available Required Dead Floor Snow Wind Total Accessories Loads Location (Side) Live (0.90) Column - HF 3.50" 3.50" 1.61" 231 544/-88 375 136/-22 1286/-110 Blocking - Column - HF 3.50" 3.50" 3.13" 498 984 738 246 2466 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 12/19/2018 9:18:38 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs.4te Page 1 of 1 Job Notes Tributary Dead floor Live Snow Wind Loads Location (Side) Width (0.90) (1.00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 4' N/A 2.1 1 - Uniform (PLF) 0 to 4' (Top) N/A 90.0 180.0 135.0 45,0 Linked from: Deck ]oists 4 Support 1 2 - Uniform (PLF) 0 to 4' (Top) N/A 90.0 180.0 135.0 45.0 Linked from: Deck Joists 4 Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 12/19/2018 9:18:38 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs.4te Page 1 of 1 Job Notes Kelly Holness DL Engineering (720) 440-9450 khoiness@dlengineer.com 39 MEMBER REPORT Roof Deck, Deck Joists 1 F O R T E" 1 piece(s) 2 x 8 Hem -Fir No. 2@ 16" OC 0 Overall Length: 9'7 3/8" 0 E All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 485 @ 3 3/8" 2050 (3.38") Passed (24%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (lbs) 371 @ 115/8" 1251 Passed (30%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft -lbs) 990 @ 4'9 11/16" 1477 Passed (67%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.185 @ 4'9 11/16" 0.226 Passed (L/586) __ 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.250 @ 4'9 11/16" 0.453 Passed (L/434) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) TJ -Pro'" Rating N/A I N/A I - - -- • Deflection criteria: LL (1-1480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 9' 5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 5" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. PASSED, System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) supports Total Available Required Dead Floor Snow Wind Total Accessories - Beam - GLB 4.38" 3.38" 1.50" 128 256 192 64 640 1" Rim Board - Beam - GLB 4.38" 3.38" 1.50" 128 256 192 64 640 1" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 11/14/2018 9:17:39 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Caics.4te e 1 of 1 Page Job Notes Kelly Hoiness Dead Floor Live Snow Wind Loads Location (Side) Spacing (0.90) (1.00) (1.1s) (1.60) Comments 1 - Uniform (PSF) 0 to 9' 7 3/8" 16" 20.0 40.0 30.0 10.0 Deck loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 11/14/2018 9:17:39 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Caics.4te e 1 of 1 Page Job Notes Kelly Hoiness OL Engineering (720) 440-9450 khoiness@dlengineercom 40 MEMBER REPORT Roof Deck, Deck Joists 2 �--g F O R T E 1 piece(s) 2 x 8 Hem -Fir No. 2@ 16" OC Overall Length: 9'7 3/8" 1.. 8' 10 5/8" d 0 E All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 485 @ 9'4" 2050 (3.38") Passed (24%) __ 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (lbs) 371 @ 11 5/8" 1251 Passed (30%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft -lbs) 990 @ 4'9 11/16" 1477 Passed (67%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl.(in) 0.185 @ 4'9 11/16" 0.226 Passed (L/586) __ 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Total Load Defl.(in) 0.250 @ 4' 9 11/16" 0.453 Passed (L/434) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) TJ -Pro— Rating N/A I N/A • Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 9' 5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 5" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) lupports Total Available Required Dead Floor Snow Wlnd Total Accessories Wind Live - Beam - HF 4.38" 3.38" 1.50" 128 256 192 64 640 1" Rim Board - Beam -SPF 4.38" 3.38" 1.50" 128 256 192 1 64 640 1" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator l SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11/14/2018 9:17:53 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs.4te Page 1 of 1 Job Notes Kelly Holness Dead Floor Live Snow Wind Loads Location (Side) Spacing (0.90) (1.00) (1.1s) (1.60) Comments 1 - Uniform (PSF) 0 to 9' 7 3/8" 16" 20.0 40.0 30.0 10.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator l SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11/14/2018 9:17:53 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs.4te Page 1 of 1 Job Notes Kelly Holness DL Engineering (720) 440-9450 khoiness@dlengineer.com 41 MEMBER REPORT Roof Deck, Deck Joists 3 iI F O R T E` 1 piece(s) 2 x 8 Hem -Fir No. 2@ 16" OC Overall Length: 5'4" 0 4'7 114" 0 2 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 London Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 265 @ 3 3/8" 2050 (3.38") Passed (13%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 164 @ 115/8" 1251 Passed (13%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft -lbs) 275 @ 2' 8" 1477 Passed (19%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl.(in) 0.014 @ 2'8.. 0.119 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.019 @ 2'8" 0.239 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) TJ-ProT" Rating N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 5' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 2" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. PASSED, System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead dor Snow Wind Total Accessories 1 - Beam - GLB 4.38" 3.38" 1.50" 71 142 107 36 356 1" Rim Board 2 - Beam - GLB 4.38" 3.38" 1.50" 71 142 107 36 356 1" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness,a,dlengineer.com 42 4 SUSTAINABLE FORESTRY INITIATIVE 11/14/2018 9:1813 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te Page 1 of 1 Dead Floor Live Snow Wind Loads Location (Side) Spacing (0.90) (1.00) (1.15) (1.60) Comments 1 - Uniform (PSF) 0 to 5'4" 16" 20.0 40.0 30.0 10.0 Deck loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness,a,dlengineer.com 42 4 SUSTAINABLE FORESTRY INITIATIVE 11/14/2018 9:1813 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te Page 1 of 1 MEMBER REPORT Roof Deck, Deck Joists 4 F O R T E 1 piece(s) 2 x 8 Hem -Fir No. 2@ 16" OC 0 Overall Length: 9' i 1 8' 3 114" 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual C Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 462 @ 3 3/8" 2658 (4.38") Passed (17%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (lbs) 341 @ 115/8" 1251 Passed (27%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft -lbs) 860 @ 4' 6" 1477 Passed (58%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl.(in) 0.140 @ 4' 6" 0.211 Passed (L/723) 1.0 D + 0.45 W + 0.75 L + 0.75 5 (All Spans) Total Load Defl. (in) 0.189 @ 4'6" 0.422 Passed (L/536) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) TJ-ProT" Rating N/A N/A I-- -- Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at T o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Dead iupports Total Available Required Dead Floor Snow Wind Total Accessories Loads Location (Side) Liv (0.90) Beam - GLB 4.38" 4.38" 1.50" 120 240 180 60 600 Blocking - Beam - GLB 4.38" 4.38" 1.50" 120 240 180 60 600 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator SUSTAINABLE FORESTRY INITIATIVE Forte software operator 11 /14/2018 9:18:38 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs.4te Page 1 Of 1 Job Notes Kelly Hoiness Dead Floor Live Snow Wind Loads Location (Side) Spacing (0.90) (1.00) (1.15) (1.60) Comments 1 - Uniform (PSF) 0 to 9' 16" 20.0 40.0 30.0 10.0 Deck loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator SUSTAINABLE FORESTRY INITIATIVE Forte software operator 11 /14/2018 9:18:38 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs.4te Page 1 Of 1 Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness otidlengineer.com 43 i MEMBER REPORT Roof Reinforcement, Reinforcement Beam #1 PASSED • F RTE 2 piece(s) 13/4" x 16" 2.0E Microllam@ LVL Overall Length: 24'9 5/16" d 1 1 0 1 24'2 5/16" t 0 P] All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDP I Load: Combination (Pattern) Member Reaction (lbs) 3912 @ 24' 7 5/16" 9188 (3.50") Passed (43%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 3646 @ 1' 7 1/2" 13300 Passed (27%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 27895 @ 12'4 5/8" 38893 Passed (72%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.693 @ 12'4 5/8" 0.815 Passed (L/423) 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 1.111 @ 12' 4 5/8" 1.222 Passed (L/264) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 5' 8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 24' 9" o/c unless detailed otherwise. Bearing Length loads to Supports Obs) >upports Total Available Required Dead Frye Snow Wind Total Accessories . - Pocket in masonry - concrete 3.50" 3.50" 1.50" 1441 2471 1798 618 6328 None Pocket in masonry- concrete 3.50" 3.50" 1.50" 1441 2471 1798 618 6328 None Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD T SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 12/19/2018 9:20:34 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs.4te Page 1 of 1 Job Notes Tributary Dead Roof Live Snow Wind Loads Location (Side) Width (0.90) (noo-snow: 1.25) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 24' 9 5/16" N/A 16.3 Deck Beam 1 1 - Point (Ib) I'S 1/4" (Top) N/A 547 1157 819 289 support loads Deck Beam 1 2 - Point (Ib) 23'4 1/16" (Top) N/A 547 1157 819 289 support loads Deck Beam 1 3 - Point (Ib) 12'4 5/8" (Top) N/A 1383 2628 1958 657 support loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD T SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 12/19/2018 9:20:34 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs.4te Page 1 of 1 Job Notes Kelly Hoiness DL Engineering (720) 440-9450 khoinessadlengineercom 44 F O R T E � MEMBER REPORT Roof Reinforcement, Reinforcement Beam #2 PASSED 1 piece(s) 13/4" x 16" 2.0E Microllamp LVL Overall Length: 20'1 3/4" 0 1 1 1 0 1 19'6 3/4" 1 E Q All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (lbs) 3088 @ 2" 4594 (3.50") Passed (67%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 2874 @ 1' 7 1/2" 6650 Passed (43%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 17843 @ 10'7/811 19446 Passed (92%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.620 @ 10'7/8" 0.660 Passed (L/384) 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.965 @ 10'7/8" 0.991 Passed (L/246) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 2' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 20' 2" o/c unless detailed otherwise. Bearing Length Loads to Supports (lbs) ;uppolt5 Total Available Required Dead RLiveoof Snow Wind Total Accessories -Pocket in masonry -concrete 3.50" 3.50" 2.35" 1084 2003 1456 501 5044 None Pocket in masonry -concrete 3.50" 3.50" 2.35" 1084 1 2004 1456 501 5045 None Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 12/19/2018 9:20:45 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 CaicS.4te Page 1 Of 1 Job Notes Tributary Dead Roof Live Snow Wind Loads Location (Side) Width (0.90) [M-arnrvr: 1.2s) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 20' 13/4" N/A 8.2 Deck Beam 2 1 - Point (lb) 1'5 1/4" (Top) N/A 461 967 687 242 support loads Deck Beam 2 2 - Point (lb) 18'8 1/2" (Top) N/A 461 967 687 242 support loads Deck Beam 2 El- Point (Ib) 10'7/8" (Top) N/A 1082 2073 1538 518 support loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 12/19/2018 9:20:45 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 CaicS.4te Page 1 Of 1 Job Notes Kelly Hoiness DL Engineering (720)440-9450 kholnessCddlengineer.com 45 �i MEMBER REPORT Roof Reinforcement, Reinforcement Beam #3 PASSED. F O R T E x 2 piece(s) 13/4" x 16" 2.0E Microllam@ LVL Overall Length: 22'5 1/4" ' 21'10 1/4' 1 0 9 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDP Load: combination (Pattern) Member Reaction (lbs) 3533 @ 2" 9188 (3.50") Passed (38%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 3409 @ 1'7 1/2" 13300 Passed (26%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 22897 @ 11' 2 5/8" 38893 Passed (59%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.475 @ 11' 2 5/8" 0.737 Passed (L/559) 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.759 @ 11' 2 5/8" 1.105 Passed (L/349) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (U360) and TL (U240). Top Edge Bracing (Lu): Top compression edge must be braced at 7'4" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 22' 5" o/c unless detailed otherwise. Bearing Length Loads to Supports (lbs) iUpport5 Total Available Required Dead Roof Snow Wind Total Accessories Live - Pocket in masonry -concrete 3.50" 3.50" 1.50" 1302 2232 1623 558 5715 None '.- Pocket in masonry -concrete 3.50" 3.50" 1.50" 1293 2214 1610 554 5671 None Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD (1j) SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 12/19/2018 9:20:55 AM Forte v5.4, Design Engine: V7.1.1.3 2098-5433 CalcS 4te Page 1 of 1 Job Notes Tributary Dead Roof Live Snow Wind Loads Location (Side) Width (0.90) (na,-snow 1.2.5) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 22' 5 1/4" N/A 16.3 Deck Beam 3 1 - Point (Ib) 1'6 1/2" (Top) N/A 503 1060 751 265 support loads Deck Beam 3 2 - Point (Ib) 20' 11" (Top) N/A 492 1038 735 260 support loads Deck Beam 3 3 - Point (lb) 11' 2 5/8" (Top) N/A 1233 2348 1747 587 support loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD (1j) SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 12/19/2018 9:20:55 AM Forte v5.4, Design Engine: V7.1.1.3 2098-5433 CalcS 4te Page 1 of 1 Job Notes Keay tininess DL Engineering (720)440-9450 khoiness@dlengineer.com 46 MEMBER REPORT Roof Reinforcement, Reinforcement Beam #4 PASSED F R T E 3 piece(s) 13/4" x 16" 2.0E Microllamp LVL Overall Length: 22'5 1/2" 0 1 1 1 0 21'10 1/2• 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 5455 @ 2" 13781 (3.50") Passed (40%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 5076 @ 1' 7 1/2" 19950 Passed (25%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 35146 @ 11' 2 3/4" 58339 Passed (60%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.490 @ 11' 2 3/4" 0.738 Passed (L/542) 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.777 @ 11' 2 3/4" 1.106 Passed (L/342) 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (4360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 9' 4" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 22'6" o/c unless detailed otherwise. Bearing Length Loads to Supports abs) >upports Total Available Required Dead RooLive Snow Wind Total Acceswries Pocket in masonry -concrete 3.50" 3.50" 1.50" 1977 3478 2533 874 8862 None t- Pocket in masonry -concrete 3.50" 3.50" 1.50" 1977 3478 2533 874 8862 None Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 12/19/2018 9:21:07 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs.4te Page 1 of 1 Job Notes Tributary Dead Roof Live Snow Wind Loads Location (Side) Width (0.90) (non -snow: 1.25) (1.1s) (1.60) Comments 0 - Self Weight (PLF) 0 to 22' 5 1/2" N/A 24.5 Deck Beam 4 1 - Point (Ib) 1' 5 1/4" (Top) N/A 765 1651 1172 415 support loads Deck Beam 4 2 - Point (lb) 21' 1/4" (Top) N/A 765 1651 1172 415 support loads Deck Beam 4 3 - Point (lb) 11' 2 3/4" (Top) N/A 1874 3654 2722 918 support loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 12/19/2018 9:21:07 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs.4te Page 1 of 1 Job Notes Kelly Hoiness DL Engineering (720) 440-9450 khoiness@dlengineer.com 47 MEMBER REPORT Roof Reinforcement, Reinforcement Beam #5 PASSED, F O R T E" 1 piece(s) 13/4" x 16" 2.0E Microllamp LVL Overall Length: 22'5 1/2" 0 0 o 1 21'10 1/2" 1 R 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (lbs) 4139 @ 22'3 1/2" 4594 (3.50') Passed (90%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 3711 @ 20'1011 6650 Passed (56%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 16410 @ 11' 2 3/4" 19446 Passed (84%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.706 @ 11' 2 3/4" 0.738 Passed (L/376) 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 1 1.114 @ 11' 2 3/4" 1.106 Passed (L/238) 1.0 D + 1.0 Lr (All Spans) Deflection criteria: LL (L/360) and TL (L1240). Top Edge Bracing (Lu): Top compression edge must be braced at 2' 9" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 22' 6" o/c unless detailed otherwise. Bearing Length Loads to Supports (lbs) >upport5 Total Available Required Dead RooLive Snow Wind Total Accessories Pocket in masonry -concrete 3.50" 3.50" 1.75" 828 1470 1055 372 3725 None - Pocket in masonry - concrete 3.50" 3.50" 3.15" 1455 2684 1981 1 676 6796 None Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 12/19/2018 9:21:22 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te Page 1 of 1 .lob Notes Tributary Dead Roof Live Snow Wind Loads Location (Side) Width (0.90) (aun-srww: 1.25) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 22' 5 1/2" N/A 8.2 Deck Beam 5 1 - Point (lb) I'S 1/4" (Top) N/A 273 595 406 151 support loads Deck Beam 5 2 - Point (lb) 21'114" (Top) N/A 982 1966 1452 494 support loads Deck Beam 5 3 - Point (lb) 11'2 3/4" (Top) N/A 845 1593 1178 403 support loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 12/19/2018 9:21:22 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te Page 1 of 1 .lob Notes Kelly Hoiness DL Engineering (720)440-9450 khoinessadlengineercom 48 a F d R T E * MEMBER REPORT Roof Reinforcement, Reinforcement Beam #6 PASSED 1 piece(s) 13/4" x 111/4" 2.0E Microllam0 LVL Overall Length: 22'5 1/2" 0 1 1 0 21' 101/2- 1 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load, Combination (Pattern) Member Reaction (lbs) 2509 @ 22' 3 1/2" 4594 (3.50") Passed (55%) 1.0 D + 0.45 W + 0.75 L + 0.75 5 (All 3.50" 3.50" 1.50" 144 155 116 39 454 None 2 -Pocket in masonry -concrete 3.50" 3.50" 1.91" Spans) Shear (lbs) 1469 @ 21'2 3/4" 4302 Passed (34%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft -lbs) 5224 @ 17' 10 1/2" 9279 Passed (56%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.619 @ 12' 8 3/8" 0.738 Passed (L/429) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Deck Beam 6 1 - Point (Ib) 17' 10 1/2" (Front) Spans) Total Load Defl. (in) 0.916 @ 12'6 15/16" 1.106 Passed (L/290) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 7' 5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 22' 6" o/c unless detailed otherwise. System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 12/19/2018 9:21:37 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Ca1c5.4te Page 1 Of 1 Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead FLive Snow Wind Total Accessories Wind Loads 1 - Pocket in masonry - concrete 3.50" 3.50" 1.50" 144 155 116 39 454 None 2 -Pocket in masonry -concrete 3.50" 3.50" 1.91" 711 1261 946 315 3233 None Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 12/19/2018 9:21:37 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Ca1c5.4te Page 1 Of 1 .lob Notes Tributary Dead Floor Live Snow Wind Loads Location (Side) Width (0.90) (1.00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 22' 5 1/2" N/A 5.7 Deck Beam 6 1 - Point (Ib) 17' 10 1/2" (Front) N/A 363 708 531 177 support loads Deck Beam 6 2 - Point (Ib) 21' 10 1/2" (Front) N/A 363 708 531 177 support loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 12/19/2018 9:21:37 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Ca1c5.4te Page 1 Of 1 .lob Notes Kelly Holness DL Engineering (720)440-9450 khoiness@dlengineer com 49 'W" 01 F O R T E a MEMBER REPORT Back deck, Deck Beam 1 1 piece(s) 3 1/8" x 10 1/2" 24F -V4 DF Glulam 0 Overall Length: 21'4 1/2" � n n� i r i 10' 10' o a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. n + 0 Design Results Actual @ Location Allowed Result UDF Load: Combination (Pattern) [Group] Member Reaction (lbs) 8900 @ 10'8 1/4" 11172 (5.50") Passed (80%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) 1 Shear (lbs) 3929 @ 11'9 1/2" 5797 Passed (68%) 1.00 1.0 D + 1.0 L (All Spans) [1] Pos Moment (Ft -lbs) 6861 @ 16' 6 7/16" 11484 Passed (60%) 1.00 1.0 D + 1.0 L (Alt Spans) [1] Neg Moment (Ft -lbs) -7980 @ 10'8 1/4" 8853 Passed (90%) 1.00 1.0 D + 1.0 L (All Spans) [1] Live Load Defl. (in) 0.198 @ 16' 1 15/16" 0.345 Passed (L/628) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt ans r1 Spans) Total Load Defl.(in) 0.228 @ 16' 2 7/8" 0.518 Passed (L/545) 1.0 D + 0 S .45 W + 0.75 ans 1 • Deflection criteria: LL (V360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 21' 5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 21' 5" o/c unless detailed otherwise. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 10 1/4". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 5 1/8". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS. PASS -ED. System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Supports Total Bearing Length Available Required Dead Loads to Supports (lbs) Flo now Wind ive Total Accessories 1 - Column - HF 5.50" 5.50" 2.46" 1268 3155/-379 1577 390/-48 6390/-427 Blocking 2 - Column - HF 5.50" 5.50" 4.38" 2006 5758 2864 951 11579 Blacking 3 - Column - HF 5.50" 5.50" 1.74" 653 2618/-191 1004 357/-48 4632/-239 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member Deng aesignea. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Holness DL Engineering (720) 440-9450 khoinessV dlengineercom 50 l SUSTAINABLE FORESTRY INITIATIVE 11/14/2018 9:25:30 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te Page 1 of 1 Tributary Dead Floor Live Snow i fnd Loads Location (Side) Width (0.90) (1.00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 21' 4 1/2" N/A 8.0 I - Point (Ib) 1 1/2" (Front) N/A 615 1722/-57 573 33 linked from: Deck Beam 2 Support 2 2 - Uniform (PLF) 0 to 11'3" (Front) N/A 147.0 294.8 221.3 73.5 Linked from: Deck Joists 1 Support 2 Linked from: Egress 3 - Uniform (PLF) 11' 3" to 14' 3" N/A 147.0 736.5 221.3 73.5 Deck Joists 1, (Front) Support 2 Linked from: Egress 4 - Uniform (PLF) 14' 3" to 21' 4 1/2" N/A 147.0 521.3 221.3 73.5 Deck Joists 1 (2), (Front) Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Holness DL Engineering (720) 440-9450 khoinessV dlengineercom 50 l SUSTAINABLE FORESTRY INITIATIVE 11/14/2018 9:25:30 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te Page 1 of 1 MEMBER REPORT Back deck, Deck Beam 2 FORTE >. 2 piece(s) 2 x 12 Hem -Fir No. 2 0 Overall Length: 10' t, Ii F II t r 11 n All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (pattern) [Group] Member Reaction (lbs) 2352 @ 6' 9 1/4" 6683 (5.50") Passed (35%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) 5 Shear (lbs) 1300 @ 7' 11 1/4" 3375 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) [5] Moment (Ft -lbs) -2786 @ 6' 9 1/4" 4482 Passed (62%) 1.00 1.0 D + 1.0 L (All Spans) [5] Live Load Dell. (in) 0.079 @ 10' 0.215 Passed (2L/986) -- 1.0 D + 1.0 L (Alt Spans) [5] Total Load Defl. (in) 0.101 @ 10' 0.323 Passed (2L/766) -- 1.0 D + 1.0 L (Alt Spans) [5] • Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 10' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' o/c unless detailed otherwise. -337 Its uplift at support 0". Strapping or other restraint may be required. • Applicable calculations are based on NDS. PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports Obs) Dead Supports Total Available Required Dead loo Snow Wind Total Accessories Loads Location (Side) Live (0.90) 1 - Stud wall - SPF 1.50" 1.50" 1.50" -29 101/-309 20/-62 23/-2 144/-402 Blocking 2 - Column - SPF 5.50" 5.50" 1.94" 615 1722/-57 573 33 1 2943/-57 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Tributary Dead Floor Live Snow Wind Loads Location (Side) Width (0.90) (1.00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 10' N/A 8.6 1 - Uniform (PSF) 0 to 10' (Top) 8" 20.0 40.0 30.0 10.0 Deck Loads Linked from: Stair 2 - Point (lb) 9'11" (Front) N/A 96 309/-33 86 31/-3 #1 Outer Stringer, Support 3 Linked from: Stair 3 - Point (lb) 8'4 1/4" (Front) N/A 176 619/-67 173 62/-7 #1 Middle Stringer, Support 3 Linked from: Stair 4 - Point (lb) 6' 10 1/4" (Front) N/A 96 309/-33 86 31/-3 #1 Outer Stringer, Support 3 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720) 440-9450 khoinessCadlengineeccom - -51 nA 1 SUSTAINABLE FORESTRY INITIATIVE 11/14/2018 9:26:00 AN Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te Page 1 of 1 1 i MEMBER REPORT Back deck, Deck Beam 3 i1 F O R T E 2 piece(s) 2 x 12 Hem -Fir No. 2 N R All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Overall Length: 6'8 3/4" Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2811 @ 4" 6683 (5.50") Passed (42%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (lbs) 1981 @ 1'4 3/4" 3375 Passed (59%) 1 � Moment (Ft -lbs) 3755 @ 3' 3 1/16" r7 Passed (84%) R 0' 0.040 @ 3' 4 5/16" L ® __ 1.0 D + 0.45 W + 0.75 L + 0.75 S (All S ans 1 0.054 @ 3'4 5/16" 5' 9 3/4" Passed (L/999+) N R All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2811 @ 4" 6683 (5.50") Passed (42%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (lbs) 1981 @ 1'4 3/4" 3375 Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 3755 @ 3' 3 1/16" 4482 Passed (84%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.040 @ 3' 4 5/16" 0.202 Passed (L/999+) __ 1.0 D + 0.45 W + 0.75 L + 0.75 S (All S ans Total Load Defl. (in) 0.054 @ 3'4 5/16" 0.303 Passed (L/999+) __ S ans) 0.45 W + 0.75 L + 0.75 S (All • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 6' 9" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 9" o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) iupports Total Available Required Dead Woe Snow Wind Total Accessories I- Column - HF 5.50" 5.50" 2.31" 694 2074 623 208 3599 None ! - Column - HF 5.50" 5.50" 2.27" 681 2039 613 205 3538 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD (Z� SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 11/14/2018 9:26:23 AM Forte v5.4, Design Engine: V7.1.1.3 2098-5433 Calcs 4te Page 1 Of 1 e Job Notes Tributary Dead Floor Live Snow Wind Loads Location (Side) Width (0.90) (1.00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 6' 8 3/4" N/A 8.6 Linked from: Stair 1 - Point (Ib) 6' 7 3/4" (Front) N/A 135 371 111 37 #2 Outer Stringer, Support 2 Linked from: Stair 2 - Point (Ib) 5' 1" (Front) N/A 265 722 217 72 #2 Middle Stringer, Support 1 Linked from: Stair 3 - Point (Ib) 3' 6 1/4" (Front) N/A 132 361 108 36 #2 Outer Stringer, Support 1 Linked from: Stair 4 - Point (Ib) 1" (Top) N/A 132 361 108 36 #3 Outer Stringer, Support 1 Linked from: Stair 5 - Point (Ib) 1'7 3/4" (Top) N/A 294 802 240 80 #3 Middle Stringer, Support 1 Linked from: Stair 6 - Point (Ib) 3' 2 1/2" (Top) N/A 132 361 108 36 #2 Outer Stringer, Su rt 1 7 - Uniform (PLF) 0 to 6' 8 3/4" Back N/A 33.8 168.8 51.0 17.3 Linked from: Deck Joists 2 r rt 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD (Z� SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 11/14/2018 9:26:23 AM Forte v5.4, Design Engine: V7.1.1.3 2098-5433 Calcs 4te Page 1 Of 1 e Job Notes Kelly Hoiness IDL Engineering (720)440-9450 khoinessadlengineer com 52 F O R T E a MEMBER REPORT Back deck, Deck Beam 4 1 piece(s) 2 x 12 Hem -Fir No. 2 Overall Length: 4' 1/2" 0 i 3'11 1/2" E 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1981 @ 4" 3341 (5.50") Passed (59%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All 5.50" 5.50" 3.26" 332 1617 485 162 2596 Blocking Spans) Shear (lbs) 603 @ V4 3/4" 1688 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1373 @ 2' 1/4" 2241 Passed (61%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.010 @ 2' 1/4" 0.112 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (AII Spans) Total Load Defl. (in) 0.012 @ 2' 1/4" 0.169 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (1-/360) and TL (1./240). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 1" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 1" o/c unless detailed otherwise. Applicable calculations are based on NDS. PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead 11 Loads Location (Side) Width (0.90) Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead FLive loor Snow Wind Total Accessories 1 - Column - HF 5.50" 5.50" 3.26" 332 1617 485 162 2596 None 2 - Column - HF 5.50" 5.50" 3.26" 332 1617 485 162 2596 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead 11 Loads Location (Side) Width (0.90) Floor Live (1.00) Snow Wind (1.1s) (1.60) Comments 0 - Self Weight (PLF) 0 to 4' 1/2" N/A 4.3 DL Engineering 1 - Uniform (PSF) 0 to 4' 1/2" (Front) B. 20.0 100.0 30.0 10.0 Deck Loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator SUSTAINABLE FORESTRY INITIATIVE Ir Forte Software Operator 11 /14/2018 9:26:41 AN Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs.4te Page 1 Of 1 Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness@dlengineer.com 53 FN;diAFO G R Z C x MEMBER REPORT Back deck, Deck Beam 5 R 1 piece(s) 2 x 12 Hem -Fir No. 2 0 Overall Length: 6'8 3/4" ® 5' 9 3/4" 0 n All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (lbs) 709 @ 4" 3341 (5.50") Passed (21%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (lbs) 407 @ 1'4 3/4" 1688 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 950 @ T4 3/8" 2241 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.023 @ 3' 4 3/8" 0.202 Passed (U999+) -- 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.028 @ Y4 3/8" 0.303 Passed (U999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 6' 9" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 9" o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) iupports Total Available Required Dead Floryoe Snow Wind Total Accessories - Column - HF 5.50" 5.50" 1.50" 128 568 172 58 926 None - Column - HF 5.50" 5.50" 1.50" 128 568 172 58 926 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSED, System: Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11/14/2018 9:26:57 AN Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te e 1 Of 1 Page Tributary DeadFloor Live Snow Wind Loads Location (Side) Width (0.90) (1.00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 6' 8 3/4" N/A 4.3 khoinessgdlengineercam 1 - Uniform (PLF) 0 to 6'8 3/4" N/A 33.8 168.8 51.0 17.3 Linked from: Deck Front foists 2 Su rt 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSED, System: Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11/14/2018 9:26:57 AN Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te e 1 Of 1 Page ,lob Notes Kelly Hoiness DL Engineering (720)440-9450 khoinessgdlengineercam 54 I F 0 R T E R MEMBER REPORT Back deck, Deck Beam 6 ��ll I" 1 piece(s) 2 x 12 Hem -Fir No. 2 0 Overall Length: 3'3" 2-8- Ell 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 639 @ 11/2" 911 (1.50") Passed (70%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All 1.50" Hanger, 1.5o" 307 802 267 89 1465 See note , - Column - HF 5.50" 5.50" 2.08" Spans) Shear (lbs) 623 @ 1' 10 1/4" 1688 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 840 @ l'7 1/2" 2241 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.003 @ 1' 6 3/8" 0.093 Passed (L/999+) __ 1.0 D + 0.45 W + 0.75 L + 0.75 9__(A_11_ 10.0 Deck Loads Spans) Total Load Defl. (in) 0.004 @ 1' 6 3/8" 0.140 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All 2 - Point (Ib) 3' 2 1/4" (Front) N/A 135 Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 3' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 2" o/c unless detailed otherwise. Applicable calculations are based on NDS. PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • , See Connector grid below for additional information and/or requirements. Connector: Simpson Strong -Tie Connectors Bearing Length Loads to Supports (lbs) iupports Total Available Required Dead Floor Snow Wind Total Accessories Accessories 1- Face Mount Hanger I Connector not found N/A - Hanger on 11 1/4" HF beam 1.50" Hanger, 1.5o" 307 802 267 89 1465 See note , - Column - HF 5.50" 5.50" 2.08" 338 881 295 98 1612 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • , See Connector grid below for additional information and/or requirements. Connector: Simpson Strong -Tie Connectors Support I Model Seat Length Top Nails Face Nails Member Nails Accessories 1- Face Mount Hanger I Connector not found N/A N/A N/A N/A (1.0(1) Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 1 SUSTAINABLE FORESTRY INITIATIVE I. Forte Software Operator 11 /14/2018 9:27:12 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs.4te Page 1 of 1 Job Notes Tributary Dead Floor Live Snow Wind Loads Location (Side) Width (0.90) (1.0(1) (1.15) (1.60) Comments 0 - Self Weight (PLF) 1 1/2" to 3' 3" N/A 4.3 1 - Uniform (PLF) 0 to 3' 3" (Front) N/A 20.0 40.0 30.0 10.0 Deck Loads Linked from: Stair 2 - Point (Ib) 3' 2 1/4" (Front) N/A 135 371 111 37 #3 Outer Stringer, Support 2 L nked from: Stair 3 - Point (lb) l'7 1/2" (Front) N/A 299 821 246 82 #3 Middle Stringer, Support 2 Linked from: Stair 4 - Point (lb) 3/4" (Front) N/A 132 361 108 36 #3 Outer Stringer, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 1 SUSTAINABLE FORESTRY INITIATIVE I. Forte Software Operator 11 /14/2018 9:27:12 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs.4te Page 1 of 1 Job Notes Kelly Holness DL Engineering (720) 440-9450 khoiness@dlengineer.com 55 MEMBER REPORT Back deck, Deck Joists 1 FORTE " 1 piece(s) 2 x 8 Hem -Fir No. 2 @ 16" OC Overall Length: 10' u 6' 5" 3' E n All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF I Load: Combination (Pattem) Member Reaction (lbs) 317 @ 1/2" 911 (1.50") Passed (35%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) Shear (lbs) 320 @ 5' 11 1/4" 1251 Passed (26%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft -lbs) -504 @ 6' 9 1/4" 1477 Passed (34%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl.(in) 0.092 @ 10' 0.200 Passed (2L/844) -- 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) Total Load Defl.(in) 0.099 @ 10' 0.323 Passed (2L/780) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt 5 ans T]-PrOTI Rating N/A N/A I -- -- • Deflection criteria: UL (4480) and TL (L/240). • Overhang deflection criteria: LL (0.2") and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 10' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports (lbs) 5upports Total Available Required Dead mer Snow Wind Total Accessories . - Ledger on masonry - HF 1.50" 1.50" 1.50" 70 182/-41 121 45/-10 418/-51 Blocking ! - Beam - GLB 5.50" 5.50" 1.50" 196 393 295 98 982 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11/14/2018 9:27:37 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te Page 1 Of 1 e Job Notes Kelly Hoiness Dead Floor Live Snow Wind Loads Location (Side) Spading (0.90) (1.00) 1 (1.15) (1.60) Comments 1 - Uniform (PSF) 0 to 10' 16" 20.0 40.0 30.0 10.0 Deck loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11/14/2018 9:27:37 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te Page 1 Of 1 e Job Notes Kelly Hoiness DL Engineering (720)440-9450 khomess,adlengineercam 56 "F0 R T E" MEMBER REPORT Back deck, Deck Joists 2 1 piece(s) 2 x 8 Hem -Fir No. 2@ 16" OC 0 Overall Length: T4 1/2" 3' 1 112" 4 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 254 @ 1 1/2" 911 (1.50") Passed (28%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spacing (0.90) (1.00) (1.15) Spans) Shear (lbs) 153 @ 8 3/4" 1088 Passed (14%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 195 @ V8 1/4" 1284 Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.005 @ V8 1/4" 0.078 Passed (L/999+) -- 1.0 D + 0.45 W + 0.75 L + 0.75 5 (All Spans) Total Load Defl. (in) 0.006 @ 1' 8 1/4" 0.156 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) TJ-ProT" Rating N/A I N/A --I -- • Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 3' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 2" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Lor Snow Wind Total Accessoties 1 - Hanger on 7 1/4" HF beam 1.50" Hanger' 1.50" 45 225 68 23 361 See note' 2 - Hanger on 7 1/4" HF beam 1.50" Hanger' 1.50" 45 225 68 23 361 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. PASSED System : Floor Member Type : Joist Building Use : Residential Building Code: IBC 2015 Design Methodology: ASD Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness Dead Floor Live Snow Wind Loads Location (Side) Spacing (0.90) (1.00) (1.15) (1.60) Comments 1 - Uniform (PSF) 0 to T4 1/2" 16" 20.0 100.0 30.0 10.0 Deck loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720) 440-9450 khoinessfggdlengineeccom 57 0 SUSTAINABLE FORESTRY INITIATIVE 11/14/2018 9:27:53 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Caics.4te Page 1 of 1 t MEMBER REPORT Back deck, Deck Joists 3 FORTE 1 piece(s) 2 x 8 Hem -Fir No. 2 @ 12" OC 0 Overall Length: 3'3" i 3' I. N a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF I Load: Combination (Pattern) Member Reaction (lbs) 193 @ 1/2" 911 (1.50") Passed (21%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All S ans Shear (lbs) 113 @ 2'6 1/4" 1088 Passed (10%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 143 @ 1'7" 1284 Passed (11%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.003 @ 1' 7" 0.077 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (AII S ans Total Load Defl. (in) 0.004 @ 1'7" 0.154 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All S ans TJ -Pro'" Rating N/A N/A • Deflection criteria: LL (L/480) and TL (L/240)• • Top Edge Bracing (Lu): Top compression edge must be braced at 3' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 2" o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead loo Snow Wind Total Accessories I - Ledger on masonry - HE 1.50" 1.50" 1.50" 32 158 48 16 254 Blocking Z - Hanger on 7 1/4" HF beam 1.50" Hanger' 1.50" 33 167 50 17 267 See note' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger I Connector not found N/A N/A N/A N/A Spacing Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducis/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 1 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11/14/2018 9:28:09 AN Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs.4te Page 1 of 1 e Job Notes Holness Dead Floor Live Snow Wind Loads Location (Side) Spacing (0.90) (1.00) (1.15) (1.60) Comments 1 - Uniform (PSF) 0 to 3' 3" 12" 20.0 100.0 30.0 10.0 Deck loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducis/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 1 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11/14/2018 9:28:09 AN Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs.4te Page 1 of 1 e Job Notes Holness DL Engineering DL Engineering (720)440-9450 kholness@dlengineer com 58 MEMBER REPORT Back deck, Egress Deck Joists 1 RTE" 1 piece(s) 2 x 8 Hem -Fir No. 2 @ 16" OC Overall Length: 10' r; rr r Ar 6' 5" 3 Ell 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 524 @ 1/2" 911 (1.50") Passed (58%) -- 1.0 D + 1.0 L (Alt Spans) Shear (lbs) 529 @ 5' 11 1/4" 1088 Passed (49%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 837 @ T3 5/16" 1284 Passed (65%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.191 @ 10' 0.200 Passed (21-/406) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl.(in) 0.199 @ 10' 0.323 Passed (21-/390) 1.0 D + 1.0 L(Alt Spans) TJ -Prot" Rating N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). Overhang deflection criteria: LL (0.2") and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 10' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. Bearing length loads to Supports (lbs) Supports Total Available Required Dead mer Snow Wind Total Aocessodes 1 - Ledger on masonry - HF 1.50" 1.50" 1.50" 70 454/-103 121 45/-10 690/-113 Blocking 2 - Beam - GLB 5.50" 5.50" 1.97" 196 982 295 98 1571 Blocking " Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness Dead Floor Live Snow Wind Loads Location (Side) Spacing (0.90) i (1.00) (1.15) (1.60) Comments 1 - Uniform (PSF) 0 to 10' 16" 20.0 100.0 30.0 10.0 Deck loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720) 440-9450 khoiness@dlengineer.com 59 PASSED System : Floor Member Type: Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD SUSTAINABLE FORESTRY INITIATIVE 11/14/2018 9:28:37 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs.4te Page 1 of 1 i MEMBER REPORT Back deck, Egress Deck Joists 1 (2) F O R T E a 1 piece(s) 2 x 8 Hem -Fir No. 2@ 16" OC 0 r. 1 6-5- 3' 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Overall Length: 10' 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 317 @ 1/2" 911 (1.50") Passed (35%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (Alt Spans) Shear (lbs) 383 @ 77 1/4" 1088 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) -832 @ 6'9 1/4" 1284 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.191 @ 10' 0.200 Passed (2L/406) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl.(in) 0.198 @ 10' 0.323 Passed (21-/390) 1.0 D + 1.0 L(Alt Spans) T3_Pr-T Rating N/A N/A • Deflection criteria: LL (LJ480) and TL (1-/240). • Overhang deflection criteria: LL (0.2") and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 10' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' o/c unless detailed otherwise. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead �e Snow Wind Total Accessories 1 - Ledger on masonry - HE 1.50" 1.50" 1.50" 70 182/-103 121 45/-10 418/-113 Blocking 2 - Beam - GLB 5.50" 5.50" 1.62" 196 695 295 98 1284 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Dead Floor Live Snow Wind Loads Location (Side) Spacing (0.90) (1.00) (1.15) (1.60) Comments 1 - Uniform (PSE) 0 to 7' 16" 20.0 40.0 30.0 10.0 Deck loads 2 - Uniform (PSE) T to 10' 16" 20.0 100.0 30.0 10.0 Deck loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness�d.)dlengineeccom 60 PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD i SUSTAINABLE FORESTRY INITIATIVE 11/14/2018 9:29:02 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te Page 1 of 1 F D 0 r c ' MEMBER REPORT Back deck, Stair #1 Middle Stringer V , ` ` 1 piece(s) 2 x 12 Hem -Fir No. 2 0 T i 8-5- 8' 6" 1 2 3 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load. Combination (Pattern) Member Reaction (lbs) 2322 @ 8' 10 1/4" 2606 (3.50") Passed (89%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (lbs) 953 @ 7' 115/16" 1688 Passed (56%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) -1982 @ 8' 10 1/4" 2241 Passed (88%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.092 @ 4' 3 1/4" 0.355 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl.(in) 0.111 @ 4'2 1/4" 0.532 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (1-/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 7" o/c unless detailed otherwise. Applicable calculations are based on NDS. PASSED System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 8.5/12 Supports Total Bearing Length Available Required Dead Loads to Supports (lbs) 'live Snow Wind Total Accessories 1- Beveled Plate - HF 3.50" 3.50" 1.50" 181 628/-85 176 63/-8 1048/-93 Blocking 2 - Beveled Plate - SPF 3.50" 3.50" 3.12" 572 1715 515 172 2974 Blocking 3 - Hanger on 11 1/4" HF beam 1.50" Hanger' 1.50" 176 619/-67 173 62/-7 1030/-74 See note ' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. Connector: Simpson Strong -Tie Connectors Support I Model Seat Length Top Nails Face Nails Member Nails Accessories 3 -Face Mount Hanger Connector not found N/A N/A N/A N/A Tributary Dead Floor Live Snow Wind Loads Location (Side) Width (0.90) (1.00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 17' 6' N/A 4.3 1 - Uniform (PSF) 0 to 17'7 1/2" V 7" 24.5 100.0 30.0 10.0 Stair loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720) 440-9450 khoiness,adlengineercom 61 (2� SUSTAINABLE FORESTRY INITIATIVE 11/14/2018 9:29:26 AN Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te Page 1 of 1 a MEMBER REPORT Back deck, Stair #1 Outer Stringer F O R T E 1 piece(s) 2 x 12 Hem -Fir No. 2 Overall Sloped Length: 22'3 1/8" a. -.IziC + 0 12 85� " 8' S" B -6- 'H2 '6"2 3 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1189 @ 8' 10 1/4" 2606 (3.50") Passed (46%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 488 @ 7' 115/16" 1688 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -1016 @ 8' 10 1/4" 2241 Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.046 @ 4' 3 1/4" 0.355 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.056 @ 4' 2 3/16" 0.532 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: UL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 18' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 9" o/c unless detailed otherwise. Applicable calculations are based on NDS. PASSED System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 8.5/12 Supports Total Bearing Length Available Required Dead Loads to Supports (Ibs) Floor Snow Wind Live Total Accessories 1 - Beveled Plate - HF 3.50" 3.50" 1.50" 100 314/-42 88 31/4 533/-46 Blocking 2 - Beveled Plate - HF 3.50" 3.50" 1.60" 314 858 257 86 1515 Blocking 3 - Hanger on 11 1/4" HF beam 1.50" Hanger' 1.50" 96 309/-33 86 31/-3 522/-36 See note • Blocking Panels are assumed to carry no loads applied directly above them and the tun waa is appilea to me memoer Demg oesignea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. Connector: Simpson Strong -Tie Connectors Support IModel Seat Length Top Nails Face Nails Member Nalls Accessories 3 - Face Mount Hanger I Connector not found N/A N/A N/A N/A 30.0 10.0 Tributary Dead Floor Live Snow Wind Kelly Hoiness Loads Location (Side) Width (0.90) (1.00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 17' 6" N/A 4.3 khoiness�dlengineer corn 1 - Uniform (PSF) 0 to 17'7 1/2" 9 1/2" 24.5 100.0 30.0 10.0 Stair loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness�dlengineer corn 62 SUSTAINABLE FORESTRY INITIATIVE 11 /14/2018 9:29:43 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Caics 4te Page 1 of 1 aF R E" MEMBER REPORT Back deck, Stair #1 Reinforcing Beam 2 piece(s) 2 x 8 Hem -Fir No. 2 Overall Length: T8 1/2" o-- - - -- ...._.._._.. - - - --- - o y 3' 1 1/2" 0 0 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2359 @ 3 1/2" 2359 (1.94") Passed (100%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Width (0.90) (1.00) (1.15) Spans) Shear (lbs) 1149 @ 10 3/4" 2175 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1793 @ 1' 10 1/4" 2234 Passed (80%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.016 @ 1' 10 1/4" 0.104 Passed (L/999+) __ 1.0 D + 0.45 W + 0.75 L + 0.75 S (AII Linked from: Stair 1 - Point (Ib) 1' 10 1/4" (Front) Spans) Total Load Defl. (in) 0.021 @ 1'10 1/4" 0.156 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 3' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 2" o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) ;uPPorts Total Available Required Dead FlooSnow Wind Total Accessories Live . - Hanger on 7 1/4" HF beam 3.50" Hanger' 1.94" 609 1716 515 172 3012 See note' ! - Hanger on 7 1/4" HF beam 3.50" Hanger' 1.94" 609 1716 515 172 3012 See note ' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • See Connector grid below for additional information and/or requirements. PASSED System : Floor Member Type: Drop Beam Building Use : Residential Building Code: IBC 2015 Design Methodology: ASD Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1- Face Mount Hanger Connector not found N/A N/A N/A N/A 2 -Face Mount Hanger Connector not found N/A N/A N/A N/A Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11 /14/2018 9:30:09 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calfs 4te Page 1 of 1 ,lob Notes Tributary Dead Floor Live Snow Wind Loads Location (Side) Width (0.90) (1.00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 3 1/2" to 3' 5" N/A 5.5 Linked from: Stair 1 - Point (Ib) 1' 10 1/4" (Front) N/A 572 1715 515 172 #1 Middle Stringer, Support 2 Unked from: Stair 2 - Point (lb) 4 1/4" (Front) N/A 314 858 257 86 #1 Outer Stringer, Support 2 Linked from: Stair 3 - Point (Ib) T4 1/4" (Front) N/A 314 858 257 86 #1 Outer Stringer, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11 /14/2018 9:30:09 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calfs 4te Page 1 of 1 ,lob Notes Kelly Hoiness DL Engineering (720) 440-9450 khoiness@dlengineercom 63 MEMBER REPORT Back deck, Stair #2 Middle Stringer l F O R T Ex 2 piece(s) 2 x 12 Hem -Fir No. 2 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1002 @ 0 1823 (1.50") Passed (5S%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 822 @ 8'4 5/16" 3375 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 2252 @ 4' 6 3/4" 4482 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.082 @ 4' 6 3/4" 0.373 Passed (L/999+) -- 1.0 D + 0.45 W + 0.75 L + 0.75 S (All S ans Total Load Defl. (in) 0.111 @ 4'6 3/4" 0.559 Passed (L/999+) __ 1.0 D + 0.45 W + 0.75 L + 0.75 S (All S ans Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 11' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 2" o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead �e Snow Wind Total Accessories 1 - Beveled Plate - HF 1.50" 1.50" 1.50" 265 722 217 72 1276 Blocking 2 - Hanger on 11 1/4" HF beam 1.50" Hanger' 1.50" 270 742 223 74 1309 See note ' • Blacking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being oeslgnea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. PASSED System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 8.5/12 Connector: Simpson Stron -Tie Connectors Support Model seat Length Top Nails Face Nails Member Nails Accessories 2- Face Mount Hanger Connector not found N/A N/A N/A N/A Tributary Dead Floor Live Snow Wind Loads Location (Side) Width (0.90) (1.00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 9' 1 1/2" N/A 8.6 1 - Uniform (PSF) 0 to 9' 3" 1' 7" 24.5 100.0 30.0 10.0 Stair loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/wDodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720) 440-9450 khoiness@dlengineer Com 64 0 SUSTAINABLE FORESTRY INITIATIVE 11/14/2018 9:30:31 AN Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te Page 1 of 1 �� F 0 R T E' MEMBER REPORT Back deck, Stair #2 Outer Stringer 1 piece(s) 2 x 12 Hem -Fir No. 2 12 , 9' 1 2 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 501 @ 0 911 (1.50") Passed (55%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All 65 Spans) Shear (lbs) 411 @ 8'4 5/16" 1688 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1126 @ 4'6 3/4" 2241 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.082 @ 4' 6 3/4" 0.373 Passed (L/999+) __ 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.111 @ 4'6 3/4" 0.559 Passed (L/999+) __ 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (1-1360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 11' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 2" o/c unless detailed otherwise. Applicable calculations are based on NDS. PASSED System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 8.5/12 Supports Bearing Length Total Available Required Loads to Supports (lbs) Dead Fllorvoe Snow Wind Total Accessories 1 - Beveled Plate - HF 1.50" 1.50" 1.50" 132 361 108 36 637 Blocking 2 - Hanger on 11 1/4" HF beam 1.50" Hangerr 1.50" 135 371 111 1 37 654 See note 1 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • See Connector grid below for additional information and/or requirements. Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2- Face Mount Hanger I Connector not found N/A N/A N/A N/A Tributary Dead Floor Live Snow Wind Job Notes Loads Location (Side) Width (0.90) (1.00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 9' 1 1/2" N/A 4.3 1 - Uniform (PSF) 0 to 9' 3" 9 1/2" 24.5 100.0 30.0 10.0 Stair loads Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720) 440-9450 khoiness@dlengineer.com 65 l SUSTAINABLE FORESTRY INITIATIVE 11/14/2018 9:30:50 AN Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Caics.4te Page 1 of 1 MEMBER REPORT Back deck, Stair #3 Middle Stringer �1 F O R T E• 2 piece(s) 2 x 12 Hem -Fir No. 2 0 12 8.5F WIN� 10' 1 2 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1111 @ 0 1823 (1.50") Passed (61%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Shear (lbs) 930 @ 9'4 5/16" 3375 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 2773 @ 5' 3/4" 4482 Passed (62%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.124 @ 5'3/4" 0.414 Passed (L/999+) __ 1.0 D + 0.45 W + 0.75 L + 0.75 5 (AII S ans Total Load Defl. (in) 0.168 @ 5'3/4" 0.620 Passed (L/884) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All S ans • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 12' 5" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 5" o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Snow Wind Total Accessories Live 1 - Beveled Plate - HF 1.50" 1.50" 1.50" 294 802 240 80 1416 Blocking 2 - Hanger on 11 1/4" HF beam 1.50" Hanger' 1.50" 299 821 246 82 1448 See note ' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • See Connector grid below for additional information and/or requirements. PASSED System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 8.5/12 Connector: Simpson Stron -Tie Connectors Support Model Seat Length To Nails Face Nails Member Nails Acceswries 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A Tributary Dead Floor Live Snow Wind Loads location (Side) Width (0.90) (1.00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 10' 1 1/2" N/A 8.6 1 - Uniform (PSF) 0 to 10' 3" 1' 7" 24.5 100.0 30.0 10.0 Stair loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Kelly Hoiness DL Engineering (720)440-9450 khoiness@dlengineer.com 66 0 SUSTAINABLE FORESTRY INITIATIVE 11/14/2018 9:3110 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te Page 1 of 1 ® F 0 R T E x MEMBER REPORT Back deck, Stair #3 Outer Stringer 1 piece(s) 2 x 12 Hem -Fir No. 2 0 72 8.5F— All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Design Results Actual rD Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 501 @ 0 911 (1.50") Passed (55%) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All N/A N/A Spans) Shear (lbs) 411 @ 8' 4 5/16" 1688 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1126 @ 4' 6 3/4" 2241 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.082 @ 4' 6 3/4" 0.373 Passed (L/999+) -- 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Total Load Defl.(in) 0.111 @ 4' 6 3/4" 0.559 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 11' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 2" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead lovoe Snow Wind Total Accessories 1 - Beveled Plate - HF 1.50" 1.50" 1.50" 132 361 108 36 637 Blocking 2 - Hanger on 11 1/4" HF beam 1.50" Hanger' 1.50" 135 371 111 37 654 See note ' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. PASSED System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch: 8.5/12 Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 -Face Mount Hanger Connector not found N/A N/A N/A N/A Tributary Dead Floor Live Snow Wind oadS Location (Side) Width (0.90) (1.00) (1.15) (1.60) Comments - Self Weight (PLF) 0 to 9' 1 1/2" N/A 4.3 Uniform (PSF) 0 to 9' 3" 9 1/2" 24.5 100.0 30.0 10.0 Stair loads Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11114/2 018 9:31:31 AM Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs.4te Page 1 of 1 Job Notes Kelly Hoiness DL Engineering (720) 440-9450 khoiness@dlengineer.com 67 Lk;`c F 0 R T E" MEMBER REPORT Back deck, Ledger 1 1 piece(s) 2 x 8 Hem -Fir No. 2 Overall Length: 1' 11" o- --- - -- - — -_ 1'4' E All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. IS Design Results Actual @ Location Allowed Result UDF I Load: Combination (Pattern) [Group] Member Reaction (lbs) 198 @ 3 1/2" 911 (1.50") Passed (22%) -- 1.0 D + 1.0 L (All Spans) [5] Shear (lbs) 197 @ 10 3/4" 1088 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans) [5] Moment (Ft -lbs) 132 @ 11 1/2" 1117 Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) [5] Live Load Defl. (in) 0.000 @ 11 1/2" 0.033 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) [5] Total Load Defl. (in) 1 0.001 @ 11 1/2" 0.067 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) [5] • Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 1'4" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 1'4" o/c unless detailed otherwise. Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead tomer Snow Wind Total Accessories 1 - Hanger on 7 1/4" SPF beam 3.50" Hanger' 1.50" 28 170/-39 45 -4 243/-43 See note ' 2 - Hanger on 7 1/4" SPF beam 3.50" Hanger' 1.50" 28 170/-39 45 -4 243/-43 See note ' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. PASSED System : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Acceswrles 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A 2 -Face Mount Hanger Connector not found N/A N/A N/A N/A Tributary Dead Floor Live Snow Wind Loads Location (Side) Width (0.90) (1.00) (1.15) (1.60) Comments 0 - Self Weight (PLF) 3 1/2" to 1' 7 1/2" N/A 2.8 khoiness�Zt4engineer com Linked from: Egress I - Point (PLF) 11 1/2" (Front) 1' 52.5 340.5/-77.3 90.8 33.8/-7.5 Deck Joists 1, Support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator i SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11114/2018 9:32:38 AN Forte v5.4, Design Engine: V7.1.1.3 2018-5433 Calcs 4te Page 1 of 1 e Job Notes Kelly Holness DL Engineering (720)440-9450 khoiness�Zt4engineer com 68 Te a Tedds Project Wind Calculations Job Ref. 2018-5433 Section Sheet no./rev. d = 46.25 ft Height to eaves 1 Height of parapet Calc. by Date Chk'd by Date App'd by Date KEH 1/15/2019 WIND LOADING (ASCE7-10) In accordance with ASCE7-10 incorporating Errata No. 1 and Errata No. 2 Using the directional design method Tedds calculation version 2.0.21 T I M O I N 71.5 ft 46.3 ft Plan Elevation Building data Type of roof Flat Length of building b = 71.50 ft Width of building d = 46.25 ft Height to eaves H = 20.00 ft Height of parapet hp = 2.00 ft Mean height h = 20.00 ft General wind load requirements Basic wind speed Risk category Velocity pressure exponent coeff (Table 26.6-1) Exposure category (cl.26.7.3) Enclosure classification (cl.26.10) Internal pressure coef+ve (Table 26.11-1) Internal pressure coef—ve (Table 26.11-1) Gust effect factor for rigid structures Terrain exposure constants (Table 26.9-1) Integral length scale factor Turbulence intensity factor Minimum equivalent height Peak factor for background response Peak factor for wind response Integral length scale power law exponent Equivalent height of the structure Intensity of turbulence (Eqn. 26.9-7) Integral length scale of turbulence (Eqn. 26.9-9) Background response (Eqn. 26.9-8) V = 129.0 mph Kd = 0.85 C Enclosed buildings GCPi_p = 0.18 GCPi_n = -0.18 1 = 500.0 ft c = 0.20 zmin = 15.0 ft go = 3.400 gv = 3.400 e = 0.200 z = max (0.6 x h, zmin) = 15.00 ft I Z= c x (33 ft/ z)'/6 = 0.23 Lz=1x( z/33ft)E=427.06ft Q = �(1 / (1 + 0.63 x ((min(B, L) + h) / L z)0.13)) = 0.915 S Te a Project Job Ref. Tedds Wind Calculations 2018-5433 Section Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by Date KEH 1/15/2019 Gust effect factor (Eqn. 26.9-6) G = Gf = 0.925 x (1 + 1.7 x gQ x I Z x Q) / (1 + 1.7 x g„ x I Z) = 0.88 Topography Topography factor not significant K�c = 1.0 Velocity pressure equation q = 0.00256 x K� x Kn x Kd x V2 x 1psf/mph 2 Velocity pressures table Peak velocity pressure for internal pressure Z (ft) KZ (Table 27.3-1) q: (psf) Peak velocity pressure - internal (as roof press.) qi 32.59 psf 15.00 0.85 30.78 Area Aref (ft') Velocity pressure at top of parapet 20.00 0.90 32.59 Combined net pressure coefficient, leeward GCpni = -1.0 22.00 0.92 33.17 ppi = qp x GCpni = -33.17 psf Peak velocity pressure for internal pressure Ref. height (ft) Peak velocity pressure - internal (as roof press.) qi 32.59 psf Parapet pressures and forces Area Aref (ft') Velocity pressure at top of parapet qp = 33.17 psf Combined net pressure coefficient, leeward GCpni = -1.0 Combined net parapet pressure, leeward ppi = qp x GCpni = -33.17 psf Combined net pressure coefficient, windward GCpnw = 1.5 Combined net parapet pressure, windward ppw = qp x GCpnw = 49.75 psf Wind direction 0 deg: 32.59 Leeward parapet force Windward parapet force Wind direction 90 deg: Leeward parapet force Windward parapet force Pressures and forces Net pressure Net force Roof load case 1 -Wind 0, GCpi 0.18, -cpe Fw,wpi_o = ppi x hp x b = -4.7 kips Fw,wpw_o = ppw x hp x b = 7.1 kips Fw,wpi_so = ppi x hp x d = -3.1 kips Fw,wpw_so = ppw x hp x d = 4.6 kips p= q x Gf x Cpe - qi x GCpi Fw = p x Aref Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft') Net force Fw (kips) A (-ve) 20.00 -0.90 32.59 -31.68 715.00 -22.65 B (-ve) 20.00 -0.90 32.59 -31.68 715.00 -22.65 C (-ve) 20.00 -0.50 32.59 -20.21 1430.00 -28.90 D (-ve) 20.00 -0.30 32.59 -14.47 446.88 -6.47 Total vertical net force Total horizontal net force Walls load case 1 -Wind 0, GCpi 0.18, -cpe rwy = -SU.b/ Klps Fw,h = 0.00 kips 70 Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient cpe pressure qp p Aref Fw (ft) (psf) (psf) (ftz) (kips) Al 15.00 0.80 30.78 15.81 1072.50 16.95 70 AFTekid Project Job Ref. Tedds Wind Calculations 2018-5433 Net force Fw (kips) Section Sheet no./rev. 0.80 32.59 3 357.50 Calc. by Date Chk'd by Date App'd by Date 1430.00 KEH 1/15/2019 20.00 -0.70 32.59 -25.95 Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A2 20.00 0.80 32.59 17.08 357.50 6.11 B 20.00 -0.50 32.59 -20.21 1430.00 -28.90 C 20.00 -0.70 32.59 -25.95 925.00 -24.00 D 20.00 -0.70 32.59 -25.95 925.00 -24.00 Overall loading Projected vertical plan area of wall Projected vertical area of roof Minimum overall horizontal loading Leeward net force Windward net force Overall horizontal loading Roof load case 2 -Wind 0, GCpi -0.18, -Ocpe Avert_w_o = b x (H+ hp) = 1573.00 ft2 Avertr o = 0.00 ft2 Fw,totai_min = pmin_w x Avert_w_o + Pmin_r x Avert_r_o = 25.17 kips Fi = Fw,ws + Fw,wpi_o = -33.6 kips Fw = Fw,wA_l + Fw,wA_2 + Fw,wpwo = 30.2 kips Fw,totai = max(Fw - FI + Fw,h, Fw,total_min) = 63.8 kips Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A (+ve) 20.00 -0.18 32.59 0.70 715.00 0.50 B (+ve) 20.00 -0.18 32.59 0.70 715.00 0.50 C (+ve) 20.00 -0.18 32.59 0.70 1430.00 1.00 D (+ve) 20.00 -0.18 32.59 0.70 446.88 0.31 Total vertical net force Total horizontal net force Walls load case 2 -Wind 0, GCpi -0.18, -Ocpe 1-w,v = z.32 KIPS Fw,h = 0.00 kips Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) Al 15.00 0.80 30.78 27.54 1072.50 29.54 A2 20.00 0.80 32.59 28.82 357.50 10.30 B 20.00 -0.50 32.59 -8.48 1430.00 -12.12 C 20.00 -0.70 32.59 -14.21 925.00 -13.15 D 20.00 =0.70 32.59 -14.21 925.00 -13.15 Overall loading Projected vertical plan area of wall Projected vertical area of roof Minimum overall horizontal loading Leeward net force Windward net force Overall horizontal loading Avert_w_o = b x (H+ hp) = 1573.00 ft2 Avert -r- o = 0.00 ft2 Fw,total_min = Pmin_w x Avert_w_o + Pmin_r x Avert_r_o = 25.17 kips FI = Fw,wB + Fw,wpi_o = -16.9 kips Fw = Fw,wA_1 + Fw,wA_2 + Fw,wpw_o = 47.0 kips Fw,totai = max(Fw - FI + Fw,h, Fw,total_min) = 63.8 kips 71 AVTek14 Tedds Project Wind Calculations Job Ref. 2018-5433 Section Sheet no./rev. Area Aref (ft2) Net force Fw (kips) A (-ve) 4 -0.90 Calc. by Date Chk'd by Date App'd by Date -0.90 KEH 1/15/2019 462.50 -14.65 C (-ve) 20.00 Roof load case 3 -Wind 90, GCpi 0.18, -cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A (-ve) 20.00 -0.90 32.59 -31.68 462.50 -14.65 B (-ve) 20.00 -0.90 32.59 -31.68 462.50 -14.65 C (-ve) 20.00 -0.50 32.59 -20.21 925.00 -18.69 D (-ve) 20.00 -0.30 32.59 -14.47 1456.88 -21.08 Total vertical net force rw,v = -69.u$ Klps Total horizontal net force Fw,h = 0.00 kips Walls load case 3 -Wind 90, GCpi 0.18, -cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) Al 15.00 0.80 30.78 15.81 693.75 10.97 A2 20.00 0.80 32.59 17.08 231.25 3.95 B 20.00 -0.39 32.59 -17.08 925.00 -15.80 C 20.00 -0.70 32.59 -25.95 1430.00 -37.10 D 20.00 -0.70 32.59 -25.95 1430.00 -37.10 Overall loading Projected vertical plan area of wall Projected vertical area of roof Minimum overall horizontal loading Leeward net force Windward net force Overall horizontal loading Roof load case 4 - Wind 90, GCpi -0.18, +cpe Avert_w_90 = d x (H+ hp) = 1017.50 ft2 Avert r 90 = 0.00 ft2 Fw,total_min = pmin_w x Avert _w_90 + pmin_r x Avert_r_90 = 16.28 kips Fi = Fw,wB + Fw,wpi_90 = -18.9 kips Fw = Fv,,wA_i + Fw,w,n_2 + Fw,wpw_90 = 19.5 kips Fw,totai = max(Fw - Fi + Fw,h, Fw,totai_min) = 38.4 kips Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A (+ve) 20.00 -0.18 32.59 0.70 462.50 0.32 B (+ve) 20.00 -0.18 32.59 0.70 462.50 0.32 C (+ve) 20.00 -0.18 32.59 0.70 925.00 0.65 D (+ve) 20.00 -0.18 32.59 0.70 1456.88 1.02 Total vertical net force Fw,v = 2.32 Kips Total horizontal net force Fw,h = 0.00 kips Walls load case 4 - Wind 90, GC., -0.18, +cpe 72 Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient cpe pressure qp p Aref Fw (ft) (psf) (psf) (ft2) (kips) Al 15.00 0.80 30.78 27.54 693.75 19.11 72 AwTeklzf Project Job Ref. Tedds Wind Calculations 2018-5433 Section Sheet no./rev. 20.00 0.80 32.59 5 231.25 Calc. by Date Chk'd by Date App'd by Date 925.00 KEH 1/15/2019 20.00 -0.70 32.59 -14.21 Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force IT, (kips) A2 20.00 0.80 32.59 28.82 231.25 6.66 B 20.00 -0.39 32.59 -5.34 925.00 -4.94 C 20.00 -0.70 32.59 -14.21 1430.00 -20.33 D 20.00 -0.70 32.59 -14.21 1430.00 -20.33 Overall loading Projected vertical plan area of wall Projected vertical area of roof Minimum overall horizontal loading Leeward net force Windward net force Overall horizontal loading s Ci T x 0 N Do Avert_w_90 = d x (H+ hp) = 1017.50 ft2 Avert -r-90 = 0.00 ft2 Fw,total_min = pmin_w x Avert -w_90 + pmin_r x Avert r-90 = 16.28 kips FI = Fw,wB + Fw,wpi_90 = -8.0 kips Fw = Fw,wA_1 + Fw,wA_2 + Fw,wpw_90 = 30.4 kips Fw,totai = max(Fw - FI + Fw,h, Fw,total_min) = 38.4 kips 71.5 0 C, 3 Plan view - Flat roof 73 73 T D c C M t0 R B A A- 0 C, 3 Plan view - Flat roof 73 73 AFTekid Tedds Project Wind Calculations Job Ref. 2018-5433 Section Sheet no./rev. 6 Calc. by Date Chk'd by Date App'd by Date KEH 1/15/2019 5 ft A2 T O LO A, N 4- 71.5 ft Windward face C O B N N I �46.371.5ft Side face Leeward face 71.5 ft I I i Wind -190° A i B C D a I i I i I �t0 ft—►�tOft4---20ft ►L 31.5ft i Plan view - Flat roof 74 AFTekid Project Job Ref. Tedds Wind Calculations 2018-5433 Section Sheet no./rev. 7 Calc. by Date Chk'd by Date App'd by Date KEH 1/15/2019 5 ftp Ln Al N -46.3 ftp Windward face C o B o IV 71.5 ft 46.3 ft Side face Leeward face 75 0 0 4 - - i E 0 I OL ENOINEERINO, INC. OLEr,401NEER.COM 720-440-9450 ,;to 19 - 5 Lf -33-- 38+1, Av-e,. K- K IVA AUBRESS 5-7 ps 0C, 9.3 + 3 is. A al. 0 Sc' ?11, cl. 5, .tel k /13 p Os+ -S! /pos+ Por S- I Sp A -j! 9 Ij C,,,b Lf 0 C> r- /0 - -7 Lo Z 76, 5 ®Te a' Project Job Ref. Tedds Section Sheet no./rev. 1 Calc. by Date Chk'd by Date App'd byDate K 1/15/2019 PILE ANALYSIS (FHWA) In accordance with ASD method Pile details Installation method Shape Length Material details Material Concrete strength Modulus of elasticity Geometric properties Pile section depth Bearing area Pile perimeter Moment of inertia Section modulus Loading details Design axial load, compression Design axial load, uplift Design shear load Tedds calculation version 1.0.03 1 Drilled 10 in diameter L=3.5ft Concrete fc = 3000 psi E = 57000 x �(fc x 1 psi) = 3122 ksi h=10 in Abearfng = 71 x h2 / 4 = 78.54 in2 Perimo. = 7c x h = 31.42 in 1= iaxh4/64=491in4 S=rzxh3/32=98.17in3 P I1 Stratum 2 Stratum 3 If, = Service unit side fiction, qa = Service unit end bearing Pc = 8.9 kips Pt = 0 kips V = 0.3 kips Axial compression resistance Service axial bearing resistance Rb = Abearing x qb = 0.5 kips Service axial friction resistance per stratum 77 AwTekld Project Job Ref. Tedds Section Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by Date K 1/15/2019 Stratum 1 R5i = f5, x PerimPie x (L - Datrata,) = 9.2 kips Service axial friction resistance R. = Rai = 9.2 kips Allowable axial design load Rn = Rb + Rs = 9.7 kips Pc/Rn=0.917 PASS - Allowable axial load exceeds design load Lateral analysis properties Soil type Cohesionless soil Pile head fixity Free Eccentricity of applied load espec = 0 ft Design eccentricity ec = espec = 0 ft Cyclic loads applied No Average effective unit soil weight y' = 110 Ib/ft3 Soil density Medium Angle of internal friction � = 30 Critical depth of pile Above groundwater Lateral analysis (Brom's Method, FHWA HI 97-013) Critical depth Dcrwcai = min(L,4.5 x h) = 3.5 ft Coeff of horiz. subgrade reaction(Table 9-11) Kh = 51837.4 Ib/ft3 Resisting moment of pile My = f,: x S = 24.5 kip_ft rl factor rl = (Kh / (E x 1))' is = 0.34 ft-' Length category value TIL = rl x L = 1.21 Pile length category ill- < 2.0 Short pile Rankine passive pressure coeff. Kp = (tan(45 deg + / 2))2 = 3 Find ultimate lateral load from Graph 9.29: Graph x axis value Plot line value Graph y axis value Ultimate lateral load Allowable working load Find lateral deflection from Graph 9.33: Graph x axis value GX=L/h=4.2 ec/L=0 GY= 10 Qu=10x Kpxh3 xy'=1.9 kips Qm=Qu/2.5=0.8 kips V/Qm=0.327 PASS - Allowable working lateral load exceeds lateral load GX=rlxL=1.21 Plot line value ec / L = 0 INVALID — Defined pile parameters fall outside the range of the graph data. Lateral analysis is invalid. Lateral load producing 1 in deflection QA = 3.4 kips Allowable lateral load, deft. (IBC 1810.3.3.2) Vanow = QA / 2 = 1.7 kips V / Vaii.w= 0.146 PASS - Allowable lateral load exceeds applied service lateral load 78 M Cl) J aco G N CD M N U >' t9 -02 Q Q. N •N�my Q f.L 79 {V Lf) n c e a a a e a N4f i b O O O O G O O P W Ih C P- O O P m m m 4 V < v 3 Ii� IJ ri o s !� 7 r y S h �— 1`l {V LL �Q p m� C Qg gg g g 9 ti It $ iD N � •-^ G C O O O G C t] w 6 r �= XLL c Ly --33 5 l lull �� LL � m h "" NS fV Ct N lti .- Ci ,s 6 _m Mo �Ep E�ig y� ♦ 7 W 7 .Y. > M > N > {7 > > b } w LL IL LL 79 {V Lf) n Boise Cascade Enaineered Wood Products Technical BOISE GLULAMO Cedar Beam Allowable Stress Values Boise Cascade manufacturers both Alaska Yellow and Port Orford cedar glulam beams. Allowable design stresses are listed in the table below for dry -use conditions. Since both cedars are considered durable species, these beams may be installed in exposed conditions. For an explanation of dry and wet -use conditions, please see Boise Cascade technical note BG -8: Cedar Glulam Design in Exterior Applications. The project's design professional and/or building official shall determine the use; wet -use conditions shall be assumed if the use has not been determined. Please note that wet -use reductions are currently not included in the BC Calc software program. Boise Cedar Glulam Allowable Stresses Note: Reductions factors shall be applied to design stresses in wet -use conditions. See Boise Cascade EWP Tech Note BG -8 for further information. The grades listed above are unbalanced layups. Balanced layups (AYC 20F -V13 and POC 22F -V15) are also available on a custom order basis. For further information, please contact Boise Cascade EWP Engineering at 888.234.0056. Tech Note BG.9 Page 1 of 1 r5/12 :I Bending Fe [psi] Horizontal Modulus of Compression Parallel to Compression Species & Shear Elasticity Grain Pe to Grain Compression Grade Tension Zone Zone in F„ [psi] E [psi] F. [psi] in Tension Tension Fc [psi] Alaska Yellow Cedar 2000 1400 265 1,500,000 1500 560 20E -V12 Port Orford Cedar 2200 1650 265 1,700,000 2100 560 22F -V14 Note: Reductions factors shall be applied to design stresses in wet -use conditions. See Boise Cascade EWP Tech Note BG -8 for further information. The grades listed above are unbalanced layups. Balanced layups (AYC 20F -V13 and POC 22F -V15) are also available on a custom order basis. For further information, please contact Boise Cascade EWP Engineering at 888.234.0056. Tech Note BG.9 Page 1 of 1 r5/12 :I AFTekid Project Job Ref. Tedds 2018-5433 - Handrail Base Plate and Bolt Design Section Sheet no./rev. 1 Calc. by Date Chk'd by Date App'd byDate KEH 1/16/2019 COLUMN BASE PLATE DESIGN In accordance with AISC 360-10 —*�, 0.75" •4 2.5 0.75" Plan on baseplate Design forces and moments Axial force Bending moment Shear force Eccentricity Anchor bolt to center of plate Column details Column section Diameter Thickness Baseplate details Depth Breadth Thickness Design strength Foundation geometry Member thickness Dist center of baseplate to left edge foundation Dist center of baseplate to right edge foundation Dist center of baseplate to bot edge foundation Dist center of baseplate to top edge foundation Holding down bolt and anchor plate details Total number of bolts Bolt diameter Bolt spacing Edge distance Minimum tensile strength, base plate 0.2 Tedds calculation version 2.1.01 Bok diameter - 0.5" Bolt embedment - 2.0" Elevation on baseplate P. = 0.0 kips (Compression) M„ = 8.4 kip—in F„ = 0.2 kips e=N=4.000 in f=N/2-e,=1.250 in Pipe STD x1-1/2 Do = 1.900 in t = 0.135 in N=4.00Oin B = 4.000 in tp = 0.313 in Fy = 36.0 ksi ha=2.125 in x.t = 6.000 in X.2 = 4.000 in yoet = 6.000 In Y.2 = 6.000 in Nbolt = 4 do = 0.500 in sba1t = 2.500 in et = 0.750 in Fy = 36 ksi 81 32 ksi A' Tekla Tedds Project 2018-5433 - Handrail Base Plate and Bolt Design Job Ref. Section Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by Date KEH 1/16/2019 Minimum tensile strength, column Compressive strength of concrete Strength reduction factors Compression Flexure Weld shear Plate cantilever dimensions Area of base plate Maximum area of supporting surface Nominal strength of concrete under base plate Bending line cantilever distance m Bending line cantilever distance n Maximum bending line cantilever Check eccentricity Fycoi = 50 ksi f. = 3 ksi 4,c = 0.65 Ob = 0.90 ,�, = 0.75 A, = B x N = 16.000 in 2 A2 = (N + 2 x Imin) x (B + 2 x Imin) = 64.000 Int Pp = 0.85 x fc x Al x min(4(A2 / A,), 2) = 81.6 kips m=(N-0.80xD.)/2=1.240 in n=(B-0.8xDe)/2=1.240 in I = max(m, n) = 1.240 in Maximum bearing stress fp,max = 0.85 x fc x �o x min(�(A2 / A,), 2) = 3.32 ksi Maximum bearing pressure gmax = fp,max x B = 13.26 kips/in Critical eccentricity e�,it = N / 2 - R, / (2 x gmax) = 2.000 in e > e.,;e so loads cannot be resisted by bearing alone. Therefore consider as a large moment Plate dimensions adequate as (f + N/2)2 >= (2 x P„ x (e + f))/gma,r and a real solution for bearing length exists Bearing length - quadratic solution 1 Y, = (f + N/2) + �((f + N/2)2 - (2 x M„ / gm.)) = 6.299 in Bearing length - quadratic solution 2 Y2 = (f + N/2) - V((f + N/2)2 - (2 x M, / gm.)) = 0.201 in Bearing length Y = min(Y,, Y2) = 0.201 in Tension force in bolts Tu = gmax x Y - Pu = 2.7 kips Max tension in single bolt Trod = Tu / (Nbon/2) = 1.3 kips Base plate yielding limit at bearing interface Required plate thickness tp,req = �((4 x fp,max x Y x (I - Y/2))% x Fy)) = 0.306 in PASS - Thickness of plate exceeds required thickness Base plate yielding limit at tension interface Distance from bolt CL to plate bending lines x = abs(m - e,) = 0.490 in Plate thickness required tp,req = 2.11 x 4((T„ x x)/(B x Fy)) = 0.201 in PASS - Thickness of plate exceeds required thickness Combined tension and bending in anchor bolts Gross cross sectional area of anchor Abon = n x dal / 4 = 0.196 int Thickness of washer Shear stress in anchor Leverarm Bending in anchor Plastic modulus of anchor Stress in anchor due to bending Axial stress in anchor Tensile stress in anchor Nominal tensile stress of anchor (Table J3.2) t..h = 0.250 in fv = Fv / (Nboity x Abort) = 0.51 ksi z=tp+twash/2=0.438 in Mi = Fv x z / Nbortv = 0.00 kips—ft Zbott = da3 / 6 = 0.021 Ina ftb = Mi / Zbert = 2.1 ksi ft. = Trod / Abon = 6.8 ksi ft=fth+ft. =8.9ksi Fr,t = 0.75 x f,,ta = 43.5 ksi 82 ® i aw Project Job Ref. Tedds 2018-5433 - Handrail Base Plate and Bolt Design Section Sheet no./rev. 3 Calc. by Date Chk'd by Date App'd by Date KEH 1/16/2019 Nominal shear stress of anchor (Table J3.2) Fnv = 0.45 x feta = 26.1 ksi Tensile stress of anchor �Fnt = � x Fnt = 32.6 ksi Modified tensile stress (Eqn J3 -3a) �F'nt = min( x (1.3 x Fnt - (Fnt x Fnv)) x fv), OFnt) = 32.6 ksi PASS - Combined shear and bending resistance of rods exceed tensile stress in rods ANCHOR BOLT DESIGN In accordance with ACI318-11 Tedds calculation version 2.1.02 1 Anchor bolt geometry Type of anchor bolt Cast -in headed end bolt anchor Diameter of anchor bolt da = 0.5 in Number of bolts in x direction Nboltx = 2 Number of bolts in y direction Nbolty = 2 Total number of bolts ntotai _ (Nbolbc x 2) + (Nbolty - 2) x 2 = 4 Total number of bolts in tension ntens = (NboltN x 2) + (Nbolty - 2) = 2 Spacing of bolts in x direction sbotbc = 2.5 in Spacing of bolts in y direction sboRy = 2.5 in Number of threads per inch nt = 13 Effective cross-sectional area of anchor Ase = n / 4 x (da - 0.9743 in / nt)2 = 0.142 inz Embedded depth of each anchor bolt hof = 2 in Material details Minimum yield strength of steel fya = 36 ksi Nominal tensile strength of steel f.ta = 58 ksi Compressive strength of concrete fc = 3 ksi Concrete modification factor ), = 1.00 Modification factor for cast -in anchor concrete failure a.a=1.OXX=1.00 Strength reduction factors Tension of steel element 0t,s = 0.75 Shear of steel element 4,v,s = 0.65 Concrete tension O,c = 0.65 Concrete shear,o = 0.70 Concrete tension for pullout �t,o6 = 0.70 Concrete shear for pryout �,,cB = 0.70 Steel strength of anchor in tension (D.5.1) Nominal strength of anchor in tension Nsa = Ase x feta = 8.23 kips Steel strength of anchor in tension ONsa = Ot,s x Nm = 6.17 kips PASS - Steel strength of anchor exceeds max tension in single bolt 83 OL ENGINEERING, INC. OLENCINEER.COM 720-440-9450 H a vz ciVa.-I l c a. c s �AtE Iii[ AR tt A9EIRESS 3 N 4 s 6 __ -- x 11. S" x 11 vA H a v' of raa i 6 e In of i CCL c o ►^ I Z= 9.309 TLA to e' S+tzi CoK.&e1.1n AS43 A110\4-4 Fy l u s- c A, S o o-- -G- r ►3 . i- --S tic-b�s ah I Y a -i T F �-z CGIb po3tS I I — ---I.— . C J 1 t 9 N i .._. Soib x- x L (1000ib) 84 aox�P+- �_ Maac L wt/ t-tSS Supplemental Calculations for 6985 W. 38th Ave. Wheat Ridge, CO 80033 Job # 2018-5433 TABLE OF CONTENTS: Design Criteria Pg. 2 West Beam Calculations Pg. 3-8 Steel Beam Splice Calculations Pg. 9-14 Prepared by Kelly Hoiness, PE 2/1/2019 Calculations package created under the direct supervision of Daniel LeMier, P.E. Calculation documents are valid for a single use at the project location and shall not be reused, copied, or reproduced without written approval of the registered design professional in reasonable charge. W City of � Zcatfq*d MUNIIYEYEMEN ge APPROVED Reviewed for Code Compliance crr IA - Pans Examiner Date %%Wfk of permit: The issuance of a permit or approwt of plans specifications and computations shall not be o perroir p,, or an approval of, any vro/abon to any of the provisions of the budding code or of any City ordinances. Aerm1N presun ng to givr outtwr+ty to vwlate or cancel the proasfons of the BtAk" can or 00th ardinanoes of the oty ehott rat be Waft 9100 W Jewell Ave Lakewood, CO 80232 CIL ENGINEERING, INC. 720-440-9450 www.dlengineer.com Supplemental Calculations for 6985 W. 38th Ave. Wheat Ridge, CO 80033 Job # 2018-5433 TABLE OF CONTENTS: Design Criteria Pg. 2 West Beam Calculations Pg. 3-8 Steel Beam Splice Calculations Pg. 9-14 Prepared by Kelly Hoiness, PE 2/1/2019 Calculations package created under the direct supervision of Daniel LeMier, P.E. Calculation documents are valid for a single use at the project location and shall not be reused, copied, or reproduced without written approval of the registered design professional in reasonable charge. W City of � Zcatfq*d MUNIIYEYEMEN ge APPROVED Reviewed for Code Compliance crr IA - Pans Examiner Date %%Wfk of permit: The issuance of a permit or approwt of plans specifications and computations shall not be o perroir p,, or an approval of, any vro/abon to any of the provisions of the budding code or of any City ordinances. Aerm1N presun ng to givr outtwr+ty to vwlate or cancel the proasfons of the BtAk" can or 00th ardinanoes of the oty ehott rat be Waft Design Criteria OL ENGINEERING. INC. 1. Building code: 1.1 Model building code: 2012 IRC/IBC w/ City of Wheat Ridge Amendments 2. Dead loads: 2.1 Roof total 20psf 2.2 Floor 12psf 2.3 Walls 10psf 2.4 Masonry walls 125pcf 2.5 Deck 20 psf 3. Live loads 3.1 Residential 40psf 3.2 Roof 20psf 3.3 Corridors 100 psf 4. Snow loads 4.1 ELEVATION 5451 4.2 Roof Snow load 30psf 5. Wind Design Data 5.1 Exposure Category C 5.2 Ultimate Wind Speed V/pit = 129 mph 5.3 Occupancy Cat. Iw = 2 6. Seismic Design Data 6.1 Seismic Design Category = B 7. Soil Design Data 7.1 Soil Bearing Pressure = 1500 psf 7.2 Frost Depth = 36" I - Te d Project Job Ref. Tedds Section Sheet no./rev. 1 Calc. by Date Chk'd by Date App'd by Date K 2/1/2019 STEEL BEAM ANALYSIS & DESIGN (AISC360-10) In accordance with AISC360 14th Edition published 2010 using the LRFD method Tedds calculation version 3.0.12 Load Envelope - Combination 1 1.264 0.0 ft 1 10 1 2.5 1 12.5 1 5 A 1 B 2 C 3 D 4 kip_ft Bending Moment Envelope -21.143—-21.1 0.0 15.242 ft 1 10 1 2.5 1 A 1 B 2 C 7.5 112.417 1 5 F 6 G -21.0 12.S 1 5 1 7.5 1 12.417 1 3 D 4 E 5 F 6 G kips Shear Force Envelope 9.534- 0.0- -9589— ft .534 0.0-9589ft 1 10 1 2.5 1 12.5 A 1 B 2 C 3 Support conditions Support A Support B SupportC Support D Support E Support F SupportG 9.5 e.c 1 5 7.5 1 12.417 1 D 4 E 5 F 6 G Vertically restrained Rotationally free Vertically free Rotationally free Vertically restrained Rotationally free Vertically restrained Rotationally free Vertically free Rotationally free Vertically restrained Rotationally free Vertically restrained Rotationally free AwTekld Project Job Ref. Tedds Section Sheet no./rev. 2 Calc. by Date Chk'd by Date App'd by Date K 2/1/2019 Applied loading Beam loads Dead self weight of beam x 1 Dead full UDL 0.304 kips/ft Live full UDL 0.552 kips/ft Load combinations Load combination 1 Support A Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Support B Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Support C Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Support D Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Support E Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Dead x 1.20 H ®Te a^ Project Job Ref. Tedds Ms1_max = 15.2 kips_ft Ms1_min = -1.1 kips_ft Maximum moment span 2 Section Sheet no./rev. Maximum moment span 3 M.3 -max = 7.2 kips_ft 3 Maximum moment span 4 Calc. by Date Chk'd by Date App'd byDate Maximum moment span 6 K6 -max = 15 kips_ft K 2/1/2019 Vmax = 9.5 kips Vmin = -9.6 kips Maximum shear span 1 Vs, -max = 6.2 kips Live x 1.60 Roof live x 1.60 Snow x 1.60 Support F Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Support G Dead x 1.20 Live x 1.60 Roof live x 1.60 Snow x 1.60 Analysis results Maximum moment Mmax = 15.2 kips_ft Win = -21.1 kips_ft Maximum moment span 1 Ms1_max = 15.2 kips_ft Ms1_min = -1.1 kips_ft Maximum moment span 2 M.2 -..x = -1.1 kips_ft M.2 -min = -21.1 kips_ft Maximum moment span 3 M.3 -max = 7.2 kips_ft Ms3_min = -21.1 kips ft Maximum moment span 4 K4_max = 6.8 kips_ft M.4 -min = -14.2 kips_ft Maximum moment span 5 Ms5_max = 7.2 kips_ft Ms5_min = -21 klps_ft Maximum moment span 6 K6 -max = 15 kips_ft Ms6_min = -21 kips_ft Maximum shear Vmax = 9.5 kips Vmin = -9.6 kips Maximum shear span 1 Vs, -max = 6.2 kips Vs,_min = -6.4 kips Maximum shear span 2 V.2 -max = -6.4 kips V.2 -min = -9.6 kips Maximum shear span 3 V.3 -.ax = 8.5 kips Vss_min = -7.3 kips Maximum shear span 4 Vs4_max = 7.4 kips Vs4_min = 1 kips Maximum shear span 5 V.5 -max = 1 kips Vss_min = -8.4 kips Maximum shear span 6 Vse_max = 9.5 kips Vss_min = -6.2 kips Deflection Amax = 0.2 in Amin = 0 In Deflection span 1 6s1 -max = 0.2 In 5.1 -min = 0 In Deflection span 2 8s2_max = 0.1 in 6s2 min = 0 In Deflection span 3 8s3 -max = 0.1 in 60 min = 0 In Deflection span 4 6s4 -max = 0.1 in 6s4 min = 0 In Deflection span 5 6s5_max = 0.1 in 6.5 min = 0 In Deflection span 6 6s6_max = 0.2 in 6ss_min = 0 In Maximum reaction at support A RA_max = 6.2 kips RA_min = 6.2 kips Unfactored dead load reaction at support A RA -Dead = 1.6 kips Unfactored live load reaction at support A RA_Live = 2.7 kips Maximum reaction at support B RB_max = 0 kips RB_min = 0 kips Maximum reaction at support C Rc_max = 18 kips RC min = 18 kips Unfactored dead load reaction at support C RC -Dead = 4.5 kips Tekid Project Job Ref. Tedds Section Sheet no./rev. 4 Calc. by Date Chk'd by Date App'd by Date K 2/1/2019 Unfactored live load reaction at support C RC_Uve = 7.9 kips Maximum reaction at support D RD -max = 14.7 kips RD -Min = 14.7 kips Unfactored dead load reaction at support D RD -Dead = 3.7 kips Unfactored live load reaction at support D RD—Live = 6.4 kips Maximum reaction at support E RE_max = 0 kips RE_min = 0 kips Maximum reaction at support F RF max = 18 kips RF -min = 18 kips Unfactored dead load reaction at support F RIF -Dead = 4.5 kips Unfactored live load reaction at support F RIF -Live = 7.9 kips Maximum reaction at support G Rc_max = 6.2 kips RG -min = 6.2 kips Unfactored dead load reaction at support G RG -Dead = 1.5 kips Unfactored live load reaction at support G RG -Live = 2.7 kips Section details Section type W 8x13 ASTM steel designation A992 Steel yield stress Fy = 50 ksi Steel tensile stress F� = 65 ksi Modulus of elasticity E = 29000 ksi s T 0.23" L T � 4"�, Resistance factors Resistance factor for tensile yielding Resistance factor for tensile rupture Resistance factor for compression Resistance factor for flexure Resistance factor for shear Lateral bracing = 0.90 �u = 0.75 �C = 0.90 Ob = 0.90 �, = 1.00 Span 1 has lateral bracing at supports only Span 2 has continuous lateral bracing Span 3 has continuous lateral bracing Span 4 has continuous lateral bracing Span 5 has continuous lateral bracing Span 6 has continuous lateral bracing a AwTekid Project Job Ref. Tedds Section Sheet no./rev. 5 Calc. by Date Chk'd by Date App'd byDate K 2/1/2019 Classification of sections for local buckling - Section B4.1 Classification of flanges in flexure - Table B4.1 b (case 10) Width to thickness ratio bf / (2 x tf) = 7.84 Limiting ratio for compact section Xpff = 0.38 x q[E / Fy] = 9.15 Limiting ratio for non -compact section krff = 1.0 x �[E / Fy] = 24.08 Compact Classification of web in flexure - Table B4.1 b (case 15) Width to thickness ratio (d - 2 x k) / tw = 29.91 Limiting ratio for compact section kpwf = 3.76 x 4[E / Fy] = 90.55 Limiting ratio for non -compact section krwf = 5.70 x 4[E / Fy] = 137.27 Compact Design of members for shear - Chapter G Required shear strength Web area Web plate buckling coefficient Web shear coefficient - eq G2-2 Nominal shear strength - eq G2-1 Design shear strength Section is compact in flexure Vr = max(abs(Vmax), abs(Vmin)) = 9.589 kips Aw=dxtw=1.838in2 k„ = 5 C, = 1.000 Vn=0.6x Fy x Aw x Cv = 55.131 kips Vc = �, x Vn = 55.131 kips PASS - Design shear strength exceeds required shear strength Design of members for flexure in the major axis at span 1 - Chapter F Required flexural strength Mr = max(abs(M.1_max), abs(Mst_min)) = 15.242 kips_ft Yielding - Section F2.1 Nominal flexural strength for yielding - eq F2-1 Mnyid = Mp = Fy x Z. = 47.5 kips_ft Lateral -torsional buckling -Section F2.2 Unbraced length Lb = L.1 = 120 in Limiting unbraced length for yielding - eq F2-5 Lp = 1.76 x ry x • [E / Fy] = 35.732 in Distance between flange centroids he = d - tf = 7.735 in c=1 rt. = 4[1(ly x Cw) / Sx] = 1.032 in Limiting unbraced length for inelastic LTB - eq F2-6 Lr = 1.95 x rte x E / (0.7 x Fy) x 1i[(J x c / (Sx x h.)) + �((J x c / (Sx x h.))2 + 6.76 x (0.7 x Fy / E)2)] = 111.522 in Cross-section mono -symmetry parameter Rm = 1.000 Moment at quarter point of segment MA = 11.567 kips_ft Moment at center -line of segment Ma = 15.237 kips_ft Moment at three quarter point of segment Mc = 11.008 kips_ft Maximum moment in segment Mab. = 15.242 kips_ft Lateral torsional buckling modification factor - eq F1-1 Cb = 12.5 x Mabs / [2.5 x Mabs + 3 x MA + 4 x Me + 3 x Mc] = 1.142 Critical flexural stress - eq F2-4 Fcr = Cb x TE2 x E / (Lb / rts)2 x �[l + 0.078 x J x c / (Sx x ho) x(Lb / n.)2] _ 35.854 ksi Nominal flexural strength for lateral torsional buckling - eq F2-2 Mnnb = Fcr x Sx = 29.609 kips_ft Nominal flexural strength Mn = min(Mnyid, Mnnb) = 29.609 kips_ft Design flexural strength Mc = alb x Mn = 26.648 kips_ft PASS - Design flexural strength exceeds required flexural strength AwTekid Project Job Ref. Tedds Section Sheet no./rev. 6 Calc. by Date Chk'd by Date App'd by Date K 2/1/2019 Design of members for vertical deflection Consider deflection due to dead and live loads Limiting deflection Maximum deflection span 1 Bpm = L5, / 250 = 0.48 in 5 = max(abs(6max), abs(Smin)) = 0.206 In PASS - Maximum deflection does not exceed deflection limit RISA Connection version 8.0.2 III -RISA 02.01.2019 ANBAETSCHEKCWPA Y Global Parameters - Description: Project Title Splice Analysis Company DL Engineering Designer KEH Job Number 2018-5433 Notes Yes Global Parameters - Solution: Design Method AISC 14th (360-10): LRFD Bolt Group Analysis Method Center of Rotation Weld Analysis Method Elastic Consider Bold Hole Deformation? Yes Check Weld Filler Material Matching? Yes Check Rotational Ductility? Yes Full Shear Eccentricity Considered? No Plastic Panel -Zone Shear Deformation Considered? No Page 1 of 3 4i Connection 1: LRFD Results Report Material Properties: Left Beam Right Beam Plate Input Data: Shear Load Axial Load Note: Unless specified, all code references are from AISC 360-10 W8x13 A992 W8x13 A992 P0.25x11.00x7. A36 50 6.40 kips 0.00 kips LRFD Beam Shear Tab Splice Connection Fy = 50.00 ksi F,, = 65.00 ksi Fy = 50.00 ksi Fu = 65.00 ksi FV = 36.00 ksi F� = 58.00 ksi User Input Shear Load User Input Axial Force Limit State Required Available Unity Check Result Geometry Restrictions at Left Beam PASS Geometry Restrictions at Right Beam PASS Plate Shear Yield 3.20 kips 40.50 kips 0.08 PASS Left Beam Shear Yield 6.40 kips 55.13 kips 0.12 PASS Right Beam Shear Yield 6.40 kips 55.13 kips 0.12 PASS Plate Shear Rupture at Left Beam 3.20 kips 40.78 kips 0.08 PASS Plate Shear Rupture at Right Beam 3.20 kips 40.78 kips 0.08 PASS Left Beam Shear Rupture 6.40 kips 45.34 kips 0.14 PASS Right Beam Shear Rupture 6.40 kips 45.34 kips 0.14 PASS Left Beam Block Shear 6.40 kips 95.92 kips 0.07 PASS Plate Block Shear at Left Beam 6.40 kips 76.47 kips 0.08 PASS Right Beam Block Shear 6.40 kips 95.92 kips 0.07 PASS Plate Block Shear at Right Beam 6.40 kips 76.47 kips 0.08 PASS Plate Flexural Yield 0.01 PASS Plate Flexural Rupture 0.01 PASS Bolt Bearing on Left Beam 6.40 kips 53.82 kips 0.12 PASS Bolt Bearing on Plate at Left Beam 6.40 kips 63.62 kips 0.10 PASS Bolt Bearing on Right Beam 6.40 kips 53.82 kips 0.12 PASS Bolt Bearing on Plate at Right Beam 6.40 kips 63.62 kips 0.10 PASS Bolt Shear at Left Beam 6.40 kips 38.11 kips 0.17 PASS Bolt Group Eccentricity at Left Beam 0.60 Bolt Shear at Right Beam 6.40 kips 38.11 kips 0.17 PASS Bolt Group Eccentricity at Right Beam 0.60 Page 2 of 3 Connection 1: Connection Properties Beam Shear Tab Splice Connection Connection Connection Title Connection 1 Connection Type Beam Shear Tab Splice Connection Connection Category Beam Web Connection Bolted Loading(LRFD) Shear Load 6.40 kips Axial Load 0.00 kips Components Left Beam Section W8x13 Material A992 Hole Type STD Right Beam Section W8x13 Material A992 Hole Type STD Plate Section P0.25x11.00x7.S0 Material A36 Thickness 0.25 in Width 11.00 in Depth 7.50 in No. of Plates Double Hole Type STD Left Beam Web Bolts 1/2" A325 -N Left Beam Web Bolts A325 -N Diameter, in. 1/2" Rows 2 Bolts per Row 2 Longitudinal Spacing 4.50 in Transverse Spacing 2.00 in Slip Critical No Right Beam Web Bolts 1/2" A325 -N Right Beam Web Bolts A325 -N Diameter, in. 1/2" Rows 2 Bolts per Row 2 Longitudinal Spacing 4.50 in Transverse Spacing 2.00 in Slip Critical No Assembly Splice Gap 0.13 in Plate Vertical Position 0.56 in Cope Dimensions - Left Beam No Cope Dimensions - Right Beam No Left Beam Web Bolts Edge Distance Dimensions Web Bolts/Beam Long. Edge Distance 1.94 in Web Bolts/Plate Long. Edge Distance 1.50 in Web Bolts/Beam Vert Edge Distance 2.06 in Web Bolts/Plate Vert Edge Distance 1.50 in Right Beam Web Bolts Edge Distance Dimensions Web Bolts/Beam Long. Edge Distance 1.94 in Web Bolts/Plate Long. Edge Distance 1.50 in Web Bolts/Beam Vert Edge Distance 2.06 in Web Bolts/Plate Vert Edge Distance 1.50 in Page 3 of 3 RISA Connection version 8.0.2 IIIRISA 02.01.2019 ANEMETSCHEK C(AMANY Global Parameters - Description: Project Title Splice Analysis Company DL Engineering Designer KEH Job Number 2018-5433 Notes Global Parameters - Solution: Design Method AISC 14th (360-10): LRFD Bolt Group Analysis Method Center of Rotation Weld Analysis Method Elastic Consider Bold Hole Deformation? Yes Check Weld Filler Material Matching? Yes Check Rotational Ductility? Yes Full Shear Eccentricity Considered? No Plastic Panel -Zone Shear Deformation Considered? No Page 1 of 3 Connection 1: LRFD Results Report Material Properties: Left Beam W8x13 A992 Right Beam W8x13 A992 Plate P0.25x11.00x7. A36 00 Input Data: Shear Load 25.30 kips Axial Load 0.00 kips Note: Unless specified, all code references are from AISC 360-10 LRFD Beam Shear Tab Splice Connection Fy = 50.00 ksi F� = 65.00 ksi Fy = 50.00 ksi F� = 65.00 ksi Fy = 36.00 ksi F� = 58.00 ksi User Input Shear Load User Input Axial Force Limit State Required Available Unity Check Result Geometry Restrictions at Left Beam PASS Geometry Restrictions at Right Beam PASS Plate Shear Yield 12.65 kips 37.80 kips 0.33 PASS Left Beam Shear Yield 25.30 kips 55.13 kips 0.46 PASS Right Beam Shear Yield 25.30 kips 55.13 kips 0.46 PASS Plate Shear Rupture at Left Beam 12.65 kips 37.52 kips 0.34 PASS Plate Shear Rupture at Right Beam 12.65 kips _ 37.52 kips 0.34 PASS Left Beam Shear Rupture 25.30 kips 45.34 kips 0.56 PASS Right Beam Shear Rupture 25.30 kips 45.34 kips 0.56 PASS Left Beam Block Shear 25.30 kips r 93.34 kips 0.27 PASS Plate Block Shear at Left Beam 25.30 kips 72.42 kips 0.35 PASS Right Beam Block Shear 25.30 kips 93.34 kips 0.27 PASS Plate Block Shear at Right Beam 25.30 kips _ 72.42 kips 0.35 PASS Plate Flexural Yield ��- 0.26 PASS Plate Flexural Rupture 0.24 PASS Bolt Bearing on Left Beam 25.30 kips 53.82 kips 0.47 PASS Bolt Bearing on Plate at Left Beam _..�.�<. 25.30 kips 63.62 kips 0.40 PASS Bolt Bearing on Right Beam 25.30 kips 53.82 kips 0.47 PASS Bolt Bearing on Plate at Right Beam 25.30 kips 63.62 kips 0.40 _ PASS Bolt Shear at Left Beam 25.30 kips 35.70 kips 0.71 PASS Bolt Group Eccentricity at Left Beam Bolt Shear at Right Beam 25.30 kips Bolt Group Eccentricity at Right Beam 13 0.56 35.70 kips _v0.71 0.56 PASS Page 2 of 3 Connection 1: Connection Properties Beam Shear Tab Splice Connection Connection Connection Title Connection 1 Connection Type Beam Shear Tab Splice Connection Connection Category Beam Web Connection Bolted Loading(LRFD) Shear Load 25.30 kips Axial Load 0.00 kips Components Left Beam Section W8x13 Material A992 Hole Type STD Right Beam Section W8x13 Material A992 Hole Type STD Plate Section P0.25x11.00x7.00 Material A36 Thickness 0.25 in Width 11.00 in Depth 7.00 in No. of Plates Double Hole Type STD Left Beam Web Bolts 1/2" A325 -N Left Beam Web Bolts A325 -N Diameter, in. 1/2° Rows 2 Bolts per Row 2 Longitudinal Spacing 4.00 in Transverse Spacing 2.00 in Slip Critical No Right Beam Web Bolts 1/2" A325 -N Right Beam Web Bolts A325 -N Diameter, in. 1/2" Rows 2 Bolts per Row 2 Longitudinal Spacing 4.00 in Transverse Spacing 2.00 in Slip Critical No Assembly Splice Gap 0.13 in Plate Vertical Position 0.56 in Cope Dimensions - Left Beam No Cope Dimensions - Right Beam No Left Beam Web Bolts Edge Distance Dimensions Web Bolts/Beam Long. Edge Distance 1.94 in Web Bolts/Plate Long. Edge Distance 1.50 in Web Bolts/Beam Vert Edge Distance 2.06 in Web Bolts/Plate Vert Edge Distance 1.50 in Right Beam Web Bolts Edge Distance Dimensions Web Bolts/Beam Long. Edge Distance 1.94 in Web Bolts/Plate Long. Edge Distance 1.50 in Web Bolts/Beam Vert Edge Distance 2.06 in Web Bolts/Plate Vert Edge Distance 1.50 in Page 3 of 3 1y City of �W heatMidge COMAMUMTY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P:303.235.2846 F:303.235.2857 January 25, 2019 OFFICIAL ADDRESS CHANGE/NOTIFICATION NOTIFICATION is hereby given that the following address has been assigned to the property/properties as indicated below: NEW ADDRESS: 6985 West 38' Avenue, Suite 101, Units 201, 202, 203, 204 CURRENT ADDRESS: 6975/6985 West 38"' Avenue • Holley Subdivision, Lot 10, Tract/Key A and C, Section Parcel # 39-234-10-001 NOTES: This is a courtesy notification. AUTHORIZED BY: _ DATE: DISTRIBUTION: 1. Property Owner 2. Addressing(abjeffco.us Jefferson County Assessor: Data Control, Lacey Baker; Jefferson County Elections: Holly Roth; Jeffco IT Services (Mapping): Steve Mitchel 3. Jeffco Public Schools, ATTN: Communication Services, 1829 Denver West Dr., Bldg. 27, Golden, CO 80401 4. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 5. Email to erlinda.i.martinezAusps.gov and jason.g.eddleman(ir�,usps.gov and arlene.a.vickreyAusps.gov and sheena.l.abe3ja(q)usps.gov 6. Xcel Energy, sandra.cardenas(&xcelenergy.com 7. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221 8. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112 9. Wheat Ridge Water District 10. Wheat Ridge Sanitation District 11. West Metro Fire District 12. Wheat Ridge Planning Division 13. Wheat Ridge Building Division 14. GIS Specialist 15. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY: DATE: www.d.wheatridge.co.us First Floor 6985 W.38th Ave Suite 101 Vicinity Map Second Floor 6985 W. 38th Ave Units 201, 202, 203, 204 N City of �W heatMidge COMAMUMTY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P:303.235.2846 F:303.235.2857 January 25, 2019 OFFICIAL ADDRESS CHANGE/NOTIFICATION NOTIFICATION is hereby given that the following address has been assigned to the property/properties as indicated below: NEW ADDRESS: 6985 West 38' Avenue, Suite 101, Units 201, 202, 203, 204 CURRENT ADDRESS: 6975/6985 West 38"' Avenue • Holley Subdivision, Lot 10, Tract/Key A and C, Section Parcel # 39-234-10-001 NOTES: This is a courtesy notification. AUTHORIZED BY: _ DATE: DISTRIBUTION: 1. Property Owner 2. Addressing(abjeffco.us Jefferson County Assessor: Data Control, Lacey Baker; Jefferson County Elections: Holly Roth; Jeffco IT Services (Mapping): Steve Mitchel 3. Jeffco Public Schools, ATTN: Communication Services, 1829 Denver West Dr., Bldg. 27, Golden, CO 80401 4. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 5. Email to erlinda.i.martinezAusps.gov and jason.g.eddleman(ir�,usps.gov and arlene.a.vickreyAusps.gov and sheena.l.abe3ja(q)usps.gov 6. Xcel Energy, sandra.cardenas(&xcelenergy.com 7. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221 8. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112 9. Wheat Ridge Water District 10. Wheat Ridge Sanitation District 11. West Metro Fire District 12. Wheat Ridge Planning Division 13. Wheat Ridge Building Division 14. GIS Specialist 15. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY: DATE: www.d.wheatridge.co.us First Floor 6985 W.38th Ave Suite 101 Vicinity Map Second Floor 6985 W. 38th Ave Units 201, 202, 203, 204 N City of �W heatMidge COMAMUMTY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P:303.235.2846 F:303.235.2857 January 25, 2019 OFFICIAL ADDRESS CHANGE/NOTIFICATION NOTIFICATION is hereby given that the following address has been assigned to the property/properties as indicated below: NEW ADDRESS: 6985 West 38' Avenue, Suite 101, Units 201, 202, 203, 204 CURRENT ADDRESS: 6975/6985 West 38"' Avenue • Holley Subdivision, Lot 10, Tract/Key A and C, Section Parcel # 39-234-10-001 NOTES: This is a courtesy notification. AUTHORIZED BY: _ DATE: DISTRIBUTION: 1. Property Owner 2. Addressing(abjeffco.us Jefferson County Assessor: Data Control, Lacey Baker; Jefferson County Elections: Holly Roth; Jeffco IT Services (Mapping): Steve Mitchel 3. Jeffco Public Schools, ATTN: Communication Services, 1829 Denver West Dr., Bldg. 27, Golden, CO 80401 4. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 5. Email to erlinda.i.martinezAusps.gov and jason.g.eddleman(ir�,usps.gov and arlene.a.vickreyAusps.gov and sheena.l.abe3ja(q)usps.gov 6. Xcel Energy, sandra.cardenas(&xcelenergy.com 7. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221 8. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112 9. Wheat Ridge Water District 10. Wheat Ridge Sanitation District 11. West Metro Fire District 12. Wheat Ridge Planning Division 13. Wheat Ridge Building Division 14. GIS Specialist 15. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY: DATE: www.d.wheatridge.co.us First Floor 6985 W.38th Ave Suite 101 Vicinity Map Second Floor 6985 W. 38th Ave Units 201, 202, 203, 204 N City of �W heatMidge COMAMUMTY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P:303.235.2846 F:303.235.2857 January 25, 2019 OFFICIAL ADDRESS CHANGE/NOTIFICATION NOTIFICATION is hereby given that the following address has been assigned to the property/properties as indicated below: NEW ADDRESS: 6985 West 38' Avenue, Suite 101, Units 201, 202, 203, 204 CURRENT ADDRESS: 6975/6985 West 38"' Avenue • Holley Subdivision, Lot 10, Tract/Key A and C, Section Parcel # 39-234-10-001 NOTES: This is a courtesy notification. AUTHORIZED BY: _ DATE: DISTRIBUTION: 1. Property Owner 2. Addressing(abjeffco.us Jefferson County Assessor: Data Control, Lacey Baker; Jefferson County Elections: Holly Roth; Jeffco IT Services (Mapping): Steve Mitchel 3. Jeffco Public Schools, ATTN: Communication Services, 1829 Denver West Dr., Bldg. 27, Golden, CO 80401 4. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 5. Email to erlinda.i.martinezAusps.gov and jason.g.eddleman(ir�,usps.gov and arlene.a.vickreyAusps.gov and sheena.l.abe3ja(q)usps.gov 6. Xcel Energy, sandra.cardenas(&xcelenergy.com 7. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221 8. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112 9. Wheat Ridge Water District 10. Wheat Ridge Sanitation District 11. West Metro Fire District 12. Wheat Ridge Planning Division 13. Wheat Ridge Building Division 14. GIS Specialist 15. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY: DATE: www.d.wheatridge.co.us First Floor 6985 W.38th Ave Suite 101 Vicinity Map Second Floor 6985 W. 38th Ave Units 201, 202, 203, 204 N City of �W heatMidge COMAMUMTY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P:303.235.2846 F:303.235.2857 January 25, 2019 OFFICIAL ADDRESS CHANGE/NOTIFICATION NOTIFICATION is hereby given that the following address has been assigned to the property/properties as indicated below: NEW ADDRESS: 6985 West 38' Avenue, Suite 101, Units 201, 202, 203, 204 CURRENT ADDRESS: 6975/6985 West 38"' Avenue • Holley Subdivision, Lot 10, Tract/Key A and C, Section Parcel # 39-234-10-001 NOTES: This is a courtesy notification. AUTHORIZED BY: _ DATE: DISTRIBUTION: 1. Property Owner 2. Addressing(abjeffco.us Jefferson County Assessor: Data Control, Lacey Baker; Jefferson County Elections: Holly Roth; Jeffco IT Services (Mapping): Steve Mitchel 3. Jeffco Public Schools, ATTN: Communication Services, 1829 Denver West Dr., Bldg. 27, Golden, CO 80401 4. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 5. Email to erlinda.i.martinezAusps.gov and jason.g.eddleman(ir�,usps.gov and arlene.a.vickreyAusps.gov and sheena.l.abe3ja(q)usps.gov 6. Xcel Energy, sandra.cardenas(&xcelenergy.com 7. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221 8. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112 9. Wheat Ridge Water District 10. Wheat Ridge Sanitation District 11. West Metro Fire District 12. Wheat Ridge Planning Division 13. Wheat Ridge Building Division 14. GIS Specialist 15. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY: DATE: www.d.wheatridge.co.us First Floor 6985 W.38th Ave Suite 101 Vicinity Map Second Floor 6985 W. 38th Ave Units 201, 202, 203, 204 N City of Wheat Ridge w Commercial Demolition PERMIT - 201803147 PERMIT NO: 201803147 ISSUED: 12/04/2018 JOB ADDRESS: 6985 W 38th Ave EXPIRES: 12/04/2019 JOB DESCRIPTION: Asbestos Abatement - 900 sq ft; State Permit No. 18JE7191A *** CONTACTS *** OWNER (303)237-1810 BARTA HOUSE LLLP SUB (720)636-3080 Linda Froemke 180382 All Star Environmental Svc Inc *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 301 / BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 33,850.00 FEES Total Valuation 0.00 Demolition Fee 50.00 ** TOTAL ** 50.00 *** COMMENTS *** *** CONDITIONS *** All work shall comply 2012 International Codes, 2017 NEC (if applicable), and ordinances adopted by the City of Wheat Ridge. Work is subject to field inspections. I, by m 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 further attest that I am legally aut orized to include all entities named within this document as parties to the work to be performed and that all work to be performed i disclosed in this document and/or its' accompanying approved plans and specifications. 0"7 r2-4-r,f- 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 Budding Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to I obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division, 6. The issuance or 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 ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Bu l'i gQ01ial //' Date REQUESTS MUST BE Mkb! SY 11 59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of W heat IF COMMUNITY DEVELOPMENT Building & Inspection Services 7500 W. 29' Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(aD-ci.wheatridge.co.us FOR OFFICE USE ONLY Date: IJ J' Plan/Permit # 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: (o 9 8S w. '39A JAv 2, W 11e �i ��� �G bbd 3 3 Property Owner (please print): &► }w kfa u s e L L L P Phone: a 16 - S 8 l-6-7 S/ Property Owner Email: a "A `f (2 &C -Y" Tenant Name (Commercial Projects Only) U A M. -IJ C,&M rrer Cc Property Owner Mailing Address: (if different than property address) Address: 3'f 1 S NUJ e w t Q.rA S+ City, State, Zip: Architect/Engineer: —f lf� h Architect/Engineer E-mail: Phone: Contractor Name: A l l S-6 r E h V t r t),-, gQ-Y V L c P S -Tpq C_ Cityof Wheat Ridge License M 1 Y 0 3 2 Phone: 12-0 - 6 3 Contractor E-mail Address: a -F r e, ew...l�J2 q .�Q Ce--, For Plan Review Questions & Comments (please print): CONTACT NAME (please print): e4 - Phone: 1 i S - 8;2-1- 8 o 38 CONTACT EMAIL(p/ease print): ws h a cz y,d Q �+ (J a P-,,, Q men Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form): Electrical: Plumbing: Mechanical: W. R. City License # W.R. City License # W. R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # Complete all highlighted fields, if applicable. [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. J V P�'T ►, , S% c 4 e� � Ye -A �Yvl 1v0.�C Sq. FULF J S 66 5F BTUs Amps Squares For Solar: Gallons 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) s �33. Ss OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record: that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application. warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER)(CONTRACTOR) r (AUTH!OjRIZE�DREP ESENT9TIVE) of (OWNER) (CONTRACTOR) Signature (first and last name): I DATE: 17 —,q —I Printed Name: L 1 r` A - ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: pF c0� New ' F 1876 Colorado Department of Public Health and Environment ASBESTOSIDEMOLITION NOTIFICATION and PERMIT MODIFICATION FORM Submit form to: Permit Coordinator Colorado Dept. of Public Health and Environment APCD-IE-B1 4300 Cherry Creek Drive South Denver, CO 80246-1530 Phone: 303-692-3100 Fax: 303-782-0278 asbestos@state.co.us Name of Facility: Facility Location: COMMERCIAL BUILDING 6975-6985 W. 38th Ave., Wheat Ridge, CO 80033 GAC/Consultant: Phone # Fax # All Star Environmental Services Inc 1 (720 ) 636-3080 ( ) E-mail Address: I Permit Number (if already issued): lafroemke@gmail.com 18J E7191 A Please check the appropriate box(es) in A, B and C, as applicable: A. Upgrade to: ❑ 30 -day permit ® 90 -day permit ❑ 1 -year permit B. ❑ Request to cancel above notice/permit. (All but $80 of the application fee will be returned. If you paid by check or money order, a state of Colorado Warrant will be mailed to the company appearing in the contractor box on the application. If you paid by credit card, a credit will be issued to the same account used to pay for the original application fee.) C. Change in: ❑ Supervisor: ❑ A.M.S.: ❑ Project Manager: Certification # Certification # Certification # 11�10E�7 ❑ Start Date: ® End Date: December 31, 2018 ❑ Work Times: ❑ Disposal Site: ❑ County: ® Additional Scope of work (include type of ACM, quantity, location in or on facility and work practices): 325 linear feet TSI covered ducting (tape) located above ceiling on 1 st & 2nd floors: 550 SF VAT located in northeast upstairs unit: 221 SFvinyl sheet flooring located in upstairs southeast unit* All removal will occur within existing full containment via gross removal by demolition using wet methods (airless sprayer with amended water)• hand tools( spud bars razor scra eerrs.etc) mechanical methods (sawzalls) I certify that I am the person authorized to sign this modification on behalf of the General Abatement Contractor and that all statements made in this modification are, to the best of my knowledge, correct and complete. (Note: Making false statements on this application constitutes second-degree perjury as defined by 18-8-503 C.R.S., and is punishable by law.) Authorized Representative Signature Date Linda A. Froemke President/CEO Printed Name Position or Title THIS Box is FOR CDPHE USE ONLY: Postmark or Hand Delivery Date: Approved By: I Code: Form of Payment & #: Permit #: 7 Record #: Date Issued: Form: NPM08 Rev. 01/30/08 Colorado Department of Public Health and Environment1 Air Pollution Control Division — Indoor Environment Program — Asbestos/IAQ Unit 4300 Cherry Creek Drive South, APCD-IE-61 Denver, Colorado 80246-1530 P- hone: 303-692-3100 — Fax: 303-782-0278 E-mail: asbestos@state.co.us ASBESTOS ABATEMENT PERMIT This permit is granted subject to Colorado Air Quality Control Commission Regulation No. 8, Part B, adopted December 21, 2007, and effective January 30,2008, the Colorado Air Pollution Prevention and Control Act (25-7-101 or 25-7-501 et seq., C.R.S.) and the following provisions. It is only for the purpose of allowing asbestos abatement. ADDITIONAL PERMIT PROVISIONS: By performing work under this permit the abatement contractor agrees that the Division. may revoke or suspend this permit should the Division find that the contractor: • has violated or has aided and abetted in the -violation of 25 -7401 -or 25-7-501 et 8ey., C.R.S. or -Regulation No. 8, Part B, or an order of the Division or Commission,, • has failed to meet any permit and notification requirement or failed to correct any violations cited by the Division during any inspection within a reasonable period of time, as maybe determined by the Division, • has used misrepresentation or fraud in obtaining this permit; or, • has committed any act or omission which does not meet generally accepted standards of the practice of asbestos abatement. As a contractor, you may be subject to..other licenses and permits, Apending, on the requirements of the county and municipality in which the work is being performed, The Colorado Department of Public Health and Environment, Air Pollution Control Division strongly suggests that you check with county and municipal autiiorities in order to determine any other local building/permitting requirements that must be met. THE ORIGINAL PERMIT MUST BE POSTED ON SITE AT ALL TIMES. Immediately notify the Asbestos/IAQ Unit of project modifications by fax (number above) or e-mail (address above) and the appropriate county health department by fax. Project modifications include changes in the scope of work or the scheduled work dates, etc. This asbestos abatement permit is valid beginning 11/2/2018 through 11:59 PM on 12/1/2018. The actual scheduled work dates are from 11/2/2018 through 11/30/2018. Approval issued on: 10/24/2018 Record number: 142786 Notice Number: 18JE7191A Variance: None Comments: None For the location specified below: Commerical Bldg. 1st & 2nd floor 6975-6985 W. 38th Ave Wheat Ridge Jefferson County This permit has been issued to: All Star Environmental Services, Inc. 9201 Vine St. Thornton, CO 80229 Fee paid: $400.00 Check number: CC 3121 Project Supervisor: Linda A. Froemke Cerification No.: 1817 Project AMS: Brandon Sinkbeil Cerification No.: 13442 Project Manager: WAIVED Certification No.: 15045 Issy.pd by: CA %it c -o r ASBESTOS/DEMOLITION NOTIFICATION and PERMIT MODIFICATION FORM Colorado Department of Public Health and Environment Submit form to Penna Coordinator Colorado Dept of Public Health and Enwronment APCD-IE-Bt 4300 Cherry Creek Onve South Denver, CO 80246-1530 Phone: 303-692-3100 Fax: 303-782-0278 asbestos@state.co.us Name of Facility: Facility Location: Commercvial Bldg6975-6985 W. 38th Ae., Wheat Rvidge, CO GAC -/Consultant: Phone # Fax # ( ( ) I All Star Environmental Services Inc 720))336-3080 Permit Number (if already issued): E-mail Address: lafroemke@gmail.com 18JE7191 A Please check the appropriate box(es) in A, B and C, as applicable: A. Upgrade to: ❑ 30 -day permit ❑ 90 -day permit ❑ I -year permit B. ❑ Request to cancel above notice permit. (All but $80 of the application fee will be returned. If you paid by check or money order, a state of Colorado Warrant will be mailed to the company appearing in the contractor box on the application. if you paid by credit card, a credit will be issued to the same account used to pay for the original application fee.) C. Change in: X Supervisor: Wally Tow ❑ A.M.S.: ❑ Project Manager: ❑ Start Date: Certification 18358 Certification Certification ❑ End Date: ❑ Work Times: ❑ Disposal Site: ❑ County: Q Additional Scope of work (include type of ACM. quantity. location in or on facility and work practices): _��� t 'dl be places inside a secure "burrito" ban (2 lavers 6 mil polyp lined 40 yard dumpster attached direct !Q� DA at lb -e no 5WQ 4f t_heiauildinSd Direct lQaf Det All be ---- f'..=d PeL the "Division Approved Direct_Load-Out S sY tem „_document dated-June_1J4-__-- I certify that I am the person authorized to sign this modification on behalf of the General Abatement Contractor and that all statements made in this modification are, to the best of my knowledge, correct and complete. (Note: Making false statements able by law.) on this application constitutes second-degree perjury as defined by 18-8-503 C.R.S.. and is punish Authorized Representative Signature Date L � J , J. F roe Printed Name Postmark or Hand Delivery Date: Form of Payment & t h(es r Position or Title THtc Box is Fort CDPH E LILUNLL Approved By: Code: Permit #: Record #: Date Issued: Re% 01668 !=orrr. NP 98 C-) e a --lo Z m�7 0 O TO • N om3°�p'� co N 7 O m m Q�CIia d C) oCY m =rQan—o vroR<C -I t o�± -Am m Nmm Geo a s 3 t w y w j n N Ate_ o -^k N 2amrm cn7 0) M N p N n a 0 3 N f in N O m R.-2 60, a A m c m Q^ tD (() V C N mnNci a, tD N m Cr T ID .N... m W �0�= o >.D N O m L O Aa� G m U om f0 ;,c , cr ( w D cr 4. a) mm? � m 3 ' 3 10 0 0 m m :3 a m o. D N N o vm �^ aym W y ^ m m cn m"= mm 3:m N m 3 C 7 ,m• o c'pm 3g a _m" �mm g o. co CL n m, m A to v a w w Q�0 0 �m 3~� _ m_ acr O m CCD =r m a Q: o °- {Da 3 o m iD °� oNO C ? A D'm _a- �? m N 1 ion A y 00 1 01-0! 1 - 01 n 0.ja *u -+ C), W n d'C!' 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T t � .{ „t m NXI " a.KILO s list V .. '• � tt)�:1I cat) ��..�?azT �flTlt�t �; ��� u Ind EnNiromment All NO All Star Environmental Services, No '�,, WR jT .._ y ,• has niet the certification requirements nts of"225_ 7->(j7, CKS.. Bali�d .'iii' Quality Control Comniission Regulation No8. Part B. and is hemby ;.1Lmihorized to pf;;'t'([)Im asbestos abateIl` nt actiAties hi the state o • - 1mue& Febr•rt us— 06, 2018 � 4 v P � I Fxpres: February 0(1. 2019 fes" Y SCALs r SUs cyn lot! ��� � IX x{ _ IR m Sub* Ow`.*:€'tom+9s`�" 3xc�AlatiF#<�• :rx5,. :sc4{ �:;z+.., k:.. L?EPARTMENT QF PLANNING AND DEVELOPMENT Building Permit Number : 6801 BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date : 3/31/98 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Property Owner : Property Address : Contractor LicenSe No. : Company: 6985 W 38th Avenue 18352 The Other Electric Co., Inc. Phone : 424-5411 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Phone : Construction Value : I hereby certify that the setback distances proposed by this permit application are accurate, PBffTlit F00 : $93.00 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 Plan ReViOw Fee : $0.00 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 Use T8X : $90.00 Code (U.B.C.) and all other applicable Wheat Ridge ordi ances, for work under this permit. (OWNER)(CONTRACTOR)SIGNED/SI-G(!`~ Z~G.. DATE TOY81: $183.00 Use : Description : Replace electrical services, install local alarm smoke detectors, replace GFI outlets, li ghtfiixtures, SW, SSU on furnace Electrical License No : Plumbing License No : Mechanical License No : Company: Company: Company: Expiration Date : Expiration Date : Expiration Date : Approval : Approval : Approval: (1) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Coloretlo antl to the Zoning Regulations antl euiltling Code of Wnea[ Ridge, Colorado or any o[her applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commencetl within sixty (60) days from issue da[e or (B) the building authorized is suspended or abandoned for a period of 720 days. (3) If this permit expires, a new pertni[ may 6e acquired for a fee of one-half the amount normally required, provided no changes have been or wili be made in the onginal plans antl specifrations and any suspension or a6andonment 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 pertnit. (4) No work of any manner shall be tlone ihat will change the natural Flow of water causing a drainage pro6lem. (5) Contrac[or shall notify the Building Inspectortwenry-four (24) hours in advance for alI inspeclions antl shall receive written approval on inspection card before proceediing wifh successive phases of the job. (6) The issuance of a permit or the approval of drawings and specifcations shall no[ be construed to be a pertnit for, nor an approval of, any violation of the provisions of the building codes or any o[her ordinance, law, rule or regulation. ~ . ~ Chief Building Inspector THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION .?EPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Building Permit Number : Date : 3/31 /98 Property Owner: Gerri Barta Property Address: 6985 W. 38th Ave. Phone Contractor License No. /&~sa Company: The Other Electric Company, Inc. Phone OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT Construction Value : I hereby certiy that the setback distances proposed by this permit application are accurate, pernlit Fe0 : 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 Use Tax : 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. TOf81 : (OWNER)(CONTRACTOR) SIGNED onTe3/31/98 USB Description: Replace electrical services, install local alarm smoke detectors, replace GFI outlets, light fixtures, SW, SSU on BUILDING DEPARTMENT USE ONLY 424-5411 232-2334 $6000.00 $0.00 SIC : Sq. Ft. : Approval: Zoning : Approval: Approval : Occupancy : Walis : Roof : Stories : Residential Units : Electrical License No : 18352 Plumbing License No : Mechanical License No : Company: The Other Electric Company: Company: Company, Inc. Expiration Date: 2/28/99 Expiration Date: Expiration Date: Approval: Approval: Approval: (i) This permit was Issued in aaortlance wiN the prwisions set forth in yopur applifation and is subject to the laws of the State of Colora0o and to the Zoning Regulations and Buildiny Code of Wheat Ridge, Colarado or any oNer applicable ortlinances of the City. (2) This permit shall expire if (A) the vrork authorized is not mmmenced wiNin sizry (60) days hom issue date ar (B) the huilding authorized is suspended or abandonetl tor a pedotl of 120 aays. (3) If this pertnit expires, a new permit may be acquired for a fee of one•h21f the amount normally requireC, provided no changes have been or will be made in Ne oriqinal plans antl specificalions and any suspension or abandonment has not exceeded one (t) year. It chan9es are made or d suspension or abanaonment exceeds one (1) year, full fees shall he paid for a new pefmit (4) No work of any manner shall be done that will change the natural flow of water causin9 a drainage problem. (5) Contractor shall nolity the Builtling Insoector twenry-four (24) hours in advance for all inspecfions antl shall receive written approval on inspeclion cartl before proceediing with sutcessive phases of the'o6. (6) The issuance of a permit or the aDProval o~drewings and specifiwllons shall no[ be wnsWed to be a permit for, nor an approval of, any vialaGOn of the provisions o( the buiitling cotles or any ofher orUinance, law, rule or re gulaGon. Chief Building Inspector For Mayor THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR CALL• 234-5933 24 HOURS PRIOR TO INSPECTION i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE erAAC- Inspection Type:'��I�rn Job Address: D CIS L,.r �� • ��. Permit Number: ❑ No one available for inspection: Time IU C% AM/PM Re -Inspection required: Yks� No When corrections have been made, schedule for re -inspection online at: http✓/www.ci.wheatridge.co.uarinspection, A Date: 'd, 12-7lo2" Inspector: of DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSP CTIQN,NOTI E Inspection Type: Job Address: t Permit Number: V� ( ❑ No one available for inspection: Tir Re -Inspection required: Ye No �� When corrections have been made, scti dule for re -inspection online at: http✓/www.ci.wheatridge.co.u�nspe o Date: �"?saector: i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: !r t',�s' Job Address:„C 1 Permit Number:c� i C 1 r LlNo one available for inspection: Time AM/PM Re -Inspection required: es) No When corrections have been made, schedule for re -inspection online at: http✓/www. ci. wheatridge. co. uslinspection Date. Q' \-), c� o) J Inspector: '-�) f DO NOT REMOVE THIS NOTICE I tp I i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE w / s Inspection Type:` Job Address: 5 6j 4-Nti1 ,, Permit Number: ❑ No one available for inspectionjime' AM/PM Re -Inspection required: Yes Flo, j�✓� �� t_.. When corrections have been made, schedule for re -inspection online at. h ttp✓/www. ci. wheatridge. co. uslinspection Date '`�Inspector.� DO NOT REMOVE THIS NOTICE AIR -RIGHT, INC. Precise.Accurate.Reliable. T.A.B. Report Proj ect: Tootsies 6985 West38th Ave Wheat Ridge, CO 80033 Prepared for: Fox Mechanical Report issue date: June 12, 2020 Air -Right, Inc. Project Number 20169 7475heridan Blvd, Unit 88 N Lakewood, Colorado 80214 Phone: (303) 232-5145145 Fox: (303) 232-1238 ® e-mail: henry@air-rightinc.com AM Te TINO,wlY9Two.wo BIU CN M u *Ha P"FMIYNAb't CHVCr EXISTING EXHAUST FAN WEST UNIT RENOVATION NOT INCLUDED IN SCOPE 0 SD - 167 CFM SD -1 167 CFM SD -1 167 CFM OUTDOOR AIR INTAKE (EX) 0) OUTSIDE AIR INTAKE SHALL BE BALANCED TO 600 CFM WHEN THE EXHAUST FAN Checked By: s GENERAL NOTES: 1. REFER TO HVAC SPECIFICATION AND DETAILS FOR INSTALLATION PROCEDURES AND REQUIREMENTS. 2. DARKER PEN INDICATES NEW WORK. LIGHTER PEN INDICATES EXISTING. 3. PERFORM SYSTEM AIR BALANCE TO VALUES SHOWN ON DRAWING. 4. WORK PERFORMED IN PUBLIC SPACES SHALL BE COORDINATED WITH OWNER TO MINIMIZE DISRUPTION TO OWNER'S OPERATIONS. 5. INSTALL ROCKWOOL SAFE'N'SOUND SOUNDPROOFING INSULATION IN STUD CAVITIES OF FURNACE ROOMS. KEY NOTES: OCONDENSING UNIT ON NEW PAD OUTSIDE. OTERMINATE RETURN DUCT IN SALON AND CAP WITH GRILLE. ORETURN AIR GRILLE O4 14"xB" OUTSIDE AIR INTAKE LOUVER FOR FURNACE. RUSKIN ELF375DX OR EQUIVALENT. COORDINATE WITH OWNER TO SELECT COLOR. OROUTE PVC INTAKE AND FLUE TO NORTH WALL OF MECHANICAL ROOM AND TERMINATE ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. TERMINATE FLUE ON EAST SIDE OF WALL AND INTAKE ON WEST WIDE. ONEW 3/4" NATURAL GAS LINES TO AH -1. CONNECT TO UNIQUE METER. O7 RUN 14"x8" EXHAUST DUCT UP SIDE OF BUILDING AND TERMINATE 5 FEET ABOVE ROOF WITH GOOSENECK. COORDINATE COLOR OF EXHAUST DUCT WITH OWNER. gO 8" ROUND TO EXHAUST RETURN GRILLE LOCATED ABOVE PEDICARE STATIONS O10" ROUND TO EXHAUST RETURN GRILLE LOCATED ABOVE MANICURE TABLE 10 INSTALL ELECTRIC DUCT HEATER IN RETURN DUCT IN ACCORDANCE WITH THE INSTALLATION GUIDELINES. INSTALL DUCT MOUNTED TEMPERATURE SENSOR DOWNSTREAM OF HEATER AND WALL MOUNTED CONTROLLER IN MECHANICAL ROOM. DUCT HEATER SHALL MAINTAIN AN AIR TEMPERATURE OF 40 DEGREES FAHRENHEIT ENTERING THE FURNACE. 11 INSTALL WALL MOUNTED TIME CLOCK TO OPERATE THE EXHAUST FAN DURING OCCUPIED BUSINESS HOURS. i2 MOTORIZED DAMPER SHALL OPEN WHEN THE EXHAUST FAN E-1 IS COMMANDED. IT SHALL CLOSE WHEN THE EXHAUST FAN E-1 IS COMMANDED OFF. 13 OUTSIDE AIR INTAKE SHALL BE BALANCED TO 600 CFM WHEN THE EXHAUST FAN Checked By: E-1 IS RUNNING AND THE MOTORIZED DAMPER IS OPEN. 74 INSTALL CARBON MONOXIDE SENSOR IN SPACE. SCALE: 1/4" — 1'-0" V Lu C>t1 Y 1 co CD O 00 LU 0 Z � D 0Y Z LU J >0 �U '—' LLI c ❑ LU LTi LU 00 >_ T. Project Number. Issue: Date: 2020.013 PERMIT SET 03/3/2020 Drawn By: LDN Checked By: CDH Revisions: No. Date: REVISION Sheet Tide: MECH NEW WORK M-100 er ald F;4 Somas AIR-RIGHT, INC. LOCATION:pt•a•'oe'a PROJECT NUMBER: CONTACT: 20159 Anthony Erkson Exhaust Fan EF-001 UNIT DATA Manufacture, 6REENHECH Design CFM 600 Model CSP A700 VCQD Design 5ta(c 005 Serial Number 1090625610002 MOTOR DATA Manufacturer 6REENHECH Frame NO Motor HIP 029 Volts 115203210 RPM 150.1550 Amps 4V21-22 Phase I Buser Factor N6 S.F. 10 Nom. Efficiency N6 DRIVE DATA Motor Dive DIRECT DRIVE Motor Bore NA Fan Drive NA Fan Bore NA No. Belts NA Sze NA STARTER DATA Manufacturer THERMALLY PROTECTED Set at Parts) NA Range NA VFD set at NA Hz TEST DATA CFM 619 Amps Tl 10 RPM DIRECT DRIVE AnI NA VohsTl-T2 Ila Amps T2 NA Volts T22To NA Fan In -022 VohsT1-To NA Fan Out 026 EF-001 2020-05-12 old en 915 0 901 AH -11 Summary SUMMARY AIR -RIGHT, INC. Name Type Size Design CFM fission CFM Final CFM %, of Design Inlet 001 E4iaula PSA 10#0 600 097 LOCATION:pt•a•'oe'• Totals PROJECT NUMBER: 0 097 CONTACT: 20159 Anthony Erkson TEST PRESSURE Cooling Coll In NAC In.H2O Heating Coll In NAC In.H2O Cooling Coil Out NAC In. H2O Heating Coil Out 91 In. H2O NOTES: Test Data OSA Motorized damper Is after NII upon o, NII closed. Manual usurer Gana left NII open to used, a Much OSA a p mast, to onset CFM hunt EF 1 AH -11 Summary SUMMARY Name Type Size Design CFM fission CFM Final CFM Pool Design Outlet 001 50.1 1@S 90 B6 105 Outlet 002 50.1 INS 167 100 100 outlet Got 50.1 INS 167 163 9B outlet 004 50.1 INS 167 173 106 outlet 005 50.1 INS 167 176 105 outlet 006 50.1 INS 167 165 99 Totals 915 0 901 AH -11 Summary SUMMARY Name Type Size Design CFM fission CFM Final CFM %, of Design Inlet 001 E4iaula PSA 10#0 600 097 93 Totals 600 0 097 NOTES: Summary Inlet -0011 Final CFM Ounama air damper H 100 percent open. AM 1 20200512 ror ld AIR -RIGHT, INC. LOCATION:p1ia•'oe'a PROJECT NUMBER: CONTACT: 20159 Anthony Erkson AH AH -1 UNIT DATA Manufacturer GOODMAN Design CFM 915 CFM Model GMEC960402BNAC Design OSA 209 CFM Serial Number 1710296260 Design ESP 04 in. H2O MOTOR DATA Manufacturer US MOTORS S.F. 1.0 Motor HP L2 Fares NG RPM NG Volts 115 Phase I Amps 6.5 DRIVE DATA Motor Dive DIRECT DRIVE Motor Bore NA Fan Drive NA Fan Bore NA No. Belts NA Belt Sze NA STARTER DATA Manufacturer THERMALLY PROTECTED Range NA Model NA Set at Rogers) NA Amp Sze NA Set at (To NA Hz TEST DATA CFM 961 CFM RPM DD RPM OSA 697 CFM Volts 119 Volts Return CFM 6..CFM Amps ]9Amps TEST PRESSURE Filter In 0 16in.H20 Fan In -DOE in.H2O Filter Out 0 12in.H20 Fan Out NAG in H2O ATI 2020.06.12 AIR -RIGHT, INC. Prec ise.Acc u rate.Relia ble. ABBREVIATIONS ACU Air Conditioning Unit HWP Heating (Hot) Water Pump AHU Air Handling Unit Hx (HX) Heat Exchanger AMP(S) Amps Hz (HZ) Hertz ATMOS Atmosphere MAU (MUA) Make -Up Air Unit BAS Building Automation System Max Maximum CD Ceiling Diffuser Min Minimum CFM Cubic Feet per Minute NA Not Applicable CRAC Computer Room Air Conditioner NAC No Access CWP Chilled Water Pump NG None (Not) Given DD Direct Drive No Number DDB Dual Duct Box OSA Outside Air dP (DP) Differential Pressure PD Pressure Drop EF Exhaust Fan PDU Pool Dehumidification Unit EFF Efficiency PF Power Factor EI Exhaust Inlet PH Phase ERV Energy Recovery Vessel PSI Pounds per Square Inch FCU Fan Coil Unit RF Return Fan FFU Fan Filter Unit RI Return Inlet FL Amps Full Load Amperage RPM Revolutions per Minute FLR Floor Register RTU Roof Top Unit FPM Feet per Minute SF Service Factor FPVAV Fan Powered Variable Air Volume SD Supply Diffuser FR Frame SF Supply Fan FT. HD. Feet of Head SWR Side Wall Register FUR Furnace TSTAT Thermostat GPM Gallons per Minute VAV Variable Air Volume HP Horse Power Volt Voltage HRV Heat Recovery Vessel VP Velocity Pressure AIR -RIGHT, INC. Pre cise.Accurate.ReIiable. Table of Contents Document Page Cover page 1 NEBB TAB Certification 2 Table of Contents 3 Abbreviations 4 RTU Report 5-6 Fan Unit Report 7 Drawings 8 1:' (or AIR -RIGHT, INC. Pre cis e.Acc u ra te.Re II a ble. Test, Adjust, and Balance Report The data presented in this report is an exact record of system performance and was obtained in compliance with N EBB procedural standards. Any variance from the design requirements shall be documented in this report. The results shown and information presented in this report is certified to be accurate and complete to the extent possible by the equipment and procedures used to balance the project. The final air distribution system measurements are in compliance with NEBB Procedural Standards for testing, adjusting, and balancing of environmental systems, and the project specifications. r CERTIFIED BY: Mn4 Date: June 12. 2020 /. Air -Right, Inc. warrants the air system presented in this report is operating at the specified levels as shown in this report at and only at this time. Air -Right, Inc. makes no other warranties, stated or implied, concerning the continued performance, operation, or safety in the use of this equipment past this this time. NEBB Air and Hydronic Systems Certified Professional: Timothy A. Topping NEBB Number 2589 Certification Expiration/renewal date: 03/31/2022 m7m r- TIMOTHY A. TOPPING CERTIFICATION 2589 \ Exp. 3/31/22 / Air -Right, Inc. 747 Sheridan Blvd. Unit 813, Lakewood, CO 80214, Phone: (303) 232 5145 Fax: (303) 232-1238