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Home My WebLink About3415 Wadsworth BoulevardCity of Wheat Ridge Residential Roofing PERMIT - 201701441 4 PERMIT NO: 201701441 ISSUED: 06/02/2017 JOB ADDRESS: 3415 Wadsworth BLVD EXPIRES: 06/02/2018 JOB DESCRIPTION: Remove and replace shingles; IKO earthtone cedar - 17.28 squares *** CONTACTS *** OWNER (303)371-7663 COOPER ROSALIND SUB (303)371-7663 Chris Garland 120228 Safe House Exteriors *** PARCEL INFO *** ZONE CODE: UA / Unassigned SUBDIVISION CODE: UA / Unassigned USE: UA / Unassigned BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 4,440.96 FEES Total Valuation 0.00 Use Tax 93.26 Permit Fee 125.05 ** TOTAL ** 218.31 *** COMMENTS *** *** CONDITIONS *** Effective December 1, 2014, asphalt shingle installations require an approved midroof inspection, conducted when 25-75 percent of the roof covering is installed, prior to final approval. Installation of roof sheathing (new or overlay) requires an approved inspection prior to installation of ANY roof coverings and is require on the entire roof when spaced or board sheathing with ANY gap exceeding k1/2 -inch exists. Asphalt shingles are required to be fastened to the roof deck with a minimum of 6 nails per shingle. Ice and water shield is required. Eave and rake metal is required. A ladder extending 3 feet above the roof eave and secured in place is required to be provided for all roof inspections. Roof ventilation is required to comply with applicable codes and/or manufacturer!4FIMs installation instructions, whichever is more stringent. In order to pass a final inspection of elastomeric or similar type roof coverings, a letter of inspection and approval from the manufacturer's technical representative stating that "the application of the roof at (project address) has been applied in accordance with the installation instruction for (roof material brand name) roof covering" is required to be on site at the time of final inspection. - City of Wheat Ridge Residential Roofing PERMIT - 201701441 PERMIT NO: 201701441 ISSUED: 06/02/2017 JOB ADDRESS: 3415 Wadsworth BLVD EXPIRES: 06/02/2018 JOB DESCRIPTION: Remove and replace shingles; IKO earthtone cedar - 17.28 squares 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 that I am legally authorized to include all entities named within this document as parties to the work to be peri rmed and thatJal rbyk 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 original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6, The issuance or granting of o permit shall be co strged to be a permit for, or an approval of, any violation of any provision of any applicable code or any or�ulati,� indiction. 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. Inspection time requests will be accepted by email only. Please email requests to insptimerequestgci.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. Cit", of 'C:O,'+v I'AUNIr Y DEVELOPMEN 11 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: permits(o)ci.wheatridge.co.us I FOR OFFICE USE ONLY I Date: Plan/Permit # Do M 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: �i`A VJ VTK1� Prooertv Owner (please Property Owner Email: Mailing Address: (if different than property address) Address: , State, Zi Arch itect/Enaineer: C, Architect/Engineer E-mail: Phone: Phone: Contractor: - nL"=, Contractors City License #: 7-0 U& Phone: 11-L'kl,�A ' &E r Contractor E-mail Address: Sub Contractors: Electrical: W.R. City License # Other City Licensed Sub: City License # Plumbing: W.R. City License # Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form ❑ COMMERCIAL `L'f RESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION PRESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) Sq. FULF V-1 7—Fl, Btu's Amps Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) Zboo- co OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT 1 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 f 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) (CONTRACTOR) or (UTHORIZEDREPRESENTATIV of (OWNER) CONTRACTOR) Electronic Signature (first and last name): DATE: ZONING COMMMENTS: Reviewer BUILDING DEPARTMENT COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION. Building Division Valuation: $ qqqo,,L i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: r Job Address: v �%/ �Jn � ' G>o r Permit Number: I'elu "Y nk-. -I %-^ v ! r, ti e= JS4 Co ❑ No one available for inspection: Time D'. AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: 6 /V f h 7 Inspector: f C1 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: O% Al ❑ No one available for inspection: Time A UP Re -Inspection required: Yes o -- When corrections have been made, call for re -inspection at 303-234-5933 Date: in 3C/0Inspector: -,r DO NOT REMOVE THIS NOTICE FOR OFFICE USE ONLY City of Wh6at,id Building & Inspection Services Division 7500 W. 2e Ave., Wheat Ridge, CO 80033 glen Review Office: 393-235-2355 * Fax: 303-237-3929 Inspection Lino. 303-234-5933 rn i1;er its ci.wheatrld e.co,u Building er it Application Please complete all highlighted areas on both sides of this form. Incomplete applications,may not be Processed. Property Address.. 3415' Property Owner lease print): V 0 ` J , .. � -Phone: 3 - 36 -7 2- 4- j --Property tuner Email. Mailing dress. (if different than property address Address: City, State, Zip: _ chit VEng n r E-mail: Phone:: Contractor: r . ) �_ Contra,ctors City License #; Phoric Contractor, E-mail Address. 15k oiv. #� mwa Stab Contradtora. Electrical. Plumbing: Mechanical: WR City License #0'2,2- WR City Lidera # WR. City License '# Other City Licensed Sub: Other Licensed Sub: City License # City License Complete all information on BOTH sides of this for r A • w Sys •... x s e r x � x x til ! � � x "'�• A x M s• k r 1F x� * ■r s x M � x R• x • 'Ab x r� r s x . x ass A s •x.. w. � e.:.■ A mount of materials to be used, 6t6) fv�gcc, GYM} Sq. FUL.F Btu's Gallons Amps Squares Other FOR OFFICE USE ONLY City of Dace. t _. COMMUNITY rOtrr Ptaral Building & Inspection Services Division -2-w<� 7600 W. 291hAve., ., Whet Ridge, CO 80033 Plan Review Office: 303-235-2355 * : 303-237-3929 . M Inspection Line: 303-234-:5933 Building Permit Application PAID Please complete all highlight,44 9 on berth W Of this form, , St ` W l i may not be processed. Property ddve . _:1415L PDqOWner (Please print): Phone: Property O Ownerrl ali 3 � ,"� Mailing Address: (if different than property address) Address: Q , State, 7i 0,404 C ArchitectilEnalneer E-mail: Contractor: Contractors, City License Phone,* ConE-mail Address.- Sub dress.Suer Contractom Electrical: Plumbing: : Menheni is W.R. City License # W.R. City License # WA. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License Complete all information on BOTH sidles of this farm M •:s •Am «•N NEW COMMERCIAL STRUCTURE ELECTRICAL SERVICE UPGRADE NEW RESIDENTIAL COMMERCIALROOFING COMMERCIAL ADDITION RESIDENTIAL ROOFING RESDENTIAL ADDITION WINDOW REPLACEMENT COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) RESIDENTIAL. MECHANICAL SYSTEM/APPLIANCEREPAIRor REPLACEMENT 'PLUMBINGi SYSTEM/APPLIANCE REPAIR or REPLACMENT =-L�ECtRJCAJA�tW/APPLIANCE REPAIR JrTW,F-e '�OX35 W& k7 ZZ4 IN /J//f Gallons Other ,.I • s a a �• e � r � .3 " ye) * - e, Building Division Valuation. IMPROVEMENT LOCATION CERTIFICATE PAGE 2 OF 2 PAGES (NOT V WHOUT PAGE 1) SCALE. #. - 5W LECLUL. MOJECT NtMOER- 321 1E WADSWORTH BOULDEVARD (MM*0-tAME DIMIM ASPHALr1 Y MW OF WAY WVTH VARIES) SOM 1593' (0) om AWA"W RESIDEWE 1 3413 NOT rNma4cm) UN EAR DIMENSIONS SHOWN THUS �-- 24, ARE MEASURED TO AN ACCURACY OF PLUS OR MINUS ONE HALF FOOT. 'tis u�i4 PO BOX 12293 DENVER, CO 80212 (303)421-5263 Page Number : 3 Designed y: Z.J.S.ENGINEERING SERVICES INC. Jab # 25853-15 1 189 Foothill Blvd, Ste, 101 Janos Boros P.E. Fontana, CA 92335male 4-1-2015 Reference. Andrew Holland <Conldys> Description: 30 ft Arch Series <6500 This building was designed using the criteria listed below. Capacity for loads greater than these or for load combinations other than shown below specifically neither intended nor implied. 1 « BAS is LOADS 1. 1. Codes 2012 International Building Cade pDL= 2.5; lbs ft. 1.3, Snow Load Governs Over Live Load Per Section 1607 of 2012 IBC p = 30 lb ftp 1.4. 'Wind Load Per Chapter 26 to 30 ASCE 7 adopted by Section 160 .1.1. Of 2112 IBC LOST --RISE BUILDING r Section 26.2 of ASCE 7x.10 1. mean roof height h less than or equal to 60 ft and 2, mean roof height h dues not exceed least horizontal dimension. .00256 K K t Kd Va = 20.39 b (28.3-1) of AS 7--10 h ft Kd =' 0.55 - directionality Factor per Section 26.6, "Table 16.6--1 K = €1.85 - Per Section 25.3.1, Table 25.3-1 ,for exposure K t = 1.0 Topographic Factor per Section 26.8.2 105 mph -- Basic 'Wind Speed from Section 26.5.1 Occupancy Category I, Figure 26.5-1C h = 1.4.0 ft.. - Mean keigth Of 'Roof CCP$= +€1.15 -° Inter. Pressure Coeff. per Section 26.11 and 'Table 26.11-1 for Enclosed Buildings Page Number 4 Pressure Coefficient on Mann Wind -Forced Resisting Systems G = 0.85 -'Gast Effect Factor Per Section 26.9.1 of ASCE 7-10 GC 0.56 (windward wall) - Product Of t.Pressure Coeff. Gast Effect pf Per Figure 28.4-1 0.3 r = 0.33 0.6 Rise -to -span ratio On Arched Roofs Per Figure 27.4-3 C = 2.75r - 0.7 = 0.24 (windward 1f4 Roof Ext. Press. Coeff. Per Figure 4-3 P C = -0.7 - r = -1.04 ( center 1/2 Roof Ext. Press. Coeff. Per Figure 7.4-3 P C = -0.5 ( leeward 1/4 Roof }Ext. Press. Coeff. Per Figure 7.4-•3 P C = -0.3"7 (leeward wall) Poduct Of Ext. Pressure Coeff. d Gust Effect pr Per Figure 28.4-1 Longitudinal Direction ( CASE `'R } = o° GC r== 0»40 (windward wall) - External Pressure Coefficients per Figure 28.4-1 tsl GC pf = -0.69 (windward roof) External Pressure Coefficients per Figure 28.4--1 tl GCpf= 0.37 (leeward roof ) -External Pressure Coefficients per Figure 28.4-1 t3l GCP f= -0. ( leeward wail,) External Pressure Coefficients idents r Figure 28.4-1 t4l GC pr GC p tel t) GC Pr G� G[3 ti3l1 t GCS' i GC GCqj Pf RNAL C INTERNAL PRESSURE GC III GC I PRESSURE GC f re" GC pr til GC t4l PI t4l GC Pt Page Number : 5 Reference: Andrew Holland <Conleys> Description: 30 ft Arch Series <6SOO> 1.4. Seismic Load Note : According to Section 1613.1 of 2012 IBC Exceptions: 3. Agricultural storage structures Intended only for incidental human occupancy. 2. CHECK VERTICAL LOAD RESISTING SYSTEMS 2.1. Check Roof Purlins/Beams Simple Span Condition W Uniform Load M MAX. Max. Moment S RQ. Required Section Modulus A TR TR E = 29. 10 3 ksl - Modulus Of Elasticity Of Steel Ey = 55.0 ksi - Yield Stress 2.1.1. Roof Purlins: Arch Building Use: 3" x 16 GA Hat Section Connect with (2) 1/4 Dia A 307 ( 318" Dia is Better v ALLqW = 0.49 kips - For 1/4" Dia A 307 <Shear> BOL MA = 13.58/1S.40 kip -in - Allowable Moment For Bending -See APPENDIX b = 2.83 ft - Spacing Of The Purlin- 52.25'/2+15.75'/2 f = 10.0 ft - Span Between Two Supports M Tae Number : 6 * Dead �w Load Snow Loat �► �I ! Illllllllq J Ni!I ��uoJ III g �� c PDLL. PSLb = 92. wDL+ L= rt w L+ UL+>L� 2 ALLOW L TSw DL+ L 13.80 Trip -in a MA = 43.8 kip• -i OK DL+ L. For 0..6 Dead Lead + 0.6 Wired Lead Section 160 .3. 2 Effective wind areas of roof: Arr= b f = 8.30 rte carAir� =33.33 ft A = 33.33 ft Controls GCP = 1..44 - Refer to Figure 30.4-2 °r qb C GCP + GC 36.78 lb. � max. wind pressure wDL+WL 0.6 q c GC + GC -0. 6pDL I b = S8.21 ib. Pd ft. w i LI+WL ADL+WL� _ - U. Tripp < IiALLe� = 0.98 kips LTS W ISL+WL 8.73 kip -1n < MA = 15.40 kip- In OK DL+WL 8 Page Number : 7 2.1.2. Arch at EndWall. Use; 4„ 16 t Material : Steel , ASTM A44 Connect with ( 1✓'4 Dia A 307 (.318" Dia is Setter ALL.Ow `" 0.49 kips �- For 1/4x, Dia A 0 <Shear> So rS w Uniform Load M - Max. Moment MAX. S Q _ Required Section Modulus ra A R 1, 29. 10 ksi - Modulus Of Elasticity £1f" Steel FyF = 55.0 ksi Yield Stress b = 5.0 ft - Tributary Load Width: 111.0' t 10.0 ft Span Between Two Supports MA 25.23'26.43 kip -in Allowable Moment For Bending -See APPENDIX For Dead Loa + Snow Load Section 160 .3.1 wiz.+SL= f PDL+ psi. b = 162.5 __Lb ft w t Bea +st 2 0.81 kips < 3 V 1..47 kips OK DOLTS w t MD+sqµ L+SL 24.38 kip -in < : = 25.23` kip- n Obi Page Number Designed By: Z.J.S.ENGINEERING SERVICES INC. Jo 25853-15 14189 Foothill Blvd, Ste. 101 Janos Bozos i'. E. Fontana,_ _CA 92335 Date --1- t�1 Reference: drew Holland <Conleys> Descriptio 30 ft Arch Series <6500> For 0.6 Bead Laud + 0.6 Wind Load Section 1605..3.1 Effective wird areas of roof b = 50. fta car A 33.33;ft2. A FF r AES, = 50.0 ft Controls f CCP = 1.35 - defer to Figure 33.4-2 qh ( CCS + GC l 35.15 lb. _ ray. wind pressure ft. w L+WL = [ 0.6 q � CCP + GCP1 0.6 poll b = 97.96 fib. ft. B _ DL+wL 0.49 kips < 3 V = 1.47 kips OK DL+WL AL w 2 Ft?L+WL L+= 14.69 kip -in< A = 26.43 kip -in OK 2.2. Check Trusses/Column Trusses/ColumnFrame 2.2,1, 30'-0' Arch See Figure 1. Units lb, irrn Spacing = 10 ft LOAD CASE : Dead Load ( p l -20.00 Lb— -1.67 Lb- Rhor ft. in b = 10.0 ft - Tributary Load Width For The Interior Frame p = 2.0 psf - Weight Of The Roof RO r LOAD CASE : Collateral Load ( pcL ) b, = -5.00 I = -0.4 Lb - ft. in. S - 30..0 ft - Span Of The Interior Frame b = 10.0 ft _ Tributary Load Width For The Interior Frame PCL = 0.5 psf - Collateral Load Page dumber LOAD CASE : Snow Load ( say )`" b, = -300. 00 11- = 25. tit} lb ft. in. S = 30.0 ft - Span Of The Interior Frame b = 10.0 f - Tributary Load Width For The Interior Frame .. Loa,41 LOAD CASE c Wind Load q = 20.39 psf °- See Section 1.3. Wind Load of These Calculations Above ! Transversal Direction C CASE A ) CC = 0.5 (windward wall) pf CC = 0.204 (windward 1.14 Raaf ) Ext.. Press. Coeff. Per Figure 27.4-3 p CC = -0.8 (center 112 Roof t. Press. Coeff. Per Figure 27..4-3 p CC = -0.425 {leeward 1.14 Roof Ext. Press. Coeff. Per Figure 27.4-3 GC = -0.37 (leeward wall) r CC = 0.18 (internal ) pi Wall. ECC _ C ) 11.6 q ( 10.0 h ft ) = 46.4 ' lb. 3. lb aar ft. in Roof: (CC CCpi) 0.6 q ( 10.0 ft ) = 2693 lb. = 0.24 lb - pr- ft. in Roof: GQpf � GC0.6 qh ( 10.0 ft ) = 130. lb, = 10.8 lb pt) ft. in Roof: (CC -- l) 0.6 q � 10.0 ft ) = 74.0 lb. = 6:.16 lb it ft. . in Wall: (CC -° CC ) ti.6 q { 10.0 ft ) = 67.2 lb. ' = 5.60 I 'r h ft. In Basic Load Combinations: 1. C + ( Lr or S ) ( Eq. '16-10 2. G + O.75 (0.6) W + 0.75 ( Lr or S ) 3. 0.6 D + 0.6 W - Eq. 16-13 ) - ( Eq. 16--15 ) Nater One-third allowable stress increase is not permitted. Fags Number : 13 I C 8. 0 S A F F -__ STRUCTURAL ANALYSIS BY FINITE ELEMENTS Version; SAFF"2ST (2-D) Rel. 4.04/01/2015 14:08:58 Input data file : 25853 -INP Output data file ; WORK.OUT SIZE OF THE STRUCTURE Number of nodes 19 Number ,f materials 3 Number of beams y 9 Number of beam end releases 2 Number of plates 0 Number of fasteners 0 Number of primary loadcases 4 Number of superposition loaduases Number of restrained degrees of freedom NODE COORDINATES Node Coordinate X Coordinate 'Y 00w0 i0r0 .00000 15.00000 '00000 00000 960e0 45.00000 128.50000 4500000 96.00000 90.00000 155.00000 130.00000 96.00000 130.00000 171 #:f 180.00006 18000000 230.00000 iil 96-00000 270.00000 155.00000 .#.. 00000 315.00000 128.50000 360.00000 96.00000 360.00000 000 360.00000 15.00000 360.00000 - .00000 w, • 3 6 Code Young's modulus Poisson's ratio Specific weight 1 29000000. .300000 .000 2 29000000. .300000 000 . CCC 29003000. 300000 .000 Page Number : 11 Designed By. Z.J.S.ENGINEERING SERVICES INC. ;cab # 25853-15 14189 Foothill Blvd, Ste. 101 Janos Boras P.E. Fontana,' CA 92335 Date 4-1-2015 Reference. Andrew Holland <Conleys> Description: 30 ft Arch Series <6SOO> BEAM DATA Beam I 3 Length Area M. Inertia Material 1 1 2 39.000 1.9300 3.56000 Post:4" x .6 2 2 3 57.000 1,9300 3.56000 Post:4" x''.16 3 3 4 24.000 1.9300 3.56000 Post;4" x'.1 4 5 55.509 .7300 1.58000 Arch:4" x''16 GA 6 4 6 45.000 .3200 .09700 1°5/8 x 0.065 7 5 7 52.2.2.:3 .7300 1.58000 Arch:4" x ` 16 GA 8 6 7 74»202 ,3200 .09700 1-5/8 x 0.065 9 6 8 85.000 .3200 .09700 1-5/8 x 0,065 10 7 8 71.281 .3200 .09700 1-5/8 x 0.065 11 7 9 43.270 .7300 1.58000 Arch:4" x 16 GA 12 8 12 97.755 .3200 .097010 1-5/8 x 0.065 ` 13 8 15 100.000 .3200 .09700 1-5/8 x 0.065 14 9 12 50.717 .7300 1.58000 Arch4" x 16 GA 15 6 5 32.500 .3200 .09700 1-5/8 x 0.065 18 17 18 32.500 .3200 .09700 1-5/8 x 0.065 21 12 14 50.717 .7300 1.58000 Arch:4" x 16 GA 22 15 12 97.755 ,3200 .09700 1°5/8 x 0.065 23 14 16 43.270 .7300 1.58000 Arch:4" x 16 GA 24 15 16 71.281 .3200 ...09700 1°-5/8 x 0.065 25 15 17 85.000 .3200 .09700 15/8 x 0.065 26 16 17 74.2.02 .32003 .09700 1-5/8 x 0.065 27 16 18 5+2.223 .7300 1.58000 Arch:4" x 16 GA 28 17 19 45.000 .3200 .09700 1°5/8 x 0.065 29 18 19 55.509 .7300 1.58000 Arch.4" x 16 GA 30 19 20 24.000 1.9300 3.56000 Post.4" x .16 31 20 21 57.000 1.9300 3.56000 Post.4" x'.16 32 21 22 39.000 1.9300 3.56000 Post;4" x .16 35 8 9 75.500 .3200 .09700 1-5/8 x O3 065 36 15 14 75.500 ..3200 .09700 1-5/8 x 0.065 r dcase name Loadnumber NumberNumber of loaded nodes Number of loaded beams M l.N'.# plates loadsGravity • DEAD LOAD 1 0 8 O 00000 Page Number ; 12 Beau Loading direction End Distributed Loads 5 Global Y axis -1.67000 -1.67000 7 Global Y axis -1.67000 -1.67000 11 Global Y axis -1,67000 -1.67000 14 Global Y axis -1.67000 -1.670003 1 Global Y axis -1..67000 -1.670003 23 Global Y axis -1.67000 -1.67000 27 Global Y axis -1.67000 -1.67000 29 Global Y axis -1.67000 -1.67000 Loadcase name COLLATERAL LOAD Loadcase number 2 Number of loaded bodes 0 Number of leaded beams 8 Number of loaded plates 0 Gravity loads factor .00000 BEAM LOADS Beam Loading direction End distributed Loads 5 Global Y axis -.42000 -.42000 7 Global Y axis -.42000 -.42O00 11 Global Y axis -.42000 .42000 14 Global Y axis -.42000 °.42000 21 Global Y axis -.42000 -.4000 23 Global Y axis --.42000 --.42000 27 Global Y axis -.42000 -.42000 29 Global Y axis -.42000 -,4200€1 Loadcase name SNOW LOAD Loadcase number 3 Number of loaded nodes 0 Number of loaded beams B Number of loaded plates 0 Gravity loads factor .00000 BEAM LOADS Beau Loading direction End Distributed Loads 5 Global Y axis -25.00000 -25.00000 7 Global Y axis -25.010000 -25.00000 11 Global Y axis -25.00000 -25.00000 1.4 Global Y axis -25.00000 -25.00000 21 Global Y axis -25.00000 -25.00000 Pae Number : 13 besiooZ.J.S.ENGINEERING SERVICES INC. job # 25853 imm a : s+ill Blvd, s + * �r • Date 4-1-2015 Reference. Andrew• • <Conleys> Description: t1 1 Global Y axis -25.00000 -25.00000 Global Y axis -25.00000 -25.00000 Global Y axis -25.00000 -25.00000 Loadcase Loadcase number Number of loaded nodes Number of loaded beams Number of loaded plates Gravity loads factor BEAM LOADS Beam Loading direction WIND LOAD 4 14 q yy V . .00000 End Distributed Loads 1 Global X axis 3.87000 3.87000 2 Global X axis 3.87000 3.87000 3 Global X axis 3.87000 3,87000 5 Local Y axis -.24000 -.24000 7 Local Y axis .24000 -.240001 1.1 Local Y axis 10.84000 10.84000 14 Local Y axis 10.84000 10:84000 21 Local Y axis 10.84000 10:84000 23 Local Y axis 10.84000 10.84000 27 Local "Y axis 6.16000 6.16000 29 Local Y axis 6.16000 6.160010 30 Global X ., is 5.60000 5.60000 31 Global.. X;axis 5.601000 5.6000 32 Global X axis 5.601000 5.60000 SUPERPOSITION LOADCASES Loadcase name D + G + Loadcase number 5 Number of superpositions 3 LO ASE Superposition factor 1 1.00 1.00 3 1.00 Loadcase name D + 0.75 <0.6> W + 0.75 Snow Loadcase number 6 Number of superpositions Page Number : 14 i'Superposition factor 1 1.4313 Axial 4 .45 Member .75 SX2 Lo dcase name 43.6 D +43.6 W Loadcase number 7 Number of superpositions 2 : Compression L4) CASE Superposition factor SH2 1 .60 Of The Member 4 .643 BM2 MOVEMENT RESTRAINTS The Member Node Type of restraint Restraint 1 Translation along X axis .00000 1 Translation along `7 axis .430000 1 Rotation about Z axis .4343000 22 Translation along X axis .00000 22 Translation along Y axis .00000 22 Rotation about Z axis .431000 RESULTS FOR LOADCASE 5 : It +'C + S 3 I' _ # P 1 Or PX2 Axial Load At The Ends Of The Member SXI Cr SX2 Axial Stress At The Ends Of The Member + : Tension > - : Compression SR1 Or SH2 Shear At The Ends Of The Member BM1 Or BM2 Pending Moment At The Ends Of The Member Beam I i PX1 SX1 PX2 SX2 1 1 2 -5465. -2831.-5465. -2831. 2 2 3 -5465.-2831, -5465. 2831. 3 3 4 -5465. -2831. -5465. -2831. 4 5 -8400. -11507. -75241. -101301. 6 4 6 6398. 19993. 6398. 19993.` 7 5 7 -7788..143668. -741743. -9685. 8 6 7 6439. 1903. 6439. 1903. 9 6 8 64328, 18839. 6028. 1.8839. 10 7 8 -495.. --1548. -495. -1548. Page Number W 1.5 1.1 7 9 -6463. -8854. -6016. --8241. 12 8 12 316. 986. 316. 986. 13 8 15 5589. 17466. 5589. 17466. 14 9 12 -5965. --8172. -5735. -7856. 15 6 5 -491. -153C --491.. -1534. 18 17 18 -491. -1534. 491. -1534. 1 12 14 .5735. -7856. -5965. -81.72. 2 15 1`2 31.6. 986. 316. 986. 3 14 16 -6016. -8241. -6463. -8854. 24 15 16 -495. -1548. -495. -1548. 25 15 17 6028. 18839. 6028. 18839: 26 16 17 609. 1903. 609. 1903. 27 16 1 -7070. -9685. -7788. --10668.-' 28 17 19 6398. 19993. 6398. 19993. 29 18 19 -7520. -10301. -8400. 11507. 30 19 20°5465. -2831. -565. -2831. 1 20 21 5465. -2831. -5465. -2831. 32 21 22 _5465. -2831. --5465. -2831. 35 8 9 141. 441. 141. „ 441. 36 15 14 141. 441. 141. 441:'' Beam I J 81I1 8I32 BMI B2` 1 1 2 21. 21. 2503. 1689: 2 2 3 21. 21. 1689. 501. 3 4 21. 21.. 501. 0. 5 4 5 -668. 551. 0. -2370. 6 4 6 -4. 4. 0. 198. 7 7 -575. 644. -2370. -4161. 8 6 7 0. 0. 0. 0. 9 6 8 2. 2. 198. 5.'` 10 7 8 0. 0. 0. 0. 11 7 9 -534. 549. -4161. -4494. 12 8 12 0. 0. 0. 0 13 8 15 0. 0. 5. 5. 14 9 1 -655. 7013. --4494. --5643. 15 6 5 0. 0. 0. 0. 18 17 18 0. 0. 0. ' 3. 21 12 14 --700. 655. -5643. -4494. 22 15 12 0. 0. 0. 0. 23 14 16 -549. 534. -4494. -4161. 24 15 16 0, 0. 0. 0. 25 15 17 -2. -2. S. 198. 26 16 17 0. 0 0. 0. 27 16 18' -644. 575. -4161. -2370. 28 17 19` 4. 4. 198. 0. 29 18 19 -551. 668.' --2370. 0. 30 19 20 -21`. -21`. 0. 501. 31 20 2 --21. -21'. 501. 1689. Page Number : 16 32 21 22 -21. -21.. 1689. 2503. 35 8 9 0. 0. 0. 0. 36 15 14 0 - 0. 0. 0.. Type of beam . Post: " x .16 Maximum Stress - Compression fa -2831. At Beam : 1 Maximum Bending Moment M 2503. At Beam x 1 Type of be : Arch:4" x 16 GA.= Maximum Stress - Compression fa --11507. At Beam : 5 Maximum Bending Moment M -5643. At Beam : 21 Type of beam :1-5/8 x 0.065 Maximum Stress - Compression fa -1548. At Beam : 10 Maximum Stress - Tension ft 19993. At Beam ; 6 Maximum Bending Moment [ M 198. At Beam NODE INTERNAL FORCES AND REACTIONS Node FX FY Mz 1 21. Reaction 5465. Reaction -25013. 22 -21. Reaction 5465. Reaction 2503. RESULTS FOR LOADCASE 6 : B + 0.75 «.6 W + 0.75 Snag BEAM LOADS AND STRESSES ------------------------ 1 Or PX2 Axial Load At The Ends Of The Member: SX1 Or SX2 Axial Stress At The Ends Of The Member + : Tension , : Compression SRI Or SH2 Shear At The Ends Of The Member BM1 Or BM2 Bending Moment At The Ends Of The Member Beam T J PX1 SX1 PX2 SX2 1 1 2 -3646. -1889. -3646• --1889. 2 3 -3646. --1889. -3646. -1389 3 3 4 -3646. -1889. -3646. --1889. --5526. -7569. -4862. -6660. 6 4 6 4275. 13359. 4275. 13359. 7 5 7 -5124. -7019. -4583. -6277. 8 6 7 598. 1867. 598. 1867. 9 6 8 3912. 12226. 3912. 12226. Fuge Number : 17 10 7 8 -455. -1421. -455. -1421. 11 7 9 -3996. -5474:" -3659. °-5012. 12 8 12 261. 814.. 261. 814. 13 8 15 3524. 11€112. 3524. 11012. 14 9 12 -3607. --4941. -3433. -4703. 15 6 5 -480. -1499. -480. -1499.. 18 17 18 -321. -1004. --321.-1004. 21 12 14 -3.375. -4624. -3549. -4862. 22 15 12 148. 463. 148. 463. 23 14 16 -3592. -4920. -3929. -5382. 24 15 16 -304. -950. -304. -950. 25 15 17 3770. 11782. 3770. 11782. 26 16 17 399. 1246. 399. 1246. 27 16 18 -4321. -5919. -4862. -6660. 28 17 19 4012. 12538. 4012. 12538. 29 18 19 -4687. -6421. °-5351. --7330. 30 19 20 -3475. -1800. -3475. x-1800. 31 20 21 3475. -1800. -3475. -1800. 32 21 22 -3475. --1800. -3475. „ -1800.' 35 8 9 154. 481. 154. 481.' 36 15 14 126. 393. 1.26. 393.' Beam I i SHI 8112 Bmi 8 1 1 2 -298. -230. -23350. -13038. 2 2 3 -230. -131. 13038. -2731. 3 3 4 -131. --89. -2731. 0. 4 5 -502. 422. 0. -2059.' 6 4 6 -. -3. 0. 1:36. 7 5 7 -446. 479. -2059. -2929. 8 6 7 0. 0. 0.. 0. 9' 6 8 2. 2. _ 136. 0. 10 7 8 0. 0. 0. 0. 11 7 9 --314. 292. --2929. -m2450. 12 8 12 0. 0. 0. 0`. 13 8 15 0 0. 0. 3. 14 9 12 -372 401. -2450. -3194. 15 6 5 0. 0. 0. 0. 18 17 18 0. 0. 0. 0. 21 12 14 °400. 374. -3194. 2541.. 22 15 12 0. 0. 0. 0. 23 14 16 -303. 302. -2541. -2514. 24 15 16 0. 0. 0. 0. 25 15 17 --1. -1. 3.. 124. 26 16 17 0. 03 0. 0. 27 16 1 -406. 368. -2514. -1538. 28 17 19 3. 3. 124. 0. 29 18 19 -346. 419. -1538.. 0. 0 19 20` -81. -141. 0.. 2779. Pae Number 13 Designed By. Z.J.S.ENGINEERING SERVICES INC. Job 4 25853-15 14189 Foothill Blvd, Ste. 101 Janos Boros P.E. Fontana,; A 92335 ►oto -1-2015 Reference. Andrew Holland < anleys Description: 30 -ft Arch Series <6500> 31 20 21 -141.. _ -285. _ 2779. 149101. 32 21 22 -285. -383. 14910. 27927. 35 8 9 0. 0. 0. 0. 36 15 14 0. 0. 0. 0. Type of beam :Post:4" x .16 Maximum Stress _ Compression fa -1889. At Seam : 1 Maximum Bending Moment ._M 3 - 233501.. At Be 1 Type of beam .Arch4" x 16 CA; Maximum Stress - Compression C a l -7569. At Beam : 5 Maximum Bending Moment [ M 1 -3194. At Beam . 21 Type of beam :1-58 x 07.0165 Maximum Stress -- Compression fa 1 1499. At beam : 15 Maximum Stress - Tension t ft 1 13359. At Beam : 6 Maximum Bending Moment t M 1 136. At Beam : 9 Node FX FY Mz 1 -298. Reaction. 3646. Reaction 233501. 22 -383. Reaction 3475. Reaction 27927. RESULTS FOR LOAD ASF 7 : 0.6 D + 0.6 BEAM LOADS AND STRESSES ------------------------ BXI Or PX2 Axial Load At The Ends Of The Member SX1 Or SX2 Axial Stress At The :finds Of The Member Tension , -- : Compression SH1 Or SH2 Shear At The Ends Of The , Member BM1 Or BM2 Bending Moment ;At The Ends Of The Member Beam I i PX1 SX1 PX2 SX2 1 1 2 429. 222. 429. 222. 2 2 3 429. 222. 429. 222. 4 429. 222. 429. 222. 5 4 5 764. 1047. 797. 10792. 6 4 6 -494. -1543. -494. -1543, 7 5 7 7077. 969. 734. 10715. 8 6 7 2077. 647. 2077. 647. d Page Number : 19 Designed By: Z.J.S.ENGINEERINC SERVICES INC. Job # 25853-15 14189 Foothill Blvd, Ste. 1071 Janos Boras P.E. Fontana, CA 92335 Date 4-1-2015 Reference: Andrew Holland < onley > Description: 307 ft Arch Series <65007 9 6 8 -619. -1935. 619. -1935. 107 7 8 --17. -- -127. -396. 11 7 9 929. 1273. 946. 1295. 12 8 12 42 131. 42 131. 13 8 15 -712. -2225. -71..2. -2225. 14 9 12 965.. 1322.. 974. 1334. 15 6 5 -164. -514. -164. -514. 18 17 18 47.. 147. 47. 147.. 21 12 14 1051. 14403. 10743. 1428. 22 15 12 --1418. -337. -1038. -337. 23 14 16 1035. 1418. 10318. 1395. 24 15 16 74. 232. 74. 232. 25 15 17 -8019. -2527. 809. ` -2527. 26 16 17 -58. -181. -58. -181. 27 16 18 1.0783. 1483. 14356. 1447. 28 17 19 -844. -2637. --844. -2637. 29 18 19 1030. 1411. 998. 1367. 307 19 203 657. 3403. 657. 340. 31 203 21 6.57. 340. 657. 3401. 32 21 22 657. 340. 657. 3407: 35 8 9 69. 215. 69. 215.> 36 15 14 31. 97. 31. 97.` Beam l i SHI 5112 BM1 BM2 1 1 2 °418. --327. -33556. -190319. 2 2 3 -327. -195. -190319. -4125. 3 3 4 -195. -139. --4125. 0. 5 4 5 -23. 30.7. 03. -452. 6 4 6 07. 07. 03. °-11. 7 5 7 -37. 15. -452. 123. 8 6 7 0. 0. 07. 07`. 6 8 07. 03. -11. -5. 107 7 8 0. 0.. 0. 03. 11 7 9 98. -143. 1.23. 10183`. 12 8 12 0. 07. 07. 0. 13 8 15 07. 07. -5. -1. 14 9 12 137. -142. 10783.. 1204.' 15 6 5 0 07. 0. 0. 18 17 18 0. 07. 0. 0.' 21 12 14 145- -13.5. 1204. `' 962. ` 2 15 12 0. 0. ' 03. ' 07.' 23 14 16 127. °114. 962. 676. 24 15 16 0. 0. 0. r 01 25 1.5 17 0. 07. --1. -26 6 16 17 0. 0. 0. 07.' 27 16 18 82. -66. 676. 244. 8 17 19 -1'. �-1. -26. 0'. 9 18 19 71. -9. 244. 07. ddpppp �q Page Number 20 Designed By: Z.J.S.ENGINEERING SERVICES INC. Job # 25853-15 14189 Foothill Blvd, Ste. 101 Janos Boros P.E. Fontana, CA 923:35 Date 4--1-2015 Reference. Andrew Holland <Conleys Description: 30 ft Arch Series <6500>_ 30 19 20 -87.- --168. 0. 3221. 1 20 21 --168. -359. 3221. 18245. 2 21 22 -359. -430. 18245.. 34814. 5 8 9- 0. 03. 0. 0. 36 15 14 0: 0. 0. 0. Type of beam :Post:4" x .1 Maximum Stress Tension [ ft 340. At Beam: 30 Maximum Bending Moment M ] 33556. At Beam : 1 Type of beam :Arch -4" 16 GA Maximum Stress - Tension ft 1483. At Beam : 27 Maximum Bending Moment M 1204. At Beam . 21 Type of beam :1-5/8 x 0.065 Maximum Stress - Compression fa -2637. At Beam . 28 Maximum Stress - Tension f ft 1 647. At Be 8 Maximum Bending Moment M -26. At Be 8 NODE INTERNAL FORCES AND REACTIONS Node FX FY Mz 1 -418. Reaction -429. Re tion 33556. 22 -490. Reaction -657. Reaction 34814. Find Maximum Stress/Moment For Each Member es: Type Of Member : Post:4" x .16 Load Case Name : D + C + S Maximum Stress -- Tension ft I :0.01001 Maximum Stress - Compression [ fa :-2831.01001 Maximum Bending Moment [ M ] :2503.0010 Lead Case Name : D + 0.75 <0.6> W + 0.75 Snow Maximum Stress - Tension C t l :0.000 Maximum Stress - Compression [ fa :-1889.000 Maximum Bending Moment M :23350.000 Load Case Name : 0.6 I1 + 0.6 W Maximum Stress _- Tension [ ft I :340.000 Maximum Stress - Compression [ fa «0,000 Maximum Bending Moment M :33556.000 Page Dumber : 21 Type Of Member : Arch:4" x 16 GA Lead. Case Name : I1 + C + S F = Maximum Stress - Tension [ ft I :0.000 46.0 Maximum Stress - Compression [ fa 1 .-11507`;000 = 1.93 Maximum Bending Moment [ M' 1 :5643.000 Load Case Name : D + 0.75 <0.6 + 0.75 Snow S = 1.78 Maximum Stress _.. Tension [ ft :0.000 1.35 Maximum Stress -° Compression [ fa l :7569.000 Maximum Bending Moment [ M :3194.000 Load Case Name : 0.6 D + 0.6 W [Allowable Average Compression Stress Maximum Stress - Tension [ f :1483.000 Maximum Stress - Compression [ fa :0.000 Maximum Bending Moment [ M :1204.000 Type Of Member 1-5/8 x 0.065 Load Case Name : I1 C S Maximum Stress - Tension [ t :19993.000 Maximum Stress - Compression [ fa ] :-1548.000 Maximum Bending Moment [ M :198.000` Load Case Name : D7 + 0.75 <0.6> W + 0.75 Snow Maximum Stress - Tension [ ft 3 :13359.000 Maximum Stress - Compression fa :-1499.000 Maximum Bending Moment [ M :136.000 Load Case name : 0.6 D + 0.6 W Maximum Stress - Tension ft :647.000 Maximum Stress - Compression [ fa :_2637.000 Maximum Bending Moment [ M :26.000 Check Columns for Combined Stresses F = 29500 ksi [ Modulus Of Elasticity Of Steel Fy = 46.0 ksi [ Minimum Yield Stress A = 1.93 In C Area I = 3.56 in Moment Of Inertia S = 1.78 in [ Section Modulus'( Effective } ; rMIN = 1.35 in [ Radius Of Gyration Fa [Allowable Average Compression Stress Under Concentric Loading F [ Allowable Stress For Bending Pae Number . 2 Designed By: Z.J.S.ENGINEERING SERVICES INC. Job # 25853-15 14189 Foothill Blvd, Ste. 101 Janos Boros P.E. Fontana, CA 92335 Date 4-1-20115 .Reference: Andrew Holland <C nleys> Description: 30 , ft Arch Series <6500> D + C + Lr C See BEAM LOADS AND STRESSES of M,I C R 0 S A F E --- STRUCTURAL _- S UTC L ANALYSIS BY FINITE ELEMENTS Maximum Stress - Compression fa 2831 Maximum Bending Moment [ M 2503 E = 120.00 in Unsupported Length Of The Beam Number: 1 .1 See Manual of STEEL CONSTRUCTION, Table C -C2.1 � Check For Compression C 2 rr E 1.12.5 F Y k 186.7 F 4.36 ksi r a, Mrs. Check For Bending F = 01.66 Fy = 27.60 ksi M fa Combined Stress + 0.70 < 1.0 OK Fa Fb U + 4.75 <0.6> 11 + 0..75 Snow t See BEAM LOADS ANIS STRESSES of M I C R 0 S A F E --- STRUCTURAL ANALYSIS BY FINITE ELEMENTS Maximum Stress - Compression'' fa 1889 Maximum Bending Moment C M 23350 fa[---!S—] Combined Stress - + = 0.87 < 1.0 OK Fa Fb Page Number Designed By. . 4 . ENI VICES INC. ,ob 5853-15 14189 Foothill Blvd" Ste. 101 Janos Boros P.E. Fontana CA 92335 ` mate 4-1-2015 Reference drew, Holland <Conleys> Description: 30 ft Arch Series <6500> 0.6B+0.6V See BEAM LOADS AND STRESSES of M I C R 0 S A F E --- STRUCTURAL ---S U BA. ANALYSIS BY FINITE ELEMENTS ? Maximum Stress -- Tension C ft l340 Maximum Bending Moment 3355+6 ft Combined Stress - 0.6 1.0 OK 0.6 FJ FFs 3. LATERAL LOAD RESISTING SYSTE14S 3.1.Check For Lateral Loads to Transversal Direction See Figures .At The End Of The Calculations The lateral loads from the wall in transversal direction are collected y the gi'rt.s at " o/c and transferred to the columns. See below for checking the girts. See above 2.2. Check Trusses/Column Trusses/ColumnFrame 3.1.1. Side hall Guts Use: 3" x 18 GA flat Section Connect with (2) 1/4 Dia A 30 P 318" Dia is Better 4.49 kips - For 1/4"" Dia A 307 <Shear> s Lis MA 12.10/13.58 kip -in Allowable Moment For Bending -See APPENDIX F - 10.0 ft - Span Between Two Supports 3.66 ft. - Max. Tributary Width: 44" Effective wind areas E A = b I = 36.60 ft or A = = 33.33 ft EFF EFF 3 AEF = 3+6.60 ft Controls ! GC = 1.00 - Defer to Figure 30.4.1 Page Number : 24 Designed By: Z.J.S.ENGINEERING SERVICES INC. Job # 25853-15 14189 Foothill Blvd, Ste, 101 Janos Bras P.E. Fontana, CA 92335 Date 4-1-2015 Reference: Andrew Holland <Conleys> Description: 30 ft Arch Series <6500> qh ( GCS + GC ) = 24-07 lb. - max. wind pressure Pt 2 ft. w WL= [ 0.6 q h (GCP + GCP,) ] b = 52.9 lb. ft. w RWL= WL 2 0.26 kips < 2 V Wo's, 24 0.98 kips OK w 2 M WL = WL 8 7.9 kip -in. < MA = 12.1 kip -in OK 3.2.Check For Lateral Loads in Longitudinal Direction Note: The lateral loads are resisted by embedded columns. Cable bracing is provided for erection purpose only and for added safety. There is no moment connection for this project except at column base. The lateral loads from the wall in longitudinal direction are collected by the girts at 51.5" o/c and transferred to the columns. See below for checking the girts and its connection. 3.2.1. Check Girt For Wind Load ( End Wall Use: 3" HAT 18 CA Or Equal Connect with min. (2) #14 Screws, See Appendix V ALLOW = 591 lb - From Appendix For Pull -Out TEKS MA = 12.10/13.58 kip -in - Allowable Moment For Bending -See APPENDIX b = 4.29 ft. - Spacing Of The Girt, Critical:51.5" t = 10.0 ft - Span Between Two Supports , Critical w - Uniform Load R - End Beam Reaction M - Bending Moment Page Number : 25 .J . INEERI VI Iii . ob 25853 15 7Designe7dBy: 14189 Fo thill Blvd, Ste. 101 f`. F.. Fontana, CA 92335 , Date 4-1-2015 Reference: Andrew Holland <Con + ys Description: 30 f1 Arch Series <651111 w A A R' t Effective wind areas Arm= b t = 42.90 ft or ,A � = 33.33 f t2 Fr Asir = 42.90 ft Controls ! GCS 0.99 - Refer to Figure :30.4--1 qh f Cr GC 23.82 lb - . wind pressure f. W 0.6 qh (GC + GC � b = 61.3 lb. WL r t. W t Rte= 13.31 kips < 2 Ycw _ 1.18 kips 0K w t M = WL _ 9,2 kip -in. e MA = 12.1 kip -in i WL 8 3.2.2 Check Columns At The End Waif Use: " dia x .083 pipe column ASTM 500, Gracie C Fy = 46.00 ksi - Minimum Yield Stress A = 1.02 in � Area I _ 1.96 in - Moment Of Inertia 5 = 0.98 In �Section Modulus r = 1.38 in _ Radius Of Gyration 10.4 Ft Spacing Of The Column t - 14.0 ft _ Max. Length Of Columns Bay 5.0 ft. - Tributary Load Width: 10'/2 Length = 33.0 ft Width = 30.0 ft k - 1.0 [ Base, Rotation Fixed And Translation Fixed Trap : Rotation Fixed And Translation Free Fa Allowable Average Compression Stress Under Concentric Loading Page !Number : 26 Designed By: Z.J.S.ENGINEERING SERVICES S IN . Job # 25853-15 14.189 Foothill Blvd, Ste. 101 Janos Bores P. C. _ Fontana, CA X 2335 _ Bate -1-2015 Reference: Andrew Holland <Conleys Description: 30 _ft Arch Series <6500> Check For Compression k 1 124. F -'9.71 ksi r a MIN. For head Load + Collater load + Snow Load: +L Bay PaL+sL (p L+ p ) _b 1.62 kips = 0.160K 2'; Fa Check For Lateral Loads Effective wind areas E Air b I = 140.00 ft car A r � 65.33 f t AEFr = 1.40.00 ft Control r CCP= 0.40 - Refer to Figure :30.4-1 qh ( GC + CC) = 11.52 lb - mass. grind pressure ft. wwL= 0.6 q (GCP + GC P, l b - 70.'95 b. ft. w t RWL= = 0.49 kips w M cat = 20.8 kip -in. WL 8 WL S - = 0.75 ink < S= 0.98 int OK . 0.6 y 3.2.3 Check Bracing in the Longitudinal Direction: Width = 30.0 ft - Width Of The Building Length = 33.0 ft - Length Of The Building Ray = 10.0 ft - Width Of The Braced Ray ( Critical cal } Fave = 10.0 ft - Fave Height Ridge = 27.5 ft - Ridge''Height Page Number : 2 Designed BY: Z.J.S. INEMING SERVICES INC. IINI ILII ,I' 25853-15 � Janos14189 Foothill Blvd, Ste. 101 .oro., P.E. Fohtana, ce. Andrew Holland <Conleys> Referen Description: 3# i! s WIND OR/- ------ >- rr r! SEISMIC T ,r� AV ,, Width R Hay nSI 2 Number of Braced Lines in the Longitudinal Direction nSR = 2 Number of Sets of Bracin s Per Line Cheek. For Wind Load Find Total Exposed Area At The End Of The Building At Each Side Fridge + Fave Fave A Width = 262.5 ft Total Wind .,d At Each Side pr`= [ GCPf + GC rr, ] = 0.69 - Longitudinal Direction WINDWARD LEEWARD PT= GCPQ, <0.6> q AT = 2.22 kip H - x = 1.11 kips Total. Force Per Side Wall At Eave TOTAL SIDES H TOTAL = 0.55 kis - Total Farce for One Braced Hay n RR Page Number : 28 1Sj#T=M*t MM M L "i H., E H ------ ) ROOF PLAN < ( Braced Bay RIDGE Bay A = 10.00 ft; B = 0.00 ft; C = 0.00 ft Critical in the first set to the eave. A a = invtan ( — ) = 45.000 Bay Tension Force In (1) Set Of 1/4" Dia Cable By FWC H T = — = 0.78 kips < 3325 lb - Refer To Appendix Cos a Check Wall Bracing Tension Force In (1) Set Of 1/4" Dia Cable By FWC E I = H / ave BaY2 = 0.78 kip < 3325 lb - See Appendix Bay Rave H = 0.55 kip R = H — = 0.55 kip Bay Page Number : 2 Designed y: 2.J. . IN I VI IAi Jo 258'53-15] 8 3-1 14189 Foothill Blvd, St's, 'I�7 Janos . oras P. F. Fontana, A 9233 r hate 4-1- 201 Reference:drew Holland <Conleys> Description: 30 ft Arch Series t6500> 4. CHECK FOUNDATION ps = 1500 Lb 2 [ Min. Soil Pressure per Soil Engineer Ft 7c = 150 Lb [ Specific Weight Of Concrete Ft f - 2 00Lbs [ Compressive Strength Of The Concrete] I PL = 10 b Min. Lateral Dearing Pressure I Ftp 1313 Lb Min. Lateral lith Resistance Pr, - Ft 4.1 @ Main 'Truss Support Fasts: Exterior Use : 2 Ft. 3 In. Dia. x 3 Ft. - 6 In. heap Concrete Footing D = 3.50 Ft Depth Of The Footing � r = 1.13 Ft Radius Of The Footing A = r n = 3.98 Ft. [ Area Of The Bottom Of The Footing 4.1.1. Vertical Down P VERT. =;x.46 kips See Reactions on Page 16 WN F* 100 Lb VERT. > VE � 13"74 b ps Ft A Ft 2 OK 4.1.2. 'Vertical Up RT. = 0.66 kips See Reactions on Page 20 UP IGTH A 2.09 kips FOOTING Page Number : 30 Designed By: Z.J.S.ENGINEERING SERVICES INC. Job # 25853-15 14159 Foothill Blvd, Ste. 101 Janos Boros P.E. Fontana, CA 92335 rate 4-1-2015 15 Reference: Andrew Holland <Conleys> Description: 30 ft Arch Series <6500> Safety = 3 Stress .increase Due F To Wind Or Seismic 1.33 P FrRICT. C r n ' D = . 5 kips Refer To Section 1810.3. .1.4 1810.3.3.1.5 P = 4.84 kips TOTAL RESISTING TOTAL Safety = RESISTING 7.366 OK RT. UP 4.1.3. Horizontal H RI . = 0.49 kips See Reactions on Pae 20 Stress Increase flue To Wind Or Seismic 1.33 p LATERAL= t r 1. kips BEARING 4ReferTca Table h'o. 18176. Stress Increase Due To Wind Or Seismic PSLIDING ( 1.33 p A _ 0.69 kips RESIST. Refer Ter Table o.18a6. P - TOTAL 2.53 kips RESISTING F TOTAL Safety RESISTING 5.16 OK PERT. Page Number : 31 Designed By: Z.J.S.ENGltd EERING SERVICES INC. Job # 258S3-15 14189 Foothill Blvd, Ste. 101 Janos Boris P. E. Fontana, CA 92335 Date 4-1-2015 Reference. Andrew Holland <Conleys> Description: 30 ft Arch Series <6500> LHE ==ji Check For Lateral Load Per Section 1807.3.2.1. Use : 2 ft - 3 in Dia. x 3 ft - 6 in Deep Round Footing b = 2.25 ft d = 3.50 ft lb pa = 125 t to Depth - Diameter Of The Footing - Depth Of The Pile Per Section 1806.3.4. S 3 = 1.33 ( 2 ) ( pa ) d = 1164 lb 2 Load Due To Windl ft Or Seismic S3 S = — = 388 psf 3 M MAX 33.55 kip -in - Maximum Moment At The Base, See Page 20 Of The Calculations h 12.00 ft - Distance In Feet From Ground Surface To Point Of Application Of "P" N P AX = 233 lb - Applied Lateral Force In Pounds h A 2.34 P T 0.62 S� I _b d = 3.50 ft > 1+2 4.336h h 3.119 ft OK 2 1 / + f' = 250 0 p - Specified Compressive Strength Of Concrete ft - Allowable Tensile Strength Of Concrete Without Reinforcement S - Section Modulus Of Footing 3 S = 32-"' = 1932.37 in ft= 1.6 f = 80.0 psi C >_LS h = 17.4 ps i 61 Fags dumber : 3 1 1 Figure 1. Page lumber : 33 APPENDIX Allowable Loads (1b) ;For _ Screws Per ICC -ES ESR -2196 STEEL 1/4 - 14 #112 #10 48 THICKNESS SCREW SCREW SCREW SCREW In. PULL PULL PULL PULL (GAUGE) SHEAR OUT SHEAR OUT SHEAR OUT SHEAR OUT ,135 (11) 1370 4313 1180 373 1040 327 897 282 .115 (12) 1060 333 921 289 8017 254 697 2201 .090 13 850 287 787 248 693 218 597 188 .075 14 647 239 600 2017 563 182 497 157 .060 1 463 191 431 165 4133 145 373 125 Fuge Number : 3 Iesigned By. Z.j.S.ENGINEERING SERVICES INC. Job *.•P66thill Divd, Ste. 101 Janos rFontana,9Z335 !.1-2015 Reference: Andrew Holland <Conleys> Description: 3! ft Arch Series <6500> APPENDIX Allowable Shear (kips) For Bolts per Table V-4.5 of the Cold -Formed Specifications By AISI STEEL THICKNESS 1/4" Dia. 3/8" ilia. 1/2" Dia. 5/8" Ilia. 314" ilia. A30A325 A307 A325 A30A325 A307 A325 A307 A325 (GAUGE) 07.49 1.03 1.10 2.32 1» 4.12 3.07 6.44 9.28 .1046 (12) 1.97 1.97 2495 2.95 3.94 3.94 4.92 4.92 5,91 5.91 .0747 (14) 1.41 1.41 2,11 2.11 2.51 2.81 3.52 3.524.22 4.22 .0593 (16) 1..12 1.12 1.69 1.69 2.25 2.25 2.81 2.81 3.33 3.33 .0478 18) 0.90 0.90 1.35 1.35 1.80 1.80 2.25 2.25 2.70 2.70 Ci359 (2 0) f7 63 f7. fi�3 1.01 1.011 1.35 1.35 1.69 1.6 2.02 2. 02 Steel Members shall conform to Section 2230,A3, of the code. 0 ga, 18 ga ASTM A 653 Grade 3.3 S.Q. with a minimum of 33,000 psi yield strength. 16 ga, 14 ga, 12 ga - ASTM A 653 Grade 50 S.Q. with a minimum of 50,000 psi ,yield strength. Page Number : 33 Appendix_ Section Properitles For 3 IN HAT X'18 GA (2007 AISI, ,50.0 KSI STEEL; IX FOR DEF'L., SX FOR _S ESS) DEPTH = 3.0000 IN THICKNESS = 0.0480 IN BOTTOM FLANGE = 0.8800 IN TOP FLANGE = 1.7500 IN WEB ANGLE = 90.0000 IN INSIDE RADIUS = 0.1000 IN BOTTOM LIP = 0.50)0}0 IN BOTTOM LIP ANGLE = 90.0000 DEG' X -X AXISEFFECTIVE PROPERTIES - LOAD DETERMINATION TOP IN COMPRESSION BOTTOM LIP 0.3520.... 0.3240.,..0.1140. ... 0.0369 0.0036 BOTTOM LIP CORNER 0.1947 0.0690 0.0134 0.0009 0.0003 BOTTOM FLANGE" O) 5840 0.0240 0.0140 0.0003 0.0000 BOTTOM WEB CORNER 0.1947 _ 0.0690_ 0.0134 0.0009 0.0003 FULL WEB OR WEB B1 2.7040 1.5000 4.0560 6.0840 1.6476. TOP WEB CORNER 0.1947 2.9310 0.5708 1.6729 0.0003 TOP FLANGE 1.4376 2,9760 4.2783_ 12..7322 0.0000 TOP WEB CORNER 0.1947 2.9310 0.5708 1.6729 0.0003 FULL WEB OR WEB B1 2.7040 1.5000 4,0560 6.0840 1.6476 BOTTOM WEB CORNER 0,1947 0.0690 0.0134 0.0009 0.0003 BOTTOM FLANGE : 0.5840 0.0240 0.0140 0.0003 0.0000 BOTTOM LIP CORNER 0.1947 0.0690 0.0134 0.0009 0.0003 BOTTOM LIP 0.3520 0.3240 O1140 0.0369 0.0036 sum 9.8861 13.8147 28.3244 3.3041 YBAR 1.4001 IN C �Y Page Number : 36 X- X AXIS EFFECTIVE PROPERTIES - DEFLECTION DETERMINATION TOP IN COMPRESSION L. y LY LY2 IO BOTTOM LIF' 0.3520 0.3240 0.1140 0.0369 0.0036 BOTTOM LIF' CORNER. 0.1947 0.0690 0.0134 0.00109 0.0003 BOTTOM FLANGE 0.5840 0.0240 0.0140 0.00013 0.0000 BOTTOM WEB CORNER 0.1947 0.0690 0.0134 0.0009 0.0003 FULL WEB OR WEB B1. 2.7040 1.5000 4<0560 6.0840 1.6476 TOP WEB CORNER 0.1947 2,9310 0.5708 1.6729 0.0003 TOP FLANGE 1.4540 2.9760 4.3271 12.8775 0.0000 TOP WEB CORNER 0.1947 2.9310 0.5708 1.6729 0.0003 FULL WEB OR WEB B1 2.7040 1.5000 .... 4.0560.. 6.0840-.1.6476 BOTTOM WEB CORNER 0.1947 0.0690 0.0134 0.0009 0.0003 BOTTOM FLANGE 0.5340 0.0240 0.0140 0.0003 0.0000 BOTTOM LIF' CORNER 0.1947 0.0690 0.0134 0.0009 0.0003 BOTTOM LIP 0.3520 0.3240 0.1140 0.0369 0.0036 sum 9.9025" 13.8905 28.4696 3.3041 YBAR = 1.4027 IM X -X AXIS EFFECTIVE PROPERTIES -- LOAD DETERMINATION BOTTOM IN COMPRESSION L Y LY Litt 10 BOTTOM LIF' 0.3520 0.3240 0.1140 0.0319 0.0036 BOTTOM LIP CORNER 0.1947 0.0690 0.0134 0.0009 0.0003 BOTTOM FLANGE 0.5840 0.0240 0.0140 0.00103 010000 BOTTOM WEB CORNER 0.1947 0.0690 0.0134 0.0009 0.0003 LL WEB OR WEB F31 2.7040 1.50010 i 4.0560 6.0340' 1.6476 TOP WEB CORNER 0.1947 2.9310 0.5708 1.6729 0.0003 TOP FLANGE 1.4540 2.9760 4.3271 12.8775 0.0000 ' TOP WEB CORNER 0.1947 2.9310 0.5729 1.6729 0.0003 FULL WEB OR WEB B1 2.7040 1.5000 4.0560 6.0840 1.6476 BOTTOM WEB CORNER 0.1947 0.0690 0.0134 0.0009 0.0003 BOTTOM FLANGE 0.5840 0.0240 0.0140 0.0003 0.0000 BOTTOM LIF' CORNER 0.1947 0.0690 0.0134 0.0009 0.0003 BOTTOM LIF' 0.3520 0.3240 0.1140 0.0369 0.0036 sum 9.902.5 1.3.8905 28.:4696 3.3041 YBAR 1.4027 Page Number : 37 Designed By: Z.J.S.ENGINEERING SERVICES INC. Job # 25853-15 14:189 Foothill Blvd, Ste. 101 Janos Boros P.E. Fontana CA 92335 Date 4-1-2015 Reference: dress Holland <Conley s> Description: 301 ft Arch aeries <6500 X -X AXIS EFFECTIVE PROPERTIES - DEFLECT I ON DETERMINATION BOTTOM IN COMPRESSION L y LY LY2 10 BOTTOM LIP 0.3520 0.3240 0.1140 0.01369 0.0036 BOTTOM LIP CORNER 0.1947 0.0690 0.0134 0.0009 0.0003 BOTTOM FLANGE ` 0.5840 0.0240 0.0140 0.00.103 0.0000 BOTTOM WEB CORNER 0.1947 0.01690 0.0134 0.0009 0.00103 FULL WEB OR WEB B1: 2.7040 ` 1.5000 4.0560 6.0840 1.6476 TOP WEB CORNER 0.1947 2.9310 0..5708 1.6729 0.00303 TOP FLANGE 1.45401 2.9760 4.3271 12.8775 0.0000 TOP WEB CORNER 0.1947 2.9310 0,5708 1.6729 0.00103 FULL WEB OR WEB Bl 2,7040 1.5000 4.0560 6.0840 1.6476 BOTTOM WEB CORNER 0.1947 0.0690 0.0134 0,00109 0.0003 BOTTOM FLANGE 03.5840 01.02.40 0.0140 0.0003 0.00300 BOTTOM LIP CORNER 0.1947 0.06901 0.0134 0..0009 0.0003 BOTTOM LIF` 0.3520 0.32401 01.1.140 0.0369 0.0036 sum 9.9025 13.8905 28.4696 3.3041 YBAR= 1.4027 IN Y --Y AXIS PROPERTIES (GROSS SECTION) L X LX LX2 I0 BOTTOM LIP 0.35201 -1.6831 --0.5924 01.9972 0.0000 BOTTOM LIP CORNER 0.1947 -1.6379 -0.3190 0.5225 0.0003 BOTTOM FLANGE 0.5840 2.2670 -0.7399 0.9375 0.0266 BOTTOM WEB CORNER 0.1947 0.8961 -0.1745 0,1564 0.0003 FULL WEB OR WEB B1 2.7040 -0.8510 -2.3012 1.9582 0.0000 TOP WEB CORNER 0.1947 -0.8059 0.1569 0.1265 0.0003 TOP FLANGE 1.4540 0.0000 0.0000 0.0000 0.2562 TOP WEB CORNER 0.1947 0.8059 0.1569 0.2265 0.0003 FULL B OR WEB B1 2.7040 0.8510 2.3021 1..9582 0.0000 BOTTOM WEB CORNER 0,1947 0.8961 0.1745 0.1564 0.0003 BOTTOM FLANGE 0.5840 1.2670 0.7399 0.9375 0.0166 BOTTOM LIP CORNER 0.2947 1.6379 0.3190 0.5225 0.0003 BOTTOM LIP 0.3520 1.6831 0.5924 0.9972 0.0000 sum 9.9025 -0.0000 9.3963 0.2912 Page Number : 38 Section Properities For 3 IN HAT X 18 GA (2007 AI I, 513.13 ISI STEEL; IX FOR DEFL. , SX FOR ST ES) � • DEPTH = 3.0000 IN THICKNESS = 0.134813 IN • BOTTOM FLANGE = 13.881303 IN TOP FLANGE = 1.751313 IN * WEB ANGLE = 903.000 BFC INSIDE RADIUS = 03.1010313 IN • BOTTOM LIP = 0.5000 IN BOTTOM HIP ANGLE = WOOD DEG IXTC = 03.5899 IN4 SXTC = 0.3675 IN3 MATC = 12.101 KIP -IN' lXBC = 03.5899 IN4 SXBC : 0.42035 IN3 MABC = 1.3.85 KIP -IN: IY = 13.46503 IN4 SY = 0.2724 BY = 13.9891 IN AREA = 03.4753 IN2 WT = 1 � 6161 PLF AEFF = 0.4745 IN2 � VA = 2.5771 KIP RX = 1.11401 IN i = 03.00034 IN4 BEARING LENGTH (IN) 1 2 3 ALLOW. END BEARING (KIPS) 0.6580 13.7715 03.88501 {1.9984 LOW, INT. BEARING (KIPS) -- 1.8850 2,1249 2.3+48 2.60347 Page Number : 39 Designed By. Z.J.S.ENGINEERING SERVICES INC. Job # 25853-15 14189 Foothill Blvd, Ste. 101 Janos Barns P.B. Fontana:, CA 92335 Bate 4-1-2015 Reference: Andrew Holland <Conl.ey Description: 301 ft Arch Series <65001> Appendix Section Properities For 3 IN HAT X 16 GA (2007 AISI, 50.0 KSI STEEL; IX F03R DEFL., SX FOR STRESS) DEPTH = 3.0000 IN THICKNESS = 0.0600 IN BOTTOM FLANGE = 0.8800 1N TOP FLANGE = 1.75003 IN WEB ANGLE = 90.0000 IN INSIDE RADIUS = 0.10003 IN BOTTOM LIP = 0.5000 1N BOTTOM LIP ANGLE = 90.0000 DEG' X -X XIS EFFECTIVE PROPERTIES - LOAD DETERMINATION TOP IN COMPRESSION L Y LY LY2 101 BOTTOM LIP 0.3400....0.3300.`...0.1122.....0.0370 0.0033 BOTTOM LIP CORNER 0.20142 0.0772 0.0158 0.0012 0.0003 BOTTOM FLANGE 0.5600 0.0300 0.0168 0.0005 0.0000 BOTTOM WEB CORNER O.2042 0.0772 0.0158 0.0012 0.0003 LL WEB 0R WEB 81 2.6800 1.5000 4.0200 6.0300 1.6041 TOP WEB CORNER 0.2042 2.9228 0.5967 1.7441 0,0003 TCP FLANGE 1.4300 2.9700 4.2471 12.6139 0.0000 TOP WEB CORNER0.2014.2 2.9228 0.5967 1.7441 0.0003 FULL WEB OR WEB B1 2.6800 1.5000 4.0200 6.0300 1.6041 BOTTOM WEB CORNER 0.204.2 0.0772 0.0158 0.0012 0.0003 BOTTOM FLANGE 0.5600 0.0300 0.01168 0.0005 0.0000 BOTTOM LII' CORNER 0.2042 0.0772 0.0158 0.0012 0.0003 TT03M LII' 0.3400 0.3300 0.1122 0.0370 0.0033 sum 9.8150 13.8016 28.24201 3.2166 Page Number : 4 ! 5853-15 14189 Foothill�Blvd,�Ste. 101 Janos Boros P.E. Fontana,Date 4-1"2015 Andrew ♦ a <Conleys> Description: 3i ft Arch Series <6500> X -X AXIS EFFECTIVE PROPERTIES - DEFLECTION DETERMINATION TOP IN COMPRESSION L y LY LY2 IO BOTTOM LIP 0.3400 0.3300 0.1122 0.0370 0.0033 BOTTOM LIP CORNER 0.2042 0.0772 0.0158 0.0012 0.0003 BOTTOM FLANGE 0.5600 0.0300 0.0168 0.0005 0.0000 BOTTOM WEB CORNER 0.2042 0.0772 0.0158 0.0012 0.0003 FULL WEB:OR WEB B1 2.6800 1.5000 4.0200 6.0300 1.6041 TOP WEB CORNER 0.2042 2.9228 0.5967 1.7441 0.0003 TOP FLANGE 1.4300 2.9700 4.2471 12.6139 0.0000 TOP WEB CORNER 0.2042 2.9228 0.5967 1.7441 0.0003 FULL WEB OR WEB BI 2.6800 1.5000 .... 4.0200.. 6.0300....1.6041 BOTTOM WEB CORNER 0.2042 0.0772 0.0158 0.0012 0.0003 BOTTOM FLANGE 0.5600 0.0300 0.0168 0.0005 0.0000 BOTTOM LIF CORNER 0.2042, 0.0772 0.0158 0.0012 0.0003 BOTTOM LIF 0.3400 0.3300 0.1122 0.0370 - 0.0033 sum 9.8150 13.8016_ 28.2420 3.2166 YBAR 1.4062 IN Page Number 1 Designed By. Z. J. S. ENGINEERING SERVICES INC. Job # 25853-15 14189'Fo6thill Blvd, Ste. 101 Janos Roros P.E. Fontana, d� 92335 ►.4-1-2015 Reference.Description: 30 ft Arch Series k Appendix X --X AXIS EF'F'ECTIVE PROPERTIES - LOAD DETERMINATION ATION BOTTOM` N COMPRESSION L Y LY LY2` 103 BOTTOM 0.0158 •LIP t 0 , BOTTOM 0.0158 BOTTOM WEB CORNEtt 0-ol FULL :•• WEB B1 2.4 CORNERTOP WEB 4,2471 1 •- FLANGE �I yuY TOPCORNER 4,0200 0.0772 i #s BOTTOM WEB CORNER BOTTOM LIP CORNER BOTTOM 1 BOTTOM R4 0.0012 BOTTOM TTOM FLANGE 0.0772 0.0158 k 0.0300 0.0168 0.0772 0.0158 k 1.5000 4.0200 2.9228 w 0.5967 w k ,i ' 6+ 4,2471 1 nY� � �I yuY k i#! 4,0200 0.0772 i #s 0. 0. 11 I 0.0033 0.00}03 0.0000 0.00033 1.6041 0.0003 0.001030 0.00303 1.6041 0.0003 0.0000 0.0003 0.0033 sum 9.8150 13.8016 28.2420 3.2166 YBAR 1.4062 X -X AXIS EFFECTIVE PROPERTIES - DEFLECTION DETERMINATION BOTTOM IN COMPRESSION Y LY LY2 10 B03TTOM LIR 0.3400 0.3300 0.1122 0.0370 0.0033 BOTTOM LIP CORNER 0.2042 0.0772 0.0158 0.0012 0.0003 TTOM FLANGE 0.56O0 0.0300 0.0168 0.O005 0.0000 TT03M WEB CORNER"0.2042 0.0772 0.0158 0.0012 0.0003 FULL WEB OR WEB B1 2.6800 1.5000 4.03200 6.0300 1.6041: TOP WEB CORNER 0.2042 2.9228 0.5967 1.7441 0.0003' TOP FLANGE 1.4300 2.9700 4.2471 12.6139 0.0000 TOP WEB CORNER 0.2042 2.9228 0.5967 1..7441 0.0003 FULL WEB OR WEB B1 2.6800 1.5000 4.0200 6.0300 1.6041 BOTTOM WEB CORNER 0.2042 0.0772 0.0158 0.0012 0.0003 B03TTOM FLANGE 0.56003 0.0300 0.0168 0.0005 0.0000 B03TTOM LIP CORNER 0.2042 0.0772 0.0158 03.0012 0.0003 BOTT03M LIP O,3400 0).3300 0.1122 0.0370 0.0033 sum 9.8150 13.8016 28.2420 3.2166 YBAR 1.40362 IN Page Number . 42 Y -Y AXIS PROPERTIES (GROSS SECTION) L X LX LX2 IO BOTTOM LIP 0.3400...-2,6651- -0.5661 0.9426 0.0000 BOTTOM LIP CORNER 0.2042 1.6178 -0.3303 O.5343 0.0003 BOTTOM FLANGE 0.5600 °-1.2550 -0.7028 0.8820 0.0146 BOTTOM WEB CORNER 0.2042 -0.8922 -0.1822 0.1625 0.0003 FULL WEB OR WEB III 2.6800 -0.8450 2.2646 1.9236 0.0000 TOP WEB CORNER 0.2042 -0,7978 -0.1629_ 0.1299 0.0003 TOP FLANGE 1.4300 0.0000 0.0000 0.0000 0.24:37 TCP WEB CORNER 0.2142` 0.7978 0.1623 0.2299 0.0003 LL WEB OR WEB Bl 2.6800 O.8450 2.2646 1.9136 0.0000 BOTTOM WEB CORNER 0.2042 0.8922 0.1822 01.2625 0.0003 BOTTOM FLANGE 0.5600 1.2550 0.7028 0.8820 0.0146 BOTTOM LIP CORNER 0.2042 1.6178 0.330 0.5343 0.0003 BOTTOM LIP 0.3400 1.6651 0.5662 0.9426 0.0000 sum 9.8150 - -0.0000 9.1300 0.2749 XBAR :: -0.0000 IN Section Properitles For 3 IN HAT X 16 GA � (2007 AISI, 50.0 KSI EL, IX FOR DEFL., SX FOR S S) • DEPTH = 3.0000 IN THICKNESS = 0.0600 IN • BOTTOM FLANGE = 0.8800 IN TOP FLANGE = 1.7500 IN • WEB ANGLE = 90.000 DEG INSIDE RADIUS = O»1000 IN w BOTTOM LIP = 0.5000 IN BOTTOM LIP ANGLE = 90.000 DEG • IXTC _ 0.7231 IN4 SXTC = 0,4537 IN3 MATC = 13.58 XIP --IN * I ' C = 0.7231 IN4 SXBC = 0.5142 IN3 MABC = 15.40 XIS' -IN IY = 0.5643 IN4 SY = Ox3329 BY = 0.9789 IN AREA = 0.5889 IN2 WT = 2.0023 PLF AEFF = 0.5889 IN2 VA = 3.2160 IIP RX = 1.1081 IN i = 0.0007 IN4 � BEARING LENGTH (IN) 1 2 3 4 • ALLOW. END BEARING (KIPS) 0.0487 1.1985 1.3483 2.4981 • ALLOW, INT. BEARING (KIPS) 2.8322 3.1282 3.4240 3.7299 3 SII j Page Number : 43 Designed By: Z.J.S.ENGINEERING SERVICES INC. Job # 25853-15 14189 Foothill Blvd, Std`. 111 Janos Bros P.E. Fontana, CA 92335 Date 4-1-2015 Reference: drew Holland <Con e s Description: 30 ft Arch Series 6500> Appendix Section Properitles For Top Chord (2007 AISI, 55.0 KSI STEEL; IX FOR DEFL., SX FORS FSS) DEPTH = 4.0000 IN THICKNESS - 0.0600 IN BOTTOM FLANGE = 0.8750 IN TOP FLANGE = 2.1550 IN WEB ANGLE = 90.0000 IN INSIDE RADIUS = 0.1000 IN BOTTOM LIP = 0.5000 IN BOTTOM LIP ANGLE = 90.0000 :SEG X -X AXIS EFFECTIVE PROPERTIES - LOAD DETERMINATION TOP IN COMPRESSION L Y Lit LY2 10 BOTTOM LIP 0.3400 0.3300 0.1122 0.0370 0.0033 BOTTOM LIP CORNER 0.2042 0.0772 0,0158 0.0012 0.0003 BOTTOM FLANGE; 0.5550 0.0300 0.0167 0,0005 0.0000 BOTTOM WEB CORNER 0.2042 0.072 0.0158 0.0012' 0.0003 FULL WEB 0R WEB B1 3.6800 2.0000 7.3600 14.7200 4.1530 TOP WEB CORNER 0.2042 3.9228 0.8009 3,1417 0.0003 TOP FLANGE 1.8196 3.9700 7.2239 28.6783 0.0000 TOP "WEB CORNER 0.2042 3.9228 0.8009 3.1417 0.0003 FULL WEB 0R WEB B1 3.6800 2.0000 7.3600 14.7200 4.1530 BOTTOM WEB CORNER 0.2042 0.0772 0.0158 0.0012 0.0003 BOTTOM FLANGE 0.5550 0.0300 0.0167 0.0005 0.0000 BOTTOM LIP CORNER 0.2042 0.0772 0.0158 0,0012 0,0003 BOTTOM LIP 0.3400 0.3300 0.1122 0.0370 0.0033 sum 12.1946 23.8664 64.4822 8.3145 Page Number : 44 Appendix X -X AXIS EFFECTIVE PROPERTIES - DEFLECTION DETERMINATION TOP IN COMPRESSION sum 12.2425 24.09565 65.2368 8.3145 YBAR 1.96508 IN L Y LY LY2; IG BOTTOM LIP 0.3400 0.3300 0.1122 0,0370 0.0033 BOTTOM LIP CORNER 0.2042 CR.07 '2 0.0158 0.0012 0.0003 BOTTOM FLANGE 0.5550 0.0300 0.0167 0.0005 0.0000 BOTTOM WEB CORNER 0.2042 0.0772 0.0158 0.0012 0.0003 FULL WEB OR WEB B1 3.6800 2.0000 7.3600 14.7200 4.1530 TOP WEB CORNER 0.20842 3.9228 0.8009 3.1417 0.0003 TORP FLANGE 1.8675 3.9700 7.4149 29.4335 0.08080908 TORP WEB CORNER O,2042 3.9228 0.808089 3.1417 0.008083 FULL WEB OR WEB B1 3.6800 2.0000 ..... 7.3600.. 14.720808..,. 4.15308 BOTTOM WEB CORNER 0.2042 0.0772 0.0158 0.0012 3 0.0003 BOTTOM FLANGE 0.5550 G.0830808 0.0167 0.0005 0.09080801 BOTTOM LIP CORNER 08.2042 0.0772 0R.0158 08.080812 0.0808083 BOTTOM LIP 09.34008 08.330808 0.112.2 0.0370 0.0033 sum 12.2425 24.09565 65.2368 8.3145 YBAR 1.96508 IN Page Number : 4:5 Appendix i -TY AXIS PROP TIES , (GROSS SECTION) L X LX LX2 107 BOTTOM LIP 0).34001 -1.8788 -0.6388 1.2002 0.0000 BOTTOM LIP CORNER 01.20142 1.8315 -01.3739 01.6849 07.0101013 BOTTOM FLANGE 0.5550 -1.4713 07.8165 1.20113 0.01142 BOTTOM WEB CORNER 01.20742 -1.1110; _ _ -13.2268 O,2520 0.070103 FULL WEB OR WEB B1 3.680107 -1.07638 -3.9146 4.1642 01.01010101 TOP`WEB CORNER 01.20742 -1.0165 -0.2075 01.2110 0.070703 TOP FLANGE 1.8175 01.01010113 ' 0.0000 01.07011101 17.5428 TOP ;WEB CORNER 01.20142 1.01165 01.20775 01.21107 07.01003 FULL WEB OR WEB B1 3.680101 1.13638 3.9146 4.1642 07.0711010 BOTTOM CORNER 0.20742 1.11101 01.2268 01.25201 01.0701013 BOTTOM FLANGE 07.55507 1.4713 07.8165 1.20113 07.07142 BOTTOM LIP CORNER 07.21342 1.831.5 O,3739 01.6849 17.0701073 BOTTOMLIF' 07.340107 1.8788 07.6388 1.20702 01.0107007 sum 12.2425 -0.0000 0 15.4269 O,5732 -0.0000 IN Section Prop riti s For Torp Chord 201077 AISI , 55.01 KSI STEEL; IX FOR DEFL, , SX FOR S) • DEPTH = 4.0010707 THICKNESS = 01.0160701 IN • BOTTOM FLANGE = 01.87507 IN TOP FLANGE = 2.18801 IN ANGLE = 907.010107 DEG INSIDE RADIUS = 01.1070107 I • BOTTOM LIP = 01.5010707 IN BOTTOM LIP ANGLE = 90.000 DEG • IXTC = 1.5768 IN4 STC = 01.7662 IN3 MATC =: 25.23 KIP -IN • IXBC = 1.5768 IN4 SXBC = 07.80125 IN3 MABC = 26.43 KIP-IN� IY = 01.961707 IN4 SY = 0.5029 RY = 1.1432 IN AREA = 01.7345 WT = 2.4:975 PLF AEFF = 01.7317 IN2 "VA = 4.01267 KIP RX = 1.4651 IN J = 07.0701079 IN ' BEARING LENGTH (IN) � 1 2 3 4 OW. END BEARING (KIPS) 1.05015 1.21018 1.3622 1.5135 OW. INT. BEARING (KIPS)" <2.9251 3.2307 3.5363 3.8419 Page dumber a Appendix rat PITTSBURGH TESTING LABORATORY .* '* — sevassres ase: *71 1AW tAlit AVt%UV RORTH. JACKSONVILLE. f ORWA .• a r.rvaasa s+. w.. To verve. nest a w..a,e ars *V00 .was. seg,,, ie vw s° •sr aws..+vseaw w vrw coroaseeeawea vv or w.sysr *r err ase sc+ 4w ova w1as� M eaM sa.asav ..vars.ets« wCarwaea.a+.raos Bwawswvw sw ow ewer fyPw w : *T* $0 a iM.lSaa.f: erW Maio. rr.M.e as%eaa.*.we,. AREA C009 (0041723-4300 I6141 FLO-LOC ENS STRAND BY880L:1' MIN. ASSEMBLY aulTs+ � �Fas� Cat. No. *toper A -A471- Sine Breaking Strength f: + �+ C» Size tlrld A * FVC 2.50 BA 1/0 1/2°' 6,650 ! rGd FWC 312 BN S/16'° 5/8"' 11,200 I FWC 375 BA 3/8°' 5/8" 15.400 FWC 437 BA 7/16" 3/4" 20.800 10 q *00 C Soo *BA 1/2.1 7/8.e 26.400 I AS'U 'rests were conducted using the Flo -Loc Strand Crips. TUC EHS strand and FWC eyebolts as set: forth in the above table vLth all tested assemblies providing at least 1OOZ Of the strand rated breaking load '.... per ASTM -A475. q�i! I N W 400 �Ikvrte�, 41 Certified PITTSBURGH TESTING LABORATOR e 0 26773 r .. Charle3 L. Moore, P. E. st4tt a$ ED *FvC guarantees that all cross brace assemblies fabricated in accordance `vith the above table will sleet or exceed than; specified I minimum assembly bt akiog -strength. TYPICAL SECTION �A) SCALE: 3/8" = 1. TYPICAL. ENDWALL SCALE; 3/8" = t' If 4P CD „ CD 1/4"0 CABLE FROM CONN. j ¢ t f 1 TO UPPER CFTC?RDC EA. � P..... I5� c> BAY. EA, ENO OF SLDG'. it NCRETE NOTES:1 /.4.0 CABLE .,X„ BRACING In t •I..� FROM TOP OF COL. TO BOT. "EYP. � OF ADJACENT COL. EA. I. ALL CONCRETE SHALL WITHSTAND 2500 LBS, PE3z Lr �i v COL. LINE 0 EA. END. TYP. ULTIMATE COMPRESSIVE STRESS AT 28 DAYS. � •;� SEE " 2. CONTRACTOR SHALL INFORM COA#LEY`S MANUFACTURING & SAI£S OF ANY DISCREPANCIES, OMIS1049," iR ERRORS ON TFi 'i? S >, c,> c) 0 0 LIS Li BEFORE BEGINNING CONSTRUCTION, OTHERWISE, IT SHALL BE DONE AS INTENDED BY THE ENGINEER. 0 3, THE ENGINEER ANb/OR( CQNLEY"S M U AOTURING & ES _ PURLINS SEE ASSUMES NO RESPONSIBILITY FOR, CONSTRUCTION SUPERVISION OR DEVIATION FROM THESE FLANS WITHOUT PRIOR WRITTEN APPROVAL.. " k ALL CONSTRUCTION SHALL; COMPLY WITH THE LB.C. LATEST EDITION AS AMENDED BY THE LOCAL AGENCY HAVING JURISDICTION, —1/4 �b CABLE FROM CONN. M TO CENTER SPLICE 0 EA. I SEE 0 EA. END OF BLDG. it rL O D12 / __30'—O" »_3O'-O" BAY 1 "' TYPICAL PLAN VIEW SCALE: NTS s THIS METAL BUILDING IS DESIGNED WITH CONLEY'S MANUFACTURING & SALES DESIGN PRACTICES WHICH ARE BASED ON PERTINENT PROCEDURES AND RECOMMENDATIONS OF THE FOLLOWING ORGANIZATIONS AND CODES, AND ARE ACCEPTED PRACTICES IN THE LOW RISE METAL AND AGRICULTURAL. BUILDING INDUSTRY. F N d "STEEL CONSTRUCTION MANUAL" 13TH EDITION, 2005 A.I.S.C. (M.B.M.A,) "SERVICEABILITY" STANDARDS WILL BE USED FOR THIS DESIGN, AMERLQ�JN N I 2007 EDITION: NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD—FORMED STEEL STRUCTURAL MEMBERS. 'INTERNATIONAL BUILDING CODE" 2012 EDITION "STRUCTURAL WELDING CODE' A.W.S D1,1-10 5- DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS ON DRAWINGS SHALL TAKE PRECEDENCE OVER SCALED 01MENSiONS,,, 6. ANY ENGINEERING DESIGN PROVIDED BY OTHL�S� BE A MINIMUM OF NINE (9) INCHES CLEAR OF THE OLITS95 S. FOOTINGS SHALL BE CENTERED ON THE CENTERUNE OF THE COLUMN ABOVE UNLESS OTHERWISE NOTED, 9, ALL FOOTINGS SHALL BEAR �AGAINST FIRM NATURAL UNDISTURBED SOIL OR CERTIFIEDCOMPACTED 10. THE MINIMUM REQUIREMENTS AND LOCAL FROST LINE REQUIREMENTS MAY SUPERSEDE THE DESIGN CALL. OUTS. CONTACT THE LOCAL BUILDING DEPARTMENT FOR MINIMUM DEPTH REQUIREMENTS. * BUILDINGS WITH SNOW LOADS ARE DESIGNED AS HEATED BUILDINGS L- T EP_ NOTES, 1. ALL CONSTRUCTION TO COMPLY WITH THE LATEST EDITION OF THE I,B.O. AND A.LS.C. OTHERWISE2ALL MACHINE BOL:rS TO COMPLY WITH kS,T,M. A-307*. HOLES SHALL BE SOLT DIAMETER PLUS 1/16- (* UNLESS 1 ALL HOT ROLLED OR COLD ROLLED SHEETS AND STRIPS USED IN THE FABRICATION OF COLD FORMED STRUCTURAL MEMBERS SHALL HAVE A MINIMUM YIELD STRENGTH OF 4, LIGHT GAGE — COLD FORMED STRUCTURAL STEEL MEMBERS SHALL CONFORM TO AS,T.m. SPEC. A-500 GRADE "D' (Fy-50 K,S,L) UNLESS OTHERWISE NOTED, S. ALL. STRUCTURAL, STEEL MEMBERS SHALL BE GALVANIZED, 6. ROUND TUBES SHALL CONFORM TO A.S.T.M, SPEC. A-500 GRADE °C" (Fy=46K.SA.). 7, CABLES SHALL 0E OF AIRCRAFT TYPE CABLE WITH THE FOLLOWING BREAKING STRENGTHS: 1/8'0 = 9.700 L.BS., 3/16"0 =4.200 LBS., 1/4"0 = 7,000 LOS, ""2015 1-11 to ? C Lt } LD V) LMI Cr LA I trT 0 Q Q I 0 In z TOP CHORD oul, —ws ,�AURLIN /._gjgL, 2 10 7/16- 16 GA 15" GUTTER SCALE: WS GIRT SEE (2) V16*0 X 1 3/4" A- 307 5/16`0 X 2 1/4" A-307_ T #14 X I* TES{ SCREW SPLICE CHEVRON 3/8"O X 2 3/4- EYE BOLT TAB 6 1/2- X 7 7/8- 'fop CHORD X 14 CA, BENT R:-,, TYPICAL COLUMN 0 0 CHORD L Ty' 5/16'0 X 1 3/4" A 307Z 5/16-0 X 2 1/4- A-307 TAB 6 1/2" X 7 7/8- #14 X 1" TER SCREW X 14 GA, BENT R 1/41"0 CABLE GIRT SEE Q) 14 CA, CLAMP NOM WEB(S) NOT SHOWN FOR CLARITY SIDEWALL GIRT CONN. D CABLE CONN. 0 SPLICE CHEVRON SCALE- NrS SCALF- " #14 X I- TE smamm ENDWALL GIRT CONN. sc.kc- NIS ff TO OUARTER POINT CONN. -1/4'0 CABLE TO SPLICE CHEVRON CONN, 1/4-0 CABLE CABLE CLAMPS 7-TURNBIICKLE GUTTER 11/2-0 X 2 3/4- A-325 EYE BOLT 'D CONNECTOR R COL, CABLE CONN. @ TERMINATION ENDS $CALENTS mm I TAB CLAMP ASMIB, -iT TO TOP CHORD UPRIGHT @ TOP CHORD GO SCAM, NIS FROM QUARTER POINT CONN, FROM SPLICE 1/4-0 CHEVRON CONN. CABLE 1/4-0 C LE Laimm GUTTER COL -Z CABLE CONN. 0 TERMINATION ENDS SCALE: WS (4) 1/2.0 X 2 3/4- A-307 LOWER CHORD r 2 5/8', X 9" X 10 GA. 1 5/8.0 x ,065w 1 2FORMED LOWER CHORD SPLICE 1 �14 1,2 LOWER CHORD SPLICE SmF-1 WE WEBS LOWER CHORD 1/2-0 X 3 1/4' WEBS TO LOWER CHORD CONN. SCkE, NTS CLAMP 12 #14 X I' IEK Si 3/8"t3 X 2 1/4- A-,307 PURUN SEE C2) 12 IA. CHEVRON SPUCE- II 1/2.0 X 2 3/4- A--'07 j< I X 2 3/4 TOP CHORD SEE Cj) 3/8 A z 3. -WEBS- 1 3/4- X 7 1/2" X 111 1 R -Z PLATE WELDED ON OOT 0 SPL CE CHEVRON SmD WE Z Z 5 TOP CHORD SEE -G 5 3/8-0 X 2 1/4" A-307 . -6 j PURLIN SEE ro- —cE 0 IS$ I,- 'SE42 3/8-0 X 3 1/4- A-307 SPACERS STORM TAB PURLIN MOUNT TOP CHORD SEE (D POPLIN SEE S 2 IE r --0 0 4 A� 30*7_ 3/8"0 X 2 1/4" A--307 3/8"0 X 3 1/4" A-307. TAB PURLIN MOUNT Q PURLIN TO TOP CHORD CONN. SCALEz WS TOP CHORD SEE (1) T -- 5/16-0 X 3/4" A-307 W/WASHER CUTTER SEE ll� 0, (2) 13/16- X 5 3/8" X 0 41" X 12 GA. PLATE 0 E.A. SIDE OF PIPE STUB w -1 5/8`0 LOWER CHORD 1/2-0 X 2 3/4- A-307 1/4"0 STD, PIPE (SCHD-40) ) 3/8"0 X 2 3/4' A-307 RMED 10 GA. CONNECTOR E.A. SIDE ) 1/2"0 X I- A-307 4 X 1" TEK SCREW ammmmm TOP CHORD COLUMN CONN, SCALE, WS COLUMN 'Y' BRACING X� A r, !R 0 1 2015 0 z 0 LJ 3: 0 EJ z Mailing Address: if different than property address) Address: Complete all '' far ation on BOTH sides of this form (Check all that 2l amount o materials to be usec etc.) n q. t.l# r n tu' Gallons _,.. s Amp Squares Other +,aw a�.awm,,.zcaw. N O Ilm =-* S , City of Wheat Ridge Residential Roofing PERMIT - 061080 PERMIT NO: 061080 ISSUED: 11/09/2006 JOB ADDRESS: 3415 WADSWORTH BLVD EXPIRES: DESCRIPTION: tear o£f old surface, and re-roof CONTACTS gc 303/968-6955 David Fay 01-8366 D& D Home Improvements owner 303/519-4157 Campbell PARCEL INFO ZONE CODE: UA USE: UA SUBDIVISION: UA BLOCK/LOT#: 0/ FEE SUMMARY ESTIMATED PROJECT VALUATION: FEES 126.50 .00 ~ 59.13 185.63 3,285.00 Permit Fee Total Valuation Use Tax TOTAL Comments: Subject to field inspection I hereby certify that Che se[back distances proposed by this permit application are accurate, and do not viola[e applicable ordinances, rules or regulations of the CiCy of Wheat Ridge or covenants, easements or restrictions ot record; that a11 measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on Chis application and that I asaume full responsibility for compliance with the wheat Ridge auilding Code (I.B.C) and all other appli e Whe Ridge O dinances, for work under this permit. Plans subject to field inspecCion. t~- Signature of contractor/oyaeex> date 1. Thie permit was issued in accordance with the prwisions set forth in your application and is subject to the laws of the State of Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances ot the City. 2. This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 180 days. 3. If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the ori9inal plans and specifications and any suspension or abandonment has not exceeded one (1) year. If.changes have been or if suspension or abandonment exceeds one (1) year, full fees sha11 be paid for a new permit. 4. n*o work of any manner shall be done that will change the na[ural flow of wa[er causing a drainage problem. 5. Contractor ehall notify the Building Inapector twenty-four (24) hours in advance for all inspectiona and shall receive written approval on inspection card before proceeding with successive phases ot the job. 6. The issuance of a permit or the approval of drawings and specifica[ions shall not be construed to be a permit for, nor an approval of, any violation oE the provisions of [he building codes or any other ordinance, law, mle or regulation. A11 plan review is~Aelct to;kld.~ons. Signature of date INSPECTION REQUEST LINE:'(303)234-5933 BUILDING OFFICE: (303)235-2855 REQUESTS MUST BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Documents finm the manufacturer shall be onsite for ftnal roof inspection which specify roofing materials have been installed to meet 110 MPH fhree-secorrd wind gust---IBC COMMUNITY DEVELOPMENT DEPARTMENT Building Permit Number: oF w"E^T BUILDING INSPECTION LINE - 303-234-5933 Date: ~ Po CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE PL~ # WHEAT RIDGE, CO 80033 - (303-235-2855) ~OlORAO~ ,(YlIL ♦ lfR CIPX LL CA.F L f/N PropertyOwner. 6-1 -1 (1 %'e Property Addi'ess: ~`j oJ' o,~ o Tr ~y L v'D Phone: ) 61) S ( 5- z{ l S? Conhactor License No.: Company: nkD 1-- , . J-S Phone:~17~.~~ 7i d ~~5-S~ OWNER/CON7RACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT BuildingDept.ValuationFigure: 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 W heat Ridge or covenants, easements or restrictions of record; that all measurements shown, and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with the Wheat Ridge Buiiding Code (I.B.C) and all other applicable Wheat Ridge Ordinances, for work under this permiL Plans subject to fleld inspection. Use of Space (descriptionl: Description of work: a,.,~ ~ x t5 {-t~.~ Sq.Ft.added fvei o~ Value:$ Permit Fee:$ Plan Review Fee:$ SZ T3X: Tot21:$ ~ 0'-U f S 3' V^ 2 roc4 Expiration Date: Expiration Date: Expiration Date: ApprovaP Approval: Approval: (1) This permitwas issued in accordance with the provisions setforth in your application and is subjectto the laws of the State of Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sixry (60) days from issue date or (B) the building authorized is suspended or abandoned for a period of 180 days. (3) If this permit expires, a new permit may be acquired for a fee ot one-half the amount normally required, provided no changes have been orwill be made in the original plans and specifications and anysuspension or a6andonment has not exceeded one (1)yeac If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall be paid for anew permit. (4) No work of any manner shall be done that will change the naWral flow of water causing a drainage problem. (5) Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspecfion card before proceeding with successive phases of the job. (6) The issuance of a permit or the approval of drawings and specifcations shall not be construed to be a permit for, nor an approval of, anyviolation of the provisions ofthe building codes orany other ordinance, law, rule or regulation. All plan review is subject to field inspections. Chief Buiiding Official Electrical License No: Plumbing License No: Mechanical License No: Company: Company: Company: DEPARTMENT OF PLANNING AND DEVELOPMENT BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number Date 12725 8/31 /01 Property Owner : Property Address : 3415 WADSWORTH BLVD Contractor License No. : 20650 Company : Kelly Electrical Phone : 233-1278 Phone: 202-5030 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 accurete; that I have read and agree to abide by wnditions printed on this application, and that I assume full responsibility fpff'comp' ce with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat Rf~§e o nces, for work under this permit. (OWNER)(CONTRACTOR) Description : INSTALL A NEW FURNACE CIRCUIT Construction Value : $400.00 Permit Fee : $23.50 Plan Review Fee : $0.00 Use Tax : $6.00 Total: $29.50 Use : BUILDING DEPARTMENT USE ONLY SIC : Sq. Ft. : Approval : Zoning : P0,41.~w 90~~ . d ~ Approval: F0 ~ICk Approval : Occupancy : Walls : Roof : Stories : Residential Units : Electrical License No : 20650 Plumbing License No : Mechanical License No : Company : Kelly Electrical Company : Company : Expiration Date : 5/4/01 Approval : Expiration Date : Expiration Date : Approval : Approval : (1) This permit was issued in accortlance with the provisions set foRh in yopur application and is subjecl to the laws of the State of Colorado and to the Zoning RegulaGons antl Building Cotle of Wheat Ridge, Coloratlo or any other applirable ordinances of the City. (2) This permit shall expire if (A) the work authorizetl is not commencetl within sixty (80) days fmm issue tlale or (B) Ihe building auNOrizetl is suspended or abantloned for a period of 120 days. (3) If this permit expires, a new permtl may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the original plans and speafications and any suspension or abantlonment has not exceedetl one (1) yeac If changes are ma0e or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permit. (4) No work of any manner shall be done that will change the natural flow of wa[er causing a drainage problem. (5) Contrector shall notify the Building Inspector hventy-four (24) hours in atlvance for all inspeclions and shall receive written approval on inspection card before proceediin withsuccessive phasesofthe'oh. (6) The iss of a~erpm/it~ onr the approval o~drawings and specifwtions shall not be construed to be a permit For, nor an approval of, any violation of the provisions of ild g/~~' 4 y other ortlinance, law, rule or re9ulation. Chief Building 11 spector DEPARTMENT OF PLANNING AND DEVELOPMENT Buiiding Permit Number : BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date : 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 A Ppll CAT Io N PropertyOwner: E.'19nR CnTball PropertyAddress:,3Hj~~-' WRJS;v:rNk giv_D Phone:_3~,3 )33 Contrector License No. CompanY : Kctly ~'lcc*nr~r( _`icrv~ccy Tnc Phone : '3~,;. :~,3 - 6-, OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances pmposed by this pertnit appliwtion are accurate, and do not violate applicable ordinances, rules ar regulations of the City of Wheat Ritlge or covenants, easements or restrictions of reeord; that all measurements shown, and allegations made are accurate; that I have read T abide bY all condRions printetl on this applica6on, and that I assume full rer eo p(3nee wRh the Wheat Ridge Building Cotle (U.B.C.) and atl other applicable diances, forwork under thi s pertnit. (OWNER)(CONTRACTOR)SIGNED ~!t'~ pqTE Description .),4 //~`J Construction Value Permit Fee : Use Tax : Total : Use: BUILDING DEPARTMENT USE ONLY SIC : Sq. FC : Approval: Zoning : u Approval Approval: Occupancy : Wails : Roof : Stories : Residential Units : Electrical License No : Company : K~~ Gc1~c' h ic~ Expiration Date : Approval: Plumbing License No : Company : Expiration Date : Approval : Mechanical License No : Company: Expiration Date : Approval: (1) TPis permit was issue0 in ateortlanea wiM yhe pmdsians sM kM in yo0ur appliw6on arW is subjec2 ta tlie laws af Me State o! Colo2tlo anE to Iha :.oninq Regulations anE BuilOing CoEe M Wheat Ridya CobraEO w any otlher ap0limbie ordinances of ine Ciry. (2) This pertnH shall expirc A(A) the woM auNOnieC ie not mmmented wdhin eixty (80) tlays hom iswe Cate or (8) Me building authonxetl is suSpenEeC or aCanCaneE for a petloC of 720 days. (3) If Mis pertnit expires, a new peimR may be aaqu'uetl for a fee of onMatt ihe amount nortnalty reQui'M, proviEeC no Uanges have Deen w xdll be matle in tlhe onginal plans anA epea}Ipppns anG airy fmpensbn or abanaonmmt has rwt exteeCed one (7) yeac If chanyes am maEe ar R suspension or abanEOnment exceetls ane (7) year, tull feea ahall be paitl for a new permit . (a) No work o1 arry manner tnall be Cone Nat vrill change the natural flow af waur rausinq a E2inage pmOkm. (5) Convactor shall notlry Me BuilCing Inspeqa Mrcnry-four (24) hours in aEVanee ror all inspecnona antl shall reoeive written approval on inspection oN Eefore praceetliing wiM waxs~ive pnases of the ~ob. (6) Tne issuance M a pertnit or Ma apvm~+l W Omrings anC spetlfiqCOng slfall not De consWaE to Oe a Dertnit for, rwr an approval o( any viplatlon of Ne proNeions ot Ne DuilCing wCes w arry other ortlinance, law, rule or reyulation. - Chief Building Inspector DEPARTMENT OF PLANNING AND DEVELOPMENT ° BUILDING INSPECTION LINE - 303-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 - (303-235-2855) Building Permit Number Date 12667 8/22/01 Property Owner : Property Address : Contractor License No. : Company 3415 WADSWORTH BLVD 21093 Mancaire Inc. Phone : 232-1278 Phone: 797-3920 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 1 assume full responsibiliry for compliance with the Wheat Ridge Building Code (U.B.C.) and all other applicable Wheat K2idge ordinances, for work under this permit. (OWNER)(CONTRACTOR) SIGNED DATE Description : REPLACE FURNACE Construction Value : $2,500.00 Permit Fee : $83.25 Plan Review Fee : $0.00 Use Tax : $37.50 Total: $120.75 US@: CC/fL AM ~5.ao ~l4S,~5 BUILDING DEPARTMENT USE ONLY SIC : Sq. Ft. : Approval: ~ Zoning : 66~ Approval : ~ Approval : Occupancy : Walls : Roof : Stories : Residential Units : Electrical License No : Plumbing License No : Mechanical License No : 21093 Company : Company : Company : Mancaire Inc. Expiration Date : 8/22102 Expiration Date : Expiration Date : Approval : OK/KS Approval: Approval: (i) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the State of Coloredo and to the Zoning Regulahons and Builtliny Cotle of Wheat Ritloe, Colorado or any other applicable ordmances of the City. (2) This permit shall expire if (A) the work authorized is not commenced within sixry (60) tlays from issue tlate or (B) the building authorized is suspended or abandoned for a penod of 120 days. (3) If this permit expires, a new pertnit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the onginal plans and specifications and any suspension or abantlonment has not exceetled one (i) year. If changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new permif. (4) No work of any manner shall be done that will change the natural flow of water causing a dreinage problem. (5) ConUactor shall notify the Builtling Inspector hventy-four (24) hours in atlvance tor all inspections and shall receive wntten approval on inspection card bePore proceediin ith successive phases of fhe1'ob. (6) The iss c of a r" r ihe approval of drawings and specifications shall not be construed to be a pertnR for, nor an approval oC any violatlon of the provisions of t Z tli y other ordinance, law, rule or regula6on. 191 Chief Building I pector DFPARTViF.VT nF PLAVV(tiG ,-\tiD DFVF.LOPaIF~T BUILDLNG INSPECTION LLYE - 3113-234-5933 CITY OF WHEAT RIDGE 7500 WEST 29TH AVENLE WHEAT ffiDGE, CO 80215 - (303-235-2355) APPLICA TIOIV Propertv Owner: Propem Address: Contractor License No.: °nilriin~, o.••,,,~ \~,.nH~-~ Datc. Phone:3u'S Z-3Z Pnonc t' Os' c~ OWNER/COh-17R4CTOR 9CYATLRE OF lf.l"DERST,VIDLNG:1.NU AGREEI(EYT I haarbv cen.i[v tha[ the setback disunces oreposed hy this pertnit aoolication ve aa:ura[e, anu do noe ~iola[z applicable ordinances. rules or rzgula[ions of the City ol' Wheat Ridge or aovrnants. easemer.ts or resviaiorts uF acordt [hat a;l me:aursmencs ,ho«'n, md allegatioes made ar nccunu: ;,ha[ 1 ha,'e rsad and u~-ee mabide bv s11 _onditions pnn[ad an tltis Lpplications and tha[ i usume {aII respunsibili[v For oomplixnc< with tlia Wheat Rldge Building Coda (U.B.C) snd all other applicablz 1Vheat Ridge Ordjnanczs, for work undar Ihis persnit. Cescnp[ion. ~ ~e~o Acx ~~n,rwd.c~ Construction Value ZSr~' - Pernit Fee Plan Review Fee: T icP T9:' TOTdI: 7 ow~,EaXCO~-R.~.croa;s~e~~~ d 1 ,`=~~0 \ BUII.DLNG DEPARTMEYT USE ONLY Zaniug Comments: SIC Sq.Ft. Approval: Zoning: $uitdistg CAmmentS: Approval: Publie bt7orks Gomrnents: _ APProvaL _ Occupancv: Walis: Roof: Stories: Rzsidential Units: Electrical License No: Plumbing License No: Mechanical License No: Company: Company: Company: Espiralion Date: Espirahon Date: Espiration Date: Approval: Approval: .4pproval: (1) "fhis pennit waz issued m accordana with the prwisions set for[h in vour aopllcation and Is subj<et [o the laws oi the Stnc o( Calorado anE to thc Zonmy Bcgvluions and Bmlding Codc ot Whcaz Ridye, ColomAO or anY other applicobic ordinanccs of thc Gm. This permu shall expirc iC (A) the work autnorixd !s not :ommenced wiihin vxry (60) claos [rom issue daie or !B) the buJdiny iuNOnz<d is suvpendeA ur abnndoned (or a penod ot I'0 days. . (3) ft' ihis pertnit espves, a new pertnrt may be acyuircd tor o tee oi onehalCthe amowt normally ;cyuircd, orovidetl no changes have been or wdl bc madc in the onynal plam and specffiwtiorts and any susprnsion or abandonmen[ haz vcr esceeded one (1) year . Il cnanges have bccn or ii susp<nson or a'o.indonmcm c<mels one (I) ycar, (ulf 1'<es shall be paid:'or a new pemut_ (1) uo work of anv mumer shall be done _hm will change the naoual (low oi wamr causing n dramaye probiem. 0; C,onr.umr shall noorv the 3wluiny iasp<c:nr iwemv-tour ('4) hows m advancc ;or all inspettions, and snall :ec.rve wonen aperoval an inspccaon uvd beiorc pmceetlivg wuh successrve phases ot thcjob. fb) Th.e ismancc nf a pe:mit or the acproval of drawmr} and speaticatioobu shall noe S< mnsmucd :o be a pertnu (or, nor an appmvil ot: sry violation oi !he pmvisiorts of the bwldin5 ccdex or any other orLinancq law. rulc or regulation. Cliief Building Inspector 6EPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 95-249 BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date :2/2/95 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 Property Owner : CAMPBELL ELDON H Property Address : 3415 WADSWORTH BLVD Phone : 233-2178 Contractor License No. : 17921 Company : Elcar Fence & Suppiy Co. Phone : 755 5211 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certity 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 rewrd; that all measurements shown, and allegations made are accurate; that I have read and ayree to abide by all conditions printed on this application, and that I assume full respon ibility for wmpliance with e Wheat Ridge Building Code (U.B.C.) and all other applicable)YOh~at Ridge ordinanfzsrf9r ;or"nder this permit. (OWNER)(CONTRACTOR) Description : CHAIN LINK FENCE Construction Value : $1,282.00 Permit Fee : $31.00 Use Tax : $19.23 Total: $5023 (1) This permit was issuetl in accortlance with the provisions ut forth in yopur application and is sub1'ed to the laws ot the State ot Colorado and to the 2oning Regulalions and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the Ciry. (2) This permit shall expire if (A) the work authorized is not commenced wiMin sixry (60) tlays from issue tlate or (B) the huilding authorized is suspendetl or abandonetl for a periotl of 120 tlays. (3) If this permit expires, a new permit may be acquired !or a Fee of one-half the amount normally requiretl, providetl no changes have been or will be made in the original plans and specifications and any suspension or abandonment has not exceetled one (1) year. It changes are made or if suspension or abandonment exceeds one (1) year, full fees shall be paid for a new pertni[. (4) No work of any manner shall be done ihat will change the natural flow oFwater causing a tlrainage problem. (5) Contredor shall notify the BuilCing Inspector lwenry-four (24) hours in advance for all inspections and shall receive written approval on inspec[ion card beFOre proceediing with successive phases of the 1~ob. (6) The issuance of a permit or the approval of drewings antl specifications shall not be construed to be a permit for, nor an approval of, any violation of the provisions of the builtling cotles or any other ortlinance, law, rule or regulation. _'w ( G-L Chief Building Inspector THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR CALL: 234-5933 24 HOURS PRIOR TO INSPECTION DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : BUILDING INSPECTION DIVISION - 235-2855 CITY OF WHEAT RIDGE Date : 7500 WEST 29TH AVENUE WHEAT RIDGE, CO 80215 PropertyOwner: d/+PLPi3Ft-L 4 Phone : 6-33- c;L 1 -7 / 8~ Property Address i. f T7 Contractor License No. Company LC r1r i2 re~^J C~E ' . Phone 5 S- SoZ ~ ~ OWNER(CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurete, and do not violate applicable ordinances, rules or regulations of the Cdy of Wheat Ridge or covenants, easements or restnctions 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 responsib for compliance with the Wheat Ridge Building Code (LLB.C.) antl all other applicable WI at idge ordinances, for wor~ under this permit. (OWNER)(CONTRACTOR) Description : 4 Construction Value r~~ Y 0- - Permit Fee : ' ) aj / • --J Use Tax : / g ~j 3 Total :S J. ';Z 3 $0.00 Electrical License No : Plumbing License No : Mechanical License No : Company: Company: Company: Expiration Date : Approval : Yai d . , .M~. W~.::. Expiration Date : Approval : 2 Ma Expiration Date : Approval : (1) This permit was issuetl in accotdance wiN the provisions set forth in yopur application anE is subject to the laws of the State of ColoreAO and lo the Zoning Regulations and Building Cotle of Wheat Ridge, Coloratlo or any other applicable ortlinances of the Ciry. (2) This permit shall expire if (A) ihe work authorized is not commenced within siaN (60) days from issue date or (B) the builtling authonzetl is suspentletl or abandonetl for a penod of 120 tlays. (3) If this pertnit ezpires, a new pertnM1 may be acquired for a fee o( one-hatt the amount normally require4 provitletl no changes have been or will be matle in the onginal plans anA speaficatwns antl any suspension or abantlonment has not exceedetl one (1) year. If changes are made or if suspension or abanAOnment exceeds one (1) year, fulllees shall be paitl for a new permit. (4) NO work of any manner shall be Oone that will change the naWrel flow of water wusing a tlrainage problem. (5) Cont2cror shall nofiry the BuilAing Inspec[or lwenry-four (24) hours in atlvance for all inspections anA sha0 receive wntten approval on inspectlon pr0 before proceediing with successive phases of the job. (6) iTe issuance of a permil or the approval ot drawings and specifcations shall not be construetl to be a permit for, nor an approval of, any violalion of the provisions of the building codes or any other ortlinance, law, mle or regulation. 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 tJE-iG GAr4 1 n ~ ~ j~- ~ 3 ~ ~ W5 i PLY, ~ y'cta,~P,-j L i A/t V V~ Saien/ UP /-csldcs 70 AIL:16ffOOe-l 6A~-a4Gz- a-T N-Z) ` ST,~✓fi- FcjvcAs;- N,lbofe-a`2s RL~hAO tlT DL. D LcJ r 2t;` Fu.,1cw-0ri Sr Ati n/f'rM14f{4-tMC?b}7Ql~/ /n! FROnlT~ /4r/D HRt, ~ 70 LtZA,2 yA ~ -~-e e~~N ~ ~ c~.~LVn,-~ ~~non1 ~ RrH '-~ZN ~ SPrc_~,ssjuk ti: 2-7 `f~ ~oU.sE II FPo,J r II